JPH11117283A - Blasting method - Google Patents
Blasting methodInfo
- Publication number
- JPH11117283A JPH11117283A JP28089997A JP28089997A JPH11117283A JP H11117283 A JPH11117283 A JP H11117283A JP 28089997 A JP28089997 A JP 28089997A JP 28089997 A JP28089997 A JP 28089997A JP H11117283 A JPH11117283 A JP H11117283A
- Authority
- JP
- Japan
- Prior art keywords
- water pressure
- blasting
- ground
- pore water
- hole
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Granted
Links
Abstract
Description
【０００１】[0001]
【発明の属する技術分野】本発明は、特に、地下水位の
高い軟弱地盤において発破を行った場合に生ずる過剰間
隙水圧を短時間で消散させることのできる発破方法、お
よびこれを応用した、発破による地盤振動のうち特定方
向の地盤振動を低減させることのできる発破方法に関す
る。The present invention relates to a blasting method capable of dissipating, in a short time, excess pore water pressure generated when blasting is performed on soft ground having a high groundwater level, and a blasting method using the blasting method. The present invention relates to a blasting method capable of reducing ground vibration in a specific direction among ground vibrations.
【０００２】[0002]
【従来の技術】発破による緩い砂地盤の締め固めに関し
ては、従来より、ヨーロッパや北米を中心にして数々の
施工例がある。本発明者らは、かかる発破による締め固
め方法を、我が国において例えば埋立地や造成地等の軟
弱地盤に適用することについて検討していた。2. Description of the Related Art There have been a number of examples of compacting loose sandy ground due to blasting, mainly in Europe and North America. The present inventors have studied the application of such a compaction method by blasting to soft ground such as a landfill or a land in Japan.
【０００３】[0003]
【発明が解決しようとする課題】しかし、軟弱な地盤で
発破を行うと、粘性土が狭在する場合、地表面近くに粘
性土が分布する場合、および細粒分が多い地盤の場合等
においては、発破の爆発エネルギーにより間隙水圧が高
められ過剰となり、それによって次述の問題点を生ず
る。However, when blasting is performed on soft ground, when the cohesive soil is narrow, when the cohesive soil is distributed near the ground surface, or when the ground has many fine particles, the blasting is performed. The pore water pressure is increased by the blast explosion energy and becomes excessive, thereby causing the following problems.
【０００４】すなわち、騒音や地盤振動等の発破公害が
生ずるのを防ぐためには、地盤に複数の発破孔を削孔
し、これら発破孔にそれぞれ爆薬を設置したり、一つの
発破孔内に複数の爆薬をそれぞれ異なる深度で設置した
りするとともに、各爆薬を順次起爆させて、複数回にわ
たり段階的に発破を行う必要がある。しかるに、発破に
より過剰となった間隙水圧が消散しないうちに次段階の
発破を行った場合には、当該次段階の発破による締め固
め効果が低下してしまう。また、かかる点に鑑み、各段
階における発破の効果を十分なものとするため、発破一
回毎に過剰となる間隙水圧が消散し、地盤が安定化する
のを待って次段階の発破を行うこともできるが、その場
合には発破作業に長時間を要することになる。That is, in order to prevent blast pollution such as noise and ground vibration from occurring, a plurality of blast holes are drilled in the ground, and explosives are installed in each of these blast holes, or a plurality of blast holes are provided in one blast hole. Or explosives must be installed at different depths, and each explosive must be sequentially detonated to blast multiple times in stages. However, if the blasting of the next stage is performed before the excess pore water pressure is dissipated by the blasting, the compaction effect by the blasting of the next stage is reduced. In addition, in view of this point, in order to make the effect of the blasting in each stage sufficient, the blasting of the next stage is performed after the excess pore water pressure is dissipated for each blasting and the ground is stabilized. However, in that case, the blasting operation takes a long time.
【０００５】他方、周知のように、現場周辺に住宅があ
る等の場合には発破による地盤振動が問題となる。しか
も、軟弱な地盤では硬質な地盤や岩地山と比較して発生
した振動が減衰しにくいため、大きな振動がかなりの距
離伝搬してしまう。したがって、特に軟弱地盤では、発
破による地盤振動を特定方向（住宅がある方向等）につ
いては低減させる必要がある。[0005] On the other hand, as is well known, ground vibration due to blasting becomes a problem when there are houses around the site. In addition, since vibrations generated on soft ground are less likely to be attenuated than on hard ground or rocky mountains, large vibrations propagate for a considerable distance. Therefore, especially on soft ground, it is necessary to reduce ground vibration caused by blasting in a specific direction (such as a direction in which a house is located).
【０００６】そこで、本発明の主たる課題は、上述の問
題点を解決し、地下水位の高い軟弱地盤において発破を
行った場合に生ずる過剰間隙水圧を短時間で消散させる
ことができ、また、発破による地盤振動のうち特定方向
の地盤振動を低減させることができる発破方法を提案す
ることにある。Accordingly, a main object of the present invention is to solve the above-mentioned problems and to dissipate the excess pore water pressure generated when blasting is performed on soft ground having a high groundwater level in a short time. It is an object of the present invention to propose a blasting method capable of reducing ground vibration in a specific direction among ground vibrations caused by the blast.
【０００７】[0007]
【課題を解決するための手段】上記課題を解決した本発
明のうち、請求項１記載の発明は、地盤に削孔した発破
孔を用いて発破を行うにあたり、前記発破孔の周辺地盤
に、間隙水圧消散部を設けることを特徴とする発破方法
である。また、請求項２記載の発明は、地盤に削孔した
発破孔を用いて発破を行うにあたり、前記発破孔を複数
削孔し、これら発破孔間の地盤に、間隙水圧消散部を少
なくとも１つ設けることを特徴とする発破方法である。
さらに、請求項３記載の発明は、地盤に削孔した発破孔
を用いて発破を行うにあたり、前記発破孔の近傍であっ
て、かつ地盤振動を低減させる側の地盤に、間隙水圧消
散部を少なくとも１つ設けることを特徴とする発破方法
である。これらの発明において、前記間隙水圧消散部近
傍の地下水位を強制低下させるのは好ましい。Means for Solving the Problems Among the present invention which has solved the above problems, the invention according to claim 1 is characterized in that when blasting is performed using a blast hole drilled in the ground, A blasting method characterized by providing a pore water pressure dissipation part. In the invention according to claim 2, when blasting is performed using a blast hole drilled in the ground, a plurality of the blast holes are drilled, and at least one pore water pressure dissipation portion is provided on the ground between the blast holes. It is a blasting method characterized by providing.
Furthermore, in the invention according to claim 3, when blasting is performed using a blast hole drilled in the ground, a pore water pressure dissipating portion is provided on the ground near the blast hole and on the side where ground vibration is reduced. A blasting method characterized by providing at least one. In these inventions, it is preferable to forcibly lower the groundwater level near the pore water pressure dissipation part.
【０００８】［作用］本発明に従い発破孔の周辺地盤に
間隙水圧消散部を設けると、発破の衝撃力によって近傍
の地盤における間隙水圧は過剰となるが、この過剰間隙
水圧は、間隙水圧消散部において速やかに消散する。し
たがって、複数の発破孔にそれぞれ爆薬を設置したり、
一つの発破孔内に複数の爆薬をそれぞれ異なる深度で設
置したりするとともに、各爆薬を順次起爆させて、複数
回にわたり段階的に発破を行う場合においても、より短
時間で次段階の発破を行うことができ、発破作業が迅速
になる。[Action] If a pore water pressure dissipating portion is provided in the ground around the blast hole according to the present invention, the pore water pressure in the nearby ground becomes excessive due to the impact force of the blasting, but this excessive pore water pressure is reduced by the pore water pressure dissipating portion. Dissipates quickly at Therefore, explosives can be placed in multiple blast holes,
Even if multiple explosives are installed at different depths in one blast hole, and each explosive is detonated sequentially and blasted multiple times, the next stage of blasting can be completed in a shorter time. Blasting work can be done quickly.
【０００９】また、複数の発破孔を用いて発破を行う場
合には、これら発破孔の間の地盤に間隙水圧消散部を少
なくとも１つ設けることで、過剰間隙水圧を効果的に消
散させることができる。In the case of blasting using a plurality of blast holes, at least one pore water pressure dissipating portion is provided in the ground between these blast holes to effectively dissipate excess pore water pressure. it can.
【００１０】さらに、地下水位の高い軟弱な地盤では発
破による地盤振動は間隙水を主な振動媒体として伝播す
る。したがって、発破孔の近傍であって、かつ地盤振動
を低減させる側の地盤に、間隙水圧消散部を少なくとも
１つ設けることにより、特定方向すなわち当該間隙水圧
消散部側における地盤振動を低減させることができる。Further, in soft ground having a high groundwater level, ground vibration caused by blasting propagates through pore water as a main vibration medium. Therefore, by providing at least one pore water pressure dissipation portion on the ground near the blast hole and on the side where the ground vibration is reduced, it is possible to reduce the ground vibration in a specific direction, that is, the pore water pressure dissipation portion side. it can.
【００１１】一方、間隙水圧消散部近傍の地下水位を強
制低下させると、発破により生じた過剰間隙水圧がより
速やかに消散し、また地盤振動低減効果も向上する。On the other hand, when the groundwater level near the pore water pressure dissipating portion is forcibly reduced, the excess pore water pressure generated by the blasting is dissipated more quickly, and the ground vibration reduction effect is also improved.
【００１２】[0012]
【発明の実施の形態】以下、本発明の実施の形態につい
て添付図面を参照しつつ詳述する。図１は、地盤に削孔
した発破孔１を用いて発破を行うにあたり、発破孔１の
周辺地盤内に、間隙水圧消散部２を設ける発破方法例を
示している（以下、第１具体例という）。Embodiments of the present invention will be described below in detail with reference to the accompanying drawings. FIG. 1 shows an example of a blasting method in which a pore water pressure dissipating portion 2 is provided in the ground surrounding the blasting hole 1 when blasting is performed using the blasting hole 1 drilled in the ground (hereinafter, a first specific example). ).
【００１３】間隙水圧消散部２は、発破孔１の周辺地盤
に少なくとも地下水位以下まで延在するように間隙水圧
消散孔（溝でも良い）２Ａを削孔することにより設ける
ことができる。間隙水圧消散孔２Ａの内径および深さは
適宜定めることができるが、例えば内径は５０〜１００
ｍｍ程度とすることができ、深さは発破孔１の深さと同
程度とすることができる。また、地下水位の高い軟弱地
盤においては、削孔後または発破後まで間隙水圧消散孔
２Ａが自立しないため、図示するように、消散孔２Ａ内
全体（孔底から孔口まで）に礫材等の透水性材料３を充
填するのが望ましい。さらに、図示しないが、少なくと
も地下水位以下に孔が位置するように有孔管を消散孔２
Ａ内に建て込むこともできる。これらの場合において、
地下水位以上の部分については、紙、発泡スチロール等
で形成した無孔管（有孔管でも良い）適宜の間隔で建て
込むことにより、孔の自立を補助することができる。The pore water pressure dissipating part 2 can be provided by drilling a pore water pressure dissipating hole (may be a groove) 2A in the ground surrounding the blast hole 1 so as to extend at least to the level of the groundwater or lower. The inner diameter and the depth of the pore water pressure dissipating hole 2A can be appropriately determined.
mm, and the depth can be approximately the same as the depth of the blast hole 1. Further, in soft ground having a high groundwater level, the pore water pressure dissipation hole 2A does not stand by itself until after drilling or blasting. Therefore, as shown in the drawing, the entire inside of the dissipation hole 2A (from the bottom of the hole to the hole) has gravel material or the like. Is desirably filled with the water permeable material 3. Further, although not shown, the perforated pipe is disposed at the dissipating hole 2 so that the hole is located at least below the groundwater level.
It can be built inside A. In these cases,
For portions above the groundwater level, non-perforated pipes (perforated pipes) made of paper, styrofoam, etc. can be installed at appropriate intervals to assist the holes in their independence.
【００１４】一方、図示例では、発破孔１は地下水位以
下まで削孔されており、この発破孔１内の地下水位以下
の深度に、図示しない雷管および脚線を配設した爆薬４
が設置されている。On the other hand, in the illustrated example, the blasting hole 1 is drilled to a level not higher than the groundwater level.
Is installed.
【００１５】本例において発破を行うと、地下水位下に
おいて、爆発の衝撃力によって間隙水圧が過剰となると
ともに、周辺地盤における粒子堆積構造が破壊され、当
該地盤に液状化が発生する。そして、地盤構成粒子の再
堆積および間隙水圧の正常状態への復帰にともない地盤
が締め固められる。この際、過剰となった間隙水圧によ
り、地下水が、より通水性に優れる部分すなわち間隙水
圧消散部２の透水性材料３に速やかに浸透する。その結
果、発破により生ずる過剰間隙水圧は短時間で消散する
ことになる。したがって、複数の発破孔にそれぞれ爆薬
を設置したり、一つの発破孔内に複数の爆薬をそれぞれ
異なる深度で設置したりするとともに、各爆薬を順次起
爆させて、複数回にわたり段階的に発破を行う場合にお
いても、より短時間で次段階の発破を行うことができ、
発破作業を迅速に行うことができる。[0015] When blasting is performed in this example, below the groundwater level, the pore water pressure becomes excessive due to the impact force of the explosion, and the particle accumulation structure in the surrounding ground is destroyed, and liquefaction occurs in the ground. Then, the ground is compacted with the re-deposition of the particles constituting the ground and the return of the pore water pressure to the normal state. At this time, due to the excess pore water pressure, the groundwater quickly penetrates into the portion having better water permeability, that is, the water permeable material 3 of the pore water pressure dissipating part 2. As a result, the excess pore water pressure generated by the blast dissipates in a short time. Therefore, explosives are installed in multiple blast holes, respectively, multiple explosives are installed in different depths in one blast hole, and each explosive is sequentially detonated, and blasting is performed multiple times in stages. Even in the case of performing, the next stage of blasting can be performed in a shorter time,
Blasting work can be performed quickly.
【００１６】次に、図２は、地盤に複数の発破孔１，１
…を削孔し、これら発破孔１，１…の間の地盤内に、間
隙水圧消散部２，２を設ける発破方法例を示している
（以下第２具体例という）。同図中の４は爆薬を示して
いる。発破孔１，１…は、例えば図３に示すように平面
視で行列状に複数設けることができ、この場合、隣合う
４つの発破孔１，１…の中央に、それぞれ、間隙水圧消
散部２，２…を設けるのが好ましい。また、本第２具体
例における間隙水圧消散部２は、前述の第１具体例と同
様に間隙水圧消散孔２Ａを削孔し、この孔内全体に礫材
等の透水性材料３を充填する等して設けることができ
る。Next, FIG. 2 shows a plurality of blast holes 1, 1 in the ground.
, And an example of a blasting method in which pore water pressure dissipating portions 2, 2 are provided in the ground between the blast holes 1, 1,... (Hereinafter, referred to as a second specific example). 4 in the figure indicates an explosive. A plurality of blast holes 1, 1,... Can be provided in a matrix in a plan view, for example, as shown in FIG. 3, and in this case, a pore water pressure dissipating portion is provided at the center of each of four adjacent blast holes 1, 1,. It is preferable to provide 2, 2,.... Further, the pore water pressure dissipating portion 2 in the second specific example drills the pore water pressure dissipating hole 2A as in the first specific example, and fills the entire inside of the hole with the water permeable material 3 such as a pebble material. And so on.
【００１７】本第２具体例のように複数の発破孔を用い
て発破を行う場合には、これら多数の発破孔１，１…の
間に間隙水圧消散部２，２…を設けることで、爆発に伴
って発生した過剰間隙水圧を効果的にかつ短時間で消散
させることができ、もって、短時間で連続的に発破を行
う場合であっても、より効果的に地盤の締め固めを行う
ことができる。When blasting is performed using a plurality of blast holes as in the second specific example, the pore water pressure dissipating portions 2, 2,... Are provided between the blast holes 1, 1,. Excessive pore water pressure generated by the explosion can be dissipated effectively and in a short time, so that even when blasting is performed continuously in a short time, the soil can be compacted more effectively be able to.
【００１８】さらに、図４および図５は、地盤に削孔し
た発破孔１，１…の近傍であって、かつ地盤振動を低減
させる側の地盤内に、間隙水圧消散部２，２を設ける発
破方法例を示している（以下、第３具体例という）。本
例において、間隙水圧消散部２，２…は、図示例のよう
に発破孔から１００〜２００ｃｍ程度離間するように複
数設けたり、地盤振動を低減させる側の地盤に発破孔を
中心として周方向一端から他端までの中心角θが９０〜
１２０度となるように設けたりすることが提案される。
また、間隙水圧消散部２，２…は、図４に示すように直
線状に並べて設けたり、図５に示すように発破孔を中心
に円弧状に並べて設けたりすることができる。さらに、
図示しないが、間隙水圧消散部２，２…を、直線状また
は円弧状に複数列設けることができる。一方、図示しな
いが、地盤振動を低減させる側の地盤に、直線状または
発破孔を中心として円弧状の溝を掘り、この溝内に礫材
等の透水性材料を充填する等して、直線状または発破孔
を中心として円弧状の間隙水圧消散部を設けることもで
きる。尚、本第３具体例における間隙水圧消散部２も、
前述の第１具体例および第２具体例と同様に、間隙水圧
消散孔２Ａを必要数削孔し、この孔内全体に礫材等の透
水性材料３を充填する等して設けることができる。4 and 5 show pore water pressure dissipating parts 2 and 2 in the vicinity of blast holes 1, 1... Formed in the ground and on the side where ground vibration is reduced. An example of a blasting method is shown (hereinafter, referred to as a third specific example). In this example, a plurality of pore water pressure dissipating parts 2, 2,... Are provided so as to be separated from the blast hole by about 100 to 200 cm as shown in the illustrated example, or the blast hole is located on the ground on the side where ground vibration is reduced. The central angle θ from one end to the other end is 90 ~
It is proposed to provide it at 120 degrees.
The pore water pressure dissipating portions 2, 2,... Can be provided in a straight line as shown in FIG. 4, or can be provided in an arc around the blast hole as shown in FIG. further,
Although not shown, the pore water pressure dissipating portions 2, 2,... May be provided in a plurality of rows in a linear or arc shape. On the other hand, although not shown, a straight or circular arc-shaped groove centered on a blast hole is dug in the ground on the side where the ground vibration is reduced, and a water-permeable material such as gravel material is filled in the groove to form a straight line. It is also possible to provide an arc-shaped pore water pressure dissipating portion centered on the shape or blast hole. In addition, the pore water pressure dissipation part 2 in the third specific example also
As in the first and second specific examples, the required number of pore water pressure dissipating holes 2A may be drilled, and the entire hole may be filled with a water permeable material 3 such as a pebble material. .
【００１９】前述のように、地下水位の高い軟弱な地盤
では発破による地盤振動は間隙水を主な振動媒体として
伝播する。すなわち、発破による地盤振動は、間隙水圧
の過剰部分および過剰でない部分として伝播する。した
がって、本第３具体例に示すように、地盤に削孔した発
破孔１，１…の近傍であって、かつ地盤振動を低減させ
る側の地盤に、間隙水圧消散部２，２…を設けることに
より、発破による地盤振動が当該間隙水圧消散部２，２
…における過剰間隙水圧の消散によって、低減すること
になる。As described above, in a soft ground having a high groundwater level, ground vibration caused by blasting propagates through pore water as a main vibration medium. That is, the ground vibration due to the blast propagates as an excess portion and a non-excess portion of the pore water pressure. Therefore, as shown in the third specific example, the pore water pressure dissipating parts 2, 2,... Are provided in the ground near the blast holes 1, 1,. As a result, the ground vibration caused by the blasting is reduced by the pore water pressure dissipating portions 2, 2
... will be reduced by the dissipation of the excess pore water pressure.
【００２０】他方、これら第１〜第３具体例において、
間隙水圧消散効果および地盤振動低減効果をさらに向上
させるために、間隙水圧消散部２近傍の地下水位を、例
えば地下水の揚水により強制低下させることができる。
この場合、ウェルポイント工法に用いる集水および排水
装置をそのまま使用することができる。すなわち、図６
に示すように、発破孔１の周辺に間隙水圧消散孔２Ａを
削孔し、この消散孔２Ａ内に、ウェルポイント１０を設
置するとともに礫材等の透水性材料３を充填して間隙水
圧消散部２を設け、ウエルポイント１０の上端側を地上
の排水装置１１に連結し、この排水装置１１によりウエ
ルポイント１０から地下水を集水し、地上側に排水する
ことで、間隙水圧消散部２近傍の地下水位を強制低下さ
せる。尚、同図中の４は爆薬を示している。また、図示
しないが、間隙水圧消散部の近傍に揚水井戸を設け、こ
れから地下水の揚水を行い、間隙水圧消散部近傍の地下
水位を低下させることもできる。この地下水位の強制低
下は、発破に先立って行っても良く、発破の直後から行
っても良い。On the other hand, in these first to third examples,
In order to further improve the pore water pressure dissipation effect and the ground vibration reduction effect, the groundwater level near the pore water pressure dissipation portion 2 can be forcibly reduced by, for example, pumping groundwater.
In this case, the water collecting and draining device used for the well point method can be used as it is. That is, FIG.
As shown in the figure, a pore water pressure dissipating hole 2A is drilled around the blasting hole 1, a well point 10 is set in the dissipating hole 2A, and a pore water pressure dissipating hole 3A is filled with a permeable material 3 such as a pebble material. The upper end side of the well point 10 is connected to the drainage device 11 on the ground, and the drainage device 11 collects groundwater from the well point 10 and discharges it to the ground side, so that the vicinity of the pore water pressure dissipating portion 2 is provided. Forcibly lower the groundwater level of Incidentally, reference numeral 4 in the figure denotes an explosive. Although not shown, a pumping well may be provided in the vicinity of the pore water pressure dissipating portion, and groundwater may be pumped therefrom to lower the groundwater level in the vicinity of the pore water pressure dissipating portion. This forced lowering of the groundwater level may be performed prior to blasting, or may be performed immediately after blasting.
【００２１】このように、間隙水圧消散部近傍の地下水
位を、例えば地下水の揚水により強制低下させると、発
破により生じた過剰間隙水圧が間隙水圧消散部において
より速やかに消散し、従って地盤振動低減効果も向上す
る。As described above, when the groundwater level near the pore water pressure dissipating portion is forcibly reduced by, for example, pumping of groundwater, the excess pore water pressure generated by the blast is dissipated more quickly in the pore water pressure dissipating portion, and the ground vibration is thus reduced. The effect is also improved.
【００２２】[0022]
【発明の効果】以上のとおり、本発明によれば、地下水
位の高い軟弱地盤において発破を行った場合に生ずる過
剰間隙水圧を短時間で消散させることができ、また、発
破による地盤振動のうち特定方向の地盤振動を低減させ
ることができるようになる。As described above, according to the present invention, excess pore water pressure generated when blasting is performed on a soft ground having a high groundwater level can be dissipated in a short time. Ground vibration in a specific direction can be reduced.
【図１】本発明の第１具体例を概略的に示す図である。FIG. 1 is a diagram schematically showing a first specific example of the present invention.
【図２】本発明の第２具体例を概略的に示す図である。FIG. 2 is a diagram schematically showing a second specific example of the present invention.
【図３】第２具体例における発破孔および間隙水圧消散
孔の配置を示す図である。FIG. 3 is a diagram showing an arrangement of blast holes and pore water pressure dissipation holes in a second specific example.
【図４】第３具体例における発破孔および間隙水圧消散
孔の配置を示す図である。FIG. 4 is a view showing the arrangement of blast holes and pore water pressure dissipation holes in a third specific example.
【図５】第３具体例における他の発破孔および間隙水圧
消散孔の配置を示す図である。FIG. 5 is a diagram showing the arrangement of other blast holes and pore water pressure dissipation holes in the third specific example.
【図６】地下水位を強制低下する例を概略的に示す図で
ある。FIG. 6 is a diagram schematically showing an example in which a groundwater level is forcibly reduced.
１…発破孔、２…間隙水圧消散部、２Ａ…間隙水圧消散
孔、３…透水性材料、４…爆薬、１０…ウェルポイン
ト、１１…排水装置。DESCRIPTION OF SYMBOLS 1 ... Blast hole, 2 ... pore water pressure dissipation part, 2A ... pore water pressure dissipation hole, 3 ... water permeable material, 4 ... explosive, 10 ... well point, 11 ... drainage device.
Claims (4)
にあたり、前記発破孔の周辺地盤に、間隙水圧消散部を
設けることを特徴とする発破方法。1. A blasting method comprising: blasting using a blast hole drilled in the ground, providing a pore water pressure dissipating portion in the ground surrounding the blast hole.
にあたり、前記発破孔を複数削孔し、これら発破孔間の
地盤に、間隙水圧消散部を少なくとも１つ設けることを
特徴とする発破方法。2. When blasting is performed using a blast hole drilled in the ground, a plurality of the blast holes are drilled, and at least one pore water pressure dissipation portion is provided in the ground between the blast holes. How to blast.
にあたり、前記発破孔の近傍であって、かつ地盤振動を
低減させる側の地盤に、間隙水圧消散部を少なくとも１
つ設けることを特徴とする発破方法。3. When blasting is performed using a blast hole drilled in the ground, at least one pore water pressure dissipating portion is provided in the ground near the blast hole and on the side where ground vibration is reduced.
A blasting method characterized by providing one.
低下させる請求項１〜３のいずれか１項記載の発破方
法。4. The blasting method according to claim 1, wherein a groundwater level near the pore water pressure dissipation part is forcibly reduced.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP28089997A JP3917730B2 (en) | 1997-10-14 | 1997-10-14 | Blasting method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP28089997A JP3917730B2 (en) | 1997-10-14 | 1997-10-14 | Blasting method |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| JPH11117283A true JPH11117283A (en) | 1999-04-27 |
| JP3917730B2 JP3917730B2 (en) | 2007-05-23 |
Family
ID=17631504
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| JP28089997A Expired - Fee Related JP3917730B2 (en) | 1997-10-14 | 1997-10-14 | Blasting method |
Country Status (1)
| Country | Link |
|---|---|
| JP (1) | JP3917730B2 (en) |
Cited By (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2006070503A (en) * | 2004-08-31 | 2006-03-16 | Sato Kogyo Co Ltd | Blasting compaction method |
| JP2006070504A (en) * | 2004-08-31 | 2006-03-16 | Sato Kogyo Co Ltd | Blasting compaction method |
| JP2007085069A (en) * | 2005-09-22 | 2007-04-05 | Sato Kogyo Co Ltd | Blasting compaction method |
| 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 |
| WO2011093196A1 (en) * | 2010-01-26 | 2011-08-04 | 新日本製鐵株式会社 | Method of drilling holes in pig iron in blast furnace |
| CN104695418A (en) * | 2015-03-16 | 2015-06-10 | 陈洪凯 | Deep-buried explosive compaction device |
| DE102014107577A1 (en) * | 2014-05-28 | 2015-12-03 | BIUG Beratende Ingenieure für Umweltgeotechnik und Grundbau GmbH | Method for stabilizing liquefaction-prone loose rocks |
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|---|---|---|---|---|
| CN109282737B (en) * | 2018-08-28 | 2020-05-05 | 河海大学 | Method for measuring riprap silt squeezing effect of breakwater |
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1997
- 1997-10-14 JP JP28089997A patent/JP3917730B2/en not_active Expired - Fee Related
Cited By (9)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2006070503A (en) * | 2004-08-31 | 2006-03-16 | Sato Kogyo Co Ltd | Blasting compaction method |
| JP2006070504A (en) * | 2004-08-31 | 2006-03-16 | Sato Kogyo Co Ltd | Blasting compaction method |
| JP2007085069A (en) * | 2005-09-22 | 2007-04-05 | Sato Kogyo Co Ltd | Blasting compaction method |
| 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 |
| WO2011093196A1 (en) * | 2010-01-26 | 2011-08-04 | 新日本製鐵株式会社 | Method of drilling holes in pig iron in blast furnace |
| JP4920802B2 (en) * | 2010-01-26 | 2012-04-18 | 新日本製鐵株式会社 | Pig iron drilling method in blast furnace |
| DE102014107577A1 (en) * | 2014-05-28 | 2015-12-03 | BIUG Beratende Ingenieure für Umweltgeotechnik und Grundbau GmbH | Method for stabilizing liquefaction-prone loose rocks |
| DE102014107577B4 (en) | 2014-05-28 | 2019-01-24 | BIUG Beratende Ingenieure für Umweltgeotechnik und Grundbau GmbH | Method for stabilizing liquefaction-prone loose rocks |
| CN104695418A (en) * | 2015-03-16 | 2015-06-10 | 陈洪凯 | Deep-buried explosive compaction device |
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| Publication number | Publication date |
|---|---|
| JP3917730B2 (en) | 2007-05-23 |
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