CN103806479B - A kind of pile foundation combined casting reinforced construction method of combination water-stop curtain - Google Patents
A kind of pile foundation combined casting reinforced construction method of combination water-stop curtain Download PDFInfo
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- CN103806479B CN103806479B CN201410038511.2A CN201410038511A CN103806479B CN 103806479 B CN103806479 B CN 103806479B CN 201410038511 A CN201410038511 A CN 201410038511A CN 103806479 B CN103806479 B CN 103806479B
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Abstract
The invention discloses the pile foundation combined casting reinforced construction method of a kind of combination water-stop curtain, comprise the following steps: (1) rotary churning pile drilling construction；(2) jet grouting pile construction；(3) rotary churning pile is jumped hole construction and is formed water-stop curtain；(4) pile body inlet well construction；(5) aperture grouting device is set up；(6) reaming is cleaned at pile foundation reinforcement position；(7) high pressure jet grouting mode is used to carry out slip casting；(8) stiffener is added in injected hole；(9) static pressure grouting mode slip casting is used.The water-stop curtain that rotary churning pile is formed by the present invention with static pressure injection method and high pressure jet grouting technology carried out the synthesis pillared clay that sequential is combined combine, give full play to water-stop curtain and the respective advantage of combined casting technology, respective shortcoming is overcome to carry out pile foundation reinforcement construction, thus reach the maximum stratum suitability and optimum consolidation effect, it is ensured that the reliability of reinforcing and success rate.
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 mainly used in current pile foundation grouting reinforcement technique both domestic and external includes pile foundation static pressure grouting reinforcement technique and pile foundation high pressure jet grouting reinforcement technique and pile foundation combined casting reinforcement technique three class.
1, pile foundation static pressure grouting reinforcement technique: utilize the principle of hydraulic pressure, air pressure or electrochemistry; to there is the serosity of strength solidification effect under the conditions of orifice sealing; injected in the injected hole of pile foundation reinforcement by Grouting Pipe; utilize the modes such as the filling of serosity, infiltration, compacted and splitting to fill the hole of pile body defective locations and soil particle soil particle or the rock fracture of pile bottom force holding layer defective locations, thus reach to reinforce the effect of pile foundation.
Static grouting technique is reinforced the advantage of pile foundation and is included: grout mixing is big, and serosity utilization rate is high, and adhesive bond intensity is higher.The shortcoming of this technology is: grouting serous fluid poor controllability, grout leaking or running pulp phenomenon easily occurs, and serosity is easy to run off the place beyond reinforcing area.
2, pile foundation high pressure jet grouting technology: use the nozzle in drilling rod in high-pressure rotary-spray rig, by streamed spouting with high-pressure injection to water or serosity, and then cuts pile defect position or the structural strength of defect in bottom position Rock And Soil.The serosity ejected mixes with the soil particle being stripped out, forms the induration of high intensity.
High pressure jet grouting technology is reinforced the advantage of pile foundation and is included: serosity controllability is good, and concretion body strength is high.The shortcoming of this technology is: grout mixing is less, and the grouting serous fluid ratio of mud is relatively big, and consolidation is shunk bigger.
3, pile foundation combined casting reinforcement technique: static pressure injection method and Pressure Revolving Blast-Grout combination are carried out pile foundation reinforcement according to sequential.The method combines the advantage of static grouting technique 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 the different stratum suitabilitys, now the applicable stratum of each reinforcing mode is listed in the table below 1.
The applicable stratum of table 1 common pile foundation grouting and reinforcing method
| Grouting method | Static pressure injection method | Jet grouting | Synthesis pillared clay |
| It is suitable for stratum | Medium coarse sand and sand gravel, crushed rocks and boulder and cobble, soft clay and collapsible loess | Sandy soil, cohesive soil, collapsible loess and mud | Sand pebble layer, clay, silt and fine sand layer and mud |
nullFrom upper table and last chapter knowable to the introduction of each pile foundation grouting strengthening method and pluses and minuses thereof，If there is solution cavity at the bottom of stake 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 such problem completely，And although Pressure Revolving Blast-Grout and synthesis pillared clay can process solution cavity at the bottom of the stake in general stratum or corrosion rock、Sediment exceedes code requirement or pile body honeycomb、The problems such as folder mud，But in the laxity stratum such as grittiness，Owing to Pressure Revolving Blast-Grout and synthesis pillared clay work progress all using high pressure jet stream the strength of stake periphery Rock And Soil is cut，It is prone to cut out big hole at the periphery of stake，Affect the pile body periphery Rock And Soil side friction to pile body，And the situation that grouting amount increases can be caused，Affect the quantities of reinforcing engineering、Project progress and consolidation effect.
Single slurry injection technique, because of its intrinsic defect, can not meet the requirement of engineering of various complex condition；Combined casting technology uses the mode of high pressure jet stream cutting to construct, and the periphery at laxity stratum king-piles such as grittiness can cut out relatively macroscopic-void, affects the bearing capacity of pile foundation.The laxity stratum such as grittiness are as a common geological condition of class, and pile foundation reinforcement engineering relies on conventional grouting method effectively to solve.
Summary of the invention
The new pile foundation reinforcement technology that it is an object of the invention to provide a kind of multiple stratum being applicable to including scall including grittiness etc. combines the pile foundation combined casting reinforced construction method of water-stop curtain, synthesis pillared clay is combined with water-stop curtain and applies in pile foundation reinforcement engineering by the method, it is possible to preferably solve arenaceous stratum pile foundation quality problems.
The pile foundation combined casting reinforced construction method of a kind of combination water-stop curtain that the present invention provides, comprises the following steps:
(1) rotary churning pile drilling construction: when the pile defect of pile foundation or pile bottom force holding layer defect are reinforced, lap width according to rotary churning pile Yu pile foundation, use 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: utilize the pressure of high-pressure rotary-spray rig, cement mortar is sprayed in soil by the playpipe horizontal nozzle from injector head, drilling rod promotes while turning round, the soil body that stake week is cut is become the slurry body of fluidised form by original solid, with high-pressure injection cement mortar stirring mixing 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 the overlap joint that need to reinforce pile foundation and rotary churning pile, encloses water-stop curtain forming one stake week；
(4) pile body inlet well construction: use geological drilling rig to carry out boring and coring in pile foundation；
(5) aperture grouting device is set up: after inlet well has been constructed, use the mode buried underground in advance that single tube joint or mixer type aperture grouting device be fixed on inlet well aperture, then with cement or cement and water shutoff agent mixing material by aperture grouting device and the hole fixing seal between holing；
(6) reaming is cleaned at pile foundation reinforcement position: after aperture grouting device buries consolidation underground, transfer high-pressure rotary-spray drill bit of drilling machine at the bottom of injected hole, turn round and promote from core-drawing hole, and defective locations is carried out by injection clear water from bottom to top；
(7) use high pressure jet grouting mode to carry out slip casting: after the clear hole of defect pile-foundation completes, use the mode of high pressure jet grouting that pile defect position or pile bottom force holding layer defective locations are carried out high pressure jet grouting；
(8) add stiffener in injected hole: after high pressure jet grouting completes, in injected hole under enter stiffener；
(9) static pressure grouting mode slip casting is used: after adding stiffener in injected hole, utilize aperture grouting device to carry out static pressure grouting under the conditions of sealing aperture immediately.
In described step (1), for pile defect, rotary churning pile 1 meter of beginning below defective locations is upwards constructed；For pile bottom force holding layer position, rotary churning pile 3 times of stake path positions below pile bottom force holding layer start upwards to construct；When using soil layer or strongly weathered sand-rock as the pile bottom force holding layer of rotary churning pile, high-pressure rotary-spray rig is used directly to hole；When pile bottom force holding layer using the above rock stratum of middle air slaking as rotary churning pile, geological drilling rig is used 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；During rotary churning pile hole depth 10 ~ 20m, lap width is not less than 250mm；During rotary churning pile hole depth 20 ~ 30m, lap width is not less than 350mm.
In described step (4), 3 times of stake footpaths below loose core in stake to defective locations 1m or pile bottom force holding layer.
In described step (6), it is 48 hours that aperture grouting device buries the time of consolidation underground；When 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 lifting speed is 7 ~ 20cm/min, cleans 2 ~ 3 times, until returning supernatant water in injected hole.
In described step (7), during high pressure jet grouting, grouting pressure is 30 ~ 40MPa, the most directly whitewashes 2 ~ 3 times with the lifting speed of 7 ~ 20cm/min by under the speed of gyration of 20 ~ 40 r/min, until frost boiling in injected hole.
In described step (8), for pile defect position, reinforcing bar lifts, and 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 using repeatedly clear-water high-pressure churning reaming, again by the treatment technology means of cement mortar churning displacement, in the condensation process of cement mortar, it is likely to occur contraction, causes engineering pile to couple uncompacted phenomenon with rotary churning pile, therefore, should, after high pressure jet grouting construction terminates in 3 ~ 4 hours, carry out mending slurry.
It is compared with the prior art, present invention have the advantage that
If 1, the engineering pile foundation in laxity stratum constructions such as grittiness has been detected pile defect or pile bottom force holding layer defect, use the pile foundation combined casting reinforced construction method combining water-stop curtain that it is carried out grouting and reinforcing.Peripheral water stopping curtain has sealing only husky function, the cutting to laxities such as stake periphery grittiness of high pressure jet stream when can prevent composite component technology from reinforcing pile foundation, it is to avoid stake week rock-soil layer be cut to the situation in large hole hole.Present disclosure applies equally to the pile foundation grouting and reinforcing construction on other stratum simultaneously.
2, use the pile foundation combined casting reinforced construction method combining water-stop curtain that the pile foundation of pile defect or pile bottom force holding layer defect is reinforced, the water-stop curtain that rotary churning pile overlap joint is formed directly overlaps with existing pile foundation, effectively expand stake footpath at the bottom of the pile body of pile foundation or stake, the bearing capacity being reinforced pile foundation can be effectively improved.
Accompanying drawing explanation
Fig. 1 is the floor map that the embodiment of the present invention combines the pile foundation combined casting reinforcement technique reinforcing pile bottom force holding layer defect of water-stop curtain；
Fig. 2 is the generalized section that the embodiment of the present invention combines the pile foundation combined casting reinforcement technique reinforcing pile bottom force holding layer defect of water-stop curtain；
Fig. 3 is the construction schematic diagram that the embodiment of the present invention combines the pile foundation combined casting reinforcement technique reinforcing pile bottom force holding layer defect of water-stop curtain；
Fig. 4 is the floor map that the embodiment of the present invention combines the pile foundation combined casting reinforcement technique reinforcing pile defect of water-stop curtain；
Fig. 5 is the generalized section that the embodiment of the present invention combines the pile foundation combined casting reinforcement technique reinforcing pile defect 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.
Detailed description of the invention
Embodiment
1
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, lap width according to rotary churning pile Yu pile foundation, use 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 3 times of stake path positions below pile bottom force holding layer start upwards to construct.When using soil layer or strongly weathered sand-rock as the pile bottom force holding layer of rotary churning pile, use high-pressure rotary-spray rig directly to hole, during using the above rock stratum of middle air slaking as the pile bottom force holding layer of rotary churning pile, use geological drilling rig to be drilled into whole hole.
(2) Construction of High Pressure Jet Grouting Pile: utilizing high-pressure rotary-spray rig at the pressure of 20MPa, cement mortar or other sclerosing agents are sprayed in soil by the playpipe horizontal nozzle from injector head, drilling rod promotes and rotates.The soil body that stake week is cut is become the slurry body of fluidised form, and the cement mixing mixing that high-pressure injection is out by original solid, 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 the overlap joint that need to reinforce pile foundation and rotary churning pile, encloses water-stop curtain forming one stake week.When rotary churning pile hole depth is not more than 10m, lap width is not less than 150mm；During rotary churning pile hole depth 10 ~ 20m, lap width is not less than 250mm；During rotary churning pile hole depth 20 ~ 30m, lap width is not less than 350mm.
(4) pile body inlet well construction: use geological drilling rig to carry out boring and coring in pile foundation, 3 times of stake footpaths of loosing core in stake to pile bottom force holding layer.
(5) aperture grouting device is set up: after inlet well has been constructed, use the mode buried underground in advance that single tube joint or mixer type aperture grouting device be fixed on injected hole aperture, then with cement or cement and water shutoff agent mixing material by opening arrangement and the hole fixing seal between holing.
(6) reaming is cleaned at pile foundation reinforcement position: after aperture grouting device buries consolidation underground 48 hours, 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, spray clear water from bottom to top with the lifting speed of 10cm/min defective locations is carried out, clean 3 times, until returning supernatant water in injected hole.
(7) use high pressure jet grouting mode to carry out slip casting: after the clear hole of defect pile-foundation completes, use the mode of high pressure jet grouting that pile bottom force holding layer defective locations is carried out high pressure jet grouting.During high pressure jet grouting, grouting pressure 30MPa, the most directly whitewash 2 times by lifting speed with 10cm/min under the speed of gyration of 20 r/min, until frost boiling in injected hole.
(8) add stiffener in injected hole: after high pressure jet grouting completes, in injected hole under enter stiffener.For pile bottom force holding layer defective locations, under reinforcing bar at the bottom of hand-hole and exceed defective locations 1m.
(9) static pressure grouting mode slip casting is used: after adding stiffener in injected hole, utilize aperture grouting device to carry out static pressure grouting under the conditions of sealing aperture immediately.Owing to using repeatedly clear-water high-pressure churning reaming, then the treatment technology means with cement mortar churning displacement, in the condensation process of cement mortar, it is likely to occur contraction, causes engineering pile to couple uncompacted phenomenon with rotary churning pile, therefore, should, after high pressure jet grouting construction terminates in 3 hours, carry out mending slurry.
Embodiment
2
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, lap width according to rotary churning pile Yu pile foundation, use 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 1 meter of beginning below defective locations is upwards constructed.When using soil layer or strongly weathered sand-rock as the pile bottom force holding layer of rotary churning pile, use high-pressure rotary-spray rig directly to hole, during using the above rock stratum of middle air slaking as the pile bottom force holding layer of rotary churning pile, geological drilling rig need to be used to be drilled into whole hole.
(2) Construction of High Pressure Jet Grouting Pile: utilizing high-pressure rotary-spray rig at the pressure of 15MPa, cement mortar or other sclerosing agents are sprayed in soil by the playpipe horizontal nozzle from injector head, drilling rod promotes and rotates.The soil body that stake week is cut is become the slurry body of fluidised form, and the cement mixing mixing that high-pressure injection is out by original solid, 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 the overlap joint that need to reinforce pile foundation and rotary churning pile, encloses water-stop curtain forming one stake week.When rotary churning pile hole depth is not more than 10m, lap width is not less than 150mm；During rotary churning pile hole depth 10 ~ 20m, lap width is not less than 250mm；During rotary churning pile hole depth 20 ~ 30m, lap width is not less than 350mm.
(4) pile body inlet well construction: use geological drilling rig to carry out boring and coring in pile foundation, 1m to defective locations of loosing core in stake.
(5) aperture grouting device is set up: after inlet well has been constructed, use the mode buried underground in advance that single tube joint or mixer type aperture grouting device be fixed on injected hole aperture, then with cement or cement and water shutoff agent mixing material by opening arrangement and the hole fixing seal between holing.
(6) reaming is cleaned at pile foundation reinforcement position: after aperture grouting device buries consolidation underground 48 hours, 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, spray clear water from bottom to top with the lifting speed of 12cm/min defective locations is carried out, clean 2 times, until returning supernatant water in injected hole.
(7) use high pressure jet grouting mode to carry out slip casting: after the clear hole of defect pile-foundation completes, use the mode of high pressure jet grouting that pile defect position is carried out high pressure jet grouting.During high pressure jet grouting, grouting pressure 30MPa, the most directly whitewash twice by lifting speed with 12cm/min under the speed of gyration of 25 r/min, until frost boiling in injected hole.
(8) add stiffener in injected hole: after high pressure jet grouting completes, in injected hole under enter stiffener.For pile defect position, reinforcing bar lifts, and reinforcing bar length exceedes defective locations 1m up and down.
(9) static pressure grouting mode slip casting is used: after adding stiffener in injected hole, utilize aperture grouting device to carry out static pressure grouting under the conditions of sealing aperture immediately.Owing to using repeatedly clear-water high-pressure churning reaming, then the treatment technology means with cement mortar churning displacement, in the condensation process of cement mortar, it is likely to occur contraction, causes engineering pile to couple uncompacted phenomenon with rotary churning pile, therefore, should, after high pressure jet grouting construction terminates in 3 hours, carry out mending slurry.
Claims (6)
1. the pile foundation combined casting reinforced construction method combining water-stop curtain, it is characterised in that comprise the following steps:
(1) rotary churning pile drilling construction: when the pile defect of pile foundation or pile bottom force holding layer defect are reinforced, according to rotary churning pile with
The lap width of pile foundation, use high-pressure rotary-spray rig stake week design attitude carry out churning pile hole construction, then lack according to pile foundation
Fall into position and 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: utilize the pressure of high-pressure rotary-spray rig, by cement mortar by playpipe horizontal stroke from injector head
Spraying in soil to nozzle, drilling rod promotes and turns round, and the soil body that stake week is cut is become fluidised form by original solid
Slurry body, and the cement mortar stirring mixing that high-pressure injection is out, form rotary churning pile；
(3) rotary churning pile jump hole construction formed water-stop curtain: stake cycle slip hole construction rotary churning pile, by the overlap joint between rotary churning pile and need
Reinforce the overlap joint of pile foundation and rotary churning pile, form a circle water-stop curtain stake week；When rotary churning pile hole depth is not more than 10m, lap width
Not less than 150mm；During rotary churning pile hole depth 10 ~ 20m, lap width is not less than 250mm；During rotary churning pile hole depth 20 ~ 30m, overlap joint width
Degree is not less than 350mm；
(4) pile body inlet well construction: use geological drilling rig to carry out boring and coring in pile foundation；
(5) set up aperture grouting device: after inlet well has been constructed, use the mode buried underground in advance by single tube joint or blender
Formula aperture grouting device is fixed on inlet well aperture, then aperture slip casting is filled with water shutoff agent mixing material with cement or cement
Hole fixing seal between putting and holing；
(6) reaming is cleaned at pile foundation reinforcement position: after aperture grouting device buries consolidation underground, by high-pressure rotary-spray drill bit of drilling machine from loosing core
Transferring in hole at the bottom of injected hole, turn round and promote, defective locations is carried out by injection clear water from bottom to top；
(7) use high pressure jet grouting mode to carry out slip casting: after the clear hole of defect pile-foundation completes, use the side of high pressure jet grouting
Formula carries out high pressure jet grouting to pile defect position or pile bottom force holding layer defective locations；
(8) add stiffener in injected hole: after high pressure jet grouting completes, in injected hole under enter stiffener；For stake
Body defective locations, reinforcing bar lifts, and reinforcing bar length exceedes defective locations 1 ~ 2m up and down；For pile bottom force holding layer defective locations, reinforcing bar
At the bottom of lower hand-hole and exceed defective locations 1 ~ 2m；
(9) static pressure grouting mode slip casting is used: after adding stiffener in injected hole, utilize aperture grouting device sealing immediately
Static pressure grouting is carried out under the conditions of aperture；After high pressure jet grouting construction terminates in 3-4 hour, carry out mending slurry.
The pile foundation combined casting reinforced construction method of combination water-stop curtain the most according to claim 1, it is characterised in that institute
Stating in step (1), for pile defect, rotary churning pile 1 meter of beginning below defective locations is upwards constructed；For pile bottom force holding layer position
Putting, rotary churning pile 3 times of stake path positions below pile bottom force holding layer start upwards to construct；When using soil layer or strongly weathered sand-rock as churning
Stake pile bottom force holding layer time, use high-pressure rotary-spray rig directly hole；When using the above rock stratum of middle air slaking as at the bottom of the stake of rotary churning pile
During supporting course, geological drilling rig is used to be drilled into whole hole.
The pile foundation combined casting reinforced construction method of combination water-stop curtain the most according to claim 1, it is characterised in that institute
Stating in step (2), the pressure of high-pressure rotary-spray rig is 15 ~ 40MPa.
The pile foundation combined casting reinforced construction method of combination water-stop curtain the most according to claim 1, it is characterised in that institute
State in step (4), 3 times of stake footpaths below loose core in stake to defective locations 1m or pile bottom force holding layer.
The pile foundation combined casting reinforced construction method of combination water-stop curtain the most according to claim 1, it is characterised in that institute
Stating in step (6), it is 48 hours that aperture grouting device buries the time of consolidation underground；When cleaning defective locations, high-pressure rotary-spray rig bores
The pressure of head is 25 ~ 40 MPa, and speed of gyration is 20 ~ 40 r/min, and lifting speed is 7 ~ 20cm/min, cleans 2 ~ 3 times, until
Supernatant water is returned in injected hole.
The pile foundation combined casting reinforced construction method of combination water-stop curtain the most according to claim 1, it is characterised in that institute
Stating in step (7), during high pressure jet grouting, grouting pressure is 30 ~ 40MPa, by under the speed of gyration of 20 ~ 40 r/min with 7 ~
The lifting speed of 20cm/min is the most directly whitewashed 2 ~ 3 times, until frost boiling in injected hole.
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| 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 |
| CN109252531A (en) * | 2018-11-05 | 2019-01-22 | 深圳市工勘岩土集团有限公司 | The waterproof curtain construction method that mixing pile or rotary churning pile are combined with sleeve valve barrel grouting |
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| CN103806479A (en) | 2014-05-21 |
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