CN1147589A - Prestressed reinforced concrete structure and its construction method - Google Patents
Prestressed reinforced concrete structure and its construction method Download PDFInfo
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- CN1147589A CN1147589A CN 95114216 CN95114216A CN1147589A CN 1147589 A CN1147589 A CN 1147589A CN 95114216 CN95114216 CN 95114216 CN 95114216 A CN95114216 A CN 95114216A CN 1147589 A CN1147589 A CN 1147589A
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Abstract
Reinforced concrete structure consists of the first-deposited layer and the last-deposited layer. While the first-deposited layer is deposited, the load is applied and after the last-deposited layer is deposited and firmed to constitute an integral, the load is removed and the structure produces pre-stress. The said construction method is simple and capable of prolonging the service life of reinforced concrete structure. It has unique effect in the reinforcement of old bridge and other structure.
Description
Reinforced concrete structure in the past and prestressed reinforced concrete structure, from notion, design, to construction control significant difference is arranged all, both can not transform mutually, no matter be pre-tensioning system or post stretching, the method that prestressing force applies all is to pass through prestressed reinforcement of tensioning, thereby exert pressure to concrete structure and to form, so adopt the prestressed structure of pre-tensioning system, generally only be suitable for simple beam structure, and adopting post stretching person must reserve pipeline or bury anchor head underground, the loss of prestress project is many, the technical requirements height, the construction technology complexity, the cost height, so its application target is often in order to satisfy as to strengthen and stride the isostructural specific (special) requirements in footpath.
It is simple to the purpose of this invention is to provide a kind of method, construction and control appliance that must be special-purpose not, can apply prestressed method to multiple reinforced concrete member or structure, reinforced concrete structure is not ftractureed or reduce crack width, thereby prolong the application life of reinforced concrete structure, isostructural reinforcing design of bridge and construction are had effect unique.
The present invention is characterized in that the reinforced concrete beam (1) of one cast is considered as by watering layer (2) earlier, last layer (3) and cage of reinforcement (4) are formed, the concrete that layer (2) is watered in cage of reinforcement (4) and cast earlier is installed, the concrete that extremely waters layer (2) earlier produces certain intensity, pour into a mould the concrete of last layer (3) again, before the concrete initial set of last layer (3), utilize displacement facility (5) to watering the beam that layer (2) forms earlier, apply the load reverse with service load, concrete until last layer (3) produces intensity, and with water earlier the layer (2) be linked to be an integral body, just shed load application, reinforced concrete beam (1) has just produced prestressing force.
The present invention waters layer (2) and last layer (3) priority fluid concrete earlier with reinforced concrete beam (1) branch of one cast, make reinforced concrete beam (1) have constuction joint, therefore must checking computations water the shear strength between layer (2) and last layer (3) bonding surface earlier, as the T beam being divided beam help and wing plate successively fluid concrete, the T beam can be considered as by the shear stress on the compound beam checking computations compound beam bonding surface of cast-in-place plate and beam, if shear stress can not meet design requirement, can solve by increasing support or measures such as stirrup quantity or default shear connector.The beam that waters layer (2) formation is earlier applied prestressing force, can adopt load control method, Deformation control method or load and the two control methods of distortion, the easiest with the Deformation control method especially.The prestressing force application time should consider to reduce concrete shrinkage and the stress loss of creeping, so concrete strength should be got greater than 0.85R
28, the load time grasp was carried out after the 3 day length of time.Load apply various ways such as can adopting point load or distributed load, utilize jack in conjunction with facilities such as triangle wedges when applying, make the distortion of each section of reinforced concrete beam coordinate and fix its deformation values mutually, until the concrete strength of last layer (3) greater than 0.85R
28And the length of time more than after 3 days, just can shed load application.The prestressing force degree is decided by to water earlier layer mechanical characteristic of the section of the beam of (2) formation, with crack width and the control of maximum camber.Constant for the cross dimensions that guarantees reinforced concrete beam (1), should make the camber of last layer (3) consistent by control template with the camber that waters layer (2) earlier.Adopt the loss of prestress of Deformation control method mainly contain reinforcement stresses loose, because cross section characteristic changes that the moment of flexure that causes is heavily distributed and three of concrete shrinkage and creeps, its computational methods can be carried out with reference to relevant specification.
The invention is characterized in to improving the prestressing force degree of reinforced concrete beam (1), with the last layer end (6) of last layer (3) with watering layer (a 2) fluid concrete earlier, by concrete anchorage effect, make the longitudinal reinforcement that exposes (7) of cage of reinforcement (4) participate in stressed.Locate to bury link (8) as shear connector in last layer end (6), the girder steel (9) that will be installed in reinforced concrete beam (1) top connects into an interim compound beam, and adds anchoring means (10) at the fulcrum place of reinforced concrete beam (1) end.Because concrete tensile strength is starkly lower than compressive strength, therefore if reinforced concrete beam (1) does not set compressive reinforcement, the beam that waters layer (2) formation is earlier used the prestressing force that reversed load forms, the most very much not can surpass concrete limit bending and tensile strength, compare with post-stressed with pre-tensioning system, can only make reinforced concrete beam (1) be in lower prestressing force level, but tangible effect still be arranged reducing the crack quantity and the crack width of reinforced concrete beam (1) when normally using.For improving the prestressing force level of reinforced concrete beam (1), consider to utilize the handling reinforcement and the distribution reinforcement of reinforced concrete beam (1) or suitably dispose compressive reinforcement, and utilize the concrete connection and the anchorage effect of last layer end, beam two ends (6), improve and water layer ability that the beam of (2) formation is resisted anti-load earlier, thereby improve the prestressing force level of reinforced concrete beam.Further consider that adding interim girder steel (9) forms compound beam, improve the prestressing force degree of reinforced concrete beam (1) largely, reach the effect identical with pre-tensioning system or post stretching.Stability when guaranteeing that beam applied big load and necessary counter-force is provided need add interim anchoring means (10) at beam-ends.
The invention is characterized in the reinforced concrete structure of forming by the reinforced concrete beam (1) of vertical and horizontal (11), reinforced concrete structure (11) can be static determinacy or multiple form of structure such as indeterminate, simultaneously or pour into a mould concrete that waters layer (2) part earlier of all reinforced concrete beams (1) stage by stage, form reinforced concrete frame structure (12), utilize displacement facility (5) that the downwarp section of reinforced concrete frame structure (12) is applied reversed load by support (13) etc., the concrete of last layer (3) part of corresponding again all reinforced concrete beams of cast (1).Structure to integral cast-in-situ applies prestressing force, can better control the camber of each reinforced concrete beam (1), coordinate the duty of each beam and make things convenient for the quality control on construction of upper structural layer, the pre-stress construction progress is fast, but prestressed applying generally needs erection bracket, and can not do good treatment to the ground of supporting bracket, corresponding support compression and the ground lower edge etc. of having increased of the prestressed loss of institute, also longer its setting of ground the time, reach in early days when increasing the corresponding increase load of superstructure thing so form intensity, can do suitable adjustment its compressive strain at last layer (3) concrete.Regulating displacement facility (5) again and shed load application if finish all superstructure thing engineerings, is favourable to the loss of prestress that reduces reinforced concrete structure (11).Reinforced concrete structure (11) is applied the prestressing force purpose is to reduce the influence of dead load, statically-indeterminate structure is applied prestressing force the beam cracking, can according to span change and the feature of structure recipient distortion to each downwarp section simultaneously or apply reversed load stage by stage.
The invention is characterized in that the reinforcing that this principle is applied to structure widens, remove the above structure of old reinforced concrete structure (11) earlier, optionally add new reinforced concrete beam (1), cutter reveals the surfacing steel bar of reinforced concrete structure (11), and with steel mesh reinforcement (14) firm welding that is installed in reinforced concrete structure (11) surface layer, then structure downwarp section is applied reversed load, cast newly is added in the concrete and the reversed beam (16) of the new construction layer (15) of reinforced concrete structure (11) surface layer again, concrete strength to new construction layer (15) and reversed beam (16) meets the demands, and just sheds load application.Can consider to break that old reinforced concrete structure (11) part wing plate exposes the hole and with new construction layer (15) fluid concrete, as the concrete shear connector of strengthening being connected between new construction layer (15) and old reinforced concrete structure (11) (17).To reinforce back structure each stress that becomes one synchronous in order to make, except that the shear strength that should structurally guarantee bonding surface, constuction joint meets design requirement, should also note adjusting the distortion of beam, on the basis of eliminating original structure stress, apply prestressing force more simultaneously, play the effect that recovers to dwindle old crack width on the one hand by applying prestressing force, make the distortion of new and old reinforced concrete beam and stress synchronous on the other hand.The bearing capacity of reinforcing raising reinforced concrete structure (11) mainly is to realize by the bending rigidity that increases old reinforced concrete structure (11) single-beam with by increasing the new reinforced concrete beam (1) or the quantity of reversed beam (16).To the reinforcing of multi span structure,, add the bearing steel mesh reinforcement (18) that bearing is striden in covering two at the bearing place that faces two reinforced concrete structures of striding (11) mutually.Length when the bearing steel mesh reinforcement (18) that adds, respectively be longer than and stride when footpath to light in the bearing, if two neighbours just shed the reversed load that applies after meeting the demands across the concrete strength of new construction layer (15), then bearing steel mesh reinforcement (18) is striden and is had the prestressing force effect facing two mutually.
Fig. 1 is the schematic diagram of implementation method and each stage STRESS VARIATION situation of prestressed structure of the present invention.
Fig. 2 is the STRUCTURE DECOMPOSITION schematic diagram of reinforced concrete beam of the present invention
Fig. 3 is the schematic diagram of prestressing force implementation method and each stage STRESS VARIATION situation of several structures of the present invention.
Fig. 4 the present invention is that prefabricated reinforced concrete T beam applies prestressed structure principle chart.
Fig. 5 is that integral cast-in-situ tube of the present invention props up beam bridge and applies prestressed structure principle chart.
Fig. 6 is the structure principle chart that construction pre-stress of the present invention is reinforced.
The present invention since with the reinforced beam (1) of one cast be considered as by water earlier layer (2), Last layer (3) and framework of steel reinforcement (4) form, and cast concrete in two stages is to watering earlier layer (2) beam that forms applies reversed load and produces and pour into a mould last layer (3) after the fixed deformation again Concrete in advance should be square thereby reinforced beam (1) has been produced. Be further raising The prestressing force degree of reinforced beam (1), with last layer end (6) with water earlier layer (2) Play cast concrete, by concrete anchorage effect reinforced beam (1) is exposed Longitudinal reinforcement (7) participate in the recipient. If the top at reinforced beam (1) adds girder steel (9) form interim combination beam, and add anchoring means (10), can make reinforced beam (1) The prestressing force degree reach pre-tensioning system or post-stressed same effect. The present invention With pre-tensioning system or post-stressedly compare that to have construction method simple, must be special-purpose Construction and control equipment, by changing construction method, can be to reinforced concrete member Or structure applies prestressing force, compares reinforced concrete structure with post stretching and applies and in advance should Power is more convenient, quick and economical, adapt to wide, to the isostructural Design of Reinforcement of old bridge Has effect unique with construction.
To structure of the present invention, principle and job practices are further described below in conjunction with drawings and Examples.
Embodiment 1
Prefabricated reinforced concrete T beam applies prestressed enforcement.
As shown in Figure 4, divide beam to help and wing plate two parts on the T beam, increase support and help shear strength requirement between bonding surface to satisfy wing plate and beam, holder of T joist support and beam are helped as watering layer (2) earlier, wing plate is as last layer (3), with watering layer (2) fluid concrete earlier, the concrete strength that extremely waters layer (2) earlier reaches 0.9R to the wing plate of each about 1/5L length of T beam two ends as last layer end (6)
28The time, pour into a mould the concrete in wing plate stage casing again, simultaneously the I steel beam is installed in above the T beam, by being embedded in 4 groups of links of forming by the bolt form (8) at T beam both ends, T beam and I steel beam are coupled together, at the screw rod of the bearing place of T beam end, T beam two ends are fixed again with the anchoring means that parts such as crossbeam, nut are formed by burying underground.The displacement facility of forming with jackscrew in the T girder span (5) arrives the T beam camber of control together with the template jacking then.When the concrete strength of last layer (3) reaches 0.9R
28Shed pre-applied force, folding removes girder steel facilities such as (9), and prefabricated RC T-beam just becomes prestressed reinforced concrete T beam.
Integral cast-in-situ reinforced concrete simple-supported beam bridge applies prestressed enforcement
As shown in Figure 5, its implementation process is as follows: 1, install successively support, with jackscrew be main displacement facility (5), in length and breadth to the integral mold plate of the reinforced concrete beam of arranging (1), and the template camber is set on request; 2, cage of reinforcement (4) is installed; 3, casting reinforced concrete beam (1) beam helps the concrete of part, if template has uneven subsidence, then suitably adjusts its distortion: 4. to the concrete strength that waters layer (2) earlier greater than 0.9R
28, regulate jack and execute camber in advance for reinforced concrete frame structure, pour into a mould the concrete of the wing plate part of all reinforced concrete beams (1) again, if bridge floor has uneven subsidence to adjust once more: 5, casting reinforced concrete crash barrier; 6, to the concrete strength of primary structures such as T beam wing plate greater than 0.9R
28, shed and apply distortion, stripping and support, the simply supported girder bridge of integral cast-in-situ has just produced prestressing force.
Three stride the enforcement that should just reinforce in advance of reinforced concrete simple-supported beam bridge
As shown in Figure 6, its implementation process is as follows: 1, remove the above possessive construction thing of old bridge reinforced concrete structure (11), the reinforcing bar of cutter hair T beam wing plate surface layer and exposed portions serve wing pole-face layer earlier; L, L,
The L place, broken two intercostal wing plates respectively expose a hole; Increase a reinforced concrete beam (1) on the right side of bridge as required, so the old reinforced concrete beam that cutter hair reinforced concrete beam (1) is adjacent exposes reinforcing bar and is welded as the connection steel part that prolongs diaphragm corresponding to the beam rib lateral surface at each diaphragm position and the concrete of wing plate bottom surface simultaneously; 2, set up portal support (13), utilize jack and the old reinforced concrete structure of spacer pad jacking, make old beam beam feather edge be in unstress state; 3, the absolute altitude that to regulate new beam bottom board absolute altitude be old beam unstress state adds camber again, and the concrete that cage of reinforcement is poured into a mould the diaphragm part of new beam beam rib and prolongation again is installed; 4, steel mesh reinforcement (14) and bearing steel mesh reinforcement (18) are installed, and the reinforcing bar bridge joint that exposes with old beam is firm; 5, to newly adding the concrete strength of beam beam rib and diaphragm greater than 0.9R
26The time, regulate the camber that the new and old reinforced concrete beam of jack pair applies equivalent simultaneously; 6, pour into a mould three simultaneously and stride the hole of the wing plate that newly adds beam, old beam wing plate and the concrete of new construction layer (15); Detect section absolute altitude situation fully behind the fluid concrete, if any the then pre-adjustment of sinking; 7, pour into a mould the anti-concrete of arrogating to oneself the hurdle that newly establish the bridge floor both sides; 8, to all concrete intensity all greater than 0.9R
26After, just shedding load application, the major project that bridge prestress is reinforced is finished.
Claims (8)
1, a kind of new prestressed reinforced concrete structure and job practices thereof, it is characterized in that the reinforced concrete beam (1) of one cast is considered as by watering layer (2) earlier, last layer (3) and cage of reinforcement (4) are formed, the concrete that layer (2) is watered in cage of reinforcement (4) and cast earlier is installed, the concrete that extremely waters layer (2) earlier produces certain intensity, pour into a mould the concrete of last layer (3) again, before the concrete initial set of last layer (3), utilize displacement facility (5) to watering the beam that layer (2) forms earlier, apply the load reverse with service load, concrete until last layer (3) produces intensity, and with water earlier the layer (2) be linked to be an integral body, just shed load application, reinforced concrete beam (1) has just produced prestressing force.
2, according to claim 1, it is characterized in that for improving the prestressing force degree of reinforced concrete beam (1), with the last layer end (6) of last layer (3) with watering layer (a 2) fluid concrete earlier, by concrete anchorage effect, make the longitudinal reinforcement that exposes (7) of cage of reinforcement (4) participate in stressed.
3, as described in the claim 2, it is characterized in that for improving the prestressing force degree of reinforced concrete beam (1), locate to bury underground link (8) as shear connector in last layer end (6), the girder steel (9) that will be installed in reinforced concrete beam (1) top connects into an interim compound beam, and adds anchoring means (10) at the fulcrum place of reinforced concrete beam (1) end.
4, as described in the claim 2, it is characterized in that adding anchoring means (10) at the fulcrum place of concrete beam (1) end.
5, as described in claim 1 to 4, it is characterized in that the reinforced concrete structure (11) formed by the reinforced concrete beam (1) of vertical and horizontal, reinforced concrete structure (11) can be static determinacy or multiple form of structure such as indeterminate, simultaneously or pour into a mould concrete that waters layer (2) part earlier of all reinforced concrete beams (1) stage by stage, form reinforced concrete frame structure (12), utilize displacement facility (5) that the downwarp section of reinforced concrete frame structure (12) is applied reversed load by support (13) etc., the concrete of last layer (3) part of corresponding again all reinforced concrete beams of cast (1).
6, as described in claim 5, it is characterized in that the reinforcing that this principle is applied to structure widens, remove the above structure of old reinforced concrete structure (11) earlier, optionally add new reinforced concrete beam (1), cutter reveals the surfacing steel bar of reinforced concrete structure (11), and with steel mesh reinforcement (14) firm welding that is installed in reinforced concrete structure (11) surface layer, then structure downwarp section is applied reversed load, cast newly is added in the concrete and the reversed beam (16) of the new construction layer (15) of reinforced concrete structure (11) surface layer again, concrete strength to new construction layer (15) and reversed beam (16) meets the demands, and just sheds load application.
7, as described in the claim 6, it is characterized in that breaking that old reinforced concrete structure (11) part wing plate exposes the hole and with new construction layer (15) fluid concrete, as concrete shear connector (17) for strengthening being connected between new construction layer (15) and old reinforced concrete structure (11).
8, as described in the claim 6, it is characterized in that facing the two bearing places of striding reinforced concrete structure (11) mutually, add and cover the two bearing steel mesh reinforcements (18) of striding bearing.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 95114216 CN1147589A (en) | 1995-10-10 | 1995-10-10 | Prestressed reinforced concrete structure and its construction method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 95114216 CN1147589A (en) | 1995-10-10 | 1995-10-10 | Prestressed reinforced concrete structure and its construction method |
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| CN1147589A true CN1147589A (en) | 1997-04-16 |
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| CN 95114216 Pending CN1147589A (en) | 1995-10-10 | 1995-10-10 | Prestressed reinforced concrete structure and its construction method |
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Cited By (9)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104831816A (en) * | 2015-05-29 | 2015-08-12 | 长沙远大住宅工业集团有限公司 | Fabricated building wallboard and floor pull-connecting and tenon-riveting integrated joint and construction method thereof |
| CN106193452A (en) * | 2016-08-31 | 2016-12-07 | 济南市人防建筑设计研究院有限责任公司 | A kind of civil air defense constructions and installations groove type plate of built-in retarded adhesive prestressed steel bar |
| CN106284046A (en) * | 2016-10-09 | 2017-01-04 | 北京市市政工程设计研究总院有限公司 | Bridge steel concrete equals curved combination beam manufacture method |
| CN107558373A (en) * | 2017-09-06 | 2018-01-09 | 北京市市政工程设计研究总院有限公司 | Beam construction method is combined in recurvation |
| CN108677714A (en) * | 2018-05-21 | 2018-10-19 | 中铁大桥勘测设计院集团有限公司 | The hypogene geologic action method of Novel steel concrete combination beam concrete slab |
| CN109184077A (en) * | 2018-10-17 | 2019-01-11 | 中国铁路设计集团有限公司 | One kind, which is casted anchor, applies prestressed girder with rolled steel section en cased in concrete and its construction method |
| CN110512795A (en) * | 2018-05-21 | 2019-11-29 | 深圳市建筑设计研究总院有限公司 | A kind of fixing means and fixed device of flexural member |
| CN110512726A (en) * | 2018-05-21 | 2019-11-29 | 深圳市建筑设计研究总院有限公司 | A kind of fixing means and fixed device of concrete flexural member |
| CN113981829A (en) * | 2021-11-12 | 2022-01-28 | 王壹帆 | Construction method of prestressed concrete tongue-and-groove joint |
-
1995
- 1995-10-10 CN CN 95114216 patent/CN1147589A/en active Pending
Cited By (13)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104831816A (en) * | 2015-05-29 | 2015-08-12 | 长沙远大住宅工业集团有限公司 | Fabricated building wallboard and floor pull-connecting and tenon-riveting integrated joint and construction method thereof |
| CN106193452A (en) * | 2016-08-31 | 2016-12-07 | 济南市人防建筑设计研究院有限责任公司 | A kind of civil air defense constructions and installations groove type plate of built-in retarded adhesive prestressed steel bar |
| CN106284046A (en) * | 2016-10-09 | 2017-01-04 | 北京市市政工程设计研究总院有限公司 | Bridge steel concrete equals curved combination beam manufacture method |
| CN107558373A (en) * | 2017-09-06 | 2018-01-09 | 北京市市政工程设计研究总院有限公司 | Beam construction method is combined in recurvation |
| CN110512795A (en) * | 2018-05-21 | 2019-11-29 | 深圳市建筑设计研究总院有限公司 | A kind of fixing means and fixed device of flexural member |
| CN108677714A (en) * | 2018-05-21 | 2018-10-19 | 中铁大桥勘测设计院集团有限公司 | The hypogene geologic action method of Novel steel concrete combination beam concrete slab |
| CN110512726A (en) * | 2018-05-21 | 2019-11-29 | 深圳市建筑设计研究总院有限公司 | A kind of fixing means and fixed device of concrete flexural member |
| CN108677714B (en) * | 2018-05-21 | 2020-11-17 | 中铁大桥勘测设计院集团有限公司 | Internal force adjusting method for concrete slab of novel steel concrete composite beam |
| CN110512726B (en) * | 2018-05-21 | 2021-11-09 | 深圳市建筑设计研究总院有限公司 | Method and device for fixing concrete flexural member |
| CN110512795B (en) * | 2018-05-21 | 2021-12-21 | 深圳市建筑设计研究总院有限公司 | Method and device for fixing flexural member |
| CN109184077A (en) * | 2018-10-17 | 2019-01-11 | 中国铁路设计集团有限公司 | One kind, which is casted anchor, applies prestressed girder with rolled steel section en cased in concrete and its construction method |
| CN109184077B (en) * | 2018-10-17 | 2023-05-09 | 中国铁路设计集团有限公司 | Steel reinforced concrete beam with prestressed lower anchor and construction method thereof |
| CN113981829A (en) * | 2021-11-12 | 2022-01-28 | 王壹帆 | Construction method of prestressed concrete tongue-and-groove joint |
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