CN101603311B - Jet grouting pile construction method adopting heavy hammer-tamping compaction soil preformed hole - Google Patents

Jet grouting pile construction method adopting heavy hammer-tamping compaction soil preformed hole Download PDF

Info

Publication number
CN101603311B
CN101603311B CN2009100884779A CN200910088477A CN101603311B CN 101603311 B CN101603311 B CN 101603311B CN 2009100884779 A CN2009100884779 A CN 2009100884779A CN 200910088477 A CN200910088477 A CN 200910088477A CN 101603311 B CN101603311 B CN 101603311B
Authority
CN
China
Prior art keywords
soil
pile
tamping
jet grouting
construction
Prior art date
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.)
Expired - Fee Related
Application number
CN2009100884779A
Other languages
Chinese (zh)
Other versions
CN101603311A (en
Inventor
何世鸣
李江
田震远
周与诚
吴盛斌
张明中
王之军
贾城
陈辉
李长生
司呈庆
杨敏
王建明
程金霞
黄鑫峰
洪伟
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.)
Nanhua, Shenzhen geotechnical engineering Co., Ltd
Original Assignee
Beijing Urban Construction Science And Technology Promotion Association
SINOMA GEOLOGICAL ENGINEERING EXPLORATION ACADEMY
BEIJING CONSTRUCTION MATERIAL AND GEOLOGICAL ENGINEERING Co
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 Beijing Urban Construction Science And Technology Promotion Association, SINOMA GEOLOGICAL ENGINEERING EXPLORATION ACADEMY, BEIJING CONSTRUCTION MATERIAL AND GEOLOGICAL ENGINEERING Co filed Critical Beijing Urban Construction Science And Technology Promotion Association
Priority to CN2009100884779A priority Critical patent/CN101603311B/en
Publication of CN101603311A publication Critical patent/CN101603311A/en
Application granted granted Critical
Publication of CN101603311B publication Critical patent/CN101603311B/en
Expired - Fee Related legal-status Critical Current
Anticipated expiration legal-status Critical

Links

Abstract

The invention relates to a jet grouting pile construction method adopting a heavy hammer-tamping compaction soil preformed hole. The method is characterized by comprises the following steps that: a percussion drill is adopted to form a hole and penetrates complex stratums such as filling soil, underground barrier, shifting sand or collapsed gravel by drilling with casing; when reaching the designed depth, a bushing also reaches the target depth; soil is filled and tamped in the bushing at the same time; after a section is tamped, the bushing is pulled up a certain distance so that soil is filled continuously and tamped by a heavy hammer, thereby forming a tamped soil pile after the entire bushing is pulled out of the ground; and a jet-grouting drilling rig is put in place to descend rotary high-pressure jet-grouting concrete slurry at the tamped soil pile, thereby completing jet grouting pile construction efficiently and smoothly. The construction method has the advantages that a heavy hammer-tamping compaction soil preformed hole is adopted to form the tamped soil pile, which lays a foundation for subsequent jet grouting pile construction and ensures smooth jet grouting pile construction; moreover, the method is economical and practical and has simple operation.

Description

The adopting heavy hammer-tamping compaction soil preformed hole jet grouting pile construction method
Technical field
The present invention relates to jet grouting pile construction method in the foundation basic construction of building engineering construction field, specifically is a kind of method of construction high-pressure rotary jet grouting pile under the bad ground situations such as sandy gravel of banketing, having underground obstacle or quicksand or easily cave in.
Background technology
As everyone knows, high-pressure rotary jet grouting pile and construction equipment thereof are light and handy, conveniently moving, and the characteristics of its high-pressure injection are widely used in ground stabilization, water-stop curtain or are used as female stake of foundation pile and slope protection pile.But run into banket, when underground obstacle, quicksand or the bad grounds such as sandy gravel that easily cave in, it is very difficult that construction becomes, jet drill rig playpipe injection smoothly arrives projected depth, just can not guarantee the purpose of ground stabilization, the purpose of water-stop curtain design can not be reached, the foundation pile of design or female purpose of slope protection pile can not be reached.
So people have expected drawing the hole in advance with geological drilling rig or prospecting rig, and then carry out the churning pile, can often draw not setting of casing protection of Kong Houru, the hole of then very easily collapsing makes rotary churning pile to construct, and does not reach purpose of design; As use casing protection, and drawn behind the hole before carrying out the churning operation, still the sleeve pipe of churning section must be extracted can normal operation, but existing all types of rotary jetting apparatus self can't realize that also the limit pulls out the cover tube edge up this operating type of whitewashing.So people find out further method, in the hole, add suitable auxiliary material after drawing the hole, as fill with mud or cement paste or annotate calcium plaster or the insertion pvc pipe, sleeve pipe is pulled out in recurrence then, reaches retaining wall prevents that hole wall from caving in after sleeve pipe is extracted purpose by the auxiliary material that add.But find that by practice effect is not very good, annotating mud or cement paste still annotates calcium plaster and has all increased and stir slurry process together, and require at the uniform velocity, reduce as far as possible vibration during tube drawing, also need to mend slurry at any time according to the wastage of slurries, operation easier and cost have been increased greatly, reduce work efficiency, owing to the existence of some uncertain factors, its success rate also can't reach 100% in addition; When adopting the insertion pvc pipe, its selection is very responsive, must select thin-walled type inferior for use, and quality is more crisp, and high-pressure spray can smash it when guaranteeing churning, has also increased cost and the churning effect is had certain influence.
Summary of the invention
The invention provides a kind of adopting heavy hammer-tamping compaction soil preformed hole jet grouting pile construction method high-pressure rotary jet grouting pile of constructing, efficiently solve the above-mentioned shortcoming that can not guarantee the reliable smooth construction of rotary churning pile fully.
Technical scheme of the present invention is: a kind of adopting heavy hammer-tamping compaction soil preformed hole jet grouting pile construction method is characterized in that: at first utilize the percussive drill pore-forming, penetrate banket, underground obstacle or quicksand or the bad grounds such as sandy gravel that easily cave in, adopt with pipe bit; When reaching projected depth, sleeve pipe also reaches target depth; In sleeve pipe, fill in soil afterwards, tamping while banketing; After tamping one section, just sleeve pipe is risen and pull out a segment distance, continue to banket and use tamping, treat just to form a rammed-soil pile after whole sleeve pipe is all extracted ground; Jet drill rig is in place afterwards, at this rammed-soil pile place descending revolution high-pressure rotary-spray concrete mud, thereby efficiently finishes jet grouting pile construction smoothly.
The invention has the beneficial effects as follows: utilize adopting heavy hammer-tamping compaction soil preformed hole and form rammed-soil pile,, guarantee carrying out smoothly of jet grouting pile construction for the jet grouting pile construction of back is laid a good foundation, and economical and practical, simple to operate.
Description of drawings
Fig. 1 is a construction flow chart of the present invention;
Fig. 2~Fig. 9 is the schematic diagram of formation of pile of the present invention.
The specific embodiment
Referring to Fig. 1~Fig. 9, construction technology process of the present invention is: at first utilize percussive drill 1 at the ground G pore-forming, penetrate banket, underground obstacle, quicksand or the bad grounds such as sandy gravel that easily cave in, adopt with pipe bit and advance (referring to Fig. 2); When reaching projected depth, sleeve pipe 4 also reaches target depth, fills in soil 2 afterwards in sleeve pipe 4, tamps (referring to Fig. 3) while banketing with weight 3; After tamping one section, just sleeve pipe 4 has been made progress and pulled out a segment distance (referring to Fig. 4), treated just to form a rammed-soil pile 2 (referring to Fig. 5) after whole sleeve pipe 4 is all extracted ground; Jet drill rig 5 is in place afterwards, at descending revolution high-pressure rotary-spray concrete mud 6 (referring to the Fig. 6) of these rammed-soil pile 2 places, after jet drill rig 5 whitewashings come downwards to projected depth (referring to Fig. 7), jet drill rig 5 whitewashings are just finished a complete pile 6 (referring to Fig. 9) after transferring up (referring to Fig. 8) disengaging ground.Thereby efficiently finish jet grouting pile construction smoothly, realize the purpose of consolidated subsoil purpose or formation water seal curtain, or realize the construction of female stake of slope protection pile or foundation pile.The construction technology of above-mentioned churning cement paste (Fig. 6~shown in Figure 9, " rotary jetting apparatus is in place " and later technology among Fig. 1) adopts existing technology.
Above-mentioned construction machinery equipment comprises percussive drill, jet drill rig, change-can mixer, high-pressure hydraulic pump, high pressure slurry pump, foul water pump and mortar pump, is existing equipment.
Enumerate several specific embodiments below:
Embodiment 1:
Be positioned at the Haidian District, Beijing City and protect the good fortune Si Qiao southeast Di Ku of space center of the Chinese Academy of Sciences (nine chapter mansion scientific research complex buildings second phase underground garage) foundation pit supporting project, cheat dark 12.6m, be building around the foundation ditch, the southern side is the six layers of residential building in a building apart from foundation ditch limit 7m, underground between foundation ditch and the residential building still have a upper and lower conduit line, gas-pipe line etc., pattern foundation pit supporting structure adopts pile-anchor retaining, heavy rain causes the southern side foundation pit side-wall to cave in later, formation is about the breach that caves in of 25m, cave in the edge under Nan Lougen, comprise electric wire, the upper and lower conduit line, gas-pipe line all cuts off, and whole building, building resident all moves away.Unit in charge of construction further caves in order to prevent the southern side soil body, and the cement that is packed in bag has on the slope been piled up " wall ", and hardening behind the cement chance water hardening also has the sewage manhole that falls down to build well brick and several discarded pipelines simultaneously.Municipal government carries out quick backfill in order to speedily carry out rescue work with the prototype gradation sandstone, and wherein cobble particle diameter 2-20mm does not wait, and the backfill maximum ga(u)ge reaches 7m.Answer the resident of resident family requirement, before the building, play the reinforcing that rotary churning pile carries out backfill in the wide 7.5m scope of long 35m.For this bad ground, the rotary churning pile drilling construction is a difficult problem, adopt traditional mode can't penetrate the macadam of backfill certainly,, can't guarantee that also rotary churning pile finishes smoothly even adopted geological drilling rig or prospecting rig with Guan Yinkong, further, the bulk cobble does not cave in after injecting mud or cement paste or calcium plaster with after managing pore-forming, can't guaranteeing the pore-forming tube drawing yet, simultaneously inefficiency, with high costs, the place is also restricted.
Patent of the present invention " adopting heavy hammer-tamping compaction soil preformed hole method " has been adopted in design, with the H-30 percussive drill with the pipe pore-forming, behind the pore-forming toward the limit compacting of banketing of hole inner edge, segmentation compacting segmentation tube drawing, treat to have formed after homogeneous tube is extracted one " rammed-soil pile ", implement " jump and beat " technology, jet drill rig is in place afterwards, the follow-up of churning limit, limit, after reaching projected depth, rise on the limit gunite limit again, form the churning concrete stake, reached the purpose that the soil that will loose bankets and reinforces.Its excess-three side comes off because of inter-pile soil, and seepage is washed away in addition, has formed many cavities between stake, and same the employing is somebody's turn to do " adopting heavy hammer-tamping compaction soil preformed hole method ", and XianCheng's " rammed-soil pile " carries out high pressure jet grouting, filling cavity with the high-pressure rotary-spray rig then.
Embodiment 2:
10m deep foundation ditch of construction on the sandy beach, beach, Qinhuangdao, the thick 20m of sand bed wherein, and communicate cloth decompression precipitation well in the hole with ocean water.The pile-anchor retaining scheme of inserting the reinforcing cage pile behind the long spiral pore-forming guncreting has been adopted in the slope protection pile design, does the high-pressure rotary-spray pile water stopping curtain between stake, and this " adopting heavy hammer-tamping compaction soil preformed hole method " patented technology has been adopted in design, has finished the construction of rotary churning pile.
Embodiment 3:
Beijing viaduct after having used 3 years wherein two bridge pier sedimentations reach 34mm, it is investigated that the same with other bridge piers each 4 of this two pier foundations stake design is 32m and grows, only reach 25m and 29.5m respectively but hold back resistance during practice of construction.Designing institute requires this two pier is reinforced for this reason, and design has been adopted and executed a 1.5m place at the pier external distance and respectively add two diameter 1.5m, and 40m stake deeply wherein enters cobble 2m.And this bridge below highly has only the operations of all can not entering such as 7m, heavy mechanical equipment such as rotary drilling rig, percussive drill, direct and reverse circulation drilling machine, and manually digging hole underground water is too big, and three layers on sand-pebble layer is arranged again, and personal safety does not have guarantee, can't implement.And can not separate the difficult problem that stake has been executed in never disturbance.Prove repeatedly through the expert, " the heavy tamping compaction soil preexisting hole method " high-pressure rotary jet grouting pile of constructing was somebody's turn to do in use after design adopted small-sized geological drilling rig and SH-30 rig to draw the hole, the first rotary churning pile of in the castinplace pile scope, constructing, form big " cement earth pile ", adopt the construction of manually digging hole method smooth implementation steel concrete perfusion bridge pier afterwards, solved the difficult problem that stake has been executed in not disturbance simultaneously.

Claims (3)

1. adopting heavy hammer-tamping compaction soil preformed hole jet grouting pile construction method is characterized in that: at first utilize the percussive drill pore-forming, penetrate banket, the bad ground of underground obstacle or quicksand or the sandy gravel that easily caves in, adopt with pipe bit; When reaching projected depth, sleeve pipe also reaches target depth; In sleeve pipe, fill in soil afterwards, tamping while banketing; After tamping one section, just sleeve pipe is risen and pull out a segment distance, continue to banket and use tamping, treat just to form a rammed-soil pile after whole sleeve pipe is all extracted ground; Jet drill rig is in place afterwards, at this rammed-soil pile place descending revolution high-pressure rotary-spray concrete mud, thereby efficiently finishes jet grouting pile construction smoothly.
2. adopting heavy hammer-tamping compaction soil preformed hole jet grouting pile construction method according to claim 1, it is characterized in that: before with described percussive drill pore-forming, at first measure the fixed stake of unwrapping wire position, percussive drill is in place, adopt with pipe bit and advance to reach projected depth, and determine accurately position of stake, get rid of underground obstacle.
3. adopting heavy hammer-tamping compaction soil preformed hole jet grouting pile construction method according to claim 1, it is characterized in that: described rotary churning pile can realize the consolidated subsoil purpose or form the purpose of water seal curtain, or the purpose of female stake of be used to construct slope protection pile, resistance to plucking anti-floating composite pile or foundation pile.
CN2009100884779A 2009-07-02 2009-07-02 Jet grouting pile construction method adopting heavy hammer-tamping compaction soil preformed hole Expired - Fee Related CN101603311B (en)

Priority Applications (1)

Application Number Priority Date Filing Date Title
CN2009100884779A CN101603311B (en) 2009-07-02 2009-07-02 Jet grouting pile construction method adopting heavy hammer-tamping compaction soil preformed hole

Applications Claiming Priority (1)

Application Number Priority Date Filing Date Title
CN2009100884779A CN101603311B (en) 2009-07-02 2009-07-02 Jet grouting pile construction method adopting heavy hammer-tamping compaction soil preformed hole

Publications (2)

Publication Number Publication Date
CN101603311A CN101603311A (en) 2009-12-16
CN101603311B true CN101603311B (en) 2010-09-29

Family

ID=41469205

Family Applications (1)

Application Number Title Priority Date Filing Date
CN2009100884779A Expired - Fee Related CN101603311B (en) 2009-07-02 2009-07-02 Jet grouting pile construction method adopting heavy hammer-tamping compaction soil preformed hole

Country Status (1)

Country Link
CN (1) CN101603311B (en)

Families Citing this family (4)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN103306278B (en) * 2013-05-31 2015-06-10 武汉广益交通科技股份有限公司 Method for processing soft soil foundation with environment-friendly light pile
CN106223329A (en) * 2016-08-08 2016-12-14 福建永强岩土股份有限公司 A kind of construction method of full-sleeve rotary churning pile
CN107700508A (en) * 2017-09-23 2018-02-16 北京建材地质工程有限公司 A kind of shaped steel stirs the construction method of water spray soil curtain support pile
CN108104114A (en) * 2018-01-18 2018-06-01 樊军让 Churning compacted compound pile construction method again

Also Published As

Publication number Publication date
CN101603311A (en) 2009-12-16

Similar Documents

Publication Publication Date Title
CN105672348A (en) Construction method for cropping bridge pile foundation at sandy gravel stratum of abyssal region
CN101614020B (en) Flexible bladder type anticorrosion device, anticorrosion pile and construction method using same
CN104499479B (en) It is a kind of to pass through the dug pile construction method that sand gravel backfills layer
CN100532733C (en) Diving casting cast-in-place pile construction method for constructing in scree layer and sand layer
CN104612143B (en) Composite pile constructed in drilled hole structure under a kind of solution cavity/soil cave geological conditions
CN102691296A (en) Pipe pile foundation for static-pressure grouting on pile side and rotary jet grouting at pile bottom and construction method thereof
CN103669365A (en) External diagonal-pulling and internal diagonal-bracing herringbone foundation pit supporting pile and construction method thereof
CN107740434A (en) It is a kind of to be used for sandy gravel, the construction method of dolomite crushed zone dam foundation ditch water protecting curtain
CN101603311B (en) Jet grouting pile construction method adopting heavy hammer-tamping compaction soil preformed hole
US20140026518A1 (en) Construction method for root-type foundation anchorage and bored, root-type cast in-situ pile with anchor bolts
CN202194149U (en) Water-proof curtain
CN105735232A (en) Collapsible loess wellpoint presoaking dynamic compaction replacement method
CN107178088A (en) A kind of basement waterproofing foundation pit structure and its construction method
CN102995647B (en) Underground water control method used for grouting and seepage insulation of pile hole
CN205296194U (en) Rich irrigated land layer undercut tunnel interlock pipe curtain
CN107012871A (en) A kind of suspension type goes along with sb. to guard him the deep reversed construction method for greatly enhancing foundation ditch fabricated construction
CN103046556B (en) Without inner support annular space enclosing structure and preparation method thereof
CN203613568U (en) Anti-floating cement soil pile and anti-floating anchor rod combined anti-floating system
CN101481913A (en) Construction method of rock-socketed underground continuous wall punching slot section
CN102383422A (en) Compacted expansion mini-type mortar pile pile-forming method and pile-forming device
CN101886385A (en) Construction process of long-auger jet-grouting mixing curtain pile
CN105484270B (en) Reinforcement protection construction method of high steep old rubble retaining wall adjacent to deep foundation pit
CN103821140A (en) Constructing method for reinforcing soft soil foundations
CN103374912A (en) High-bearing-capacity micro-settlement shearing resistant prestressed pipe pile and design and construction methods thereof
CN201605578U (en) Water-stop consolidation equipment for filling pile soil mass

Legal Events

Date Code Title Description
C06 Publication
PB01 Publication
C10 Entry into substantive examination
SE01 Entry into force of request for substantive examination
C14 Grant of patent or utility model
GR01 Patent grant
C56 Change in the name or address of the patentee
COR Change of bibliographic data

Free format text: CORRECT: ADDRESS; FROM: 100102 CHAOYANG, BEIJING TO: 518000 SHENZHEN, GUANGDONG PROVINCE

ASS Succession or assignment of patent right

Free format text: FORMER OWNER: ZHONGCAI GEOL ENGINEERING EXPLORATION ACADEMY CO., LTD. BEIJING URBAN CONSTRUCTION SCIENCE AND TECHNOLOGY PROMOTION ASSOCIATION

Effective date: 20131223

Owner name: SHENZHEN NANHUA GEOTECHNICAL ENGINEERING CO., LTD.

Free format text: FORMER OWNER: BEIJING CONSTRUCTION MATERIAL AND GEOLOGICAL ENGINEERING CO.

Effective date: 20131223

C41 Transfer of patent application or patent right or utility model
CP01 Change in the name or title of a patent holder

Address after: 100102 Beijing city Chaoyang District Dongzhimen drainage volume stone world building A block four layer

Patentee after: Beijing Construction Material and Geological Engineering Co.

Patentee after: Co., Ltd of SINOMA Geological Engineering Survey Institute

Patentee after: Beijing Urban Construction Science and Technology Promotion Association

Address before: 100102 Beijing city Chaoyang District Dongzhimen drainage volume stone world building A block four layer

Patentee before: Beijing Construction Material and Geological Engineering Co.

Patentee before: SINOMA Geological Engineering Exploration Academy

Patentee before: Beijing Urban Construction Science and Technology Promotion Association

TR01 Transfer of patent right

Effective date of registration: 20131223

Address after: 518000, Shenzhen, Guangdong, Luohu District Tian Bei Road, gorgeous garden, No. 14, 7 (B-E)

Patentee after: Nanhua, Shenzhen geotechnical engineering Co., Ltd

Address before: 100102 Beijing city Chaoyang District Dongzhimen drainage volume stone world building A block four layer

Patentee before: Beijing Construction Material and Geological Engineering Co.

Patentee before: Co., Ltd of SINOMA Geological Engineering Survey Institute

Patentee before: Beijing Urban Construction Science and Technology Promotion Association

CF01 Termination of patent right due to non-payment of annual fee

Granted publication date: 20100929

Termination date: 20140702

EXPY Termination of patent right or utility model