CN105507228A - Novel construction method of suspended composite consolidated foundation - Google Patents
Novel construction method of suspended composite consolidated foundation Download PDFInfo
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- CN105507228A CN105507228A CN201510888620.8A CN201510888620A CN105507228A CN 105507228 A CN105507228 A CN 105507228A CN 201510888620 A CN201510888620 A CN 201510888620A CN 105507228 A CN105507228 A CN 105507228A
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D3/00—Improving or preserving soil or rock, e.g. preserving permafrost soil
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D3/00—Improving or preserving soil or rock, e.g. preserving permafrost soil
- E02D3/12—Consolidating by placing solidifying or pore-filling substances in the soil
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Abstract
The invention discloses a novel construction method of a suspended composite consolidated foundation. The construction method is applicable to the consolidation of deep and weak foundations "in the severe absence of fine bearing end layers or bearing interlayers within a depth range of 30m and even greater"; the construction method comprises the following steps: firstly, analyzing the foundation conditions of a region for construction to determine whether the weak soil foundation of the region match the construction conditions; subsequently, carrying out targeted construction scheme design, and then driving a consolidation pile composed of an inner-layer pile body, a middle-layer meshed cylinder and an outer-layer water-permeable geomembrane into the region for construction until the bottom end of the consolidation pile extends into the weak foundation by not less than 10m; after the construction of the consolidation pile is finished, laying a composite spacer and carrying out subgrade filling, and finally, carrying out the construction of an upper structure layer. The construction method is applicable to solve the consolidation problems of deep and weak soil foundations "in the severe absence of fine bearing end layers or bearing interlayers within a depth range of 30m and even greater".
Description
Technical field
The present invention relates to reinforced soft soil ground technical field, refer to a kind of Novel suspended floating composite consolidation foundation construction method particularly.
Background technology
At present, soft foundation is reinforced comprise 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, speedway, town roads and to the soft 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 relatively single, substantially two large classes can be divided into: a class is discharging consolidation mode from approach and mode, the Active Drainage consolidation styles such as discharging consolidation mode as passive in sand wick, plastic draining board etc. and vacuum preloading, the ability that this kind of technological means finally improves foundation capability and control settlement is all very limited, is only suitable for compared with shallow-layer, less demanding to composite foundation supporting capacity, especially not high to requirement of settlement control reinforced soft soil ground; Another kind of is utilize pile body to reinforce means, a kind of composite foundation is jointly formed 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, as crushed stone bed course, crushed stone pile, ash (cement) native compaction pile etc.; (2) moderate strength and the good flexible pile of globality, as cement mixing method, rotary churning pile, CFG stake etc.; (3) intensity and globality better semi-rigid, rigid pile, as plain concrete pile, reinforced concrete pile etc., this kind of reinforcing pile means, instant effect, but need to rely on one or more layers better natural ground bearing stratum within the scope of subsidiary stress influence depth.Further, all there is a weakness of comparatively giving prominence in known non-drainage pile means of reinforcing: inter-pile soil body can not be passed in time and continue to improve, and the later stage also there will be the possibility that consolidation effect is decayed.
Along with the continuous enhancing of the market demand, engineering practice also becomes increasingly abundant, the new technology new tool in correlation engineering field is also maked rapid progress, these new technical meanses are substantially in three kinds of trend or classification, be respectively three kinds of patterns such as single formula, combined type, combined type, namely single formula is strengthened a certain ground stabilization means of existing maturation; Namely combined type adopts two kinds or more existing ground stabilization means to carry out being combined to form 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 ground stabilization means, by some supplementary means it is carried out to the improvement compound in structure or performance, make it to become a kind of diverse new method or new tool, be 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, agitation pile, rotary churning pile, band drain, 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 side limit principal mode have 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.
Problem for Soft Ground is conventional art means or new technique means is all tightly carry out updating, develop and innovating around following several respects key technology:
(1) how composite foundation comprehensive load capacity and settlement Control ability be improved further:
Countermeasures: 1. to aggregate pile, needs to strengthen pile body periphery and goes along with sb. to guard him ability, effectively control pile body oxygen blast cyanidation, prevent side from bursting bad, reduce Stress in pile shaft and dissipate, effectively improve pile body stress, promote stress-bearing capability; 2. set up powerful drainability to pile body, accelerate inter-pile soil body dissipation of excess pore-water pressure, improve weak soil body self degree of consolidation, promote soft foundation comprehensive physical mechanical property;
(2) how under the prerequisite guaranteeing foundation stability, improving bankets allows height, accelerate speed of banketing, 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 foundation degree of consolidation in early stage, fundamentally improve inter-pile soil body performance, thus remarkable lifting inter-pile soil body is vertical and side direction soil arching effect;
(3) how to keep later stage permanent consolidation effect, engineering property even can also be made to obtain continuation for a long time and improve:
Countermeasures: strengthen pile body drainability, and enable weak soil between stake obtain the long-term discharging consolidation continued, fundamentally improve soft foundation engineering property;
(4) deep soft soil foundation roughly can be reduced to Three models: best a kind of pattern is in the depth bounds that pile body can guarantee to play self performance, run into good bearing course at pile end that is enough stable and thickness; Pattern slightly is almost in the depth bounds that pile body can guarantee to play self performance, do not run into good bearing course at pile end that is enough stable and thickness, but there is good power of the holding interlayer of multilayer strength and stability; The poorest a kind of pattern is namely met less than the enough stable good bearing course at pile end with intensity in depth bounds at pile body, also meet less than multilayer even one deck stablize and the lens bearing stratum of sufficient intensity, pile body is all in flabbily in basic unit with suspended state substantially.
Countermeasures: the nature and characteristic of accurate analysis deep soft soil foundation, find out and make full use of all the available advantages in soft foundation, choice for use can utilize composite foundation structure form and the reinforcement means of these conditions very well.Usually have two kinds of thinkings, a kind of is amplify the bottom bearing or collateral resistance that foundation condition can produce as far as possible, overstriking pile body diameter, improves pile body and vertically to bear or transmission capacity is the most effective approach; As far as possible another kind reduces the dependence be even completely free of and institute in ground run into bearing stratum, improves soft layer discharging consolidation ability as possible, thus supporting capacity, the resistance to compression of the direct raising soil body self.
Summary of the invention
Object of the present invention is exactly the deficiency that will solve above-mentioned background technology, there is provided a kind of Novel suspending type composite consolidation foundation construction method, it is the construction that the deep soft soil foundation of a kind of " lack in the even darker depth bounds of 20m and well hold power end layer or hold power interlayer " carries out reinforcing.
Technical scheme of the present invention is: a kind of Novel suspending type composite consolidation foundation construction method, and it is characterized in that, it comprises the following steps:
1) foundation condition treating construction area is analyzed, and determines the execution conditions that the soft soil foundation feature in this region meets " lack in the even darker depth bounds of 20m and well hold power end layer or hold power interlayer ";
2) reinforcing pile is set in region to be onstructed, reinforcing pile bottom extend in soft layer and is no less than 10m, soft layer is stretched out to ground off-balancesheet in reinforcing pile top, and described reinforcing pile radially divides three layers of layout, comprises internal layer pile body, middle level net cylinder and the permeable geomembrane of skin respectively; Described net cylinder is that the mesh sheet that modified polyethylene material or modified polypropylene material are made surrounds;
3), after reinforcing pile construction, lay composite cushion on reinforcing pile top, composite cushion comprises bed course on rubble underlayer, steel plastic geogrid and rubble;
4) after composite cushion construction, by different engineering properties and technical requirements, above composite cushion, roadbed filling is carried out;
5) after roadbed filling completes, enter the settlement stability phase, within the period demand phase, carry out settlement observation and stability analysis judgement, after the settlement stability observation and analysis result of filling layer meets deck construction conditions, carry out upper structural layer construction.
Preferably, step 2) in, described mesh sheet is wrapped in described pile body radial outer wall, and the radial side of described mesh sheet is laminated on described mesh sheet another side radial.
Preferably, step 2) in, described mesh sheet is wrapped in described pile body radial outer wall, and the radial side of described mesh sheet is spliced by band with another side radial.
Preferably, step 2) in, described mesh sheet is provided with multi-segmental vertically, and the mesh sheet of adjacent segment is spliced by band.
Further, described band comprises pricks bar and fore shaft, and a side of described bundle bar is provided with multiple pawl be 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, step 2) in, described permeable geomembrane is packaged in described net cylinder radial outer wall, and the seam lap width of described permeable geomembrane is not less than 5cm.
Preferably, step 2) in, described internal layer pile body is aggregate pile.
Further, described reinforcing pile external diameter is 0.5 ~ 0.8m, and reinforcing pile length is 10 ~ 15m, and reinforcing pile presses triangle or rectangular arrangement, and pile spacing is 0.8 ~ 1.6m.
Further, described reinforcing pile top extend into described rubble underlayer bottom surface, described steel plastic geogrid is on described rubble underlayer end face and rubble between base surface, and described roadbed filling is bed course end face on described rubble, and described roadbed cross section is isosceles trapezoid.
The present invention is the construction method that a kind of soft foundation for " lack in the even darker depth bounds of 20m and well hold power end layer or hold power interlayer " carries out ground stabilization, it is mainly through giving full play to the powerful lasting discharging consolidation effect of novel reinforced pile body, and be aided with the more metathesis of performance, with pile-top cushion course, particular formation is combined to form a kind of NEW TYPE OF COMPOSITE consolidated subsoil, and forming the monomer of pile group composite foundation---reinforcing pile is outside conventional pellets pile body, set up the powerful net barrel structure layer be made up of middle level net cylinder and the permeable geomembrane of skin, what significantly can strengthen pile body goes along with sb. to guard him ability, and there is lasting discharging consolidation ability.
The innovative idea of this construction method be " when can not find in the even darker depth bounds of 20m well hold power end layer or hold power interlayer time; by means of a kind of powerful lasting discharging consolidation ability and self good combination property of novel composite construction aggregate pile; remove the deep soft soil foundation layer farthest transforming out one deck adequate thickness, meet the demand of upper structural layer to foundation stability, supporting capacity and settlement Control ability aspect.
The maximum value of this construction method is under running into above-mentioned special difficult foundation condition, fully can excavate the powerful lasting discharging consolidation performance of this new structure pile body, thus fundamentally make the good bearing stratum of shortage be greatly improved with the physical and mechanical property holding power interlayer deep soft soil foundation.
Accompanying drawing explanation
Fig. 1 is the composite foundation structure schematic diagram after the present invention constructs;
Fig. 2 is the reinforcing pile structural representation in the present invention;
Fig. 3 is band structural representation in the present invention.
Detailed description of the invention
Below in conjunction with the drawings and specific embodiments, the present invention is described in further detail.
This patent is the construction method of carrying out ground stabilization for the deep soft soil foundation of " famine is well held power end layer or holds power interlayer in the even darker depth bounds of 20m ", with reference to figure 1, the Novel suspending type composite consolidation ground that this construction method is formed comprises multiple reinforcing pile 1 vertically inserted in soft layer 7, reinforcing pile 1 bottom extend in soft layer 7 and is not less than 10m, reinforcing pile 1 top is stretched out outside soft layer 7 to ground, reinforcing pile 1 top is provided with composite cushion, and roadbed 5 fills on composite cushion end face.
The construction method of this Novel suspending type composite consolidation ground comprises the following steps:
1) foundation condition treating construction area is analyzed, and determines whether the soft foundation in this region meets " famine is well held power end layer or holds power interlayer in the even darker depth bounds of 20m " execution conditions:
First carry 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 subsidiary stress and selfweight stress ratio require; According to survey data, stability, supporting capacity, settlement Control capability analysis is carried out to carrying out physical and mechanical parameter to each layer soil layer in 20m depth bounds, to show whether stratigraphy assemblage meets above-mentioned execution conditions, the stratum of this kind of feature all belongs to the high-compressibility Soft Soil Layer that void ratio is large, water content is high, shear strength is low, modulus of compressibility is low substantially;
2) reinforcing pile 1 is set in region to be onstructed:
Before carrying out construction reinforcement stake 1, first ultimate bearing capacity of single pile and Bearing Capacity of Composite Foundation field trial are carried out to the stratigraphy assemblage meeting above-mentioned condition, and synchronously carry out many groups preconsolidation sedimentation contrast test of 6 ~ 12 months, test (gets 3 with a reinforcement elements during triangular arrangement, 4 are got) during rectangular arrangement, stake footpath adopts 0.5m, long 10 ~ 15m the scope of pressing of initial trial stake is considered, initial trial pile spacing is temporarily considered by the 1.2m closeer compared with side resistance type consolidated subsoil, reference value 0.8 ~ 1.2m, prefabricating load is by 2 times of considerations of design subsidiary stress, observation preconsolidation settling data curve, analyze settlement stability trend, find out the knee of curve meeting requirement of settlement control, the minimum consolidation settlement time before corresponding time point is work, by several groups of long contrast tests different with pile spacing of stake, the design parameters that can meet reinforcing pile 1 length of deck construction conditions and final pile spacing etc. within the construction period allowed is determined than choosing,
According to test pile scheme comparison Detection results, determine finally to reinforce the long and pile spacing of stake in embodiment than choosing, start afterwards to construct to reinforcing pile 1, because reinforcing pile 1 sets the initial stage, in soft layer, moisture is more, and the rubble can laying suitable thickness for ease of construction applies bed course, stretches in soft layer 7 bottom this reinforcing pile 1, original state is in a kind of suspended state, and soft foundation 7 to ground off-balancesheet is stretched out on top;
Stake in the using method design scheme of this reinforcing pile 1 is long, pile spacing is tested identical with above-mentioned test pile, be specially: reinforcing pile external diameter is 0.5 ~ 0.8m, reinforcing pile length is 10 ~ 15m, reinforcing pile presses triangle or rectangular arrangement, pile spacing is the even closeer triangular arrangement of 0.8 ~ 1.6m, and the object of encryption is for more playing metathesis and discharging consolidation effect.
The reinforcing pile 1 of the present embodiment radially divides three layers of layout, comprises internal layer pile body 11, middle level net cylinder 12 and the permeable geomembrane 13 of skin respectively; Net cylinder 12 is that the mesh sheet that modified polyethylene material or modified polypropylene material are made surrounds (with reference to figure 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 the detection of Bearing Capacity of Composite Foundation test effect again, 1 reinforcement elements refers to the basic cloth pile elements such as the triangle that is made up of 3 or 4 piles or rectangle respectively, and the load maximum value that above-mentioned test effect detects is considered by 2 times of design loads;
3) after reinforcing pile construction, lay composite cushion on reinforcing pile 1 top, composite cushion comprises bed course 4 on rubble underlayer 2, steel plastic geogrid 3 and rubble, corresponding thickness reference value " 30cm+1 layer+30cm " of composite cushion;
4) after composite cushion construction, by different engineering properties and technical requirementss such as the piece of smooth land, town road, highway, railways, above composite cushion, carry out roadbed 5 fill, different engineering has 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 be provided, within the period demand phase, carry out settlement observation and stability analysis judgement, after the settlement stability observation and analysis result of filling layer meets deck 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 building debris rubbish of intensity---concrete block, and concrete block adopts rubble Mechanical Crushing to make, screen out particulate composition, form the artificial metaling that size grading is good.Can make full use of building waste or building waste like this, realizing the cyclic utilization of waste, is a kind of economic model suiting sustainable development.
And the middle level net cylinder 12 of reinforcing pile 1 is made for the powerful mesh sheet material that a layer thickness is the modified polyethylene material of 2 ~ 4cm or modified polypropene strand bonding, the mode that mesh sheet is wrapped in pile body radial outer wall has two kinds, one is: the radial side of mesh sheet is arranged on mesh sheet another side radial, namely the Mosaic face local of mesh sheet is overlapping, and overlapping widths is not less than 5cm, another kind of mode is: the radial side of mesh sheet and radial another side are spliced by band 6, with reference to figure 3, this band 6 comprises pricks bar 61 and fore shaft 62, the side pricking bar 61 is provided with multiple pawl be arranged side by side, fore shaft 62 is arranged on to be pricked on bar 61 one end and can carry out single-way moving along bundle bar 61, when the Mosaic face of mesh sheet splices, bundle bar 61 one end of belt lock catch 62 is not successively through two Mosaic faces of mesh sheet, prick bar 61 subsequently and pierce into the fore shaft 62 being positioned at and pricking 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, can be provided with multi-segmental mesh sheet vertically, the mesh sheet of adjacent segment is spliced by band, to match with pile body length.Adopt sectional type mesh sheet can be net barrel structure along carrying out prefabricated in producer, the on-the-spot band that adopts splices, and this kind of spliced net cylinder has better vertically pulling-resistant and horizontal shear resistance.
Be 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, and this permeable geomembrane 13 has tension, feature that puncture resistance performance is good, can provide good confined pressure for pile body 11; And outer permeable geomembrane 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 reinforcement means for the deep soft soil foundation of " in the even darker depth bounds of 20m, famine is well held power end layer or holds power interlayer ", and stresses the solution of following technical problem underlying:
First, problem that composite foundation supporting capacity is not enough: this problem is caused by two aspects such as reinforcing pile body supporting capacity deficiency and inter-pile soil supporting capacity deficiencies, wherein improving the supporting capacity of reinforcing pile body is the key addressed this problem, tradition broken stone pile, its composite foundation supporting capacity of the aggregate pile such as sand-gravel pile is on the weak side is because pile body lacks effective side direction confined pressure or constraint, when vertical point load is transmitted to deep layer by pile body, " side bulging deformation " can be produced and pile body is destroyed, and then stress dissipates, this patent pile body structure form adopts a kind of powerful net cylinder to set up to pile bodies such as pellets the measure of going along with sb. to guard him, strong lateral restraint is provided, thus its supporting capacity is significantly improved,
Secondly, the not strong problem of Composite Foundation Settlement control ability: this problem is excessive by the compressive strain of reinforcing pile body self and inter-pile soil equally, the not high resistance to compression deficiency of the pile-end soil degree of consolidation waits two aspects to cause, and the employing of conventional pellets pile body is discrete material, than the flexible pile of good integrity, even its incompressible deformability such as rigid pile is especially inadequate for Half rigid pile, " side bulging deformation " phenomenon can be made after pile body being set up to powerful net barrel structure to significantly improve, incompressible deformability is significantly improved, in addition on the one hand, reinforce pile body and set up while brute force goes along with sb. to guard him measure and also set up powerful discharge structure giving, pile body is possessed simultaneously powerful and lasting discharging consolidation effect, can significantly improve between stake and the degree of consolidation of stake substratum and incompressible deformability, the significantly raising of Composite Foundation Settlement control ability so just can be realized from above-mentioned two aspects,
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 has set up the net barrel structure of a kind of modified poly ethylene or modified polypropylene material formation, and the significant advantage of this material is exactly that shear resistance is strong;
In addition, settlement stability excessive cycle, construction speed crosses slow problem: this depends on sedimentation convergence rate after subsidiary stress applies, point two kinds of situations, and one is the densification degree depending on reinforcing pile self compression set ability and constructing soil, two is depend on whether reinforcing pile has discharging consolidation ability and continuous action ability, this patent has set up the measure of intensifying drainage consolidation for aggregate pile such as the indifferent broken stone pile of discharging consolidation, that the extremely unobstructed drainage channel that formed by middle level net cylinder 12 and skin permeable geomembrane 13 and permanent hold facility are realized, under the radial or vertical pressure of its routine at 200 ~ 250KPa (20 ~ 25T/m2), section void content still remains on about 60%, and far below above-mentioned pressure in the ambient stress of practical application, its section void content is higher, and discharging consolidation ability is stronger, and, after middle level net cylinder 12 and the permeable geomembrane 13 of skin are set up in pile body periphery, its surface area is larger, passage hole is larger, it is therefore comprehensive that drainability is stronger thoroughly, because its non-deformability is stronger, therefore this powerful drainability is more lasting, not available for the aggregate pile such as existing broken stone pile, also be cement mixing method, rotary churning pile, CFG stake, plain concrete, traditional reinforcing 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 compare with the special conventional discharge means such as sand wick and plastic draining board, its drainability is also more outstanding, thus can 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 for a long time again to keep consolidation after work, improve composite foundation stabilization effect,
Also has other side: the durability etc. of the common stressed effect of composite foundation stabilization stake and inter-pile soil, composite foundation structure and consolidation effect thereof is also all the important factor in order improving consolidation effect, it is jointly stressed that the outstanding concavo-convex rough surface features of this composite foundation pile body structure is more conducive to stake, soil, the 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 effective resistance mud function of the permeable geomembrane of its external surface ensure that the long duration of discharging consolidation effect.
The deep soft soil foundation that the present invention be directed to " in the even darker depth bounds of 20m, famine is well held power end layer or holds power interlayer " is reinforced, mainly through giving full play to the powerful lasting discharging consolidation effect of novel reinforced pile body, and play more metathesis simultaneously, the composite foundation forming a kind of sufficient intensity and stability together with combining with pile-top cushion course, particular formation solves a reinforcing difficult problem for this class deep soft soil foundation, be a kind of innovation of foundation reinforcing construction method employing, can be referred to as " floated composite foundation stabilization construction method ".
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 form three-dimensional soil arching effect together with inter-pile soil.
The innovative idea of this construction method fully effectively solves by means of a kind of powerful lasting discharging consolidation ability of novel composite construction aggregate pile and self good combination property the deep soft soil foundation held power end layer or hold power interlayer famine to reinforce a difficult problem "; embody with time and dynamics to change the feature in space, be not therefore its advantage in the reduction of erection time.
The maximum value of this construction method is under running into above-mentioned special difficult foundation condition, fully can excavate the powerful lasting discharging consolidation performance of this new structure pile body, thus fundamentally make the good bearing stratum of shortage be greatly improved with the physical and mechanical property holding power interlayer deep soft soil foundation.
The above is only better case study on implementation of the present invention, not does any pro forma restriction to structure of the present invention.Every above embodiment is done according to technical spirit of the present invention any simple modification, equivalent variations and modification, all still belong in the scope of technical scheme of the present invention.
Claims (9)
1. a Novel suspended floating composite consolidation foundation construction method, it is characterized in that, it comprises the following steps:
1) foundation condition treating construction area is analyzed, and determines the execution conditions that the soft soil foundation feature in this region meets " lack in the even darker depth bounds of 20m and well hold power end layer or hold power interlayer ";
2) reinforcing pile (1) is set in region to be onstructed, reinforcing pile (1) bottom extend in soft layer and is no less than 10m, soft layer (7) is stretched out to ground off-balancesheet in reinforcing pile (1) top, described reinforcing pile (1) radially divides three layers of layout, comprises internal layer pile body (11), middle level net cylinder (12) and the permeable geomembrane of skin (13) respectively; The mesh sheet that described net cylinder (12) is made for modified polyethylene material or modified polypropylene material surrounds;
3), after reinforcing pile construction, lay composite cushion on reinforcing pile (1) top, composite cushion comprises bed course (4) on rubble underlayer (2), steel plastic geogrid (3) and rubble;
4) after composite cushion construction, by different engineering properties and technical requirements, above composite cushion, roadbed is carried out or the piece of smooth land (5) fills;
5) after roadbed filling completes, enter the settlement stability phase, within the period demand phase, carry out settlement observation and stability analysis judgement, after the settlement stability observation and analysis result of filling layer meets deck construction conditions, carry out upper structural layer construction.
2. a kind of Novel suspending type composite consolidation foundation construction method according to claim 1, it is characterized in that: step 2) in, described mesh sheet is wrapped in described pile body (11) radial outer wall, and the radial side of described mesh sheet is laminated on described mesh sheet another side radial.
3. a kind of Novel suspending type composite consolidation foundation construction method according to claim 1, it is characterized in that: step 2) in, described mesh sheet is wrapped in described pile body (11) radial outer wall, and the radial side of described mesh sheet is spliced by band (6) with another side radial.
4. a kind of Novel suspending type composite consolidation foundation construction method according to claim 1, it is characterized in that: step 2) in, the permeable geomembrane (13) of described reinforcing pile 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 suspending type composite consolidation foundation construction method according to claim 1, is characterized in that: step 2) in, described mesh sheet is provided with multi-segmental vertically, and the mesh sheet of adjacent segment is spliced by band (6).
6. a kind of Novel suspending type composite consolidation foundation construction method according to claim 3 or 4, it is characterized in that: described band (6) comprises pricks bar (61) and fore shaft (62), one side of described bundle bar (61) is provided with multiple pawl be 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 suspending type composite consolidation foundation construction method according to claim 1, is characterized in that: step 2) in, described pile body (11) is aggregate pile.
8. a kind of Novel suspending type composite consolidation foundation construction method according to claim 1, it is characterized in that: described reinforcing pile external diameter is 0.5 ~ 0.8m, reinforcing pile length is 10 ~ 15m, and reinforcing pile presses triangle or rectangular arrangement, and pile spacing is 0.8 ~ 1.6m.
9. a kind of Novel suspending type composite consolidation foundation construction method according to claim 1, it is characterized in that: described reinforcing pile (1) top extend into described rubble underlayer (2) bottom surface, described steel plastic geogrid (3) to be 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, and described roadbed (5) cross section is isosceles trapezoid.
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| CN113702211A (en) * | 2021-10-27 | 2021-11-26 | 成都理工大学 | Hole wall lateral expansion rotary shearing device for drilling shearing test and testing method |
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