CN103556646B - Method for forming water shutoff walls in sand and gravel layer - Google Patents
Method for forming water shutoff walls in sand and gravel layer Download PDFInfo
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- CN103556646B CN103556646B CN201310453724.7A CN201310453724A CN103556646B CN 103556646 B CN103556646 B CN 103556646B CN 201310453724 A CN201310453724 A CN 201310453724A CN 103556646 B CN103556646 B CN 103556646B
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Abstract
The invention discloses a method for forming water shutoff walls in a sand and gravel layer. The method for forming the water shutoff walls in the sand and gravel layer includes steps of (1), designing staggered arranged drill hole of large aperture on the surface of the portion on which water shutoff walls are to be formed for grouting and pouring for the formation of bored grouting piles of large aperture; (2), constructing between adjacent grouting piles for the formation of a plurality of grouting holes in the sand and gravel layer and placing steel cages in the grouting holes; (3), using high-pressure water flow for jetting and well flushing of both sides of the steel cages for the formation of grouting space on both sides of the steel cages, enabling every grouting space of the steel cages to be communicated, and forming a pile grouting channel without mud and sand filling between grouting piles in the sand and gravel layer; and (4), grouting in the pile grouting channel for forming sequential closed underground water shutoff walls. According to the method for forming water shutoff walls in the sand and gravel layer, the artificial preferential channel is formed in advance in the to be grouted space on the layer on which water shutoff walls are to be formed for achieving controllable size and shape so as to ensure that the grouted slurry can form the effective sequential underground water shutoff walls in the set space.
Description
Technical field
The present invention relates to a kind of side slope grouting for water blocking Treatment process, especially a kind of method forming water blockoff wall at sand pebble layer.
Background technology
For the stopping up water work in thick large Quaternary system sand-pebble layer, conventional method has underground diaphragm wall method, High-Pressure Grouting Method, bored pile etc.But these three kinds of methods all can run into a same difficult problem in work progress, complete continuous print water blockoff curtain wall (water-stop curtain) namely cannot be formed.During high-pressure slip-casting, if groundwater velocity is very fast, slurries can along the predominant pathway diffusion in stratum, waste slurries, but the effective grout spreading range formed centered by boring cannot reach preassigned.When implementing diaphragm wall, one is that grooving is difficult in boulder bed; Two is that the seam crossing of two groove sections easily forms the hole that leaks, the extremely difficult shutoff in this hole.Application bored pile water blockoff, the water plugging effect of pile body itself is good, and its pore-forming technique, retaining wall measure, instillation process, pouring material be maturation all comparatively, construction cost and the duration controlled, but the gap between stake and stake, becomes leak paths.Therefore, for the stopping up water work in thick large Quaternary system sand-pebble layer, use above-mentioned single engineering method to be all difficult to solve.
Summary of the invention
The technical problem to be solved in the present invention is to provide a kind of method forming water blockoff wall at sand pebble layer that slurries directed flow forms diaphragm wall.
For solving the problems of the technologies described above, the technical solution used in the present invention is: its processing step is:
(1) design spaced apart large-diameter borehole on the earth's surface at the position of pre-formed water blockoff curtain wall, carry out the operation of perfusion slurry, form large-diameter borehole castinplace pile;
(2) between adjacent castinplace pile, construction forms the injected hole that several go deep into cobble layer, enters steel cage under in injected hole;
(3) adopt High-Pressure Water to both sides injection, well-flushing in the position of steel cage, make each steel cage both sides form slip casting space, and the slip casting space of each steel cage is communicated with, the cobble layer between castinplace pile forms slip casting passage between the stake without silt particle filling;
(4) slip casting in slip casting passage between stake, thus form the underground water plugging curtain wall closed continuously.
Slip casting space adopts following processing step to be formed in step of the present invention (3): A, bottom mounting spray head at drilling rod, under enter the cobble layer position of injected hole; Steel cage is provided with longitudinal bar shaped elongated slot, and the nozzle direction of shower nozzle is consistent with the bar shaped elongated slot on steel cage;
B, outside drilling rod under enter high pressure gas carrier pipe, bottom through injected hole;
C, described shower nozzle are connected High-Pressure Water by drilling rod, and are moved up and down drilling rod, and High-Pressure Water, by the sand pebble layer of the nozzle disturbance cutting assigned direction of shower nozzle, is flowed to bottom injected hole under gravity by the silt particle of disturbance;
D, the pressure-air of high pressure gas carrier pipe input simultaneously, pressure-air drives cement mortar to spray earth's surface bottom injected hole, thus in sandy gravel, form slip casting space.
Slip casting step in step of the present invention (4) is: A, enter clay plugging material blocked by injected hole under the top of steel cage; In injected hole, pour into cement paste again, finally enter down high pressure P VC pipe;
After B, above-mentioned cement paste final set, under enter Grouting Pipe, utilize high pressure P VC pipe to the slip casting piecemeal from the bottom up of slip casting passage between stake;
C, every section the whole slip casting of injected hole and after cement initial set, repeat the slip casting process of next section.
Every section of slip casting of the present invention is highly 0.5m.
In step of the present invention (2), the injected hole degree of depth is as the criterion to enter lower floor's cobble bottom surface 1.0m, bore diameter ф 130mm.Described steel cage ф 110m, the width of mesh of steel cage is 2 × 2 ~ 5 × 5mm; Enter to hole at the end under bottom described steel cage, steel cage is suitable for reading to be as the criterion with the above 1.0m in impervious layer bottom surface being positioned at upper strata.
The beneficial effect adopting technique scheme to produce is: the present invention combines bored pile method with High-Pressure Grouting Method, utilizes SASA thus formed in sand ovum layer to preset slip casting passage between slip casting space connection pile; The present invention can intend being formed in the stratum of underground curtain, in the space for injecting slurries, forming artificial predominant pathway in advance, making its size, controlled shape, thus ensure that the slurries injected form effective underground water plugging continuous curtain in regulation space.
The present invention is especially with the silt particle in high pressure gas blowout sand pebble layer, the jet space of High-Pressure Water is expanded, thus slip casting passage between more easily being formed in sand ovum layer without silt particle stake, thus effective hoisting grouting effect, the fastness of lifting underground water plugging continuous curtain.
Detailed description of the invention
Below in conjunction with specific embodiment, the present invention is further detailed explanation.
This method forming water blockoff wall at sand pebble layer adopts following concrete processing step:
1, construction drill castinplace pile: design spaced apart large-diameter borehole on the earth's surface at the position of pre-formed water blockoff curtain wall, carries out the operation of perfusion slurry, forms large-diameter borehole castinplace pile; This step adopts can common constructure scheme.
2, construction injected hole: with double power head and pipe bit machine construction drill between adjacent castinplace pile, form injected hole, multiple injected hole can be formed as required between adjacent two castinplace piles; The injected hole degree of depth is as the criterion to enter lower floor's cobble bottom surface 1.0m, bore diameter ф 130mm; Then ф 110m steel mesh cage is entered under in injected hole; Steel mesh cage (width of mesh is 2 × 2 ~ 5 × 5mm), enters to hole at the end under bottom; Suitable for readingly to be as the criterion to be positioned at 1.0m on upper strata silt (impervious layer) bottom surface.
3, to construct slip casting passage: (1) at the bottom mounting spray head of drilling rod, under enter the cobble layer position of injected hole; Steel cage is provided with longitudinal bar shaped elongated slot, and the nozzle direction of shower nozzle is consistent with the bar shaped elongated slot on steel cage;
(2) high pressure gas carrier pipe is entered under outside drilling rod, bottom through injected hole;
(3) shower nozzle described in connects High-Pressure Water by drilling rod, and moves up and down drilling rod, and High-Pressure Water, by the sand pebble layer of the nozzle disturbance cutting assigned direction of shower nozzle, is flowed to bottom injected hole under gravity by the silt particle of disturbance;
(4) pressure-air of high pressure gas carrier pipe input simultaneously, pressure-air drives cement mortar to spray earth's surface bottom injected hole, thus in sandy gravel, form slip casting space;
After above-mentioned High-Pressure Water course of injection requires that well-flushing draws water 20 ~ 30 minutes, stop well-flushing, water level rezime is to original water level, carrying out well-flushing, so 3 ~ 5 times repeatedly, both sides on the direction of boring equality curtain line, form directed slip casting space (" totally " the cobble layer without silt particle filling); Adjacent slip casting space is interconnected, thus cobble layer between castinplace pile is formed without silt particle filling between stake slip casting passage.
In said process construction slip casting passage, three adjacent injected holes synchronously carry out hole flushing operation, the injected hole at center mainly carries out spraying operation and (wherein also descends sand suction pipe, mainly prevent nozzle from being buried by sand), the injected hole on both sides carries out taking out sand operation, utilize the artificial hydraulic gradient increased, the boulder bed filler between injected hole is made to bring in injected hole, for guaranteeing net effect, according to the size of sand production rate, can hocket, thus people produces relative isotropic body, for slip casting provides good basis (simultaneously, along with the intensification of boring, the confined pressure of boulder bed increases (relevant to the selfweight stress of upper cover layer) gradually, the radius that spraying operation can affect can progressively reduce, be aided with and take out sand operation, will partly make up this defect).
4, slip casting between construction stake: after (1) well-flushing terminates, enters clay plugging material, boring is blocked under the top of steel cage; Pour into water/binder ratio 1:0.89(weight more in the borehole) cement paste, finally enter down complete ф 89mm high pressure P VC and manage;
(2) after solid pipe cement paste final set, under enter high pressure P VC manage (Grouting Pipe) and stop grouting plug, utilize high pressure P VC pipe to stretch into injected hole and carry out slip casting piecemeal by altitudinal gradient, high pressure P VC pipe can move up and down, grout outlet coordinates with upper and lower stop grouting plug, can choose the grouting parameters such as different pressure, different slurries, different heights of lift carry out slip casting for water with stratum; Adjacent injected hole carries out the slip casting of connection hole; The mouth of pipe of high pressure P VC pipe is first down to 0.5m place at the bottom of distance hole, and carry out slip casting operation, grouting amount is not less than 0.54m3(and can suitably adjusts), high pressure P VC pipe lifting 0.5m carries out continuous grouting operation; Grout outlet (mouth of pipe of high pressure P VC pipe) preferably promotes 0.5m at every turn, and each height grouting amount is no less than 2.0m
3, in the middle of each segmentation, do not stop continuous grouting; After the cement initial set of every section of slip casting, repeat above-mentioned slip casting process.Tentatively determine, each slip casting time should not be less than 20min, and injection speed 50 ~ 100L/min, specifically suitably adjusts according to actual conditions; Whether according to sand production rate is 1.3 times of boulder bed charges total amount between boring, determines whether repeatedly clean.
Between above-mentioned construction stake in slip casting process, different according to the change of boulder bed thickness, adjustable design grouting amount, when grouting amount has reached design grouting amount, but when pressure fails to reach design pressure always, adjustable grout coordinate ratio, has increased water/binder ratio; When grouting amount meets the demands, and about pressure durations maintains design pressure, slip casting can be stopped.
Claims (5)
1. form a method for water blockoff wall at sand pebble layer, it is characterized in that, its processing step is:
(1) design spaced apart large-diameter borehole on the earth's surface at the position of pre-formed water blockoff curtain wall, carry out the operation of perfusion slurry, form large-diameter borehole castinplace pile;
(2) between adjacent castinplace pile, construction forms the injected hole that several go deep into sand pebble layer, enters steel cage under in injected hole;
(3) adopt High-Pressure Water to both sides injection, well-flushing in the position of steel cage, make each steel cage both sides form slip casting space, and the slip casting space of each steel cage is communicated with, the sand pebble layer between castinplace pile forms slip casting passage between the stake without silt particle filling;
(4) slip casting in slip casting passage between stake, thus form the underground water plugging curtain wall closed continuously;
In described step (3), slip casting space adopts following processing step to be formed:
A, bottom mounting spray head at drilling rod, under enter the sand pebble layer position of injected hole; Steel cage is provided with longitudinal bar shaped elongated slot, and the nozzle direction of shower nozzle is consistent with the bar shaped elongated slot on steel cage;
B, outside drilling rod under enter high pressure gas carrier pipe, bottom through injected hole;
C, described shower nozzle are connected High-Pressure Water by drilling rod, and are moved up and down drilling rod, and High-Pressure Water, by the sand pebble layer of the nozzle disturbance cutting assigned direction of shower nozzle, is flowed to bottom injected hole under gravity by the silt particle of disturbance;
D, the pressure-air of high pressure gas carrier pipe input simultaneously, pressure-air drives cement mortar to spray earth's surface bottom injected hole, thus in sandy gravel, form slip casting space.
2. form a method for water blockoff wall at sand pebble layer, it is characterized in that, its processing step is:
(1) design spaced apart large-diameter borehole on the earth's surface at the position of pre-formed water blockoff curtain wall, carry out the operation of perfusion slurry, form large-diameter borehole castinplace pile;
(2) between adjacent castinplace pile, construction forms the injected hole that several go deep into sand pebble layer, enters steel cage under in injected hole;
(3) adopt High-Pressure Water to both sides injection, well-flushing in the position of steel cage, make each steel cage both sides form slip casting space, and the slip casting space of each steel cage is communicated with, the sand pebble layer between castinplace pile forms slip casting passage between the stake without silt particle filling;
(4) slip casting in slip casting passage between stake, thus form the underground water plugging curtain wall closed continuously;
Slip casting step in described step (4) is:
A, under the top of steel cage, enter clay plugging material injected hole is blocked; In injected hole, pour into cement paste again, finally enter down high pressure P VC pipe;
After B, above-mentioned cement paste final set, under enter Grouting Pipe, utilize high pressure P VC pipe to the slip casting piecemeal from the bottom up of slip casting passage between stake;
C, every section the whole slip casting of injected hole and after cement initial set, repeat the slip casting process of next section.
3. a kind of method forming water blockoff wall at sand pebble layer according to claim 2, is characterized in that: every section of slip casting is highly 0.5m.
4. a kind of method forming water blockoff wall at sand pebble layer according to claim 1-3 any one, is characterized in that: in described step (2), the injected hole degree of depth is as the criterion to enter lower floor's cobble bottom surface 1.0m, bore diameter ф 130mm.
5. a kind of method forming water blockoff wall at sand pebble layer according to claim 4, it is characterized in that: described steel cage ф 110m, the width of mesh of steel cage is 2 × 2 ~ 5 × 5mm; Enter to hole at the end under bottom described steel cage, steel cage is suitable for reading to be as the criterion with the above 1.0m in impervious layer bottom surface being positioned at upper strata.
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| CN201310453724.7A CN103556646B (en) | 2013-09-29 | 2013-09-29 | Method for forming water shutoff walls in sand and gravel layer |
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| CN201310453724.7A CN103556646B (en) | 2013-09-29 | 2013-09-29 | Method for forming water shutoff walls in sand and gravel layer |
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| CN103556646B true CN103556646B (en) | 2015-07-08 |
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Families Citing this family (6)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN105220695B (en) * | 2015-08-21 | 2017-05-10 | 中铁建大桥工程局集团第五工程有限公司 | Compact sandy-pebble layer dynamic grouting curing construction method |
| CN105274999B (en) * | 2015-09-01 | 2017-10-10 | 东通岩土科技（杭州）有限公司 | A kind of canal formula cuts the construction method of cement soil continuous wall |
| CN109763845B (en) * | 2019-01-23 | 2020-07-07 | 江西省宜丰万国矿业有限公司 | Construction method for preventing and controlling water by constructing L-shaped grouting closure curtain |
| CN111809689B (en) * | 2020-07-02 | 2021-11-23 | 山东倍特力地基工程技术有限公司 | Construction method for recharging fresh water in river to underground reservoir |
| CN112230287B (en) * | 2020-11-23 | 2021-07-13 | 东北大学 | Combined structure-based recyclable installation cover body and method for microseismic sensor |
| CN113464161B (en) * | 2021-05-27 | 2024-01-19 | 中铁十九局集团第三工程有限公司 | Tunnel water burst section earth surface deep hole sectional curtain grouting method and drilling tool assembly |
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