JPS59228521A - Landslide preventive pile - Google Patents
Landslide preventive pileInfo
- Publication number
- JPS59228521A JPS59228521A JP10388883A JP10388883A JPS59228521A JP S59228521 A JPS59228521 A JP S59228521A JP 10388883 A JP10388883 A JP 10388883A JP 10388883 A JP10388883 A JP 10388883A JP S59228521 A JPS59228521 A JP S59228521A
- Authority
- JP
- Japan
- Prior art keywords
- joint
- pile
- pipe
- original
- reinforcing
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Pending
Links
- 230000003449 preventive effect Effects 0.000 title abstract 4
- 230000002265 prevention Effects 0.000 claims description 18
- 230000003014 reinforcing effect Effects 0.000 claims description 17
- 238000005304 joining Methods 0.000 claims description 2
- 230000002093 peripheral effect Effects 0.000 claims 1
- 238000010276 construction Methods 0.000 abstract description 16
- 238000000034 method Methods 0.000 abstract description 3
- 238000005452 bending Methods 0.000 description 7
- 230000008878 coupling Effects 0.000 description 4
- 238000010168 coupling process Methods 0.000 description 4
- 238000005859 coupling reaction Methods 0.000 description 4
- 229910000831 Steel Inorganic materials 0.000 description 3
- 230000000694 effects Effects 0.000 description 3
- 239000010959 steel Substances 0.000 description 3
- 238000003466 welding Methods 0.000 description 3
- 238000005520 cutting process Methods 0.000 description 2
- 239000003673 groundwater Substances 0.000 description 2
- 238000003754 machining Methods 0.000 description 2
- 230000007246 mechanism Effects 0.000 description 2
- 230000002787 reinforcement Effects 0.000 description 2
- 230000003746 surface roughness Effects 0.000 description 2
- 230000008901 benefit Effects 0.000 description 1
- 230000005540 biological transmission Effects 0.000 description 1
- 239000003795 chemical substances by application Substances 0.000 description 1
- 238000009430 construction management Methods 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 238000006073 displacement reaction Methods 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 230000005484 gravity Effects 0.000 description 1
- 230000006872 improvement Effects 0.000 description 1
- 238000007689 inspection Methods 0.000 description 1
- 239000000463 material Substances 0.000 description 1
- 230000009467 reduction Effects 0.000 description 1
- 238000009991 scouring Methods 0.000 description 1
- 239000002689 soil Substances 0.000 description 1
Classifications
-
- 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
- E02D5/52—Piles composed of separable parts, e.g. telescopic tubes ; Piles composed of segments
- E02D5/523—Piles composed of separable parts, e.g. telescopic tubes ; Piles composed of segments composed of segments
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)
- Pit Excavations, Shoring, Fill Or Stabilisation Of Slopes (AREA)
Abstract
Description
【発明の詳細な説明】
本発明は、地すベシ地帯において、地すベシ防止のため
に設置される地すべυ防止杭に関するものである。DETAILED DESCRIPTION OF THE INVENTION The present invention relates to a landslide prevention pile installed to prevent landslides in a landslide area.
地すベシ地帯においては、これを防止するため、一般に
、地下水排除工事、力学的抑止工事、地下水流入予防工
事、洗堀防止工事、土質改良工事あるいはこれらを組合
せた工事が施工されているが、最近では力学的抑止工事
の−っである地すベシ防止杭を設置することが多い。In order to prevent this, groundwater removal work, mechanical restraint work, groundwater inflow prevention work, scouring prevention work, soil improvement work, or a combination of these are generally carried out in soil-covered areas. Recently, ground piles are often installed as part of mechanical restraint construction.
地すべ）防止杭は、対すベシ地帯に設置されるので、そ
の施工場所は重機等の搬入が困難な急傾斜地であること
が多く、打撃によυ杭を打込むことが不可能なため、オ
ーガーによシブレボ−リングした穴に杭を建込んでいる
。ところで、地すべり防止杭の長さは、現地の状況によ
って相違するが、一般に２０ｍ〜３０ｍに達する場合が
多い。Landslide prevention piles are installed in the opposite slope area, so the construction site is often a steep slope where it is difficult to bring in heavy machinery, etc., and it is impossible to drive υ piles by hammering. Piles are being erected in holes drilled with an auger. Incidentally, the length of landslide prevention piles varies depending on the local situation, but generally reaches 20 m to 30 m in many cases.
一方原管の長さは１０ｍ〜１５ｍ程度が限度であシ、さ
らに輸送等の関係もあって現場で継ぎながら施工するの
が通例となっている。On the other hand, the length of the original pipe is limited to about 10 to 15 m, and due to transportation considerations, it is customary to construct the pipe by splicing it on site.
この継手作業は、不安定な環境下で行なわれるため、迅
速かつ確実な作業が強く要求される。また、地すベシの
崩壊面は、どの面で起るかを予測することがきわめて困
難なため、地すべり防止杭は継手部を含むはソ全長に亘
って、どの部分でも設計上の曲げ耐力以上の均一な断面
諸性能を有していなければならない。Since this joint work is performed in an unstable environment, quick and reliable work is strongly required. In addition, because it is extremely difficult to predict which surface the landslide pile will collapse on, it is important to note that landslide prevention piles must have a bending strength that exceeds the design bending strength at any part of the pile, including the joints, over the entire length of the pile. It must have uniform cross-sectional properties.
従来、地すベシ防止杭の現地継手に関する技術としては
、
（１）原管同志の突合せ溶接による継手（２）内装式は
め込み継手
（３） カップリング式継手
（４） フランジ式ボルト継手
等がある。Conventionally, the technologies for on-site joints for piles to prevent ground beams include (1) joints made by butt welding between original pipes, (2) internal type fitting joints, (3) coupling type joints, (4) flange type bolt joints, etc. .
突合せ溶接による継手は、第１図に示すように鋼管杭か
らなる原管１，１ａを突合せて溶接したもので、適切な
設計と厳重な施工管理が行なわれれば、継手部２も原管
１，１ａと同一の継手強度を得ることが可能であるが、
現在の慣用サイズの原管を用いると、−か所の溶接に数
時間を要し、その上検査に合格しない個所が続出してい
るのが現状であり、地すベシ防止杭の継手として好まし
くない。As shown in Figure 1, a butt welded joint is made by butting and welding master pipes 1 and 1a made of steel pipe piles, and if proper design and strict construction management are carried out, the joint part 2 will also be the same as the master pipe 1. Although it is possible to obtain the same joint strength as , 1a,
If current standard size pipes are used, it takes several hours to weld in some places, and there are many places that do not pass inspection, so it is preferable as a joint for piles to prevent foundation piles. do not have.
内装はめ込み継手は、第２図に示すように、継手３の中
央に設けたフランジ６ａの両外面にテーパー面５を設け
ると共に、原管１の端部内面にテーパー面５と同じ勾配
のテーパー面４を設け、第６図に示すように継手６に原
管１，１ａを結合するようにしたもので、突合せ溶接継
手の最大の難点である施工時間を短縮することを狙った
ものである。しかしながら、この継手は、継手部に原管
１．１ａと同じ強度をもたせることはきわめて困難であ
る。さらに、原管１の肉厚が外径に比べて大きいもの（
地すベシ防止杭はこのようなものが多い）については、
このような継手を実施することが全く不可能な場合があ
シ、比較的薄肉の場合でも継手３の重量が大きくなって
高価になるばかシでなく、施工性も悪くなる等の欠点が
ある。As shown in FIG. 2, the internal fit-in joint has tapered surfaces 5 on both outer surfaces of a flange 6a provided at the center of the joint 3, and a tapered surface with the same slope as the tapered surface 5 on the inner surface of the end of the original pipe 1. 4, and the original pipes 1 and 1a are connected to the joint 6 as shown in FIG. 6, and the aim is to shorten the construction time, which is the biggest drawback of butt welded joints. However, it is extremely difficult to make this joint have the same strength as the original pipe 1.1a. Furthermore, if the wall thickness of the original tube 1 is larger than the outer diameter (
There are many types of ground prevention stakes like this one).
There are cases where it is completely impossible to implement such a joint, and there are disadvantages such as the weight of the joint 3 becomes large and expensive even when the wall is relatively thin, and the workability is also poor. .
カップリング式継手は、継手部の曲げ耐力の見地からは
原管と同じ断面性能を持たせることが比較的容易である
。しかし、応力伝達機能を持たせるためには、■カップ
リングと原管を溶接するか、■ねじ継手とするか（第４
図、第５図）、■機械的嵌合機構を設けるか、のいずれ
かソ必要となる。From the viewpoint of bending strength of the joint, it is relatively easy to make the coupling type joint have the same cross-sectional performance as the original pipe. However, in order to have a stress transmission function, it is necessary to either ■ weld the coupling and the original pipe, or ■ use a threaded joint (the fourth
(Fig. 5) or (1) provide a mechanical fitting mechanism.
■の溶接する場合は、第１図の従来例で述べたと同様な
問題がある。また、■のねじ継手にする場合は、第４図
に示すように、継手部の内周にテーパー面５，５を設け
ると共に、原管１の端部外周にもこれと同じ勾配のテー
パー面４を設け、これら各テーパー面５．５．４にそれ
ぞれねじ７を設けて螺合するようにしたものである。し
かしながら、この場合はねじ７の切削によって原管１側
にも欠損部を生じるため、原断面積の保持が不可能であ
り、アプセット型のねじにすることも考えられるが、高
価になるばかシでなく、応力集中によシねじ山が各個に
せん断破壊を生ずることは避けられない。さらに、■の
嵌合機構を設けるととは、高価になる上断面欠損による
機能低下は不可避である等、地すベシ防止杭の継手とし
て多くの欠点がある。In the case of welding (2), there are problems similar to those described in the conventional example shown in FIG. In addition, when making the threaded joint (■), as shown in Fig. 4, tapered surfaces 5, 5 are provided on the inner periphery of the joint, and a tapered surface with the same slope is provided on the outer periphery of the end of the original pipe 1. 4, and screws 7 are provided on each of these tapered surfaces 5, 5, and 4 to be screwed together. However, in this case, cutting of the screw 7 also creates a defect on the original tube 1 side, so it is impossible to maintain the original cross-sectional area, and it is possible to use an upset type screw, but it is an expensive and expensive method. However, it is unavoidable that each screw thread will undergo shear failure due to stress concentration. Furthermore, the provision of the fitting mechanism (2) has many drawbacks as a joint for ground pile prevention piles, such as the unavoidable loss of functionality due to the loss of the upper section, which is expensive.
フランジ式ボルト継手は、第６図に示すように原管１，
１ａＫフランジ８，８ａを設けてボルト・ナツト９で結
合したものであるが、フランジ部の肉厚が過大となる上
、現場においてもトルクレンチを使用する必要があるた
めその施工管理を厳重にしなければならず、トータルと
しての施工時間。As shown in Fig. 6, the flange type bolt joint has a main pipe 1,
1aK flanges 8 and 8a are provided and connected with bolts and nuts 9, but the wall thickness of the flange part is excessive, and it is necessary to use a torque wrench on site, so the construction must be strictly controlled. Not only that, but also the total construction time.
施工費が増大する欠点がある。The disadvantage is that construction costs increase.
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、継手部も原管と同様の強度を有し、現場に
おける施工が容易で施工時間の短縮が可能であわ、かつ
安価が地すべり防止杭を提供することを目的としたもの
である。The present invention was made in order to solve the above-mentioned conventional problems, and the joint part has the same strength as the original pipe, easy to construct on site, and shortens the construction time. The purpose is to provide low-cost landslide prevention piles.
本発明に係る地すべり防止杭は、上記の目的を達成する
ため、内周面にテーパ一部を有する継手と、端部外周面
に前記テーパ一部と同じ勾配のテーパ一部を有する原管
とを結合してなる杭において、前記テーパ一部の勾配を
継手、原管とも１１５０乃至’／２［１［１に形成する
と共に、該テーノく一部の先端部にそれぞれ非接触部を
設けたことを特徴とするものである。In order to achieve the above object, the landslide prevention pile according to the present invention includes a joint having a tapered part on the inner circumferential surface, and an original pipe having a tapered part having the same slope as the tapered part on the end outer circumferential surface. In the pile formed by joining the tapered parts, the slope of the taper part is formed to be 1150 to 1/2[1[1] for both the joint and the original pipe, and a non-contact part is provided at the tip of the tapered part. It is characterized by this.
さらに本発明は、上記の地すベシ防止杭において、下記
■〜■の少くとも１つ以上を備えたことを特徴とするも
のである。■継手の長さを原管外径の２．０〜３．５倍
としたこと、■各チー・く一部の表面をＪＩＳ仕上記号
のＷに仕上げたこと、■継手及び原管のテーパ一部を、
継手に上下の原管を結合したとき対向する両原管の端部
間に２０〜３０協の間隙が存在するように構成したこと
、■原管の先端部に補強円板若しくは補強中空板又は補
強十字リプを取付けたこと、■原管の先端部とテーパー
終端部にそれぞれ補強円板若しくは補強中空板又は補強
十字リブを取付けたこと。Furthermore, the present invention is characterized in that the above-mentioned foundation pile prevention pile is provided with at least one or more of the following items (1) to (2). ■The length of the joint is 2.0 to 3.5 times the outer diameter of the original tube, ■The surface of each cheek and groove is finished with the JIS finishing symbol W, ■The taper of the joint and the original tube. some of it,
When the upper and lower master tubes are connected to the joint, there is a gap of 20 to 30 mm between the opposing ends of the two master tubes; ■ A reinforcing disk or reinforcing hollow plate or A reinforcing cross lip was installed; ■ A reinforcing disk, a reinforcing hollow plate, or a reinforcing cross rib was installed at the tip of the original tube and the tapered end, respectively.
以下図面を用いて本発明を説明する。The present invention will be explained below using the drawings.
第７図は本発明実施例の正面図である。１１は鋼管杭か
らなる原管、１５は原管と同じ材料からなる継手である
。本発明は、第８図に示すように、原管１１．１１ａを
所定の推力で継手１５に挿入して両者を結合することを
特長とするもので、このため、継手１５の内周面両側に
はテーパ一部１６゜１６ｍが設けられており、原管１１
，１１ａの端部外周面にもテーパ一部１６．１６ａと同
一勾配のテーパ一部１２．１２ａが設けられている。こ
れら継手１５と原管１１．１１ｍのテーパ一部１６゜１
６ａ、１２．１２ｍは、切削に際して所定の粗さく引抜
き力に対する摩擦抵抗）を持たせるように仕上げである
。FIG. 7 is a front view of an embodiment of the present invention. Reference numeral 11 is a master pipe made of a steel pipe pile, and reference numeral 15 is a joint made of the same material as the master pipe. As shown in FIG. 8, the present invention is characterized in that the original tube 11.11a is inserted into the joint 15 with a predetermined thrust to connect the two. A part of the taper is 16° and 16m, and the original pipe 11
, 11a is also provided with a tapered portion 12.12a having the same slope as the tapered portion 16.16a. These joints 15 and the taper part of the original pipe 11.11m 16°1
6a and 12.12m are finished to have a predetermined roughness (frictional resistance against pulling force) during cutting.
また、原管１１．１１ａを継手１５に挿入するとき、第
８図に示すように中央部に間隙りを形成するように結合
する。この間隙ｔは通常２０〜６０■、即ち、継手１５
の中央断面から原管１１゜１１ ａｔでを、それぞれ１
０〜１５ｍになるようにしたものである。Further, when inserting the original pipe 11.11a into the joint 15, the original pipe 11.11a is connected so as to form a gap in the center as shown in FIG. This gap t is usually 20 to 60 cm, that is, the joint 15
From the central cross section of the original tube at 11°11 at, respectively 1
The length is 0 to 15 m.
継手１５に用いる鋼管の長さＬ１外径′Ｄ１、内径ｄ、
及び肉厚ｔ、は、原管１１の外径）、内径ｄ２、肉厚１
１に対して、次の関係を満足するものとし、テーパーの
勾配は、１１５ｏ〜’／２００ とする。The length L1 of the steel pipe used for the joint 15, the outer diameter 'D1, the inner diameter d,
and the wall thickness t is the outer diameter of the original tube 11), the inner diameter d2, and the wall thickness 1
1, the following relationship shall be satisfied, and the slope of the taper shall be 115o~'/200.
Ｌ ＝ ２． ＯＤｆｆｉ〜３．５ Ｄ２ｎｔ＞ ａ、
＞ ａ。L=2. ODffi~3.5 D2nt>a,
> a.
ｔ、≧を鵞又は
（継手中央部の断面係数）≧（原管の断面係数）
さらに、継手１５と原管１１との最終結合状態における
テーパ一部１６，１６ａ、１２．１２ａの端部の相手方
と接触する面を切除して、第９図に示すようにそれぞれ
非接触部１７．１３を形成する。t, ≧ or (section modulus of the central part of the joint) ≧ (section modulus of the original pipe) Furthermore, the end portions of the tapered portions 16, 16a, 12.12a in the final connected state of the joint 15 and the original pipe 11. The surfaces that come into contact with the counterpart are cut out to form non-contact parts 17 and 13, respectively, as shown in FIG.
上記のように構成した地すべり防止杭は、先ず工場で下
杭に相当する原管を所定の推力で継手の一方に挿入して
出荷する。現地では、プレボーリングした穴にとの下杭
を建込んだのち、上杭に和尚する原管を所定の推力で継
手の他方に挿入してこれらを一体に結合し、杭の周囲を
埋戻す。なお、必要に応じて、設置した地すべυ防止杭
にコンクリートを充填する。The landslide prevention pile constructed as described above is first shipped at a factory by inserting the original pipe corresponding to the lower pile into one side of the joint with a predetermined thrust. At the site, after the lower pile is erected in the pre-bored hole, the original pipe attached to the upper pile is inserted into the other side of the joint with a specified thrust to join them together, and the area around the pile is backfilled. . In addition, if necessary, the installed landslide prevention piles will be filled with concrete.
次に、本発明の作用及びこれによって得られる効果につ
いて説明する。本発明の効果は、大別して次の２点に要
約することができる。Next, the operation of the present invention and the effects obtained thereby will be explained. The effects of the present invention can be roughly summarized into the following two points.
（１）現地における施工がきわめて容易で、施工時間が
短かい。(1) On-site construction is extremely easy and construction time is short.
（２）継手部は、原管と同等以上の曲げ耐力が得られる
。(2) The joint part has a bending strength equal to or higher than that of the original pipe.
上記の特長をさらに詳述すれば、次の通シである。The above features are explained in more detail as follows.
（１）施工の容易、施工時間の短縮について継手１５の
先端部の内径が、上杭である原管１１の先端部の外径よ
シ大きいことから、挿入し易いことは容易に理解できる
。まだ、上杭である原管１１を継手１５に挿入したのち
所定の推力で結合しなければならないが、それは重力を
利用するか小型のジヤツキを用いる等の方法によればよ
いので、これまたきわめて容易である。さらに、継手１
５及び原管１１のテーパ一部１６．１２の加工精度に若
干の誤差があっても、両原管１１，１１ａの先端の間隙
ｔで調整できるので問題はない。(1) Ease of construction and reduction of construction time It is easy to understand that the inner diameter of the tip of the joint 15 is larger than the outer diameter of the tip of the original pipe 11, which is the upper pile, so it is easy to insert. It is still necessary to insert the original pipe 11, which is the upper pile, into the joint 15 and then connect it with a predetermined thrust, but this can be done by a method such as using gravity or a small jack, so this is also extremely easy. It's easy. Furthermore, joint 1
Even if there is a slight error in the machining accuracy of the tapered portions 16 and 12 of the master tubes 11 and 11, there is no problem because it can be adjusted by adjusting the gap t between the tips of both the master tubes 11 and 11a.
（２） 曲げ耐力について、
原管１１，１１ａと継手１５との継手部の断面は、すべ
て原管１１．１１ａと継手１５がテーパ一部１２．１２
ａ、１６を介して相接している同心円環であるから、両
者のテーパ一部１２．１２ａと１６との肉厚の和を原管
の肉厚よシ大きくしておけば、その幾何学的意味での断
面諸性能はすべて原管１１，１１ａのそれよシ大きくで
きる。ただし、この特長を発揮するためには、次の２つ
の条件が満足されなければならない。(2) Regarding bending strength, the cross section of the joint between the original pipes 11, 11a and the joint 15 is such that the original pipe 11.11a and the joint 15 are tapered at a portion 12.12.
Since they are concentric rings that are in contact with each other via a and 16, if the sum of the wall thicknesses of both tapered parts 12.12a and 16 is made larger than the wall thickness of the original tube, its geometry will be In this sense, all the cross-sectional performances can be made greater than those of the master tubes 11 and 11a. However, in order to take advantage of this feature, the following two conditions must be satisfied.
（４）継手１５と原管１１，１１ａがずれ変位を起さな
いこと。(4) The joint 15 and the original tubes 11, 11a should not be displaced.
（Ｂ） 継手１５が原管１１，１１ａの弾性限度以内
（地すべり防止杭そのものの設計荷重以内）で局部変形
を生ずることなく、断面保持をしていること。(B) The joint 15 maintains its cross section without causing local deformation within the elastic limit of the original pipes 11 and 11a (within the design load of the landslide prevention pile itself).
本発明の最大の特長は、この２つの問題点を解決したこ
とにある。先ず（４）のずれ変位の問題に対しては、テ
ーパ一部１２，１２ａ及び１６の勾配。The greatest feature of the present invention is that it solves these two problems. First, regarding the problem of displacement (4), consider the slope of the tapered portions 12, 12a, and 16.
加工仕上粗さ及び嵌合時の推力を調整す石ことによシ解
決した。即ち、通常の切削機による仕上粗さＷ（ＪＩＳ
−Ｂ−０６０１ｒ表面粗さ」表面粗さ区分の仕上記号に
よる）で、１１５ｏ〜１／２ｏＯのテーパー勾配であれ
ば、原管１１の径の２．０〜５．５倍のテーパー接触部
を設けることによシ、原管１１の弾性限度内曲げ載荷時
に継手１５と原管１１にずれの生じないことが、理論的
、実験的に確かめられた。The problem was solved by adjusting the roughness of the machining finish and the thrust force during fitting. That is, the finish roughness W (JIS
-B-0601r surface roughness (according to the finish symbol of the surface roughness classification), if the taper slope is 115o to 1/2oO, the taper contact part is 2.0 to 5.5 times the diameter of the original tube 11. It has been theoretically and experimentally confirmed that by providing this, no misalignment occurs between the joint 15 and the original tube 11 when the original tube 11 is subjected to bending loading within its elastic limit.
また、（Ｂ）の断面保持の問題に対しては、第９図に示
すように、継手１５と原管１１のテーパ一部１６．１２
の先端部に非接触部１７．１３を設けることによシ解決
した。即ち、曲げ載荷時に最も応力が集中し局部変形を
生じ易い個所は、第９図のａ、ｂ部である。そこで、と
のａ、ｂ部よシ外側にテーパ一部１２．１６よシも勾配
の大きいテーパー（切除部）をつけた非接触部１３．１
７を設け、こ＼に応力を負担させることによＪａ、ｂ部
分の局部変形を防止し、断面保持を可能にしたものであ
る。なお、断面保持を可能にするには、上記のほか、第
１０図、第１１図及び第１２図に示すように、原管１１
の先端部に補強円板２１もしくは補強中空円板２２又は
補強十字リブ２３を嵌装して溶接してもよい。さらに、
第１６図、第１４図及び第１５図に示すように、上記第
１０図乃至第１２図の補強に併せて、原管１１のテーパ
ー終端部内側に、補強円板２１ａ、補強中空円板２２ａ
又は補強十字リブ２３ａを挿入して溶接２４してもよく
、またこれらを適宜組合わせてもよい。In addition, to solve the problem of maintaining the cross section in (B), as shown in FIG.
This problem was solved by providing a non-contact part 17.13 at the tip of the. That is, the locations where stress is most concentrated and local deformation is most likely to occur during bending loading are sections a and b in FIG. 9. Therefore, a non-contact part 13.1 with a taper (excision part) with a larger slope than the taper part 12.16 is made on the outside of parts a and b.
7 is provided, and by applying stress thereto, local deformation of the Ja and b portions can be prevented and the cross section can be maintained. In addition to the above, in order to maintain the cross section, as shown in FIGS. 10, 11, and 12,
A reinforcing disk 21, a reinforcing hollow disk 22, or a reinforcing cross rib 23 may be fitted and welded to the tip of the reinforcing disk. moreover,
As shown in FIG. 16, FIG. 14, and FIG. 15, in addition to the reinforcement shown in FIGS.
Alternatively, reinforcing cross ribs 23a may be inserted and welded 24, or these may be combined as appropriate.
以上本発明の実施例について述べたが、本発明はこれに
限定するものではなく、本発明の要旨を逸脱しない範囲
で適宜変更しうろことは云う迄もない。Although the embodiments of the present invention have been described above, it goes without saying that the present invention is not limited thereto and may be modified as appropriate without departing from the gist of the present invention.
上記の説明から明らかなように、本発明によれば、継手
部も原管と同様の強度を有し、現場における施工が容易
で施工時間も大幅に短縮でき、その上安価な地すベシ防
止杭が得られるので、実施による効果きわめて大である
。As is clear from the above description, according to the present invention, the joint part also has the same strength as the original pipe, and construction on the site is easy and the construction time can be significantly shortened. Since piles can be obtained, the effect of implementation is extremely large.
第１図乃至第６図は従来の地すべり防止杭の継手部の構
成を及び結合状態を示す一部断面図で、第１図は突合せ
溶接継手、第２図、第３図は内装式はめ込み継手、第４
図、第５図はカップリング式継手、第６図はフランジ式
ボルト継手である。
第７図は本発明実施例の正面図、第８図はその結合状態
を示す正面図、第９図は要部の断面図、第１０図（ａ）
、 （ｂ）乃至第１５図（ａ） 、 （ｂ）はそれぞ
れ原管の断面保持の実施例を示す平面図及び正面図であ
る。
１１．１１ａ：原管、１５：継手、１２ 、１２ａ。
１６：テーパ一部、１３．１７：非接触部、２１：補強
円板、２２：中空円板、２６：十字リブ。
代理人 弁理士 木材 三 朗Figures 1 to 6 are partial cross-sectional views showing the structure and connection state of the joints of conventional landslide prevention piles. Figure 1 is a butt-welded joint, and Figures 2 and 3 are internal fitting joints. , 4th
5 shows a coupling type joint, and FIG. 6 shows a flange type bolt joint. Fig. 7 is a front view of the embodiment of the present invention, Fig. 8 is a front view showing its combined state, Fig. 9 is a sectional view of the main part, Fig. 10 (a)
, (b) to FIG. 15(a) and (b) are a plan view and a front view, respectively, showing an example of maintaining the cross section of the original tube. 11.11a: Original tube, 15: Joint, 12, 12a. 16: Tapered part, 13.17: Non-contact part, 21: Reinforcement disk, 22: Hollow disk, 26: Cross rib. Agent Patent Attorney Sanro Kiku
Claims (6)
局面に前記テーパ一部と同じ勾配のテーパ一部を有する
原管とを結合してなる杭において、前記テーパ一部の勾
配を継手、原管とも１１５゜乃至’／２００に形成する
と共に、該テーパ一部の先端部にそれぞれ非接触部を設
けたことを特徴とする地すべり防止杭。(1) In a pile formed by joining a joint having a tapered part on the inner peripheral surface and a master pipe having a taper part having the same slope as the taper part on the outer surface of the end, the slope of the taper part A landslide prevention pile characterized in that both the joint and the original pipe are formed at an angle of 115° to 1/200°, and a non-contact portion is provided at the tip of a portion of the taper.
としたことを特徴とする特許請求の範囲第１項記載の地
すベシ防止杭。(2) The pile for preventing ground bedding according to claim 1, characterized in that the length of the joint is 2.0 to 3.5 times the outer diameter of the original pipe.
Ｗに仕上げたことを特徴とする特許請求の範囲第１項記
載の地すペシ防止杭。(3) The soil-slip prevention pile according to claim 1, characterized in that the surface of a portion of each of the tapers is finished with a JIS finishing symbol of W.
の原管を結合したとき対向する両原管の端部間に２０乃
至３０■の間隙が存在するように構成したことを特徴と
する特許請求の範囲第１項記載の地すベシ防止杭。(4) The taper part of the joint and the master pipe is configured so that when the upper and lower master pipes are connected to the joint, there is a gap of 20 to 30 square meters between the opposing ends of the master pipes. A pile for preventing earth bedding according to claim 1.
空板又は補強十字リブを取付けたことを特徴とする特許
請求の範囲第１項記載の地すベシ防止杭。(5) The earth bedding prevention pile according to claim 1, characterized in that a reinforcing disk, a reinforcing hollow plate, or a reinforcing cross rib is attached to the tip of the original pipe.
れ補強円板もしくは補強中空板又は補強十字リブを取付
けたことを特徴とする特許請求の範囲第１項記載の地す
ペシ防止杭。(6) The anti-slip pile according to claim 1, wherein a reinforcing disk, a reinforcing hollow plate, or a reinforcing cross rib is attached to the tip end and the tapered end of the original pipe, respectively.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP10388883A JPS59228521A (en) | 1983-06-10 | 1983-06-10 | Landslide preventive pile |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP10388883A JPS59228521A (en) | 1983-06-10 | 1983-06-10 | Landslide preventive pile |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| JPS59228521A true JPS59228521A (en) | 1984-12-21 |
Family
ID=14365962
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| JP10388883A Pending JPS59228521A (en) | 1983-06-10 | 1983-06-10 | Landslide preventive pile |
Country Status (1)
| Country | Link |
|---|---|
| JP (1) | JPS59228521A (en) |
Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPS62190730U (en) * | 1986-05-24 | 1987-12-04 | ||
| JPS6471916A (en) * | 1987-09-09 | 1989-03-16 | Nippon Steel Corp | Connection of steel tubular pile |
| JP2000045267A (en) * | 1998-07-29 | 2000-02-15 | Geotop Corp | Construction method of follower pile |
| JP6095189B1 (en) * | 2016-09-29 | 2017-03-15 | 株式会社みらい技術研究所 | Joint for underpinning method and underpinning method using the joint |
| KR20220001175A (en) * | 2020-06-29 | 2022-01-05 | 이상정 | Casing coupler for micro pile |
| KR20220001176A (en) * | 2020-06-29 | 2022-01-05 | 이상정 | Front tip reinforcement ring for micro pile |
-
1983
- 1983-06-10 JP JP10388883A patent/JPS59228521A/en active Pending
Cited By (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPS62190730U (en) * | 1986-05-24 | 1987-12-04 | ||
| JPS6471916A (en) * | 1987-09-09 | 1989-03-16 | Nippon Steel Corp | Connection of steel tubular pile |
| JPH0454763B2 (en) * | 1987-09-09 | 1992-09-01 | Nippon Steel Corp | |
| JP2000045267A (en) * | 1998-07-29 | 2000-02-15 | Geotop Corp | Construction method of follower pile |
| JP6095189B1 (en) * | 2016-09-29 | 2017-03-15 | 株式会社みらい技術研究所 | Joint for underpinning method and underpinning method using the joint |
| KR20220001175A (en) * | 2020-06-29 | 2022-01-05 | 이상정 | Casing coupler for micro pile |
| KR20220001176A (en) * | 2020-06-29 | 2022-01-05 | 이상정 | Front tip reinforcement ring for micro pile |
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