CN103966995A - Construction method for composite foundation on soft soil stratum - Google Patents
Construction method for composite foundation on soft soil stratum Download PDFInfo
- Publication number
- CN103966995A CN103966995A CN201310030984.3A CN201310030984A CN103966995A CN 103966995 A CN103966995 A CN 103966995A CN 201310030984 A CN201310030984 A CN 201310030984A CN 103966995 A CN103966995 A CN 103966995A
- Authority
- CN
- China
- Prior art keywords
- pile
- construction method
- composite foundation
- casing
- soil
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Pending
Links
Landscapes
- Investigation Of Foundation Soil And Reinforcement Of Foundation Soil By Compacting Or Drainage (AREA)
Abstract
The invention discloses a construction method for a composite foundation on a soft soil stratum. The main equipments relating to the construction method are a pile machine, a column hammer (2) and a pile casing (1), wherein feeding openings (3) are formed in the casing wall of the pile casing (1). Besides the preparatory processes such as staking, layout, and placing the pile machine in a proper place, the construction method further comprises the following steps: dropping the hammer repeatedly to beat a soft soil layer until the column hammer (2) is in contact with a bearing stratum (9) to form a pile hole (4); feeding and tamping repeatedly to form a single discrete pile (6); constructing corresponding multi-single discrete piles on multi-pile positions to form discrete cluster piles; treating the discrete cluster piles according to a post process to form the complete composite foundation; the solid material is an artificial compound composed by the inorganic solid material and original soil. Under the action of tamping energy, the dropped solid material not only is tamped, but also is extruded and expanded around; the soil mass intensity around the pile is also transformed when the pile is formed, and a pile-soil common stressing body is formed so as to form a composite foundation of which large area of the soft soil foundation is wholly strengthened and the displacement ratio is higher.
Description
Technical field
The present invention relates to a kind of geotechnical engineering Soft Soil Subgrade Treatment Techniques, be particularly related to a kind of construction method of building replacement Treatment on the soft soil layers such as industry or civilian construction and municipal engineering along rivers, Hu Haidiqu that is applied to, be specifically related to use the composite foundation construction method of granular pile as reinforcement, the replacement Treatment that is applicable to large area and buries darker soft soil on soft soil layer.
Background technology
On mud or mud soft soil foundation, build fixation means in blocks or harbour, road etc., must carry out large area ground consolidation process, with the accident such as prevent spot base sedimentation, subside.At present, in geotechnical engineering field, for the construction technology of soft foundation replacement Treatment, conventional method has vacuum to hit real compacting method, piling prepressing, deep-layer stirring, dynamic compaction, vibro replacement stone column etc., but these method ubiquity low bearing capacities, settling amount are large, long construction period, ambient influnence are large, and the relevant unfavorable factor such as quality control on construction difficulty, operating expenses is large, treatment effect is undesirable, displacement degree of depth deficiency.For example: vacuum is hit real compacting method and preloading, all belong to passive processing method, construction period is very long, particularly for high saturation, low-permeability, there is thixotropy, soft mould or stream is moulded the soil body of state, the treatment effect of these construction methods is limited; The shortcoming of deep-mixed pile is to consume a large amount of cement, and low bearing capacity; Heavy tamping replacement method, the in the situation that, thickness shallow at soft layer buried depth being little, the method is a kind of directly effective construction method, but, belong to and bury dark, high-moisture percentage, soft mould or when stream moulds the soil body of state when running into the soft layer being reinforced, but exist equipment march into the arena difficulty, ram and affect the defects such as degree of depth deficiency, construction noise are large; In addition, when run into moisture content high, while thering is the higher cohesive soil of thixotropic soil body, clay content, the method easily causes spongy soil; Vibro replacement stone column belongs to granular pile, but replacement ratio is low, and construction noise is large, contaminated environment.Therefore,, when needing large area, deep layer displacement to process in the situation of soft stratum, above-mentioned conventional construction method all exists many technical problems that are difficult to overcome.
Summary of the invention
The defect existing for above-mentioned prior art, object of the present invention aim to provide one have high replacement ratio, easy construction, simple and direct efficiently, vertically strengthen the composite foundation construction method of colony's pile body for large area and deep layer displacement.
In order to realize foregoing invention object, technical scheme of the present invention is: the composite foundation construction method on a kind of soft soil layer, and its capital equipment has a machine, post hammer and barrel to be provided with the casing of dog-house, removes location unwrapping wire, outside pile-forming machine perching preparatory process, further comprising the steps of:
1) pile hole, is undertaken by clicking soft layer, causes a hole; In the time that load-carrying capacity of soft soil foundation is less than 80kPa, do not carry out this step;
2) become monomer granular pile, ram and carry out by repeatedly feeding intake;
3) become a prose style free from parallelism clump of piles, according to described step 2) method, at many positions place, produce corresponding many monomers granular pile, form a prose style free from parallelism clump of piles;
4) become composite foundation, process postmenstruation, forms complete composite foundation.
In composite foundation construction method on above-mentioned soft soil layer, be preferably in described step 1) in, click soft layer, step comprises:
1) lifting column hammer, free fall type is clicked the Soft Soil Layer in casing, and in lifting column hammer process, back-pressure casing is descending;
2) click of repeatedly dropping hammer, until post hammer touches bearing stratum, causes a hole, and casing sinks down into and approaches bearing stratum simultaneously.
In composite foundation construction method on above-mentioned soft soil layer, be preferably in described step 2) in, by the dog-house on casing wall, solid material is dropped in the stake hole in casing, drops hammer and rams while feeding intake, ram in process feeding intake, casing is thereupon up, by dark and shallow fed batch successively-ram, until stake top, reach design elevation and receive hammer, form monomer granular pile.
In composite foundation construction method on above-mentioned soft soil layer, best, described solid material is inoganic solids material, ram the artificial mixture of composition with original soil etc., described inoganic solids material is selected from solid building waste, industrial waste, slag, the slabstone that cuts into a mountain, natural grading sandstone, cobble, flyash, or lime etc.
In composite foundation construction method on above-mentioned soft soil layer, best, the particle diameter of described inoganic solids material is less than 400mm.
In composite foundation construction method on above-mentioned soft soil layer, best, described bearing stratum buried depth is less than 35m.
In composite foundation construction method on above-mentioned soft soil layer, be preferably in described step 3) in, with the form that lays out pile of being scheduled to, at selected many positions place, produce corresponding many monomers granular pile, repeatedly feeding intake-ram-formation of pile in, inter-pile soil body, by compacted, forms the common stressed prose style free from parallelism clump of piles of pile body-soil body.
In composite foundation construction method on above-mentioned soft soil layer, best, in described step 3) in, the sequence of construction of described multiple monomer granular piles, adopt from outwards inner or therefrom the outer whole audience jumping of the mind-set mode of beating carry out.
In composite foundation construction method on above-mentioned soft soil layer, in described step 4) in, according to the different geological conditions in job site and different designing requirements, when post-processed, can adopt again roll, dynamic replacement or repeat again to ram to fill and the processing mode such as change, form be suitable for, complete composite foundation.
The beneficial effect of technical solution of the present invention is: the area of reinforced soft soil ground is often very large, and geologic structure within the scope of soft foundation large area changes extremely complicated.In view of the situation, technical scheme of the present invention adopts granular pile as reinforcement, and this granular pile hammer and directly clicked the soft layer in casing by post, until touch bearing stratum, then input solid material limit, limit drops hammer and ram, and repeatedly feeds intake and rams pile.Therefore, the long better soil layer bearing stratum that can reach certain buried depth of granular pile stake of the present invention, and can go deep in it, to meet engineering design requirement; By dark and shallow the solid material of ramming successively, repeatedly feed intake and ram pile, therefore, the present invention is under tamping energy effect, and the solid material of not only casting is compacted, and constantly squeezed to surrounding, in pile, also change pile peripheral earth intensity, form the common beaer of Pile Soil, be conducive to form large-area soft ground integral reinforcing and the higher composite foundation of replacement ratio; In addition, in formation of pile, because geological conditions is different with designing requirement, the amount of filler of every pile, stake footpath, stake are long, pilespacing, ramming times and height of the fall etc. can be adjusted, so, the present invention can be by adjusting construction parameter mode, and reply soft foundation changeable characteristic under complex geological condition, is included in the soft clay area construction of high-moisture percentage; Granular pile good water permeability, repelling the corrupting influence property medium.The present invention is simple and direct efficient, can significantly reduce cost of investment.
Below in conjunction with drawings and Examples, the present invention is described in further detail.
Brief description of the drawings
Fig. 1 is the work progress cross-sectional schematic that the present invention clicks soft layer, and the post hammer in figure is in promoting position;
Fig. 2 is the cross-sectional schematic that the hammer of post shown in Fig. 1 is clicked Soft Soil Layer process;
Fig. 3 is that the present invention feeds intake and rams the cross-sectional schematic of work progress, and the post hammer in figure is in promoting position;
Fig. 4 is the cross-sectional schematic of the process of ramming of feeding intake shown in Fig. 3;
Fig. 5 is that monomer granular pile of the present invention becomes pilework cross-sectional schematic;
Fig. 6 is the cross-sectional schematic that a prose style free from parallelism clump of piles lays out pile.
Detailed description of the invention
Vertical reinforcement entirety composite foundation is one of reinforced soft soil ground treatment technology, and the composite foundation construction method on soft soil layer of the present invention has simply, flexible, efficient advantage.
In construction method of the present invention, directly related equipment has a machine (not shown), post hammer 2 and casing 1, and these equipment are all reusable instruments.Wherein, stake machine is conventional mechanical device; Casing 1, arranges multiple dog-houses 3 along its perisporium, and described dog-house 3 is upper and lower arranged crosswise; Post hammer 2, can select elongated hammer.In work progress, post hammer 2 use main winch (not shown)s promote by top sheave (not shown), casing 1 by lower sheave (not shown) back-pressure, implemented pile hole by the secondary hoist engine (not shown) of its suspension ring 5 use thus, feed intake and ram and the construction sequence of pile.
Fig. 1 and Fig. 2 illustrate a hole 4 work progresss of making of the present invention.Before making a hole 4, first complete location unwrapping wire, the preparatory process of pile-forming machine perching, by casing 1 align piles position.Click soft layer with post hammer 2 again, pile hole 4, its step comprises:
A, lifting column hammer 2 are to specified altitude assignment, and free fall type is clicked the interior soft soil of casing 1, and soft soil starts to form stake hole 4, meanwhile, hammers into shape in 2 processes at lifting column, and back-pressure casing 1 is descending.
B, the click of dropping hammer repeatedly, until post hammer 2 touches bearing stratum 9, cause a hole 4, and now casing 1 sinks down into and approaches bearing stratum 9.Described casing 1 can play part supporting role to stake hole 4 walls.Owing to being provided with multiple dog-houses 3 along casing 1 perisporium, complete after click, below stake hole 4, still leave part soft soil.
In the time that load-carrying capacity of soft soil foundation is less than 80kPa, pore-forming difficulty, directly back-pressure casing is descending, does not click the pile hole step of soft layer, directly feeds intake and rams step, can not affect the formation of monomer granular pile.
Fig. 3, Fig. 4 and Fig. 5 illustrate and ram the work progress that forms monomer granular pile through repeatedly feeding intake.Be positioned at the dog-house 3 on nature ground by casing 1 wall, the while is dropped into solid material to the stake hole 4 in casing 1, and while feeding intake, free fall type drops hammer and rams.Ram in process feeding intake, casing 1 is thereupon up.Above-mentioned steps, is carried out successively by dark and shallow, therebetween, solid material part is crashed to pieces, squeezed to the surrounding soil body, soft soil, by compacted, forms the reinforcement in certain stake footpath, repeatedly replace soft soil with solid material again, until pile body top reaches design elevation 7 and receives hammer, form monomer granular pile 6, casing 1 rises to ground, as shown in Figure 5.
According to construction method of the present invention, start to drop hammer from bearing stratum and ram solid material, the root of monomer granular pile 6 can be rammed bearing stratum 9, thereby increases reinforcement steadiness radially.
Inoganic solids material can be selected from solid building waste, industrial waste, slag, the slabstone that cuts into a mountain, natural grading sandstone, cobble, the flyash that diameter is less than 400mm, or lime etc., adding quicklime can make underground water produce the heat of hydration, after absorbent earth body pore water, solidify fast, accelerate soil solidifying.The present invention does not adopt steel and cement, thereby in the foundation treatment engineering of coastal area, this solid material is not feared underground water, does not fear the various Korrosionsmediums such as chlorion and sulfate ion, can make reinforcement for a long time in compared with steady status.In practical operation, can, according to the different geological conditions in scene and different designing requirements, adjust every batch of inventory, adjust ramming times and tamping energy etc., there is certain flexibility.Under general condition, the engineering quantity of throwing in order to reduce solid material, in the process of feeding intake, can also add on the spot original soil, or the original soil of the bump of dissolving mixes to be rammed, and increases by the compactness of solid soil, thereby strengthen the compacted function of pile soil common action.
In the corresponding height of casing 1, multiple dog-houses 3 of setting, can realize and feeding intake alternately simultaneously, shorten charging time; In the process of feeding intake, solid material, original soil and underground water of infiltrating by dog-house 3 etc., in the time of hammering, can produce mix and blend effect; In the time promoting casing 1, can also reduce the absorption affinity of casing 1 outer wall and surrounding soil, accelerate casing 1 and promote.After ramming and having replaced, form monomer granular pile 6, shift out casing 1, then with casing 1 next pile of constructing.
The feature that the present invention rams is free fall type click, and post hammer 2 is selected elongated hammer, because post hammer diameter is little, rams energy large, and underground deep layer replacement result is fine.In the time that post is hammered 2 diameters into shape and is less than 400mm, post hammer 2 is heavier, falls apart from larger, and tamping energy is larger, and the squeezed diameter of monomer granular pile 6 is larger, and vertical compacting is more closely knit.
Referring to Fig. 6, a prose style free from parallelism clump of piles is according to designing requirement, optional equilateral triangle or rectangle lay out pile, or full hall lays out pile, construction method is using monomer granular pile 6 as reinforcement, adopt from outwards inner or therefrom the outer whole audience of mind-set jump the mode of beating and carry out, soft foundation after large area replacement Treatment, formation reinforcement and by a prose style free from parallelism clump of piles that is enclosed hoop by solid soil 8.In practical operation, can, according to designing requirement, in the periphery of a prose style free from parallelism clump of piles, then arrange many row's monomer granular piles 6, to resist the radial deformation of overall composite foundation.
After large area has been replaced, according to actual requirement of engineering, can adopt vibratory roller repeatedly to roll again multipass to earth's surface or substrate, or replace again by dynamic compaction, or repeat to ram to fill to change, re-lay mattress layer 12.According to designing requirement, can on mattress layer 12, water underpin 11, bear load 10.Wherein, then roll or the effect of the processing such as dynamic replacement is: granular pile produces radial deformation in advance, make by solid soil 8 more closely knitly, bearing capacity of foundation soil obtains further and improves, the composite foundation of complete thus.In this composite foundation, form community by pile body and pile peripheral earth, entirety is stressed, and bearing strength is very high, is out of shape very little.
Construction method of the present invention be utilize post hammer 2 with free fall type, start to ram the solid material of input from bearing stratum 9, bearing stratum 9 degree of depth can reach 35m.By this method consolidation process, formation has large area and deep layer vertically strengthens the composite foundation with piles in inhomogeneous strata of colony.The present invention is applicable to speedway, railway, oil tank, warehouse, airport, large area preloading place etc., and bearing capacity of foundation soil is less than composite foundation and the Foundation Design of 350kPa.
Embodiment: provide the construction embodiment under different geological conditions by the inventive method below, because the step of constructing is all with recited above identical, no longer repeated description.
embodiment 1
Certain industrial stores area 20,000m
2, single-layer lightweight steel construction.Geological conditions: natural below ground 18～20m mud, bearing eigenvalue of foundation soil f
ak=40kPa, E
s=1.44MPa; Bearing stratum is silt, bearing eigenvalue of foundation soil f
ak=190kPa, E
s=10.49MPa.The following bearing eigenvalue of foundation soil f of designing requirement terrace
ak=100kPa.
Former scheme: by 6*6 rice, concrete bearing platform is set, every cushion cap is divided into 4 Φ 600 pile for prestressed pipe, the long 30m of stake, establishes primary-secondary beam and 180 thick reinforced concrete floors on cushion cap.
This programme, arranges reinforcement with Φ 1200～1500@2500, and stake is long is 18～20m, lays out pile by the full hall of equilateral triangle; The triangle type heart is established Φ 1200, and one of the long 8m reinforcement of stake, is length stake and alternately lays out pile.Result is through detection display, and bearing eigenvalue of foundation soil reaches f
ak=150kPa, comprises that base for post basis can both meet design requirement, injection pile for prestressed pipe in addition.Total cost is saved more than 30% than former scheme.
embodiment 2
Certain 50,000 m
3tank foundation, diameter of phi 60m.Geological conditions: natural below ground 20m silt clay, without crust layer, bearing eigenvalue of foundation soil f
ak=45kPa, E
s=3.14MPa; Bearing stratum is silty clay, bearing eigenvalue of foundation soil f
ak=180kPa, E
s=3.62MPa.The following bearing eigenvalue of foundation soil f in designing requirement basis
ak=250kPa.
Former scheme: press Φ 600 pile for prestressed pipe, the long 36m of stake, full hall lays out pile.
This programme, by Φ 1800～2500 reinforcements, full hall lays out pile; Between tank and tank and periphery arrange reinforcement by Φ 1500@1500, stake the long 20m that is.Construct complete, process again through dynamic replacement; Result is through test, tank base bearing eigenvalue of foundation soil f
ak=285kPa, bearing capacity of foundation slab improves more than 6 times; All the other f
ak=160kPa, bearing capacity all meets design requirement.Total cost is saved more than 1/3.
embodiment 3
Certain airfield runway, geological conditions: have the thick different clay silt of 8～15m under plain fill, have the thick collapsible loess of 5～8m under this layer, bearing stratum is relatively good soil layer.This programme first takes to draw hole method, then casing back-pressure is arrived to bearing stratum top, feeds intake to ram and fills out solid material, and after yellow soil horizon of collapsibility has been replaced, limit feeds intake and rams, and limit promotes casing, then will draw bore portion and ram packing in fact.This programme soft soil foundation sandwich of layers effect is best.
embodiment 4
Certain speedway, builds up and meets soon heavy rain attack, road surface occurrence of large-area differential settlement and cracking, and repair project amount is very large.This programme, first takes by the equilateral triangle scheme of punchinging, by basic unit's cutter thoroughly, until bearing stratum, then by casing back-pressure to bearing stratum top relatively preferably, feed intake to ram and fill out mountain slabstone and original soil, displacement soft foundation and vacant part.Result demonstration, this programme integral replacement method is simple, easily operation, effect is fine.
The foregoing is only preferred embodiment of the present invention, in order to limit the present invention, within the spirit and principles in the present invention not all, any amendment of doing, be equal to replacement, improvement etc., within all should being included in protection scope of the present invention.
Claims (8)
1. the composite foundation construction method on soft soil layer: its capital equipment has a machine, post hammer and barrel to be provided with a casing for dog-house, and construction method comprises location unwrapping wire, and pile-forming machine perching step, is characterized in that, further comprising the steps of:
1) pile hole, is undertaken by clicking soft layer, causes a hole; In the time that load-carrying capacity of soft soil foundation is less than 80kPa, do not carry out this step;
2) become monomer granular pile, ram and carry out by repeatedly feeding intake;
3) become a prose style free from parallelism clump of piles, according to described step 2) method, at many positions place, produce corresponding many monomers granular pile, form a prose style free from parallelism clump of piles;
4) become composite foundation, process postmenstruation, forms complete composite foundation.
2. composite foundation construction method according to claim 1, is characterized in that, in described step 1) in, click soft layer, step comprises:
1) lifting column hammer, free fall type is clicked the Soft Soil Layer in casing, and in lifting column hammer process, back-pressure casing is descending;
2) click of repeatedly dropping hammer, until post hammer touches bearing stratum, causes a hole, and casing sinks down into and approaches bearing stratum simultaneously.
3. composite foundation construction method according to claim 2, it is characterized in that, in described step 2) in, by the dog-house on casing wall, solid material is dropped in stake hole in casing, drop hammer and ram while feeding intake, ram in process feeding intake, casing is thereupon up, by dark and shallow fed batch successively-ram, until stake top reaches design elevation and receives hammer, form monomer granular pile.
4. composite foundation construction method according to claim 3, it is characterized in that, described solid material is inoganic solids material, ram the artificial mixture of composition with original soil etc., described inoganic solids material is selected from solid building waste, industrial waste, slag, the slabstone that cuts into a mountain, natural grading sandstone, cobble, flyash, or lime etc.
5. composite foundation construction method according to claim 4, is characterized in that, the particle diameter of described inoganic solids material is less than 400mm.
6. composite foundation construction method according to claim 5, is characterized in that, described bearing stratum buried depth is less than 35m.
7. composite foundation construction method according to claim 6, it is characterized in that, in described step 3) in, with the form that lays out pile of being scheduled to, at selected many positions place, produce corresponding many monomer granular piles, repeatedly feeding intake-ram-formation of pile in, inter-pile soil body, by compacted, forms the common stressed prose style free from parallelism clump of piles of pile body-soil body.
8. composite foundation construction method according to claim 7, is characterized in that, in described step 3) in, the sequence of construction of described multiple monomer granular piles, adopt from outwards inner or therefrom the outer whole audience jumping of the mind-set mode of beating carry out.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201310030984.3A CN103966995A (en) | 2013-01-28 | 2013-01-28 | Construction method for composite foundation on soft soil stratum |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201310030984.3A CN103966995A (en) | 2013-01-28 | 2013-01-28 | Construction method for composite foundation on soft soil stratum |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN103966995A true CN103966995A (en) | 2014-08-06 |
Family
ID=51236964
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201310030984.3A Pending CN103966995A (en) | 2013-01-28 | 2013-01-28 | Construction method for composite foundation on soft soil stratum |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN103966995A (en) |
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110984118A (en) * | 2019-11-29 | 2020-04-10 | 中铁二十一局集团有限公司 | Loess stratum road bridge foundation treatment method |
| CN111997037A (en) * | 2020-08-14 | 2020-11-27 | 丁思华 | Drainage consolidation method for implementing soft soil foundation by utilizing natural gravitational potential energy |
| CN113463699A (en) * | 2021-06-28 | 2021-10-01 | 清华大学 | Vibroflotation gravel pile compactness testing device and intelligent inversion analysis method |
Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN1047716A (en) * | 1989-05-29 | 1990-12-12 | 山西省机械施工公司 | Utilize the method and the facility of industrial residue comprehensive treatment soft foundation |
| JPH08134894A (en) * | 1994-11-14 | 1996-05-28 | Nakatomi Kurimoto | Stabilization of soft ground |
| CN1136623A (en) * | 1996-01-30 | 1996-11-27 | 赵德连 | Punched pressure-pipe type rammed rubble pile construction method |
| CN1459533A (en) * | 2002-05-22 | 2003-12-03 | 王继忠 | Construction method of reinforced ground |
-
2013
- 2013-01-28 CN CN201310030984.3A patent/CN103966995A/en active Pending
Patent Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN1047716A (en) * | 1989-05-29 | 1990-12-12 | 山西省机械施工公司 | Utilize the method and the facility of industrial residue comprehensive treatment soft foundation |
| JPH08134894A (en) * | 1994-11-14 | 1996-05-28 | Nakatomi Kurimoto | Stabilization of soft ground |
| CN1136623A (en) * | 1996-01-30 | 1996-11-27 | 赵德连 | Punched pressure-pipe type rammed rubble pile construction method |
| CN1459533A (en) * | 2002-05-22 | 2003-12-03 | 王继忠 | Construction method of reinforced ground |
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110984118A (en) * | 2019-11-29 | 2020-04-10 | 中铁二十一局集团有限公司 | Loess stratum road bridge foundation treatment method |
| CN111997037A (en) * | 2020-08-14 | 2020-11-27 | 丁思华 | Drainage consolidation method for implementing soft soil foundation by utilizing natural gravitational potential energy |
| CN113463699A (en) * | 2021-06-28 | 2021-10-01 | 清华大学 | Vibroflotation gravel pile compactness testing device and intelligent inversion analysis method |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN108560542B (en) | Waste tire coated building slag bidirectional reinforcement and construction method thereof | |
| CN108797557A (en) | A kind of lime-soil compaction pile constructing process in Collapsible Loess District end of the bridge section | |
| CN108914912A (en) | A kind of Foundation Treatment engineering method of column-hammer forced tamping displacement | |
| CN104711976B (en) | A kind of construction refuse regenerated aggregate complex carrier stake and preparation method thereof | |
| CN102392447B (en) | Given force variable stiffness discrete material pile ramming and expanding machine and application thereof | |
| CN102852059A (en) | Pavement structure based on water sand backfilling technology and construction method thereof | |
| CN103074882A (en) | Construction method for reinforcing island-type perennial frozen-soil foundation by adopting gravel piles | |
| CN101311418A (en) | Exchange filling method for deep-foundation pit and large area equipment foundation | |
| CN103015396A (en) | Construction method of soft foundation | |
| CN103711114A (en) | Foundation treatment method | |
| CN103510504B (en) | High saturated uneven reclaimed ground processing method | |
| CN103835292B (en) | High frequency vibrating rushes the construction method of base-extending deposited pile tube | |
| CN109680671A (en) | A kind of liquefaction foundation treatment method based on building waste | |
| CN204491370U (en) | Collapsible loess location roadbed filling machine | |
| CN104018407A (en) | Road structure and road construction method | |
| CN104695419A (en) | Soft soil roadbed construction method | |
| CN103966995A (en) | Construction method for composite foundation on soft soil stratum | |
| CN212375898U (en) | Collapsible loess foundation structure is handled to T shape compaction stake | |
| CN102409660A (en) | Given-force engineering method for multisection expanded head discrete material pile composite foundation | |
| CN103195051B (en) | Limestone soil and pervious concrete pile composite foundation and treatment method thereof | |
| CN104695417A (en) | Post-grouting gravel pile composite foundation, post-grouting gravel pile and manufacturing method of post-grouting gravel pile | |
| CN106958176A (en) | Quick prefabricated pin-connected panel soft base processing method | |
| CN1095517C (en) | Method for reinforcement of foundation ground | |
| CN112227344A (en) | Soft foundation reinforcement construction method with good reinforcement effect | |
| CN106337409A (en) | Method for treating peat soil foundation through preloading in combination with salt piles |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C06 | Publication | ||
| PB01 | Publication | ||
| C10 | Entry into substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| RJ01 | Rejection of invention patent application after publication | ||
| RJ01 | Rejection of invention patent application after publication |
Application publication date: 20140806 |