CN101294385A - Pressure casting non-sand concrete pile - Google Patents
Pressure casting non-sand concrete pile Download PDFInfo
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- CN101294385A CN101294385A CNA2008100976988A CN200810097698A CN101294385A CN 101294385 A CN101294385 A CN 101294385A CN A2008100976988 A CNA2008100976988 A CN A2008100976988A CN 200810097698 A CN200810097698 A CN 200810097698A CN 101294385 A CN101294385 A CN 101294385A
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Abstract
A pressure grouting non-fines concrete pile belongs to the construction engineering field, and is particularly applicable to strengthening river levees and reinforcing road-widening lap joints. The pressure grouting non-fines concrete pile comprises a borehole (1), a grouting pipe (2), a sleeve valve pipe (3), graded gravels or crushed stones (4) and a grouting body (5), wherein, the sleeve valve pipe (3) is composed of a sleeve valve pipe grout stop piston (6), a sleeve valve pipe grout injecting hole (7), a sleeve valve pipe screen tube (8) and a rubber bush (9). During the implementation process, a boring machine is firstly utilized to form the borehole (1) until the design depth of the non-fines concrete pile is reached, the grouting pipe (2) and the sleeve valve pipe (3) with the length of the both equal to the depth of the borehole (1) are inserted, then the graded gravels or the crushed stones (4) are filled in, and finally the grouting pipe (2) is utilized to carry out first grouting, the amount of which is equal to the grout output of the borehole (1); after the grout is initially condensed, the sleeve valve pipe (3) is utilized for carrying out secondary middle-high pressure grouting, the pressure of which is 1 to 5 MPa, and the grouting flow rate is 10 to 60 L/min. The pressure grouting non-fines concrete pile has the advantages that the design is reasonable, the construction is simple, the bearing capacity is high, and the anti-seepage capacity of the reinforced section is improved.
Description
Technical field:
The invention belongs to building engineering field, particularly be applicable to the pressure casting non-sand concrete pile that the rivers embankment is reinforced, the road widening overlap joint is reinforced.
Background technology:
China is vast in territory, geological conditions is intricate, soft rock, weak soil and weak soil that the various origin causes of formation are arranged, special in the east and the flourishing relatively area of southeast economy show particularly outstandingly, the main feature of such geotechnical body comprises: resistance to compression (or shearing resistance) intensity is low, porosity is high, compression coefficient is big etc.At such ground problem, compound base is simple with its technology, easy construction, advantage such as cheap have obtained using widely.Yet for the soil body comparatively closely knit rivers embankment or existing roadbed, common crushed stone pile, powder spray piling are difficult to reach the reinforcing purpose owing to be difficult to construction; And the pore-forming broken stone pile is in construction works, owing to can't improve the characteristic of inter-pile soil, its composite foundation often is difficult to satisfy the requirement of high-bearing capacity ground; In addition, for the rivers embankment, antiseepage is its most important technical requirements, and common compound base is difficult to guarantee and improve the antiseepage grade of rivers embankment.
Summary of the invention
Be to solve the problem that common compound base is difficult to satisfy simultaneously rivers embankment bearing capacity and antiseepage class requirement, a kind of easy construction, bearing capacity height be provided, can satisfy the pressure casting non-sand concrete pile of rivers embankment antiseepage class requirement again.
A kind of pressure casting non-sand concrete pile comprises boring 1, Grouting Pipe 2, sleeve valve pipe 3, graded gravel or rubble 4, injecting cement paste 5; Its half sleeve valve pipe 3 is only starched piston 6 by sleeve valve pipe, and sleeve valve pipe is penetrated slurry hole 7, sleeve valve pipe floral tube 8, and rubber case 9 is formed.
At first utilize boring machine to form boring 1 in the implementation process to non-fine concrete stake projected depth, insert Grouting Pipe 2 and sleeve valve pipe 3, Grouting Pipe 2 and sleeve valve pipe 3 length are with boring 1 degree of depth, insert graded gravel or rubble 4 then, utilize Grouting Pipe 2 to implement once grouting earlier, once grouting is as the criterion with the 1 aperture pulp of holing, after the slurries initial set, utilize sleeve valve pipe 3 to implement secondary high-pressure slip-casting, secondary high-pressure slip-casting is relevant with undisturbed soil condition, stake hole depth, position and grouting sequence etc.Secondary mesohigh grouting pressure is 1～5MPa, and flow rate of grouting is 10～60L/min.In the secondary grouting process, sleeve valve pipe is set only starches piston 6, penetrate slurry hole 7 pulps,, finally implement secondary high-pressure slip-casting, form injecting cement paste 5 at each different parts of pile body because slurries pressure backs down rubber case 9 from sleeve valve pipe in diverse location.In the secondary high-pressure slip-casting process, the control flow rate of grouting is very important, and during greater than 3MPa, flow is the smaller the better, generally is controlled at 10～30L/min at grouting pressure.Also can adopt the grouting mode of interruption, make that the high pressure slurry can effectively spread, release of pressure, thereby reach the design grouting amount.
Injecting cement paste carries out slip casing by pressure by pre-buried Grouting Pipe in the non-fine concrete stake or sleeve valve pipe, make the bearing capacity of a side and end resistance and soil layer and the raising that modulus of deformation all has suitable amplitude, determined it to form higher Bearing Capacity of Composite Foundation and stronger controlled deformation ability.
The advantage of pressure casting non-sand concrete pile is: reasonable in design, and easy construction, the bearing capacity height can improve the section antiseepage ability of reinforcing.This makes full use of the pressure-bearing characteristic of pile body, the works on one end and top joins, the other end then links to each other with the geotechnical body that underlies by boring, under the effect of mesohigh slip casting, formed continuous special-shaped enlarged body (Fig. 1) around " non-fine concrete stake ", therefore during " pressure casting non-sand concrete pile " pressure loading on bearing vertical direction, not only to overcome the frictional resistance of pile body and geotechnical body, also to overcome the compressive strength of enlarged body pressurized position geotechnical body and the shear strength of injecting cement paste simultaneously, thereby can effectively improve the supporting effect of " pressure casting non-sand concrete pile ".In implementing the high-pressure slip-casting process, slurries remove becomes rigid pile with rubble by the discrete material gluing, also has most of stake week soil that infiltrates.This part slurries is except taking place the chemical reaction with stake week soil, and combination that can also be by infiltration, compacted, filling or various ways etc. are same-action not, changes the physical and mechanical property of stake week soil.This is the key character that pressure casting non-sand concrete pile composite foundation is different from other composite foundation.The pressure casting non-sand concrete pile can also limit the lateral deformation of inter-pile soil body, makes the ability of slip casting non-fine concrete pile composite foundation opposing vertical deformation strengthen.Compare with common composite foundation pile body, it is about 30%～40% that pressure casting non-sand concrete pile bearing capacity improves, and Bearing Capacity of Composite Foundation improves 50%～60%.
In addition, by the construction of pressure casting non-sand concrete pile, make that being reinforced the rivers embankment reinforces the leakage preventing structure that section formation is similar to the vertical seepage control wall, on the one hand, because it is less that the slip casting section forms the permeability of the cement soil body own, make that reinforcing the section barrier performance is improved; In addition, because slurries in the gluing of rubble and the splitting diffusion of slurries, make the ability of reinforcing the peripheral hydrostatic pressure of section opposing rivers embankment improve greatly, guaranteed to reinforce the flood fighting flood control capacity of back rivers embankment.This also is the important technology characteristics that pressure casting non-sand concrete pile composite foundation is different from common compound base.The present invention be applied to meet after testing in the actual engineering People's Republic of China's industry standard and national standard " technical code for building pile foundation " (JGJ79-2002), " highway soft soil ground embankment design and construction technical specification " (JTJ017-96), " building foundation engineering construction quality standards of acceptance " (GB50202-2002), " highway subgrade design specifications " (JTJ031-95) and " Code for design of building " (GB50007).
Description of drawings
Fig. 1 pressure casting non-sand concrete pile structure schematic diagram.
Fig. 2 pressure casting non-sand concrete pile structure schematic cross-section.
Fig. 3 valve tubular structure schematic diagram of tucking inside the sleeve.
Fig. 4 valve tube section schematic diagram of tucking inside the sleeve.
The specific embodiment
Below in conjunction with drawings and Examples to the detailed description of the invention.
Pressure casting non-sand concrete pile shown in the figure, 1 for holing, and 2 is Grouting Pipe, and 3 are sleeve valve pipe, and 4 is graded gravel or rubble, and 5 is injecting cement paste, and 6 is that sleeve valve pipe is only starched piston, and 7 is that sleeve valve pipe is penetrated the slurry hole, and 8 is sleeve valve pipe floral tube, and 9 is rubber case.At first utilize boring machine to form boring 1 in the implementation process to the pile body projected depth, insert Grouting Pipe 2 and sleeve valve pipe 3, Grouting Pipe 2 and sleeve valve pipe 3 length are with boring 1 degree of depth, insert graded gravel or rubble 4 then, utilize Grouting Pipe 2 to implement once grouting earlier, once grouting is as the criterion with 1 aperture pulp, after the slurries initial set, utilize sleeve valve pipe 3 to implement secondary grouting, secondary high-pressure slip-casting and undisturbed soil condition, the stake hole depth, position and grouting sequence etc. are relevant, according to present embodiment Dike Along Lower Yellow River field condition, design secondary mesohigh grouting pressure is 3～4MPa, and flow-control is at 10～30L/min.In the secondary grouting process, the valve pipe that is set to tuck inside the sleeve is only starched piston 6 in diverse location, penetrates slurry hole 7 pulps from sleeve valve pipe, because slurries pressure backs down rubber case 9, finally implements secondary high-pressure slip-casting at each different parts of pile body, forms injecting cement paste 5.
At first utilize boring machine to form boring 1 in the implementation process to the pile body projected depth, insert Grouting Pipe 2 and sleeve valve pipe 3, Grouting Pipe 2 and sleeve valve pipe 3 length are with boring 1 degree of depth, insert graded gravel or rubble 4 then, utilize Grouting Pipe 2 to implement once grouting earlier, once grouting is as the criterion with 1 aperture pulp, after the slurries initial set, utilize sleeve valve pipe 3 to implement secondary grouting, secondary high-pressure slip-casting and undisturbed soil condition, the stake hole depth, position and grouting sequence etc. are relevant, and according to the present embodiment field condition, design secondary mesohigh grouting pressure is 1～3MPa, in the secondary grouting process, the valve pipe that is set to tuck inside the sleeve is only starched piston 6 in diverse location, penetrates slurry hole 7 pulps from sleeve valve pipe, because slurries pressure backs down rubber case 9, finally implement secondary high-pressure slip-casting, form injecting cement paste 5 at each different parts of pile body.In the secondary high-pressure slip-casting process, flow rate of grouting is controlled at 30～60L/min.
Claims (2)
1. a pressure casting non-sand concrete pile is characterized in that the pressure casting non-sand concrete pile comprises boring (1), Grouting Pipe (2), sleeve valve pipe (3), graded gravel or rubble (4), injecting cement paste (5); Its half sleeve valve pipe (3) is only starched piston (6) by sleeve valve pipe, and sleeve valve pipe is penetrated slurry hole (7), sleeve valve pipe floral tube (8), and rubber case (9) is formed; At first utilize boring machine to form boring (1) in the implementation process to the pile body projected depth, insert Grouting Pipe (2) and sleeve valve pipe (3), Grouting Pipe (2) and sleeve valve pipe (3) length are with boring (1) degree of depth, insert graded gravel or rubble (4) then, utilize Grouting Pipe (2) to implement once grouting earlier, once grouting is as the criterion with boring (1) aperture pulp; After the slurries initial set, utilize sleeve valve pipe (3) to implement the slip casting of secondary mesohigh, secondary mesohigh grouting pressure is 1～5MPa, flow rate of grouting is 10～60L/min; In the secondary grouting process, sleeve valve pipe is set only starches piston (6), penetrate slurry hole (7) pulp,, finally implement the slip casting of secondary mesohigh, form injecting cement paste (5) at each different parts of pile body because slurries pressure backs down rubber case (9) from sleeve valve pipe in diverse location.
2. a kind of according to claim 1 pressure casting non-sand concrete pile is characterized in that secondary mesohigh grouting pressure is 3～4MPa, and flow rate of grouting is 10～30L/min.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CNA2008100976988A CN101294385A (en) | 2007-05-30 | 2008-05-23 | Pressure casting non-sand concrete pile |
Applications Claiming Priority (3)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN200710099800.3 | 2007-05-30 | ||
| CN200710099800 | 2007-05-30 | ||
| CNA2008100976988A CN101294385A (en) | 2007-05-30 | 2008-05-23 | Pressure casting non-sand concrete pile |
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| CN101294385A true CN101294385A (en) | 2008-10-29 |
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| CNA2008100976988A Pending CN101294385A (en) | 2007-05-30 | 2008-05-23 | Pressure casting non-sand concrete pile |
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Cited By (11)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102418337A (en) * | 2011-10-17 | 2012-04-18 | 湖南宏禹水利水电岩土工程有限公司 | New grouting method |
| CN102863542A (en) * | 2012-09-20 | 2013-01-09 | 无锡市凯利药业有限公司 | Improved process for producing CMC (Carboxyl Methyl Cellulose) |
| CN103410154A (en) * | 2013-08-23 | 2013-11-27 | 河南省纳川基础工程有限公司 | Constructing method for high-pressure grouting of revetment small piles |
| CN105544508A (en) * | 2015-12-02 | 2016-05-04 | 广西大学 | Cast-in-place pile applicable to karst region having communicating channels |
| CN108071173A (en) * | 2017-12-24 | 2018-05-25 | 胡晓霞 | A kind of construction method of mass concrete |
| CN109487777A (en) * | 2018-11-12 | 2019-03-19 | 山西晋建加固特种建筑工程有限公司 | A method of a reinforcing deep soft soil foundation of filling the span of a man's arms is formed using slip casing by pressure |
| CN110130427A (en) * | 2019-06-13 | 2019-08-16 | 国网江苏省电力有限公司连云港供电分公司 | The reinforcement means and organizational pile foundation of precast hollow tubular pole |
| CN111441358A (en) * | 2020-03-05 | 2020-07-24 | 南方电网科学研究院有限责任公司 | Deep well pressure grouting process |
| CN112227356A (en) * | 2019-07-15 | 2021-01-15 | 河北建设勘察研究院有限公司 | Gravel grouting steel pipe pile and preparation method thereof |
| CN113217026A (en) * | 2021-05-21 | 2021-08-06 | 瑞腾基础工程技术（北京）股份有限公司 | Construction method for secondary grouting of tunnel leading large pipe shed |
| CN114622565A (en) * | 2022-03-22 | 2022-06-14 | 白银有色集团股份有限公司 | Sedimentation grouting reinforcement process for raft equipment foundation |
-
2008
- 2008-05-23 CN CNA2008100976988A patent/CN101294385A/en active Pending
Cited By (13)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102418337B (en) * | 2011-10-17 | 2013-10-02 | 湖南宏禹水利水电岩土工程有限公司 | New grouting method |
| CN102418337A (en) * | 2011-10-17 | 2012-04-18 | 湖南宏禹水利水电岩土工程有限公司 | New grouting method |
| CN102863542A (en) * | 2012-09-20 | 2013-01-09 | 无锡市凯利药业有限公司 | Improved process for producing CMC (Carboxyl Methyl Cellulose) |
| CN103410154A (en) * | 2013-08-23 | 2013-11-27 | 河南省纳川基础工程有限公司 | Constructing method for high-pressure grouting of revetment small piles |
| CN105544508A (en) * | 2015-12-02 | 2016-05-04 | 广西大学 | Cast-in-place pile applicable to karst region having communicating channels |
| CN108071173B (en) * | 2017-12-24 | 2021-10-22 | 中国人民解放军陆军勤务学院 | Construction method of mass concrete |
| CN108071173A (en) * | 2017-12-24 | 2018-05-25 | 胡晓霞 | A kind of construction method of mass concrete |
| CN109487777A (en) * | 2018-11-12 | 2019-03-19 | 山西晋建加固特种建筑工程有限公司 | A method of a reinforcing deep soft soil foundation of filling the span of a man's arms is formed using slip casing by pressure |
| CN110130427A (en) * | 2019-06-13 | 2019-08-16 | 国网江苏省电力有限公司连云港供电分公司 | The reinforcement means and organizational pile foundation of precast hollow tubular pole |
| CN112227356A (en) * | 2019-07-15 | 2021-01-15 | 河北建设勘察研究院有限公司 | Gravel grouting steel pipe pile and preparation method thereof |
| CN111441358A (en) * | 2020-03-05 | 2020-07-24 | 南方电网科学研究院有限责任公司 | Deep well pressure grouting process |
| CN113217026A (en) * | 2021-05-21 | 2021-08-06 | 瑞腾基础工程技术（北京）股份有限公司 | Construction method for secondary grouting of tunnel leading large pipe shed |
| CN114622565A (en) * | 2022-03-22 | 2022-06-14 | 白银有色集团股份有限公司 | Sedimentation grouting reinforcement process for raft equipment foundation |
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Open date: 20081029 |