CN111455969A - Super-thick peat soil and saturated silt foundation treatment method - Google Patents
Super-thick peat soil and saturated silt foundation treatment method Download PDFInfo
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- CN111455969A CN111455969A CN202010210925.4A CN202010210925A CN111455969A CN 111455969 A CN111455969 A CN 111455969A CN 202010210925 A CN202010210925 A CN 202010210925A CN 111455969 A CN111455969 A CN 111455969A
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D3/00—Improving or preserving soil or rock, e.g. preserving permafrost soil
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D3/00—Improving or preserving soil or rock, e.g. preserving permafrost soil
- E02D3/005—Soil-conditioning by mixing with fibrous materials, filaments, open mesh or the like
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D3/00—Improving or preserving soil or rock, e.g. preserving permafrost soil
- E02D3/02—Improving by compacting
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D3/00—Improving or preserving soil or rock, e.g. preserving permafrost soil
- E02D3/02—Improving by compacting
- E02D3/046—Improving by compacting by tamping or vibrating, e.g. with auxiliary watering of the soil
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D3/00—Improving or preserving soil or rock, e.g. preserving permafrost soil
- E02D3/02—Improving by compacting
- E02D3/08—Improving by compacting by inserting stones or lost bodies, e.g. compaction piles
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- Engineering & Computer Science (AREA)
- Life Sciences & Earth Sciences (AREA)
- Structural Engineering (AREA)
- Agronomy & Crop Science (AREA)
- Environmental & Geological Engineering (AREA)
- Soil Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Mining & Mineral Resources (AREA)
- Paleontology (AREA)
- Civil Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Investigation Of Foundation Soil And Reinforcement Of Foundation Soil By Compacting Or Drainage (AREA)
Abstract
The invention relates to the field of foundation treatment, aims to solve the problems of long construction period, high manufacturing cost or poor effect of the existing treatment method for peat soil and saturated silt ground, and provides a treatment method for ultra-thick peat soil and saturated silt foundation, which comprises the following steps: stone throwing and silt squeezing: forcibly extruding soft soil through the flaky stones and the blockstones to form a throwing filling body; draining and solidifying: a crushed stone layer is laid on the throwing filling body to play a role of prepressing, and the foundation is promoted to drain and solidify by combining the open drainage in the pit and the pumping drainage of the deep well outside the pit by utilizing the good permeability of the pores between the flaky stones; and (3) construction of a reinforced cushion layer: laying a plurality of reinforced cushion layers made of geosynthetics, and changing the stress field and the strain field of the foundation; wherein, each construction section carries out drainage construction in time. The method has the advantages of short construction period, low cost and good treatment effect.
Description
Technical Field
The invention relates to a foundation treatment technology, in particular to a method for treating an ultra-thick peat soil and saturated silt foundation.
Background
The peat soil has the characteristics of large pore ratio, high water content, low bearing capacity, high sensitivity, high compressibility and the like; the saturated silt has the characteristics of vibration liquefaction, low bearing capacity, high compressibility and the like. The conventional treatment processes of the peat soil layer and the silt layer are divided into a replacement filling process, a prepressing process, a deep mixing pile process, a reinforcement process and a pile foundation process, a single process is often selected according to the corresponding application range, the construction period and the construction cost of the processes to carry out foundation treatment, the replacement filling process and the prepressing process are not applicable to the ultra-thick peat soil layer and the silt layer in the construction engineering foundation with limited construction period, and the construction costs of the deep mixing pile process, the reinforcement process and the pile foundation process are relatively high and uneconomical.
Disclosure of Invention
The invention aims to provide a treatment method of an ultra-thick peat soil and saturated silt foundation, and aims to solve the problems of long construction period, high manufacturing cost or poor effect of the existing treatment method for the peat soil and the saturated silt.
The embodiment of the invention is realized by the following steps:
a method for treating ultra-thick peat soil and saturated silt foundation comprises the following steps:
stone throwing and silt squeezing: soft soil is forcibly extruded by the flaky stones and the blockstones to form the throwing filling body, and the shear strength of the throwing filling body is improved and the bearing capacity of the foundation is increased by utilizing the occlusion compaction effect among the flaky stones;
draining and solidifying: a crushed stone layer is laid on the throwing filling body to play a role of prepressing, and the drainage and consolidation of the foundation are promoted by combining the open drainage in the pit and the pumping drainage of the deep well outside the pit by utilizing the good permeability of the pores between the flaky stones, so that the bearing capacity of the foundation is further improved; the crushed stone layer plays a role of a reverse filtering layer;
and (3) construction of a reinforced cushion layer: laying a plurality of reinforced cushion layers made of geosynthetics, changing the stress field and the strain field of the foundation, promoting stress diffusion, homogenizing load, reducing uneven settlement and improving the bearing capacity of the foundation;
wherein, every construction section, in time carry out the drainage construction: the drainage ditch and the water collecting pit are designed on the side of the inverted filter layer to form a clear drainage system, and a deep well is added to form a three-dimensional drainage facility of the system, so that the drainage consolidation of the foundation is accelerated.
The method for treating the ultra-thick peat soil and the saturated silt foundation in the scheme has at least one of the following beneficial effects:
the scheme innovatively adopts a combined process of split-unit stone throwing and silt squeezing, drainage and consolidation and reinforcement cushion layer, and has the advantages of high construction speed, low manufacturing cost, capability of meeting the bearing capacity of the foundation required by design and small settlement amount;
the construction of stone throwing and sludge squeezing is convenient and rapid, the construction difficulty is low, materials are taken nearby, the transportation distance is short, the construction cost is effectively saved, and the construction period is shortened;
the process arrangement is reasonable, after the broken stone cushion layer provides a dry working surface for site construction, other constructions such as steel column installation and the like can be arranged in advance, and the construction period is saved; meanwhile, construction period and pre-pressure are provided for drainage consolidation, so that the foundation is further consolidated, and later settlement is reduced;
the reinforced cushion layer and the soil body are stressed together, so that the stress condition of the foundation is improved, the settlement is reduced, the bearing capacity of the foundation is improved, and the uneven settlement is small.
In one embodiment:
in the step of throwing and squeezing the stones, the size of the thrown stones is large at the bottom and small at the top; firstly throwing large-size stones until the large-size stones are exposed out of the sludge surface, then adopting an excavator to beat and compact the stones, pressing a previous layer of throwing filler into the sludge, and then throwing and filling a next layer of throwing filler until the mechanical rolling is not descended;
during the rolling process, extruded sludge is treated in time.
In one embodiment:
the particle size of the broken stone layer is required to be 2-4cm, and the paving and filling height of the broken stone is 0.8-1.5 m.
In one embodiment:
before the gravel layer is filled, the slurry on the surface for throwing and extruding the gravel is treated in a centralized way.
In one embodiment:
the reinforced cushion layer adopts steel-plastic geogrid as a reinforced material.
In one embodiment:
in the construction step of the reinforced cushion layer, a steel-plastic geogrid needs to be laid on the flat site comprehensively, and the steel-plastic geogrid is perpendicular to the line direction when being laid in the direction of a long hole; and cutting the length of each steel-plastic geogrid according to the laying width of the steel-plastic geogrid, laying, vertically pulling two ends of the steel-plastic geogrid by two persons during laying, lifting the middle part of the steel-plastic geogrid by a constructor, and laying one by one.
In one embodiment:
the longitudinal overlapping length of the steel-plastic geogrid and the steel-plastic geogrid is not less than 150mm, the transverse overlapping length of the steel-plastic geogrid and the steel-plastic geogrid is not less than 300mm, and the steel-plastic geogrid are all anchored into the backfill layer by U-shaped steel bars for fixation.
In one embodiment:
after the grating is laid and positioned, filling soil to cover within 8 hours or adopting a flow process of laying and backfilling simultaneously;
spreading filler at two ends, fixing the grid, and pushing the grid to the middle part; the rolling sequence is that two sides are firstly rolled and then the middle is rolled; the layers were compacted every 30 cm.
In one embodiment:
after the construction of the reinforced cushion layer is completed, carrying out bearing capacity detection and settlement monitoring on the foundation.
Detailed Description
Examples
The embodiment provides a method for treating an ultra-thick peat soil and saturated silt foundation, which comprises the following steps:
stone throwing and silt squeezing: forcibly extruding soft soil to form a throwing filling body through the stones and the lump stones, wherein the stones are prevented from being doped with weathered stones, the size range of the stones is 30-80 cm, and the size range of stones used for treating deeper parts needs to be increased to 50-100 cm; the shear strength of the throwing filling body is improved and the bearing capacity of the foundation is increased by utilizing the occlusion compaction effect among the lamellas; in this embodiment, in the step of throwing and squeezing the stones, the size of the thrown stones is large at the bottom and small at the top; firstly throwing large-size stones until the large-size stones are exposed out of the sludge surface, then adopting an excavator to beat and compact the stones, pressing a previous layer of throwing filler into the sludge, and then throwing and filling a next layer of throwing filler until the mechanical rolling is not descended; during the rolling process, extruded sludge is treated in time; after a larger operation plane is formed, rolling by adopting a vibratory roller with the rolling speed of more than 180kN, wherein the rolling speed is not less than 5 times, and in the rolling process, manually following the roller, and paving and leveling gaps by using small-size stones or stone chips until the finishing surface of the stone throwing layer is flat and has no obvious gap;
draining and solidifying: a crushed stone layer is laid on the throwing filling body to play a role in prepressing; naturally, before the gravel layer is filled, the slurry on the gravel-throwing and silt-squeezing surface is treated in a centralized manner; by utilizing the good permeability of the pores between the lamellas and combining the open drainage in the pit and the pumping drainage of the deep well outside the pit, the drainage and consolidation of the foundation are promoted, and the bearing capacity of the foundation is further improved; the crushed stone layer plays a role of a reverse filtering layer; wherein the particle size of the broken stone layer is required to be 2-4cm, and the paving and filling height of the broken stone is 0.8-1.5 m;
and (3) construction of a reinforced cushion layer: laying a plurality of reinforced cushion layers made of geosynthetics, changing the stress field and the strain field of the foundation, promoting stress diffusion, homogenizing load, reducing uneven settlement and improving the bearing capacity of the foundation; in the embodiment, the reinforced cushion layer adopts the steel-plastic geogrid as a reinforced material; in the construction step of the reinforced cushion layer, a steel-plastic geogrid needs to be laid on the flat site comprehensively, and the steel-plastic geogrid is perpendicular to the line direction when being laid in the direction of a long hole; cutting the length of each steel-plastic geogrid according to the laying width of the steel-plastic geogrid, laying, wherein two persons vertically pull two ends of the steel-plastic geogrid, lifting the middle part of the steel-plastic geogrid by a constructor, and laying one by one; the longitudinal overlapping length of the steel-plastic geogrid and the steel-plastic geogrid is not less than 150mm, the transverse overlapping length is not less than 300mm, and the steel-plastic geogrid are anchored into the backfill layer by U-shaped steel bars for fixing; after the grating is laid and positioned, filling soil to cover within 8 hours or adopting a flow process of laying and backfilling simultaneously; spreading filler at two ends, fixing the grid, and pushing the grid to the middle part; the rolling sequence is that two sides are firstly rolled and then the middle is rolled; compacting the layer every 30 cm; after the construction of the reinforced cushion layer is finished, carrying out bearing capacity detection and settlement monitoring on the foundation;
wherein, every construction section, in time carry out the drainage construction: the drainage ditch and the water collecting pit are designed on the side of the inverted filter layer to form a clear drainage system, and a deep well is added to form a three-dimensional drainage facility of the system, so that the drainage consolidation of the foundation is accelerated.
Certainly, the sludge and silt treatment range is large, the foundation to be treated can be divided into a field area range according to the thickness, the burial depth, the field building distribution condition, the construction machinery turning radius and the like of the peat soil and silt in survey data, the width of a foundation treatment unit is determined, and the width of the foundation treatment unit is generally 10-15 m and is used as a treatment unit.
The method for treating the ultra-thick peat soil and the saturated silt foundation in the scheme has at least one of the following beneficial effects:
the scheme innovatively adopts a combined process of split-unit stone throwing and silt squeezing, drainage and consolidation and reinforcement cushion layer, and has the advantages of high construction speed, low manufacturing cost, capability of meeting the bearing capacity of the foundation required by design and small settlement amount;
the construction of stone throwing and sludge squeezing is convenient and rapid, the construction difficulty is low, materials are taken nearby, the transportation distance is short, the construction cost is effectively saved, and the construction period is shortened;
the process arrangement is reasonable, after the broken stone cushion layer provides a dry working surface for site construction, other constructions such as steel column installation and the like can be arranged in advance, and the construction period is saved; meanwhile, construction period and pre-pressure are provided for drainage consolidation, so that the foundation is further consolidated, and later settlement is reduced;
the reinforced cushion layer and the soil body are stressed together, so that the stress condition of the foundation is improved, the settlement is reduced, the bearing capacity of the foundation is improved, and the uneven settlement is small.
The above description is only a preferred embodiment of the present invention and is not intended to limit the present invention, and various modifications and changes may be made by those skilled in the art. Any modification, equivalent replacement, or improvement made within the spirit and principle of the present invention should be included in the protection scope of the present invention.
Claims (9)
1. A method for treating ultra-thick peat soil and saturated silt foundation is characterized by comprising the following steps:
stone throwing and silt squeezing: soft soil is forcibly extruded by the flaky stones and the blockstones to form the throwing filling body, and the shear strength of the throwing filling body is improved and the bearing capacity of the foundation is increased by utilizing the occlusion compaction effect among the flaky stones;
draining and solidifying: a crushed stone layer is laid on the throwing filling body to play a role of prepressing, and the drainage and consolidation of the foundation are promoted by combining the open drainage in the pit and the pumping drainage of the deep well outside the pit by utilizing the good permeability of the pores between the flaky stones, so that the bearing capacity of the foundation is further improved; the crushed stone layer plays a role of a reverse filtering layer;
and (3) construction of a reinforced cushion layer: laying a plurality of reinforced cushion layers made of geosynthetics, changing the stress field and the strain field of the foundation, promoting stress diffusion, homogenizing load, reducing uneven settlement and improving the bearing capacity of the foundation;
wherein, every construction section, in time carry out the drainage construction: the drainage ditch and the water collecting pit are designed on the side of the inverted filter layer to form a clear drainage system, and a deep well is added to form a three-dimensional drainage facility of the system, so that the drainage consolidation of the foundation is accelerated.
2. The method for treating the foundation of the ultra-thick peat soil and the saturated silt according to claim 1, which comprises the following steps:
in the step of throwing and squeezing the stones, the size of the thrown stones is large at the bottom and small at the top; firstly throwing large-size stones until the large-size stones are exposed out of the sludge surface, then adopting an excavator to beat and compact the stones, pressing a previous layer of throwing filler into the sludge, and then throwing and filling a next layer of throwing filler until the mechanical rolling is not descended;
during the rolling process, extruded sludge is treated in time.
3. The method for treating the foundation of the ultra-thick peat soil and the saturated silt according to claim 1, which comprises the following steps:
the particle size of the broken stone layer is required to be 2-4cm, and the paving and filling height of the broken stone is 0.8-1.5 m.
4. The method for treating the ultra-thick peat soil and saturated silt foundation according to claim 3, wherein:
before the gravel layer is filled, the slurry on the surface for throwing and extruding the gravel is treated in a centralized way.
5. The method for treating the ultra-thick peat soil and saturated silt foundation according to claim 4, wherein:
the reinforced cushion layer adopts steel-plastic geogrid as a reinforced material.
6. The method for treating the foundation of the ultra-thick peat soil and the saturated silt according to claim 1, which comprises the following steps:
in the construction step of the reinforced cushion layer, a steel-plastic geogrid needs to be laid on the flat site comprehensively, and the steel-plastic geogrid is perpendicular to the line direction when being laid in the direction of a long hole; and cutting the length of each steel-plastic geogrid according to the laying width of the steel-plastic geogrid, laying, vertically pulling two ends of the steel-plastic geogrid by two persons during laying, lifting the middle part of the steel-plastic geogrid by a constructor, and laying one by one.
7. The method for treating the ultra-thick peat soil and saturated silt foundation according to claim 6, wherein:
the longitudinal overlapping length of the steel-plastic geogrid and the steel-plastic geogrid is not less than 150mm, the transverse overlapping length of the steel-plastic geogrid and the steel-plastic geogrid is not less than 300mm, and the steel-plastic geogrid are all anchored into the backfill layer by U-shaped steel bars for fixation.
8. The method for treating the foundation of the ultra-thick peat soil and the saturated silt according to claim 7, wherein:
after the grating is laid and positioned, filling soil to cover within 8 hours or adopting a flow process of laying and backfilling simultaneously;
spreading filler at two ends, fixing the grid, and pushing the grid to the middle part; the rolling sequence is that two sides are firstly rolled and then the middle is rolled; the layers were compacted every 30 cm.
9. The method for treating the foundation of the ultra-thick peat soil and the saturated silt according to claim 1, which comprises the following steps:
after the construction of the reinforced cushion layer is completed, carrying out bearing capacity detection and settlement monitoring on the foundation.
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| Application Number | Priority Date | Filing Date | Title |
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| CN202010210925.4A CN111455969A (en) | 2020-03-24 | 2020-03-24 | Super-thick peat soil and saturated silt foundation treatment method |
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| CN202010210925.4A CN111455969A (en) | 2020-03-24 | 2020-03-24 | Super-thick peat soil and saturated silt foundation treatment method |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN113802426A (en) * | 2021-10-21 | 2021-12-17 | 华蓝设计（集团）有限公司 | Method for treating recent road filling foundation by adopting rubble compaction reinforced cushion layer method |
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| JPH108450A (en) * | 1996-06-21 | 1998-01-13 | Ohbayashi Corp | Soil improving work method |
| CN102383413A (en) * | 2011-08-31 | 2012-03-21 | 东北大学 | Method for constructing strengthened saturated-flow plastic silt soft soil foundation |
| CN102817298A (en) * | 2012-08-29 | 2012-12-12 | 中铁十五局集团有限公司 | Construction method on permafrost |
| CN103510504A (en) * | 2012-06-15 | 2014-01-15 | 中国石油化工股份有限公司 | Processing method for highly saturated and uneven dredger fill soil foundation |
| CN207944450U (en) * | 2018-01-27 | 2018-10-09 | 广州中体体育场馆工程有限公司 | soft foundation reinforcing structure |
| CN109778833A (en) * | 2019-03-13 | 2019-05-21 | 秦山伟业建设集团有限公司 | A kind of seabeach of enclosing of jackstone in conjunction with flexiplast drain bar applies roadbed construction method |
| CN110761271A (en) * | 2019-10-18 | 2020-02-07 | 中铁八局集团第六工程有限公司 | Construction process for treating soft soil of roadbed by using riprap sludge squeezing method |
-
2020
- 2020-03-24 CN CN202010210925.4A patent/CN111455969A/en active Pending
Patent Citations (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH108450A (en) * | 1996-06-21 | 1998-01-13 | Ohbayashi Corp | Soil improving work method |
| CN102383413A (en) * | 2011-08-31 | 2012-03-21 | 东北大学 | Method for constructing strengthened saturated-flow plastic silt soft soil foundation |
| CN103510504A (en) * | 2012-06-15 | 2014-01-15 | 中国石油化工股份有限公司 | Processing method for highly saturated and uneven dredger fill soil foundation |
| CN102817298A (en) * | 2012-08-29 | 2012-12-12 | 中铁十五局集团有限公司 | Construction method on permafrost |
| CN207944450U (en) * | 2018-01-27 | 2018-10-09 | 广州中体体育场馆工程有限公司 | soft foundation reinforcing structure |
| CN109778833A (en) * | 2019-03-13 | 2019-05-21 | 秦山伟业建设集团有限公司 | A kind of seabeach of enclosing of jackstone in conjunction with flexiplast drain bar applies roadbed construction method |
| CN110761271A (en) * | 2019-10-18 | 2020-02-07 | 中铁八局集团第六工程有限公司 | Construction process for treating soft soil of roadbed by using riprap sludge squeezing method |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN113802426A (en) * | 2021-10-21 | 2021-12-17 | 华蓝设计（集团）有限公司 | Method for treating recent road filling foundation by adopting rubble compaction reinforced cushion layer method |
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