CN106436720B - The construction method of jacking construction small size deep foundation pit supporting structure - Google Patents
The construction method of jacking construction small size deep foundation pit supporting structure Download PDFInfo
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- CN106436720B CN106436720B CN201611004018.4A CN201611004018A CN106436720B CN 106436720 B CN106436720 B CN 106436720B CN 201611004018 A CN201611004018 A CN 201611004018A CN 106436720 B CN106436720 B CN 106436720B
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D17/00—Excavations; Bordering of excavations; Making embankments
- E02D17/02—Foundation pits
- E02D17/04—Bordering surfacing or stiffening the sides of foundation pits
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D17/00—Excavations; Bordering of excavations; Making embankments
- E02D17/06—Foundation trenches ditches or narrow shafts
- E02D17/08—Bordering or stiffening the sides of ditches trenches or narrow shafts for foundations
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- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
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- Consolidation Of Soil By Introduction Of Solidifying Substances Into Soil (AREA)
Abstract
A kind of construction method the invention discloses jacking construction with small size deep foundation pit supporting structure：First it is determined that foundation ditch around construction drill perfusion row of piles, construction high-pressure rotary-spray row of piles, from ground excavation slope, and pours annular Guan Liang at the top of drill-pouring row of piles at the gap of adjacent two cast-in-situ bored pile, asphalt felt is spread between Guan Liang and pile body, then builds brick wall by laying bricks or stones at the top of Guan Liang；Guan Liang reaches excavation pit after intensity, and after foundation plane reaches construction requirement, foundation pit side-wall and bottom plate liner are poured into a mould with reinforced concrete（Reserved push pipe wears position）, broken pile enabling processing at push pipe is finally carried out, and build the second stage of reinforced concrete floor by laying bricks or stones in dismounting face, meet the requirement of later stage jacking construction, integer support structure construction is completed.The present invention breaches the method for protecting support of conventional cantilever stake, and the supporting mechanism set in the foundation ditch of the confined space meets the supporting of around environment, in combination with the construction characteristic of pipe-jacking project, is provided the foundation guaranteed conditions for the normal safe construction of pipe-jacking project.
Description
Technical field
The present invention relates to piping laying construction technology, more particularly, to a kind of jacking construction small size deep foundation pit support knot
The construction method of structure.
Background technology
Jacking construction is exactly no-dig technique（Or few excavation）Pipeline（Including Urban Underground water supply and sewerage pipeline, day hot gas petroleum pipeline
Road, communication cable pipeline etc.）Burial and construction technology.The technology is thoroughly solved in piping laying work progress to City Building
Destruction and the problem such as influence to road traffic, to steady soil and environmental protection in terms of advantage become apparent.Normal condition
Under, for the various pipe traverse projects that caliber is 1m ~ 3m, particularly in urban environment and in order to protect earth's surface important
The facility such as ecological, greenery patches and river course, building exempts from destruction, it will usually selects the jacking construction of non-excavation type.
To meet long-distance pipe jacking engine request, need at engineering both ends and along journey to set various working pit or received well bases
Hole, 8m foundation ditch is less than for depth, it is general that supporting is carried out using conventional single-cantilever stake.But some push pipe foundation ditches are in order to pass through
Ji, investment reduction, interior diameter are generally smaller（It is only capable of meeting jacking construction requirement）, therefore conventional cantilever soldier pile retaining structure scheme by
To limitation, and subsurface geology complicated condition, the foundation ditch in urban environment, if peripheral facility（Various pipelines, optical cable and building
Thing）It is numerous, it is also not suitable for being constructed using the supporting scheme that conventional anchor cable and inner support are combined, therefore, for this small
Diameter（3 ~ 8 meters）And depth is more than 8m（8 ~ 13 meters）Deep basal pit just need to design a kind of new supporting scheme, to meet safety
The requirement of construction.
The content of the invention
It is an object of the invention to provide one kind can meet pipe-jacking project construction safety, protect surrounding enviroment to pacify again
Entirely, and economic and good social benefit jacking construction small size deep foundation pit supporting structure construction method.
To achieve the above object, the present invention can take following technical proposals：
The construction method of jacking construction of the present invention small size deep foundation pit supporting structure, its construction procedure are：
The first step, around the multiple cast-in-situ bored piles of foundation ditch interval construction around the foundation ditch position that ground determines, form ring
The drill-pouring row of piles of shape；The diameter of cast-in-situ bored pile, depth can be according to hydrogeologic condition, peripheral facility load, foundation ditch branch
Protect the conditions such as the foundation depth of safe class and supporting and calculate determination；
Second step, according to the underground water elevation actually measured, high pressure of being constructed at the gap of adjacent two cast-in-situ bored pile rotation
Stake is sprayed, high-pressure rotary jet grouting pile and cast-in-situ bored pile is formed the pile body diameter of the water-stop curtain of closing, wherein high-pressure rotary jet grouting pile together
Less than the pile body diameter of cast-in-situ bored pile；
3rd step, from ground according to not suddenly in 1:1 side slope is excavated, and cutting depth is not more than three meters, is reduced and is put as far as possible
Influence of the slope to surrounding enviroment, then pours annular Guan Liang at the top of drill-pouring row of piles, annular Guan Liang and cast-in-situ bored pile
Asphalt felt is laid on faying face, ensures that stake top forms freely-supported force structure；Then build height by laying bricks or stones in circular crown back portion and be less than two
The brick wall of rice；
4th step, after annular Guan Liang reaches intensity requirement, by projected depth excavation pit；
5th step, after excavation of foundation pit finishes and foundation plane reaches construction requirement, carry out the cast of foundation ditch liner：Use reinforced concrete
Casting lining side wall and interior underboarding, push pipe is worn position and reserved during casting lining side wall；
6th step, detection cast-in-situ bored pile, high-pressure rotary jet grouting pile and liner side wall, the intensity of interior underboarding reach acceptance condition
Afterwards, broken pile enabling processing at push pipe is carried out：According to design requirement, by the cast-in-situ bored pile and high-pressure rotary-spray at reserved position of pushing tube
The pile body of stake is removed, and builds reinforced concrete floor by laying bricks or stones in dismounting face, to meet the space requirement of later stage jacking construction, integer support
Structure construction is completed.
The advantage of the invention is that the method for protecting support of conventional cantilever stake is breached, and unlike conventional cantilever stake, top
Guan Liang is set for detailing requiments, but forms support system, the prop together as overall force structure with campshed
System can meet the supporting of around environment in the foundation ditch of the confined space, in combination with the construction characteristic of pipe-jacking project,
Provided the foundation guaranteed conditions for the normal safe construction of pipe-jacking project.
Brief description of the drawings
Fig. 1 is the supporting construction top view that present invention construction finishes.
Fig. 2 is Figure 1A-A to sectional view.
Fig. 3 is the sectional schematic diagram at Fig. 1 polings.
Embodiment
Jacking construction of the present invention with small size deep foundation pit supporting structure as shown in Figure 1-2, according to walking in detail below
Suddenly constructed：
The first step, around the multiple cast-in-situ bored piles 1 of foundation ditch interval construction around the foundation ditch position that ground determines, form ring
The drill-pouring row of piles of shape；During Specific construction, the diameter of cast-in-situ bored pile and the depth of interval and supporting according to foundation depth,
Present situation geological conditions, all side loads and Groundwater feature etc. carry out calculating comprehensive determination.Under normal circumstances, cast-in-situ bored pile
Diameter typically just be intended to be 0.80m~2m；
Second step, according to the underground water elevation actually measured, high pressure of being constructed at the gap of adjacent two cast-in-situ bored pile 1 rotation
Spray stake 2, wherein the pile body diameter of high-pressure rotary jet grouting pile 2 be less than cast-in-situ bored pile 1 pile body diameter, it is contemplated that base pit engineering feature and
Economy, the pile body diameter of high-pressure rotary jet grouting pile 2 are generally 40 ~ 80cm, high-pressure rotary jet grouting pile 2 and the collective effect of cast-in-situ bored pile 1
The water stop curtain structure of closing is formed, meets anhydrous job requirements inside construction period foundation ditch；
3rd step, from ground 1:After 1 slope excavates three meters, poured at the top of drill-pouring row of piles longitudinal section for rectangle or
Asphalt felt 4 is laid on the faying face of the annular Guan Liang 3 of square, annular Guan Liang 3 and cast-in-situ bored pile 1, ensures that stake top forms letter
Branch force structure；Then the brick wall 5 that height is less than two meters is built by laying bricks or stones at the annular top of Guan Liang 3, brick wall thickness can according to earth-retaining height
For 24cm or 37cm, later stage temporary project is facilitated to remove and surface management work；
4th step, after annular Guan Liang 3 reaches intensity requirement, by projected depth excavation pit 6, the diameter of foundation ditch 6 is general
No more than eight meters；
5th step, foundation ditch 6, which excavates, to be finished and after foundation plane reaches construction requirement, carries out the cast of foundation ditch liner：Use reinforcing bar
Concrete casting lining side wall 7 and interior underboarding 8, the position that wears of push pipe 9 is reserved during casting lining side wall 7；Pour thickness
Power is integrally pushed up according to construction technology and push pipe and calculates requirement, generally 20 ~ 40cm；
6th step, detection cast-in-situ bored pile 1, high-pressure rotary jet grouting pile 2 and liner side wall 7, the intensity of interior underboarding 8 reach examination
After condition, broken pile enabling processing at push pipe is carried out：According to design requirement, by the cast-in-situ bored pile and high pressure at reserved position of pushing tube
The pile body of rotary churning pile is removed, and builds the second stage of reinforced concrete floor 10 by laying bricks or stones in dismounting face（Borehole structure, according to pipe diameter and combine
Pipe pushing technology requirement, is computed determining, generally 30 ~ 50cm）, by the Bar Anchorage at pile body broken pile in reinforced concrete floor
In, to meet the space requirement of later stage jacking construction, so far, integer support structure construction is completed.
7th step, after integer support structure reaches intensity requirement, jacking and two end pipes of push pipe 9 are carried out according to a conventional method
The connection in road, the section structure of the push pipe 9 passed from the second stage of reinforced concrete floor 10 are as shown in Figure 3；It can also carry out permanent
It is combined with temporary project, pipeline valve pit and pipe laying valve member is poured in the foundation ditch opening position, or on demand at pipeline
Corner arranges anchor block 11, meets the pressure requirements of pipeline.
8th step, after the completion of valve pit in push pipe 9 and well or anchor block 11 are constructed, foundation ditch 6 is backfilled, backfill is organic
Matter content must not exceed 5%, and compactness cannot be less than 0.96, and need compaction in layers to handle.
Review correlation computations are carried out to supporting construction of the present invention according to structural mechanics method：1. by the top pile body after dismounting
Deadweight is overhang at Guan Liang as Vertical Load, and Guan Liang is checked according to simply supported beam at this, and support distance is that both sides are complete
Pile body opening position.2. by top pile body whole Gravitative Loads at the hole top of the second stage of lining concrete, the second stage of lining cutting circular hole according to
" O " type framework carries out structure review.3. for the top pile body after broken pile according to both ends freely-supported, bearing is respectively Guan Liang and inner liner location
Place, pile body are primarily subjected to horizontal earth pressure and checked.4. liner plane is checked to the reaction force of liner using top pile body
Framework.
According to member structure system, calculated according to structural mechanics method, computation model is as follows：Stake top Guan Liang is according to list
Support structure designs, Guan Liang cross section are rectangle, reinforced concrete structure：1. horizontal direction：At the top of supporting construction Guan Liang according to
Structural mechanics method calculates, and top Guan Liang is born horizontal loading and calculated according to hinged-support transmission counter-force, according to reinforced concrete
Native flexure member correlation formula is determined Guan Liang section.2. vertical direction：Consider pile body pair when push pipe opens the door
Guan Liang vertical load is influenceed to be checked, and internal force meter is carried out according to armored concrete flexure member correlation formula
Calculate.
Conclusion：After checking calculation being carried out according to the above method to supporting construction of the present invention, it was demonstrated that：On small size deep basal pit top
In plumber's journey, by regarding Guan Liang as a structure stress system part, and the common coordinative role of campshed, as a kind of pipe-jacking project
Foundation pit supporting construction can fully meet jacking construction safety requirements.
Claims (1)
- A kind of 1. jacking construction construction method of small size deep foundation pit supporting structure, it is characterised in that：Comprise the steps：The first step, around the multiple cast-in-situ bored piles of foundation ditch interval construction around the foundation ditch position that ground determines, form annular Drill-pouring row of piles；Second step, according to the underground water elevation actually measured, high-pressure rotary jet grouting pile of being constructed at the gap of adjacent two cast-in-situ bored pile, High-pressure rotary jet grouting pile (2) and cast-in-situ bored pile (1) is set to form the pile body diameter of the water-stop curtain, wherein high-pressure rotary jet grouting pile closed Less than the pile body diameter of cast-in-situ bored pile；3rd step, from ground according to not suddenly in 1:1 side slope is excavated, and cutting depth is not more than three meters, then in drill-pouring Pour annular Guan Liang at the top of row of piles, lay asphalt felt on the faying face of annular Guan Liang and cast-in-situ bored pile, ensure that stake top forms letter Branch force structure；Then the brick wall that height is less than two meters is built by laying bricks or stones in circular crown back portion；4th step, after annular Guan Liang reaches intensity requirement, by projected depth excavation pit；5th step, after excavation of foundation pit finishes and foundation plane reaches construction requirement, carry out the cast of foundation ditch liner：Poured into a mould with reinforced concrete Liner side wall and interior underboarding, push pipe is worn position and reserved during casting lining side wall；6th step, after detection cast-in-situ bored pile, high-pressure rotary jet grouting pile and liner side wall, the intensity of interior underboarding reach acceptance condition, Carry out broken pile enabling processing at push pipe：According to design requirement, by the cast-in-situ bored pile and high-pressure rotary jet grouting pile at reserved position of pushing tube Pile body remove, and reinforced concrete floor is built by laying bricks or stones in dismounting face, to meet the space requirement of later stage jacking construction, integer support knot Structure construction is completed.
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Inventor after: Zhu Taishan Inventor after: Cao Jie Inventor after: Wei Ke Inventor after: Huang Xingcheng Inventor after: Wang Chunlei Inventor after: Yang Baojun Inventor after: Weng Wan Inventor after: Li Yang Inventor after: Fan Mengyu Inventor after: Jia Shaoyan Inventor after: Yao Gaoling Inventor after: Li Yue Inventor after: Yang Huajun Inventor after: Wang Zhijun Inventor after: Chen Manquan Inventor after: Li Hongtao Inventor after: Jiang Hui Inventor before: Zhu Taishan Inventor before: Cao Jie Inventor before: Wei Ke Inventor before: Huang Xingcheng Inventor before: Wang Chunlei Inventor before: Yang Baojun Inventor before: Weng Wan Inventor before: Li Yang Inventor before: Fan Mengyu Inventor before: Jia Shaoyan Inventor before: Yao Gaoling Inventor before: Li Yue Inventor before: Yang Huajun Inventor before: Wang Zhijun Inventor before: Chen Manquan Inventor before: Li Hongtao Inventor before: Jiang Hui |