JPH0219251B2 - - Google Patents
Info
- Publication number
- JPH0219251B2 JPH0219251B2 JP60103380A JP10338085A JPH0219251B2 JP H0219251 B2 JPH0219251 B2 JP H0219251B2 JP 60103380 A JP60103380 A JP 60103380A JP 10338085 A JP10338085 A JP 10338085A JP H0219251 B2 JPH0219251 B2 JP H0219251B2
- Authority
- JP
- Japan
- Prior art keywords
- wall
- cast
- concrete
- concrete column
- continuous 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 - Lifetime
Links
- 239000004567 concrete Substances 0.000 claims description 40
- 239000002131 composite material Substances 0.000 claims description 4
- 239000011162 core material Substances 0.000 claims description 3
- 230000003014 reinforcing effect Effects 0.000 description 15
- 229910000831 Steel Inorganic materials 0.000 description 9
- 239000010959 steel Substances 0.000 description 9
- 238000010276 construction Methods 0.000 description 6
- 238000009412 basement excavation Methods 0.000 description 4
- 239000002689 soil Substances 0.000 description 4
- 238000005452 bending Methods 0.000 description 3
- 239000000463 material Substances 0.000 description 3
- 239000004570 mortar (masonry) Substances 0.000 description 3
- 230000000694 effects Effects 0.000 description 2
- 238000000034 method Methods 0.000 description 2
- 239000004568 cement Substances 0.000 description 1
- 230000006835 compression Effects 0.000 description 1
- 238000007906 compression Methods 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 239000011150 reinforced concrete Substances 0.000 description 1
- 238000003756 stirring Methods 0.000 description 1
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 1
Landscapes
- Bulkheads Adapted To Foundation Construction (AREA)
- Underground Structures, Protecting, Testing And Restoring Foundations (AREA)
Description
【発明の詳細な説明】
(産業上の利用分野)
この発明は、円形地下式構造物において、場所
打ちコンクリート柱列連続壁による山留め壁を本
体構造物として利用する側壁構造に関するもので
ある。DETAILED DESCRIPTION OF THE INVENTION (Field of Industrial Application) The present invention relates to a side wall structure in a circular underground structure in which a retaining wall formed by a cast-in-place concrete column row continuous wall is used as the main structure.
(従来の技術)
従来の地下式構造物の構築工法としては、基礎
工VOL.12No.11(昭59−11−15)P.32に記載の如
く、地盤を掘削する回転する中空軸の先に取り付
けてある混合翼先端からプレパクトセメントを射
出しながら周囲の土と撹拌混合し、現地土をその
まま骨材とした杭を造る工法、あるいは柱列杭の
強度を高めたモルタルと現地土を置換し、鉄筋篭
または形鋼を挿入する置換工法などによつて、柱
列状に場所打ち杭を施工しこれを山留め壁として
使用する方法があるが、これによつて山留め壁内
を掘削した後、内部に構造物を構築するものであ
つた。(Prior technology) The conventional construction method for underground structures is as described in Foundation Works VOL.12 No.11 (1980-11-15) P.32, in which the tip of a rotating hollow shaft excavates the ground. A construction method in which prepact cement is injected from the tip of a mixing blade attached to the pile while stirring and mixing with the surrounding soil to build piles using local soil as aggregate, or using mortar and local soil that increases the strength of column piles. There is a method of constructing cast-in-place piles in rows of columns and using them as a retaining wall using the replacement method, which involves inserting reinforcing bar cages or shaped steel. Afterwards, a structure was constructed inside.
(発明が解決しようとする問題点)
従来、地下式構造物において、場所打ちコンク
リート柱列連続壁による山留め壁で鉄筋篭また
は、形鋼を挿入したものは、鉛直方向の充分な曲
げ強度及び圧縮強度をもつにもかかわらず、水平
方向の構造材がなく円周方向の剛性がなかつたた
め仮設構造物として、山留め壁の機能を果たすの
みであつた。(Problems to be Solved by the Invention) Conventionally, in underground structures, retaining walls made of continuous cast-in-place concrete column rows with reinforcing bars or shaped steel inserted have sufficient vertical bending strength and compression. Despite its strength, it lacked horizontal structural members and lacked circumferential rigidity, so it served only as a temporary structure and a retaining wall.
(問題を解決するための手段、作用)
本発明は、こうした実情に鑑みて、場所打ちコ
ンクリート柱列連続壁による山留め壁及び支保工
としてのリングビームを本体構造物として利用す
ることを目的とし、円形地下式構造物の側壁構造
において、場所打ちコンクリート柱列連続壁、リ
ングビーム、後打ちの側壁コンクリートによる合
成壁を提供するものであつて、ジベルを接合した
芯材を挿入した場所打ちコンクリート杭を円形状
に配置したコンクリート柱列連続壁と、前記コン
クリート柱列連続壁の内側に接して上下方向に間
隔をおいて水平に配置されたリングビームと、前
記コンクリート柱列連続壁の内側に接して円筒形
に打設された側壁コンクリートによる合成壁から
なるものである。(Means and effects for solving the problem) In view of the above-mentioned circumstances, the present invention aims to utilize a retaining wall made of a cast-in-place concrete column row continuous wall and a ring beam as a support as the main structure, In the side wall structure of a circular underground structure, a cast-in-place concrete column continuous wall, a ring beam, and a composite wall made of post-cast side wall concrete are provided, and the cast-in-place concrete pile has a core material joined with dowels inserted. a concrete column continuous wall arranged in a circular shape; a ring beam contacting the inner side of the concrete column continuous wall and arranged horizontally at intervals in the vertical direction; and a ring beam contacting the inner side of the concrete column continuous wall It consists of a composite wall made of concrete with side walls cast in a cylindrical shape.
(実施例)
以下、本発明の実施例を図面に基づき説明す
る。第1図は、場所打ちコンクリート柱列連続壁
とリングビームによつて山留め壁の機能を果たし
ている状態、第2図は、後打ちの側壁コンクリー
ト打設後の説明図である。(Example) Hereinafter, an example of the present invention will be described based on the drawings. Fig. 1 shows a state in which the cast-in-place concrete column continuous wall and ring beam function as a retaining wall, and Fig. 2 is an explanatory view after pouring side wall concrete.
本発明の側壁構造は、まず、場所打ちコンクリ
ートを柱列状に施工し、その中に芯材としてあら
かじめジベル鉄筋7を溶接したH形鋼2を挿入し
た場所打ちコンクリート柱列連続壁1による山留
め壁をリングビーム3を支保工として順次掘削す
る。リングビーム3としては、外圧を受ける円筒
構造物に発生する円周方向圧縮力及び偏土圧によ
り発生する水平面内曲げモーメントに抵抗するた
め、軸方向圧縮力及び水平面内曲げに耐える部材
とし、本実施例ではH形鋼を採用した。掘削に従
つて場所打ちコンクリート柱列連続壁1中のH形
鋼のジベル鉄筋7を斫り出し、リングビーム3を
巻き込む形で後打ちの側壁コンクリート8を打設
してなるものである。 In the side wall structure of the present invention, cast-in-place concrete is first constructed in a row of columns, and the cast-in-place concrete columns are secured by a continuous wall 1 in which an H-shaped steel 2 to which dowel reinforcing bars 7 are welded in advance is inserted as a core material. The wall is excavated one by one using the ring beam 3 as support. The ring beam 3 is made of a material that can withstand axial compressive force and bending in the horizontal plane, in order to resist the bending moment in the horizontal plane caused by compressive force in the circumferential direction and uneven earth pressure generated in a cylindrical structure subjected to external pressure. In the example, H-beam steel was used. During excavation, the dowel reinforcing bars 7 of H-beam steel in the cast-in-place concrete column row continuous wall 1 are scooped out, and post-cast side wall concrete 8 is poured so as to wrap around the ring beam 3.
すなわち、まず、場所打ちコンクリート柱列連
続壁1に挿入するH形鋼2に合成壁構造を成立さ
せるに足るジベル鉄筋7を溶接し、また、場所打
ちコンクリート柱列連続壁1を円形状に精度良く
施工するためのガイドリング4を築造する。しか
る後に、ガイドリング4に従つてオーガーにて地
盤を切削し現地土とモルタルを置換した直後、あ
らかじめジベル鉄筋7を溶接したH形鋼2を挿入
することによつて完成する場所打ちコンクリート
柱列連続壁1を山留め壁とする。その後、山留め
壁内部を、支保工としてのリングビーム3を設置
するため一部掘削し、リングビーム3据付のため
のブラケツト5を取付け、第一段リングビームを
設置する。この際、リングビーム3に山留め壁か
ら力が伝達するように山留め壁とリングビーム3
との間にモルタルを接合材6として充填する。そ
して、第一次内部掘削を行ないジベル鉄筋7を斫
り出し、以下この順序で順次掘削する。掘削終了
後、円周方向鉄筋9及び鉛直方向鉄筋10を配筋
し、リングビーム3を巻き込む形で側壁コンクリ
ート8を打設する。これによつて、鉛直方向に
は、山留め壁内部のH形鋼2及び鉛直方向鉄筋1
0と後打ちの側壁コンクリート8からなる合成
壁、円周方向には、H形鋼リングビームと円周方
向鉄筋9からなる鉄骨鉄筋コンクリートが完成
し、場所打ちコンクリート柱列連続壁1、リング
ビーム3及び後打ちの側壁コンクリート8からな
る側壁構造が構築される。 That is, first, enough dowel reinforcing bars 7 to establish a composite wall structure are welded to the H-shaped steel 2 to be inserted into the cast-in-place concrete column continuous wall 1, and the cast-in-place concrete column continuous wall 1 is precisely shaped into a circular shape. Build a guide ring 4 for good construction. After that, immediately after cutting the ground with an auger according to the guide ring 4 and replacing the local soil with mortar, the cast-in-place concrete column row is completed by inserting the H-beam 2 to which dowel reinforcing bars 7 have been welded in advance. The continuous wall 1 is used as a retaining wall. Thereafter, a portion of the inside of the retaining wall is excavated in order to install a ring beam 3 as a support, a bracket 5 for installing the ring beam 3 is attached, and the first stage ring beam is installed. At this time, the ring beam 3 is connected to the retaining wall so that the force is transmitted from the retaining wall to the ring beam 3.
Mortar is filled between the two as a bonding material 6. Then, primary internal excavation is performed to scoop out the dowel reinforcing bars 7, and subsequent excavations are performed in this order. After the excavation is completed, circumferential reinforcing bars 9 and vertical reinforcing bars 10 are arranged, and side wall concrete 8 is placed so as to wrap around the ring beam 3. As a result, in the vertical direction, the H-shaped steel 2 and vertical reinforcing bars 1 inside the retaining wall
0 and post-cast side wall concrete 8, and in the circumferential direction, steel reinforced concrete consisting of H-shaped steel ring beams and circumferential reinforcing bars 9 has been completed, cast-in-place concrete column continuous wall 1, ring beam 3 A side wall structure consisting of the side wall concrete 8 and post-cast side wall concrete 8 is constructed.
この側壁構造によつて、第1図の如く山留め壁
として使用している場合では、施工時の土圧、水
圧に対応した応力状態にあり、第2図の如く後打
ちの側壁コンクリート打設後は完成後に付加する
外力(地震時土圧、内圧等)に対応した増分応力
が発生し、施工時残留応力に完成後増分応力を加
算した応力状態に抵抗しうる構造とするものであ
る。従つて、従来工法の如く外力に対し側壁コン
クリートのみで抵抗する場合に比べ、この側壁構
造の場合、後打ちの側壁コンクリート厚を大増に
低減することができる。 Due to this side wall structure, when it is used as a retaining wall as shown in Figure 1, it is in a stress state corresponding to the earth pressure and water pressure during construction, and after the side wall concrete is poured as shown in Figure 2. The structure is designed to generate incremental stress corresponding to external forces (earthquake earth pressure, internal pressure, etc.) applied after completion, and to be able to resist the stress state that is the sum of the residual stress during construction and the incremental stress after completion. Therefore, compared to conventional construction methods in which external forces are resisted only by side wall concrete, with this side wall structure, the thickness of post-cast side wall concrete can be greatly reduced.
(発明の効果)
以上に説明したように本発明による側壁構造に
よつて、従来仮設構造物としてきた場所打ちコン
クリート柱列連続壁による山留め壁を本体構造の
一部として利用することが可能となり、山留め壁
を単に仮設構造物として使用した場合に比べ、後
打ちの側壁コンクリート厚を大幅に低減すること
ができ本体構造物のコンクリート及び鉄筋の大幅
な削減に効果を発揮するものである。(Effects of the Invention) As explained above, the side wall structure according to the present invention makes it possible to use the retaining wall made of continuous walls of cast-in-place concrete columns, which have been conventionally used as temporary structures, as part of the main structure. Compared to the case where the retaining wall is simply used as a temporary structure, the thickness of post-cast side wall concrete can be significantly reduced, which is effective in significantly reducing the amount of concrete and reinforcing bars used in the main structure.
第1図は、場所打ちコンクリート柱列連続壁と
リングビームによつて山留め壁の機能を果たして
いる状態を示す図、第2図は、後打ちの側壁コン
クリート打設後の状態を示す図である。
1……場所打ちコンクリート柱列連続壁、2…
…H形鋼、3……リングビーム、4……ガイドリ
ング、5……ブラケツト、6……接合材、7……
ジベル鉄筋、8……側壁コンクリート、9……円
周方向鉄筋、10……鉛直方向鉄筋。
Figure 1 shows a cast-in-place concrete column row continuous wall and ring beam functioning as a retaining wall, and Figure 2 shows a side wall after pouring concrete. . 1...Cast-in-place concrete columns continuous wall, 2...
...H-beam, 3...Ring beam, 4...Guide ring, 5...Bracket, 6...Joining material, 7...
Dowel reinforcing bars, 8...Side wall concrete, 9...Circumferential reinforcing bars, 10...Vertical reinforcing bars.
Claims (1)
ルを接合した芯材を挿入した場所打ちコンクリー
ト杭を円形状に配置したコンクリート柱列連続壁
と、前記コンクリート柱列連続壁の内側に接して
上下方向に間隔をおいて水平に配置されたリング
ビームと、前記コンクリート柱列連続壁の内側に
接して円筒形に打設された側壁コンクリートによ
る合成壁を本体構造物とすることを特徴とする円
形地下式構造物の側壁構造。1. In a circular structure constructed underground, a concrete column continuous wall in which cast-in-place concrete piles with dowel-bonded core material inserted are arranged in a circular shape, and a concrete column continuous wall in contact with the inside of said concrete column continuous wall in the vertical direction A circular underground structure characterized in that the main structure is a composite wall made of ring beams arranged horizontally at intervals, and side walls made of concrete poured in a cylindrical shape in contact with the inside of the concrete column continuous wall. Side wall structure of formula structure.
Priority Applications (1)
Application Number | Priority Date | Filing Date | Title |
---|---|---|---|
JP60103380A JPS61261527A (en) | 1985-05-15 | 1985-05-15 | Side wall structure for round underground type structure |
Applications Claiming Priority (1)
Application Number | Priority Date | Filing Date | Title |
---|---|---|---|
JP60103380A JPS61261527A (en) | 1985-05-15 | 1985-05-15 | Side wall structure for round underground type structure |
Publications (2)
Publication Number | Publication Date |
---|---|
JPS61261527A JPS61261527A (en) | 1986-11-19 |
JPH0219251B2 true JPH0219251B2 (en) | 1990-05-01 |
Family
ID=14352480
Family Applications (1)
Application Number | Title | Priority Date | Filing Date |
---|---|---|---|
JP60103380A Granted JPS61261527A (en) | 1985-05-15 | 1985-05-15 | Side wall structure for round underground type structure |
Country Status (1)
Country | Link |
---|---|
JP (1) | JPS61261527A (en) |
Families Citing this family (2)
Publication number | Priority date | Publication date | Assignee | Title |
---|---|---|---|---|
JP3446121B2 (en) * | 2000-06-23 | 2003-09-16 | 大成建設株式会社 | How to build underground structures |
CN102635120B (en) * | 2012-05-04 | 2016-01-13 | 张全胜 | Circular deep foundation ditch is without Construction of Supporting structure and construction method |
-
1985
- 1985-05-15 JP JP60103380A patent/JPS61261527A/en active Granted
Also Published As
Publication number | Publication date |
---|---|
JPS61261527A (en) | 1986-11-19 |
Similar Documents
Publication | Publication Date | Title |
---|---|---|
JP6762800B2 (en) | Reinforcement method and structure of existing pile foundation | |
US20110142550A1 (en) | Method for constructing a chair-type, self-supported earth retaining wall | |
JP2006291575A (en) | Retaining wall and method of constructing the same | |
JP5008683B2 (en) | Pile head reinforcement member and pile head reinforcement structure using it | |
JPH0219251B2 (en) | ||
JP3963326B2 (en) | Seismic reinforcement structure for bridge pier and its construction method | |
JPS63280153A (en) | Underground inverted lining method | |
JPH1077644A (en) | Earthquake resisting pile foundation construction method | |
KR20090042395A (en) | Retainning wall and its construction method | |
JPH07259080A (en) | Self-supported sheath wall structure | |
JPH0781274B2 (en) | How to build a beam on an underground wall | |
JP2572680B2 (en) | Underground structure by reverse strike method | |
JPH11181807A (en) | Construction method for underground story | |
JPS6135359B2 (en) | ||
JP2004244844A (en) | High section modulus pile | |
JP2555796B2 (en) | Underground construction method using hollow PC columns | |
JP2023074982A (en) | Construction method of foundation structure | |
JPH05118047A (en) | Constructing method for foundation structure | |
JP2000008393A (en) | Underground external wall | |
JPH0337603B2 (en) | ||
JP2023074981A (en) | foundation structure | |
JP2002115324A (en) | Column base unit, column integrated column base fixing foundation structure using the column base unit, and construction method therefor | |
JPS5972319A (en) | Underground continuous wall work utilizing soil pillar-row wall | |
JP3061934B2 (en) | Retaining wall construction method | |
JPH10183651A (en) | Construction method for structure |