CN201351279Y - Circular deep foundation pit support - Google Patents
Circular deep foundation pit support Download PDFInfo
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- CN201351279Y CN201351279Y CNU2009201012617U CN200920101261U CN201351279Y CN 201351279 Y CN201351279 Y CN 201351279Y CN U2009201012617 U CNU2009201012617 U CN U2009201012617U CN 200920101261 U CN200920101261 U CN 200920101261U CN 201351279 Y CN201351279 Y CN 201351279Y
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- foundation pit
- construction
- deep foundation
- pit support
- campshed
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Abstract
The utility model particularly relates to a circular deep foundation pit support, which belongs to the technical field of deep foundation pit construction in industrial architecture, and solves the problems that the prior deep foundation pit support is not suitable for complex geological conditions and the construction cost is high. The circular deep foundation pit support comprises a center which is also the center of the deep foundation pit, a plurality of piles which are uniformly distributed outside a main structure, a coronary orifice beam which stretches into the foundation pit is formed at the top part of the piles, and the outer layer of the main structure which is completed by a topdown construction method and connected with the piles into a whole is arranged below the coronary orifice beam. The circular deep foundation pit support has the advantages of being suitable for poorer geological conditions, particularly to the soil layer structure diversification within the scope of earthwork excavating depth, ensuring the stability of a main structure soil body during construction period, greatly reducing the construction cost and improving the construction speed.
Description
Technical field
The utility model belongs to the technical field of industrial construction deep foundation pit construction, is specifically related to a kind of be applicable to low-cost, the simple circular deep foundation pit support of construction technology under the complex geological condition.
Background technology
Have deep foundation pit construction now if adopt the constructure scheme of diaphragm wall supporting, when inapplicable geological conditions is complicated, the not conventional difficult lease of its construction machinery, and construction cost is too high; If adopt the open caisson construction method, when also inapplicable geological conditions is complicated, can't sink if any gravel and mud stone, and construction period is oversize.
Summary of the invention
The utility model is not suitable for complex geological condition and the too high problem of construction cost in order to solve existing deep foundation pit construction with supporting, and a kind of circular deep foundation pit support is provided.
The utility model adopts following technical scheme to realize:
Circular deep foundation pit support, it is characterized in that comprising that with the deep foundation ditch center be the center, the uniform campshed in the agent structure position outside, the campshed top is provided with the Guan Kouliang that extends in foundation ditch, the agent structure skin that finish for the contrary sequence method that connects as one with campshed hat mouthful beam below.
But campshed facade setting stationary body structural outside layers concrete can be used as the connecting lacing wire of agent structure outer concrete template construction with split bolt simultaneously.
The length that hat mouthful beam extends in foundation ditch equals the outer field thickness of agent structure.
Hat mouthful beam is linked as integral body with first segment agent structure skin and campshed in the supporting described in the utility model, constitutes the preliminary supporting of foundation ditch, has reduced soldier pile length, and the first segment agent structure is outer and campshed is stressed jointly, guarantees support effect.And contrary agent structure skin and the campshed that does to finish constitutes pattern foundation pit supporting structure jointly, improved the supporting supporting capacity, guarantee that the periphery basis of finishing of having constructed is not subjected to disturbance, guarantee that the agent structure soil body in the stability of construction period, has lowered the working measure expense significantly, improved speed of application.
The utility model is applicable to that geological conditions is relatively poor, when being particularly useful for the soil layer construction variation in the soil excavation depth bounds, if any the deep foundation ditch of clay, gravel and mud stone etc.The utility model compared with prior art has following beneficial effect:
1, the excavation of foundation pit supporting scheme to same building size compares, and as if adopting the cast-in-place concrete pile supporting, adding the job practices that the concrete agitation pile is made water-stop curtain, construction cost is about 2,800,000 yuan; If adopt the construction of continuous concrete wall scheme, construction cost is about 3,700,000 yuan; And the construction cost of job practices described in the utility model is about 1,250,000 yuan, so the utility model easy construction, progress are fast, has also reduced construction cost.
2, supporting described in the utility model has reduced the excavation area, and the protection periphery has been constructed and finished the basis and be not subjected to disturbance, has also reduced amount of excavation simultaneously, has accelerated construction speed, has also saved operating expenses on soil excavation.
3, campshed can block diffusing caving in of gathering materials such as sand in the foundation ditch scope, gravel, make main structure construction during surrounding soil stable, effectively guaranteed the geology stability and safety of construction area.
Figure of description
Fig. 1 is a cyclone sediment pond floor map among the embodiment
Fig. 2 is that cyclone sediment pond constuction joint is kept somewhere schematic diagram among the embodiment
Fig. 3 is a bracket formwork schematic diagram among the embodiment
Among the figure: 1-campshed, 2-hat mouthful beam, 3-vertical construction joints, 4-agent structure skin, 5-agent structure internal layer, 6-tension rib, 7-sprue gate, 8-horizontal construction joint, 9-precipitation well
The specific embodiment
Circular deep foundation pit support, comprise that with the deep foundation ditch center be the center, the uniform campshed 1 in the agent structure position outside, campshed 1 top is provided with the hat mouth beam 2 that extends in the hole, and hat mouthful beam 2 belows are the agent structure skin 4 that the contrary sequence method that connects as one with campshed 1 is finished.
But campshed 1 facade setting stationary body structural outside layers concrete can be used as the connecting lacing wire 6 of agent structure outer concrete template construction with split bolt simultaneously.
The length that hat mouthful beam 2 extends in foundation ditch equals the thickness of agent structure skin 4.
In conjunction with the accompanying drawings and the utility model a certain case history of being applied to the applicant further specify the specific embodiment of the present utility model.
A certain case history with the applicant is that example further specifies the specific embodiment of the present utility model.
1, the special geologic condition of engineering: upper formation contains about 4 meters of oversize cobble thickness, and about 8 meters of mud stone thickness is crept in the bottom.
2, engineering construction principle: concrete pore-forming perfusion campshed links to each other with a hat mouthful beam and forms an integral body, with steel concrete pile body and the contrary lateral pressure of making the outer common opposing soil mass of foundation pit of agent structure, guarantees that construction safety carries out.
3, engineering construction design:
Eddy flow well pattern foundation pit supporting structure adopts concrete piling, calculates and the engineering experience consideration according to campshed individual layer fulcrum, and the contrary concrete hat mouthful beam that adds of borehole wall skin (agent structure skin), design parameters is as follows:
3.1, supporting adopts concrete piling:
3.1.1, adopt machine drilling, mud off, deposited reinforced concrete pile body, stake footpath 1000mm; Lay out pile continuously in eddy flow well extension, campshed is the center with eddy flow well center, and diameter is 21m, and two camber line distances are 2.4m, arrange 27 piles altogether;
3.1.2, the pile body concrete strength is C30, main muscle 14 Φ 28 of stake, II level, spiral stirrup Φ 8@150mm;
3.1.3, the degree of depth that is mounted under the mud stone of cast-in-place concrete pile is 8 meters; 4 meters empty stakes are played on pile body top, and pile body always is about 30 meters;
3.1.4, excavation of foundation pit and borehole wall construction period, the outer precipitation well of construction area is discontinuous operation not, guarantees that water level is lower than eddy flow well shaft bottom absolute altitude in the precipitation well;
3.2, the eddy flow borehole wall adopts contrary sequence method:
3.2.1, the stake apical cap mouth beam (fore shaft beam) be of a size of width 1000mm, the height 1200mm; Concrete class C30.A hat mouthful beam chooses that 600mm combines with the borehole wall in well;
3.2.3, from ground to-4m heavy excavation, downward every 3m is a construction section, 7 sections of the big reductions of a fraction of excavation of foundation pit, the borehole wall is outer to divide 7 sections reverse constructions;
3.2.4, borehole wall contrary sequence method: at the vertical 600mm of pile concrete facade, laterally 1000mm adopts boring bar planting technology that fixedly borehole wall concrete drawknot muscle is set, buried depth 300mm, bar planting ￠ 25 screw-thread steels, extension is with the outer field thickness of the borehole wall.
4, key points for operation
4.1, campshed plane working drawing sees Fig. 1.
4.2, excavation of foundation pit
4.2.1, adopt hydraulic crawler excavator to dig on the ground to-4.0m, transport to the owner with a cubic metre of earth dumper truck and decide the spoil ground.Foundation ditch is put sloping coefficient by 1: 0.5.Repair 5 meters wide ramps to-4 meters planes from ground.
4.2.2, hydraulic crawler excavator enters in the Whirlwind tank and cuts the earth.
Put the steel bucket that 2～3 3m3 contain soil in Whirlwind tank, the soil that hydraulic crawler excavator digs out is poured in the steel bucket, in 1 of ground configuration or two 50 tons of crawler cranes the steel bucket is hung out, and soil is discharged in cubic metre of earth car transports.Soil excavation adopts the artificial clear end to apart from the also surplus 300mm of substrate the time.
4.2.3, dig when tapping into the shaft bottom and meeting mud stone, bunker hangs out outside the hole to adopt pneumatic pick to dig out again.As harder local loosening blasting or the low dose of blast working taked of mud stone.Use the loosening mud stone of backhoe big gun hammer in addition,, then backhoe is hung out foundation ditch until the design substrate.
4.2.4, pit earthwork excavation depth and progress restrict do segmentation by the contrary of borehole wall construction.Must seek unity of action, be undertaken by sequence of construction.
4.3, cyclone sediment pond contrary sequence method
The eddy flow borehole wall is divided into inside and outside two-layer construction with constuction joint with the borehole wall in the middle of thickness, its thickness is 600mm.Borehole wall skin begins to adopt reverse construction from a hat mouthful beam.Layer concrete begins to adopt positive practice construction from the shaft bottom plate in the borehole wall.The outer wall first road horizontal construction joint stays and is located at pool wall-2.800m place (top of hat mouthful beam).The constuction joint of the contrary sequence method and the positive practice stays the position of establishing to see accompanying drawing 2.
Adopt this job practices, reduced the length of soldier pile, the borehole wall that first segment has been constructed is outer to link together stressed jointly with campshed with a hat mouthful beam, form the supporting of individual layer fulcrum, reduce pile body suspended wall length, thereby improve the degree of stability of pile body, adopt this job practices to be favourable aspects such as construction speed, safety.
4.3.1, the pool wall template construction
Adopt the compound wooden model of 1800mm * 900mm * 15mm, vertically use 90 * 40 flitches and φ 16 split bolts to fix, vertical spacing 600mm; Level interval 1000mm.Hoop is processed into arc with Φ 25 round steel by pool wall curvature.Split bolt is established sealing sheet (150 * 150 * 3 steel plates are made), and split bolt is fixed with expansion bolt or the reinforcing bar anchoring agent bar planting of Φ 25 in soldier pile one side.Horizontal joint adopts topotype to make the horizontal bed die of the borehole wall.
The effect of bar planting has three on campshed: the first is as the template split bolt; It two is to support and drawknot as the fixing contrary borehole wall of doing.It three is floating fixedly connected of back cover rear defence as the borehole wall.Campshed is to prevent floating anchor pile.
Two sections connect the constuction joint place, during following one deck template formwork, adopt the method for choosing bracket, concreting.Promptly build mouth at the bracket of levels concrete junction expenditure segmentation, bracket end face absolute altitude should be higher than the constuction joint position, is beneficial to concrete and builds with the constuction joint place closely knit.See bracket formwork schematic diagram 3 for details.
4.3.2, reinforced bar engineering
Reinforcing bar processing and installation, this engineering pool wall adopts reverse construction, construct earlier pool wall and base plate, construction pond, back internal construction so the beam slab section that the pond inner structure is connected with pool wall is built, is all reserved joint bar.Reserve the position of joint bar, must fixation, in order to avoid cause the position skew.Reserve joint bar Φ 18 bar dowels and pool wall master muscle reinforcement of weld.Vertical reinforcement connects the employing straight thread and connects.
4.3.3, the horizontal construction joint job practices
During reverse construction, the soil layer basal plane at well wall body section construction seam place all should be handled as topotype, must conscientious levelling basal plane.Method is: mouth is wider than the about 700mm of thickness of shaft wall, wide 800mm suitable for reading at the bottom of excavating one along the downward soil layer in campshed edge, the degree of depth is the cannelure of 800mm, backfill sand and compacting in groove, guarantee that sand cushion is smooth, closely knit, can not sink, body of wall vertical applied force reinforcing bar adopts the straight thread connection in place by drawing, is connected the joint that staggers mutually with following construction section borehole wall reinforcing bar, inserts respectively in the sand cushion, then at layer of sand top tile work and smear mortar levelling, as the mulch film of the borehole wall.When being preferably in the levelling bottom surface, some inboard outwards has certain gradient to be beneficial to the closely knit and eliminating bubble of concreting.Overlay isolated material on the mulch film in order to removing topotype.
Claims (3)
1, a kind of circular deep foundation pit support, it is characterized in that comprising that with the deep foundation ditch center be the center, at the uniform campshed (1) in the outside, agent structure position, campshed (1) top is provided with the Guan Kouliang (2) that extends in foundation ditch, the agent structure skin (4) that finish for the contrary sequence method that connects as one with campshed (1) Guan Kouliang (2) below.
2, circular deep foundation pit support according to claim 1 is characterized in that campshed (1) but facade setting stationary body structural outside layers concrete can be used as the connecting lacing wire (6) of agent structure outer concrete template construction with split bolt simultaneously.
3, circular deep foundation pit support according to claim 1 and 2 is characterized in that length that Guan Kouliang (2) extends equals the thickness of agent structure skin (4) in foundation ditch.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CNU2009201012617U CN201351279Y (en) | 2009-01-07 | 2009-01-07 | Circular deep foundation pit support |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CNU2009201012617U CN201351279Y (en) | 2009-01-07 | 2009-01-07 | Circular deep foundation pit support |
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| Publication Number | Publication Date |
|---|---|
| CN201351279Y true CN201351279Y (en) | 2009-11-25 |
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| Application Number | Title | Priority Date | Filing Date |
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| CNU2009201012617U Expired - Fee Related CN201351279Y (en) | 2009-01-07 | 2009-01-07 | Circular deep foundation pit support |
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Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103215963A (en) * | 2013-05-06 | 2013-07-24 | 陈灿斌 | Pile or pile group structure |
| CN103628487A (en) * | 2013-11-28 | 2014-03-12 | 中冶天工集团有限公司 | Circular deep foundation pit retaining wall reverse construction method |
| CN111622571A (en) * | 2020-04-21 | 2020-09-04 | 上海二十冶建设有限公司 | Construction method for pouring reserved plate joint bars on cyclone well pool wall and cantilever plate in stages |
-
2009
- 2009-01-07 CN CNU2009201012617U patent/CN201351279Y/en not_active Expired - Fee Related
Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103215963A (en) * | 2013-05-06 | 2013-07-24 | 陈灿斌 | Pile or pile group structure |
| CN103628487A (en) * | 2013-11-28 | 2014-03-12 | 中冶天工集团有限公司 | Circular deep foundation pit retaining wall reverse construction method |
| CN103628487B (en) * | 2013-11-28 | 2016-05-18 | 中冶天工集团有限公司 | Circular deep foundation ditch retaining wall reversed construction method |
| CN111622571A (en) * | 2020-04-21 | 2020-09-04 | 上海二十冶建设有限公司 | Construction method for pouring reserved plate joint bars on cyclone well pool wall and cantilever plate in stages |
| CN111622571B (en) * | 2020-04-21 | 2021-11-16 | 上海二十冶建设有限公司 | Construction method for pouring reserved plate joint bars on cyclone well pool wall and cantilever plate in stages |
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| 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: 20091125 Termination date: 20170107 |
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| CF01 | Termination of patent right due to non-payment of annual fee |