CN103850259B - The horizontal inner support at the capping beam absolute altitude place of foundation pit supporting system and construction method thereof - Google Patents
The horizontal inner support at the capping beam absolute altitude place of foundation pit supporting system and construction method thereof Download PDFInfo
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- CN103850259B CN103850259B CN201410120223.1A CN201410120223A CN103850259B CN 103850259 B CN103850259 B CN 103850259B CN 201410120223 A CN201410120223 A CN 201410120223A CN 103850259 B CN103850259 B CN 103850259B
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Abstract
The invention discloses a kind of structure and construction method of horizontal inner support of capping beam absolute altitude place of foundation pit supporting system, its structure comprises capping beam (1) and supporting rod (2), reinforcing cage is provided with in capping beam (1) and supporting rod (2), reinforcing cage is become with lateral tie colligation by longitudinal stress nonprestressed reinforcement, multiple longitudinal sleeve pipe is through with in capping beam (1) and supporting rod (2), be provided with steel strand (6) in each longitudinal sleeve pipe, steel strand (6) are by stretch-draw and by ground tackle (8) anchoring; The key of its construction method is: when placing capping beam (1) reinforcing cage and supporting rod (2) reinforcing cage, is laid with longitudinal sleeve pipe of band steel strand (6), reaches after tensioning intensity, each steel strand of stretch-draw (6) until concrete strength at reinforcing cage.The structure of this horizontal inner support and construction method can ensure enough bearing capacities and ability of anti-deformation, can save steel and be convenient to follow-up dismounting again.
Description
Technical field
The present invention relates to field of civil engineering, specifically a kind of horizontal inner support and construction method thereof of capping beam absolute altitude place of foundation pit supporting system, in more detail, be that the post-tensioned unbonded prestressed concrete level at capping beam absolute altitude place in a kind of foundation pit supporting system is to the structure of inner support and construction method.
Background technology
Along with the development that deepens continuously of Process of Urbanization Construction, in order to effectively improve the utilization rate in soil, building becomes trend to underground space development.The scale of building foundation pit excavation is also increasing, and cutting depth is also constantly deepened, so foundation pit supporting system also more comes into one's own.Foundation pit supporting system by enclosure wall structure (comprising row of piles formula and wall-), support system, enclose purlin and water-stop curtain etc. and form.The wherein horizontal inner support of the support system normally reinforced concrete structure of multiple tracks different level, and the horizontal inner support at the capping beam absolute altitude place of indication of the present invention refers to, the capping beam itself of reinforced concrete structure and be positioned at the supporting rod of same mark much higher reinforced concrete structure with capping beam.From general knowledge, capping beam and supporting rod include the inner reinforcing cage be made up of longitudinal stress nonprestressed reinforcement and lateral tie and the concrete of anchor bar cage.Capping beam needs to bear soil body lateral pressure along with excavation of foundation pit, therefore is horizontal flexural member; And the two ends of every root supporting rod are with capping beam fixes and interlude is unsettled along with the excavation of foundation ditch, therefore often root supporting rod is vertical eccentric flexural member.And in view of horizontal inner support especially each supporting rod be temporary structure, along with subsequent construction is as removed when outer wall of basement construction is near capping beam mark post, and the constructing structure of surrounding body engineering can not be jeopardized again as outer wall of basement structure during the horizontal inner support of dismounting.
Above-mentioned capping beam and supporting rod are as a part for foundation pit supporting system, first enough bearing capacities to be met, next needs to possess good ability of anti-deformation, as capping beam needs to resist horizontal bend displacement and supporting rod needs are resisted and vertically bent displacement, capping beam and each supporting rod is finally needed to be convenient to dismounting, this has just left following contradiction: as wanted enough bearing capacities and ability of anti-deformation, just must improve the reinforcement ratio of concrete structure, and due to structure reason, the section area of capping beam and supporting rod is larger, therefore amount of reinforcement is naturally more, but reinforcing bar is many not only can be increased consumptive material and raise the cost, and more mainly bring a lot of difficulty to disassembling.And when dismantling level to inner support, for avoiding destroying construction agent structure around, big machinery can not be adopted, can only adopt small-sized machine even manpower dismantle, trouble effort, schedule delays.
Summary of the invention
The technical problem that the present invention will solve is, provides a kind of and can ensure enough bearing capacities and ability of anti-deformation, can save steel and be convenient to the horizontal inner support at the capping beam absolute altitude place of the foundation pit supporting system of follow-up dismounting again.
Technical solution of the present invention is, a kind of horizontal inner support of capping beam absolute altitude place of foundation pit supporting system of following structure is provided, it comprises capping beam and marks much higher supporting rod with capping beam is same, reinforcing cage is provided with in capping beam, also reinforcing cage is provided with in each supporting rod, reinforcing cage is become with lateral tie colligation by longitudinal stress nonprestressed reinforcement, multiple longitudinal sleeve pipe is through with in capping beam, also multiple longitudinal sleeve pipe is through with in supporting rod, be provided with steel strand in each longitudinal sleeve pipe, steel strand are by stretch-draw and by ground tackle anchoring.
Another technical problem that the present invention will solve is, provides a kind of and can ensure enough bearing capacities and ability of anti-deformation, can save steel and be convenient to the construction method of the horizontal inner support at the capping beam absolute altitude place of the foundation pit supporting system of follow-up dismounting again.
Another technical solution of the present invention is, provide a kind of construction method of horizontal inner support of capping beam absolute altitude place of foundation pit supporting system, it comprises following construction sequence:
A, after normal construction fender post wall construction, lay capping beam template and each supporting rod template going along with sb. to guard him on piling wall top mark height, and place capping beam reinforcing cage and supporting rod reinforcing cage, and capping beam reinforcing cage and supporting rod reinforcing cage are laid with longitudinal sleeve pipe of band steel strand;
B, water the concrete smashing capping beam and each supporting rod;
C, reach after tensioning intensity until concrete strength, each steel strand of stretch-draw, and by steel strand two ends and ground tackle anchoring.
The horizontal inner support at the capping beam absolute altitude place of foundation pit supporting system of the present invention and construction method thereof compared with prior art, have following remarkable advantage and beneficial effect.
Popular the saying of technical solution of the present invention, utilize the prestress wire of many tensionings to carry out alternative part longitudinal stress nonprestressed reinforcement of the prior art, namely significantly reduce the quantity of longitudinal stress nonprestressed reinforcement in reinforcing cage, and adopt prestress wire to substitute.First analyze from bearing capacity, because the tensile strength of prestress wire is much larger than the tensile strength of traditional longitudinal stress nonprestressed reinforcement, like this, ensureing under the prerequisite that bearing capacity is enough, the reinforcement ratio of capping beam and supporting rod unit cross-sectional area obviously reduces, the reinforcing bar decreased number adopted, good economy performance.Secondly, from the ability of anti-deformation analysis of single capping beam, make that capping beam concrete is compacted creates a compressed shape variable because steel strand are applied with prestressing force, and follow-up capping beam is when being subject to soil body lateral pressure, lateral pressure first must balance out compressed shape variable and just can be applied to capping beam concrete and make it to be elongated and bending becomes in occurring, therefore the ability of anti-deformation of single capping beam obviously strengthens, and from the ability of anti-deformation analysis of single supporting bar part, equally because steel strand Shi Hanzhang makes that the concrete of supporting rod is compacted creates a compressed shape variable, and in the middle of follow-up supporting rod unsettled be subject to eccentric vertically to power time, vertically to power also must first balance out compressed shape variable just can be applied to supporting rod make it to be elongated and occurs vertical to bending, therefore the ability of anti-deformation of single supporting bar part also obviously strengthens.And capping beam and Ge Gen supporting rod define the hoop frame of the globality that prestressing force is closed after tensioning, which naturally improves the overall ability of anti-deformation of the horizontal inner support of this absolute altitude.From analyzing above, prestress wire is utilized to carry out alternative most longitudinal stress nonprestressed reinforcement, its bearing capacity and ability of anti-deformation all can meet the requirements, and, reinforcing bar can also be saved, reduce the cost of temporary structure, and, more crucially, this structure convenient disassembly, only need during dismounting to loosen prestress wire, prestress wire by stretch-draw moves back anchor to be loosened, and steel strand are extracted out from longitudinal sleeve, then the reinforcement ratio of concrete section then significantly reduces, bearing capacity and the ability of anti-deformation of its component also significantly weaken, process of so disassembling just becomes simple and convenient laborsaving, and only utilize small-sized machine even manually just can be dismantled quickly and easily, duration also significantly shortens.
As improvement, in the concrete of the joint portion of capping beam and supporting rod, between every two adjacent longitudinal sleeve pipes, anchoring has one block of metal grill plate, because in the concrete of the joint portion of capping beam and supporting rod, steel strand are too intensive, the steel strand of existing capping beam have again the steel strand of supporting rod and above-mentioned two kinds of steel strand also mutually to intersect, likely the concrete in this region is damaged during such tensioning steel strand, therefore be provided with waffle slab in this position, can concrete intensity be increased, prevent concrete by pulling damage; Equally, in the concrete of the joint portion of capping beam and capping beam, between every two adjacent longitudinal sleeve pipes, also anchoring has one block of metal grill plate, and its object is also increase concrete intensity, prevents concrete by pulling damage.
As improving again, the degree of prestressing of member section every side Reinforcement of capping beam is 50% ~ 70%, the degree of prestressing of member section every side Reinforcement of supporting rod is also 50% ~ 70%, such scope is superior scheme, because once lower than this scope, the reinforcement ratio of that longitudinal stress nonprestressed reinforcement is still higher, is still inconvenient to dismantle; And once higher than this scope, then the ability of anti-deformation of capping beam and supporting rod will be poor.
As also improving, be provided with lubrication oil between steel strand and longitudinal sleeve pipe, like this, be the soap-free emulsion polymeization structure of lubrication oil between longitudinal sleeve pipe and steel strand, like this, steel strand can be extracted out very easily from longitudinal sleeve pipe, further convenient unloading process.
Accompanying drawing explanation
Fig. 1 is the plan structure schematic diagram of the horizontal inner support at the capping beam absolute altitude place of foundation pit supporting system of the present invention.
Fig. 2 be the capping beam of the horizontal inner support at the capping beam absolute altitude place of foundation pit supporting system of the present invention face structural representation.
Fig. 3 is the side sectional structure schematic diagram of the capping beam of the horizontal inner support at the capping beam absolute altitude place of foundation pit supporting system of the present invention.
Fig. 4 is the capping beam of horizontal inner support at capping beam absolute altitude place and the plan structure schematic diagram of the joint portion of capping beam of foundation pit supporting system of the present invention.
Fig. 5 be the metal grill plate of the horizontal inner support at the capping beam absolute altitude place of foundation pit supporting system of the present invention face structural representation.
Shown in figure 1, capping beam, 2, supporting rod, 3, longitudinal stress nonprestressed reinforcement, 4, lateral tie, 5, longitudinal sleeve pipe, 6, steel strand, 7, metal grill plate, 8, ground tackle.
Detailed description of the invention
Below in conjunction with the drawings and specific embodiments, the invention will be further described.
As shown in Figure 1, Figure 2, shown in Fig. 3, Fig. 4, Fig. 5, the horizontal inner support at the capping beam absolute altitude place of foundation pit supporting system of the present invention, it comprise capping beam 1 and with capping beam 1 with marking much higher supporting rod 2.In capping beam 1, anchoring has reinforcing cage, and in each supporting rod 2, also anchoring has reinforcing cage.Capping beam 1 and supporting rod 2 are the difference of concrete size and installation site, but are reinforced concrete structure.Reinforcing cage is become with lateral tie 4 colligation by longitudinal stress nonprestressed reinforcement 3.Be through with multiple longitudinal sleeve pipe 5 in capping beam 1 along its length, be also through with multiple longitudinal sleeve pipe 5 along its length in supporting rod 2, longitudinal sleeve pipe 5 is in industry accustomed to being called linear pattern sleeve pipe.Steel strand 6 are provided with in each longitudinal sleeve pipe 5, steel strand 6 are by stretch-draw and by ground tackle 8 anchoring, lubrication oil is provided with between steel strand 6 and longitudinal sleeve pipe 5, the concrete soap-free emulsion polymeization of steel strand 6 and longitudinal sleeve pipe 5 and this longitudinal sleeve pipe 5 surrounding, but to member section concrete Shi Hanzhang after relying on steel strand 6 two ends stretch-draw.
In the concrete of the joint portion of capping beam 1 and supporting rod 2, between every two adjacent longitudinal sleeve pipes 5, anchoring has one block of metal grill plate 7, and this metal grill plate 7 does not contact with longitudinal sleeve pipe 5; Described joint portion refers to, capping beam 1 docks to overlap with supporting rod 2 to be located.In the concrete of the joint portion of capping beam 1 and capping beam 1, between every two adjacent longitudinal sleeve pipes 5, also anchoring has one block of metal grill plate 7.
The degree of prestressing of member section every side Reinforcement of capping beam 1 is 50% ~ 70%, and the degree of prestressing of member section every side Reinforcement of supporting rod 2 is also 50% ~ 70%.Reinforcement comprises longitudinal stress prestressed reinforcement and steel strand 6 and longitudinal stress nonprestressed reinforcement 3.The degree of prestressing of described member section side Reinforcement refers to, the pulling force design load sum of whole steel strand 6 of side in the cross section of every root capping beam 1 or every root supporting rod 2 and the ratio of the pulling force design load sum of whole Reinforcements of this side, cross section.Illustrate, as shown in Figure 3, the upside one of the cross section of this capping beam 1 has three steel strand 6 and three longitudinal stress nonprestressed reinforcements 3, i.e. total six roots of sensation Reinforcement, the degree of prestressing of the Reinforcement of the upside of this member section is exactly the pulling force design load sum of pulling force design load sum divided by six roots of sensation Reinforcement of three steel strand 6, and the ratio of gained is any one value in 50% ~ 70% scope.Equally, as shown in Figure 3, the downside of the cross section of this capping beam 1 is also three steel strand 6 and three longitudinal stress nonprestressed reinforcements 3, i.e. total six roots of sensation Reinforcement, the degree of prestressing of the Reinforcement of the downside of this member section is exactly the pulling force design load sum of pulling force design load sum divided by six roots of sensation Reinforcement of three steel strand 6, and the ratio of gained is also any one value in 50% ~ 70% scope.
As shown in Figure 1, Figure 2, Figure 3, Figure 4, the construction method of the horizontal inner support at the capping beam absolute altitude place of foundation pit supporting system of the present invention, it comprises following construction sequence.
A, after normal construction fender post wall construction, lay capping beam 1 template and each supporting rod 2 template going along with sb. to guard him on piling wall top mark height, and place capping beam 1 reinforcing cage and supporting rod 2 reinforcing cage, and capping beam 1 reinforcing cage and supporting rod 2 reinforcing cage are laid with longitudinal sleeve pipe 5 of band steel strand 6.
B, water the concrete smashing capping beam 1 and each supporting rod 2.
C, until concrete strength reach tensioning intensity and design code intensity level 75% after, each steel strand 6 of stretch-draw, and by steel strand 6 two ends through the two ends anchoring of ground tackle 8 at capping beam 1 or supporting rod 2.Stretching process is conventional prior art, namely utilizes jack by steel strand 6 tensioning and utilizes ground tackle 8 and backing plate by steel strand 6 anchoring jail.
Claims (1)
1. a construction method for the horizontal inner support at the capping beam absolute altitude place of foundation pit supporting system, is characterized in that:
It comprises a kind of horizontal inner support of capping beam absolute altitude place of foundation pit supporting system, this horizontal inner support comprises capping beam (1) and marks much higher supporting rod (2) with capping beam (1) is same, capping beam is provided with reinforcing cage in (1), each supporting rod is also provided with reinforcing cage in (2), reinforcing cage is become with lateral tie (4) colligation by longitudinal stress nonprestressed reinforcement (3), multiple longitudinal sleeve pipe (5) is through with in capping beam (1), also multiple longitudinal sleeve pipe (5) is through with in supporting rod (2), steel strand (6) are provided with in each longitudinal sleeve pipe (5), steel strand (6) are by stretch-draw and by ground tackle (8) anchoring,
This construction method comprises following construction sequence:
A, after normal construction fender post wall construction, lay capping beam (1) template and each supporting rod (2) template going along with sb. to guard him on piling wall top mark height, and place capping beam (1) reinforcing cage and supporting rod (2) reinforcing cage, and capping beam (1) reinforcing cage and supporting rod (2) reinforcing cage are laid with longitudinal sleeve pipe (5) of band steel strand (6);
B, water the concrete smashing capping beam (1) and each supporting rod (2);
C, reach after tensioning intensity until concrete strength, each steel strand of stretch-draw (6), and by steel strand (6) two ends and ground tackle (8) anchoring.
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| CN201410120223.1A CN103850259B (en) | 2014-03-27 | 2014-03-27 | The horizontal inner support at the capping beam absolute altitude place of foundation pit supporting system and construction method thereof |
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| CN201410120223.1A CN103850259B (en) | 2014-03-27 | 2014-03-27 | The horizontal inner support at the capping beam absolute altitude place of foundation pit supporting system and construction method thereof |
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| CN103850259B true CN103850259B (en) | 2016-04-27 |
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| CN105220697A (en) * | 2015-11-06 | 2016-01-06 | 无锡市大筑岩土技术有限公司 | Shaped steel and prestressed reinforced concrete combining structure support and construction method |
| CN109267698A (en) * | 2018-11-29 | 2019-01-25 | 三筑工科技有限公司 | Pretensioned prestressing welding stirrup mesh sheet laminated frame is set a roof beam in place and its construction method |
| CN113756328B (en) * | 2021-09-24 | 2022-10-18 | 郑鸿彰 | Auxiliary regulation and control method for strength, rigidity and deformation of deep foundation pit supporting structure |
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