CN101408025B - Pit construction method by using major structure as bearing point - Google Patents
Pit construction method by using major structure as bearing point Download PDFInfo
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- CN101408025B CN101408025B CN2008102190217A CN200810219021A CN101408025B CN 101408025 B CN101408025 B CN 101408025B CN 2008102190217 A CN2008102190217 A CN 2008102190217A CN 200810219021 A CN200810219021 A CN 200810219021A CN 101408025 B CN101408025 B CN 101408025B
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Abstract
The invention discloses a foundation pit construction method which utilizes a main structure as a supporting point, and is characterized in that: the foundation pit is divided into a plurality of areas, and area division is carried out according to the requirement of construction period: 1) to the area with loose construction period requirement and large excavating depth and earth volume, the construction is carried out by adopting a central island construction method, i.e., the area is divided into a central island and a peripheral area, sequential construction is carried out to the central island, and the sequential construction is carried out to the peripheral area by utilizing the main structure as the supporting point; and 2) to the area with short construction period and having the capacity for sequential construction, a comprehensive construction method is adopted to carry out construction, i.e., the area is divided into an anchor pulling system area and a core cylinder area, the sequential construction is adopted to the anchor pulling system area, and local contrary construction is adopted to the area with insufficient position in the core cylinder area. The invention adopts the area-dividing comprehensive construction method, which avoids the problem existing in the current construction method that the excavation period is long, and shortens the construction period of the project; and the method has the beneficial effects of improving the construction speed and lowering the integral construction cost of the foundation pit.
Description
Technical field
The present invention relates to a kind of engineering construction method, particularly a kind of foundation ditch construction method that utilizes agent structure as the strong point.Belong to the geotechnic engineering construction field.
Background technology
Along with The development in society and economy, the scale and the degree of depth of urban underground space exploitation are increasing, and the design of deep big foundation pit engineering and construction are influenced by regional tectonics, sitework geology and hydrogeological conditions and surrounding enviroment.In the prior art, most of deep big foundation pit engineerings all are along the contrary job practices in limit during the single supporting and protection structure of employing reaches.There is following shortcoming in this method: (1) owing to adopt single supporting and protection structure, therefore, the safety factor of construction is low; (2) along the contrary method in limit, cause the cycle of being unearthed elongated during the excavation of foundation ditch is adopted, influence the duration of engineering on the one hand, improved the foundation ditch overall cost on the other hand; (3) can not satisfy the complex environment requirement again.
Summary of the invention
Purpose of the present invention is to have shortcoming long in time limit, that safety factor is low in order to overcome in the existing Foundation Pit Construction, and a kind of foundation ditch construction method that utilizes agent structure as the strong point is provided.
Purpose of the present invention can reach by taking following technical scheme:
Utilize the foundation ditch construction method of agent structure, it is characterized in that: foundation ditch is divided into several zones, carries out subregion by the requirement of duration as the strong point:
1), cutting depth tight and the big zone of earth volume for construction period, adopt the central island construction method to construct, be about to this zone and be divided into central island and surrounding zone, central island is carried out along constructing, utilize the central island agent structure as the strong point, the surrounding zone is carried out along constructing;
2) duration is tightly had ready conditions along the zone of doing, adopt the integrated construction method to construct, be about to this zone and be divided into anchor and draw system zone and core tube zone, draw the system zone to adopt suitable the construction, local adverse construction method is adopted in the zone of position deficiency in the core tube zone anchor.
Purpose of the present invention can also reach by taking following technical scheme:
The present invention does further to improve again: when adopting the central island construction method to construct, when constructed in the surrounding zone, adopt space enclosing structure and the agent structure support pattern to support.
Compared with prior art, the present invention has the following advantages:
The present invention adopt subregion construction and in along the suitable job practices in limit, avoid in the prior art in along contrary job practices problems in limit, the problem includes: the problem of length of unearthed cycle no longer is restricted the foundation ditch main body construction duration, shortened the duration of a project; Simultaneously and since in adopting on the whole along the suitable job practices in limit, conditional regional area is adopted adverse construction method, in conjunction with multiple job practices, thereby reduced the overall cost of foundation ditch.In addition, the present invention adopts space enclosing structure and agent structure to the support pattern of support, has solved the problem of support supporting in deep big foundation pit (length surpasses 300m) can't adopt, thereby has improved the safety factor of foundation pit construction.
Description of drawings
Fig. 1 is a concrete job practices schematic diagram of the present invention.
The specific embodiment
Specific embodiment 1
As shown in Figure 1, a kind of job practices of the present invention is as follows: foundation ditch is divided into several zones, subregion is carried out in requirement by the duration:, cutting depth tight for construction period and the big zone of earth volume, adopt the central island construction method to construct, be about to this zone and be divided into central island 1 and surrounding zone 2, central island 1 is carried out utilizing the central island agent structure as the strong point along constructing, surrounding zone 2 is carried out along constructing; Its detailed process is as follows:
At first, by foundation ditch geologic requirements and duration of a project requirement whole foundation ditch is divided into several zones.Then, along building basement sideline construction diaphragm wall, space enclosing structure as the exterior wall and the foundation ditch of basement, simultaneously build or lay temporary support column and stand column pile in the relevant position of interior of building, general stand column pile should be utilized engineering piles as far as possible, need add in addition in the time can not utilizing engineering piles.Then, the central island district is adopted basin excavation, dig the foundation ditch bottom, pour into a mould the central island base plate subsequently.After treating that the construction of central island base plate finishes, successively from the bottom to top along making plate and structure roof in the constructing structure.At last, construction to periphery, adopt stage excavation from top to bottom, and set gradually interim horizontal shore, one end of horizontal shore is supported on the middle plate and top board of central island, the other end is supported on the space enclosing structure, has constituted peripheral space enclosing structure and central island agent structure by the support system of interim horizontal shore to support.After excavating the foundation ditch bottom, from bottom to top big again along base plate, middle plate and the top board of doing the construction surrounding zone, and remove interim horizontal supporting system successively from bottom to top, finish the construction of surrounding zone.
Because interim support system is adopted in the support of foundation ditch surrounding zone part, can be provided with a plurality of soil outlets.When to peripheral excavation of foundation pit soil layer, the earthwork directly can be transported by the soil outlet of periphery, the earthwork to be transported to the soil outlet of one or more appointments when having avoided adverse construction method, again the problem of transporting through the outlet of central island top body plate.Simultaneously, the outlet of perimeter zone need not be passed through central island regions, and therefore, the further construction of central island no longer is subjected to the influence of surrounding area, thereby has shortened the duration of engineering.
Specific embodiment 2
On the basis of embodiment 1, present embodiment makes improvements slightly: tightly have ready conditions along the zone of doing for the duration, anchor draws the system zone to adopt along constructing the local adverse construction method of zone 3 employings of position, core tube position deficiency.Anchor draws " anchor draws " that relate in the system zone to be conventional anchor pull technology.
Specific embodiment 3
On the basis of embodiment 2, present embodiment is further improved: when adopting the central island construction method to construct, when constructed in surrounding zone 2, adopt space enclosing structure and the agent structure support pattern to support.When central island is constructed, will be in central island regions from bottom to top along building up by substrate the agent structure that the support column between middle plate and top board and the three constitutes.When constructed in the surrounding zone, use the underground cable diaphragm wall as its space enclosing structure, and take earth excavation from top to bottom.When earth excavation during to peripheral top board height, interim horizontal shore is set, one end of horizontal shore is supported on the middle plate of central island, and the other end is supported on the space enclosing structure, has constituted peripheral space enclosing structure and central island agent structure by the support system of interim horizontal shore to support.When excavating middle plate and base plate, same interim horizontal shore is set.Space enclosing structure and the support pattern of agent structure to supportting by said method is set up improve the construction safety degree of perimeter zone.
Claims (2)
1. utilize the foundation ditch construction method of agent structure, it is characterized in that: foundation ditch is divided into several zones, carries out subregion by the requirement of duration as the strong point:
1), cutting depth tight and the big zone of earth volume for construction period, adopt the central island construction method to construct, be about to this zone and be divided into central island (1) and surrounding zone (2), central island (1) is carried out along constructing, utilize the central island agent structure as the strong point, surrounding zone (2) are carried out along constructing;
2) duration is tightly had ready conditions along the zone of doing, adopt the integrated construction method to construct, be about to this zone and be divided into anchor and draw system zone and core tube zone, draw the system zone to adopt suitable the construction, local adverse construction method is adopted in the zone (3) of position deficiency in the core tube zone anchor.
2. foundation ditch construction method according to claim 1 is characterized in that: when adopting the central island construction method to construct, surrounding zone (2) when constructing, are adopted space enclosing structure and the agent structure support pattern to support.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2008102190217A CN101408025B (en) | 2008-11-11 | 2008-11-11 | Pit construction method by using major structure as bearing point |
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| Application Number | Priority Date | Filing Date | Title |
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| CN2008102190217A CN101408025B (en) | 2008-11-11 | 2008-11-11 | Pit construction method by using major structure as bearing point |
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| Publication Number | Publication Date |
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| CN101408025A CN101408025A (en) | 2009-04-15 |
| CN101408025B true CN101408025B (en) | 2011-06-01 |
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| CN2008102190217A Active CN101408025B (en) | 2008-11-11 | 2008-11-11 | Pit construction method by using major structure as bearing point |
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Families Citing this family (14)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101705685B (en) * | 2009-11-06 | 2011-12-28 | 上海市第一建筑有限公司 | Stepped top-down construction method for peripheral beam slabs of underground structure |
| CN101892667B (en) * | 2010-07-23 | 2011-12-21 | 中国建筑第二工程局有限公司 | Foundation pit support device and construction method |
| CN102425171A (en) * | 2011-09-25 | 2012-04-25 | 湖南省勘测设计院 | Forward-backward constructing method for central island of deep and large foundation pit |
| CN102704495A (en) * | 2012-07-02 | 2012-10-03 | 上海建工集团股份有限公司 | Island-basin combination excavation method for consequent operation of a major-diameter round no-inner support deep foundation pit |
| CN102943479A (en) * | 2012-12-11 | 2013-02-27 | 同济大学建筑设计研究院(集团)有限公司 | System and method for controlling deformation of deep and large foundation pit through partition unloading |
| CN103510520A (en) * | 2013-10-09 | 2014-01-15 | 上海市建工设计研究院有限公司 | Sectionalized construction method of deep and large foundation pit |
| CN103541364A (en) * | 2013-10-10 | 2014-01-29 | 上海申元岩土工程有限公司 | Design and construction method of large area foundation pit deformation control with roundabout method |
| CN104005413B (en) * | 2014-05-07 | 2016-06-15 | 广州市市政工程设计研究总院 | Reinforced steel sheet pile and the Core Walls Structure supporting construction to support in a kind of deep basal pit |
| CN104404964B (en) * | 2014-10-15 | 2016-04-27 | 中建四局第六建筑工程有限公司 | A kind of containing thick mud layer deep big foundation pit four synchronization job excavation supporting construction method |
| CN105569048A (en) * | 2014-10-20 | 2016-05-11 | 中建四局第一建筑工程有限公司 | Method for accelerating foundation ditch construction process |
| CN104532854B (en) * | 2014-12-26 | 2017-07-14 | 上海建工一建集团有限公司 | Periphery underground structure makees the construction method of deep foundation ditch of support system |
| CN104594358B (en) * | 2015-01-07 | 2017-01-18 | 江苏中南建筑产业集团有限责任公司 | Sequential construction and reversed construction Clockwise and counter-clockwise combined construction method of irregular planar deep foundation pit |
| CN105350543A (en) * | 2015-11-04 | 2016-02-24 | 中铁六局集团有限公司 | Single-channel excavation method for deep foundation pit |
| CN113529694B (en) * | 2021-06-29 | 2022-06-28 | 北京华城工程管理咨询有限公司 | Construction method for synchronously implementing underground reverse construction method and ground structure sequential construction |
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| CN1982546A (en) * | 2005-12-12 | 2007-06-20 | 上海市第七建筑有限公司 | Direct local skirt border reversing construction for central island |
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| CN1982546A (en) * | 2005-12-12 | 2007-06-20 | 上海市第七建筑有限公司 | Direct local skirt border reversing construction for central island |
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| CN101408025A (en) | 2009-04-15 |
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