CN1198023C - Method of controlling foundation ditch deformation breaking up whole into parts - Google Patents
Method of controlling foundation ditch deformation breaking up whole into parts Download PDFInfo
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- CN1198023C CN1198023C CN 03141810 CN03141810A CN1198023C CN 1198023 C CN1198023 C CN 1198023C CN 03141810 CN03141810 CN 03141810 CN 03141810 A CN03141810 A CN 03141810A CN 1198023 C CN1198023 C CN 1198023C
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Abstract
The present invention relates to a method for controlling the deformation of foundation pits by breaking up the whole into parts, which belongs to the field of building engineering. In the mode of arranging plugging walls in a foundation pit, the whole long large foundation pit is broken into parts, namely that a long large foundation pit is broken into small foundation pits. Moreover, the construction time of small foundation pits are staggered. A compartmental construction method is adopted, namely that the construction is divided into a plurality of stages. The present invention has the characteristics of simple construction operation, quick construction speed, good control effect on the deformation of foundation pits, large economic benefit, etc., and obvious improvement.
Description
Technical field
What the present invention relates to is a kind of control foundation pit deformation method, particularly a kind of method that protection requires high control foundation pit deformation to break the whole up into parts to surrounding environment.Belong to building engineering field.
Background technology
Along with the sustained and rapid development of economy, new round development ﹠ construction climax has appearred again in the urban construction cause of China, and the development and use of the underground space are the most important things in the urban construction.Foundation pit construction is the important form of underground space development, all can adopt excavation of foundation pit to form such as underground garage, subway station, subway tunnel, underground store or the like.At present; especially near the intensive structure in down town, carry out the construction environment complexity that foundation pit construction faced; the protection of surrounding environment requires high, thereby distortion therefore how to control foundation ditch reduces the influence of surrounding environment is just become a very important problem.Show that according to pertinent literature the method for control foundation pit deformation mainly contains reinforcing method, intensive staying, contrary sequence method and tau-effect control method etc. on a large scale.Shortcomings such as reinforcing method construction period length, expense costliness on a large scale; Intensive staying reduces the distortion of foundation ditch barricade as the term suggests exactly the support more much more than conventional foundation ditch is set in foundation ditch; The main shortcoming of contrary sequence method is that unearthed speed is slow, long in time limit, expense is high; Cited paper is application for a patent for invention, and name is called: the tau-effect method of excavation of foundation pit, and the applying date is: 1999.1.1, application number is: 97106285.4, application is artificial: Tongji University; Shanghai City subway parent company, this patent application readme is: the locus and the size that at first adopt layering, itemize, segmentation and the piecemeal excavation of computer software calculation Design foundation ditch according to tau-effect rule and geological environment data etc., every is excavated and supporting time, then support while excavating by designing requirement and limiting time, give full play to the bearing capacity that does not excavate the soil body, reduce the open-assembly time of foundation ditch.But also there is weak point in this method, and under this method instructed, foundation ditch adopted longitudinal layered segmentation to put the slope excavation, if soil property is softer or reason such as overload, is easy to produce the engineering accident on vertical landslide in the foundation ditch.In further literature search, still find no and the same or analogous bibliographical information of theme of the present invention.
Summary of the invention
The objective of the invention is to overcome deficiency of the prior art, a kind of method that foundation pit deformation breaks the whole up into parts of controlling is provided.The present invention is primarily aimed at the requirement of structure (as having built the station in the parallel junction of park and shift) distortion around the strict control and a kind of new method of adopting, makes it have that constructing operation is simple, speed of application fast, the control foundation pit deformation is respond well.
The present invention is achieved by the following technical solutions, and the present invention is provided with the mode of block wall in foundation ditch, and the whole foundation ditch of growing up is broken the whole up into parts, the foundation ditch that is about to grow up turns to little foundation ditch, and each little foundation pit construction time staggers mutually, takes to jump every job practices, just divides several staged constructions.
Below the inventive method is further described:
1) according to the concrete size of whole foundation ditch, whole foundation ditch is divided into N little foundation ditch, each little foundation ditch is constructed at interval, and promptly the contiguous little foundation pit construction time staggers;
2) bulk of little foundation ditch is definite, and aspect ratio is controlled at 1～3: 1, and the quantity N of little foundation ditch then mainly determines according to this principle, and considers the shape of whole foundation ditch;
3) respectively in foundation ditch the vertical foundation pit longitudinal axis N-1 road block wall is set, block wall thickness is identical with space enclosing structure or smaller with the degree of depth;
4) construction of block wall is adopted construction of diaphragm wall technology or is adopted reinforced cement earth diaphragm wall worker method.
The step of construction of diaphragm wall technology is as follows:
1. lead the wall construction, 2. box cut section, 3. groove section check, slurry is changed at the 4. clear end, and 5. 6. reinforcing bar cage hoisting lifts junction block, 7. waters walls concrete, 8. pulls junction block.
The step of reinforced cement earth diaphragm wall worker method is as follows:
1. trench digging is put groove, 2. sets up scale, guarantees the body of wall horizontal accuracy, and 3. mixing pile machine is in place, and 4. slip casting, stirring are sunk, promoted, and 5. H shaped steel inserts, the collar tie beam that 6. bears down on one construction.
Below the conversion of the support on the block wall is further qualified in the process of construction to jumping at foundation ditch:
Block wall must be provided with support after the excavation unloading of foundation ditch, at the foundation ditch liner and structure is returned in the process of building and after finishing, support needs to remove, but because does not excavate as yet contiguous works area, soil pressure on the block wall still exists, before the supporting removal, necessary support replacement, at this moment, because the structure of this works area has been constructed and has been finished, and therefore, between this works area floor and top board and block wall some steel concrete is set respectively and directly supports, be converted on the structure floor and top board that has completed thereby the soil pressure on the block wall directly supportted by these, guarantee that diagonal brace removes the safety of back block wall.
Below the method for dismounting of jumping block wall in the process of construction at foundation ditch is further qualified:
The dismounting of block wall is carried out when the excavation of contiguous follow-up works area synchronously, excavates a layer soil body, cuts one section block wall, and the method that cuts adopts pneumatic pick to cut.
The present invention has that constructing operation is simple, speed of application is fast, the control foundation pit deformation is effective and have bigger substantive distinguishing features and marked improvements such as economic benefit.
The specific embodiment
1, Engineering Notice and surrounding environment
Back and the parallel transfer in another subway station of having runed are built up in certain subway station.Ultimate range 5.4m only between two stations, and two stations at western end well place shared former station structure diaphragm wall; Old station is underground two-layer station, the about 14m of cutting depth, and new station is a F3/B3, maximum cutting depth 22.866m.
According to " Shanghai Underground foundation pit construction rules " regulation (SZ-08-2000); this station pit engineering protection grade is an one-level; be enclosure wall maximum horizontal displacement 0.14%H; ground settlement maximum value 0.1%H; because the excavation of foundation pit depth capacity is 22.866m; so enclosure wall maximum horizontal displacement and ground settlement maximum value must be controlled at 32mm and 23mm respectively, old station structure distortion must be controlled in the 20mm.
2, engineering geological conditions and hydrogeological conditions
Be the unconsolidated sediment since the Epileistocene in the Quaternary Period in the 60m depth bounds of place, station, the construction plant is smooth, ground level for about+3.9m (hereinafter except that particularly pointing out, absolute altitude all in ground level be ± 0.000m).Above-mentioned stratum is by its hydrogeological characteristic, and groundwater type is divided into two classes: submerged type and artesian water type.Phreatic aquifer: by the face of land with in the 28.50m scope the 2. layer～the 6. the soil of layer be 4. layer silt clay folder thin layer flour sand layer of saturated cohesive soil and local the, be the very weak stratum of water permeability according to its characteristic.That groundwater table mainly is subjected to Atmospheric precipitation, influence of evaporation and change, the groundwater table degree of depth is about 0.50m, corresponding absolute altitude is+3.40m about.Artesian aquifer: mainly by the 7. layer olive drab(O sandy silt, lark flour sand and the 9. a layer lark～grey flour sand form, according to exploration data, following 80.00m does not also expose this layer soil on the face of land, so the thickness of the artesian aquifer in this place is at least greater than 60.00m, its osmotic coefficient k value is generally 10
-3～10
-2In the scope of cm/s, belong to water permeability aquifer preferably by its characteristic.Generally about the following 8.50m in the face of land, corresponding absolute altitude is-4.43m the artesian water head height that records according to S6G2A water-level observation hole.
3, job practices and construction technology
1) setting of block wall and construction
This foundation ditch respectively is provided with block wall together respectively near 5,12,18 and 23, totally four road block walls are divided into 5 little foundation ditches with whole foundation ditch, and each foundation ditch length is respectively: 35m, 56m, 40m, 40m and 50m.
Block wall adopts diaphragm wall, and the construction technology step is as follows:
1. lead the wall construction, 2. box cut section, 3. groove section check, slurry is changed at the 4. clear end, and 5. 6. reinforcing bar cage hoisting lifts junction block, 7. waters walls concrete, 8. pulls junction block.
2) foundation ditch is jumped every construction
Take after certain station pit breaks the whole up into parts to jump, just divide the three phases construction every job practices.Phase I: the first, five works area soil excavation and structure constructions; Second stage: the 3rd works area soil excavation and structure construction; Phase III: the second, four works area soil excavation and structure constructions.
Jump the concrete grammar of the dismounting of the conversion of the support on the block wall in the process of construction and block wall at foundation ditch:
(1) block wall upper support conversion
Block wall must be provided with supports (mostly being diagonal brace) after the unloading of the excavation of foundation ditch, but at the foundation ditch liner with structure is returned in the process of building and after finishing, support needs dismounting, but because does not excavate as yet contiguous works area, the soil pressure on the block wall still exists, therefore, before the supporting removal, must support replacement.At this moment, because the structure of this works area has been constructed and has been finished, therefore, can between this works area floor and top board and block wall some steel concrete be set respectively directly supports, be converted on structure building (top) plate that has completed thereby the soil pressure on the block wall directly supportted by these, guarantee that diagonal brace removes the safety of back block wall.
(2) dismounting of block wall
The dismounting of block wall is carried out when the excavation of contiguous follow-up works area synchronously, excavates a layer soil body, cuts one section block wall, and the method that cuts adopts pneumatic pick to cut.
4, construction effect
The body of wall maximum horizontal is deformed into 23.82mm, face of land maximum settlement 6.65mm.These deformation values respectively less than " Shanghai Underground foundation pit construction rules " (SZ-08-2000) in the control index 0.14%H (H refers to the excavation of foundation pit degree of depth) of one-level foundation ditch be that 32mm and 0.1%H are in the 23mm, illustrating that the job practices that breaks the whole up into parts is a rational and effective, is successful.
Claims (6)
1, a kind ofly controls the method that foundation pit deformation breaks the whole up into parts, it is characterized in that, the mode of block wall is set in foundation ditch, the whole foundation ditch of growing up is broken the whole up into parts, the foundation ditch that is about to grow up turns to little foundation ditch, and each little foundation pit construction time staggers mutually, takes to jump every job practices, just divides several staged constructions.
2, the method that breaks the whole up into parts of control foundation pit deformation according to claim 1 is characterized in that the concrete grammar step is:
1) according to the concrete size of whole foundation ditch, whole foundation ditch is divided into N little foundation ditch, each little foundation ditch is constructed at interval, and promptly the contiguous little foundation pit construction time staggers;
2) bulk of little foundation ditch is definite, and aspect ratio is controlled at 1～3: 1, and the quantity N of little foundation ditch then mainly determines according to this principle, and considers the shape of whole foundation ditch;
3) respectively in foundation ditch the vertical foundation pit longitudinal axis N-1 road block wall is set, block wall thickness is identical with space enclosing structure or smaller with the degree of depth;
4) construction of block wall is adopted construction of diaphragm wall technology or is adopted reinforced cement earth diaphragm wall worker method.
3, the method that breaks the whole up into parts of control foundation pit deformation according to claim 2 is characterized in that the step of construction of diaphragm wall technology is as follows:
1. lead the wall construction, 2. box cut section, 3. groove section check, slurry is changed at the 4. clear end, and 5. 6. reinforcing bar cage hoisting lifts junction block, 7. waters walls concrete, 8. pulls junction block.
4, the method that breaks the whole up into parts of control foundation pit deformation according to claim 2 is characterized in that the step of reinforced cement earth diaphragm wall worker method is as follows:
1. trench digging is put groove, 2. sets up scale, guarantees the body of wall horizontal accuracy, and 3. mixing pile machine is in place, and 4. slip casting, stirring are sunk, promoted, and 5. H shaped steel inserts, the collar tie beam that 6. bears down on one construction.
5, the method that control foundation pit deformation according to claim 1 and 2 breaks the whole up into parts, it is characterized in that, described block wall, after the excavation unloading of foundation ditch, support must be set, at the foundation ditch liner and structure is returned in the process of building and after finishing, support needs to remove, but because does not excavate as yet contiguous works area, soil pressure on the block wall still exists, before the supporting removal, necessary support replacement at this moment, is finished because the structure of this works area has been constructed, therefore, between this works area floor and top board and block wall, some steel concrete are set respectively and directly support, be converted on the structure floor and top board that has completed, guarantee that diagonal brace removes the safety of back block wall thereby the soil pressure on the block wall directly supportted by these.
6, the method that breaks the whole up into parts of control foundation pit deformation according to claim 1 and 2, it is characterized in that, described block wall, its method for dismounting is: the dismounting of block wall is carried out when the excavation of contiguous follow-up works area synchronously, excavate a layer soil body, cut one section block wall, the method that cuts adopts pneumatic pick to cut.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 03141810 CN1198023C (en) | 2003-07-24 | 2003-07-24 | Method of controlling foundation ditch deformation breaking up whole into parts |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 03141810 CN1198023C (en) | 2003-07-24 | 2003-07-24 | Method of controlling foundation ditch deformation breaking up whole into parts |
Publications (2)
| Publication Number | Publication Date |
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| CN1514072A CN1514072A (en) | 2004-07-21 |
| CN1198023C true CN1198023C (en) | 2005-04-20 |
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| Application Number | Title | Priority Date | Filing Date |
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| CN 03141810 Expired - Fee Related CN1198023C (en) | 2003-07-24 | 2003-07-24 | Method of controlling foundation ditch deformation breaking up whole into parts |
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| CN (1) | CN1198023C (en) |
Families Citing this family (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101418571B (en) * | 2008-10-15 | 2010-09-01 | 上海市第二市政工程有限公司 | Middle plate construction method of wide pit top-down construction |
| CN103114594B (en) * | 2013-03-06 | 2014-12-17 | 熊楚炎 | Supporting structure of adjacent two foundation trenches and construction method thereof |
| CN103321230B (en) * | 2013-07-12 | 2016-03-09 | 上海隧道工程有限公司 | The deep big foundation pit excavation method in place is passed through in the long distance of operation shallow embedding subway |
| CN103806917B (en) * | 2013-11-22 | 2017-04-19 | 山东科技大学 | Vertical strip roadway tunneling method |
| CN104631467B (en) * | 2015-03-11 | 2016-08-24 | 中国建筑第八工程局有限公司 | The erection method of the L-type support replacement plate of deep excavation project |
| CN104846830A (en) * | 2015-03-24 | 2015-08-19 | 中建三局第二建设工程有限责任公司 | Deep foundation pit construction method for reducing underground space deformation |
| CN105421461B (en) * | 2015-10-26 | 2018-05-04 | 青岛理工大学 | Excavation method of building foundation pit adjacent to existing tunnel under soil-rock geological condition |
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