CN109235285B - Cantilever pouring system and construction method for reinforced concrete arch bridge of large-span railway - Google Patents
Cantilever pouring system and construction method for reinforced concrete arch bridge of large-span railway Download PDFInfo
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- CN109235285B CN109235285B CN201811109981.8A CN201811109981A CN109235285B CN 109235285 B CN109235285 B CN 109235285B CN 201811109981 A CN201811109981 A CN 201811109981A CN 109235285 B CN109235285 B CN 109235285B
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- 238000010276 construction Methods 0.000 title claims abstract description 84
- 239000011150 reinforced concrete Substances 0.000 title claims abstract description 33
- 239000004567 concrete Substances 0.000 claims abstract description 30
- 238000013459 approach Methods 0.000 claims abstract description 25
- 230000002787 reinforcement Effects 0.000 claims abstract description 23
- 230000009194 climbing Effects 0.000 claims description 16
- 238000000034 method Methods 0.000 claims description 16
- 238000004873 anchoring Methods 0.000 claims description 14
- 239000011513 prestressed concrete Substances 0.000 claims description 14
- 238000011065 in-situ storage Methods 0.000 claims description 11
- 238000012360 testing method Methods 0.000 claims description 8
- 238000012876 topography Methods 0.000 claims description 5
- 230000001174 ascending effect Effects 0.000 claims description 4
- 230000003068 static effect Effects 0.000 claims description 4
- 238000009415 formwork Methods 0.000 claims description 2
- 238000010586 diagram Methods 0.000 description 10
- 238000005266 casting Methods 0.000 description 6
- 101150097977 arch-1 gene Proteins 0.000 description 4
- 230000008901 benefit Effects 0.000 description 4
- 238000013461 design Methods 0.000 description 2
- 230000007547 defect Effects 0.000 description 1
- 238000009434 installation Methods 0.000 description 1
- 238000004519 manufacturing process Methods 0.000 description 1
- 238000012946 outsourcing Methods 0.000 description 1
- 238000009417 prefabrication Methods 0.000 description 1
Classifications
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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
- E01D21/10—Cantilevered erection
Abstract
The invention discloses a cantilever pouring system of a large-span railway reinforced concrete arch bridge, which is characterized by comprising a built-in structure, a large-temporary engineering structure, an auxiliary tower crane combination and a buckling rope structure, wherein the built-in structure comprises a main arch abutment foundation (1), an approach bridge abutment (2) and a side pier foundation (3), and the large-temporary engineering structure comprises a back rope anchor ingot (4), a support (6) and a buckling tower (15); the buckling rope structure comprises a temporary buckling rope (11) and a back rope (12); the auxiliary tower crane combination comprises a first tower crane (5) and a second tower crane (17), and the auxiliary tower crane combination mutually conveys each section of reinforcement cage (9) in place in a relay manner, so that the technical problem of building a large-span railway concrete arch bridge is effectively solved under the condition that temporary supports cannot be erected on the site. The invention also provides a large-span railway reinforced concrete arch bridge cantilever pouring construction method, which greatly increases the construction efficiency compared with the traditional construction method and saves the cost of cables and partial ground anchors.
Description
Technical Field
The invention belongs to the technical field of railway bridge engineering, and particularly relates to a large-span railway reinforced concrete arch bridge cantilever pouring system and a construction method.
Background
The mountain area of China is wide, and is two thirds of the total area of China, most mountain railways are deep in mountain and valley, the terrain is steep, the geology is complex, and the traffic is inconvenient. In order to meet the technical requirements of V-shaped canyons in mountain areas, railway route selection and the like, a large-span railway concrete arch bridge continuously appears.
The construction method of the stiff framework is adopted for constructing the railway concrete arch bridge under the V-shaped valley topography condition, the stiff framework is complex in structure, the outsourcing concrete needs to be poured in a ring-dividing and sectional mode, the high-altitude operation time is long, the engineering cost is high, the construction has certain difficulty, the requirements on construction machinery and personnel are high, and the construction quality is not easy to guarantee. If the cable hoisting construction method is adopted, the arch box (rib or other structural objects on the arch are prefabricated in a prefabrication field, then the arch box is transported to a cable hoisting position by transportation means such as a flat car, the segmented prefabricated arch box (rib is hoisted to an installation position, one end of the segmented prefabricated arch box is connected with an installed segment, and the other end of the segmented prefabricated arch box is temporarily fixed by a buckling rope until the rib of the closure segment is hoisted.
Aiming at the problems of high construction cost, high construction difficulty and the like which are required to be faced when the existing V-shaped canyon large-span railway reinforced concrete arch bridge is constructed, a construction scheme which reduces the construction difficulty, saves cable cost and partial ground anchor cost, shortens the construction period and saves the construction cost is expected.
The patent designs a cantilever pouring construction method suitable for a V-shaped canyon large-span railway reinforced concrete arch bridge. The method saves cable cost and partial ground anchor cost, saves manufacturing cost, has huge economic benefit, effectively solves the technical problem of building the large-span railway concrete arch bridge under the condition that temporary supports cannot be erected, and saves construction period and cost.
Disclosure of Invention
Aiming at the defects or improvement demands of the prior art, the invention provides a large-span railway reinforced concrete arch bridge cantilever pouring system, which comprises a built-in structure, a large-temporary engineering structure, an auxiliary tower crane combination and a buckling rope structure, wherein a temporary buckling rope and a back rope anchoring cantilever are adopted for adjusting the elevation of an arch ring, meanwhile, an auxiliary tower crane is arranged on an arch, and two tower cranes are mutually relayed for conveying a reinforcement cage manufactured in a factory section into position, so that the construction period is shortened by about 1/4 compared with the traditional stiff framework construction method, the construction efficiency of the V-shaped canyon large-span railway reinforced concrete arch bridge is greatly improved, and the cable cost and part of ground anchor cost are saved, thereby having great economic benefits. Under the condition that temporary supports cannot be erected, the technical problem of building a large-span railway concrete arch bridge is effectively solved, the construction period and the cost are saved, and meanwhile, the system can be adjusted to form the bridge structure line shape and the internal force.
In order to achieve the above object, according to one aspect of the present invention, there is provided a cantilever casting system for a reinforced concrete arch bridge of a long span railway, comprising a setting structure, a large temporary construction structure, an auxiliary tower crane assembly, and a buckling cable structure, wherein,
the embedded structure comprises a main arch abutment foundation, an approach bridge abutment and a side pier foundation, and the main arch abutment foundation is arranged on the downhill side; the bridge approach abutment and the side pier foundation are respectively arranged on the ascending side;
the large temporary engineering structure comprises a back rope anchor ingot, a bracket and a tower buckle, wherein the back rope anchor ingot is respectively arranged in the middle of the slope according to the characteristics of the topography, and the bracket is tightly attached to the vertical surface of the foundation of the main arch abutment; the tower buckle is arranged above a T-shaped rigid frame number 0 block on the basis of the main arch abutment;
the buckling rope structure comprises a temporary buckling rope and a back rope;
the auxiliary tower crane combination comprises a first tower crane and a second tower crane, the first tower crane is arranged on the upper portion of the main arch base foundation, the second tower crane is arranged on an arch upright column base on the cantilever, and the auxiliary tower crane combination mutually conveys each section of reinforcement cage in place in a relay mode.
Further, a T-shaped rigid frame pier is further arranged on the foundation of the main arch abutment, the temporary buckling rope is arranged above the T-shaped rigid frame pier, and the other end of the temporary buckling rope is anchored on the end head of the cantilever; the back of the back rope is provided with the back rope, one end of the back rope is anchored on the T-shaped rigid frame pier, and the other end of the back rope is anchored on the back rope anchor ingot; the top of the frame is provided with a T-shaped rigid frame No. 0 block bracket, and a T-shaped rigid frame No. 0 block above the T-shaped rigid frame No. 0 block bracket.
Further, the temporary buckling rope is arranged on the buckling tower, and the other end of the temporary buckling rope is anchored on the end head of the cantilever; the back of the buckling tower is provided with the back rope, and the other end of the back rope is respectively anchored on the bridge approach abutment and the side pier foundation.
Further, one surface of the main arch abutment foundation is a horizontal surface, the other surface of the main arch abutment foundation is a vertical surface, and the horizontal surface of the main arch abutment foundation is partially exposed and is positioned on a horizontal surface;
further, the lower end of the bracket is fixed in the slope and is used as a support of a segment No. 1 of the main arch, and the upper end of the bracket is provided with an inclined surface structure matched with the segment No. 1 of the main arch;
further, the lower end of the first tower crane is temporarily fixed on the horizontal plane of the main arch abutment foundation, and the upper end cantilever extends out to be movable and is provided with a guy cable for conveying the reinforcement cage.
According to another aspect of the invention, a construction method for pouring a cantilever of a reinforced concrete arch bridge of a large-span railway is provided, and the method for pouring the cantilever of the reinforced concrete arch bridge of the large-span railway comprises the following steps of;
s1: constructing the main arch abutment foundation, the bridge approach abutment and the side pier foundation; performing other large-temporary-engineering construction, including the back cable anchor ingot, the first tower crane, the bracket and constructing the T-shaped rigid frame pier; casting the segment 1 of the main arch on the bracket in a cast-in-situ manner, and accurately positioning the axis and elevation of the segment;
s2: arranging the temporary buckling ropes;
s3: with the progress of pouring arch ring concrete section by adopting a climbing cradle template system, the arrangement of each group of temporary buckling ropes is further carried out;
s4: the first tower crane and the second tower crane are matched with each other to convey the reinforcement cage in a relay manner, and the cantilever continues to pour the main arch until the closure section;
s5: the main arch ring poured by the cantilever is removed from the bracket, the first tower crane and the second tower crane on the arch are removed, and the upright post on the arch is constructed; dismantling the T-shaped rigid frame No. 0 block bracket, the buckling tower, the temporary buckling rope and other construction foundations, and constructing a T-shaped rigid frame prestressed concrete beam by a cantilever;
s6: utilizing the T-shaped rigid frame prestressed concrete beam and a conveying bracket trolley conveying bracket to set up a vault construction platform;
s7: after the vault construction platform is erected, a main girder is cast in situ;
s8: and dismantling the first tower crane and completing the full bridge construction of the vault construction platform, carrying out a main bridge dynamic and static load test, and carrying out joint debugging and joint testing, and putting into operation.
Further, in S2, the method specifically includes the following steps:
s21: conveying each section of reinforcement cage to be in place by utilizing the first tower crane, and pouring arch ring concrete section by adopting a climbing cradle template system;
s22: each section of arch ring concrete is poured, one end of the temporary buckling rope is anchored with the cantilever end head, and the other end of the temporary buckling rope is anchored on the T-shaped rigid frame pier;
s23: and simultaneously, one end of the back rope is anchored on the back rope anchor ingot, the corresponding temporary buckling rope and the back rope are tensioned, and the arch ring elevation is adjusted.
Further, in S3, the method specifically includes the following steps:
s31: installing the T-shaped rigid frame No. 0 block bracket at the top of the T-shaped rigid frame pier, constructing a T-shaped rigid frame No. 0 block, and constructing the buckling and lapping at the top of the T-shaped rigid frame pier;
s32: continuously pouring arch ring concrete section by adopting a climbing hanging basket template system, wherein one end of each temporary buckling rope is used for anchoring the cantilever end head when one section is poured, and the other end of each temporary buckling rope is anchored on the buckling belt; one end of the back rope is anchored with the buckling tower, the other end of the back rope is respectively anchored on the bridge approach abutment and the side pier foundation, the corresponding temporary buckling rope and the back rope are tensioned, and the arch ring elevation is adjusted;
s33: and the cantilevers on the two sides are respectively provided with a base for constructing the upright post on the arch, and the second tower cranes are respectively erected at the positions.
Further, in S4, the method specifically includes the following steps:
s41: carrying each section of the reinforcement cage in place by utilizing the first tower crane and the second tower crane in relay;
s42: the climbing basket template system is adopted to cast arch ring concrete section by section, one end of each temporary buckling rope is used for anchoring the cantilever end head, the other end of each temporary buckling rope is anchored on the buckling tower, one end of each back rope is anchored on the buckling tower, the other end of each back rope is anchored on the bridge approach abutment and the side pier foundation respectively, the corresponding temporary buckling rope and the corresponding back rope are tensioned, and the arch ring elevation is adjusted;
s43: in the cantilever pouring process, each section of the overhead upright post base (16) with the same distance is poured until the cantilevers on two sides are poured to the closure section;
s44: and adjusting the axis of the arch rib to the designed elevation and the transverse datum line position, and then performing closure construction.
(1) The large-span railway reinforced concrete arch bridge cantilever pouring system comprises an embedding structure, a large-scale construction structure, an auxiliary tower crane combination and a buckling rope structure, wherein a temporary buckling rope and a back rope anchoring cantilever are adopted for adjusting the elevation of an arch ring, meanwhile, an auxiliary tower crane is arranged on an arch, two tower cranes are mutually relayed for conveying a reinforcement cage manufactured in a sectionalized manner into a factory into position, the construction period is shortened by about 1/4 compared with the traditional stiff skeleton construction method, the construction efficiency of the V-shaped canyon large-span railway reinforced concrete arch bridge is greatly improved, the cable cost and part of ground anchor cost are saved, and the large economic benefit is realized. Under the condition that temporary supports cannot be erected, the technical problem of building a large-span railway concrete arch bridge is effectively solved, the construction period and the cost are saved, and meanwhile, the system can be adjusted to form the bridge structure line shape and the internal force.
(2) The cantilever pouring system of the large-span railway reinforced concrete arch bridge adopts two groups of buckling rope structures, wherein one end of one group of temporary buckling rope is anchored on a T-shaped rigid frame pier, the other end of the temporary buckling rope is anchored on the end head of a cantilever, one end of a back rope is anchored on the T-shaped rigid frame pier, and the other end of the back rope is anchored on a back rope anchor ingot; and the other group of buckling rope structures is characterized in that one end of the temporary buckling rope is anchored with the cantilever end, the other end of the temporary buckling rope is anchored with the buckling tower, one end of the back rope is anchored with the buckling tower, the other end of the back rope is respectively anchored on the bridge abutment and the pier foundation, and the corresponding temporary buckling rope and the stretching of the back rope are used for adjusting the elevation of the arch ring, so that the construction accuracy is higher.
(3) According to the cantilever pouring system for the reinforced concrete arch bridge of the large-span railway, the cast-in-situ main arch No. 1 section on the bracket has accurate axes and elevations, the main arch No. 1 sections on the two sides are strictly symmetrical, the accuracy of cantilever pouring is guaranteed, a foundation is laid for subsequent pouring, and the safety of the whole bridge is improved.
(4) According to the cantilever pouring construction method for the reinforced concrete arch bridge of the large-span railway, firstly, a construction channel is built, a slope is protected, the first tower crane and the second tower crane are used for transporting each section of reinforcement cage in position in a matched mode, the climbing basket formwork system is adopted for pouring arch ring concrete section by section, temporary buckling ropes and back ropes are continuously arranged to anchor the cantilever ends along with the cantilever pouring, and the arch ring elevation is adjusted. According to the method, the arch ring is cast by adopting the cable-stayed buckling rope in sections, the auxiliary tower crane is arranged on the arch for construction, the whole tower crane is used for loading into a mould, and a large-section cast-in-situ process is adopted, so that the overhead operation time is reduced, the cost is low, the construction difficulty is low, the crossing capacity of the railway pure reinforced concrete arch bridge is expanded, and a new selection space is provided for the design of the railway bridge in mountain areas.
Drawings
FIG. 1 is a schematic view of a caulking structure according to an embodiment of the present invention;
FIG. 2 is a first temporary buckle arrangement according to an embodiment of the present invention;
FIG. 3 is a second temporary buckle arrangement according to an embodiment of the present invention;
FIG. 4 is a diagram of a tower crane collocation work in accordance with an embodiment of the present invention;
FIG. 5 is a schematic diagram of a closure segment according to an embodiment of the present invention;
FIG. 6 is a schematic view of an overhead arch column according to an embodiment of the present invention;
FIG. 7 is a schematic diagram of a construction platform for setting up a vault according to an embodiment of the present invention;
FIG. 8 is a schematic view of a girder erection according to the embodiment of the invention;
fig. 9 is a construction completion view according to an embodiment of the present invention.
Like reference numerals denote like technical features throughout the drawings, in particular: the bridge comprises a 1-main arch abutment base, a 2-approach bridge abutment, a 3-side pier base, a 4-back cable anchor, a 5-first tower crane, a 6-bracket, a 7-main arch No. 1 section, an 8-T-shaped rigid frame pier, a 9-reinforcement cage, a 10-climbing cradle template system, an 11-temporary buckle cable, a 12-back cable, a 13-T-shaped rigid frame No. 0 block bracket, a 14-T-shaped rigid frame No. 0 block, a 15-buckle tower, a 16-arch upright column base, a 17-second tower crane, an 18-arch upright column, a 19-T-shaped rigid frame prestressed concrete beam, a 20-conveying bracket trolley, a 21-arch construction platform and a 22-main beam.
Detailed Description
The present invention will be described in further detail with reference to the drawings and examples, in order to make the objects, technical solutions and advantages of the present invention more apparent. It should be understood that the specific embodiments described herein are for purposes of illustration only and are not intended to limit the scope of the invention. In addition, the technical features of the embodiments of the present invention described below may be combined with each other as long as they do not collide with each other.
Fig. 1 is a schematic diagram of a caulking structure involved in a cantilever pouring system of a reinforced concrete arch bridge of a large-span railway according to an embodiment of the present invention; as shown in fig. 1, the caulking structure includes: a main arch abutment foundation 1, an approach bridge abutment 2 and an abutment foundation 3. The downhill sides of the two sides of the V-shaped canyon are provided with a main arch abutment foundation 1 with one surface being a horizontal plane and the other surface being a vertical plane, and the main arch abutment foundations 1 of the two sides are positioned on one horizontal plane and are buried in the slope; an approach bridge abutment 2 is arranged on one side of the ascending side in the V-shaped canyon valley slope, a side pier foundation 3 is arranged on the ascending side of the other side, and the approach bridge abutment 2 and the side pier foundation 3 are correspondingly adjusted according to the characteristics of different topography and can not be located on the same horizontal plane. Also included in fig. 1 are large engineering structures such as: back rope anchor 4 and a bracket 6. The middle parts in slopes of two sides of the V-shaped canyon are respectively provided with a back rope anchor ingot 4 according to the characteristics of the topography, and the back rope anchor ingots are used as supporting points of the back rope. The vertical surface of the main arch abutment foundation 1 is tightly attached with a bracket 6, the lower end of the bracket is fixed in a slope, and the upper end of the bracket is of an inclined surface structure matched with the section 7 of the main arch 1 and is used for supporting the section 7 of the main arch 1 cast in situ. The horizontal plane of the main arch abutment foundation 1 is provided with T-shaped rigid frame piers 8, the upper parts of the two main arch abutment foundations 1 are respectively provided with a first tower crane 5, the lower ends of the first tower cranes are fixed in slopes, and the upper end cantilever extends out and can move and is provided with a guy cable for conveying reinforcement cages.
Further, a main arch No. 1 section 7 cast in situ is arranged above the bracket 6, one end of the main arch No. 1 section 7 is fixed with a main arch abutment foundation, and the main arch No. 1 sections 7 on two sides need to be strictly symmetrical.
Further, the construction of the embedded structure and other large-scale structures according to the invention comprises the following steps:
s1: constructing arch base foundations 1 of main arches on two sides, and arranging bridge approach abutment 2 and side pier foundations 3 to be constructed in reasonable time;
s2: carrying out other large-temporary-project construction, including a back cable anchor ingot 4, a first tower crane 5, a bracket 6 and a construction T-shaped rigid frame pier 8;
s3: and (3) casting a segment 7 of the main arch 1 on the bracket 6 in situ, and accurately positioning the axis and elevation of the segment.
Fig. 2 is a temporary buckling cable layout diagram related to a cantilever pouring system of a reinforced concrete arch bridge of a large-span railway according to an embodiment of the present invention, as shown in fig. 2, along with construction of a reinforcement cage, a temporary buckling cable 11 needs to be set to fix the cantilever pouring system of the present invention, the height of a T-shaped rigid frame bridge pier 8 is close to the height of a first tower crane 5, one end of the temporary buckling cable 11 is anchored on the T-shaped rigid frame bridge pier 8, the other end is anchored on an end of the cantilever, further, a back cable 12 is set on the back of the T-shaped rigid frame bridge pier 8, one end of the back cable 12 is anchored on the T-shaped rigid frame bridge pier 8, and the other end of the back cable is anchored on a back cable anchor 4. The tensioning of the temporary buckle 11 and the back 12 is used to adjust the arch ring elevation.
Further, the construction of the temporary buckle 11 according to the present invention comprises the following steps:
s1: conveying each section of reinforcement cage 9 to be in place by using a first tower crane 5, and pouring arch ring concrete section by adopting a climbing cradle template system;
s2: each section of arch ring concrete is poured, one end of the temporary buckling rope 11 is anchored with the cantilever end, and the other end is anchored on the T-shaped rigid frame pier 8; simultaneously, one end of the back rope 12 is anchored on the back rope anchor ingot 4, the corresponding temporary buckling rope 11 and the back rope 12 are tensioned, and the arch ring elevation is adjusted.
Fig. 3 is a second temporary buckling cable layout diagram related to a cantilever pouring system of a reinforced concrete arch bridge of a large-span railway, as shown in fig. 3, in the cantilever pouring system, a T-shaped rigid frame 0 block bracket 13 is arranged at the top of a T-shaped rigid frame pier 8 and is used for supporting a T-shaped rigid frame 0 block 14 arranged above the T-shaped rigid frame 0 block bracket, a buckling tower 15 is arranged above the T-shaped rigid frame 0 block 14, one end of a temporary buckling cable 11 is anchored on the end head of a cantilever, and the other end is anchored on the buckling tower 15; one end of the back rope 12 is anchored on the buckling tower 15, and the other end is respectively anchored on the approach bridge abutment 2 and the side pier foundation 3.
Further, an overhead column foundation 16 is provided on the boom as a foundation support for a second tower crane 17 provided above it.
Further, the construction of the structure comprises the following steps:
s1: mounting a T-shaped rigid frame No. 0 block bracket 13 at the top of the T-shaped rigid frame pier 8, constructing a T-shaped rigid frame No. 0 block 14, and constructing a buckling and buckling piece 15 at the top of a T-shaped rigid frame No. 0 block 15;
s2: continuously pouring arch ring concrete section by adopting a climbing hanging basket template system, anchoring cantilever ends at one end of a temporary buckling rope 11, anchoring the other end of the temporary buckling rope 11 on a buckling tower 15, anchoring the buckling tower 15 at one end of a back rope 12, respectively anchoring the other end of the back rope on an approach bridge abutment 2 and a side pier foundation 3, tensioning the corresponding temporary buckling rope 11 and the back rope 12, and adjusting the arch ring elevation;
s3: the cantilever arms on the two sides are respectively symmetrically provided with a construction arch upper upright post base 16, and a second tower crane 17 is respectively erected at the position.
Fig. 4 is a working diagram of tower crane collocation related to a cantilever pouring system of a large-span railway reinforced concrete arch bridge, as shown in fig. 4, slings on a first tower crane 5 are used for hanging reinforcement cages 9 on two sides near a second tower crane 17, the second tower crane 17 is used for continuously transferring the reinforcement cages 9 on the first tower crane 5 to a position to be poured of the cantilever pouring system, and two tower cranes are mutually relay matched to continuously cast arch ring concrete section by adopting a climbing basket template system. Fig. 5 is a schematic diagram of a closure section related to a cantilever pouring system for a reinforced concrete arch bridge of a large-span railway according to an embodiment of the present invention, wherein as two tower cranes relay and convey a reinforcement cage 9 to each other, the cantilever continues to pour a main arch until reaching the closure section, and an arch upright post base 16 is arranged at a certain distance.
The two tower cranes work mutually according to the following steps:
s1: carrying each section of reinforcement cage 9 in place by using the first tower crane 5 and the second tower crane 17 in relay;
s2: the climbing basket template system is adopted to cast arch ring concrete section by section, each section of concrete casting is made use of one end of a temporary buckling rope 11 to anchor a cantilever end, the other end of the temporary buckling rope 11 is anchored on a buckling tower 15, one end of a back rope 12 is anchored on the buckling tower 15, the other end of the back rope 12 is respectively anchored on an approach bridge abutment 2 and a side pier foundation 3, the corresponding temporary buckling rope 11 and the back rope 12 are tensioned, and the arch ring elevation is adjusted;
s3: in the cantilever pouring process, each section of the overhead upright post base 16 with the same distance is poured until the cantilevers on the two sides are poured to the closure section;
s4, adjusting the axis of the arch rib to the designed elevation and the transverse datum line position, and then performing closure construction.
Fig. 6 is a schematic diagram of an overhead arch column related to a cantilever pouring system of a reinforced concrete arch bridge for a large-span railway according to an embodiment of the present invention, and as shown in fig. 6, in the case of dismantling the cantilever system, a T-shaped rigid frame prestressed concrete beam 19 is disposed on a T-shaped rigid frame pier 8, and an overhead arch column 18 with an upper surface at the same horizontal position is disposed on each overhead arch column base 16.
Further, the building of the arch upright 18 is as follows:
s1: the cantilever poured main arch ring removes the bracket 6 of the main arch No. 1 segment 7, removes the first tower crane 5 and the second tower crane 17 on the arch, and constructs an arch upright 18;
s2: dismantling the T-shaped rigid frame No. 0 block bracket 13, the buckling tower 15, the temporary buckling rope 11 and other construction foundations, and constructing the T-shaped rigid frame prestressed concrete beam 19 in a cantilever manner;
fig. 7 is a schematic view of a construction platform for erecting a vault, according to an embodiment of the present invention, as shown in fig. 7, one end of a T-shaped rigid frame prestressed concrete beam 19 is respectively poured onto an approach bridge abutment 2 and a pier foundation 3, and the other end is poured onto an upper arch upright 18 on the most edge; the T-shaped rigid frame prestressed concrete beam 19 is provided with a conveying bracket trolley 20, and a vault construction platform 21 is arranged between the vault upright posts 18. The T-shaped rigid frame prestressed concrete beam 19 and the bracket conveying trolley 20 are utilized to convey the bracket, and a vault construction platform 21 is erected. Fig. 8 is a schematic view of a girder erection according to the embodiment of the present invention, and in combination with fig. 8, after the arch crown construction platform 21 is erected, a girder 22 is cast in place, and the upper surface of the girder 22 needs to be in the same horizontal plane with the T-shaped rigid frame prestressed concrete girder 19.
Fig. 9 is a construction completion diagram according to an embodiment of the present invention, in which the first tower crane 5 and the vault construction platform 21 are removed, the full bridge construction is completed, a main bridge dynamic and static load test is performed, and a joint debugging and joint testing is performed, and the operation is performed.
In summary, the cantilever pouring method of the reinforced concrete arch bridge of the large-span railway is constructed according to the following steps:
s1: constructing a construction channel, protecting a side slope, constructing a main arch abutment foundation 1 of two banks, and arranging a bridge approach abutment 2 and a side pier foundation 3 to be constructed in reasonable time; carrying out other large-temporary-engineering construction, including back cable anchor ingots 4, first tower cranes 5 and brackets 6, and constructing T-shaped rigid frame piers 8; and (3) casting a segment 7 of the main arch 1 on the bracket 6 in situ, and accurately positioning the axis and elevation of the segment.
S2: conveying each section of reinforcement cage 9 to be in place by using a first tower crane 5, and pouring arch ring concrete section by adopting a climbing cradle template system; each section of arch ring concrete is poured, one end of the temporary buckling rope 11 is anchored with the cantilever end, and the other end is anchored on the T-shaped rigid frame pier 8; simultaneously, one end of the back rope 12 is anchored on the back rope anchor ingot 4, the corresponding temporary buckling rope 11 and the back rope 12 are tensioned, and the arch ring elevation is adjusted.
S3: mounting a T-shaped rigid frame No. 0 block bracket 13 at the top of the T-shaped rigid frame pier 8, constructing a T-shaped rigid frame No. 0 block 14, and constructing a buckling and buckling 15 at the top of the T-shaped rigid frame No. 0 block 14; continuously pouring arch ring concrete section by adopting a climbing hanging basket template system, anchoring cantilever ends at one end of a temporary buckling rope 11, anchoring the other end of the temporary buckling rope 11 on a buckling tower 15, anchoring the buckling tower 15 at one end of a back rope 12, respectively anchoring the other end of the back rope on an approach bridge abutment 2 and a side pier foundation 3, tensioning the corresponding temporary buckling rope 11 and the back rope 12, and adjusting the arch ring elevation; the two side cantilevers are respectively provided with a construction arch upper upright post base 16, and a second tower crane 17 is respectively erected at the position.
S4: carrying each section of reinforcement cage 9 in place by using the first tower crane 5 and the second tower crane 17 in relay; the climbing basket template system is adopted to cast arch ring concrete section by section, each section of concrete casting is made use of one end of a temporary buckling rope 11 to anchor a cantilever end, the other end of the temporary buckling rope 11 is anchored on a buckling tower 15, one end of a back rope 12 is anchored on the buckling tower 15, the other end of the back rope 12 is respectively anchored on an approach bridge abutment 2 and a side pier foundation 3, the corresponding temporary buckling rope 11 and the back rope 12 are tensioned, and the arch ring elevation is adjusted; in the cantilever pouring process, each section of the overhead upright post base 16 with the same distance is poured until the cantilevers on the two sides are poured to the closure section; and adjusting the axis of the arch rib to the designed elevation and the transverse datum line position, and then performing closure construction.
S5: the cantilever poured main arch ring removes the bracket 6 of the main arch No. 1 segment 7, removes the first tower crane 5 and the second tower crane 17 on the arch, and constructs an arch upright 18; and dismantling the T-shaped rigid frame No. 0 block bracket 13, the buckling tower 15, the temporary buckling rope 11 and other construction foundations, and constructing the T-shaped rigid frame prestressed concrete beam 19 in a cantilever manner.
S6: the T-shaped rigid frame prestressed concrete beam 19 and the bracket conveying trolley 20 are utilized to convey the bracket, and a vault construction platform 21 is erected.
S7: after the vault construction platform 21 is erected, the main girder 22 is cast in situ, and the upper surface of the main girder 22 is required to be in the same horizontal plane with the T-shaped rigid frame prestressed concrete girder 19.
S8: and dismantling the first tower crane 5 and the vault construction platform 21, completing the full-bridge construction, carrying out a main bridge dynamic and static load test, and carrying out joint debugging and joint testing, and putting into operation.
Claims (7)
1. The construction method of the cantilever pouring of the reinforced concrete arch bridge of the large-span railway is realized by applying a cantilever pouring system of the reinforced concrete arch bridge of the large-span railway, the system comprises a built-in structure, a large-temporary engineering structure, an auxiliary tower crane combination and a buckling rope structure,
the embedded structure comprises a main arch abutment foundation (1), an approach bridge abutment (2) and a side pier foundation (3), wherein the main arch abutment foundation (1) is arranged on the downhill side; the bridge approach abutment (2) and the side pier foundation (3) are respectively arranged on the ascending side;
the large temporary engineering structure comprises a back rope anchor ingot (4), a bracket (6) and a buckling tower (15), wherein the back rope anchor ingot (4) is respectively arranged in the middle of a slope according to the characteristics of a topography, and the bracket (6) is tightly attached to the vertical surface of the main arch abutment foundation (1); the buckling tower (15) is arranged above a T-shaped rigid frame number 0 block (14) on the main arch abutment foundation (1);
the buckling rope structure comprises a temporary buckling rope (11) and a back rope (12);
the auxiliary tower crane combination comprises a first tower crane (5) and a second tower crane (17), the first tower crane (5) is arranged on the upper part of the main arch base foundation (1), the second tower crane (17) is positioned on an arch upright post base (16) arranged on a cantilever, and the auxiliary tower crane combination mutually conveys each section of reinforcement cage (9) in place in a relay manner;
the main arch abutment foundation (1) is also provided with a T-shaped rigid frame pier (8), the temporary buckling rope (11) is arranged above the main arch abutment foundation, and the other end of the temporary buckling rope (11) is anchored on the end head of the cantilever; the back of the bridge pier is provided with the back rope (12), one end of the back rope (12) is anchored on the T-shaped rigid frame bridge pier (8), and the other end of the back rope is anchored on the back rope anchor ingot (4); the top of the frame is provided with a T-shaped rigid frame No. 0 block bracket (13), and a T-shaped rigid frame No. 0 block (14) above the T-shaped rigid frame No. 0 block bracket (13);
the construction method is characterized by comprising the following steps of:
s1: constructing the main arch abutment foundation (1), the construction approach bridge abutment (2) and the side pier foundation (3); carrying out other large-scale construction, including the back cable anchor ingot (4), the first tower crane (5), the bracket (6) and constructing the T-shaped rigid frame pier (8); the main arch No. 1 segment (7) is cast-in-situ on the bracket (6), and the axis and elevation of the main arch No. 1 segment are precisely positioned;
s2: performing an arrangement of the temporary buckle (11); conveying each section of reinforcement cage (9) to be in place by utilizing the first tower crane (5), and pouring arch ring concrete section by adopting a climbing basket formwork system; each section of arch ring concrete is poured, one end of the temporary buckling rope (11) is anchored with the cantilever end, and the other end of the temporary buckling rope is anchored on the T-shaped rigid frame pier (8); simultaneously, one end of the back rope (12) is anchored on the back rope anchor ingot (4), the corresponding temporary buckling rope (11) and the back rope (12) are tensioned, and the arch ring elevation is adjusted;
s3: with the progress of pouring arch ring concrete section by adopting a climbing cradle template system, the arrangement of each group of temporary buckling ropes (11) is further carried out;
s4: the first tower crane (5) and the second tower crane (17) are matched with each other to convey the reinforcement cage (9) in a relay manner, and the cantilever continues to pour the main arch until the closure section;
s5: the bracket (6) is removed from the cantilever poured main arch ring, the first tower crane (5) and the second tower crane (17) on the arch are removed, and the arch upright (18) is constructed; dismantling the T-shaped rigid frame No. 0 block bracket (13), the buckling tower (15), the temporary buckling rope (11) and other construction foundations, and constructing a T-shaped rigid frame prestressed concrete beam (19) in a cantilever manner;
s6: conveying a bracket by utilizing the T-shaped rigid frame prestressed concrete beam (19) and a conveying bracket trolley (20), and erecting a vault construction platform (21);
s7: after the vault construction platform (21) is erected, a main girder (22) is cast in situ;
s8: and dismantling the first tower crane (5) and the vault construction platform (21) to complete the full-bridge construction, carrying out a main bridge dynamic and static load test, and carrying out joint debugging and joint testing to put into operation.
2. The cantilever pouring construction method for the reinforced concrete arch bridge of the large-span railway according to claim 1, wherein the temporary buckling rope (11) is arranged on the buckling tower (15), and the other end of the temporary buckling rope (11) is anchored on the end head of the cantilever; the back of the buckling tower (15) is provided with the back rope (12), and the other end of the back rope (12) is anchored on the approach bridge abutment (2) and the side pier foundation (3) respectively.
3. The cantilever pouring construction method for the large-span railway reinforced concrete arch bridge according to claim 1, wherein one surface of the main arch abutment foundation (1) is a horizontal surface, the other surface is a vertical surface, and the horizontal surface of the main arch abutment foundation (1) is partially exposed and is positioned on a horizontal surface.
4. The cantilever pouring construction method of the large-span railway reinforced concrete arch bridge according to claim 1, wherein the lower end of the bracket (6) is fixed in a slope and is used as a support of a main arch No. 1 section (7), and the upper end of the bracket is provided with an inclined surface structure matched with the main arch No. 1 section (7).
5. The cantilever pouring construction method of the large-span railway reinforced concrete arch bridge according to claim 1, wherein the lower end of the first tower crane (5) is temporarily fixed on the horizontal plane of the main arch abutment foundation (1), and the cantilever at the upper end extends out to be movable and is provided with a guy cable for conveying the reinforcement cage (9).
6. The method for pouring and constructing the cantilever of the reinforced concrete arch bridge of the large-span railway according to claim 1, wherein in the step S3, the method specifically comprises the following steps:
s31: installing a T-shaped rigid frame No. 0 block bracket (13) at the top of the T-shaped rigid frame pier (8), constructing a T-shaped rigid frame No. 0 block (14), and constructing a buckling tower (15) at the top of the T-shaped rigid frame pier;
s32: continuously pouring arch ring concrete section by adopting a climbing hanging basket template system, wherein one end of each temporary buckling rope (11) is used for anchoring the cantilever end head, and the other end of each temporary buckling rope is anchored on the buckling tower (15); one end of the back rope (12) is anchored with the buckling tower (15), the other end of the back rope is respectively anchored on the approach bridge abutment (2) and the side pier foundation (3), the corresponding temporary buckling rope (11) and the back rope (12) are tensioned, and the arch ring elevation is adjusted;
s33: and the cantilever at two sides is respectively provided with a base (16) for constructing the arch upright post, and the second tower cranes (17) are respectively erected at the positions.
7. The method for pouring and constructing the cantilever of the reinforced concrete arch bridge of the large-span railway according to claim 1, wherein in the step S4, the method specifically comprises the following steps:
s41: carrying each section of the reinforcement cage (9) to be in place by utilizing the first tower crane (5) and the second tower crane (17) in relay;
s42: the climbing basket template system is adopted to cast arch ring concrete section by section, one section of concrete is cast, one end of the temporary buckling rope (11) is used for anchoring a cantilever end, the other end of the temporary buckling rope is anchored on the buckling tower (15), one end of the back rope (12) is anchored on the buckling tower (15), the other end of the back rope is respectively anchored on the bridge approach abutment (2) and the side pier foundation (3), the corresponding temporary buckling rope (11) and the back rope (12) are tensioned, and the arch ring elevation is adjusted;
s43: in the cantilever pouring process, each section of the overhead upright post base (16) with the same distance is poured until the cantilevers on two sides are poured to the closure section;
s44: and adjusting the axis of the arch rib to the designed elevation and the transverse datum line position, and then performing closure construction.
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