CN110424409A - A kind of foundation pit enclosure method being adapted to high water level low clearance - Google Patents

A kind of foundation pit enclosure method being adapted to high water level low clearance Download PDF

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Publication number
CN110424409A
CN110424409A CN201910763012.2A CN201910763012A CN110424409A CN 110424409 A CN110424409 A CN 110424409A CN 201910763012 A CN201910763012 A CN 201910763012A CN 110424409 A CN110424409 A CN 110424409A
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CN
China
Prior art keywords
steel
construction
host
foundation pit
cutting
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Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
Pending
Application number
CN201910763012.2A
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Chinese (zh)
Inventor
程子聪
梁荣柱
吴纪凌
陈峰军
王新新
Current Assignee (The listed assignees may be inaccurate. Google has not performed a legal analysis and makes no representation or warranty as to the accuracy of the list.)
China University of Geosciences
Shanghai Construction Group Co Ltd
Original Assignee
China University of Geosciences
Shanghai Construction Group Co Ltd
Priority date (The priority date is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the date listed.)
Filing date
Publication date
Application filed by China University of Geosciences, Shanghai Construction Group Co Ltd filed Critical China University of Geosciences
Priority to CN201910763012.2A priority Critical patent/CN110424409A/en
Publication of CN110424409A publication Critical patent/CN110424409A/en
Pending legal-status Critical Current

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Classifications

    • EFIXED CONSTRUCTIONS
    • E02HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02DFOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D17/00Excavations; Bordering of excavations; Making embankments
    • E02D17/02Foundation pits
    • E02D17/04Bordering surfacing or stiffening the sides of foundation pits
    • EFIXED CONSTRUCTIONS
    • E02HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02DFOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D19/00Keeping dry foundation sites or other areas in the ground
    • E02D19/06Restraining of underground water

Abstract

The invention discloses a kind of foundation pit enclosure methods for being adapted to high water level low clearance, comprising the following steps: S1, temporary base construction: going along with sb. to guard him two sides construction twice plain concrete temporary base;S2, milling slot: by digging machine excavation construction groove, and a prepared slot is dug near groove section start, a section cutting box is placed in slot;S3, installation cutting box: being excavated after TRD host is in place, when lower digging sinks to the soil body to host cutting head completely, disconnects the connection of host and cutting head, cutting box segment therein is connected by mobile host to preparation groove location with host;Foundation pit enclosure and foundation pit measures of preventing water can be combined into one under low clearance construction environment, the foundation pit enclosure had both maintained cast-in-situ bored pile high rigidity, cast-in-situ bored pile water-stagnating effect poor at present is improved again, avoid subsequent water-stop curtain construction, the construction period is reduced, manpower and material loss are reduced.

Description

A kind of foundation pit enclosure method being adapted to high water level low clearance
Technical field
The invention belongs to foundation pit construction technical fields, and in particular to a kind of foundation pit enclosure side for being adapted to high water level low clearance Method.
Background technique
Foundation pit is the heatable adobe sleeping platform excavated in basic engineering position by substrate absolute altitude and basic plane size.It should basis before excavation Geological hydrology data determines excavation plan in conjunction with live nearby buildings situation, and performs water-proof drainage work.It excavates not deep The available method for putting side slope of person, makes Stability of Earth Slopes, and gradient size is provided to determine by related construction.Large Foundation Pit is even using ground The methods of lower diaphragm wall and colonnade formula cast-in-situ bored pile are chain, protection outside soil layer collapse into;It is used as and encloses according to cast-in-situ bored pile Shield, water-stagnating effect between grout pile it is difficult to ensure that, exclusive use easilys lead to Groundwater infiltration;Therefore, for high water level Domain often passes through construction rotary churning pile as water-stop curtain outside cast-in-situ bored pile and guarantees foundation pit entirety water-resisting property.
However, although this solution improves the water-stagnating effect gone along with sb. to guard him, but increase foundation pit enclosure working procedure, volume Workload and engineering cost are increased outside, substantially increases the construction period;In addition, bored pile construction is by drill height institute Limit, construction Clearance requirement is high, the problem of can not constructing for headroom confined area this kind of below high-voltage line, thus it is proposed that one Kind is adapted to the foundation pit enclosure method of high water level low clearance.
Summary of the invention
The purpose of the present invention is to provide a kind of foundation pit enclosure methods for being adapted to high water level low clearance, to solve above-mentioned back The problem of being proposed in scape technology.
To achieve the above object, the invention provides the following technical scheme: a kind of foundation pit for being adapted to high water level low clearance encloses Maintaining method, comprising the following steps:
S1, temporary base construction: two sides construction twice plain concrete temporary base is being gone along with sb. to guard him;
S2, milling slot: by digging machine excavation construction groove, and a prepared slot is dug near groove section start, in slot One section cutting box of interior placement;
S3, installation cutting box: being excavated after TRD host is in place, when lower digging sinks to the soil body to host cutting head completely, is broken The connection of host and cutting head is opened, cutting box segment therein is connected with host, then mentions by mobile host to preparation groove location Cutting box is played, cutting box is connected by mobile host to cutting head position with cutting head, continues down-cutting, preparation slot after connection New cutting box is supplemented, repeats installation cutting box and lower digging until reaching predetermined depth by this step;
S4, horizontal resection construction: TRD host-initiated horizontal resection process, TRD host drive cutting box to carry out integral level It is moved to a drilling depth distance, the chain of cutting box carries out revolution cutting up and down, and when cutting injects in cutting box bottom excavates liquid Or solidify liquid, stir it with soil body Forced Mixing in situ;
S5, cement-earth underground continuous wall are formed: TRD host drives cutting box to return knife continuation cutting soil, while returning knife Cement slurry is injected into wall in cutting box bottom;
S6, anchor jacked pile machine location and installation: anchor jacked pile machine is moved to stake position immediately after the completion of at wall, by stake Base anchor pole is squeezed into temporary base, it is ensured that stake machine is stablized;
S7, implantation steel-pipe pile: prefabricated steel-pipe pile being placed under a machine jack, stake machine jack position is finely tuned, Ensure that construction steel tubular pole insertion point is implantation steel-pipe pile after default implantation point;
S8, steel-pipe pile spreading are simultaneously inserted into: after the section steel-pipe pile insertion of bottom, by welding method by upper section steel-pipe pile and bottom Duan Gang Tubular pole is attached, and is next proceeded through anchor jacked pile machine for the steel-pipe pile of spreading and is inserted into cement-earth underground continuous wall, weight This multiple step until stake bottom reaches predetermined depth, complete by steel pipe pile driving construction, i.e. foundation pit enclosure construction is completed.
Preferably, plain concrete temporary base height is 45-55cm, width 60-100cm in the S1 step.
Preferably, groove width is 1.1-1.2m, depth 0.9-1.1m in the S2 step.
Preferably, the width of cement-earth underground continuous wall is 0.9-1.1m in the S5 step.
Preferably, steel-pipe pile Implantation Time needs to control one hour after part is constructed at wall in the S7 step It is interior.
Preferably, steel-pipe pile stake diameter is 540-660mm in S7, S8 step, and pile center is away from for 800-1000mm.
Preferably, the fitting depth of cutting box is identical as the fitting depth of steel-pipe pile in S8 step in the S3 step.
Compared with prior art, the beneficial effects of the present invention are:
1, in the present invention, using cement-earth underground continuous wall as retaining wall, water-stagnating effect is good.
2, in the present invention, using steel-pipe pile as load-carrying construction, in conjunction with cement soil wall, overall stiffness is big, highly-safe.
3, in the present invention, integral construction machinery degree is high, and speed of application is fast, and construction Clearance requirement is low.
4, in the present invention, after the completion of foundation pit construction, construction cost is saved in the recyclable recycling of steel-pipe pile.
5, in the present invention, foundation pit enclosure and foundation pit measures of preventing water can be combined into one under low clearance construction environment, it should Foundation pit enclosure had not only maintained cast-in-situ bored pile high rigidity, but also improved cast-in-situ bored pile water-stagnating effect poor at present, after avoiding Continuous water-stop curtain construction, reduces the construction period, reduces manpower and material loss.
Detailed description of the invention
Fig. 1 is installation cutting box schematic diagram of the invention;
Fig. 2 is that steel-pipe pile of the invention is implanted into detailed maps;
Fig. 3 is horizontal resection and implantation steel-pipe pile schematic diagram of the invention.
Specific embodiment
Following will be combined with the drawings in the embodiments of the present invention, and technical solution in the embodiment of the present invention carries out clear, complete Site preparation description, it is clear that described embodiments are only a part of the embodiments of the present invention, instead of all the embodiments.It is based on Embodiment in the present invention, it is obtained by those of ordinary skill in the art without making creative efforts every other Embodiment shall fall within the protection scope of the present invention.
Embodiment 1
Fig. 1, Fig. 2 and Fig. 3 are please referred to, the present invention provides a kind of technical solution: a kind of base being adapted to high water level low clearance Pit enclosure method, comprising the following steps:
S1, temporary base construction: two sides construction twice plain concrete temporary base is being gone along with sb. to guard him;
S2, milling slot: by digging machine excavation construction groove, and a prepared slot is dug near groove section start, in slot One section cutting box of interior placement, preparation slot are near groove circumference, convenient for so that the cutting box in preparation slot moves into groove;
S3, installation cutting box: being excavated after TRD host is in place, when lower digging sinks to the soil body to host cutting head completely, is broken The connection of host and cutting head is opened, cutting box segment therein is connected with host, then mentions by mobile host to preparation groove location Cutting box is played, cutting box is connected by mobile host to cutting head position with cutting head, continues down-cutting, preparation slot after connection New cutting box is supplemented, repeats installation cutting box and lower digging until reaching predetermined depth by this step;
S4, horizontal resection construction: TRD host-initiated horizontal resection process, TRD host drive cutting box to carry out integral level It is moved to a drilling depth distance, the chain of cutting box carries out revolution cutting up and down, and when cutting injects in cutting box bottom excavates liquid Or solidify liquid, stir it with soil body Forced Mixing in situ;
S5, cement-earth underground continuous wall are formed: TRD host drives cutting box to return knife continuation cutting soil, while returning knife Cement slurry is injected into wall in cutting box bottom;
S6, anchor jacked pile machine location and installation: anchor jacked pile machine is moved to stake position immediately after the completion of at wall, by stake Base anchor pole is squeezed into temporary base, it is ensured that stake machine is stablized;
S7, implantation steel-pipe pile: prefabricated steel-pipe pile being placed under a machine jack, stake machine jack position is finely tuned, Ensure that construction steel tubular pole insertion point is implantation steel-pipe pile after default implantation point;
S8, steel-pipe pile spreading are simultaneously inserted into: after the section steel-pipe pile insertion of bottom, by welding method by upper section steel-pipe pile and bottom Duan Gang Tubular pole is attached, and is next proceeded through anchor jacked pile machine for the steel-pipe pile of spreading and is inserted into cement-earth underground continuous wall, weight This multiple step until stake bottom reaches predetermined depth, complete by steel pipe pile driving construction, i.e. foundation pit enclosure construction is completed.
Wherein, plain concrete temporary base height is 45cm, width 60cm in S1 step.
Wherein, groove width is 1.1m, depth 0.9m in S2 step.
Wherein, the width of cement-earth underground continuous wall is 0.9m in S5 step.
Wherein, steel-pipe pile Implantation Time is after part is constructed at wall after 30min in S7 step.
Wherein, steel-pipe pile stake diameter is 540mm in S7, S8 step, and pile center is away from for 800mm.
Wherein, the fitting depth of cutting box is identical as the fitting depth of steel-pipe pile in S8 step in S3 step.
Embodiment 2
Fig. 1, Fig. 2 and Fig. 3 are please referred to, the present invention provides a kind of technical solution: a kind of base being adapted to high water level low clearance Pit enclosure method, comprising the following steps:
S1, temporary base construction: two sides construction twice plain concrete temporary base is being gone along with sb. to guard him;
S2, milling slot: by digging machine excavation construction groove, and a prepared slot is dug near groove section start, in slot One section cutting box of interior placement, preparation slot are near groove circumference, convenient for so that the cutting box in preparation slot moves into groove;
S3, installation cutting box: being excavated after TRD host is in place, when lower digging sinks to the soil body to host cutting head completely, is broken The connection of host and cutting head is opened, cutting box segment therein is connected with host, then mentions by mobile host to preparation groove location Cutting box is played, cutting box is connected by mobile host to cutting head position with cutting head, continues down-cutting, preparation slot after connection New cutting box is supplemented, repeats installation cutting box and lower digging until reaching predetermined depth by this step;
S4, horizontal resection construction: TRD host-initiated horizontal resection process, TRD host drive cutting box to carry out integral level It is moved to a drilling depth distance, the chain of cutting box carries out revolution cutting up and down, and when cutting injects in cutting box bottom excavates liquid Or solidify liquid, stir it with soil body Forced Mixing in situ;
S5, cement-earth underground continuous wall are formed: TRD host drives cutting box to return knife continuation cutting soil, while returning knife Cement slurry is injected into wall in cutting box bottom;
S6, anchor jacked pile machine location and installation: anchor jacked pile machine is moved to stake position immediately after the completion of at wall, by stake Base anchor pole is squeezed into temporary base, it is ensured that stake machine is stablized;
S7, implantation steel-pipe pile: prefabricated steel-pipe pile being placed under a machine jack, stake machine jack position is finely tuned, Ensure that construction steel tubular pole insertion point is implantation steel-pipe pile after default implantation point;
S8, steel-pipe pile spreading are simultaneously inserted into: after the section steel-pipe pile insertion of bottom, by welding method by upper section steel-pipe pile and bottom Duan Gang Tubular pole is attached, and is next proceeded through anchor jacked pile machine for the steel-pipe pile of spreading and is inserted into cement-earth underground continuous wall, weight This multiple step until stake bottom reaches predetermined depth, complete by steel pipe pile driving construction, i.e. foundation pit enclosure construction is completed.
Wherein, plain concrete temporary base height is 55cm, width 100cm in S1 step.
Wherein, groove width is 1.2m, depth 1.1m in S2 step.
Wherein, the width of cement-earth underground continuous wall is 1.1m in S5 step.
Wherein, steel-pipe pile Implantation Time is after part is constructed at wall after 1h in S7 step.
Wherein, steel-pipe pile stake diameter is 660mm in S7, S8 step, and pile center is away from for 1000mm.
Wherein, the fitting depth of cutting box is identical as the fitting depth of steel-pipe pile in S8 step in S3 step.
The foundation pit enclosure progress completed to embodiment 1 and embodiment 2 is practical, can achieve desired effect.
It although an embodiment of the present invention has been shown and described, for the ordinary skill in the art, can be with A variety of variations, modification, replacement can be carried out to these embodiments without departing from the principles and spirit of the present invention by understanding And modification, the scope of the present invention is defined by the appended.

Claims (7)

1. a kind of foundation pit enclosure method for being adapted to high water level low clearance, which comprises the following steps:
S1, temporary base construction: two sides construction twice plain concrete temporary base is being gone along with sb. to guard him;
S2, milling slot: by digging machine excavation construction groove, and a prepared slot is dug near groove section start, pacified in slot Put a section cutting box;
S3, installation cutting box: being excavated after TRD host is in place, when lower digging sinks to the soil body to host cutting head completely, disconnects master Cutting box segment therein is connected with host, then lifts and cut by the connection of machine and cutting head, mobile host to preparation groove location Case is cut, cutting box is connected by mobile host to cutting head position with cutting head, continues down-cutting, preparation slot supplement after connection New cutting box repeats installation cutting box and lower digging until reaching predetermined depth by this step;
S4, horizontal resection construction: TRD host-initiated horizontal resection process, TRD host drive cutting box to carry out integral level displacement To a drilling depth distance, the chain of cutting box carries out revolution cutting up and down, is injected when cutting in cutting box bottom and excavates liquid or solid Change liquid, stirs it with soil body Forced Mixing in situ;
S5, cement-earth underground continuous wall are formed: TRD host drives cutting box to return knife continuation cutting soil, cuts while returning knife Cement slurry injects into wall in bottom portion;
S6, anchor jacked pile machine location and installation: anchor jacked pile machine is moved to stake position immediately after the completion of at wall, by pile foundation anchor Bar is squeezed into temporary base, it is ensured that stake machine is stablized;
S7, implantation steel-pipe pile: prefabricated steel-pipe pile is placed under a machine jack, stake machine jack position is finely tuned, it is ensured that Construction steel tubular pole insertion point is implantation steel-pipe pile after default implantation point;
S8, steel-pipe pile spreading are simultaneously inserted into: bottom section steel-pipe pile insertion after, by welding method by upper section steel-pipe pile and bottom section steel-pipe pile It is attached, next proceeds through anchor jacked pile machine for the steel-pipe pile of spreading and be inserted into cement-earth underground continuous wall, repeat this Step until stake bottom reaches predetermined depth, complete by steel pipe pile driving construction, i.e. foundation pit enclosure construction is completed.
2. a kind of foundation pit enclosure method for being adapted to high water level low clearance according to claim 1, it is characterised in that: described Plain concrete temporary base height is 45-55cm, width 60-100cm in S1 step.
3. a kind of foundation pit enclosure method for being adapted to high water level low clearance according to claim 1, it is characterised in that: described Groove width is 1.1-1.2m, depth 0.9-1.1m in S2 step.
4. a kind of foundation pit enclosure method for being adapted to high water level low clearance according to claim 1, it is characterised in that: described The width of cement-earth underground continuous wall is 0.9-1.1m in S5 step.
5. a kind of foundation pit enclosure method for being adapted to high water level low clearance according to claim 1, it is characterised in that: described Steel-pipe pile Implantation Time needed to control after part is constructed at wall in one hour in S7 step.
6. a kind of foundation pit enclosure method for being adapted to high water level low clearance according to claim 1, it is characterised in that: described Steel-pipe pile stake diameter is 540-660mm in S7, S8 step, and pile center is away from for 800-1000mm.
7. a kind of foundation pit enclosure method for being adapted to high water level low clearance according to claim 1, it is characterised in that: described The fitting depth of cutting box is identical as the fitting depth of steel-pipe pile in S8 step in S3 step.
CN201910763012.2A 2019-08-16 2019-08-16 A kind of foundation pit enclosure method being adapted to high water level low clearance Pending CN110424409A (en)

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Application Number Priority Date Filing Date Title
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Citations (8)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JPH0734449A (en) * 1993-07-16 1995-02-03 Kajima Corp Self standing type landslide protection wall construction method
CN1180118A (en) * 1997-05-15 1998-04-29 李宪奎 Construction method for building foundation pit stope support
CN101718092A (en) * 2009-11-27 2010-06-02 上海隧道工程股份有限公司 Environment micro-turbulence static pressing pile construction technology under low-headroom condition
CN107882017A (en) * 2016-09-30 2018-04-06 上海城地建设股份有限公司 The building enclosure and construction method that prefabricated components are combined with stirring wall
CN108193708A (en) * 2017-12-29 2018-06-22 上海建工集团股份有限公司 Construction method is widened in a kind of existing underground space complanation
CN108643167A (en) * 2018-05-18 2018-10-12 浙江大学城市学院 The slotting shape steel rolled stock type TRD engineering methods wall and its construction method of one type anchor pole
CN109339081A (en) * 2018-08-30 2019-02-15 杭州牛斯顿智能科技有限公司 One kind having bottom plate open caisson mechanism and its construction method
CN109403337A (en) * 2018-10-12 2019-03-01 江苏省送变电有限公司 A kind of basalt fibre reinforcement TRD engineering method diaphram wall and its construction method

Patent Citations (8)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JPH0734449A (en) * 1993-07-16 1995-02-03 Kajima Corp Self standing type landslide protection wall construction method
CN1180118A (en) * 1997-05-15 1998-04-29 李宪奎 Construction method for building foundation pit stope support
CN101718092A (en) * 2009-11-27 2010-06-02 上海隧道工程股份有限公司 Environment micro-turbulence static pressing pile construction technology under low-headroom condition
CN107882017A (en) * 2016-09-30 2018-04-06 上海城地建设股份有限公司 The building enclosure and construction method that prefabricated components are combined with stirring wall
CN108193708A (en) * 2017-12-29 2018-06-22 上海建工集团股份有限公司 Construction method is widened in a kind of existing underground space complanation
CN108643167A (en) * 2018-05-18 2018-10-12 浙江大学城市学院 The slotting shape steel rolled stock type TRD engineering methods wall and its construction method of one type anchor pole
CN109339081A (en) * 2018-08-30 2019-02-15 杭州牛斯顿智能科技有限公司 One kind having bottom plate open caisson mechanism and its construction method
CN109403337A (en) * 2018-10-12 2019-03-01 江苏省送变电有限公司 A kind of basalt fibre reinforcement TRD engineering method diaphram wall and its construction method

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