CN1186504C - Ground foundation delay consolidation treatment method - Google Patents
Ground foundation delay consolidation treatment method Download PDFInfo
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- CN1186504C CN1186504C CNB031303218A CN03130321A CN1186504C CN 1186504 C CN1186504 C CN 1186504C CN B031303218 A CNB031303218 A CN B031303218A CN 03130321 A CN03130321 A CN 03130321A CN 1186504 C CN1186504 C CN 1186504C
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- China
- Prior art keywords
- foundation
- proof curtain
- seepage proof
- vertical seepage
- consolidation process
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- 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.)
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- 238000000034 method Methods 0.000 title claims abstract description 33
- 238000007596 consolidation process Methods 0.000 title claims abstract description 28
- 239000002689 soil Substances 0.000 claims abstract description 24
- 238000010276 construction Methods 0.000 claims abstract description 15
- 238000013019 agitation Methods 0.000 claims abstract description 7
- 230000001934 delay Effects 0.000 claims description 12
- 230000008595 infiltration Effects 0.000 claims description 4
- 238000001764 infiltration Methods 0.000 claims description 4
- 230000002787 reinforcement Effects 0.000 claims description 4
- 238000000926 separation method Methods 0.000 claims description 4
- 239000010426 asphalt Substances 0.000 claims description 3
- 230000010410 reperfusion Effects 0.000 claims description 3
- 239000000126 substance Substances 0.000 claims description 3
- 230000009467 reduction Effects 0.000 abstract description 3
- 230000002349 favourable effect Effects 0.000 abstract description 2
- 239000011148 porous material Substances 0.000 description 14
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 14
- 230000000694 effects Effects 0.000 description 8
- 238000005516 engineering process Methods 0.000 description 7
- 238000004062 sedimentation Methods 0.000 description 7
- 230000008859 change Effects 0.000 description 5
- 239000002245 particle Substances 0.000 description 4
- 238000012545 processing Methods 0.000 description 4
- 239000007788 liquid Substances 0.000 description 3
- 230000015572 biosynthetic process Effects 0.000 description 2
- 239000002131 composite material Substances 0.000 description 2
- 238000007599 discharging Methods 0.000 description 2
- 239000008188 pellet Substances 0.000 description 2
- 229940098458 powder spray Drugs 0.000 description 2
- 230000008569 process Effects 0.000 description 2
- 230000000750 progressive effect Effects 0.000 description 2
- 239000004576 sand Substances 0.000 description 2
- 239000007787 solid Substances 0.000 description 2
- 239000004575 stone Substances 0.000 description 2
- 230000001133 acceleration Effects 0.000 description 1
- 230000009471 action Effects 0.000 description 1
- 230000002411 adverse Effects 0.000 description 1
- 230000005540 biological transmission Effects 0.000 description 1
- 150000001875 compounds Chemical class 0.000 description 1
- 230000002950 deficient Effects 0.000 description 1
- 230000003111 delayed effect Effects 0.000 description 1
- 238000000280 densification Methods 0.000 description 1
- 238000013461 design Methods 0.000 description 1
- 238000011161 development Methods 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 238000009792 diffusion process Methods 0.000 description 1
- 238000006073 displacement reaction Methods 0.000 description 1
- 230000002708 enhancing effect Effects 0.000 description 1
- 239000004047 hole gas Substances 0.000 description 1
- 239000000463 material Substances 0.000 description 1
- 230000003204 osmotic effect Effects 0.000 description 1
- 230000037361 pathway Effects 0.000 description 1
- 230000002035 prolonged effect Effects 0.000 description 1
- 238000004904 shortening Methods 0.000 description 1
Landscapes
- Investigation Of Foundation Soil And Reinforcement Of Foundation Soil By Compacting Or Drainage (AREA)
- Consolidation Of Soil By Introduction Of Solidifying Substances Into Soil (AREA)
Abstract
The present invention discloses a delay consolidation treatment method for a foundation. The circumference of a building foundation is provided with a circle of vertical seepage resistance curtain, or tilted feet at both sides of a road foundation are provided with two vertical seepage resistance curtains along the line direction, and the bottom surface of a building or the road foundation is paved with one horizontal seepage resistance layer hermetically connected with the vertical seepage resistance curtains. The delay consolidation treatment method for a foundation of the present invention greatly reduces cost under the precondition that a post-construction settlement method is similar to a deep agitation method. The engineering is only about 15% of the engineering of the deep agitation method, and a pad layer is not required. In addition, prepressing or placing time of a drainage consolidation method is not required, and the road foundation is filled according to the normal speed rate, or other upper loads are applied. Thus, the present invention is favorable to the reduction of the construction period. In addition, the method can not damage the structure performance of foundation soil, and thereby, the natural strength of the foundation soil can be performed to the maximum extent.
Description
Technical field
The present invention relates to the method for processing foundation in a kind of civil construction field, particularly relate to a kind of ground and delay the consolidation process method.
Background technology
Along with rapid development of social economy, civil engineering has proposed new requirement for the performance of ground, promptly from lay particular emphasis in the past to the intensity of foundation soil and bearing capacity of foundation soil claim and change into also need to ground externally the sedimentation that produces down of load action carry out strict control.Especially in the last few years, the construction speed of the high-speed railway of China, speedway and special line for passenger trains is constantly accelerated, because the settlement request of such engineering after to the roadbed worker is very strict, and common circuit cross-regional very wide and engineering quantity is huge, thereby the settlement Control problem of soft foundation is just seemed particularly outstanding.Even can satisfy the requirement of engineering fully through the bearing capacity that regular meeting runs into natural ground, but the sedimentation and deformation that ground produces under the effect of upper load do not reach and requires such problem, thereby just must handle to control its sedimentation this ground.Existing method for processing foundation mainly is divided into bed course, change and composite foundation factures such as pellet stake facture such as shallow-layer facture, consolidation, broken stone pile, sand pile and agitation pile, powder spray piling such as fill out.Wherein bed course, change and the shallow-layer facture such as fill out and can't handle deep soft foundation; Though consolidation can be handled deep soft foundation, and it is with low cost, but there is problems such as needing precompressed or placement processing, sometimes even need very long squeeze time, and construction period ground can produce sedimentation largely, can prolong the duration so undoubtedly and increase engineering quantity and cost; There are problems such as construction quality is wayward, cost height in pellet such as broken stone pile, sand pile stake facture, and its engineering property cost is higher than not; Though and composite foundation factures such as agitation pile, powder spray piling can obtain good engineering property, also exist the higher and engineering property cost of cost than not high shortcoming, thereby its range of application is subjected to certain restriction.
Summary of the invention
In order to address the above problem, the object of the present invention is to provide and a kind ofly can satisfy strict settlement after construction requirement, economically feasible, but and the ground of reduction of erection time delay the consolidation process method.
In order to achieve the above object, it is that road along the line, the toe position direction that a circle or roadbed both sides are set around structure foundation is provided with the vertical seepage proof curtain of twice that ground provided by the invention delays the consolidation process method, and lay the horizontal impervious layer that one deck and vertical seepage proof curtain are tightly connected in the bottom surface of building or roadbed, the degree of depth of vertical seepage proof curtain is determined by the size requirements of settlement after construction and the actual geological conditions of ground.
On horizontal impervious layer or below or top and bottom lay one or more layers horizontal reinforcement layer simultaneously.
Along the vertical seepage proof curtain of the length direction of building or roadbed both sides length direction or the perpendicular horizontal separation seepage proof curtain of line direction with building are set at a certain distance together.
Described vertical seepage proof curtain and laterally separate seepage proof curtain and lay geomembrane, fluting asphalt reperfusion, waterproof concrete or swell soil, overlap and beat agitation pile and chemical grouting method is made on the spot with fluting.
Described horizontal impervious layer is any or its combination in geomembrane, pitch and the non-infiltration soil.
Ground provided by the invention delays the consolidation process method can because its engineering quantity approximately has only 15% of deep mixing method, but also not need mattress layer guaranteeing to reduce cost significantly under the close even more excellent prerequisite of settlement after construction and deep mixing method; In addition, it does not need the precompressed or the standing time of consolidation, and is need only be according to normal speed filling roadbed or apply other upper load, thereby very favourable for the reduction of erection time; In addition, this method can not destroyed the structural of foundation soil, thereby can bring into play the natural intensity of foundation soil to greatest extent.
Description of drawings
Below in conjunction with the drawings and specific embodiments ground of the present invention being delayed the consolidation process method is elaborated.
Fig. 1 is the foundation structure schematic diagram that utilizes after ground of the present invention delays the processing of consolidation process method.
The specific embodiment
The traditional foundation treatment technology that reduces the ground settlement after construction mainly is divided into acceleration ground discharging consolidation process and ground is carried out such two classes of reinforcement.As everyone knows, the ground externally inner down meeting of effect of load produces excess pore water pressure, foundation soil will be to draining, fixed all around under this pressure effect, at this moment, excess pore water pressure can dribble and effective stress increases gradually, ground is gradually by densification, the intensity of foundation soil increases gradually, and bearing capacity increases gradually, the face of land can produce sedimentation gradually simultaneously, the modulus of deformation of foundation soil increases gradually, and until reaching stable state, this progressive formation just can stop when promptly excess pore water pressure was dissipated as zero.Last class foundation treatment technology is exactly the drainage channel by the shortening ground, thereby quickens above-mentioned progressive formation, and then makes ground reach stable status in advance.Then a class foundation treatment technology then be by compacted, displacement or add bulk strength that means such as curing compound directly improve ground and modulus of deformation with the sedimentation of the stable of enhancing ground and minimizing ground.Because being one, soil is in the three-phase hybrid system that the material of solid-state, liquid state and gaseous state is formed respectively by these three kinds in soil particle, pore water and hole gas.For the soft foundation that is in saturation state usually, the solid, liquid two-phase system that it just is made up of soil particle and pore water.Ground based system under the native state or after the conventional process is an open system, and pore water can be discharged under the excess pore water pressure effect that subsidiary stress causes gradually, and all external force are born by soil skeleton the most at last.In the pressure limit that ground bore, soil particle and pore water itself are incompressible.Therefore, if cut off the passage that pore water is discharged, be exactly incompressible by the solid, liquid two-phase system that soil particle and pore water are formed so, that is to say that ground externally under the effect of load sedimentation will not take place! On the other hand, if not the passing away that cuts off pore water fully, but increase the resistance that pore water is discharged by prolonging its drainage path, the consolidation settlement meeting becomes slower than normal condition so.Drainage path is long more, and resistance will be big more, and the consolidation settlement of ground will be slow more.Because the draining process of osmosis of ground needs an initial hydraulic gradient, therefore need only the drainage path long enough, the drainage channel that need not cut off ground fully also can be realized the termination fully of ground consolidation process.That is to say, if the foundation treatment technology that adopts can make ground in the engineering useful life with the settlement after construction of interior generation less than the designing requirement value, so this foundation treatment technology just can satisfy the requirement of engineering design.As can be seen, the way of this foundation treatment technology is just in time opposite with consolidation.Ground of the present invention delays the consolidation process method and just is being based on this principle and proposes.
As shown in Figure 1, it is that road along the line, the toe position direction that a circle or roadbed both sides are set around structure foundation is provided with the vertical seepage proof curtain 1 of twice that ground provided by the invention delays the consolidation process method, and lays the horizontal impervious layer 2 that one deck and vertical seepage proof curtain 1 are tightly connected in the bottom surface of building or roadbed.Such form of structure can prevent that excess pore water in the ground to the sideways diffusion of foundation surface and soil layer, can only walk around vertical seepage proof curtain 1 and discharging, and can make its permeation pathway lengthening like this, increases osmotic resistance, thereby can slow down consolidation process.The thickness of vertical seepage proof curtain 1 and the prolonged permeation effect that transmission coefficient should be enough to resist the maximum excess pore water pressure that produces in the ground thereof.Vertical seepage proof curtain 1 usefulness fluting is laid geomembrane, fluting asphalt reperfusion, waterproof concrete or swell soil, is overlapped and beat agitation pile and chemical grouting method is made on the spot.The antiseepage ability of the horizontal impervious layer 2 of building or roadbed bottom surface also will reach above-mentioned requirements.Horizontal impervious layer 2 is any or its combinations in geomembrane, pitch and the non-infiltration soil.The degree of depth of vertical seepage proof curtain 1 is by the size requirements of settlement after construction and the actual geological conditions of ground, and is determined as character such as compressibilty and infiltration concretenesses.Because the soil pressure of vertical seepage proof curtain 1 about both sides is inconsistent, vertical seepage proof curtain 1 also should satisfy the distortion indehiscent requirement in back under about two lateral earth pressure difference effects.In order to reduce of the requirement of the unbalanced soil pressure in vertical seepage proof curtain 1 both sides to vertical seepage proof curtain 1, on the horizontal impervious layer 2 of roadbed bottom surface or below or top and bottom lay the horizontal reinforcement layer 3 of one deck simultaneously, as geo-grid, with the lateral deformation of constraint ground, and improve the stress condition of vertical seepage proof curtain 1.Along the vertical seepage proof curtain 1 of the length direction of building or roadbed both sides length direction or the perpendicular horizontal separation seepage proof curtain of line direction with building are set at a certain distance together.This is because the situation on stratum is not unalterable, the different different vertical seepage proof curtain degree of depth of stratum inevitable requirement.Especially in subgrade construction, in order not influence each other between the adjacent highway section that guarantees to have the vertical seepage proof curtain 1 of different depth, in vertical seepage proof curtain 1 change in depth part the horizontal separation seepage proof curtain of horizontal path direction must be set, its degree of depth should be consistent with darker vertical seepage proof curtain among two highway sections.In addition, the defective that may occur on the construction quality and bring adverse effect for adjacent highway section even the vertical seepage proof curtain degree of depth does not change, also will be provided with at a certain distance and laterally separate seepage proof curtain together.
Claims (5)
1, a kind of ground delays the consolidation process method, it is characterized in that: it is that road along the line, the toe position direction that a circle or roadbed both sides are set around structure foundation is provided with the vertical seepage proof curtain of twice (1) that described ground delays the consolidation process method, and lay the horizontal impervious layer (2) that one deck and vertical seepage proof curtain (1) are tightly connected in the bottom surface of building or roadbed, the degree of depth of vertical seepage proof curtain (1) is determined by the size requirements of settlement after construction and the actual geological conditions of ground.
2,1 described ground delays the consolidation process method as requested, it is characterized in that: on horizontal impervious layer (2) below or top and bottom lay one or more layers horizontal reinforcement layer (3) simultaneously.
3,1 described ground delays the consolidation process method as requested, it is characterized in that: along the vertical seepage proof curtain (1) of the length direction of building or roadbed both sides length direction or the perpendicular horizontal separation seepage proof curtain of line direction with building are set at a certain distance together.
4,1 described ground delays the consolidation process method as requested, it is characterized in that: described vertical seepage proof curtain (1) and laterally separate seepage proof curtain and lay geomembrane, fluting asphalt reperfusion, waterproof concrete or swell soil, overlap and beat agitation pile and chemical grouting method is made on the spot with fluting.
5,1 described ground delays the consolidation process method as requested, it is characterized in that: described horizontal impervious layer (2) is any or its combination in geomembrane, pitch and the non-infiltration soil.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CNB031303218A CN1186504C (en) | 2003-06-30 | 2003-06-30 | Ground foundation delay consolidation treatment method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CNB031303218A CN1186504C (en) | 2003-06-30 | 2003-06-30 | Ground foundation delay consolidation treatment method |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN1478961A CN1478961A (en) | 2004-03-03 |
| CN1186504C true CN1186504C (en) | 2005-01-26 |
Family
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Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CNB031303218A Expired - Fee Related CN1186504C (en) | 2003-06-30 | 2003-06-30 | Ground foundation delay consolidation treatment method |
Country Status (1)
| Country | Link |
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| CN (1) | CN1186504C (en) |
Families Citing this family (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101289848B (en) * | 2007-04-16 | 2010-09-29 | 中国土木工程集团有限公司 | Foundation pore pressure conditioning and processing method |
| CN103161175B (en) * | 2011-12-08 | 2015-09-09 | 贵阳铝镁设计研究院有限公司 | Impermeable type lime-soil compaction pile composite manual foundation |
| CN202809596U (en) * | 2012-03-25 | 2013-03-20 | 浙江宏宇工程勘察设计有限公司 | Concentration delaying foundation based on controlling of foundation settlement |
| CN107313468A (en) * | 2017-08-14 | 2017-11-03 | 兰州有色冶金设计研究院有限公司 | A kind of seepage proof curtain for releasing collapsible loess foundation settlement by soaking is with level every infiltration level structure and method |
| CN107313439A (en) * | 2017-08-14 | 2017-11-03 | 兰州有色冶金设计研究院有限公司 | A kind of seepage proof curtain structure and method for releasing collapsible loess foundation settlement by soaking |
| CN112176804B (en) * | 2020-10-12 | 2022-03-01 | 东南大学 | Anti-settlement water retention roadbed structure in water-rich soft soil area and design method |
| CN112921726B (en) * | 2021-01-28 | 2022-04-19 | 长安大学 | Roadbed structure capable of preventing roadbed soil from being dry cracked or wet sunk and construction method thereof |
-
2003
- 2003-06-30 CN CNB031303218A patent/CN1186504C/en not_active Expired - Fee Related
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| Publication number | Publication date |
|---|---|
| CN1478961A (en) | 2004-03-03 |
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Owner name: CHINA CIVIL ENGINEERING CONSTRUCTION GROUP CORPORA Free format text: FORMER OWNER: LIU YUANFENG Effective date: 20100804 Owner name: LIU YUANFENG |
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Free format text: CORRECT: ADDRESS; FROM: 300142 604-606, UNIT 12, BUILDING 10, FUJIANGBEILI, JINGJIANG ROAD, HEBEI DISTRICT, TIANJIN CITY TO: 100038 NO.4, BEIFENGWO, HAIDIAN DISTRICT, BEIJING CITY |
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Effective date of registration: 20100804 Address after: 100038 Haidian District, North Beijing, No. 4 Co-patentee after: Liu Yuanfeng Patentee after: China Civil Engineering Construction Corporation Address before: 300142 Tianjin City, Hebei District Jingjiang Road 10 North Fujiang building 12 604-606 Patentee before: Liu Yuanfeng |
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Effective date of registration: 20170321 Address after: 100038 Haidian District, North Beijing, No. 4 Patentee after: China Civil Engineering Construction Corporation Address before: 100038 Haidian District, North Beijing, No. 4 Patentee before: China Civil Engineering Construction Corporation Patentee before: Liu Yuanfeng |
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Granted publication date: 20050126 Termination date: 20210630 |
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| CF01 | Termination of patent right due to non-payment of annual fee |