CN107841952B - Attached type high-altitude assembly support and construction method for side-span cast-in-place section of rigid frame continuous beam - Google Patents

Abstract

The invention discloses an attached high-altitude assembly support and a construction method of a rigid frame continuous beam side-span cast-in-place section, wherein the support comprises a high-altitude support positioned on the inner side of a bridge pier and a plurality of attached connecting structures arranged from top to bottom; the vertical support comprises a left vertical frame and a right vertical frame which are symmetrically arranged, the attached connecting structure comprises a connecting cross beam and four horizontal connecting rods, the connecting cross beam is horizontally arranged and arranged along the transverse bridge direction, and the connecting cross beam is fixedly fastened on the inner side wall of the pier body through a plurality of pull rods; the method comprises the following steps: 1. erecting an attached high-altitude assembly support; 2. erecting a template; 3. and (5) pouring construction at the side span cast-in-place section. The invention has reasonable design, simple and convenient construction and good use effect, combines the # -shaped assembled steel pipe bracket with the scarless embedded adhesive connecting structure, can effectively solve the construction problem of the high-altitude cast-in-place section, and has safe and reliable construction process.

Description

Attached type high-altitude assembly support and construction method for side-span cast-in-place section of rigid frame continuous beam

Technical Field

The invention belongs to the technical field of bridge construction, and particularly relates to an attached high-altitude assembly support and a construction method of a rigid frame continuous beam side span cast-in-place section.

Background

With the development of national economy, the railway bridge industry in China is rapidly developed, the bridge design theory, construction technology and equipment in China are on the way or approach the world advanced level, and the construction of large-span bridges across the sea and the river is continuously increased. The continuous rigid frame bridge is a continuous beam bridge formed by solidifying pier beams, the continuous rigid frame bridge is usually a multi-span bridge, a main beam of the bridge of the continuous rigid frame bridge is a rigid frame continuous beam, and the large-span rigid frame continuous beam is a rigid frame continuous beam with the total length of a multi-hole span of more than or equal to 100 meters and the single-hole span of more than or equal to 40 meters. The side span is relative to the main span, the span with the largest span is called the main span, and the span with the smaller span is called the side span. When the high-altitude side-span cast-in-place section with the supporting height larger than 30m is constructed, the construction difficulty is higher, the construction difficulty of the high-altitude large-volume side-span cast-in-place section with the supporting height larger than 50m and the beam height more than 5m is higher, and the referential construction data at home and abroad is very little.

Disclosure of Invention

The technical problem to be solved by the invention is to provide an attached high-altitude assembly support aiming at the defects in the prior art, which has the advantages of reasonable design, simple and convenient construction and good use effect, and the # -shaped assembly steel pipe support is combined with the scarless embedded attached connecting structure, so that the construction problem of a high-altitude cast-in-place section can be effectively solved, and the construction process is safe and reliable.

In order to solve the technical problems, the invention adopts the technical scheme that: the utility model provides an attached type high altitude assembly support which characterized in that: the bridge pier comprises a high-altitude support and a plurality of attached connecting structures, wherein the high-altitude support is arranged on the inner side of the bridge pier and arranged from top to bottom; the bridge pier comprises a pile foundation, a horizontal bearing platform supported on the pile foundation and a pier body arranged on the horizontal bearing platform, wherein the pier body is a hollow pier;

the high-altitude support is a vertical support with the height not less than 50m, the vertical support is divided into a plurality of support sections from bottom to top, and the two adjacent support sections are fixedly connected into a whole through flanges;

the vertical support comprises a left and a right two symmetrically arranged well-shaped frames, and the two well-shaped frames are fixedly connected through a plurality of horizontal connecting structures arranged from top to bottom; each well-shaped frame comprises four vertical supporting steel pipes which are uniformly distributed along the circumferential direction, each vertical supporting steel pipe comprises two inner side steel pipes and two outer side steel pipes, one outer side steel pipe is arranged on the outer side of each inner side steel pipe, and the two inner side steel pipes, the two outer side steel pipes and the inner side steel pipes and the outer side steel pipes positioned on the outer sides of the inner side steel pipes are fixedly connected into a whole through a plurality of steel pipe connecting rods distributed from top to bottom; the four inner side steel pipes in the vertical support are arranged on the same vertical surface from left to right along the transverse bridge direction, and the four outer side steel pipes in the vertical support are arranged on the same vertical surface from left to right along the transverse bridge direction; the bottoms of the four inner steel pipes are supported on a horizontal bearing platform;

four anchoring piles which are respectively used for supporting the bottoms of the outer steel pipes are arranged on the inner side of the horizontal bearing platform, and the anchoring piles are vertically arranged; one anchoring pile is arranged right below each outer steel pipe, and each anchoring pile is a reinforced concrete pile;

the attached connecting structure comprises a connecting cross beam and four first horizontal connecting rods, the connecting cross beam is horizontally arranged and arranged along the transverse bridge direction, and the connecting cross beam is fixedly fastened on the inner side wall of the pier body through a plurality of pull rods; each inner steel pipe is fixedly connected with the connecting cross beam through one first horizontal connecting rod; the pull rods are arranged on the same horizontal plane from left to right and are fixed on the inner side wall of the pier body, and the pull rods are arranged horizontally and are arranged along the longitudinal bridge direction; the outer end of each pull rod is fixed on the connecting cross beam, the inner end of each pull rod extends into the inner cavity of the pier body, and each pull rod is fixed on the inner side wall of the pier body; the inner side wall of the pier body is provided with a plurality of pull rod mounting holes for the pull rods to pass through, and the connecting cross beam is provided with a plurality of through holes for the pull rods to pass through from left to right.

Above-mentioned attached type high altitude assembly support, characterized by: the pull rod is a finish rolling twisted steel; the outer end of each pull rod is sleeved with an outer locking nut, and the connecting beam is clamped between the pier body and the outer locking nut; the inner end of each pull rod is sleeved with an inner locking nut, and the inner locking nut is located in the inner cavity of the pier body.

Above-mentioned attached type high altitude assembly support, characterized by: the pier body is a round-end-shaped hollow pier, the number of the pull rods is six, and the six pull rods are identical in structure and size;

the six pull rods are divided into two pull rod sets which are symmetrically arranged on the left side and the right side, the two pull rod sets are respectively arranged on the left side and the right side of the inner side wall of the pier body, and each pull rod set comprises three pull rods.

Above-mentioned attached type high altitude assembly support, characterized by: the horizontal distance between the inner steel pipe and the outer steel pipe positioned on the outer side of the inner steel pipe is 2-3 m, and the clear distance between the inner steel pipe and the pier body is not more than 4m;

the outer diameter of the vertical supporting steel pipe is phi 0.5 m-phi 0.6m;

the lower segment of the anchoring pile is an anchoring section anchored on a riverbed, the length of the anchoring section is not less than 1m, and the pile diameter of the anchoring pile is phi 0.8m to phi 1.2m;

the vertical distance between two adjacent attached connecting structures is 10-15 m.

Above-mentioned attached type high altitude assembly support, characterized by: the pull rod mounting hole is a lacing wire hole, the lacing wire hole is a through hole for the template lacing wire that the pier shaft forming template for pier shaft forming construction carries out the drawknot to the pier shaft forming template to pass, the pier shaft forming template includes the pier shaft outer mold and lays in the inboard pier shaft centre form of pier shaft outer mold, the template lacing wire be for connect in the pier shaft outer mold with horizontal drawknot reinforcing bar between the pier shaft centre form.

Above-mentioned attached type high altitude assembly support, characterized by: the vertical support is provided with a template support frame which is a horizontal support frame;

the horizontal support frame comprises two lower cross beams arranged on the same horizontal plane, a plurality of horizontal longitudinal beams arranged on the same horizontal plane from left to right and a plurality of upper cross beams arranged on the same horizontal plane from front to back, the top of each of the four inner side steel tubes is provided with one lower cross beam, the top of each of the four outer side steel tubes is provided with one lower cross beam, each of the horizontal longitudinal beams is uniformly arranged on two lower cross beams, and each of the upper cross beams Liang Junbu is arranged on a plurality of horizontal longitudinal beams; the lower cross beam and the upper cross beam are arranged along the transverse bridge direction, and the horizontal longitudinal beams are arranged along the longitudinal bridge direction; the inner end of each horizontal longitudinal beam is supported on the pier body.

Meanwhile, the invention discloses a construction method of a side span cast-in-place section of a rigid frame continuous beam, which has the advantages of simple steps, reasonable design, simple and convenient construction and good use effect, and is characterized by comprising the following steps:

step one, setting up an attached high-altitude assembly support: after the construction of the bridge pier supported by the outer end of the constructed side span cast-in-place section is completed, an attached high-altitude assembly support is erected on the inner side of the bridge pier;

step two, template support: erecting a template support frame on the attached high-altitude assembly support and the pier in the step one, and erecting a forming template for forming the side span cast-in-place section on the template support frame; the template support frame is a horizontal support frame;

step three, side span cast-in-place section pouring construction: and (5) performing pouring construction on the side span cast-in-place section by using the forming template in the step two.

The method is characterized in that: the horizontal support frame comprises two lower cross beams arranged on the same horizontal plane, a plurality of horizontal longitudinal beams arranged on the same horizontal plane from left to right and a plurality of upper cross beams arranged on the same horizontal plane from front to back, the tops of the four inner side steel pipes are provided with one lower cross beam, the tops of the four outer side steel pipes are provided with one lower cross beam, each horizontal longitudinal beam is uniformly arranged on two lower cross beams, and each upper cross beam Liang Junbu is arranged on a plurality of horizontal longitudinal beams; the lower cross beam and the upper cross beam are arranged along the transverse bridge direction, and the horizontal longitudinal beams are arranged along the longitudinal bridge direction; the inner end of each horizontal longitudinal beam is supported on the pier body.

And a plurality of horizontal square timbers are laid on the upper cross beam from left to right, and are uniformly distributed on the same horizontal plane, and the horizontal square timbers are laid along the longitudinal bridge direction.

The method is characterized in that: the side span cast-in-place section, the side span folding section and the side span cantilever section are connected to form a side span beam section, and the side span folding section is connected between the side span cast-in-place section and the side span cantilever section; the front end of the side span beam section is supported on the underwater pier, and the pier and the underwater pier are both reinforced concrete piers;

before the attachment type high-altitude assembly support is erected in the first step, respectively constructing a pier and a water pier; when the water piers are constructed, concrete pumping construction is carried out on the water piers by utilizing a pre-built trestle; the trestle comprises a trestle body and a horizontal working platform positioned on the front side of the trestle body, and the underwater pier is a reinforced concrete pier; the trestle body comprises a lower supporting structure, a main beam horizontally erected on the lower supporting structure and a bridge deck paved on the main beam, wherein the lower supporting structure comprises one or more steel buttress anchoring piles of which the lower parts are anchored on a bare rock riverbed, the steel buttress anchoring piles are vertically arranged, and the plurality of steel buttress anchoring piles are supported below the main beam from the rear front; the front end of the main beam is supported on a steel cofferdam for constructing the water pier, the rear end of the main beam is supported on a bank side supporting platform, and the bank side supporting platform is a supporting platform erected on a river bank; the length of the girder is not less than the net distance between the shore-side supporting platform and the steel cofferdam, and a concrete pumping pipe is placed on the bridge deck; the horizontal working platform is erected on a steel cofferdam for constructing the pier in the water, and the horizontal working platform and the main beam are connected into a whole;

the steel buttress anchoring pile comprises a groined steel buttress and a steel buttress anchoring structure for anchoring the lower part of the groined steel buttress, a pile hole for anchoring the lower part of the steel buttress anchoring pile is drilled on the bare rock riverbed, the pile hole is vertically arranged, the depth of the pile hole is not less than 5m, and the lower part of the groined steel buttress is positioned in the middle of the inner side of the pile hole; the steel buttress anchoring structure is a concrete structure formed by pouring concrete into the pile hole, and the height of the steel buttress anchoring structure is consistent with the depth of the pile hole; the groined steel buttress comprises four vertical steel pipes with the same structure and size, two adjacent vertical steel pipes are fixedly connected through a second horizontal connecting rod, and the second horizontal connecting rod is positioned above the steel buttress anchoring structure; the bottom end of each vertical steel pipe is supported at the bottom of the pile hole, and the lower part of each vertical steel pipe is poured into the steel buttress anchoring structure;

and when the attached high-altitude assembly support is erected in the first step, constructing the anchor pile by using the trestle.

The method is characterized in that: when the trestle is constructed, the method comprises the following steps:

step 101, construction of the steel buttress anchor pile: respectively constructing each steel buttress anchor pile of the constructed trestle until the construction process of all the steel buttress anchor piles is completed; the construction method of all the steel buttress anchoring piles is the same;

when any one of the steel buttress anchor piles is constructed, the process is as follows:

step 1011, drilling: drilling the pile hole of the currently constructed steel buttress anchorage pile on the bare rock riverbed from top to bottom by using a drilling machine;

step 1012, hoisting the # -shaped steel buttress: hoisting and lowering the pre-processed and formed # -shaped steel buttress into the pile hole in the step 1011, so that the lower part of the # -shaped steel buttress is positioned in the middle of the inner side of the pile hole, and the bottom end of each vertical steel pipe in the # -shaped steel buttress is supported at the bottom of the pile hole;

step 1013, anchoring: pouring concrete into the pile hole in the step 1011, and obtaining a steel buttress anchoring structure formed by construction after the poured concrete is solidified;

step 102, girder erection: after the construction of the steel cofferdam for constructing the underwater pier is completed, erecting the main beam of the constructed trestle on the steel buttress anchor pile constructed in the step 101, supporting the front end of the main beam on the steel cofferdam and supporting the rear end of the main beam on a shore-side supporting platform;

step 103, paving the bridge deck: paving a bridge deck on the main beam in step 102;

in the process of erecting the main beam in the step 102, the horizontal working platform is synchronously erected, and the main beam and the horizontal working platform are fixedly connected into a whole.

Compared with the prior art, the invention has the following advantages:

1. the attached high-altitude assembling support is simple in structure, reasonable in design, simple and convenient to construct and low in investment cost.

2. The attached high-altitude assembly support fully utilizes the die drawing reinforcing steel bar holes of the round-end-shaped hollow pier, adopts finish rolling threaded reinforcing steel bars to oppositely draw the fixed attached rod pieces to transfer the force cross rods, forms the high-altitude steel buttress attached support, is convenient to construct, has no embedded steel plate scars on the pier body, and ensures the appearance quality of the pier body, and is safe and reliable. The adopted attached high-altitude assembly support adopts a ' well ' -shaped assembly steel pipe support and a non-scar ' type pre-embedded attachment technical measure, and solves the technical problem of high-altitude side-span cast-in-place section construction of the rigid frame continuous beam.

3. The side-span cast-in-place section high-altitude steel pipe support adopts a well-shaped assembly structure, flanges are adopted between the extremes of the support to be connected through high-strength bolts, construction is convenient, construction quality is easy to control, high-altitude welding workload of steel buttresses is reduced, construction progress is accelerated, safety and reliability are achieved, and a good construction effect is achieved.

4. The construction method is simple, the construction quality is easy to control, the construction process is safe and reliable, the method can be used for the construction of high side piers and long side span cast-in-place sections of rigid frame continuous beams, can also be used for the construction of high-altitude cast-in-place beams, and has good universality, safety and reliability.

5. Adopt the landing stage of aquatic mound construction usefulness to be under construction anchor pile, the construction is simple and convenient, quick and the work progress is easily controlled, steel buttress anchor pile structural design is reasonable, adopts single-pile single-column form, adopts the single-pile groined type steel buttress of major diameter, and its integrated configuration rigidity is big, resists flood impact ability reinforce, construction convenience to groined type steel buttress bottom anchor is firm, and construction is simple and convenient. The construction quality of the steel buttress anchor pile is easy to control, the steel buttress anchor effect is good, and the trestle has strong flood impact resistance, and is safe and reliable. Because the riverbed is hard rock exposed, the pile hole opening can not collapse, and a steel casing does not need to be installed. And the steel buttress anchorage pile adopts full hydraulic impact reverse circulation drilling machine to carry out pore-forming construction, adopts a gas lift method to clean the pores, ensures that hard rocks do not collapse, does not need measures such as a steel casing, a slurry retaining wall, slurry circulation slag removal and the like, and has the advantages of good pore-cleaning effect, convenient construction, high speed, good environmental protection and cost saving. After the completion, the trestle is easy to remove, and after the engineering construction is completed, the trestle is removed only by cutting off the steel buttress from the river bed surface, so that the requirements of navigation channels and flood control are met, and the trestle is convenient to remove.

In conclusion, the invention has the advantages of reasonable design, simple and convenient construction and good use effect, can effectively solve the construction problem of the high-altitude cast-in-place section by combining the # -shaped assembly type steel pipe bracket and the scarless embedded and attached type connecting structure, and has safe and reliable construction process.

The technical solution of the present invention is further described in detail by the accompanying drawings and embodiments.

Drawings

Fig. 1 is a schematic longitudinal bridge structure diagram of the attached high-altitude assembly support.

Fig. 2 is a schematic cross-bridge structure diagram of the attached high-altitude assembly support of the invention.

Fig. 3 is a reference diagram of the using state of the attachment connection structure of the present invention.

FIG. 4 is a schematic view of the structure of the bottom support frame of the formwork of the present invention.

FIG. 5 is a schematic view showing the erection of the side span beam section according to the present invention.

Fig. 6 is a schematic longitudinal structure diagram of the trestle of the present invention.

Fig. 7 is a schematic transverse bridge structure of the trestle of the present invention.

Fig. 8 is a flow chart of a method for constructing a side-span cast-in-place section of a rigid frame continuous beam according to the present invention.

Description of reference numerals:

1, bridge pier; 2-a derrick; 3, vertically supporting the steel pipe;

3-1-main beam; 3-bridge deck; 3-4-bare rock riverbed;

3-5-steel buttress anchoring pile; 3-5-1-steel buttress anchoring structure;

3-5-2-vertical steel pipes; 3-5-3-horizontal connecting rod; 3-5-4-transverse distribution beam;

3-6-limit baffle; 3-7-protective fence; 3-8-upper distribution beam;

3-9-longitudinal limit piece; 3-10-shore side support table; 3-11-steel cofferdam;

3-12-pumping pipe of concrete; 3-13-horizontal working platform;

4-an attachment linkage; 5, pile foundation; 6, horizontal bearing platform;

7-pier body; 8, anchoring piles; 9-connecting the cross beam;

10-a pull rod; 11-horizontal connecting rod; 12-a template support frame;

13-lower beam; 14-horizontal stringer; 15-upper beam;

16-horizontal bolster; 17-horizontal square timber; 18-side span cast-in-place section;

19-side span cantilever section; 20-side span closure segment; 21-an edge-span beam section;

22-pier in water; 23-side span forming template.

Detailed Description

An attached high-altitude assembly support shown in fig. 1 and 2 comprises a high-altitude support positioned on the inner side of a pier 1 and a plurality of attached connecting structures arranged from top to bottom, wherein the high-altitude support is arranged along the transverse bridge direction and is fixedly fastened on the pier 1 through the plurality of attached connecting structures 4, and the attached connecting structures 4 are arranged horizontally; the pier 1 comprises a pile foundation 5, a horizontal bearing platform 6 supported on the pile foundation 5 and a pier body 7 arranged on the horizontal bearing platform 6, wherein the pier body 7 is a hollow pier;

the high-altitude support is a vertical support with the height not less than 50m, the vertical support is divided into a plurality of support sections from bottom to top, and the two adjacent support sections are fixedly connected into a whole through flanges;

the vertical support comprises a left and a right two symmetrically arranged well-shaped frames 2, and the two well-shaped frames 2 are fixedly connected through a plurality of horizontal connecting structures arranged from top to bottom; each well-shaped frame 2 comprises four vertical supporting steel pipes 3 which are uniformly distributed along the circumferential direction, each vertical supporting steel pipe 3 comprises two inner side steel pipes and two outer side steel pipes, the outer side of each inner side steel pipe is provided with one outer side steel pipe, and the two inner side steel pipes, the two outer side steel pipes and the inner side steel pipes and the outer side steel pipes positioned at the outer sides of the inner side steel pipes are fixedly connected into a whole through a plurality of steel pipe connecting rods distributed from top to bottom; the four inner side steel pipes in the vertical support are arranged on the same vertical surface from left to right along the transverse bridge direction, and the four outer side steel pipes in the vertical support are arranged on the same vertical surface from left to right along the transverse bridge direction; the bottoms of the four inner steel pipes are supported on a horizontal bearing platform 6;

four anchor piles 8 which are respectively used for supporting the bottoms of the outer steel pipes are arranged on the inner side of the horizontal bearing platform 6, and the anchor piles 8 are vertically arranged; the anchoring pile 8 is arranged right below each outer steel pipe, and each anchoring pile 8 is a reinforced concrete pile;

as shown in fig. 3, the attachment type connecting structure 4 comprises a connecting beam 9 and four first horizontal connecting rods 11, the connecting beam 9 is horizontally arranged and arranged along the transverse bridge direction, and the connecting beam 9 is fastened and fixed on the inner side wall of the pier body 7 through a plurality of pull rods 10; each inner steel pipe is fixedly connected with the connecting cross beam 9 through one first horizontal connecting rod 11; the pull rods 10 are arranged on the same horizontal plane from left to right and are all fixed on the inner side wall of the pier body 7, and the pull rods 10 are horizontally arranged and are arranged along the longitudinal bridge direction; the outer end of each pull rod 10 is fixed on the connecting cross beam 9, the inner end of each pull rod 10 extends into the inner cavity of the pier body 7, and each pull rod 10 is fixed on the inner side wall of the pier body 7; the inner side wall of the pier body 7 is provided with a plurality of pull rod mounting holes for the pull rods 10 to pass through, and the connecting cross beam 9 is provided with a plurality of through holes for the pull rods 10 to pass through from left to right.

In this embodiment, the tie rod 10 is a finish-rolled twisted steel.

The outer end of each pull rod 10 is sleeved with an outer locking nut, and the connecting beam 9 is clamped between the pier body 7 and the outer locking nut; each inner end of the pull rod 10 is sleeved with an inner locking nut, and the inner locking nut is located in the inner cavity of the pier body 7.

The pier body 7 is a round end-shaped hollow pier, the number of the pull rods 10 is six, and the six pull rods 10 are identical in structure and size;

the six pull rods 10 are divided into two pull rod sets which are symmetrically arranged on the left side and the right side, the two pull rod sets are respectively arranged on the left side and the right side of the inner side wall of the pier body 7, and each pull rod set comprises three pull rods 10.

In order to ensure the supporting strength and stability, the horizontal distance between the inner steel pipe and the outer steel pipe positioned outside the inner steel pipe is 2 m-3 m, and the clear distance between the inner steel pipe and the pier body 7 is not more than 4m.

The outer diameter of the vertical supporting steel pipe 3 is phi 0.5 m-phi 0.6m.

And the vertical distance between two adjacent attached connecting structures 4 is 10-15 m.

During actual construction, the horizontal distance between the inner steel pipe and the outer steel pipe positioned outside the inner steel pipe, the clear distance between the inner steel pipe and the pier body 7, the outer diameter of the vertical support steel pipe 3 and the vertical distance between the upper and lower adjacent attachment type connecting structures 4 can be adjusted correspondingly according to specific requirements.

For the construction portably, the pull rod mounting hole is drawing die muscle hole, drawing die muscle hole is for supplying the through-hole that 7 shaping constructions of pier shaft for the pier shaft shaping template carry out the template lacing wire of drawknot and pass, pier shaft shaping template includes pier shaft external mold and lays in the inboard pier shaft centre form of pier shaft external mold, the template lacing wire be for connect in pier shaft external mold with horizontal lacing wire reinforcing bar between the pier shaft centre form.

In this embodiment, the formwork support frame 12 is arranged on the vertical support, and the formwork support frame 12 is a horizontal support frame;

as shown in fig. 1 and 4, the horizontal support frame includes two lower cross beams 13 laid on the same horizontal plane, a plurality of horizontal longitudinal beams 14 laid on the same horizontal plane from left to right, and a plurality of upper cross beams 15 laid on the same horizontal plane from front to back, the top of the four inner side steel pipes is provided with one lower cross beam 13, the top of the four outer side steel pipes is provided with one lower cross beam 13, each horizontal longitudinal beam 14 is uniformly distributed on the two lower cross beams 13, and each upper cross beam 15 is uniformly distributed on the plurality of horizontal longitudinal beams 14; the lower cross beam 13 and the upper cross beam 15 are arranged along the transverse bridge direction, and the horizontal longitudinal beam 14 is arranged along the longitudinal bridge direction; the inner end of each horizontal longitudinal beam 14 is supported on the pier body 7.

Multichannel a horizontal square timber 17 has been laid from left to right on the entablature 15, many on the same horizontal plane is located to horizontal square timber 17 equipartition, horizontal square timber 17 is to laying along the longitudinal bridge.

The formwork support frame 12 is a support frame for supporting a formwork system of the side span cast-in-place section 18 for constructing the rigid frame continuous beam.

In this embodiment, a horizontal pad beam 16 is arranged between the lower cross beam 13 and the inner steel pipe and between the lower cross beam and the outer steel pipe, and the horizontal pad beam 16 is arranged along the longitudinal bridge direction. The horizontal pad beam 16 is an anti-falling frame pad beam.

The lower segment of the anchoring pile 8 is an anchoring section anchored on the riverbed, the length of the anchoring section is not less than 1m, and the pile diameter of the anchoring pile 8 is phi 0.8 m-phi 1.2m.

During actual construction, the length of the anchoring section is not less than 1m and the pile diameter of the anchoring pile 8 can be correspondingly adjusted according to specific requirements.

The derrick 2 is connected by the flange plate high-strength bolts, construction is convenient, construction quality is easy to control, high-altitude welding workload of the derrick 2 is reduced, construction progress is accelerated, and safety and reliability are achieved.

As shown in fig. 8, the construction method of the side span cast-in-place section of the rigid frame continuous beam comprises the following steps:

step one, setting up an attached high-altitude assembly support: after the construction of the pier 1 supported by the outer end of the constructed side span cast-in-place section 18 is completed, an attached high-altitude assembly support is erected on the inner side of the pier 1;

step two, template support: erecting a template support frame on the attached high-altitude assembly support and the pier 1 in the step one, and erecting a forming template for forming the side span cast-in-place section 18 on the template support frame; the template support frame is a horizontal support frame;

step three, side span cast-in-place section pouring construction: and (5) performing pouring construction on the side span cast-in-place section 18 by using the forming template in the step two.

And in the second step, the forming template is an edge-span forming template 23.

With reference to fig. 1 and 5, the side span cast-in-place section 18, the side span closure section 20 and the side span cantilever section 19 are connected to form a side span beam section 21, and the side span closure section 20 is connected between the side span cast-in-place section 18 and the side span cantilever section 19; the front end of the side span beam section 21 is supported on the water pier 22, and the pier 1 and the water pier 22 are both reinforced concrete piers;

the side span beam section 21 is a side span of a steel continuous beam, and the side span beam section 21 is a concrete box beam. The side span cast-in-place section 18, the side span folding section 20 and the side span cantilever section 19 are all one section of a side span beam section 21. In this embodiment, the top surface width of the rigid frame continuous beam is 12m, the bottom plate width is 9.2m, and the flange plate width is 1.4m, and the rigid frame continuous beam is a concrete box beam and is a single-box single-chamber straight web section. The beam height of the rigid frame continuous Liang Zhongdun top beam section is 16.5m, the beam height of the midspan and side span end part is 7.5m, the web plate thickness is 1.74-0.55 m, the bottom plate thickness is 2.09-0.52 m, and the top plate thickness is 0.62m. The side span cantilever section 19 adopts a triangular hanging basket to carry out cantilever construction.

In this embodiment, the height of the pier 1 is 61m, the length of the side span beam section 21 is 118m, the height of the side span cast-in-place section 18 is 7.5m, the top width of the beam is 12m, the bottom width of the bottom plate is 9.2m, the top plate thickness is 0.62m, the bottom plate thickness is 0.52 m-1.1 m, the web plate thickness is 0.55 m-1.65 m, and the concrete volume is 315m ³ . The length of the side span cast-in-place section 18 is 9.85m, and the cantilever of the side span cast-in-place section is 7.0m (the weight of the cantilever part is about 3700 kN) outside the range of a pier body tray top cap of the pier 1, so that the construction of the side span cast-in-place section 18 belongs to the construction of a super-high altitude large-volume long side span cast-in-place section. If a common construction scheme is adopted, namely a scheme of pre-burying a bracket and additionally arranging a balance weight on the top of a pier body, the bracket inclined supporting pointThe counterweight is positioned in the hollow section of the pier body, has great influence on the safety of the pier body, and has great safety risk due to large volume and large tonnage. The attached high-altitude assembly support is a floor support, and the bearing capacity and stability of the ultra-high-altitude support can be effectively guaranteed. And this attached type high altitude assembly support stability is high, make full use of the drawing die reinforcing bar hole (arrangement size 1.0X 1.0 m) of the hollow mound of round end shape to adopt finish rolling twisted steel (being pull rod 10) to draw fixed attachment member spare (being connecting beam 9) and pass power horizontal pole (being first horizontal connecting rod 11) to form high altitude steel buttress and adhere to and support, construction convenience, pier shaft does not have pre-buried steel sheet "scar", has guaranteed pier shaft appearance quality, safe and reliable.

In the embodiment, before the attachment type high-altitude assembly support is erected in the first step, the pier 1 and the underwater pier 22 are constructed respectively; when the underwater pier 22 is constructed, concrete pumping construction is carried out on the underwater pier 22 by utilizing a pre-erected trestle; as shown in fig. 6 and 7, the trestle comprises a trestle body and horizontal working platforms 3-13 positioned on the front side of the trestle body, and the water pier is a reinforced concrete pier; the trestle body comprises a lower supporting structure, a main beam 3-1 horizontally erected on the lower supporting structure and a bridge deck 3-3 paved on the main beam 3-1, wherein the lower supporting structure comprises one or more steel buttress anchoring piles 3-5 with the lower parts anchored on a bare rock riverbed 3-4, the steel buttress anchoring piles are vertically arranged, and the steel buttress anchoring piles are supported below the main beam 3-1 from the rear front; the front end of the main beam 3-1 is supported on a steel cofferdam 3-11 for constructing the water pier, the rear end of the main beam 3-1 is supported on a bank side supporting platform 3-10, and the bank side supporting platform 3-10 is a supporting platform erected on a river bank; the length of the girder 3-1 is not less than the net distance between the shore-side supporting platform 3-10 and the steel cofferdam 3-11, and a concrete pumping pipe 3-12 is placed on the bridge deck 3-3; the horizontal working platform 3-13 is erected on a steel cofferdam 3-11 for constructing the underwater pier 22, and the horizontal working platform 3-13 and the main beam 3-1 are connected into a whole;

the steel buttress anchoring pile 3-5 comprises a groined steel buttress and a steel buttress anchoring structure 3-5-1 for anchoring the lower part of the groined steel buttress, a pile hole for anchoring the lower part of the steel buttress anchoring pile is drilled on the bare rock riverbed 3-4, the pile hole is vertically arranged and has the depth of not less than 5m, and the lower part of the groined steel buttress is positioned in the middle of the inner side of the pile hole; the steel buttress anchoring structure 3-5-1 is a concrete structure formed by pouring concrete into the pile hole, and the height of the steel buttress anchoring structure 3-5-1 is consistent with the depth of the pile hole; the groined steel buttress comprises four vertical steel pipes 3-5-2 with the same structure and size, two adjacent vertical steel pipes 3-5-2 are fixedly connected through second horizontal connecting rods 3-5-3, and the second horizontal connecting rods 3-5-3 are positioned above the steel buttress anchoring structures 3-5-1; the bottom end of each vertical steel pipe 3-5-2 is supported at the bottom of the pile hole, and the lower part of each vertical steel pipe 3-5-2 is poured into the steel buttress anchoring structure 3-5-1;

and when the attached high-altitude assembly support is erected in the first step, constructing the anchor pile 8 by using the trestle.

In the embodiment, the concrete pumping pipes 3-12 are arranged from back to front along the length of the main beam 3-1.

And the concrete pumping pipes 3-12 are horizontally arranged. Thus, the long-distance concrete conveying requirement of the underwater pier 22 can be simply and effectively met.

In this embodiment, the height of the top surface of the shore-side support platform 3-10 is the same as the height of the top of the steel cofferdam 3-11, and the top surface of the horizontal working platform 3-13 is flush with the top surface of the bridge deck 3-3.

Thus, the top surface of the horizontal working platform 3-13 and the top surface of the bridge deck 3-3 can greatly simplify the construction process of the pier 22 in water. And the position of the steel cofferdam 3-11 can be effectively limited while the overall stability of the horizontal working platform 3-13 is improved.

The horizontal working platform 3-13 is a working platform for constructing the underwater pier 22; the front end of the main beam 3-1 is connected with the horizontal working platform 3-13 into a whole.

During actual construction, the aperture of the pile hole is phi 2 m-phi 3m. The outer diameter of the vertical steel pipes 3-5-2 is phi 0.6 m-phi 0.65m, and the clear distance between two adjacent vertical steel pipes 3-5-2 is 0.4 m-0.7 m. Therefore, the aperture of the pile hole, the outer diameter of the vertical steel pipe 3-5-2 and the clear distance between two adjacent vertical steel pipes 3-5-2 can be correspondingly adjusted according to specific requirements.

In the embodiment, a plurality of transverse distribution beams 3-5-4 are arranged on the same horizontal plane and are vertically arranged with a main beam 3-1, the main beam 3-1 is supported on the plurality of transverse distribution beams 3-5-4, and the plurality of transverse distribution beams 3-5-4 are horizontally arranged and are arranged from back to front along the length direction of the main beam 3-1.

The number of the transverse distribution beams 3-5-4 distributed on the well-shaped steel buttress is two, and the two transverse distribution beams 3-5-4 are respectively a front side distribution beam and a rear side distribution beam positioned behind the front side distribution beam.

The four vertical steel pipes 3-5-2 comprise two front steel pipes symmetrically supported below the front distribution beam and two rear steel pipes symmetrically supported below the rear distribution beam, the two front steel pipes and the two rear steel pipes are symmetrically arranged, the two front steel pipes are symmetrically arranged below the left side and the right side of the main beam 3-1, and the two rear steel pipes are symmetrically arranged below the left side and the right side of the main beam 3-1; the front side distribution beam is welded and fixed on the two front side steel pipes, and the rear side distribution beam is welded and fixed on the two rear side steel pipes.

The adjacent two vertical steel pipes 3-5-2 are fixedly connected through a plurality of horizontal connecting rods 3-5-3 arranged from top to bottom, and the horizontal connecting rods 3-5-3 are profile steel rods and are fixedly connected with the vertical steel pipes 3-5-2 in a welding mode.

Each transverse distribution beam 3-5-4 is provided with two limiting baffles 3-6 for limiting the main beam 3-1, the limiting baffles 3-6 are vertically arranged, and the two limiting baffles 3-6 are symmetrically arranged at the left side and the right side of the main beam 3-1; the top height of the limiting baffle 3-6 is lower than the top height of the main beam 3-1.

Meanwhile, the open-stone bare rock riverbed trestle for the construction of the deep-water high-pier large-span bridge further comprises two longitudinal limiting pieces 3-9 which are arranged on the same horizontal plane and limit the top of the main beam 3-1, wherein the longitudinal limiting pieces 3-9 are horizontally arranged and are arranged in parallel with the main beam 3-1, and the top of the main beam 3-1 is clamped between the two longitudinal limiting pieces 3-9.

In the embodiment, the main beam 3-1 is provided with upper distribution beams 3-8 arranged on the same horizontal plane from back to front, and the upper distribution beams 3-8 are horizontally arranged and are vertically arranged with the main beam 3-1; the bridge deck 3-3 is paved on a plurality of upper distribution beams 3-8.

The two longitudinal limiting parts 3-9 are all located below the upper distribution beam 3-8, and each longitudinal limiting part 3-9 is fixedly connected with the upper distribution beams 3-8 into a whole.

In the embodiment, the main beam 3-1 comprises a plurality of bailey beams arranged from left to right, wherein the plurality of bailey beams are vertically arranged and are arranged in parallel; adjacent twice through vertical connection structure fastening connection as an organic whole between the bailey roof beam, vertical connection structure is the connecting truss that forms by the concatenation of multichannel connecting rod.

In this embodiment, the bridge deck 3-3 is a horizontal steel plate, and guard rails 3-7 are arranged above the left side and the right side of the bridge deck 3-3.

In the embodiment, the water pier 22 is positioned on the bare rock river bed and at the tail of the reservoir of the water gap of the Minjiang river, the water surface of the Minjiang river at the bridge position is wide, the bridge section is an IV-level channel, the flow speed at the bridge position is about 0.5m/s under the condition of no flood discharge at the downstream, the design flow speed is 3.3m/s during flood discharge, the design construction water level is +62.5m, and the design water level is 67m in two years; the riverbed is a non-covering layer and exposes bedrock, and the riverbed is strongly weathered and weakly weathered granite.

Considering navigation conditions, hydrology, geology and construction cost of Minjiang river, the firming bare rock riverbed trestle adopts a simple trestle scheme and is erected from a river bank to the direction of the water pier 22, the firming bare rock riverbed trestle is positioned on the upstream side of a steel cofferdam of the water pier 22, the installation and personnel passing of concrete pumping pipes 3-12 are met, and construction materials and machines are transported by water transport ships.

In this embodiment, the number of the steel buttress anchor piles 3 to 5 is two.

During actual construction, the number of the steel buttress anchor piles 3-5 and the arrangement positions of the steel buttress anchor piles 3-5 can be correspondingly adjusted according to specific requirements.

In this embodiment, the diameter of the pile hole is 2.5m and the depth thereof is 6m. The vertical steel pipes 3-5-2 in the well-shaped steel buttress are steel pipes with the outer diameter phi of 0.63m, the horizontal connecting rods 3-5-3 are I-shaped steel, the four vertical steel pipes 3-5-2 are connected into a whole by adopting the I-shaped steel, the well-shaped steel buttress is anchored by adopting a steel buttress anchoring structure 3-5-1 (a drilling and pouring structure), the effective anchoring depth is 6m, and the strength grade of concrete used by the steel buttress anchoring structure 3-5-1 is C30.

The transverse distribution beams 3-5-4 are formed by splicing two I-beams, triangular inclined supports are welded between the transverse distribution beams 3-5-4 and the cross-shaped steel buttresses, bailey beams are installed on the transverse distribution beams 3-5-4 to serve as trestle load-bearing main beams, trestles are of a top-supported structure, the Bailey beams are of a three-row single-layer structure, the I-beams are laid on the Bailey beam tops at intervals of 50cm to serve as bridge deck transverse distribution beams (namely the top distribution beams 3-8), steel plates with the thickness of 6mm are laid on the bridge deck transverse distribution beams to serve as bridge deck plates 3-3, the width of the bridge deck plates 3-3 is 2.5m, the height of bridge deck guardrails (namely the guardrails 3-7) is 1.2m, and the railings adopt angles of 75 multiplied by 75 by multiplied by 8mm to serve as vertical railing rods. And (5) making navigation mark setting in the trestle area which is a no-navigation area.

In addition, a water diversion measure needs to be arranged, and particularly, a V-shaped water diversion plate is arranged on the side of the well-shaped steel buttress along the water surface, so that floaters are prevented from being accumulated, and the shock resistance of the steel buttress is improved.

In this embodiment, when the trestle is constructed, the method includes the following steps: step 101, constructing the steel buttress anchor pile: respectively constructing each steel buttress anchor pile 3-5 of the constructed trestle until the construction process of all the steel buttress anchor piles 3-5 is completed; the construction methods of all the steel buttress anchorage piles 3-5 are the same;

when any one of the steel buttress anchor piles 3-5 is constructed, the process is as follows:

step 1011, drilling: drilling the pile hole of the currently constructed steel buttress anchorage pile on the bare rock riverbed 3-4 from top to bottom by using a drilling machine;

step 1012, hoisting the # -shaped steel buttress: hoisting and lowering the pre-processed and formed # -shaped steel buttress into the pile hole in the step 1011, so that the lower part of the # -shaped steel buttress is positioned in the middle of the inner side of the pile hole, and the bottom end of each vertical steel pipe 3-5-2 in the # -shaped steel buttress is supported at the bottom of the pile hole;

step 1013, anchoring: pouring concrete into the pile hole in the step 1011, and obtaining a steel buttress anchoring structure 3-5-1 which is formed by construction after the poured concrete is solidified;

step 102, girder erection: after the construction of the steel cofferdam 3-11 to be used for constructing the underwater pier 22 is completed, erecting the girder 3-1 of the constructed trestle on the steel buttress anchor pile constructed in the step 101, supporting the front end of the girder 3-1 on the steel cofferdam 3-11 and supporting the rear end of the girder 3-1 on the shore side supporting table 3-10;

step 103, paving the bridge deck: in step 102, a deck 3-3 is laid on the main beam 3-1.

In the process of erecting the main beam in the step 102, the horizontal working platform 3-13 is synchronously erected, and the main beam 3-1 and the horizontal working platform 3-13 are fixedly connected into a whole.

In this embodiment, when drilling is performed in step 1011, drilling is performed by using a drilling platform floating on the water surface; and the drilling platform is provided with a construction channel for constructing the steel buttress anchor pile, and the drilling machine is a full-hydraulic impact reverse circulation drilling machine and is arranged on the drilling platform.

When the groined steel buttress is hoisted in the step 1012, hoisting and lowering the groined steel buttress into the pile hole by using a floating crane;

and 1013, when concrete is poured into the pile hole, pouring by using the floating crane.

The full-hydraulic impact reverse circulation drilling machine is a YCJF-25 type full-hydraulic impact reverse circulation drilling machine, and a concrete clear water structure (namely a steel buttress anchoring structure 3-5-1) is formed by adopting a gas lift method to clear away slag and pouring concrete. The effective anchoring length of the steel buttress anchoring structure 3-5-1 is not less than 5m, and the thickness of bottom ballast meets the construction specification requirement of the drilled pile; before pouring, inserting the # -shaped steel buttress into the pile hole to ensure that the # -shaped steel buttress is firmly anchored; and then, pouring underwater concrete, pouring the concrete to the river bed surface, and finishing anchoring the # -shaped steel buttress if the concrete strength grade is C30 to obtain the steel buttress anchoring pile 3-5 formed by construction. Because the riverbed is a hard rock exposed riverbed, the steel buttress anchorage piles 3-5 are adopted without the measures of installing a steel casing, a slurry retaining wall, slurry circulation slag removal and the like, when the trestle is dismantled, the steel buttress shaped like a Chinese character jing is only cut off from the surface position of the riverbed, and the steel buttress anchorage piles 3-5 are safely and reliably anchored, convenient to construct, high in speed, good in environmental protection and cost-saving.

After all the steel buttress anchor piles 3-5 are constructed, installing transverse distribution beams 3-5-4 on the steel buttress anchor piles 3-5, and then installing Bailey beams on the transverse distribution beams 3-5-4. And when the transverse distribution beams 3-5-4 and the Bailey beams are actually installed, the floating crane is adopted for installation in a matching way. The Bailey beams are assembled into the assembled pieces at the wharf and then transported to the bridge position in a floating mode to be installed, the Bailey beam supports are 90 cm-shaped supports, all the lower chord transverse bridges are integrally connected through the I-shaped steel after the Bailey beams are assembled, and the lower chord and the I-shaped steel are connected through the U-shaped bolts, so that the horizontal stability is improved. And 3-8 parts of upper distribution beams are transversely arranged on the top of the Bailey beam at an interval of 1.0m, then 6mm steel plates are paved, and finally the protective railing is arranged. Because the left side and the right side of the bearing distribution beam and the end head of the trestle beam are provided with limiting measures (namely limiting baffles 3-6 and longitudinal limiting pieces 3-9), the stability of the trestle can be effectively improved.

And 101, when the steel buttress anchor pile is constructed in the step 101, constructing according to the construction process of the cast-in-situ bored pile, wherein the thickness of the settled slag is not more than 5cm. And 3, finishing the construction process of the steel buttress anchor pile 3-5 after the strength of the poured concrete in the step 1013 reaches 70% of the design strength.

In the process of assembling and drilling the drilling platform, the drilling platform always needs to detect the position of the pile hole at any time due to being in a running water state and a pile foundation construction vibration state, and the position of the drilling platform is adjusted by adopting an anchor machine, so that the position accuracy of the pile hole is ensured.

In this embodiment, the horizontal distance between the inner steel tube and the outer steel tube located outside the inner steel tube is 2.5m, and the outer diameter of the vertical support steel tube 3 is phi 0.53m and is a spiral tube. And every 6m of the steel pipes between two adjacent vertical supporting steel pipes 3 in the well-shaped frame 2 adopts I16b I-shaped steel welding cross braces and inclined braces (namely the steel pipe connecting rods) to form a well-shaped steel buttress structure. Vertical spacing between two adjacent upper and lower attached connecting structures 4 is 13m, and two I16b I-steel (namely the horizontal connecting structure) is adopted between the derrick 2 every 12m to carry out transverse connection, so that the stability of the steel pipe buttress is ensured.

In the embodiment, the anchoring pile 8 is a hole digging pile with the diameter of 1.0m, the anchoring pile 8 enters a stable bedrock to be not less than 1.0m, and an embedded steel plate is arranged at the pile top of the anchoring pile 8 and welded with the outer steel pipe; the inner side steel pipe is supported on a bearing platform of the pier 1, and the bearing platform is provided with an embedded steel plate welded with the inner side steel pipe. After the installation of the derrick 2 is completed, the exposed reinforcing steel bars of the reinforcing cage of the anchor pile 8 and the embedded anchor reinforcing steel bars of the bearing platform are firmly welded with the vertical support steel pipe 3, and then the C30 concrete is wrapped and poured to form a stable structure.

In this embodiment, the side span forming template 23 is supported on a plurality of horizontal square timbers 17. The horizontal bolster 16 is a steel wedge.

When the horizontal support frame is constructed, firstly, a frame falling steel wedge block (specifically formed by assembling and welding 5I 20b I-shaped steels) is arranged at the top of a vertical support steel pipe 3, and then a transverse bridge-direction bearing cross beam (namely a lower cross beam 13) is arranged on the steel wedge block; then, 23I 36b I-shaped steel longitudinal beams (namely horizontal longitudinal beams 14) are installed, wherein 2 x 5 longitudinal beams are arranged at the positions of web plates, 7 longitudinal beams are arranged at the positions of inner bottom plates, and 2 x 3 longitudinal beams are arranged below flange plates; one end of the horizontal longitudinal beam 14 is supported on the bearing cross beam and the other end thereof is supported on the coping of the pier.

The forming template 23 comprises a bottom template, an outer template and an inner template; the die block board is bamboo plywood and is installed many on horizontal square timber 17, case beam-ends baffle department is located pier shaft tray top cap top of pier 1, and the end baffle die block adopts and lays bamboo plywood behind the built-in sand of steel form and forms the die block.

The outer die adopts a steel die, the distance between truss pieces of the outer die is 2.0m, and the truss pieces are supported on the bottom die longitudinal beam; the end template is a steel template. The centre form includes interior side mould and interior top mould, and interior top mould adopts the combination steel mould, and interior top mould adopts the mode that sets up bowl and detain support, square timber and bamboo plywood combination together. And drawing die reinforcing steel bars are arranged on the inner die and the outer die, and the spacing between the drawing die reinforcing steel bars is 80cm multiplied by 100cm.

The above description is only a preferred embodiment of the present invention, and is not intended to limit the present invention, and all simple modifications, changes and equivalent structural changes made to the above embodiment according to the technical spirit of the present invention still fall within the protection scope of the technical solution of the present invention.

Claims (6)

1. The utility model provides an attached type high altitude assembly support which characterized in that: the bridge structure comprises a high-altitude support and a plurality of attached connecting structures, wherein the high-altitude support is positioned on the inner side of a bridge pier (1), the attached connecting structures are arranged from top to bottom, the high-altitude support is arranged along the transverse bridge direction and is fixedly fastened on the bridge pier (1) through the attached connecting structures (4), and the attached connecting structures (4) are arranged horizontally; the bridge pier (1) comprises a pile foundation (5), a horizontal bearing platform (6) supported on the pile foundation (5) and a pier body (7) arranged on the horizontal bearing platform (6), wherein the pier body (7) is a hollow pier;

the high-altitude support is a vertical support with the height not less than 50m, the vertical support is divided into a plurality of support sections from bottom to top, and the two adjacent support sections are fixedly connected into a whole through flanges;

the vertical support comprises a right-left two symmetrically-arranged well-shaped frames (2), and the two well-shaped frames (2) are fixedly connected through a plurality of horizontal connecting structures arranged from top to bottom; each well-shaped frame (2) comprises four vertical supporting steel pipes (3) which are uniformly distributed along the circumferential direction, each vertical supporting steel pipe (3) comprises two inner side steel pipes and two outer side steel pipes, the outer side of each inner side steel pipe is provided with one outer side steel pipe, and the two inner side steel pipes, the two outer side steel pipes and the inner side steel pipes and the outer side steel pipes positioned on the outer sides of the inner side steel pipes are fixedly connected into a whole through a plurality of steel pipe connecting rods distributed from top to bottom; the four inner side steel pipes in the vertical support are arranged on the same vertical surface from left to right along the transverse bridge direction, and the four outer side steel pipes in the vertical support are arranged on the same vertical surface from left to right along the transverse bridge direction; the bottoms of the four inner steel pipes are supported on a horizontal bearing platform (6);

four anchoring piles (8) which are respectively used for supporting the bottoms of the outer steel pipes are arranged on the inner side of the horizontal bearing platform (6), and the anchoring piles (8) are vertically arranged; the anchoring pile (8) is arranged right below each outer steel pipe, and each anchoring pile (8) is a reinforced concrete pile;

the attached connecting structure (4) comprises a connecting cross beam (9) and four first horizontal connecting rods (11), the connecting cross beam (9) is horizontally arranged and arranged along the transverse bridge direction, and the connecting cross beam (9) is fixedly fastened on the inner side wall of the pier body (7) through a plurality of pull rods (10); each inner steel pipe is fixedly connected with the connecting cross beam (9) through the first horizontal connecting rod (11); the pull rods (10) are arranged on the same horizontal plane from left to right and are all fixed on the inner side wall of the pier body (7), and the pull rods (10) are horizontally arranged and are arranged along the longitudinal bridge direction; the outer end of each pull rod (10) is fixed on the connecting cross beam (9), the inner end of each pull rod (10) extends into the inner cavity of the pier body (7), and each pull rod (10) is fixed on the inner side wall of the pier body (7); a plurality of pull rod mounting holes for the pull rods (10) to pass through are formed in the inner side wall of the pier body (7), and a plurality of through holes for the pull rods (10) to pass through are formed in the connecting cross beam (9) from left to right;

the pull rod (10) is a finish-rolled twisted steel; the outer end of each pull rod (10) is sleeved with an external locking nut, and the connecting cross beam (9) is clamped between the pier body (7) and the external locking nut; an inner locking nut is sleeved at the inner end of each pull rod (10) and is positioned in the inner cavity of the pier body (7);

the pier body (7) is a round-end-shaped hollow pier, the number of the pull rods (10) is six, and the structures and the sizes of the six pull rods (10) are the same;

the six pull rods (10) are divided into two pull rod groups which are symmetrically arranged on the left side and the right side, the two pull rod groups are respectively arranged on the left side and the right side of the inner side wall of the pier body (7), and each pull rod group comprises three pull rods (10);

the horizontal distance between the inner steel pipe and the outer steel pipe positioned on the outer side of the inner steel pipe is 2-3 m, and the clear distance between the inner steel pipe and the pier body (7) is not more than 4m;

the outer diameter of the vertical supporting steel pipe (3) is phi 0.5 m-phi 0.6m;

the lower segment of the anchoring pile (8) is an anchoring section anchored on the riverbed, the length of the anchoring section is not less than 1m, and the pile diameter of the anchoring pile (8) is phi 0.8 m-phi 1.2m;

the vertical distance between two adjacent attached connecting structures (4) is 10-15 m;

the pull rod mounting hole is a lacing die rib hole, the lacing die rib hole is for supplying the through-hole that the template lacing wire that the pier shaft shaping template carries out the drawknot for pier shaft (7) shaping construction passed, pier shaft shaping template includes the pier shaft external mold and lays in the inboard pier shaft centre form of pier shaft external mold, the template lacing wire be for connect in pier shaft external mold with horizontal drawknot reinforcing bar between the pier shaft centre form.

2. An attachable overhead assembly mast according to claim 1, wherein: a template support frame (12) is arranged on the vertical support, and the template support frame (12) is a horizontal support frame;

the horizontal support frame comprises two lower cross beams (13) arranged on the same horizontal plane, a plurality of horizontal longitudinal beams (14) arranged on the same horizontal plane from left to right and a plurality of upper cross beams (15) arranged on the same horizontal plane from front to back, the lower cross beams (13) are arranged at the tops of four inner side steel pipes, the lower cross beams (13) are arranged at the tops of four outer side steel pipes, each horizontal longitudinal beam (14) is uniformly distributed on two lower cross beams (13), and each upper cross beam (15) is uniformly distributed on a plurality of horizontal longitudinal beams (14); the lower cross beam (13) and the upper cross beam (15) are arranged along the transverse bridge direction, and the horizontal longitudinal beam (14) is arranged along the longitudinal bridge direction; the inner end of each horizontal longitudinal beam (14) is supported on the pier body (7).

3. A method for constructing a side span cast-in-place section of a rigid frame continuous beam by using the bracket as claimed in claim 1, which is characterized by comprising the following steps:

step one, setting up an attached high-altitude assembly support: after the construction of the pier (1) supported by the outer end of the constructed side span cast-in-place section (18) is completed, an attached high-altitude assembly support is erected on the inner side of the pier (1);

step two, template support: erecting a template support frame on the attached high-altitude assembly support and the pier (1) in the step one, and erecting a forming template (23) for forming and constructing a side span cast-in-place section (18) on the template support frame; the template support frame is a horizontal support frame;

step three, side span cast-in-place section pouring construction: and (5) pouring the side span cast-in-place section (18) by using the forming template in the step two.

4. A method according to claim 3, characterized by: in the second step, the horizontal support frame comprises two lower cross beams (13) arranged on the same horizontal plane, a plurality of horizontal longitudinal beams (14) arranged on the same horizontal plane from left to right and a plurality of upper cross beams (15) arranged on the same horizontal plane from front to back, the top of each of the four inner side steel pipes is provided with one lower cross beam (13), the top of each of the four outer side steel pipes is provided with one lower cross beam (13), each of the horizontal longitudinal beams (14) is uniformly distributed on two lower cross beams (13), and each of the upper cross beams (15) is uniformly distributed on a plurality of horizontal longitudinal beams (14); the lower cross beam (13) and the upper cross beam (15) are arranged along the transverse bridge direction, and the horizontal longitudinal beam (14) is arranged along the longitudinal bridge direction; the inner end of each horizontal longitudinal beam (14) is supported on the pier body (7),

multichannel a horizontal square timber (17) has been laid from left to right on entablature (15), many horizontal square timber (17) equipartition is located on same horizontal plane, horizontal square timber (17) are to laying along the longitudinal bridge.

5. The method of claim 3 or 4, wherein: the side span cast-in-place section (18), the side span folding section (20) and the side span cantilever section (19) are connected to form a side span beam section (21), and the side span folding section (20) is connected between the side span cast-in-place section (18) and the side span cantilever section (19); the front end of the side span beam section (21) is supported on an underwater pier (22), and both the pier (1) and the underwater pier (22) are reinforced concrete piers;

before the attachment type high-altitude assembly support is erected in the first step, the pier (1) and the underwater pier (22) are constructed respectively; when the water pier (22) is constructed, a pre-set trestle is utilized to carry out concrete pumping construction on the water pier (22); the trestle comprises a trestle body and a horizontal working platform (3-13) positioned on the front side of the trestle body, and the water pier is a reinforced concrete pier; the trestle body comprises a lower supporting structure, a main beam (3-1) horizontally erected on the lower supporting structure and a bridge deck (3-3) paved on the main beam (3-1), wherein the lower supporting structure comprises one or more steel buttress anchoring piles (3-5) with lower parts anchored on a bare rock riverbed (3-4), the steel buttress anchoring piles are vertically arranged, and the steel buttress anchoring piles are supported below the main beam (3-1) from back to front; the front end of the main beam (3-1) is supported on a steel cofferdam (3-11) for constructing the underwater pier, the rear end of the main beam (3-1) is supported on a shore-side supporting platform (3-10), and the shore-side supporting platform (3-10) is a supporting platform erected on a river bank; the length of the main beam (3-1) is not less than the clear distance between the shore side supporting platform (3-10) and the steel cofferdam (3-11), and a concrete pumping pipe (3-12) is placed on the bridge deck (3-3); the horizontal working platform (3-13) is erected on a steel cofferdam (3-11) for constructing the pier (22) in water, and the horizontal working platform (3-13) is connected with the main beam (3-1) into a whole;

the steel buttress anchoring pile (3-5) comprises a groined steel buttress and a steel buttress anchoring structure (3-5-1) for anchoring the lower part of the groined steel buttress, a pile hole for anchoring the lower part of the steel buttress anchoring pile is drilled on the bare rock riverbed (3-4), the pile hole is vertically arranged, the depth of the pile hole is not less than 5m, and the lower part of the groined steel buttress is positioned in the middle of the inner side of the pile hole; the steel buttress anchoring structure (3-5-1) is a concrete structure formed by pouring concrete into the pile hole, and the height of the steel buttress anchoring structure (3-5-1) is consistent with the depth of the pile hole; the groined steel buttress comprises four vertical steel pipes (3-5-2) with the same structure and size, two adjacent vertical steel pipes (3-5-2) are fixedly connected through a second horizontal connecting rod (3-5-3), and the second horizontal connecting rod (3-5-3) is positioned above the steel buttress anchoring structure (3-5-1); the bottom end of each vertical steel pipe (3-5-2) is supported at the bottom of the pile hole, and the lower part of each vertical steel pipe (3-5-2) is poured into the steel buttress anchoring structure (3-5-1);

and when the attached high-altitude assembly support is erected in the first step, constructing the anchoring pile (8) by using the trestle.

6. The method of claim 5, wherein: when the trestle is constructed, the method comprises the following steps:

step 101, construction of the steel buttress anchor pile: respectively constructing each steel buttress anchor pile (3-5) of the constructed trestle until the construction process of all the steel buttress anchor piles (3-5) is completed; the construction methods of all the steel buttress anchorage piles (3-5) are the same;

when any one of the steel buttress anchor piles is constructed, the process is as follows:

step 1011, drilling: drilling the pile hole of the currently constructed steel buttress anchorage pile on the bare rock riverbed (3-4) from top to bottom by using a drilling machine;

step 1012, hoisting the # -shaped steel buttress: hoisting and lowering the pre-processed and formed # -shaped steel buttress into the pile hole in the step 1011, so that the lower part of the # -shaped steel buttress is positioned in the middle of the inner side of the pile hole, and the bottom end of each vertical steel pipe (3-5-2) in the # -shaped steel buttress is supported at the bottom of the pile hole;

step 1013, anchoring: pouring concrete into the pile hole in the step 1011, and obtaining a steel buttress anchoring structure (3-5-1) formed by construction after the poured concrete is solidified;

step 102, girder erection: after the construction of the steel cofferdam (3-11) to be used for constructing the underwater pier (22) is completed, erecting a main girder (3-1) of the constructed trestle on the steel buttress anchor pile constructed in the step 101, supporting the front end of the main girder (3-1) on the steel cofferdam (3-11) and supporting the rear end of the main girder (3-1) on a shore side supporting platform (3-10);

step 103, paving the bridge deck: paving a bridge deck (3-3) on the main beam (3-1) in step 102;

in the step 102, in the process of erecting the main beam, the horizontal working platform (3-13) is synchronously erected, and the main beam (3-1) and the horizontal working platform (3-13) are fixedly connected into a whole.

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