CN1851153A - Slide sand-slope deep sand-fixation method - Google Patents

Slide sand-slope deep sand-fixation method Download PDF

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Publication number
CN1851153A
CN1851153A CN 200610011459 CN200610011459A CN1851153A CN 1851153 A CN1851153 A CN 1851153A CN 200610011459 CN200610011459 CN 200610011459 CN 200610011459 A CN200610011459 A CN 200610011459A CN 1851153 A CN1851153 A CN 1851153A
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sand
slope
fixation
slide
deep
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CN 200610011459
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CN100503988C (en
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王成华
张小刚
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Institute of Mountain Hazards and Environment IMHE of CAS
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Institute of Mountain Hazards and Environment IMHE of CAS
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Abstract

The invention is a quicksand slope depth-type sand fixing method, comprising the steps of: adopting the flower pipe-micro root pile depth-type sand fixing method to carry out quicksand slope depth-type sand fixing design, i.e. drilling vertically the ground to the sand slope depth on a sand slope necessary to fix sand, inserting micro flow pipe into the hole and injecting high pressure clay, soil powder/cement and fine sand pulp into the flower pipe, so that the pulp is ejected through pores around the flower pipe to form rootlike pulp veins, which tightly hold the sand by their bonding and absorbing actions, so as to achieve the sand fixing purpose. And it can effectively fix the quicksand slope.

Description

Slide sand-slope deep sand-fixation method
Technical field
The present invention relates to a kind of slide sand-slope deep sand-fixation method.
Background technology
Sand-sliding slope is a kind of special disaster type in mountain area.Sand-sliding slope is meant high escarpment, under strong physical weathering, forms a large amount of sand grains and chip, takes place to slip under the deadweight effect to move, and piles up the natural process that forms the taper slope at toe.A typical sand-sliding slope must possess the sand source region, slip and move district and accumulation area three big key elements, as shown in Figure 1.
The maximum feature of sand-sliding slope is a prose style free from parallelism structure, and the cohesive strength between the particle is very little, is " a heap of a loose sand ".As long as excavation sand toe, or sand slope table portion vegetation deterioration, the sand slope will acutely slip, the safety of harm highway, railway and Other Engineering building.Traditional geomorphology in the severely-weathered residual slide rock debris slope of massif, does not carry out deep specially research with its merger.Nearly decades, along with the development that the mountain area is built, the widening, upgrade of the construction of highway, railway, husband road, excavation sand-sliding slope pin, cause old sand-sliding slope aggravating activities again, a large amount of sand grains, chip pour in highway, railway, and the disaster that buries the Other Engineering facility often takes place.National highway highway 317,318 lines are kilometer surplus sand-sliding slope distributed area 70, often have the sand of slide to cover shingle trap harm highway and normally move, even a few hours that suspend traffic is to a few days.The eighties mid-term in last century, the especially big mountain torrents that monolith Parlung Zangbo upstream rice heap ditch glade burst and produces during Sichuan-Tibet highway Tibet was domestic, a large amount of highway subgrades of monolith and sand-sliding slope toe in destroying by rush of water make the sand-sliding slope at nearly 20 places produce aggravating activities, suspend traffic more than half a year.Because the aggravating activities of sand-sliding slope brings very big harm for the restoration and reconstruction of this section highway.Because sand-sliding slope slips while digging engineering can't be carried out, the sand-sliding slope at nearly 20 places has recovered to spend unexpectedly many time of half a year less than 5 kilometers roadbeds.Along with the process of development of the West Regions, the construction of widening, upgrade of 317,318 national highway highways is in full swing, and the aggravating activities of sand-sliding slope is still a great problem that influences engineering construction.The Chinese Academy of Sciences-Ministry of Water Resources's Chengdu mountain region disaster and Environmental Research Institute from last century the nineties just carried out integrated control research latter stage to sand-sliding slope.
But discuss as preceding, sand-sliding slope is nearly ten years new disaster problem that propose in mountain road is built.Owing to do not carry out deep research, also there is not the perfect method of preventing and treating of a cover so far.Engineering design department haves no alternative but, and uses the retaining wall principle, builds the harm of sand block wall control sand-sliding slope.For a comparatively complicated system of causing disaster, administer with a simple prevention and cure project, obviously be very incomplete, and have following problem: the design theory of (1) sand block wall is not set up, cause the height and the cross dimensions of sand block wall in the design can't determine accurately that the design of sand block wall now has randomness, cause the existing most insufficient height of sand block wall thus, sand covers the wall top and has slipped into highway, as shown in Figure 2; There have the minority wall to repair to be high, and structure is extremely unreasonable, and it is high not only to have caused engineering to drop into, and degree of safety also can not get guaranteeing; (2) design of existing sand block wall is that to be based upon sand-sliding slope sand source region basicly stable, does not have tangible sand grains and slips moving district and accumulation area to the sand slope and provide.If the sand source region also has more material to provide to the sand slope, what if can't stop with the sand block wall, existing sand-sliding slope prevention and cure project does not propose the moving method of preventing and treating of other sand slope slide; (3) if need that excavation sand-sliding slope toe constructs a road, railway and Other Engineering building, what if can cause the sand-sliding slope aggravating activities, the measure that the anti-therapy of existing sand-sliding slope does not propose to solve; (4) for still at the sand-sliding slope of aggravating activities, how to carry out solid sand of table portion and quick recovering vegetation, existing sand-sliding slope control is also unresolved.
Summary of the invention
The technical issues that need to address of the present invention are: overcome the deficiency of existing method, a kind of slide sand-slope deep sand-fixation method be provided, this method can be effectively fixing sand-sliding slope, solve the harm that sand-sliding slope brings.
Technical solution of the present invention is: a kind of slide sand-slope deep sand-fixation method, it is characterized in that: adopt the solid sand method in perforated pipe micro-root pile deep to carry out the slide sand-slope deep sand-fixation design, concrete steps are as follows: vertical ground is holed to slope deep sand on the sand slope of the solid sand of needs, the floral tube that has aperture around Xiang Kongzhong inserts, and in floral tube, inject the slurries of forming by clay or silt and water, or the slurries of cement and water composition, slurries penetrate by aperture around the floral tube, form tree root shape slurry arteries and veins, the slurry arteries and veins utilizes bonding and the suction-operated of self, sand grains is hung on to, reach the purpose of solid sand.
The present invention's advantage compared with prior art:
(1) the present invention is applied to slide sand-slope deep sand-fixation, owing to gone into slurries such as a certain proportion of clay, silt or cement to annotating (filling) in the sand slope, has thoroughly changed the character of sand slope prose style free from parallelism structure.The solid sand engineering of cooperation table portion is stablized the sand slope, has reached the inaccessible deep of existing additive method solid Grains.
(2) existing method is to implement open excavation at the sand toe, flows while digging sand, and open excavation can't be carried out.On the inboard sand of excavation slope slope, use the solid sand in root pile of the present invention deep, the phenomenon that flows in excavation Sha Po limit, limit just can not occur, ensured carrying out smoothly of engineering.
(3) the present invention helps quickening sand slope soilization owing to annotated plasmas such as clay, silt in the sand slope, and the sand slope stability is increased, and helps the recovery and the reconstruction of plant ecological.
(4), illustrate that the effect of the solid sand of this method is fine by monolith experiment and demonstration in indoor type test and 318 national highways.
Description of drawings
Fig. 1 is existing sand-sliding slope view schematic diagram;
Fig. 2 covers barricade harm highway schematic diagram for existing sand-sliding slope drift sand;
Fig. 3 is a perforated pipe micro-root pile schematic diagram of the present invention;
Fig. 4 is a grout pipe boring layout schematic diagram of the present invention;
Fig. 5 is a root pile boring layout schematic diagram of the present invention.
The specific embodiment
The step of the solid sand method in this deep of the invention process is:
(1) sand-sliding slope that needs are implemented the solid sand in deep is investigated, is surveyed, and determines the features such as material compositions, structure on sand slope, and the thickness on sand slope and consolidate the sand degree of depth carries out design analysis and calculating.Fig. 3 is the solid sand schematic diagram of perforated pipe micro-root pile of the present invention, and wherein, a is the actual solid sand sketch of tree root, and b is the solid sand design diagram of root pile.
(2) floral tube is made
1. pipe material selection:, can select  50~55mmPVC pipe (rigidity of pvc pipe can satisfy the requirement of grouting pressure and have anticorrosion, non-corrosive, cheap characteristics) for use through experiment and demonstration.
2. slip casting section boring: floral tube lower end (stretching to the bottom, hole) 15~20cm does not hole, upper end (orifice end) 100cm does not hole, other parts are evenly holed, aperture d6~8mm, granular, sheet sand-sliding slope 6mm, piece rubble shape sand-sliding slope 8mm, the layout of holing on floral tube should be determined according to the porosity of sand-sliding slope, through model testing and demonstration project, 3 kinds of layout modes are arranged, as shown in Figure 4.
A kind floral tube diameter d=50mm bores hole diameter 6mm, 4 holes of lateral arrangement, and horizontal spacing 3.9cm, longitudinal pitch 20cm is applicable to granular, sheet sand-sliding slope;
B kind floral tube diameter d=55mm bores hole diameter 8mm, 3 holes of lateral arrangement, and horizontal spacing 5.7cm, longitudinal pitch 30cm is applicable to piece rubble shape sand-sliding slope;
C kind floral tube diameter d=50mm bores hole diameter 6mm, and with a kind arrangement, horizontal 4 apertures are put together, form 4 hole groups, becomes screw type to lay, and longitudinal pitch is 20cm still, be applicable to granular, the sheet sand-sliding slope.
At granular, the sheet sand-sliding slope, C kind bore distribution method is better, and pulp is more even, has avoided the shortcoming of some aperture blocking pulp inequalities of a kind cloth hole.
(3) slurries are equipped with
1. slurry material is selected: according to the composition structural property on sand slope, only need to change the character of sand slope prose style free from parallelism structure, can stablize the sand slope.So do not need expensive slurry material.This method is selected two kinds of clay, silt slurries and cement grouts for use.
A clay, silt slurries only work to change sand slope composition, structure, are applicable to the natural sand-slope deep sand-fixation of non-engineering.
The b cement grout not only changes, and the sand slope is formed, the effect of structure, and formed cement paste arteries and veins (piece), and certain rigidity is arranged, and can play a part to resist and collapse, slides, and is applicable to the solid sand in deep on the inboard sand of engineering excavation side slope slope.
2. concentration of slurry: concentration of slurry is relevant with sand slope porosity, and the water/binder ratio that porosity is big is little; The water/binder ratio that porosity is little wants big.The present invention is directed to granular, sheet sand-sliding slope concentration of slurry water/binder ratio is 0.75: 1.0~1.0: 1.0; To rubble shape sand-sliding slope concentration of slurry water/binder ratio is 0.5: 1.0~0.75: 1.0.
(4) sand slope boring
1. the layout of holing: according to model testing and demonstration project, boring is opened along the upper and lower misarrangement of isohypse and is blossom type and arranges on the sand slope, as shown in Figure 5.
A is granular, sheet sand-sliding slope boring level interval 1.3~1.5m, upper and lower array pitch 1.0~1.2m.
B rubble shape sand-sliding slope boring level interval 1.6~1.8m, upper and lower array pitch 1.8~2.0m.
2. hole forming method: bore diameter gets final product than the big 20~25mm of floral tube diameter.Because the sand slope is loosely organized, routine is crept into and is difficult to pore-forming, generally adopts following three kinds of methods:
A is if sand-sliding slope needs the thickness<3m of slip casting, and available irony floral tube is pounded the lower end flat, directly squeezes into weight.
B vibration blast tube pore-forming.
C wind-force advances pore-forming with pipe bit.
(5) annotate (filling) slurry
1. flower arrangement is managed and Grouting Pipe: the floral tube of making is inserted in the boring, and lower end closed is directed reach at the bottom of the hole.At the bottom of the floral tube mouth straight cutting hole, the external diameter of Grouting Pipe should be less than floral tube interior diameter 15~20mm, withstand voltage 1.0~1.2MPa with the high pressure rubber tube of grouting.
2. end and starch sealing: slit around floral tube and the aperture, available cement mortar sealing prevents that the high pressure slurries from spraying around floral tube.Multi-purpose rubber plug in slit ends slurry between Grouting Pipe and floral tube.
3. slip casting:
A grouting pressure: the grouting pressure 0.2~0.6Mpa of granular, sheet sand-sliding slope, 0.5Mpa commonly used.Grouting pressure 0.1~the 0.5Mpa of rubble shape sand-sliding slope, 0.3Mpa commonly used.
The b slip casting time: granular, sheet sand-sliding slope, about 25 seconds/meter slip casting time after design pressure is stable, rubble shape sand-sliding slope, design pressure reached about 20 seconds/meter slip casting time after stable.
C segmentation pressurization slip casting: evenly distribute for making upper and lower shape slurries of root pile.Must implement segmenting slip casting, about every segment length 3m.Be slip casting sand slope thickness≤3m, not segmentation places 1.0~1.5m place at the bottom of the hole with the Grouting Pipe outlet; If slip casting sand slope thickness 6m can be divided into two sections pressurization slip castings, promptly the Grouting Pipe outlet is placed the pressurization slip casting of 1.5,4.5 places respectively successively.By that analogy.
D injecting paste material (dry powder) calculates: can be by the following formula tentative calculation for the requirement of single root pile injecting paste material:
In the formula: Q is that single stake needs injecting paste material weight (t);
D is design root pile diameter (m);
L is design root pile length (m)
Y SandBe sand-sliding slope dry density (t/m 3)
η is for adding injecting paste material coefficient (%).The weight that promptly adds injecting paste material accounts for the percentage of this root root pile gross weight.Get 15%~20% for granular, sheet sand-sliding slope η; η gets 25%~30% for rubble shape sand-sliding slope, also can add 20% in, fine sand.
The solid sand parameter matching recommended value of table 1 floral tube root pile
The sand-sliding slope basic classification Floral tube diameter d (mm) Slip casting hole diameter (mm) The boring arrangement mode Concentration of slurry water: gray scale Grouting pressure (Mpa) The slip casting time (s/m) Remarks
Granular sand-sliding slope 50~55 6 The vertical spacing 20cm of 4 hole group helical arrangement 0.75∶1.0 ~ 1.0∶1.0 0.2~0.6 25
The sheet sand-sliding slope 50~55 6 The vertical spacing 20cm of 4 hole group helical arrangement 0.75∶1.0 ~ 1.0∶1.0 0.2~0.6 30
Rubble shape sand-sliding slope 50~55 8 Single hole is arranged vertical spacing 30cm, horizontal spacing 5.2cm 0.5∶1.0 ~ 0.75∶1.0 0.1~0.5 20

Claims (6)

1, a kind of slide sand-slope deep sand-fixation method, it is characterized in that: adopt the solid sand method in perforated pipe micro-root pile deep to carry out the slide sand-slope deep sand-fixation design, concrete steps are as follows: vertical ground is holed to slope deep sand on the sand slope of the solid sand of needs, the floral tube that has aperture around Xiang Kongzhong inserts, and in floral tube, inject the slurries of forming by clay or silt and water, or the slurries of cement and water composition, slurries penetrate by aperture around the floral tube, form tree root shape slurry arteries and veins, the slurry arteries and veins utilizes bonding and the suction-operated of self, sand grains is hung on to, reach the purpose of solid sand.
2, slide sand-slope deep sand-fixation method according to claim 1 is characterized in that: the tubing of described floral tube is  50~55mmPVC pipe.
3, slide sand-slope deep sand-fixation method according to claim 1 is characterized in that: described floral tube lower end is promptly stretched to bottom, hole 15~20cm and is not holed, the upper end, and promptly orifice end 80~100cm does not hole, and remainder is evenly holed, aperture d6~8mm.
4, slide sand-slope deep sand-fixation method according to claim 1 is characterized in that: to granular, sheet sand-sliding slope, and water and clay or silt in the described slurries, or the mass percent of water and cement is 0.75: 1.0~1.0: 1.0.
5, slide sand-slope deep sand-fixation method according to claim 1 is characterized in that: to rubble shape sand-sliding slope, and water and clay or silt in the described slurries, or the mass percent of water and cement is 0.5: 1.0~0.75: 1.0.
6, slide sand-slope deep sand-fixation method according to claim 1, it is characterized in that: described boring layout is: boring is opened along the upper and lower misarrangement of isohypse and is the blossom type layout on the sand slope, for granular, sheet sand-sliding slope, boring level interval 1.3~1.5m, upper and lower array pitch 1.0~1.2m, for rubble shape sand-sliding slope boring level interval 1.6~1.8m, upper and lower array pitch 1.8~2.0.
CNB2006100114597A 2006-03-09 2006-03-09 Slide sand-slope deep sand-fixation method Expired - Fee Related CN100503988C (en)

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Cited By (6)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN102226338A (en) * 2011-04-12 2011-10-26 中国十九冶集团有限公司 Method for reinforcing bearing platform foundation with soil bearing capacity less than 0.1Mpa
CN102330425A (en) * 2011-08-11 2012-01-25 福建省建筑科学研究院 Method for reinforcing soft soil layer by constructing fish bionic structure through branched perforated pipe guide grouting
CN102444136A (en) * 2011-09-28 2012-05-09 云南路桥股份有限公司 Water prevention construction method for excavation of deep foundation pit in water-rich sand stone layer
CN103161170A (en) * 2013-03-16 2013-06-19 中铁二院工程集团有限责任公司 Excavation, consolidation and protection structure of granular mixture accumulation slope cutting
CN106638543A (en) * 2016-12-16 2017-05-10 海南大学 Coral sand solidification method
CN112195907A (en) * 2020-09-28 2021-01-08 武汉理工大学 Bionic tree-shaped water and soil protection device

Family Cites Families (4)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
DE3118280A1 (en) * 1981-05-08 1982-12-02 Leonhard Weiss Kg Bauunternehm METHOD AND VALVE TUBE FOR STABILIZING SLIDING SLOPES
CH676015A5 (en) * 1988-05-16 1990-11-30 Hermann Claus
CN2177046Y (en) * 1993-11-18 1994-09-14 罗坚强 Static-pressure grouter
CN100340723C (en) * 2005-05-23 2007-10-03 邓敬森 Method for slope reinforcement

Cited By (7)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN102226338A (en) * 2011-04-12 2011-10-26 中国十九冶集团有限公司 Method for reinforcing bearing platform foundation with soil bearing capacity less than 0.1Mpa
CN102330425A (en) * 2011-08-11 2012-01-25 福建省建筑科学研究院 Method for reinforcing soft soil layer by constructing fish bionic structure through branched perforated pipe guide grouting
CN102444136A (en) * 2011-09-28 2012-05-09 云南路桥股份有限公司 Water prevention construction method for excavation of deep foundation pit in water-rich sand stone layer
CN103161170A (en) * 2013-03-16 2013-06-19 中铁二院工程集团有限责任公司 Excavation, consolidation and protection structure of granular mixture accumulation slope cutting
CN106638543A (en) * 2016-12-16 2017-05-10 海南大学 Coral sand solidification method
CN106638543B (en) * 2016-12-16 2019-03-01 海南大学 A kind of coral sand curing method
CN112195907A (en) * 2020-09-28 2021-01-08 武汉理工大学 Bionic tree-shaped water and soil protection device

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