CN201330403Y - Composite foundation with lateral confinement structure - Google Patents
Composite foundation with lateral confinement structure Download PDFInfo
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- CN201330403Y CN201330403Y CNU2008201495393U CN200820149539U CN201330403Y CN 201330403 Y CN201330403 Y CN 201330403Y CN U2008201495393 U CNU2008201495393 U CN U2008201495393U CN 200820149539 U CN200820149539 U CN 200820149539U CN 201330403 Y CN201330403 Y CN 201330403Y
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- lateral confinement
- confinement structure
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Abstract
The utility model aims to provide a composite foundation with lateral confinement structure. In earth with the structure that the upper part is soft and the lower part is hard, the upper soft soil layer is stressed three-dimensionally, so that the soft soil layer bears loads. The composite foundation with lateral confinement structure is realized as follows: the composite foundation with lateral confinement structure comprises pile bodies; the pile bodies are arranged to form pile body walls; the pile body walls form pile body compartments; foundation soil is in the body compartments and bearing platforms are arranged at the top; in the composite foundation with lateral confinement structure, the pile bodies are cement soil piles, lime piles or plate type piles; the pile body compartments in the composite foundation with lateral confinement structure have equal areas; and the pile body compartments in the composite foundation with lateral confinement structure are in the shape like the Chinese character 'jing'. The utility model has the advantages that surface soil is fully utilized to reduce the depth of a pile foundation project, and a large scale and high intensity are realized; the construction technology is simple and environmentally friendly, and the construction material is saved; the technology is simple and mature; the technology of various mixing proportions of cement soil and lime soil is mature; and the arrangement of manual structure satisfying strength requirements combined with different undisturbed soils is simple.
Description
Technical field
The utility model belongs to building foundation, specifically is exactly the lateral confinement structure compound foundation.
Background technology
In flusch and the huge thick soil layer, soil possesses typical diadactic structure feature---last soft rigid structure down, and go up soft topsoil and make foundation soil, and bearing capacity is between 70～160KPa.In the soil of this spline structure, adopt no lateral confinement structure compound foundation at present.
The mechanical characteristic of no lateral confinement structure compound foundation
Constitute ground by various types of long stakes and hardpan (bearing stratum) etc.Spacing between stake and the stake is greater than 3 times of stake footpaths.Pile strength height (greater than 20MPa), length big (greater than 30m).
1) formation of no lateral confinement structure compound foundation
Constitute composite foundation by various pile bodies and foundation soil.Pile body is arranged in the foundation soil independently, and the spacing of stake and stake is greater than 3 times of stakes footpath, foundation soil and influence each other less---only limit to side friction and end resistance.
2) artificial structure's mechanical property in the no lateral confinement structure compound foundation
Stake be length greater than 30m concrete pile class, the unconfined compression strength of stake is comprehensively determined by its load of sharing.
Stake has relative water-resisting property, and transmission coefficient is less than K=10
-6~ 10
-7Cm/s, phreatic seepage direction in the foundation soil and percolation path are not subjected to the influence of pile body substantially.
Under the effect of upper load, stake does not have the lateral confinement effect to foundation soil, lateral deformation that can not strict restriction topsoil, and the stress state between the interface, the stress state of foundation soil and stake keeps conventional state.
Stake series high strength pile body (unconfined compression strength is greater than 20MPa) is formed, because stake arranges with stake is independent, therefore, the integral rigidity of ground is less than shown in Fig. 1～2 the lateral confinement structure foundation being arranged.
3) performance of foundation soil
Stake (also claiming no lateral confinement structure or artificial structure) is arranged in the foundation soil, does not give full play to the bearing capacity of inter-pile soil---the condition of granule strength, and foundation soil can not be shared more load, surpasses the load of the bearing capacity of foundation soil, and foundation soil can't be shared.
4) combination property of no lateral confinement structure compound foundation
Pile body and bearing stratum by high strength and low distortion satisfy highrise building and concentrate the requirement of big load structure to bearing capacity of foundation soil and distortion.The basis of highrise building and concentrated big load structure, the degree of depth of essential bearing stratum all are buried (are the bearing stratum of no lateral confinement structure with the hardpan).
Ground can not be converted into upper load interaction force---the confined pressure power of ground inside in acting in conjunction, therefore, the intensity of ground and distortion are adjusted by strength of the mixing pile and distortion, and the bulk strength of ground is less.
Summary of the invention
The purpose of this utility model provides in a kind of soil of soft down rigid structure, above weak soil layer three-dimensional stressed, thereby make the carrying of weak soil layer the lateral confinement structure compound foundation arranged.
The utility model has been achieved in that the lateral confinement structure compound foundation, comprises pile body, and pile body is arranged and constituted the pile body wall, and the pile body wall constitutes the pile body compartment, is foundation soil in the pile body compartment, and the top is a cushion cap.
Described have a lateral confinement structure compound foundation, it is characterized in that: described pile body is cement earth pile, lime pile or board-like stake.
Described have a lateral confinement structure compound foundation, it is characterized in that: the area of described pile body compartment equates.
Described have a lateral confinement structure compound foundation, and it is characterized in that: described pile body compartment is " well " word pile body compartment.
The good effect that the lateral confinement structure compound foundation is arranged
1, theoretical side
According to One-dimensional Consolidation Theory and high pressure consolidation test, the new design principle that the lateral confinement structure compound foundation is arranged of control foundation soil lateral deformation and local failure is proposed.Ground design principle does not in the past have to consider to have the practical application of lateral confinement structural theory---make full use of the granule strength of topsoil and artificial structure's lateral confinement intensity.
Have the confined pressure effect study of lateral confinement structure to show: topsoil and artificial structure's intensity is controlled by the size of lateral confinement power when other condition is identical, lateral confinement is big more, and its peak strength increase is fast more.More low intensive topsoil and cement mixing method etc. are under lateral confinement structure lateral confinement confined pressure and top-out point load action condition, generation provides high-bearing capacity and low sedimentation acting in conjunction, realizes the control of top layer silt deformation failure mode and the raising of foundation strength.
2, make full use of the degree of depth and maximization and the high strength that topsoil reduces pile foundation engineering
Have the lateral confinement structure compound foundation to study at present using the degree of depth is 3～10m under the basic floor, after the foundation soil of artificial structure and top layer varying strength is formed, provide bearing capacity greater than 560kPa, the foundation settlement deflection is less than 2%, having solved 1) highrise building can not use weak intensity (1～3MPa) pile body and topsoil are made the problem of ground, 2) bearing stratum depth of Pile Foundation is big now, single pile intensity height (greater than 20MPa), the construction technology complicated problems, 3) make full use of China's urban area foundation soil diadactic structure characteristics---topsoil weakness (bearing capacity is less than 120kPa) relative with the following foundation soil of 10～15m strong (bearing capacity is greater than 160kPa), be combined with the lateral confinement structure and utilize topsoil, and be bearing stratum with the foundation soil of strong intensity, realize the shallow embedding of the foundation of highrise building (greater than 20 layers).
3, there is the construction technology of lateral confinement structure simple
Construction material is cement or pulverized limestone and original position original state foundation soil mix formation pile body, and strength of the mixing pile bearing capacity of foundation soil size is as requested determined.Present various mix equipment is numerous, and therefore, construction technology is simple, and control method is single.
Single pile grow degree method for designing and the construction technologies of adopting in the lateral confinement structure are arranged more, based on the subsidiary stress regularity of distribution in the ground and big or small Position Design strength of the mixing pile, not only change the method for designing of traditional homogeneous strength of the mixing pile, satisfied the requirement that the ground subsidiary stress distributes, and realized the saving of constructional materials, prevent that again the stake top is often because stress is concentrated the destruction of causing.In other words, this method had both realized that the single pile weak intensity replaces the design of high strength stake, had realized the raising of ground integral rigidity again.
4, environmental protection, saving construction timber
Pile body adopts undisturbed soil and cement or lime mix to form, not to environment casting (a large amount of castings of CFG stake), discharging mud (bored pile takes mud), influence environment (static pressure pipe pile soil compaction phenomenon), noise etc.
Gather materials on the spot, adopt original position foundation soil mix, therefore, save a large amount of construction timbers (reinforcing bar, sand, stone) and heavy construction equipment (mixer, agitator, large-tonnage rig or pile press) and great amount of water resources and electric power.The mini-plants that adopt more, therefore, efficient is higher, and energy consumption is few.
5, developability
Piling wall among Fig. 1 can adopt the plank frame combination now, and compound mode can distribute according to foundation load and be adjusted.
Feasibility and saving property
1, feasibility
1) feasibilities such as theory, design, detection
Set up various calculated relationship according to composite material strength theory etc., realize having the counting system of lateral confinement structure foundation and determining of relevant parameter.
Test result shows: lateral confinement structure compound foundation bearing capacity is arranged greater than 560kPa, maximum ground relative settlement is less than 0.2%, and the maximum settlement amount is 10～26mm.
2) plant equipment is simple
Adopt existing mix equipment just can realize mix on the spot, form needed pile body.
3) technology is simple and ripe
The various match ratio technologies of cement-soil and rendzinas are very ripe.The artificial structure who satisfies requirement of strength in conjunction with different undisturbed soil configurations is very easy.
2, saving property
Under the identical high-rise building foundation condition, machinery and labour saving 40～60%; Constructional materials saves 30～50%; Energy conservation 30～60%.The integration engineering cost saves 30～40% than identical composite foundation.
Solve the subject matter of present pile foundation engineering
1, solves a foundation soil unemployed difficult problem in top layer under point load or the big loading condition
The stake bearing stratum buried depth of conventional composite ground is dark, bearing stratum requirement of strength height, single pile intensity height, top layer foundation soil only provide bearing capacity and intensity ultimate bearing capacity more than etc. can not be provided is feature.
There is the lateral confinement structure foundation lateral confinement compressive strength (greater than ultimate bearing capacity) to be arranged and reduce top layer foundation soil lateral deformation and the big problem of solution settling amount by full use top layer foundation soil.I.e. acting in conjunction between the soil is brought into play fully---minimizing top layer ground upper deformation amount, the performance that improves frictional resistance between top layer bearing capacity of foundation slab, a raising efficient that top stress transmits to the deep, increase stake soil.
2, solve the problem of the huge and complex process of the pile foundation facility of point load or big load engineering construction
The construction of conventional composite ground, adopt main equipment and facility more---large-scale rig, high tonnage static pressed pile equipment and corollary equipment and factory wait and finish.Therefore, equipment transportation and site operation difficulty are very big, and electric power or fuel oil consumption are big; Be subjected to the influence of combinations such as foundation soil multilayer, heterogeneous, many mechanical property, pore-forming and pile driving process complex process---boring needs that different drilling tools are supporting, static pressed pile need be drawn behind the hole and could be pressed onto projected depth etc. to stake and cause complex process, any one process procedure to go wrong can leading to the failure or produce hidden danger.
There is the lateral confinement structure compound foundation to adopt mini-plant---small-sized rig, small-sized compact making hole equipment.Therefore, equipment transportation and site operation difficulty are little, and energy consumption is few; Be not subjected to the influence of combinations such as foundation soil multilayer, heterogeneous, many mechanical property, pore-forming and pile driving process technology are simple, and process procedure is few, does not produce hidden dangers in project.
3, solve the design irrationality problem of traditional strength of the mixing pile height and homogeneous
Pile body subsidiary stress distribution curve and deformation test data show: stake top is down in the certain depth, and subsidiary stress is concentrated and deflection is tens of times of its underpart degree of depth, continues to go to zero gradually to two of depth directions.
Have the design concept of lateral confinement structure compound foundation to meet subsidiary stress and stress distribution rule---improve strength of the mixing pile at the subsidiary stress concentrated position, strength of the mixing pile is reduced at all the other positions.
4, solving traditional pile body requires bearing course at pile end intensity height and is out of shape little problem
The tradition pile body is according to the mentality of designing design of concentrated stress, and the subsidiary stress that the basis produces is all shared by pile body or seldom partly shared by foundation soil.For bear high load and small deformation, just the intensity of the bearing stratum of stake end is inevitable very high and be out of shape little can meeting the demands.Moderate and the relatively large bearing stratum of distortion of superficial part intensity can not meet the demands, and intensity is high and the little bearing stratum of distortion buries very deeply, and therefore, the pile body length of traditional pile body is inevitable very big at the huge flusch layer of thickness, causes the wasting of resources.
There is the lateral confinement structure compound foundation can utilize the bearing stratum that superficial part intensity is moderate and distortion is relatively large, shortened the degree of depth that ground is handled.Simultaneously, the ground test result shows that the final settlement of the final settlement of lateral confinement structure compound foundation less than ground of the same type arranged, and saves a large amount of artificial materials and resource.
5, solve the problem of conventional piles body structure function singleness
The tradition pile body belongs to no lateral confinement structure, and foundation soil is not had lateral deformation restriction, to the seepage direction of pore water and percolation path and seepage velocity all less than change.And the cell structure composite foundation has restriction to above-mentioned several aspects simultaneously and changes.
Description of drawings
Fig. 1 has lateral confinement structure compound foundation plan view
Fig. 2 has lateral confinement structure compound foundation stereogram
The specific embodiment
The lateral confinement structure compound foundation is arranged, comprise pile body 1, pile body is arranged and is constituted the pile body wall, and the pile body wall constitutes pile body compartment 2, is foundation soil in the pile body compartment, and the top is a cushion cap.
Described have a lateral confinement structure compound foundation, it is characterized in that: described pile body is cement earth pile, lime pile or board-like stake.
Described have a lateral confinement structure compound foundation, it is characterized in that: the area of described pile body compartment 2 equates.
Described have a lateral confinement structure compound foundation, and it is characterized in that: described pile body compartment 2 is " well " word pile body compartments.
The difference of lateral confinement structure compound foundation and the no lateral confinement structure compound foundation of tradition is arranged
Following ground base type all satisfies requirements such as highrise building bearing capacity of foundation soil (greater than 360MPa) and distortion at the ground with artificial structure's formation.
The mechanical characteristic that 1, the lateral confinement structure compound foundation is arranged
1) formation of lateral confinement structure compound foundation is arranged
See that Fig. 1～2 constitute composite foundation by cement earth pile or lime pile and top layer foundation soil.The pile body sidewall has protruding block in foundation soil, these protruding blocks cut mutually and constitute the wall that stake intersects in length and breadth, and foundation soil is separated into the earth pillar of homalographic by piling wall.
2) performance of artificial structure in the lateral confinement structure compound foundation is arranged
Piling wall series cement soil in Fig. 1～2 or rendzinas short (length is greater than 3m) stake, the unconfined compression strength of stake and stake footpath are determined by the ratio of the poisson's ratio of the poisson's ratio of foundation soil and stake, Bearing Capacity of Composite Foundation, final settlement etc. are comprehensive.
Piling wall has relative water-resisting property, coefficient of permeability K=10
-6~ 10
-7Cm/s, whole ground have dozens of to have the lateral confinement structure to constitute, and therefore, the underground water in the lateral confinement structure in the foundation soil possesses one dimensional fluid flow direction and percolation path.
Under the effect of upper load, piling wall has the lateral confinement effect to foundation soil, the lateral deformation of strict restriction topsoil, and foundation soil is in three-dimensional pressured state, and except peripheral piling wall, piling wall is in three-dimensional pressured state equally.
Piling wall is that the weak intensity pile body is formed, and the unconfined compression strength of stake is at 1～3MPa, because stake is tangent with stake or cut formation mutually, therefore, integral rigidity is higher than no lateral confinement structure foundation.
3) performance of foundation soil
The lateral confinement structural configuration is arranged in topsoil, gives full play to the bearing capacity of topsoil---the performance of granule strength, foundation soil can be shared more load, and whole composite foundation is born the load greater than 560KPa.
The restriction of lateral confinement structure reduces top layer foundation soil lateral deformation amount, simultaneously, has reduced the total settlement and the relative settlement amount (topsoil is a foundation soil, and its distortion is had the lateral confinement structure control) of ground.
4) combination property of lateral confinement structure compound foundation is arranged
Satisfy highrise building and concentrate of the requirement of big load structure bearing capacity of foundation soil and distortion.Realized highrise building and concentrated the basis of big load structure, the shallow embedding of essential bearing stratum (native for lateral confinement structure bearing stratum is arranged)---suitable various big load point types and the strip foundations concentrated with the bottom.
For saturated foundation soil, the relative water resisting layer combination in lateral confinement structure and the bottom soil is arranged, can be formed with the lateral confinement enclosed construction, slowed down the rate of settling of foundation soil construction period.
Ground is converted into upper load the interaction force of ground inside in acting in conjunction---and confined pressure power, the confined pressure masterpiece is used for foundation soil and piling wall, has improved both compressive strength, has increased the bulk strength of ground.
Claims (4)
1, the lateral confinement structure compound foundation is arranged, comprise pile body, it is characterized in that: pile body is arranged and is constituted the pile body wall, and the pile body wall constitutes the pile body compartment, is foundation soil in the pile body compartment, and the top is a cushion cap.
2, as claimed in claim 1 have a lateral confinement structure compound foundation, it is characterized in that: described pile body is cement earth pile, lime pile or board-like stake.
3, as claimed in claim 2 have a lateral confinement structure compound foundation, it is characterized in that: the area of described pile body compartment equates.
4, as claimed in claim 3 have a lateral confinement structure compound foundation, and it is characterized in that: described pile body compartment is " well " word pile body compartment.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CNU2008201495393U CN201330403Y (en) | 2008-10-06 | 2008-10-06 | Composite foundation with lateral confinement structure |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CNU2008201495393U CN201330403Y (en) | 2008-10-06 | 2008-10-06 | Composite foundation with lateral confinement structure |
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| Publication Number | Publication Date |
|---|---|
| CN201330403Y true CN201330403Y (en) | 2009-10-21 |
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|---|---|---|---|
| CNU2008201495393U Expired - Fee Related CN201330403Y (en) | 2008-10-06 | 2008-10-06 | Composite foundation with lateral confinement structure |
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Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102235008A (en) * | 2010-05-07 | 2011-11-09 | 浙江海洋学院 | Engineering pile deviation preventing structure of soft soil foundation and pretreatment method |
| CN103015409A (en) * | 2013-01-01 | 2013-04-03 | 中国建筑西南勘察设计研究院有限公司 | Method for constructing gravel pile composite foundation through soil borrowing and hole forming as well as high pressure jet grouting |
| CN103046574A (en) * | 2013-01-28 | 2013-04-17 | 中国水电顾问集团西北勘测设计研究院 | Four-leaf-clover-type concrete bearing platform and prestressed pipe foundation structure of soft foundation fan |
| CN106592584A (en) * | 2016-11-28 | 2017-04-26 | 林清辉 | Anti-deviation structure for engineering pile on soft soil foundation and construction process |
-
2008
- 2008-10-06 CN CNU2008201495393U patent/CN201330403Y/en not_active Expired - Fee Related
Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102235008A (en) * | 2010-05-07 | 2011-11-09 | 浙江海洋学院 | Engineering pile deviation preventing structure of soft soil foundation and pretreatment method |
| CN103015409A (en) * | 2013-01-01 | 2013-04-03 | 中国建筑西南勘察设计研究院有限公司 | Method for constructing gravel pile composite foundation through soil borrowing and hole forming as well as high pressure jet grouting |
| CN103015409B (en) * | 2013-01-01 | 2016-06-22 | 中国建筑西南勘察设计研究院有限公司 | The construction method of soil taking hole forming high pressure jet grouting replacement stone pile composite foundation |
| CN103046574A (en) * | 2013-01-28 | 2013-04-17 | 中国水电顾问集团西北勘测设计研究院 | Four-leaf-clover-type concrete bearing platform and prestressed pipe foundation structure of soft foundation fan |
| CN103046574B (en) * | 2013-01-28 | 2015-09-16 | 中国电建集团西北勘测设计研究院有限公司 | A kind of soft damage blower fan four leaf plum type concrete bearing platform prestressed pipe foundation structure |
| CN106592584A (en) * | 2016-11-28 | 2017-04-26 | 林清辉 | Anti-deviation structure for engineering pile on soft soil foundation and construction process |
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Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant | ||
| CF01 | Termination of patent right due to non-payment of annual fee | ||
| CF01 | Termination of patent right due to non-payment of annual fee |
Granted publication date: 20091021 Termination date: 20171006 |