CN104947689A - Hole collapse preventive trenching construction method of underground diaphragm wall - Google Patents
Hole collapse preventive trenching construction method of underground diaphragm wall Download PDFInfo
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- CN104947689A CN104947689A CN201410847124.3A CN201410847124A CN104947689A CN 104947689 A CN104947689 A CN 104947689A CN 201410847124 A CN201410847124 A CN 201410847124A CN 104947689 A CN104947689 A CN 104947689A
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Abstract
The invention belongs to the field of building foundation pit engineering and discloses a hole collapse preventive trenching construction method of an underground diaphragm wall. A construction is composed of a grab bucket (1) of a trenching machine, retaining wall slurry (2), a soil layer (3), a soft soil layer (4), a conduit (5), cemented soil (6), an underground diaphragm wall (7) constructed, and guide walls (8). The underground diaphragm wall easily suffers hole collapse during trenching construction; to solve the problem, a trench of the underground diaphragm wall can be filled with the cemented soil reaching 1 to 2 m above the trench hole collapse part, and soft retaining walls form after settling and compacting; after the cemented soil has stable quality and has certain strength, trenching construction continues, and the soft retaining walls made up of the cemented soil function in retaining jointly with the slurry so as to prevent hole collapse. The environment with the soft soil layer is improved through the cemented soil, the soft retaining walls are formed and finish retaining jointly with the slurry, the problem that lateral supporting force of the slurry is poor is effectively solved, the soft soil layer of high flow plasticity is protected from hole collapse, smoothness of trenching is ensured, and trenching quality is improved.
Description
Technical field
The present invention relates to a kind of continuous wall trench underground construction method, particularly relate to a kind of continuous wall trench underground construction method of anti-collapse hole, belong to architecture Foundation Pit Engineering field.
Background technology
In recent years, along with the carrying out of urban construction, the increase that the Exploitation degree of the underground space is unprecedented, cutting depth and the width of foundation ditch are increasing, the geological conditions faced worse and worse, in addition, the building that periphery is intensive and adjacent urban operating mechanism bring certain difficulty to the design of the supporting and protection structure of foundation ditch, construction etc.At present for the foundation ditch of surrounding enviroment complexity, features as poor geologic condition, high safety grade that cutting depth is large, its supporting and protection structure adopts diaphragm wall usually.Because diaphragm wall as the soil-baffling structure of foundation ditch, can not only bear Water And Earth Pressures, also can cut as waterproof and ooze, play the effect of water-stop curtain, as the exterior wall of underground structure, its vertical bearing capacity can also be fully played.
But diaphragm wall is in grooving process, the excavation of the soil body will cause the redistribution of stratum soil stress, if soil layer soil nature is poor, cell wall will be caused to cave in.For this situation, traditional method adopts mud off, the hydrostatic pressure utilizing liquid mud to produce support hole wall, and form mud film and stablize hole wall and prevent from caving in.The support force produced due to mud can only within the scope of one, and for soft layer, as mud, mucky soil, peat and cumulosol etc., the lateral support that mud produces will be not enough to the soil layer generation collapse hole stoping these stream plasticity stronger.If cell wall produces a large amount of collapse holes, the amount of concrete causing mud amount and build diaphragm wall increased greatly, there is depression in ground, affects the normal use of surrounding building and urban operating mechanism, even affect the security of the lives and property.
Summary of the invention
The object of the invention is to overcome the collapse hole problem of diaphragm wall in soft layer during trenching construction, there is provided one effectively can overcome mud lateral support not enough, the soft layer collapse hole that anti-fluid stopping plasticity is stronger, ensure carrying out smoothly of grooving, improve the construction method of the continuous wall trench underground of the quality of grooving.
Technical scheme of the present invention is: a kind of continuous wall trench underground construction method of anti-collapse hole, to be grabbed bucket (1), slurry coat method (2), soil layer (3), soft layer (4), conduit (5), cement-soil (6), the diaphragm wall section (7) of having constructed and lead wall (8) and form by groover.It is characterized in that: in continuous wall trench underground work progress, after collapse hole occurs in soft layer position, by pouring into the cement-soil prepared in groove section, recharging 1 ~ 2m to groove section collapse hole position, treating that its deposition is closely knit, forming flexible retaining wall.Until cement-soil steady quality and after reaching some strength, then continue trenching construction, now the flexible retaining wall that formed of cement-soil and mud can play retaining wall effect jointly, prevent collapse hole.
Described cement-soil is the slurries mixture of high-quality admaic earth, cement and accelerating admixture.
Cement mixing content in described cement-soil is not less than 20%.
Recharging highly higher than groove section collapse hole place 1 ~ 2m of described cement-soil.
After described collapse hole phenomenon occurs, excavation should be stopped immediately, first in groove section, insert conduit, priming petock earth, until cement-soil steady quality and after reaching some strength, then continue excavation.
Beneficial effect is: the present invention utilizes cement-soil to form flexible retaining wall in groove section collapse hole position, prevents groove section collapse hole with the common retaining wall of mud, overcomes the shortcoming that the lateral support that provided by the single retaining wall of mud is limited.Under the acting in conjunction of cement-soil and mud, effectively can prevent the collapse hole problem of soft layer stronger in stream plasticity in construction of diaphragm wall process, reduce the generation of engineering accident and the disposal cost in later stage, ensure that engineering is carried out smoothly, improve the construction quality of diaphragm wall.
Accompanying drawing explanation
Below by drawings and Examples, the present invention is described in further detail, but protection scope of the present invention is not limited to described content.
Fig. 1: the beginning grooving schematic diagram of groover of the present invention;
Fig. 2: groover grooving of the present invention is to schematic diagram during soft layer;
Fig. 3: the present invention inserts conduit and pours into cement-soil schematic diagram to collapse hole section;
Fig. 4: the present invention is after cement-soil reaches suitable requirement of strength, and groover continues grooving schematic diagram;
In figure, each label is: 1-groover is grabbed bucket; 2-slurry coat method; 3-soil layer; 4-soft layer; 5-conduit; 6-cement-soil; 7-diaphragm wall the section of having constructed; 8-lead wall.
Detailed description of the invention
The anti-collapse hole of the present invention continuous wall trench underground construction method grab bucket 1 by groover, slurry coat method 2, soil layer 3, soft layer 4, conduit 5, cement-soil 6, the diaphragm wall section 7 of having constructed and lead wall 8 and form.In continuous wall trench underground work progress, after there is collapse hole in soft layer position, by pouring into the cement-soil prepared in groove section, recharge 1 ~ 2m to groove section collapse hole position, treat that it reaches suitable intensity, after forming flexible retaining wall, then continue trenching construction, flexible retaining wall and the mud of now cement-soil formation can play retaining wall effect jointly, prevent collapse hole.
Described cement-soil is the slurries mixture of high-quality admaic earth, cement and accelerating admixture.
Cement mixing content in described cement-soil is not less than 20%.
Recharging highly higher than groove section collapse hole place 1 ~ 2m of described cement-soil.
After described collapse hole phenomenon occurs, excavation should be stopped immediately, first in groove section, insert conduit, priming petock earth at once, until cement-soil is closely knit reach requirement after, excavation can be continued.
embodiment 1: the first step: as shown in Figure 1, measurement and positioning, determines the excavation position of leading wall 8, makes and leads wall 8, prepare mud 2, and mud circulating system is ready, and groover is in place, check the deviation requirement of setting, start groover, groover grab bucket 1 starts grooving of fetching earth;
Second step: as shown in Figure 2, groover carries out soil diging groove-forming in soil layer 3, the mud water level in grooving process in retention groove section, guarantees that the hydrostatic pressure that mud produces meets designing requirement.When grooving is to soft layer 4, if phenomenon of caving in appears in cell wall, as in groove, mud is missed in a large number, significantly declining appears in mud liquid level; The a large amount of foam or occur of emerging in mud 2 stirs abnormal; Discharge body refuse amount to be obviously greater than design section earth volume and to lead wall and surrounding ground when there is the collapse hole phenomenons such as sedimentation.Resolute stopping excavation, proposes grooving grab bucket 1.
3rd step: as shown in Figure 3, when after stopping excavation, is inserted to collapse hole position by conduit 5, utilize conduit 5 in groove section, pour into the cement-soil 6 prepared immediately, (cement mixing content is 20%, and Red Star one type accelerating admixture volume is 3%), recharge to the above 1m in groove section collapse hole place, treat that its deposition is closely knit.
4th step: as shown in Figure 4, when after the suitable requirement of strength of cement-soil, groover is in place, transfer groover grab bucket 1, continue grooving.
5th step: continue construction to grooving and complete.
embodiment 2: the first step: as shown in Figure 1, measurement and positioning, determines the excavation position of leading wall 8, makes and leads wall 8, prepare mud 2, and mud circulating system is ready, and groover is in place, check the deviation requirement of setting, start groover, groover grab bucket 1 starts grooving of fetching earth;
Second: as shown in Figure 2, groover carries out soil diging groove-forming in soil layer 3, the mud water level in grooving process in retention groove section, guarantees that the hydrostatic pressure that mud produces meets designing requirement.When grooving is to soft layer 4, if phenomenon of caving in appears in cell wall, as in groove, mud is missed in a large number, significantly declining appears in mud liquid level; The a large amount of foam or occur of emerging in mud 2 stirs abnormal; Discharge body refuse amount to be obviously greater than design section earth volume and to lead wall and surrounding ground when there is the collapse hole phenomenons such as sedimentation.Resolute stopping excavation, proposes grooving grab bucket 1.
3rd step: as shown in Figure 3, when after stopping excavation, is inserted to collapse hole position by conduit 5, utilize conduit 5 in groove section, pour into the cement-soil 6 prepared immediately, (cement mixing content is 25%, 711 type accelerating admixture volumes is 3%), recharge to the above 2m in groove section collapse hole place, treat that it reaches suitable requirement of strength.
4th step: as shown in Figure 4, after cement-soil reaches suitable requirement of strength, groover is in place, transfer groover grab bucket 1, continue grooving.
5th step: continue construction to grooving and complete.
Claims (5)
1. the continuous wall trench underground construction method of an anti-collapse hole, (1) is grabbed bucket by groover, slurry coat method (2), soil layer (3), soft layer (4), conduit (5), cement-soil (6), the diaphragm wall section (7) of having constructed and lead wall (8) composition, it is characterized in that: in continuous wall trench underground work progress, after there is collapse hole in soft layer position, by pouring into the cement-soil prepared in groove section, recharge 1 ~ 2m to groove section collapse hole position, treat that its deposition is closely knit, form flexible retaining wall, until cement-soil steady quality and after reaching some strength, continue trenching construction again, flexible retaining wall and the mud of now cement-soil formation can play retaining wall effect jointly, prevent collapse hole.
2. the continuous wall trench underground construction method of anti-collapse hole according to claim 1, is characterized in that: described cement-soil is the slurries mixture of high-quality admaic earth, cement and accelerating admixture.
3. the continuous wall trench underground construction method of anti-collapse hole according to claim 1, is characterized in that: the cement mixing content in described cement-soil is not less than 20%.
4. the continuous wall trench underground construction method of anti-collapse hole according to claim 1, is characterized in that: recharging highly higher than groove section collapse hole place 1 ~ 2m of described cement-soil.
5. the continuous wall trench underground construction method of anti-collapse hole according to claim 1, is characterized in that: after described collapse hole phenomenon occurs, and should stop excavation immediately, first in groove section, insert conduit, priming petock earth, until cement-soil steady quality and after reaching some strength, then continues excavation.
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| Application Number | Priority Date | Filing Date | Title |
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| CN201410847124.3A CN104947689A (en) | 2014-12-31 | 2014-12-31 | Hole collapse preventive trenching construction method of underground diaphragm wall |
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| CN201410847124.3A CN104947689A (en) | 2014-12-31 | 2014-12-31 | Hole collapse preventive trenching construction method of underground diaphragm wall |
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Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105484301A (en) * | 2015-11-24 | 2016-04-13 | 山东交通职业学院 | Bridge bored pile foundation repairing method |
| CN110386778A (en) * | 2018-04-18 | 2019-10-29 | 中电建水环境治理技术有限公司 | Liquidation soil preparation process |
| CN113431110A (en) * | 2021-07-14 | 2021-09-24 | 中国矿业大学 | Active protection method for eliminating influence of stratum settlement on existing building |
| CN115324031A (en) * | 2022-08-16 | 2022-11-11 | 中铁二十局集团南方工程有限公司 | Construction method for preventing groove wall collapse during continuous wall grooving, storage device and groove milling machine |
Citations (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| SU767290A2 (en) * | 1978-05-04 | 1980-09-30 | Научно-Исследовательский Институт Строительного Производства | Method for erecting prefabricated panel wall curvilinear in plan view in soil |
| US4365451A (en) * | 1980-01-08 | 1982-12-28 | Nelson Lynn S | Poured adobe building construction and method of forming same |
| CN1143703A (en) * | 1996-08-02 | 1997-02-26 | 北京乾坤基础工程有限公司 | 3 in 1 underground continuous wall and construction method thereof |
| CN101319498A (en) * | 2008-07-17 | 2008-12-10 | 万勇 | Lattice type prefabricated prestressed underground continuous wall and its construction method |
| CN102312445A (en) * | 2010-06-29 | 2012-01-11 | 中交第三航务工程勘察设计院有限公司 | Diaphragm wall and construction method thereof |
| CN102561361A (en) * | 2012-03-05 | 2012-07-11 | 中交第四航务工程局有限公司 | Ultra-deep T-shaped trench-wall pile in soft-toped hard-bottomed soil layer and trench forming method |
| CN102677630A (en) * | 2012-05-18 | 2012-09-19 | 浙江省水电建筑安装有限公司 | Construction method of concrete cut-off wall in sludge soil with high water content |
-
2014
- 2014-12-31 CN CN201410847124.3A patent/CN104947689A/en active Pending
Patent Citations (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| SU767290A2 (en) * | 1978-05-04 | 1980-09-30 | Научно-Исследовательский Институт Строительного Производства | Method for erecting prefabricated panel wall curvilinear in plan view in soil |
| US4365451A (en) * | 1980-01-08 | 1982-12-28 | Nelson Lynn S | Poured adobe building construction and method of forming same |
| CN1143703A (en) * | 1996-08-02 | 1997-02-26 | 北京乾坤基础工程有限公司 | 3 in 1 underground continuous wall and construction method thereof |
| CN101319498A (en) * | 2008-07-17 | 2008-12-10 | 万勇 | Lattice type prefabricated prestressed underground continuous wall and its construction method |
| CN102312445A (en) * | 2010-06-29 | 2012-01-11 | 中交第三航务工程勘察设计院有限公司 | Diaphragm wall and construction method thereof |
| CN102561361A (en) * | 2012-03-05 | 2012-07-11 | 中交第四航务工程局有限公司 | Ultra-deep T-shaped trench-wall pile in soft-toped hard-bottomed soil layer and trench forming method |
| CN102677630A (en) * | 2012-05-18 | 2012-09-19 | 浙江省水电建筑安装有限公司 | Construction method of concrete cut-off wall in sludge soil with high water content |
Non-Patent Citations (1)
| Title |
|---|
| 沈元红: ""北京地区地下连续墙施工要点及常见问题处理"", 《城市地质》 * |
Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105484301A (en) * | 2015-11-24 | 2016-04-13 | 山东交通职业学院 | Bridge bored pile foundation repairing method |
| CN110386778A (en) * | 2018-04-18 | 2019-10-29 | 中电建水环境治理技术有限公司 | Liquidation soil preparation process |
| CN110386778B (en) * | 2018-04-18 | 2021-10-08 | 中电建生态环境集团有限公司 | Process for preparing fluidized soil |
| CN113431110A (en) * | 2021-07-14 | 2021-09-24 | 中国矿业大学 | Active protection method for eliminating influence of stratum settlement on existing building |
| CN115324031A (en) * | 2022-08-16 | 2022-11-11 | 中铁二十局集团南方工程有限公司 | Construction method for preventing groove wall collapse during continuous wall grooving, storage device and groove milling machine |
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Application publication date: 20150930 |