CN206800092U - The soft base combined type of coastal tidal, which is changed, fills out structure and Roadbed by offshore soft clay - Google Patents

Abstract

Changed the utility model discloses the soft base combined type of coastal tidal and fill out structure and Roadbed by offshore soft clay, be related to Soft Ground field.A kind of soft base combined type of coastal tidal of the utility model offer, which is changed, fills out structure, including sea sand bed course, blotter, geogrids layer, embankment filled soil layer and road surface structare layer, and set gradually from bottom to top, sea sand bed course and blotter are respectively positioned on below ground, and GSZ, embankment filled soil layer and road surface structare layer are located at more than ground.The utility model additionally provides a kind of Roadbed by offshore soft clay for being changed including the soft base combined type of coastal tidal and filling out structure.The soft base combined type of coastal tidal provided by the utility model, which is changed, fills out structure and Roadbed by offshore soft clay and can make full use of abundant sea sand resources, reduce soft base and change and fill into this, the duration is shortened, and can effectively ensure that soft base changes matrix amount, there is good economic benefit and far-reaching social benefit.

Description

The soft base combined type of coastal tidal, which is changed, fills out structure and Roadbed by offshore soft clay

Technical field

Soft Ground field is the utility model is related to, is changed in particular to the soft base combined type of coastal tidal and fills out knot Structure and Roadbed by offshore soft clay.

Background technology

With the fast development of China's economy, the demand of highway construction is expanded rapidly, while also to the matter of highway construction Amount problem proposes baptism.China is vast in territory, and many highways are built on coastal tidal phase soft soil foundation, along strand Area builds highway, and is frequently encountered saturation silt clay and loose fine sand layer, if punishment is improper, easily cause the construction time with The roadbed longitudinal cracking of operation phase, the disease such as jump car of roadbed sliding and bridges and culverts joint.Guangxi is coastal as the connection North Sea The important channel in area, Binhai Highway total length 314.2km, route are laid along northern indented coast line, and soft soil foundation section exceedes 200km, account for the 70% of route overall length.

Binhai Highway is normally at strand terrace region of no relief, and landform is flat, physical features is relatively low, following technical characterstic be present：Ground Lower water level long-term existence and water level compared with it is high, Technical Characteristics of Mild Clay is poor, periphery stone material is few, sea sand resources are abundant etc..By existing correlation Code requirement, soft base replacing method are generally the materials such as slabstone, rubble, cobble, gravel, but because coastal region is generally deficient of this Class material, if all outer exchange filler, exist and change the problems such as filler transfer distance is remote and expensive, all adopted if soft base changes to fill out With above-mentioned outsourcing material, only treatment of soft foundation will produce enormous expenditure.

The characteristics of for coastal tidal area weak soil, answered when carrying out Soft Soil punishment emphasis consider weak soil composition, structure, The content of underground water, replacing method type and source and embankment stability etc..Existing weak sub-grade treatment method can not be well Level of ground water long-term existence existing for highway is built on the mutually regional weak soil of coastal tidal for solution and water level is higher, Soft Soil Engineering The problems such as matter is poor, periphery stone material is few, and soft base is changed to fill out and involved great expense.Coastal region sea sand resources very abundant, sea sand price phase To cheap, filled out if the soft base of sea sand progress can be made full use of to change, the weak sub-grade treatment expense in coastal tidal area will be substantially reduced.

Utility model content

The purpose of this utility model, which is to provide a kind of soft base combined type of coastal tidal to change, fills out structure, which solves in strand Level of ground water long-term existence existing for highway is built on beach phase weak soil and water level is higher, Soft Soil Engineering property is poor, periphery stone material The problem of few.Meanwhile the abundant sea sand resources enriched using seashore, reduce soft base and change and fill into this, accelerate soft base and change and fill out Speed, the construction period is shortened, and can effectively ensure that soft base changes matrix amount, there is good economic benefit and far-reaching society Benefit.

Another object of the present utility model is to provide a kind of coastal tidal soft soil roadbed, and it can make full use of seashore rich Rich sea sand resources, greatly reduce soft base and change and fill into this, have saved construction investment cost, have shortened the engineering time, and can have Effect ground ensures weak sub-grade treatment effect.

The utility model provides a kind of technical scheme：

A kind of soft base combined type of coastal tidal, which is changed, fills out structure, is changed suitable for coastal tidal area soft soil foundation and fills out processing.Shore Seabeach, which applies soft base combined type, to be changed and fills out structure and include sea sand bed course, blotter, geogrids layer, embankment filled soil layer and pavement structure Layer, sea sand bed course, blotter, geogrids layer, the cross sectional shape of embankment filled soil layer and road surface structare layer are trapezoidal, and from Set gradually on down, sea sand bed course and blotter are respectively positioned on below ground, geogrids layer, embankment filled soil layer and road surface knot Structure layer is located at more than ground.

Further, the long side in above-mentioned sea sand bed course section contacts with the short side in blotter section, blotter section Long side contacted with the long side of embankment filled soil layer, and the length of long sides in blotter section be more than embankment filled soil layer long side side It is long.

Further, above-mentioned blotter is between sea sand bed course and embankment filled soil, and the thickness of sea sand bed course is more than broken The thickness of stone bed course.

Further, the compactness of above-mentioned sea sand bed course is 85% to 90%, and the compactness of blotter is more than 90%.

Further, the length range of the long side in above-mentioned sea sand bed course section is 60m~200m.

Further, above-mentioned GSZ is arranged between embankment filled soil layer and blotter, and the quantity of GSZ is It is multiple, and multiple GSZs are layered on top of each other..

Further, perpendicular to route direction of advance, cross-sectional direction laying should in above-mentioned GSZ laying direction In roadbed outer rim anti-package 150cm~200cm, the connected mode of adjacent two width GSZ is adopted to overlap, and its overlapping length is big In or equal to 15cm.

A kind of Roadbed by offshore soft clay, including filler and the soft base combined type of multiple coastal tidals are changed and fill out structure.Coastal tidal Soft base combined type, which is changed, fills out structure and includes sea sand bed course, blotter, geogrids layer, embankment filled soil layer and road surface structare layer, sea Sand bedding course, blotter, geogrids layer, the cross sectional shape of embankment filled soil layer and road surface structare layer are trapezoidal, and from lower and On set gradually, sea sand bed course and blotter are respectively positioned on below ground, geogrids layer, embankment filled soil layer and road surface structare layer More than ground.Filler be filled in the soft base combined type of two coastal tidals of arbitrary neighborhood change fill out structure formation cavity in.

Compared with prior art, the soft base combined type of coastal tidal provided by the utility model, which is changed, fills out structure and Roadbed by offshore soft clay Beneficial effect be：

Material required for sea sand bed course arises directly from locally abundant sea sand resources, can save a large amount of manpowers, thing Power and financial resources.By sea sand and rubble organic assembling, soft soil foundation change and fills out punishment, solves the stone roller run into work progress Pressure returns water problems, improves the soft base combined type of coastal tidal and changes the intensity for filling out structure, the weak soil combined type after processing, which is changed, fills out roadbed Settling amount is small.Meanwhile the water stability of the treatment structures is good, price is relatively low, substantially reduces engineering cost.The utility model provides The soft base combined type of coastal tidal change and fill out structure and Roadbed by offshore soft clay solves and builds highway on coastal tidal phase weak soil and deposit Level of ground water long-term existence and water level it is higher, Soft Soil Engineering property is poor, periphery stone material is few the problem of, can be abundant utilize sea The abundant sea sand resources in side, reduce soft base and change and fill into this, accelerate soft base and change to fill out speed, shorten the construction period；In sea sand pad Increase blotter on layer, solve the problems, such as that sea sand is rolled under the conditions of phreatic high returns water, and because the pressure of rubble expands It is better than sea sand to dissipate effect, improves soft base and changes the structural strength for filling out part, can effectively ensure that soft base changes matrix amount, has good Economic benefit and far-reaching social benefit.

Brief description of the drawings

, below will be to required use in embodiment in order to illustrate more clearly of the technical scheme of the utility model embodiment Accompanying drawing be briefly described.It should be appreciated that the following drawings illustrate only some embodiments of the present utility model, therefore should not be by Regard the restriction to scope as.For those of ordinary skill in the art, on the premise of not paying creative work, may be used also To obtain other related accompanying drawings according to these accompanying drawings.

Fig. 1 is that the soft base combined type of coastal tidal that first embodiment of the present utility model provides changes the structural representation for filling out structure Figure；

Fig. 2 is the mplifying structure schematic diagram at II in Fig. 1；

Fig. 3 is the structural representation for the GSZ that first embodiment of the present utility model provides；

Fig. 4 is that the soft base that first embodiment of the present utility model provides changes the schematic flow sheet for filling out Treatment Methods.

Icon：The soft base combined type of 100- coastal tidals, which is changed, fills out structure；110- sea sand bed courses；120- blotters；130- soil Work grid；The grids of 131- first；The grids of 132- second；133- bundled pieces；140- embankment filled soil layers；150- road surface structare layers；S1- Preparation of construction step；S2- surveying and locating steps；S3- bearing capacity under soft foundation testing procedures；S4- removes Soft Soil Layer step；S5- substrates Test of bearing capacity step；S6- backfills sea sand step；S7- backfills rubble step；S8- GSZs lay step；S9- roadbeds are filled out Native step；S10- pavement structures pave step.

Embodiment

It is new below in conjunction with this practicality to make the purpose, technical scheme and advantage of the utility model embodiment clearer Accompanying drawing in type embodiment, the technical scheme in the embodiment of the utility model is clearly and completely described.Obviously, retouched The embodiment stated is the utility model part of the embodiment, rather than whole embodiments.Generally here described in accompanying drawing and The component of the utility model embodiment shown can be configured to arrange and design with a variety of.

Therefore, the detailed description of the embodiment of the present utility model to providing in the accompanying drawings is not intended to limit requirement below The scope of the utility model of protection, but it is merely representative of selected embodiment of the present utility model.Based in the utility model Embodiment, the every other embodiment that those of ordinary skill in the art are obtained under the premise of creative work is not made, all Belong to the scope of the utility model protection.

It should be noted that：Similar label and letter represents similar terms in following accompanying drawing, therefore, once a certain Xiang Yi It is defined, then it further need not be defined and explained in subsequent accompanying drawing in individual accompanying drawing.

In description of the present utility model, it is to be understood that term " on ", " interior ", the orientation or position of the instruction such as " outer " Put relation be based on orientation shown in the drawings or position relationship, or the utility model product using when the orientation usually put Or position relationship, or the orientation that usually understands of those skilled in the art or position relationship, it is for only for ease of and describes this reality With new and simplify description, rather than instruction or imply that signified equipment or element there must be specific orientation, with specific Azimuth configuration and operation, therefore it is not intended that to limitation of the present utility model.

In addition, term " first ", " second " etc. are only used for distinguishing description, and it is not intended that indicating or implying relatively important Property.

Below in conjunction with the accompanying drawings, specific embodiment of the present utility model is described in detail.

First embodiment

Fig. 1 and Fig. 2 are referred to, a kind of soft base combined type of coastal tidal is present embodiments provided and changes and fill out structure 100, it improves Built on coastal tidal phase weak soil level of ground water long-term existence existing for highway and water level is higher, Soft Soil Engineering property is poor, The few problem of periphery stone material, has good economic benefit and far-reaching social benefit.

The soft base combined type of coastal tidal that the present embodiment provides, which is changed, fills out structure 100 and is applied to coastal tidal area soft soil foundation Change and fill out processing, soft soil foundation includes ground (figure is not marked).The characteristics of for coastal tidal phase weak soil, should weigh during weak soil punishment Point considers the content of weak soil composition, structure, underground water, replacing method and embankment stability etc..

The present embodiment provide the soft base combined type of coastal tidal change fill out structure 100 include sea sand bed course 110, blotter 120th, GSZ 130, embankment filled soil layer 140 and road surface structare layer 150, sea sand bed course 110, blotter 120, embankment filled soil The cross sectional shape of layer 140 and road surface structare layer 150 is trapezoidal, and is set gradually from bottom to top, sea sand bed course 110 and rubble pad Layer 120 is respectively positioned on below ground, and embankment filled soil layer 140 and road surface structare layer 150 are located at more than ground, and GSZ 130 is located at Between blotter 120 and embankment filled soil layer 140.

Sea sand progress push is paved and formed it is appreciated that sea sand bed course 110 uses.It again it will be understood that It is that blotter 120 is also to be formed by the way of being paved to rubble progress push.

In the present embodiment, section of sea sand bed course 110, blotter 120, embankment filled soil layer 140 and road surface structare layer 150 Face shape is trapezoidal.It is appreciated that sea sand bed course 110, blotter 120, embankment filled soil layer 140 and road surface structare layer 150 Trapezoid cross section can be isosceles trapezoid or other any trapezoidal.

In the present embodiment, the long side in the section of sea sand bed course 110 contacts with the short side in the section of blotter 120, rubble pad The long side in 120 section of layer contacts with the long side of embankment filled soil layer 140, and the length of long sides in the section of blotter 120 is more than embankment The length of long sides of fill stratum 140.

In the present embodiment, sea sand bed course 110 and blotter 120 are respectively positioned on below ground, embankment filled soil Ceng140He roads Face structure sheaf 150 is respectively positioned on the ground.The length of long sides that the length of long sides in the section of blotter 120 is more than embankment filled soil layer 140 can So that positioned at ground embankment filled soil layer 140 and road surface structare layer 150 under the support of sea sand bed course 110 and blotter 120 Structural soundness is more preferable, changes so as to improving the soft base combined type of coastal tidal and fills out the stability of structure 100.

The scope of the length of side of the long side in the section of sea sand bed course 110 can according to geological conditions select 60m~200m (including end Point value) in an excavation length.In the present embodiment, the length of side of the long side in the section of sea sand bed course 110 is 100m.Certainly, and This is not limited only to, in other embodiment of the present utility model, the length of side can also be other values, such as 90m etc..

In the present embodiment, the thickness of sea sand bed course 110 is more than the thickness of blotter 120.The pressure of blotter 120 Diffusivity is more stronger than the pressure diffusion ability of sea sand bed course 110, so blotter 120 can answer the soft base of coastal tidal Box-like change fills out the more stable of structure 100.

In the present embodiment, the thickness of sea sand bed course 110 is 1.5m, and the thickness of blotter 120 is 0.5m.Certainly, and This is not limited only to, in other embodiment of the present utility model, sea sand bed course 110 and blotter 120 can also be respectively it His thickness, for example the thickness of sea sand bed course 110 is 2.0m, the thickness of blotter 120 are 0.8m etc., sea sand bed course 110 with The specific thickness of blotter 120 can determine according to embankment raising, level of ground water height, stress spread calculating etc. are comprehensive.

In order that the soft base combined type of coastal tidal is changed and fills out structure 100 and possess more preferable anti-pressure ability, the pressure of sea sand bed course 110 Solidity is 85% to 95%, and the compactness of blotter 120 is more than 90%.In the present embodiment, the compactness of sea sand bed course 110 For 90%, the compactness of blotter 120 is 90%.Certainly, it is not limited to that, in other embodiment of the present utility model In, the compactness of sea sand bed course 110 and blotter 120 can also be other values, for example the compactness of sea sand bed course 110 is 89%, the compactness of blotter 120 is 91% etc..

Referring to Fig. 3, the quantity for the GSZ 130 that the present embodiment provides is one layer, GSZ 130 is arranged at embankment Between fill stratum 140 and blotter 120.

It is appreciated that GSZ 130 can also be arranged to multilayer according to the stability requirement of specific roadbed.It is preferred that Ground, GSZ 130 are 1~3 layer.

The effect of GSZ 130 is to change to strengthen the soft base combined type of coastal tidal to fill out the steadiness of structure 100, by soil Work grid 130, which is arranged between embankment filled soil layer 140 and blotter 120, can change the soft base combined type of coastal tidal to fill out structure 100 more steadiness.

It is appreciated that GSZ 130 lays direction perpendicular to route direction of advance, cross-sectional direction laying should be in roadbed Outer rim anti-package 150cm~200cm, the connected mode of adjacent two width GSZ 130 is overlap joint, and it overlaps length and is more than or waits In 15cm.In the present embodiment, GSZ 130 includes the first grid 131, the second grid 132 and bundled piece 133, the first lattice Grid 131 are set mutual vertically with the second grid 132, and are connected between two neighboring GSZ 130 using overlapping mode, bundle The effect for tying up part 133 is in order to which the first grid 131 and the second grid 132 are mutually overlapped.

In the present embodiment, bundled piece 133 is iron wire.Certainly, it is not limited to that, in other implementations of the present utility model In example, bundled piece 133 can also be other structures, for example bundled piece 133 is the rope made of nano level high polymer material Deng.

Referring to Fig. 4, present embodiments providing a kind of soft base combined type of coastal tidal for preparing changes the method for filling out structure 100, Including preparation of construction step S1, surveying and locating step S2, bearing capacity under soft foundation testing procedure S3, removing Soft Soil Layer step S4, substrate Test of bearing capacity step S5, backfill sea sand step S6, backfill rubble step S7, GSZ laying step S8, Roadbed Soil step Rapid S9 and pavement structure pave step S10, illustrate separately below.

Preparation of construction step S1

In the present embodiment, preparation of construction step S1 includes：Prepare more than the medium coarse sand that laying sea sand bed course 110 uses Particle diameter, clay content≤5%, infiltration coefficient >=6 × 10-2~6 × 10-3cm/s；It is hard to prepare the laying medium stone of blotter 120 Matter-compared with hard rock material, and clay content≤5%；Tensile strength, elongation, the node limit for preparing laying GSZ 130 are shelled It should meet design requirement from power；The filler liquid limit for preparing laying embankment filled soil layer 140 is less than 50%, and plasticity index is less than 26%, Roadbed carries ratio >=3；Preparing the material of laying road surface structare layer 150 should meet to design related request.

In the present embodiment, the particulate component ratio of sea sand bed course 110 is that 0.5~2.0mm of particle diameter accounts for 46.3%, 0.25~ 0.5mm accounts for 38.9%, and 0.75~0.25mm accounts for 7.2%, and medium coarse sand content accounts for 85.2%, clay content 0.7%, and infiltration coefficient is 5×10-2cm/s.The material of blotter 120 is middle weathered granite, and rock matter is hard, and compression strength is more than 30Mpa, and clay content is 0.2%, crushed stone material can not use the crushing such as swelling rock, easy softening rock, strongly soluble rock or salinization rock to make. GSZ 130 is the two-way just modeling weldbonding GSZs 130 of GDZ150, and longitudinal direction is 150kN/m per linear meter(lin.m.) ultimate tensile strength, is indulged Elongation is 2.5% under to nominal tensile strength, breadth 6m, node limit peeling force 60N.The filler of embankment filled soil layer 140 Mechanics index of physics is that the scope of liquid limit is 19.5%~40.3%, and the scope of plasticity index is 8.6%~22.4%, roadbed The scope for carrying ratio is 3.8~19.6.

Surveying and locating step S2

In the present embodiment, surveying and locating step S2 includes：The repetition measurement of bench mark is completed by fourth-order leveling requirement, is pressed The requirement of first-order traverse measurement completes the repetition measurement of connecting traverse and sets up bench mark, traverse point encrypted work.Check vertical and horizontal section Figure, release highway land scope line, and in being released by mono- stake of 20m, skirt piles, carry out natural ground level, vertical section elevation, cross-section Face repetition measurement.

Bearing capacity under soft foundation testing procedure S3

In the present embodiment, bearing capacity under soft foundation testing procedure S3 includes：Top drainage is carried out, and uses standard light power Feeler inspection carries out bearing capacity under soft foundation test, and whether the soft ground excavation depth that design offer is examined with this is accurate rationally.Roadbed is longitudinally surveyed Try spacing to control by 20m, by the point control of left, center, right 3 on subgrade cross section, MTD is as required for the different depths of fill Design foundation bearing capacity control, design foundation bearing capacity scope be 120kPa~150kPa.

Remove Soft Soil Layer step S4

Needing to change the section filled out, delimit suitable construction paragraph, determine that every section is changed the length for filling out region.To selected shore The Soft Soil Layer of sea route section is purged, to obtain soft soil foundation pit.

Preferably, to soft soil foundation pit slope, the cross sectional shape for making soft soil foundation pit is trapezoidal.

In the present embodiment, usage mining machine excavates the Soft Soil Layer for changing and filling out in depth.Generally go through that excavator obtains changes Hole is filled out, in the certain thickness Soft Soil Layer of the bottom surface in hole meeting remaining, the Soft Soil Layer is by small-sized machine or manual cleaning.

According to situations such as weather, construction ability, Soft Clay condition, delimit suitable construction paragraph, with every segment length 60~ 200m is advisable.

In the present embodiment, usage mining machine excavates the Soft Soil Layer for changing and filling out in depth, notices that crater wall slope is stable during excavation, Change and fill out the bottom surface in hole and avoid serious disturbance subjacent bed.Hole bottom is filled out when changing not usually, should make stepped form, according to elder generation during backfill Shallow principle, which is changed, after depth fills out.Soft base foundation ditch should not expose for a long time, and sea sand bed course 110 and blotter 120 should stock up in advance.

Base bearing capacity testing procedure S5

In the present embodiment, base bearing capacity testing procedure S5 includes：It is light using standard again after soft soil foundation excavation Whether type dynamic sounding carries out bearing capacity under soft foundation test, thorough to examine weak soil excavation, and it is soft otherwise should to carry out secondary excavation removing Soil.Base bearing capacity test spacing is still controlled by roadbed longitudinal direction 20m, by the point control of left, center, right 3, test on subgrade cross section Depth is controlled by design foundation bearing capacity scope for 120kPa~150kPa.

Backfill sea sand step S6

Sea sand is filled to soft soil foundation pit, to obtain sea sand bed course 110.

In the present embodiment, to soft soil foundation pit fill sea sand the step of for it is multiple layering push pave sea sand the step of, point Layer push pave sea sand the step of include：Medium coarse sand is proceeded by with bull-dozer by one end of soft soil foundation pit to backfill, and by small-sized Machinery and artificial carry out assistance and pave.

After terminating the step of each layering push paves sea sand, to being formed after the step of layering push paves sea sand Sea sand paving layer carry out water filling, and make the water surface be higher than sea sand paving layer aspect, after sea sand paving layer reaches saturation, to sea Sand paving layer is compacted.

When starting to backfill medium coarse sand, foundation ditch reclaimed water should be drained.Medium coarse sand is proceeded by by one end to backfill, press with bull-dozer The thick layering push of 30~40cm is paved, and indivedual dead angles are paved by artificial assistance.Pave and water filling is carried out after one layer, water surface requirement is just Layer of sand top surface is covered, under water-saturated state, is walked back and forth using bull-dozer of the deadweight more than 15t, is passed through using bull-dozer deadweight Crawler belt layer of sand is rolled it is compacted, compacting route along route longitudinal direction, from trackside into road or by the suitable of relatively low one lateral higher side Sequence rolls, twice necessary overlapping 1/3 seat in the plane between track route, to ensure not leak pressure.According to number of rolling and compactness in construction It is detected as key Quality Control.If foundation ditch underground water is especially abundant, it can also be paved using thick-layer sea sand, sea sand thickness is by slightly above Groundwater level controls, and using conducting oneself with dignity, less crawler dozer paves from one end of foundation ditch toward the other end, is pushed away by crawler type Native machine, which moves back and forth, tentatively to be rolled, and is then reused vibrating roller press and is compacted, the vibration intensity rolled is ascending.

Backfill rubble step S7

Rubble is filled into the soft soil foundation pit with sea sand bed course 110, to obtain blotter 120.

The step of rubble is filled into the soft soil foundation pit with sea sand bed course 110 is layered the step of paving rubble to be multiple. In the present embodiment, backfilling rubble step S7 also includes entering the rubble paving layer formed after the step of layering paves rubble The step of going and be compacted, being compacted to the rubble paving layer formed after the step of layering paves rubble is carried out using road roller Repeatedly roll, and the wheelmark rolled every time overlapping 1/3.

Blotter 120 can be backfilled after the completion of backfill sea sand bed course 110, can not there is the top surface of sea sand bed course 110 before backfill Bright water, rubble use graded broken stone, rubble pave it is consistent with the medium coarse sand method that paves, unlike, graded broken stone is using pressure road Machine is compacted, and compaction requirement is more than 90%.120 thick 1m of blotter, back-filling in layers, lift height and number of rolling pass through experiment Section determines, is layered paving thickness≤25cm, is rolled more than 4 times using 30t vibrated rollers, roll and follow " it is high after first low, it is first quiet After move, it is fast after first slow " principle, while the wheelmark of every time answers overlapping 1/3, must not leak pressure, it is all road roller tool press less than ground Side, tamped with small rammer tool, untill compactness as defined in reaching.

GSZ laying step S8

The soft base combined type of coastal tidal, which is changed, fills out Treatment Methods also including GSZ laying step S8, to obtain GSZ 130 bed courses, GSZ 130 lay step between backfill rubble step S7 and Roadbed Soil step S9.

In the present embodiment, GSZ laying step S8 includes along laying direct of travel vertically spreading GSZ 130 Located at the top surface of blotter 120, two neighboring GSZ 130 mutually overlaps.

Using artificial laying, surface should be smooth, and laying direction is paved with whole blotter perpendicular to route direction of advance 120 top surfaces, cross-sectional direction are routed at roadbed outer rim 30cm, the GSZ 130 of roadbed outer rim answer anti-package 150cm~ 200cm, the connecting mode of GSZ 130 is using overlap joint, iron wire colligation connection, and it overlaps length and is no less than 15cm.For The muscle body effect of geosynthetics is ensured, must be tensioned before earthing, banketing must be in strict accordance with a lateral opposite side one direction Tiling promotes, and forbids vehicle directly to be travelled on GSZ 130.

Roadbed Soil step S9

Banketed on blotter 120, to obtain embankment filled soil layer 140.

Pavement structure paves step S10

The build of pavement structure is carried out on embankment filled soil layer 140, to obtain road surface structare layer 150.

It is appreciated that the sea sand required for sea sand bed course 110, which arises directly from, locally can save manpower and financial resources.By sea Sand and rubble, which organically combine that soft soil foundation change, fills out punishment, changes so as to improving the soft base combined type of coastal tidal and fills out structure 100 intensity, the compound soft soil roadbed settlement amount after processing are small.The Treatment Methods construction technology is simple, without special construction machine Tool equipment, it is few by restraining factors, it is easy to construct, and construction speed is very fast.Meanwhile the water stability of the treatment structures is good, valency Lattice are relatively low, substantially reduce engineering cost.

The soft base combined type of coastal tidal that the present embodiment provides, which is changed, fills out the beneficial effect of structure 100 and is：The institute of sea sand bed course 110 The material needed arises directly from locally abundant sea sand resources, and sea sand and rubble organic assembling are answered soft soil foundation Box-like change fills out punishment, solves rolling of being run into work progress and returns water problems, improves the soft base combined type of coastal tidal and changes and fills out The intensity of structure 100, the compound soft soil roadbed settlement amount after processing are small.The soft base combined type of coastal tidal that the present embodiment provides is changed Fill out structure 100 and solve and level of ground water long-term existence existing for highway is built on coastal tidal phase weak soil and water level is higher, soft Native engineering properties is poor, periphery stone material is few, roll the problems such as returning water, the sea sand resources can be abundant enriched using seashore, reduces Soft base, which changes, fills into this, accelerates soft base and changes and fill out speed, shortens the construction period.The water stability of the treatment structures is good, price compared with It is low, engineering cost is substantially reduced, there is good economic benefit and far-reaching social benefit.

Second embodiment

A kind of Roadbed by offshore soft clay (not shown) is present embodiments provided, including filler and multiple first embodiments provide The soft base combined type of coastal tidal change and fill out structure 100.Filler is filled in the soft base combined type of two coastal tidals of arbitrary neighborhood and changed Fill out in the cavity of the formation of structure 100.

Preferred embodiment of the present utility model is the foregoing is only, is not limited to the utility model, for this For the technical staff in field, the utility model can have various modifications and variations.It is all in the spirit and principles of the utility model Within, any modification, equivalent substitution and improvements made etc., it should be included within the scope of protection of the utility model.

Claims (8)

1. a kind of soft base combined type of coastal tidal, which is changed, fills out structure, changed suitable for coastal tidal area soft soil foundation and fill out processing, it is special Sign is, including sea sand bed course, blotter, geogrids layer, embankment filled soil layer and road surface structare layer, the sea sand bed course, The blotter, the geogrids layer, the cross sectional shape of the embankment filled soil layer and the road surface structare layer be it is trapezoidal, And set gradually from bottom to top, the sea sand bed course and the blotter are respectively positioned on below ground, the geogrids layer, institute State embankment filled soil layer and the road surface structare layer is located at more than the ground.

2. the soft base combined type of coastal tidal according to claim 1, which is changed, fills out structure, it is characterised in that the sea sand bed course is cut The long side in face contacts with the short side in the blotter section, the long side in the blotter section and the embankment filled soil layer Long side contacts, and the length of long sides in the blotter section is more than the length of long sides of the embankment filled soil layer.

3. the soft base combined type of coastal tidal described in claim 1, which is changed, fills out structure, it is characterised in that the blotter is located at institute State between sea sand bed course and the embankment filled soil, the thickness of the sea sand bed course is more than the thickness of the blotter.

4. the soft base combined type of coastal tidal according to claim 1, which is changed, fills out structure, it is characterised in that the sea sand bed course Compactness is 85% to 90%, and the compactness of the blotter is more than 90%.

5. the soft base combined type of coastal tidal according to claim 1, which is changed, fills out structure, it is characterised in that the sea sand bed course is cut The length range of the long side in face is 60m~200m.

6. the soft base combined type of coastal tidal according to claim 1, which is changed, fills out structure, it is characterised in that the GSZ is set It is placed between the embankment filled soil layer and the blotter, the quantity of the GSZ is multiple, and multiple geotechniques Grid is layered on top of each other.

7. the soft base combined type of coastal tidal according to claim 6, which is changed, fills out structure, it is characterised in that adjacent two width geotechnique's lattice The connected mode of grid is adopted to overlap, and it overlaps length and is more than or equal to 15cm.

8. a kind of Roadbed by offshore soft clay, it is characterised in that including as described in any one in filler and multiple 1-7 such as claim The soft base combined type of coastal tidal change and fill out structure, it is compound that the filler is filled in the soft base of coastal tidal of arbitrary neighborhood two Formula, which is changed, fills out in the cavity of structure formation.