CN110886306B - Self-adaptive drainage and pressure reduction system and method for easy-liquefaction foundation of underground comprehensive pipe gallery - Google Patents

Self-adaptive drainage and pressure reduction system and method for easy-liquefaction foundation of underground comprehensive pipe gallery Download PDF

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Publication number
CN110886306B
CN110886306B CN201910996470.0A CN201910996470A CN110886306B CN 110886306 B CN110886306 B CN 110886306B CN 201910996470 A CN201910996470 A CN 201910996470A CN 110886306 B CN110886306 B CN 110886306B
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gravel
pressure reducing
pile
well system
comprehensive pipe
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CN110886306A (en
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姚爱军
郭曜祯
田甜
卢健
杨子璇
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Beijing University of Technology
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Beijing University of Technology
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    • EFIXED CONSTRUCTIONS
    • E02HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02DFOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D19/00Keeping dry foundation sites or other areas in the ground
    • E02D19/06Restraining of underground water
    • E02D19/10Restraining of underground water by lowering level of ground water
    • EFIXED CONSTRUCTIONS
    • E02HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02DFOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D3/00Improving or preserving soil or rock, e.g. preserving permafrost soil
    • E02D3/02Improving by compacting
    • E02D3/10Improving by compacting by watering, draining, de-aerating or blasting, e.g. by installing sand or wick drains
    • E02D3/106Improving by compacting by watering, draining, de-aerating or blasting, e.g. by installing sand or wick drains by forming sand drains containing only loose aggregates
    • EFIXED CONSTRUCTIONS
    • E02HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02DFOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D31/00Protective arrangements for foundations or foundation structures; Ground foundation measures for protecting the soil or the subsoil water, e.g. preventing or counteracting oil pollution
    • E02D31/10Protective arrangements for foundations or foundation structures; Ground foundation measures for protecting the soil or the subsoil water, e.g. preventing or counteracting oil pollution against soil pressure or hydraulic pressure

Abstract

The invention discloses an underground comprehensive pipe gallery easy-liquefaction foundation self-adaptive drainage pressure reduction system and method. Compared with the prior art, when earthquake load exists, the pore water pressure in the easily liquefied stratum is continuously increased, the gravel pile net forms a drainage channel with good permeability in the foundation, the pore water is timely drained, the pore water pressure is gradually reduced, effective stress is recovered among soil particles, and soil liquefaction can be effectively avoided. By implementing the self-adaptive drainage pressure reduction measure, the interconnected and intercommunicated drainage channels can be formed inside the easily liquefied stratum, the water pressure of the super-pore space caused by earthquake can be quickly reduced, the possibility that the water-saturated easily liquefied foundation soil is liquefied is effectively avoided, and the safety guarantee is provided for the comprehensive pipe gallery penetrating through the easily liquefied area.

Description

Self-adaptive drainage and pressure reduction system and method for easy-liquefaction foundation of underground comprehensive pipe gallery
Technical Field
The invention belongs to the technical field of civil engineering, and particularly relates to a method for draining and decompressing water of a foundation which is saturated with water and easy to liquefy of an underground comprehensive pipe gallery, which is a seismic and disaster reduction measure for ensuring the operation safety of the underground comprehensive pipe gallery.
Background
Utility tunnel is located urban road's below mostly, and inside holds communication, high-tension electricity, low-tension electricity, plumbing, various municipal pipeline such as gas pipeline. The scale is large, the distance is long, and the oil can inevitably pass through some formations easy to liquefy. When an earthquake occurs, large-area soil in an easily liquefied area is liquefied and flows, underground pipe gallery pipelines move along with floating settlement of liquefied soil, and the main structure of the comprehensive pipe gallery deforms, inclines, settles, differentially settles, bends and the like, so that various municipal pipelines in the comprehensive pipe gallery are seriously damaged, and the normal operation of cities and the life of residents are greatly influenced. Therefore, when the comprehensive pipe gallery passes through the stratum easy to liquefy, the foundation is subjected to anti-liquefaction measure design so as to ensure the safety of the comprehensive pipe gallery body and the pipeline.
At present, for liquefied foundations at home and abroad, appropriate measures are usually adopted to eliminate the liquefied settlement of the foundation, and the measures mainly comprise:
(1) pile foundations are used, and the pile ends are extended into a stable soil layer below the liquefaction depth. Or a deep foundation is adopted, and the bottom surface of the foundation is buried in the stratum below the liquefaction depth. And the load is transferred into a stable stratum through the deep foundation, and the liquefaction and subsidence of the foundation are eliminated.
(2) Replacing the entire liquefied soil layer with non-liquefied soil or increasing the thickness of the overlying non-liquefied soil layer. The method can completely eliminate the liquefaction settlement of the foundation, but if the range of the easily liquefied stratum is large, the volume of the earthwork needing to be replaced and backfilled is large, the engineering construction and the earthwork transportation are difficult, and the engineering cost is high. The method may be used when the depth of the liquefied formation is shallow and the range is small.
(3) And (3) reinforcing the easily liquefied foundation by adopting an encryption method (such as vibroflotation, vibration encryption, dynamic compaction and gravel pile compaction). The pile position sandy soil is squeezed into the pile space through vibration, dynamic compaction or piling to encrypt the easily liquefied stratum, so that the pore ratio of the soil body is reduced, the volume is collapsed, the compactness is improved, the physical mechanical property is improved, the bearing capacity of the foundation is greatly improved, and the liquefaction property of the soil body is improved.
The production of liquefaction of foundation soil must satisfy three conditions: earthy conditions, dynamic load conditions and untimely drainage. Under the action of earthquake load, water in the pores cannot be discharged in time, so that the pressure of the pore water is increased continuously, the effective stress between soil particles is reduced continuously, and finally is zero, the shear strength and the bearing capacity of the soil body framework are lost, and liquefaction occurs. Therefore, if the pore water can be discharged in time, the generation of hyperstatic pore water pressure is avoided, and the liquefaction property of the foundation soil can be effectively improved. For the special underground structure of the underground comprehensive pipe gallery, related anti-liquefaction strategy research is not common, so that the possibility of liquefaction in a water-saturated and easily-liquefied foundation can be eliminated by adopting a self-adaptive drainage and pressure reduction measure according to the structural characteristics of the underground comprehensive pipe gallery.
Disclosure of Invention
The invention provides a self-adaptive drainage pressure reduction measure for a water-saturated easy-liquefaction foundation, which mainly comprises gravel piles, water-guiding gravel blind ditches and a pressure reduction pipe well system. Under the action of earthquake load, the stratum which is easy to liquefy generates excess pore water pressure, pore water is upwards discharged through the gravel piles, the transverse water guide gravel blind ditch and the longitudinal water guide gravel blind ditch are communicated with the gravel piles, the pore water is guided into the pressure reducing pipe well system, and the pore water is discharged from a ground green belt or guided into rainwater or sewage pipelines in the comprehensive pipe gallery through the pressure reducing pipe well system. So as to achieve the purpose of reducing the pore water pressure in the foundation and avoid liquefaction. Mainly solves the following technical problems:
(1) a drainage channel which is formed by a gravel pile penetrating through a liquefied stratum, a water guide gravel blind ditch and a pressure reducing pipe well and is mutually communicated is constructed, and pore water can be discharged in time. When earthquake load exists, in the easily liquefied stratum, the pore water obstructs the movement of the soil particles to cause the pressure of the pore water to rise, the energy of the soil particles is gradually transmitted to the pore water, and the pressure of the pore water is continuously increased. The gravel pile net forms a drainage channel with good permeability in the foundation, pore water is discharged in time, the pressure of the pore water is gradually reduced, and effective stress is recovered among soil particles, so that soil liquefaction is effectively avoided.
(2) Two kinds of self-adaptation decompression tube-well systems of I type and II type have been researched and developed, and when the earthquake takes place, the water-saturated liquefaction ground has realized the function of self-adaptation drainage decompression through the rapid drainage decompression of this system.
By implementing the self-adaptive drainage pressure reduction measure, the interconnected and intercommunicated drainage channels can be formed inside the easily liquefied stratum, the water pressure of the super-pore space caused by earthquake can be quickly reduced, the possibility that the water-saturated easily liquefied foundation soil is liquefied is effectively avoided, and the safety guarantee is provided for the comprehensive pipe gallery penetrating through the easily liquefied area.
The invention provides a self-adaptive drainage and pressure reduction method for an easily liquefied foundation of an underground comprehensive pipe gallery, aiming at the current engineering technical problem that the urban underground comprehensive pipe gallery penetrates through the easily liquefied stratum.
The invention provides an underground comprehensive pipe gallery easy-liquefaction foundation self-adaptive drainage pressure reduction system which comprises gravel piles, water guide gravel blind ditches and pressure reduction pipe wells. The pile body of the gravel pile is a pile made of gravel, and belongs to one of discrete piles. The water guide gravel blind ditch is positioned at the pile top of each gravel pile and is a channel for connecting each gravel pile. The pressure reducing pipe well is positioned outside the side wall of the comprehensive pipe rack and communicates the water guide gravel blind ditch to a ground green belt or leads the water guide gravel blind ditch into a drainage pipe in the comprehensive pipe rack.
The gravel pile is positioned below the comprehensive pipe gallery and penetrates through the easily liquefied stratum. Under the action of earthquake load, the stratum which is easy to liquefy generates excess pore water pressure, the pore water is upwards discharged through the gravel piles, the transverse water guide gravel blind ditch and the longitudinal water guide gravel blind ditch are communicated with the gravel piles, the pore water is introduced into the pressure reducing pipe well system, and the pore water is discharged in a ground green belt or is introduced into a drainage pipeline inside the comprehensive pipe gallery through the pressure reducing pipe well system. The pore water pressure is reduced, and the effective stress is recovered among the soil particles, so that the soil body liquefaction is effectively avoided.
The decompression tube well system has the different scheme of two kinds of designs, and I type structure is the type of falling U structure, through fore shaft structure and netted water guide rubble french drain intercommunication, and the fore shaft structure can effectively fix decompression tube well system, filters the pore water simultaneously. The pressure reducing pipe well system penetrates through the top plate of the utility tunnel to be connected to a rainwater and sewage pipeline inside the utility tunnel, and is applied to a wall-penetrating waterproof sleeve at the position in contact with the top plate of the utility tunnel. The pressure reducing pipe well is connected with the rain and sewage pipeline through a flange interface, and an annular sealing ring is used for waterproof treatment. The II-type structure is a linear structure and is communicated with the reticular water guide gravel blind ditch through a locking structure, pore water is guided into the ground overflow port and finally flows into a green belt beside a ground road. The pressure reducing pipe well system can rapidly guide pore water in the net-shaped water guide gravel blind ditch into the drainage pipeline inside the comprehensive pipe gallery or a ground green belt, and effectively reduces the pressure of the pore water. The design concept of the pressure reducing pipe well system is shown in figures 2 and 3.
Compared with the prior art, the invention has the following technical effects.
(1) The drainage channel system based on interconnection and intercommunication of the gravel pile net and the gravel blind ditch constructs an interconnection and intercommunication drainage channel consisting of the gravel pile penetrating through the liquefied stratum, the water guide gravel blind ditch and the pressure reducing pipe well system, and can discharge pore water in time. When earthquake load exists, the pore water pressure in the easily liquefied stratum is continuously increased, the gravel pile net forms a drainage channel with good permeability in the foundation, the pore water is timely drained, the pore water pressure is gradually reduced, the effective stress is recovered among the soil particles, and the soil body liquefaction can be effectively avoided.
(2) Self-adaptive drainage pressure reduction system
Two types I and II pressure reducing pipe well systems are developed. The I-type pressure reducing pipe well system penetrates through a top plate of the comprehensive pipe gallery to be connected to a rainwater and sewage pipeline inside the comprehensive pipe gallery, a wall-penetrating waterproof sleeve is arranged at the contact position of the pressure reducing pipe well and the top plate of the comprehensive pipe gallery, the pressure reducing pipe well is connected with the rainwater and sewage pipeline through a flange interface, and an annular sealing ring is used for waterproof treatment; the II-type pressure reducing pipe well system is communicated with a ground overflow port and finally flows into a green belt beside a ground road. When an earthquake occurs, the saturated water liquefaction foundation quickly drains water and reduces pressure, and the self-adaptive drainage and pressure reduction function is realized.
By implementing the self-adaptive drainage pressure reduction measure, the interconnected and intercommunicated drainage channels can be formed inside the easily liquefied stratum, the water pressure of the super-pore space caused by earthquake can be quickly reduced, the possibility that the water-saturated easily liquefied foundation soil is liquefied is effectively avoided, and the safety guarantee is provided for the comprehensive pipe gallery penetrating through the easily liquefied area.
Drawings
Fig. 1 is a plan view of an adaptive drainage and pressure reduction system for an easy-to-liquefy foundation of an underground comprehensive pipe gallery.
Fig. 2 is a sectional view (type i structure) of an adaptive drainage pressure reducing system for an easily liquefied foundation of an underground comprehensive pipe gallery.
Fig. 3 is a sectional view (type ii structure) of an adaptive drainage and pressure reduction system for an easy-liquefaction foundation of an underground comprehensive pipe gallery.
Fig. 4 is a locking port structure diagram of an underground comprehensive pipe gallery easy-liquefaction foundation self-adaptive drainage pressure reduction system.
FIG. 5 is a flange interface diagram of an underground utility tunnel easy liquefaction ground self-adaptation drainage pressure reduction system.
In the figure: 1. a comprehensive pipe gallery; 2. gravel piles; 3. a horizontal water guide gravel blind ditch; 4. longitudinal water guide gravel blind ditches; 5. a type I pressure reducing pipe well; 6. the wall bushing is waterproof; 7. a concrete cushion; 8. a type II relief pipe well; 9. a rainwater or sewage conduit; 10. buttress; 11. locking the opening; 12. a flange interface; 13. an overflow port; 14. a concrete base; 15. waterproof coiled materials; 16. a filter material layer; 17. a filter screen; 18. fixing a bracket; 19. fixing the bolt; 20. a flange plate; 21. and (5) sealing rings.
Detailed Description
As shown in figures 1-5, the self-adaptive drainage pressure reduction system for the easily liquefied foundation of the underground comprehensive pipe gallery comprises three parts, namely a gravel pile, a water guide gravel blind ditch and a pressure reduction pipe well system. The gravel pile net forms a drainage channel with good permeability in the foundation, the water guide gravel blind ditch is communicated with each gravel pile, pore water is guided into the pressure reducing pipe well, and the pressure reducing pipe well systems with two structural types can quickly discharge the pore water. And (3) constructing interconnected and intercommunicated hydrophobic channels in the water-saturated easy-to-liquefy foundation to quickly dissipate the pressure of the super-pore water.
The gravel pile net foundation consists of three parts, namely a gravel pile, a water guide gravel blind ditch and a pressure reduction pipe well, wherein the gravel pile 2 penetrates through an easily liquefied stratum, the pore water pressure of the easily liquefied stratum is greatly increased under the action of earthquake load, pore water is upwards discharged through the gravel pile 2 and reaches a reticular drainage channel consisting of a transverse water guide gravel blind ditch 3 and a longitudinal water guide gravel blind ditch 4, and the reticular drainage channel can save engineering materials and reduce engineering funds. The pore water flows in the net-shaped drainage channel and then is converged into the pressure reducing pipe well.
The design of decompression piping shaft system has two kinds of structure types, and the first scheme is that hole water flows into I type decompression piping shaft 5, and the decompression piping shaft passes utility tunnel roof, with inside rainwater or sewer line 9 of leading-in utility tunnel of hole water. In order to reduce the impact of pore water in the pressure reducing pipe well on the rain and sewage pipeline, the support pier 10 is preferably arranged at the corresponding position of the pipeline. The wall-through waterproof casing 6 is a waterproof measure taken for the top plate of the comprehensive pipe gallery which is penetrated by the I-shaped pressure reducing pipe well 5. The pressure reducing pipe well is connected with a rain and sewage pipeline through a flange connector 12, a curved flange plate 20 is fixed on the rain and sewage pipeline through a fixing bolt 19, and an annular sealing ring 21 has a good waterproof effect.
The second scheme is that the pore water is led to a ground overflow port 13 from a II-type pressure reducing pipe well system 8 and finally discharged to a green belt beside the road. Concrete cushion 7 makes basis and utility tunnel contact surface level, plays the effect on protection basis simultaneously.
The fore shaft structure 11 can effectively fix the I type pressure reducing pipe well 5 or the II type pressure reducing pipe well system 8, and simultaneously, the pore water in the net-shaped water guide gravel blind ditch is filtered.
The concrete base 14 has the fixing and supporting functions.
Waterproofing membrane 15 gathers pore water into the pressure relief tube well.
The filter material layer 16 is composed of filter materials with different grades, and formation loss caused by pore water scouring can be effectively avoided.
The filter screen 17 is made of metal mesh or nylon mesh.
The fixing bracket 18 is welded to the relief pipe well by a metal rod, and plays a role of fixing the filter material layer.
The self-adaptive drainage and pressure reduction method for the easily liquefied foundation of the underground comprehensive pipe gallery comprises the following implementation steps:
1) dredging and clearing obstacles, leveling and compacting a construction site, ensuring stable halt of construction machinery, determining the construction range of the gravel pile net and arranging pile positions according to design requirements.
2) And (5) finishing the construction of the gravel pile by adopting a vibroflotation method.
3) At utility tunnel bottom plate design elevation place, excavate respectively along the stake position horizontal, vertical 50cm thick slot with each gravel pile intercommunication, fill into the good rubble of level in the slot, the vibration compaction.
4) And (3) static force compaction, namely repeatedly rolling for 3-5 times by using a road roller, so that the compaction degree of the gravel pile and the water guide gravel blind ditch is ensured.
5) The pressure reducing pipe well is laid simultaneously during utility tunnel construction, and the pressure reducing pipe well sets up in the lateral wall outside of utility tunnel, and the interval is confirmed according to water yield, utility tunnel section pattern, is 30 ~ 50 m. The diameter of the pressure reducing pipe well is 600-800 mm. The well wall of the pressure reducing pipe well is reinforced, a locking structure is constructed at the bottom of the well, a filter material layer is laid to reduce the stratum loss, and meanwhile, the pressure reducing pipe well is communicated with the water guide gravel blind ditch.
6) I type relief pipe well passes utility tunnel roof, is connected to the inside rainwater of utility tunnel or sewer line with relief pipe well. In order to reduce the impact of pore water in the pressure reducing pipe well on the rain and sewage pipeline, buttresses are constructed at corresponding positions of the pipeline. And (4) applying a wall-penetrating waterproof sleeve to perform waterproof treatment at the contact position of the pressure reducing pipe well and the top plate of the comprehensive pipe gallery. The pressure reducing pipe well is connected with the rain and sewage pipeline through a flange interface and is fixed on the rain and sewage pipeline through a bolt, and meanwhile, the annular sealing ring can play a good waterproof effect.
The II-type pressure reducing pipe well system is communicated with a ground overflow port, and the overflow port is arranged in a green belt beside a ground road according to the field condition.

Claims (2)

1. The utility model provides an easy liquefaction ground self-adaptation drainage depressurization system of utility tunnel which characterized in that: the device comprises a gravel pile, a water guide gravel blind ditch and a pressure reduction pipe well system; the pile body of the gravel pile is a pile made of gravel; the water guide gravel blind ditch is positioned at the pile top of each gravel pile and is a channel for connecting each gravel pile; the pressure reducing pipe well system is positioned outside the side wall of the comprehensive pipe gallery and is used for communicating the water guide gravel blind ditch to a ground green belt or guiding the water guide gravel blind ditch into a drainage pipe in the comprehensive pipe gallery;
the gravel pile is positioned below the comprehensive pipe gallery and penetrates through the easily liquefied stratum; under the action of earthquake load, the stratum which is easy to liquefy generates excess pore water pressure, the pore water is upwards discharged through the gravel piles, the transverse water guide gravel blind ditch and the longitudinal water guide gravel blind ditch are communicated with the gravel piles, the pore water is introduced into the pressure reducing pipe well system, and the pore water is discharged in a ground green belt or is introduced into a drainage pipeline inside the comprehensive pipe gallery through the pressure reducing pipe well system; the pore water pressure is reduced, and the effective stress is recovered among the soil particles, so that the soil body is prevented from liquefying;
the pressure reducing pipe well system has two different design schemes, wherein the I-shaped structure is an inverted U-shaped structure and is communicated with the reticular water guide gravel blind ditch through a locking structure, and the locking structure can effectively fix the pressure reducing pipe well system and filter pore water; the pressure reducing pipe well system penetrates through a top plate of the comprehensive pipe rack to be connected to a rainwater and sewage pipeline inside the comprehensive pipe rack, and a wall-penetrating waterproof sleeve is applied at the position where the pressure reducing pipe well system is in contact with the top plate of the comprehensive pipe rack; the pressure reducing pipe well system is connected with the rain and sewage pipeline through a flange interface, and an annular sealing ring is used for waterproof treatment; the II-type structure is a linear structure and is communicated with the reticular water guide gravel blind ditch through a locking structure, pore water is guided into a ground overflow port and finally flows into a green belt beside a ground road; when an earthquake occurs, the pressure reducing pipe well system can quickly guide pore water in the net-shaped water guide gravel blind ditch into a drainage pipeline or a ground green belt in the comprehensive pipe gallery to realize self-adaptive drainage and pressure reduction;
the fore shaft structure can effectively fix the I-type structure or the II-type structure, and simultaneously filter pore water in the net-shaped water guide gravel blind ditch;
the concrete base has the functions of fixing and supporting;
the waterproof coiled material collects pore water into a pressure reducing pipe well system;
the filter material layer is composed of filter materials with different grades, so that the formation loss caused by pore water scouring can be effectively avoided;
the filter screen is a metal net or a nylon net;
the fixed support is welded to the pressure reducing pipe well system through a metal rod and plays a role in fixing the filter material layer.
2. The self-adaptive drainage and pressure reduction method for the easily liquefied foundation of the underground comprehensive pipe gallery by using the system of claim 1 is characterized in that:
the implementation steps are as follows,
1) dredging and clearing obstacles, leveling and compacting a construction site, ensuring stable halt of construction machinery, determining the construction range of the gravel pile net according to design requirements and arranging pile positions;
2) the construction of the gravel pile is completed by adopting a vibroflotation method;
3) designing elevation positions on a bottom plate of the comprehensive pipe gallery, respectively excavating transverse and longitudinal grooves with the thickness of 50cm along a pile position to communicate gravel piles, filling graded gravel into the grooves, and vibrating and compacting;
4) performing static compaction, namely repeatedly rolling for 3-5 times by using a road roller to ensure the compaction degree of the gravel pile and the water guide gravel blind ditch;
5) the pressure reducing pipe wells are arranged simultaneously during construction of the comprehensive pipe gallery, the pressure reducing pipe well system is arranged on the outer side of the side wall of the comprehensive pipe gallery, and the distance is determined according to the water quantity and the section type of the comprehensive pipe gallery and is 30-50 m; the diameter of a wellhead of the pressure reducing pipe well system is 600-800 mm; reinforcing the well wall of the pressure reducing pipe well system, constructing a locking structure at the well bottom, and communicating the pressure reducing pipe well system with the water guide broken stone blind ditch;
6) the I-shaped structure penetrates through a top plate of the comprehensive pipe gallery to connect the pressure reducing pipe well to rainwater or sewage pipelines inside the comprehensive pipe gallery; the II-type structure is communicated with a ground overflow port and finally flows into a green belt beside a ground road.
CN201910996470.0A 2019-10-19 2019-10-19 Self-adaptive drainage and pressure reduction system and method for easy-liquefaction foundation of underground comprehensive pipe gallery Active CN110886306B (en)

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KR20040091468A (en) * 2003-04-22 2004-10-28 주식회사 포스코 Stone column method using convert slag
CN102226335A (en) * 2011-04-18 2011-10-26 中交四航工程研究院有限公司 Foundation treatment method for controlling post-construction settlement and deformation of soft soil
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
CN104234080B (en) * 2014-09-15 2016-08-24 上海市政工程设计研究总院(集团)有限公司 For preventing the underground pipe gallery structure deformed in high water level liquefaction site
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
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