CN105804049A - Anti-hole-collapsing foundation reinforced structure during underground diaphragm wall construction - Google Patents
Anti-hole-collapsing foundation reinforced structure during underground diaphragm wall construction Download PDFInfo
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- CN105804049A CN105804049A CN201410847165.2A CN201410847165A CN105804049A CN 105804049 A CN105804049 A CN 105804049A CN 201410847165 A CN201410847165 A CN 201410847165A CN 105804049 A CN105804049 A CN 105804049A
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Abstract
The invention discloses an anti-hole-collapsing foundation reinforced structure during underground diaphragm wall construction and belongs to the field of foundation pit engineering. The anti-hole-collapsing foundation reinforced structure is composed of underground diaphragm wall excavating sidelines (1), a soft soil layer area (2), foundation reinforcement range lines (3), grouting reinforcement bodies (4), soil layers (5), a soft soil layer (6) and an underground diaphragm wall (7). Underground diaphragm wall construction is conducted on the area where the soft soil layer is distributed, before grooving construction is carried out, the foundation reinforcement range is determined according to the underground diaphragm wall excavating sidelines and the soft soil layer area at first, and a foundation is reinforced through a high-pressure rotary jet grouting construction method; and after the mass of the grouting reinforcement bodies tends to be stable and reaches certain strength, underground diaphragm wall grooving construction is conducted. According to the anti-hole-collapsing foundation reinforced structure during underground diaphragm wall construction, foundation reinforcement is pre-conducted on the soft soil layer through the high-pressure grouting technology, the geological conditions of the soft soil layer are improved, and then underground diaphragm wall grooving construction is conducted; and thus, the hole collapsing problem during underground diaphragm wall construction can be effectively prevented, the effect that grooving is conducted successfully is ensured, and the grooving quality is improved.
Description
Technical field
The present invention relates to continuous wall trench underground construction, particularly relate to the continuous underground wall structure of a kind of anti-collapse hole, belong to architecture Foundation Pit Engineering field.
Background technology
In recent years, carrying out along with urban construction, the increase that the Exploitation degree of the underground space is unprecedented, cutting depth and the width of foundation ditch are increasing, encountered geological conditions is worse and worse, it addition, the intensive building of periphery and adjacent urban operating mechanism bring certain difficulty to the design of the supporting construction of foundation ditch, construction etc..At present for surrounding enviroment complexity, features as poor geologic condition, high safety grade that cutting depth is big foundation ditch, its supporting construction generally adopts diaphram wall.Owing to diaphram wall not only serves as the soil-baffling structure of foundation ditch, undertake Water And Earth Pressures, it is also possible to cut as waterproof and ooze, play the effect of water-stop curtain, it is also possible to as the exterior wall of underground structure, fully play its vertical bearing capacity.
But diaphram wall is in grooving process, the redistribution that the excavation of the soil body will cause stratum soil stress, if soil layer soil nature is poor, will cause that cell wall caves in.For this situation, traditional method is to adopt mud off, utilizes the hydrostatic pressure support hole wall that liquid mud produces, and forms 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, such as mud, muck 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 substantial amounts of collapse hole, causing mud amount and build the amount of concrete of diaphram wall and greatly increase, there is depression in ground, affect normally using of surrounding building and urban operating mechanism, even affects the security of the lives and property.
Summary of the invention
It is an object of the invention to overcome diaphram wall collapse hole problem during trenching construction in soft layer, one is provided can effectively to overcome mud lateral support not enough, the soft layer collapse hole that anti-fluid stopping plasticity is stronger, it is ensured that being smoothed out of grooving, improves the continuous underground wall structure of grooving quality.
The technical scheme is that the foundation reinforcing structure of anti-collapse hole is by diaphram wall excavating sideline (1) in construction of diaphragm wall, soft layer region (2), foundation stabilization scope line (3), grouting and reinforcing body (4), soil layer (5), soft layer (6), diaphram wall (7) forms, it is characterized in that: have the area of soft layer (6) to carry out construction of diaphragm wall in distribution, before trenching construction, it is first depending on diaphram wall excavating sideline (1) and soft layer (6) region, determine ground reinforcing scope, the construction method adopting high pressure jet grouting carries out foundation stabilization；After grouting and reinforcing body (4) quality tends towards stability and reaches some strength, then carry out continuous wall trench underground construction.
Described basement process scope should exceed soft layer (6) zone boundary 1 ~ 2m along diaphram wall excavating sideline (1) direction, and vertical direction should exceed soft layer (6) zone boundary and take 0.5 ~ 1.0m.
Described grouting and reinforcing body (4) utilizes high pressure jet grouting equipment and technology to construct, and can adopt single pipe method, double tube method or tri-tube method construction.
Described grouting and reinforcing body (4) selects cement-silicate serosity as injecting paste material, and its water and concrete grey ratio is for 0.75:1 ~ 1:1, and waterglass incorporation is 2% ~ 4%；Injecting paste material also can be selected for single cement grout, cement clay serosity or Cement fly ash.
Described grouting and reinforcing body (4) actually high-pressure rotary-spray pile body, its diameter D, spacing and the long L of stake determine according to soft layer position, and the pile body lap of splice is determined according to formula δ=L × 1%+100.
Have the beneficial effect that the present invention utilizes Of High Pressure Grouting Technology to carry out foundation stabilization for soft layer in advance, improve soft layer geological conditions, then continuous wall trench underground construction is carried out again, the collapse hole problem in construction of diaphragm wall process can be effectively prevent, ensure being smoothed out of grooving, improve grooving quality.
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 is diaphram wall periphery soft layer distribution schematic diagram of the present invention；
Fig. 2 is that diaphram wall periphery of the present invention needs reinforcing scope schematic diagram；
Fig. 3 is diaphram wall perimeter reinforcement floor map of the present invention；
Fig. 4 is diaphram wall perimeter reinforcement generalized section of the present invention；
Figure is respectively numbered: 1 diaphram wall excavating sideline；2 soft layer regions；3 basement process scope lines；4 reinforcing bodies；5 soil layers；6 soft layers;7 diaphram walls.
Detailed description of the invention
The continuous wall trench underground structure of the anti-collapse hole of foundation stabilization of the present invention is by diaphram wall excavating sideline 1, soft layer region 2, foundation stabilization scope 3, grouting and reinforcing body 4, soil layer 5, soft layer 6, and diaphram wall 7 forms.There is the area of soft layer 6 to carry out construction of diaphragm wall in distribution, before trenching construction, first according to diaphram wall excavating sideline and soft layer 6 region, it is determined that foundation stabilization scope, adopt the construction method of high pressure jet grouting to carry out foundation stabilization；After grouting and reinforcing body 4 mass tends towards stability and reaches some strength, then carry out continuous wall trench underground construction.
Described foundation stabilization scope should exceed soft layer 6 zone boundary 1 ~ 2m along diaphram wall excavating sideline direction, and vertical direction should exceed soft layer 6 zone boundary 0.5 ~ 1.0m.
Described grouting and reinforcing body 4 utilizes high pressure jet grouting equipment and technology to construct, and can adopt single pipe method, double tube method or tri-tube method construction.
Described grouting and reinforcing body 4 selects cement-silicate serosity as injecting paste material, and the ratio of mud is 0.75:1 ~ 1:1, and waterglass incorporation is 2% ~ 4%.Injecting paste material also can be selected for single cement grout, cement clay serosity or Cement fly ash etc..
Described grouting and reinforcing body 4 actually high-pressure rotary-spray pile body, its altitude range should exceed respectively to be waited to reinforce soft layer up-and-down boundary 1.0 ~ 2.0m, high-pressure rotary jet grouting pile diameter D, spacing and the long L of stake determine according to soft layer position, and the pile body lap of splice is determined according to formula δ=L × 1%+100.
Embodiment 1: the first step: as it is shown in figure 1, first surveying setting-out, it is determined that diaphram wall excavating sideline 1, then utilize geological mapping data, it is determined that the soft layer region 2 of collapse hole easily occurs in diaphram wall excavation scope periphery；
Second step: as shown in Figure 2, determine reinforcing scope: the relation according to diaphram wall excavating sideline 1 and soft layer region 2, determine the reinforcing scope line 3 of diaphram wall periphery, requiring that reinforcing area should exceed soft layer region 2m along diaphram wall excavating sideline 1 direction, the direction of vertical diaphram wall excavating sideline 1 takes 0.8m；
3rd step: serosity prepares and machinery is in place: according to design, preparing cement clay serosity, air compressor machine and high-pressure rotary jetting apparatus are in place, and carry out deviation check and correction；
4th step: as it is shown on figure 3, foundation stabilization: in reinforcing scope, adopting Φ 800500 to carry out the construction of single pipe method high-pressure rotary-spray, high-pressure rotary jet grouting pile (reinforcing body) 4 should exceed soft layer 6 bottom surface 2m；
5th step: the construction of diaphram wall: after completing basement process, can construct by the form of construction work of general diaphram wall, until diaphram wall 7 has been constructed.
Embodiment 2:The first step: as it is shown in figure 1, first surveying setting-out, it is determined that diaphram wall excavating sideline 1, then utilize geologic prospect data, it is determined that the soft layer region 2 of collapse hole easily occurs in diaphram wall excavation scope periphery；
Second step: as shown in Figure 2, determine reinforcing scope: the relation according to diaphram wall excavating sideline 1 and soft layer region 2, determine the reinforcing scope line 3 of diaphram wall periphery, requiring that reinforcing area should exceed soft layer region 1.5m along diaphram wall excavating sideline 1 direction, the direction of vertical diaphram wall excavating sideline 1 takes 1.0m；
3rd step: serosity prepares and machinery is in place: according to design, prepares cement-silicate serosity, air compressor machine and high-pressure rotary jetting apparatus in place, and carries out deviation check and correction；
4th step: as it is shown on figure 3, foundation stabilization: in reinforcing scope, adopting Φ 1000700 to carry out the construction of three tube method high-pressure rotary-sprays, high-pressure rotary jet grouting pile (reinforcing body) 4 should exceed soft layer 6 bottom surface 1.5m；
5th step: the construction of diaphram wall: after completing basement process, can construct by the form of construction work of general diaphram wall, until diaphram wall 7 has been constructed.
Claims (5)
1. the foundation reinforcing structure of anti-collapse hole in construction of diaphragm wall, by diaphram wall excavating sideline (1), soft layer region (2), foundation stabilization scope line (3), grouting and reinforcing body (4), soil layer (5), soft layer (6), diaphram wall (7) forms, it is characterized in that: have the area of soft layer (6) to carry out construction of diaphragm wall in distribution, before trenching construction, it is first depending on diaphram wall excavating sideline (1) and soft layer (6) region, determine ground reinforcing scope, the construction method adopting high pressure jet grouting carries out foundation stabilization；After grouting and reinforcing body (4) quality tends towards stability and reaches some strength, then carry out continuous wall trench underground construction.
2. the foundation reinforcing structure of anti-collapse hole in construction of diaphragm wall according to claim 1, it is characterized in that: described basement process scope should exceed soft layer (6) zone boundary 1 ~ 2m along diaphram wall excavating sideline (1) direction, vertical direction should exceed soft layer (6) zone boundary and take 0.5 ~ 1.0m.
3. the foundation reinforcing structure of anti-collapse hole in construction of diaphragm wall according to claim 1, it is characterised in that: described grouting and reinforcing body (4) utilizes high pressure jet grouting equipment and technology to construct, and can adopt single pipe method, double tube method or tri-tube method construction.
4. the foundation reinforcing structure of anti-collapse hole in construction of diaphragm wall according to claim 3, it is characterized in that: described grouting and reinforcing body (4) selects cement-silicate serosity as injecting paste material, its water and concrete grey are than for 0.75:1 ~ 1:1, and waterglass incorporation is 2% ~ 4%；Injecting paste material also can be selected for single cement grout, cement clay serosity or Cement fly ash.
5. the foundation reinforcing structure of anti-collapse hole in construction of diaphragm wall according to claim 3, it is characterized in that: described grouting and reinforcing body (4) actually high-pressure rotary-spray pile body, its diameter D, spacing and the long L of stake determine according to soft layer position, and the pile body lap of splice is determined according to formula δ=L × 1%+100.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201410847165.2A CN105804049A (en) | 2014-12-31 | 2014-12-31 | Anti-hole-collapsing foundation reinforced structure during underground diaphragm wall construction |
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| CN201410847165.2A CN105804049A (en) | 2014-12-31 | 2014-12-31 | Anti-hole-collapsing foundation reinforced structure during underground diaphragm wall construction |
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| CN105804049A true CN105804049A (en) | 2016-07-27 |
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Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110685284A (en) * | 2019-10-08 | 2020-01-14 | 广东乾兴建设工程有限公司 | Foundation pit seepage-proofing structure and construction method thereof |
| CN111794259A (en) * | 2020-08-10 | 2020-10-20 | 中铁二十局集团第一工程有限公司 | Method for preventing underground diaphragm wall from collapsing groove of neighboring existing building of high underground water level area |
| CN113668504A (en) * | 2021-08-20 | 2021-11-19 | 中建八局第三建设有限公司 | Grooving emergency reinforcing construction method for diaphragm underground diaphragm wall |
| 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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| JPH11181824A (en) * | 1997-12-18 | 1999-07-06 | Marutoku Kigyo:Kk | Excavating method for earth-retaining wall by multiple axle excavating machine |
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| CN201704700U (en) * | 2009-12-24 | 2011-01-12 | 上海市第七建筑有限公司 | Baffle structure of low slump diaphragm wall |
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| CN1258785A (en) * | 1998-12-28 | 2000-07-05 | 石午江 | Construction method and equipment for continuous underground wall |
| KR20040072330A (en) * | 2003-02-12 | 2004-08-18 | (주)피에스테크 | deformed cladding materials for extracting pile temporary bracing work using the same |
| CN101349057A (en) * | 2008-08-19 | 2009-01-21 | 上海建工股份有限公司 | Underground continuous wall construction method crossing city pipelines |
| CN201704700U (en) * | 2009-12-24 | 2011-01-12 | 上海市第七建筑有限公司 | Baffle structure of low slump diaphragm wall |
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Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110685284A (en) * | 2019-10-08 | 2020-01-14 | 广东乾兴建设工程有限公司 | Foundation pit seepage-proofing structure and construction method thereof |
| CN111794259A (en) * | 2020-08-10 | 2020-10-20 | 中铁二十局集团第一工程有限公司 | Method for preventing underground diaphragm wall from collapsing groove of neighboring existing building of high underground water level area |
| CN111794259B (en) * | 2020-08-10 | 2022-02-15 | 中铁二十局集团第一工程有限公司 | Method for preventing underground diaphragm wall from collapsing groove of neighboring existing building of high underground water level area |
| CN113668504A (en) * | 2021-08-20 | 2021-11-19 | 中建八局第三建设有限公司 | Grooving emergency reinforcing construction method for diaphragm underground diaphragm wall |
| 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: 20160727 |