JPH03257280A - Construction method of vertical shaft - Google Patents
Construction method of vertical shaftInfo
- Publication number
- JPH03257280A JPH03257280A JP5602290A JP5602290A JPH03257280A JP H03257280 A JPH03257280 A JP H03257280A JP 5602290 A JP5602290 A JP 5602290A JP 5602290 A JP5602290 A JP 5602290A JP H03257280 A JPH03257280 A JP H03257280A
- Authority
- JP
- Japan
- Prior art keywords
- casing
- ground
- tensile material
- jack
- casings
- 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.)
- Pending
Links
- 238000010276 construction Methods 0.000 title claims description 6
- 239000000463 material Substances 0.000 claims abstract description 33
- 239000011440 grout Substances 0.000 claims abstract description 9
- 239000002689 soil Substances 0.000 claims abstract description 8
- 238000000034 method Methods 0.000 claims description 13
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 8
- 238000002347 injection Methods 0.000 claims description 4
- 239000007924 injection Substances 0.000 claims description 4
- 229910000831 Steel Inorganic materials 0.000 description 21
- 239000010959 steel Substances 0.000 description 21
- 238000009412 basement excavation Methods 0.000 description 3
- 239000004576 sand Substances 0.000 description 3
- 238000005553 drilling Methods 0.000 description 2
- 230000000694 effects Effects 0.000 description 2
- 239000002184 metal Substances 0.000 description 2
- 241000473391 Archosargus rhomboidalis Species 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 239000003673 groundwater Substances 0.000 description 1
- 230000002093 peripheral effect Effects 0.000 description 1
- 239000010865 sewage Substances 0.000 description 1
- 238000003466 welding Methods 0.000 description 1
Abstract
Description
【発明の詳細な説明】 〔産業上の利用分野〕 この発明は、立坑の築造方法に関するものである。[Detailed description of the invention] [Industrial application field] The present invention relates to a method for constructing a shaft.
従来、推進工事にともなう発進、中間、到達立坑や上下
水道用人孔などを築造する方法としては、まず立坑の回
りに鋼矢板を打ち込み、次いで鋼矢板の内側を掘削して
排土する工法や、重機の重錘付アームにジヤツキを介し
支持させてある締付バンド内側にケーシングを嵌装し、
次いでバケットによりケーシング内の土砂を排土すると
共に、ジヤツキによりケーシングを圧入降送する工法や
、施工点に重錘付の枠状ベースを載置し、次いでベース
上の締付はバンド内側にケーシングを嵌装したのち、パ
ケットなどによりケーシング内の土砂を排土すると共に
、ジヤツキによりケーシングを圧入降送する工法がある
。Conventionally, the methods of constructing starting, intermediate, and reaching shafts and manholes for water and sewage systems during propulsion work include first driving steel sheet piles around the shaft, then excavating the inside of the steel sheet piles and removing the earth; The casing is fitted inside a tightening band that is supported by a weighted arm of heavy equipment via a jack.
Next, the earth and sand inside the casing is removed using a bucket, and the casing is pressed in and lowered using jacks, or a frame-shaped base with a weight is placed at the construction point, and then the tightening on the base is done by tightening the casing inside the band. There is a construction method in which after the casing is fitted, the earth and sand inside the casing is removed using a packet or the like, and the casing is pressed in and lowered using a jack.
鋼矢板を用いる場合、長尺な鋼矢板の打ち込みに大型な
重機を必要とするので、作業スペースが大となり、かつ
打設工法により大きな騒音や振動が発生すると共に、鋼
矢板のひずみにより周辺が沈下して周辺構造物に悪い影
響を及ぼしたり、鋼矢板の引き抜き時上記鋼矢板の転倒
やワイヤの切断などにより危険をともなう問題があった
。When using steel sheet piles, large heavy machinery is required to drive the long sheet piles, so the work space becomes large, and the driving method generates large noises and vibrations, and the distortion of the steel sheet piles causes damage to the surrounding area. There have been problems in that the steel sheet piles may sink and have a negative impact on surrounding structures, or that the steel sheet piles may fall over and the wires may be cut when the steel sheet piles are pulled out, resulting in danger.
締付はバンド付の重機を用いる場合、重機に重錘付のア
ームを装備するので、大型化し、大きな作業スペースを
必要とすると共に、他の用途に重機を使用することがで
きないなどの問題があった。When using heavy equipment with a band for tightening, the equipment is equipped with an arm with a weight, which increases the size and requires a large work space, and there are problems such as the inability to use the heavy equipment for other purposes. there were.
また、地盤により大きな反力を必要とする場合に手数が
かかると共に、重錘の増加に限度があるなどの問題があ
った。Further, there are problems in that it takes time and effort when a larger reaction force is required on the ground, and there is a limit to the increase in the number of weights.
重錘付のベースを用いる場合、搬入搬出に重機を使用す
るので、著しく手数がかかると共に、上述と同様に大き
な反力を得る場合、手数のかかる重錘の増加作業を必要
とする問題があった。When using a base with a weight, heavy machinery is used for loading and unloading, which is extremely time-consuming, and if a large reaction force is to be obtained as described above, there is a problem in that the labor-intensive work of increasing the weight is required. Ta.
そこで、この発明は無騒音、無振動で施工することがで
きると共に、重錘を用いないで地盤に応じた反力を得る
ようにした立坑築造方法を提供することを目的とする。SUMMARY OF THE INVENTION Therefore, an object of the present invention is to provide a method for constructing a shaft that can be constructed without noise and vibration, and that can obtain a reaction force depending on the ground without using a weight.
上記の目的を達成するために、この発明は圧入ケーシン
グの周囲外側に位置するよう地面から地中に向け複数の
ボーリング孔を設けて、この各ボーリング孔に挿入した
引張り材を注入グラウト材により定着したのち、上記引
張り材の内側に納まるようケーシングを搬入して、上記
ケーシングの内側を掘削し、かつ排土すると共に、引張
り材に係合させてある各ジヤツキの作用によりケーシン
グを圧入降送して立坑を築造するようにしたものである
。In order to achieve the above object, this invention provides a plurality of boreholes extending from the ground to the ground so as to be located outside the periphery of a press-fit casing, and the tensile material inserted into each borehole is fixed by injection grouting material. After that, the casing is carried in so that it fits inside the tension material, the inside of the casing is excavated, the soil is removed, and the casing is pressed in and lowered by the action of each jack engaged with the tension material. It was designed so that a vertical shaft could be constructed.
また、圧入ケーシングの周囲外側に位置するよう地面か
ら地中に向け複数のボーリング孔を設けて、この各ボー
リング孔に挿入した引張り材を注入グラウト材により定
着したのち、上記引張り材の内側に納まるようケーシン
グを搬入して、上記ケーシングの内側を掘削排土し、か
つ引張り材に係合させてある各ジヤツキの作用によりケ
ーシングを圧入降送すると共に、ケーシングの下縁拡径
刃により上記ケーシングの外周全面と削孔壁との間に所
要の間隙を形成し、この間隙に泥水を注入して立坑を築
造するようにしたものである。In addition, a plurality of boring holes are provided from the ground to the ground so as to be located outside the periphery of the press-fit casing, and the tension material inserted into each of these bore holes is fixed with the injection grout material, and then settled inside the tension material. The casing is carried in, the inside of the casing is excavated, and the casing is press-fitted and lowered by the action of each jack engaged with the tension member, and the lower edge of the casing is expanded by the expanding blade at the lower edge of the casing. A necessary gap is formed between the entire outer circumference and the borehole wall, and muddy water is injected into this gap to construct the shaft.
ケーシングの内側を掘削して排土すると共に、引張り材
に係合させてあるジヤツキを作用させてケーシングを圧
入降送しながら立坑を築造する。The inside of the casing is excavated and soil is removed, and a shaft is constructed while the casing is pressed in and lowered by acting on a jack engaged with a tension member.
また、ケーシングの内側を掘削して排土すると共に、引
張り材に係合させてあるジヤツキを作用させてケーシン
グを圧入降送する。Further, the inside of the casing is excavated and soil is removed, and the casing is press-fitted and lowered by applying a jack engaged with the tension member.
上記圧入降送するケーシングの下縁拡径刃により上記ケ
ーシングの外周全面と削孔壁との間に間隙を形成して、
このｒｊ１隙に注入する泥水によりケーシングに作用す
る土圧を軽減し、かっ削孔壁の崩潰を防止する。Forming a gap between the entire outer periphery of the casing and the hole wall by the lower edge expanding blade of the casing to be press-fitted and lowered,
The muddy water injected into the rj1 gap reduces the earth pressure acting on the casing and prevents the wall of the cut hole from collapsing.
以下、この発明に係る第１の実施例を添付図面の第１図
から第１５図に基づいて説明する。A first embodiment of the present invention will be described below with reference to FIGS. 1 to 15 of the accompanying drawings.
まず、圧入ケーシングＡのｆ＠囲外側に位置するよう地
面から地中の所定深さ迄複数のボーリング孔１を設ける
。First, a plurality of boring holes 1 are provided from the ground to a predetermined depth so as to be located outside the enclosure of the press-fit casing A.
上記のボーリング孔１は、第１図に示すように自走式掘
削機２を乗り入れてリーダーマスト３をガイドとして昇
降する鋼管４を建て込み、垂直を確認したのち、モータ
ー５の運転により上記鋼管４をドライブしながら地面か
ら地中の所定深さ迄掘削する。As shown in Fig. 1, the above-mentioned borehole 1 is constructed by driving a self-propelled excavator 2 and installing a steel pipe 4 which is raised and lowered using a leader mast 3 as a guide.After confirming the verticality, the above-mentioned steel pipe is 4 to excavate from the ground to a predetermined depth underground.
このとき、第２図に示すように鋼管４の下端から水を噴
射する方法などを採用しスムーズに掘削する。At this time, as shown in FIG. 2, a method such as injecting water from the lower end of the steel pipe 4 is used to smoothly excavate.
なお、鋼管４が短い場合、ねし込み方式などにより上記
鋼管４を継ぎ足せばよい。In addition, if the steel pipe 4 is short, the above-mentioned steel pipe 4 may be added by a screwing method or the like.
そして、鋼管４の上端からモーター５を切り離し、第３
図に示すようにボーリング孔１内に鋼管４を残す。Then, the motor 5 is separated from the upper end of the steel pipe 4, and the third
A steel pipe 4 is left in the borehole 1 as shown in the figure.
次に、第４図に示すように上記残置した鯛管４内に鋼棒
などの引張り材６を挿入し、また、第５図に示すよう引
張り材６の挿入ずみ鋼管４内にセメントミルクなどのグ
ラウト材の圧入ホース７を挿入し、上記ホース７の先を
鋼管４の下端近くに到達させる。Next, as shown in FIG. 4, a tensile material 6 such as a steel rod is inserted into the remaining sea bream pipe 4, and as shown in FIG. A press-fit hose 7 of grout material is inserted, and the tip of the hose 7 reaches near the lower end of the steel pipe 4.
その後に第６図及び第７図に示すようにホース７を徐々
に引き上げながらグラウト材８を圧入し、その圧入がボ
ーリング孔１の孔底から上方所定の範囲に到達すると圧
入をストップしてホース７のみを抜き取り、次いで鋼管
４を引き抜いて第８図に示すようにアンカ一体９を形成
する。Thereafter, as shown in FIGS. 6 and 7, the grout material 8 is press-fitted while gradually pulling up the hose 7. When the press-fitting reaches a predetermined range above the bottom of the borehole 1, the press-fitting is stopped and the grout material 8 is pressed into the hose 7. Only the anchor 7 is pulled out, and then the steel pipe 4 is pulled out to form an integral anchor 9 as shown in FIG.
上記アンカ一体９を形成した引張り材６は、第１１図に
示すようにケーシングＡの周壁外側の四等分位覆に設け
たが、地盤などにより大きな反力を得る場合、反力に釣
り合うよう数を多くすればよい。The tension member 6 forming the anchor unit 9 was installed on the outer quadrant of the peripheral wall of the casing A as shown in FIG. Just increase the number.
引張り材６の定着後、上記引張り材６の内側地面にケー
シングＡを立て込み、次いで第９図に示すよう各ジヤツ
キ１０の作用により上記ケーシングＡを圧入降送するよ
う上記引張り材６に上記ジヤツキ１０を係合させる。After fixing the tension material 6, the casing A is set up on the ground inside the tension material 6, and then, as shown in FIG. 10 is engaged.
上記の係合方法は、第１０図から第１２図に示すように
ケーシングＡ上に二本−組のコ字状型鋼１１を二条載置
すると共に型鋼１１の両端部上記型鋼１１間の引張り材
６を介在させる。The above engagement method involves placing two sets of U-shaped steels 11 on the casing A, as shown in FIGS. 6 to intervene.
その後に中心の貫通孔１２に引張り材６を貫通させて型
１１１１上にジヤツキ１０を載置し、次いで引張り材６
の上端からナツト１３をねし込んで行なうようにしたが
、上記以外の方法で係合させてもよい。After that, the tensile material 6 is passed through the central through hole 12, the jack 10 is placed on the mold 1111, and then the tensile material 6 is placed on the mold 1111.
Although this is done by screwing in the nut 13 from the upper end, other methods other than the above may be used.
しかし、ケーシングＡの内側を掘削して排土すると共に
、各ジヤツキ１０の均一な伸長作用によりケーシングＡ
を圧大降送付する。However, in addition to excavating the inside of the casing A and removing soil, the uniform stretching action of each jack 10 causes the casing A to be removed.
Send a huge amount of information.
上記ジヤツキ１０の伸長が最大になると、収縮させ、次
いでナツト１３をねじ込む作業を繰り返す。When the jack 10 reaches its maximum extension, it is contracted and then the nut 13 is screwed in again.
また、ケーシングＡは、第１３図に示すように順次継ぎ
足す。Furthermore, the casings A are successively added as shown in FIG.
上記継ぎ足すケーシングＡの上下縁は、溶接或はボルト
止めなどにより結合されており、上記ケーシングＡには
、金属製やコンクリート製が用いられる。The upper and lower edges of the casing A to be added are connected by welding or bolting, and the casing A is made of metal or concrete.
なお、掘削排土に深ａｍ削金属１４のパケット１５を（
第１４図に示す）用いたが、上記以外の方法で掘削排土
してもよい。In addition, a packet 15 of deep am cutting metal 14 is added to the excavated soil (
(as shown in FIG. 14) was used, but the soil may be excavated and removed by a method other than the above.
以上の手順をへて地中にケーシングＡを埋設したのち、
第１５図に示すように最下位のケーシングＡ内の底に基
礎コンクリート１６を打設し、またジヤツキ１０及び型
鋼１１を撤去したのち、引張り材６の地面より少し下方
の部分を切断する。After completing the above steps and burying casing A underground,
As shown in FIG. 15, a foundation concrete 16 is placed at the bottom of the lowest casing A, and after the jacks 10 and steel molds 11 are removed, a portion of the tension member 6 slightly below the ground is cut.
なお、ケーシングＡは、図示の円形以外に四角形や小判
形などがある。Note that the casing A may have a square shape, an oval shape, etc. other than the circular shape shown in the figure.
次に第２の実施例を添付図面の第１６図から第１８図に
基づいて説明する。Next, a second embodiment will be described based on FIGS. 16 to 18 of the accompanying drawings.
ケーシングＡの下縁全周の外側に掘削拡径刃２１を設け
て、第１の実施例の手順をへて圧入降送するケーシング
Ａの外周と掘削孔２２壁との間に間隙２３を形成し、そ
してピット２４内の泥水をサンドポンプ２５の運転によ
りバイブ２６をへて上記ケーシングＡの下縁外側に圧送
して間隙２３を充満させ、上記充満させた泥水により土
圧を軽減すると共に、掘削孔２２の壁の崩潰を防止する
。A drilling diameter expanding blade 21 is provided outside the entire lower edge of the casing A to form a gap 23 between the outer periphery of the casing A, which is press-fitted and lowered through the procedure of the first embodiment, and the wall of the excavation hole 22. Then, by operating the sand pump 25, the muddy water in the pit 24 is pumped through the vibrator 26 to the outside of the lower edge of the casing A to fill the gap 23, and the filled muddy water reduces the earth pressure. This prevents the wall of the excavation hole 22 from collapsing.
以上のように、この発明に係る立坑の築造方法によれば
、地中にグラウト材を介し定着した引張り材にジヤツキ
を係合させてケーシングを圧入降送するので、無騒音
、無振動で築造することができると共に、狭い場所でも
施工することができる。As described above, according to the method for constructing a shaft according to the present invention, the casing is press-fitted and lowered by engaging the jack with the tensile material fixed in the ground through the grouting material, so the shaft can be constructed without noise or vibration. It can be installed even in narrow spaces.
また、地下水に関係なく施工することができると共に、
工期を短縮し、かつ安価に施工することもできる。In addition, it can be constructed regardless of groundwater, and
It also shortens the construction period and can be constructed at low cost.
さらに、拡径刃によりケーシングの外周と掘削孔との間
に間隙を設けて、この間隙に泥水を充満するので、土圧
を軽減してケーシングの圧入降送をスムーズに行なうこ
とができ、かつ掘削孔壁の崩潰を防止することができる
。Furthermore, the expanding blade creates a gap between the outer periphery of the casing and the excavation hole, and this gap is filled with muddy water, which reduces earth pressure and allows for smooth press-in and lowering of the casing. Collapse of the borehole wall can be prevented.
図面は、この発明に係る立坑築造方法を示すもので、第
１図から第８図迄は引張り材の定着工程を示す縦断正面
図、第９図は引張り材にジヤツキを係合させてケーシン
グを圧入降送する縦断正面図、第１０図は同上の要部を
示す拡大正面図、第１１図は同平面図、第１２図はジヤ
ツキの拡大側面図、第１３図から第１５図迄は立坑の築
造を示す縦断正面図、第１６図は他の実施例の縦断正面
図、第１７図は拡径刃の縦断拡大正面図、第１８図は同
上の横断正面図である。
Ａ・・・・・・ケーシング、
２・・・・・・掘削機、
４・・・・・・鋼管、
６・・・・・・引張り材、
８・・・・・・グラウト材、
１０・・・・・・ジヤツキ、
１２・−・・・・貫通孔、
２１・・・・・・拡径刃、
２３・・・・・・間隙、
１・・・・・・ボーリング孔、
３・・・・・・リーダーマスト、
５・・・・・・モーター
７・・・・・・ホース、
９・・・・・・アンカ一体、
１１・・・・・・型鋼、
１３・・・・・・ナツト、
２２・・・・・・掘削孔、
２６・・・・・・パイプ。
第１図
第４図
第５図
第１０図
第１２図
第１４図The drawings show the shaft construction method according to the present invention, and FIGS. 1 to 8 are longitudinal sectional front views showing the process of fixing the tension material, and FIG. 9 shows the casing by engaging the tension material with a jack. 10 is an enlarged front view showing the main parts of the same as above, 11 is the same plan view, 12 is an enlarged side view of the jack, and 13 to 15 are vertical shafts. 16 is a vertical sectional front view of another embodiment, FIG. 17 is an enlarged vertical sectional front view of the enlarged diameter blade, and FIG. 18 is a sectional front view of the same. A... Casing, 2... Excavator, 4... Steel pipe, 6... Tensile material, 8... Grout material, 10. ... Jacket, 12 ... Through hole, 21 ... Expanding blade, 23 ... Gap, 1 ... Boring hole, 3 ... ... Leader mast, 5 ... Motor 7 ... Hose, 9 ... Anchor integrated, 11 ... Steel mold, 13 ... Nut, 22...Drilling hole, 26...Pipe. Figure 1 Figure 4 Figure 5 Figure 10 Figure 12 Figure 14
Claims (2)
ら地中に向け複数のボーリング孔を設けて、この各ボー
リング孔に挿入した引張り材を注入グラウト材により定
着したのち、上記引張り材の内側に納まるようケーシン
グを搬入して、上記ケーシングの内側を掘削し、かつ排
土すると共に、引張り材に係合させてある各ジャッキの
作用によりケーシングを圧入降送するようにした立坑築
造方法。(1) A plurality of boring holes are provided from the ground to the ground so as to be located outside the periphery of the press-fit casing, and after the tensile material inserted into each of these boring holes is fixed with injection grout material, the tensile material is placed inside the tensile material. A method for constructing a vertical shaft, in which a casing is carried in so that it fits, the inside of the casing is excavated, the soil is removed, and the casing is pressed in and lowered by the action of each jack engaged with a tension member.
ら地中に向け複数のボーリング孔を設けて、この各ボー
リング孔に挿入した引張り材を注入グラウト材により定
着したのち、上記引張り材の内側に納まるようケーシン
グを搬入して、上記ケーシングの内側を掘削排土し、か
つ引張り材に係合させてある各ジャッキの作用によりケ
ーシングを圧入降送すると共に、ケーシングの下縁拡径
刃により上記ケーシングの外周全面と削孔壁との間に所
要の間隙を形成し、この間隙に泥水を注入するようにし
た立坑築造方法。(2) A plurality of boreholes are provided from the ground to the ground so as to be located outside the periphery of the press-fit casing, and after the tensile material inserted into each borehole is fixed with the injection grout material, The casing is carried in so that it fits, the inside of the casing is excavated and removed, and the casing is pressed in and lowered by the action of each jack engaged with the tension member, and the lower edge expanding blade of the casing is used to remove the casing. A shaft construction method in which a required gap is formed between the entire outer periphery of the shaft and the borehole wall, and muddy water is injected into this gap.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP5602290A JPH03257280A (en) | 1990-03-06 | 1990-03-06 | Construction method of vertical shaft |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP5602290A JPH03257280A (en) | 1990-03-06 | 1990-03-06 | Construction method of vertical shaft |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| JPH03257280A true JPH03257280A (en) | 1991-11-15 |
Family
ID=13015437
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| JP5602290A Pending JPH03257280A (en) | 1990-03-06 | 1990-03-06 | Construction method of vertical shaft |
Country Status (1)
| Country | Link |
|---|---|
| JP (1) | JPH03257280A (en) |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH06313395A (en) * | 1993-04-30 | 1994-11-08 | Kajima Corp | Vertical shield tunneling method |
| JP2014029076A (en) * | 2012-07-31 | 2014-02-13 | Hideaki Yamagishi | Anchor member, and cutting method for anchor member |
Citations (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPS60184126A (en) * | 1984-03-02 | 1985-09-19 | Nippon Zenisupaipu Kk | Pressing-in sinking method for precast concrete multilayered caisson |
-
1990
- 1990-03-06 JP JP5602290A patent/JPH03257280A/en active Pending
Patent Citations (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPS60184126A (en) * | 1984-03-02 | 1985-09-19 | Nippon Zenisupaipu Kk | Pressing-in sinking method for precast concrete multilayered caisson |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH06313395A (en) * | 1993-04-30 | 1994-11-08 | Kajima Corp | Vertical shield tunneling method |
| JP2014029076A (en) * | 2012-07-31 | 2014-02-13 | Hideaki Yamagishi | Anchor member, and cutting method for anchor member |
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