CN100473786C - Soft soil foundation high side pressure quick-discharging consolidation method - Google Patents
Soft soil foundation high side pressure quick-discharging consolidation method Download PDFInfo
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- CN100473786C CN100473786C CNB2006100250040A CN200610025004A CN100473786C CN 100473786 C CN100473786 C CN 100473786C CN B2006100250040 A CNB2006100250040 A CN B2006100250040A CN 200610025004 A CN200610025004 A CN 200610025004A CN 100473786 C CN100473786 C CN 100473786C
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Abstract
The invention relates to a soft foundation discharge fixing technique, used to quickly fix and strengthen soft foundation. The invention combines high-pressure tube device and upright discharge device, to force high pressure on the high-pressure tube, to repeatedly expand the high-pressure tube to sideward press soil, to quickly solidify the soil step from step, and improve the soil strength, to strength the foundation. The strengthen depth of foundation is not limited by soil saturated degree, to confirm the strength quality. The time cost by the invention is 1/4-1/2 of traditional discharge strengthen method, while its cost is 50-70% of traditional discharge strengthen method, with simple operation, non additional construction field, and repeated used tools, non pollution and waste, and significant economic and social benefits.
Description
Technical field
The present invention relates to soft foundation discharge fixing technique, be applicable to the rapidly solidified consolidation process of soft foundation.
Background technology
At present soft foundation is carried out the method that consolidation process adopts discharging consolidation usually, mainly be to utilize the soil body to conduct oneself with dignity, produce load actions such as negative pressure of vacuum in preloading on the ground, in foundation soil, and vertical drainage device by in ground, burying underground, as: sand drain, band drain etc., make the pore water in the foundation soil drain into sand drain or band drain by horizontal radial, by sand drain or band drain water is drained into the face of land, meanwhile ground is progressively fixed.The subject matter of existing method is, the soil stress that is produced by the vertical pressurization in the face of land is little to fixed effect to the level of soil, cause the radially discharging consolidation time of level longer, need the long time just can reach engine request, influence the duration, influence construction costs, these influence to soft foundation more so.Especially for having the bad soil bodys such as macrovoid ratio, high-moisture, hypotonicity and low intensive saturated soft soil, relevant both at home and abroad generally all being defined in when adopting consolidation in teach book and the job specfication will be taked certain special measures, and will reach the loading consolidation time of length.This also is based on vertical pressurization at existing consolidation and produces soil stress and fixed proposition, and this technology can not be reinforced saturated soft soil at short notice.Under the construction technology of existing consolidation, if consolidated subsoil at short notice, must strengthen ground load, and the horizontal radial infiltration consolidation rate of the increase of the load on ground in can't the radical change ground, the stress that can make foundation soil produce under the heavy load effect is seriously damaged the prototype structure of saturated soft soil on the contrary, cause its permeability obviously to reduce and make pore water pressure be difficult to dissipate and remain high, cause the failure of ground stabilization.Therefore, the time of existing consolidation reinforcing soft ground is longer, its main cause be fail to solve the soft foundation level to radial consolidation.
Summary of the invention
At above-mentioned deficiency of soft foundation being carried out consolidation process, the inventor in conjunction with concrete engineering to engineering properties and the gain in strength rule and the static(al) of soft foundation with dynamic water-drainage consolidation is theoretical and the plastic draining board discharging consolidation reaches or the light well point vacuum precipitation method is furtherd investigate on the basis with analysis of experiments, proposed a kind of soft foundation that is applicable to and also can determine reinforcement depth according to requirement of engineering, can effectively shorten the construction period, reduce construction costs, guarantee the high side pressure quick-discharging consolidation method of workmanship.The inventive method is that hyperbar lateral expansion technology and sand drain or plastic draining board discharging consolidation or light well point vacuum-dewatering technology are combined, that is: adopt hyperbar piping installation and in soft foundation, imbed the hyperbar expansion hose, make the hyperbar expansion tube of imbedding in the weak soil produce lateral expansion by hyperbar, in weak soil initiatively with level to the mode extrusion soil, make initiatively draining of the soil body, consequent superelevation pore water pressure is located at sand drain or the band drain and the discharge of hyperbar expansion tube periphery at the fast flow speed and direction of horizontal radial, or accelerate the horizontal radial discharging consolidation of ground by the light well point vacuum-dewatering, and the soil body is carried out repetition level extruding loading according to soil condition and engine request, make the soil body fixed step by step, the intensity of the soil body increases gradually, until the designing requirement that reaches embankment consolidation.Hyperbar piping installation wherein is mainly by the hyperbar pump, the hyperbar hard tube, hyperbar flexible pipe and jointing are by connecting and composing, the diameter of hyperbar flexible pipe is determined according to soft foundation soil nature situation, usually its diameter is less than 0.5m, it is pancake that the hyperbar flexible pipe does not have when pressure, is expanded to circle during the flexible pipe pressure-bearing, and the withstand voltage of flexible pipe tube wall is 10MPa～12Mpa.The layout of hyperbar flexible pipe point, determine that according to soil condition and engine request tube pitch is generally 1m～2m, can arrange by equilateral triangle, also can be by rectangular arrangement, with the vertical drainage facility as: the layout of draining sand drain or band drain or light well point precipitation is consistent.
The present invention at first will handle the face of land of soft foundation when implementing, and lays horizontal bed course on the face of land, promptly lays the bed course of one deck sand, gravelly sand or rubble on the face of land, and the clay content in the bed course is lower than 5%, is beneficial to from top drainage.After setting cushion is intact, according to soil condition and engine request, determine arrangement form, spacing and the buried depth of hyperbar flexible pipe, the spacing of general hyperbar flexible pipe is 1m～2m, the degree of depth is set decides according to the reinforcement depth of ground.When the hyperbar flexible pipe is set, draining sand drain or plastic draining board or light well point vacuum drop water pipe are set also simultaneously in the soil body in the soil body.After waiting to set up the hyperbar flexible pipe, open the hyperbar pump, high pressure gas enters by the hyperbar hard tube and makes the lateral expansion gradually of hyperbar flexible pipe in the hyperbar flexible pipe, the soil body is carried out side pressure, the lasting atmospheric pressure value and the duration of hyperbar flexible pipe require to carry out according to soil condition and concrete engineering reinforcement, and the hyperbar value of aerating first is not less than 1.0MPa, duration should be no less than 24 hours, and the excess pore water pressure in the ground is dissipated fully.When repeating to pressurize later on, the hyperbar flexible pipe is increased pressure, up to reaching the hyperbar value that satisfies the ground processing requirements at every turn.Pressurizeing at every turn and reaching should in time unload after duration of regulation is depressed into zero, and the hyperbar flexible pipe is restored to the original state, and the release duration should be no less than 12 hours, and the hole in the foundation soil is fully back-silted, and impels the face of land fully to fall sedimentation after rise.Treat that soil body sedimentation carries out next round after relatively stable again and to flexible pipe qi of chong channel ascending adversely pressurization the flexible pipe side is expanded, once more the soil body is carried out side pressure, by the soil body is carried out side pressure, draining and release repeatedly, make soft foundation from level to reaching fixed fast, improve the intensity of ground rapidly.
The inventive method adopts the hyperbar piping installation to combine with the vertical drainage facility, by the hyperbar that applies to the hyperbar flexible pipe, make hyperbar flexible pipe expansion rear side to extrusion soil, make the soil body produce radial deformation, cause the radially discharging consolidation of horizontal direction in the soil body fast, the level of quickening soft foundation improves the engineering strength of ground fast to discharging consolidation, has effectively shortened the construction period that ground stabilization is handled; Can carry out the repetition loading to the soil body according to soil condition and engine request and carry out the level extruding, make the soil body fixed step by step fast, the intensity of the soil body increases gradually, until the designing requirement that reaches embankment consolidation, and the degree of depth that the present invention handles reinforced soft soil ground do not limit by soil body degree of saturation, can guarantee the strengthening quality of ground.The time of adopting the inventive method that soft foundation is carried out its ground consolidation of consolidation process is 1/4～1/2 of traditional consolidation, construction costs is 50%～70% of traditional consolidation, engineering price is low, and it is easy and simple to handle, do not need to increase in addition the construction plant, construction appliance can be reused, and no any pollution and discarded object have very big economic benefit and social benefit in the work progress.
Description of drawings
Fig. 1 is the workflow schematic diagram of the inventive method.
The specific embodiment
Embodiment 1
Present embodiment is the new barged-in fill in seabeach, and area is 1.3 ten thousand square metres, and top layer 0.2m is a sandy silt, and it is the thick blowing-filling sludge matter silty clay folder flour sand of 4.0m down, water content 59.3%, and bearing capacity is less than 30KPa.
Adopting technology of the present invention to carry out ground stabilization handles
(1) bed course is laid on the face of land at first smooth place, and bed course is the thick powder fine sand of 0.4m, and clay content is lower than 5%, carries out pre-buried via hole simultaneously and presses meter and other test components and parts.
(2) according to soil condition and ground stabilization requirement, adopt the hyperbar flexible pipe of 0.2m diameter, the sealing of hyperbar flexible pipe one end, an end opening, blind end is imbedded in the soil body.Hyperbar flexible pipe spacing is 1.5m, by arranged in squares, inserts soil body degree of depth 5.0m.Its openend and hyperbar hard tube were tightly connected after the setting of hyperbar flexible pipe was finished, and were communicated with the hyperbar pump by joint.
(3) the vertical drainage system with the supporting setting of hyperbar flexible pipe adopts light well point vacuum drop water law, and well point tube pitch 1.5m by arranged in squares, inserts soil body degree of depth 5.0m.Hyperbar flexible pipe and well point tube hub spacing 0.75m.The insertion operation of light well point vacuum drop water pipe and the insertion operation of hyperbar pipe are carried out simultaneously.
(4), make the hyperbar flexible pipe produce side and expand extrusion soil first to the pressurization of hyperbar flexible pipe, the soil body produces radial deformation, with the horizontal radial discharging consolidation, by the draining of light well point vacuum drop water law, pressure is kept 24 hours duration, release then, the release duration is 12 hours, and pressure is reduced to zero, and the hyperbar flexible pipe is restored to the original state, and the variation of observation pressurization at any time and decompression process mesopore pressure, the sedimentation on the observation top drainage and the face of land changes.Repeat pressurization by aforesaid step later on, when repeating to pressurize, each pressure increases 1.0Mpa, until being added to 5.0Mpa, repeating pressurization later at every turn and remains on 5.0Mpa, pressurizes repeatedly 8 times.Add, totally 12 days release time.
(5) carried out water content in 28 days after the release the last time and static sounding detects.
After ground was handled, the average moisture content of the new barged-in fill in seabeach was 32.1%, and bearing capacity average is 96KPa.
(6) after testing result reaches the requirement of ground processing, extract the hyperbar flexible pipe, the filling hole, the smooth face of land, the appropriateness of carrying out the face of land rolls.Finish consolidation process to ground.
Embodiment 2
Present embodiment is the new barged-in fill in seabeach, and area is 1.0 ten thousand square metres, and top layer 0.3m is a sandy silt, and it is the thick blowing-filling sludge matter silty clay folder silt folder flour sand of 5.0m down, water content 62.0%, and bearing capacity is less than 40KPa.
Adopting technology of the present invention to carry out ground stabilization handles
(1) bed course is laid on the face of land at first smooth place, and bed course is the thick powder fine sand of 0.3m, and clay content is lower than 5%, carries out pre-buried via hole simultaneously and presses meter and other test components and parts.
(2) according to soil condition and ground stabilization requirement, adopt the hyperbar flexible pipe of 0.2m diameter, the sealing of hyperbar flexible pipe one end, an end opening, blind end is imbedded in the soil body.Hyperbar flexible pipe spacing is 2.0m, by arranged in squares, inserts soil body degree of depth 6.0m.Its openend and hyperbar hard tube were tightly connected after the setting of hyperbar flexible pipe was finished, and were communicated with the hyperbar pump by joint.
(3) the vertical drainage system with the supporting setting of hyperbar flexible pipe adopts the plastic draining board precipitation method, and band drain well point spacing 2.0m by arranged in squares, inserts soil body degree of depth 6.0m.Hyperbar flexible pipe and band drain well point center distance 1.0m.The insertion operation of plastic draining board and the insertion operation of hyperbar pipe are carried out simultaneously.
(4) first to hyperbar flexible pipe pressurization 1.5Mpa, make the hyperbar flexible pipe produce side and expand extrusion soil, the soil body produces radial deformation, with the horizontal radial discharging consolidation, by the draining of plastic draining board precipitation method, pressure is kept 36 hours duration, release then, the release duration is 12 hours, and pressure is reduced to zero, and the hyperbar flexible pipe is restored to the original state, and the variation of observation pressurization at any time and decompression process mesopore pressure, the sedimentation on the observation top drainage and the face of land changes.Repeat pressurization by aforesaid step later on, when repeating to pressurize, each pressure increases 1.0Mpa, until being added to 5.5Mpa, repeating pressurization later at every turn and remains on 5.5Mpa, pressurizes repeatedly 6 times.Add, totally 12 days release time.
(5) carried out water content in 28 days after the release the last time and static sounding detects.
After ground was handled, the average moisture content of the new barged-in fill in seabeach was 33.2%, and bearing capacity average is 93KPa.
(6) after testing result reaches the requirement of ground processing, extract the hyperbar flexible pipe, the filling hole, the smooth face of land, the appropriateness of carrying out the face of land rolls.Finish consolidation process to ground.
Claims (3)
1. soft soil foundation high side pressure quick-discharging consolidation method, it is characterized in that: adopt hyperbar piping installation and vertical drainage facility, at first on the face of land, lay horizontal bed course during construction, after setting cushion is intact, according to soil condition and engine request, determine arrangement form, spacing and the buried depth of hyperbar flexible pipe, the vertical drainage facility is set simultaneously; After waiting to set up the hyperbar flexible pipe, open the hyperbar pump,, the flexible pipe side is expanded, and keep pressure and be no less than 24 hours, the soil body is carried out side pressure pressing in the hyperbar flexible pipe, and by the draining of vertical drainage facility; After the persistent pressure of hyperbar flexible pipe reached the stipulated time, in time unload gradually and be depressed into zero, the hyperbar flexible pipe is restored to the original state, the release duration is no less than 12 hours gradually; Treat that soil body sedimentation carries out next round after relatively stable again and to flexible pipe qi of chong channel ascending adversely pressurization the flexible pipe side is expanded, once more the soil body is carried out side pressure, by the soil body is pressurizeed repeatedly, release and draining, make soft foundation from level to reaching fixed fast, improve the intensity of ground.
2. discharging consolidation method according to claim 1 is characterized in that: the diameter of hyperbar flexible pipe is less than 0.5m, and the withstand voltage of tube wall is 10MPa～12MPa, presses triangle or rectangular arrangement, and tube pitch is 1m～2m.
3. discharging consolidation method according to claim 1 is characterized in that: the hyperbar value of aerating first is greater than 1.0MPa.
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| Application Number | Priority Date | Filing Date | Title |
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| CNB2006100250040A CN100473786C (en) | 2006-03-23 | 2006-03-23 | Soft soil foundation high side pressure quick-discharging consolidation method |
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| CNB2006100250040A CN100473786C (en) | 2006-03-23 | 2006-03-23 | Soft soil foundation high side pressure quick-discharging consolidation method |
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| CN101041960A CN101041960A (en) | 2007-09-26 |
| CN100473786C true CN100473786C (en) | 2009-04-01 |
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Families Citing this family (13)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN101457519B (en) * | 2007-12-12 | 2010-09-22 | 上海港湾软地基处理工程(集团)有限公司 | Rapid 'stereo high vacuum water covering prepressing' superficial layer flexible foundation treatment method |
| CN101225654B (en) * | 2008-01-15 | 2010-06-09 | 同济大学 | Blow fill foundation treating method and gas injection draining device therefor |
| CN101915698B (en) * | 2010-07-08 | 2012-08-22 | 同济大学 | Testing method for simulating precipitation earth lateral pressure coefficient change of foundation pit |
| CN102134848B (en) * | 2011-01-18 | 2012-03-28 | 北京航空航天大学 | Extruding and extending device for horizontal loading, drainage and solidifying, soft soil reinforcement and construction method thereof |
| CN103696337B (en) * | 2012-09-27 | 2016-01-20 | 中国二十冶集团有限公司 | Local reconstruction, the restorative procedure of soft soil roadbed soil layer sliding rupture vacuum system |
| CN103031837B (en) * | 2013-01-10 | 2016-05-25 | 中交四航工程研究院有限公司 | Well-points dewatering combined stack-load ground preloading deep soft soil foundation method |
| CN103758112B (en) * | 2013-12-31 | 2016-01-06 | 河海大学 | A kind of dilatancy electric osmose negative electrode well-point pipe and construction method thereof |
| CN106284289A (en) * | 2015-05-19 | 2017-01-04 | 江苏德盈土工材料有限公司 | A kind of mud impact of dynamic pressure concretion method |
| CN105603963A (en) * | 2016-02-29 | 2016-05-25 | 中交天津港湾工程研究院有限公司 | Flat belt lateral swelling combined vacuum pre-pressing foundation processing device and method |
| CN107965349B (en) * | 2017-11-23 | 2019-05-31 | 长沙矿山研究院有限责任公司 | Water consolidates mixed slurry load precompressed process for dewatering and coagulating |
| CN108005058B (en) * | 2017-12-14 | 2019-09-10 | 武汉大学 | Soft soil foundation extrusion and vibration consolidation method |
| CN108894207A (en) * | 2018-07-27 | 2018-11-27 | 湖南宏禹工程集团有限公司 | The method of extrusion drainage device and reinforcing soft ground for reinforcing soft ground |
| CN112030935A (en) * | 2020-08-31 | 2020-12-04 | 广东劲拓建设工程有限公司 | Method for treating piping of deep foundation pit |
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