CN108385539B - Long-distance pushing construction method for steel-concrete combined beam span arch ring of deck arch bridge - Google Patents

Long-distance pushing construction method for steel-concrete combined beam span arch ring of deck arch bridge Download PDF

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Publication number
CN108385539B
CN108385539B CN201810247672.0A CN201810247672A CN108385539B CN 108385539 B CN108385539 B CN 108385539B CN 201810247672 A CN201810247672 A CN 201810247672A CN 108385539 B CN108385539 B CN 108385539B
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steel
pier
arch
upright
piers
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CN201810247672.0A
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Chinese (zh)
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CN108385539A (en
Inventor
韦有波
王新泽
鄢勇
李锐
郭占元
付彦生
韩宝煜
叶中兵
白秀峰
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中铁十八局集团第二工程有限公司
中铁十八局集团有限公司
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    • EFIXED CONSTRUCTIONS
    • E01CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
    • E01DCONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
    • E01D21/00Methods or apparatus specially adapted for erecting or assembling bridges
    • E01D21/06Methods or apparatus specially adapted for erecting or assembling bridges by translational movement of the bridge or bridge sections

Abstract

The invention relates to a long-distance pushing construction method for a steel-concrete composite beam of deck arch bridges across an arch ring, which comprises the steps of installing a steel beam assembly platform and a dragon crane, installing a slide beam and a limiter on an arch upright post, arranging a sliding, deviation-rectifying and jacking device, installing a dragging and pushing power device, connecting steel strands in series on the arch upright post and applying pretension, connecting inclined pull steel strands at the root parts of No. 2, 4, 8 and 10 upright posts with the top of a boundary pier and applying pretension, assembling the composite beam on the assembly platform and installing a front guide beam, dragging the assembled beam section forwards by using a horizontal jack, continuously assembling a rear beam body when the site is vacant, alternately dragging and assembling, integrally pushing the rear connection head part and the front connection tail part through pin shafts, finally disassembling the front guide beam on the steel beam for front parts, releasing the connection among the steel beams after the steel beam integrally pushes in place, disassembling the rear guide beam, and sectionally dropping the beam.

Description

Long-distance pushing construction method for steel-concrete combined beam span arch ring of deck arch bridge

Technical Field

The invention relates to the technical field of bridge construction, in particular to a long-distance pushing construction method for a span arch ring of deck arch bridge steel concrete combined beams.

Background

At present, is widely applied to a steel tube arch bridge, but for a deck arch bridge across a large canyon, the problems that a construction site is narrow, high-altitude operation is achieved, the requirement on construction operation precision is high, the control requirement on the horizontal force of an arch upright post during long-distance integral pushing construction is high due to the fact that the arch upright post is high in height and belongs to a flexible pier, the construction control difficulty is high, the construction process is complex and the like exist.

Disclosure of Invention

The invention aims to solve the problems of high construction difficulty, long construction period, complex construction technology and easy tensile and damage of flexible piers of the arched upright post of the steel tube concrete arch bridge spanning large canyon high pier main beam, and provides a long-distance pushing construction method for the steel tube concrete arch bridge of deck type arch bridges combined with the beam spanning arch ring, which can improve the construction quality and the construction efficiency, shorten the construction period and reduce the construction cost.

The technical scheme adopted by the invention for solving the technical problems is as follows:

A long-distance pushing construction method for a steel concrete combined beam span arch ring of a deck arch bridge comprises the following steps:

A. determining the rigidity and the length of the guide beam;

B. installing a steel beam assembly platform and a dragon crane, installing a slide beam and a limiter on an arch upright column, arranging an MGE slide block, a deviation correcting device and a jacking device, installing a dragging type jacking power device and debugging, connecting steel stranded wires in series on the arch upright column and applying pretension, connecting the steel stranded wires at the root parts of No. 2, 4, 8 and 10 upright columns with the top of a boundary pier and applying pretension;

C. hanging the combined beam on the assembly platform by using a dragon , and installing a front guide beam;

D. dragging the spliced beam sections forwards by using a horizontal jack, continuously splicing the rear beam body when the site is vacant, alternately dragging and splicing, and integrally pushing the head part of the rear link and the tail part of the front link through a pin shaft;

E. and (3) dismantling the front guide beam before the last piers on the steel beam, removing the connection among all the steel beams after the steel beams are integrally pushed in place, dismantling the rear guide beam, and falling the beams in sections to carry out bridge deck construction.

Compared with the prior art, the invention adopting the technical scheme has the beneficial effects that:

the construction is simple, construction speed is fast, and the security is high, and the inconvenient problem of big canyon construction is striden to solution that can be fine, has also protected simultaneously and has constructed the safety and the stability of stand on the arch, very big improvement construction quality and efficiency of construction, shortened the time limit for a project, reduced construction cost, have fine using value that pushes away.

, the preferable scheme of the invention is:

in the step B:

B1. the assembling platform is borne by the hardened ground, an MGE sliding block is arranged on the assembling platform, and the arrangement position of the sliding way corresponds to the position of a web plate of the combination beam;

B2. the sliding device comprises an upper slideway, a lower slideway and an MGE slider, wherein the upper slideway utilizes the bottom surface of a steel box girder, and the bottom surface of the steel box girder is directly contacted with a stainless steel plate of the MGE slider during the dragging construction, the lower slideway is made of an I-shaped structure made of steel plates, the length and the width of the box girder are determined according to the stress requirement, the height is determined according to the elevation of a pad stone on a bridge pier, the thickness of a panel is 24mm, a stainless steel plate with the thickness of 4mm is paved on the panel, the surface roughness of the stainless steel plate is less than Ra5 mu m, sections of inclined planes with the intersection angle of 20 degrees with the slideway are respectively arranged in the range of 150mm at the front end and the rear end of the slideway so as to facilitate the feeding and the discharging of the slider, the MGE slider is composed of the MGE plate and the stainless steel plate, the MGE plate is fixed on the top surface of the lower slideway by screws, the upper layer of the stainless steel plate;

B3. slide way beams are respectively arranged on the base stones of the bridge piers and are fixed with the bridge piers through embedded parts embedded in the base stones, anchor pulling devices are welded on the bottom plates of the steel beams and are of structures that steel stranded wires are connected on the steel beams, and the steel beams are reinforced at the joints of the anchor pulling devices;

B4. the dragging type pushing power device comprises groups of horizontal dragging equipment which are respectively arranged on boundary piers at two sides of the steel pipe arch bridge, wherein the dragging equipment consists of 2 horizontal continuous jacks and is symmetrically arranged along the center line of the bridge;

B5. the limiting device and the deviation correcting device are characterized in that limiting rollers and deviation correcting three-way jacks are arranged on the side edge of the outer slide way beam of each pier, and groups of limiting rollers and deviation correcting three-way jacks are arranged at intervals of piers.

The steel strand tensioning arrangement scheme in the step B is as follows:

(1) connecting the stand columns with higher heights to other piers by steel stranded wires for pretensioning, arranging pretensioning anchor points on pier caps of the piers, and ensuring that the pretensioning force of each stand column is within the horizontal force bearing capacity of each stand column; the method comprises the following steps:

connecting No. 1 and No. 2 upright posts on the arch with higher height and poorer horizontal force resistance on a No. 3 junction pier by using steel stranded wires for pretension, wherein pretension anchor points are arranged on pier caps of all piers;

embedded parts are uniformly distributed on the junction pier No. 3 and the pier caps of the upright columns No. 1 and No. 2, two steel strand anchor seats are arranged on each pier cap along the central line, 4 steel strands phi 15.24 are arranged in each anchor seat, 8t of tension is performed between the junction pier No. 3 and the upright column No. 1, and 12t of tension is performed between the upright column No. 1 and the upright column No. 2;

connecting No. 9, No. 10 and No. 11 upright columns on the arch with higher height and poorer horizontal force resistance on the No. 8 upright column by using steel stranded wires for pretensioning, wherein pretensioning anchor points are arranged on pier caps of all piers;

embedded parts are uniformly distributed on pier caps of the No. 8 upright column and the No. 9, No. 10 and No. 11 upright columns, two steel strand anchor seats are arranged on each pier cap along the central line, 4 phi 15.24 steel strands are arranged in each anchor seat, 16t is tensioned between the No. 8 upright column and the No. 9 upright column, 10t is tensioned between the No. 9 upright column and the No. 10 upright column, and 6t is tensioned between the No. 10 upright column and the No. 11 upright column;

(2) the steel concrete composite beam is dragged to the front of the arch upright post, and steel stranded wires are used for pretensioning the root parts of No. 2, No. 4, No. 8 and No. 10 arch upright posts so as to control the vertical displacement of the arch ring; the method comprises the following steps:

the pier bottoms of the No. 2 and No. 4 upright posts are connected to the No. 3 junction pier by 4 steel strands, and the pretension force of 20t is applied to the bottom of the No. 2 upright post and the pretension force of 8t is applied to the bottom of the No. 4 upright post;

no. 10, 8 stand pier bottoms are connected on No. 4 boundary piers by 4 steel strands, and 20t pretension force is applied to No. 10 stand column bottoms, and 8t pretension force is applied to No. 8 stand column bottoms.

In the step E: the mounting of the steel box girder support is completed before girder falling, and 4 oil cylinder girder falling jacks are respectively arranged at the pier top to carry out girder falling integrally; placing a temporary base plate on the upper part of the beam falling jack, wherein the temporary base plate is made of a 20X 200 steel plate Q235; and when the beam is dropped, the base plates are extracted one by one.

Drawings

FIG. 1 is a flow chart of a construction process according to an embodiment of the present invention;

FIG. 2 is a schematic illustration of a build platform;

FIG. 3 is a top view of FIG. 2;

FIG. 4 is an enlarged view of portion A of FIG. 2;

FIG. 5 is a schematic illustration of a guide beam configuration;

FIG. 6 is a side view of FIG. 5;

FIG. 7 is a view of the configuration of the lower chute;

FIG. 8 is a side view of FIG. 7; -

FIG. 9 is a schematic view of MGE sled sliding;

FIG. 10 is a schematic view of lateral restraint;

FIG. 11 is a diagram of an automatic continuous traction system;

FIG. 12 is a drawing of an anchor point layout of the anchor puller;

FIG. 13 is a schematic view of the horizontal force control steel strand anchorage of the arched columns;

FIG. 14 is a drop beam jack layout;

FIG. 15 is a schematic view of connection of No. 1 and No. 2 upright columns with No. 3 interface pier steel strands;

FIG. 16 is a schematic view of connection of No. 9, No. 10, No. 11 columns and No. 8 column steel strands;

FIG. 17 is a schematic view of connection of No. 2 and No. 4 upright column pier bottoms and No. 3 junction pier steel strands;

fig. 18 is a schematic view of connection of steel strands of No. 10 and No. 8 upright column pier bottoms and No. 4 junction piers.

In the figure: assembling a platform 1; a slideway 2; a pier 3; a slideway beam 4; an upper chute 5; a stainless steel plate 6; an MGE slider 7; a limiting roller 8; a deviation rectifying jack 9; a steel strand 10; an anchor puller 11; a temporary tie plate 12; and an oil cylinder 13.

Detailed Description

The invention is described in detail below with reference to the accompanying drawings and examples.

In the embodiment, the steel concrete combined beam pushing construction from Chengdu to Guiyang line, Leshan to Guiyang section, West brook grand bridge is taken as an example for explanation.

A long-distance pushing construction method for a steel concrete combined beam span arch ring of a deck arch bridge is carried out according to the following steps:

(1) carrying out stress analysis on the pushing construction process of the steel-concrete combination beam of the large-span high-pier steel tube arch bridge to determine the rigidity and the length of the guide beam, wherein the guide beam is constructed as shown in figures 5 and 6, is made of a steel plate made of Q345B and consists of 4 pieces of double-web H-shaped rod pieces with equal height, and the longitudinal length of the guide beam is 11m and comprises a height transition section with the length of 1 m; the front end of the guide beam is provided with a step with the height of 600mm, and a 50t jack arranged on the top of the temporary pier is utilized to jack up with jacking force, so that the guide beam can be conveniently butted; the thickness of the top and bottom plates of the I-shaped steel plate girder is 30mm, the width of the wing plate is 200mm, and the thickness of the web plate is 20 mm.

(2) As shown in figures 2, 3 and 4, a steel beam assembling platform 1 and a dragon crane are installed, temporary facilities of each pier are constructed, sliding, deviation rectifying and jacking devices are arranged on each pier, the assembling platform is arranged behind the No. 0 pier, the length of the assembling platform is 65m, four slide ways 2 are arranged to serve as sliding surfaces of the assembled platform and the steel beams, the arrangement positions of the four slide ways 2 correspond to the positions of four webs of a combination beam, the assembling platform is mainly borne by the ground, and the ground is hardened.

(3) As shown in FIG. 9, the sliding device comprises an upper runner 5, a lower runner and an MGE slider 7, wherein the upper runner 5 utilizes the bottom surface of a steel box girder, the bottom surface of the steel box girder is directly contacted with a stainless steel plate 6 of the MGE slider 7 during the dragging construction, the lower runner is made of an I-shaped steel plate, the length and the width of the box girder are determined according to the stress requirement, the height is determined according to the elevation of a pad stone on a bridge pier 3, the thickness of a panel is 24mm, the stainless steel plate 6 with the thickness of 4mm is paved on the panel, the surface roughness of the stainless steel plate 6 is smaller than Ra5 μm, sections of inclined planes (the angle of intersection with the runner is about 20 degrees) are respectively arranged in the range of 150mm at the front end and the rear end of the lower runner so as to facilitate the feeding and discharging of the MGE slider 7, the MGE slider 7 adopts an MGE plate and a stainless steel plate, the lowest layer of the MGE plate is the MGE plate, the MGE plate is fixed on the top surface of the lower runner, the stainless steel plate 6 is directly contacted with the bottom surface of the.

(4) As shown in figure 7, slide way beams 4 are respectively arranged on the base stones of the piers 3, the slide way beams 4 are fixed with the piers 3 through embedded parts embedded in the base stones, pull anchors 11 are welded on the steel beam bottom plates, as shown in figure 12, the pull anchors 11 are structures that steel stranded wires 10 are connected on the steel beams, and the steel beams are reinforced at the joints of the pull anchors 11.

(5) As shown in figures 11 and 12, a dragging pushing power device is installed, and the devices are debugged, wherein groups of horizontal dragging devices are arranged on piers on two sides of the steel tube arch bridge, each dragging device consists of 2 100t horizontal continuous jacks and is symmetrically arranged along the center line of the bridge.

The dragging pushing power device adopts a continuous traction oil cylinder, and can realize continuous and synchronous traction by matching with a corresponding hydraulic pump station, and a traction system is shown in figure 11.

(6) As shown in fig. 10, the limiting roller 8 and the rectifying three-way jack 9 are arranged on the lateral side of the outer slide beam 4 of each pier, and groups of the limiting roller 8 and the rectifying three-way jack 9 are arranged at intervals of piers.

(7) Connecting steel strands in series on the arch upright columns and applying pretension, connecting the steel strands obliquely at the roots of the No. 2, 4, 8 and 10 arch columns with the tops of the junction piers and applying pretension; the specific steel strand tensioning arrangement scheme is as follows:

the height of the arched upright post is higher, and the horizontal force resistance is poorer. Therefore, the vertical columns with higher heights are connected to other piers by steel strands for pretensioning, and pretensioning anchor points are arranged on pier caps of the piers. The pretension of the columns should be within the horizontal force carrying capacity of the columns (see figure 13).

The height of the column No. 1 and the column No. 2 on the arch is higher, and the horizontal force resistance is poorer. Therefore, the No. 1 and No. 2 upright posts are connected on the No. 3 boundary pier (60 m high) by steel strands for pretension, and pretension anchor points are arranged on pier caps of all piers.

Embedded parts are uniformly arranged on pier caps of a 3 # boundary pier, a 1 # upright post and a 2 # upright post, two steel strand anchor bases are arranged on each pier cap along the central line, and 4 phi 15.24 steel strands are arranged in each anchor base, as shown in figure 15: tensioning for 8t between the No. 3 junction pier and the No. 1 upright post, and tensioning for 12t between the No. 1 upright post and the No. 2 upright post.

The height of the No. 9, No. 10 and No. 11 upright columns on the arch is higher, and the horizontal force resistance is poorer. Therefore, the No. 9, No. 10 and No. 11 upright columns are connected to the No. 8 upright column by steel strands for pretensioning, and pretensioning anchor points are arranged on pier caps of all piers.

Embedded parts are uniformly arranged on the pier caps of the No. 8 upright column and the No. 9, No. 10 and No. 11 upright columns, two steel strand anchor seats are arranged on each pier cap along the central line, and 4 phi 15.24 steel strands are arranged in each anchor seat, as shown in figure 16: 16t is tensioned between the No. 8 upright column and the No. 9 upright column, 10t is tensioned between the No. 9 upright column and the No. 10 upright column, and 6t is tensioned between the No. 10 upright column and the No. 11 upright column.

The steel concrete combined beam is dragged to the front of the arch upright post, and steel stranded wires are used for pretensioning the root parts of No. 2, No. 4, No. 8 and No. 10 arch upright posts so as to control the vertical displacement of the arch ring.

As shown in fig. 17: no. 2 and No. 4 stand pier bottoms are connected on No. 3 juncture piers through 4 steel strands, and exert 20t pretension at No. 2 stand bottom, exert 8t pretension at No. 4 stand bottom.

As shown in fig. 18: no. 10, 8 stand pier bottoms are connected on No. 4 boundary piers by 4 steel strands, and 20t pretension force is applied to No. 10 stand column bottoms, and 8t pretension force is applied to No. 8 stand column bottoms.

(8) A guide beam is firstly assembled and then a combination beam is assembled by hanging the dragon on an assembling platform.

(9) And dragging the spliced beam sections forwards by using a horizontal jack, and dragging the arched upper rear-connected steel beam after the arched upper rear-connected steel beam is connected with the arched upper front-connected tail steel beam through the head of the steel beam.

The dragging process of the steel girder of the Guiyang side approach bridge section is not described, and the dragging process of the steel girder of the arch triple (the length of each joint is 84.6 m) and the steel girder of the Chengdu side approach bridge section (the length is 98 m) is only described:

a step of erecting a front guide girder (10 m long) on the erecting floor, a th steel girder (58.2 m) on 6 sections of arches, pulling the erected steel girder forward by 45m with a horizontal continuous jack, a second step of erecting a 3 th th steel girder (26.4 m) and a second front 3 section steel girder (26.4 m) on the end of the erected girder section and connecting a th steel girder on the arch with a second head steel girder on the arch, pulling 65m forward by using a horizontal continuous jack, a third step of erecting a 6 second steel girder (58.2 m) on the end of the erected girder section and pulling 63m forward by using a horizontal continuous jack, a fourth step of erecting a 7 th steel girder (68.7 m) on the end of the erected girder section and connecting a third head steel girder on the arch with a second steel girder on the arch, pulling the erected fifth steel girder (68.7 m) on the end of the arched girder section and connecting the fifth steel girder (3663 m) with the fifth steel girder on the end of the erected girder and pulling the fifth steel girder (369) on the end of the arch with a third steel girder, pulling the third steel girder and pulling the third steel girder (369) on the end of the erected girder and pulling the horizontal continuous jack, pulling the third steel girder on the end of the erected girder and pulling the third steel girder on the end of the arched girder and pulling the third steel girder of the third steel girder and pulling the third steel girder, pulling the horizontal continuous jack, and pulling the horizontal continuous jack, pulling the third steel girder of the erected girder, pulling the.

(10) And (4) dismantling the front guide beam before the final piers on the steel beam, removing the connection among all the connected steel beams, and performing the construction of the bridge deck by segmenting and dropping the beams.

As shown in fig. 14, the steel box girder needs to be installed with the support before the girder falls, and 4 400 ton oil cylinders 13 are arranged on each pier top for girder falling. A temporary base plate 12 is placed on the upper portion of the beam falling jack, and the temporary base plate 12 is made of a 20X 200 steel plate Q235. The temporary tie plates 12 are extracted piece by piece during the beam falling operation.

According to the construction method, the used dragging power device adopts the continuous dragging oil cylinder, the continuous and synchronous dragging can be realized by matching with the corresponding hydraulic pump station, the adverse effect on the engineering caused by repeated starting and stopping in multi-point pushing is overcome, the construction speed is greatly accelerated, the horizontal pulling force of pushing is counteracted by serially connecting steel strands on the arched upright post and applying the pre-pulling force, and the pulling crack caused by overlarge pushing horizontal force in the pushing process of the arched flexible upright post is avoided.

The above description is only for the purpose of illustrating the preferred embodiments of the present invention and is not to be construed as limiting the scope of the present invention, which is defined in the appended claims.

Claims (4)

1, kind of deck type arch bridge steel concrete combines the long distance top of roof-span arch ring to push the construction method, characterized by, including the following steps:
A. determining the rigidity and the length of the guide beam;
B. installing a steel beam assembly platform and a dragon crane, installing a slide beam and a limiter on an arch upright column, arranging an MGE slide block, a deviation correcting device and a jacking device, installing a dragging type jacking power device and debugging, connecting steel stranded wires in series on the arch upright column and applying pretension, connecting the steel stranded wires at the root parts of No. 2, 4, 8 and 10 upright columns with the top of a boundary pier and applying pretension;
C. hanging the combined beam on the assembly platform by using a dragon , and installing a front guide beam;
D. dragging the spliced beam sections forwards by using a horizontal jack, continuously splicing the rear beam body when the site is vacant, alternately dragging and splicing, and integrally pushing the head part of the rear link and the tail part of the front link through a pin shaft;
E. and (3) dismantling the front guide beam before the last piers on the steel beam, removing the connection among all the steel beams after the steel beams are integrally pushed in place, dismantling the rear guide beam, and falling the beams in sections to carry out bridge deck construction.
2. The long-distance jacking construction method for the steel-concrete combined beam span arch ring of the deck arch bridge according to claim 1, wherein in the step B:
B1. the assembling platform is borne by the hardened ground, a slideway is arranged on the assembling platform, and the arrangement position of the slideway corresponds to the position of the web plate of the combination beam;
B2. the sliding device comprises an upper slideway, a lower slideway and an MGE slide block, wherein the upper slideway utilizes the bottom surface of a steel box girder, and the bottom surface of the steel box girder is directly contacted with a stainless steel plate of the MGE slide block during the dragging construction, the lower slideway is made into an I-shaped structure by a steel plate, the length and the width of the box girder are determined according to the stress requirement, the height is determined according to the elevation of a pad stone on a bridge pier, the MGE slide block is composed of an MGE plate and a stainless steel plate, the thickness of the MGE plate is 24mm, a stainless steel plate with the thickness of 4mm is paved on the MGE plate, the surface roughness of the stainless steel plate is less than Ra5 μm, sections of inclined planes with the intersection angle of 20 degrees with the slideway are respectively arranged in the range of 150mm at the front end and the rear end of the slideway so as to facilitate the feeding and discharging of the slide block, the MGE plate is fixed on the top surface of the lower slideway by screws, the stainless steel plate at;
B3. slide way beams are respectively arranged on the base stones of the bridge piers and are fixed with the bridge piers through embedded parts embedded in the base stones, anchor pulling devices are welded on the bottom plates of the steel beams and are of structures that steel stranded wires are connected on the steel beams, and the steel beams are reinforced at the joints of the anchor pulling devices;
B4. the dragging type pushing power device comprises groups of horizontal dragging equipment which are respectively arranged on boundary piers at two sides of the steel pipe arch bridge, wherein the dragging equipment consists of 2 horizontal continuous jacks and is symmetrically arranged along the center line of the bridge;
B5. the limiting device and the deviation correcting device are characterized in that limiting rollers and deviation correcting three-way jacks are arranged on the side edge of the outer slide way beam of each pier, and groups of limiting rollers and deviation correcting three-way jacks are arranged at intervals of piers.
3. The long-distance jacking construction method for the steel-concrete composite beam of the deck arch bridge according to claim 1, wherein the steel strand tensioning arrangement scheme in the step B is as follows:
(1) connecting the stand columns with higher heights to other piers by steel stranded wires for pretensioning, arranging pretensioning anchor points on pier caps of the piers, and ensuring that the pretensioning force of each stand column is within the horizontal force bearing capacity of each stand column; the method comprises the following steps:
connecting No. 1 and No. 2 upright posts on the arch with higher height and poorer horizontal force resistance on a No. 3 junction pier by using steel stranded wires for pretension, wherein pretension anchor points are arranged on pier caps of all piers;
embedded parts are uniformly distributed on the junction pier No. 3 and the pier caps of the upright columns No. 1 and No. 2, two steel strand anchor seats are arranged on each pier cap along the central line, 4 steel strands phi 15.24 are arranged in each anchor seat, 8t of tension is performed between the junction pier No. 3 and the upright column No. 1, and 12t of tension is performed between the upright column No. 1 and the upright column No. 2;
connecting No. 9, No. 10 and No. 11 upright columns on the arch with higher height and poorer horizontal force resistance on the No. 8 upright column by using steel stranded wires for pretensioning, wherein pretensioning anchor points are arranged on pier caps of all piers;
embedded parts are uniformly distributed on pier caps of the No. 8 upright column and the No. 9, No. 10 and No. 11 upright columns, two steel strand anchor seats are arranged on each pier cap along the central line, 4 phi 15.24 steel strands are arranged in each anchor seat, 16t is tensioned between the No. 8 upright column and the No. 9 upright column, 10t is tensioned between the No. 9 upright column and the No. 10 upright column, and 6t is tensioned between the No. 10 upright column and the No. 11 upright column;
(2) the steel concrete composite beam is dragged to the front of the arch upright post, and steel stranded wires are used for pretensioning the root parts of No. 2, No. 4, No. 8 and No. 10 arch upright posts so as to control the vertical displacement of the arch ring; the method comprises the following steps:
the pier bottoms of the No. 2 and No. 4 upright posts are connected to the No. 3 junction pier by 4 steel strands, and the pretension force of 20t is applied to the bottom of the No. 2 upright post and the pretension force of 8t is applied to the bottom of the No. 4 upright post;
no. 10, 8 stand pier bottoms are connected on No. 4 boundary piers by 4 steel strands, and 20t pretension force is applied to No. 10 stand column bottoms, and 8t pretension force is applied to No. 8 stand column bottoms.
4. The long-distance jacking construction method for the steel-concrete combined beam span arch ring of the deck arch bridge according to claim 1, wherein in the step E: the mounting of the steel box girder support is completed before girder falling, and 4 oil cylinder girder falling jacks are respectively arranged at the pier top to carry out girder falling integrally; a temporary base plate is placed on the upper portion of the beam falling jack, and the base plate is extracted block by block during beam falling operation.
CN201810247672.0A 2018-03-23 2018-03-23 Long-distance pushing construction method for steel-concrete combined beam span arch ring of deck arch bridge CN108385539B (en)

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