CN103806479A - Pile foundation combined grouting reinforcement construction method combining waterproof curtain - Google Patents
Pile foundation combined grouting reinforcement construction method combining waterproof curtain Download PDFInfo
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- CN103806479A CN103806479A CN201410038511.2A CN201410038511A CN103806479A CN 103806479 A CN103806479 A CN 103806479A CN 201410038511 A CN201410038511 A CN 201410038511A CN 103806479 A CN103806479 A CN 103806479A
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Abstract
The invention discloses a pile foundation combined grouting reinforcement construction method combining a waterproof curtain. The method comprises the first step of jet grouting pile drilling construction, the second step of jet grouting pile construction, the third step of jet grouting pile hole separation construction and waterproof curtain forming, the fourth step of pile body grouting and drilling construction, the fifth step of orifice grouting device building, the sixth step of pile foundation reinforced position cleaning and chambering, the seventh step of grouting through a high pressure jet grouting mode, the eighth step of reinforcing steel bar adding in grouting holes and the ninth step of grouting in a static pressure grouting mode. According to the method, the waterproof curtain formed by jet grouting piles and the combined grouting method with a static pressure grouting method and a high pressure jet grouting technology combined in a timing sequence are combined, the respective advantages of the waterproof curtain and a combined grouting technology are achieved fully, the respective defects of the waterproof curtain and the combined grouting technology are overcome to carry out the pile foundation reinforcing construction, therefore, the maximum stratum applicability and the optimal reinforcing effect are achieved, and reinforcing reliability and success rate are guaranteed.
Description
Technical field
The present invention relates to the geotechnical engineering field of civil engineering work subject, be specifically related to a kind of pile foundation reinforcement construction method.
Background technology
The grouting and reinforcing method of mainly using in current pile foundation grouting reinforcement technique both domestic and external comprises pile foundation static pressure grouting reinforcing technique and pile foundation high pressure jet grouting reinforcing technique and pile foundation combined casting reinforcing technique three classes.
1, pile foundation static pressure grouting reinforcing technique: utilize hydraulic pressure, air pressure or electrochemical principle; under orifice sealing condition, the slurries of powerful solidification effect will be there are; inject in the injected hole that pile foundation reinforcement uses by Grouting Pipe; utilize the modes such as the filling, infiltration of slurries, compacted and splitting to fill the rock fracture of hole and soil particle soil particle or the pile bottom force holding layer defective locations of pile body defective locations, thereby reach the effect of reinforcing pile foundation.
The advantage that static pressure grouting technology is reinforced pile foundation comprises: slurries range of scatter is large, and slurries utilization rate is high, and adhesive bond intensity is higher.The shortcoming of this technology is: grouting serous fluid poor controllability, be prone to grout leaking or running pulp phenomenon, and slurries are easily lost to the place beyond reinforcing area.
2, pile foundation high pressure jet grouting technology: adopt the nozzle in drilling rod in high-pressure rotary-spray rig, by streamed spouting with high-pressure injection to water or slurries, and then the structural strength of cutting pile defect position or defect in bottom position Rock And Soil.The slurries that eject mix with the soil particle that is stripped from out, form high-intensity induration.
The advantage that high pressure jet grouting technology is reinforced pile foundation comprises: slurries controllability is good, and concretion body strength is high.The shortcoming of this technology is: slurries range of scatter is less, and grouting serous fluid water/binder ratio is larger, and fixed contraction is larger.
3, pile foundation combined casting reinforcing technique: static pressure injection method and Pressure Revolving Blast-Grout combination are carried out to pile foundation reinforcement according to sequential.The method combines the advantage of static pressure grouting technology and High-pressure Spiral Spray Technology, and it is simple and convenient to construct, less on surrounding enviroment impact.
Conventional pile foundation grouting strengthening method has different stratum applicabilities, now the applicable stratum of each reinforcing mode is listed in the table below to 1.
The applicable stratum of the common pile foundation grouting and reinforcing of table 1 method
| Grouting method | Static pressure injection method | Jet grounting | Combined casting method |
| Be suitable for stratum | Medium coarse sand and sand gravel, crushed rocks and ovum gravel, soft clay and collapsible loess | Sandy soil, cohesive soil, collapsible loess and mud | Sand pebble layer, clay, silt and fine sand layer and mud |
From upper table and last chapter, each pile foundation grouting strengthening method and pluses and minuses thereof introduces, if there is stake end solution cavity or corrosion rock in stake in the laxity stratum such as grittiness, sediment exceedes code requirement or pile body honeycomb, the situations such as folder mud, static pressure injection method is not enough to process completely such problem, and although Pressure Revolving Blast-Grout and combined casting method can be processed stake end solution cavity or corrosion rock in general stratum, sediment exceedes code requirement or pile body honeycomb, the problems such as folder mud, but in the laxity stratum such as grittiness, due to the brute force cutting that all uses high pressure jet stream to stake periphery Rock And Soil in Pressure Revolving Blast-Grout and combined casting method work progress, be easy to cut out large hole at the periphery of stake, affect the side friction of pile body periphery Rock And Soil to pile body, and the situation that can cause grouting amount to increase, affect the engineering quantity of stabilization works, programming and consolidation effect.
Single slurry injection technique, because of its intrinsic defect, can not meet the requirement of engineering of various complex conditions; The mode of combined casting utilization high pressure jet stream cutting is constructed, and can cut out compared with macroscopic-void at the periphery of the laxity stratum king-piles such as grittiness, affects the bearing capacity of pile foundation.The laxity stratum such as grittiness are as the common geological condition of a class, and pile foundation reinforcement engineering relies on conventional grouting method effectively to solve.
Summary of the invention
The object of the present invention is to provide a kind of new pile foundation reinforcement technology that is applicable to the multiple stratum including the scalls such as grittiness---in conjunction with the pile foundation combined casting reinforced construction method of water-stop curtain, the method combines combined casting method and water-stop curtain to apply in pile foundation reinforcement engineering, can solve preferably arenaceous stratum pile foundation quality problems.
The pile foundation combined casting reinforced construction method of a kind of combination water-stop curtain provided by the invention, comprises the following steps:
(1) rotary churning pile drilling construction: when the pile defect to pile foundation or pile bottom force holding layer defect are reinforced, according to the lap width of rotary churning pile and pile foundation, adopt high-pressure rotary-spray rig stake week design attitude carry out churning pile hole construction, then according to defect of pile foundation position, high-pressure rotary-spray rig is drilled into position at the bottom of design rotary churning pile;
(2) Construction of High Pressure Jet Grouting Pile: the pressure that utilizes high-pressure rotary-spray rig, by cement paste, by playpipe, the horizontal nozzle from injector head sprays in soil, drilling rod promotes while turns round, the soil body that stake week is cut is become the slurry body of fluidised form by original solid, be uniformly mixed with high-pressure injection cement paste out, form rotary churning pile;
(3) rotary churning pile is jumped hole construction and is formed water-stop curtain: stake cycle slip hole construction rotary churning pile, by the overlap joint between rotary churning pile and need to reinforce the overlap joint of pile foundation and rotary churning pile, forms one in stake week and enclose water-stop curtain;
(4) pile body inlet well construction: adopt geological drilling rig to carry out boring and coring in pile foundation;
(5) set up aperture grouting device: after inlet well has been constructed, adopt the mode of burying underground in advance that single tube joint or mixer type aperture grouting device are fixed on to inlet well aperture, then with cement or cement and the hole fixing seal of water shutoff agent mixed material by aperture grouting device and between holing;
(6) reaming is cleaned at pile foundation reinforcement position: aperture grouting device bury underground fixed after, high-pressure rotary-spray drill bit of drilling machine is transferred at the bottom of injected hole from core-drawing hole, turn round while promote, spray clear water from bottom to top defective locations cleaned;
(7) adopt high pressure jet grouting mode to carry out slip casting: after defect pile foundation hole cleaning completes, to adopt the mode of high pressure jet grouting to carry out high pressure jet grouting to pile defect position or pile bottom force holding layer defective locations;
(8) in injected hole, add stiffener: after high pressure jet grouting completes, in injected hole, be lowered to stiffener;
(9) adopt the slip casting of static pressure grouting mode: in injected hole, add after stiffener, utilize immediately aperture grouting device under the condition of aperture, to carry out static pressure grouting sealing.
In described step (1), for pile defect, rotary churning pile is upwards constructed from 1 meter of beginning below defective locations; For pile bottom force holding layer position, rotary churning pile starts upwards to construct from 3 times of stake path positions below pile bottom force holding layer; When using soil layer or severely-weathered rock stratum as the pile bottom force holding layer of rotary churning pile, adopt high-pressure rotary-spray rig directly to hole; In the time of pile bottom force holding layer using the above rock stratum of middle weathering as rotary churning pile, adopt geological drilling rig to be drilled into whole hole.
In described step (2), the pressure of high-pressure rotary-spray rig is 15 ~ 40MPa.
In described step (3), when rotary churning pile hole depth is not more than 10m, lap width is not less than 150mm; When rotary churning pile hole depth 10 ~ 20m, lap width is not less than 250mm; When rotary churning pile hole depth 20 ~ 30m, lap width is not less than 350mm.
In described step (4), in stake, loose core to the following 1m of defective locations or 3 times of stake footpaths below pile bottom force holding layer.
In described step (6), it is 48 hours that aperture grouting device is buried the fixed time underground; While cleaning defective locations, the pressure of high-pressure rotary-spray drill bit of drilling machine is 25 ~ 40MPa, and speed of gyration is 20 ~ 40 r/min, and hoisting velocity is 7 ~ 20cm/min, cleans 2 ~ 3 times, until return supernatant water in injected hole.
In described step (7), when high pressure jet grouting, grouting pressure is 30 ~ 40MPa, directly whitewashes from bottom to top 2 ~ 3 times, until frost boiling in injected hole by the hoisting velocity with 7 ~ 20cm/min under the speed of gyration of 20 ~ 40 r/min.
In described step (8), for pile defect position, reinforcing bar lifting, reinforcing bar length exceedes defective locations 1 ~ 2m up and down; For pile bottom force holding layer defective locations, under reinforcing bar at the bottom of hand-hole and exceed defective locations 1 ~ 2m.
In described step (9), owing to adopting repeatedly clear-water high-pressure churning reaming, the treatment technology means of replacing with cement paste churning again, in the condensation process of cement paste, may occur shrinking, cause engineering pile to connect uncompacted phenomenon with rotary churning pile, therefore, should, after high pressure jet grouting construction finishes in 3 ~ 4 hours, mend slurry.
Be compared with the prior art, tool of the present invention has the following advantages:
If 1, be detected pile defect or pile bottom force holding layer defect at the engineering pile foundation of the laxity stratum constructions such as grittiness, adopt, in conjunction with the pile foundation combined casting reinforced construction method of water-stop curtain, it is carried out to grouting and reinforcing.Peripheral water stopping curtain has sealing and stops husky function, and the cutting of the high pressure jet stream can prevent composite component technology reinforcing pile foundation time to laxities such as stake periphery grittiness, avoids all rock-soil layers of stake to be cut to the situation compared with macroscopic void.The present invention is simultaneously equally applicable to the pile foundation grouting and reinforcing construction on other stratum.
2, adopt and in conjunction with the pile foundation combined casting reinforced construction method of water-stop curtain, the pile foundation of pile defect or pile bottom force holding layer defect is reinforced, water-stop curtain and existing pile foundation that rotary churning pile overlap joint forms directly overlap, effectively expand pile body or the stake stake footpath, the end of pile foundation, can effectively improve the bearing capacity that is reinforced pile foundation.
Accompanying drawing explanation
Fig. 1 is the embodiment of the present invention is reinforced pile bottom force holding layer defect floor map in conjunction with the pile foundation combined casting reinforcing technique of water-stop curtain;
Fig. 2 is the embodiment of the present invention is reinforced pile bottom force holding layer defect generalized section in conjunction with the pile foundation combined casting reinforcing technique of water-stop curtain;
Fig. 3 is the embodiment of the present invention is reinforced pile bottom force holding layer defect construction schematic diagram in conjunction with the pile foundation combined casting reinforcing technique of water-stop curtain;
Fig. 4 is the embodiment of the present invention is reinforced pile defect floor map in conjunction with the pile foundation combined casting reinforcing technique of water-stop curtain;
Fig. 5 is the embodiment of the present invention is reinforced pile defect generalized section in conjunction with the pile foundation combined casting reinforcing technique of water-stop curtain;
In figure, 1, pile foundation, 2, rock, 3, churning boring, 4, high-pressure rotary-spray rig, 5, rotary churning pile, 6, drilling rod, 7, geological drill bit, 8, aperture grouting device, 9, high-pressure rotary-spray drill bit of drilling machine, 10, water under high pressure reaming, 11, stiffener, 12, injected hole.
The specific embodiment
As shown in Fig. 1 ~ 3, the construction method of pile bottom force holding layer defect is reinforced in the pile foundation combined casting of a kind of combination water-stop curtain that the embodiment of the present invention provides, and comprises the following steps:
(1) rotary churning pile drilling construction: when pile foundation pile bottom force holding layer defect is reinforced, according to the lap width of rotary churning pile and pile foundation, adopt high-pressure rotary-spray rig stake week design attitude carry out churning pile hole construction, then according to defect of pile foundation position, high-pressure rotary-spray rig is drilled into position at the bottom of design rotary churning pile.For pile bottom force holding layer position, rotary churning pile starts upwards to construct from 3 times of stake path positions below pile bottom force holding layer.When using soil layer or severely-weathered rock stratum as the pile bottom force holding layer of rotary churning pile, adopt high-pressure rotary-spray rig directly to hole, when pile bottom force holding layer using the above rock stratum of middle weathering as rotary churning pile, employing geological drilling rig is drilled into whole hole.
(2) Construction of High Pressure Jet Grouting Pile: utilize the pressure of high-pressure rotary-spray rig at 20MPa, the horizontal nozzle from injector head sprays in soil by playpipe by cement paste or other hardeners, and drilling rod promotes while rotates.The soil body that stake week is cut is become the slurry body of fluidised form by original solid, and high-pressure injection cement mixing mixing out, forms rotary churning pile.
(3) rotary churning pile is jumped hole construction and is formed water-stop curtain: stake cycle slip hole construction rotary churning pile, by the overlap joint between rotary churning pile and need to reinforce the overlap joint of pile foundation and rotary churning pile, forms one in stake week and enclose water-stop curtain.When rotary churning pile hole depth is not more than 10m, lap width is not less than 150mm; When rotary churning pile hole depth 10 ~ 20m, lap width is not less than 250mm; When rotary churning pile hole depth 20 ~ 30m, lap width is not less than 350mm.
(4) pile body inlet well construction: adopt geological drilling rig to carry out boring and coring in pile foundation, loose core to 3 times of stake footpaths below pile bottom force holding layer in stake.
(5) set up aperture grouting device: after inlet well has been constructed, adopt the mode of burying underground in advance that single tube joint or mixer type aperture grouting device are fixed on to injected hole aperture, then with cement or cement and the hole fixing seal of water shutoff agent mixed material by opening arrangement and between holing.
(6) reaming is cleaned at pile foundation reinforcement position: bury underground after fixed 48 hours at aperture grouting device, high-pressure rotary-spray drill bit of drilling machine is transferred at the bottom of injected hole from core-drawing hole, under the pressure of 25MPa, under the speed of gyration of 20 r/min, spraying clear water from bottom to top with the hoisting velocity of 10cm/min cleans defective locations, clean 3 times, until return supernatant water in injected hole.
(7) adopt high pressure jet grouting mode to carry out slip casting: after defect pile foundation hole cleaning completes, to adopt the mode of high pressure jet grouting to carry out high pressure jet grouting to pile bottom force holding layer defective locations.When high pressure jet grouting, grouting pressure 30MPa, directly whitewashes 2 times from bottom to top by the hoisting velocity with 10cm/min under the speed of gyration of 20 r/min, until frost boiling in injected hole.
(8) in injected hole, add stiffener: after high pressure jet grouting completes, in injected hole, be lowered to stiffener.For pile bottom force holding layer defective locations, under reinforcing bar at the bottom of hand-hole and exceed defective locations 1m.
(9) adopt the slip casting of static pressure grouting mode: in injected hole, add after stiffener, utilize immediately aperture grouting device under the condition of aperture, to carry out static pressure grouting sealing.Owing to adopting repeatedly clear-water high-pressure churning reaming, the treatment technology means of replacing with cement paste churning again, in the condensation process of cement paste, may occur shrinking, cause engineering pile to connect uncompacted phenomenon with rotary churning pile, therefore, should, after high pressure jet grouting construction finishes in 3 hours, mend slurry.
As shown in Fig. 4 ~ 5, the construction method of pile defect is reinforced in the pile foundation combined casting of a kind of combination water-stop curtain that the embodiment of the present invention provides, and comprises the following steps:
(1) rotary churning pile drilling construction: when the pile defect of pile foundation is reinforced, according to the lap width of rotary churning pile and pile foundation, adopt high-pressure rotary-spray rig stake week design attitude carry out churning pile hole construction, then according to defect of pile foundation position, high-pressure rotary-spray rig is drilled into position at the bottom of design rotary churning pile.For pile defect, rotary churning pile is upwards constructed from 1 meter of beginning below defective locations.When using soil layer or severely-weathered rock stratum as the pile bottom force holding layer of rotary churning pile, adopt high-pressure rotary-spray rig directly to hole, when pile bottom force holding layer using the above rock stratum of middle weathering as rotary churning pile, need employing geological drilling rig be drilled into whole hole.
(2) Construction of High Pressure Jet Grouting Pile: utilize the pressure of high-pressure rotary-spray rig at 15MPa, the horizontal nozzle from injector head sprays in soil by playpipe by cement paste or other hardeners, and drilling rod promotes while rotates.The soil body that stake week is cut is become the slurry body of fluidised form by original solid, and high-pressure injection cement mixing mixing out, forms rotary churning pile.
(3) rotary churning pile is jumped hole construction and is formed water-stop curtain: stake cycle slip hole construction rotary churning pile, by the overlap joint between rotary churning pile and need to reinforce the overlap joint of pile foundation and rotary churning pile, forms one in stake week and enclose water-stop curtain.When rotary churning pile hole depth is not more than 10m, lap width is not less than 150mm; When rotary churning pile hole depth 10 ~ 20m, lap width is not less than 250mm; When rotary churning pile hole depth 20 ~ 30m, lap width is not less than 350mm.
(4) pile body inlet well construction: adopt geological drilling rig to carry out boring and coring in pile foundation, loose core to the following 1m of defective locations in stake.
(5) set up aperture grouting device: after inlet well has been constructed, adopt the mode of burying underground in advance that single tube joint or mixer type aperture grouting device are fixed on to injected hole aperture, then with cement or cement and the hole fixing seal of water shutoff agent mixed material by opening arrangement and between holing.
(6) reaming is cleaned at pile foundation reinforcement position: bury underground after fixed 48 hours at aperture grouting device, high-pressure rotary-spray drill bit of drilling machine is transferred at the bottom of injected hole from core-drawing hole, under the pressure of 25MPa, under the speed of gyration of 20r/min, spraying clear water from bottom to top with the hoisting velocity of 12cm/min cleans defective locations, clean 2 times, until return supernatant water in injected hole.
(7) adopt high pressure jet grouting mode to carry out slip casting: after defect pile foundation hole cleaning completes, to adopt the mode of high pressure jet grouting to carry out high pressure jet grouting to pile defect position.When high pressure jet grouting, grouting pressure 30MPa, directly whitewashes twice from bottom to top by the hoisting velocity with 12cm/min under the speed of gyration of 25 r/min, until frost boiling in injected hole.
(8) in injected hole, add stiffener: after high pressure jet grouting completes, in injected hole, be lowered to stiffener.For pile defect position, reinforcing bar lifting, reinforcing bar length exceedes defective locations 1m up and down.
(9) adopt the slip casting of static pressure grouting mode: in injected hole, add after stiffener, utilize immediately aperture grouting device under the condition of aperture, to carry out static pressure grouting sealing.Owing to adopting repeatedly clear-water high-pressure churning reaming, the treatment technology means of replacing with cement paste churning again, in the condensation process of cement paste, may occur shrinking, cause engineering pile to connect uncompacted phenomenon with rotary churning pile, therefore, should, after high pressure jet grouting construction finishes in 3 hours, mend slurry.
Claims (9)
1. in conjunction with a pile foundation combined casting reinforced construction method for water-stop curtain, it is characterized in that, comprise the following steps:
(1) rotary churning pile drilling construction: when the pile defect to pile foundation or pile bottom force holding layer defect are reinforced, according to the lap width of rotary churning pile and pile foundation, adopt high-pressure rotary-spray rig stake week design attitude carry out churning pile hole construction, then according to defect of pile foundation position, high-pressure rotary-spray rig is drilled into position at the bottom of design rotary churning pile;
(2) Construction of High Pressure Jet Grouting Pile: the pressure that utilizes high-pressure rotary-spray rig, by cement paste, by playpipe, the horizontal nozzle from injector head sprays in soil, drilling rod promotes while turns round, the soil body that stake week is cut is become the slurry body of fluidised form by original solid, be uniformly mixed with high-pressure injection cement paste out, form rotary churning pile;
(3) rotary churning pile is jumped hole construction and is formed water-stop curtain: stake cycle slip hole construction rotary churning pile, by the overlap joint between rotary churning pile and need to reinforce the overlap joint of pile foundation and rotary churning pile, forms one in stake week and enclose water-stop curtain;
(4) pile body inlet well construction: adopt geological drilling rig to carry out boring and coring in pile foundation;
(5) set up aperture grouting device: after inlet well has been constructed, adopt the mode of burying underground in advance that single tube joint or mixer type aperture grouting device are fixed on to inlet well aperture, then with cement or cement and the hole fixing seal of water shutoff agent mixed material by aperture grouting device and between holing;
(6) reaming is cleaned at pile foundation reinforcement position: aperture grouting device bury underground fixed after, high-pressure rotary-spray drill bit of drilling machine is transferred at the bottom of injected hole from core-drawing hole, turn round while promote, spray clear water from bottom to top defective locations cleaned;
(7) adopt high pressure jet grouting mode to carry out slip casting: after defect pile foundation hole cleaning completes, to adopt the mode of high pressure jet grouting to carry out high pressure jet grouting to pile defect position or pile bottom force holding layer defective locations;
(8) in injected hole, add stiffener: after high pressure jet grouting completes, in injected hole, be lowered to stiffener;
(9) adopt the slip casting of static pressure grouting mode: in injected hole, add after stiffener, utilize immediately aperture grouting device under the condition of aperture, to carry out static pressure grouting sealing.
2. the pile foundation combined casting reinforced construction method of combination water-stop curtain according to claim 1, is characterized in that, in described step (1), for pile defect, rotary churning pile is upwards constructed from 1 meter of beginning below defective locations; For pile bottom force holding layer position, rotary churning pile starts upwards to construct from 3 times of stake path positions below pile bottom force holding layer; When using soil layer or severely-weathered rock stratum as the pile bottom force holding layer of rotary churning pile, adopt high-pressure rotary-spray rig directly to hole; In the time of pile bottom force holding layer using the above rock stratum of middle weathering as rotary churning pile, adopt geological drilling rig to be drilled into whole hole.
3. the pile foundation combined casting reinforced construction method of combination water-stop curtain according to claim 1, is characterized in that, in described step (2), the pressure of high-pressure rotary-spray rig is 15 ~ 40MPa.
4. the pile foundation combined casting reinforced construction method of combination water-stop curtain according to claim 1, is characterized in that, in described step (3), when rotary churning pile hole depth is not more than 10m, lap width is not less than 150mm; When rotary churning pile hole depth 10 ~ 20m, lap width is not less than 250mm; When rotary churning pile hole depth 20 ~ 30m, lap width is not less than 350mm.
5. the pile foundation combined casting reinforced construction method of combination water-stop curtain according to claim 1, is characterized in that, in described step (4), in stake, looses core to the following 1m of defective locations or 3 times of stake footpaths below pile bottom force holding layer.
6. the pile foundation combined casting reinforced construction method of combination water-stop curtain according to claim 1, is characterized in that, in described step (6), it is 48 hours that aperture grouting device is buried the fixed time underground; While cleaning defective locations, the pressure of high-pressure rotary-spray drill bit of drilling machine is 25 ~ 40 MPa, and speed of gyration is 20 ~ 40 r/min, and hoisting velocity is 7 ~ 20cm/min, cleans 2 ~ 3 times, until return supernatant water in injected hole.
7. the pile foundation combined casting reinforced construction method of combination water-stop curtain according to claim 1, it is characterized in that, in described step (7), when high pressure jet grouting, grouting pressure is 30 ~ 40MPa, directly whitewash from bottom to top 2 ~ 3 times by the hoisting velocity with 7 ~ 20cm/min under the speed of gyration of 20 ~ 40 r/min, until frost boiling in injected hole.
8. the pile foundation combined casting reinforced construction method of combination water-stop curtain according to claim 1, is characterized in that, in described step (8), and for pile defect position, reinforcing bar lifting, reinforcing bar length exceedes defective locations 1 ~ 2m up and down; For pile bottom force holding layer defective locations, under reinforcing bar at the bottom of hand-hole and exceed defective locations 1 ~ 2m.
9. the pile foundation combined casting reinforced construction method of combination water-stop curtain according to claim 1, is characterized in that, in described step (9), after high pressure jet grouting construction finishes, in 3-4 hour, mends slurry.
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| CN104141314B (en) * | 2014-08-06 | 2016-03-30 | 中钢集团马鞍山矿山研究院有限公司 | The method of complete seepage proof curtain is formed in rock, native two media |
| CN104141314A (en) * | 2014-08-06 | 2014-11-12 | 中钢集团马鞍山矿山研究院有限公司 | Method for forming complete seepage prevention curtain in two media of rock and soil |
| CN104389254A (en) * | 2014-11-20 | 2015-03-04 | 江苏省交通科学研究院股份有限公司 | Rockfill embankment sinking disease treatment construction method |
| CN105297753A (en) * | 2015-10-16 | 2016-02-03 | 上海交通大学 | Determining method of hydrogeololgy parameters under the action of waterproof curtains |
| CN108086296B (en) * | 2017-11-20 | 2019-12-31 | 中冶建筑研究总院（深圳）有限公司 | Dynamic and static combined grouting foundation reinforcing construction method |
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| CN110485444A (en) * | 2019-07-19 | 2019-11-22 | 中电建十一局工程有限公司 | A kind of construction method carrying out deep water seepage prevention of cofferdam and reinforcing |
| CN110805034A (en) * | 2019-11-14 | 2020-02-18 | 江苏长江机械化基础工程有限公司 | Circumferential rotation swinging grouting reinforcement construction method for defected cast-in-place pile composite pipe combined pile |
| CN111945716A (en) * | 2020-06-22 | 2020-11-17 | 广东省建筑科学研究院集团股份有限公司 | Reinforcing construction method for mud-sandwiched fractured cast-in-place pile |
| CN112031706A (en) * | 2020-08-20 | 2020-12-04 | 北京大地高科地质勘查有限公司 | Efficient grouting equipment for plugging horizontal well cracks |
| CN112031706B (en) * | 2020-08-20 | 2022-04-29 | 北京大地高科地质勘查有限公司 | Efficient grouting equipment for plugging horizontal well cracks |
| CN115305909A (en) * | 2022-09-06 | 2022-11-08 | 杭州联力地空建筑科技有限公司 | Stirring drilling rod for reinforcing defective pile in soft foundation construction |
| CN115305909B (en) * | 2022-09-06 | 2023-10-27 | 杭州联力地空建筑科技有限公司 | Stirring drill rod for reinforcing defective piles in soft foundation construction |
| CN115233664A (en) * | 2022-09-08 | 2022-10-25 | 郑州大学 | Reinforcing and repairing method for deep broken pile defect of cast-in-place pile |
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