CN112144413A - Whole-span in-situ splicing and erecting method for steel-concrete composite beam in mountainous area - Google Patents
Whole-span in-situ splicing and erecting method for steel-concrete composite beam in mountainous area Download PDFInfo
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- CN112144413A CN112144413A CN202011037632.7A CN202011037632A CN112144413A CN 112144413 A CN112144413 A CN 112144413A CN 202011037632 A CN202011037632 A CN 202011037632A CN 112144413 A CN112144413 A CN 112144413A
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D21/00—Methods or apparatus specially adapted for erecting or assembling bridges
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D19/00—Structural or constructional details of bridges
- E01D19/12—Grating or flooring for bridges; Fastening railway sleepers or tracks to bridges
- E01D19/125—Grating or flooring for bridges
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- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/22—Piles
- E02D5/24—Prefabricated piles
- E02D5/28—Prefabricated piles made of steel or other metals
- E02D5/285—Prefabricated piles made of steel or other metals tubular, e.g. prefabricated from sheet pile elements
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Abstract
The invention discloses a whole span in-situ assembling and erecting method of a steel-concrete composite beam in a mountainous area, which utilizes a temporary steel pipe pier and a Bailey piece platform as a first assembling platform, a liftable pedestal is arranged, steel beam parts are hoisted by a tower crane to assemble a first span steel beam on the platform, after the first span steel beam is assembled, the liftable pedestal and a beam transporting vehicle are arranged on the first span steel-concrete composite beam as assembling platforms of other span steel beams, after the other span steel beams are assembled, a foldable liftable pedestal outside the beam transporting vehicle is placed, the other span steel beams are transported to corresponding positions to be installed, and the rest is repeated until the last span steel-concrete composite beam of a whole span is installed, and then a whole wet joint is uniformly poured. The construction method for assembling and erecting the steel-concrete composite beam in situ not only solves the problems of construction safety and quality, but also has the advantages of high efficiency, construction cost saving and the like.
Description
Technical Field
The invention relates to a whole span in-situ assembling and erecting method for a steel-concrete composite beam, in particular to a whole span in-situ assembling and erecting method for a steel-concrete composite beam in a mountainous area.
Background
With the rapid development of the infrastructure of China, the method is provided for actively responding to the supply-side reform of the country and is suitable for the new normal state of economic development. The form and the number of the steel structure bridges will be more and more, and various construction processes and methods will also appear. The upper structure forms of the bridges are complex and various, the steel-concrete composite beam is the most representative one, the steel main beam in the structure is a simple supported beam bridge type formed by three I-shaped steels and transverse connection, and the structure has to be installed and formed in a whole span mode due to poor self rigidity and stability of a single steel main beam. The common construction method of the structure is a gantry crane hoisting method adopted for the whole span after assembly, but when the gantry crane is used for hoisting construction, the requirements on environment and fields are high, but the terrain of a mountain area is steep, and many places do not have the conditions of gantry crane hoisting construction, so that a new method is needed for solving the technical problem.
Disclosure of Invention
The invention aims to provide a whole-span in-situ splicing and erecting method for a steel-concrete composite beam in a mountainous area. The method can be used for assembling and installing the steel-concrete composite beam by using the tower crane when the mountainous terrain is steep and the construction conditions for hoisting by using the gantry crane are not available. The method has the characteristics of reducing the construction period, reducing the construction cost and improving the construction safety and quality.
The technical scheme of the invention is as follows: a whole-span in-situ splicing and erecting method for a steel-concrete composite beam in a mountainous area comprises the following steps:
A. erecting a plurality of steel pipe pile temporary piers at a first span position, setting a Bailey sheet platform on the steel pipe pile temporary piers, and setting a tower crane with corresponding hoisting capacity beside the first span;
B. permanent supports are arranged on the bent caps at two ends of the bailey sheet platform, and a certain number of liftable pedestals are arranged on the bailey sheet platform between the permanent supports;
C. setting the initial height of each liftable pedestal according to the pre-camber line type, and assembling a steel main beam above the liftable pedestals by using a tower crane;
D. after the assembly of the steel main beams is finished and before the bridge deck is installed, calculating the downwarping value of the steel main beams according to a theory, descending the height of each liftable pedestal in advance, hoisting the precast concrete bridge deck by using a tower crane, and supporting the whole span steel main beams by the liftable pedestals after the installation of the bridge deck is finished;
E. after the bridge deck on the steel girder is installed, welding longitudinal and transverse steel bars of adjacent bridge deck plates to form a whole body by spanning all the bridge deck plates;
F. after the steel bars are welded, reserving concrete at the notch of the shear nail in the cast-in-place bridge deck, and fixedly connecting the bridge deck on the steel main beam to form a first span steel-concrete composite beam;
G. arranging a foldable lifting pedestal on the assembled first span steel-concrete composite beam;
H. arranging beam transporting trolleys at two ends of the first span steel-concrete composite beam, and assembling a second span steel main beam on the foldable liftable pedestal;
I. after the second span steel main beam is assembled, the height of the foldable lifting pedestal is lowered and laid on the bridge floor, the whole span steel main beam is transported to the lower part of a bridge girder erection machine through a girder transporting trolley, and the whole span steel main beam erection work is realized through the bridge girder erection machine;
J. installing a bridge deck after the second steel-span main beam is erected, retreating the beam transporting trolley to the first steel-concrete-spanning composite beam to prepare for splicing the next steel-span main beam, and advancing the bridge girder erection machine to prepare for erecting the next steel-span main beam;
K. repeating the steps H-J to realize the erection and installation of the one-connection steel-concrete composite beam;
l, dismantling the liftable pedestal and pouring the wet joint at one time.
In the whole-span in-situ splicing and erecting method for the steel-concrete composite beam in the mountainous area, the bridge girder erection machine adopts a widening bridge girder erection machine.
In the whole span in-situ assembling and erecting method for the steel-concrete composite beam in the mountainous area, in the step H, other span steel main beams are assembled on the beam transporting trolley and the foldable lifting pedestal 7.
In the step J, after the second steel-concrete-spanning main beam is erected, hoisting the precast concrete deck slab to the second steel-concrete-spanning main beam through a tower crane and paving the precast concrete deck slab through a bridge girder erection machine; after the other steel girder spanning frames are completely erected, the bridge deck transportation trolley is hoisted to the second steel-concrete spanning combination beam through the tower crane, then the precast concrete bridge deck is hoisted to the bridge deck transportation trolley through the tower crane, the bridge deck transportation trolley transports the precast concrete bridge deck to the bridge girder erection machine, the bridge deck is laid through the bridge girder erection machine, and after the bridge deck is laid, the bridge deck transportation trolley is hoisted away through the tower crane.
In the method for assembling and erecting the whole span of the mountain steel-concrete composite beam in situ, the foldable liftable pedestal 7 comprises 2 bases which are arranged in parallel at intervals along the width direction of the steel-concrete composite beam, each base comprises a top steel plate and a bottom steel plate, the top steel plate and the bottom steel plate are connected through a plurality of steel pipes which are arranged at intervals, 1 screw rod is inserted into each steel pipe, an adjusting nut is sleeved on each screw rod in a threaded manner, the tops of the screw rods are fixed with the steel plates, the bases are placed on steel base plates, and the outer side faces of the bases are rotatably connected with the steel base plates through hinges.
In the whole span in-situ assembling and erecting method for the steel-concrete composite beam in the mountainous area, 2 screw rods at the same cross section are connected through screw rod connecting members, each screw rod connecting member comprises a nut sleeved on the corresponding screw rod in a threaded manner, the side face of each nut is fixedly connected with a sleeve, and the 2 sleeves are connected through connecting screw rods.
In the whole span in-situ splicing and erecting method for the steel-concrete composite beam in the mountainous area, the 2 bases are connected through a plurality of base connecting pieces, each base connecting piece comprises a connecting steel plate, one end of each connecting steel plate is fixedly connected with the top steel plate of one of the 1 bases, and the other end of each connecting steel plate is connected with the top steel plate of the other base through a bolt.
In the whole-span in-situ splicing and erecting method for the steel-concrete composite beam in the mountainous area, the base further comprises an abdominal steel plate, the abdominal steel plate is arranged between or outside the 2 adjacent steel pipes, the side face of the abdominal steel plate is connected with the steel pipes, and the top surface and the bottom surface of the abdominal steel plate are connected with the top steel plate and the bottom steel plate.
In the whole-span in-situ assembling and erecting method for the steel-concrete composite beam in the mountainous area, the steel base plate is fixed on the surface of the steel-concrete composite beam through the expansion bolts.
The invention has the beneficial effects that: compared with the prior art, the invention firstly utilizes the erected temporary steel pipe pier and the Bailey sheet platform as a first assembling platform, the permanent supports of the bridge are arranged at the two ends of the platform, a plurality of liftable pedestals are arranged between the permanent supports as required, then the steel girder components are hoisted by a tower crane to assemble the first span steel girder on the platform, after the first span steel girder is assembled, the bridge deck is paved by hoisting and transporting the first span steel-concrete composite beam by the tower crane, then the liftable pedestals and the girder transporting vehicle are arranged on the first span steel-concrete composite beam as the assembling platform of the second span steel girder, after the second span steel girder is assembled, the foldable pedestals outside the girder transporting vehicle are laid down, the second span steel girder is transported to the corresponding position for installation, then the bridge girder erection machine moves forwards to erect the next span beam, the girder transporting vehicle moves back to the first span steel-concrete composite beam, and continues to assemble the third span steel girder, and analogizing until the last span steel-concrete composite beam of the whole unit is installed, and then uniformly pouring the wet joint.
In the whole assembling process, except for the operation of assembling the steel main beam of the first span on the inner reed platform, the steel main beams of other spans are all assembled on the steel-concrete composite beam platform of the first span, so that the construction safety and the construction quality can be well guaranteed; in the whole assembling process, the hoisting of the materials is realized through the tower crane, a gantry crane is not required to be installed, and the construction cost is saved.
In summary, the construction method for assembling and erecting the steel-concrete composite beam in situ not only solves the problems of construction safety and quality, but also has the advantages of high efficiency, construction cost saving and the like.
Drawings
FIG. 1 is a schematic diagram of a temporary pier and a bailey sheet platform for arranging a steel pipe pile;
FIG. 2 is a schematic view of the arrangement of the permanent support and the liftable pedestal;
FIG. 3 is a schematic view of an assembled steel girder;
FIG. 4 is a schematic view of the height of the liftable pedestal being adjusted downward and the bridge deck being installed;
FIG. 5 is a schematic view of arranging a foldable lifting pedestal, a beam transporting flatcar and assembling a No. 2 steel main beam;
FIG. 6 is a schematic view of a 2# steel girder;
FIG. 7 is a schematic view of an assembled 3# steel girder;
FIG. 8 is a schematic structural view of a foldable liftable pedestal;
FIG. 9 is a side view of the structure of FIG. 8;
FIG. 10 is a schematic view of the base;
FIG. 11 is a schematic cross-sectional view of FIG. 10;
FIG. 12 is a schematic structural view of a screw connecting member;
fig. 13 is a schematic view of the structure of the base connector.
Reference numerals: the method comprises the following steps of 1-steel pipe pile temporary pier, 2-Bailey sheet platform, 3-tower crane, 4-permanent support 5-lifting pedestal, 6-steel girder, 7-folding lifting pedestal, 701-screw, 702-steel plate, 703-pedestal, 704-steel base plate, 705-hinge, 706-screw connecting member, 707-pedestal connecting piece, 708-top and bottom steel plate, 709-steel pipe, 710-abdomen steel plate, 711-nut, 712-sleeve, 713-connecting screw, 714-connecting steel plate, 715-bolt, 716-adjusting nut, 717-expansion bolt, 8-girder transporting trolley and 9-bridge girder erection machine.
Detailed Description
The invention is further illustrated by the following figures and examples, which are not to be construed as limiting the invention.
The embodiment of the invention comprises the following steps: a whole span in-situ splicing and erecting method for a steel-concrete composite beam in a mountainous area is shown in the attached figures 1-7 and specifically comprises the following steps:
A. as shown in the attached drawing 1, a plurality of steel pipe pile temporary piers 1 are erected at a first span position, a bailey piece platform 2 is arranged on each steel pipe pile temporary pier 1, and a tower crane 3 with corresponding hoisting capacity is arranged beside the first span;
B. as shown in fig. 2, permanent supports 4 are arranged on the bent caps (abutments) at two ends of the bailey sheet platform 2, and a certain number of liftable pedestals 5 are arranged on the bailey sheet platform 2 between the permanent supports 4;
C. as shown in fig. 3, the steel main beam 6 has a certain pre-assembling camber according to the design. Therefore, the initial height of each liftable pedestal 5 is set according to the pre-camber line, and the steel main beam 6 is assembled above the liftable pedestal 5 after the material is hoisted by the tower crane 3;
D. as shown in fig. 4, according to the theoretical calculation result, after the steel main beam 6 is superposed with the second-stage dead load precast concrete deck, the steel main beam 6 has corresponding downwarping. After the assembly of the steel main beams 6 is finished and before the bridge deck is installed, the downwarping value of the steel main beams 6 is calculated according to theory, the height of each liftable pedestal 5 is lowered in advance, the precast concrete bridge deck is hoisted by using the tower crane 3, and the whole span steel main beams 6 are supported by the liftable pedestals 5 after the installation of the bridge deck is finished;
E. after the bridge deck on the steel main beam 6 is installed, longitudinal and transverse steel bars of adjacent bridge decks are welded, so that all bridge decks are integrally spanned, and the stability is enhanced;
F. after the steel bars are welded, reserving concrete at the notch of the shear nail in the cast-in-place bridge deck slab, and fixedly connecting the bridge deck slab on the steel main beam 6 to form a first span steel-concrete composite beam, so that the steel main beam 6 and the bridge deck slab can be stressed cooperatively under the later working condition;
G. as shown in fig. 5, a foldable lifting pedestal 7 is arranged on the assembled first span steel-concrete composite beam;
H. beam transporting trolleys 8 are arranged at two ends of the first span steel-concrete composite beam, and a second span steel main beam 6 is assembled on the foldable lifting pedestal 7;
I. as shown in fig. 6, after the second span steel main beam 6 is assembled, the height of the foldable liftable pedestal 7 is lowered and the second span steel main beam is laid on the bridge floor, so that the assembled steel main beam 6 is completely supported on the girder transporting trolley 8, then the whole span steel main beam 6 is transported to the lower part of the bridge girder erection machine 9 through the girder transporting trolley 8, and the whole span steel main beam 6 is erected through the bridge girder erection machine 9;
J. as shown in fig. 7, after the second steel-spanning main beam 6 is erected, a bridge deck is installed, meanwhile, the beam transporting trolley 8 retreats to the first steel-concrete composite beam to prepare for splicing the next steel-spanning main beam 6, and after the bridge deck is laid, the bridge girder erection machine 9 moves forward to prepare for erecting the next steel-spanning main beam 6;
K. repeating the steps H-J to realize the erection and installation of the one-connection steel-concrete composite beam;
l, dismantling the liftable pedestal 5, releasing the temporary supporting liftable pedestal 5 of the first steel girder, and pouring the wet joint at one time. According to the stress mechanism of the continuous beam, the wet joint can be integrally poured once after a steel-concrete composite beam is erected.
In the whole method, due to the steep terrain and the incapability of installing devices such as a gantry crane, the steel pipe pile temporary pier 1 and the Bailey sheet platform 2 are installed to form a first assembling platform, and the tower crane 3 is combined to be used so that the first steel girder 6 can be assembled on the first assembling platform.
In the whole process, the liftable pedestal 5 is arranged to realize different pre-camber of the first span steel girder 6 under two working conditions of assembling and installing the bridge deck, and meanwhile, the subsequent steel girder 6 repeatedly transmits partial load to the Belley sheet platform 2 below when the first span is assembled. Realize raising and lowering functions through liftable pedestal 5 to do benefit to the later stage and demolish the construction.
The foldable lifting pedestal 7 can be transversely laid on the bridge floor after the assembly of each span of the steel main beam 6 is completed, so that the girder transporting trolley 8 can smoothly cross the whole span of the steel main beam 6 from the upper part. The foldable lifting pedestal 7 is used for supporting the steel beam in the assembling process of the steel main beam 6 in the using process.
After the steel main beam 6 of each span is assembled, the steel main beam 6 of the whole span cannot be hoisted to the girder transporting trolley 8, so that the other steel main beams 6 of the span need to be assembled on the girder transporting trolley 8 and the foldable lifting pedestal 7 step by step.
After the transportation of each span steel main beam 6 is finished, the beam transporting trolley 8 returns to the original position of the first span steel-concrete composite beam, and then the assembling work of the next span steel main beam 6 can be started.
The first span steel-concrete composite beam and the Belley sheet platform 2 below the first span steel-concrete composite beam are jointly used as the splicing platforms of the rest spans, and the loads in the process are jointly borne. The bailey piece platform 2 supports the first span steel main beam 6 to prevent the first span steel main beam 6 from being deformed irreversibly due to overlarge load in the construction process.
Because the stability of the single steel main beam 6 is poor, the whole span splicing erection method is adopted.
The bridge girder erection machine 9 adopts a widening bridge girder erection machine so as to meet the erection requirement of the whole span steel main girder 6.
And in the step H, assembling other steel-spanning main beams 6 on the beam-transporting trolley 8 and the foldable lifting pedestal 7. The beam transporting trolley 8 and the foldable lifting pedestal 7 are jointly used as a supporting system in the assembling process of the steel main beams 6, after the steel main beams 6 of each span are assembled, the foldable lifting pedestal 7 is lowered and deflected to be integrally laid on the bridge floor, the steel main beams 6 of the whole span are completely supported by the beam transporting trolley 8 in this time, and the beam transporting trolley 8 moves to transport the steel main beams 6 of the whole span away. Fortune roof beam platform truck 8 removes the in-process, and foldable liftable pedestal 7 that is located its the place ahead can hinder fortune roof beam platform truck 8's current owing to its height, so need fall liftable pedestal 7.
And step J, after the second span steel main beam 6 is erected, hoisting the precast concrete deck to the second span steel main beam 6 through the tower crane 3 and paving the precast concrete deck through the bridge erecting machine 9. Therefore, the installation position of the tower crane 3 should be as close to the second span as possible. Just so need not transport precast concrete decking through first striding, and be provided with fortune roof beam platform truck 8 and foldable liftable pedestal 7 on the first steel-concrete composite beam of striding, also inconvenient other precast concrete decking of striding of transporting.
After the erection of the other steel main girder striding beams 6 is completed, firstly, the bridge deck transportation trolley is hoisted to the second steel-concrete striding combination beam through the tower crane 3, then, the precast concrete bridge deck is hoisted to the bridge deck transportation trolley through the tower crane 3, the precast concrete bridge deck is transported to the bridge girder erection machine 9 through the bridge deck transportation trolley, and then, the bridge deck is laid through the bridge girder erection machine 9. After the bridge deck is laid, the steel main beam 6 of the next span is transported, so that the bridge deck transportation trolley is required to be hoisted away by the tower crane 3 in order to avoid the bridge deck transportation trolley blocking the passing of the beam transportation trolley 8, and the process is repeated.
The foldable lifting pedestal 7 comprises 2 bases 703 arranged in parallel at intervals along the width direction of a reinforced concrete composite beam, the bases 703 comprise a top steel plate 708 and a bottom steel plate 708, the top and bottom steel plates 708 are connected by welding through a plurality of steel pipes 709 arranged at intervals, the open ends of the tops of the steel pipes 709 penetrate through the top steel plate 708, 1 screw 701 is inserted into each steel pipe 709, an adjusting nut 716 is sleeved on the screw 701 in a threaded manner, the adjusting nut 716 is supported on the surface of the top steel plate 708, the steel plate 702 is fixed at the top of the screw 701, the bases 703 are placed on a steel base plate 704, and the outer side of each base 703 is rotatably connected with the steel base plate 704 through a hinge 705.
In use, the screw 701 forms a bottom support member for constructing and assembling the steel main beam 6, and the steel plate 702 at the top of the screw is used for supporting the steel main beam 6. In the supporting process, according to the size change of the steel girder 6, the height of the screw 701 needs to be adjusted, the height adjustment of the screw 701 is realized through the adjusting nut 716, when the height of the screw 701 needs to be reduced, the adjusting nut 716 is rotated to enable the screw 701 to move upwards relative to the screw, the depth of the screw 701 inserted into the steel pipe 709 is deeper, and the adjusting nut 716 is always supported on the surface of the top steel plate 708, so the height of the screw 701 is reduced. When the height of the screw 701 needs to be increased, the operation is reversed. And the steel pipe 709 is mainly used for inserting the screw 701, so that the screw 701 is ensured to be in a vertical state.
When the girder transporting trolley 8 needs to cross over the foldable lifting pedestal 7 and the passage of the girder transporting trolley 8 cannot be met even if the screw 701 is lowered to the lowest height, the base 703 and the screw 701 can be slowly rotated around the hinge 705 to two sides until the girder transporting trolley 8 is flatly placed on the ground, and at the moment, the girder transporting trolley 8 can pass through. In the rotation process of the base 703, if the screw 701 is located above the unsupported steel girder 6 or the height from the top end of the screw 1 to the bottom of the steel girder 6 is completely enough to pull out the screw 701 from the steel pipe 709, the screw 701 can be directly pulled out from the steel pipe 709, and then the base 703 is rotated; if the steel girder 6 is supported above the screw 701 and the screw 701 cannot be pulled out of the steel pipe 709 due to the height of the top end of the screw 701 from the bottom of the steel girder 6, the screw 701 and the base 703 are directly rotated and laid down.
The 2 screws 701 at the same cross section are connected through a screw connecting member 706, the screw connecting member 706 comprises a nut 711 sleeved on the screw 701 in a threaded manner, the side surface of the nut 711 is fixedly welded and connected with a sleeve 712, the nut 711 and the sleeve 712 are welded and connected into a whole at 90 degrees, internal threads are arranged inside the sleeve 712, the 2 sleeves 712 are connected through a connecting screw 713, and the sleeve 712 and the connecting screw 713 are in threaded connection. The screw connection member 706 is provided to enhance the stability of the screw 701 when the foldable liftable pedestal 7 is in operation. The height of the screw 701 can be matched by adjusting the position of the nut 711 in the use process, and when the screw 701 needs to be laid down, the connecting screw 713 can be screwed out of the sleeve 712.
The 2 bases 703 are connected through a plurality of base connecting pieces 707, each base connecting piece 707 includes a connecting steel plate 714, one end of each connecting steel plate 714 is fixedly connected with the top steel plate 708 of one of the 1 bases 703 in a welding manner, and the other end of each connecting steel plate 714 is provided with a through hole, and is connected with the top steel plate 708 of the other base 703 after penetrating through the through hole through a bolt 715. The base connector 707 is provided to connect the two independent unit bases 703 together, thereby enhancing stability. When the base 703 needs to rotate around the hinge 705, the plug 715 is pulled out, the base 703 welded with the connecting steel plate 714 is rotated and fixed, and then the other base 703 is rotated.
The base 703 further includes an abdomen steel plate 710, the abdomen steel plate 710 is disposed between or outside the 2 adjacent steel pipes 709, the side surface of the abdomen steel plate 710 is connected to the steel pipes 709, and the top and bottom surfaces of the abdomen steel plate 710 are welded to the top and bottom steel plates 708. The top and bottom steel plates 708, the steel pipe 709, and the belly steel plate 710 are welded into an integral base 703 shaped like an i, and the structural strength of the base 703 is ensured by the belly steel plate 710.
The steel shim plate 704 is secured to the deck by expansion bolts 717.
This pedestal is owing to set up 2 independent bases 703, so can split into 2 independent foldable liftable pedestals 7, is applicable to the not many ordinary place of condition restriction factor. The pedestal can be repeatedly operated and used without frequently being dismantled and moved, and is more convenient to use.
Claims (9)
1. A whole-span in-situ splicing and erecting method for a steel-concrete composite beam in a mountainous area is characterized by comprising the following steps: the method specifically comprises the following steps:
A. erecting a plurality of steel pipe pile temporary piers (1) at a first span position, setting a Bailey sheet platform (2) on the steel pipe pile temporary piers (1), and arranging a tower crane (3) with corresponding hoisting capacity beside the first span;
B. permanent supports (4) are arranged on the bent caps at two ends of the bailey sheet platform (2), and a certain number of liftable pedestals (5) are arranged on the bailey sheet platform (2) between the permanent supports (4);
C. setting the initial height of each liftable pedestal (5) according to a pre-camber line type, and assembling a steel main beam (6) above the liftable pedestals (5) by using a tower crane (3);
D. after the assembly of the steel main beams (6) is finished and before the bridge deck is installed, the downwarping value of the steel main beams (6) is calculated according to theory, the height of each liftable pedestal (5) is lowered in advance, then the precast concrete bridge deck is hoisted by using a tower crane (3), and the whole span of the steel main beams (6) are supported by the liftable pedestals (5) after the installation of the bridge deck is finished;
E. after the bridge deck on the steel main beam (6) is installed, welding longitudinal and transverse steel bars of adjacent bridge decks to enable all bridge decks to form a whole;
F. after the steel bars are welded, reserving concrete at the notch of the shear nail in the cast-in-place bridge deck, and fixedly connecting the bridge deck on the steel main beam (6) to form a first span steel-concrete composite beam;
G. arranging a foldable lifting pedestal (7) on the assembled first span steel-concrete composite beam;
H. beam transporting trolleys (8) are arranged at two ends of the first span steel-concrete composite beam, and a second span steel main beam (6) is assembled on the foldable lifting pedestal (7);
I. after the second span steel main beam (6) is assembled, the height of the foldable lifting pedestal (7) is reduced and the second span steel main beam is laid on the bridge floor, the whole span steel main beam (6) is transported to the lower part of a bridge girder erection machine (9) through a girder transporting trolley (8), and the whole span steel main beam (6) is erected through the bridge girder erection machine (9);
J. after the second steel-span main beam (6) is erected, a bridge deck is installed, meanwhile, the beam transporting trolley (8) retreats to the first steel-span concrete composite beam to prepare for splicing the next steel-span main beam (6), and the bridge girder erection machine (9) advances to prepare for erecting the next steel-span main beam (6);
K. repeating the steps H-J to realize the erection and installation of the one-connection steel-concrete composite beam;
l, dismantling the lifting pedestal (5), and pouring the wet joint at one time.
2. The mountain area steel-concrete composite beam whole span in-situ assembling and erecting method according to claim 1, which is characterized in that: the bridge girder erection machine (9) adopts a widened bridge girder erection machine.
3. The mountain area steel-concrete composite beam whole span in-situ assembling and erecting method according to claim 1, which is characterized in that: and in the step H, assembling other steel-spanning main beams (6) on the beam-transporting trolley (8) and the foldable lifting pedestal (7).
4. The mountain area steel-concrete composite beam whole span in-situ assembling and erecting method according to claim 1, which is characterized in that: step J, after the second steel-spanning main beam (6) is erected, hoisting the precast concrete deck slab to the second steel-spanning main beam (6) through a tower crane (3) and paving the precast concrete deck slab through a bridge erecting machine (9); after the steel main beam (6) is erected, the bridge deck transportation trolley is hoisted to the second cross steel-concrete composite beam through the tower crane (3), then the precast concrete bridge deck is hoisted to the bridge deck transportation trolley through the tower crane (3), the bridge deck transportation trolley transports the precast concrete bridge deck to a bridge girder erection machine (9), the bridge deck is laid through the bridge girder erection machine (9), and after the bridge deck is laid, the bridge deck transportation trolley is hoisted away through the tower crane (3).
5. The mountain area steel-concrete composite beam whole span in-situ assembling and erecting method according to claim 1, which is characterized in that: foldable liftable pedestal (7) are including following the steel and concrete combination roof beam width direction interval, 2 base (703) of parallel arrangement, base (703) are including the top, bottom steel sheet (708), the top, connect through many interval arrangement's steel pipe (709) between bottom steel sheet (708), 1 screw rod (701) have been inserted in every steel pipe (709), adjusting nut (716) have been cup jointed to screw rod (701) upper thread, screw rod (701) top is fixed with steel sheet (702), base (703) are placed on steel backing plate (704), its lateral surface is rotated with steel backing plate (704) through hinge (705) and is connected.
6. The mountain area steel-concrete composite beam whole span in-situ assembling and erecting method according to claim 5, characterized in that: the 2 screws (701) in the same cross section are connected through screw connecting components (706), each screw connecting component (706) comprises a nut (711) sleeved on the corresponding screw (701) in a threaded mode, sleeves (712) are fixedly connected to the side faces of the nuts (711), and the 2 sleeves (712) are connected through the connecting screws (713).
7. The mountain area steel-concrete composite beam whole span in-situ assembling and erecting method according to claim 5, characterized in that: the 2 bases (703) are connected through a plurality of base connecting pieces (707), each base connecting piece (707) comprises a connecting steel plate (714), one end of each connecting steel plate (714) is fixedly connected with the top steel plate (708) of 1 base (703), and the other end of each connecting steel plate is connected with the top steel plate (708) of the other base (703) through a bolt (715).
8. The mountain area steel-concrete composite beam whole span in-situ assembling and erecting method according to claim 5, characterized in that: the base (703) further comprises an abdomen steel plate (710), the abdomen steel plate (710) is arranged between the 2 adjacent steel pipes (709) or on the outer side, the side face of the abdomen steel plate is connected with the steel pipes (709), and the top face and the bottom face of the abdomen steel plate are connected with the top steel plate (708) and the bottom steel plate (708).
9. The mountain area steel-concrete composite beam whole span in-situ assembling and erecting method according to claim 5, characterized in that: the steel backing plate (704) is fixed on the surface of the steel-concrete composite beam through expansion bolts (717).
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