CN103015399B - The quake evaluation system of Liquefaction Foundation and method for processing foundation - Google Patents
The quake evaluation system of Liquefaction Foundation and method for processing foundation Download PDFInfo
- Publication number
- CN103015399B CN103015399B CN201210575187.9A CN201210575187A CN103015399B CN 103015399 B CN103015399 B CN 103015399B CN 201210575187 A CN201210575187 A CN 201210575187A CN 103015399 B CN103015399 B CN 103015399B
- Authority
- CN
- China
- Prior art keywords
- water discharging
- discharging body
- pore pressure
- foundation
- liquefaction
- 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.)
- Active
Links
Landscapes
- Investigation Of Foundation Soil And Reinforcement Of Foundation Soil By Compacting Or Drainage (AREA)
- Foundations (AREA)
Abstract
The invention discloses a kind of quake evaluation system of Liquefaction Foundation, it arranges permanent vertical pore pressure dissipation water discharging body and horizontal pore pressure dissipation water discharging body in Liquefaction Foundation, and vertical pore pressure dissipation water discharging body is communicated with horizontal pore pressure dissipation water discharging body and connects with top drainage system.This method, for Liquefaction Foundation, arranges permanent dissipation of excess pore-water pressure passage, controls and reduce excess pore water pressure, prevents and treats, thus improve the antidetonation liquefaction performance of this ground from the source producing liquefaction.Arrange dissipation passage to arrange before ground stabilization, the construction period as the drainage system of basement process, as permanent excess pore pressure dissipation passage after the construction period completes.Also after can being arranged in ground stabilization, as the permanent facility of operation phase.
Description
Technical field
The present invention relates to the technical field of the Soft Ground such as port works, traffic engineering, construction work, highway engineering.
Background technology
Along with the sustained and rapid development of China's economy, the infrastructure scale of China's Coastal Areas is unprecedented in recent years, in order to solve the engineering problems of land utilization such as port and pier, building, highway, a large amount of reclamation engineerings has been carried out in the area such as Tianjin, Wenzhou, Lianyun Harbour, Xiamen, Nansha Area, Guangzhou and Shenzhen Yantian in recent years.
These engineerings are carry out the materials such as waterpower hydraulic reclamation waste silt, Extra-fine sand, silt on the beach of alluvial mostly, then carry out stiffening basic ground.Engineering quantity due to China's reclaiming land around sea reaches unprecedented scale, cause the worsening shortages of hydraulic reclamation resource, particularly antidetonation liquefies good medium coarse sand, a lot of local faced without sand can condition, for this situation, increasing engineering adopts local than more rich flour sand, fine sand, as Harbor, Tianjin, Cao Feidian etc.This kind of hydraulic reclamation material is exactly the problem of liquefaction to the engineering properties that Effects on Engineering is maximum, in addition these coastal areas mud, layer of sand, powder soil horizon, argillic horizon that generally also extensively distribution is deep below barged-in fill, these waterpower hydraulic reclamations and original saturated silty sand, the Liquefaction of silt under the effect of earthquake are global difficult problems, particularly after completion of works, superstructure is during runing.
Under the horizontal vibration effect that earthquake produces, between the soil body, generation adjustment is tending towards closely knit by position, and the soil body becomes closely knit certainly will get rid of pore water.If under periodicity dynamic loading sharply, if the bad and impeded drainage of the water permeability of the soil body, the draining in last cycle does not also complete, rear cycle draining again, the water that should drain has little time to discharge, and water is incompressible, so just create excess pore water pressure, now sand soil classifiction greatly reduces.With time of vibration continuity, excess pore water pressure is constantly accumulated superposition and increases, and finally makes the shear strength of the soil body completely lose, and this phenomenon is referred to as liquefaction.
Sand liquefaction phenomenon is as a kind of principal mode of earthquake disaster; usually can cause differential settlement and the structural damage of building foundation; as: sandblasting stream soil, bunding slump, ground cracking sinks, construction cracking collapses, harbour destruction etc.; cause major disaster and casualties, bring huge disaster to the mankind.
It is the necessary condition that liquefaction occurs that excess pore water pressure raises.Reduce saturated sand, silt outside the pore water pressure of power particularly under cyclic force effect be a kind of important channel solving liquefaction.
Summary of the invention
The present invention aims to provide a kind of effective, convenient, cost-saving, is applied to the method that Liquefaction Foundation improves quake evaluation performance.
In order to achieve the above object, present invention employs following technology: a kind of quake evaluation system of Liquefaction Foundation, it is characterized in that, in Liquefaction Foundation, arrange permanent vertical pore pressure dissipation water discharging body and horizontal pore pressure dissipation water discharging body, vertical pore pressure dissipation water discharging body is communicated with horizontal pore pressure dissipation water discharging body and connects with top drainage system.
Described vertical pore pressure dissipation water discharging body runs through the sand or powder soil horizon that arrive Liquefaction Foundation.
Described horizontal pore pressure dissipation water discharging body is layed in the stabilized zone of foundation settlement, or liquable sand or powder soil horizon, and the displacement produced to prevent ground destroys horizontal pore pressure dissipation water discharging body.
Specifically, described vertical pore pressure dissipation water discharging body is selected from one or more the adrainage material in collecting well, pipe well, vertical plastic draining board, cardboard, sand pile, sand wick, sand-gravel pile.
Specifically, described horizontal pore pressure dissipation water discharging body is selected from one or more drainage patterns such as sand, rubble or slag bed course, plastic draining board, plastic blind-ditch, rubble french drain, sand quilt, sand pocket, horizontal drainage ditch, horizontal drain pipe.
Further, described horizontal pore pressure dissipation water discharging body surface is also coated with and prevents external impurities from entering horizontal pore pressure dissipation passage and produce the anti-blocking layer of blocking, and described anti-blocking layer is selected from cover plate, parcel geotextiles or for one or more materials such as the geotextiles that filters.
The connected mode of described vertical pore pressure dissipation water discharging body and horizontal pore pressure dissipation water discharging body is selected from overlap joint, bundle, tie up in one or more modes used in combination.
A quake evaluation method for processing foundation for Liquefaction Foundation, is characterized in that comprising the following steps:
Before ground stabilization, as above arbitrary described system is set, as the ingredient of ground stabilization measure in construction;
Carry out stiffening basic ground;
After ground stabilization completes, retain the permanent passage of the excess pore water pressure that this system produces as ground dissipation earthquake.
A quake evaluation method for processing foundation for Liquefaction Foundation, is characterized in that: the dissipation passage of excess pore water pressure when as above arbitrary described system occurs as operation phase earthquake to the ground setting completing consolidation process.
This method, for Liquefaction Foundation, arranges permanent dissipation of excess pore-water pressure passage, controls and reduce excess pore water pressure, prevents and treats, thus improve the antidetonation liquefaction performance of this ground from the source producing liquefaction.Arrange dissipation passage to arrange before ground stabilization, the construction period as the drainage system of basement process, as permanent excess pore pressure dissipation passage after the construction period completes.Also after can being arranged in ground stabilization, as the permanent facility of operation phase.
Accompanying drawing explanation
Fig. 1 is the schematic diagram of the quake evaluation system of Liquefaction Foundation.
Wherein, the vertical pore pressure dissipation water discharging body 2 horizontal pore pressure dissipation water discharging body 3 top drainage system 4 of Liquefaction Foundation 1
specific implementation method
Embodiment 1
This example for arranging the embodiment of quake evaluation system in the Liquefaction Foundation completing consolidation process.
1, as shown in Figure 1, for completing the Liquefaction Foundation 1 of consolidation process.Vertical pore pressure dissipation water discharging body 2 is plugged in this ground.Described vertical pore pressure dissipation water discharging body is selected from one or more the adrainage material in collecting well, pipe well, vertical plastic draining board, cardboard, sand pile, sand wick, sand-gravel pile.Described vertical pore pressure dissipation water discharging body 2 must run through mud, mucky soil or the argillic horizon that surface may exist, and arrives the sand in Liquefaction Foundation or powder soil horizon.
Vertical pore pressure dissipation water discharging body 2 plug spacing and the degree of depth calculates according to the architectural characteristic of geological conditions, seismic behavior or building.
2, lay horizontal pore pressure dissipation water discharging body 3 on the surface of Liquefaction Foundation 1, cover cover plate, outsourcing geotextiles or filtration beds, prevent other foreign material admission passages, keep the patency of its draining.Wherein, described horizontal pore pressure dissipation water discharging body is selected from one or more drainage patterns such as sand, rubble or slag bed course, plastic draining board, plastic blind-ditch, rubble french drain, sand quilt, sand pocket, horizontal drainage ditch, horizontal drain pipe.
Described horizontal pore pressure dissipation water discharging body is layed in the stabilized zone of foundation settlement, or the sand in Liquefaction Foundation 1 or powder soil horizon, require that the degree of depth imbedding sand or powder soil horizon is at least more than 50cm, the displacement preventing ground from producing destroys horizontal pore pressure dissipation water discharging body.According to water-flowing amount and the draining characteristics of vertical pore pressure dissipation water discharging body 2, the spacing, draining parameter etc. of calculated level pore pressure dissipation water discharging body.
The used in combination of one or more modes such as 3, be connected vertical pore pressure dissipation water discharging body 2 with horizontal pore pressure dissipation water discharging body 3, the mode of connection can adopt overlap joint, bundle, tie up.
4, top drainage system 4 is town road Uniting.Horizontal pore pressure dissipation water discharging body 3 is connected with top drainage system 4, forms the pore pressure dissipation passage of solid space.Connect mode can adopt the used in combination of one or more modes such as bind, provided pipe overlap joint, communicating pipe, thus the excess pore water pressure that earthquake is produced can unimpeded, discharge rapidly.
Embodiment 2
This example is for arranging the embodiment of quake evaluation system in the Liquefaction Foundation before stiffening basic ground.
Before ground stabilization, arrange the quake evaluation system of Liquefaction Foundation of the present invention, setting steps, as described in embodiment respectively walks, does not repeat them here.The quake evaluation system set, as the ingredient of ground stabilization measure in construction, belongs to permanent structure.
Stiffening basic ground is carried out according to actual conditions.
After ground stabilization completes, retain the permanent passage of the excess pore water pressure that this quake evaluation system produces as ground dissipation earthquake.
Claims (6)
1. the quake evaluation system of a Liquefaction Foundation, it is characterized in that, vertical pore pressure dissipation water discharging body and horizontal pore pressure dissipation water discharging body are set in Liquefaction Foundation, vertical pore pressure dissipation water discharging body runs through the sand or powder soil horizon that arrive Liquefaction Foundation, horizontal pore pressure dissipation water discharging body is layed in the stabilized zone of foundation settlement, or be layed in sand or the powder soil horizon of Liquefaction Foundation, vertical pore pressure dissipation water discharging body is communicated with horizontal pore pressure dissipation water discharging body and connects with top drainage system, the permanent passage of the excess pore water pressure that this system of permanent reservation produces as ground dissipation earthquake, and described vertical pore pressure dissipation water discharging body is selected from collecting well, pipe well, vertical plastic draining board, cardboard, sand pile, sand wick, one or more drainage pattern in sand-gravel pile.
2. the quake evaluation system of Liquefaction Foundation according to claim 1, is characterized in that: described horizontal pore pressure dissipation water discharging body is selected from one or more drainage patterns in sand, rubble or slag bed course, plastic draining board, plastic blind-ditch, rubble french drain, sand quilt, sand pocket, horizontal drainage ditch, horizontal drain pipe.
3. the quake evaluation system of Liquefaction Foundation according to claim 1, it is characterized in that: described horizontal pore pressure dissipation water discharging body surface is also coated with and prevents external impurities from entering horizontal pore pressure dissipation passage and produce the anti-blocking layer of blocking, described anti-blocking layer is selected from cover plate, parcel geotextiles or for one or more materials in the geotextile that filters.
4. the quake evaluation system of Liquefaction Foundation according to claim 1, is characterized in that: the connected mode of described vertical pore pressure dissipation water discharging body and horizontal pore pressure dissipation water discharging body is selected from the used in combination of one or more modes in overlap joint, binding.
5. a quake evaluation method for processing foundation for Liquefaction Foundation, is characterized in that comprising the following steps:
Before ground stabilization, the arbitrary described system of Claims 1 to 4 is set, as the ingredient of ground stabilization measure in construction;
Carry out stiffening basic ground;
After ground stabilization completes, retain the permanent passage of the excess pore water pressure that this system produces as ground dissipation earthquake.
6. a quake evaluation method for processing foundation for Liquefaction Foundation, is characterized in that: the dissipation passage of excess pore water pressure when the system as described in as arbitrary in Claims 1 to 4 to the ground setting completing consolidation process occurs as operation phase earthquake.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201210575187.9A CN103015399B (en) | 2012-12-26 | 2012-12-26 | The quake evaluation system of Liquefaction Foundation and method for processing foundation |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201210575187.9A CN103015399B (en) | 2012-12-26 | 2012-12-26 | The quake evaluation system of Liquefaction Foundation and method for processing foundation |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN103015399A CN103015399A (en) | 2013-04-03 |
| CN103015399B true CN103015399B (en) | 2015-09-16 |
Family
ID=47964461
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201210575187.9A Active CN103015399B (en) | 2012-12-26 | 2012-12-26 | The quake evaluation system of Liquefaction Foundation and method for processing foundation |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN103015399B (en) |
Families Citing this family (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104947678B (en) * | 2014-03-28 | 2017-06-30 | 中国二十冶集团有限公司 | Mud boundary banding deep basal pit processing method |
| CN105804046A (en) * | 2016-04-06 | 2016-07-27 | 化学工业岩土工程有限公司 | Processing method for soft clay foundation |
| CN105887807B (en) * | 2016-04-14 | 2017-12-26 | 河海大学 | A kind of precast reinforced concrete pile of three-dimensional draining and construction method |
| CN106939591B (en) * | 2017-04-01 | 2019-05-24 | 温州浙南地质工程有限公司 | A kind of spraying equipment of sand plate in forced-ventilated controllable sand plate compound structure of constructing |
| CN108374406A (en) * | 2018-02-07 | 2018-08-07 | 河海大学 | The anti-foundation liquefaction system and application method of automatic sensing P wave and Active Drainage |
| CN113356180A (en) * | 2020-03-06 | 2021-09-07 | 陈赐贤 | Structure for preventing structure from liquefying |
| CN112962574B (en) * | 2021-03-24 | 2022-05-17 | 长江勘测规划设计研究有限责任公司 | Underground water comprehensive utilization system and method combined with earthquake liquefaction foundation treatment scheme |
Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101250868A (en) * | 2008-03-12 | 2008-08-27 | 中交第四航务工程局有限公司 | Precipitation prepressing association motivation induration deep densification method |
| CN101581092A (en) * | 2009-06-09 | 2009-11-18 | 陈杰德 | Method for processing soft ground by rapid pressurizing pre-compression |
| CN101824817A (en) * | 2010-05-06 | 2010-09-08 | 任再永 | Drainage consolidation construction method for treating soft soil foundation by container stacking loading |
| CN203238616U (en) * | 2012-12-26 | 2013-10-16 | 中交四航工程研究院有限公司 | Earthquake-resistance and hazard-reduction system for liquefiable foundation |
Family Cites Families (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP3648299B2 (en) * | 1995-10-24 | 2005-05-18 | 若築建設株式会社 | Consolidation promotion method for soft ground |
| US6003912A (en) * | 1996-04-09 | 1999-12-21 | Chrysler Corporation | Bi-metal vehicle bumper structure |
| JP2004190374A (en) * | 2002-12-12 | 2004-07-08 | Port & Airport Research Institute | Soft ground improving method and soft ground improving unit |
| CN101922146A (en) * | 2009-09-15 | 2010-12-22 | 东南大学 | Method for performing foundation treatment by using permeable concrete pipe piles |
-
2012
- 2012-12-26 CN CN201210575187.9A patent/CN103015399B/en active Active
Patent Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101250868A (en) * | 2008-03-12 | 2008-08-27 | 中交第四航务工程局有限公司 | Precipitation prepressing association motivation induration deep densification method |
| CN101581092A (en) * | 2009-06-09 | 2009-11-18 | 陈杰德 | Method for processing soft ground by rapid pressurizing pre-compression |
| CN101824817A (en) * | 2010-05-06 | 2010-09-08 | 任再永 | Drainage consolidation construction method for treating soft soil foundation by container stacking loading |
| CN203238616U (en) * | 2012-12-26 | 2013-10-16 | 中交四航工程研究院有限公司 | Earthquake-resistance and hazard-reduction system for liquefiable foundation |
Also Published As
| Publication number | Publication date |
|---|---|
| CN103015399A (en) | 2013-04-03 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN103015399B (en) | The quake evaluation system of Liquefaction Foundation and method for processing foundation | |
| CN103031836B (en) | A kind of method of building road on new hydraulically filled sludge ground fast | |
| CN102383413B (en) | Method for constructing strengthened saturated-flow plastic silt soft soil foundation | |
| CN100480472C (en) | Quick reinforcing method and reinforcing device for super soft weak soil | |
| CN103758113B (en) | A kind of grid encloses the anti-liquefied foundation reinforcement means of hoop | |
| CN107419630A (en) | A kind of the soft soil foundation high-filled embankment and construction method of effectively control settlement after construction | |
| CN106930231B (en) | A kind of construction method applied to engineering flood bank reinforcing of passing the flood period | |
| CN203393530U (en) | Anti-floating lightweight high-fill embankment structure | |
| CN104131530B (en) | Levee revetment structure under rapid and soft foundation severe environment | |
| CN107761668B (en) | Coastal shore reservoir land-building type revetment structure and construction method thereof | |
| CN102071689A (en) | Optimized construction method of static pressure pile close to existing tunnel | |
| CN103276717B (en) | The method of composite earthwork synthetic materials reinforcement cushion soft soil foundation | |
| CN107881987A (en) | Deep covering layer top panel Rockfill Dam based moisture barrier structure | |
| CN204676485U (en) | A kind of Eco-economic Type bank protection structure | |
| CN203238616U (en) | Earthquake-resistance and hazard-reduction system for liquefiable foundation | |
| CN203057815U (en) | Coastal saline-alkali soil greening alkali discharging system | |
| CN202881901U (en) | Stepped undercurrent type ecological embankment structure | |
| CN202925538U (en) | Rammer used in construction on frozen earth | |
| CN107905243A (en) | A kind of sheet-pile cofferdam structure and its construction method suitable for soft soil foundation | |
| CN210658236U (en) | Slag stacking structure | |
| CN111335290B (en) | Offshore artificial island structure suitable for silt foundation and construction method | |
| CN203113358U (en) | Clay sandstone cofferdam structure | |
| CN202925540U (en) | Arrangement structure of device for processing soft soil foundation in coastal reclamation region | |
| CN104947630A (en) | Over-current slag collecting weir for water conservancy and hydropower engineering and construction method thereof | |
| KR20150021098A (en) | Waterside structures reinforced method |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C06 | Publication | ||
| PB01 | Publication | ||
| C10 | Entry into substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| C53 | Correction of patent for invention or patent application | ||
| CB02 | Change of applicant information |
Address after: 510230 Guangzhou Qianjin Road, Guangdong, No. 157 Applicant after: Zhongjiao Sihang Engineering Inst. Co., Ltd. Applicant after: CCCC Fourth Harbor Engineering Co., Ltd. Applicant after: CCCC Fourth Harbor Geotechnical Engineering Co., Ltd. Applicant after: Guangzhou Harbor Engineering Quality Examination Co., Ltd. Address before: 510230 Guangzhou Qianjin Road, Guangdong, No. 157 Applicant before: Zhongjiao Sihang Engineering Inst. Co., Ltd. Applicant before: CCCC Fourth Harbor Engineering Co., Ltd. Applicant before: Guangzhou Sihang Geotechnical Engineering Co., Ltd. Applicant before: Guangzhou Harbor Engineering Quality Examination Co., Ltd. |
|
| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant | ||
| TR01 | Transfer of patent right |
Effective date of registration: 20210929 Address after: No. 157, Guangzhou City, Guangdong, Guangdong Patentee after: CCCC FOURTH HARBOR ENGINEERING INSTITUTE Co.,Ltd. Patentee after: CCCC Fourth Harbor Engineering Co.,Ltd. Patentee after: GUANGZHOU HARBOR ENGINEERING QUALITY EXAMINATION Co.,Ltd. Patentee after: NATIONAL ENGINEERING RESEARCH CENTER OF DREDGING TECHNOLOGY AND EQUIPMENT Address before: No. 157, Guangzhou City, Guangdong, Guangdong Patentee before: CCCC FOURTH HARBOR ENGINEERING INSTITUTE Co.,Ltd. Patentee before: CCCC Fourth Harbor Engineering Co.,Ltd. Patentee before: CCCC FOURTH HARBOR GEOTECHNICAL ENGINEERING Co.,Ltd. Patentee before: GUANGZHOU HARBOR ENGINEERING QUALITY EXAMINATION Co.,Ltd. |
|
| TR01 | Transfer of patent right |