CN215104688U

CN215104688U - Viaduct strides parallel bridge buttress full assembled support in ground

Info

Publication number: CN215104688U
Application number: CN202022423709.6U
Authority: CN
Inventors: 李锦�; 周兴斌; 崔亚中; 刘昭; 高健; 林统; 张慧茹; 付百臣; 徐伟; 潘家富
Original assignee: Zhejiang Communications Construction Group Co Ltd
Current assignee: Zhejiang Communications Construction Group Co Ltd
Priority date: 2020-10-27
Filing date: 2020-10-27
Publication date: 2021-12-10
Anticipated expiration: 2030-10-27

Abstract

The utility model provides a viaduct strides full assembled support of ground parallel bridge buttress, pour the interim buttress of bridge floor on existing bridge and relative setting including two, two interim piers of bridge floor between erect the crossbeam, the lower extreme of crossbeam has a plurality of steel-pipe columns through the apron welding, the mound top of the interim buttress of bridge floor set up bailey longeron support, full support is set up to bailey longeron support upper end, full support upper end is pour the upper box girder.

Description

Viaduct strides parallel bridge buttress full assembled support in ground

Technical Field

The utility model relates to an on stride cast-in-place box girder bridge construction field, concretely relates to overpass strides parallel bridge buttress full combined support in hall on ground.

Background

Along with the increase of urban traffic flow, urban traffic is increasingly complex, and the problems of road congestion, service level reduction and the like of a traffic network become bottlenecks which influence the smoothness of urban roads, so that the viaduct lifting project becomes an effective measure for solving the existing problem of road congestion. The common viaduct lifting project must cross over the designed ground bridge in the vertical space, so that mutual influence of construction is caused. The viaduct is lifted generally according to the construction sequence of high first and low second. However, in the project practice, urban arterial roads or highways crossed with each other are subjected to policy processing and other reasons, so that ground bridges are often constructed in advance, and the construction of an upper-span cast-in-place box girder bridge is difficult.

SUMMERY OF THE UTILITY MODEL

The utility model aims at providing a viaduct strides parallel bridge buttress full combined support in ground plane and construction method, through set up interim fulcrum, set up steel-pipe pile basis buttress and set up vertical bailey longeron and shaped steel distribution roof beam and carry out the combined support system that full support was set up in the middle of the ground bridge framing through setting up the bridge floor directly over the ground bridge both ends abutment (buttress) department of implementing earlier, solve and stride bridge cast-in-place box girder iron set up a difficult problem.

Preferably, the bridge deck temporary buttress is poured on the bridge deck temporary buttress through a bamboo plywood.

Preferably, the full-hall bracket is pre-pressed with a weight.

Preferably, the Bailey longitudinal beam support comprises a plurality of groups of three Bailey frames corresponding to the positions of the web plates of the upper box girder and a plurality of groups of two Bailey frames corresponding to the positions of the bottom plates of the upper box girder.

Preferably, the distance between the three bailey frames is 45cm, the distance between the two bailey frames is 90cm, and the distance between adjacent bailey frame groups is 120-138 cm.

Preferably, I-steel is adopted as the distribution beams in the transverse bridge direction above the Bailey longitudinal beam support, and the arrangement space of the distribution beams is matched with that of the full space supports above the distribution beams.

The utility model discloses utilize ground to accomplish bridge floor abutment, pier stud department and set up concrete temporary buttress and median strip and beat and establish steel-pipe pile basis and set up the buttress to erect bailey frame longeron and distribution roof beam on it after, carry out full hall's support and set up, carry out the construction of upper cast-in-place box girder. Before implementation, according to the scheme of the buttress and the full support, the bent-resistance and shear-resistance bearing capacity checking calculation, the cap beam crack width checking calculation and the bridge pile bearing capacity checking calculation under the normal use state are carried out on the cap beam and the pier column of the ground bridge. Meanwhile, settlement, stress and crack monitoring are carried out on the cover beam and the pier stud of the ground bridge lower structure in the implementation process, so that the safety of the cast-in-place box beam and the ground bridge structure is guaranteed, the upper cast-in-place box beam construction (beam casting on the beam) is carried out by utilizing the lower box beam erection support, and the damage to the lower bridge structure is avoided.

Drawings

Fig. 1 is a plan view of a bailey beam of a viaduct bridge crossing the ground parallel bridge provided by the utility model;

fig. 2 is a plan view of the viaduct crossing ground parallel bridge full assembled support provided by the utility model;

FIG. 3 is a flow chart of the construction process provided by the present invention;

FIG. 4 is a schematic view of a Bailey stringer layout;

wherein, labeling:

1. the steel pipe pile 2 is an existing bridge steel pipe pile; 3. pier cushion cap 4, ground bridge capping beam; 5. bamboo plywood; 6. concrete temporary buttress; 7. a bailey longitudinal beam bracket; 8. a distribution beam; 9. a full support; 10. an upper steel cover plate; 11. casting a steel template in situ; 12. and an upper layer (cast-in-situ) box girder.

Detailed Description

Referring to fig. 3, the present invention provides a construction method of a full assembled trestle of a pier of a viaduct parallel to a ground plane, referring to fig. 1-2, which specifically includes the following steps:

firstly, construction preparation: combining the ground bridge plane arrangement to formulate a full-space combined support construction scheme of the cast-in-place box girder buttress of the viaduct; wherein the bridge floor buttresses 6 are laid directly over ground bridge abutment and pier stud, and upper portion load is passed to ground bridge bent cap 4, pier cushion cap 3 by bridge floor buttress 6 is direct, avoids the beam slab to participate in whole atress, confirms 1 basic quantity (1 ~ 6 of steel-pipe pile according to the median width in the ground bridge (municipal administration bridge median width changes greatly, generally between 1.5m to 9 m) of steel-pipe pile 1, and the many single-row stake interval should be not more than 1.5 m).

Carrying out checking calculation on bending resistance and shearing resistance bearing capacity of the capping beam and the pile foundation of the ground bridge lower structure according to the support scheme, and carrying out checking calculation on the crack width of the capping beam and the bearing capacity of the bridge pile in a normal use state;

step two, driving the steel pipe piles in the central zone: the steel pipe pile 1 is formed by rolling Q235 steel plates, each section is 6-12 m in length, the steel pipe pile is lengthened by field welding, steel plate stiffening ribs are additionally welded at seams to enhance rigidity, and the steel pipe pile is driven by a DZ90A vibration hammer; during construction of the steel pipe pile 1, the longitudinal and transverse deviation of the steel pipe pile is controlled by attention, and the pile position is ensured to be accurate.

The construction process of the steel pipe pile 1 comprises the following steps: measuring and paying-off → placing the pile driver in place → lifting the steel pipe pile → checking the pile position → inserting the pile → vibrating sinking → welding the pile → vibrating sinking to the design depth → cutting the pile head according to the design elevation → welding the cover plate

After the steel pipe piles 1 are arranged in place, welding a cover plate with the thickness of 14mm on the upper part of each steel pipe pile 1 according to the designed elevation, installing a transverse double-spliced 45I-shaped steel beam 13 on the cover plate, and welding the beam 13 and the steel pipe pile cover plate; and two ends of the I-shaped steel beam 13 are erected on the temporary support piers of the bridge deck.

Step three, pouring the temporary pier of the bridge deck in situ: the bridge deck temporary buttress 6 is poured by C30 reinforced concrete, the thickness is 60cm, the base width is 120cm, the bridge deck temporary buttress 6 adopts a non-parallel design, the node position of the Bailey longitudinal beam support 7 is ensured to fall on the bridge deck temporary buttress 6, and the Bailey longitudinal beam support 7 is favorably stressed; concrete construction process: making a template → installing the steel reinforcement framework → mixing the concrete → pouring and tamping the concrete → maintaining the concrete → removing the template.

Because the bridge floor temporary buttress 6 is cast in situ on the ground bridge floor, the bamboo plywood 5 is adopted as the bottom die to be isolated from the existing bridge floor for the convenience of dismantling.

Fourthly, erecting the longitudinal Bailey beam at the pier top and the distribution beam:

referring to fig. 4, the pier top of the temporary bridge deck buttress 6 is provided with a bailey truss longitudinal beam support 7, the position corresponding to the web plate of the cast-in-place box beam 12 of the upper bridge is erected by adopting a distance of 2 × 45cm between 3 bailey trusses, the position corresponding to the bottom plate of the cast-in-place box beam 12 of the upper bridge is erected by adopting a distance of 90cm between 2 bailey trusses, the distance between adjacent bailey truss groups is 120-138 cm, and the piers and the longitudinal beam are installed on site manually by adopting steam hoisting assistance. No. 10-14I-steel is adopted as the distribution beam 8 in the transverse bridge direction above the Bailey longitudinal beam, and the arrangement distance of the distribution beam 8 is matched with the distance of the full-space supports above the distribution beam.

Step five, erecting a full-scale support: the full hall support 9 can be erected by adopting an HR adjustable heavy door type scaffold, a disc buckle type support or a bowl buckle type support. The supports are erected strictly according to the construction scheme interval. According to the design combination of the upright stanchion and the cross rod, the upright stanchion and the cross rod are sequentially arranged from the bottom to the top. The lower part is firstly provided with a bottom upright post and partial cross rods of an operation surface, and then the bottom upright post and the partial cross rods are installed upwards layer by layer and all the cross rods are installed at the same time. The integral stability of the bracket is considered, and the forward connection is carried out from bottom to top during installation.

Step six, pre-pressing the bracket: in order to ensure the construction safety, the full framing 9 is pre-pressed, and the pre-pressing can adopt a sand bag, a cement block or a water bag. The loading weight is 110-120% of the construction load. And setting the box girder pre-camber through pre-pressing data, and adjusting the bottom die elevation.

Seventhly, pouring the upper-layer box girder by using a vertical mold: the upper-layer box girder vertical mould 11 and the concrete pouring 12 are carried out according to the conventional process; in the construction process, pile settlement and stress and crack width of the critical cross section of the capping beam are monitored aiming at the ground bridge, so that the pouring safety of the ground bridge and the box girder is ensured.

Dismantling the template and the bracket: dismantling concrete of the beam and the bridge deck temporary buttress; and for the foundation of the steel pipe pile 1 with the median strip, whether to recover is determined according to the construction clear height of the box girder of the viaduct. Generally, due to the fact that the clearance is too low, pile pulling equipment cannot be operated, the steel pipe piles are scrapped, the part exposed out of the river bottom elevation is cut to be 50cm below the river bottom by adopting a steel casing cofferdam, or the steel pipe piles are treated during the period of checking and accepting dry water in the river channel.

The utility model discloses a setting up concrete temporary buttress and beating on well dividing the area and establishing steel pipe pile basis and bailey frame longeron at the abutment of the parallel bridge floor in ground, pier stud department, lay shaped steel distribution again on the longeron and put and throw full hall support, reached and saved temporary structure such as support and dropped into and accelerated the effect of construction progress, realized utilizing lower floor's case roof beam to set up the support and carry out the construction of upper cast-in-place case roof beam (water the roof beam on the roof beam), avoid causing the damage to lower floor's bridge structures, economic benefits is showing.

Claims

1. A full-hall combined support for a viaduct parallel bridge buttress is characterized by comprising two bridge deck temporary buttresses which are poured on an existing bridge and are oppositely arranged, a cross beam is erected between the two bridge deck temporary buttresses, a plurality of steel pipe columns are welded at the lower end of the cross beam through a cover plate, a Bailey longitudinal beam support is erected on the tops of the bridge deck temporary buttresses, a full-hall support is erected at the upper end of the Bailey longitudinal beam support, and an upper-layer box beam is poured at the upper end of the full-hall support; the full-hall bracket is pre-pressed with a heavy object.

2. The overpass full bay composite bracket of parallel bridge buttresses across the ground of claim 1, wherein the bridge deck temporary buttresses are cast on the bridge deck temporary buttresses through bamboo plywood.

3. The viaduct full hall combined support for the ground-crossing parallel bridge piers of claim 1, wherein the bery stringer support comprises a plurality of three bery frames corresponding to the web of the upper box girder and a plurality of two bery frames corresponding to the bottom plate of the upper box girder.

4. The viaduct ground-crossing parallel bridge pier full-space combined support frame according to claim 3, wherein the distance between the three bailey frames is 45cm, the distance between the two bailey frames is 90cm, and the distance between adjacent bailey frame groups is 120-138 cm.

5. The viaduct ground-crossing parallel bridge pier full-space combined support frame according to claim 3, wherein I-steel is adopted as a distribution beam in the transverse bridge direction above the Bailey longitudinal beam support frame, and the arrangement distance of the distribution beam is matched with the distance of the full-space support frame above the distribution beam.