CN104895088A - A method of reducing foundation pit asymmetrical pressure - Google Patents
A method of reducing foundation pit asymmetrical pressure Download PDFInfo
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- CN104895088A CN104895088A CN201510161193.3A CN201510161193A CN104895088A CN 104895088 A CN104895088 A CN 104895088A CN 201510161193 A CN201510161193 A CN 201510161193A CN 104895088 A CN104895088 A CN 104895088A
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- pile
- slope protection
- foundation ditch
- bias voltage
- slope
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Abstract
The invention provides a method of reducing foundation pit asymmetrical pressure. The method comprises steps that: 1) an anti-permeability structure is constructed on a slope outside an envelop enclosure on the side with less earth pressure of a foundation pit; 2) a slope protection structure is constructed on the inner side of the anti-permeability structure, wherein a plurality of slope protection piles are arranged on the slope, a retaining wall is formed at the top of the slope protection piles and high pressure jet grouting piles are arranged on the inner side of the slope protection piles; 3) the envelop enclosure is arranged on the inner side of the slope protection structure and the envelop enclosure is connected with the slope protection structure. The method improves the passive earth pressure and rigidity of the soil body on the side with less earth pressure of the foundation pit and improves the deformation resisting capability of the foundation pit. By connecting the slope protection structure and the envelop enclosure, the overall asymmetrical pressure resisting capability of foundation pits is improved and the problem of foundation pit asymmetrical pressure is radically solved.
Description
Technical field
The present invention relates to a kind of method reducing deep foundation ditch bias voltage, be applicable to the deep foundation ditch that subway station, construction of underground structure and building construction etc. exist bias voltage.
Background technology
The deep foundation pit construction such as track traffic station and building construction is on-the-spot owing to limiting by site condition, often there are river, lake and free face etc. in deep foundation ditch side, at digging process, because both sides soil pressure is inconsistent, can cause deep foundation ditch near river, the side of lake and free face is integral inclined, seriously jeopardizes safety and the later stage operation of structure.At present for the problems referred to above, the solution in design is: the degree of depth and the thickness that increase space enclosing structure, strengthens the density that foundation ditch supports.But above-mentioned solution does not tackle the problem at its root.
Summary of the invention
The present invention provides a kind of method reducing foundation ditch bias voltage for solving in known technology the technical problem that exists, and the method fundamentally can solve the problem of foundation ditch bias voltage.
The technical scheme that the present invention takes for the technical problem existed in solution known technology is: a kind of method reducing foundation ditch bias voltage, adopts following steps: the slope 1) outside the space enclosing structure of the less side of foundation ditch soil pressure applies impervious structure; 2) apply protective slope structure in the inner side of described impervious structure: first on described slope, apply many slope protection pile, then form retaining wall at the top of described slope protection pile, apply high-pressure rotary jet grouting pile in the inner side of described slope protection pile; 3) apply described space enclosing structure in the inner side of described protective slope structure, and described space enclosing structure and described protective slope structure are linked together.
Described step 1) adopt following steps: 1.1) utilize vibrating hammer that two rows steel sheet pile is inserted desired location; 1.2) with pull bar, two rows steel sheet pile is linked together; 1.3) between two rows steel sheet pile, the soil body is backfilled; 1.4) with water pump, the water between two rows steel sheet pile is extracted out.
Described step 2) adopt following methods: after the construction of slope protection pile completes, at the top of described slope protection pile construction Guan Liang, then to construct on the Guan Liang of described slope protection pile retaining wall, reserve spilled water hole in the bottom of described retaining wall, dark beam that described retaining wall is constructed; Described step 3) adopt following methods: the main body of space enclosing structure of first constructing, then applies Guan Liang in the main body of space enclosing structure, finally adopts many linking beams the Guan Liang of space enclosing structure and described dark beam to be linked together.
The spacing of described slope protection pile and described space enclosing structure is 6 ~ 10m, and the level interval of adjacent two described linking beams is 4 ~ 6m, and the degree of depth of described high-pressure rotary jet grouting pile is 6 ~ 12m.
The spacing of steel sheet pile described in two rows is 0.5 ~ 1.2m, and described in the distance between center line of steel sheet pile described in two rows, the spacing of slope protection pile is not less than 1.2m.
Described slope protection pile is any one in bored pile, ground-connecting-wall or steel sheet pile.
Described impervious structure adopts earth fill cofferdam structure or sandwich cofferdam structure.
Described linking beam is reinforced concrete structure or steel work.
Described high-pressure rotary jet grouting pile is any one in substance pipe high-pressure rotary jet grouting pile, dual pipe high-pressure rotary jet grouting pile, triple-pipe high pressure jet grouting stake and double-high-pressure spun jet stake.
Clay or cement-soil or rendzinas at the soil body backfilled between steel sheet pile described in two rows.
The advantage that the present invention has and good effect are: adopt on the slope outside the space enclosing structure of the less side of foundation ditch soil pressure from the protective slope structure of nearly setting extremely far away and impervious structure, improve passive earth pressure and the rigidity of the soil of the less side of foundation ditch soil pressure, increase the ability of foundation ditch resistance to deformation.And protective slope structure and space enclosing structure are linked together, can Integral lifting foundation ditch opposing bias voltage ability, fundamentally solve the problem of foundation ditch bias voltage.
Accompanying drawing explanation
Fig. 1 is application structural representation of the present invention.
In figure: 1, space enclosing structure; The Guan Liang of 1-1, space enclosing structure; 2, high-pressure rotary jet grouting pile; 3, protective slope structure; 3-1, slope protection pile; The Guan Liang of 3-2, slope protection pile; 3-3, retaining wall; 3-4, dark beam; 4, slope; 5, impervious structure; 5-1, steel sheet pile; 5-2, the soil body; 5-3, pull bar; 6, linking beam.
Detailed description of the invention
For summary of the invention of the present invention, Characteristic can be understood further, hereby exemplify following examples, and coordinate accompanying drawing to be described in detail as follows:
Refer to Fig. 1, a kind of method reducing foundation ditch bias voltage, adopt following steps: the slope 4 1) outside the space enclosing structure 1 of the less side of foundation ditch soil pressure applies impervious structure 5; 2) apply protective slope structure 3 in the inner side of described impervious structure 5: first on described slope 2, apply many slope protection pile 3-1, then apply high-pressure rotary jet grouting pile 2 in the inner side of described slope protection pile 3-1, form retaining wall 3-3 at the top of described slope protection pile 3-1; 3) apply described space enclosing structure 1 in the inner side of described protective slope structure, and described space enclosing structure 1 is linked together with described protective slope structure 3.
In the present embodiment, described step 1) adopt following steps: 1.1) utilize vibrating hammer that two rows steel sheet pile 5-1 is inserted desired location; 1.2) with pull bar 5-3, two rows steel sheet pile 5-1 is linked together; 1.3) between two rows steel sheet pile 5-1, soil body 5-2 is backfilled; 1.4) with water pump, the water between two rows steel sheet pile 5-1 is extracted out.Can be clay or cement-soil or rendzinas at the soil body 5-2 backfilled between steel sheet pile 5-1 described in two rows.Described in two rows, the spacing of steel sheet pile 5-1 is 0.5 ~ 1.2m, and described in the distance between center line of steel sheet pile 5-1 described in two rows, the spacing of slope protection pile 3-1 is not less than 1.2m.The sandwich cofferdam structure that above-mentioned impervious structure 5 can also be clay by earth fill cofferdam structure or centre, outside is in-network processing replaces.
In the present embodiment, described step 2) adopt following methods: after the construction of slope protection pile 3-1 completes, at the top of described slope protection pile 3-1 construction Guan Liang, then construct retaining wall 3-3 on the hat beam 3-2 of described slope protection pile, reserved spilled water hole bottom described retaining wall 3-3, described retaining wall 3-3 constructs dark beam 3-4; Described step 3) adopt following methods: the main body of space enclosing structure 1 of first constructing, then applies hat beam 1-1, finally adopts many linking beams 6 to be linked together by the hat beam 1-1 of space enclosing structure and described dark beam 3-4 in the main body of space enclosing structure 1.Space enclosing structure 1 can adopt bored pile, also can be the form of structure such as ground-connecting-wall, steel sheet pile.The level interval of adjacent two described linking beams 6 is 4 ~ 6m, and the spacing of described slope protection pile 3-1 and described space enclosing structure 1 is 6 ~ 10m, and the degree of depth of described high-pressure rotary jet grouting pile 2 is 6 ~ 12m.The retaining wall 3-3 on above-mentioned slope protection pile top is arranged separately, but the present embodiment does not limit retaining wall 3-3 arranges separately, and retaining wall 3-3 also can upwards extend direct formation by slope protection pile.Above-mentioned slope protection pile 3-1 can be any one in bored pile, ground-connecting-wall or steel sheet pile.Above-mentioned linking beam 6 can be reinforced concrete structure or steel work.Above-mentioned high-pressure rotary jet grouting pile 2 can be any one in substance pipe high-pressure rotary jet grouting pile, dual pipe high-pressure rotary jet grouting pile, triple-pipe high pressure jet grouting stake and double-high-pressure spun jet stake.
Operating principle of the present invention:
The effect of space enclosing structure 1 is the gear soil pressure and the dash pressure that stop foundation ditch, the hat beam 1-1 of space enclosing structure is connected closely with space enclosing structure 1 by reinforcing bar (the main muscle of space enclosing structure stretches into bottom the hat beam of space enclosing structure) and concrete, its effect is the integral rigidity strengthening space enclosing structure on the one hand, effect is on the other hand connected with linking beam 6, makes slope protection pile and space enclosing structure form an entirety.
Slope protection pile 3-1 is anchored at foundation ditch on the slope 4 of river, lake and free face side, its effect be increase foundation ditch near river, the passive earth pressure of lake and the free face side soil body and rigidity, thus increase the ability of foundation ditch resistance to deformation, reduce the bias voltage at station.
The hat beam 3-2 of slope protection pile is connected closely with slope protection pile 3-1 by reinforcing bar (the main muscle of slope protection pile 3-1 stretches into bottom the hat beam of slope protection pile) and concrete, its effect is the integral rigidity strengthening slope protection pile 3-1 on the one hand, effect on the other hand connects slope protection pile 3-1 and retaining wall 3-3, and retaining wall 3-3 and slope protection pile 3-1 is formed entirety.
Retaining wall 3-3 bottom connects into entirety by the hat beam 3-2 of slope protection pile and slope protection pile 3-1, top forms entirety by dark beam 3-4 and linking beam 6 with space enclosing structure 1, its effect is the same with slope protection pile 3-1, namely increase station near river, the passive earth pressure of lake and the free face side soil body and rigidity, reduce the bias voltage at station.
By linking beam 6, protective slope structure and space enclosing structure are linked into an integrated entity, can Integral lifting foundation ditch opposing bias voltage ability.
High-pressure rotary jet grouting pile 2 is positioned at the inner side of slope protection pile 3-1, and its effect is soil mass consolidation, and anti-water-stop body infiltrates foundation ditch.
The effect of steel sheet pile 5-1 is by water segregation outside it, and the construction for slope protection pile 3-1 and retaining wall 3-3 provides a dry scope of operation.The effect of the soil body between clad steel sheet pile 5-1 is: the impermeability increasing clad steel sheet pile 5-1, the effect of pull bar 5-3 is connected double-layer steel sheet pile, makes it form an entirety.
Although be described the preferred embodiments of the present invention by reference to the accompanying drawings above; but the present invention is not limited to above-mentioned detailed description of the invention; above-mentioned detailed description of the invention is only schematic; be not restrictive; those of ordinary skill in the art is under enlightenment of the present invention; do not departing under the ambit that present inventive concept and claim protect, can also make a lot of form, these all belong within protection scope of the present invention.
Claims (10)
1. reduce a method for foundation ditch bias voltage, it is characterized in that, adopt following steps:
1) slope outside the space enclosing structure of the less side of foundation ditch soil pressure applies impervious structure;
2) apply protective slope structure in the inner side of described impervious structure: first on described slope, apply many slope protection pile, then apply high-pressure rotary jet grouting pile in the inner side of described slope protection pile, form retaining wall at the top of described slope protection pile;
3) apply described space enclosing structure in the inner side of described protective slope structure, and described space enclosing structure and described protective slope structure are linked together.
2. the method for reduction foundation ditch bias voltage according to claim 1, is characterized in that, described step 1) adopt following steps:
1.1) utilize vibrating hammer that two rows steel sheet pile is inserted desired location;
1.2) with pull bar, steel sheet pile described in two rows is linked together;
1.3) soil body is being backfilled between steel sheet pile described in two rows;
1.4) with water pump, the water between steel sheet pile described in two rows is extracted out.
3. the method for reduction foundation ditch bias voltage according to claim 1 and 2, it is characterized in that, described step 2) adopt following methods: after the construction of described slope protection pile completes, at the top of described slope protection pile construction Guan Liang, then to construct on the Guan Liang of described slope protection pile retaining wall, spilled water hole is reserved, dark beam that described retaining wall is constructed in the bottom of described retaining wall;
Described step 3) adopt following methods: the main body of described space enclosing structure of first constructing, then applies Guan Liang in the main body of described space enclosing structure, finally adopts many linking beams the Guan Liang of described space enclosing structure and described dark beam to be linked together.
4. the method for reduction foundation ditch bias voltage according to claim 3, is characterized in that, the spacing of described slope protection pile and described space enclosing structure is 6 ~ 10m, and the level interval of adjacent two described linking beams is 4 ~ 6m, and the degree of depth of described high-pressure rotary jet grouting pile is 6 ~ 12m.
5. the method for reduction foundation ditch bias voltage according to claim 4, is characterized in that, the spacing of steel sheet pile described in two rows is 0.5 ~ 1.2m, and described in the distance between center line of steel sheet pile described in two rows, the spacing of slope protection pile is not less than 1.2m.
6. the method for reduction foundation ditch bias voltage according to claim 1, is characterized in that, described slope protection pile is any one in bored pile, ground-connecting-wall or steel sheet pile.
7. the method for reduction foundation ditch bias voltage according to claim 1, is characterized in that, described impervious structure adopts earth fill cofferdam structure or sandwich cofferdam structure.
8. the method for the reduction foundation ditch bias voltage stated according to claim 3, it is characterized in that, described linking beam is reinforced concrete structure or steel work.
9. the method for reduction foundation ditch bias voltage according to claim 1, is characterized in that, described high-pressure rotary jet grouting pile is any one in substance pipe high-pressure rotary jet grouting pile, dual pipe high-pressure rotary jet grouting pile, triple-pipe high pressure jet grouting stake and double-high-pressure spun jet stake.
10. the method for reduction foundation ditch bias voltage according to claim 1, is characterized in that, is clay or cement-soil or rendzinas at the soil body backfilled between steel sheet pile described in two rows.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201510161193.3A CN104895088A (en) | 2015-04-07 | 2015-04-07 | A method of reducing foundation pit asymmetrical pressure |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201510161193.3A CN104895088A (en) | 2015-04-07 | 2015-04-07 | A method of reducing foundation pit asymmetrical pressure |
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| CN104895088A true CN104895088A (en) | 2015-09-09 |
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| Application Number | Title | Priority Date | Filing Date |
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| CN201510161193.3A Pending CN104895088A (en) | 2015-04-07 | 2015-04-07 | A method of reducing foundation pit asymmetrical pressure |
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Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN108487302A (en) * | 2018-04-02 | 2018-09-04 | 山东建筑大学 | The compound earth-retaining piling wall and construction method of a kind of support pile, retaining wall and pile foundation |
| CN109577277A (en) * | 2018-11-15 | 2019-04-05 | 重庆交通大学 | A kind of wall-mounted drainage anchor rod barrier wall structure and its construction method |
| CN111501777A (en) * | 2020-04-20 | 2020-08-07 | 中铁隧道集团二处有限公司 | Construction method for treating bias voltage of open cut foundation pit |
Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| SU1671777A1 (en) * | 1989-09-01 | 1991-08-23 | Ю.П.Кожин | Structure for consolidation of slopes |
| CN1876968A (en) * | 2005-06-10 | 2006-12-13 | 上海勘测设计研究院 | Water-retaining cofferdam structure and construction method thereof |
| CN201598642U (en) * | 2010-03-03 | 2010-10-06 | 东南大学 | Double-row pile foundation pit support structure |
-
2015
- 2015-04-07 CN CN201510161193.3A patent/CN104895088A/en active Pending
Patent Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| SU1671777A1 (en) * | 1989-09-01 | 1991-08-23 | Ю.П.Кожин | Structure for consolidation of slopes |
| CN1876968A (en) * | 2005-06-10 | 2006-12-13 | 上海勘测设计研究院 | Water-retaining cofferdam structure and construction method thereof |
| CN201598642U (en) * | 2010-03-03 | 2010-10-06 | 东南大学 | Double-row pile foundation pit support structure |
Non-Patent Citations (2)
| Title |
|---|
| 刘光等: "深圳地铁民治站深基坑施工技术", 《石家庄铁道学院学报（自然科学版）》 * |
| 庞小朝等: "偏压基坑多点支撑支护结构设计与计算", 《建筑结构》 * |
Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN108487302A (en) * | 2018-04-02 | 2018-09-04 | 山东建筑大学 | The compound earth-retaining piling wall and construction method of a kind of support pile, retaining wall and pile foundation |
| CN108487302B (en) * | 2018-04-02 | 2020-05-08 | 山东建筑大学 | Composite retaining pile wall for supporting piles, retaining wall and pile foundation and construction method |
| CN109577277A (en) * | 2018-11-15 | 2019-04-05 | 重庆交通大学 | A kind of wall-mounted drainage anchor rod barrier wall structure and its construction method |
| CN111501777A (en) * | 2020-04-20 | 2020-08-07 | 中铁隧道集团二处有限公司 | Construction method for treating bias voltage of open cut foundation pit |
| CN111501777B (en) * | 2020-04-20 | 2021-07-16 | 中铁隧道集团二处有限公司 | Construction method for treating bias voltage of open cut foundation pit |
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Application publication date: 20150909 |