CN100376752C - Method for construction of underground continuous steel jacket box - Google Patents

Method for construction of underground continuous steel jacket box Download PDF

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Publication number
CN100376752C
CN100376752C CNB2005101121184A CN200510112118A CN100376752C CN 100376752 C CN100376752 C CN 100376752C CN B2005101121184 A CNB2005101121184 A CN B2005101121184A CN 200510112118 A CN200510112118 A CN 200510112118A CN 100376752 C CN100376752 C CN 100376752C
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China
Prior art keywords
groove
construction
jacket box
slot
steel jacket
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CNB2005101121184A
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Chinese (zh)
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CN1793527A (en
Inventor
王志刚
戴志杰
卫军明
周磊
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Shanghai Construction No 1 Group Co Ltd
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Shanghai First Construction Co Ltd
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Publication of CN1793527A publication Critical patent/CN1793527A/en
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Abstract

The present invention discloses a construction method of an underground continuous wall steel jacket box, which comprises the following procedures: forms a slot section into a slot, cleans a hole, and casts; the slot section is inserted in a steel jacket box; forms an adjacent slot section into a slot, cleans a hole, and casts; the steel jacket box is withdrawn, and the steel jacket box is inserted in a second subsidiary finished slot section; earthwork is backfilled in an empty cavity in a first subsidiary slot section, etc. The construction method of an underground continuous wall steel jacket box of the present invention uses the skipped methods of 'one female and one male' slot sections and uses the wall steel jacket box to construct, a locking tube only needs to once elevate in each slot section construction, and the possibility of sinking or collapsing of an approach wall is reduced. According to the method, one direction can be pushed in operation, mechanical movement exists in a non empty cavity area in most of time, and the present invention can reduce the influence on a slot wall soil body by a foreign load. The present invention has the advantages of high construction speed, good foundation pit fender effect, obvious economic benefit, etc.

Description

Method for construction of underground continuous steel jacket box
Technical field
The present invention relates to a kind of bracing of foundation pit job practices, specifically method for construction of underground continuous steel jacket box.
Background technology
In the prior art, have much as the job practices of bracing of foundation pit, mainly contain subterranean wall, the campshed of holing adds water-stop curtain, SMW worker's method etc. and go along with sb. to guard him technology, these foundation pit enclosure methods only are suitable for foundation ditch bracing of foundation pit simple in structure; But the bracing of foundation pit many for underground structure, that even cheat in hole, the hole in the hole, the foundation ditch plane is overlapping, elevation is deep mixed, traditional enclosing method then can not meet the demands more than adopting.
Summary of the invention
Technical problem to be solved by this invention provides a kind of efficiency of construction height, the effective bracing of foundation pit device of bracing of foundation pit, to satisfy the needs of the bracing of foundation pit that underground structure is many, the hole connects the hole, the foundation ditch plane is overlapping, elevation is deep mixed.
The technical scheme of technical solution problem of the present invention is as follows:
A kind of method for construction of underground continuous steel jacket box is characterized in that: the mode that adopts " a female hero " groove section to jump utilizes the steel bushing case to construct, and it comprises the steps:
(1), to the first secondary groove section grooving, clear hole, descending reinforcing cage, down the first fore shaft pipe, water concrete;
(2), pull out first for the fore shaft pipe, insertion steel bushing case in the first secondary groove section;
(3), to the second adjacent secondary groove section grooving of the first secondary groove Duan Yiduan, clear hole, descending reinforcing cage, down the second fore shaft pipe, water concrete;
(4), pull out second for the fore shaft pipe, steel bushing case in the first secondary groove section is extracted, the steel bushing case inserts second pair and has finished in the groove section;
(5), to the first secondary groove section internal cavity backfilling of earthwork;
(6), construct to the adjacent slot section of the second secondary groove section in repeating step (3)~(5).
Said " a female hero " refers to: the joint of diaphragm wall adopts monogamous connected mode.
By above disclosed technical scheme as can be known, the mode that method for construction of underground continuous steel jacket box of the present invention selects " a female hero " groove section to jump is constructed, in every groove segment construction, only need to promote a fore shaft pipe, can reduce and lead the possibility that wall sinks or caves in, according to said method, can only advance to a direction in operation, the mobile most of the time of machinery all is in the no cavity area, can reduce the influence of external load to the cell wall soil body.
Adopt method for construction of underground continuous steel jacket box of the present invention to carry out bracing of foundation pit and have following advantage:
(1) can accelerate to go along with sb. to guard him the speed of construction because the width of underground wall chase section is generally 6 meters, if by the width of cloth of constructing every day, the speed that adds water-stop curtain far beyond the boring campshed again wants fast, particularly adopt body of wall and structure superposition ways of connecting can satisfy the requirement of structure anti-floating again in the shallow embedding section, need not injection uplift pile again, this and southern station construction period, tight characteristics were coincide, and made things convenient for excavation of foundation pit.
(2) can reduce the distortion of bracing of foundation pit body because its going along with sb. to guard him as dell side in the middle of the special-shaped foundation ditch, the wall top is positioned at excavation face place, shallow foundation hole, so when whole excavation of foundation pit, need not to cut the concrete in zone, shallow foundation hole, reduced generation of waste, and when excavation, provide convenience to the timely installation of supporting, can reduce the distortion of fender body.Stake is gone along with sb. to guard him if this place adopts SMW worker's method, exists cut off (the present technology that also can't implement shaped steel delivered to below ground certain depth) of shallow hole with the cutting of cement-soil in the upper part, shaped steel, also can't satisfy the operating mode that support in time applies.
(3) economic benefit is obvious, according to multiple comparison of going along with sb. to guard him the system scheme, adopts this technical scheme to save more than 20% than other schemes.
Description of drawings
Fig. 1~Fig. 3 is method for construction of underground continuous steel jacket box construction process figure of the present invention;
The specific embodiment
Job practices of the present invention can be begun to carry out the construction of diaphragm wall steel bushing case to a direction by worker's method stake block wall place, also can begin to construct to both sides successively by the intermediate channel section, below in conjunction with accompanying drawing, the diaphragm wall steel bushing case construction that begins with the middle part is that example further specifies the specific embodiment of the present invention.
(1) as shown in Figure 1, at first to the first secondary groove section A grooving, clear hole, descending reinforcing cage, down the first fore shaft pipe 1, water concrete;
(2), as shown in Figure 2, when treating the concrete initial set, extract the first fore shaft pipe 1, in the first secondary groove section A, insert steel bushing case 4;
(3), as shown in Figure 2, to the second adjacent secondary groove section B grooving of the first secondary groove Duan Yiduan, clear hole, descending reinforcing cage, down the second fore shaft pipe 2, water concrete;
(4), as shown in Figure 3, extract the second fore shaft pipe 2, steel bushing case 4 in the first secondary groove section is extracted, the steel bushing case inserts second pair and has finished in the groove section B;
(5), to the first secondary groove section A internal cavity backfilling of earthwork;
(6), construct to the adjacent slot section of the second secondary groove section B and another adjacent slot section C of the first secondary groove section A in repeating step (3)~(5).
The riding position of described steel bushing case in the groove section is between the reinforcing cage two Pin suspension centre truss.Described reinforcing cage two Pin suspension centre truss are " W " type support muscle that is arranged between two reinforcing bars of reinforcing cage.
Described steel bushing case becomes the body structure of the arc groove cave inward for the both sides sidewall.
Also be provided with on the said steel bushing case and be convenient to the shoulder pole hole, two group of four hole that the mechanical hoisting turnover is used.

Claims (5)

1. method for construction of underground continuous steel jacket box is characterized in that: the mode that adopts " a female hero " groove section to jump utilizes the steel bushing case to construct, and it comprises the steps:
(1), to the first secondary groove section grooving, clear hole, descending reinforcing cage, down the first fore shaft pipe, water concrete;
(2), pull out first for the fore shaft pipe, insertion steel bushing case in the first secondary groove section;
(3), to the second adjacent secondary groove section grooving of the first secondary groove Duan Yiduan, clear hole, descending reinforcing cage, down the second fore shaft pipe, water concrete;
(4), pull out second for the fore shaft pipe, steel bushing case in the first secondary groove section is extracted, the steel bushing case inserts second pair and has finished in the groove section;
(5), to the first secondary groove section internal cavity backfilling of earthwork;
(6), construct to the adjacent slot section of the second secondary groove section in repeating step (3)~(5).
2. method for construction of underground continuous steel jacket box according to claim 1 is characterized in that, the riding position of described steel bushing case in the groove section is between the reinforcing cage two Pin suspension centre truss.
3. method for construction of underground continuous steel jacket box according to claim 1 is characterized in that, described steel bushing case becomes the body structure of the arc groove cave inward for the both sides sidewall.
4. method for construction of underground continuous steel jacket box according to claim 2 is characterized in that, described reinforcing cage two Pin suspension centre truss are " W " type support muscle that is arranged between two reinforcing bars of reinforcing cage.
5. according to each described method for construction of underground continuous steel jacket box of claim 1 to 4, it is characterized in that, also be provided with on the said steel bushing case and be convenient to the shoulder pole hole, two group of four hole that the mechanical hoisting turnover is used.
CNB2005101121184A 2005-12-28 2005-12-28 Method for construction of underground continuous steel jacket box Active CN100376752C (en)

Priority Applications (1)

Application Number Priority Date Filing Date Title
CNB2005101121184A CN100376752C (en) 2005-12-28 2005-12-28 Method for construction of underground continuous steel jacket box

Applications Claiming Priority (1)

Application Number Priority Date Filing Date Title
CNB2005101121184A CN100376752C (en) 2005-12-28 2005-12-28 Method for construction of underground continuous steel jacket box

Publications (2)

Publication Number Publication Date
CN1793527A CN1793527A (en) 2006-06-28
CN100376752C true CN100376752C (en) 2008-03-26

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Families Citing this family (8)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN102041805B (en) * 2009-10-22 2012-02-22 中冶天工建设有限公司 Method for constructing underground continuous wall with empty slot
CN102409695B (en) * 2011-10-28 2013-12-18 江苏土力建设工程有限公司 Construction method for joints of caisson type diaphragm wall
CN103074894B (en) * 2013-02-14 2015-04-22 日照市东港区水岩基础工程处 Fold line wall forming device
CN103526784A (en) * 2013-10-24 2014-01-22 江苏城市职业学院 Method for detecting and reinforcing flexible connector of ultra-deep underground continuous wall
CN103993596B (en) * 2014-04-01 2015-09-09 东南大学 A kind of box composite steel plate pile, vertical isolation engineering barrier and water-stop curtain
CN106284304B (en) * 2016-08-09 2018-08-07 上海市机械施工集团有限公司 A kind of prefabricated steel jacket box diaphram wall and its construction method
CN106759265A (en) * 2016-11-30 2017-05-31 上海市机械施工集团有限公司 A kind of diaphram wall of fill concrete, its steel design and its construction method
CN107794933B (en) * 2017-11-09 2019-02-26 周登楷 Hermetic seal structure and its construction method are encircled and hunted down in a kind of underwater construction

Citations (4)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN1040839A (en) * 1989-06-30 1990-03-28 福建省水利水电科研所 In chiltern and weak soil, build the method for underground continuous reinforced concrete wall
JPH0771031A (en) * 1993-09-01 1995-03-14 Toyo Lock Soil Kk Column strip underground continuous wall method and stress bearing material
JPH07331674A (en) * 1994-06-13 1995-12-19 Fujita Corp Construction of retaining wall
CN1064424C (en) * 1996-08-02 2001-04-11 北京乾坤基础工程有限公司 3 in 1 underground continuous wall and construction method thereof

Patent Citations (4)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN1040839A (en) * 1989-06-30 1990-03-28 福建省水利水电科研所 In chiltern and weak soil, build the method for underground continuous reinforced concrete wall
JPH0771031A (en) * 1993-09-01 1995-03-14 Toyo Lock Soil Kk Column strip underground continuous wall method and stress bearing material
JPH07331674A (en) * 1994-06-13 1995-12-19 Fujita Corp Construction of retaining wall
CN1064424C (en) * 1996-08-02 2001-04-11 北京乾坤基础工程有限公司 3 in 1 underground continuous wall and construction method thereof

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Owner name: SHANGHAI CONSTRUCTION NO.1 GROUP CO., LTD.

Free format text: FORMER NAME: NO.1 BUILDING CO., LTD., SHANGHAI

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Address after: 200120 Fushan Road 33, Shanghai

Patentee after: Shanghai Construction No.1 (Group) Co., Ltd.

Address before: 200120 Fushan Road 33, Shanghai

Patentee before: Shanghai First Construction Co., Ltd.