CN214993140U - High headroom cast-in-place box girder staple bolt adds combination support system of steel pipe - Google Patents

Abstract

The utility model discloses a high clearance cast-in-situ box girder hoop and steel pipe combined supporting system, wherein the upper part of each pier stud is sleeved with a hoop, and the hoop, a rubber pad and a sand bucket jointly form an edge buttress of a first bearing beam; the side buttress of the second bearing beam comprises at least two steel pipe uprights arranged at transverse intervals, a cross brace or a parallel connection bracket, a sand bucket, a first bearing beam and a middle buttress of the second bearing beam comprises at least two steel pipe uprights arranged at longitudinal intervals, a cross brace or a parallel connection bracket and a sand bucket; reinforced concrete is poured on the ground below the bridge to serve as an expansion foundation, and the lower ends of all the steel pipe stand columns are fixedly installed on the expansion foundation. The device is suitable for mountainous bridge engineering with deep V-shaped terrains which are narrow in construction site and inconvenient for large-scale mechanical equipment to enter and exit, and has the advantages of simple structure, convenience in construction and low economic cost.

Description

High headroom cast-in-place box girder staple bolt adds combination support system of steel pipe

Technical Field

The utility model belongs to the technical field of the engineering construction, concretely relates to combination support system suitable for construction of cast-in-place case roof beam of high headroom.

Background

The cast-in-place box girder support mainly adopts full hall support, steel pipe bailey support, dish buckle support etc. and each construction process has respective characteristics: the full framing construction speed is high but is greatly limited by the field; the steel pipe bailey bracket has high safety, low construction speed and high cost; the safety of the plate buckle support is low.

In the process of building a Chinese sword banyan highway in Guizhou in the Dong nationality mountain area of the Guizhou southeast Miao nationality, the engineering has an unprecedented difficult problem. According to the design scheme, the engineering needs to have a cast-in-place box girder 7 link, the maximum section width is 23.6m, and the highest position of the support reaches 42m, so that a series of problems of large construction difficulty, narrow site, high cost and the like of the cast-in-place box girder are brought.

SUMMERY OF THE UTILITY MODEL

In view of the above problem, the utility model aims at providing a support system of cast-in-place box girder is applicable to the mountain area bridge engineering of the dark V topography that the construction site is narrow and small, the large-scale mechanical equipment business turn over of being not convenient for, simple structure, construction convenience, economic cost are low.

Therefore, the utility model discloses the technical scheme who adopts does: a high clearance cast-in-place box girder hoop and steel pipe combined supporting system is characterized in that at least two bearing beams are transversely laid at intervals along the extending direction of a bridge and used for the construction of the cast-in-place box girder, the bearing beam laid at the position of a pier column of the bridge is called a first bearing beam, the bearing beam laid between two pier columns of the bridge is called a second bearing beam, a middle supporting pier is required to support the middle part of each bearing beam, two end heads are required to support side supporting piers, the upper part of each pier column is sleeved with a hoop, a rubber pad is additionally arranged between the hoop and the pier column, and a sand barrel is fixedly arranged above the hoop to jointly form the side supporting piers of the first bearing beam; the side buttress of the second bearing beam comprises at least two steel pipe stand columns which are transversely arranged at intervals, adjacent steel pipe stand columns are connected into a whole through a cross brace or a parallel connection support, and the top of each steel pipe stand column is provided with a sand bucket as a supporting point through a flange plate; the middle buttress of the first bearing beam and the second bearing beam comprises at least two steel pipe columns which are longitudinally arranged at intervals, adjacent steel pipe columns are connected into a whole through a cross brace or a parallel connection support, and the top of each steel pipe column is provided with a sand bucket as a supporting point through a flange plate;

reinforced concrete is poured on the ground below the bridge to serve as an expansion foundation, and the lower ends of all the steel pipe stand columns are fixedly installed on the expansion foundation.

Preferably, the expansion foundation is arranged on a concrete cushion layer on a flat ground, an upper layer of reinforcing steel bar mesh and a lower layer of reinforcing steel bar mesh are bound in the expansion foundation, an embedded steel plate is arranged at each position where a steel pipe upright is required to be installed, a flange plate is arranged at the lower end of the steel pipe upright and is fastened on the embedded steel plate through bolts, and then the steel pipe upright and the embedded steel plate are connected through full welding around the flange plate for one circle.

More preferably, at least two anchor bars are arranged below the embedded steel plate.

Further preferably, each steel tube stand is formed by splicing at least two sections of seamless steel tubes up and down, and a flange plate is arranged at the splicing position and is connected with a bolt in a staggered hole mode.

More preferably, both ends of the first bearing beam and the second bearing beam extend out of the bridge deck by at least 1 m.

Preferably, the hoops sleeved on the upper parts of the pier columns are overlapped and installed into a pair by an upper hoop and a lower hoop, and the front side and the rear side of each hoop are respectively provided with a sand bucket which is respectively used as the side buttresses of two adjacent first bearing beams.

The utility model has the advantages that: the hoops are installed by means of bridge pier columns, and the hoops are combined with the sand barrels to serve as side buttresses of the bearing beams laid at the positions of the bridge pier columns, and steel pipe columns do not need to be additionally arranged; the method comprises the following steps of adopting a combined structure of steel pipe stand columns, a cross brace or a parallel support and a sand bucket as a middle buttress of a bearing beam paved at the position of a pier column of a bridge, and a middle buttress and an edge buttress of the bearing beam paved between two pier columns of the bridge; all the support structures form a support system of the cast-in-place box girder together. Has the following characteristics:

1) the anchor ear is adopted to reduce the cost: because the hoops are adopted in the support, the friction force generated between the hoops and the pier columns is used as stress points at two ends of each span of the cast-in-place bridge, excessive steel pipe supports are not needed, and a large amount of construction cost is saved;

2) the speed is fast, save place: the construction of the hoop and steel pipe combined supporting system can reasonably utilize the advantages of the steel pipe Bailey bracket, improve the defect of low speed, improve the speed and save materials and fields on the premise of ensuring safety;

3) the stress structure is reasonable to ensure the absolute safety of construction: the hoops utilize the friction force between the hoops and the pier columns to ensure the stress, the rubber pads are arranged in the hoops to increase the friction coefficient, the stability is not influenced by external factors, and the middle buttress adopts reinforced concrete as the foundation to ensure the construction safety;

4) low labor intensity and high safety guarantee: the hoops and the steel pipe supports are adopted, so that the labor intensity of workers in the steps of material transferring, support dismantling and the like is greatly reduced.

Drawings

Fig. 1 is a schematic elevation view (longitudinal direction) of the present invention.

Fig. 2 is a top view of fig. 1.

Fig. 3 is a sectional view a-a of fig. 1.

Fig. 4 is a schematic view of the structure of the enlarged foundation and the concrete pad.

Detailed Description

The present invention will be further explained by the following embodiments with reference to the drawings, wherein the extending direction of the bridge is longitudinal and the width direction of the bridge is transverse.

Referring to fig. 1-3, a combined supporting system of a high-clearance cast-in-situ box girder hoop and steel pipes,

at least two bearing beams 4 are transversely paved along the extending direction (namely the longitudinal direction) of the bridge at intervals, the bearing beams 4 are transversely paved, the two ends of each bearing beam 4 are the left end and the right end, the bearing beams 4 are used for the construction of cast-in-place box girders, the bearing beams 4 are used for paving Bailey beams 10, distribution beams 11, bottom plates, side forms, wing plates and the like, and then steel bar binding and concrete pouring are carried out. The core of the invention is a combined supporting system of the bearing beam 4, and the subsequent construction of the cast-in-place box beam is consistent with the traditional construction mode.

For convenience of specific description, the bearing beam 4 laid at the position of the pier stud 5 of the bridge is referred to as a first bearing beam 4a, and the bearing beam 4 laid between the two pier studs 5 of the bridge is referred to as a second bearing beam 4 b. The middle part of each bearing beam 4 needs a middle buttress for supporting, and two ends need side buttresses for supporting.

The upper portion of each pier stud 5 is sleeved with an anchor ear 7, and a rubber pad (not shown in the figure) is additionally arranged between the anchor ear 7 and the pier stud 5, so that the friction coefficient between the anchor ear and the pier body is increased. The rubber pad needs to be polished before being installed on the hoop so as to further increase the friction force between the rubber pad and the pier stud. The sand barrel 9 is fixedly arranged above the anchor ear 7 to form a side buttress of the first bearing beam 4a together.

As shown in fig. 1, the side pier of the second bearing beam 4b comprises at least two steel pipe columns 8 which are transversely arranged at intervals. The adjacent steel pipe columns 8 are connected into a whole through the cross braces 12 or the parallel connection support 13, the sand barrels 9 are installed at the top of each steel pipe column 8 through the flange plate to serve as supporting points, namely the side buttress of the second bearing beam 4b is composed of at least two steel pipe columns 8, the cross braces 12 or the parallel connection support 13 and at least two sand barrels 9 which are installed at transverse intervals.

The middle buttress structures of the first bearing beam 4a and the second bearing beam 4b are the same. The method specifically comprises the following steps: as shown in fig. 3, the steel pipe column support comprises at least two steel pipe columns 8 which are longitudinally arranged at intervals, the adjacent steel pipe columns 8 are connected into a whole through a cross brace 12 or a parallel connection support, sand barrels 9 are arranged at the top of each steel pipe column 8 through a flange plate to serve as supporting points, namely, the middle buttresses of the first bearing beam 4a and the second bearing beam 4b are composed of at least two steel pipe columns 8, the cross braces 12 or the parallel connection support and at least two sand barrels 9 which are longitudinally arranged at intervals. The sand barrels 9 are arranged in one-to-one correspondence with the steel pipe columns 8, and different numbers of steel pipe columns 8 are arranged according to different bridge span widths.

Referring to fig. 1, 3 and 4, reinforced concrete is poured on the ground under the bridge to form an enlarged foundation 6, and the lower ends of all steel pipe columns 8 are fixedly installed on the enlarged foundation 6.

The expansion foundation 6 is arranged on a concrete cushion 14 which is leveled on the ground, an upper layer of reinforcing steel bar grid 6a and a lower layer of reinforcing steel bar grid 6a are bound in the expansion foundation 6, an embedded steel plate 6b is arranged at each position where a steel pipe upright post 8 needs to be installed, a flange plate is arranged at the lower end of the steel pipe upright post 8, the lower end of the steel pipe upright post is fastened on the embedded steel plate 6b through bolts, and then the steel pipe upright post is connected through full welding around the flange plate for one circle. Preferably, at least two anchor bars (not shown) are provided below the embedded steel plate 6 b.

Every steel pipe stand 8 is formed by splicing at least two sections of seamless steel pipes from top to bottom, and the splicing position department is provided with the ring flange to combine the wrong jogged joint of bolt, the atress effect is better.

The first and second beams 4a, 4b preferably extend at least 1m beyond the bridge.

The hoops 7 sleeved on the upper parts of the pier studs 5 are preferably assembled into a pair by overlapping an upper hoop and a lower hoop, so that the bearing effect is better. The front side and the rear side of each hoop 7 are respectively provided with a sand bucket 9 which is respectively used as an edge buttress of two adjacent first bearing beams 4 a.

And simultaneously, the utility model also discloses a construction method of high mound large-tonnage cast-in-place box girder, including following step:

s1, treating the foundation below the bridge: during foundation treatment, a foundation rough sample needs to be put out firstly, the rough position of the enlarged foundation is determined, then the site is leveled by adopting an excavator, the bearing capacity of the foundation is tested after the elevation of the foundation is determined, if the bearing capacity of the foundation is insufficient, stone slag needs to be used for replacement, the replacement height is 1.5-2 m, and if the bearing capacity of the foundation is sufficient, stone slag does not need to be used for replacement. And compacting by using a road roller after the replacement and filling, and ensuring that the bearing capacity of the foundation is more than 200 Kpa.

S2, expanding foundation construction: the construction method comprises the steps of firstly using C15 concrete to construct a concrete cushion 14 of a foundation, after the construction of the concrete cushion 14 is completed, discharging a precise sample of the center point of each steel tube upright 8 according to the center point coordinate of each steel tube upright 8, wherein the deviation value does not exceed 1cm, the foundation boundary needs to be expanded by at least 1m from the center point of the steel tube upright 8 at the outermost side, binding upper and lower layers of reinforcement grids 6a in the foundation boundary to serve as reinforcement protection layers, welding pre-embedded steel plates 6b at the positions where the steel tube uprights 8 need to be installed, and then performing C30 concrete pouring to complete the construction of expanding the foundation 6.

The thickness of the C30 concrete is 50cm, and the thickness of the concrete is 60cm in field application; two layers of reinforcing mesh 6a, wherein the size of each layer of mesh is 20cm x 20 cm; the size of the embedded steel plate 6b embedded after the reinforcement grids 6a are bound is 1m × 1m, and the thickness is 1cm, but not limited thereto. And the position of the embedded steel plate is determined by adopting a vertical line method and using a level ruler to ensure the levelness of the embedded steel plate.

The center position of each steel upright post needs to be discharged again after the foundation construction is expanded, the elevation (the elevation is the elevation at the bottom of the steel upright post) is recorded,

s3, hoop 7, steel tube column 8 and sand barrel 9: supposing that the bearing beam 4 laid at the position of the pier stud 5 of the bridge is called a first bearing beam 4a, and the bearing beam 4 laid between the two pier studs 5 of the bridge is called a second bearing beam 4b, the middle part of each bearing beam 4 needs a middle buttress for supporting, and two ends need side buttresses for supporting;

s3-1, hoop 7 and sand barrel 9: an anchor ear 7 is sleeved on the upper part of each pier column 5 needing to be paved with the first bearing beam 4a, a rubber pad is additionally arranged between the anchor ear 7 and the pier column 5, and a sand bucket 9 is fixedly arranged above the anchor ear 7 to jointly form the side buttress of the first bearing beam 4 a.

S3-2, installation of steel tube column 8 and sand barrel 9: at least two steel pipe upright columns 8 are transversely installed below each end head of the second bearing beam 4b to be paved at intervals, the adjacent steel pipe upright columns 8 are connected into a whole through a cross brace or a parallel connection support, a sand bucket 9 is installed at the top of each steel pipe upright column 8 through a flange, and the side buttress of the second bearing beam 4b is formed jointly. At least two steel pipe upright posts 8 are longitudinally arranged below the middle part of the first bearing beam 4a and below the middle part of the second bearing beam 4b at intervals, the adjacent steel pipe upright posts 8 are connected into a whole through a cross brace or a parallel connection support, a sand barrel 9 is arranged at the top of each steel pipe upright post 8 through a flange plate, and middle buttresses of the first bearing beam 4a and the second bearing beam 4b are respectively formed. The lower ends of all steel pipe columns 8 are fixedly installed on the enlarged foundation 6, the bridge deck design elevation of the position needs to be calculated after the central position of the steel pipe column is determined, the height of a structural layer (such as bridge deck pavement, 0.18m of bridge deck system, 2m of box girder height, 0.015m of bamboo plywood height, 0.095m of square timber height, 0.14m of distribution beam height, 1.5m of Bailey beam height, 0.4m of bearing beam height, and the height of a sand bucket matched with the height of the steel column) and the elevation of the bottom of the steel pipe column are subtracted to determine the height of the steel pipe column, and the steel pipe column joint needs to be determined according to the length of the steel pipes on site. Each section of steel pipe column is connected in a staggered manner through bolts (the bolts are phi 18mm x 80mm, M4.8), flanges at two ends of each section of steel pipe column are provided with 16 bolt holes, the verticality of the steel pipe column is controlled through a level ruler and a theodolite, the steel pipe column is connected through a cross brace or a parallel connection support, and the calculated length of the steel pipe column is not more than 7M.

The steps S3-1 and S3-2 are not sequential, can be carried out simultaneously, and can also be carried out respectively.

The sand barrel consists of an upper sand barrel and a lower sand barrel, wherein the upper sand barrel is phi 530 delta 10mm, the lower sand barrel is phi 609 delta 10mm, and the combined height is 48 cm. The sand bucket is provided with steel plates with the thickness of 3cm at the upper part and the lower part, the size is 700mm x 700mm, 1 sand discharge hole is formed in the circumference of a steel pipe of the lower sand bucket, sand in the sand bucket is manufactured by adopting mechanical sand of a top mixing station, the sand needs to be tamped in layers when being filled, and the height of each layer of sand is not more than 50 mm. The height of sand is controlled to be 15 cm-20 cm (the height of the sand barrel is calculated according to the top elevation of the steel pipe column and the bottom elevation of the box girder), the sand barrel is uniformly processed and numbered in the back field according to the calculated height, the sand barrel is correspondingly installed according to the number when being hoisted, the deviation between the center line of the sand barrel and the center of the steel pipe column is smaller than 20mm, and the sand barrel is connected with a flange plate of the steel pipe column through welding after being hoisted in place.

S4, installing the first bearing beam 4a and the second bearing beam 4 b: after the bearing beam 4 is installed, the bearing beam needs to extend out of two sides of the bridge deck by at least 1m, and two ends of the first bearing beam 4a are respectively installed on the corresponding side buttresses formed by the hoops 7 and the sand barrels 9; two ends of the second bearing beam 4b are respectively arranged on the side buttresses formed by the steel pipe upright posts 8 and the sand barrels 9 which correspond to each other; the middle part of the first bearing beam 4a and the middle part of the second bearing beam 4b are respectively arranged on the middle buttress formed by the steel pipe upright post 8 and the sand barrel 9 which respectively correspond to each other.

The spandrel girder 4 is formed by splicing a plurality of beams, double-spliced HN 400X 200X 8X 13 section steel is adopted at the position of the steel pipe column, and double-spliced HN 700X 300X 13X 24 section steel is adopted at the position of the hoop. The length of the section steel required by each bearing beam is calculated according to the width of the bridge floor, the welding seam of each bearing beam is ensured to be not more than 3 positions, each butt welding seam needs to be welded with stiffening steel plates strictly according to the butt joint specification of the section steel, each frame of section steel is connected through welding, one welding seam is arranged at intervals of 10cm, and each welding seam is 10cm long. And after finishing the back-end processing, the bearing beam is hung on the corresponding sand bucket through a truck crane, is fixed by welding with the sand bucket, and then retests the elevation of the top of the bearing beam after the installation is finished.

S5, Bailey beam 10, distribution beam 11 and installation: a plurality of Bailey beams 10 are longitudinally paved on all bearing beams 4 between two adjacent piers 5 at intervals left and right, and then distribution beams 11 are paved above the Bailey beams 10.

The Bailey beams are assembled to required lengths on the back field by adopting flower stands and connecting pins according to the distance between the steel pipe columns, then are hoisted in place by using a truck crane or a tower crane, and are in place according to the designed position during hoisting, and the Bailey beams are stressed at the node positions. The distance between the distribution beams is 70cm, the square timber at the web plate is fully paved, and the distance between the square timber at the other positions is 30 cm.

S6, bottom plate, side mold and wing plate laying, cast-in-place box beam reinforcement and box beam concrete pouring.

The bottom plate is laid to ensure that no large gap exists between the bamboo plywood, after laying is finished, elevation retest and side mold position positioning (4m control points) are carried out, the height of the wing plate is controlled by the aid of the bowl buckle support, and after laying is finished, elevation retest is carried out (4m control points).

Cast-in-place box girder all adopts C50 concrete, and the mix proportion is, cement: sand: crushing stone: water: the admixture is 496: 754: 1041: 149: 6.2, design slump 160mm to 200 mm.

Steps S5 and S6 are the same as the construction method of the existing cast-in-place box girder, and are not described herein again.

Preferably, in step S1, the lower end of the steel tube column 8 is provided with a flange and fastened to the embedded steel plate 6b by bolts, and then connected by full welding around the flange, and at least two anchor bars are provided below the embedded steel plate 6 b.

Preferably, in step S2, the height of the cushion is at least 8cm, preferably 10 cm; the thickness of the reinforcing steel bar protective layer is not less than 3cm, and preferably 5 cm.

Claims (6)

1. The utility model provides a high headroom cast-in-place case roof beam staple bolt adds combination support system of steel pipe, the extending direction interval ground along the bridge transversely has laid two piece at least spandrel girders (4) and is used for the construction of cast-in-place case roof beam, spandrel girder (4) of laying pier stud (5) position department at the bridge are called first spandrel girder (4a), spandrel girder (4) of laying between two pier studs (5) of bridge are called second spandrel girder (4b), the buttress supports in the middle part needs of every spandrel girder (4), both ends head needs limit buttress to support, its characterized in that: an anchor ear (7) is sleeved on the upper part of each pier column (5), a rubber pad is additionally arranged between the anchor ear (7) and the pier column (5), and a sand barrel (9) is fixedly arranged above the anchor ear (7) to jointly form an edge buttress of the first bearing beam (4 a); the side buttress of the second bearing beam (4b) comprises at least two steel pipe columns (8) which are transversely arranged at intervals, the adjacent steel pipe columns (8) are connected into a whole through a bridging or parallel connection bracket, and the top of each steel pipe column (8) is provided with a sand bucket (9) as a supporting point through a flange plate; the middle buttress of the first bearing beam (4a) and the second bearing beam (4b) comprises at least two steel pipe upright columns (8) which are longitudinally arranged at intervals, the adjacent steel pipe upright columns (8) are connected into a whole through a cross brace or a parallel connection support, and the top of each steel pipe upright column (8) is provided with a sand barrel (9) as a supporting point through a flange;

reinforced concrete is poured on the ground below the bridge to serve as an expansion foundation (6), and the lower ends of all steel pipe stand columns (8) are fixedly installed on the expansion foundation (6).

2. The high headroom cast-in-place box girder hoop and steel pipe combined supporting system of claim 1, characterized in that: the expansion foundation (6) is arranged on a concrete cushion (14) of a flat ground, an upper reinforcing steel bar grid layer and a lower reinforcing steel bar grid layer (6a) are bound in the expansion foundation (6), an embedded steel plate (6b) is arranged at each position where a steel pipe upright post (8) needs to be installed, a flange plate is arranged at the lower end of the steel pipe upright post (8), and the flange plate is fastened on the embedded steel plate (6b) through bolts and then connected through full welding around the flange plate for one circle.

3. The high headroom cast-in-place box girder hoop and steel pipe combined supporting system of claim 2, characterized in that: at least two anchor bars are arranged below the embedded steel plate (6 b).

4. The high headroom cast-in-place box girder hoop and steel pipe combined supporting system of claim 1, characterized in that: each steel tube upright post (8) is formed by splicing at least two sections of seamless steel tubes up and down, and a flange plate is arranged at the splicing position and is connected with a bolt in a staggered hole mode.

5. The high headroom cast-in-place box girder hoop and steel pipe combined supporting system of claim 1, characterized in that: and the two ends of the first bearing beam (4a) and the second bearing beam (4b) extend out of the bridge deck by at least 1 m.

6. The high headroom cast-in-place box girder hoop and steel pipe combined supporting system of claim 1, characterized in that: the hoops (7) sleeved on the upper parts of the pier studs (5) are installed into a pair by an upper and a lower overlapping mode, and the front side and the rear side of each hoop (7) are respectively provided with a sand barrel (9) which is respectively used as side buttresses of two adjacent first bearing beams (4 a).

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