JPH0562161B2 - - Google Patents
Info
- Publication number
- JPH0562161B2 JPH0562161B2 JP6774188A JP6774188A JPH0562161B2 JP H0562161 B2 JPH0562161 B2 JP H0562161B2 JP 6774188 A JP6774188 A JP 6774188A JP 6774188 A JP6774188 A JP 6774188A JP H0562161 B2 JPH0562161 B2 JP H0562161B2
- Authority
- JP
- Japan
- Prior art keywords
- anchor
- steel material
- protective
- concrete
- retaining wall
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Expired - Fee Related
Links
- 229910000831 Steel Inorganic materials 0.000 claims description 53
- 239000010959 steel Substances 0.000 claims description 53
- 239000000463 material Substances 0.000 claims description 43
- 230000001681 protective effect Effects 0.000 claims description 34
- 239000004567 concrete Substances 0.000 claims description 27
- 239000011435 rock Substances 0.000 claims description 16
- 239000011178 precast concrete Substances 0.000 claims description 9
- 239000011440 grout Substances 0.000 claims description 3
- 239000004570 mortar (masonry) Substances 0.000 claims description 2
- 230000037431 insertion Effects 0.000 description 9
- 238000003780 insertion Methods 0.000 description 9
- 239000004568 cement Substances 0.000 description 5
- 238000010276 construction Methods 0.000 description 5
- 239000008267 milk Substances 0.000 description 5
- 210000004080 milk Anatomy 0.000 description 5
- 235000013336 milk Nutrition 0.000 description 5
- 239000002184 metal Substances 0.000 description 4
- 238000005553 drilling Methods 0.000 description 3
- 230000000630 rising effect Effects 0.000 description 3
- 238000005452 bending Methods 0.000 description 1
- 230000015572 biosynthetic process Effects 0.000 description 1
- 230000000694 effects Effects 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 238000002347 injection Methods 0.000 description 1
- 239000007924 injection Substances 0.000 description 1
- 238000009434 installation Methods 0.000 description 1
- 239000004576 sand Substances 0.000 description 1
- 238000010008 shearing Methods 0.000 description 1
- 238000004804 winding Methods 0.000 description 1
Classifications
-
- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01F—ADDITIONAL WORK, SUCH AS EQUIPPING ROADS OR THE CONSTRUCTION OF PLATFORMS, HELICOPTER LANDING STAGES, SIGNS, SNOW FENCES, OR THE LIKE
- E01F7/00—Devices affording protection against snow, sand drifts, side-wind effects, snowslides, avalanches or falling rocks; Anti-dazzle arrangements ; Sight-screens for roads, e.g. to mask accident site
- E01F7/04—Devices affording protection against snowslides, avalanches or falling rocks, e.g. avalanche preventing structures, galleries
- E01F7/045—Devices specially adapted for protecting against falling rocks, e.g. galleries, nets, rock traps
Landscapes
- Engineering & Computer Science (AREA)
- Architecture (AREA)
- Civil Engineering (AREA)
- Structural Engineering (AREA)
- Devices Affording Protection Of Roads Or Walls For Sound Insulation (AREA)
Description
【発明の詳細な説明】
（産業上の利用分野）
本発明は山岳部道路等の急傾斜面に隣接した道
路上を覆い、落石を受け止めるためのロツクシエ
ツドに関する。DETAILED DESCRIPTION OF THE INVENTION (Industrial Application Field) The present invention relates to a lock shield for covering a road adjacent to a steep slope such as a road in a mountainous area to catch falling rocks.
（従来の技術）
従来ロツクシエツドには、Ｈ型鋼材やプレキヤ
ストコンクリート（以下PCと記す）材を使用し、
法面に柱材を立てて棚組した防護棚型式のもの
や、門型に支柱と梁とと組み合わせその上面をコ
ンクリート床版にて覆つた門形型式のものや更に
は、アーを形の鉄骨支柱の外面をコンクリート版
にて覆つたアーチ形型式のものがある。(Conventional technology) Traditionally, H-shaped steel and precast concrete (hereinafter referred to as PC) materials are used for lock sheets.
There are protective shelf types made of pillars erected on the slope and shelves assembled, gate-type types that combine pillars and beams in a gate-type structure, and the top surface is covered with concrete slabs. There is an arch type with the outer surface of the steel support column covered with concrete slabs.
（発明が解決しようとする課題）
このような従来のロツクシエツドにあつて、防
護棚型式のものは、地山表面が、崩れ易い不安定
な場合や、急傾斜である場合には大荷重に耐える
ことができず、大きい落石から道路を防護できな
い。(Problem to be solved by the invention) Among these conventional rock shelters, the protective shelf type is difficult to withstand large loads when the ground surface is unstable and prone to collapse or is steeply sloped. road cannot be protected from large rockfalls.
また門形型式やアーチ形型式の場合には、大き
い落石や雪崩から道路を完全に防護できるが、曲
がりくねつた山岳道路では著しく視界が遮られ、
また景観を損ねるという問題があり、更に工事に
道路の全面を使用することとなり、しかも現場施
工部分が多いため工期が長く工築費も大きいとい
う問題があつた。 In addition, gate-type and arch-type types can completely protect roads from large falling rocks and avalanches, but on winding mountain roads, visibility is significantly obstructed.
There was also the problem of spoiling the scenery, and furthermore, the construction required the use of the entire surface of the road, and there was also the problem of a long construction period and high construction costs because there were many parts to be constructed on-site.
本発明はこのような問題にかんがみ、急斜面や
地山表面の状態が不安定な場合でも門形やアーチ
形型式のように視界や景観を損ねることなく、堅
牢で大重量の落石にも耐えることができ、しかも
道路を長く閉鎖することなく施工ができるロツク
シエツドの提供を目的としたものである。 In view of these problems, the present invention has been designed to be robust and able to withstand heavy falling rocks, without impairing visibility or scenery unlike gate-shaped or arch-shaped structures, even when the condition of steep slopes or the surface of the ground is unstable. The purpose of this project is to provide a lock shield that can be constructed without requiring the road to be closed for an extended period of time.
（課題を解決するための手段）
上述の如き従来の問題を解決し、所期の目的を
達成するための本発明の特徴は、法面に沿つて縦
配置に構築した基礎兼用の場所打コンクリート擁
壁と、該擁壁の頂部に下端が当接された支点用擁
壁部の前面側上縁より張り出した張り出し床版部
を一体に有するプレキヤストコンクリート製の防
護壁本体と、該防護壁本体を地山側に定着させる
ロツクアンカーとを有し、前記擁壁に対して前記
防護壁本体の縦壁部を縦向きのアンカー鋼棒をも
つて一体化させるとともに、前記ロツクアンカー
付地山面に開口させたアンカー孔の開口部に保護
筒を嵌合させ、該保護筒の外側端面を支圧版をも
つて閉鎖し、該支圧版にロツクアンカー用PC鋼
材を定着させるとともに前記保護筒内にPC鋼材
挿通用のシースを挿通し、該シースと保護筒間を
グラウトモルタルにて埋め、前記ロツクアンカー
用PC鋼材に防護壁本体用PC鋼材の一端を力学的
に定着させて、前記防護壁本体にプレストレスを
付与してなるロツクシエツド及び法面に沿つて基
礎兼用の擁壁を場所打コンクリートにより構築す
るとともに、該擁壁の頂部より高い位置にロツク
アンカー用のアンカー孔を地山内に削孔し、該ア
ンカー孔内にアンカーコンクリートを打設すると
ともに、アンカー用PC鋼材を挿入して該アンカ
ー用PC鋼材の内方側端部をアンカーコンクリー
ト内に定着させ、該アンカーコンクリートの固化
を待つて前期アンカー孔の開口部に支圧版を配し
て、前記アンカー用PC鋼材の突出側端部を緊張
定着させ、その後縦壁部と張り出し床版部とを一
体に有するプレキヤストコンクリート製の防護壁
本体を、その縦壁部の下端面を前記擁壁の上端に
当接させるとともに張り出し床版部の背面側端部
を前記支圧版に仮止めした状態で前記アンカー用
PC鋼材の端部に、前記張り出し床版部に挿通し
た床版部用PC鋼材の端部を力学的に連結した後、
該防護壁本体の背部と地山間に裏込めコンクリー
トを打設しその固化を待つて、前記床版部用PC
鋼材を張り出し床版部の先端にて緊張し、その端
部を定着させてプレストレスを付与するロツクシ
エツドに存する。(Means for Solving the Problems) A feature of the present invention for solving the above-mentioned conventional problems and achieving the intended purpose is to use cast-in-place concrete that also serves as a foundation and is constructed vertically along a slope. A protective wall main body made of precast concrete that integrally includes a retaining wall and an overhanging floor slab portion that protrudes from the front side upper edge of the fulcrum retaining wall portion whose lower end is in contact with the top of the retaining wall, and the protective wall. a rock anchor for fixing the main body to the ground side, the vertical wall part of the protective wall main body is integrated with the retaining wall with a vertically oriented anchor steel rod, and the rock anchor is attached to the ground surface with the rock anchor. A protective cylinder is fitted into the opening of the anchor hole opened in the opening, the outer end surface of the protective cylinder is closed with a bearing plate, and the PC steel material for the lock anchor is fixed to the bearing plate, and the protective cylinder is closed. A sheath for inserting the PC steel material is inserted into the inner wall, and the gap between the sheath and the protection tube is filled with grout mortar, and one end of the PC steel material for the protective wall body is mechanically fixed to the PC steel material for the lock anchor, and the A retaining wall that also serves as a foundation is constructed using cast-in-place concrete along the rock pile and slope by applying prestress to the wall body, and anchor holes for rock anchors are installed in the ground at a higher position than the top of the retaining wall. Drill a hole, cast anchor concrete into the anchor hole, insert a PC steel material for the anchor, fix the inner end of the PC steel material for the anchor in the anchor concrete, and allow the anchor concrete to harden. After waiting, a bearing plate is placed at the opening of the first anchor hole, and the protruding end of the prestressed PC steel material for the anchor is fixed under tension, and then a precast concrete structure having a vertical wall part and an overhanging deck part integrally is installed. The protection wall main body is placed in a state where the lower end surface of the vertical wall part is in contact with the upper end of the retaining wall, and the back end of the overhanging floor slab part is temporarily fixed to the bearing plate, and then the anchor
After mechanically connecting the end of the PC steel material for the floor slab part inserted into the overhanging floor slab part to the end of the PC steel material,
Place backfill concrete between the back of the protective wall body and the ground, wait for it to harden, and then install the PC for the floor slab section.
It consists in a locking system in which the steel material is tensioned at the tip of the overhanging deck section and the end is fixed to give prestress.
（作用）
このロツクシエツドは、防護壁本体の張り出し
床版部にて落石を受けるものであり、落石による
外力が張り出し床版部上に下向きにかかると、支
点用擁壁部の下端が支点となつてロツクアンカー
に引き抜き方向の外力が加わることとなり高耐力
が得られる。(Function) This lock shield receives falling rocks at the overhanging deck section of the protective wall main body, and when external force due to falling rocks is applied downward onto the overhanging deck section, the lower end of the retaining wall for the fulcrum becomes the fulcrum. As a result, an external force is applied to the lock anchor in the pulling direction, resulting in high yield strength.
また、ロツクアンカーの端部は保護筒及びその
内部のコンクリートによつてPC鋼材が保護され
せん断力が直接PC鋼材に加わらないため高い耐
久性が得られる。 Furthermore, the prestressing steel material at the end of the lock anchor is protected by the protective tube and the concrete inside, and shearing force is not directly applied to the prestressing steel material, resulting in high durability.
更に張り出し床版部はロツクアンカーに連続連
続したPC構造となつているため曲げモーメント
に対する弾力性が高く、またロツクアンカー自体
もPC構造となつているため、引き抜き方向に高
い弾性と耐力が得られる。 Furthermore, the overhanging slab section has a PC structure that is continuous with the lock anchor, so it has high elasticity against bending moments, and the lock anchor itself has a PC structure, so it has high elasticity and proof strength in the pull-out direction. .
また、このロツクシエツドの構築に際しては、
プレキヤストコンクリート製の防護壁本体を使用
するため工場にて管理製造された高品質のものが
使用でき、気温等の気象条件等の作業環境が悪い
場合でも高耐力のロツクシエツドの構築ができ
る。また、プレキヤストコンクリート製の防護壁
本体の設置に際し、ロツクアンカーに仮止めする
ことにより直ちに安定な状態が得られ支保工を要
しない。 In addition, when constructing this lock shield,
Since the main body of the protective wall is made of precast concrete, it is possible to use a high-quality product manufactured under control at a factory, and it is possible to construct a lock shield with high strength even when the working environment such as temperature and other weather conditions is poor. Furthermore, when installing the precast concrete protective wall main body, by temporarily fixing it to the lock anchor, a stable condition can be immediately obtained and no shoring is required.
（実施例）
次に本発明の実施の一例を図面について説明す
る。(Example) Next, an example of implementation of the present invention will be described with reference to the drawings.
まず、第５図に示すように道路の路面１から法
面に添わせて基礎兼用の場所打コンクリート擁壁
２を構築する。この擁壁２にはアンカー鋼棒３を
埋設しておき、その上端にカプラー４を取り付け
る。 First, as shown in FIG. 5, a cast-in-place concrete retaining wall 2, which also serves as a foundation, is constructed along the slope from the road surface 1. An anchor steel rod 3 is buried in this retaining wall 2, and a coupler 4 is attached to its upper end.
次いで擁壁２の頂面に一方縁を支持させて足場
５を組み、その上に削孔機６をセツトし、法面の
必要高さ位置にアンカー孔７を削孔する。この削
孔に際し、アンカー孔７の開口部にあらかじめ鋼
製の保護筒８を埋め込みその内部より掘削する。 Next, a scaffold 5 is erected with one edge supported on the top surface of the retaining wall 2, and a hole-drilling machine 6 is set on it to drill an anchor hole 7 at a required height position on the slope. When drilling this hole, a steel protection tube 8 is embedded in advance in the opening of the anchor hole 7, and the hole is excavated from the inside.
所定の深さまで削孔の後、アンカー用PC鋼材
９を挿入する。このPC鋼材９は第４図に示すよ
うに先端に抜け止め用の定着具１０が固着され、
突出端部側の一定長さだけシース１１に挿通した
状態で挿入する。 After drilling the hole to a predetermined depth, the anchor PC steel material 9 is inserted. As shown in FIG. 4, this PC steel material 9 has a fixing device 10 fixed to its tip to prevent it from coming off.
It is inserted into the sheath 11 by a certain length on the protruding end side.
このようにしてPC鋼材９を挿入後、シース１
内には入らないようにしてアンカー孔７内にセメ
ントミルクを注入し、アンカーコンクリート１２
を形成する。 After inserting the PC steel material 9 in this way, the sheath 1
Pour cement milk into the anchor hole 7 without entering the anchor concrete 12.
form.
セメントミルクの注入後、アンカー孔７の開口
部に支圧版１３をセツトする。この支圧版１３
は、第３図に示すように２つのアンカー孔７，７
にまたがらせて一枚を配置し、その各アンカー孔
７，７に対応する位置にPC鋼材挿通孔１４が開
口され、その背面にシース１１の端部が当接され
るとともに、そのシース１１の当接部の外側に間
隔を隔てて保護筒８の端部を固定させている。ま
た支圧版１３の前面中央部分には後述する仮止め
用突片１５（第３図に示す）が突設されている。
そしてこの保護筒８とシース１１間の空隙に第４
図に示す注入筒１６を通じてセメントミルクをい
つぱいに充填する。 After pouring the cement milk, the bearing plate 13 is set at the opening of the anchor hole 7. This bearing plate 13
As shown in FIG. 3, the two anchor holes 7, 7
A PC steel material insertion hole 14 is opened at a position corresponding to each of the anchor holes 7, 7, and the end of the sheath 11 is brought into contact with the back surface of the sheath 11. The end portion of the protective tube 8 is fixed at a distance from the outside of the abutting portion of the protective tube 8. Further, a temporary fixing protrusion 15 (shown in FIG. 3), which will be described later, is provided projecting from the center of the front surface of the pressure-bearing plate 13.
Then, in the space between the protective tube 8 and the sheath 11,
Cement milk is filled to the fullest through the injection barrel 16 shown in the figure.
このようにセメントミルクをいつぱいに充填
後、その固化を待つて支圧版１３の表面側から
PC鋼材９を緊張し、端部を定着金具１７を介し
て支圧版１３に定着させる。然る後、シース１１
内にセメントミルクからなるグラウトを注入し、
固化させ外方端部側をPC造にしたロツクアンカ
ー１８を形成する。 After filling cement milk to the fullest in this way, wait for it to solidify and then pour it from the surface side of the bearing plate 13.
The PC steel material 9 is tensioned and the end portion is fixed to the bearing plate 13 via the fixing fitting 17. After that, sheath 11
Inject grout made of cement milk inside,
It is solidified to form a lock anchor 18 whose outer end is made of PC.
このロツクアンカー１８の形成完了後、プレキ
ヤストコンクリート製の防護壁本体２０をセツト
する。この防護壁本体２０は、縦向きになる支点
用擁壁部２１と水平より稍斜めに傾斜した配置と
なる張り出し床版部２２とが、く字状配置に一体
成形されたブロツク状になつており、多数のブロ
ツクを水平方向に順次並べて連続した張り出し床
版を道路上方に張り出させるようにしている。そ
して各ブロツクの支点用擁壁部２１に前述した場
所打コンクリート擁壁２のアンカー鋼棒３の延長
部分に対応する位置に鋼棒挿通孔２３が貫通開口
され、また張り出し床版部２２にはアンカー用
PC鋼材９の延長方向に向けた二本のPC鋼材挿通
孔２４、２４が貫通開口されているとともに、こ
れを交差する向きに互いに隣接する複数の張り出
し床版部２２，２２……間を一体化させるための
PC鋼材挿通孔２５，２５……が開口されている。
そして防護壁本体２０の設置に際しては、あらか
じめPC鋼材挿通孔２４に床版部用PC鋼材２６を
挿通しておき、第６図に示すようにクレーン２７
をもつて吊り上げて支点用擁壁部２１を場所打コ
ンクリート擁壁２上に当接させ、背面に突出させ
た仮止用アンカー金具２８を前述した支圧版１３
から突出させた仮止用突片１５に対してボルト２
９によつて止めて仮設置する。この状態で鋼棒挿
通孔２３にPC鋼棒３０を挿通してその先端をア
ンカー用PC鋼材９のカプラー４に螺合させ、上
端よりジヤツキ３１をもつて緊張し、その上端部
を上端面に定着させる。一方PC鋼材挿通孔２４
に挿通したPC鋼材２６の端部をロツクアンカー
１８の支持金具１７に定着させ、その定着部分を
トランベツトシース３２で覆い、これを埋め込ん
で防護壁本体２０の背面と地山間に裏込めコンク
リート３２を打設する。この裏込めコンクリート
３７の固化後、PC鋼材２６を張り出し床版部２
２の先端縁側からジヤツキ３３により緊張し、そ
の端部を定着させて張り出し床版部２２に突出方
向のプレストレスを付与する。また複数の張り出
し床版部２２，２２……にまたがらせて各PC鋼
材挿通孔２５，２５……にPC鋼材３４を挿通し、
緊張してこれらを一体化させる。 After the formation of the lock anchor 18 is completed, the protective wall main body 20 made of precast concrete is set. This protective wall main body 20 has a block shape in which a supporting wall retaining wall part 21 that is oriented vertically and an overhanging floor slab part 22 that is arranged slightly obliquely from the horizontal are integrally molded in a dogleg-like arrangement. A large number of blocks are arranged in sequence in the horizontal direction to create a continuous overhanging floor slab that overhangs the road. A steel rod insertion hole 23 is opened through the fulcrum retaining wall portion 21 of each block at a position corresponding to the extension of the anchor steel rod 3 of the cast-in-place concrete retaining wall 2 described above, and the overhanging floor slab portion 22 is provided with a steel rod insertion hole 23. for anchor
Two prestressed steel material insertion holes 24, 24 facing in the extension direction of the prestressed steel material 9 are opened through, and a plurality of overhanging floor slab portions 22, 22 adjacent to each other in a direction crossing these holes are integrated. to make it
PC steel material insertion holes 25, 25... are opened.
When installing the protective wall main body 20, the PC steel material 26 for the floor slab section is inserted into the PC steel material insertion hole 24 in advance, and the crane 27 is inserted as shown in FIG.
The above-mentioned bearing plate 13 is lifted by lifting the support retaining wall part 21 into contact with the cast-in-place concrete retaining wall 2, and the temporary anchor metal fitting 28 protruding from the back side is attached to the bearing plate 13.
Bolt 2 against temporary fixing protrusion 15 protruding from
9 for temporary installation. In this state, insert the PC steel rod 30 into the steel rod insertion hole 23, screw its tip into the coupler 4 of the PC steel material 9 for anchor, tighten it from the upper end with the jack 31, and then press the upper end against the upper end surface. Make it stick. On the other hand, PC steel material insertion hole 24
The end of the PC steel material 26 inserted through the wall is fixed to the support metal fitting 17 of the lock anchor 18, and the fixed part is covered with a trumpet sheath 32, which is embedded and backfilled concrete 32 is inserted between the back of the protective wall main body 20 and the ground. to be poured. After this backfilling concrete 37 hardens, the PC steel material 26 is stretched out and the floor slab part 2
2 is tensioned by jacks 33 from the tip edge side, and the end portion is fixed to give prestress in the protrusion direction to the overhanging floor slab portion 22. In addition, the PC steel material 34 is inserted into each of the PC steel material insertion holes 25, 25... across the plurality of overhanging floor slab parts 22, 22...,
Tense and integrate them.
このようにして防護壁本体２０を設置した後、
張り出し床版部２２の先端上面に立上り壁３５を
立設し、その上にフエンス３６を張るとともに立
上り壁３５によつて囲まれた張り出し床版部２２
上にクツシヨン用の砂３６を載置する。 After installing the protective wall main body 20 in this way,
A rising wall 35 is erected on the top surface of the tip of the overhanging floor slab portion 22, a fence 36 is placed on top of the rising wall 35, and the overhanging floor slab portion 22 is surrounded by the rising wall 35.
Sand 36 for cushioning is placed on top.
このように構築されたロツクシエツドは、張り
出し床版部２２がPC造であるため、軽量で薄く
製造した場合にも弾性の大きい高強度のものとな
り、またそのプレストレスのための緊張方向がロ
ツクアンカー１８の延長方向にあり、しかも張り
出し床版部２２の基部の下側に支点用擁壁部２１
が一体に突出し、これが場所打コンクリート擁壁
２の頂部に当接されているため、落石により張り
出した床版部２２に下向きの大荷重がかかつた場
合には、場所打コンクリート擁壁２の頂部が支点
となつて、ロツクアンカー１８のPC鋼材９及び
これの延長方向に連結した張り出し床版部２２内
のPC鋼材２６に引張り方向の力が作用すること
となり、これによつて落石荷重に耐える。 In the lock sheet constructed in this way, the overhanging floor slab part 22 is made of PC, so even if it is lightweight and thin, it has high elasticity and high strength. 18, and below the base of the overhanging floor slab section 22, there is a retaining wall section 21 for a fulcrum.
protrudes integrally and is in contact with the top of the cast-in-place concrete retaining wall 2. Therefore, if a large downward load is applied to the overhanging floor slab portion 22 due to falling rocks, the cast-in-place concrete retaining wall 2 With the top serving as a fulcrum, a tensile force is applied to the prestressing steel material 9 of the lock anchor 18 and the prestressing steel material 26 in the overhanging deck section 22 connected in the direction of extension thereof, thereby reducing the rockfall load. Endure.
（発明の効果）
上述の如く、本発明のロツクシエツドは法面に
添つた擁壁から片持状態に張り出し床版部を突出
させた構造であるため、通行する者の視界を遮ら
ずまた景観を損ねないものであり、しかも、大重
量の落石による大荷重にも充分耐えることができ
る。(Effects of the Invention) As described above, the rock shelter of the present invention has a structure in which the floor slab protrudes in a cantilevered manner from the retaining wall along the slope, so it does not obstruct the view of passersby and also provides a view of the landscape. It is durable and can withstand heavy loads caused by falling rocks.
またその構築に際しては、プレキヤストコンク
リート製の防護壁本体を法面側のロツクアンカー
及び場所打コンクリート擁壁によつて支持させる
構造であるため、道路を閉鎖する時間が短くてよ
くまた全体の工期が短く、しかも品質の安定した
ものが構築できる。 In addition, when constructing the structure, the main body of the protective wall made of precast concrete is supported by rock anchors on the slope side and cast-in-place concrete retaining walls, so the time it takes to close the road can be shortened and the overall construction period can be reduced. It is possible to construct something with a short time and stable quality.
第１図は本発明のロツクフエツド完成状態の縦
断面図、第２図は同正面図、第３図は各部材の配
置を示す平面図、第４図はロツクアンカー部分の
拡大断面図、第５図、第６図はそれぞれ構築時の
別々の状態を示す縦断面図である。
２……場所打コンクリート擁壁、７……アンカ
ー孔、８……保護筒、９……アンカー用PC鋼材、
１１……シース、１２……アンカーコンクリー
ト、１３……支圧版、１５……仮止め用突片、１
７……定着金具、１８……ロツクアンカー、２０
……防護壁本体、２１……支点用擁壁部、２２…
…張り出し床版部、２６……床版部用PC鋼材、
２８……仮止め用アンカー金具、３２……裏込め
コンクリート。
Fig. 1 is a vertical sectional view of the completed lockfed according to the present invention, Fig. 2 is a front view thereof, Fig. 3 is a plan view showing the arrangement of each member, Fig. 4 is an enlarged sectional view of the lock anchor portion, and Fig. 5 6 are longitudinal cross-sectional views showing different states during construction. 2...Cast-in-place concrete retaining wall, 7...Anchor hole, 8...Protection tube, 9...PC steel material for anchor,
11...sheath, 12...anchor concrete, 13...bearing plate, 15...temporary fixing protrusion, 1
7...Fixing metal fitting, 18...Lock anchor, 20
...Protection wall main body, 21 ... Retaining wall part for fulcrum, 22 ...
...Overhanging floor slab section, 26...PC steel material for floor slab section,
28...Anchor metal fittings for temporary fixing, 32...Backfilling concrete.
Claims (1)
所打コンクリート擁壁と、該擁壁の頂部に下端が
当接された支点用擁壁部の前面側上縁より張り出
した張り出し床版部を一体に有するプレキヤスト
コンクリート製の防護壁本体と、該防護壁本体を
地山側に定着させるロツクアンカーとを有し、前
記擁壁に対して前記防護壁本体の縦壁部を縦向き
のアンカー鋼棒をもつて一体化させるとともに、
前記ロツクアンカー付地山面に開口させたアンカ
ー孔の開口部に保護筒を嵌合させ、該保護筒の外
側端面を支圧版をもつて閉鎖し、該支圧版にロツ
クアンカー用PC鋼材を定着させるとともに前記
保護筒内にPC鋼材挿通用のシースを挿通し、該
シースと保護筒間をグラウトモルタルにて埋め、
前記ロツクアンカー用PC鋼材に防護壁本体用PC
鋼材の一端を力学的に定着させて、前記防護壁本
体にプレストレスを付与してなるロツクシエツ
ド。 ２ 法面に沿つて基礎兼用の擁壁を場所打コンク
リートにより構築するとともに、該擁壁の頂部よ
り高い位置にロツクアンカー用のアンカー孔を地
山内に削孔し、該アンカー孔内にアンカーコンク
リートを打設するとともに、アンカー用PC鋼材
を挿入して該アンカー用PC鋼材の内方側端部を
アンカーコンクリート内に定着させ、該アンカー
コンクリートの固化を待つて前期アンカー孔の開
口部に支圧版を配して、前記アンカー用PC鋼材
の突出側端部を緊張定着させ、その後縦壁部と張
り出し床版部とを一体に有するプレキヤストコン
クリート製の防護壁本体を、その縦壁部の下端面
を前記擁壁の上端に当接させるとともに張り出し
床版部の背面側端部を前記支圧版に仮止めした状
態で前記アンカー用PC鋼材の端部に、前記張り
出し床版部に挿通した床版部用PC鋼材の端部を
力学的に連結した後、該防護壁本体の背部と地山
間に裏込めコンクリートを打設しその固化を待つ
て、前記床版部用PC鋼材を張り出し床版部の先
端にて緊張し、その端部を定着させてプレストレ
スを付与するロツクシエツド。[Scope of Claims] 1. A cast-in-place concrete retaining wall that also serves as a foundation and is constructed vertically along a slope, and from the upper edge of the front side of a fulcrum retaining wall portion whose lower end is in contact with the top of the retaining wall. It has a protective wall main body made of precast concrete that integrally has an overhanging overhanging floor slab part, and a lock anchor that fixes the protective wall main body to the ground side, and the vertical wall of the protective wall main body is attached to the retaining wall. In addition to integrating the parts with a vertically oriented anchor steel rod,
A protective tube is fitted into the opening of the anchor hole opened in the ground surface with the lock anchor, the outer end surface of the protective tube is closed with a bearing plate, and the PC steel material for the lock anchor is inserted into the bearing plate. At the same time, a sheath for inserting the PC steel material is inserted into the protective cylinder, and the space between the sheath and the protective cylinder is filled with grout mortar.
PC for the protective wall body is added to the PC steel material for the lock anchor.
A lock shield made by mechanically fixing one end of a steel material and applying prestress to the protective wall body. 2. Construct a retaining wall that also serves as a foundation using cast-in-place concrete along the slope, and drill anchor holes for rock anchors in the ground at a position higher than the top of the retaining wall, and insert anchor concrete into the anchor holes. At the same time, insert the prestressing steel material for the anchor, fix the inner end of the prestressing steel material for the anchor in the anchor concrete, wait for the anchor concrete to harden, and then apply bearing pressure to the opening of the previous anchor hole. The protruding end of the prestressing PC steel material for the anchor is fixed under tension by placing a plate, and then the precast concrete protective wall main body, which integrally has a vertical wall part and an overhanging floor slab part, is attached to the vertical wall part. With the lower end surface in contact with the upper end of the retaining wall and the back side end of the overhanging deck section temporarily fixed to the bearing plate, insert the end of the PC steel material for the anchor into the overhanging deck section. After mechanically connecting the ends of the prestressed PC steel material for the floor slab section, backfilling concrete is cast between the back of the protective wall main body and the ground, and after waiting for it to solidify, the prestressing steel material for the floor slab section is stretched out. A locking system that applies tension at the tip of the floor slab and fixes the end to give prestress.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP6774188A JPH01244003A (en) | 1988-03-22 | 1988-03-22 | Lock-shade and construction thereof |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP6774188A JPH01244003A (en) | 1988-03-22 | 1988-03-22 | Lock-shade and construction thereof |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| JPH01244003A JPH01244003A (en) | 1989-09-28 |
| JPH0562161B2 true JPH0562161B2 (en) | 1993-09-07 |
Family
ID=13353676
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| JP6774188A Granted JPH01244003A (en) | 1988-03-22 | 1988-03-22 | Lock-shade and construction thereof |
Country Status (1)
| Country | Link |
|---|---|
| JP (1) | JPH01244003A (en) |
Families Citing this family (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH0733645B2 (en) * | 1988-03-25 | 1995-04-12 | 日本サミコン株式会社 | Avalanche stone protection structure |
| IT1308731B1 (en) * | 1999-06-16 | 2002-01-10 | Carlo Chiaves | BUILT-IN STRUCTURE FOR THE PROTECTION OF A COMMUNICATION ROUTE |
| JP4560843B2 (en) * | 2006-04-17 | 2010-10-13 | 日本サミコン株式会社 | Construction method of protective structure |
| JP2007285038A (en) * | 2006-04-18 | 2007-11-01 | Purotekku Engineering:Kk | Cover structure and construction method therefor |
| JP4919079B2 (en) * | 2007-10-22 | 2012-04-18 | 日本サミコン株式会社 | Protective structure |
-
1988
- 1988-03-22 JP JP6774188A patent/JPH01244003A/en active Granted
Also Published As
| Publication number | Publication date |
|---|---|
| JPH01244003A (en) | 1989-09-28 |
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