CN110424486A - A kind of construction method of nonstandard diaphragm wall - Google Patents
A kind of construction method of nonstandard diaphragm wall Download PDFInfo
- Publication number
- CN110424486A CN110424486A CN201910630871.4A CN201910630871A CN110424486A CN 110424486 A CN110424486 A CN 110424486A CN 201910630871 A CN201910630871 A CN 201910630871A CN 110424486 A CN110424486 A CN 110424486A
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- diaphragm wall
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- 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
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02F—DREDGING; SOIL-SHIFTING
- E02F5/00—Dredgers or soil-shifting machines for special purposes
- E02F5/02—Dredgers or soil-shifting machines for special purposes for digging trenches or ditches
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- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Structural Engineering (AREA)
- Civil Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Mechanical Engineering (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Paleontology (AREA)
- Bulkheads Adapted To Foundation Construction (AREA)
Abstract
The invention discloses a kind of construction methods of nonstandard diaphragm wall, specifically includes the following steps: S1, according to the excavation of foundation pit depth of modern city project, the diaphram wall of 800mm, 900mm and 1000mm thickness is selected to be analyzed respectively, calculate the vertical ocean property grade beam method that code requirement is recommended, using consolidated quick index, fender post deformation, internal force calculating are all made of water and soil point and calculate principle, are calculated according to the construction operating condition drafted；The present invention relates to Diaphragm Wall fields.The construction method of the nonstandard diaphragm wall, it can guarantee the effect of whole construction, improve the quality of nonstandard diaphragm wall, and whole construction procedure is simplified, some raw material in construction are saved, mud is made according to practical soil property, it ensure that grooving quality and speed, the labor intensity of staff is reduced to a certain extent, and reduces the cost of integral construction, it is practical.
Description
Technical field
The present invention relates to Diaphragm Wall field, specially a kind of construction method of nonstandard diaphragm wall.
Background technique
Diaphram wall is that foundation engineering uses a kind of trench machine on the ground, along all side axis of deep excavation project
Line excavates out a long and narrow deep trouth under the conditions of mud off, after clear slot, steel reinforcement cage is hung in slot, then uses tremie method
Underwater concreting with tremie method builds up a unit groove section, so carries out paragraph by paragraph, builds up continuous reinforced concrete wall together in underground
Wall, as intercept water, antiseepage, load-bearing, water-retaining structure, the diaphram wall width of standard be generally 600mm, 800mm, 1000mm and
1200mm, and there is matched fore shaft to change and grab bucket with chute forming machine, construction is greatly facilitated in this way, but due to applying
, there is the construction method of some nonstandard diaphragm walls in the difference of work situation, and the consideration in energy conservation, but existing
The construction method construction effect of nonstandard diaphragm wall is general, and construction procedure is cumbersome, adds somewhat to work people
The labor intensity of member.
Traditional nonstandard diaphragm wall, it is impossible to ensure that the effect of whole construction, reduces non-standard underground and connect
The quality of continuous wall, whole construction is cumbersome, wastes some raw material in construction, it is difficult to guarantee grooving quality and speed, one
Determine the labor intensity for increasing staff in degree, and increases the cost of integral construction, it is not very practical.
Summary of the invention
(1) the technical issues of solving
In view of the deficiencies of the prior art, it the present invention provides a kind of construction method of nonstandard diaphragm wall, solves
The bad and at high cost problem of nonstandard diaphragm wall construction effect.
(2) technical solution
In order to achieve the above object, the present invention is achieved by the following technical programs: a kind of nonstandard diaphragm wall
Construction method, specifically includes the following steps:
S1, according to the excavation of foundation pit depth of modern city project, select the underground company of 800mm, 900mm and 1000mm thickness respectively
Continuous wall is analyzed, and the vertical ocean property grade beam method that code requirement is recommended is calculated, using consolidated quick index, fender post deformation,
Internal force calculating is all made of water and soil point and calculates principle, is calculated according to the construction operating condition drafted；
S2, it is excavated by triumphant sharp rod-type hydraulic grab chute forming machine to mud stone top surface, rushes rock with dedicated block stamp using rock machine is rushed
It to design slot bottom absolute altitude, then changes block stamp into plane set-hammer and repairs slot, after repairing slot qualification, slurry is changed at clear bottom, after acceptance(check), using 1
150t crawler crane and 1 80t crawler crane lift placement steel reinforcement cage, steel reinforcement cage weight about 32t, the integral manufacturing on steel reinforcement cage platform
Tremie is placed in molding, secondary to change slurry, after acceptance(check), pours underwater concrete immediately；
S3, after pouring beginning in S2, answer it is compact continuously carry out, forbid midway stop work, to be prevented in filling process
Concrete mix overflows from funnel top or falls into outside funnel bottom hole, in filling process, it should be noted that under observation tube inner concrete
Drop and water level in borehole go up and down situation, timely measured hole inner concrete face height, to ensure stake top quality, when filling concrete to stake
When top, superfilled 800-1000mm is answered, to guarantee after cutting laitance, concrete quality can meet design requirement at stake item absolute altitude；
S4, the particularity due to nonstandard diaphragm wall, conventional grab bucket are reequiped, main utilize of grabbing bucket
800mm thickness diaphram wall standard bucket two sides are welded with certain thickness sawtooth pattern iron plate, but in the case of soil property is harder, take an examination
It grabs native ability relative drop caused by considering after reequiping and efficiency is caused to reduce, then wedge type locking notch pipe is re-worked again；
S5, the design that mud match ratio is carried out according to this engineering geological condition cutting method and purposes etc., determine reasonable
Mud match ratio, the mud used in construction of diaphragm wall in lithostratigraphy are as follows: bentonite, bonding agent, dispersing agent and tap water
It is formed through rational proportion, it is desirable that viscosity is appropriate, and specific gravity meets the requirements, and stability is good, and filtering fluid loss is small, and it is short that mudcake forms the time
And thin and flexible, while requiring to reinforce the mud management in work progress, quality of mud fluid detection is carried out on time, is adjusted in time
Mud index is handled nonadjustable discarded poor mud, in time so that it is guaranteed that slurry trench stability；
After S6, construction of guide wall are good, using GPS-2000 type drilling machine at the both ends of each slot section and centre along diaphram wall
It is longitudinal respectively bore a hole should be first in place by drilling machine before drilling, with level detecting pad is steady, leveling, the theodolite being mutually with two
Adjust drilling rod verticality, in boring procedure, 5 meters of every drilling depth are detected a hole wall verticality with ultrasound wall instrument, and discovery is inclined
Difference adjusts immediately, and to guarantee to be not more than at hole perpendicularity 1300, drilling depth is diaphragm wall projected depth, detects whole hole again and hangs down
Straight degree, the backward shift that meets the requirements are bored next slot section and are excavated after the guide hole of each slot section is drilled using hydraulic grab bucket grooving machine
To the above soil layer of mixed rock, chute forming machine is in place, grooving center line is confirmed, with two theodolite inspection adjustment guide rods and grab bucket for top surface
Verticality is less than 2%, and checks that all auxiliary facilities are intact, can start grooving, before grooving, pays attention to one side grooving one
While mud is continuously replenished, keeps mud face leading wall top face or less 300-500mm, guarantee the mud pressure in slot section, to prevent upper
Collapse hole excavates precision in addition to the dipmeter automatic measurement carried with chute forming machine, every digging depth 5m or so is used during grooving
Ultrasound wall instrument measures the verticality of a cell wall, if required precision is not achieved, adjustment correction in time, until mud stone top surface；
S7, in S6 after grooving, allow in slot section after mud sediment 30 minutes, it is heavy that Cao bottom gently picked up with hydraulic grab
Then slag picks up remaining sediment with vacuum pump, after monitor station lattice, using crawler crane erection joint pipe, installation course
It is middle to correct its verticality with theodolite, and slowly put down, underground continuous wall groove segment and the cleaning of slot section seam are using autocratic wire brush
Clean with water, wire brush be fixed on chute forming machine grab bucket on, be close to concrete surface pull back and forth up and down, until pull out wire brush on without
Until spare.
Preferably, in the S2 triumphant benefit rod-type hydraulic grab chute forming machine model LS-418J.
Preferably, the depth segment of conduit Transducers Embedded in Concrete is preferably controlled in 2-6m in the S3, the correct promotion for commanding conduit
And dismounting.
Preferably, mud processing method is to guarantee the important link of quality of mud fluid in the S5, using RM-2000 type 2m mud
Slurry blender is stirred, and when mud configuration, is first configured two tanks, is then sampled inspections, is determining the conjunction of mud property parameter
After requiring, it can be produced in batches.
Preferably, due to criteria of right and wrong diaphram wall in the S7, therefore junction block is using the compromise joint of customization processing
Pipe, side are semicircle, and another is convex, merogenesis connection, and 8 meters of every section length is pulled out using self-control pulling power traction, seam cleaning
Work should be completed at clear bottom after grooving before changing slurry.
(3) beneficial effect
The present invention provides a kind of construction methods of nonstandard diaphragm wall.Have following the utility model has the advantages that this is non-standard
The construction method of diaphram wall selects 800mm, 900mm by S1, according to the excavation of foundation pit depth of modern city project respectively
It is analyzed with the diaphram wall of 1000mm thickness, calculates the vertical ocean property grade beam method that code requirement is recommended, it is fast using consolidation
Index is cut, fender post deformation, internal force calculating are all made of water and soil point and calculate principle, calculated according to the construction operating condition drafted；S2, lead to
It crosses triumphant sharp rod-type hydraulic grab chute forming machine to excavate to mud stone top surface, rushes rock to design slot bottom mark with dedicated block stamp using rock machine is rushed
Then height changes block stamp into plane set-hammer and repairs slot, after repairing slot qualification, slurry is changed at clear bottom, after acceptance(check), using 1 150t crawler crane and 1
Platform 80t crawler crane lifts placement steel reinforcement cage, and steel reinforcement cage weight about 32t, integral manufacturing forms on steel reinforcement cage platform, places coagulation
Native conduit, it is secondary to change slurry, after acceptance(check), underwater concrete is poured immediately；The effect that can guarantee whole construction, improves
The quality of nonstandard diaphragm wall, and whole construction procedure is simplified, save some raw material in construction, mud root
Factually border soil property is made, and ensure that grooving quality and speed, reduces the labor intensity of staff to a certain extent, and
Reduce the cost of integral construction, it is practical.
Specific embodiment
Below in conjunction with the embodiment of the present invention, technical solution of the present invention is clearly and completely described, it is clear that institute
The embodiment of description is only a part of the embodiment of the present invention, instead of all the embodiments.Based on the embodiments of the present invention,
Every other embodiment obtained by those of ordinary skill in the art without making creative efforts, belongs to this hair
The range of bright protection.
The embodiment of the present invention provides a kind of technical solution: a kind of construction method of nonstandard diaphragm wall specifically includes
Following steps:
S1, according to the excavation of foundation pit depth of modern city project, select the underground company of 800mm, 900mm and 1000mm thickness respectively
Continuous wall is analyzed, and the vertical ocean property grade beam method that code requirement is recommended is calculated, using consolidated quick index, fender post deformation,
Internal force calculating is all made of water and soil point and calculates principle, is calculated according to the construction operating condition drafted；
S2, it is excavated by triumphant sharp rod-type hydraulic grab chute forming machine to mud stone top surface, rushes rock with dedicated block stamp using rock machine is rushed
It to design slot bottom absolute altitude, then changes block stamp into plane set-hammer and repairs slot, after repairing slot qualification, slurry is changed at clear bottom, after acceptance(check), using 1
150t crawler crane and 1 80t crawler crane lift placement steel reinforcement cage, steel reinforcement cage weight about 32t, the integral manufacturing on steel reinforcement cage platform
Tremie is placed in molding, secondary to change slurry, after acceptance(check), pours underwater concrete immediately；
S3, after pouring beginning in S2, answer it is compact continuously carry out, forbid midway stop work, to be prevented in filling process
Concrete mix overflows from funnel top or falls into outside funnel bottom hole, in filling process, it should be noted that under observation tube inner concrete
Drop and water level in borehole go up and down situation, timely measured hole inner concrete face height, to ensure stake top quality, when filling concrete to stake
When top, superfilled 800-1000mm is answered, to guarantee after cutting laitance, concrete quality can meet design requirement at stake item absolute altitude；
S4, the particularity due to nonstandard diaphragm wall, conventional grab bucket are reequiped, main utilize of grabbing bucket
800mm thickness diaphram wall standard bucket two sides are welded with certain thickness sawtooth pattern iron plate, but in the case of soil property is harder, take an examination
It grabs native ability relative drop caused by considering after reequiping and efficiency is caused to reduce, then wedge type locking notch pipe is re-worked again；
S5, the design that mud match ratio is carried out according to this engineering geological condition cutting method and purposes etc., determine reasonable
Mud match ratio, the mud used in construction of diaphragm wall in lithostratigraphy are as follows: bentonite, bonding agent, dispersing agent and tap water
It is formed through rational proportion, it is desirable that viscosity is appropriate, and specific gravity meets the requirements, and stability is good, and filtering fluid loss is small, and it is short that mudcake forms the time
And thin and flexible, while requiring to reinforce the mud management in work progress, quality of mud fluid detection is carried out on time, is adjusted in time
Mud index is handled nonadjustable discarded poor mud, in time so that it is guaranteed that slurry trench stability；
After S6, construction of guide wall are good, using GPS-2000 type drilling machine at the both ends of each slot section and centre along diaphram wall
It is longitudinal respectively bore a hole should be first in place by drilling machine before drilling, with level detecting pad is steady, leveling, the theodolite being mutually with two
Adjust drilling rod verticality, in boring procedure, 5 meters of every drilling depth are detected a hole wall verticality with ultrasound wall instrument, and discovery is inclined
Difference adjusts immediately, and to guarantee to be not more than at hole perpendicularity 1300, drilling depth is diaphragm wall projected depth, detects whole hole again and hangs down
Straight degree, the backward shift that meets the requirements are bored next slot section and are excavated after the guide hole of each slot section is drilled using hydraulic grab bucket grooving machine
To the above soil layer of mixed rock, chute forming machine is in place, grooving center line is confirmed, with two theodolite inspection adjustment guide rods and grab bucket for top surface
Verticality is less than 2%, and checks that all auxiliary facilities are intact, can start grooving, before grooving, pays attention to one side grooving one
While mud is continuously replenished, keeps mud face leading wall top face or less 300-500mm, guarantee the mud pressure in slot section, to prevent upper
Collapse hole excavates precision in addition to the dipmeter automatic measurement carried with chute forming machine, every digging depth 5m or so is used during grooving
Ultrasound wall instrument measures the verticality of a cell wall, if required precision is not achieved, adjustment correction in time, until mud stone top surface；
S7, in S6 after grooving, allow in slot section after mud sediment 30 minutes, it is heavy that Cao bottom gently picked up with hydraulic grab
Then slag picks up remaining sediment with vacuum pump, after monitor station lattice, using crawler crane erection joint pipe, installation course
It is middle to correct its verticality with theodolite, and slowly put down, underground continuous wall groove segment and the cleaning of slot section seam are using autocratic wire brush
Clean with water, wire brush be fixed on chute forming machine grab bucket on, be close to concrete surface pull back and forth up and down, until pull out wire brush on without
Until spare.
In the present invention, the model LS-418J of triumphant benefit rod-type hydraulic grab chute forming machine in S2.
In the present invention, the depth segment of conduit Transducers Embedded in Concrete is preferably controlled in 2-6m in S3, the correct promotion for commanding conduit and
It removes.
In the present invention, mud processing method is to guarantee the important link of quality of mud fluid in S5, using RM-2000 type 2m mud
Blender is stirred, and when mud configuration, is first configured two tanks, is then sampled inspection, determine mud property parameter in accordance with
After it is required that, it can be produced in batches.
In the present invention, due to criteria of right and wrong diaphram wall in S7, therefore junction block uses the compromise joint pipe of customization processing,
Side is semicircle, and another is convex, and merogenesis connects, 8 meters of every section length, is pulled out using self-control pulling power traction, seam fettler
Make to complete before changing slurry at clear bottom after grooving.
It should be noted that, in this document, relational terms such as first and second and the like are used merely to a reality
Body or operation are distinguished with another entity or operation, are deposited without necessarily requiring or implying between these entities or operation
In any actual relationship or order or sequence.Moreover, the terms "include", "comprise" or its any other variant are intended to
Non-exclusive inclusion, so that the process, method, article or equipment including a series of elements is not only wanted including those
Element, but also including other elements that are not explicitly listed, or further include for this process, method, article or equipment
Intrinsic element.In the absence of more restrictions.
It although an embodiment of the present invention has been shown and described, for the ordinary skill in the art, can be with
A variety of variations, modification, replacement can be carried out to these embodiments without departing from the principles and spirit of the present invention by understanding
And modification, the scope of the present invention is defined by the appended.
Claims (5)
1. a kind of construction method of nonstandard diaphragm wall, it is characterised in that: specifically includes the following steps:
S1, according to the excavation of foundation pit depth of modern city project, select the diaphram wall of 800mm, 900mm and 1000mm thickness respectively
It is analyzed, calculates the vertical ocean property grade beam method that code requirement is recommended, using consolidated quick index, fender post deformation, internal force
Calculating is all made of water and soil point and calculates principle, is calculated according to the construction operating condition drafted；
S2, it is excavated by triumphant sharp rod-type hydraulic grab chute forming machine to mud stone top surface, rushes rock to setting with dedicated block stamp using rock machine is rushed
Slot bottom absolute altitude is counted, then block stamp is changed into plane set-hammer and repairs slot, after repairing slot qualification, slurry is changed at clear bottom, after acceptance(check), using 1 150t
Crawler crane and 1 80t crawler crane lift placement steel reinforcement cage, steel reinforcement cage weight about 32t, on steel reinforcement cage platform integral manufacturing at
Type places tremie, secondary to change slurry, after acceptance(check), pours underwater concrete immediately；
S3, after pouring beginning in S2, answer it is compact continuously carry out, forbid midway stop work, coagulation is prevented in filling process
Native mixture overflows from funnel top or falls into outside funnel bottom hole, in filling process, it should be noted that the decline of observation tube inner concrete and
Water level in borehole goes up and down situation, timely measured hole inner concrete face height, to ensure stake top quality, when filling concrete to stake top
When, superfilled 800-1000mm is answered, to guarantee after cutting laitance, concrete quality can meet design requirement at stake item absolute altitude；
S4, the particularity due to nonstandard diaphragm wall, conventional grab bucket are reequiped, and grab bucket mainly utilizes 800mm
Thick diaphram wall standard bucket two sides are welded with certain thickness sawtooth pattern iron plate, but in the case of soil property is harder, are considered as changing
It grabs native ability relative drop caused by after dress and efficiency is caused to reduce, then wedge type locking notch pipe is re-worked again；
S5, the design that mud match ratio is carried out according to this engineering geological condition cutting method and purposes etc., determine reasonable mud
Match ratio, the mud used in construction of diaphragm wall in lithostratigraphy are as follows: bentonite, bonding agent, dispersing agent and tap water economic cooperation
Reason matches, it is desirable that viscosity is appropriate, and specific gravity meets the requirements, and stability is good, and filtering fluid loss is small, and it is short and thin that mudcake forms the time
And flexible, while requiring to reinforce the mud management in work progress, quality of mud fluid detection is carried out on time, adjusts mud in time
Index is handled nonadjustable discarded poor mud, in time so that it is guaranteed that slurry trench stability；
After S6, construction of guide wall are good, using GPS-2000 type drilling machine at the both ends of each slot section and centre along diaphram wall longitudinal direction
Respectively boring a hole should be first in place by drilling machine before drilling, with level detecting pad is steady, leveling, is adjusted with two theodolites being mutually
Good drilling rod verticality, in boring procedure, 5 meters of every drilling depth are detected a hole wall verticality with ultrasound wall instrument, and discovery deviation is vertical
It adjusts, to guarantee to be not more than at hole perpendicularity 1300, drilling depth is diaphragm wall projected depth, and it is vertical to detect whole hole again
Degree, the backward shift that meets the requirements bores next slot section, after the guide hole of each slot section is drilled, is excavated and is pushed up using hydraulic grab bucket grooving machine
To the above soil layer of mixed rock, chute forming machine is in place, confirms grooving center line, with two theodolite inspection adjustment guide rods and grabs bucket vertical in face
Straight degree, is less than 2%, and check that all auxiliary facilities are intact, can start grooving, before grooving, pay attention to. while grooving
Mud is continuously replenished, keeps mud face leading wall top face or less 300-500mm, guarantees the mud pressure in slot section, to prevent above collapsing
Precision is excavated in addition to the dipmeter automatic measurement carried with chute forming machine, every digging depth 5m or so, Yao Yongchao during grooving in hole
Cement bond logging wall instrument measures the verticality of a cell wall, if required precision is not achieved, adjustment correction in time, until mud stone top surface；
S7, in S6 after grooving, allow in slot section after mud sediment 30 minutes, Cao bottom sediment gently picked up with hydraulic grab,
Then remaining sediment is picked up with vacuum pump, after monitor station lattice, using crawler crane erection joint pipe, use in installation course
Theodolite corrects its verticality, and slowly puts down, and underground continuous wall groove segment is cleared up with slot section seam and cleaned with water using autocratic wire brush,
Wire brush is fixed in chute forming machine grab bucket, is close to concrete surface and is pulled back and forth up and down, until pulling out on wire brush without spare
Until.
2. a kind of construction method of nonstandard diaphragm wall according to claim 1, it is characterised in that: triumphant in the S2
The model LS-418J of sharp rod-type hydraulic grab chute forming machine.
3. a kind of construction method of nonstandard diaphragm wall according to claim 1, it is characterised in that: led in the S3
The depth segment of pipe Transducers Embedded in Concrete is preferably controlled in 2-6m, the correct promotion and dismounting for commanding conduit.
4. a kind of construction method of nonstandard diaphragm wall according to claim 1, it is characterised in that: mud in the S5
Slurry processing method is to guarantee the important link of quality of mud fluid, is stirred using RM-2000 type 2m slurry mixer, mud configuration
When, two tanks are first configured, inspection is then sampled, after determining that mud property parameter meets the requirements, can be produced in batches.
5. a kind of construction method of nonstandard diaphragm wall according to claim 1, it is characterised in that: in the S7 by
Then nonstandard diaphragm wall, therefore junction block uses the compromise joint pipe of customization processing, side is semicircle, and another is convex
Shape, merogenesis connection, 8 meters of every section length are pulled out using self-control pulling power traction, and seam cleaning work should be before slurry be changed at clear bottom after the grooving
It completes.
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Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110820723A (en) * | 2019-11-22 | 2020-02-21 | 中铁开发投资集团有限公司 | Construction control method for underground diaphragm wall of deep and large foundation pit support structure of station |
| CN111827262A (en) * | 2020-07-31 | 2020-10-27 | 广西建工集团建筑工程总承包有限公司 | Construction method of fold-line-shaped irregular underground continuous wall |
| CN114482011A (en) * | 2022-01-10 | 2022-05-13 | 中建五局土木工程有限公司 | Combined construction method of super-thick plain soil filling-strong water permeable round gravel composite stratum deep and wide underground continuous wall |
Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2010203115A (en) * | 2009-03-03 | 2010-09-16 | Railway Technical Res Inst | Method for collecting groundwater in construction of underground structure by cut-and-cover |
| CN102852158A (en) * | 2012-09-25 | 2013-01-02 | 浙江省地质矿产工程公司 | Construction method for nonstandard diaphragm wall |
| CN105887887A (en) * | 2016-01-27 | 2016-08-24 | 济南城建集团有限公司 | Underwater concrete grouting pile top elevation control construction method |
| CN106759288A (en) * | 2016-11-29 | 2017-05-31 | 昆山顶牛市政建设有限公司 | One kind building bored pile construction method |
| KR101925597B1 (en) * | 2018-02-06 | 2019-02-20 | 주식회사 유탑엔지니어링건축사사무소 | Underground continuous wall grouting waterproofing method |
| CN109680676A (en) * | 2018-12-26 | 2019-04-26 | 中铁二十五局集团第五工程有限公司 | A kind of ventilating shaft building enclosure and its construction method |
-
2019
- 2019-07-12 CN CN201910630871.4A patent/CN110424486A/en active Pending
Patent Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2010203115A (en) * | 2009-03-03 | 2010-09-16 | Railway Technical Res Inst | Method for collecting groundwater in construction of underground structure by cut-and-cover |
| CN102852158A (en) * | 2012-09-25 | 2013-01-02 | 浙江省地质矿产工程公司 | Construction method for nonstandard diaphragm wall |
| CN105887887A (en) * | 2016-01-27 | 2016-08-24 | 济南城建集团有限公司 | Underwater concrete grouting pile top elevation control construction method |
| CN106759288A (en) * | 2016-11-29 | 2017-05-31 | 昆山顶牛市政建设有限公司 | One kind building bored pile construction method |
| KR101925597B1 (en) * | 2018-02-06 | 2019-02-20 | 주식회사 유탑엔지니어링건축사사무소 | Underground continuous wall grouting waterproofing method |
| CN109680676A (en) * | 2018-12-26 | 2019-04-26 | 中铁二十五局集团第五工程有限公司 | A kind of ventilating shaft building enclosure and its construction method |
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110820723A (en) * | 2019-11-22 | 2020-02-21 | 中铁开发投资集团有限公司 | Construction control method for underground diaphragm wall of deep and large foundation pit support structure of station |
| CN111827262A (en) * | 2020-07-31 | 2020-10-27 | 广西建工集团建筑工程总承包有限公司 | Construction method of fold-line-shaped irregular underground continuous wall |
| CN114482011A (en) * | 2022-01-10 | 2022-05-13 | 中建五局土木工程有限公司 | Combined construction method of super-thick plain soil filling-strong water permeable round gravel composite stratum deep and wide underground continuous wall |
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