CN203128966U - Cushion layer composite foundation of CFG (cement fly-ash gravel) pile for transition section - Google Patents
Cushion layer composite foundation of CFG (cement fly-ash gravel) pile for transition section Download PDFInfo
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- CN203128966U CN203128966U CN 201320267511 CN201320267511U CN203128966U CN 203128966 U CN203128966 U CN 203128966U CN 201320267511 CN201320267511 CN 201320267511 CN 201320267511 U CN201320267511 U CN 201320267511U CN 203128966 U CN203128966 U CN 203128966U
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Abstract
The utility model relates to a cushion layer composite foundation of a CFG (cement fly-ash gravel) pile for a transition section. A cushion layer sequentially comprises a geotextile layer, a first gravel layer, a first medium coarse sand layer, a first geogrid, a second medium coarse sand layer, a second gravel layer, a first fine sand layer, a second geogrid, a second fine sand layer and a third gravel layer from bottom to top. The particle size of gravel of the first gravel layer and the third gravel layer is less than 4cm, and the particle size of the second gravel layer is smaller than the particle size of the gravel of the first gravel layer and the third grave layer; the geogrids are fixed through a U-shaped nail, and the elongation at break per linear meter of the geogrids is respectively less than 3% in the longitudinal direction and the transverse direction; and the anti-freezing index is -35 DEG C. The cushion layer composite foundation disclosed by the utility model can improve the compaction degree and integrity of a foundation of a highway roadbed, accelerate the construction progress, reduce the subsidence deformation of the roadbed and the foundation after construction, reduce slab staggering, cracks and subsidence of a pavement, enhance the integral stability of the roadbed, reduce the occurrence of bumping at a bridge head and prolong the service life of a highway.
Description
Technical field
The present invention relates to a kind of composite foundation of changeover portion of roadbed bridges and culverts, particularly a kind of mattress layer composite foundation of the CFG stake for changeover portion.
Background technology
In the construction of road and bridge work progress, have high-moisture when running into, the weak soil layer of complexity such as silt clay is, the capital is because difficulty of construction has restricted construction speed, in order to overcome the single CFG pile constructing process of overlarge area soft foundation, scientific and technical personnel have invented the composite foundation technology that the stake anastomose closes, namely lay mattress layer in the CFG stake with the ground that soil mixes, thereby reach the basic demand of bearing capacity of foundation soil and settlement after construction control.Present mattress layer mainly is made up of macadam, coarse sands layer and geo-grid.Yet for some more ad hoc highway sections, DeGrain seems.For example, the bumping at bridge-head that roadbed bridges and culverts changeover portion settlement of subgrade causes directly affects comfortableness and the safety of highway driving, become a kind of common common quality defect, tracing it to its cause is due to the rigidity and the flexible relative settlement that causes of changeover portion, directly affects the highway engineering construction quality.Present mattress layer structure can not solve the sedimentation of orlop macadam under weight, in addition, because multilayer geo-grid structure is townhouse setting up and down normally, like this under the gravity extruding, the easy attenuation of coarse sands layer between the two casting worker grids, cause the geo-grid mutual extrusion, lost the effect as reinforcing rib, thereby cause the differential settlement after the changeover portion construction.
Summary of the invention
The objective of the invention is to overcome above-mentioned not enough problem, a kind of Stability Analysis of Structures is provided, support effect is good, the mattress layer composite foundation of the CFG stake of the changeover portion of difficult generation changeover portion roadbed subsidence.
The mattress layer composite foundation of the CFG stake for changeover portion of the present invention, this mattress layer comprises geotextile layer, first macadam, second macadam, the 3rd macadam, first geo-grid, second geo-grid, the geotextile layer that is layed on the CFG stake is connected with first macadam, this first macadam upper surface is provided with first geo-grid, be filled with medium coarse sand in this first geo-grid, medium coarse sand covers first each 10cm of geo-grid upper and lower surface at least, form rough sand layer and second medium-sand seam in first, this second medium-sand seam connects second macadam; This second macadam upper surface is provided with second geo-grid, fills fine sand in this second geo-grid, and fine sand covers second each 10cm of geo-grid upper and lower surface at least, forms the first fine sand layer and the second fine sand layer, on this second fine sand layer the 3rd macadam is set; The ballast grain sizes of described first macadam and the 3rd macadam is less than 4cm, and the particle diameter of described second macadam is less than the ballast grain sizes of first macadam and the 3rd macadam; Fix by staple between the described geo-grid, the every linear meter(lin.m.) elongation at break of this geo-grid is that vertical and horizontal are respectively less than 3%; Its freeze proof index is-35 degrees centigrade.
Further, described geo-grid is of a size of 250mm x 250mm, and described geotextile is geotextiles.
Mattress layer is seated on the CFG pile crown, and interlocking interlock foundation soil is given full play to the bearing capacity of inter-pile soil, guarantees lotus
Carry by mattress layer be applied on the inter-pile soil and the CFG stake on, make stake soil realize bearing jointly load.The globality force status is right
Differential settlement in the control ground plays the core technology effect.
In addition, the utility model can improve degree of compaction and the globality of highway subgrade ground, accelerating construction progress, roadbed and foundation settlement distortion behind the minimizing worker, reduce the road surface and produce faulting of slab ends, crack, sedimentation, strengthen the roadbed resistance to overturning, reduced the bumping at bridge-head generation, improve the life cycle of highway, reduced the highway maintenance expense, guaranteed highway safety, comfortable driving, simultaneously the construction technology advanced person, guarantee that engineering is open to traffic in advance, have good social benefit.
Description of drawings
Accompanying drawing 1 is the schematic diagram of the mattress layer composite foundation of the utility model CFG stake of being used for changeover portion
Accompanying drawing 2 is structure charts of the utility model geo-grid
Among the figure, 1, the geotextile layer, 2, first macadam, 3, first medium-sand seam, 4, first geo-grid, 5, second medium-sand seam, 6, second macadam, 7, the first fine sand layer, 8, second geo-grid, 9, the second fine sand layer, the 10, the 3rd macadam, 11, geo-grid, 12, staple.
The specific embodiment
Below in conjunction with specific embodiment the present invention is described in further detail, but the present invention is not limited to specific embodiment.
As shown in Figure 1, geotextile layer 1, first hardcore bed 2, second macadam 6, the 3rd macadam 10, first geo-grid 4, second geo-grid 8, the geotextile layer 1 that is layed on the CFG stake is connected with first macadam 2, these first macadam, 2 upper surfaces are provided with first geo-grid 4, be filled with medium coarse sand in this first geo-grid, medium coarse sand covers first each 10cm of geo-grid upper and lower surface at least, form rough sand layer 3 and second medium-sand seam 5 in first, this second medium-sand seam 6 connects second macadam 6; These second macadam, 6 upper surfaces are provided with second geo-grid 8, fill fine sand in this second geo-grid 8, fine sand covers second each 10cm of geo-grid upper and lower surface at least, forms the first fine sand layer 7 and the second fine sand layer 9, on this second fine sand layer 9 the 3rd macadam 10 is set; The ballast grain sizes of described first macadam 2 and the 3rd macadam 10 is less than 4cm, and the particle diameter of described second macadam 6 is less than first macadam 2 and the 3rd macadam 10; Fixing by staple 12 between the described geo-grid 11, every linear meter(lin.m.) elongation at break of geo-grid is that vertical and horizontal are respectively less than 3%; Its freeze proof index is-35 degrees centigrade.
The process of deployment of mattress layer is finished like this.Calculate side's amount of each car rubble before the discharging, get grid with the lime line, the special messenger commands discharging.The filler smooth use loader that paves carries out just flatly, guarantees that each car material in time shakeouts, and it is flat that land leveller carries out end, and paving thickness adopts level gauge to control, and virtual resurfacing thickness is 24--25cm.Hardcore bed rolls compacting.Select 20 tons of road rollers to roll, guarantee that degree of compaction reaches designing requirement.Compacting order: in the middle of two rear flank, slow back is fast earlier earlier, shakes, shakes by force a little less than behind the first static pressure.Adopt and partly take turns overlapping rolled-on method, road roller speed is no more than 4km/h.First macadam is laid first medium-sand seam after the assay was approved.Calculate side's amount of each car sand before the discharging, get grid with the lime line, the special messenger commands discharging.The filler smooth use loader that paves will guarantee that each car material in time shakeouts, and it is flat to carry out end with land leveller again, and paving thickness adopts level gauge control, and virtual resurfacing thickness is 13cm.First medium-sand seam 20t road roller when 10cm is thick is difficult to walking, can adopt 18t road roller static pressure, and compacting counting is one time.Manually arch camber partly strikes off to part with self-made tool then.When laying, geo-grid launches perpendicular to line direction, and stretching smooth-going when paving, be close to topping, must not distortion, wrinkle, overlapping etc., be not less than material design tensile strength in the intensity that is subjected to the force direction connection place, and superimposed length is not less than 30cm; With binding strap the adjacent two layers geo-grid is fixed, the layer of sand surfacing must not have hard ridge.After geo-grid is completed, must not move.Forbid heavy-duty machinery directly in geo-grid walking and operation.Forbid when second medium-sand seam paves that truck directly walks in geo-grid, earlier in the joint with loader and the artificial sand of laying, to play the effect of protection geo-grid.Adopt loader to carry out filler and pave smoothly, guarantee that each car material in time shakeouts, it is flat to carry out end with land leveller again, and paving thickness adopts level gauge to control, and virtual resurfacing thickness is 13cm.Adopt the 18t road roller to carry out static pressure, compacting counting is one time.Manually arch camber partly strikes off to part with self-made tool then, carries out next process.All the other each layers all carry out according to above-mentioned construction requirement.
As shown in Figure 2, described geo-grid 11 is of a size of 25mm X 25mm, and described geotextile layer 1 is geotextiles.
1. the levels surface of laying geo-grid should flatten, compacting.Its technical indicator sees table.
Geo-grid is connected firmly, and be subjected to force direction connection place intensity to be not less than material design tensile strength, and superimposed length is not less than 30cm.When geo-grid is laid, must strain the flattening staple and fix, and with road bed is closely connected the fold distortion must not be arranged.. geo-grid must not be laid immediately on the hard sub-layer such as rubble.Should between geo-grid and rubble, lay 10cm thick in, the coarse sand topping, and the medium coarse sand bed course will adopt the compacting of road roller static pressure, forbid to roll and equipment such as transportation directly in the geo-grid operation that rolls or walk.The geo-grid of laying belongs to concealed work, should carry out inspection record by concealed work.
Just specific embodiment of the utility model described in this manual, above embodiment is only in order to the technical solution of the utility model to be described but not to restriction of the present utility model.All those skilled in the art comply with design of the present utility model by the available technical scheme of logical analysis, reasoning, or a limited experiment, all should be within scope of the present utility model.
Claims (2)
1. mattress layer composite foundation that is used for the CFG stake of changeover portion, this mattress layer comprises geotextile layer (1), first macadam (2), second macadam (6), the 3rd macadam (10), first geo-grid (4), second geo-grid (8), it is characterized in that: the geotextile layer (1) that is layed on the CFG stake is connected with first macadam (2), this first macadam (2) upper surface is provided with first geo-grid (4), be filled with medium coarse sand in this first geo-grid, medium coarse sand covers first each 10cm of geo-grid upper and lower surface at least, form rough sand layer (3) and second medium-sand seam (5) in first, this second medium-sand seam (5) connects second macadam (6); This second macadam (6) upper surface is provided with second geo-grid (8), fill fine sand in this second geo-grid (8), fine sand covers second each 10cm of geo-grid upper and lower surface at least, form the first fine sand layer (7) and the second fine sand layer (9), on this second fine sand layer (9) the 3rd macadam (10) is set; The ballast grain sizes of described first macadam (2) and the 3rd macadam (10) is less than 4cm, and the particle diameter of described second macadam (6) is less than the ballast grain sizes of first macadam (2) and the 3rd macadam (10); Fixing by staple (12) between the described geo-grid (11), every linear meter(lin.m.) elongation at break of geo-grid is that vertical and horizontal are respectively less than 3%; Its freeze proof index is-35 degrees centigrade.
2. according to the mattress layer composite foundation of the CFG stake of the described changeover portion of claim 1, it is characterized in that: described geo-grid (11) is of a size of 250mm x 250mm, and described geotextile layer (1) is geotextiles.
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 201320267511 CN203128966U (en) | 2013-05-16 | 2013-05-16 | Cushion layer composite foundation of CFG (cement fly-ash gravel) pile for transition section |
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| Application Number | Priority Date | Filing Date | Title |
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| CN 201320267511 CN203128966U (en) | 2013-05-16 | 2013-05-16 | Cushion layer composite foundation of CFG (cement fly-ash gravel) pile for transition section |
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| CN203128966U true CN203128966U (en) | 2013-08-14 |
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| CN 201320267511 Expired - Fee Related CN203128966U (en) | 2013-05-16 | 2013-05-16 | Cushion layer composite foundation of CFG (cement fly-ash gravel) pile for transition section |
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106758629A (en) * | 2017-02-27 | 2017-05-31 | 湖北工业大学 | A kind of the geotechnical grid reinforcement sand bedding course and construction method of the building waste that adulterates |
| CN107542016A (en) * | 2017-08-09 | 2018-01-05 | 中铁四局集团第工程有限公司 | A kind of dam filling construction for controlling roadbed differential settlement |
-
2013
- 2013-05-16 CN CN 201320267511 patent/CN203128966U/en not_active Expired - Fee Related
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106758629A (en) * | 2017-02-27 | 2017-05-31 | 湖北工业大学 | A kind of the geotechnical grid reinforcement sand bedding course and construction method of the building waste that adulterates |
| CN106758629B (en) * | 2017-02-27 | 2018-12-14 | 湖北工业大学 | A kind of geotechnical grid reinforcement sand bedding course and construction method adulterating building waste |
| CN107542016A (en) * | 2017-08-09 | 2018-01-05 | 中铁四局集团第工程有限公司 | A kind of dam filling construction for controlling roadbed differential settlement |
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| Date | Code | Title | Description |
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| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant | ||
| CF01 | Termination of patent right due to non-payment of annual fee | ||
| CF01 | Termination of patent right due to non-payment of annual fee |
Granted publication date: 20130814 Termination date: 20170516 |