JPS5920804B2 - How to bury a discharge pipe in a concrete dam - Google Patents
How to bury a discharge pipe in a concrete damInfo
- Publication number
- JPS5920804B2 JPS5920804B2 JP56153508A JP15350881A JPS5920804B2 JP S5920804 B2 JPS5920804 B2 JP S5920804B2 JP 56153508 A JP56153508 A JP 56153508A JP 15350881 A JP15350881 A JP 15350881A JP S5920804 B2 JPS5920804 B2 JP S5920804B2
- Authority
- JP
- Japan
- Prior art keywords
- discharge pipe
- concrete
- grout
- wire mesh
- buried
- 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
- 238000000034 method Methods 0.000 claims description 26
- 239000011440 grout Substances 0.000 claims description 25
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 11
- 238000009434 installation Methods 0.000 claims description 2
- 238000002347 injection Methods 0.000 description 10
- 239000007924 injection Substances 0.000 description 10
- 239000011800 void material Substances 0.000 description 6
- 238000003466 welding Methods 0.000 description 4
- 238000009933 burial Methods 0.000 description 3
- 238000007796 conventional method Methods 0.000 description 3
- 239000000463 material Substances 0.000 description 3
- 238000012545 processing Methods 0.000 description 3
- 229910000831 Steel Inorganic materials 0.000 description 2
- 230000001276 controlling effect Effects 0.000 description 2
- 239000011444 non-shrink grout Substances 0.000 description 2
- 230000003014 reinforcing effect Effects 0.000 description 2
- 239000010959 steel Substances 0.000 description 2
- 238000007664 blowing Methods 0.000 description 1
- 238000010276 construction Methods 0.000 description 1
- 230000006866 deterioration Effects 0.000 description 1
- 238000005553 drilling Methods 0.000 description 1
- 230000003628 erosive effect Effects 0.000 description 1
- 230000001788 irregular Effects 0.000 description 1
- 238000004898 kneading Methods 0.000 description 1
- 238000012423 maintenance Methods 0.000 description 1
- 231100000989 no adverse effect Toxicity 0.000 description 1
- 230000001105 regulatory effect Effects 0.000 description 1
- 238000011160 research Methods 0.000 description 1
- 239000004576 sand Substances 0.000 description 1
Classifications
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02B—HYDRAULIC ENGINEERING
- E02B9/00—Water-power plants; Layout, construction or equipment, methods of, or apparatus for, making same
-
- 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
- Engineering & Computer Science (AREA)
- General Engineering & Computer Science (AREA)
- Mechanical Engineering (AREA)
- Civil Engineering (AREA)
- Structural Engineering (AREA)
- Sewage (AREA)
Description
【発明の詳細な説明】
本発明は、ダムの放流管のコンクリート堰堤中への埋設
方法に係り、さらに詳しくは、放流管のコンクリート堰
堤中への埋設の際の放流管底部のグラウチング工事に関
する。DETAILED DESCRIPTION OF THE INVENTION The present invention relates to a method for burying a discharge pipe of a dam in a concrete dam, and more particularly to grouting work at the bottom of the discharge pipe when burying the discharge pipe in a concrete dam.
ダムの水位調節用の放流孔は、堰堤の基底と天端とのほ
ぼ中間に設けられている。The outlet hole for regulating the water level of the dam is located approximately halfway between the base and the top of the dam.
従来放流口は、堰堤築造時にその部分が開口部となる如
くコンク ”リートを打設することにより設けられてき
たが、放流孔の内壁材質がコンクリートであるため、放
流水や放流水中の砂泥等により機械的な侵蝕を受は易く
、保守等の維持管理に問題があった。Conventionally, outlet ports have been established by pouring concrete so that the area becomes an opening when the dam is constructed, but since the inner wall material of the outlet hole is concrete, it is difficult for the outlet water and the sand and mud in the outlet water to leak. It was easily susceptible to mechanical erosion due to such factors, and there were problems with maintenance and management.
この問題を解決するものとして、近年、鋼製の管状構造
体を放流管として堰堤築造時１．堰堤コンクＩＪ−ト中
に埋設する方法が採用されるようになった。To solve this problem, in recent years, steel tubular structures have been used as discharge pipes when constructing dams. A method of burying it in dam concrete IJ-contact has come to be adopted.
該放流管は、内部にゲート装置等の付属装置が設けられ
ており、必ずしも単純な構造体ではないが、その外観上
の基本形状は第３ａｔｂ図に示す如く、断面が正方形も
しくは長方形の管状体である放流管本体１の外周に、ウ
ェブ４と称する補強板が放流管本体１の全長にわたりほ
ぼ等間隔に多数設けられている。The discharge pipe has attached devices such as a gate device inside, and is not necessarily a simple structure, but its basic external shape is a tubular body with a square or rectangular cross section, as shown in Figure 3 atb. On the outer periphery of the discharge pipe main body 1, a large number of reinforcing plates called webs 4 are provided at approximately equal intervals over the entire length of the discharge pipe main body 1.
たとえば、断面４ ｍ Ｘ ４ ｍ、全長１５ｍの放流
管本体には厚さ１６ｒｒｒＩｒＬ、張出し高さ５８０ｍ
のウェブが６５０ｍｍピッチで取付けられている。For example, a discharge pipe body with a cross section of 4 m x 4 m and a total length of 15 m has a thickness of 16 rrrIrL and an overhang height of 580 m.
webs are installed at a pitch of 650 mm.
堰堤築造時のコンクリート打設は、通常、１回の打設で
コンクリートの厚さが１〜２ｍとなるよう基底より順次
打上げていく工法が採用され、この１回当りに打設され
るコンクリートを１リフトコンクリートという。When constructing a dam, the concrete is usually poured in stages from the base so that the thickness of the concrete is 1 to 2 meters in each pour. 1 It is called lift concrete.
前述の如き巨大な放流管は、このコンクリート打設工事
の過程中に、放流管理設直前のリフトコンクリ−）Ａ上
に支持体１３に放流管を据付け、ついで、順次リフトコ
ンクリートを打設していくことにより埋設されるが、該
工法においては、使用されるコンクリートが流動性に乏
しい硬練りコンクリートであるばかりでなく、放流管に
はコンクリートの行き渡りを阻害するウェブ４が多数設
けられているため、放流管本体１の底面２と、これに接
するリフトコンクリートとの間に、多数のボイドが生成
する。The huge discharge pipe as mentioned above is constructed by installing the discharge pipe on the support 13 on the lift concrete (A) immediately before the discharge management facility during the process of concrete pouring work, and then sequentially pouring the lift concrete. However, in this construction method, not only is the concrete used hard-mixed concrete with poor fluidity, but also the discharge pipe is provided with a large number of webs 4 that obstruct the distribution of concrete. , a large number of voids are generated between the bottom surface 2 of the discharge pipe body 1 and the lift concrete in contact therewith.
このボイドには放流管の支持を確実なものとし、また放
流管本体１を放流時における水圧から保護するため、グ
ラウトを注入充填しなければならず、通常、放流管本体
１の底面に内側より、多数のグラウト注入孔をガス溶断
により穿孔し、グラウト注入後、再び溶接により該グラ
ウト注入孔を塞ぐ方法が採用されている。This void must be filled with grout in order to ensure support for the discharge pipe and to protect the discharge pipe body 1 from water pressure during discharge. A method has been adopted in which a large number of grout injection holes are bored by gas cutting, and after the grout is injected, the grout injection holes are closed again by welding.
該グラウチング方法においては、放流管本体に穿孔、溶
接等により繰返し高熱を加えるため、放流管本体材質の
劣化を招くだけでなく、次の理由によりグラウチングが
不確実となる欠点がある。In this grouting method, high heat is repeatedly applied to the discharge pipe body by drilling, welding, etc., which not only causes deterioration of the material of the discharge pipe body, but also has the drawback that grouting becomes uncertain for the following reasons.
すなはち、放流管本体１の底面２と、それに接すべきリ
フトコンクリートとの間のボイドの生成には規則性がな
く、位置、大きさ、高さの分布が不規則である。In other words, there is no regularity in the generation of voids between the bottom surface 2 of the discharge pipe main body 1 and the lift concrete that is in contact with it, and the distribution of position, size, and height is irregular.
したがって、放流管の内側から穿孔したグラウト注入孔
の位置と生成ボイドの位置とが合致することは期待でき
ず、グラウトが注入されないままボイドが残留すること
が避けられず、また、グラウトはボイドの高さが約５ｃ
ｒｒ１以下になると充填が不充分となる傾向があり、放
流管底部のグラウチングは不確実となる。Therefore, it cannot be expected that the position of the grout injection hole drilled from the inside of the discharge pipe matches the position of the generated void, and it is inevitable that the void will remain without grout being injected. Height is about 5c
If it is less than rr1, filling tends to be insufficient, and grouting at the bottom of the discharge pipe becomes uncertain.
本発明者等は、ダムの放流管のコンクリート堰堤中への
埋設に当り、放流管本体底部のグラウチングを確実にす
る方法を鋭意研究の結果、放流管本体底面と、それに接
すべきリフトコンクリートとの間にグラウチングを行う
に充分な間隙を持たせることにより、グラウチングを確
実に行い得ることを見出し本発明を完成した。The inventors of the present invention have conducted intensive research on a method to ensure grouting of the bottom of the discharge pipe body when burying the discharge pipe of a dam in a concrete dam. The present invention was completed based on the discovery that grouting can be performed reliably by providing a gap sufficient for grouting between the two.
本発明はダムの放流管の埋設に際し、放流管本体底部の
グラウチングを確実に施工し得るコンクリート堰堤中へ
の放流管理設方法を提供することを目的とする。An object of the present invention is to provide a method for managing and installing water into a concrete dam, which can reliably grout the bottom of the main body of the discharge pipe when burying the discharge pipe in a dam.
本発明は、ダムのコンクリート堰堤中へ放流管を埋設す
るに当り、
（ａ） 放流管に、放流管本体の底面と、放流管の外
周に設けられたウェブの下端との中間に、放流管の全長
およびウェブの全部にわたり該放流管本体の底面に平行
に金網を、およびウェブの両側端に放流管の全長にわた
り腰板を取つけ、（ｂ） 当該放流管を放流管理設直
前のリフトコンクリート上に据付け、
（ｃ）埋設第１リフトコンクリートを打設し、（ｄ）
放流管本体の底面と埋設第１リフトコンクリートとの
間に金網の作用により形成される空隙に、放流管本体側
面と腰板とによって形成される空隙からグラウトを注入
充填し、ついで（ｅ） 次１１ｉからのリフトコンク
リートを順次打設する。When embedding a discharge pipe into a concrete dam of a dam, the present invention provides the following methods: (b) install a wire mesh parallel to the bottom surface of the discharge pipe main body over the entire length of the discharge pipe and the entire web, and install wainscoting over the entire length of the discharge pipe at both ends of the web; (c) Place the buried first lift concrete, (d)
Grout is injected and filled into the gap formed by the action of the wire mesh between the bottom of the discharge pipe body and the buried first lift concrete through the gap formed by the side surface of the discharge pipe body and the wainscoting, and then (e) Next 11i Lift concrete will be placed in sequence.
上記の手順により放流管をコンクリート堰堤中に埋設せ
しめることを特徴とするコンクリート堰堤中への放流管
理設方法である。This is a method for managing and installing water into a concrete dam, which is characterized by burying a discharge pipe in the concrete dam using the above procedure.
以下、本発明を、本発明の一実施態様を示す添付第１図
および第２図に基き詳細に説明する。Hereinafter, the present invention will be explained in detail with reference to the attached FIGS. 1 and 2, which show one embodiment of the present invention.
本発明において、放流管とは、放流管本体１の外周に、
ウェブ４がその全長にわたりほぼ等間隔に取付けられた
ものである。In the present invention, the discharge pipe refers to the outer periphery of the discharge pipe main body 1.
Webs 4 are attached at approximately equal intervals over the entire length.
また、放流管理設直前のリフトコンクリートＡとは、次
順のリフトコンクリートを打設することにより、放流管
本体１の一部が埋設される直前のリフトコンクリートの
ことをいい、埋設直前のリフトコンクリートＡの次順の
リフトコンクリート、すなはち、放流管の一部が埋設さ
れるリフトコンクリートを埋設第１リフトコンクリート
Ｂという。In addition, the lift concrete A immediately before the discharge management facility refers to the lift concrete immediately before a part of the discharge pipe main body 1 is buried by placing the following lift concrete, and the lift concrete immediately before burying. The lift concrete following A, that is, the lift concrete in which a part of the discharge pipe is buried is called buried first lift concrete B.
第１図においてＸ−Ｘは埋設直前のリフトコンク＋Ｊ
−） Ａの打設面を、Ｙ−Ｙは埋設第１リフトコンクリ
ートＢの打設面を表す。In Figure 1, X-X is lift concrete + J immediately before burial.
-) The placement surface of A is represented, and Y-Y represents the placement surface of the buried first lift concrete B.
本発明において、放流管の埋設は下記ａないしｅの手順
で行われる。In the present invention, the discharge pipe is buried in the following steps a to e.
（ａ） 放流管の加工
放流管本体１の底面２とウェブ４の下端５との中間に放
流管本体１の全長およびウェブ４の全幅にわたり該放流
管本体１の底面２と平行に金網７を、および、ウェブ４
の両側端６および６′に放流管の全長にわたって腰板８
および８′を取付ける。(a) Processing of a discharge pipe A wire mesh 7 is placed between the bottom surface 2 of the discharge pipe body 1 and the lower end 5 of the web 4, extending over the entire length of the discharge pipe body 1 and the entire width of the web 4, and parallel to the bottom surface 2 of the discharge pipe body 1. , and web4
Waist boards 8 are installed along the entire length of the discharge pipe at both ends 6 and 6'.
and 8' are installed.
底面２と金網７との間隔は、後述するグラウトＣの注入
充填が円滑に行い得る間隔に選ばれるが、本発明におい
てはウェブ４の全幅に相当するグラウ）Ｃの注入行程に
応じて１０〜４０口に選ばれる。The distance between the bottom surface 2 and the wire mesh 7 is selected to allow smooth injection and filling of grout C, which will be described later. Selected as one of 40.
金網７として埋設第１リフトコンクリートＢの打設の際
、該コンクリートは金網の目をほとんど通過せず、グラ
ウトＣの注入充填の際、該グラウトは容易に通過し得る
網目、一般には１０〜４０ｒｒｒＩｎ目好ましくは１０
ｍｍ目の金網を使用する。When placing the first lift concrete B buried as the wire mesh 7, the concrete hardly passes through the mesh of the wire mesh, and when pouring and filling the grout C, the grout has a mesh that can be easily passed through, generally 10 to 40 rrrIn. Eyes preferably 10
Use mm-thick wire mesh.
腰板８および８′は、その上端９および９′が、埋設第
１リフトコンクリートＢの打設によって形成されるコン
クリート面Ｙ−Ｙより１０〜２０Ｃｒｒｉ上側へくるよ
うに、また下端１０および１０′は金網１と同レベルま
たはそれより低いレベルとなるようにウェブ４の両側端
６および６′に放流管の全長にわたって取付ける。Waist boards 8 and 8' are arranged so that their upper ends 9 and 9' are located 10 to 20 Crri above the concrete surface Y-Y formed by placing the buried first lift concrete B, and their lower ends 10 and 10' are It is attached to both ends 6 and 6' of the web 4 over the entire length of the discharge pipe so as to be at the same level as the wire mesh 1 or at a lower level.
腰板８および８′は埋設第１リフトコンクリートの打設
時該コンクリートが金網１との接合部および腰板８およ
び８′の上端９および９′を越えて、放流管本体１の底
面３と金網１とで形成される空隙１１内にほとんど侵入
しないように取付ける。Waist boards 8 and 8' are connected to the bottom surface 3 of discharge pipe main body 1 and wire mesh 1 when the buried first lift concrete is poured beyond the joint with wire mesh 1 and the upper ends 9 and 9' of waist boards 8 and 8'. It is installed so that it hardly enters into the gap 11 formed by the.
腰板８および８′は薄鋼板でよく、またこれをウェブ４
の両側端６および６′に取付ける手段も、点溶接、断続
溶接程度の簡単な手段でよい。The waist plates 8 and 8' may be made of thin steel plates, and these can also be used as the web 4.
The means for attaching it to both ends 6 and 6' may be as simple as spot welding or intermittent welding.
金網Ｉには埋設第１リフトコンクリートＢの打設時に該
コンクリート圧により金網が歪まないよう補強筋を適宜
配置してもよい。Reinforcing bars may be appropriately placed on the wire mesh I so that the wire mesh will not be distorted by the concrete pressure when the buried first lift concrete B is placed.
（ｂ） 放流管の据付
前記Ｃ工程の加工処理を施工した放流管を従来法と同様
にして埋設直前のリフトコンクリートＡの打設面Ｘ−Ｘ
上に支持体１３により据付ける。(b) Installation of the discharge pipe The discharge pipe that has been processed in step C above is placed in the same way as the conventional method, and the lift concrete A is placed on the pouring surface X-X immediately before burying.
It is installed on top by a support 13.
（ｃ）埋設第１リフトコンクリートＢの打設す工程に引
続き、従来法に従って埋設第１リフトコンクリートＢの
打設を行う。(c) Following the step of placing the buried first lift concrete B, the buried first lift concrete B is placed according to the conventional method.
該打設により、放流管本体１の底面２と埋設第１リフト
コンクリートＢとの間に金網７の作用によって空隙１１
が、また放流管本体１０両側板３および３′と腰板８お
よび８′との間に空隙１２および１２′が形成される。Due to this pouring, a gap 11 is created between the bottom surface 2 of the discharge pipe main body 1 and the buried first lift concrete B by the action of the wire mesh 7.
However, gaps 12 and 12' are also formed between the side plates 3 and 3' of the discharge pipe main body 10 and the waist plates 8 and 8'.
（由 グラウトＣの注入充填
Ｃ工程で形成された放流管本体１の底面２と埋設第１リ
フトコンクリートＢとの間の空隙１１に、放流管本体１
０両側板３および３′と腰板８および８′との間の空隙
１２または１２′からグラウトＣを注入充填する。(The grout C is injected into the gap 11 between the bottom surface 2 of the discharge pipe body 1 and the buried first lift concrete B formed in the step C.
Grout C is injected into the gap 12 or 12' between the side panels 3 and 3' and the waist panels 8 and 8'.
グラウトＣとしては各種のものが使用し得るが水の放流
の衝撃に耐え得るよう支持力が強力で、かつ、完全であ
る高強度無収縮グラウトを使用するのが好ましい。Although various types of grout C can be used, it is preferable to use a high-strength, non-shrink grout that has a strong and complete supporting capacity to withstand the impact of water discharge.
例えば無収縮グラウト材ＮＬ−８７０ＧＨＥ（商品名＝
日曹マスタービルダーズ■）２５Ｋｇ当り水４．２〜４
．８ｔを加えて混練して得られるＪロート流下時間８な
いし１３秒のコンシスチンシーのグラウト等がこれに相
当する。For example, non-shrink grout material NL-870GHE (product name =
Nisso Master Builders ■) Water 4.2-4 per 25Kg
．． This corresponds to grout with a consistency of 8 to 13 seconds in J-funnel flow time obtained by adding 8 tons and kneading.
空隙１１へのグラウトＣの注入は空隙１１の一方から、
すなけち空隙１２または１２′から他方へ流すように流
入する。Grout C is injected into the void 11 from one side of the void 11,
It flows into the other from the stingy gap 12 or 12'.
注入方式＋４一般に実施されているホッパー圧法、ポン
プ圧法等のいずれでもよい。Injection method +4 Any of the generally practiced hopper pressure method, pump pressure method, etc. may be used.
空隙１１内には金網７の目を通して埋設第１リフトコン
クリートＢ打設時のコンクリートペースト部分かにじみ
出ている場合があるので、加圧水でこれを洗滌して吹飛
ばし、残った水をさらに加圧空気を用いて吹飛ばすよう
な前処理をグラウト注入に先立って実施しておくことが
好ましい。Concrete paste may seep into the void 11 through the wire mesh 7 during pouring of the buried first lift concrete B, so this is washed and blown away with pressurized water, and the remaining water is further blown with pressurized air. It is preferable to carry out a pretreatment such as blowing away the grout using a grout prior to grout injection.
（ｅ） リフトコンクリートの打設
ｄ工程のグラウトＣの注入充填終了後、次順以降のリフ
トコンクリートの打設を順次行い、放流管を埋設せしめ
る。(e) Placing lift concrete After the injection and filling of grout C in step d is completed, pour the next lift concrete in sequence and bury the discharge pipe.
本発明は、コンクリート堰堤中への放流管理設方法は下
記の特徴を有する。According to the present invention, a method for controlling discharge into a concrete dam has the following features.
（イ）放流管に簡単な加工を施すことにより、放流管本
体底部にグラウト注入に適した高さと巾の空隙を規則的
に形成せしめることができる。(a) By performing simple processing on the discharge pipe, it is possible to regularly form voids of a height and width suitable for grout injection at the bottom of the discharge pipe main body.
（ロ）放流管の加工をウェブを利用して行うため放流管
本体に悪影響を及ぼさない。(b) Since the discharge pipe is processed using a web, there is no adverse effect on the discharge pipe body.
（ハ）ウェブのピッチが通常１ｍ未満であり、一方の口
から他方の口へ向けて流すようにグラウトを注入する際
の注入幅の上限１．５ｍ未満であるので、確実なグラウ
トの注入充填を実施できる。(c) The pitch of the web is usually less than 1 m, and the upper limit of the injection width when injecting grout so as to flow from one port to the other is less than 1.5 m, ensuring reliable grout injection and filling. can be carried out.
に）金網の下に生成するボイドも、グラウトが金網を通
過して該ボイドを充填するため、放流管底部のグラウチ
ングは一層確実となる。(2) Since the grout passes through the wire mesh and fills the voids that are formed under the wire mesh, the grouting of the bottom of the discharge pipe becomes more reliable.
本発明は、放流管に簡単な加工を施すことにより、簡単
な方法で放流管底部のグラウチングを確実なものとする
コンクリート堰堤中への放流管理設方法を提供するもの
であり、その産業的意義は極めて大きい。The present invention provides a method for controlling discharge into a concrete dam, which ensures grouting of the bottom of the discharge pipe in a simple manner by subjecting the discharge pipe to simple processing, and has industrial significance. is extremely large.
第１図、本発明の方法の一実施態様により埋設される過
程の放流管の断面図、第２図、本発明の方法の一実施態
様により埋設される過程の放流管の側面図および一部破
断面図、第３図、従来法により埋設される過程の放流管
の断面図および側面図。
使用符号、１：放流管本体、２：放流管本体底面、３．
３’：放流管本体側面、４：ウェブ、５：ウェブ下端、
６，６’：ウェブ側端、７：金網、８．８’：腰板、９
，９’：腰板上端、１０゜１０′ ：腰板下端、１１：
放流管本体底面と埋設第１リフトコンクリートとの間の
空隙、１２゜１２′ ：放流管本体側面と腰板との間の
空隙、１３：支持体、Ａ：埋設直前のリフトコンクリー
ト、Ｂ：埋設第１リフトコンクリート、Ｃニゲラウド、
Ｘ−Ｘ：埋設直前リフトコンクリートの打設面、ｙ−ｙ
：埋設第１リフトコンクリートの打設面。FIG. 1 is a sectional view of a discharge pipe in the process of being buried according to an embodiment of the method of the present invention; FIG. 2 is a side view and a part of the discharge pipe in the process of being buried according to an embodiment of the method of the present invention A broken section view, FIG. 3, a sectional view and a side view of the discharge pipe in the process of being buried by a conventional method. Usage code: 1: Discharge pipe main body, 2: Discharge pipe main body bottom, 3.
3': side surface of the discharge pipe main body, 4: web, 5: lower end of the web,
6, 6': Web side edge, 7: Wire mesh, 8.8': Wainscot, 9
, 9': Upper end of wainscoting, 10°10': Lower end of wainscoting, 11:
Gap between the bottom of the discharge pipe body and the buried first lift concrete, 12° 12': Gap between the side surface of the discharge pipe body and the wainscot, 13: Support, A: Lift concrete immediately before burial, B: Buried first lift concrete 1 lift concrete, C Nigelaud,
X-X: Placement surface of lift concrete immediately before burial, y-y
: Placement surface of buried first lift concrete.
Claims (1)
り、 （ａ） 放流管に放流管本体の底面と、放流管の外周
に設けられたウェブの下端との中間に、放流管の全長お
よびウェブの全幅にわたり該放流管本体の底面に平行に
金網を、およびウェブの両側端に放流管の全長にわたり
腰板を取りつけ（ｂ） 当該放流管を放流管理設直前
のリフトコンクリート上に据付け （ｃ） 埋設第１リフトコンクリートを打設し、（ａ
） 放流管本体の底面と埋設第１リフトコンクリート
との間に金網の作用により形成される空隙に放流管本体
側面と腰板とによって形成される空隙からグラウトを注
入充填し、ついで （ｅ） 次順からのリフトコンクリートを順次打設す
る。 上記の手順により放流管をコンクリート堰堤中に埋設せ
しめることを特徴とするコンクリート堰堤中への放流管
理設方法。 ２ 金網が１０〜４０ｗｎ目の金網である特許請求の範
囲第１項記載の方法。 ３ 放流管本体底面と金網との間隔が１０〜４０ｍであ
る特許請求の範囲第１項記載の方法。 ４ 腰板の上端が埋設第１リフトコンクリートの打設面
より１０〜２０ｃｍ上側となるべく取付ける特許請求の
範囲第１項記載の方法。 ５ 注入充填するグラウトが高強度無収縮グラウトであ
る特許請求の範囲第１項記載の方法。[Scope of Claims] 1. When embedding a discharge pipe in the concrete dam of a dam, (a) a part of the discharge pipe is provided between the bottom surface of the discharge pipe main body and the lower end of a web provided on the outer periphery of the discharge pipe; Attach a wire mesh parallel to the bottom of the discharge pipe body over the entire length of the discharge pipe and the entire width of the web, and attach wainscoting to both ends of the web over the entire length of the discharge pipe (b) Place the discharge pipe on the lift concrete immediately before the discharge management installation. (c) Place the buried first lift concrete, and (a
) Grout is injected and filled into the gap formed by the action of the wire mesh between the bottom of the discharge pipe body and the buried first lift concrete through the gap formed by the side surface of the discharge pipe body and the wainscot, and then (e) Lift concrete will be placed in sequence. A method for managing and installing water into a concrete dam, characterized by burying a discharge pipe in the concrete dam using the above procedure. 2. The method according to claim 1, wherein the wire mesh is a 10th to 40th wire mesh. 3. The method according to claim 1, wherein the distance between the bottom surface of the discharge pipe body and the wire mesh is 10 to 40 m. 4. The method according to claim 1, wherein the upper end of the wainscot board is installed as far as possible from 10 to 20 cm above the placement surface of the buried first lift concrete. 5. The method according to claim 1, wherein the grout to be injected and filled is a high strength non-shrinkage grout.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP56153508A JPS5920804B2 (en) | 1981-09-28 | 1981-09-28 | How to bury a discharge pipe in a concrete dam |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP56153508A JPS5920804B2 (en) | 1981-09-28 | 1981-09-28 | How to bury a discharge pipe in a concrete dam |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| JPS5854115A JPS5854115A (en) | 1983-03-31 |
| JPS5920804B2 true JPS5920804B2 (en) | 1984-05-15 |
Family
ID=15564073
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| JP56153508A Expired JPS5920804B2 (en) | 1981-09-28 | 1981-09-28 | How to bury a discharge pipe in a concrete dam |
Country Status (1)
| Country | Link |
|---|---|
| JP (1) | JPS5920804B2 (en) |
Families Citing this family (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP3242292B2 (en) * | 1995-06-15 | 2001-12-25 | シャープ株式会社 | Method and apparatus for manufacturing polycrystalline semiconductor |
| JP3388664B2 (en) * | 1995-12-28 | 2003-03-24 | シャープ株式会社 | Method and apparatus for manufacturing polycrystalline semiconductor |
-
1981
- 1981-09-28 JP JP56153508A patent/JPS5920804B2/en not_active Expired
Also Published As
| Publication number | Publication date |
|---|---|
| JPS5854115A (en) | 1983-03-31 |
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