CN104988900B - A kind of method of explosion drainage sunk well liquefied foundation - Google Patents
A kind of method of explosion drainage sunk well liquefied foundation Download PDFInfo
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- CN104988900B CN104988900B CN201510339413.7A CN201510339413A CN104988900B CN 104988900 B CN104988900 B CN 104988900B CN 201510339413 A CN201510339413 A CN 201510339413A CN 104988900 B CN104988900 B CN 104988900B
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Abstract
The invention discloses a kind of method of explosion drainage sunk well liquefied foundation, this method comprises the following steps：Some vertical drainage plates through easy liquefaction soil layers of arranged for interval in pending liquefied foundation region, the embedding explosive in the easy liquefaction soil layers, the impulsive force ignited the explosive and produced using the explosive is rearranged the soil structures in the liquefied foundation, is squeezed the water out and is discharged by the drain bar.It is an advantage of the invention that 1）Process provides vertical drainage channel, the instant impact that blast is produced can accelerate the dissipation of pore water pressure, discharge the moisture of ground, reach and settle closely knit, the liquefied purpose of elimination rapidly；2）Speed of application is greatly improved, shortens construction period, for pile foundation processing liquefied foundation, with low cost, simple to operate, anti-liquefaction effect is good；3）It is applied widely, it is applicable for general liquefied foundation.
Description
Technical field
The invention belongs to foundation treatment technology field, and in particular to a kind of method of explosion drainage sunk well liquefied foundation.
Background technology
Earthquake is one of big threat for facing mankind, not only results in huge casualties, also results in substantial amounts of
Building, road bridge tunnel, the deformation failure of underground utilities, to find out its cause, liquefaction is one of assignable cause.With in recent years
Carry out the frequent of earthquake disaster, liquefaction of soil mass problem is increasingly paid attention to and studied.
Liquefied measure is resisted mainly to have：（1）Improve the grain structure of sand, improve the compactness and grain skeleton of the soil body
Stability；（2）Improve the group structure of sand, conventional traditional treatment method is sand improvement, chemical grouting, pile foundation processing etc..
Substantially there are heavy-tamping method, broken stone pile method, soil-layer displacement method etc. currently used for the method for processing liquefied foundation.
Heavy-tamping method be by increase sand quite to compactness, reduce its liquefied possibility, this method easy construction,
It is with low cost, but have the shortcomings that as follows：
（1）The crowd in-out effects and close to buildings of soil are had a certain impact, noise is big during construction, vibrations are big.
（2）It is not largely effective to the soil layer based on fine grained because fine grained soil infiltration coefficient is smaller, drainage channel not
Freely space is caused to be difficult to compress.
（3）Influence depth is limited, can only achieve 10 meters or so.
Broken stone pile rule is to utilize pre- immersed tube pore-forming, is then filled out with medium coarse sand, is allowed to compacted liquefiable sandy soil, improves ground
Bearing capacity, improves thixotropy condition.This method use is flexible, equipment is simple, economy, hypsography strong adaptability, but
Ultra-clean pore water pressure is easily produced during soil compaction pile, is particularly carried out on the stratum of liquefiable sandy soil and weak soil symbiosis
During operation, the phenomenon that it produces excess pore water pore pressure is quite obvious, the ultra-clean pore water pressure produced by soil compaction formation of pile
When power exceedes saturation soil body ability to bear, a series of problems, such as soil body will produce disturbance, protuberance, sidesway, so as to cause lateral anti-
Cut intensity reduction, traditional concrete-pile generally there are in construction pile body breaking, necking down, folder mud, evacuate, hang the quality such as pin lack
Fall into, so that it is difficult to ensure the continuity and integrality of vertical drainage passage, this will have a strong impact on the consolidation effect of soil layer, causes
Shock resistance is low.
Soil-layer displacement method is also a kind of conventional method of anti-liquefying treatment, and it is by a range of liquid under the bottom of foundation
Change soil layer to cut out, change the non-liquefaction discrete material for the low compressibility for filling out other non-corrosive property, compaction in layers is used as ground holding force
Layer.This method construction is simple, but has the disadvantage that：
（1）When easy liquidized layer buried depth is compared with depth or larger thickness, the method just loses the meaning used；
（2）Deep Foundation Excavation needs to solve many technical barriers, improves cost.
The content of the invention
According to the deficiencies of the prior art described above, It is an object of the present invention to provide a kind of explosion drainage sunk well liquefied foundation
Method, this method is by pending liquefied foundation embedded set drain bar and explosive, the impulsive force produced using explosive charge,
Soil structures are rearranged, squeezes the water out and is discharged by drain bar, the soil body is consolidated under Gravitative Loads, to eliminate ground base fluid
Change.
The object of the invention is realized and completed by following technical scheme：
A kind of method of explosion drainage sunk well liquefied foundation, it is characterised in that methods described comprises the following steps：Waiting to locate
Some vertical drainage plates through liquefaction soil layers of arranged for interval in liquefied foundation region are managed, it is embedding fried in the easy liquefaction soil layers
Medicine, the impulsive force ignited the explosive and produced using the explosive is rearranged the soil structures in the liquefied foundation,
Squeeze the water out and discharged by the drain bar.
Spacing between some rectangular uniform intervals arrangements of the drain bar, adjacent drainage channel plate is 1~2m.
The length of embedment of the drain bar is located at 1~2m below the easy liquefaction soil layers.
The embedding and igniting method of the explosive is：It is vertical in the pending liquefied foundation region to drill to pre- depthkeeping
Degree forms blast hole, the explosive is put to the blast hole bottom, perfusion mortar is sealed in the blast hole afterwards；
The explosive uses millisecond short delay blasting, and ignition order is ecto-entad.
Some blast holes are in quincuncial arrangement.
Dynamite charge amount is in each blast hole：
Wherein, Q is the dynamite charge amount in the single blast hole, and unit is Kg；
R is distance of the observation station to fried source, and unit is m；
K is the coefficient relevant with the calculating of blow-up point to landform, geological conditions；
α is the attenuation coefficient relevant with the calculating of blow-up point to landform, geological conditions.
It is an advantage of the invention that 1）Process provides vertical drainage channel, the instant impact that produces of exploding can be with
Accelerate the dissipation of pore water pressure, discharge the moisture of ground, reach and settle closely knit, the liquefied purpose of elimination rapidly；2）Greatly improve
Speed of application, shortens construction period, with low cost for pile foundation processing liquefied foundation, simple to operate, anti-liquefaction effect
It is really good；3）It is applied widely, it is applicable for general liquefied foundation.
Brief description of the drawings
Fig. 1 is borehole blasting drainage sunk well liquefied foundation principle schematic of the present invention；
Fig. 2 is drain bar horizontal layout schematic diagram in the present invention；
Fig. 3 is explosive horizontal layout schematic diagram in the present invention.
Embodiment
The feature and other correlated characteristics of the present invention are described in further detail by embodiment below in conjunction with accompanying drawing, with
It is easy to the understanding of technical staff of the same trade：
Mark 1-6 is respectively in such as Fig. 1-3, figure：Liquefied foundation 1, drain bar 2, explosive 3, easy liquefaction soil layers 4, blasting fuse
5th, blast hole 6.
Embodiment：The present embodiment is specifically related to a kind of method of explosion drainage sunk well liquefied foundation, and explosion resists liquefied original
Reason is：（1）The instant impact that blast is produced can effectively extrude the moisture in sand, by being closely arranged in place
Vertical drainage plate is rapid to discharge ground by pore water, reduces excess pore water pressure, controls the rise of excess pore water pressure；
（2）Pinking effect causes the dissipation of pore pressure to may be such that soil nature obtains new enhancing and becomes more to consolidate；（3）What blast was produced rushes
Power is hit, soil structures are rearranged, the soil body is consolidated under Gravitative Loads, is settled rapidly closely knit.
As Figure 1-3, the method for the present embodiment borehole blasting drainage sunk well liquefied foundation specifically includes following steps：
（1）Place is reconnoitred, the depth of clay distribution and easy liquefaction soil layers 4 is determined, determines that soil layer is joined by soil test
Number, geological conditions；The spacing of arrangement drain bar 2 is determined according to soil parameters and geological conditions, and according to the depth of easy liquefaction soil layers 4
Spend the drain bar 2 that is prepared in advance, it is ensured that the length of drain bar 2 is enough to penetrate the depth of easy liquefaction soil layers 4；According to soil parameters,
Geological conditions, the depth of easy liquefaction soil layers 4 determine the consumption of explosive 3；The consumption of explosive 3 is calculated by following formula and controlled：
Wherein, Q is the dynamite charge amount placed in single blast hole, and unit is Kg；
R is observation station to fried source（That is explosive）Distance, unit is m；
K is the coefficient relevant with the calculating of blow-up point to landform, geological conditions；
α is the attenuation coefficient relevant with the calculating of blow-up point to landform, geological conditions；
（2）Place is arranged, uniform intervals are laid some through easy liquefaction soil layers 4 in the pending region of liquefied foundation 1
Vertical drainage plate 2, each drain bar 2 is in rectangular arrangement as shown in Figure 2, and the spacing between adjacent drainage channel plate 2 is 1~2m, draining
Depending on depth of the specific length of plate 2 according to pending easy liquefaction soil layers 4, generally it lays depth positioned at easy liquefaction soil layers 4
Position at 1~2m of lower section；Wherein, drain bar 2 is plastic draining belt, and permeability performance is good, can be for pending liquefaction
Base 1 provides good vertical drainage passage, accelerates the dissipation of pore water pressure, maintains effective stress, significantly reduces liquefied possibility
Property；
（3）Ground on the scene is arranged a few road gutters and is connected with each drain bar 2, after the water that drain bar 2 is discharged collects
Discharge outside place, the several area sizes according to pending liquefied foundation 1 in road in gutter are determined；
（4）Vertical drilling construction is carried out up to easy liquefaction soil layers 4 in the pending region of liquefied foundation 1 by rig
Centre position forms blast hole 6, and each blast hole 6 is in that the spacing between quincuncial arrangement as shown in Figure 3, adjacent blast hole 6 takes
15~20m（For general sand foundation）；Explosive 3 is respectively put into the bottom hole of each blast hole 6, by the blasting fuse 5 of explosive 3
Exported through plastic flexible pipe to ground, perfusion mortar is sealed in each blast hole 6 afterwards, prevent the force of explosion of blast from concentrating on
Drill hole, so as to reduce the liquefied effect of processing；
As the depth ＜ 5m of easy liquefaction soil layers 4, and in the case that job site is narrow, preferably from shallow blasting,
A diameter of 60~the 75mm of blast hole 6, in this case, will strictly control the consumption of explosive 3, prevent blasting impact power it is excessive so as to
Soil layer is broken through, for such case, preloading processing can be carried out after explosive 3 and drain bar 2 is arranged in pending ground,
Ignition charge 3 again, the effect of preloading has at 2 points, and one is accelerates the discharge of pore water, and two be that after in explosion, can accelerate the soil body
Again consolidated compacting；
As easy liquefaction soil layers depth >=5m, during the larger situation of basement process area, deep hole blasting, blast hole can be used
75~130mm of diameter；
（5）To reduce the influence to ground using millisecond short delay blasting mode, the ignition order of explosive 3 is：First ignite and treat
The explosive 3 in each blast hole 6 of the area periphery of liquefied foundation 1 is handled, the explosive 3 in middle blast hole 6 is ignited again afterwards；
（6）Impulsive force produced by being exploded by explosive 3, soil structures is rearranged, the soil body is consolidated under Gravitative Loads,
Settle rapidly closely knit；In addition the instant impact produced by exploding effectively extrudes the moisture in sand, by being closely arranged in
Pore water is discharged ground by the drain bar 2 in place rapidly, reduces excess pore water pressure, caused pore pressure is acted on by pinking
Dissipate and soil nature is obtained new enhancing and is become more to consolidate.
The beneficial effect of the present embodiment is,（1）The vertical drain bar by setting, can accelerate disappearing for pore water pressure
Dissipate, the moisture in discharge ground, reach and settle closely knit, the liquefied purpose of elimination rapidly；（2）Speed of application is greatly speeded up, is shortened
Construction period, for pile foundation processing liquefied foundation, cost is more cheap, and simple to operate, and anti-liquefaction effect is more preferable.
Claims (4)
1. a kind of method of explosion drainage sunk well liquefied foundation, it is characterised in that methods described comprises the following steps：Reconnoitre place,
Determine the depth of clay distribution and easy liquefaction soil layers；Arranged for interval is some through easily liquefaction in pending liquefied foundation region
The vertical drainage plate of soil layer, vertically drill the spacing formed between blast hole, the adjacent blast hole in the liquefied foundation
15~20m is taken, the blast hole bottom is located in the easy liquefaction soil layers, in the embedding explosive in blast hole bottom, Zhi Hou
Perfusion mortar is sealed in the blast hole, to prevent the force of explosion of blast from concentrating on drill hole, ignites the explosive and profit
The impulsive force produced with the explosive rearranges the soil structures in the liquefied foundation, squeezes the water out and by the row
Water plate is discharged；Wherein, dynamite charge amount is in each blast hole：
Wherein, Q is the dynamite charge amount in the single blast hole, and unit is Kg；
R is distance of the observation station to fried source, and unit is m；
V is the Safe vibration velocity of ground particle, and unit is m/s；
K is the coefficient relevant with the calculating of blow-up point to landform, geological conditions；
α is the attenuation coefficient relevant with the calculating of blow-up point to landform, geological conditions.
2. a kind of method of explosion drainage sunk well liquefied foundation according to claim 1, it is characterised in that some rows
Spacing between the rectangular uniform intervals arrangement of water plate, adjacent drainage channel plate is 1~2m.
3. a kind of method of explosion drainage sunk well liquefied foundation according to claim 1, it is characterised in that the drain bar
Length of embedment be located at 1~2m below the easy liquefaction soil layers.
4. the method for a kind of explosion drainage sunk well liquefied foundation according to claim 1, it is characterised in that some described
Blast hole is in quincuncial arrangement.
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| CN107129251B (en) * | 2017-05-17 | 2020-06-05 | 中冶集团武汉勘察研究院有限公司 | Curing agent for treating soft soil foundation by blasting drainage consolidation and treatment method |
| CN115262651B (en) * | 2022-08-08 | 2023-11-07 | 上海建工集团股份有限公司 | Underground diaphragm wall local self-collapsing type water stopping method |
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| JPS5353109A (en) * | 1976-10-25 | 1978-05-15 | Chiyuuwa Kensetsu Kougiyou Kk | Method of consolidating poor subsoil with explosion |
| US6003912A (en) * | 1996-04-09 | 1999-12-21 | Chrysler Corporation | Bi-metal vehicle bumper structure |
| US5800090A (en) * | 1996-04-09 | 1998-09-01 | Geotechnics America, Inc. | Apparatus and method for liquefaction remediation of liquefiable soils |
| CN1104533C (en) * | 1998-05-28 | 2003-04-02 | 中国科学院力学研究所 | Blast-tamping method for compacting underwater sand foundation |
| CN100374655C (en) * | 2005-11-17 | 2008-03-12 | 中国矿业大学 | Synchronous blast-enlarging treatment method for liquified soil foundation of highway |
| CN102635107B (en) * | 2012-03-30 | 2014-12-03 | 连云港港口工程设计研究院有限公司 | Surface-layer fast solidification method for soft foundation with dredger soil |
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