JP2559394Y2 - Rock anchored octopus foot anchor foundation - Google Patents
Rock anchored octopus foot anchor foundationInfo
- Publication number
- JP2559394Y2 JP2559394Y2 JP9859191U JP9859191U JP2559394Y2 JP 2559394 Y2 JP2559394 Y2 JP 2559394Y2 JP 9859191 U JP9859191 U JP 9859191U JP 9859191 U JP9859191 U JP 9859191U JP 2559394 Y2 JP2559394 Y2 JP 2559394Y2
- Authority
- JP
- Japan
- Prior art keywords
- foundation
- rock
- layer
- bedrock
- anchor
- 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
Landscapes
- Investigation Of Foundation Soil And Reinforcement Of Foundation Soil By Compacting Or Drainage (AREA)
- Foundations (AREA)
Description
【考案の詳細な説明】[Detailed description of the invention]
【０００１】[0001]
【産業上の利用分野】この考案は、送電線路の鉄塔基礎
の構成ならびに組合せに係わるものである。BACKGROUND OF THE devised, also of the is that involved in the construction and the combination of the tower foundation of power transmission line.
【０００２】[0002]
【従来の技術】従来、公知技術として岩盤層に適用する
ロックアンカー基礎の構成は、第３図のように錨材
（８）により荷重を伝達する床板部（５）と主脚材
（２）により荷重を伝達する柱体部（４）よりなる逆Ｔ
字型基礎（９）を岩盤上にを設置し、その床板部（５）
に床板部（５）を通してボーリングマシン等で岩盤を削
穿した孔にＰＣケーブルまたはＰＣ鋼棒等の引張鋼材
（７）を挿入した後緊張し、孔内にセメントモルタルを
充填して岩盤層に群ロックアンカー（６）を定着させる
技術があるがロックアンカーの水平耐力に問題があるた
め実用化に至っておらず、一般的には、岩盤層を破砕、
掘削（削岩機、発破等を使用）し、逆Ｔ字型基礎あるい
は深礎基礎の基礎体を岩盤層に直埋する工法が採用され
ている。 2. Description of the Related Art Conventionally , the structure of a rock anchor foundation applied to a bedrock layer as a well-known technique is as shown in FIG.
Floor plate (5) and main leg material transmitting load by (8)
Inverted T consisting of the column (4) transmitting the load by (2)
Place the foundation (9) on the bedrock and the floorboard (5)
Cut rock with boring machine etc. through floor plate (5)
Nervous After inserting the tension steel (7), such as a PC cable or PC steel rod puncture pores, filled with cement mortar to fix the group lock anchor (6) in rock layers in the hole
There is technology, but there is a problem with the horizontal strength of the lock anchor
Has not yet been put into practical use, and in general,
Excavation (using rock drills, blasting, etc.) and an inverted T-shaped foundation or
Adopted a method of directly burying the foundation of the deep foundation in the bedrock layer.
ing.
【０００３】[0003]
【考案が解決しようとする課題】しかし、上記のロック
アンカー基礎の構成は、鉄塔上部からの荷重（圧縮力、
引揚力、水平力）を地盤に伝える主脚材（２）と錨材
（８）を抱持する逆Ｔ字型基礎（９）と、この基礎の床
板部（５）に別途、岩盤層に穿孔打設した群ロックアン
カー（６）を定着しているが、群ロックアンカー（６）
には引揚力のみを期待しており、圧縮と水平力は、逆Ｔ
字型基礎（９）の床板部に期待する構造のため、群ロッ
クアンカー（６）の水平力の影響（剪断破壊）あるいは
水平支持力確保のための床板部（５）側面の拡大等の対
応策が必要であった。この考案は、これらの問題を解決
するため、第１図のように鉄塔基礎の脚材である主脚材
（２）を直接、岩盤層に削穿した孔に挿入し、セメント
モルタルを充填して脚材を岩盤に定着させ、岩盤そのも
のを鉄塔基礎の躯体とすることにより水平支持力の一層
の確保を、また主脚材（２）周辺の岩盤層に打設した群
ロックアンカー（６）を主脚材（２）の周りの表土層に
繞設した逆Ｔ字型基礎体（９）の床板部（５）に定着し
て基礎体と結合させた群ロックアンカー（６）に引揚力
のみを負担させることによって基礎地盤の支持力の向上
を図り、上記の欠点を補うものである。[Problems to be solved by the present invention] However, the above-mentioned structure of the rock anchor foundation is based on a load (compression force,
Inverted T-shaped foundation (9) holding the main leg material (2) and anchor material (8) for transmitting the lifting force and horizontal force) to the ground, and the floor plate (5) of this foundation separately on the bedrock layer The group lock anchor (6) that has been punched and set is fixed.
We expect only repatriation force, the compression and horizontal force is reversed T
Because of the expected structure of the floor panel of the character-shaped foundation (9) , the horizontal lock of the group lock anchor (6) is affected by the horizontal force (shear breaking) or the side of the floor panel (5) for securing the horizontal support force is enlarged.
Response measures were required. This invention solves these problems
To order, main landing gear material is a leg member of the tower foundation (2) directly, as in the first diagram, and inserted into puncture pores cut the rock formation, cement
Filling the mortar and fixing the leg material to the bedrock, and using the bedrock itself as the base of the steel tower base to further increase the horizontal bearing capacity
The securing of the addition, Shuashizai (2) inverted T-shaped base body that Nyo設the topsoil layer around the periphery group rock anchor that Da設bedrock layer (6) Shuashizai (2) (9) fixed on the floor of the (5)
By applying only the lifting force to the group lock anchor (6) connected to the foundation, the supporting force of the foundation ground is improved, and the above-mentioned disadvantage is compensated.
【０００４】[0004]
【課題を解決するための手段】この考案による基礎体の
構成を第１図により説明すると、鉄塔を建設する現場
（山岳地等）に設置した削岩機（ボーリングマシン等）
により主脚材（２）の据付け方向（転び）と同一方向に
主脚材（２）の外径より大きい内径の斜孔を表土層（ケ
ーシング使用）から岩盤層の地盤に亘って所定の深さま
で穿孔し、支圧板（１）が溶接された主脚材（２）を、
その孔に挿入し、所定の位置に据付け斜設する。据付け
寸法（向き、レベル、転び、寸法等）を確認後、主脚材
（２）の頂部を支持材にて固定後、孔壁と主柱材（鋼管
等）とのギャップ（３）にセメントモルタルを充填（岩
盤層の孔壁に亀裂が存在する場合は加圧注入）して孔内
に斜設した主脚材（２）を岩盤層に定着させる。主脚材
（２）の周辺の表土層を掘削し、露出した岩盤上に柱体
部（４）が主脚材（２）を抱持し、群ロックアンカー
（６）を定着させる床板部（５）を持った逆Ｔ字型基礎
（９）を繞設し、この基礎の床板部（５）に床板部
（５）を通して主脚材（２）の周辺の岩盤層に別途、打
設（ボーリングマシンで穿孔し、引張鋼材を挿入後、緊
張し、セメントモルタルを充填して固定）した群ロック
アンカー（６）を締着金具にて床板部（５）に定着す
る。床板部（５）に群ロックアンカー（６）を定着後、
掘削表土を埋戻し、逆Ｔ字型基礎（９）の周辺の土壌を
突き固める。Means for Solving the Problems] To describe the structure of the basic body according to the invention by first view, the site to build a tower
Rock drills ( boring machines, etc.) installed in (mountainous areas, etc.)
The Shuashizai (2) of the mounting direction (fell) and overburden layer an inner diameter larger oblique bore than the outer diameter of the same direction to the main leg member (2) (Ke
Piercing to a predetermined depth over the ground of the bedrock layer, and the main leg material (2) to which the bearing plate (1) is welded ,
Was inserted into the hole, it obliquely sets installed in place. After confirming the installation dimensions (direction, level, falling, dimensions, etc.) , fix the top of the main leg (2) with the support material, and then use the hole wall and main column (steel pipe).
Filled with cement mortar in the gap (3) of the etc.) (rock
Board layer when cracks are present in the pore walls injected under pressure) to the hole
The main leg material (2) which is obliquely mounted on the bed is fixed to the bedrock layer. The topsoil layer around the main landing gear (2) is excavated, and the column (4) holds the main landing gear (2) on the exposed rock , and the group lock anchor
Near to floor portion for fixing (6) (5) an inverted T-shaped foundation with (9) Nyo設, main landing gear material through floor portion floor portion of the foundation (5) (5) (2) rock layer separately, and puncture holes in pouring (boring machine, after inserting the tensile steel, frettage
The group lock anchor (6), which has been stretched and filled with cement mortar and fixed), is fixed to the floor plate portion (5) with a fastener. After Fixing the group lock anchor (6) in the floor portion (5),
Backfill the excavated topsoil and compact the soil around the inverted T-shaped foundation (9) .
【０００５】[0005]
【作用】上記の如く主脚材（２）を岩盤層に直埋するロ
ックアンカー基礎を構成することにより、従来の主脚材
（２）と錨材（８）を抱持した逆Ｔ字型基礎（９）の躯
体規模が縮小するので、これが施工にともなう掘削量と
工事材料が減少し、機械工具も軽量化するので基礎工事
の省力化とともにコストもダウンする。また、基礎体と
なる部分（逆Ｔ字型基礎および岩盤層）の鋼管に底板
（１０）と支圧板（１）が取付いている主脚材（２）を
直接岩盤層に挿入固定することによる支圧力と水平支持
力の向上および支圧板（１）と岩盤との付着力、摩擦力
による圧縮、引揚力の向上等、岩盤そのものを基礎体と
することにより地盤の支持力も増大するため、鉄塔基礎
の安定性と信頼度も向上する。[Action] By configuring the b <br/> Kkuanka foundation above如rather main leg member (2) is directly embedded in the rock layer, conventional Shuashizai and (2) Ikarizai (8) embracing because skeleton scale of inverted T-shaped foundation and (9) is reduced, which reduces excavation amount and construction materials accompanying the construction is cost down with laborsaving foundation work since also lighter machine tools. Also, with the base body
Part (inverted T-shaped foundation and bedrock layer) on steel pipe
(10) Improving the supporting force and horizontal supporting force by directly inserting and fixing the main leg material (2) to which the supporting plate (1) is attached to the bedrock layer, and the adhesive force between the supporting plate (1) and the bedrock; compression by frictional force, improvement of repatriation force, since the support force of the ground is also increased by the basic body rock itself, improved stability and reliability of the tower foundation.
【０００６】[0006]
【実施例】第１図および第２図は、本考案によるロック
アンカー基礎の構成と施工状況を示す断面図と斜視図
で、山岳傾斜地の深部の岩盤層を削穿して打設した四本
の主脚材（２）と、この主脚材（２）を抱持して岩盤上
の表土層に繞設した逆Ｔ字型基礎（９）の床板部（５）
に引揚げ支持力を確保するため、その主脚材（２）の周
辺に別途、打設した群ロックアンカー（６）を定着結合
し、岩盤層に根を下ろしたタコ足状のロックアンカー基
礎を構成した状況を示すもので、打設するロックアンカ
ーの本数、条長は岩盤の種類、分布、堆積断層、地質構
造など強度に関する地質調査結果によって決定する。こ
のタコ足アンカー基礎を施工する場合の機械工具は、小
〜中口径（φ３００〜６００ｍｍ）の削岩機あるいはボ
ーリングマシンのほか、グラウトミキサー、コンプレッ
サー、ポンプ等であり、所要工具の総重量は３〜４屯と
従来のロックアンカー基礎工法における掘削工具に比べ
軽量となる。EXAMPLES FIGS. 1 and 2 is a cross-sectional view and a perspective view showing the configuration and construction conditions of the lock anchor foundation according the present invention, four were pouring by Kezu穿the rock layers deep mountain slopes And a floor plate portion (5) of an inverted T-shaped foundation (9) holding the main leg material (2) and surrounding the topsoil layer on the bedrock
In order to secure the lifting support force, a group lock anchor (6) that is separately casted around the main leg material (2) is anchored and connected, and an octopus foot-shaped rock anchor foundation is rooted in the bedrock layer. The number and length of rock anchors to be installed are determined based on the results of the geological survey on the strength, such as the type, distribution, sedimentary fault, and geological structure of the rock mass. Machine tool in the case of construction this Takoashi anchor foundation, small
In addition to the rock drilling machine or a ball <br/> over ring machine to medium caliber (φ300~ 6 00mm), a grout mixer, compressor, pump or the like, the total weight of the required tools 3-4 Tun and
Compared to excavation tool in conventional lock anchor foundation method becomes <br/> lightweight.
【０００７】[0007]
【考案の効果】この考案によるタコ足アンカー基礎の構
成によって得られる利点と効果を挙げれば次の通りであ
る。 １．鉄塔基礎の脚材を直接、不動地盤の岩盤層に挿入固
着することによる基礎地盤の支持力（圧縮、引揚げ、水
平力）の増加。 ２．脚材の周辺に併設した群ロックアンカーによる引揚
げ支持力の向上。 ３．主脚材と群ロックアンカーとを結合する逆Ｔ字型コ
ンクリート基礎体の小型化。 ４．施工機械工具の小型化と軽量化。 ５．掘削土量、粗骨材、仮設材等工事量の減少。 ６．上記３〜５による工事費（仮設費、運搬費、材料
費、機械工具損料、労務費等）の削減。The advantages and effects obtained by the construction of the octopus foot anchor foundation according to the present invention are as follows. 1. The supporting capacity of the foundation ground (compression, lifting, water, etc.) by inserting and fixing the leg material of the tower foundation directly to the bedrock layer of the immovable ground
Increase of Tairaryoku). 2. Improve the lifting support force by the group lock anchors attached around the leg material. 3. Miniaturization of the inverted T-shaped concrete foundation that connects the main landing gear and the group lock anchor. 4. Smaller and lighter construction machine tools. 5. Excavated soil amount, coarse aggregate, reduction of temporary material, such as construction amount. 6. Construction costs by the 3-5 (temporary costs, transportation costs, material costs, machine tool rent for, labor costs, etc.), down-cutting of.
【第１図】本考案による岩盤定着型タコ足アンカー基礎
の一脚施工についての断面図。 FIG . 1 is a sectional view of a monolithic construction of a rock anchored octopus foot anchor foundation according to the present invention .
【第２図】四脚施工についての斜視図。 FIG . 2 is a perspective view of a quadruped construction .
【第３図】従来のロックアンカー基礎の一脚施工につい
ての断面図。 FIG. 3 is a cross-sectional view of a monopod construction of a conventional lock anchor foundation .
１． 支圧板 ２． 主脚材（主柱材） ３． ギャップ ４． 柱体部 ５． 床板部 ６． 群ロックアンカー ７． 引張鋼材（ＰＣケーブル、ＰＣ鋼棒） ８． 錨材 ９． 逆Ｔ字型（鉄筋コンクリート）基礎 １０． 底板 1 . Support plate 2 . Shuashizai (main pillar) 3. Gap 4 . Column part 5 . Floor plate 6 . Group lock anchor 7 . Tensile steel (PC cable, PC steel bars) 8. Anchor 9 . Inverted T-shaped (reinforced concrete) foundation 10 . Bottom plate
Claims (1)
風化岩層を含む）を削穿した斜孔に鉄塔基礎材用コンク
リート充填鋼管で支圧板（１）を持った主脚材（２）を
挿入し、孔壁とのギャップ（３）にセメントモルタルを
充填して岩盤に主脚材（２）を定着する。 ２．表土層（母岩が風化作用により土壌化した層を含
む）を掘削し、鉄筋コンクリート基礎体の柱体部（４）
が主脚材（２）を抱持する逆Ｔ字型基礎（９）を岩盤上
に繞設し、その床板部（５）に床板部（５）を通して別
途主脚材（２）の周辺の岩盤層を穿孔して斜設した群ロ
ックアンカー（６）を定着する。上記の如く鉄塔の基礎
体がタコ足状に構成される岩盤定着型タコ足アンカー基
礎。Claims 1 . Bedrock layer (not including discontinuous cracks
The main landing gear (2) with the support plate (1) made of concrete-filled steel pipe for steel tower foundations is inserted into the sloped hole ( including weathered rock layer ), and cement mortar is inserted into the gap (3) with the hole wall. After filling, the main leg material (2) is fixed to the bedrock. 2 . Topsoil layer (including layer where host rock was soiled by weathering)
Drilling-free), the pillar body of the reinforced concrete base body (4)
There was Nyo設inverted T-shaped foundation (9) on the bedrock embracing main leg member (2), the periphery of the floor portion separately main leg member through floor portion (5) (5) (2) perforating the rock layer for fixing a group lock anchor (6) that is obliquely set. The foundation of the tower as above
A rock anchored octopus foot anchor foundation whose body is composed of an octopus foot.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP9859191U JP2559394Y2 (en) | 1991-09-23 | 1991-09-23 | Rock anchored octopus foot anchor foundation |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP9859191U JP2559394Y2 (en) | 1991-09-23 | 1991-09-23 | Rock anchored octopus foot anchor foundation |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| JPH0676426U JPH0676426U (en) | 1994-10-28 |
| JP2559394Y2 true JP2559394Y2 (en) | 1998-01-14 |
Family
ID=14223888
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| JP9859191U Expired - Lifetime JP2559394Y2 (en) | 1991-09-23 | 1991-09-23 | Rock anchored octopus foot anchor foundation |
Country Status (1)
| Country | Link |
|---|---|
| JP (1) | JP2559394Y2 (en) |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104453336A (en) * | 2014-11-04 | 2015-03-25 | 国家电网公司 | Base structure of high-pressure steel pipe pole |
Families Citing this family (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP3831737B2 (en) * | 2004-09-17 | 2006-10-11 | 東京電力株式会社 | Steel tower basic structure |
| WO2010006659A1 (en) * | 2008-07-15 | 2010-01-21 | Siemens Aktiengesellschaft | Method for the assembly of a tower and tower |
| KR101019735B1 (en) * | 2009-12-29 | 2011-03-08 | (주)한국에스코 | The overthrow preventive construction of high pressure electricity steel tower |
-
1991
- 1991-09-23 JP JP9859191U patent/JP2559394Y2/en not_active Expired - Lifetime
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104453336A (en) * | 2014-11-04 | 2015-03-25 | 国家电网公司 | Base structure of high-pressure steel pipe pole |
| CN104453336B (en) * | 2014-11-04 | 2019-12-17 | 国家电网公司 | Base structure of high-pressure steel pipe pole |
Also Published As
| Publication number | Publication date |
|---|---|
| JPH0676426U (en) | 1994-10-28 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN108412225A (en) | The underground of existed building adds a layer construction method | |
| US20070048095A1 (en) | Supported Underpinning Piers | |
| KR100468035B1 (en) | A Precast Concrete Block for Retaining-Wall and Construction Method of Retaining-Wall for using Top-down Method | |
| JPH06294136A (en) | Soil improvement pile | |
| CN113863706B (en) | Construction method and application device of existing building low-clearance lower rotary-jet static pressure composite pile | |
| JP3886261B2 (en) | Slope stabilization method and slope independent pressure receiving device | |
| JPS5985028A (en) | Steel pipe pile and laying work thereof | |
| JP2559394Y2 (en) | Rock anchored octopus foot anchor foundation | |
| CN1027387C (en) | Method for supporting deep-foundation side wall by use of channel-section steel and anchor bar concrete pile | |
| JP3185440U (en) | Solar panel installation structure | |
| CN115613559A (en) | Telescopic steel spiral pile and construction method | |
| KR20100136900A (en) | Reinforcing method for structure base | |
| JPH1082057A (en) | Method of earthquake-resisting pile foundation construction | |
| KR20100123576A (en) | Method for carrying out improved pile | |
| JPH1082056A (en) | Method of earthquake-resisting pile foundation construction | |
| JPH1150407A (en) | Road and construction method thereof | |
| Hon et al. | Design and construction of an underpinning and earth-retaining system for Lehigh Valley Hospital building | |
| RU204145U1 (en) | ELEMENT OF MOUNTING STRUCTURE ON A ROCK BASIS | |
| JP2992915B2 (en) | Supporting method for underground continuous wall | |
| KR100296412B1 (en) | Foundation method on bedrock | |
| JPH09125405A (en) | Deep foundation for inclined tower leg | |
| Siegel et al. | Combination of ground improvement techniques for support of shallow foundations in karst | |
| CN105586973A (en) | Composite snap-in pile retaining wall construction method and a composite snap-in pile retaining wall structure | |
| JP2011043047A (en) | Improved/reinforced structure of existing gravity type quay | |
| CN2066492U (en) | Anchoring-bolt for shaft-lining protection |