CN205314083U - Novel ground is consolidated in stake of major diameter composite construction - Google Patents

Abstract

The utility model discloses a novel ground is consolidated in stake of major diameter composite construction, it is applicable to especially lacking good supporting course or holding the power intermediate layer under the various complex geological condition " deep soft foundation consolidate, it includes many reinforcing pile among the vertical soft soil layer of inserting in edge, reinforcing pile stretches into the bottom is no less than 10m in the soft foundation, reinforcing pile stretches out on the top soft soil layer to beyond the ground, the reinforcing pile top is provided with the pile cover, pile cover and be provided with composite cushion more than the earth's surface, roadbed filling is on the composite cushion top surface. The utility model discloses a reinforcing pile is along radially dividing the three -layer to arrange, includes inlayer pile body, a middle level net section of thick bamboo and the skin geomembrane that permeates water respectively, its china net's section of thick bamboo encloses for the net piece that modified polypropylene material or modified polypropylene material made.

Description

A kind of Novel major diameter composite construction stake consolidated subsoil

Technical field

This utility model relates to reinforced soft soil ground technical field, in particular to a kind of Novel major diameter composite construction stake consolidated subsoil construction method.

Background technology

At present, soft soil foundation is reinforced include newly-built and reconstruction passenger traffic freight rail, administrative region of a city railway, inter-city passenger rail, high-speed railway, reinforce to highway communications such as the track traffics such as urban track traffic, highway, highway, town roads and to the soft soil foundation of the large-scale siteworks such as airport, port and pier, Logistic Base, power station, comprehensive transportation hub, underground deep-foundation pit engineering, wetland landscape transformation.

Traditional reinforced soft soil ground treatment technology means or function are relatively single, two big classes substantially can be divided into: a class is discharging consolidation mode from approach and mode, the Active Drainage consolidation style such as discharging consolidation mode and vacuum preloading as passive in sand wick, plastic draining board etc., the ability that this kind of technological means finally improves foundation capability and control settlement is all extremely limited, is only suitable for compared with shallow-layer, composite foundation bearing capacity is less demanding, especially that requirement of settlement control is not high reinforced soft soil ground; Another kind of is utilize pile body to reinforce means, it is collectively forming a kind of composite foundation to improve ground comprehensive load capacity and settlement Control ability with inter-pile soil body, reinforcing pile body is broadly divided into: (1) low intensive granular pile or aggregate pile, such as crushed stone bed course, crushed stone pile, ash (cement) soil compaction pile etc.; (2) moderate strength and the good flexible pile of globality, such as cement mixing method, rotary churning pile, CFG stake etc.; (3) intensity and globality better semi-rigid, rigid pile, such as plain concrete pile, reinforced concrete pile etc., this kind of reinforcing pile means, instant effect, but needs to rely on one or more layers better subsoil supporting course within the scope of additional stress influence depth. Also have, it is known that non-drainage pile reinforce means all there is a weakness comparatively highlighted: inter-pile soil body can not elapse in time and continue to improve, the later stage there is also consolidation effect decay possibility.

Continuous enhancing along with the market demand, engineering practice also becomes increasingly abundant, the new technique new tool in correlation engineering field is also maked rapid progress, these new technical meanses are substantially in three kinds of trend or classification, respectively three kinds of patterns such as single formula, combination type, combined type, namely existing ripe a certain foundation stabilization means are strengthened by single formula; Namely combination type adopts two kinds or above existing foundation stabilization means are combined forming a kind of novel reinforced technology, can be divided into again combination, parallel combinations etc. two kinds up and down; Combined type is namely around a certain existing foundation stabilization means, by some supplementary means it is carried out the improvement compound in structure or performance, make a kind of diverse new method or new tool, being divided into again hierarchical composite physical chemistry compound, strengthen three kinds of forms such as compound, wherein combined type is the main flow of composite foundation technology innovation.

Through statistics, the body format adopted in combined type stake technology has rigid pile, element mixed stake, permeable concrete pile, CFG stake, broken stone pile, drilled pile etc. 6 kinds; The supplementary form adopted or means have granular pile, mixing pile, rotary churning pile, draining board, raft plate etc. 5 kinds; Core principal mode energetically core (being often referred to steel reinforced concrete), concrete core, rubble, light mixed etc. 4 kinds; Go along with sb. to guard him or lateral spacing principal mode has 3 kinds of forms such as soil engineering bag, tire, pvc pipe; Pile body enhancements principal mode has slip casting, joint bar, electric osmose, high polymer, horizontal reinforcement etc. 5 kinds.

It is conventional art means or new technique means are all carry out updating, develop and innovating close around following several respects key technology for the problem of Soft Ground:

(1) how composite foundation comprehensive load capacity and settlement Control ability be improved further:

Countermeasures: 1. to aggregate pile, it is necessary to strengthen pile body periphery and go along with sb. to guard him ability, effectively controls pile body oxygen blast cyanidation, it is prevented that side is burst bad, reduces Stress in pile shaft and dissipates, and is effectively improved pile body stress, promotes stress-bearing capability; 2. set up powerful drainability to pile body, accelerate inter-pile soil body dissipation of excess pore-water pressure, improve self degree of consolidation of weak soil body, promote soft soil foundation comprehensive physical mechanical property;

(2) how under the premise guaranteeing foundation stability, improve the permission height that bankets, accelerate to banket speed, effective reduction of erection time:

Countermeasures: by setting up reinforcement measure, granular pile is made to be converted into the flexible pile of good integrity, manage to strengthen pile body shear resistance simultaneously, strengthen pile body drainability, improve the soft soil foundation early stage degree of consolidation, fundamentally improve inter-pile soil body performance, thus being obviously improved the vertical and lateral soil arching effect of inter-pile soil body;

(3) how to keep later stage permanent consolidation effect, engineering property even can also be made to obtain persistence for a long time and improve:

Countermeasures: strengthen pile body drainability, and enable weak soil between stake to obtain discharging consolidation lasting for a long time, fundamentally improve soft soil foundation engineering property;

(4) deep soft soil foundation substantially can be reduced to Three models: best a kind of pattern is to be able to ensure that in the depth bounds playing self performance at pile body to run into sufficiently stable and thickness good bearing course at pile end; More slightly worse pattern is to be able to ensure that in the depth bounds playing self performance at pile body not run into sufficiently stable and thickness good bearing course at pile end, but there is the holding force interlayer that multilamellar strength and stability is good; Worst a kind of pattern is namely not meet sufficiently stable and intensity good bearing course at pile end in depth bounds at pile body, also even one layer stable and the lenticular body supporting course of sufficient intensity not to meet multilamellar, and pile body is substantially all in flabbily in basic unit with suspended state.

Countermeasures: the nature and characteristic of accurate analysis deep soft soil foundation, finds out and makes full use of the available advantage of all in soft soil foundation, selects to use composite foundation structure form and the reinforcement means that can utilize these conditions very well. Being generally of two kinds of thinkings, a kind of is amplify bottom bearing or the collateral resistance that foundation condition can be generated by as far as possible, and overstriking pile body diameter, raising pile body vertically bear or transmission capacity is the most direct effective approach; Another kind is to try to reduce the dependence being even completely free of supporting course run in ground, improves soft layer discharging consolidation ability as possible, thus directly improving the bearing capacity of the soil body self, resistance to compression.

Utility model content

The purpose of this utility model seeks to solve the deficiency of above-mentioned background technology, reinforces for the deep soft soil foundation especially lacking good supporting course or holding force interlayer under various complex geological conditions, it is provided that a kind of Novel major diameter composite construction stake consolidated subsoil.

The technical solution of the utility model is: a kind of Novel major diameter composite construction stake consolidated subsoil, it is characterized in that: include multiple reinforcing pile vertically inserted in soft layer, described reinforcing pile bottom extend in soft layer, soft layer is stretched out to ground in described reinforcing pile top, described reinforcing pile top is provided with pile cover, described pile cover is arranged in the composite cushion that soft layer surface is laid, and roadbed is piled up on described composite cushion end face; Described reinforcing pile radially divides three layers to arrange, includes internal layer pile body, middle level net cylinder and the permeable geomembrane of outer layer respectively; The mesh sheet that described net cylinder is modified polyethylene material or modified polypropylene material is made surrounds.

Preferably, described mesh sheet is wrapped in described pile body radial outer wall, and a described mesh sheet radially side is laminated on described mesh sheet radially another side.

Preferably, described mesh sheet is wrapped in described pile body radial outer wall, and a described mesh sheet radially side is spliced by band with radially another side.

Preferably, described mesh sheet is axially disposed multi-segmental, and the mesh sheet of adjacent segment is spliced by band.

Further, described band includes pricking bar and fore shaft, and the one side of described bundle bar is provided with multiple pawl being arranged side by side, and described fore shaft is arranged on described bundle bar one end, and described fore shaft can carry out single-way moving on described bundle bar, and locks.

Further, described permeable geomembrane is packaged in described net barrel dliameter outer wall, and the seam lap width of described permeable geomembrane is not less than 5cm.

Preferably, described internal layer pile body is aggregate pile.

Preferably, described reinforcing pile external diameter is 0.8～1.5m, reinforcing pile length 10～30m, and reinforcing pile presses triangle or rectangular arrangement, and pile spacing is 2.5～5.0m.

Further, described composite cushion includes bed course on rubble, steel plastic geogrid and rubble underlayer, the pile cover on described reinforcing pile top is positioned at described rubble underlayer bottom surface, described steel plastic geogrid is on described rubble underlayer end face and rubble between base surface, described roadbed filling is bed course end face on described rubble, and described roadbed cross section is isosceles trapezoid.

This utility model is that a kind of deep weak subgrade for " especially lacking supporting course or holding force interlayer under various complex geological conditions " carries out reinforcing, mainly through giving full play to the powerful lasting discharging consolidation effect of novel reinforced pile body, and it is aided with the more metathesis of performance, with stake pile jacking cap, bed course, particular formation combination collectively forms a kind of NEW TYPE OF COMPOSITE consolidated subsoil, and constitute the monomer reinforcing pile of pile group composite foundation, it is outside conventional pellets pile body, set up the powerful net barrel structure layer being made up of middle level net cylinder and the permeable geomembrane of outer layer, what can be obviously enhanced pile body goes along with sb. to guard him ability, and there is lasting discharging consolidation ability.

Innovative idea of the present utility model is to add the various combination properties such as the discharging consolidation ability that timber pile footpath makes this new structure stake have, vertical force transfer capacity and displacement improved abilities to be largely increased, deep soft soil foundation adaptability for various complex conditions is higher, especially uses more advantage in lacking the deep soft soil foundation of supporting course or holding force interlayer. The maximum value of this construction method is in that the reinforcing difficult problem that can more effectively solve especially to lack the deep soft soil foundation of supporting course under various complicated hard situation, and pile body radical can be made less, and consolidation cycle is shorter, and faster, cost is lower for construction speed.

Accompanying drawing explanation

Fig. 1 is composite foundation structure schematic diagram of the present utility model;

Fig. 2 is the reinforcing pile structural representation in this utility model;

Fig. 3 is band structural representation in this utility model.

Detailed description of the invention

Below in conjunction with the drawings and specific embodiments, the utility model is described in further detail.

This patent is to reinforce for the deep weak subgrade in " especially the lacking supporting course or holding force interlayer of various complex conditions ", with reference to Fig. 1, the NEW TYPE OF COMPOSITE consolidated subsoil that this construction method is formed includes reinforcing pile 1 in multiple vertically insertion soft layer 7, reinforcing pile 1 top is stretched out outside soft layer 7 to ground, reinforcing pile 1 top is provided with pile cover 8, pile cover 8 crown and periphery are equipped with composite cushion, and roadbed 5 fills on composite cushion end face.

The construction method of this Novel major diameter composite construction stake consolidated subsoil comprises the following steps:

1) foundation condition treating construction area is analyzed, it is determined that the weak soil in this region organizes division and each layer physico-mechanical properties layer by layer;

First carrying out geological prospecting, by dividing stratum, sampling test obtains the important physical mechanics parameters such as unit weight, shearing resistance, resistance to compression, and depth of exploration suggestion is not less than 30m, and satisfied 0.1 additional stress and weight stress ratio require; According to survey data, carry out stability, bearing capacity, settlement Control capability analysis to each layer soil layer being carried out physical and mechanical parameter in 20m depth bounds, with clear division stratum, the various physical and mechanical parameter conditions obtaining each layer;

2) reinforcing pile 1 is set in region to be onstructed:

Before carrying out construction reinforcement stake 1, first the stratigraphy assemblage meeting above-mentioned condition is carried out ultimate bearing capacity of single pile and the test of Bearing Capacity of Composite Foundation scene, and it is synchronously performed many groups preconsolidation sedimentation contrast test of 6～12 months, test (takes 3 with a reinforcement elements during triangular arrangement, 4 are taken) during rectangular arrangement, initial trial stake footpath adopts 1.0m, initial trial stake long employing 10m, initial trial pile spacing is adopted as 3.0m, prefabricating load is by 2 times of considerations of design additional stress, observation preconsolidation settling data curve, analyze settlement stability trend, find out the knee of curve meeting requirement of settlement control, corresponding time point be work before the minimum consolidation settlement time, by several groups of long contrast tests different with pile spacing of stake, the design parameter of reinforcing pile 1 length that disclosure satisfy that structure sheaf construction conditions within the construction time allowed and final pile spacing etc. is determined than choosing,

According to test pile scheme comparison's Detection results, determine that the final stake footpath that reinforces in embodiment, stake be long and pile spacing than choosing, start afterwards reinforcing pile 1 is constructed; Stretch into soft layer 7 bottom reinforcing pile 1, if soft layer 7 has stable supporting course, be preferably inserted in this stable supporting course bottom reinforcing pile 1; If lacking supporting course even holding force interlayer in soft layer 7, then allowing reinforcing pile 1 to be in one " suspension " state, soft foundation 7 to ground off-balancesheet is stretched out on reinforcing pile 1 top;

Stake footpath, stake in this reinforcing pile 1 using method design are long, pile spacing is identical with above-mentioned test pile test. Particularly as follows: reinforcing pile 1 external diameter is 0.8～1.5m, its length 10～30m, by triangle or rectangular arrangement, pile spacing is 2.5～5.0m, and the degree of density depends on that the discharging consolidation effect of reinforcing pile 1, metathesis can be provided by the bearing capacity to composite foundation and settlement Control ability after playing.

The reinforcing pile 1 of the present embodiment radially divides three layers to arrange, includes internal layer pile body 11, middle level net cylinder 12 and the permeable geomembrane 13 of outer layer respectively; The mesh sheet that net cylinder 12 is modified polyethylene material or modified polypropylene material is made surrounds (with reference to Fig. 2);

After reinforcing pile has been constructed, segmentation is extracted 1～3 reinforcement elements and is first carried out preconsolidation settling test effect detection, after meeting requirement of settlement control, carry out Bearing Capacity of Composite Foundation test effect detection again, 1 reinforcement elements refers to the basic cloth pile element such as triangle or rectangle being made up of 3 or 4 piles respectively, and the load maximum of above-mentioned test effect detection considers by 2 times of design loads;

3) after reinforcing pile construction, pile cover 8 is built on reinforcing pile 1 top, the concentrated stress that reinforcing pile 1 can provide can be made to be uniformly distributed, lay composite cushion subsequently, composite cushion includes bed course 4 on rubble underlayer 2, steel plastic geogrid 3 and rubble, composite cushion correspondence thickness reference value " 30cm+1 layer+30cm ";

4) after composite cushion is constructed, by the different engineering properties such as the piece of smooth land, town road, highway, railway and technology requirement, carrying out roadbed 5 above composite cushion to fill, different engineerings have different fill placement technique standards and quality acceptance standard, concrete by the execution of related specifications code;

5) after roadbed 5 has filled, one period of settlement stability phase need to be provided, within the period demand phase, carry out settlement observation and stability analysis judges, after the settlement stability observation and analysis result filling layer meets structure sheaf construction conditions, carry out upper structural layer construction.

In the present embodiment, the internal layer pile body 11 of reinforcing pile 1 is aggregate pile, and its pellet is advocated and adopted the good construction waste garbage concrete block of intensity, and concrete block adopts rubble Mechanical Crushing to make, and screens out fine-grained composition, forms the artificial metaling that size grading is good. So can make full use of building waste or building waste, it is achieved the cyclic utilization of waste, is a kind of economic model suiting sustainable development.

And the powerful mesh material that the middle level net cylinder 12 of reinforcing pile 1 is modified polyethylene material that a layer thickness is 2～4cm or modified polypropene strand bonding is made, mesh sheet is wrapped in the mode of pile body radial outer wall two kinds, one is: a mesh sheet radially side is arranged on mesh sheet radially another side, namely the Mosaic face local of mesh sheet is overlapping, and overlapping widths is not less than 5cm, another way is: mesh sheet radially one side is spliced by band 6 with radially another side, with reference to Fig. 3, this band 6 includes pricking bar 61 and fore shaft 62, the one side pricking bar 61 is provided with multiple pawl being arranged side by side, fore shaft 62 is arranged on bundle bar 61 one end and can carry out single-way moving along pricking bar 61, when the Mosaic face of mesh sheet splices, bar 61 one end of pricking of belt lock catch 62 does not sequentially pass through two Mosaic faces of mesh sheet, prick bar 61 subsequently and pierce into the fore shaft 62 being positioned at bundle bar 61 other end, bar 61 is pricked in tension, make bundle bar 61 one-way locking, the mutual splicing of two Mosaic faces of mesh sheet can be completed.When mesh sheet is not enough along its length, axially disposed can having multi-segmental mesh sheet, the mesh sheet of adjacent segment is spliced by band, to match with pile body length. Employing sectional type mesh sheet can be prefabricated in net barrel structure along carrying out in producer, on-the-spot employing band splicing, and this kind of spliced net cylinder has better vertically pulling-resistant and transverse direction shear resistance.

Being positioned at the outermost permeable geomembrane 13 of reinforcing pile 1 and be packaged in net cylinder 12 radial outer wall, the seam lap width of permeable geomembrane 13 is not less than 5cm, this feature that permeable geomembrane 13 has tension, puncture resistance performance is good, can provide good confined pressure for pile body 11; And the permeable geomembrane of outer layer 13 also has good permeable resistance mud function, its pore size can according to glutinous grain particle diameter stage number selection, and the powerful drainability guaranteeing composite web barrel structure is more lasting.

This patent is the one innovation ruggedized construction of the deep soft soil foundation for " especially the lacking good supporting course or holding force interlayer of various complex conditions ", and stresses the solution of following technical problem underlying:

First, composite foundation bearing capacity deficiency problem: this problem is to be caused by two aspects such as reinforcing pile body bearing capacity deficiency and inter-pile soil bearing capacity deficiency, wherein improving the bearing capacity reinforcing pile body is the key solving this problem, tradition broken stone pile, its composite foundation bearing capacity of the aggregate pile such as sand-gravel pile is on the weak side is lack effectively lateral confined pressure or constraint due to pile body, when vertical load is transmitted to deep layer by pile body, " side bulging deformation " can be produced and make pile body destroy, and then stress dissipates, this patent pile body structure form adopts a kind of powerful net cylinder that the pile bodies such as pellet are set up the measure of going along with sb. to guard him, strong sidewise restraint is provided, so that its bearing capacity significantly improves,

Secondly, the strong problem of Composite Foundation Settlement control ability: this problem is and inter-pile soil excessive by reinforcing pile body self compression equally, two aspects such as the not high resistance to compression deficiency of the pile-end soil degree of consolidation cause, and the employing of conventional pellets pile body is discrete material, flexible pile than good integrity, its incompressible deformabilities such as Half rigid pile even rigid pile are especially inadequate, " side bulging deformation " phenomenon can be made to significantly improve after pile body is set up powerful net barrel structure, incompressible deformability is significantly improved, the measure of still further aspect is to set up the while that brute force going along with sb. to guard him measure and be also additionally arranged powerful discharge structure to reinforcing pile body, pile body is made to be provided simultaneously with powerful and lasting discharging consolidation effect, can significantly improve between stake and the degree of consolidation of stake substratum and incompressible deformability, thus can realize being greatly improved of Composite Foundation Settlement control ability from above-mentioned two aspect,

Again, composite foundation poor stability problem: this depends on the resistant slide ability of pile body, i.e. pile body anti-shear ability, and set up reinforcement measure at granular piles such as aggregate pile and can realize this effect, this patent pile body appearance is additionally arranged a kind of modified poly ethylene or the net barrel structure of modified polypropylene material formation, and the significant advantage of this material is exactly that shear resistance is strong;

It addition, settlement stability excessive cycle, construction speed crosses slow problem: this depends on sedimentation convergence rate after additional stress applies, point two kinds of situations, and one is depending on the densification degree of reinforcing pile self compression set ability and constructing soil; Two are depending on whether reinforcing pile has discharging consolidation ability and continuous action ability;This patent is additionally arranged intensifying drainage consolidation measure for aggregate pile such as the indifferent broken stone pile of discharging consolidation, it is the extremely unobstructed drainage channel by middle level net cylinder 12 and the formation of outer layer permeable geomembrane 13 and the realization of permanent holding capacity, it is under the conventional radial direction or vertical pressure of 200～250KPa (20～25T/m2), section voidage remains at about 60%, and far below above-mentioned pressure in the ambient stress of practical application, its section voidage is higher, and discharging consolidation ability is higher, and, set up middle level net cylinder 12 and the permeable geomembrane 13 of outer layer in pile body periphery after, its surface area is bigger, passage hole is bigger, it is therefore comprehensive that drainability is higher thoroughly, owing to its non-deformability is higher, therefore this powerful drainability is more lasting, it is not available for the aggregate pile such as existing broken stone pile, also it is cement mixing method, rotary churning pile, CFG stake, plain concrete, the tradition reinforcement technique such as reinforced concrete pile and cloth bag (slip casting) stake, the unique function not available for novel reinforced technology such as geotechnique's (film) packed stake, even if compared with the special conventional discharge means such as sand wick and plastic draining board, its drainability is also more prominent, it is thus possible to fast onset and the permanent discharging consolidation effect keeping inter-pile soil body, direct replacement effect can be played, rapidly solidified effect, accelerating construction progress, can continue to keep consolidation for a long time after work again, improve composite foundation stabilization effect,

Also has other side: the durability of composite foundation stabilization stake and the common stressed effect of inter-pile soil, composite foundation structure and consolidation effect thereof etc. are also all the important factor in order improving consolidation effect, the prominent concavo-convex rough surface features of this composite foundation pile body structure is more beneficial for stake, the common stress of soil, permeable geomembrane that pile body adopts, the high-strength ageing resistance of mesh sheet ensure that the durability of composite foundation structure and consolidation effect, and the effectively resistance mud function of the permeable geomembrane of its outer surface ensure that the long duration of discharging consolidation effect.

This utility model is that the deep soft soil foundation for " especially the lacking good supporting course or holding force interlayer of various complex conditions " carries out reinforcing, by giving full play to the powerful lasting discharging consolidation effect of novel reinforced pile body, and play more metathesis simultaneously, form a kind of sufficient intensity and stability composite foundation to solve a reinforcing difficult problem for this class deep soft soil foundation, this engineering method is after increasing compound structure for new residence stake stake footpath, the problem making above-mentioned various aspects is able to effectively solve better, it it is the innovation of a kind of foundation reinforcing structure, " Novel major diameter composite construction pile foundation ruggedized construction " can be referred to as.

The pile cover 8 on reinforcing pile 1 top of the present embodiment extend into rubble underlayer 2 bottom surface, and steel plastic geogrid 3 is on rubble underlayer 2 end face and rubble between bed course 4 bottom surface, and roadbed 5 fills bed course 4 end face on rubble, and roadbed 5 cross section is isosceles trapezoid. Steel plastic geogrid 3 and net barrel structure all have good shearing resistance, tensile property, can form a complete three-dimensional shearing resistance system, and collectively form three-dimensional soil arching effect with inter-pile soil.

Innovative idea of the present utility model is " adding the timber pile footpath combination property to each side such as the discharging consolidation ability having of strengthening this new structure stake, vertical force transfer capacity and displacement improved abilities, go to solve under various complicated hard situation especially in a reinforcing difficult problem for the deep soft soil foundation lacking supporting course or holding force interlayer ".

Maximum value of the present utility model is in that " the various performances of this compound structure for new residence stake being greatly improved by further adding timber pile footpath; more effectively solve a reinforcing difficult problem for the especially deep soft soil foundation of famine supporting course under various complicated hard situation ", pile body radical can be made less, consolidation cycle is shorter, faster, cost is lower for construction speed.

The above, be only preferably case study on implementation of the present utility model, and structure of the present utility model is not done any pro forma restriction. Every any simple modification, equivalent variations and modification above example made according to technical spirit of the present utility model, all still falls within the scope of the technical solution of the utility model.

Claims (9)

1. a Novel major diameter composite construction stake consolidated subsoil, it is characterized in that: include multiple reinforcing pile (1) vertically inserted in soft layer (7), described reinforcing pile (1) bottom extend in soft layer (7), soft layer (7) is stretched out to ground in described reinforcing pile (1) top, described reinforcing pile (1) top is provided with pile cover (8), described pile cover (8) is arranged in the composite cushion that soft layer (7) surface is laid, and roadbed (5) is piled up on described composite cushion end face; Described reinforcing pile (1) radially divides three layers to arrange, includes internal layer pile body (11), middle level net cylinder (12) and the permeable geomembrane of outer layer (13) respectively; The mesh sheet that described net cylinder (12) is made for modified polyethylene material or modified polypropylene material surrounds.

2. a kind of Novel major diameter composite construction stake consolidated subsoil according to claim 1, it is characterised in that: described mesh sheet is wrapped in described pile body (11) radial outer wall, and a described mesh sheet radially side is laminated on described mesh sheet radially another side.

3. a kind of Novel major diameter composite construction stake consolidated subsoil according to claim 1, it is characterized in that: described mesh sheet is wrapped in described pile body (11) radial outer wall, a described mesh sheet radially side and radially another side are by band (6) splicing.

4. a kind of Novel major diameter composite construction stake consolidated subsoil according to claim 1, it is characterized in that: described permeable geomembrane (13) is packaged in described net cylinder (12) radial outer wall, and the seam lap width of described permeable geomembrane (13) is not less than 5cm.

5. a kind of Novel major diameter composite construction stake consolidated subsoil according to claim 1, it is characterized in that: in the another kind of version of described reinforcing pile, described mesh sheet is axially disposed multi-segmental, and the mesh sheet of adjacent segment is spliced by band (6).

6. a kind of Novel major diameter composite construction stake consolidated subsoil according to claim 3 or 5, it is characterized in that: described band (6) includes pricking bar (61) and fore shaft (62), the one side of described bundle bar (61) is provided with multiple pawl being arranged side by side, described fore shaft (62) is arranged on described bundle bar (61) one end, described fore shaft (62) can carry out single-way moving on described bundle bar (61), and locks.

7. a kind of Novel major diameter composite construction stake consolidated subsoil according to claim 1, it is characterised in that: described pile body (11) is aggregate pile.

8. a kind of Novel major diameter composite construction stake consolidated subsoil according to claim 1, it is characterised in that: described reinforcing pile external diameter is 0.8～1.5m, reinforcing pile length 10～30m, and reinforcing pile presses triangle or rectangular arrangement, and pile spacing is 2.5～5.0m.

9. a kind of Novel major diameter composite construction stake consolidated subsoil according to claim 1, it is characterized in that: described composite cushion includes bed course on rubble (4), steel plastic geogrid (3) and rubble underlayer (2), described reinforcing pile (1) top extend into described rubble underlayer (2) bottom surface, described steel plastic geogrid (3) is positioned on described rubble underlayer (2) end face and rubble between bed course (4) bottom surface, described roadbed (5) fills bed course (4) end face on described rubble, described roadbed (5) cross section is isosceles trapezoid.