CN105113529B - Aid-sedimentation construction method for open caisson engineering in dense round gravel layer or gravel layer - Google Patents
Aid-sedimentation construction method for open caisson engineering in dense round gravel layer or gravel layer Download PDFInfo
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Abstract
The invention discloses an aid-sedimentation construction method for open caisson engineering in a dense round gravel layer or a gravel layer, which is mainly used for solving the construction problem encountered very easily in the prior art that an open caisson sinks slowly and even does not sink in open caisson construction under the geological condition of the dense round gravel layer or the gravel layer. The aid-sedimentation construction method comprises the following steps: rotationally cutting soil masses in the range of cutting edges by rotary spraying of high-pressure rotary spraying water so as to reduce the percentage of the hard round gravel layer and the frictional resistance of the soil masses and cause the open caisson to sink by own gravity, determining the depth, radius and spacing which are needed by rotary spraying according to L1 and X% after sequentially calculating the critical frictional resistance, the area of round gravels scattered by the rotary spraying water on the peripheral wall sides of the open caisson, the depth L1 of the soil piercing part of the open caisson above the cutting edges and the area proportion X% of the round gravel layer improved at the cutting edges, then selecting an appropriate high-pressure jet grouting pile machine for scattering the soil masses, and cutting earth in the open caisson so as to cause the open caisson to sink by own gravity. By adopting the technical scheme, the aid-sedimentation construction method achieves the purpose of causing the open caisson to easily sink.
Description
Technical field
The present invention relates to sinking well engineering field, specifically, is to be related to one kind to be used to sink in closely knit gravel layer or sandy gravel stratum
The construction method of well engineering.
Background technology
Open caisson is the works of pit shaft shape, and it is, to cut the earth in well, to overcome by self gravitation and sink after borehole wall frictional resistance
To designed elevation, then through concrete sealing bottom and clog wellhole so as to become Bridge Pier (pump house, upper pipe working well) or
The basis of other structures thing；Which has obtained applying in municipal works and other engineering constructions extremely widely, and this is applied
Work technology has gradually tended to ripe.But, in open caisson construction under closely knit gravel layer or sandy gravel stratum geological conditions, it is heavy easily to run into
The deep and slow slow even not heavy construction difficult problem in down-hole.
The content of the invention
The problem to be solved in the present invention is, in open caisson construction under closely knit gravel layer or sandy gravel stratum geological conditions, easily to run into
The slowly even not heavy construction difficult problem of well sinking.
In order to solve the above problems, the present invention provides following technical scheme：
A kind of sinking construction method that helps for sinking well engineering in closely knit gravel layer or sandy gravel stratum comprises the following steps：
A () calculates caisson cutting edge above open caisson and buries the gravel layer area ratio improved by partial depth L1 and cutting shoe part
X%；
B () determines churning desired depth, radius, churning desired spacing needed for churning according to L1, X%；According to following requirements
Select jet grouting pile driving machine and the position of stake is set, churning desired depth=stake is long, radius needed for churning=stake footpath, needed for churning
Spacing=pile spacing；
C the laggard horizontal high voltage injection water operation of rig drilling intubation in place of () jet grouting pile driving machine connection makes the soil body in aperture
Form flowing, the soil body of bulk；
Cut the earth in (d) open caisson, make open caisson sink by soil compaction of conducting oneself with dignity.
Specifically, the process that implements of step (a) is：
(a1) open caisson is calculated by the critical frictional resistance f to be reached that sinks that conducts oneself with dignity according to formula (1)It is critical；
fIt is critical=G/K (1)
In formula, fIt is critical- critical frictional resistance (KN/m2)；
G-open caisson deadweight (KN)；
K-and it is sinking safety coefficient, its span is 1.15～1.25；
(a2) the round gravel face that open caisson perisporium side is broken up by churning water is calculated according to formula (1) in formula (2) and step (a1)
Product AImprove；
fGravel layer.(As-AImprove)/As+fDissipate circle gravel.AImprove/As=fIt is critical (2)
In formula, fGravel layer- for hard gravel layer unit area frictional resistance, it is known that；
As-it is open caisson perisporium area, it is known that；
fDissipate circle gravel- justify the unit area frictional resistance after gravel is broken up for hard, it is known that；
fIt is critical- it is critical frictional resistance, can be calculated according to formula (1), it is known that；
AImprove--- it is for the round gravel area that open caisson perisporium side is broken up by churning, unknown；
(a3) calculate cutting shoe above open caisson to bury the gravel layer area ratio improved by partial depth L1 and cutting shoe part
X%；Cutting shoe height h is known；
fh=fDissipate circle gravel.X%+fGravel layer. (1-X%) (3)
In formula, fh- it is the critical friction power that the soil body is corresponded in basil altitude range；
It is different soil layers up and down after improved, substitutes into soil layer average friction and pass through weighted average formula f=∑ qihi/
∑hi, have
[fDissipate circle gravel.L1+fh.h]/(L1+h)=fIt is critical (4)
Formula (3) substitution (4) can be obtained：
fDissipate circle gravel.L1+[fDissipate circle gravel.X%+fGravel layer. (1-X%)] .h=fIt is critical.(L1+h) (5)
Churning to help heavy section cutting shoe bottom when, entirely improving has following relational expression between area and well sinking depth：
AImprove=L1.LGirth+ h.X%.LGirth (6)
In formula (6), LGirthFor open caisson girth, it was known that AImproveCalculate and learn；Formula (5), (6)
In h be caisson cutting edge height, it is known that；
Therefore the linear equation in two unknowns that solution formula (5) is constituted with (6), the value of L1, X% can be drawn；
Specifically, the process that implements of step (b) is：Long=the L1+h of stake, in the long certain situation of stake, selected stake footpath,
Pile spacing, by trying whether this long, stake footpath of spray experimental verification, pile spacing can reach L1, X% for calculating, be, then this stake
Length, stake footpath, pile spacing are correct selection, no, then reselect a footpath, pile spacing and can extremely reach L1, the X% for calculating.
Specifically, the process that implements of step (c) is：
(c1) rig laggard water-filling in place is flat, vertical correction, to ensure between hole heart position and open caisson inwall distance 20
In～30cm；
(c2) adjust the angle of the drilling cramp of rig so as to get perpendicularity deviation scope≤1.5% in hole；
(c3) drill to caisson cutting edge designed elevation, play pipe, high-pressure injection water filling；
(c4) drilling rod of rig is disturbed up and down, cuts the soil body；
(c5) repeat step (c3) and (c4) stop when being less than grouting amount 20% to the leakage amount for drilling, and now the soil body is obtained
Fully cut.
Specifically, the rotation of the drilling rod of rig and lifting continuously must not interrupted, and keep rotating speed and lifting speed constant, tear open
Drilling rod will be kept when unloading drilling rod there are more than the 0.1m laps of splice.
Compared with prior art, the invention has the advantages that：
(1) by the soil body in the range of high-pressure rotary-spray water churning rotary cutting cutting shoe in the present invention, reduce hard gravel layer
Shared percentage, is reduced soil body frictional resistance, makes open caisson smoothly be sunk by self gravitation.
(2) present invention and traditional caisson sinking construction are compared, by the stake of control jet grouting pile driving machine it is long, between stake footpath, stake
Away from, reduce frictional resistance of the soil body to the borehole wall, it is ensured that the smooth sinking of open caisson, what thoroughly solution well sinking did not slowly even sink asks
Topic, and take other to help the risk of heavy measure, it is ensured that the quality of construction.
(3) spray water with high pressure and smash gravel layer, the soil body is stirred, produce certain swelling mud reach loosening soil layer,
Lubrication borehole wall drag-reduction effect is formed, efficiency of construction is improved, is made open caisson smoothly sink, increase construction speed.
(4) present invention helps heavy technique to compare with thixotropic slurry, is not limited by place, without preloading, it is to avoid guide hole thixotropic slurry
The hidden danger that the safety brought, quality, environmental protection bring；And process is simple, save construction cost.
Description of the drawings
Fig. 1 is the structured flowchart of the present invention.
Specific embodiment
The invention will be further described with reference to the accompanying drawings and examples, and embodiments of the present invention are included but is not limited to
The following example.
Embodiment
As shown in figure 1, the sinking construction method that helps for sinking well engineering in closely knit gravel layer or sandy gravel stratum is revolved by high pressure
The soil body in the range of water spray churning rotary cutting cutting shoe, reduces the percentage shared by hard gravel layer, reduces soil body frictional resistance,
Open caisson is made to sink by self gravitation, which comprises the following steps：
1.1 calculate open caisson by the critical frictional resistance f to be reached that sinks that conducts oneself with dignity according to formula (1)It is critical；
fIt is critical=G/K (1)
In formula, fIt is critical- critical frictional resistance (KN/m2)；
G-open caisson deadweight (KN)；
K-and it is sinking safety coefficient, its span is 1.15～1.25, and the present embodiment K values take 1.25；
1.2 calculate the round gravel area that open caisson perisporium side is broken up by churning water according to formula (1) in formula (2) and step (a)
AImprove；
fGravel layer.(As-AImprove)/As+fDissipate circle gravel.AImprove/As=fIt is critical (2)
In formula, fGravel layer- for hard gravel layer unit area frictional resistance, it is known that；
As-it is open caisson perisporium area, it is known that；
fDissipate circle gravel- justify the unit area frictional resistance after gravel is broken up for hard, rule of thumb (or experiment) can determine that, it is known that；
fIt is critical- it is critical frictional resistance, can be calculated according to formula (1), it is known that；
AImprove--- it is for the round gravel area that open caisson perisporium side is broken up by churning, unknown；
1.3 calculating cutting shoe above open caissons bury the gravel layer area ratio X% improved by partial depth L1 and cutting shoe part；
Cutting shoe is known highly for h；
fh=fDissipate circle gravel.X%+fGravel layer. (1-X%) (3)
In formula, fh- it is the critical friction power that the soil body is corresponded in basil altitude range；
It is different soil layers up and down after improved, substitutes into soil layer average friction and pass through weighted average formula f=∑ qihi/
∑hi, have
[fDissipate circle gravel.L1+fh.h]/(L1+h)=fIt is critical (4)
Formula (3) substitution (4) can be obtained：
fDissipate circle gravel.L1+[fDissipate circle gravel.X%+fGravel layer. (1-X%)] .h=fIt is critical.(L1+h) (5)
Churning to help heavy section cutting shoe bottom when, entirely improving has following relational expression between area and well sinking depth：
AImprove=L1.LGirth+ h.X%.LGirth (6)
In formula (6), LGirthFor open caisson girth, it was known that AImproveCalculate and learn；H in formula (5), (6) is caisson cutting edge
Highly, it is known that；
Therefore the linear equation in two unknowns that solution formula (5) is constituted with (6), the value of L1, X% can be drawn；
1.7 according to L1, X%, determines churning desired depth, radius, churning desired spacing needed for churning；According to following requirements
Select jet grouting pile driving machine and the position of stake is set, churning desired depth=stake is long, radius needed for churning=stake footpath, needed for churning
Spacing=pile spacing；
1.8 long=L1+h, in the long certain situation of stake, select stake footpath, pile spacing, by this stake of examination spray experimental verification
Whether length, stake footpath, pile spacing can reach L1, the X% for calculating, and be, then this long, stake footpath, pile spacing are correct selection, no,
Then reselect a footpath, pile spacing and can extremely reach L1, the X% for calculating；
The laggard water-filling in place of 1.9 rigs is flat, vertical correction, with ensure between hole heart position and open caisson inwall distance 20～
In 30cm；The present embodiment takes 30cm；
The angle of the drilling cramp of 2.0 adjustment rigs so as to get perpendicularity deviation scope≤1.5% in hole；
2.1 drill to caisson cutting edge designed elevation, play pipe, high-pressure injection water filling；
The drilling rod of 2.2 rigs is disturbed up and down, cuts the soil body；
The leakage amount of 2.3 repeat steps 2.1 and 2.2 to drilling stops when being less than grouting amount 20%, and now the soil body is filled
Cutting is cut；
Cut the earth in 2.3 open caissons, make open caisson sink by soil compaction of conducting oneself with dignity.
Complete the purpose that step 1.1～2.3 item complete in closely knit gravel layer or sandy gravel stratum, make open caisson smoothly sink.
Wherein, the rotation of the drilling rod of rig and lifting continuously must not interrupted, and keep rotating speed and lifting speed constant, dismounting
Drilling rod will be kept during drilling rod there are more than the 0.1m laps of splice；More than 20% or completely not grout person, should ascertain the reason, take corresponding
Measure, repeat drilling repeat high-pressure injection water filling, the soil body is fully cut (be typically repeated 3～5 times)；Leakage amount mistake
It is greatly that effective high pressure water injection spray regime is inadaptable with water injection rate caused, reduction injection pressure can be taken when leakage amount is larger；
It is appropriate to reduce nozzle diameter；Accelerate the measures such as lifting and churning speed, reduce leakage amount, high pressure water injection amount is larger to be caused to avoid
Spray regime larger damage is made to the borehole wall.
As a example by Sewage Disposal：The engineering is full underground type sewage disposal reason station, and long 26m, wide 11m, deep 10.35m are adopted
Caisson sinking construction technique, has close shape gravel layer in 2.4～7.2m, and whole place between 1881.99～1885.81m
It is distributed；Relevant parameter (the stake for helping heavy mode, spray determination being calculated and tried by the design principle for calculating above using the present invention
Ф 500) clear distance 0.7m between stake, churning depth 6.5m are selected in footpath, can be effectively improved soil body area up to 80%, apply the open caisson
Work is smoothly sunk；One row Φ, 500 jet grouting pile driving machines, stake outer wall are being set away from open caisson outer wall 30cm positions surrounding specially
Between clear distance be 70cm, ejected from nozzle with 20～40MPa high-pressure sprays, the drilling rod carried using jet grouting pile driving machine is band
The water injection pipe for having nozzle creeps into face absolute altitude heavy to cutting shoe design, and slowly rotates with 20r/min, is punched, disturbs, destroys the soil body,
Drilling rod gradually lifts generally 15-30cm/min with certain speed simultaneously, makes the soil body in aperture be able to fully be cut into bulk, and one
It is secondary the churning of all churning hole positions to be stirred deeply to 6.5m depths；Using method of cutting the earth in general well, conducted oneself with dignity outside soil compaction by open caisson,
Open caisson is made smoothly to sink.
Performance analysis
For the benefit that society and environment bring
Floor space of the present invention is little, and the disturbance to surrounding soil is less, and without soil erosion, the sedimentation for causing is also less, disappears
Except or effectively reduce impact to urban transportation and adjoining building, this is a kind of potential, invisible social benefit.
With clean water as raw material, obtain waste residue (roach), waste water (mud), dust and noise of construction generation etc.
To effective control and process；During engineering construction, the resident of surrounding and enterprises and institutions can normally live and work, environmental benefit
Substantially.
Economic benefit
The present invention helps heavy technics comparing with thixotropic slurry, except floor space is little, construction speed is fast, interference factor is few, favorably
Outside civilized construction, various resources preferably can be utilized, and can ensure that the excellent of around existing facility, it is ensured that periphery is original to be built
Build life, property safety of thing and resident etc.；In addition, having saved construction machinery, equipment, equipment, facility and artificial etc. a large amount of straight
The expense for connecing and putting into indirectly, economic benefit are very notable.
By taking the Hospital Sewage Treatment station of Yan'an as an example, adopt high-pressure rotary-spray help be sink to designed elevation actually occur expense for
34720 yuan；It is 213164 yuan to help according to the outer tube method of thixotropic slurry and be sink to designed elevation budget expense, investment reduction cost 178444
Unit.
Present device is facilitated, and construction technology is simple, and efficiency of construction is high, can be compared with the reduction of erection time of limits.
According to above-described embodiment, the present invention just can be realized well.What deserves to be explained is, before said structure design
Put, be to solve same technical problem, even if some made in the present invention are adopted without substantial change or polishing
Technical scheme essence still as the present invention, therefore which should also be as within the scope of the present invention.
Claims (5)
1. it is a kind of to help sinking construction method for sinking well engineering in closely knit gravel layer or sandy gravel stratum, it is characterised in that under which includes
Row step：
A () calculates caisson cutting edge above open caisson and buries the gravel layer area ratio X% improved by partial depth L1 and cutting shoe part；
B () determines churning desired depth, radius, churning desired spacing needed for churning according to L1, X%；Selected according to following requirements
Jet grouting pile driving machine simultaneously arranges the position of stake, and churning desired depth=stake is long, radius needed for churning=stake footpath, churning desired spacing
=pile spacing；
C the laggard horizontal high voltage injection water operation of rig drilling intubation in place of () jet grouting pile driving machine connection forms the soil body in aperture
Flowing, the soil body of bulk；
Cut the earth in (d) open caisson, make open caisson sink by soil compaction of conducting oneself with dignity.
2. according to claim 1 to help sinking construction method for sinking well engineering in closely knit gravel layer or sandy gravel stratum, which is special
Levy and be, the process that implements of step (a) is：
(a1) open caisson is calculated by the critical frictional resistance f to be reached that sinks that conducts oneself with dignity according to formula (1)It is critical；
fIt is critical=G/K (1)
In formula, fIt is critical- critical frictional resistance (KN/m2)；
G-open caisson deadweight (KN)；
K-and it is sinking safety coefficient, its span is 1.15～1.25；
(a2) the round gravel area that open caisson perisporium side is broken up by churning water is calculated according to formula (1) in formula (2) and step (a1)
AImprove；
fGravel layer.(As-AImprove)/As+fDissipate circle gravel.AImprove/As=fIt is critical (2)
In formula, fGravel layer- for hard gravel layer unit area frictional resistance, it is known that；
As-it is open caisson perisporium area, it is known that；
fDissipate circle gravel- justify the unit area frictional resistance after gravel is broken up for hard, it is known that；
fIt is critical- it is critical frictional resistance, can be calculated according to formula (1), it is known that；
AImprove- round gravel the area broken up by churning for open caisson perisporium side, it is unknown；
(a3) calculate cutting shoe above open caisson to bury the gravel layer area ratio X% improved by partial depth L1 and cutting shoe part；Sword
Foot height h is known；
fh=fDissipate circle gravel.X%+fGravel layer. (1-X%) (3)
In formula, fh- it is the critical friction power that the soil body is corresponded in basil altitude range；
It is different soil layers up and down after improved, substitutes into soil layer average friction and pass through weighted average formula f=∑ qihi/∑hi,
Have
[fDissipate circle gravel.L1+fh.h]/(L1+h)=fIt is critical (4)
Formula (3) substitution (4) can be obtained：
fDissipate circle gravel.L1+[fDissipate circle gravel.X%+fGravel layer. (1-X%)] .h=fIt is critical.(L1+h) (5)
Churning to help heavy section cutting shoe bottom when, entirely improving has following relational expression between area and well sinking depth：
AImprove=L1.LGirth+ h.X%.LGirth (6)
In formula (6), LGirthFor open caisson girth, it was known that AImproveCalculate and learn；H in formula (5), (6) is that caisson cutting edge is high
Degree, it is known that；
Therefore the linear equation in two unknowns that solution formula (5) is constituted with (6), the value of L1, X% can be drawn.
3. according to claim 2 to help sinking construction method for sinking well engineering in closely knit gravel layer or sandy gravel stratum, which is special
Levy and be, the process that implements of step (b) is：Long=the L1+h of stake, in the long certain situation of stake, selectes stake footpath, pile spacing, leads to
Cross whether this long, stake footpath of examination spray experimental verification, pile spacing can reach L1, the X% for calculating, be, then this long, stake footpath, stake
Spacing is correct selection, no, then reselect a footpath, pile spacing and can extremely reach L1, the X% for calculating.
4. according to claim 3 to help sinking construction method for sinking well engineering in closely knit gravel layer or sandy gravel stratum, which is special
Levy and be, the process that implements of step (c) is：
(c1) rig laggard water-filling in place is flat, vertical correction, with ensure between hole heart position and open caisson inwall distance 20～
In 30cm；
(c2) adjust the angle of the drilling cramp of rig so as to get perpendicularity deviation scope≤1.5% in hole；
(c3) drill to caisson cutting edge designed elevation, play pipe, high-pressure injection water filling；
(c4) drilling rod of rig is disturbed up and down, cuts the soil body；
(c5) repeat step (c3) and (c4) stop when being less than grouting amount 20% to the leakage amount for drilling, and now the soil body is obtained fully
Cutting.
5. according to claim 4 to help sinking construction method for sinking well engineering in closely knit gravel layer or sandy gravel stratum, which is special
Levy and be, the rotation and lifting of the drilling rod of rig continuously must not interrupted, keep rotating speed and lifting speed constant, during dismounting drilling rod
Drilling rod to be kept has more than the 0.1m laps of splice.
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| CN106088127A (en) * | 2016-07-02 | 2016-11-09 | 天鸿建设集团有限公司 | Open caisson construction method |
| CN106168033B (en) * | 2016-08-09 | 2018-09-18 | 岩土科技股份有限公司 | A kind of vertical mud and water balance constructing device |
| CN106245653B (en) * | 2016-08-09 | 2018-03-09 | 岩土科技股份有限公司 | A kind of vertical mud and water balance construction method |
| CN108677984A (en) * | 2018-05-14 | 2018-10-19 | 广东省建筑工程机械施工有限公司 | A kind of land sunk well helps heavy technique |
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| JP2000087361A (en) * | 1998-09-10 | 2000-03-28 | Hazama Gumi Ltd | Construction method of underground structure |
| JP2004225326A (en) * | 2003-01-22 | 2004-08-12 | Kato Construction Co Ltd | Caisson cutting-edge, caisson method and paint composition for caisson cutting-edge |
| CN102155020A (en) * | 2011-01-28 | 2011-08-17 | 福建工程学院 | Open caisson construction method of reinforced concrete for soft soil layer |
| CN102505704A (en) * | 2011-12-19 | 2012-06-20 | 中国水利水电第五工程局有限公司 | Large open caisson construction method in soft geological shaft |
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