CN205224009U - A blasting drainage system for handle liquefaction ground - Google Patents
A blasting drainage system for handle liquefaction ground Download PDFInfo
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- CN205224009U CN205224009U CN201520422208.2U CN201520422208U CN205224009U CN 205224009 U CN205224009 U CN 205224009U CN 201520422208 U CN201520422208 U CN 201520422208U CN 205224009 U CN205224009 U CN 205224009U
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Abstract
The utility model discloses a blasting drainage system for handle liquefaction ground, easy liquefaction soil layer has in the liquefaction ground, its characterized in that the blasting drainage system include a plurality of blast holes of interval distribution's a plurality of vertical drainage boards, interval distribution and fill in each from bottom to top explosive and concrete in the blast hole, the drain bar runs through the soil layer easily liquefies, the laying depth of explosive is located easily liquefy in the soil layer. The utility model has the advantages that, 1 )This system provides vertical drainage channel, and the hydraulic dissipation of hole can be accelerated to the impact force in the twinkling of an eye that the explosion produced, the moisture of discharge ground, reach subside rapidly closely knit, eliminate the liquefied purpose, 2 )Improve construction speed greatly, shorten construction cycle, for pile foundation processing liquefaction ground, low cost, easy operation, anti liquefaction is effectual, 3 ) application scope is wide, all is suitable for to general liquefaction ground.
Description
Technical field
The utility model belongs to foundation treatment technology field, is specifically related to a kind of explosion drainage system for the treatment of liquefied foundation.
Background technology
Earthquake is that one of facing mankind one of threatens greatly, and not only can cause huge casualties, also can cause the deformation failure of a large amount of buildings, road bridge tunnel, underground utilities, trace it to its cause, liquefaction is one of assignable cause.Frequent along with earthquake disaster in recent years, liquefaction of soil mass problem is day by day paid attention to and is studied.
The measure of anti-liquefaction mainly contains: (1) improves the grain structure of sand, improves the compactness of the soil body and the stability of grain skeleton; (2) improve the group structure of sand, conventional traditional treatment method is sand improvement, chemical grouting, pile foundation process etc.
Method at present for the treatment of liquefied foundation roughly has dynamic compaction, broken stone pile method, soil-layer displacement method etc.
Dynamic compaction be by increase sand quite to compactness, reduce the possibility of its liquefaction, the method easy construction, with low cost, but there is following shortcoming:
(1) have a certain impact to the crowd in-out effects of soil and adjacent structure, during construction, noise is large, and vibrations are large.
(2) very ineffective to the soil layer based on fine grained, because fine grained soil transmission coefficient is less, drainage channel does not freely cause space to be difficult to compression.
(3) influence depth is limited, can only reach about 10 meters.
Broken stone pile rule utilizes pre-immersed tube pore-forming, then fills out with medium coarse sand, make it compacted liquefiable sandy soil, improves bearing capacity of foundation soil, improve thixotropy condition.The method uses flexibly, facility are simple, economical, hypsography strong adaptability, but in the process of soil compaction pile, easily produce ultra-clean pore water pressure, particularly when operation is carried out on the stratum of liquefiable sandy soil and weak soil symbiosis, its phenomenon producing excess pore water hole pressure is quite obvious, when the ultra-clean pore water pressure produced in soil compaction formation of pile exceedes saturated clays ability to bear, the soil body will produce disturbance, protuberance, the series of problems such as sidesway, thus cause side direction shear strength to reduce, generally pile body breaking is there is in traditional concrete pile in construction, necking down, folder mud, find time, hang the mass defects such as pin, to such an extent as to be difficult to the continuity and the integrality that ensure vertical drainage passage, this will have a strong impact on the consolidation effect of soil layer, cause shock resistance low.
Soil-layer displacement method is also a kind of conventional method of anti-liquefying treatment, and it is cut out the liquefaction soil layers in certain limit under foundation bed, and change the non-liquefaction discrete material of the low compressibility filling out other non-corrosive property, compaction in layers, as soil supporting layer.The method construction is simple, but there is following shortcoming:
(1), when easily liquidized layer buried depth comparatively deeply or thickness is larger, this method just loses the meaning of use;
(2) Deep Foundation Excavation needs to solve many technical barriers, improves cost.
Summary of the invention
The purpose of this utility model is according to above-mentioned the deficiencies in the prior art part, a kind of explosion drainage system for the treatment of liquefied foundation is provided, this explosion drainage system by arranging band drain and having the shot hole of explosive in pending liquefied foundation, utilize the impact force that explosive charge produces, soil structures is rearranged, squeeze the water out and discharged by band drain, the soil body is consolidation under Gravitative Loads, to eliminate foundation liquefaction.
The utility model object realizes being completed by following technical scheme:
A kind of explosion drainage system for the treatment of liquefied foundation, in described liquefied foundation, there is easy liquefaction soil layers, it is characterized in that described explosion drainage system comprises some vertical drainage plates spaced apart, some shot holes spaced apart and the explosive be filled in each described shot hole and concrete from bottom to top, described band drain runs through described easy liquefaction soil layers, and the depth of burying of described explosive is arranged in described easy liquefaction soil layers.
The rectangular uniform intervals of some described band drains is arranged, the spacing between adjacent described band drain is 1 ~ 2m.
The length of embedment of described band drain is positioned at 1 ~ 2m below described easy liquefaction soil layers.
Some described shot holes are quincuncial arrangement, and the spacing between adjacent described shot hole is 15 ~ 20m.
The utility model has the advantages that, 1) present system provides vertical drainage channel, the instant impact that blast produces can accelerate the dissipation of pore water pressure, discharges the moisture of ground, reaches the object that rapid sedimentation is closely knit, eliminate liquefaction; 2) greatly improve speed of application, shorten construction period, for pile foundation liquefied foundation processing, with low cost, simple to operate, anti-liquefaction effect is good; 3) applied widely, all applicable for general liquefied foundation.
Accompanying drawing explanation
Fig. 1 is the utility model borehole blasting drainage system structural representation;
Fig. 2 is band drain layout schematic diagram in the utility model;
Fig. 3 is explosive layout schematic diagram in the utility model.
Detailed description of the invention
Feature of the present utility model and other correlated characteristic are described in further detail by embodiment below in conjunction with accompanying drawing, so that the understanding of technician of the same trade:
Be respectively as marked 1-6 in Fig. 1-3, figure: liquefied foundation 1, band drain 2, explosive 3, easily liquefaction soil layers 4, fuse 5, shot hole 6.
Embodiment: as shown in Figure 1, the present embodiment is specifically related to a kind of explosion drainage system for the treatment of liquefied foundation, this explosion drainage system is arranged in liquefied foundation 1, forms primarily of some spaced band drains 2 and some spaced shot holes 6 being filled with explosive 3.
As shown in Figure 1, 2, the setting area of band drain 2 is determined according to the area size of liquefied foundation 1, in the present embodiment, some band drains 2 are arranged in rectangular-shaped uniform intervals as shown in Figure 2, for reaching desirable liquefaction treatment effect, are discharged by the water in ground outside place, spacing between adjacent drainage channel plate 2 is 1 ~ 2m, the concrete numerical value of spacing should survey report with reference to the ground of construction plant, the ground that water content is larger, answers appropriateness to reduce spacing; The band drain 2 of each vertical setting runs through easy liquefaction soil layers 4 and to downward-extension, the concrete length of band drain 2 is determined according to the degree of depth of easy liquefaction soil layers 4, usually it lays the position that the degree of depth is positioned at 1 ~ 2m place below easy liquefaction soil layers 4, guarantee that whole band drain 2 runs through whole easy liquefaction soil layers 4, be conducive to the effect of reinforcing liquefied foundation process, if do not reach the depth of liquidized layer, there is no the depth that band drain is arranged, then can not be processed; Wherein, band drain 2 is plastic drain, and permeability performance is good, can provide good vertical drainage passage for pending liquefied foundation 1, accelerates the dissipation of pore water pressure, maintains effective stress, significantly reduces the possibility of liquefaction;
As shown in Figure 1,3, in liquefied foundation 1, interval is vertically drilled with some shot holes 6, be filled with explosive 3 and concrete successively from bottom to top in each shot hole 6, explosive 3 the centre position that the degree of depth is positioned at easy liquefaction soil layers 4 is set, namely the bottom of shot hole 6 is positioned at easy liquefaction soil layers 4 centre position; It should be noted that, each shot hole 6(is equivalent to explosive 3) arrange in quincunx interval as shown in Figure 3, the spacing between adjacent shot hole 6 gets 15 ~ 20m(with regard to general sand foundation), prevent explosion from breaking through foundation soil.
It should be noted that: 1) as the degree of depth < 5m of easy liquefaction soil layers 4, and job site narrow when, shallow blasting should be selected, shot hole 6 diameter is 60 ~ 75mm, in this case, strictly to control the consumption of explosive 3, prevent blasting impact power excessive thus break through soil layer, for this situation, explosive 3 can arranged and the laggard windrow of band drain 2 carries process at pending ground, ignition charge 3 again, the effect of preloading has 2 points, one for accelerating the discharge of pore water, two is when after explosion, the consolidated compacting again of the soil body can be accelerated, 2) and as the easy liquefaction soil layers degree of depth >=5m, during the larger situation of basement process area, deep hole blasting can be adopted, shot hole diameter 75 ~ 130mm.
Above-mentioned explosion drainage system is utilized to be the principle that liquefied foundation carries out the anti-liquefaction of explosion: the instant impact that (1) blast produces can extrude the moisture in sand effectively, rapidly pore water is discharged ground by intensive layout vertical drainage plate in the venue, reduce excess pore water pressure, control the rising of excess pore water pressure; (2) dissipation that pinking effect causes hole to press can make soil nature obtain new enhancing and become comparatively firm; (3) impact force of blast generation, soil structures rearranged, the soil body is consolidation under Gravitative Loads, and rapid sedimentation is closely knit.
As shown in Figure 1, 2, 3, the method for explosion drainage system liquefied foundation processing is utilized specifically to comprise the steps: in the present embodiment
(1) reconnoitre place, determine the degree of depth of clay distribution and easy liquefaction soil layers 4, by soil test determination soil parameters, geological conditions; Determine to arrange the spacing of band drain 2 according to soil parameters and geological conditions, and to be prepared in advance band drain 2 according to the degree of depth of easy liquefaction soil layers 4, guarantee that the length of band drain 2 is enough to penetrate the degree of depth of easy liquefaction soil layers 4; According to the consumption of soil parameters, geological conditions, the easily degree of depth determination explosive 3 of liquefaction soil layers 4; The consumption of explosive 3 is calculated by following formula and controls:
Wherein, Q is the dynamite charge amount of placing in single shot hole, and unit is Kg;
R is the distance that observation point arrives fried source, and unit is m;
K is to the relevant coefficient of the calculating of landform, geological conditions with blow-up point;
α is to the relevant attenuation factor of the calculating of landform, geological conditions with blow-up point;
(2) place is arranged, in pending liquefied foundation 1 region, uniform intervals lays some vertical drainage plates 2 running through easy liquefaction soil layers 4, each band drain 2 is in rectangular arrangement as shown in Figure 2, spacing between adjacent drainage channel plate 2 is 1 ~ 2m, and the laying degree of depth of band drain 2 is positioned at the position at 1 ~ 2m place below easy liquefaction soil layers 4;
(3) ground on the scene is arranged gutter, a few road and is connected with each band drain 2, collects outside rear discharge place with the water of being discharged by band drain 2, and the number of channels in gutter determines according to the area size of pending liquefied foundation 1;
(4) in pending liquefied foundation 1 region, vertical drilling construction is carried out by rig until easily the centre position of liquefaction soil layers 4 forms shot hole 6, each shot hole 6 is in quincuncial arrangement as shown in Figure 3, and the spacing between adjacent shot hole 6 gets 15 ~ 20m(with regard to general sand foundation); After at the bottom of hole explosive 3 being put into respectively each shot hole 6, the fuse 5 of explosive 3 is exported to ground through plastic flexible pipe, in each shot hole 6, perfusion mortar seals afterwards, prevents the force of explosion exploded from concentrating on drill hole, thus reduces the effect of process liquefaction;
(5) adopt millisecond short delay blasting mode for reducing to the impact on ground, the ignition order of explosive 3 is: first ignite the explosive 3 in each shot hole 6 of pending liquefied foundation 1 area periphery, the explosive 3 in the middle of igniting again afterwards in shot hole 6;
(6) to be exploded produced impact force by explosive 3, soil structures rearranged, the soil body is consolidation under Gravitative Loads, and rapid sedimentation is closely knit; In addition the instant impact that blast produces extrudes the moisture in sand effectively, rapidly pore water is discharged ground by intensive layout band drain 2 in the venue, reduce excess pore water pressure, the pore pressure dissipation caused by pinking effect makes soil nature obtain new enhancing and becomes comparatively firm.
The beneficial effect of the present embodiment is, (1) explosion drainage system structure is simple, convenient operation, and cost is lower, effectively can shorten the construction period and anti-liquefaction effect is better, and the scope of application is large; (2) by arranging vertical band drain, the dissipation of pore water pressure can be accelerated, discharging the moisture in ground, reaching rapid sedimentation closely knit, eliminate the object of liquefaction.
Claims (4)
1. the explosion drainage system for the treatment of liquefied foundation, in described liquefied foundation, there is easy liquefaction soil layers, it is characterized in that described explosion drainage system comprises some vertical drainage plates spaced apart, some shot holes spaced apart and the explosive be filled in each described shot hole and concrete from bottom to top, described band drain runs through described easy liquefaction soil layers, and the depth of burying of described explosive is arranged in described easy liquefaction soil layers.
2. a kind of explosion drainage system for the treatment of liquefied foundation according to claim 1, it is characterized in that the rectangular uniform intervals of some described band drains is arranged, the spacing between adjacent described band drain is 1 ~ 2m.
3. a kind of explosion drainage system for the treatment of liquefied foundation according to claim 1, is characterized in that the length of embedment of described band drain is positioned at 1 ~ 2m below described easy liquefaction soil layers.
4. a kind of explosion drainage system for the treatment of liquefied foundation according to claim 1, it is characterized in that some described shot holes are quincuncial arrangement, the spacing between adjacent described shot hole is 15 ~ 20m.
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| Application Number | Priority Date | Filing Date | Title |
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| CN201520422208.2U CN205224009U (en) | 2015-06-18 | 2015-06-18 | A blasting drainage system for handle liquefaction ground |
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| CN201520422208.2U CN205224009U (en) | 2015-06-18 | 2015-06-18 | A blasting drainage system for handle liquefaction ground |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110285911A (en) * | 2019-06-26 | 2019-09-27 | 湖南省航务工程有限公司 | A kind of pressure monitoring device for underwater demolition |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110285911A (en) * | 2019-06-26 | 2019-09-27 | 湖南省航务工程有限公司 | A kind of pressure monitoring device for underwater demolition |
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