CN203639814U - Assembled monolithic hollow slab bridge - Google Patents
Assembled monolithic hollow slab bridge Download PDFInfo
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- CN203639814U CN203639814U CN201320879465.XU CN201320879465U CN203639814U CN 203639814 U CN203639814 U CN 203639814U CN 201320879465 U CN201320879465 U CN 201320879465U CN 203639814 U CN203639814 U CN 203639814U
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- concrete
- hollow slab
- shearing
- ribbet
- bridge
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Abstract
The utility model belongs to the technical field of building of hollow slab bridges, and particularly discloses an assembled monolithic hollow slab bridge. The assembled monolithic hollow slab bridge comprises two hollow slab sideboards arranged oppositely, wherein hollow slab middle boards are continuously inlaid between the two hollow slab sideboards, rabbet concrete is arranged between adjacent hollow slabs, a plurality of shear-resisting blocks are arranged on the two sides of the rabbet concrete along the board height, the shear-resisting blocks are in a longitudinal through groove shape or a longitudinal through convex edge shape, and when two or more shear-resisting blocks are arranged, the groove-shaped shear-resisting blocks and the convex-edge-shaped shear-resisting blocks are arranged alternately. The assembled monolithic hollow slab bridge has high implement performance, is convenient to construct, and can improve shear resisting performance between the hollow slabs and improve the overall stress performance.
Description
Technical field
The utility model belongs to blank board bridge building technology field, relates in particular to a kind of assembled integral hollow slab bridge.
Background technology
At present, single span is the Middle Or Small Span footpath highway bridge within the scope of 5m～30m across footpath, conventionally adopts the form of structure of steel concrete or prestressed concrete assembling hollow slab bridge.Hollowcore slab is prefabricated in precast yard or beam factory, the on-the-spot erection construction of bridge location, hollowcore slab cross section is generally single hole or diplopore section form, and prefabricated concrete hollow slab generally adopts pre-tensioning system, along plate, prestressed reinforcement is longitudinally set, hollowcore slab side is fold-line-shaped, and reserved ribbet reinforcing bar.Its construction method is first by prefabricated hollowcore slab hoisted in position, and the then ribbet position concreting between adjacent vacant core, is laterally connected to become entirety by each hollowcore slab along bridge by ribbet reinforcing bar and concrete.Owing to only depending on ribbet reinforcing bar to be connected with concrete between adjacent vacant core, Transfer of Shear limited in one's ability, poor along bridge transverse integral, bridge deck are prone in ribbet position along the longitudinal crack of bridge, cause vehicle pitching, affect normal use and the durability of bridge, when situation is serious, there will be veneer stressed, bury hidden trouble to the current safety of bridge and structure durability.
Utility model content
For overcoming the deficiencies in the prior art part, the purpose of this utility model is to provide a kind of assembled integral hollow slab bridge, has stronger exploitativeness, and easy construction can improve shear behavior between hollowcore slab, improves blank board bridge holistic resistant behavior.
For achieving the above object, the utility model adopts following technical scheme:
A kind of assembled integral hollow slab bridge, comprise the two hollowcore slab side plates that are oppositely arranged, between two hollowcore slab side plates, continuous laying has plate in hollowcore slab, between adjacent vacant core, (be in hollowcore slab side plate and hollowcore slab between plate, in two hollowcore slabs between plate) is provided with ribbet concrete, the concrete both sides of ribbet are provided with several shearing-resistance blocks along plate hight, described shearing-resistance blocks is longitudinal elongated groove type or protruding stupefied shape, and in the time that shearing-resistance blocks quantity is more than two, groove type and protruding stupefied shape shearing-resistance blocks are and are arranged alternately.
Further, the shearing-resistance blocks of ribbet concrete both sides is preferably symmetrical set.
Further again, the quantity of shearing-resistance blocks is 1～3.
Further, the height of (below) shearing-resistance blocks is not less than 5cm.
The construction method of above-mentioned assembled integral hollow slab bridge, comprises the following steps:
(1) prefabricated reinforced concrete or prefabricated concrete hollow slab: quantity and the shape of first determining ribbet shearing-resistance blocks by designing requirement, then in ribbet position template inner side along longitudinally elongated groove (corresponding protruding stupefied shape shearing-resistance blocks) or protruding stupefied (respective slot shape shearing-resistance blocks) of plate hight relative set, last according to the common process of steel concrete or prestressed concrete (reinforced concrete hollow slab: first assembling reinforcement skeleton, after-pouring hollowcore slab concrete; Pretensioning prestressed concrete hollowcore slab: first apply longitudinal prestressing steel bundle, after-pouring hollowcore slab concrete; Post stressed concrete hollowcore slab: first build the beam body of longitudinal prestressing steel bundle preformed hole, then build hollowcore slab concrete, lashing stretch-draw longitudinal prestressing steel bundle after maintenance) precast hollow slab, and reserved ribbet connecting reinforcement;
(2) lifting hollowcore slab: the prefabricated hollowcore slab completing is transported to bridge construction place hoisted in position;
(3) ribbet concrete cast-in-situ construction: arrange and the connecting reinforcement being connected between hollowcore slab ribbet, cast-in-place ribbet concrete also vibrates, and guarantees the concrete construction quality of ribbet, finally completes whole bridge span structure construction according to common process.
Preferably, in step (1), described template is steel form or wooden form, and protruding stupefied shape shearing-resistance blocks correspondence is respectively that rectangle and trapezium channel section steel is stupefied, the solid batten in square-section.
Better, the preferred bakelite template of described wooden form.
Preferably, in step (3), ribbet cast-in-situ concrete strength grade is not less than 90% of hollowcore slab concrete strength.
The utility model provides a kind of assembled integral hollow slab bridge.When hollowcore slab is prefabricated in precast yard, longitudinally elongated groove or protruding stupefied is set in the inner side of ribbet template, the longitudinal prestressing reinforcing bar of prefabricated concrete hollow slab still adopts pre-tensioning system or post-tensioned construction.After each hollowcore slab hoisted in position of full-bridge, arrange and the connecting reinforcement being connected between hollowcore slab ribbet, build ribbet concrete and vibrate, should notice that shearing-resistance blocks position is concrete to build, guarantee the concrete construction quality of ribbet.By shearing and ribbet concrete Transfer of Shear that longitudinally elongated shearing-resistance blocks produces between adjacent vacant core lateral plates, replace and in traditional construction method, only rely on merely ribbet Transfer of Shear, thereby improve shear behavior and the structural entity stress performance between hollowcore slab.The utility model does not need existing equipment to carry out large change in the time of prefabricated assembled hollowcore slab, constant to personnel's technical requirements, and construction technology process is almost constant.Adopt in ribbet and set up shearing-resistance blocks, only prefab form is simply processed, construct workable, increase hardly construction cost, the object that can realize lateral ties, homogenizing load cross direction profiles between Transfer of Shear between adjacent vacant core, raising assembling hollowcore slab, reaches and improves assembling hollow slab bridge holistic resistant behavior object.
Positive beneficial effect of the present utility model is:
(1) by shearing and ribbet concrete Transfer of Shear that longitudinally elongated shearing-resistance blocks produces between adjacent vacant core side, overcome and in traditional hollow slab bridge construction method, only depend on that hollowcore slab ribbet concrete Transfer of Shear, transverse integral are poor, bridge deck are prone to the shortcoming along bridge longitudinal crack in hollowcore slab ribbet position, thereby improve shear behavior and structural entity stress performance between hollowcore slab.
(2) between hollowcore slab, the size of Shear transfer is relevant with ribbet anti-shear concrete number of blocks, can be according to the difference across footpath and plate hight of hollowcore slab, 1～3 shearing-resistance blocks is set to meet the different shearing resistance requirements of structure, solves between traditional handicraft hollow core the weak and single shortcoming of ribbet shear resistance.
(3), by increasing longitudinal elongated shearing-resistance blocks in the template at ribbet position, can play advantageous effect to homogenizing load cross direction profiles, the holistic resistant behavior of raising hollow slab bridge under Vehicle Load.
(4) the prefabricated and construction technology of traditional hollowcore slab does not change substantially, constant to personnel's technical requirements, and in the template at ribbet position, the steel of welding groove tee section is stupefied or the easy construction of permanent moment tee section batten is feasible.
(5) the utility model is applicable to the various prestressed concretes across footpath or steel reinforced concrete assembling hollow slab bridge.
Accompanying drawing explanation
Fig. 1 is structural representation of the present utility model, in figure: 1 is single hole hollowcore slab side plate; 2 is plate in single hole hollowcore slab; 3 is ribbet concrete; 4 is shearing-resistance blocks.
Fig. 2 is the 1/2 I-I profile of Fig. 1.
Fig. 3 is the enlarged drawing of a-quadrant in Fig. 2.
The specific embodiment
Embodiment:
A kind of assembled integral hollow slab bridge, comprise the two hollowcore slab side plates that are oppositely arranged, between two hollowcore slab side plates, continuous laying has plate in hollowcore slab, between adjacent vacant core, (be in hollowcore slab side plate and hollowcore slab between plate, in two hollowcore slabs between plate) is provided with ribbet concrete, the concrete both sides of ribbet are provided with 1～3 shearing-resistance blocks along plate hight, the height of (below) shearing-resistance blocks is not less than 5cm, described shearing-resistance blocks is longitudinal elongated groove type or protruding stupefied shape, and in the time that shearing-resistance blocks quantity is more than two, groove type and protruding stupefied shape shearing-resistance blocks are and are arranged alternately.
The construction method of above-mentioned assembled integral hollow slab bridge, comprises the following steps:
(1) prefabricated reinforced concrete or prefabricated concrete hollow slab: quantity and the shape of first determining ribbet shearing-resistance blocks by designing requirement, then form longitudinally elongated groove (corresponding protruding stupefied shape shearing-resistance blocks) or longitudinally elongated rectangle and trapezium channel section steel stupefied (respective slot shape shearing-resistance blocks) of welding in ribbet position steel form inner side to caving in along corresponding the striking of plate hight, the stupefied total quantity of groove and steel is 1～3, height at the bottom of (below) groove or the stupefied distance from bottom Method Pre-stress Concrete Hollow Slab of steel is not less than 5cm, if adopt wooden form or bakelite template, can be at the solid batten of above-mentioned position permanent moment tee section, last according to the common process of steel concrete or prestressed concrete (reinforced concrete hollow slab: first assembling reinforcement skeleton, after-pouring hollowcore slab concrete, pretensioning prestressed concrete hollowcore slab: first apply longitudinal prestressing steel bundle, after-pouring hollowcore slab concrete, post stressed concrete hollowcore slab: first build the beam body of longitudinal prestressing steel bundle preformed hole, then build hollowcore slab concrete, lashing stretch-draw longitudinal prestressing steel bundle after maintenance) precast hollow slab, and reserved ribbet connecting reinforcement,
(2) lifting hollowcore slab: the prefabricated hollowcore slab completing is transported to bridge construction place hoisted in position;
(3) ribbet concrete cast-in-situ construction: arrange and the connecting reinforcement being connected between hollowcore slab ribbet, cast-in-place ribbet concrete vibrate (ribbet cast-in-situ concrete strength grade be not less than hollowcore slab concrete strength 90%), should notice that shearing-resistance blocks position is concrete and build, guarantee the concrete construction quality of ribbet, finally complete whole bridge span structure construction according to common process.
When concrete enforcement, can adopt following embodiment:
As shown in Figures 1 to 3, a kind of assembled integral hollow slab bridge, comprise the two hollowcore slab side plates 1 that are oppositely arranged, between two hollowcore slab side plates 1, continuous laying has plate 2 in four hollowcore slabs, between adjacent vacant core, (be in hollowcore slab side plate 1 and hollowcore slab between plate 2, in two hollowcore slabs between plate 2) is provided with ribbet concrete 3, the both sides of ribbet concrete 3 are arranged with two longitudinal elongated shearing-resistance blocks 4 along plate hight: from the bottom to top, be followed successively by groove type, protruding stupefied shape, the height at the bottom of (below) groove type shearing-resistance blocks 4 distance from bottom Method Pre-stress Concrete Hollow Slabs is not less than 5cm.
Construction method:
(1) carry out hollow slab bridge structural analysis according to design parameterss such as bridge class, span, bridge deck widths, sectional dimension, plain bars and the longitudinal prestressing reinforcing bar of calculative determination hollowcore slab, and be two according to the quantity of shear Design requirement calculative determination ribbet shearing-resistance blocks between adjacent vacant core.
(2) according to designing requirement precast hollow slab, as build hollow slab bridge as shown in Fig. 1～3 and need altogether plate 2 in prefabricated two single hole hollowcore slab side plates 1 and four single hole hollowcore slabs, wherein two single hole hollowcore slab side plate 1 outer side edges are straight line, single hole hollowcore slab side plate 1 ribbet steel form inner side is along plate hight from the bottom to top: longitudinally the steel of elongated channel section is stupefied first to weld one, and the height of the stupefied distance from bottom hollowcore slab of steel punching block bottom is not less than 5cm, then beats steel form and form a longitudinal elongated groove to caving in; Assembling reinforcement skeleton, adopts pre-tensioning system technique to apply longitudinal prestressing reinforcing bar, builds hollowcore slab concrete, is prefabricated into single hole hollowcore slab side plate 1, and reserved ribbet connecting reinforcement; In single hole hollowcore slab, plate 2 ribbet steel form inner sides along plate hight from the bottom to top: the steel that first welds a longitudinal elongated channel section is stupefied, and the height of the stupefied distance from bottom hollowcore slab of steel punching block bottom is not less than 5cm, then beats steel form and form a longitudinal elongated groove to caving in; Assembling reinforcement skeleton, adopts pre-tensioning system technique to apply longitudinal prestressing reinforcing bar, builds hollowcore slab concrete, is prefabricated into plate 2 in single hole hollowcore slab, and reserved ribbet connecting reinforcement.
(3) plate 2 in prefabricated two single hole hollowcore slab side plates 1 that complete and four single hole hollowcore slabs is transported to bridge site hoisted in position, arranges and the connecting reinforcement that is connected ribbet position.
(4) arrange and the connecting reinforcement being connected between hollowcore slab ribbet, cast-in-situ concrete, forms ribbet concrete 3 and shearing-resistance blocks 4, cast-in-place ribbet concrete 3 intensity are not less than 90% of hollowcore slab concrete strength, notice that building of shearing-resistance blocks 4 is closely knit, concrete curing, guarantees construction quality.
The above specific embodiment is to describe in conjunction with the single span hollow slab bridge of 6 single hole hollowcore slab compositions shown in Fig. 1～3, and the utility model is equally applicable to adopt the single span of other borehole section forms, other hollowcore slab quantity or multispan assembling hollow slab bridge to build.
Claims (4)
1. an assembled integral hollow slab bridge, it is characterized in that: comprise the two hollowcore slab side plates that are oppositely arranged, between two hollowcore slab side plates, continuous laying has plate in hollowcore slab, between adjacent vacant core, be provided with ribbet concrete, the concrete both sides of ribbet are provided with several shearing-resistance blocks along plate hight, described shearing-resistance blocks is longitudinal elongated groove type or protruding stupefied shape, and in the time that shearing-resistance blocks quantity is more than two, and groove type and protruding stupefied shape shearing-resistance blocks are and are arranged alternately.
2. assembled integral hollow slab bridge as claimed in claim 1, is characterized in that: the shearing-resistance blocks of ribbet concrete both sides is symmetrical set.
3. assembled integral hollow slab bridge as claimed in claim 2, is characterized in that: the quantity of shearing-resistance blocks is 1～3.
4. assembled integral hollow slab bridge as claimed in claim 3, is characterized in that: the height of shearing-resistance blocks is not less than 5cm.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201320879465.XU CN203639814U (en) | 2013-12-30 | 2013-12-30 | Assembled monolithic hollow slab bridge |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201320879465.XU CN203639814U (en) | 2013-12-30 | 2013-12-30 | Assembled monolithic hollow slab bridge |
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| Publication Number | Publication Date |
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| CN203639814U true CN203639814U (en) | 2014-06-11 |
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| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201320879465.XU Expired - Fee Related CN203639814U (en) | 2013-12-30 | 2013-12-30 | Assembled monolithic hollow slab bridge |
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103758033A (en) * | 2013-12-30 | 2014-04-30 | 郑州大学 | Integrated assembly type hollow slab bridge and construction method thereof |
| CN106012847A (en) * | 2016-05-27 | 2016-10-12 | 中交四公局第二工程有限公司 | Bailey frame support precast hollow slab process |
-
2013
- 2013-12-30 CN CN201320879465.XU patent/CN203639814U/en not_active Expired - Fee Related
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103758033A (en) * | 2013-12-30 | 2014-04-30 | 郑州大学 | Integrated assembly type hollow slab bridge and construction method thereof |
| CN106012847A (en) * | 2016-05-27 | 2016-10-12 | 中交四公局第二工程有限公司 | Bailey frame support precast hollow slab process |
| CN106012847B (en) * | 2016-05-27 | 2018-01-02 | 中交四公局第二工程有限公司 | Bailey bracket supports precast hollow slab technique |
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Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant | ||
| CF01 | Termination of patent right due to non-payment of annual fee |
Granted publication date: 20140611 Termination date: 20151230 |
|
| EXPY | Termination of patent right or utility model |