CN104612128B - Vacuum preloading reinforcement construction method applicable to underwater silt environment - Google Patents

Vacuum preloading reinforcement construction method applicable to underwater silt environment Download PDF

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Publication number
CN104612128B
CN104612128B CN201410748501.8A CN201410748501A CN104612128B CN 104612128 B CN104612128 B CN 104612128B CN 201410748501 A CN201410748501 A CN 201410748501A CN 104612128 B CN104612128 B CN 104612128B
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China
Prior art keywords
sand
construction
diaphragm seal
filling
construction method
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CN201410748501.8A
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CN104612128A (en
Inventor
鲍树峰
杨福麟
陈伟东
周琦
李燕
邱青长
林军华
张波云
李榕波
郑坚昭
谢荣星
阮涛
张建喜
郑广
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CCCC Fourth Harbor Engineering Institute Co Ltd
Guangzhou Harbor Engineering Quality Inspection Co Ltd
Guangzhou Port Group Co Ltd
Original Assignee
CCCC FOURTH HARBOR GEOTECHNICAL ENGINEERING Co Ltd
GUANGZHOU SIHANG MATERIAL TECHNOLOGY Co Ltd
CCCC Fourth Harbor Engineering Institute Co Ltd
Guangzhou Harbor Engineering Quality Inspection Co Ltd
Guangzhou Port Group Co Ltd
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Application filed by CCCC FOURTH HARBOR GEOTECHNICAL ENGINEERING Co Ltd, GUANGZHOU SIHANG MATERIAL TECHNOLOGY Co Ltd, CCCC Fourth Harbor Engineering Institute Co Ltd, Guangzhou Harbor Engineering Quality Inspection Co Ltd, Guangzhou Port Group Co Ltd filed Critical CCCC FOURTH HARBOR GEOTECHNICAL ENGINEERING Co Ltd
Priority to CN201410748501.8A priority Critical patent/CN104612128B/en
Publication of CN104612128A publication Critical patent/CN104612128A/en
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    • EFIXED CONSTRUCTIONS
    • E02HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02DFOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D3/00Improving or preserving soil or rock, e.g. preserving permafrost soil
    • E02D3/02Improving by compacting
    • E02D3/10Improving by compacting by watering, draining, de-aerating or blasting, e.g. by installing sand or wick drains
    • EFIXED CONSTRUCTIONS
    • E02HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02DFOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D15/00Handling building or like materials for hydraulic engineering or foundations
    • E02D15/08Sinking workpieces into water or soil inasmuch as not provided for elsewhere
    • EFIXED CONSTRUCTIONS
    • E02HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02DFOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D3/00Improving or preserving soil or rock, e.g. preserving permafrost soil
    • E02D3/02Improving by compacting
    • E02D3/10Improving by compacting by watering, draining, de-aerating or blasting, e.g. by installing sand or wick drains
    • E02D3/103Improving by compacting by watering, draining, de-aerating or blasting, e.g. by installing sand or wick drains by installing wick drains or sand bags
    • EFIXED CONSTRUCTIONS
    • E02HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02DFOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D2250/00Production methods
    • E02D2250/0053Production methods using suction or vacuum techniques
    • EFIXED CONSTRUCTIONS
    • E02HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02DFOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D2250/00Production methods
    • E02D2250/0061Production methods for working underwater
    • EFIXED CONSTRUCTIONS
    • E02HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02DFOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D2300/00Materials
    • E02D2300/0085Geotextiles

Abstract

The invention discloses a vacuum preloading reinforcement construction method applicable to an underwater silt environment. The vacuum preloading reinforcement construction method includes the following steps that a first layer of sand cover soft mattress is laid; plugboard construction is conducted; a level discharge pipe line is laid; a second layer of sand cover soft mattress is laid; geo-nonwoven cloth and a sealing membrane are laid; around reinforcement area sealing system construction is conducted; vacuumizing is conducted until dead load is finished. The vacuum preloading reinforcement construction method applicable to the underwater silt environment effectively solves the related problems encountered in engineering constructions of an inland river, an intertidal belt and an abyssal region, such as large excavation workload, a long construction period and high building cost of projects in an underwater excavation work and a bank slope treatment project of a long-piled wharf, large using amount of stones, a long construction period and high building cost of projects in reinforcing breakwater foundation construction adopting methods of overwater throwing-filling rock blocks, land pushing throwing-filling breakwater core rocks and explosion discharging slit backfilling rock blocks, and large excavation and filling amount in a traditional replacement method.

Description

Suitable for the vacuum pre-press reinforcing construction method of underwater sludge environment
Technical field
The present invention relates to the foundation treatment technology neck of the fixed buildings such as inland river engineering, port engineering, reclamation engineering Domain, and in particular to the engineering technology of the reinforced soft soil ground such as cruiseway, coastal Intertidal zone, seabed.
Background technology
According to《National cruiseway is planned with layout of port》(2007-2020), inland river high-grade waterway and major port To be the emphasis that following a period of time inland river is built.In addition, country also it is intensive given an written reply Tianjin, Hebei, Liaoning, Jiangsu, Zhejiang, The marine functional zoning of 8 provinces and cities such as Fujian, Shandong, Guangxi, plans to the year two thousand twenty, Hebei, Tianjin, Jiangsu, Zhejiang, Guangdong and other places The reclaiming land around sea gross area is more than 3000 square kilometres.Therefore, inland river and coastal beach are further developed, especially, coastal Harbour and transport hub are built also will constantly to deep-water developments.
At present, inland river, Intertidal zone and abysmal area engineering construction is mainly concerned with the difficult problem of following several respects:
(1) underwater excavation engineering
As port construction is limited by duration, construction site, to compared with the range of gradient slope, the underwater sludge that is not reinforced When being excavated, tend to landslide.At present, conventional processing method is that first backfill forms land-based area accordingly, then, is adopted Combined vacuum and surcharge preloading is reinforced, and finally excavates bank slope again, although so ensure that the stability in bank slope digging process, work Phase is longer, and construction costs is higher.
(2) the bank processing engineering of long piled wharf
During the backfill construction of long piled wharf shore approach structure, the displacement that bank slope is produced often results in several campsheds, beam, plate change after harbour Stake, when situation is serious, can be squeezed off by shape, problems of crack, so that dock structure is destroyed, cause huge economic damage Lose.At present, conventional processing method is first to carry out backfill to form land-based area accordingly, then ground is entered using land foundation treatment technology Row is reinforced, and is finally excavated to the absolute altitude of design requirement again.Obviously, the method digging up and filling in workload is very big, and the construction period is very long, and Silt is squeezed to extra large side easily during backfill and causes environmental pollution.
(3) levee construction
The ground poor for lower sleeping soil layer engineering characteristic, breakwater are generally required using sloping breakwater form, its construction party Method is to backfill block stone, the law technology difficulty using fill block stone throwing waterborne, land propelling method throwing dike cardiolith or explosion pressing mud method Greatly, building stones consumption is big, long in time limit, and construction cost is high.
(4) altering fill
For traditional cushion is constructed, the excavation and filling amount of mud is big, and can cause ecological environmental pollution, it is also possible to sea Aquaculture is brought and is had a strong impact on.
The content of the invention
The purpose of the present invention aims to provide a kind of construction method, for extra large (river, lake) bottom, Intertidal zone have it is certain thickness The basement process of mud is reinforced and can reduce construction cost and reduction of erection time.
To achieve these goals, present invention employs technical scheme below:It is a kind of suitable for the true of underwater sludge environment Empty pre-press reinforcing construction method, is constructed successively as follows:
(1) removing region surface to be reinforced affects the debris of construction operation;
(2) adopt technology laying ground floor sand is arranged under water by soft raft;
(3) plate construction is carried out using board plug device waterborne, the demolished ground floor software of the board plug device waterborne is drained Into plugging draining board operation;
(4), after assembling the horizontal drainage pipeline being formed by connecting by arm and supervisor by land, operation is arranged under water, Draining board wrench is connected with horizontal drainage pipeline;
(5) using arrange under water technology lay second layer sand by soft raft, make horizontal drainage pipeline be folded in ground floor and Second layer sand is by between soft raft;
(6) geotechnological non-woven fabrics and diaphragm seal are laid under water successively;
(7) carry out reinforcing area peripheral sealing system construction;
(8) supervisor of horizontal drain pipe in step 4 is connected with vaccum-pumping equipment by membrane joint;
(9) it is evacuated to dead load to terminate;
The sand is integral from the sequential connection splicing of vertical and horizontal respectively by multiple sand filling bags by soft raft and fills There is mortar, the sand filling bag is formed using the sewing of upper and lower two-layer geosynthetics, between upper and lower two-layer geosynthetics Arrange multiple longitudinal subdivision walls evenly and at intervals sand filling bag inner chamber is separated into multiple longitudinal compartments;In upper strata earth working material Spaced surface equably arranges multiple filling cuffs;Multiple draw rings are uniformly arranged in sand filling bag periphery.
The longitudinally spaced of upper strata geosynthetics surface is equably provided with a plurality of long reinforcement equal with longitudinal length Band, while its lateral separation is equably provided with a plurality of short reinforced bands equal with lateral length.
The technology of arranging under water is comprised the following steps:
(A) Working Ships are in place;
(B) sand carrier abuts Working Ships;
(C) measure mud face elevation;
(D) prefabricated is involved on the cylinder of Working Ships by the sand pocket bag that multiple sand filling bags are spliced;
(E) along laying direction successively in corresponding filling cuff insertion sandstone charging pipe, and by slush pump by the mortar being stirred Conveying is filled in sand filling bag;
(F) sand filling bag is sunk down into into riverbed successively along laying direction;
(G) charge and finish, releasing is bag rope;
(H) other width sand quilts are laid successively by (A)~(G).
The mortar for filling is more than 10 using infiltration coefficient-3The fine sand or medium coarse sand of cm/s, particle diameter are less than The sticky content of 0.005mm is less than 3%, and particle diameter is more than 95% more than the content of 0.1mm, and filling thickness is 0.6m.
The non-woven geotextile of laying under water of the step (6) and diaphragm seal are completed using water-bed rolling paving construction technology, water-bed Rolling paving construction technology includes following constructing operation step:
(A) Working Ships are in place;
(B) surveying and locating;
(C) the first width non-woven geotextile and the first width diaphragm seal are sewed up;
(D) cylinder that the first width non-woven geotextile and the first width diaphragm seal is wound on Working Ships is simultaneously transported to design Arrange position;
(E) non-woven geotextile and diaphragm seal together sink down into second layer sand by soft raft surface and anchor with by winding drum Gu;
(F) non-woven geotextile and diaphragm seal both sides are connected to into the capstan on tractor tug;
(G) tractor tug is in place;
(H) tractor tug rolling paving non-woven geotextile and diaphragm seal;
(I) the first width non-woven geotextile and the first width diaphragm seal rolling paving complete;
(J) other width non-woven geotextiles and diaphragm seal are laid successively by (A)~(I).
The peripheral sealing system construction of the step (7) is to insert in mud extremely the diaphragm seal at zone boundary to be reinforced Few 1m, or envelope wall of constructing at zone boundary to be reinforced.
The horizontal drainage pipeline adopts soft chimney filter, soft chimney filter even tube wall to lay the filter opening that aperture is 8mm, wrap up in outward Draining board filters mould, the vertical or horizontal laying of soft chimney filter, and constitutes closed-loop path.
The related difficult problem that the present invention is run in can efficiently solving inland river, Intertidal zone and abysmal area engineering construction, such as under water Big workload, construction period length and construction costs are excavated in the bank processing engineering of excavation project and long piled wharf high;Using The methods such as fill block stone throwing waterborne, land propelling method throwing dike cardiolith or explosion pressing mud method backfill block stone are reinforced breakwater basis and are applied In man-hour, building stones consumption is big, long in time limit and construction cost is high;When traditional cushion is constructed, mud excavation and filling amount is big.
It is for the Soft Grounds such as cruiseway, coastal Intertidal zone, seabed, of the invention with existing vacuum preloading Technology is compared, and is had the advantage that:
(1) underwater sludge in the range of slope is first reinforced using underwater vacuum precompression technology, soil strength can be made Improve, it is to avoid Slope Failure during underwater excavation, so that the duration shortens, construction costs is reduced;
(2) underwater sludge in the range of long piled wharf bank slope is first reinforced using underwater vacuum precompression technology, makes soil Body intensity carries out piling construction after improving to a certain extent again, can so avoid " during shore approach structure backfill construction, bank slope generation Displacement cause several campsheds after harbour, beam, plate deformation, problems of crack ", furthermore, it is possible to reduce substantial amounts of excavated volume, do not have back Operation is filled out, shortens the construction period.In addition, the cushion cap width of long piled wharf can also be reduced using underwater vacuum precompression technology, increase Plus the usable floor area in back-up land stockyard, the service efficiency in stockyard is improved, and then changes the version of harbour.
(3) using underwater vacuum precompression technology to soft soil foundation is reinforced under water after, the intensity of foundation soil obtains larger Improve, therefore, breakwater cross dimensions can be suitably reduced on the basis of breakwater base stabilization is ensured, while, it is contemplated that Foundation soil can complete most of sedimentation during vacuum preloading under water, can efficiently control breakwater levee crown absolute altitude.In addition, Also contemplate for levee construction is carried out in evacuation in levee construction, the construction period can be shortened.
(4) country is gradually strict to maritime environment Environmental capacity in recent years, can using underwater vacuum precompression construction technology The excavation and filling amount of mud is reduced, environmental pollution is reduced.
Description of the drawings
Fig. 1 is single width sand pocket organigram.
Fig. 2 is non-woven fabrics and the water-bed rolling paving construction floor map of geotextiles.
Fig. 3 is to lay sand under water by soft raft schematic diagram.
Fig. 4 is underwater vacuum precompression construction sectional schematic diagram.
Wherein:1- geosynthetics;2- longitudinal directions compartment;The long reinforced bands of 3-;The short reinforced bands of 4-;5- fills cuff;6- draws Ring;7- tractor tugs;8- capstan winches;9- anchors;10- drawstrings;11- cylinders;12- non-woven geotextiles and diaphragm seal;13- sand carriers;14- spreads Row's ship;15- ropes;16- Ka Liang and cylinder;17- sand is by soft raft;18- positioning rolls;19- treats reinforcing flexible foundation;20- draining boards; The ground floor sand that 21- is completed is by soft raft;22- horizontal drainage pipelines;The second layer sand that 23- is completed is by soft raft;What 24- was completed Non-woven geotextile and diaphragm seal;25- area peripheral edge sealing systems to be reinforced;26- special vaccum-pumping equipments under water;27- waters; 100- sand is laid direction by soft raft.
Specific implementation method
The present invention is implemented according to the following steps:
(1) debris for treating that 19 surface of reinforcing flexible foundation affects construction operation are removed, and is flattened;Debris herein are finger tips Sharp, block object.
Tractor tug 7, sand carrier 13 and Working Ships 14 are positioned by GPS system.
(2) prepare material and make sand by soft raft 17, the sand by soft raft by multiple sand filling bags respectively from longitudinal direction and Laterally sequential connection splicing is integral and is filled with mortar.Sand filling bag is formed using the sewing of upper and lower two-layer geosynthetics 1, Multiple longitudinal subdivision walls are set evenly and at intervals between two-layer geosynthetics 1 up and down many so that sand filling bag inner chamber to be separated into Individual longitudinal compartment 2;On upper strata, geotechnique's material surface arranges multiple filling cuffs 5 evenly and at intervals;It is uniform in sand filling bag periphery Multiple draw rings 6 are set.Geosynthetics 1 can be using the braided geotextile of high intensity reinforcement type, woven fabric, pin compound die Bag, or other high intensity, anti-filter and water penetration energy consumption material.On upper strata geosynthetics surface, along sand pocket laterally, by Away from 1m, the long reinforced bands 3 of setting, a width of 70mm equal with sand pocket longitudinal length;On upper strata geosynthetics surface, along per pass Geotextiles piece, by spacing 3m, arrange that length is equal with sand pocket lateral length, a width of 140mm short reinforced bands 4, and perpendicular to Piece is sewed.
By sand carrier 13 and Working Ships 14, rope 15, Ka Liang and cylinder 16, positioning rolls 18, ground floor sand quilt is laid Soft raft 17.
Concrete operations are as follows:
(A) position of Working Ships is corrected by GPS positioning system;
(B) sand carrier 13 abuts Working Ships 14;
(C) measure mud face elevation;
(D) by the prefabricated cylinder that Working Ships 14 are involved in by the first width sand pocket bag that multiple sand filling bags are spliced On 16;
(E) along laying direction successively in corresponding filling cuff insertion sandstone charging pipe, and by slush pump by the mortar being stirred Conveying is filled in sand filling bag;Mortar is more than 10 by infiltration coefficient-3The fine sand of cm/s or medium coarse sand stirring are mixed, its In, particle diameter is less than 3% less than the sticky content of 0.005mm, and particle diameter is more than 95% more than the content of 0.1mm.Filling thickness is 0.6m。
(F) sand filling bag is sunk down into into riverbed successively along laying direction;
(G) charge and finish, releasing is bag rope;
(H) other width sand quilts are laid successively by (A)~(G).
Sand is laid inspection of quality.
(3) plate construction is carried out using board plug device waterborne;
Board plug device waterborne selects flashboard boat waterborne, containing board plug device, Water positioner and computer detecting system, its In, the end of board plug device is provided with plate cutting mechanism.The demolished ground floor software of board plug device is arranged and completes to plug draining board operation.
(4), after assembling the horizontal drainage pipeline being formed by connecting by arm and supervisor by land, operation is arranged under water; Draining board wrench is connected with horizontal drainage pipeline.
(5) adopt technology laying second layer sand is arranged under water by soft raft;Make horizontal drainage pipeline be folded in ground floor and Second layer sand is by between soft raft.
(6) non-woven geotextile and diaphragm seal 12 are made, by tractor tug whole system (by tractor tug 7;Capstan winch 8;Anchor 9;Draw Rope 10;Cylinder 11 is constituted) paving non-woven geotextile and diaphragm seal 12 are rolled under water;Mainly construction process is:
(A) position of Working Ships is corrected by GPS positioning system;
(B) surveying and locating;
(C) the first width non-woven geotextile and the first width diaphragm seal are sewed up;
(D) the first width non-woven geotextile and the first width diaphragm seal winding drum, transport;
(E) non-woven geotextile and diaphragm seal together sink down into second layer sand by soft raft surface and anchor with by winding drum Gu;
(F) non-woven geotextile and diaphragm seal both sides are connected to into the capstan on tractor tug;
(G) tractor tug is in place;
(H) tractor tug rolling paving non-woven geotextile and diaphragm seal;
(I) the first width non-woven geotextile and the first width diaphragm seal rolling paving complete;
(J) other width non-woven geotextiles and diaphragm seal are laid successively by (A)~(I);
(K) sand is laid inspection of quality.
(7) carry out treating the sealing system construction of 19 periphery of reinforcing flexible foundation, be by the diaphragm seal at zone boundary to be reinforced At least 1m in insertion mud, or envelope wall of constructing at zone boundary to be reinforced;
(8) special vaccum-pumping equipment 26 under water is laid, the supervisor of horizontal drain pipe in step 4 is passed through membrane joint and taken out Vacuum equipment connects;
(9) it is evacuated to dead load to terminate, the dead load refers to the vacuum preloading duration of design requirement.

Claims (6)

1. a kind of vacuum pre-press reinforcing construction method suitable for underwater sludge environment, it is characterised in that apply as follows successively Work:
(1) removing region surface to be reinforced affects the debris of construction operation;
(2) adopt technology laying ground floor sand is arranged under water by soft raft;
(3) plate construction is carried out using board plug device waterborne, the board plug device waterborne is exposed ground floor soft raft and completes to plug Draining board operation;
(4), after assembling the horizontal drainage pipeline being formed by connecting by arm and supervisor by land, operation is arranged under water, will row Water plate wrench is connected with horizontal drainage pipeline;
(5) using technology laying second layer sand is arranged under water by soft raft, horizontal drainage pipeline is made to be folded in ground floor and second Layer sand is by between soft raft;
(6) geotechnological non-woven fabrics and diaphragm seal are laid under water successively;
(7) carry out reinforcing area peripheral sealing system construction;
(8) supervisor of horizontal drain pipe in step 4 is connected with vaccum-pumping equipment by membrane joint;
(9) it is evacuated to dead load to terminate;
The sand is integral from the sequential connection splicing of vertical and horizontal respectively by multiple sand filling bags by soft raft and is filled with sand Slurry, the sand filling bag are formed using the sewing of upper and lower two-layer geosynthetics, are spaced between upper and lower two-layer geosynthetics Equably arrange multiple longitudinal subdivision walls sand filling bag inner chamber is separated into multiple longitudinal compartments;In upper strata geotechnique's material surface Multiple filling cuffs are set evenly and at intervals;Multiple draw rings are uniformly arranged in sand filling bag periphery.
2. the vacuum pre-press reinforcing construction method suitable for underwater sludge environment according to claim 1, it is characterised in that: The technology of arranging under water is comprised the following steps:
(A) Working Ships are in place;
(B) sand carrier abuts Working Ships;
(C) measure mud face elevation;
(D) prefabricated is involved on the cylinder of Working Ships by the sand pocket bag that multiple sand filling bags are spliced;
(E) along laying direction successively in corresponding filling cuff insertion sandstone charging pipe, and the mortar being stirred is conveyed by slush pump It is filled in sand filling bag;
(F) sand filling bag is sunk down into into riverbed successively along laying direction;
(G) charge and finish, releasing is bag rope;
(H) other width sand quilts are laid successively by (A)~(G).
3. the vacuum pre-press reinforcing construction method suitable for underwater sludge environment according to claim 2, it is characterised in that: The mortar for filling is more than 10 using infiltration coefficient-3The fine sand or medium coarse sand of cm/s, particle diameter are less than
The sticky content of 0.005mm is less than 3%, and particle diameter is more than 95% more than the content of 0.1mm, and filling thickness is 0.6m.
4. the vacuum pre-press reinforcing construction method suitable for underwater sludge environment according to claim 1, it is characterised in that: The non-woven geotextile of laying under water of the step (6) and diaphragm seal are completed using water-bed rolling paving construction technology, water-bed rolling paving construction Technique includes following constructing operation step:
(A) Working Ships are in place;
(B) surveying and locating;
(C) the first width non-woven geotextile and the first width diaphragm seal are sewed up;
(D) cylinder that the first width non-woven geotextile and the first width diaphragm seal is wound on Working Ships transporting to design is arranged Position;
(E) non-woven geotextile and diaphragm seal with together sunk down into second layer sand by soft raft surface and anchored by winding drum;
(F) non-woven geotextile and diaphragm seal both sides are connected to into the capstan on tractor tug;
(G) tractor tug is in place;
(H) tractor tug rolling paving non-woven geotextile and diaphragm seal;
(I) the first width non-woven geotextile and the first width diaphragm seal rolling paving complete;
(J) other width non-woven geotextiles and diaphragm seal are laid successively by (A)~(I).
5. the vacuum pre-press reinforcing construction method suitable for underwater sludge environment according to claim 1, it is characterised in that: The peripheral sealing system construction of the step (7) is that the diaphragm seal at zone boundary to be reinforced is inserted at least 1m in mud, or Person constructs at the zone boundary to be reinforced envelope wall.
6. the vacuum pre-press reinforcing construction method suitable for underwater sludge environment according to claim 1, it is characterised in that: The horizontal drainage pipeline adopts soft chimney filter, soft chimney filter even tube wall to lay the filter opening that aperture is 8mm, wrap up in outward draining board filter Film, the vertical or horizontal laying of soft chimney filter, and constitute closed-loop path.
CN201410748501.8A 2014-12-09 2014-12-09 Vacuum preloading reinforcement construction method applicable to underwater silt environment Active CN104612128B (en)

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* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN106498923A (en) * 2016-12-15 2017-03-15 邓亚光 Consolidation sand filling bag composite pile system and its construction method from after draining
CN111735904B (en) * 2020-06-10 2022-05-17 中交四航工程研究院有限公司 Method for detecting content of chloride ions in hardened concrete in newly-built engineering

Citations (6)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
KR100750310B1 (en) * 2006-01-27 2007-08-17 서울중공업(주) Improvement method for soft ground
CN101033614A (en) * 2006-03-10 2007-09-12 天津港湾工程研究所 Underwater vacuum prepressing reinforcement soft base technique method
CN201024417Y (en) * 2007-04-13 2008-02-20 中交四航工程研究院有限公司 Super soft soil shallow quick reinforcing system
CN101718089A (en) * 2009-11-26 2010-06-02 中交第一航务工程勘察设计院有限公司 Combined vacuum preloading method foundation treatment construction method
CN102127908A (en) * 2011-04-18 2011-07-20 中交四航工程研究院有限公司 Method for quickly reinforcing ultra-soft soil foundation by using bagged sand cushion
CN103046553A (en) * 2013-01-30 2013-04-17 安徽水利开发股份有限公司 Method for carrying out deepwater laying on large-volume reinforced mud-filling tubular bags by using geotextiles-laying vessels

Patent Citations (6)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
KR100750310B1 (en) * 2006-01-27 2007-08-17 서울중공업(주) Improvement method for soft ground
CN101033614A (en) * 2006-03-10 2007-09-12 天津港湾工程研究所 Underwater vacuum prepressing reinforcement soft base technique method
CN201024417Y (en) * 2007-04-13 2008-02-20 中交四航工程研究院有限公司 Super soft soil shallow quick reinforcing system
CN101718089A (en) * 2009-11-26 2010-06-02 中交第一航务工程勘察设计院有限公司 Combined vacuum preloading method foundation treatment construction method
CN102127908A (en) * 2011-04-18 2011-07-20 中交四航工程研究院有限公司 Method for quickly reinforcing ultra-soft soil foundation by using bagged sand cushion
CN103046553A (en) * 2013-01-30 2013-04-17 安徽水利开发股份有限公司 Method for carrying out deepwater laying on large-volume reinforced mud-filling tubular bags by using geotextiles-laying vessels

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