CN103628485A - Foundation-pit support structure construction process - Google Patents
Foundation-pit support structure construction process Download PDFInfo
- Publication number
- CN103628485A CN103628485A CN201210310690.1A CN201210310690A CN103628485A CN 103628485 A CN103628485 A CN 103628485A CN 201210310690 A CN201210310690 A CN 201210310690A CN 103628485 A CN103628485 A CN 103628485A
- Authority
- CN
- China
- Prior art keywords
- pile
- concrete
- casing
- construction process
- piles
- 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.)
- Pending
Links
Landscapes
- Piles And Underground Anchors (AREA)
Abstract
The invention relates to the technical field of building construction, in particular to a foundation-pit support structure construction process. In the foundation-pit support structure construction process, a guide-wall construction process, a single secant pile construction process and a construction process of piles in row are adopted. The foundation-pit support structure construction process has the advantages that a whole pile casing arc punching method is adopted for secant piles, and the problem that bored concrete piles are difficult to form under an unfavorable geology condition; steel pile casings are adopted for the secant piles while protective mud walls are adopted for the bored concrete piles, and therefore influences on surroundings caused by overflowing of cement can be reduced; the secant piles have better perpendicularity than the bored concrete piles, hole collapse cannot occur, and operators can directly go down to clear up impurities when the impurities in soil cause influences in a digging-down process; from the point of economy, the secant piles can save 20%-30% of expenditures compared with an underground diaphragm wall structure which is commonly used for a tunnel foundation pit, and economical efficiency is good.
Description
Technical field
The present invention relates to technical field of building construction, be specifically related to a kind of foundation pit enclosure structure construction technology.
Background technology
Because area, down town building, means of transportation are dense, therefore the excavation of foundation pit of urban construction project can only carry out vertical cut under supporting and protection structure protection.The general form adopting of urban construction deep footing groove enclosing structure has bored pile to add cement mixing pile composite construction at present, continuous underground wall structure and SMW engineering method. and relative above-mentioned space enclosing structure, hole-drilling interlocking pile is rarer application in the whole nation.The method is applicable to the construction of the underground construction deep footing groove enclosing structure under soft stratum, aquifer sand layer geological condition.Adopt reinforced concrete pile and plain concrete pile cutting to be bited into the pattern of campshed, it goes along with sb. to guard him with stagnant water effect fine, and construction costs is than diaphragm wall and low 20%～30% left and right of hand excavated pile.For this reason, in deep-foundation pit engineering, having introduced hole-drilling interlocking pile work method is the trial of an innovation.
Summary of the invention
The object of the invention is in order to guarantee the construction of the underground construction deep footing groove enclosing structure of soft stratum, aquifer sand layer geology, adopt the precision of location, hole-drilling interlocking pile aperture to improve pile body efficiency in place, before interlocking pile pile, in both sides, stake top, apply concrete guide wall or steel concrete is led wall, employing reinforced concrete pile and plain concrete pile cutting are bited into the pattern of campshed, to go along with sb. to guard him and sealing.
To achieve these goals, the technical solution used in the present invention is specific as follows:
One, construction of guide wall
In order to guarantee the precision of hole-drilling interlocking pile aperture location and to improve pile body efficiency in place, before interlocking pile pile, in both sides, stake top, apply concrete guide wall or steel concrete is led wall.
Two, single interlocking pile construction technology process
(1) when location, leading wall has after enough intensity, in place with crane mobile drill, and makes main frame holding tube device center correspondence be positioned to lead center, porthole position;
(2) single pile pore-forming is be pressed into (degree of depth is 1.5～2.5m) along with the 1st joint casing, arc making bucket is along with fetching earth in casing, while grabbing scholar, continue to press down casing, after the 1st joint is all pressed into, detection of vertical degree, after qualified, connect the 2nd joint casing, be so circulated to and be pressed onto design stake end absolute altitude;
(3) after pore-forming passed examination, lay reinforcing cage work, now should guarantee that reinforcing cage absolute altitude is correct;
(4), as there being water in hole, need to adopt the construction of underwater concrete perfusion; As anhydrous in hole, adopt dry hole perfusion construct and note vibrating;
(5) pull out a pile: on one side on one side fluid concrete pulls out casing, should note keeping at the bottom of casing lower than concrete surface >=2.5m.
Three, campshed construction technology process
Flow process: A1 → A2 → B1 → A3 → B2 → A4 → B3 ...
1, control measure
(1) pore-forming accuracy is controlled: for controlling the pore-forming accuracy of interlocking pile, reach construction and standards of acceptance requirement, adopt the measure of pore-forming accuracy Whole Process Control.What this engineering adopted is on pile facility, to hang two terminals control north and south, East and West direction casing outer wall vertical degree and carry out verticality inspection in hole with two inclinometers.The adjustment of rectifying a deviation in time while finding that there is deviation.
(2) determining of A pile concrete slow setting time: after determining single pile pile required time t, can calculate A pile concrete slow setting time T according to following formula
T＝3t+K
Wherein, K is the storage time, generally gets 1.5t.
2, construction problem and solution
(1) prevent piping measure: in B stake pore forming process, because A pile concrete does not solidify completely, also in flow regime, so it likely pours in B stake hole from A, B stake intersection, forms " piping ".Overcoming measure has: 1. control A stake slump < 14cm; 2. casing 15m at least at the bottom of hole in advance; 3. whether Real Time Observation A pile concrete end face sink, if find, sink and should stop immediately B stake excavation, and on one side casing is pressed down as far as possible, to B stake in banket or water filling (balance A pile concrete pressure) on one side, until prevent " piping ".
(2) meet underground obstacle processing method: what adopt due to interlocking pile is steel casing, so can hang under operating personnel rid in hole.
(3) overcome rising of steel cage method: when upwards extracting casing, likely take up the reinforcing cage of putting well.Preventive action can select to reduce B pile concrete aggregate size or can be at reinforcing cage bottom weldering lastblock than himself smaller steel sheet to increase its anti-floating ability.
What beneficial effect of the present invention was the employing of (1) interlocking pile is full casing arc making method, can overcome the problem of bored pile piling difficulty under unfavorable geological condition; (2) interlocking pile adopts steel casing, and what unlike castinplace pile, use is mud off, can greatly reduce the impact that mud overflows on surrounding environment; (3) interlocking pile verticality is better than castinplace pile, can collapse hole, under the operating personnel that can directly go down while digging in process to have foreign material to affect as run in the soil body foreign material are cleared up; (4), from economic angle, the continuous underground wall structure that interlocking pile is more conventional than tunnel foundation ditch will be economized 20%～30% funds, good economy performance.
The specific embodiment
In conjunction with Practical Project, the present invention will be further described.
Example one
1, design conditions
This main body is B1 multispan rectangular frame structure, adopts open cut to construct along the practice.Former design scheme foundation pit enclosure structure adopts bored pile to add cement mixing pile water stopping curtain, establishes steel supporting system in hole.But because this Deep Foundation Pit excavation is darker, reached 10.2m, an and segment base hole and highrise building distance 5.8m only wherein, and because excavation place is assorted, fill out and in scholar, be embedded with building waste, there are a lot of various assorted things of filling out, situation is very complicated, finds that general bored pile pile is more difficult after field trial; In addition, this section of Groundwater buried depth is more shallow and abundant, and Collapse Deformation easily occurs in stake hole.Hole-drilling interlocking pile is owing to having adopted all steel sleeve pipe retaining wall, can effectively prevent quicksand in hole, gush the generation of sand phenomenon, and can be effectively controlled by its pore-forming accuracy of real time monitoring, its " meat or fish (referring to reinforced concrete pile) ", " element (referring to the solidifying soil stake of element) " mutual interlock are arranged, gear soil and stagnant water effect are splendid, good economy performance.Finally by many factors, consider, this engineering decision adopts this novel space enclosing structure pattern of interlocking pile.
2. skills in drilling occlusive pile construction
(1), construction of guide wall
In order to guarantee the precision of hole-drilling interlocking pile aperture location and to improve pile body efficiency in place, should before interlocking pile pile, first in both sides, stake top, apply concrete guide wall or steel concrete is led wall.
(2), single interlocking pile construction technology process
A, casing rig are in place: when location, leading wall has after enough intensity, in place with crane mobile drill, and make main frame holding tube device center correspondence be positioned to lead center, porthole position;
B, single pile pore-forming: its step is be pressed into (degree of depth is 1.5～2.5m) along with the 1st joint casing, arc making bucket is along with fetching earth in casing, while grabbing scholar, continue to press down casing, after being all pressed into, the 1st joint (on general ground, stays 1～2m, so that extend neck) detection of vertical degree, after qualified, connect the 2nd joint casing, be so circulated to and be pressed onto design stake end absolute altitude;
C, install reinforcing cage: for B stake, after pore-forming passed examination, lay reinforcing cage work, now should guarantee that reinforcing cage absolute altitude is correct;
D, concrete perfusion: as there being water in hole, need to adopt the construction of underwater concrete perfusion; As anhydrous in hole, be used in hole perfusion and construct and note vibrating;
E, pull out a pile: on one side fluid concrete pulls out casing, should note keeping at the bottom of casing lower than concrete surface >=2.5m on one side.
(3) campshed construction technology process
Flow process: A1 → A2 → B1 → A3 → B2 → A4 → B3 ...
(4) control measure
A, pore-forming accuracy are controlled: for controlling the pore-forming accuracy of interlocking pile, reach construction and acceptance requirement, adopt the measure of pore-forming accuracy Whole Process Control.What this engineering adopted is on pile facility, to hang two terminals control north and south, East and West direction casing outer wall vertical degree and carry out verticality inspection in hole with two inclinometers.The adjustment of rectifying a deviation in time while finding that there is deviation.
Determining of b, A pile concrete slow setting time: after determining single pile pile required time t, can calculate A pile concrete slow setting time T according to following formula
T＝3t+K
Wherein, K is the storage time, generally gets 1.5t.
(5), construction problem and solution
A, prevent piping measure: in B stake pore forming process, because A pile concrete does not solidify completely, also in flow regime, so it likely pours in B stake hole from A, B stake intersection, forms " piping ".Overcoming measure has: 1. control A stake slump < 14cm; 2. casing 15m at least at the bottom of hole in advance; 3. whether Real Time Observation A pile concrete end face sink, if find, sink and should stop immediately B stake excavation, and on one side casing is pressed down as far as possible, to B stake in banket or water filling (balance A pile concrete pressure) on one side, until prevent " piping ".
B, meet underground obstacle processing method: what adopt due to interlocking pile is steel casing, so can hang under operating personnel rid in hole.
C, overcome rising of steel cage method: when upwards extracting casing, likely take up the reinforcing cage of putting well.Preventive action can select to reduce B pile concrete aggregate size or can be at reinforcing cage bottom weldering lastblock than himself smaller steel sheet to increase its anti-floating ability.
3, engineering practice effect and analysis
After to the choosing of various space enclosing structure patterns ratio, finally in base pit engineering, selected this novel construction method of hole-drilling interlocking pile.In construction, at the foundation ditch near a side, adopt φ 1200 interlocking piles, all the other foundation ditch sections adopt φ 1000 interlocking piles, interlock 200mm between stake, and stake is long is 19.2m.Due to interlocking pile, this is gone along with sb. to guard him pattern and uses in engineering, and base pit engineering is again the important engineering of whole project, therefore be necessary very much to follow the tracks of construction progress in Excavation Process, to pile body sidesway, cheat all land subsidences and formation displacement, nearby buildings, the distortion such as network of underground and stressing conditions are monitored, by the monitored data obtaining, compare and analyze with predicted value or calculated value, can reflect reliably the impact that engineering construction causes, can with the form of measuring, reflect this effect more exactly, also it is objective to carry out the applicability of interlocking pile, evaluate accurately.
4, the evaluation analysis of hole-drilling interlocking pile new technology
From base pit engineering, adopt practice of construction process and the effect of this novel space enclosing structure pattern of hole-drilling interlocking pile to find out, hole-drilling interlocking pile other several conventional patterns of going along with sb. to guard him of comparing have himself very large advantage: what (1) interlocking pile adopted is full casing arc making method, can overcome the problem of bored pile piling difficulty under unfavorable geological condition; (2) interlocking pile adopts steel casing, and what unlike castinplace pile, use is mud off, can greatly reduce the impact that mud overflows on surrounding environment; (3) interlocking pile verticality is better than castinplace pile, can collapse hole, under the operating personnel that can directly go down while digging in process to have foreign material to affect as run in the soil body foreign material are cleared up; (4), from economic angle, the continuous underground wall structure that interlocking pile is more conventional than subway tunnel foundation ditch will be economized 20%～30% funds, good economy performance.
Claims (1)
1. a foundation pit enclosure structure construction technology, is characterized in that this technique comprises following technical scheme:
(1), construction of guide wall is in order to guarantee the precision of hole-drilling interlocking pile aperture location and to improve pile body efficiency in place, applies concrete guide wall or steel concrete is led wall before interlocking pile pile in both sides, stake top;
(2), single interlocking pile construction technology process leads wall and has after enough intensity when location, mobile drill is in place, and makes main frame holding tube device center correspondence be positioned to lead center, porthole position; Single pile pore-forming is be pressed into (degree of depth is 1.5～2.5m) along with the 1st joint casing, and arc making bucket, along with fetching earth in casing, continues to press down casing while grab soil, after the 1st joint is all pressed into, detection of vertical degree, connects the 2nd joint casing after qualified, is so circulated to and is pressed onto a design stake end absolute altitude; After pore-forming passed examination, lay reinforcing cage work, now should guarantee that reinforcing cage absolute altitude is correct; As there being water in hole, need to adopt the construction of underwater concrete perfusion; As anhydrous in hole, adopt dry hole perfusion construct and note vibrating; Pull out a pile: on one side on one side fluid concrete pulls out casing, should note keeping at the bottom of casing lower than concrete surface >=2.5m;
(3), campshed construction technology process flow process: A1 → A2 → B1 → A3 → B2 → A4 → B3
(4), control measure pore-forming accuracy is controlled: for controlling the pore-forming accuracy of interlocking pile, reach construction and standards of acceptance requirement, adopt the measure of pore-forming accuracy Whole Process Control; The adjustment of rectifying a deviation in time while finding that there is deviation; Determining of A pile concrete slow setting time: after determining single pile pile required time t, can calculate A pile concrete slow setting time T, T=3t+K according to following formula; Wherein, K is the storage time, gets 1.5t.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201210310690.1A CN103628485A (en) | 2012-08-27 | 2012-08-27 | Foundation-pit support structure construction process |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201210310690.1A CN103628485A (en) | 2012-08-27 | 2012-08-27 | Foundation-pit support structure construction process |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN103628485A true CN103628485A (en) | 2014-03-12 |
Family
ID=50209912
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201210310690.1A Pending CN103628485A (en) | 2012-08-27 | 2012-08-27 | Foundation-pit support structure construction process |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN103628485A (en) |
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105887867A (en) * | 2016-06-23 | 2016-08-24 | 邱树贵 | Construction underground continuous piling wall and construction method thereof |
| CN106958242A (en) * | 2017-04-01 | 2017-07-18 | 浙江龙翔建设有限公司 | Steel pile casting is installed and method for dismounting |
| CN107142952A (en) * | 2017-06-19 | 2017-09-08 | 中国市政工程中南设计研究总院有限公司 | Construction method of interlocking pile and the occlusion pipe applied to this method |
-
2012
- 2012-08-27 CN CN201210310690.1A patent/CN103628485A/en active Pending
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105887867A (en) * | 2016-06-23 | 2016-08-24 | 邱树贵 | Construction underground continuous piling wall and construction method thereof |
| CN106958242A (en) * | 2017-04-01 | 2017-07-18 | 浙江龙翔建设有限公司 | Steel pile casting is installed and method for dismounting |
| CN107142952A (en) * | 2017-06-19 | 2017-09-08 | 中国市政工程中南设计研究总院有限公司 | Construction method of interlocking pile and the occlusion pipe applied to this method |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN103088814A (en) | Rotary drilling rig coordinated with percussion drill hole-forming construction method | |
| CN203846485U (en) | Long pile percussion drill hole forming construction device | |
| CN106400782B (en) | A kind of construction method for going along with sb. to guard him hole-drilling interlocking pile using rotary drilling rig construction foundation pit | |
| CN103243747B (en) | Deviation rectifying method of prestressed concrete pipe pile foundation | |
| CN105887813A (en) | Large-diameter super-long pile construction method in karst area through full-casing pipe full rotating and rotary drilling | |
| CN104846829B (en) | Shield-reserved penetration composite type foundation pit support wall and construction method thereof | |
| CN105239563A (en) | Dry-method hole forming filling pile structure for post-grouting matched rotary drilling rig and construction method | |
| CN109555116A (en) | A kind of high density karst intense development area fully-sleeved filled pile construction method | |
| CN108894210A (en) | The comprehensive construction method of continuous wall trench under a kind of COMPLEX MIXED formation condition for sea area | |
| CN106351241A (en) | Deep-water foundation construction method for large-span continuous beam adjacent to existing railway line | |
| CN101906787B (en) | Construction and processing method of great deep vertical inclinometer pipe in stratum containing gravels | |
| CN104264663A (en) | Hard cutting construction technology for secant piles | |
| CN104929136A (en) | Urban complex underground obstacle working condition occlusive pile enclosure construction method | |
| CN103924585A (en) | Novel method for constructing wind power rock-embedded pile | |
| CN107503344A (en) | The construction method of turnover type merogenesis steel pile casting retaining wall manually digging hole filling pile | |
| CN103628485A (en) | Foundation-pit support structure construction process | |
| CN110306989A (en) | A kind of non-open cut assembled pipe canal digging support reinforcement method | |
| CN105200994A (en) | Construction method for reserved shield crossing composite foundation pit support device | |
| CN106498951B (en) | A kind of shaft excavation construction method | |
| CN202925575U (en) | Pre-buried structure for core-drilling detection of foundation pile | |
| CN209179010U (en) | A kind of municipal pipeline crosses the building enclosure of foundation pit | |
| CN103806444A (en) | Soft soil layer rotary excavating pile construction method | |
| CN110080238A (en) | Deep one meat or fish dyadic combined type pile forming method of loose Backfilled Stone Layer interlocking pile | |
| CN102605781A (en) | Rocky bed steel pipe pile sinking construction process | |
| CN105274984A (en) | Double-casing-pipe full-circle-swinging erect column pile construction method |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| C02 | Deemed withdrawal of patent application after publication (patent law 2001) | ||
| WD01 | Invention patent application deemed withdrawn after publication |
Application publication date: 20140312 |