CN111218893A - Construction method for reinforcing existing line-crossing bridge by newly-added pier column bearing steel truss girder - Google Patents
Construction method for reinforcing existing line-crossing bridge by newly-added pier column bearing steel truss girder Download PDFInfo
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Abstract
The invention relates to a construction method for reinforcing an existing line-crossing bridge by a newly-added pier column bearing steel truss girder, which comprises the following steps: step 1: constructing a bridge lower support system at the bottom of the bridge; step 2: dismantling the bridge deck pavement, the bridge deck slab and the railings at the sidewalks on the two sides of the original bridge; and step 3: mounting a prestress pushing system below the bridge; and 4, step 4: pushing out the concrete longitudinal beams on two sides of the bridge through a prestress pushing system, and dismantling; and 5: pushing a lower chord of the steel longitudinal beam to an appointed position through a pushing system, simultaneously welding the upper chord and the lower chord, and welding the steel longitudinal beams of adjacent sections; step 6: vertically jacking the steel longitudinal beam; and 7: and (5) carrying out structure recovery on the bridge deck, and dismantling the pushing system. The invention has the beneficial effects that: the steel longitudinal beam pushing system is adopted for construction, construction operation is mainly carried out under a bridge, and bridge floor space does not need to be occupied, so that influence on traffic is reduced.
Description
Technical Field
The invention relates to the technical field of bridge reinforcing and reconstruction construction, in particular to a construction method for reinforcing an existing line-crossing bridge by a newly-added pier stud bearing steel truss girder.
Background
With the rapid development of the economic society and the transportation industry in China, the expressway extends to the area with complicated terrain and geological conditions rapidly, the proportion of the bridge occupying the total length of the route is larger and larger, the bridge increasingly bears the traffic vehicle load which is more frequent and has large load than the design expectation, and the traffic capacity of the existing bridge is higher. After some bridges are put into operation for several years, because of the problems of large traffic volume, overweight load and the like, potential safety hazards appear more or less, and therefore, the reinforcement of old bridge bridges becomes an important problem related to the smoothness of roads and the safety of road transportation.
According to the research and research, the problems that the stress of a suspender structure is uneven and the safety coefficient of partial suspenders is insufficient exist in most of old dangerous basket arch bridges, the bracket cracking damage condition on a cross beam is serious, the cracks are obviously developed, partial wet joints have cracks, and the actual operation state and the theoretical state of the cable force of the suspender of the bridge easily have large deviation. The problems of water accumulation, corrosion of an anchor head and cable force loss of the hanger rod in the protective cover of the anchor head of the old dangerous basket arch bridge are fundamentally difficult to solve by the anti-aging fatigue capability and the construction process level of the hanger rod material in the current bridge. In order to thoroughly solve the problem of diseases of old dangerous suspenders and arch rings, ensure the safe operation and durability of old dangerous bridges, the old dangerous bridges need to be maintained and reinforced, the bearing capacity of the structure is fundamentally improved, the structural connection and reinforcement mode of the old dangerous bridges is optimized, and the integral stability and safety of the structural system of the old dangerous bridges are ensured; meanwhile, in order to ensure the transportation capacity of the road, the influence on the traffic needs to be reduced as much as possible in the maintenance and transformation process.
Disclosure of Invention
The invention aims to overcome the defects in the prior art and provides a construction method for reinforcing an existing line-crossing bridge by using a newly-added pier stud bearing steel truss girder.
The construction method for reinforcing the existing bridge by the newly-added pier stud bearing steel truss girder comprises the following steps:
step 1: constructing a bridge lower support system at the bottom of the bridge;
step 2: dismantling the bridge deck pavement, the bridge deck slab and the railings at the sidewalks on the two sides of the original bridge;
and step 3: mounting a prestress pushing system below the bridge;
and 4, step 4: pushing out the concrete longitudinal beams on two sides of the bridge through a prestress pushing system, and dismantling;
and 5: pushing a lower chord of the steel longitudinal beam to an appointed position through a pushing system, simultaneously welding the upper chord and the lower chord, and welding the steel longitudinal beams of adjacent sections;
step 6: vertically jacking the steel longitudinal beam, mounting a support on the bent cap above the newly-added pier stud, and unloading the steel longitudinal beam onto the support to convert the original bridge structural system from a basket arch bridge to a beam bridge;
and 7: and (5) carrying out structure recovery on the bridge deck, and dismantling the pushing system.
Preferably, the method comprises the following steps: in the step 1, the under-bridge support system consists of a pile foundation, a bearing platform, newly-added pier studs, a capping beam and a support; the newly-added pier column is a steel tube concrete pier column and is composed of concrete and steel bars wrapped by steel tubes on the outer side, and the steel tubes are installed and lengthened through a guide positioning support; the guide positioning support is composed of a guide ring and a positioning frame, the guide ring is of a circular structure, the outer diameter of the guide ring is equal to the inner diameter of the steel pipe, the positioning frame is of a cross structure and is fixed in the guide ring, a reinforcing steel bar hole is formed in the positioning frame, and a limiting ring is arranged on the outer side of the guide ring; inserting a first section of steel pipe of the newly added pier stud into the bearing platform, installing and positioning through the guide positioning bracket, inserting longitudinal steel bars of the newly added pier stud into steel bar holes of the guide positioning bracket, inserting the steel pipe into the guide positioning bracket, applying welding seams at the limiting ring, and performing full-length welding connection; and the extension of the steel pipes is realized by inserting a guide positioning bracket between two sections of steel pipes, and performing welding seams at the position of the limiting ring and full-welding connection.
Preferably, the method comprises the following steps: in the step 3, the pushing system consists of a horizontal prestressed truss supporting system, a horizontal pushing system and a vertical steel pipe buttress supporting system; the horizontal prestressed truss supporting system is formed by splicing bailey frames, guide base plates are arranged at two ends of each bailey frame, a truss prestressed tendon penetrates through the two guide base plates and the bailey frames, an anchor bolt is arranged at one end of the truss prestressed tendon, a tensioning jack is arranged at the other end of the truss prestressed tendon, and horizontal prestress is applied to the bailey frames by tensioning the truss prestressed tendon; the horizontal pushing system is arranged above the horizontal prestressed truss supporting system and mainly comprises a steel base plate, a screw jack, a wedge block and a tetrafluoro sliding plate, the steel base plate is arranged above the Bailey truss, the screw jack comprises a first ejected screw jack and a second ejected screw jack, the first screw jack and the second screw jack are arranged in opposite directions, and the wedge block is arranged on the back sides of the first screw jack and the second screw jack and between the first screw jack and guide base plates at the two ends of the first screw jack and the second screw jack; the vertical steel pipe buttress supporting system mainly comprises a concrete cushion layer, a concrete strip-shaped expanded foundation and a steel pipe buttress, wherein the steel pipe buttress is a steel pipe structure with flanges at two ends, the steel pipe buttress is lengthened through fastening bolts, and the bottom of the steel pipe buttress is connected and fixed with the concrete strip-shaped expanded foundation through the fastening bolts; the top of the steel pipe buttress is provided with an end plate, and the bailey bracket is clamped between the end plate and the steel pipe buttress and is fixedly connected through a fastening bolt; one end of the steel pipe prestressed tendon is connected to the horse shoe tendon, the other end of the steel pipe prestressed tendon penetrates through the steel pipe buttress and the end plate, a tensioning jack is arranged on the end plate, the upper end of the steel pipe prestressed tendon is connected with the tensioning jack, and vertical prestress is applied to the steel pipe buttress by tensioning the steel pipe prestressed tendon.
Preferably, the method comprises the following steps: the length of the steel base plate is equal to the distance between the two guide base plates, and the height of the tops of the two guide base plates exceeds the wedge block; the polytetrafluoroethylene sliding plate is placed on the steel base plate, the pushing object is placed on the polytetrafluoroethylene sliding plate, and the first screw jack and the second screw jack push out and push in the pushing object through the pushing polytetrafluoroethylene sliding plate; the U-shaped reinforcement is poured in the concrete strip-shaped enlarged foundation, and the horizontal position of the U-shaped reinforcement is consistent with the axial position of the steel pipe buttress; the horizontal jacking system further comprises a plate jack, and the plate jack is placed on the tetrafluoro sliding plate or the steel base plate to vertically jack the object.
Preferably, the method comprises the following steps: in the step 4, a plate type jack is placed on the tetrafluoro sliding plate, and the concrete longitudinal beam is vertically jacked, so that the concrete longitudinal beam is separated from the concrete cross beam; and transversely ejecting the tetrafluoro sliding plate by using a screw jack, and removing the concrete longitudinal beam after transversely ejecting the concrete longitudinal beam.
Preferably, the method comprises the following steps: in the step 5, the lower chord of the steel longitudinal beam is hung on the tetrafluoro sliding plate, horizontal pushing is carried out through a second screw jack, the lower chord is pushed to a limiting plate arranged on the concrete beam, and transverse pushing is stopped; a plate jack is placed between the lower chord and the steel base plate to vertically lift the lower chord until the surface of the lower chord contacts the bottom surface of the concrete beam to stop lifting; hoisting the upper chord member to the upper part of the lower chord member and welding, and welding the adjacent steel longitudinal beams to form a whole; and a stiffening rib is arranged at the contact part of the lower chord and the concrete longitudinal beam.
Preferably, the method comprises the following steps: and 6, after the steel longitudinal beams are closed, synchronously jacking the steel longitudinal beams through a plate jack, mounting a support on the newly-added pier stud, and then unloading the steel longitudinal beams onto the support to complete the conversion of the bridge structure system, so that the steel longitudinal beams are converted into beam bridges from the basket arch bridges.
The invention has the beneficial effects that:
(1) according to the invention, the steel longitudinal beams are arranged on two sides of the bridge, and the pier stud is arranged under the bridge to support the steel longitudinal beams, so that the load originally borne by the suspension rod is transferred to the pier stud, and the bridge stress system is converted from an arch bridge to a girder bridge, thereby effectively solving the problem of maintenance and reinforcement of the old arch bridge, and simultaneously, the arch ring suspension rod and the like are not required to be dismantled.
(2) In the reinforcing and transforming process, only the bridge deck at the sidewalk is required to be dismantled, the traffic is not required to be sealed, and the influence of reinforcing construction on the traffic is reduced.
(3) The newly-added pier column adopts the concrete-filled steel tube pier column, so that the bearing capacity of a single pier column is improved, and the diameter of the pier column is reduced; the pier stud steel pipe adopts the direction locating support to install, lengthen, can effectively improve installation positioning accuracy to guarantee the axis precision of newly-increased pier stud, reduce the work load of steel pipe installation, lengthening simultaneously, improve the efficiency of construction.
(4) The steel longitudinal beam pushing system is adopted for construction, construction operation is mainly carried out under a bridge, and bridge floor space does not need to be occupied, so that influence on traffic is reduced.
(5) The vertical steel pipe buttress support system provided by the invention is anchored on a bar-shaped concrete expansion foundation by adopting prestress, so that the size of the structure is reduced while the structural stability is improved, and the requirement on operation clearance is reduced.
(6) The horizontal prestressed truss supporting system provided by the invention anchors the Bailey truss by adopting the prestressed steel bars, so that the bending rigidity of the Bailey truss can be effectively improved, and the bearing capacity of the structure is improved.
(7) The guide base plate is anchored at two ends of the bailey truss through the truss prestressed tendons, the screw jack is in contact with the guide base plate through the wedge block, and the guide base plate can provide enough pushing counter force for the screw jack.
Drawings
FIG. 1 is a schematic longitudinal section of an original bridge;
FIG. 2 is a schematic cross-sectional view of an original bridge;
FIG. 3 is a schematic view of a guide positioning bracket;
3 FIG. 34 3 is 3 a 3 sectional 3 view 3 A 3- 3 A 3 of 3 FIG. 33 3; 3
FIG. 5 is a schematic view of the structure of the newly added pier stud and the platform;
FIG. 6 is a schematic view of a steel pipe lengthening structure;
FIG. 7 is a schematic structural view of a steel stringer jacking system;
FIG. 8 is a schematic structural view of a steel pipe buttress (node A in FIG. 7);
FIG. 9 is a schematic diagram of the operation of the pusher system;
FIG. 10 is a schematic illustration of a concrete stringer ejection;
FIG. 11 is a schematic view of a steel stringer jacking configuration;
FIG. 12 is a schematic illustration of a steel stringer segment;
FIG. 13 is a schematic view of a steel longitudinal beam jacking structure;
FIG. 14 is a bridge construction system conversion diagram;
FIG. 15 is a schematic longitudinal cross-sectional view of a bridge of the present invention;
FIG. 16 is a schematic cross-sectional view of a bridge of the present invention;
fig. 17 is a position diagram (node B in fig. 16) of the newly added pier stud, the steel longitudinal beam and the concrete cross beam.
Description of reference numerals: 1-bailey truss, 2-truss prestressed tendons, 3-tensioning jacks, 4-anchor bolts, 5-guide backing plates, 6-wedge blocks, 7-screw jack I, 8-screw jack II, 9-steel backing plates, 10-tetrafluoro sliding plates, 11-ground, 12-concrete backing layers, 13-concrete strip-shaped enlarged foundations, 14-horseshoes, 15-steel pipe buttresses, 16-fastening bolts, 17-steel pipe prestressed tendons, 18-end plates, 19-plate jacks, 20-concrete longitudinal beams, 21-concrete cross beams, 22-steel longitudinal beams, 23-lower chords, 24-upper chords, 25-limiting plates, 26-newly-added piers, 27-supports, 28-arch rings and 29-suspenders, 30-beam brackets, 31-bridge deck boards, 32-anchor bolts, 33-bridge deck pavement, 34-railings, 35-pile foundations, 36-bearing platforms, 37-steel pipes, 38-welding seams, 39-concrete, 40-cover beams, 41-guide positioning brackets, 42-guide rings, 43-positioning frames, 44-reinforcing steel bar holes, 45-limiting rings, 46-reinforcing steel bars and 47-reinforcing ribs.
Detailed Description
The present invention will be further described with reference to the following examples. The following examples are set forth merely to aid in the understanding of the invention. It should be noted that, for those skilled in the art, it is possible to make various improvements and modifications to the present invention without departing from the principle of the present invention, and those improvements and modifications also fall within the scope of the claims of the present invention.
With reference to the attached drawings 1 to 17, the construction method for reinforcing the existing bridge by using the newly added pier stud bearing steel truss girder comprises the following steps:
step 1: constructing a bridge lower support system at the bottom of the bridge;
step 2: dismantling the bridge deck pavement 33, the bridge deck 31, the railings 34 and other accessories at the sidewalks on the two sides of the original bridge (the attached figures 1 and 2 are schematic structural diagrams of the original bridge);
and step 3: mounting a prestress pushing system below the bridge;
and 4, step 4: pushing out the concrete longitudinal beams 20 on the two sides of the bridge through a prestress pushing system, and dismantling;
and 5: pushing a lower chord 23 of the steel longitudinal beam 22 to a specified position through a pushing system, simultaneously welding an upper chord 24 and the lower chord 23, and welding the steel longitudinal beams 22 of adjacent sections;
step 6: vertically jacking the steel longitudinal beam 22, installing a support 27 on a bent cap 40 above the newly-added pier stud 26, and unloading the steel longitudinal beam 22 onto the support 27 to convert the original bridge structural system from a basket arch bridge into a beam bridge;
and 7: and (5) carrying out structure recovery on the bridge deck, and dismantling the pushing system.
In the step 1, the under-bridge support system is composed of a pile foundation 35, a bearing platform 36, newly-added pier studs 26, a cover beam 40 and a support 27; the newly-added pier column 26 is a steel tube concrete pier column and is composed of concrete 39 and steel bars 46 wrapped by steel tubes 37 on the outer side, and the steel tubes 37 are installed and lengthened through guide positioning brackets 41, as shown in fig. 15 and 16; the guiding and positioning bracket 41 consists of a guiding ring 42 and a positioning frame 43, the guiding ring 42 is a circular ring structure, the outer diameter of the guiding ring 42 is equal to the inner diameter of the steel pipe 37, the positioning frame 43 is a cross structure and is fixed in the guiding ring 42, a reinforcing steel bar hole 44 is arranged on the positioning frame, and a limiting ring 45 is arranged on the outer side of the guiding ring 42, as shown in fig. 3; the first section of steel pipe 37 of the newly-added pier stud 26 is inserted into the bearing platform 36, and is installed and positioned through the guiding and positioning bracket 41, the longitudinal steel bar 46 of the newly-added pier stud 26 is inserted into the steel bar hole 44 of the guiding and positioning bracket 41, the steel pipe 37 is inserted into the guiding and positioning bracket 41, and a welding seam 38 is made at the position of the limiting ring 45, and full welding connection is performed, as shown in fig. 5; the steel pipes 37 are lengthened by inserting a guiding and positioning bracket 41 between two steel pipes 37 and applying a welding seam 38 at a position of a limiting ring 45, and the steel pipes are fully welded and connected, as shown in fig. 6.
In the step 3, the pushing system consists of a horizontal prestressed truss supporting system, a horizontal pushing system and a vertical steel pipe buttress supporting system; the horizontal prestressed truss supporting system is formed by splicing bailey frames 1, guide backing plates 5 are arranged at two ends of each bailey frame 1, a truss prestressed tendon 2 penetrates through the two guide backing plates 5 and the bailey frames 1, an anchor bolt 4 is arranged at one end of each truss prestressed tendon 2, a tensioning jack 3 is arranged at the other end of each truss prestressed tendon 2, and horizontal prestress is applied to the bailey frames 1 by tensioning the truss prestressed tendons 2; the horizontal pushing system is arranged above the horizontal prestressed truss supporting system and mainly comprises a steel base plate 9, a screw jack, a wedge block 6 and a tetrafluoro sliding plate 10, the steel base plate 9 is arranged above the Bailey truss 1, the screw jack comprises a first pushed-out screw jack 7 and a second pushed-in screw jack 8, the first screw jack 7 and the second screw jack 8 are arranged in opposite directions, and the wedge block 6 is arranged between the back sides of the first screw jack 7 and the second screw jack 8 and the guide base plates 5 at the two ends, as shown in fig. 7; the vertical steel pipe buttress supporting system mainly comprises a concrete cushion layer 12, a concrete strip-shaped enlarged foundation 13 and a steel pipe buttress 15, wherein the steel pipe buttress 15 is of a steel pipe structure with flanges at two ends and is lengthened through a fastening bolt 16, and the bottom of the steel pipe buttress is fixedly connected with the concrete strip-shaped enlarged foundation 13 through the fastening bolt 16; the top of the steel pipe buttress 15 is provided with an end plate 18, and the bailey truss 1 is clamped between the end plate 18 and the steel pipe buttress 15 and is fixedly connected through a fastening bolt 16; one end of the steel pipe prestressed tendon 17 is connected to the horseshoe tendon 14, the other end of the steel pipe prestressed tendon 17 penetrates through the steel pipe buttress 15 and the end plate 18, the end plate 18 is provided with the tensioning jack 3, and the steel pipe prestressed tendon 17 is tensioned to apply vertical prestress to the steel pipe buttress 15, as shown in fig. 8.
The length of the steel backing plate 9 is equal to the distance between the two guide backing plates 5, and the height of the tops of the two guide backing plates 5 is preferably higher than that of the wedge block 6; the tetrafluoro sliding plate 10 is placed on the steel base plate 9, the pushing object is placed on the tetrafluoro sliding plate 10, and the screw jack I7 and the screw jack II 2 push the pushing object out and in by pushing the tetrafluoro sliding plate 10, as shown in fig. 7; the horseshoe tendon 14 is poured in the concrete strip-shaped enlarged foundation 13, and the horizontal position of the horseshoe tendon is consistent with the axial position of the steel pipe buttress 15; the horizontal jacking system further comprises a plate jack 19, which is usually placed on the tetrafluoro slide plate 10 or the steel backing plate 9 to vertically jack the object, as shown in fig. 8.
In the step 4, a plate type jack 19 is placed on the tetrafluoro sliding plate 10, and the concrete longitudinal beam 20 is vertically jacked, so that the concrete longitudinal beam 20 is separated from the concrete cross beam 21; and transversely ejecting the tetrafluoro sliding plate 10 by using the first screw jack 7, and transversely ejecting the concrete longitudinal beam 20, and then removing the tetrafluoro sliding plate, as shown in fig. 9 and 10.
In the step 5, the lower chord 23 of the steel longitudinal beam 22 is hung on the tetrafluoro sliding plate 10, horizontal pushing is performed through the second screw jack 8, the lower chord 23 is pushed to the position of the limiting plate 25 arranged on the concrete cross beam 21, and the horizontal pushing is stopped, as shown in fig. 11; a plate jack 19 is arranged between the lower chord 23 and the steel backing plate 9, the lower chord 23 is vertically jacked until the surface of the lower chord 23 contacts the bottom surface of the concrete beam 21, and jacking is stopped; hoisting the upper chord 24 above the lower chord 23 and welding, and welding the adjacent steel longitudinal beam 22 to form a whole, as shown in fig. 12; stiffening ribs 47 are arranged at the contact positions of the lower chord 23 and the concrete longitudinal beam 20, so that the structural rigidity of the lower chord 23 is improved, as shown in fig. 12.
In the step 6, after the steel longitudinal beams 22 are closed, the steel longitudinal beams 22 are synchronously jacked through the plate jacks 19, the support 27 is installed on the newly added pier stud 20, and then the steel longitudinal beams 22 are unloaded onto the support 27, so that the bridge structure system is converted from the basket arch bridge into the beam bridge, as shown in fig. 13, 14, 15 and 16.
Claims (7)
1. The construction method for reinforcing the existing line-crossing bridge by the newly added pier stud bearing steel truss girder is characterized by comprising the following steps of:
step 1: constructing a bridge lower support system at the bottom of the bridge;
step 2: dismantling the bridge deck pavement (33), the bridge deck (31) and the railings (34) at the sidewalks on the two sides of the original bridge;
and step 3: mounting a prestress pushing system below the bridge;
and 4, step 4: pushing out the concrete longitudinal beams (20) on the two sides of the bridge through a prestress pushing system, and dismantling;
and 5: pushing a lower chord (23) of the steel longitudinal beam (22) to a designated position through a pushing system, simultaneously welding an upper chord (24) and the lower chord (23), and welding the steel longitudinal beams (22) of adjacent sections;
step 6: vertically jacking the steel longitudinal beam (22), installing a support (27) on a bent cap (40) above the newly-added pier stud (26), and unloading the steel longitudinal beam (22) onto the support (27) to convert the original bridge structural system from a basket arch bridge to a beam bridge;
and 7: and (5) carrying out structure recovery on the bridge deck, and dismantling the pushing system.
2. The construction method for reinforcing the existing line-crossing bridge by using the newly-added pier stud bearing steel truss girder according to claim 1, wherein in the step 1, the under-bridge support system consists of a pile foundation (35), a bearing platform (36), the newly-added pier stud (26), a cover beam (40) and a support (27); the newly-added pier column (26) is a steel tube concrete pier column and is formed by wrapping concrete (39) and reinforcing steel bars (46) by a steel tube (37) on the outer side, and the steel tube (37) is installed and lengthened through a guide positioning support (41); the guide positioning support (41) consists of a guide ring (42) and a positioning frame (43), the guide ring (42) is of a circular structure, the outer diameter of the guide ring is equal to the inner diameter of the steel pipe (37), the positioning frame (43) is of a cross structure and is fixed in the guide ring (42), a reinforcing steel bar hole (44) is formed in the positioning frame, and a limiting ring (45) is arranged on the outer side of the guide ring (42); inserting a first section of steel pipe (37) of the newly added pier column (26) into the bearing platform (36), installing and positioning through the guide positioning bracket (41), inserting a longitudinal steel bar (46) of the newly added pier column (26) into a steel bar hole (44) of the guide positioning bracket (41), inserting the steel pipe (37) into the guide positioning bracket (41), applying a welding seam (38) at the position of the limiting ring (45), and fully welding; the steel pipes (37) are lengthened by inserting a guide positioning bracket (41) between two sections of steel pipes (37), and welding seams (38) are formed at the position of a limiting ring (45) and are connected in a full welding mode.
3. The construction method for reinforcing the existing line-crossing bridge by using the newly added pier stud bearing steel truss girder according to claim 1, wherein in the step 3, the pushing system consists of a horizontal prestressed truss supporting system, a horizontal pushing system and a vertical steel pipe pier supporting system; the horizontal prestressed truss supporting system is formed by splicing bailey frames (1), guide base plates (5) are arranged at two ends of each bailey frame (1), a truss prestressed tendon (2) penetrates through the two guide base plates (5) and the bailey frames (1), an anchor bolt (4) is arranged at one end of the truss prestressed tendon (2), a tensioning jack (3) is arranged at the other end of the truss prestressed tendon, and horizontal prestress is applied to the bailey frames (1) by tensioning the truss prestressed tendon (2); the horizontal pushing system is arranged above the horizontal prestressed truss supporting system and mainly comprises a steel base plate (9), screw jacks, wedge blocks (6) and tetrafluoro sliding plates (10), the steel base plate (9) is arranged above the Bailey truss (1), each screw jack comprises a first ejected screw jack (7) and a second ejected screw jack (8), the first screw jacks (7) and the second screw jacks (8) are arranged in opposite directions, and the wedge blocks (6) are arranged on the back sides of the first screw jacks (7) and the second screw jacks (8) and between the back sides of the first screw jacks (7) and the guide base plates (5) at the two ends of the first screw jacks (8); the vertical steel pipe buttress supporting system mainly comprises a concrete cushion layer (12), a concrete strip-shaped expanded foundation (13) and a steel pipe buttress (15), wherein the steel pipe buttress (15) is of a steel pipe structure with flanges at two ends, the steel pipe buttress (15) is lengthened through a fastening bolt (16), and the bottom of the steel pipe buttress is fixedly connected with the concrete strip-shaped expanded foundation (13) through the fastening bolt (16); an end plate (18) is arranged at the top of the steel pipe buttress (15), and the bailey truss (1) is clamped between the end plate (18) and the steel pipe buttress (15) and is fixedly connected through a fastening bolt (16); one end of the steel pipe prestressed tendon (17) is connected to the horseshoe tendon (14), the other end of the steel pipe prestressed tendon (17) penetrates through the steel pipe buttress (15) and the end plate (18), the end plate (18) is provided with a tensioning jack (3), the upper end of the steel pipe prestressed tendon (17) is connected with the tensioning jack (3), and vertical prestress is applied to the steel pipe buttress (15) by tensioning the steel pipe prestressed tendon (17).
4. The construction method for reinforcing the existing bridge by using the newly added pier stud bearing steel truss girder according to claim 3, wherein the length of the steel base plate (9) is equal to the distance between the two guide base plates (5), and the height of the top parts of the two guide base plates (5) exceeds the wedge blocks (6); the tetrafluoro sliding plate (10) is placed on the steel base plate (9), the pushing object is placed on the tetrafluoro sliding plate (10), and the screw jack I (7) and the screw jack II (2) push out and push in the pushing object through pushing the tetrafluoro sliding plate (10); the horseshoe tendon (14) is poured in the concrete strip-shaped enlarged foundation (13), and the horizontal position of the horseshoe tendon is consistent with the axial position of the steel pipe buttress (15); the horizontal jacking system further comprises a plate-type jack (19), wherein the plate-type jack (19) is placed on the tetrafluoro sliding plate (10) or the steel base plate (9) to vertically jack an object.
5. The construction method for reinforcing the existing bridge by using the newly added pier stud bearing steel truss girder according to the claim 1, wherein in the step 4, a plate type jack (19) is placed on the tetrafluoro sliding plate (10), and the concrete longitudinal beam (20) is vertically jacked, so that the concrete longitudinal beam (20) is separated from the concrete cross beam (21); and transversely ejecting the tetrafluoro sliding plate (10) through a first screw jack (7), and transversely ejecting the concrete longitudinal beam (20) for dismounting.
6. The construction method for reinforcing the existing line-crossing bridge by the newly added pier stud load-bearing steel truss girder according to claim 1, wherein in the step 5, a lower chord (23) of the steel longitudinal girder (22) is hung on the tetrafluoro sliding plate (10), horizontal pushing is performed by a second screw jack (8), the lower chord (23) is pushed to a position of a limiting plate (25) arranged on the concrete cross beam (21), and transverse pushing is stopped; a plate jack (19) is placed between the lower chord (23) and the steel backing plate (9), the lower chord (23) is vertically jacked until the surface of the lower chord (23) contacts the bottom surface of the concrete beam (21) and jacking is stopped; hoisting the upper chord member (24) to the upper part of the lower chord member (23) and welding, and welding the adjacent steel longitudinal beams (22) to form a whole; and stiffening ribs (47) are arranged at the contact positions of the lower chord members (23) and the concrete longitudinal beams (20).
7. The construction method for reinforcing the existing line-crossing bridge by the newly added pier stud bearing steel truss girder according to claim 1, wherein in the step 6, after the steel longitudinal girders (22) are closed, the steel longitudinal girders (22) are synchronously lifted by the plate-type jacks (19), the supports (27) are installed on the newly added pier stud (20), and then the steel longitudinal girders (22) are unloaded onto the supports (27), so that the structural system conversion of the bridge is completed, and the bridge is converted from the basket arch bridge into the beam bridge.
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202010061784.4A CN111218893B (en) | 2020-01-20 | 2020-01-20 | Construction method for reinforcing existing line-crossing bridge by newly-added pier column bearing steel truss girder |
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| Application Number | Priority Date | Filing Date | Title |
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| CN202010061784.4A CN111218893B (en) | 2020-01-20 | 2020-01-20 | Construction method for reinforcing existing line-crossing bridge by newly-added pier column bearing steel truss girder |
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| CN111218893A true CN111218893A (en) | 2020-06-02 |
| CN111218893B CN111218893B (en) | 2021-04-20 |
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