CN106013078A - Construction method of strong permeable stratum reinforcing curtain structure - Google Patents
Construction method of strong permeable stratum reinforcing curtain structure Download PDFInfo
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- CN106013078A CN106013078A CN201610540372.2A CN201610540372A CN106013078A CN 106013078 A CN106013078 A CN 106013078A CN 201610540372 A CN201610540372 A CN 201610540372A CN 106013078 A CN106013078 A CN 106013078A
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- 238000010276 construction Methods 0.000 title claims abstract description 47
- 230000003014 reinforcing effect Effects 0.000 title description 8
- 239000011257 shell material Substances 0.000 claims abstract description 28
- 238000000034 method Methods 0.000 claims abstract description 26
- 238000013461 design Methods 0.000 claims abstract description 20
- 230000000694 effects Effects 0.000 claims abstract description 14
- 239000000463 material Substances 0.000 claims abstract description 13
- 238000005266 casting Methods 0.000 claims abstract description 4
- 238000007569 slipcasting Methods 0.000 claims description 91
- 239000004744 fabric Substances 0.000 claims description 19
- 238000005553 drilling Methods 0.000 claims description 18
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 18
- 239000004568 cement Substances 0.000 claims description 16
- 238000007596 consolidation process Methods 0.000 claims description 14
- 239000011440 grout Substances 0.000 claims description 14
- 235000009854 Cucurbita moschata Nutrition 0.000 claims description 3
- 240000001980 Cucurbita pepo Species 0.000 claims description 3
- 235000009852 Cucurbita pepo Nutrition 0.000 claims description 3
- 239000000853 adhesive Substances 0.000 claims description 3
- 230000001070 adhesive effect Effects 0.000 claims description 3
- 239000011083 cement mortar Substances 0.000 claims description 3
- 238000006073 displacement reaction Methods 0.000 claims description 3
- 238000002347 injection Methods 0.000 claims description 3
- 239000007924 injection Substances 0.000 claims description 3
- 238000005259 measurement Methods 0.000 claims description 3
- 230000002085 persistent effect Effects 0.000 claims description 3
- 235000020354 squash Nutrition 0.000 claims description 3
- 238000012360 testing method Methods 0.000 claims description 3
- 239000011398 Portland cement Substances 0.000 claims description 2
- 239000011148 porous material Substances 0.000 claims description 2
- 239000002994 raw material Substances 0.000 claims description 2
- 238000003892 spreading Methods 0.000 claims description 2
- 230000007613 environmental effect Effects 0.000 abstract description 3
- 230000002787 reinforcement Effects 0.000 abstract description 2
- 238000004134 energy conservation Methods 0.000 abstract 1
- 238000005516 engineering process Methods 0.000 description 4
- 230000008676 import Effects 0.000 description 4
- 238000007789 sealing Methods 0.000 description 4
- 238000000151 deposition Methods 0.000 description 3
- 239000004570 mortar (masonry) Substances 0.000 description 3
- 238000007582 slurry-cast process Methods 0.000 description 3
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000015572 biosynthetic process Effects 0.000 description 1
- 230000032798 delamination Effects 0.000 description 1
- 238000001514 detection method Methods 0.000 description 1
- 230000001976 improved effect Effects 0.000 description 1
- 238000012544 monitoring process Methods 0.000 description 1
- 239000002002 slurry Substances 0.000 description 1
- 238000005728 strengthening Methods 0.000 description 1
Classifications
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/18—Bulkheads or similar walls made solely of concrete in situ
- E02D5/187—Bulkheads or similar walls made solely of concrete in situ the bulkheads or walls being made continuously, e.g. excavating and constructing bulkheads or walls in the same process, without joints
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/38—Waterproofing; Heat insulating; Soundproofing; Electric insulating
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- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Structural Engineering (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Civil Engineering (AREA)
- Paleontology (AREA)
- General Engineering & Computer Science (AREA)
- Architecture (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- Consolidation Of Soil By Introduction Of Solidifying Substances Into Soil (AREA)
Abstract
The invention belongs to a construction method of a strong permeable stratum reinforced curtain structure, which comprises the following steps. Preparing a diaphragm wall, downwards excavating along a marked line by using an excavator to form a diaphragm wall ditch, casting a concrete wall in the diaphragm wall ditch to form a diaphragm wall which is flush with the ground, wherein the thickness of the diaphragm wall is 500-600 mm, and the depth of the diaphragm wall is 22-25 m; installing sleeve valve pipes, and immediately inserting the sleeve valve pipes into the holes after the replacement of the sleeve shell materials is finished, wherein the length of each sleeve valve pipe is 4 m; and (3) grouting in the first grouting section, preparing grouting material according to design requirements after the shell material reaches the preset strength, and grouting. The method and the structure are novel and simple, the construction process is few, the grouting range is controllable, the working efficiency is high, the construction cost is low, the safety is high, the construction speed is high, the grouting reinforcement effect is good, and the energy conservation and environmental protection are good.
Description
Technical field
The present invention relates to the construction method of a kind of highly permeable stratum consolidation curtain structure.
Background technology
At present, along with stratum consolidation processes the increasingly mature of construction technology, it has the geology improved effect of outstanding safety, high efficiency and reliability, has been widely used in city underground, municipal road constructing tunnel.Especially, it is that stratum consolidation processes construction technology and is widely used especially in constructing in the subaqueous tunnel passing through rivers, in the termination of shield machine export & import reinforces.
When shield machine export & import, the geology reinforcing body effect of termination, construction ground, the good situations of sealing performance state, be to determine shield machine export & import and the key link of tunnel safety.Therefore, in the case of losing efficacy occurs in termination, construction ground reinforcing body or in highly permeable stratum, particularly in constructing in subaqueous tunnel, make shield machine export & import the most safely and reliably, how to ensure the construction quality of termination reinforcing body, the consolidation effect and the sealing performance that make termination, construction ground reach optimal, are problems needing the degree of depth to solve.This is not exclusively to the safety to shield machine, is also to ensure molded tunnel safety, surrounding enviroment and the needs of workmen's personal safety.
Stratum reinforcement measure is had by prior art: the methods such as sleeve valve barrel grouting, high-pressure rotary jet grouting pile slip casting, cement mixing pile.High pressure jet grouting and cement mixing pile driving construction are limited by place and geology, poor to sand-pebble layer adaptability.
Sleeve valve barrel grouting can realize delamination pour slurry, and grouting pressure can adjust in real time according to Monitoring Data.But sleeve valve barrel grouting is the most poor at rich water circle gravel pebble layer adaptability.
In a word, by prior art in highly permeable stratum, rich water and highly permeable grittiness circle gravel pebble layer, the situation such as grouting amount in mortar depositing construction excessive (number of dropouts), slip casting range of scatter can be caused uncontrollable and cementing effect is bad, have a strong impact on grouting consolidation effect.
Summary of the invention
It is an object of the invention to provide the construction method of a kind of highly permeable stratum consolidation curtain structure, have method and structure novel simple, working procedure is few, range of grouting is controlled, and work efficiency is high, and construction cost is low, safety is high, and speed of application is fast, the advantage that grouting consolidation effect is good and energy-conserving and environment-protective are good.
To this end, the construction method of the present invention comprises the steps:
(1) delimit the scope of the construction ground on highly permeable stratum to be reinforced, and mark setting-out line road with white line.
(2) ground-connecting-wall is prepared.Excavate downwards along setting-out line road with excavator, form ground-connecting-wall ditch.In ground-connecting-wall ditch, casting concrete wall forms the ground-connecting-wall flushed with ground.The thickness of ground-connecting-wall is 500～600mm, and the degree of depth is 22～25m.
(3) measurement and positioning in construction ground.Utilizing on-the-spot datum mark total powerstation carry out cloth hole by design requirement spacing and determine drilling depth, tissue related personnel measure position, hole and check, and confirms errorless.First near ground-connecting-wall periphery cloth hole, near the blossom type that two row cloth holes are 0.5m × 0.5m spacing of ground-connecting-wall periphery, the blossom type that cloth hole is 1m × 1m spacing of remaining construction ground.
(4) rig is in place and holes.Requiring rig to lay steady, firmly and keep level, rig must be vertical, and control leading truck perpendicularity ＜ 0.5%, according to the position, hole measured, confirm errorless after, carry out drilling construction, drilling diameter 100～150 millimeters according to cloth hole.
(5) to injecting sleeve shell material.After pore-forming, by drilling rod, sleeve shell material replaced mud in hole immediately.Method is by receiving on squash type slip casting machine by the pipe of circulating mud, under the effect of grouting pressure, by drilling rod, mud in hole is replaced as sleeve shell material.Sleeve shell material under pressure, enters foot of hole by drilling rod, and along with the entrance of sleeve shell material, in hole, mud cements out from aperture, ground, when finding to contain sleeve shell material in the mud discharged, stops displacement.
(6) mini-valve tube is installed.After sleeve shell material replacement completion, it is inserted into mini-valve tube in hole immediately, often saves a length of 4m of mini-valve tube.When inserting, two adjacent sections mini-valve tube is telescopic joint with the PVC of a length of 20cm.Using U-PVC adhesive mini-valve tube and sleeve pipe to be cemented, first segment mini-valve tube installs plug.Again to injected clear water in pipe, to prevent the flexibility of mini-valve tube, the mini-valve tube of bottom should ensure that the center of mini-valve tube and drill center overlap, and mini-valve tube bassets 20cm, then entangles firm with pullover, prevents foreign material from entering in pipe.
(8) first slip casting section slip castings.After the intensity that sleeve shell material reaches predetermined, prepare grout material by design requirement, carry out slip casting.Grouting mode takes retrusive segmenting slip casting technique, i.e. in slip casting band by hole at the bottom of carry out slip casting, each slip casting segment length 0.30m～0.40m from bottom to top, after having noted the first slip casting section, above carry grouting pressure pipe.Carry out the slip casting of the second slip casting section.Time during slip casting as slip casting need to be suspended, it is necessary to first taken out by cement mortar pipe and put in scuttlebutt, and grouting pressure pipe is promoted 0.4m simultaneously, stop slip casting again after noting clear water in hole, the most both kept pipeline unimpeded, ensure that again slip casting is not affected by water filling.Perform slip casting work sheet during slip casting, the slip casting working condition of injected hole and grouting with plunger activity duration, during slip casting, carry out grout injection control, final grouting pressure 1.5MPa by grouting pressure standard.When grouting pressure reaches to design final pressure, and the persistent period is no less than 10 minutes, can terminate slip casting, be carried out mini-valve tube with clear water, for secondary grouting at the end of sleeve valve barrel grouting.
(9) second slip casting section slip castings.If after the first slip casting section slip casting, meet design requirement after testing, then stop construction.Otherwise, repeat the first slip casting section slip casting and carry out the second slip casting section slip casting to meeting design requirement.
Said structure design achieves the purpose of the present invention.
It is novel simple that the present invention has method and structure, and working procedure is few, and range of grouting is controlled, and work efficiency is high, and construction cost is low, and safety is high, and speed of application is fast, the advantage that grouting consolidation effect is good and energy-conserving and environment-protective are good.
The present invention is provided with ground-connecting-wall water-stop curtain in reinforcing body scope neighboring, by mini-valve tube group, sandy gravel highly permeable stratum is carried out grouting and reinforcing.Make ground-connecting-wall complete impermeable role, use mini-valve tube group to carry out Grouting Consolidation in the range of reinforcing body.This used ground-connecting-wall leading sealing Grouting Consolidation method again, has that mortar depositing construction efficiency is high, construction quality high, material does not runs off and the advantage such as environmental protection.
The present invention produced beneficial effect compared to existing technology:
(1) present invention carries out 28 days intensity detection by detecting hole to reinforcing body, in the strengthening stratum that the methods such as traditional sleeve valve barrel grouting, high-pressure rotary jet grouting pile slip casting, cement mixing pile can not be constructed, when being unsatisfactory for design strength and sealing requirement, the present invention all can reinforce, and reaches to design requirement.
(2) using ground-connecting-wall water-stop curtain to carry out internal slip casting, have that mortar depositing construction efficiency is high, quality is high, material does not runs off, construction cost is low and the advantage such as environmental protection.
Detailed description of the invention
The construction method of a kind of highly permeable stratum consolidation curtain structure, comprises the steps:
Comprise the steps:
(1) scope of the construction ground on highly permeable stratum to be reinforced delimited.And mark setting-out line road with white line.
(2) ground-connecting-wall is prepared.Excavate downwards along setting-out line road with excavator, form ground-connecting-wall ditch.In ground-connecting-wall ditch, casting concrete wall forms the ground-connecting-wall flushed with ground.The concrete absolute altitude of described concrete walls is C20.
The thickness of ground-connecting-wall is 500～600mm, and the degree of depth is 22～25m, or the degree of depth can be depending on design requires.The degree of depth of described ground-connecting-wall is more than or equal to depth of pore forming.
Described construction ground is in the range of ground-connecting-wall, or ground-connecting-wall surrounds the scope of construction ground.
(3) measurement and positioning in construction ground.On-the-spot datum mark total powerstation is utilized to carry out cloth hole by design requirement spacing and determine drilling depth.Tissue related personnel measure position, hole and check, and confirms errorless.First near ground-connecting-wall periphery cloth hole, near the blossom type that two row cloth holes are 0.5m × 0.5m spacing of ground-connecting-wall periphery, the blossom type that cloth hole is 1m × 1m spacing of remaining construction ground；Or two row cloth holes of described close ground-connecting-wall periphery are pitch-row 1.5m, array pitch 1.5m, it is triangularly arranged.The cloth hole of remaining described construction ground is pitch-row 1m, and array pitch 1m is triangularly arranged.
(4) rig is in place and holes.Requiring that rig is laid steady, firm and keeps level, rig must be vertical, and control leading truck perpendicularity ＜ 0.5%.According to the position, hole that measures, confirm errorless after, carry out drilling construction according to cloth hole, drilling diameter 100～150 millimeters or depending on setting requirement.
(5) to injecting sleeve shell material.By drilling rod, sleeve shell material replaced mud in hole immediately after pore-forming.Method is by receiving on squash type slip casting machine by the pipe of circulating mud, under the effect of grouting pressure, by drilling rod, mud in hole is replaced as sleeve shell material.Sleeve shell material under pressure, enters foot of hole by drilling rod, and along with the entrance of sleeve shell material, in hole, mud cements out from aperture, ground, when finding to contain sleeve shell material in the mud discharged, stops displacement.
The raw material weight proportioning of described sleeve shell material is cement: swelled ground: water=1:1.5:2.
(6) mini-valve tube is installed.After sleeve shell material replacement completion, it is inserted into mini-valve tube in hole immediately.Often save a length of 4m of mini-valve tube.When inserting, two adjacent sections mini-valve tube is telescopic joint with the PVC of a length of 20cm, uses U-PVC adhesive mini-valve tube and sleeve pipe to be cemented, and first segment mini-valve tube installs plug (formation ball-valve structure).Again to injected clear water in pipe, to prevent the flexibility of mini-valve tube.The mini-valve tube of bottom should ensure that the center of mini-valve tube and drill center overlap.Mini-valve tube bassets 20cm, then entangles firm with pullover, prevents foreign material from entering in pipe.
(8) first slip casting section slip castings.After the intensity that sleeve shell material reaches predetermined, grout material is prepared by design requirement, carry out slip casting (for tradition grouting mode, slurry casting machine is entered under i.e. in mini-valve tube, the centre of the slurry casting machine long grooved bore of about 20cm, lower respectively with stop grouting plug thereon, grouting pressure pipe is attached with the slurry casting machine in mini-valve tube).Grouting mode takes retrusive segmenting slip casting technique.That is: in slip casting band by hole at the bottom of carry out slip casting from bottom to top.Slip casting segment length 0.30m～0.40m every time, after having noted the first slip casting section.On carry grouting pressure pipe, carry out the slip casting of the second slip casting section.
Time during slip casting as slip casting need to be suspended, it is necessary to first taken out by cement mortar pipe and put in scuttlebutt, and grouting pressure pipe is promoted 0.4m simultaneously.Stop slip casting again after noting clear water in hole, the most both kept pipeline unimpeded, ensure that again slip casting is not affected by water filling.Perform slip casting work sheet during slip casting, the slip casting working condition of injected hole and grouting with plunger activity duration, during slip casting, carry out grout injection control, final grouting pressure 1.5MPa by grouting pressure standard.When grouting pressure reaches to design final pressure, and the persistent period is no less than 10 minutes, can terminate slip casting, be carried out mini-valve tube with clear water, for secondary grouting at the end of sleeve valve barrel grouting.
Described mini-valve tube uses the PVC material of Φ 48mm.Described grout material is that cement uses 42.5 grades of Portland cements, the water of cement grout: cement ratio is for 1:1, and grout spreading range is 0.75m, grouting pressure 0.5～1.5MPa, and final pressure is 1.5MPa, flow rate of grouting 30-40L/min.
(9) second slip casting section slip castings, if after the first slip casting section slip casting, meet design requirement after testing, then stop construction；Otherwise repeat the first slip casting section slip casting and carry out the second slip casting section slip casting to meeting design requirement.
Do not implement the injected hole of slip casting, should take: described mini-valve tube upper end is using quick-hardening cement to seal, during preventing slip casting, produce grout phenomenon.
The present invention also can use traditional sleeve valve barrel grouting, therefore is not repeated.
In a word, it is novel simple that the present invention has method and structure, and working procedure is few, and range of grouting is controlled, and work efficiency is high, and construction cost is low, and safety is high, and speed of application is fast, the advantage that grouting consolidation effect is good and energy-conserving and environment-protective are good.Can promote the use of.
Claims (10)
1. a construction method for highly permeable stratum consolidation curtain structure, is characterized in that, comprises the steps:
(1) delimit the scope of the construction ground on highly permeable stratum to be reinforced, and mark setting-out line road with white line；
(2) preparing ground-connecting-wall, excavate downwards along setting-out line road with excavator, form ground-connecting-wall ditch, in ground-connecting-wall ditch, casting concrete wall forms the ground-connecting-wall flushed with ground, and the thickness of ground-connecting-wall is 500～600mm, and the degree of depth is 22～25m；
(3) measurement and positioning in construction ground, on-the-spot datum mark total powerstation is utilized to carry out cloth hole by design requirement spacing and determine drilling depth, tissue related personnel measure position, hole and check, confirm errorless, first near ground-connecting-wall periphery cloth hole, near the blossom type that two row cloth holes are 0.5m × 0.5m spacing of ground-connecting-wall periphery, the blossom type that cloth hole is 1m × 1m spacing of remaining construction ground；
(4) rig is in place and holes, it is desirable to rig is laid steady, firm and keeps level, and rig must be vertical, and control leading truck perpendicularity ＜ 0.5%, according to the position, hole that measures, confirm errorless after, drilling construction, drilling diameter 100～150 millimeters are carried out according to cloth hole；
(5) to injecting sleeve shell material, by drilling rod, sleeve shell material replaced mud in hole immediately after pore-forming, method is by receiving on squash type slip casting machine by the pipe of circulating mud, under the effect of grouting pressure, by drilling rod, mud in hole is replaced as sleeve shell material, sleeve shell material is under pressure, entering foot of hole by drilling rod, along with the entrance of sleeve shell material, in hole, mud cements out from aperture, ground, when finding that the mud discharged contains sleeve shell material, stop displacement；
(6) mini-valve tube is installed, after sleeve shell material replacement completion, it is inserted into mini-valve tube immediately in hole, often save a length of 4m of mini-valve tube, when inserting, two adjacent sections mini-valve tube is telescopic joint with the PVC of a length of 20cm, U-PVC adhesive is used mini-valve tube and sleeve pipe to be cemented, first segment mini-valve tube installs plug, again to injected clear water in pipe, to prevent the flexibility of mini-valve tube, the mini-valve tube of bottom should ensure that the center of mini-valve tube and drill center overlap, and mini-valve tube bassets 20cm, entangle firm with pullover again, prevent foreign material from entering in pipe；
null(8) first slip casting section slip castings，After the intensity that sleeve shell material reaches predetermined，Grout material is prepared by design requirement，Carry out slip casting，Grouting mode takes retrusive segmenting slip casting technique，I.e. in slip casting band by hole at the bottom of carry out slip casting from bottom to top，Slip casting segment length 0.30m～0.40m every time，After having noted the first slip casting section，On carry grouting pressure pipe，Carry out the slip casting of the second slip casting section，Time during slip casting as slip casting need to be suspended，First cement mortar pipe must be taken out and put in scuttlebutt，And grouting pressure pipe is promoted 0.4m simultaneously，Slip casting is stopped again after noting clear water in hole，The most both kept pipeline unimpeded，Ensure that again slip casting is not affected by water filling，Slip casting work sheet is performed during slip casting，The slip casting working condition of injected hole and grouting with plunger activity duration，During slip casting，Grout injection control is carried out by grouting pressure standard，Final grouting pressure 1.5MPa，When grouting pressure reaches to design final pressure，Persistent period is no less than 10 minutes，Slip casting can be terminated，With clear water, mini-valve tube is carried out at the end of sleeve valve barrel grouting，For secondary grouting；
(9) second slip casting section slip castings, if after the first slip casting section slip casting, meet design requirement after testing, then stop construction；Otherwise repeat the first slip casting section slip casting and carry out the second slip casting section slip casting to meeting design requirement.
Method the most according to claim 1, is characterized in that: described construction ground is in the range of ground-connecting-wall, or ground-connecting-wall surrounds the scope of construction ground.
Method the most according to claim 1, is characterized in that: the raw material weight proportioning of described sleeve shell material is cement: swelled ground: water=1:1.5:2.
Method the most according to claim 1, is characterized in that: two row cloth holes of described close ground-connecting-wall periphery are pitch-row 1.5m, and array pitch 1.5m is triangularly arranged.
Method the most according to claim 1, is characterized in that: the cloth hole of remaining described construction ground is pitch-row 1m, and array pitch 1m is triangularly arranged.
Method the most according to claim 1, is characterized in that: the degree of depth of described ground-connecting-wall is more than or equal to depth of pore forming.
Method the most according to claim 1, is characterized in that: described mini-valve tube upper end uses quick-hardening cement to seal, and produces grout phenomenon during preventing slip casting.
Method the most according to claim 1, is characterized in that: described mini-valve tube uses the PVC material of Φ 48mm.
Method the most according to claim 1, is characterized in that: described grout material is that cement uses 42.5 grades of Portland cements, the water of cement grout: cement ratio is for 1:1, grout spreading range is 0.75m, grouting pressure 0.5～1.5MPa, final pressure is 1.5MPa, flow rate of grouting 30-40L/min.
Method the most according to claim 1, is characterized in that: the concrete absolute altitude of described concrete walls is C20.
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| CN201610540372.2A CN106013078B (en) | 2016-07-11 | 2016-07-11 | Construction method of strong permeable stratum reinforcing curtain structure |
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| CN201610540372.2A CN106013078B (en) | 2016-07-11 | 2016-07-11 | Construction method of strong permeable stratum reinforcing curtain structure |
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Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106640120A (en) * | 2016-10-31 | 2017-05-10 | 彭峰 | Ground-surface fixed-point deep hole layered grouting construction method |
| CN111396086A (en) * | 2020-03-25 | 2020-07-10 | 中铁二十三局集团第四工程有限公司 | Sleeve method curtain grouting construction method |
| CN113136866A (en) * | 2021-03-24 | 2021-07-20 | 中国建筑第八工程局有限公司 | Grouting reinforcement construction method for sleeve valve pipe of soil loose water-rich stratum |
| CN113738383A (en) * | 2021-10-18 | 2021-12-03 | 中铁隆工程集团有限公司 | Shield end reinforcing method |
| CN114320371A (en) * | 2022-01-05 | 2022-04-12 | 中铁二局第一工程有限公司 | Construction method for controlling deformation of operation track by isolated grouting |
Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2001234528A (en) * | 2000-02-22 | 2001-08-31 | Tenox Corp | Method of constructing diaphragm wall in boulder- containing ground |
| CN101343869A (en) * | 2008-08-19 | 2009-01-14 | 上海建工股份有限公司 | Underground continuous wall construction method of city-across pipeline |
| CN101914917A (en) * | 2010-08-10 | 2010-12-15 | 中铁一局集团有限公司 | Anti-seepage and leak-blocking construction method for excavation of subway foundation pit in soft soil area |
| CN104878741A (en) * | 2015-05-12 | 2015-09-02 | 安徽省建筑科学研究设计院 | Post-grouting waterproof structure for wall joint of underground diaphragm wall and waterproof method thereof |
-
2016
- 2016-07-11 CN CN201610540372.2A patent/CN106013078B/en active Active
Patent Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2001234528A (en) * | 2000-02-22 | 2001-08-31 | Tenox Corp | Method of constructing diaphragm wall in boulder- containing ground |
| CN101343869A (en) * | 2008-08-19 | 2009-01-14 | 上海建工股份有限公司 | Underground continuous wall construction method of city-across pipeline |
| CN101914917A (en) * | 2010-08-10 | 2010-12-15 | 中铁一局集团有限公司 | Anti-seepage and leak-blocking construction method for excavation of subway foundation pit in soft soil area |
| CN104878741A (en) * | 2015-05-12 | 2015-09-02 | 安徽省建筑科学研究设计院 | Post-grouting waterproof structure for wall joint of underground diaphragm wall and waterproof method thereof |
Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106640120A (en) * | 2016-10-31 | 2017-05-10 | 彭峰 | Ground-surface fixed-point deep hole layered grouting construction method |
| CN111396086A (en) * | 2020-03-25 | 2020-07-10 | 中铁二十三局集团第四工程有限公司 | Sleeve method curtain grouting construction method |
| CN113136866A (en) * | 2021-03-24 | 2021-07-20 | 中国建筑第八工程局有限公司 | Grouting reinforcement construction method for sleeve valve pipe of soil loose water-rich stratum |
| CN113738383A (en) * | 2021-10-18 | 2021-12-03 | 中铁隆工程集团有限公司 | Shield end reinforcing method |
| CN114320371A (en) * | 2022-01-05 | 2022-04-12 | 中铁二局第一工程有限公司 | Construction method for controlling deformation of operation track by isolated grouting |
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| CN106013078B (en) | 2018-07-24 |
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