CN102383413B - Method for constructing strengthened saturated-flow plastic silt soft soil foundation - Google Patents

Method for constructing strengthened saturated-flow plastic silt soft soil foundation Download PDF

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Publication number
CN102383413B
CN102383413B CN2011102542398A CN201110254239A CN102383413B CN 102383413 B CN102383413 B CN 102383413B CN 2011102542398 A CN2011102542398 A CN 2011102542398A CN 201110254239 A CN201110254239 A CN 201110254239A CN 102383413 B CN102383413 B CN 102383413B
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China
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main line
silt
mud
backfill
time
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CN2011102542398A
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Chinese (zh)
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CN102383413A (en
Inventor
李志华
孙锴
王述红
刘湘元
陈文辉
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中建五局土木工程有限公司
东北大学
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Abstract

The invention belongs to the field of the civil construction and particularly relates to a method for constructing a saturated-flow plastic silt soft soil foundation. According to the technical scheme of the invention, the method comprises the followings steps: excavating a main groove to be 2-3m under the ground surface in a construction area for the first time, and excavating water collection pits for dewatering in time in the main groove; excavating the main groove to be 4-6m under the ground surface for the second time, and excavating water drainage pits and water collection pits in the main groove, and dewatering until silt in the main groove is solidified; throwing single blocks with larger diameter into the silt, and loading layer by layer by using a vibrating roller to form the frameworks of the single blocks with larger diameter in the silt; and carrying out integral silt ballasting, extruding and replacing to the upper parts and the gaps of the frameworks of the single blocks by adopting the backfill with good size gradation to form a composite foundation with scattered frameworks and integral silt extruding platforms combined, wherein the backfill needs to be pervious to water and repellent to silt. The saturated-flow plastic silt soft soil foundation saves the construction investment, shortens the construction period, occupies less land, is environmental friendly, has wide adaptability and a good strengthening effect and can be constructed in winter.

Description

A kind ofly reinforce the job practices that saturated flow is moulded silt soft soil foundation
Technical field
The invention belongs to the civil construction field, be specifically related to a kind of job practices that saturated flow is moulded silt soft soil foundation of reinforcing.
Background technology
China's Coastal Areas has thicker marine mud matter argillic horizon more; most of silt clay has certain link effect, often is in soft-plastic state not being subject to digging, has certain structural; but once excavation; its structure will be destroyed fully, presents flow regime, is similar to " sesame cream " shape; thereby cause constructor and machinery to subside; constructional difficulties, easily cause security incident, economic loss.
At present, the main methods of China's silt soft soil foundation has: 1. pile foundation method 2. soil replacement method 3. grouting 4. consolidation 5. reinforcement methods.For the pile foundation method, when mud is thicker, be difficult to large tracts of land and carry out the depths reason, can adopt the piling way to carry out consolidation process, but pile foundation method cost is higher and the thickness of the mud of this engineering is not too thick, so this method is inapplicable; For soil replacement method, because groundwater table is higher, the mud degree of depth is darker, and all desilting altering fill difficulty is large, the place restriction, and mud is abandoned tiny fragments of stone, coal, etc. field difficulty and is looked for, and is unfavorable for environmental protection, and the method construction is slow, and the duration can lag behind; For grouting, its applicability is relevant with grouting method and size performance, generally can be used for processing the grounds such as sand, sand gravel, collapsible loess and saturated cohesive soil, and the key of grouting technique is selection and control, slurry material proportioning and the grouting process of grouting pressure; The selection of grouting parameter is the problem of a complexity, only has by field trial and could determine effectively, and its technical requirements is high, and economy, duration, problem of environmental pollution need to overcome; For consolidation, consider that discharging consolidation needs the regular hour, the duration can lag behind; For reinforcement method, because cost is higher and the duration is long, so inapplicable.Consider the problem of duration, cost and environment pollution, above several method is not too suitable.
Summary of the invention
The present invention is in order to overcome above-mentioned deficiency, a kind of job practices that saturated flow is moulded silt soft soil foundation of reinforcing is proposed, the problem of groove difficulty is excavated in solution in saturated plastic flow mud, utilize packing sedimentation by throwing stones controlled loading synthesis to process saturated flow and mould the problems such as silt soft soil foundation design accordingly, construction parameter and quality control, further propose simultaneously packing sedimentation by throwing stones controlled loading synthesis and process the critical technical parameter that saturated flow is moulded the consolidation effect of muck foundation.
Realize that technical scheme of the present invention is: the packing sedimentation by throwing stones controlled loading synthesis of utilization of the present invention refers in mud, by the cut into a mountain integral expression of material of throwing in mud, squeeze the silt mode, the single block in relatively large footpath is thrown in mud, and successively load with vibrating roller, make the single block in relatively large footpath in mud, form skeleton, then on skeleton top and gap adopt big or small grating good, permeable not thoroughly the explosion of the mud material that cuts into a mountain carry out integral expression ballast removing silt for replacement, form the composite foundation that loose formula skeleton is combined with the crowded silt platform of integral expression.
Technical scheme of the present invention is carried out according to following steps:
(1) in the construction operation zone of appointment, before the excavation main line, first set two upper sidelines of main line, a side laying construction sidewalk of a upper sideline therein, the safe distance between pioneer road and groove is 2-3m; Then at pioneer road, away from a side of main line and a side of another upper sideline of main line, reserve respectively zone, in order to surperficial sandy soil and the clay earthwork that stacking is excavated out, mud and the cultivated soil of planting; Along the vertical every 400m of main line, 1 place's remittance car point is set;
(2) pioneer road excavates main line after laying, the main line sloping coefficient of excavation is in 1:(0.6 ~ 0.8) between, be excavated to for the first time 2 ~ 3m under earth's surface, and cultivated soil, sandy soil and the clay earthwork zone that reserves to the main line both sides of throwing form the backfill groove respectively of planting that will excavate, the mud of excavation is shelved in the backfill groove, in main line, every 50-100m, a sump is set, utilizes pumping for water pump precipitation, make in main line in 24 hours without ponding;
(3) until precipitation in main line to silt consolidation, in the main line of excavation for the first time, lay that 0.7 m is thick, 5 meters wide backfills, form excavation construction sidewalk for the second time;
(4) for the second time the excavation construction sidewalk lay complete after, excavate for the second time, the degree of depth is the following 4 ~ 6m in earth's surface, by the mud of excavating have bad luck, throwing is to draining in the backfill groove of main line both sides, in main line, dig simultaneously main drain and sump, and timely precipitation, the position of main drain is located in the middle of main line, parallel with main line, at main line, near the both sides, sideline, dig two little gutters simultaneously;
(5) until in main line again precipitation to silt consolidation, starting to lay backfill cuts into a mountain and expects to design elevation, single block is thrown in mud, when single block can not sink by deadweight, and successively be loaded on the pressure of 120kpa at least with vibrating roller, make the single block in relatively large footpath in mud, form skeleton, then on skeleton top and gap adopt diameter 5 ~ 50cm, grating good, permeable not thoroughly the backfill of mud carry out integral expression ballast removing silt for replacement, form the composite foundation that loose formula skeleton is combined with the crowded silt platform of integral expression; After backfill squeeze to become silted up and to change and complete into, manually lay layer of non-woven fabric filling out the top layer, backfill top of changing, then on nonwoven, lay sand cushion;
(6) utilize digging machine in main line, to excavate the welding job hole of pipeline;
(7) aqueduct, backfill tube seat, the soil layer of compacting backfill are installed.
Wherein said backfill is the material that cuts into a mountain, the discarded slabstone of construction or rubble; Described single block piece footpath is 20-50cm; Described sand cushion is that 200 ~ 250mm is thick, and the fine sand moisture content of selecting is less than 1 ~ 3%.
The invention has the beneficial effects as follows:
Innovation of the present invention is consolidation, packing sedimentation by throwing stones and controlled loading are combined and propose a kind of job practices that saturated flow is moulded silt soft soil foundation of reinforcing;
The present invention is by the material that cuts into a mountain of throwing in saturated plastic flow mud, and and method controlled loading fixed in conjunction with precipitation, thereby reaches the effect that improves bearing capacity of foundation soil;
Saturated flow is moulded silt soft soil foundation and is had advantages of cost saving, shortens the construction period, accounts for less soil, protection of the environment, wide adaptability, consolidation effect is good and winter construction but the present invention is directed to.
Figure of description
Fig. 1 is pipeline groove excavation and the backfill standard section figure of the embodiment of the present invention;
Fig. 2 is the layout plan of embodiment of the present invention grooving operating area;
Fig. 3 is embodiment of the present invention trench slot standard profile for the first time;
Fig. 4 is embodiment of the present invention trench slot standard profile for the second time;
Wherein 1: change filler; 2: supervisor back filled region, district; 3: general back filled region; 4: mud; 5: aqueduct; 6: sand cushion; 7: the main drain groove; 8 nonwoven; 9: the excavation main line; 9a: excavate for the first time main line; 9b: excavate for the second time main line; 10a, 10b: main line upper sideline; 11: pioneer road; 12a, 12b: cubic metre of earth stacking zone; 13a, 13b: silt soil is stacked zone; 14a, 14b: plough and to plant mound and put zone; 15a: place red line, 15b: place red line; 16: remittance car point.
The specific embodiment
Embodiment 1
The digging machine model of using in the embodiment of the present invention is CAT320 and SV100-1.
Groove grooving method of the present invention is secondary excavation, and concrete steps are as follows:
(1) in the construction operation zone of appointment, set two upper sidelines of excavation main line, a side of a upper sideline is laid the pioneer road that 3m is wide therein, between pioneer road and main line upper sideline, reserves the safe distance of 3m, and the assurance side slope is not caved in; At pioneer road, away from a side of main line and a side of another upper sideline of main line, reserve respectively the zone of 12m at least, the sandy soil and the clay earthwork, the mud that in order to stacking, excavate out reach the cultivated soil of planting; Along main line, vertically do not have 400m that 1 place's remittance car point is set;
(2) pioneer road excavates main line after laying, the default gradient in main line both sides is respectively 1:1.5 and 1:1.25, be excavated to for the first time 2 ~ 3m under earth's surface, at digging machine of main line one side configuration, by ploughing, plant soil, sandy soil and the clay earthwork reserve to the main line both sides regional of throwing form the backfill groove respectively, the mud of excavation is shelved in the backfill groove, in main line, every 50-100m, to dig a sump, utilize the water pump 24h precipitation that draws water, make in main line 24h without ponding;
(3) until precipitation in main line to silt consolidation, in the groove of excavation, lay that 0.7 m is thick, the material that cuts into a mountain of 5 meters wide, form excavation construction sidewalk for the second time;
(4) for the second time the excavation construction sidewalk lay complete after, excavate for the second time, cutting depth is the following 4 ~ 6m in earth's surface, the main line both sides respectively configure a digging machine coordinative construction in digging process, the mud that excavates out is had bad luck, throwing is to the interior draining of the backfill groove of main line both sides, in main line, manually dig simultaneously main drain and sump, and timely precipitation, the position of main drain is located in the middle of main line, parallel with main line, at main line, near the upper sideline two bottom sides, dig two little gutters simultaneously, and need manually in time to clear up, prevent the ditch obstruction,
(5) until in main line again precipitation to silt consolidation, starting to lay backfill cuts into a mountain and expects to design elevation 1.5m, the single block that is 20-50cm by the piece footpath is thrown in mud, when single block can not sink by deadweight, and more than with vibrating roller, successively being loaded on 120kpa, make the single block in relatively large footpath in mud, form skeleton, then on skeleton top and gap adopt diameter 5 ~ 50cm, grating good, permeable not thoroughly the explosion of the mud rock ballast that cuts into a mountain carry out integral expression ballast removing silt for replacement, form the composite foundation that loose formula skeleton is combined with the crowded silt platform of integral expression; After the material that cuts into a mountain squeeze to become silted up and to change and complete into, manually lay layer of non-woven fabric filling out the material top layer, top of cutting into a mountain of changing, then on nonwoven, lay the sand cushion that 200 ~ 25mm is thick, sand cushion is selected the high-quality fine sand of moisture content little 1 ~ 3%;
(6) utilize digging machine to excavate the pipeline welding working pit;
(7) aqueduct, backfill tube seat, the soil layer of compacting backfill are installed.

Claims (3)

1. reinforce the job practices that saturated flow is moulded silt soft soil foundation for one kind, it is characterized in that carrying out according to following steps:
(1) in the construction operation zone of appointment, before the excavation main line, first set two upper sidelines of main line, a side laying construction sidewalk of a upper sideline therein, the safe distance between pioneer road and groove is 2-3m; Then at pioneer road, away from a side of main line and a side of another upper sideline of main line, reserve respectively zone, in order to surperficial sandy soil and the clay earthwork that stacking is excavated out, mud and the cultivated soil of planting; Along the vertical every 400m of main line, 1 place's remittance car point is set;
(2) pioneer road excavates main line after laying, the main line sloping coefficient of excavation is in 1:(0.6~0.8) between, be excavated to for the first time 2~3m under earth's surface, and cultivated soil, sandy soil and the clay earthwork zone that reserves to the main line both sides of throwing form the backfill groove respectively of planting that will excavate, the mud of excavation is shelved in the backfill groove, in main line, every 50-100m, a sump is set, utilizes pumping for water pump precipitation, make in main line in 24 hours without ponding;
(3) until precipitation in main line to silt consolidation, in the main line of excavation for the first time, lay that 0.7m is thick, the material that cuts into a mountain of 5 meters wide, form excavation construction sidewalk for the second time;
(4) for the second time the excavation construction sidewalk lay complete after, excavate for the second time, the degree of depth is the following 4~6m in earth's surface, by the mud of excavating have bad luck, throwing is to draining in the backfill groove of main line both sides, in main line, dig simultaneously main drain and sump, and timely precipitation, the position of main drain is located in the middle of main line, parallel with main line, at main line, near the upper sideline two bottom sides, dig two little gutters simultaneously;
(5) until in main line again precipitation to silt consolidation, start to lay to cut into a mountain and expect to be backfilled to design elevation, the single block of the material that cuts into a mountain is thrown in mud, when single block can not sink by deadweight, and successively be loaded on the pressure of 120kpa at least with vibrating roller, make the single block in relatively large footpath in mud, form skeleton, then on skeleton top and gap adopt diameter 5~50cm, grating good, permeable not thoroughly the explosion of the mud rock ballast that cuts into a mountain carry out integral expression ballast removing silt for replacement, form the composite foundation that loose formula skeleton is combined with the crowded silt platform of integral expression; After the material that cuts into a mountain squeeze to become silted up and to change and complete into, manually lay layer of non-woven fabric filling out the material top layer, top of cutting into a mountain of changing, then on nonwoven, lay sand cushion;
(6) utilize digging machine in main line, to excavate the welding job hole of pipeline;
(7) aqueduct, backfill tube seat, the soil layer of compacting backfill are installed.
2. a kind of job practices that saturated flow is moulded silt soft soil foundation of reinforcing according to claim 1, is characterized in that described single block piece footpath is 20-50cm.
3. a kind of job practices that saturated flow is moulded silt soft soil foundation of reinforcing according to claim 1, is characterized in that described sand cushion is that 200~250mm is thick, and the fine sand moisture content of selecting is less than 3%.
CN2011102542398A 2011-08-31 2011-08-31 Method for constructing strengthened saturated-flow plastic silt soft soil foundation CN102383413B (en)

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* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN103031838B (en) * 2012-12-07 2014-10-08 中铁四局集团第三建设有限公司 Bridge site deep-layer displacement method
CN103850239B (en) * 2014-04-01 2015-08-05 兰州理工大学 The punching of guiding water is cut mountain and is made ground and slurry curing process construction method
CN104358245B (en) * 2014-11-12 2016-06-29 中国电建集团华东勘测设计研究院有限公司 A kind of method of hydraulic structure treatment of soft foundation
CN104895111B (en) * 2015-06-16 2016-09-28 中建五局土木工程有限公司 The construction method of integrated pipe canal in weak soil ground
CN105297700B (en) * 2015-10-15 2018-06-29 中国建筑第八工程局有限公司 A kind of mud, drift sand ground processing method
CN105735245B (en) * 2016-03-17 2018-05-01 上海交通大学 The soil stabilization method of trenching construction in the hydraulic reclamation mud layer stratum of seashore
CN106284283A (en) * 2016-08-12 2017-01-04 马鞍山十七冶工程科技有限责任公司 A kind for the treatment of of soft foundation is changed and is filled out natural soft-clay control debulking methods
CN107460866B (en) * 2017-09-01 2019-02-05 东南大学 A kind of big mud sump original position step curing processing method of depth
CN108457277A (en) * 2018-03-01 2018-08-28 中国水利水电第十工程局有限公司 A kind of a wide range of deep & thick silt excavation construction method
CN108797759B (en) * 2018-06-15 2020-06-16 中国一冶集团有限公司 Underwater riprap grouting reinforcement method for suspended soft foundation below immersed tube
CN110029626B (en) * 2019-03-20 2020-12-01 中电建十一局工程有限公司 Reinforcing treatment method for revetment foundation on soft stratum slope
CN110080233A (en) * 2019-04-08 2019-08-02 上海宝冶集团有限公司 The processing method of soft foundation

Citations (2)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN101302757A (en) * 2008-03-07 2008-11-12 张伯谦 Method for quickly processing heavy layer soft soil foundation
CN101761065A (en) * 2009-12-17 2010-06-30 上海岩土工程勘察设计研究院有限公司 Soft soil foundation treatment method

Family Cites Families (2)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JPH0820941A (en) * 1994-07-05 1996-01-23 Yojiro Uike Stabilization of water bearing soft ground
JP2933901B2 (en) * 1997-12-17 1999-08-16 太平工業株式会社 Strengthening method for soft ground using slag

Patent Citations (2)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN101302757A (en) * 2008-03-07 2008-11-12 张伯谦 Method for quickly processing heavy layer soft soil foundation
CN101761065A (en) * 2009-12-17 2010-06-30 上海岩土工程勘察设计研究院有限公司 Soft soil foundation treatment method

Non-Patent Citations (4)

* Cited by examiner, † Cited by third party
Title
抛石挤淤地基承载力的试验方法;靳九贵;《河南科技》;20040115(第01期);第32页 *
抛石挤淤综合法及其在加固浅层淤泥质地基中的应用;朱逢春等;《治淮》;20010630(第06期);第26-27页 *
朱逢春等.抛石挤淤综合法及其在加固浅层淤泥质地基中的应用.《治淮》.2001,(第06期),第26-27页.
靳九贵.抛石挤淤地基承载力的试验方法.《河南科技》.2004,(第01期),第32页.

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