CN105178194A - Continuous beam type rail construction method - Google Patents
Continuous beam type rail construction method Download PDFInfo
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- CN105178194A CN105178194A CN201510572673.9A CN201510572673A CN105178194A CN 105178194 A CN105178194 A CN 105178194A CN 201510572673 A CN201510572673 A CN 201510572673A CN 105178194 A CN105178194 A CN 105178194A
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Abstract
The invention discloses a continuous beam type rail construction method, and relates to the technical field of rail traffic construction. The method specifically comprises the following steps: when a rail beam is prefabricated, connecting components are embedded in the two ends of the rail beam; when a pier column and a cover beam are cast, a support device is embedded in the cover beam, and a connecting reinforcement and a steel pipe reserved hole are arranged on the cover beam; the prefabricated rail beam is lifted on the cover beam; two beams are fixed through high-strength fastening bolts, and are connected with the support device on the cover beam through the connecting components; then, the connecting components and the support device are permanently connected; reinforcement cages are bound outside the connecting components; and finally, concrete is cast to integrate the rail beam and the cover beam as a whole. The continuous beam type rail construction method has the following beneficial effects: construction procedures are reduced; the construction is flexible; the construction efficiency is improved; the construction cost is reduced; no deformation of the rail beam is guaranteed; and the train operation safety and comfort are improved.
Description
Technical field
The present invention relates to a kind of urban rail transit construction technical field of construction, particularly a kind of continuous beam type orbit construction construction method.
Background technology
At present, continuous track beam structural system is generally connected to become one by 3 ~ 5 Pin Simple Rail Bearers, and one to join with another beam be connected be end bay beam, is positioned at Liang Weizhong in the middle of end bay beam across beam.Simple Rail Bearer and substructure (basis, pier stud, bent cap) synchronous construction, after each component strength reaches requirement, temporary supporting system set up by bent cap, then Simple Rail Bearer is lifted on bent cap, and be temporarily fixed on bent cap by temporary supporting system, colligation joint reinforcing bar again, runs through elongated steel strand, builds transition joint concrete curing 15 days.Carry out the elongated prestress wire of two times tensioning, then the two ends sealing off and covering anchorage to rail beam, finally remove temporary fixed support, enter the construction of next connection.
Must according to sequence of construction one-way construction in continuous beam construction method of the prior art, larger by node Effects on Engineering; Bridge Erector can not be adopted to set a roof beam in place, and set a roof beam in place greatly at Special zone (as high slope, cheuch), the duration cannot ensure; Set a roof beam in place to bridge generally to need 15 days, rail beam adopts temporary fixed support to be fixed on bent cap, during this period, not only large on town road impact along the line, and rail beam is comparatively large from external interference of experiencing, and easily fall beam situation; Build temporary fixed support, working procedure is many, and the construction period is long, and because work high above the ground requires high to constructor, risk is large; The elongated prestress wire of two times tensioning, not only disadvantageous secondary stresses is created to structural system, simultaneously easily cause PC rail beam that the distortion that cannot repair occurs, cause into bridge linear with design linear misfitting, finally affect later stage train operating safety degree and comfortableness.
In sum, be necessary to study a kind of continuous beam type orbit construction construction technology, its technique of setting a roof beam in place is simple, tune beam process is convenient, high-altitude two times tensioning secondary prestress is avoided to have a negative impact to linear and structural system, set a roof beam in place the duration flexibly, improves efficiency of construction, to solve prior art Problems existing.
Summary of the invention
In view of this, the technical problem to be solved in the present invention is to provide a kind of continuous beam type rail beam construction technique, reduce working procedure, construction flexibly, improve efficiency of construction, reduce construction cost, guarantee into bridge linear consistent with design with the linear of rail beam, and then ensured degree of safety and the comfortableness of train operation.
The present invention is solved the problems of the technologies described above by following technological means:
The invention provides a kind of continuous beam type orbit construction construction method, specifically comprise the following steps:
S1: pre-track beam, the two ends of rail beam arrange connecting elements respectively, described connecting elements and rail beam concreting integral, the prestress wire of rail beam is anchored on connecting elements, guarantees the reliability that connecting elements is connected with rail beam;
S2: build pier stud and bent cap, pre-buried bracing or strutting arrangement on bent cap, the connecting reinforcement of reserved steel pipe preformed hole and vertical skeleton reinforcing steel bar in the region that described bracing or strutting arrangement surrounds, steel pipe preformed hole is distributed in connecting reinforcement inside;
S3: rail beam lifts, to be lifted into prefabricated rail beam on bent cap and to be temporarily fixed on bent cap by rail beam;
S4: rail beam connects, after the rail beam when all lifts and puts in place, carries out tune beam location according to line parameter circuit value to full connection rail beam, realizes the firm contact point structure of H type of each node;
S5: full connection rail beam consolidation, full connection rail beam connect into an entirety and measurement circuitry linear after, rail beam is cemented on bent cap;
S6: colligation joint reinforcing bar;
S7: node concreting, after the colligation of full connection reinforcing cage, stitches peripheral support template at beam, concreting.
Further, the bottom of connecting elements is also provided with bearing, and described bearing is fixedly connected with connecting elements.
Further, the end-blocking plate that connecting elements comprises the rear stiffening rib be embedded in rail beam end, be fixedly connected with rear stiffening rib, the buttcover plate be fixedly connected with end-blocking plate, be connected with end-blocking plate and buttcover plate respectively before stiffening rib, described end-blocking plate is positioned at the surface of rail beam end, described buttcover plate and rear stiffening rib lay respectively at the opposite side of end-blocking plate, described end-blocking plate forms the frange plate of H profile steel node, described front stiffening rib docks the web stiffening rib forming H type node with the stiffening rib of adjacent orbit beam, described front stiffening rib is positioned at the opposite side of buttcover plate.
Further, respectively symmetrical two groups of prestressing force beam holes and two groups of steel holding holes in the axis both sides of end-blocking plate, prestressing force beam hole is near end-blocking plate longitudinal center line, and steel holding holes is positioned at the edge of end-blocking plate; Prestressing force beam hole is used for running through prestress wire, and steel holding holes is used for running through joint reinforcing bar, and buttcover plate is provided with multiple connecting hole, when connecting for adjacent orbit beam, adopts and strengthens the temporary fixed rail beam of fastening bolt.
Further, bearing is fixedly connected with buttcover plate with rear stiffening rib, end-blocking plate respectively, and described bearing is positioned at the below of rear stiffening rib, end-blocking plate and buttcover plate, and two ends, described bearing left and right are provided with through hole.
Further, the concrete steps of colligation joint reinforcing bar in described S6: vertical for node skeleton steel is connected to skeleton connecting reinforcement reserved on bent cap being formed reinforcing cage; Then stirrup is run through node buttcover plate, and circularize stirrup with vertical skeleton reinforcing steel bar colligation, form vertical reinforcing cage; Finally steel pipe is inserted in the steel pipe preformed hole on bent cap, and the steel pipe in preformed hole, reinforcing cage and H profile steel node are welded.
Further, in described S2, described bracing or strutting arrangement comprise to be embedded in bent cap holder base plate and with the Connection Block for temporary fixed rail beam be positioned at above holder base plate, described holder base plate is fixedly connected with Connection Block.
Beneficial effect of the present invention:
Continuous beam type orbit construction construction method of the present invention, complete with regard to the steel strand tension in whole system when prefabricated, not only avoid carrying out the operation of two times tensioning steel strand in high-altitude, and the secondary stress impact avoiding secondary prestress to produce whole system, make into bridge linear linear consistent with design, improve the current safety and comfort of train.Instead of the temporary supporting system of prior art by pre-buried support fastener on the pre-buried connecting elements of rail beam and bent cap, simplify erecting beam construction technique.Once rail beam is lifted into after on bent cap, pin just can be utilized to be defined on bent cap by rail beam, as the occasional passage of Bridge Erector, for the erection of the track of Special zone is provided convenience, efficiency of construction can be improve.
Accompanying drawing explanation
Below in conjunction with drawings and Examples, the invention will be further described.
Fig. 1 is workflow diagram of the present invention;
Fig. 2 is rail beam syndeton schematic diagram of the present invention;
Fig. 3 is connecting elements structural representation of the present invention;
Fig. 4 is support device structure schematic diagram of the present invention.
Detailed description of the invention
Below with reference to accompanying drawing, the present invention is described in detail, as Fig. 1, and 2,3, shown in 4:
S1: pre-track beam
At the pre-buried standard connecting elements 1 of the beam-ends of rail beam, can as the end mould of rail beam, and be not only trapped orbit beam and the special component being connected adjacent orbit beam.For guaranteeing the reliability be connected between connecting elements 1 with concrete track beam, guarantee into the safety of bridge back contact, whole prestress wires of rail beam are anchored on the end-blocking plate of connecting elements.For avoiding prior art at high-altitude stretch-draw secondary prestress, need by complete for whole prestress wire stretch-draw in beam factory.
Also be provided with bearing 2 in the bottom of connecting elements 1, described bearing 2 is fixedly connected with connecting elements 1.Connecting elements 1 comprises the rear stiffening rib 11 be embedded in rail beam end, the end-blocking plate 12 be fixedly connected with rear stiffening rib 11, the buttcover plate 13 be fixedly connected with end-blocking plate 12, stiffening rib 14 before being connected with end-blocking plate 12 and buttcover plate 13 respectively, described end-blocking plate 12 is positioned at the surface of rail beam end, described buttcover plate 13 and rear stiffening rib 11 lay respectively at the opposite side of end-blocking plate 12, described front stiffening rib 14 docks the web stiffening rib of rear formation H profile steel node for the connecting elements 1 of adjacent orbit beam, the connecting elements 1 strengthening adjacent rail beam docks the rigidity of back skeleton, front stiffening rib 14 is positioned at the opposite side of buttcover plate 13.Connecting elements 1 is for rail beam and rail beam, connection between rail beam and bent cap, and rear stiffening rib 11 is positioned at rail beam inside, and rear stiffening rib 11 is fixedly connected with end-blocking plate 12, makes end-blocking plate 12 be fixed on the end of rail beam.Bearing 2 is fixedly connected with buttcover plate 13 with rear stiffening rib 11, end-blocking plate 12 respectively, and bearing 2 is positioned at the below of rear stiffening rib 11, end-blocking plate 12 and buttcover plate 13, and the two ends of described bearing 2 are provided with through hole 21.Two groups of circular prestressing force beam holes 121 and steel holding holes 122 is provided with along end-blocking plate 12 axisymmetrical, prestressing force beam hole 121 is for running through prestress wire, steel holding holes 122 is for running through fixing skeleton reinforcing steel bar, prestressing force beam hole 121 is near end-blocking plate 12 longitudinal center line, and steel holding holes 122 is positioned at the edge of end-blocking plate 12.Buttcover plate 13 is provided with multiple connecting hole 131.After adjacent orbit beam has been docked by connecting elements 1, high-strength fastening bolt has been adopted to connect adjacent two rail beams for overall through connecting hole 131.The effect of rear stiffening rib 11 strengthens the anchoring effect between connecting elements and rail beam, and rear stiffening rib 11 is generally 3.Stiffening rib 142 before stiffening rib 141 and second before front stiffening rib 14 comprises first, before described first, stiffening rib 141 is L-shaped, the long limit of " L " shape is fixedly connected with buttcover plate 13, the minor face of " L " shape is connected with end-blocking plate 12, before described second, stiffening rib 142 is trapezoidal, for docking with stiffening rib 141 before first of adjacent orbit beam, forming the web stiffening rib of H profile steel node, strengthening connection stiffness.
S2: build pier stud and bent cap
Pre-buried bracing or strutting arrangement 3 on bent cap, the connecting reinforcement of pre-buried vertical skeleton reinforcing steel bar inside described bracing or strutting arrangement 3, and steel pipe preformed hole is reserved inside connecting reinforcement.Rail beam bracing or strutting arrangement 3 supporting track beams, location and temporary fixed track beam action.The matrix arrangement that connecting reinforcement arranges by two row three, the matrix arrangement that steel pipe preformed hole arranges according to two row two.Bracing or strutting arrangement 3 pre-buried on bent cap comprise to be embedded in bent cap holder base plate 31 and with the Connection Block 32 for temporary fixed rail beam be positioned at above holder base plate 31, holder base plate 31 is fixedly connected with Connection Block 32.Connection Block 32 is provided with the through hole 321 corresponding with bearing 2.
S3: rail beam lifts
After rail beam and substructure (pier stud and bent cap) reach the intensity of regulation, just can rail beam be lifted on bent cap, utilize the bracing or strutting arrangement 3 on bent cap to locate temporarily, and with pin, rail beam bearing 2 and bracing or strutting arrangement 3 are coupled together, thus rail beam is temporarily fixed on bent cap.
S4: rail beam connects
After rail beam when one all lifts and puts in place, tune beam location can be carried out according to line parameter circuit value to full connection rail beam.First be that the buttcover plate of adjacent orbit beam is alignd, and it is fastening for the first time to adopt high-strength fastening bolt to carry out.After full connection rail beam is linked to be an entirety, adopts welding procedure each node stiffening rib to be carried out docking welding, buttcover plate contact surface is welded simultaneously, then the high-strength bolt of full interlink point is carried out finally fastening.This step achieves the firm contact point structure of H type of each node.
S5: entirely join structural consolidation
After full connection rail beam connects into an entirety and measurement circuitry is linear, one by one each track bearing can be welded on corresponding bracing or strutting arrangement 3, realize the consolidation relation between superstructure (rail beam) and substructure (pier stud, bent cap).
S6: colligation joint reinforcing bar
First vertical for node skeleton steel is connected to skeleton connecting reinforcement reserved on bent cap being formed reinforcing cage, then stirrup is run through node buttcover plate, and circularize stirrup with vertical skeleton reinforcing steel bar colligation, form vertical reinforcing cage.Finally steel pipe is inserted in the steel pipe preformed hole on bent cap, and the steel pipe in preformed hole, reinforcing cage and H profile steel node are suitably welded.
S7: node concrete is built
To go out supporting standard form at node, and concreting, make each parts in node (H profile steel node, reinforcing cage, steel pipe) form one, realize reliably being connected with bottom bent cap simultaneously.The effect of node concrete makes up node gap, makes entirely to join the passage of train that rail beam becomes smooth-going, also effectively protect node steel component simultaneously.
Continuous beam type rail beam construction method of the present invention, just steel strand are put on when prefabricated, need not stretch-draw prestressing force, linear inconsistent when also avoiding the elongated prestressing tendon of two times tensioning to cause rail beam to be out of shape making the linear of construction and design, improves the current safety and comfort of train.In rail beam, on pre-buried connecting elements and bent cap, pre-buried bracing or strutting arrangement can replace the temporary supporting system in existing technique, setting a roof beam in place period, rail beam firmly can be fixed on bent cap, avoid building temporary fixed facility, construction flexibly, decreases working procedure, improves efficiency of construction.Once after rail beam lifted, just as the occasional passage of Bridge Erector, for the orbit construction construction of Special zone is provided convenience, efficiency of construction can be improve.
What finally illustrate is, above embodiment is only in order to illustrate technical scheme of the present invention and unrestricted, although with reference to preferred embodiment to invention has been detailed description, those of ordinary skill in the art is to be understood that, can modify to technical scheme of the present invention or equivalent replacement, and not departing from aim and the scope of technical solution of the present invention, it all should be encompassed in the middle of right of the present invention.
Claims (7)
1. continuous beam type orbit construction construction method, is characterized in that: specifically comprise the following steps:
S1: pre-track beam, the two ends of rail beam arrange connecting elements (1) respectively, described connecting elements (1) is integral with rail beam concreting, is anchored at by the prestress wire of rail beam on connecting elements (1), guarantees the reliability that connecting elements (1) is connected with rail beam;
S2: build pier stud and bent cap, pre-buried bracing or strutting arrangement (3) on bent cap, in the region that described bracing or strutting arrangement (3) surrounds, be provided with the connecting reinforcement of steel pipe preformed hole and vertical skeleton reinforcing steel bar, steel pipe preformed hole is distributed in connecting reinforcement inside;
S3: rail beam lifts, to be lifted into prefabricated rail beam on bent cap and to be temporarily fixed on bent cap by rail beam;
S4: rail beam connects, after the rail beam when all lifts and puts in place, carries out tune beam location according to line parameter circuit value to full connection rail beam, realizes the firm contact point structure of H type of each node;
S5: full connection rail beam consolidation, full connection rail beam connect into an entirety and measurement circuitry linear after, rail beam is cemented on bent cap;
S6: colligation joint reinforcing bar;
S7: node concreting, after the colligation of full connection reinforcing cage, stitches peripheral support template at beam, concreting.
2. continuous beam type orbit construction construction method as claimed in claim 1, is characterized in that: the bottom of described connecting elements (1) is also provided with bearing (2), and described bearing (2) is fixedly connected with connecting elements.
3. continuous beam type orbit construction construction method as claimed in claim 1, is characterized in that: described connecting elements (1) comprises the rear stiffening rib (11) be embedded in rail beam end, the end-blocking plate (12) that is fixedly connected with rear stiffening rib (11), the buttcover plate (13) be fixedly connected with end-blocking plate (12), the front stiffening rib (14) that is connected with end-blocking plate (12) and buttcover plate (13) respectively; Described end-blocking plate (12) is positioned at the surface of rail beam end, described buttcover plate (13) and rear stiffening rib (11) lay respectively at the opposite side of end-blocking plate (12), described end-blocking plate (12) forms the frange plate of H profile steel node, described front stiffening rib (14) docks with the stiffening rib (14) of adjacent orbit beam the web stiffening rib forming H type node, and described front stiffening rib (14) is positioned at the opposite side of buttcover plate (13).
4. continuous beam type orbit construction construction method as claimed in claim 3, it is characterized in that: respectively symmetrical two groups of prestressing force beam holes (121) and two groups of steel holding holes (122) in the axis both sides of end-blocking plate (12), prestressing force beam hole (121) is near end-blocking plate (12) longitudinal center line, and steel holding holes (122) is positioned at the edge of end-blocking plate (12); Prestressing force beam hole (121) is for running through prestress wire, steel holding holes (122) is for running through joint reinforcing bar, buttcover plate (13) is provided with multiple connecting hole (131), when connecting for adjacent orbit beam, adopts and strengthen the temporary fixed rail beam of fastening bolt.
5. continuous beam type orbit construction construction method as claimed in claim 4, it is characterized in that: described bearing (2) is fixedly connected with buttcover plate (13) with rear stiffening rib (11), end-blocking plate (12) respectively, described bearing (2) is positioned at the below of rear stiffening rib (11), end-blocking plate (12) and buttcover plate (13), and described bearing (2) two ends, left and right are provided with through hole (21).
6. continuous beam type orbit construction construction method as claimed in claim 5, is characterized in that: the concrete steps of colligation joint reinforcing bar in described S6: vertical for node skeleton steel is connected to skeleton connecting reinforcement reserved on bent cap being formed reinforcing cage; Then stirrup is run through node buttcover plate, and circularize stirrup with vertical skeleton reinforcing steel bar colligation, form vertical reinforcing cage; Finally steel pipe is inserted in the steel pipe preformed hole on bent cap, and the steel pipe in preformed hole, reinforcing cage and H profile steel node are welded.
7. continuous beam type orbit construction construction method as claimed in claim 1, it is characterized in that: in described S2, described bracing or strutting arrangement (3) comprise be embedded in holder base plate in bent cap (31) and be positioned at holder base plate (31) top the Connection Block for temporary fixed rail beam (32), described holder base plate (31) is fixedly connected with Connection Block (32).
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Cited By (6)
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| CN107513906A (en) * | 2017-09-14 | 2017-12-26 | 中铁第四勘察设计院集团有限公司 | A kind of transition apparatus suitable for straddle type monorail rail tracks installation |
| CN109468946A (en) * | 2018-04-12 | 2019-03-15 | 上海公路投资建设发展有限公司 | A kind of steel construction temporary fastening device and technique for large-scale bent cap free cantilever erection |
| CN109629350A (en) * | 2019-02-27 | 2019-04-16 | 成都建工第六建筑工程有限公司 | The concrete track beam and its construction method that empty iron stressed seamless connects |
| CN109989330A (en) * | 2017-12-29 | 2019-07-09 | 比亚迪股份有限公司 | Continous way track and its erection method |
| CN110820596A (en) * | 2019-12-09 | 2020-02-21 | 南京林业大学 | Temporary limiting device for linear adjustment of PC track beam and using method |
| CN110886221A (en) * | 2019-10-31 | 2020-03-17 | 柳州市轨道交通工程有限责任公司 | Simply-supported system track beam erecting method |
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| CN109629350A (en) * | 2019-02-27 | 2019-04-16 | 成都建工第六建筑工程有限公司 | The concrete track beam and its construction method that empty iron stressed seamless connects |
| CN109629350B (en) * | 2019-02-27 | 2024-02-13 | 成都建工第六建筑工程有限公司 | Prestressed seamless connection concrete track beam for empty iron and construction method thereof |
| CN110886221A (en) * | 2019-10-31 | 2020-03-17 | 柳州市轨道交通工程有限责任公司 | Simply-supported system track beam erecting method |
| CN110820596A (en) * | 2019-12-09 | 2020-02-21 | 南京林业大学 | Temporary limiting device for linear adjustment of PC track beam and using method |
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Inventor after: Chen Bo Inventor after: Tu Hai Inventor after: Zeng Wubing Inventor after: Lai Li Inventor after: Wu Tian Inventor after: Zhao Xiaobo Inventor after: Li Yanqing Inventor after: Zhang Fugui Inventor after: Guo Hongfei Inventor after: Zhou Shengyi Inventor after: Wang Bo Inventor after: Zhang Jiong Inventor before: Chen Bo Inventor before: Wang Bo Inventor before: Tu Hai Inventor before: Lai Li Inventor before: Wu Huanjun Inventor before: Wu Tian Inventor before: Zhao Xiaobo Inventor before: Li Yanqing Inventor before: Zhang Fugui Inventor before: Guo Hongfei Inventor before: Zhou Shengyi Inventor before: Zhang Jiong |
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