CN201567581U - Pit enclosure structure for performing shield traversing construction at lower part - Google Patents
Pit enclosure structure for performing shield traversing construction at lower part Download PDFInfo
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- CN201567581U CN201567581U CN 200920319316 CN200920319316U CN201567581U CN 201567581 U CN201567581 U CN 201567581U CN 200920319316 CN200920319316 CN 200920319316 CN 200920319316 U CN200920319316 U CN 200920319316U CN 201567581 U CN201567581 U CN 201567581U
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Abstract
The utility model relates to building traffic building trades pit engineering, especially relates to a pit enclosure structure for performing shield interval tunnel traversing construction at the lower part, the pit enclosure structure comprises an underground continuous wall and a steel support structure therebetween, characterized in that, the underground continuous walls are ultra-short underground continuous walls with the wall corners located at the position no less than 0.5 m above the shield top, at least one underground wall short wall support is transversely provided between each pair of ultra-short underground continuous walls, the underground wall short wall supports are embedded below the bottom of the pit, the wall corners of the short wall supports are leveling with the ultra-short underground continuous wall corners. The utility model has advantages that, compared to the conventional shield traversing glass fiber rib underground wall, the successful traversing of the shield at the later stage can be ensured, the shield need not traverse the underground walls, and the engineering risk and fabrication cost can be reduced.
Description
Technical field
The utility model relates to building transportation building industry base pit engineering, is specifically related to a kind of space enclosing structure that the foundation ditch of shield structure running tunnel crossing construction is carried out in its below that is used for.
Background technology
In urban traffic was built, after tending to occur ground excavation foundation ditch structure and building up, the situation of shield structure running tunnel crossing construction was carried out in its below.The construction of foundation ditch relates generally to the space enclosing structure around it: the steel concrete diaphragm wall of cast in situs, and usually in order to ensure the requirements such as monolithic stability of foundation ditch during the excavation, the insertion ratio of subterranean wall is generally greater than 0.7.Tunnel machine will need to bore subterranean wall when in other words, the tunnel crossing construction is carried out in its below.Though shield machine can cut the fragility material of weak concrete class, then be difficult to bore saturating for reinforced concrete structure.
The deep foundation ditch of in the past reserving the interval through section of subway is as reviving East Road construction of tunnel etc., all consider to adopt special width of cloth subterranean wall in the design: be about to the through section subterranean wall and be designed to and reserve the circuit quadrature, and the shield structure passes through the alternative plain bars of district's subterranean wall employing glass fiber muscle (GFRP) equal strength under the hole, substitute intrinsic C30 concrete with the C10 concrete, shield machine is cutting fibre muscle and weak concrete directly, and adding in the solid under the hole normally passed through.Because No. 12 line shield tunnels of subway with this engineering oblique angle is big, scope is long, if adopt such scheme, need to guarantee shield machine and wait to pass through the subterranean wall quadrature, cause that thus the foundation ditch planar range strengthens, and increase the removal amount of moving, the construction investment increase.Nonetheless, from existing engineering construction experience, later stage shield structure cutting is passed through subterranean wall and is still had big construction risk.
Therefore the design of the space enclosing structure of through section must be considered the cutting power of shield machine, takes measures to reduce to wear under No. 12 lines of subway the engineering risk of outbeach passage, guarantees the smooth implementation of No. 12 lines of subway.
At guaranteeing the construction condition that the shield structure passes through and the concrete characteristics of through section; through the through section scheme is discussed extensively and profoundly; having proposed through section space enclosing structure type selecting designs by following principle: shorten through section space enclosing structure insertion depth; guarantee security of foundation ditch construction by technical measures, to reduce the risks of construction of No. 12 lines of subway.
Summary of the invention
The purpose of this utility model is according to above-mentioned the deficiencies in the prior art part, provide a kind of below to carry out the foundation pit enclosure structure of shield structure crossing construction, this foundation pit enclosure structure is not less than 0.5m and sentences shield machine can be passed from its below by the toe of wall of subterranean wall being located at shield structure top top, and the short wall of horizontal subterranean wall is set between the every pair of subterranean wall in foundation ditch both sides supports, with the horizontal movement of subterranean wall direction in the hole during the constraint excavation of foundation pit, guarantee passing through smoothly of later stage shield structure.
The utility model purpose realizes being finished by following technical scheme:
The foundation pit enclosure structure of shield structure crossing construction is carried out in a kind of below, described foundation pit enclosure structure comprise diaphragm wall and between steel support structure, it is characterized in that: described diaphragm wall is that toe of wall is positioned at the ultrashort diaphragm wall that top, shield structure top is not less than the 0.5m place, laterally being provided with the short wall of at least one stifled subterranean wall between described every pair of ultrashort diaphragm wall supports, the short wall of described subterranean wall supports and is embedded in below the foundation ditch bottom, and its toe of wall flushes with described ultrashort diaphragm wall toe of wall.
The outside of described ultrashort diaphragm wall is provided with continuously arranged shaped steel cement mixing method.
Has the solid that adds that adopts full section rotary jet strengthening formation at the bottom of the hole of described foundation ditch shield structure through section.
The described solid bottom that adds flushes with the toe of wall that the short wall of subterranean wall supports.
The short wall of horizontally set one stifled subterranean wall supports between the every pair of ultrashort diaphragm wall in described foundation ditch both sides.
The two ends of the short wall supported of described horizontal subterranean wall lay respectively at the centerline of two ultrashort diaphragm wall length directions.
The utility model has the advantages that: can guarantee passing through smoothly of later stage shield structure, pass through glass fiber muscle subterranean wall with traditional shield structure and compare that the shield structure need not to pass through subterranean wall, has reduced engineering risk and cost.
Description of drawings
Fig. 1 is the utility model embodiment through section space enclosing structure plan view;
Fig. 2 is the utility model embodiment space enclosing structure cross-sectional drawing.
The specific embodiment
The utility model feature and other correlated characteristic are described in further detail by embodiment below in conjunction with accompanying drawing, so that technician's of the same trade understanding:
Shown in Fig. 1-2, label 1-10 represents respectively: the short wall of foundation ditch 1, shield structure segment 2, common diaphragm wall 3, ultrashort diaphragm wall 4, subterranean wall supports 5, shaped steel cement mixing method 6, add that solid 7, steel support 8, steel bar concrete supports 9, steel bar concrete encloses purlin 10.
Shown in Fig. 1-2, foundation ditch 1 excavates along face of land road construction planning and forms, and shield structure segment 2 is passed through its below, length and width according to foundation ditch 1, be distributed with some diaphragm walls in foundation ditch 1 both sides, because foundation ditch 1 other positions (as both ends) do not exert an influence to the description of the utility model embodiment, thus omit among Fig. 1, and only keep the part continuous underground wall structure of foundation ditch 1 both sides.The wherein parallel and symmetrical distribution of foundation ditch 1 left and right sides diaphragm wall, promptly the relative diaphragm wall in foundation ditch 1 left and right sides can be similar to the two sides that constitute a cuboid.For convenience of description, the diaphragm wall that will have above-mentioned position relation herein is called a pair of diaphragm wall.
Because the factor of tunnel crossing construction, the diaphragm wall of foundation ditch 1 both sides is divided into two kinds:
Diaphragm wall at the interval through section of non-shield structure is common diaphragm wall 3, and diaphragm wall can adopt normal foundation pit enclosure structure herein, and this is those skilled in the art's common technique, is not giving unnecessary details at this.
At the interval through section of shield structure, the diaphragm wall of these place's foundation ditch 1 both sides is the ultrashort diaphragm wall 4 of thickness 1m, ultrashort refer to insertion herein than ultrashort, purpose is to reduce the degree of depth of the following ultrashort diaphragm wall 4 in foundation ditch 1 bottom, and tunnel machine is passed through smoothly, for reaching this purpose, the toe of wall of ultrashort diaphragm wall 4 should be positioned at the position that top, later stage shield structure top is not less than 0.5m.Satisfying on the basis of this condition, default other operating modes are as follows in the present embodiment: ultrashort diaphragm wall 4 is 4m in the following body of wall length in the end, hole, and this moment, foundation depth was 16m, and this moment, the insertion ratio of ultrashort diaphragm wall 4 was 0.25.Because following curtailment at the bottom of the hole of ultrashort diaphragm wall 4, for guaranteeing the reliability of space enclosing structure stress system, every pair of ultrashort diaphragm wall 4 intermediate lateral are provided with the short wall of subterranean wall and support 5, with the horizontal movement of constraint diaphragm wall direction in the hole.The short wall of this subterranean wall supports 5 and is positioned at following position, foundation ditch 1 bottom, with the construction in the foundation ditch after avoiding interference 1; And its two ends should be positioned at the center of ultrashort diaphragm wall 4 as far as possible, this moment, ultrashort diaphragm wall 4 was identical in the both sides length that the short wall of subterranean wall supports 5 ends, stablizing of easier its structure of maintenance, and every pair of underground diaphragm wall described above can be similar to the two sides that constitute a cuboid, is in order to reach this purpose equally.When every pair of underground diaphragm wall constitutes the two sides of a cuboid, and the short wall of subterranean wall is most preferred situation when supporting 5 two ends and laying respectively at the centerline of two ultrashort diaphragm wall 4 length directions.In practice of construction, along with the variation of foundation ditch 1 shape, possibly can't satisfy above-mentioned requirements, then should meet above-mentioned requirement as much as possible.
In addition, be provided with also between diaphragm wall that steel supports 8, steel bar concrete support 9 and steel bar concrete enclose purlin 10, this is common technique in the industry, is not giving unnecessary details at this.
The outside at the ultrashort diaphragm wall of the interval through section of foundation ditch 1 shield structure also is provided with some elongated Φ 1000 shaped steel cement mixing methods 6 continuously, with the monolithic stability of foundation ditch during guaranteeing to excavate and satisfy requirement such as the anti-piping of foundation ditch.After the main structure construction of finishing foundation ditch 1, can pull out the shaped steel in the shaped steel cement mixing method 6, for the shield structure is provided by the condition that provides.
For reducing the engineering construction risk, the end, foundation ditch 1 shield structure through section hole, also adopt full section rotary jet strengthening to add solid 7 with formation, to reduce cheating subsoil body protuberance displacement, guarantees the safety of surrounding enviroment, adds solid 7 bottoms and flush with the toe of wall of the short wall support 5 of subterranean wall.
Below reach embodiment in conjunction with the accompanying drawings the utility model purpose is described in detail, but should only not only limit to operating mode described above.For the hole deep foundation ditch of shield structure crossing construction there is in the future the end, all can adopts the technical solution of the utility model.
Claims (6)
1. the foundation pit enclosure structure of shield structure crossing construction is carried out in a below, described foundation pit enclosure structure comprise diaphragm wall and between steel support structure, it is characterized in that: described diaphragm wall is that toe of wall is positioned at the ultrashort diaphragm wall that top, shield structure top is not less than the 0.5m place, laterally being provided with the short wall of at least one stifled subterranean wall between described every pair of ultrashort diaphragm wall supports, the short wall of described subterranean wall supports and is embedded in below the foundation ditch bottom, and its toe of wall flushes with described ultrashort diaphragm wall toe of wall.
2. the foundation pit enclosure structure of shield structure crossing construction is carried out in a kind of below according to claim 1, it is characterized in that the outside of described ultrashort diaphragm wall is provided with continuously arranged shaped steel cement mixing method.
3. the foundation pit enclosure structure of shield structure crossing construction is carried out in a kind of below according to claim 1, it is characterized in that the solid that adds that has the full section rotary jet strengthening formation of employing at the bottom of the hole of described foundation ditch shield structure through section.
4. the foundation pit enclosure structure of shield structure crossing construction is carried out in a kind of below according to claim 3, it is characterized in that the described solid bottom that adds flushes with the toe of wall that the short wall of subterranean wall supports.
5. the foundation pit enclosure structure of shield structure crossing construction is carried out in a kind of below according to claim 1, it is characterized in that the short wall of horizontally set one stifled subterranean wall supports between the every pair of ultrashort diaphragm wall in described foundation ditch both sides.
6. the foundation pit enclosure structure of shield structure crossing construction is carried out in a kind of below according to claim 5, it is characterized in that the two ends of the short wall supported of described horizontal subterranean wall lay respectively at the centerline of two ultrashort diaphragm wall length directions.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 200920319316 CN201567581U (en) | 2009-12-31 | 2009-12-31 | Pit enclosure structure for performing shield traversing construction at lower part |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 200920319316 CN201567581U (en) | 2009-12-31 | 2009-12-31 | Pit enclosure structure for performing shield traversing construction at lower part |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN201567581U true CN201567581U (en) | 2010-09-01 |
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| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN 200920319316 Expired - Fee Related CN201567581U (en) | 2009-12-31 | 2009-12-31 | Pit enclosure structure for performing shield traversing construction at lower part |
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| CN (1) | CN201567581U (en) |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104631473A (en) * | 2015-01-19 | 2015-05-20 | 上海市基础工程集团有限公司 | Axial force exerting construction method for automatic servo steel brace system |
| CN105386458A (en) * | 2015-11-26 | 2016-03-09 | 中铁十一局集团第四工程有限公司 | Method for constructing slot wall of underground diaphragm wall reinforced through embedded type plastic mixing piles |
-
2009
- 2009-12-31 CN CN 200920319316 patent/CN201567581U/en not_active Expired - Fee Related
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104631473A (en) * | 2015-01-19 | 2015-05-20 | 上海市基础工程集团有限公司 | Axial force exerting construction method for automatic servo steel brace system |
| CN105386458A (en) * | 2015-11-26 | 2016-03-09 | 中铁十一局集团第四工程有限公司 | Method for constructing slot wall of underground diaphragm wall reinforced through embedded type plastic mixing piles |
| CN105386458B (en) * | 2015-11-26 | 2017-04-05 | 中铁十一局集团第四工程有限公司 | A kind of embedded plasticity cement mixing method groove inside of continuous underground wall construction method |
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| Date | Code | Title | Description |
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| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant | ||
| C17 | Cessation of patent right | ||
| CF01 | Termination of patent right due to non-payment of annual fee |
Granted publication date: 20100901 Termination date: 20111231 |