JPS6033936A - Frost damage preventive pile - Google Patents
Frost damage preventive pileInfo
- Publication number
- JPS6033936A JPS6033936A JP58141184A JP14118483A JPS6033936A JP S6033936 A JPS6033936 A JP S6033936A JP 58141184 A JP58141184 A JP 58141184A JP 14118483 A JP14118483 A JP 14118483A JP S6033936 A JPS6033936 A JP S6033936A
- Authority
- JP
- Japan
- Prior art keywords
- pile
- frost
- active layer
- pile body
- frost damage
- 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
Classifications
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D27/00—Foundations as substructures
- E02D27/32—Foundations for special purposes
- E02D27/35—Foundations formed in frozen ground, e.g. in permafrost soil
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/22—Piles
- E02D5/60—Piles with protecting cases
Landscapes
- Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Mining & Mineral Resources (AREA)
- Paleontology (AREA)
- Civil Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Piles And Underground Anchors (AREA)
- Filling Or Discharging Of Gas Storage Vessels (AREA)
Abstract
Description
【発明の詳細な説明】
本発明は、寒冷地帯における構造物基礎のうち、杭基礎
に関し、さらに詳しくは凍害防止杭に関するものである
。DETAILED DESCRIPTION OF THE INVENTION The present invention relates to pile foundations among structure foundations in cold regions, and more specifically to frost damage prevention piles.
永久凍土地帯あるいは季節凍土地帯といった寒冷地にパ
イプラインの架台その他各種の構造物を建造する場合、
活動層及び季節凍土層の凍着凍上、融離沈下といった凍
害から構造物を保護することが必要不可決であるーこの
ためａ種の対普工法が用いられているが、最も一般的か
ものは杭基礎である。When constructing pipeline frames and various other structures in cold regions such as permafrost or seasonally frozen land,
It is essential to protect structures from frost damage such as frost heave and thawing of active and seasonal frozen soil layers.For this reason, type A construction methods are used, and are the most common. is a pile foundation.
とこに１永久凍土地帯とは、例えばアラスカ、カナダ、
シベリャ等の如く、季節に関係なく年間を通じて凍結し
ている地層（以下永久凍土層という）が分布している地
域をいい、その年平均気温は０℃以下である。活動層と
は、地表から永久凍土層までの部分で、年間の温度変化
の影響を大きく受け、冬季は凍結凍上し、夏季は融解沈
下する地層をいう。また季節凍土層とは、永久凍土層が
存在しない平均気温０℃以下の地域で、冬季は凍結し、
夏季は融解する地層をいう。万お、以下の説明では、季
節凍土層を活動層に含めること７５；ある。For example, permafrost areas include Alaska, Canada,
This refers to areas such as Siberia where there is a geological layer that is frozen throughout the year (hereinafter referred to as permafrost) regardless of the season, and the average annual temperature is below 0°C. The active layer is the area from the earth's surface to the permafrost layer, which is greatly affected by annual temperature changes, freezing and heaving in the winter, and thawing and sinking in the summer. Additionally, seasonal frozen soil is an area where there is no permafrost and the average temperature is below 0°C, where it freezes in the winter.
Summer refers to the molten geological formations. By the way, in the following explanation, the seasonal frozen layer is included in the active layer.
ところで、寒冷地における杭基礎は、永久凍土内まで根
入れし、永久凍土と杭表面の間の凍着強度によって、上
部構造物の自重、凍着凍上刃及びネガティブフリクショ
ンに対抗しようとするものであシ、このためには、永久
凍土と杭間の確実な凍着強度及び永久凍土内への杭の充
分な根大長が必要である。しかしながら、永久凍土層は
必ずしも均一な性質を有しておらず、土質、温度によっ
て凍着強度に大きな相違があるため、設計上は充分な凍
着強度を持つように永久凍土内に長く根入れしても、現
実に構造物が凍害を受けることがしばしばあり、安全率
を上乗せした設計に基づいて根入れ長をとらなければな
らないので、施工性及び経済性に大きな問題がある。こ
のような前提条件があるため、その対策として、杭基礎
に作用する凍着凍゛上刃を軽減化するための幾つかの方
法が、従来考えられている。By the way, pile foundations in cold regions are designed to penetrate deep into the permafrost and use the strength of freezing between the permafrost and the pile surface to counter the superstructure's own weight, frost heave, and negative friction. For this purpose, it is necessary to have reliable freezing strength between the permafrost and the piles, and a sufficient root length for the piles to penetrate into the permafrost. However, the permafrost layer does not necessarily have uniform properties, and the freezing strength varies greatly depending on the soil quality and temperature. However, in reality, structures often suffer from frost damage, and the penetration length must be determined based on a design that takes into account a safety factor, which poses major problems in terms of workability and economic efficiency. Because of these prerequisites, several methods have been conventionally considered to reduce the effects of freezing on pile foundations.
第１図乃至第３図は永久凍土地帯及び季節凍土地帯圧お
いて、従来性なわれている杭基礎の凍着凍上刃低減方法
を示すもので、第１図がサーマルパイル方式、第２図が
凍上防止杭方式、第６図が凍着強度増大杭方式である。Figures 1 to 3 show conventional methods of reducing frost heave on pile foundations in permafrost zone and seasonal frozen zone pressure. Figure 1 is the thermal pile method and Figure 2 is the thermal pile method. Figure 6 shows the frost heaving prevention pile method, and Figure 6 shows the frost heave strength increasing pile method.
第１図はサーマルパイル方式の一例を示す縦断面図で、
１は鋼管杭、コンクリート杭等からなる抗体、２は凍着
強度増大のため杭体１の外周に設けた波付け、６は杭体
１内に装入したヒートバイブ、４はラジェータである。Figure 1 is a longitudinal cross-sectional view showing an example of the thermal pile method.
1 is an antibody made of a steel pipe pile, a concrete pile, etc.; 2 is corrugation provided on the outer periphery of the pile body 1 to increase freezing strength; 6 is a heat vibrator inserted into the pile body 1; and 4 is a radiator.
５は永久凍土層）６は活動層で、杭体１は活動層６と永
久凍土層５に設けられた掘削孔Ｚ内に根入れされ、砂ス
ラリ−８によシ埋戻されている。なお、Ｈは杭体１の根
大長をまたｈは活動層乙の厚さを示す。5 is a permafrost layer) 6 is an active layer, and the pile body 1 is embedded in an excavation hole Z provided in the active layer 6 and the permafrost layer 5, and is backfilled with sand slurry 8. In addition, H indicates the root length of the pile body 1, and h indicates the thickness of the active layer B.
このようなサーマルパイル方式においては、根太部分の
永久凍土５の温度をヒートパイプ３によシ、冬季間に強
制的に冷却して冷熱を蓄えることによって、凍結融解厚
さく活動層６の厚さｈ）を減少させ、これによシ、凍着
凍上防止力を大きくしようとするものである。さらに１
このサーマルパイルは、夏季に上部構造からの入熱によ
シ、杭体１の周面の永久凍土が融解するのを防止するこ
とができる。すなわち、サーマルパイル方式によれば、
杭周囲の永久凍土の融解沈下圧伴なってネガティブフリ
クションが杭に働くことと、冬季にこの融解部が凍結し
て杭に余分な凍着凍上力が働くことを防止できる。In such a thermal pile method, the temperature of the permafrost 5 in the joists is raised by the heat pipe 3, and by forcibly cooling it during the winter and storing cold energy, the thickness of the active layer 6 is increased by freezing and thawing. h), thereby increasing the anti-freezing ability. 1 more
This thermal pile can prevent the permafrost around the pile body 1 from melting due to heat input from the upper structure in summer. In other words, according to the thermal pile method,
It is possible to prevent negative friction from acting on the pile due to the thawing of the permafrost surrounding the pile due to subsidence pressure, and also to prevent this thawing portion from freezing in the winter and exerting extra frost heave force on the pile.
しかしながら、サーマルパイルは活動層６０層厚りを多
少薄くすることはできるが、凍着凍上刃とネガティブフ
リクションをそれほど低減することができず、依然とし
て構造物の凍害を防ぐことはできない。例えば、使用開
始１年目の冬には、地盤深部温度の低下によシ、サーマ
ルパイル方式用しない場合よシもかえって凍上量が増加
し、大きな凍着凍上刃が発生することがある。また、２
年目以降も、活動層の温度低下が凍着凍上力を増加させ
る傾向をもたらすことが考えられる。従来の使用例では
、サーマルパイルの永久凍土内への根入長Ｈをかなり長
くして凍害防止をはかっておシ、施工性、経済性上から
も問題がある５凍上防止抗力式は、活動層と杭周面との
間Ｋ、杭と凍土間の付着を切るような材料を充填したも
ので、第２図（ａ）に示すものは、杭体１の外側にとれ
と同心的にケーシング９を配置して二重管方式とし、杭
体１とケーシング９との間を、濃度の高いオイルとワッ
クスとの混合物１０で満たし、ケーシング９の外周を砂
スラリ−８で埋戻すことによシ、凍着凍上刃を分離する
ようにしたものである。なお、９ａはケーシングの下端
に設けたフランジである。また第２図（ｂ）に示すもの
は、土、オイル及びワックスを混合した材料１０ａを建
込み穴７の活動層６の部分の埋戻し材料として使用した
ものである。However, although the thermal pile can reduce the thickness of the active layer 60 to some extent, it cannot significantly reduce the freezing heave and negative friction, and it still cannot prevent frost damage to the structure. For example, in the winter of the first year of use, the amount of frost heave increases even if the thermal pile method is not used due to a drop in the deep ground temperature, and large frost heave edges may occur. Also, 2
It is thought that a decrease in the temperature of the active layer will tend to increase the freezing heave force even after the first year. In conventional usage, the penetration length H of the thermal pile into the permafrost is considerably long to prevent frost damage. A material is filled between the layer and the surrounding surface of the pile and to break the adhesion between the pile and the frozen soil. 9 is arranged to form a double pipe system, the space between the pile body 1 and the casing 9 is filled with a mixture 10 of highly concentrated oil and wax, and the outer periphery of the casing 9 is backfilled with sand slurry 8. The freezing upper blade is separated. Note that 9a is a flange provided at the lower end of the casing. Further, in the case shown in FIG. 2(b), a material 10a mixed with soil, oil and wax is used as a backfilling material for the active layer 6 portion of the construction hole 7.
このような凍上防止杭方式は、杭周面にオイルとワック
ス等の混合物を充填したり埋戻したシしているが、これ
は現地において施工しなければならず、そのための機械
や装置を必要とするばかシでなく、施工性の点でもあま
ル良好ではない。また、オイルとワックス等の混合物は
、現場で埋戻し可能な程度の流動性を有しているため、
夏季に埋戻し材料が周囲地盤へ浸透して分散し、このた
め再充填の必要が生じたシ、凝固点降下のため永久凍土
を溶かすといった環境破壊が生じる。加えて、二重管方
式では、活動層の凍結融解に伴なってケーシングが持上
〕と沈下を起し、これが上部構造に悪影響を及ぼすこと
がある。This type of frost heaving prevention pile method involves filling or backfilling the surrounding surface of the pile with a mixture of oil and wax, but this must be done on-site and requires machinery and equipment for this purpose. It's not a fool's errand, and it's not very good in terms of workability either. In addition, mixtures such as oil and wax have enough fluidity that they can be backfilled on-site.
During the summer, the backfill material penetrates and disperses into the surrounding ground, necessitating refilling and causing environmental damage by lowering the freezing point and melting the permafrost. In addition, in the double-pipe system, the casing may lift and sink as the active layer freezes and thaws, which can have a negative impact on the superstructure.
第３図は、凍着強度増大杭方式を示すもので、杭体１の
永久凍土５内への根太部に、ノツチや波付け２を設ける
ことによシ、永久凍土５と杭体１との間の凍着強度を増
加させ、活動層６の凍着凍上刃に対抗させるようにした
ものである。Fig. 3 shows a pile system that increases the freezing strength.By providing notches and corrugations 2 in the thick part of the pile body 1 into the permafrost 5, the permafrost 5 and the pile body 1 can be connected. The freezing strength between the layers is increased to counteract the freezing edge of the active layer 6.
この方式では、杭体１の根入部の永久凍土の性質が必ず
しも均一でなく、凍着強度にばらつきが生じること、ノ
ツチや波付けの形状、間隔によって凍着凍上刃が変化す
るため、これによって大きな凍着強度を得るためＫは、
端部の異形棒鋼状処理等にかなシの精度の製作加工を必
要とするなどの問題がある。In this method, the properties of the permafrost at the root of the pile body 1 are not necessarily uniform, resulting in variations in the freezing strength, and the frost top edge changes depending on the shape and spacing of the notches and corrugations. In order to obtain large freezing strength, K is
There are problems such as the need for manufacturing and machining with precise precision in processing the end portion into a deformed steel bar.
また、凍害防止杭は、杭設置場所における活動層６の厚
さｈに対応した長さＬのものを用いなければならないが
、活動層６の厚さｈは、地域、場所等釦よって著しく相
違するため、活動層乙の厚さに対応した各種長さの杭を
準備しなければならない。In addition, frost damage prevention piles must have a length L that corresponds to the thickness h of the active layer 6 at the pile installation location, but the thickness h of the active layer 6 varies significantly depending on the region, location, etc. Therefore, it is necessary to prepare piles of various lengths corresponding to the thickness of the active layer.
このようなことから、凍害防止杭を例えばパイプライン
の架台として長距離に亘って杭基礎を設置するような場
合は、従来、各種長さの杭をあらかじめ工場で製作し、
現地へ輸送して活動層６の厚さに対応した杭を選び、設
置していた。このため梱包が面倒であるばかシでなく、
荷が大きくなって輸送が面倒であシ、また大量生産に適
さないためコストが上昇し、工費の増大を来たす等の問
題があった。For this reason, when installing pile foundations over long distances using frost damage prevention piles, for example, as pedestals for pipelines, conventionally, piles of various lengths are manufactured in advance at a factory.
They transported it to the site, selected piles that corresponded to the thickness of Active Layer 6, and installed them. For this reason, packaging is not a hassle;
There are problems such as the cargo becomes large and transportation is troublesome, and the cost rises because it is not suitable for mass production, resulting in an increase in labor costs.
本発明は、上記のような従来の問題点を解決すべくなさ
れたもので、活動層及び季節凍上層の凍結によって杭に
作用する凍着凍上刃及び夏季に発生するネガティブフリ
クションを低減する部材を抗体に付加することによシ、
上部構造が受ける凍害を防止すると共に、活動層の厚さ
に応じて杭の長さを任意に調整でき、大量生産が可能で
梱包。The present invention was made in order to solve the conventional problems as described above, and includes a member that reduces the frost-heaving blade that acts on piles due to freezing of the active layer and the seasonal frost-heaving layer, and the negative friction that occurs in the summer. By adding it to the antibody,
In addition to preventing frost damage to the superstructure, the length of the piles can be arbitrarily adjusted according to the thickness of the active layer, making mass production possible and packaging possible.
輸送も容易でアシ、コストを低減できる凍害防止杭を提
供することを目的とするものである。The object of the present invention is to provide a frost damage prevention pile that is easy to transport and can reduce costs.
本発明に係る凍害防止杭は、上記の目的を達成するため
、凍着凍上刃が作用する寒冷地に設置する杭において、
通常の杭を複数本に切断した長さの抗体に可伸縮部材を
嵌装してその上下端部を前記抗体の上下端部よシ内側に
水密に固定し、前記抗体と可伸縮部材とで形成する空間
に流動性物質を充填して枕部材を構成し、該枕部材を活
動層の厚さに対応して適宜連結したことを特徴とするも
のでおる。以下図面を参照して本発明を説明する。In order to achieve the above-mentioned purpose, the frost damage prevention pile according to the present invention has the following features:
A stretchable member is fitted onto an antibody with a length obtained by cutting a regular stake into multiple pieces, and its upper and lower ends are watertightly fixed inside the upper and lower ends of the antibody, and the antibody and stretchable member are The pillow member is constructed by filling the formed space with a fluid substance, and the pillow members are connected as appropriate depending on the thickness of the active layer. The present invention will be explained below with reference to the drawings.
第４図は本発明実施例の縦断面図である。なお、第１図
乃至第３図と同じ部分には同じ符号を付し、説明を省略
する。図において、１０は本発明に係る凍害防止杭で、
適宜長さの複数本の枕部材１１゜１１ａ、・・・・・・
・・・を連結したものである。この枕部材１１，１１ａ
、・・・の構成の一例を第６図に示す。FIG. 4 is a longitudinal sectional view of an embodiment of the present invention. Note that the same parts as in FIGS. 1 to 3 are denoted by the same reference numerals, and explanations thereof will be omitted. In the figure, 10 is a frost damage prevention pile according to the present invention,
A plurality of pillow members 11°11a, each having an appropriate length...
It is a concatenation of... This pillow member 11, 11a
, . . . are shown in FIG. 6.
１２は抗体（図忙は鋼管杭が示しである）で、そ伸縮部
材で、その上下端部は杭体１２の端部からそれぞれＬ
１ ＋ １１隔て＼、固定部材１４．１５により杭体１
２に水密に固定されている。１６は杭体１２と可伸縮部
材１３とで形成する空間に充填した流動性物質である。Reference numeral 12 denotes an antibody (a steel pipe pile is shown in the figure), which is a telescopic member, and its upper and lower ends extend from the end of the pile body 12 to L.
1 + 11 spacing\, pile body 1 by fixing member 14.15
2 is fixed watertight. 16 is a fluid substance filled in the space formed by the pile body 12 and the expandable member 13.
本発明に使用する可伸縮部材１６は、地域によシ差異は
あるが、一般に、■常温から一５０℃程度の低温まで脆
性破壊を生じないこと、■回復可能な変位が活動層６の
凍結凍上量（ｈ、−ｈ）よシ大きいこと、及び■流動性
物質によシ劣化または腐食しないことを条件とし、これ
らの条件を満足するものとして、その代表例を表１に示
す。Although there are differences depending on the region, the expandable member 16 used in the present invention generally: 1) does not cause brittle fracture from room temperature to a low temperature of about 150°C, and 2) recoverable displacement occurs when the active layer 6 freezes. Typical examples are shown in Table 1, assuming that these conditions are satisfied: the amount of frost heave (h, -h) is greater than the amount of frost heave (h, -h); and (1) no deterioration or corrosion due to fluid substances.
また、流動性物質１６は、地域によシ差異はあるが、一
般に、■常温から一５０℃程度の低温まで流動挙動を示
し、■杭体１及び可伸縮部材１３を劣化させたシ腐食し
たシしない物質であることを条件とし、これらの条件を
満たすものとして、その代表例を第２表に示す。In addition, although there are differences depending on the region, the fluid substance 16 generally shows flow behavior from room temperature to low temperatures of about -50°C, and causes corrosion that deteriorates the pile body 1 and the expandable member 13. Table 2 shows representative examples of substances that meet these conditions.
表１
表２
上記のように構成した杭部材１１は、工場で生産され、
荷造りして現地まで輸送され、現場において第７図に示
すように杭部材１１．１１ａ。Table 1 Table 2 The pile member 11 configured as described above is produced in a factory,
The pile members 11.11a are packed and transported to the site, where they are assembled as shown in FIG.
１１ｂ、・・・の杭体１１の端部を当接し、溶接等１７
によシ活動層６の厚さｈに対応した長さに連結する。な
お、活動層６の厚さにあまり変化がない場合等において
は、あらかじめ工場で連結したのち現地へ輸送してもよ
い。The ends of the pile bodies 11 of 11b, . . . are brought into contact and welded etc. 17
The active layer 6 is connected to a length corresponding to the thickness h of the active layer 6. In addition, in cases where there is not much change in the thickness of the active layer 6, the parts may be connected in advance at a factory and then transported to the site.
上記のように構成した凍害防止杭は、通常次のような工
法により設置される。The frost damage prevention pile constructed as described above is usually installed using the following construction method.
（１）活動層６及び永久凍土層５を杭１０の埋設深さく
ｈ＋Ｈ）だけ掘削し、その掘削孔７に杭１０を建込んで
杭１０の周囲に砂スラリ−８を埋戻す。(1) The active layer 6 and permafrost layer 5 are excavated by the burial depth of the pile 10 (h+H), the pile 10 is erected in the excavated hole 7, and the area around the pile 10 is backfilled with sand slurry 8.
ここにｈは活動層６の厚さ、■は永久凍土層への杭根入
れ長さを示す。Here, h indicates the thickness of the active layer 6, and ■ indicates the length of pile penetration into the permafrost layer.
（２）永久凍土層５の強度が比較的小さい場合又は未凍
土に根入れする場合は、活動層６のみを掘削し、掘削孔
７に杭１０を建込んだのち杭打機により永久凍土内又は
未凍土内へ打込み、最後に活動層６の杭１０の周囲に砂
スラリ−８を埋戻す。(2) When the strength of the permafrost layer 5 is relatively low or when it is embedded in unfrozen soil, only the active layer 6 is excavated, the piles 10 are erected in the excavated hole 7, and then a pile driver is used to penetrate the permafrost. Alternatively, it is driven into unfrozen soil, and finally, sand slurry 8 is backfilled around the piles 10 in the active layer 6.
なお、このとき、最下方の杭部材１１ａの下端部を活動
層６の底部以下、好ましくは底部と同じ位置に、また最
上方の杭部材１１は地表面よシできるだけ上方にガるよ
うに設置することが望ましい。１８はこの場合の杭１０
の位置を決めるためのスペーサである。At this time, the lower end of the lowermost pile member 11a is installed below the bottom of the active layer 6, preferably at the same position as the bottom, and the uppermost pile member 11 is installed so as to extend as far above the ground surface as possible. It is desirable to do so. 18 is the pile 10 in this case
This is a spacer for determining the position of.
次に上記のよう−にして設置した本発明に係る凍害防止
杭の作用を、第４図及び第５図を参照して説明する。第
４図は、本発明に係る凍害防止杭１０を活動層６と永久
凍土層５に掘削した掘削孔７に設置した状態及び夏季の
状態を示すものである。Next, the operation of the frost damage prevention pile according to the present invention installed as described above will be explained with reference to FIGS. 4 and 5. FIG. 4 shows the state in which the frost damage prevention pile 10 according to the present invention is installed in the excavated hole 7 drilled into the active layer 6 and permafrost layer 5, and the state in summer.
冬季にな勺、活動層６が凍結すると、砂スラリ−８もン
廖枯１．て片１ｎの酊イ巾縮郁廿１３．１３の表面に凍
着する。一方、抗体１２．１２と可伸縮部材１！１．１
３との間にはそれぞれ流動性物質１６゜１６が充填され
ているため、両者間のすベシ抵抗は小さい。このため、
活動層６が凍上すると、第５図に示すように可伸縮部材
１！１．１３もこれに追従し、抗体１２．１２に沿って
引上げられて伸張する。しかし、各可伸縮部材１５の上
下端部はそれぞれ杭体１２に固定されているため、伸張
した可伸縮部材１６の上部にそれぞれ膨張部１３ａ。In winter, when the active layer 6 freezes, the sand slurry 8 also dries up. 13.13. On the other hand, antibody 12.12 and stretchable member 1!1.1
3 is filled with a fluid substance 16 and 16, respectively, so that the overall resistance between the two is small. For this reason,
When the active layer 6 freezes up, the extensible member 1!1.13 also follows this and is pulled up and expanded along the antibody 12.12, as shown in FIG. However, since the upper and lower ends of each expandable member 15 are fixed to the pile body 12, the expanded expandable member 16 has an inflatable portion 13a at its upper portion.
１３ａが形成される。13a is formed.
可伸縮部材１５の伸張に伴なって、杭体１２と可伸縮部
材１３との間に充填された流動性物質１６は上方に移動
し、上部に形成された膨張部１３ａに集まる。このよう
に、活動層６が杭体１２に及ぼす凍着凍上刃は、可伸縮
部材１６と流動性物質１６に吸収され、杭体１２には伝
わらない。As the extensible member 15 expands, the fluid substance 16 filled between the pile body 12 and the extensible member 13 moves upward and collects in the expanded portion 13a formed in the upper part. In this way, the freezing edge that the active layer 6 exerts on the pile body 12 is absorbed by the extensible member 16 and the fluid substance 16 and is not transmitted to the pile body 12.
夏季罠なって活動層６が融解沈下すると、これ忙追従し
て可伸縮部材１５も下降し、再び第４図の状態に戻る。When the active layer 6 melts and sinks during the summer trap, the expandable and contractible member 15 follows this and descends, returning to the state shown in FIG. 4 again.
なお、活動層乙の融解沈下に伴って生ずるネガティブフ
リクションは、流動性物質１６に吸収され、杭体１２に
はほとんど作用しない。Note that the negative friction that occurs as the active layer B melts and sinks is absorbed by the fluid substance 16 and hardly acts on the pile body 12.
第８図は、本発明の別の実施例の要部を示す縦断面であ
る。本実施例は、蛇腹状可伸縮部材１３の各大径部と杭
体１２との間にそれぞれリング２０を介装したもので、
これによシ砂スラ’）−８を介した活動層６の圧力によ
る可伸縮部材１６の変形や破損を防止することができる
。（ｂ）図は、活動層６が凍結凍上したときの、杭体１
２と可伸縮部材１６及びリング２０との関係を示すもの
である。FIG. 8 is a longitudinal cross-section showing a main part of another embodiment of the present invention. In this embodiment, a ring 20 is interposed between each large diameter portion of the bellows-like expandable member 13 and the pile body 12.
This can prevent deformation or damage of the expandable member 16 due to the pressure of the active layer 6 via the sand slide 8. (b) The figure shows the pile body 1 when the active layer 6 is frozen and heaved.
2, the extensible member 16, and the ring 20.
なお、このリング２０は、可伸縮部材１６の小径部の外
周に介装してもよく、あるいは可伸縮部材１５に埋込ん
でもよい。Note that this ring 20 may be interposed on the outer periphery of the small diameter portion of the expandable member 16, or may be embedded in the expandable member 15.
さらに、本発明は可伸縮部材１６を暉旋状に形成し、そ
の大径部内壁と杭体１２との間、小径部外壁若しくは両
者に沿ってコイルばねを介装し、又はコイルばねを可伸
縮部材１３に埋込んでもよい。これによシ町伸縮部材１
６の変形や破損を防止し、また夏季活動層乙の沈下に際
して、可伸縮部材１５の復帰を確実に行なうことができ
る。Furthermore, the present invention forms the extensible member 16 in a spiral shape, and interposes a coil spring between the inner wall of the large diameter part and the pile body 12, the outer wall of the small diameter part, or along both. It may also be embedded in the expandable member 13. Koreishi town elastic member 1
6 can be prevented from being deformed or damaged, and the extensible member 15 can be reliably returned to its original position when the summer active layer B sinks.
被覆部材の可伸縮部の形状は、前記各実施例にそれぞれ
示したが、本発明はこれらに限定するものではなく、例
えば第９図（ａ）〜（ｆ）に示すように各種の形状のも
のを使用することができる。Although the shape of the expandable portion of the covering member is shown in each of the above embodiments, the present invention is not limited to these. For example, various shapes can be used as shown in FIGS. things can be used.
次に、寒冷地において、在来の鋼管杭をそのまま使用し
た場合と、本発明に係る凍上防止杭を使用した場合との
実験結果について説明する。実験にあたっては、第１０
図に示すような装置を使用した。この装置は、基盤６１
上に立設したフレーム３２．３２間に反力フレーム６６
を橋絡すると共に、基盤６１上に厚さ１００ｍの断熱材
３４で囲まれ、内部に±６６を充填した土槽６５を設置
し、この±６６の中に模型杭３７を建込んで模型杭３７
と反力フレーム５６との間にロードセル５８を介装し、
土槽６５内の±３６の表面の変位を測定する変位計３９
を設けたものである。Next, experimental results will be explained in a case where a conventional steel pipe pile is used as is and a case where a frost heaving prevention pile according to the present invention is used in a cold region. For the experiment, the 10th
The apparatus shown in the figure was used. This device has a base 61
A reaction frame 66 is placed between the frames 32 and 32 installed above.
At the same time, an earthen tank 65 is installed on the base 61 surrounded by a 100 m thick heat insulating material 34 and filled with ±66, and a model pile 37 is erected in this ±66 to form a model pile. 37
A load cell 58 is interposed between the and the reaction force frame 56,
Displacement meter 39 for measuring ±36 surface displacement in soil tank 65
It has been established.
（１）鋼管杭（在来のものン
外径：６４簡、長さ：４００ｍ、埋込長：２５０簡
（２）凍害防止杭（第４図の実施例に相当するもの）（
ａ） 杭の寸法
外径： ２７．５ ｍ 、長さ： ４００ｍ、埋込長：
２５０ｍｍ、杭部材の長さ：５０■（ｂ） 可伸縮部材
の材質及び寸法
材質：低密度ポリエチレン
厚さ：１．５ｍｍ、山のピッチ：９０つ、山と谷の差：
６．０ｍ＋１
（ｅ） 流動性物質
イソパラフィン（Ｃ，ｓ −Ｃ１１ｌ ）上記のような
在来の鋼管杭と本発明に係る凍害防止杭とを、それぞれ
第１０図に示す実験装置に建込んだのち実験装置を冷凍
室内に設置し、常温から開始して一２０℃まで冷却し、
約２４時間経過後−４０℃に変更し、その状態を約４８
時間継続したのち冷却を中止した。この間の土槽３５内
の±３５の凍上量の経時変化を変位計３９で測定した結
果を第１１図に、また、凍着凍上刃の経時変化をロード
セル６８で測定した結果を第１２図Ｖ ｙＦ：＋ （Ｐ
中入は在キの鋼管片、Ｒ１１＋大益明の凛害防止杭の実
験結果である）。図から明らかなように、凍上量は両者
はとんど変らないのにかかわらず、凍着凍上刃は、−４
０℃において鋼管杭（４）は５．５にグ／ｃｄ前後であ
るのに対し、本発明に係る凍害防止杭（Ｂ）はほぼ０で
あυ、格段に低減されたことが確認された。(1) Steel pipe piles (conventional ones, outer diameter: 64 pieces, length: 400 m, embedded length: 250 pieces) (2) Freeze damage prevention piles (corresponding to the example shown in Figure 4) (
a) Pile dimensions: Outer diameter: 27.5 m, length: 400 m, embedment length:
250mm, Length of pile member: 50■ (b) Material and dimensions of expandable member Material: Low density polyethylene Thickness: 1.5mm, Pitch of peaks: 90, Difference between peaks and valleys:
6.0m+1 (e) Fluid substance isoparaffin (C,s-C11l) After erecting the above conventional steel pipe pile and the frost damage prevention pile according to the present invention in the experimental apparatus shown in Fig. 10, The experimental apparatus was placed in a freezing room and cooled starting from room temperature to -20°C.
After about 24 hours, the temperature was changed to -40℃, and the temperature was kept at about 48℃.
After a period of time, cooling was discontinued. Figure 11 shows the change over time in the amount of frost heave of ±35 in the soil tank 35 measured with the displacement meter 39, and Figure 12 shows the result of measuring the change over time in the frost heave blade with the load cell 68. yF:+(P
The inside is the experimental result of a piece of steel pipe in Ki, R11 + damage prevention pile of Daimasuaki). As is clear from the figure, although the amount of frost heave is almost the same between the two, the frost heave is -4
At 0°C, the steel pipe pile (4) was around 5.5 g/cd, whereas the frost damage prevention pile (B) according to the present invention had almost 0 υ, which was confirmed to be significantly reduced. .
上記の実施例では、本発明を鋼管杭に実施した場合を示
したが、本発明はコンクリート杭にも実施することがで
き、また、内部にコンクリートを打設した拡底杭に実施
することも可能であシ、その場合、鋼管以外にプラスチ
ック管を使用することもできる。さらに、従来の凍害防
止杭（例えば第６図に示した凍着強度増大杭）にも併用
することができる。その他各部の材質、形状、寸法等も
上記実施例に限定するものではなく、本発明の要旨を逸
脱しない範囲で適宜変更することができる。In the above embodiments, the present invention was applied to steel pipe piles, but the present invention can also be applied to concrete piles, and it is also possible to apply the present invention to expanded-bottomed piles with concrete poured inside. Yes, in that case, plastic pipes can be used instead of steel pipes. Furthermore, it can be used in combination with conventional frost damage prevention piles (for example, the frost damage increasing pile shown in FIG. 6). The materials, shapes, dimensions, etc. of other parts are not limited to the above embodiments, and can be changed as appropriate without departing from the gist of the present invention.
以上の説明から明らかなように、本発明によれば以下の
ような顕著な効果を挙げることができる。As is clear from the above description, according to the present invention, the following remarkable effects can be achieved.
（１）抗体に対する活動層の凍着凍上刃をほぼ０にする
仁とができるので、寒冷地における構造物を凍害から充
分保護することができる。(1) Since the freezing of the active layer against antibodies can be reduced to almost zero, structures in cold regions can be sufficiently protected from frost damage.
（２）抗体に作用する凍着凍上刃を低減できるので、杭
の根入れ長を大幅に短縮できる。(2) Since it is possible to reduce the amount of frost heave acting on antibodies, the length of pile penetration can be significantly shortened.
（３）杭の長さを活動層の厚さに応じて任意に調整でき
る。(3) The length of the pile can be adjusted arbitrarily according to the thickness of the active layer.
（４）多量生産が可能であシ、梱包、輸送も容易なので
、コストを低減することができる。(4) It is possible to mass produce it, and it is easy to pack and transport, so costs can be reduced.
【図面の簡単な説明】
第１図乃至第６図は従来の凍着凍上刃低減方法を示すも
ので、第１図はサーマルパイル方式、第２図（ａ） 、
（ｂ）は凍上防止杭方式、第６図は凍着強度増大杭方式
の説明図である。第４図は本発明実施例の縦断面図、第
５図はその作用説明図、第６図。
第７図は本発明の要部をなす枕部材の実施例を示す要部
拡大断面図、第８図（ａ） （ｂ）及び第９図（ａ）〜
（ｆ）は本発明要部の別の実施例の拡大断面図、第１０
図は本発明に係る凍害防止杭を実験する装置の概念図、
第１１図は在来の鋼管杭と本発明に係る凍害防止杭との
凍着凍上量の経時変化を示す線図、第１２図は同じく凍
着凍上刃の経時変化を示す線図である。
５：永久凍土層、６：活動層、８：砂スラリ−，１０：
凍害防止杭、１１，１１ａ：枕部材、１２：抗体、１５
：可伸縮部材、１６：流動性物質代理人 弁理士 木
村 三 朗
第４図
１゜
ｒ １８ ８
第５１ヱ１
１゜
第６図
第８図
（（１） （ｂ）
３
第９図
（ｏ） （ｃ） （ｅ）
（ｂ） （ｄ） （ｆ）
第１０図[Brief explanation of the drawings] Figures 1 to 6 show conventional methods for reducing frost build-up on the upper blade. Figure 1 shows the thermal pile method, Figure 2 (a),
(b) is an explanatory diagram of the frost heaving prevention pile system, and FIG. 6 is an explanatory diagram of the frost heaving strength increasing pile system. FIG. 4 is a longitudinal sectional view of an embodiment of the present invention, FIG. 5 is an explanatory diagram of its operation, and FIG. Fig. 7 is an enlarged cross-sectional view of the main part showing an embodiment of the pillow member which is the main part of the present invention, Fig. 8(a) (b), and Fig. 9(a) -
(f) is an enlarged sectional view of another embodiment of the main part of the present invention, No. 10
The figure is a conceptual diagram of a device for testing frost damage prevention piles according to the present invention.
FIG. 11 is a diagram showing the change over time in the amount of frost heave of a conventional steel pipe pile and a frost damage prevention pile according to the present invention, and FIG. 12 is a diagram showing the change over time in the amount of frost heave of a conventional steel pipe pile and the frost damage prevention pile according to the present invention. 5: Permafrost, 6: Active layer, 8: Sand slurry, 10:
Freeze damage prevention pile, 11, 11a: Pillow member, 12: Antibody, 15
:Extensible member, 16:Fluid substance agent Patent attorney Tree
Mura Sanro Figure 4 1゜r 18 8 51ヱ1 1゜Figure 6 Figure 8 ((1) (b) 3 Figure 9 (o) (c) (e) (b) (d) ( f) Figure 10
Claims (1)
常の杭を複数本に切断した長さの杭体に可伸縮部材を嵌
装してその上下端部を前記抗体の上下端部よル内側圧水
密に固定し、前記抗体と可伸縮部材とで形成する空間に
流動性物質を充填して枕部材を構成し、該枕部材を活動
層の厚さに対応して適宜連結したことを特徴とする凍害
防止杭。For piles to be installed in cold regions where freezing upper blades act, a retractable member is fitted to a pile body made by cutting a regular pile into multiple pieces, and the upper and lower ends of the pile are connected to the upper and lower ends of the antibody. A pillow member is formed by fixing the inner side of the antibody in a water-tight manner, filling a space formed by the antibody and the stretchable member with a fluid substance, and connecting the pillow member as appropriate depending on the thickness of the active layer. A frost damage prevention pile featuring:
Priority Applications (4)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP58141184A JPS6033936A (en) | 1983-08-03 | 1983-08-03 | Frost damage preventive pile |
| US06/624,750 US4585681A (en) | 1983-06-03 | 1984-06-26 | Frost damage proofed pile |
| CA000457859A CA1210599A (en) | 1983-06-03 | 1984-06-29 | Frost damage proofed pile |
| KR1019840004343A KR930005272B1 (en) | 1983-08-03 | 1984-07-21 | Frost damage proofed pile |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP58141184A JPS6033936A (en) | 1983-08-03 | 1983-08-03 | Frost damage preventive pile |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| JPS6033936A true JPS6033936A (en) | 1985-02-21 |
| JPH0132337B2 JPH0132337B2 (en) | 1989-06-30 |
Family
ID=15286104
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| JP58141184A Granted JPS6033936A (en) | 1983-06-03 | 1983-08-03 | Frost damage preventive pile |
Country Status (2)
| Country | Link |
|---|---|
| JP (1) | JPS6033936A (en) |
| KR (1) | KR930005272B1 (en) |
Families Citing this family (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| KR101420961B1 (en) * | 2013-01-04 | 2014-07-21 | 지에스건설 주식회사 | Constructing method of zero friction pile |
| KR101420962B1 (en) * | 2013-01-04 | 2014-07-21 | 지에스건설 주식회사 | Zero friction pile |
Citations (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPS608728U (en) * | 1983-06-29 | 1985-01-22 | 日本鋼管株式会社 | Freeze damage prevention pile |
Family Cites Families (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPS608728B2 (en) * | 1978-08-18 | 1985-03-05 | 松下電器産業株式会社 | displacement sensor |
-
1983
- 1983-08-03 JP JP58141184A patent/JPS6033936A/en active Granted
-
1984
- 1984-07-21 KR KR1019840004343A patent/KR930005272B1/en not_active IP Right Cessation
Patent Citations (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPS608728U (en) * | 1983-06-29 | 1985-01-22 | 日本鋼管株式会社 | Freeze damage prevention pile |
Also Published As
| Publication number | Publication date |
|---|---|
| KR850002857A (en) | 1985-05-20 |
| KR930005272B1 (en) | 1993-06-17 |
| JPH0132337B2 (en) | 1989-06-30 |
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