CN101962929B - Novel method for processing soft soil subgrade by pile-supporting reinforcing technology - Google Patents
Novel method for processing soft soil subgrade by pile-supporting reinforcing technology Download PDFInfo
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Abstract
The invention discloses a novel method for processing a soft soil subgrade by pile-supporting reinforcing technology, which comprises the following steps of: A, driving piles into the subgrade to be stabilized in a way that pile ends penetrate a soft soil layer to a supporting layer, and distributing the piles into a square; B, erecting formworks at the tops of the piles, casting in-situ reinforced concrete pile caps, bidirectionally and uniformly distributing fabric reinforcement along a full length and burying steel heads into the sections of the pile caps to distribute the steel heads into the sections of the pile caps; C, maintaining the cast-in-situ reinforced concrete pile caps, filling embankment earth fillers among the pile caps and performing field engineering; D, before paving reinforcing materials, cleaning the top sections of the pile caps and keeping clean the top sections of the pile caps, and when paving the reinforcing materials, inserting the steel heads buried in the tops of the pile caps into reinforcing material meshes for fixation; and E, erecting the formworks above the top sections of the pile caps, casting concrete fixed ends and fixing the reinforcing materials at the tops of the piles. The method is easy and convenient to operate, and solves the problems of excessive lateral displacement of the subgrade and embankment, excessive sedimentation, excessive non-uniform sedimentation and low reinforcing material utilization efficiency in the prior art.
Description
Technical field
The present invention relates to a kind of novel pile formula reinforcement technology and process soft soil roadbed method, be applicable to process natural soft foundation when embankment is built, be particularly useful for soft foundation processing under the high fills embankment.
Background technology
Before the inventive method, the existing foundation treatment technology that is close is pile formula reinforced sand cushion.Pile formula reinforced sand cushion composite foundation is comprised of following components: embankment filled soil, sand cushion, muscle material, stake, pile cover, soft foundation, bearing stratum.The core of this system is stake and the reinforcement cushion that formed by sand cushion and muscle material, punches soft foundation to fall into lower sleeping bearing stratum, and the roadbed end face arranges reinforcement cushion.Under the embankment filled soil load action, stake is born most of load as vertical enhancing body and is played a supportive role; The muscle material by and sand cushion between the interact constraint embankment lateral displacement and improve the load share ratio of stake by the Membrane of Tensile Buildings effect of muscle material of interface frictional resistance.
But, the muscle material be by and sand cushion between the constraint embankment lateral displacement of interface frictional resistance and muscle material top embankment fractional load is delivered in the stake, and the interface friction force between muscle material and the soil is limited, and when reaching capacity the interface frictional resistance, relative sliding can occur the muscle material.In recent years, many experts and scholars have proved that this effect of muscle material is very limited, and the muscle material is stressed well below its intensity in pile formula reinforced sand cushion, and this also is a kind of waste of resource.By existing literature research analysis-by-synthesis, when being applied to build Soft Soil Foundation Under Embankment, pile formula reinforced sand cushion has following concrete shortcoming:
(1) side slope of embankment lateral displacement phenomenon is still obvious;
(2) the muscle material is not obvious to the lateral displacement restriction of roadbed deep layer;
(3) interface friction of muscle material and the soil body is limited in one's ability, and its intensity is not fully exerted;
(4) uneven subsidence is still remarkable;
(5) the Membrane of Tensile Buildings effect of muscle material is not remarkable;
(6) sand cushion material and laying expense are large.
Summary of the invention
For the deficiencies in the prior art, the objective of the invention is to be to provide a kind of novel pile formula reinforcement technology to process soft soil roadbed method, easy to implement the method, easy and simple to handle.The method forms a fixed system muscle material and pile cover is fixed together by being embedded in steel bar end on the pile cover and cast-in-situ concrete fixed end, the fixing ground of this effective reinforcement material and pile cover is reinforced, changed the reinforcement mechanism that passes through muscle material and sand cushion interfacial interaction in the prior art, thereby it is excessive well to have solved the roadbed and the embankment lateral displacement that exist in the prior art, sedimentation and differential settlement are excessive, muscle material utilization ratio is low, and the not obvious and sand cushion of Membrane of Tensile Buildings effect is laid the large deficiency that waits of expense.
In order to realize above-mentioned purpose, the present invention adopts following technical measures:
A kind of novel pile formula reinforcement technology is processed soft soil roadbed method, the steps include:
A, stake squeezed into the ground of need reinforcing, the pile body modulus of elasticity should be at 5-30GPa, this stake can be concrete tubular pile, also can (or) be bored pile, stake footpath and stake are long should be determined according to bearing capacity and distribution of strata situation, the stake end should penetrate soft layer to bearing stratum, adopts square to lay out pile;
B, at stake topmast mould, cast-in-situ steel reinforced concrete pile cover.The pile cover section form adopts square, and the length of side is determined according to stake footpath and pilespacing size, adopted 700 ~ 1500 mm.The thickness of pile cover is not less than 250 mm.Steel mesh reinforcement should be by two-way even elongated layout, and diameter is not less than 6 mm, and spacing is not more than 200 mm, and the steel mesh reinforcement protective layer thickness should be less than 40 mm.Strength grade of concrete is not less than C25, and the stake jacking enters pile cover length and is not less than 50 mm.The pile cover design should be satisfied bending resistance, Punching Shear and shearing resistance requirement; And during the cast-in-situ steel reinforced concrete pile cover, bury four steel bar ends underground in the pile cover cross section.Steel bar end should be uniformly distributed in four jiaos in pile cover cross section, and should be less than 100 mm apart from the pile cover edge, the employed bar diameter of steel bar end should be not less than 8 mm, the ratio that is embedded in pile body part and exposed parts should be not less than 2:1, the steel bar end exposed parts should be between 5-10 cm, and should be less than 5 cm;
C, the cast-in-situ steel reinforced concrete pile cover is carried out maintenance.General employing natural curing adopts paulin, Polypropylence Sheet etc. closely to cover, and prevents the surface moisture evaporation.After the steel concrete pile cover reaches 75% intensity, will fill embankment filled soil between pile cover and carry out levelling of the land;
The pile cover top section should be cleared up before D, the laying muscle material, keep pile cover top section cleaning.Need when laying the muscle material that muscle material mesh is passed the steel bar end of burying underground on the pile cover top and tentatively fix, the muscle material of laying should be close to the pile cover cross section, and the muscle material can adopt steel mesh reinforcement, also can (or) adopt high-strength earth work grille and steel to mould grid etc.Muscle material overlap lap length should be less than 50 cm, and should adopt U-shaped nail to fix, and U-shaped nail spacing should be greater than 3m.Muscle material extensional rigidity should satisfy anti-shearing requirement;
E, above the pile cover top section formwork, the cast-in-situ concrete fixed end, the muscle material is fixed in the stake top, the sectional dimension of formwork is identical with the stake sectional dimension, concrete material, grade should be consistent with pile cover, concrete fixed end height should be between 10-20 cm, and should be less than 10 cm; The cast-in-situ concrete fixed end is carried out maintenance, generally adopt natural curing, adopt paulin, Polypropylence Sheet etc. closely to cover, prevent the surface moisture evaporation.Reach direct filling embankment filled soil after 75% intensity.
Described be embedded in the steel bar end on the stake top and form a fixed system at the concrete fixed end of the cast-in-place certain altitude of pile cover muscle material and pile body are fixed together.
The stake of described consolidated subsoil is high-intensity rigid pile, and the stake end is punched soft foundation, falls into bearing stratum.
When described muscle material was laid, the muscle material should be close to the pile cover cross section.
The muscle material of described laying is steel mesh reinforcement, or high-strength earth work grille and steel mould grid, and pile cover section edges place satisfies anti-shearing requirement.
Described four steel bar ends are embedded in the pile cover cross section, and steel bar end is uniformly distributed in four jiaos in pile cover cross section.
Advantage and technique effect that the inventive method is concrete are as follows:
1, directly embankment is passed to the stake top by the muscle material, has improved the load share ratio of stake;
2, Embankment Subsidence and differential settlement have been reduced;
3, reduce the embankment lateral displacement, improved embankment filled soil stability;
4, reduce roadbed and the lateral displacement of roadbed deep layer, improved subgrade stability;
5, Membrane of Tensile Buildings effect and the muscle material utilization rate of muscle material have been improved.
6, the cancellation sand cushion is laid the direct filling embankment, saves sand cushion material and laying expense.
Description of drawings
Fig. 1 is that a kind of novel pile formula reinforcement technology is processed soft soil roadbed method sectional structure chart.
Fig. 2 is that a kind of novel pile formula reinforcement technology is processed the soft soil roadbed stressed transmission schematic diagram of method.
Fig. 3 is that a kind of novel pile formula reinforcement technology is processed soft soil roadbed method to roadbed lateral displacement effect of contraction schematic diagram.
1, stake; 2, muscle material; 3, pile cover; 4, steel mesh reinforcement; 5, steel bar end; 6, concrete fixed end; 7, embankment; 8, roadbed lateral displacement; 9, muscle material axle power.
The specific embodiment
Below in conjunction with specific embodiment the inventive method is described in further detail:
According to Fig. 1 as can be known, a kind of novel pile formula reinforcement technology is processed soft soil roadbed method, the steps include:
A, the ground of need reinforcing is squeezed in stake 1, the pile body modulus of elasticity is 10 GPa, and this stake 1 is bored pile 1, stake 1 footpath is 500 mm cast-in-place concrete piles 1, and stake 1 length is 10m, and the stake end should fall into bearing stratum, stake 1 spacing is 3.5m, adopts square to lay out pile;
B, at stake 1 topmast mould, cast-in-situ steel reinforced concrete pile cover 3.Pile cover 3 adopts square, and the length of side is 1000 mm.The thickness of pile cover 3 is 250 mm, and steel mesh reinforcement 4 adopts two-way even elongated layout, and diameter is 6 mm, and spacing is 100 mm.Strength grade of concrete is C25, and steel mesh reinforcement 4 protective layer thickness are 50 mm, and it is 50 mm that stake 1 jacking enters pile cover 3 length; And during cast-in-situ steel reinforced concrete pile cover 3, bury four steel bar ends underground in pile cover 3 cross sections.Steel bar end 5 is uniformly distributed in four jiaos in pile cover 3 cross sections, is 100 mm apart from pile cover 3 edges, and steel bar end 5 employed bar diameters are 8 mm, and steel bar end 5 exposed parts should be at 5 cm, and the ratio that is embedded in pile cover 3 parts and exposed parts is 2:1;
C, cast-in-situ steel reinforced concrete pile cover 3 is carried out maintenance.Adopt natural curing, exposed concrete partly to adopt Polypropylence Sheet etc. closely to cover, prevent the surface moisture evaporation.After steel concrete pile cover 3 reaches 75% intensity, 3 of pile covers are filled embankment filled soil and carried out levelling of the land;
E, above pile cover 3 top sections formwork, cast-in-situ concrete fixed end 6.The sectional dimension of formwork is identical with the stake sectional dimension, concrete material, grade are consistent with pile cover 3, concrete fixed end 6 highly is 10 cm, cast-in-situ concrete fixed end 6 is carried out maintenance, general employing natural curing, adopt exposed concrete and partly adopt Polypropylence Sheet etc. closely to cover, prevent the surface moisture evaporation, reach direct filling embankment filled soil after 75% intensity.
Described be embedded in the steel bar end 5 on stake 1 top and form a fixed system at the concrete fixed end of pile cover 3 cast-in-place certain altitudes muscle material 2 and stake 1 body are fixed together.
The stake 1 of described consolidated subsoil is high-intensity rigid pile, and stake 1 end is punched soft foundation, falls into bearing stratum.
When described muscle material 2 was laid, muscle material 2 should be close to pile cover 3 cross sections.
The muscle material 2 of described laying is steel mesh reinforcement, or high-strength earth work grille and steel mould grid, and pile cover 3 section edges places satisfy anti-shearing requirement.
Described four steel bar ends 5 are embedded in pile cover 3 cross sections, and steel bar end 5 is uniformly distributed in four jiaos in pile cover 3 cross sections.
According to Fig. 2, Fig. 3 as can be known: analyze the inventive method from load transfer mechanism.When embankment 7 acts on the muscle material 2, because muscle material 2 is fixed together with pile cover 3, stake 1 constraint muscle material 2 stress deformations, changed the load transfer mechanism of muscle material 2, muscle material 2 is directly delivered to pile cover 3 by the muscle material axle power 9 of self with embankment 7, gives full play to the intensity of muscle material 2, has improved the Membrane of Tensile Buildings effect of muscle material 2 and the utilization rate of muscle material 2 intensity, reach the effect that improves stake 1-soil load share ratio, more multichannel dike load 7 is delivered to stake 1 end bearing stratum.The more important thing is that the inventive method can overcome the fatefulue defective that muscle material 2 and Soil Interface frictional force strength and stiffness limited, muscle material 2 are not given full play to, top embankment 7 is self to be directly delivered in the stake 1 by muscle material 2, intensity, the rigidity of muscle material 2 are higher, its effect is more obvious, can improve consolidation effect by intensity, the rigidity that increases the muscle material.After adopting the inventive method, the Load Transfer mode of muscle material 2 is changed into direct muscle material axle power 9 by muscle material self embankment 7 is delivered in the stake 1, sand cushion and muscle material 2 interfacial interactions have been replaced, lay the direct filling embankment thereby can cancel sand cushion, save sand cushion material and laying expense.Simultaneously, muscle material 2 can be by the effect of contraction to stake 1 top, the displacement of restriction stake 1 body, thus reach control roadbed lateral displacement 8, improved resistance to overturning.And the inventive method to have changed muscle material in traditional pile formula reinforced sand cushion 2 limited in one's ability with the interface friction of the soil body, the defective that its intensity is not fully exerted has greatly improved muscle material 2 utilization rates.
The method is applied to Changzhi-eastern section, speedway Changzhi, Anyang overlap joint section of a certain road and bridge and carries out the ground processing, to reduce " bumping at bridge-head " phenomenon.Wide 34 m of embankment end face, the depth of fill 5 m, embankment ratio of slope 1:1.5.Contain from top to bottom with sub-surface according to this test section of geological mapping data Abutment Back foundation soil: 1. planting soil: isabelline, slightly wet, slightly close, be rich in root system of plant, see a little calcareous concretion, thickness 0.2-0.5 m, average 0.35 m, and when construction, all remove; 2. silty clay: brown, plastic, uniform soil quality, in the viscosity, worm channel is grown, and contains the calcification mycelia, thickness 2.9-4.3 m, average 3.5 m; 3. silt: isabelline, slightly wet, comparatively loose, the soil property heterogeneity is seen round gravel and coarse sand thin layer, thickness 5.7-6.3 m, average 6.12 m; 4. sand pebble layer: lark, slightly wet, in close, content is about 40%, coarse sand filling, the general 1-2.5 cm of particle diameter, maximum 5 cm, thickness 3.4-4.7 m, average 4.08 m; 5. clay: maroon, slightly wet, hard plastic, worm channel is grown, and soil layer is comparatively fine and close, and it is a small amount of to contain the gravel cobble, thickness 10.3-14.9 m, average 12.5 m.This district belongs to temperate zone half moistening continental monsoon climate among the typical case, and the annual winter is without severe cold, and the summer is without heat, rain same season of heat.General annual precipitation is not found underground water at the 537.4-656.7 millimeter in the geological mapping scope.
Adopting the stake footpath according to the concrete geological condition of experimental section is 500 mm cast-in-place concrete piles 1, and stake 1 length is 10m, and stake 1 spacing is 3.5m.The stake top arranges pile cover 3, pile cover 3 is of a size of 1000mm * 1000 mm * 250 mm, on 3 four jiaos of the pile covers four steel bar ends 5 are set evenly, it is 10 cm that steel bar end 5 is imbedded pile cover 3 degree of depth, and exposed portions serve is 5 cm, before the laying muscle material 2, fill embankment filled soil 3 of pile covers, carry out levelling of the land, muscle material 2 adopts high-strength earth work grille, and tensile modulus is 160 kN/m.Geo-grid is close to pile cover 3 cross sections during laying; Module and cast-in-situ 100 mm concrete fixed ends are propped up in pile cover 3 tops, and formwork cun chi is identical with pile cover 3 cross sections; Adopt the Polypropylence Sheet maintenance to reach direct filling embankment filled soil after 75% requirement of strength in 7 days.And adopt pile formula reinforced sand cushion prior art to carry out ground at another truncation surface place of same experimental section and process, two kinds of operating modes are monitored respectively comparative analysis.Adopt earth pressure cell monitoring pile cover 3 top soil pressures and inter-pile soil pressure; Adopt grid displacement meter monitoring grid ess-strain.Monitoring result shows: compare with the pile formula reinforced sand cushion of prior art, adopt the method to carry out ground and process rear each monitoring point stress ratio raising more than 40%, each monitoring point grid strain capacity improves more than 50%.And adopt finite element software to carry out numerical simulation analysis according to actual condition, compare with common pile formula reinforced sand cushion, after employing the method was carried out the ground processing, the sedimentation of embankment end face reduced 25%, relative settlement reduces 35%, and the place's lateral displacement of embankment toe reduces 30%.
Claims (6)
1. a novel pile formula reinforcement technology is processed soft soil roadbed method, the steps include:
A, stake (1) squeezed into the ground of need reinforcing, the pile body modulus of elasticity is at 5-30 GPa, stake (1) is concrete tubular pile, or bored pile, stake (1) footpath and stake (1) are long to be determined according to bearing capacity and distribution of strata situation, stake (1) end penetrates soft layer to bearing stratum, adopts square lay out pile (1);
B, at stake (1) topmast mould, cast-in-situ steel reinforced concrete pile cover (3), pile cover (3) section form adopt square, the length of side is determined according to stake footpath and pilespacing size, employing 700 ~ 1500 mm;
The thickness of pile cover (3) is not less than 250 mm, steel mesh reinforcement (4) is by two-way even elongated layout, diameter is not less than 6 mm, spacing is not more than 200 mm, steel mesh reinforcement (4) protective layer thickness is not less than 40 mm, strength grade of concrete is not less than C25, stake (1) jacking enters pile cover (3) length and is not less than 50 mm, during cast-in-situ steel reinforced concrete pile cover (3), bury four steel bar ends (5) underground in pile cover (3) cross section, steel bar end (5) is uniformly distributed in four jiaos in pile cover (3) cross section, be not less than 100 mm apart from pile cover (3) edge, the employed bar diameter of steel bar end (5) is not less than 8 mm, and the ratio that is embedded in stake (1) body part and exposed parts should be not less than 2:1, steel bar end (5) exposed parts should between 5-10 cm, be not less than 5 cm;
C, cast-in-situ steel reinforced concrete pile cover (3) is carried out maintenance, adopt natural curing, adopt paulin, Polypropylence Sheet to cover, prevent the surface moisture evaporation, after steel concrete pile cover (3) reaches 75% intensity, will fill embankment filled soil between pile cover (3) and carry out levelling of the land;
D, lay that muscle material (2) is front clears up pile cover (3) top section, keep pile cover (3) top section cleaning, when laying muscle material (2) muscle material mesh being passed the steel bar end (5) of burying underground on pile cover (3) top is fixed, the muscle material (2) of laying is close to pile cover (3) cross section, muscle material (2) adopts steel mesh reinforcement, or adopts high-strength earth work grille and steel to mould grid, and muscle material (2) overlap lap length is not less than 50 cm, adopt U-shaped nail to fix, U-shaped nail spacing is not more than 3m;
E, at pile cover (3) top section top formwork, the cast-in-situ concrete fixed end, muscle material (2) is fixed in the stake top, the sectional dimension of formwork is identical with the stake sectional dimension, concrete material, grade should be consistent with pile cover (3), concrete fixed end (6) height is not less than 10 cm between 10-20 cm; Cast-in-situ concrete fixed end (6) is carried out maintenance, adopt natural curing, adopt paulin, Polypropylence Sheet to cover, reach direct filling embankment filled soil after 75% intensity.
2. process soft soil roadbed method according to a kind of novel pile formula reinforcement technology claimed in claim 1, it is characterized in that: the steel bar end (5) on described stake (1) top and form a fixed system at the upper cast-in-situ concrete fixed end (6) of pile cover (3) muscle material (2) and (1) are fixed together.
3. process soft soil roadbed method according to a kind of novel pile formula reinforcement technology claimed in claim 1, it is characterized in that: the stake of described consolidated subsoil (1) is high-intensity rigid pile, and stake (1) end is punched soft foundation, falls into bearing stratum.
4. process soft soil roadbed method according to a kind of novel pile formula reinforcement technology claimed in claim 1, it is characterized in that: when described muscle material (2) was laid, muscle material (2) was close to pile cover (3) cross section.
5. process soft soil roadbed method according to a kind of novel pile formula reinforcement technology claimed in claim 1, it is characterized in that: the muscle material (2) of described laying is steel mesh reinforcement, or high-strength earth work grille and steel are moulded grid.
6. process soft soil roadbed method according to a kind of novel pile formula reinforcement technology claimed in claim 1, it is characterized in that: described four steel bar ends (5) are embedded in pile cover (3) cross section, and steel bar end (5) is uniformly distributed in four jiaos in pile cover (3) cross section.
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| CN102352590B (en) * | 2011-07-27 | 2013-09-18 | 河南省交通规划勘察设计院有限责任公司 | Method for splicing highfill roadbed by adopting pile-sheet retaining wall |
| CN103132416A (en) * | 2011-11-28 | 2013-06-05 | 四川蜀渝石油建筑安装工程有限责任公司 | Method of bamboo wood handling mollisol filling highway subgrade |
| CN103821059A (en) * | 2014-01-28 | 2014-05-28 | 中铁二院工程集团有限责任公司 | Lateral restraining and reinforcing structure for stabilizing high-fill embankment with soft oil foundation built on bed rock |
| CN106917395A (en) * | 2016-12-12 | 2017-07-04 | 蓝振宁 | A kind of reinforcement means of subgrade |
| CN106609490B (en) * | 2016-12-13 | 2019-04-05 | 重庆交通大学 | A kind of stake-reinforcement material composite foundation structure and its construction method |
| CN106835878A (en) * | 2017-01-24 | 2017-06-13 | 华中科技大学 | A kind of embankment structure and construction method |
| CN106702840B (en) * | 2017-02-10 | 2022-05-24 | 湖南大学 | Anchor-pull type pile-bearing reinforced earth retaining wall embankment for treating soft soil roadbed on shoreside |
| CN113279387A (en) * | 2021-04-02 | 2021-08-20 | 杨燕伟 | Composite foundation treatment method and application |
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| JP2001073305A (en) * | 2000-08-18 | 2001-03-21 | Tenox Corp | Road construction body |
| EP1496161A1 (en) * | 2003-07-11 | 2005-01-12 | Ooms Avenhorn Holding B.V. | Method to stabilise the traffic route |
| WO2005049922A1 (en) * | 2003-11-14 | 2005-06-02 | Karl Reinhard Zeiss | Method and device for producing ground areas |
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| Publication number | Priority date | Publication date | Assignee | Title |
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| JP2001073305A (en) * | 2000-08-18 | 2001-03-21 | Tenox Corp | Road construction body |
| EP1496161A1 (en) * | 2003-07-11 | 2005-01-12 | Ooms Avenhorn Holding B.V. | Method to stabilise the traffic route |
| WO2005049922A1 (en) * | 2003-11-14 | 2005-06-02 | Karl Reinhard Zeiss | Method and device for producing ground areas |
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