JPS6361476B2 - - Google Patents
Info
- Publication number
- JPS6361476B2 JPS6361476B2 JP59161270A JP16127084A JPS6361476B2 JP S6361476 B2 JPS6361476 B2 JP S6361476B2 JP 59161270 A JP59161270 A JP 59161270A JP 16127084 A JP16127084 A JP 16127084A JP S6361476 B2 JPS6361476 B2 JP S6361476B2
- Authority
- JP
- Japan
- Prior art keywords
- cylindrical structure
- cutting edge
- wall
- ground
- protection wall
- 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.)
- Expired
Links
- 238000010276 construction Methods 0.000 claims description 15
- 238000000034 method Methods 0.000 claims description 15
- 206010023497 kuru Diseases 0.000 claims 1
- 229910000831 Steel Inorganic materials 0.000 description 7
- 239000011178 precast concrete Substances 0.000 description 7
- 230000001681 protective effect Effects 0.000 description 7
- 239000010959 steel Substances 0.000 description 7
- 238000009412 basement excavation Methods 0.000 description 6
- 238000009933 burial Methods 0.000 description 3
- 238000010586 diagram Methods 0.000 description 3
- 230000014759 maintenance of location Effects 0.000 description 3
- 230000002265 prevention Effects 0.000 description 3
- 239000004576 sand Substances 0.000 description 3
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 3
- 239000004567 concrete Substances 0.000 description 2
- 230000000694 effects Effects 0.000 description 2
- JEIPFZHSYJVQDO-UHFFFAOYSA-N iron(III) oxide Inorganic materials O=[Fe]O[Fe]=O JEIPFZHSYJVQDO-UHFFFAOYSA-N 0.000 description 2
- 238000012423 maintenance Methods 0.000 description 2
- 239000000463 material Substances 0.000 description 2
- 239000012779 reinforcing material Substances 0.000 description 2
- 239000002689 soil Substances 0.000 description 2
- 238000005516 engineering process Methods 0.000 description 1
- 238000009415 formwork Methods 0.000 description 1
- 238000009434 installation Methods 0.000 description 1
- 231100000989 no adverse effect Toxicity 0.000 description 1
- 230000000149 penetrating effect Effects 0.000 description 1
- 230000002787 reinforcement Effects 0.000 description 1
- 238000000926 separation method Methods 0.000 description 1
- 239000002699 waste material Substances 0.000 description 1
- 238000003466 welding Methods 0.000 description 1
Classifications
-
- Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
- Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
- Y02E—REDUCTION OF GREENHOUSE GAS [GHG] EMISSIONS, RELATED TO ENERGY GENERATION, TRANSMISSION OR DISTRIBUTION
- Y02E10/00—Energy generation through renewable energy sources
- Y02E10/20—Hydro energy
Landscapes
- Underground Structures, Protecting, Testing And Restoring Foundations (AREA)
- Excavating Of Shafts Or Tunnels (AREA)
Description
【発明の詳細な説明】
〔産業上の利用分野〕
本発明は筒体構造物を地中に埋設する方法に関
し、さらに詳しくは、現存する鉄道、道路等の建
造物の直下にプレカストコンクリート筒体等の筒
体構造物を掘進することにより立体交差を完成さ
せる方法に関するものである。[Detailed Description of the Invention] [Field of Industrial Application] The present invention relates to a method of burying a cylindrical structure underground, and more specifically, to a method of burying a cylindrical structure underground, and more specifically, a method of burying a cylindrical structure underground, and more specifically, a method of burying a cylindrical structure underground, and more specifically, a method of burying a cylindrical structure underground. The present invention relates to a method for completing a grade separation by excavating a cylindrical structure such as a body.
このような方法に関する従来技術としていわゆ
るパイプルーフ工法が存する。従来のパイプルー
フ工法は第３図に示すように筒体構造物１の埋設
予定位置の上方および左右外方地盤中に、全長に
わたつてパイプ群を門型に予め圧入して地盤崩壊
防止用の擁護壁２を形成し、次いで、この擁護壁
２の内面に沿つて筒体構造物１を掘進する工法で
ある。
A so-called pipe roof construction method exists as a prior art related to such a method. As shown in Figure 3, in the conventional pipe roof construction method, a group of pipes is press-fitted in advance into the ground above and to the left and right of the planned burial position of the cylindrical structure 1 in a gate shape over the entire length to prevent ground collapse. In this construction method, a protection wall 2 is formed, and then a cylindrical structure 1 is excavated along the inner surface of this protection wall 2.
従来のパイプルーフ工法では、第３図に示すよ
うに、パイプ群から成る地盤崩壊防止用擁護壁２
の屋根部分２−1を筒体構造物１の上外方地盤中
に設置することとなるため、筒体構造物１と地表
５との間にパイプ群２−1が介在するためのいわ
ゆる土被りが必要となり、それだけ筒体構造物１
の埋設位置を下げなければならない。そのため、
長いアプローチが必要となり、掘削や土留も深
く、長くならざるを得ない。これは、当然に作業
量も増大させることとなる。
In the conventional pipe roof construction method, as shown in Figure 3, a protection wall 2 for preventing ground collapse consisting of a group of pipes is constructed.
Since the roof portion 2-1 will be installed in the ground above and outside the cylindrical structure 1, the pipe group 2-1 will be interposed between the cylindrical structure 1 and the ground surface 5. Covering is necessary, and the cylindrical structure 1
The burial position must be lowered. Therefore,
A long approach will be required, and the excavation and earth retention will have to be deep and long. This naturally increases the amount of work.
また、パイプ群から成る地盤崩壊防止用の擁護
壁２は地下立体交差完成後も地中に埋設されたま
ま残るため、パイプ上部の凹凸箇所に水溜りが生
じ、噴泥やさび水の原因となることも多い。これ
は、筒体構造物１およびその上層部道床、舗装等
の保守上の不利を招くものである。 In addition, because the protection wall 2, which is made up of a group of pipes and is used to prevent ground collapse, remains buried in the ground even after the underground overpass is completed, water pools can form on the uneven parts of the upper part of the pipes, which can cause mud and rust water. It often happens. This causes disadvantages in terms of maintenance of the cylindrical structure 1 and its upper trackbed, pavement, and the like.
さらに、地盤崩壊防止用擁護壁２のパイプ群は
回収されないから資源の無駄となり、これらの問
題点とともに経済的にもマイナスである。 Furthermore, since the pipes of the ground collapse prevention wall 2 are not recovered, it is a waste of resources, and in addition to these problems, it is also economically disadvantageous.
本発明は以上のような問題点を解決するもので
あり、その要旨とするところは、前端部に刃口４
を有する筒体構造物１を地中に埋設するためのパ
イプルーフ工法において、筒体構造物１が掘進さ
れる前方地盤中にパイプ等を門型に圧入して予め
形成される地盤崩壊防止用の擁護壁２を、前記筒
体構造物１の掘進に伴つて地盤中から前記刃口４
内に露出してくるように位置決め構築し、掘進に
伴つて露出してくる擁護壁２の内側面は前記刃口
４位置に固定した支保工３により支え、かつ、支
保工３による支え位置より筒体側に延出する擁護
壁２の余長部分を適宜切除することを特徴とする
筒体構造物の地中埋設方法にある。
The present invention solves the above-mentioned problems, and its gist is that a blade opening 4 is provided at the front end.
In the pipe roof construction method for burying a cylindrical structure 1 underground, a pipe or the like is press-fitted in a gate shape into the ground in front of which the cylindrical structure 1 is excavated to prevent ground collapse. As the cylindrical structure 1 is excavated, the protective wall 2 is removed from the ground through the cutting edge 4.
The inner surface of the protection wall 2, which is exposed as the excavation progresses, is supported by the support 3 fixed at the position of the cutting edge 4, and from the support position by the support 3. This method of burying a cylindrical structure underground is characterized by appropriately cutting off the extra length of the protecting wall 2 extending toward the cylindrical side.
本発明方法においては擁護壁２が筒体構造物１
前端部の刃口４内に露出してくるが、この擁護壁
２と刃口４との距離は擁護壁２と刃口４の接触に
よる変形防止、擁護壁２・刃口４間の土砂量、作
業の便宜等に鑑みるとほぼ30cm〜60cmが好まし
い。 In the method of the present invention, the protective wall 2 is attached to the cylindrical structure 1.
It is exposed inside the cutting edge 4 at the front end, but the distance between the protecting wall 2 and the cutting edge 4 is determined to prevent deformation due to contact between the protecting wall 2 and the cutting edge 4, and to prevent the amount of dirt between the protecting wall 2 and the cutting edge 4. , approximately 30 cm to 60 cm is preferable in view of work convenience and the like.
また、本発明において露出してくる擁護壁２を
指示する支保工３は地盤崩壊防止の点から刃口４
位置にあることが好ましい。もつとも支保工３は
単数である必要はなく、例えば長尺方向に複数設
け、複数位置で擁護壁２を受けて支持するように
しても良い。また、支保工３は刃口４に固定して
も筒体構造物１本体に固定しても良い。 In addition, in the present invention, the shoring 3 that directs the exposed protection wall 2 is provided with a cutting edge 4 from the viewpoint of preventing ground collapse.
preferably in position. Of course, the shoring 3 does not have to be singular, and for example, a plurality of shorings 3 may be provided in the longitudinal direction so as to receive and support the protection wall 2 at a plurality of positions. Further, the support 3 may be fixed to the cutting edge 4 or to the main body of the cylindrical structure 1.
また、本発明方法において、地盤崩壊防止用擁
護壁２を形成するパイプ等の形成材には、鋼管の
他、Ｈ型鋼等を使用することも可能である。 Furthermore, in the method of the present invention, as the material for forming the pipes and the like that form the ground collapse prevention wall 2, it is also possible to use H-shaped steel or the like in addition to steel pipes.
本発明方法においては、パイプ等で形成される
地盤崩壊防止用擁護壁２が、埋設すべき筒体構造
物１の掘進に伴つて筒体構造物の前端部刃口４内
に露出してくるように位置決め構築されているた
め、擁護壁２が地中に残存することもなく、ま
た、筒体構造物埋設に際しての条件が同じであれ
ば、従来のパイプルーフ工法に比べて筒体構造物
１埋設の深さをはかるかに浅くすることができ
る。
In the method of the present invention, as the cylindrical structure 1 to be buried is excavated, the ground collapse prevention wall 2 formed of a pipe or the like is exposed inside the cutting edge 4 at the front end of the cylindrical structure. Because the protective wall 2 is positioned in such a way that it does not remain underground, and if the conditions for burying the cylindrical structure are the same, it is easier to bury the cylindrical structure than with the conventional pipe roof construction method. 1. The depth of burial can be made much shallower.
また、露出してくる擁護壁２は筒体構造物１の
前端部刃口４位置に固定された支保工３により内
側面で支えられているため、門型擁護壁２が同擁
護壁２内の地盤掘削に伴つて内側に変形するのを
防ぐことが出来る。これにより、機械掘削も可能
となる。 In addition, since the exposed protecting wall 2 is supported on the inner surface by the support 3 fixed at the cutting edge 4 position at the front end of the cylindrical structure 1, the gate-shaped protecting wall 2 is inside the protecting wall 2. This can prevent inward deformation due to ground excavation. This also allows mechanical excavation.
さらに、本発明方法では擁護壁２は筒体構造物
１の前端部刃口４内に地盤から露出してくるた
め、前記擁護壁２の進路に筒体構造物外周壁がぶ
つかる不都合が起こる場合がある。このような場
合には必要に応じて擁護壁２を構成するパイプ等
を切除してやれば良い。 Furthermore, in the method of the present invention, since the protecting wall 2 is exposed from the ground within the cutting edge 4 at the front end of the cylindrical structure 1, there may be an inconvenience that the outer circumferential wall of the cylindrical structure collides with the path of the protecting wall 2. There is. In such a case, the pipes and the like constituting the protection wall 2 may be removed as necessary.
本発明実施例を以下図面に基いて説明する。第
１図ａは本発明の実施例を示す正面図、第１図ｂ
は本発明の実施例を示す一部を断面にした斜視
図、第２図，第４図乃至第７図は本発明の実施例
を示す側面図である。第４図に示すように、ま
ず、立体交差予定箇所を狭んでＡ及びＢの立坑を
掘り下げながら鋼製パイプをＡ又はＢのいずれか
片側から順次圧入し、立坑をほぼ貫通して第１図
ａ，ｂのように端面門型に設置し、擁護壁２を形
成する。この場合、擁護壁２はＡまたはＢの支保
工を設置する側の立坑土留より外側に第１図ａ，
ｂ、第２図及び第５図のように門型擁護壁２の内
側に支保工３が組立てのできるように余長を出し
ておくことが好ましい。
Embodiments of the present invention will be described below based on the drawings. Figure 1a is a front view showing an embodiment of the present invention, Figure 1b
1 is a partially sectional perspective view showing an embodiment of the present invention, and FIGS. 2, 4 to 7 are side views showing embodiments of the present invention. As shown in Fig. 4, first, while narrowing the planned grade-separated intersection and digging down the shafts A and B, steel pipes are sequentially press-fitted from either side of A or B, almost penetrating the shafts as shown in Fig. 1. It is installed in an end face gate shape as shown in a and b to form a protection wall 2. In this case, the retaining wall 2 is located outside the shaft retaining area on the side where shoring A or B is installed, as shown in Figure 1 a.
It is preferable to leave an extra length so that the shoring 3 can be assembled inside the gate-shaped protection wall 2 as shown in FIGS. 2 and 5.
次に鋼製刃口４を擁護壁２を包むように外側に
設置する。刃口４の出来上がり長さは、掘進速
度、刃口の強度等を勘案すると、厚さ19〜22mm程
度の鋼板を使用した場合で約２ｍが好ましい。 Next, a steel blade 4 is installed outside so as to surround the protective wall 2. The finished length of the cutting edge 4 is preferably about 2 m when a steel plate with a thickness of about 19 to 22 mm is used, taking into account the digging speed, the strength of the cutting edge, etc.
次に、この刃口下床の上に門型擁護壁２を支持
する支保工３を組立てる。支保工３の底部と刃口
４の下床はボルト又は溶接で定結しておく。支保
工３は刃口４位置に固定されていれば足り、例え
ば筒体構造物１の内壁に固結しても良い。 Next, a shoring 3 supporting the gate-shaped protection wall 2 is assembled on the bottom floor of the cutting edge. The bottom of the shoring 3 and the lower floor of the cutting edge 4 are fixed with bolts or welding. It is sufficient that the support 3 is fixed at the position of the cutting edge 4, and may be fixed to the inner wall of the cylindrical structure 1, for example.
プレカストコンクリート筒体の分割相対けん引
又は推進の場合は第５図のようにＡ，Ｂ両側の立
坑内に鋼製刃口４及び支保工３を同じように組立
てるが、片側けん引又は推進の場合は第２図のよ
うに支保工３で支持する側の反対側の反力壁９の
中に門型擁護壁２を埋込み支持させておけば良
い。 In the case of divided relative towing or propulsion of a precast concrete cylinder, the steel cutting edge 4 and shoring 3 are assembled in the same way in the shafts on both sides A and B as shown in Figure 5, but in the case of one-sided towing or propulsion. As shown in FIG. 2, the gate-shaped protection wall 2 may be embedded and supported in the reaction wall 9 on the opposite side to the side supported by the shoring 3.
さらに、鋼製刃口４を結合させてプレカストコ
ンクリート筒体１を製作する。この時支保工補強
材６をプレカストコンクリート筒体に上・下両端
を埋込み定着させ、コンクリートの硬化をまつて
これと支保工３を水平材及び斜材で継ぎ一体化さ
せる。 Furthermore, the steel cutting edge 4 is combined to produce the precast concrete cylinder 1. At this time, the shoring reinforcing material 6 is embedded and fixed at both upper and lower ends in the precast concrete cylinder, and after the concrete has hardened, the shoring reinforcing material 6 and the shoring 3 are joined and integrated using horizontal members and diagonal members.
次にプレカストコンクリート筒体の掘進のため
にけん引又は推進のジヤツキ７、けん引ケーブル
８等を取付け、刃口及びプレカストコンクリート
筒体の上端部に軌道又は道路舗装等が横移動しな
いようにフリクシヨンカツターを設け、立坑の土
留を切断し、上記ジヤツキ７によつて、第５図の
ように土の中へ刃口を貫入させる。 Next, in order to excavate the precast concrete cylinder, attach a traction or propulsion jack 7, a traction cable 8, etc., and flick the track or road pavement etc. to the cutting edge and the upper end of the precast concrete cylinder to prevent it from moving laterally. A shaft cutter is provided to cut the earth retention of the shaft, and the cutter is penetrated into the soil by the above-mentioned jack 7 as shown in FIG.
その後、門型擁護壁２内側の立坑土留をてつ去
し、門型擁護壁２内の土砂の掘削を開始する。土
砂の掘削は刃口下床板前端から
約45゜＋φ／２（φ＝土の内部摩擦角）の範囲で止
め、再びジヤツキによつて刃口及びプレカストコ
ンクリート筒体１を前進させる。 Thereafter, the shaft earth retention inside the gate-shaped protection wall 2 is removed, and excavation of the earth and sand inside the gate-shaped protection wall 2 is started. The earth and sand excavation is stopped within a range of approximately 45° + φ/2 (φ = internal friction angle of the soil) from the front end of the floor plate below the cutting edge, and the cutting edge and precast concrete cylinder 1 are moved forward again by jacking.
これを繰返すことによりプレカストコンクリー
ト筒体１を所定の位置に前進させ、さらに分割相
対の場合は対向筒体を同様に前進させ、第７図の
ように左右の刃口をドツキングさせ、この刃口を
外型枠として刃口部にコンクリートを打設して立
体交差を完成させる。 By repeating this, the precast concrete cylindrical body 1 is advanced to a predetermined position, and in the case of a divided relative, the opposing cylinder is similarly advanced, and the left and right blade openings are dotted as shown in Fig. 7. Using the opening as the outer formwork, concrete is poured at the cutting edge to complete the grade crossing.
本発明の方法によれば、パイプ等により形成さ
れる擁護壁２が、筒体構造物１の掘進に伴つて筒
体構造物前端部の刃口４内に露出し、適宜切除さ
れるため、工事完成時には擁護壁２が地盤中に残
存することはなく、水溜り等による噴泥やさび水
の流出の心配がない。したがつて、埋設された筒
体構造物１およびその上層部道床あるいは舗装等
への悪影響がなく、これらの保守上も有利であ
る。
According to the method of the present invention, the protecting wall 2 formed of a pipe or the like is exposed within the cutting edge 4 at the front end of the cylindrical structure 1 as the cylindrical structure 1 excavates, and is cut off as appropriate. When the construction is completed, the protection wall 2 will not remain in the ground, and there is no need to worry about mud or rust water flowing out due to puddles, etc. Therefore, there is no adverse effect on the buried cylindrical structure 1 and its upper roadbed or pavement, which is advantageous in terms of maintenance thereof.
更に、従来のパイプルーフ工法によれば、筒体
構造物１と路盤表面の中間に地盤崩壊防止用擁護
壁２のループ部分２−1が介在するので、それだ
け筒体構造物１を深いところに埋設しなければな
らないが、本発明の方法によれば擁護壁２を筒体
構造物前端部刃口４の内側に露出してくるように
設置しているので、極めて浅い土被りでの施工が
可能であり、加えて、土被りが浅くなつた分だけ
筒体構造物の施工基準高を高くすることが可能
で、その分筒体構造物前後の取付けアプローチが
短くなり、これにより根掘り及び左右の土留の高
さが低くなるため、工事量がそれだけ少なくて済
み、極めて経済的なものともなる。 Furthermore, according to the conventional pipe roof construction method, since the loop portion 2-1 of the protection wall 2 for preventing ground collapse is interposed between the cylindrical structure 1 and the roadbed surface, the cylindrical structure 1 can be moved to a deeper location. However, according to the method of the present invention, the protective wall 2 is installed so as to be exposed inside the cutting edge 4 at the front end of the cylindrical structure, so construction can be carried out with extremely shallow earth cover. In addition, the construction standard height of the cylindrical structure can be increased by the shallower earth cover, which shortens the installation approach before and after the cylindrical structure, which reduces the need for root digging and Since the height of the left and right retaining earthworks is lower, the amount of construction work is reduced, making it extremely economical.
更に、支保工３で露出してくる門型擁護壁２を
内側面で支持し、又反対側も同様に支持されるか
又は反力壁９の中に埋込まれて堅固に支持されて
いるので、筒体構造物１前方の土砂を従来の場合
よりはるかに広範囲に掘削することができるた
め、機械による掘削が可能となり、これにより作
業の能率が増加し、工期の短縮、工事費の低廉化
も図ることができる。 Furthermore, the gate-shaped protection wall 2 exposed by the shoring 3 is supported on the inner side, and the opposite side is supported in the same way or embedded in the reaction wall 9 and firmly supported. Therefore, the earth and sand in front of the cylindrical structure 1 can be excavated over a much wider area than in the conventional case, making it possible to excavate by machine, which increases work efficiency, shortens the construction period, and lowers construction costs. It is also possible to achieve
第１図ａ，ｂ、第２図は本発明の実施例を示す
図であり、第１図ａは筒体構造物１、刃口４、パ
イプ群から成る擁護壁２および支保工３の位置関
係を示す正面図、第１図ｂは同一部を断面にした
斜視図、第２図は同側面図である。第３図は従来
のパイプルーフ工法におけるパイプ群から成る擁
護壁２と筒体構造物１との関係を示す正面図であ
る。第４図は筒体構造物の埋設予定地盤にパイプ
群により地盤崩壊防止用擁護壁２を形成した状態
を示す側面図である。第５図は筒体構造物の分割
相互けん引方式の場合における本発明の実施例を
示す側面図である。第６図および第７図は本発明
を実施して筒体構造物を埋設した状態を示す図で
あり、第６図は片側けん引方式の場合で第２図に
示した実施例によつた場合の図、第７図は分割相
対けん引または推進による場合であり、第５図に
示した実施例によつた場合の完成状態図である。
１……筒体構造物、２……擁護壁、３……支保
工、４……刃口、５……地表、６……支保工補強
材、７……けん引ジヤツキ、８……けん引ケーブ
ル、９……反力壁、Ａ，Ｂ……立坑。
1a, b, and 2 are diagrams showing an embodiment of the present invention, and FIG. 1a shows the positions of the cylindrical structure 1, the cutting edge 4, the retaining wall 2 consisting of the pipe group, and the shoring 3. FIG. 1B is a front view showing the relationship, FIG. 1B is a perspective view with the same part cut away, and FIG. 2 is a side view of the same. FIG. 3 is a front view showing the relationship between the cylindrical structure 1 and the protective wall 2 made up of a group of pipes in the conventional pipe roof construction method. FIG. 4 is a side view showing a state in which a protection wall 2 for preventing ground collapse is formed by a group of pipes in the ground where a cylindrical structure is to be buried. FIG. 5 is a side view showing an embodiment of the present invention in the case of a mutually divided cylindrical structure towing system. 6 and 7 are diagrams showing a state in which the cylindrical structure is buried by implementing the present invention, and FIG. 6 shows a case of a one-sided traction system, and a case according to the embodiment shown in FIG. 2. 7 and 7 show the case of split relative traction or propulsion, and are diagrams of the completed state when the embodiment shown in FIG. 5 is used. DESCRIPTION OF SYMBOLS 1... Cylindrical structure, 2... Protective wall, 3... Shoring, 4... Cut edge, 5... Ground surface, 6... Shoring reinforcement material, 7... Traction jack, 8... Traction cable , 9... Reaction wall, A, B... Shaft.
Claims (1)
に埋設するためのパイプルーフ工法において、筒
体構造物１が掘進される前方地盤中にパイプ等を
門型に圧入して予め形成される地盤崩壊防止用の
擁護壁２を、前記筒体構造物１の掘進に伴つて地
盤中から前記刃口４内に露出してくるように位置
決め構築し、掘進に伴つて露出してくる擁護壁２
の内側面は前記刃口４位置に固定した支保工３に
より支え、かつ、支保工３による支え位置より筒
体側に延出する擁護壁２の余長部分を適宜切除す
ることを特徴とする筒体構造物の地中埋設方法。1 In the pipe roof construction method for burying a cylindrical structure 1 having a cutting edge 4 at the front end underground, a pipe or the like is press-fitted in a gate shape into the ground in front of which the cylindrical structure 1 is to be excavated. The protection wall 2 for preventing ground collapse to be formed is positioned and constructed so that it is exposed from the ground into the cutting edge 4 as the cylindrical structure 1 excavates, and is exposed as the cylindrical structure 1 excavates. Kuru protection wall 2
The inner surface of the cylinder is supported by a support 3 fixed at the position of the blade opening 4, and the extra length of the protection wall 2 extending toward the cylinder from the position supported by the support 3 is appropriately cut off. Method of burying body structures underground.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP16127084A JPS6140994A (en) | 1984-07-31 | 1984-07-31 | Underground burying method of cylindrical body structure |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP16127084A JPS6140994A (en) | 1984-07-31 | 1984-07-31 | Underground burying method of cylindrical body structure |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| JPS6140994A JPS6140994A (en) | 1986-02-27 |
| JPS6361476B2 true JPS6361476B2 (en) | 1988-11-29 |
Family
ID=15731910
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| JP16127084A Granted JPS6140994A (en) | 1984-07-31 | 1984-07-31 | Underground burying method of cylindrical body structure |
Country Status (1)
| Country | Link |
|---|---|
| JP (1) | JPS6140994A (en) |
Families Citing this family (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP4599303B2 (en) * | 2006-01-20 | 2010-12-15 | 株式会社ピーエス三菱 | Underpass construction method |
-
1984
- 1984-07-31 JP JP16127084A patent/JPS6140994A/en active Granted
Also Published As
| Publication number | Publication date |
|---|---|
| JPS6140994A (en) | 1986-02-27 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| KR100289256B1 (en) | Tunnel construction method in shallow toffee area | |
| CN107044135A (en) | A kind of tunnel portal excavates the construction method built | |
| KR100986312B1 (en) | Apparatus for guiding the driving force of steel pipe loop structure | |
| KR20070079675A (en) | Method for construction of tunnel | |
| JP2594863B2 (en) | Underground tunnel widening method and branching / merging section construction method | |
| JP4303512B2 (en) | Construction method of large section tunnel | |
| JPS6361476B2 (en) | ||
| JPH0415878B2 (en) | ||
| JP3091859B2 (en) | Piling method for shafts with openings at the top | |
| JP3135495B2 (en) | Construction method of avalanche and rock fall protection fence and avalanche and rock fall protection fence | |
| JPS622116B2 (en) | ||
| JP2554507B2 (en) | Underground space construction method | |
| JP6276300B2 (en) | Open shield method | |
| JP2874906B2 (en) | Shaft construction method | |
| KR102610909B1 (en) | Method and structure of steel pipe propulsion using anchor installation inside steel pipe to prevent sinking | |
| JP3012896B2 (en) | Reverse cutting method combined with advance cutting | |
| JP5167578B2 (en) | Construction method for underground structures | |
| JP7002950B2 (en) | Connection structure and connection method between straight pipe roof and reaching tunnel | |
| JP2565452B2 (en) | Construction method of self-supporting retaining wall | |
| JP4344733B2 (en) | Seismic reinforcement structure for existing pile foundation structures | |
| JP3249636B2 (en) | Foundation structure and construction method | |
| JPH0122410B2 (en) | ||
| JP2769778B2 (en) | Road construction method in mountains and hills | |
| JP2732007B2 (en) | How to build underground structures | |
| JP3065228B2 (en) | How to build a building foundation |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| EXPY | Cancellation because of completion of term |