JP2003329574A - Method for testing adhesion strength of lock bolt and grout and test piece thereof - Google Patents
Method for testing adhesion strength of lock bolt and grout and test piece thereofInfo
- Publication number
- JP2003329574A JP2003329574A JP2002135889A JP2002135889A JP2003329574A JP 2003329574 A JP2003329574 A JP 2003329574A JP 2002135889 A JP2002135889 A JP 2002135889A JP 2002135889 A JP2002135889 A JP 2002135889A JP 2003329574 A JP2003329574 A JP 2003329574A
- Authority
- JP
- Japan
- Prior art keywords
- grout
- lock bolt
- bolt
- adhesion strength
- test piece
- 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
Landscapes
- Piles And Underground Anchors (AREA)
- Investigating Strength Of Materials By Application Of Mechanical Stress (AREA)
Abstract
Description
【０００１】[0001]
【発明の属する技術分野】本発明は、支保部材として用
いられているロックボルトの付着強度に関するデータを
求めるためのロックボルトとグラウトの付着強度試験方
法およびその供試体に関する。BACKGROUND OF THE INVENTION 1. Field of the Invention The present invention relates to a lock bolt and grout adhesion strength test method for obtaining data on the adhesion strength of a lock bolt used as a support member, and a test piece thereof.
【０００２】[0002]
【従来の技術】ロックボルトは、トンネルや地下空洞な
どにおいて不可欠な支保部材として用いられている。そ
して、その付着強度の評価については、例えば、特開平
１１−３０３５９８号公報に記載されているように引抜
き試験を実施し、引抜き強度によりその評価を行ってい
るのが現状である。2. Description of the Related Art Rock bolts are used as indispensable supporting members in tunnels and underground cavities. Regarding the evaluation of the adhesion strength, for example, the current state is that a pull-out test is carried out as described in JP-A-11-303598, and the pull-out strength is used for the evaluation.
【０００３】図７（ａ）は従来の引抜き試験装置の一例
および（ｂ）は応力分布を示す図で、引抜き試験装置は
グラウト３を被覆したロックボルト２が埋め込まれた模
型岩盤２１に支持板２２を介して支持され、ロックボル
ト２は電動油圧ポンプ２３で作動するセンターホールジ
ャッキ２４に接続され、引抜きにより変位計２５で変位
を測定し、荷重と変位の関係から引抜き耐力を求めてい
る。FIG. 7A is an example of a conventional pull-out test apparatus and FIG. 7B is a view showing a stress distribution. The pull-out test apparatus is a support plate on a model rock bed 21 in which a rock bolt 2 covering a grout 3 is embedded. The lock bolt 2 is supported via 22 and is connected to a center hole jack 24 operated by an electric hydraulic pump 23. The displacement is measured by a displacement gauge 25 by pulling out, and the pulling-out yield strength is obtained from the relationship between the load and the displacement.
【０００４】また、ロックボルトの支保効果を定量的に
評価するために数値解析的評価法が知られている。Further, a numerical analysis evaluation method is known for quantitatively evaluating the support effect of the rock bolt.
【０００５】[0005]
【発明が解決しようとする課題】しかしながら、図７
（ａ）に示すように引抜き試験方法では、図７（ｂ）の
応力分布に示すように、ロックボルトを荷重Ｐで引抜く
際に生じる周辺地山への反力によってロックボルトの周
囲には一様分布な垂直応力は作用せず、ロックボルト表
面に沿ったせん断応力も局部的集中を起こしやすくな
り、付着強度を的確に評価することができないという問
題点がある。However, as shown in FIG.
In the pull-out test method as shown in (a), as shown in the stress distribution in FIG. 7 (b), the reaction force to the surrounding ground generated when the lock bolt is pulled out by the load P causes The uniform vertical stress does not act, and the shear stress along the surface of the rock bolt tends to be locally concentrated, so that the bond strength cannot be evaluated accurately.
【０００６】また、数値解析的評価法は、入力値として
の付着強度や変形剛性の値が客観的に設定できない課題
が未だに残されている。Further, the numerical analysis evaluation method still has a problem that the values of the adhesion strength and the deformation rigidity as input values cannot be objectively set.
【０００７】そこで、本発明は、ロックボルトの支保効
果を的確に定量的に評価するためのデータを得ることが
できる、ロックボルトとグラウトの付着強度試験方法お
よびその供試体を提供するものである。[0007] Therefore, the present invention provides a method for testing the adhesion strength of rock bolts and grouts, and a test piece thereof, by which data for accurately and quantitatively evaluating the support effect of the rock bolts can be obtained. .
【０００８】[0008]
【課題を解決するための手段】本発明のロックボルトと
グラウトの付着強度試験方法は、ロックボルトとロック
ボルトを取り囲んでいるグラウトを平面状に展開し、展
開したロックボルト部の表面に展開したグラウト部が積
層された形状の供試体に対してロックボルト部かグラウ
ト部のいずれか一方にせん断荷重を加えるとともに、垂
直荷重を加えて、せん断荷重と垂直荷重との関係からロ
ックボルト付着強度を求めることができる。供試体のロ
ックボルト部およびグラウト部のそれぞれを別々の容器
に収納し、いずれか一方の容器にせん断荷重を加えてロ
ックボルト付着強度試験を行う。According to a method for testing the adhesion strength of a lock bolt and a grout of the present invention, a lock bolt and a grout surrounding the lock bolt are developed in a plane and developed on the surface of the developed rock bolt portion. A shear load is applied to either the rock bolt part or the grout part of the specimen with a laminated grout part, and a vertical load is applied to determine the lock bolt adhesion strength from the relationship between the shear load and the vertical load. You can ask. The lock bolt part and the grout part of the test piece are housed in separate containers, and a shear load is applied to one of the containers to perform a lock bolt adhesion strength test.
【０００９】また、本発明の供試体は、ロックボルトと
ロックボルトを取り囲んでいるグラウトを平面状に展開
し、展開したロックボルトの表面にグラウト部が積層さ
れた形状であることを特徴とする。グラウト部はグラウ
トの物性値を有する石膏を使用することができる。Further, the test piece of the present invention is characterized in that the lock bolt and the grout surrounding the lock bolt are flatly developed, and the grout portion is laminated on the surface of the developed rock bolt. . For the grout part, gypsum having the physical property value of grout can be used.
【００１０】[0010]
【発明の実施の形態】図１は本発明の付着強度試験方法
に供する供試体の説明図である。図１（ａ）に示すよう
に、トンネルの吹き付けコンクリート１にロックボルト
２が固定されており、図１（ｂ）の拡大図に示すように
ロックボルト２の周りはグラウト３が被覆されている。
ロックボルト２の表面にはグラウト３との付着性能をよ
くするために横方向および軸方向に突起４ａ、４ｂが形
成されている。DESCRIPTION OF THE PREFERRED EMBODIMENTS FIG. 1 is an explanatory diagram of a test piece used in the adhesive strength test method of the present invention. As shown in FIG. 1 (a), a rock bolt 2 is fixed to a blasting concrete 1 of a tunnel, and as shown in an enlarged view of FIG. 1 (b), a grout 3 is coated around the lock bolt 2. .
Protrusions 4a and 4b are formed in the lateral direction and the axial direction on the surface of the lock bolt 2 in order to improve the adhesion performance with the grout 3.
【００１１】供試体としては、ロックボルト２とそれを
取り囲むグラウト３だけを取り出し、図１（ｃ）に示す
矢印方向にロックボルト２とグラウト３を平面状に展開
した形にし、展開によりロックボルト部５の表面にグラ
ウト部６が積層された直方体の形状となるようにした供
試体７が得られる。展開した形状の供試体７に垂直応力
を作用させることにより、垂直応力を周辺地山からの拘
束圧として均一に与えることが可能となる。As the test piece, only the lock bolt 2 and the grout 3 surrounding the lock bolt 2 were taken out, and the lock bolt 2 and the grout 3 were flatly developed in the direction of the arrow shown in FIG. 1 (c). A specimen 7 having a rectangular parallelepiped shape in which the grout portion 6 is laminated on the surface of the portion 5 is obtained. By applying a vertical stress to the test piece 7 having the expanded shape, the vertical stress can be uniformly applied as a restraining pressure from the surrounding ground.
【００１２】供試体７を作成するにあたり、ロックボル
ト（例えば、ＫＦＣ異形棒鋼ロックボルトＤ２５）２の
表面形状を測定し、図２のロックボルトの表面形状の平
面図に示す突起４ａ、４ｂが形成された付着面に忠実に
倣ったロックボルト平面展開模型５を作成する。ここ
で、供試体の奥行きの長さは２０ｃｍとし、また、幅の
長さは本来ここで対象としているロックボルトの断面の
直径２．７５ｃｍから円周は８．６３ｃｍとなり、これ
がロックボルトの幅に相当するが、ここではせん断試験
装置のサイズに合わせ、両端に余白部分を付け足して１
０ｃｍとしている。In producing the test piece 7, the surface shape of the lock bolt (eg, KFC deformed steel bar lock bolt D25) 2 is measured, and the projections 4a and 4b shown in the plan view of the surface shape of the lock bolt of FIG. 2 are formed. A lock bolt plane unfolding model 5 that closely follows the adhered surface is prepared. Here, the length of the depth of the test piece is 20 cm, and the width is from the diameter of the cross section of the lock bolt of 2.75 cm to the circumference of 8.63 cm, which is the width of the lock bolt. It is equivalent to the size of the shear tester here, but add a blank part to both ends and add 1
It is 0 cm.
【００１３】グラウト部６は圧縮強度(σｃ)、が実現場
で用いられているグラウトの物性値（１４日材令でσｃ
＝６０ＭＰａ）に近い石膏(１４日養生でσｃ＝５６．
８ＭＰａ）を用いることができる。以上より、図１
（ｄ）に示すように幅１０ｃｍ、奥行き２０ｃｍ、高さ
１０ｃｍ（ロックボルト部分５ｃｍ、石膏部分５ｃｍ）
の供試体７となる。The grout portion 6 has a compressive strength (σc), which is a physical property value of the grout used in the realization field (σc in 14 days old age).
= 60 MPa) gypsum (σc = 56.
8 MPa) can be used. From the above, FIG.
As shown in (d), width 10 cm, depth 20 cm, height 10 cm (rock bolt part 5 cm, plaster part 5 cm)
Sample 7 of
【００１４】供試体の作成手順を図３の供試体作成の説
明図を参照して説明する。The procedure for producing a specimen will be described with reference to the explanatory diagram of specimen preparation in FIG.
【００１５】（１）型枠８を用意し、その中にロックボ
ルト平面展開模型５を設置する。(1) A mold 8 is prepared, and a lock bolt plane development model 5 is installed therein.
【００１６】（２）型枠８の内側にはグリスを塗って型
枠をグラウト部６となる石膏から取り外しやすいように
する。(2) The inside of the mold 8 is coated with grease so that the mold can be easily removed from the gypsum which will be the grout portion 6.
【００１７】（３）石膏：水：遅延材＝１：０．２３：
０．００５の質量比でこれらを混ぜ合わせる。(3) Gypsum: Water: Retarder = 1: 0.23:
These are mixed in a mass ratio of 0.005.
【００１８】（４）混ぜ合わせたものを、３層に分けて
途中気泡を取り除きつつ型枠に流し込む。気泡は型枠の
側面をゴムハンマーで叩いて振動を与えることで取り除
く。(4) The mixed product is divided into three layers and poured into a mold while removing air bubbles on the way. Bubbles are removed by hitting the side of the form with a rubber hammer and applying vibration.
【００１９】（５）石膏がある程度固まってきたところ
で、型枠上部にはみだした石膏を平らにし、形を整え
る。(5) When the plaster has hardened to a certain extent, the plaster protruding over the formwork is flattened and the shape is adjusted.
【００２０】（６）石膏が固まったところで（３０分程
度）型枠８を取り外す。その後１４日養生する。(6) When the plaster has set (about 30 minutes), the form 8 is removed. Then cure for 14 days.
【００２１】次ぎに、試験方法について説明する。図４
（ａ）は本発明の試験方法を実施するための試験装置の
概略図、（ｂ）は供試体を容器に収納した状態の概略図
である。Next, the test method will be described. Figure 4
(A) is a schematic diagram of a test apparatus for carrying out the test method of the present invention, and (b) is a schematic diagram of a state in which a specimen is stored in a container.
【００２２】図４（ｂ）において、試験装置に供試体７
をセットする際、ロックボルト部となるロックボルト平
面展開模型を下部容器１１にスペーサ１０を介して収納
し、グラウト部６をスペーサ１０を介して上部容器９に
収納して供試体７を保護する。上部容器９の上部には開
口が設けられ、加圧板１２を介して供試体７に垂直荷重
を加えることができる。In FIG. 4B, the test device 7 is attached to the test apparatus.
At the time of setting, the lock bolt plane unfolded model serving as the lock bolt part is housed in the lower container 11 via the spacer 10 and the grout part 6 is housed in the upper container 9 via the spacer 10 to protect the specimen 7. . An opening is provided in the upper part of the upper container 9, and a vertical load can be applied to the sample 7 via the pressure plate 12.
【００２３】図４（ａ）において、試験装置はグラウト
部６を収納した上部容器９を固定し、ロックボルト部５
を収納した下部容器１１に電気油圧式サーボジャッキで
せん断荷重を加えるようにし、下部容器１１は移動可能
とするためにローラ１３上に支持する。上部容器９には
電気油圧式サーボジャッキで加圧板１２を介して供試体
７に垂直荷重を加えるようにする。上部容器９は、基礎
に立設した支持部材１５で支持したダイヤルゲージ式、
あるいは電気式の変位計１４で垂直変位を計測し、下部
容器１１に取り付けた支持部材１５で支持したダイヤル
ゲージ式、あるいは電気式の変位計１６でせん断変位を
計測する。In FIG. 4 (a), the test apparatus fixes the upper container 9 accommodating the grout part 6, and locks the bolt part 5
A shear load is applied to the lower container 11 accommodating the above by an electrohydraulic servo jack, and the lower container 11 is supported on a roller 13 so as to be movable. A vertical load is applied to the upper container 9 by an electro-hydraulic servo jack through the pressure plate 12 to the sample 7. The upper container 9 is a dial gauge type supported by a support member 15 provided upright on the foundation,
Alternatively, the vertical displacement is measured by the electric displacement meter 14, and the shear displacement is measured by the dial gauge type or electric displacement meter 16 supported by the supporting member 15 attached to the lower container 11.
【００２４】[0024]
【実施例】本発明の試験方法の一例について説明する。
本発明の試験方法では、前述の図７（ｂ）に示すよう
に、ロックボルト引抜き試験の問題点の一つである、ボ
ルト表面の凹凸が引抜きに伴い周辺地山を押し広げるよ
うにボルト半径方向にダイレーションを生じさせ、周辺
岩盤の拘束効果がグラウトの付着強度に影響を及ぼし、
ロックボルトの引抜き抵抗が変わるという問題点がある
ことから、周辺地山の垂直剛性(Ｋｎ)を一定に制御す
る。EXAMPLES An example of the test method of the present invention will be described.
In the test method of the present invention, as shown in FIG. 7 (b) described above, one of the problems of the lock bolt pull-out test, the unevenness of the bolt surface pushes the surrounding natural ground with pulling and expands the bolt radius. Dilation occurs in the direction, and the effect of restraining the surrounding rock mass affects the bond strength of the grout,
Since there is a problem that the pullout resistance of the lock bolt changes, the vertical rigidity (Kn) of the surrounding ground is controlled to be constant.
【００２５】初期垂直応力(σ0)の設定については、Ｎ
ＡＴＭ工法を用いた山岳トンネルを対象としているの
で、土被り（Ｈ）は５０〜１００ｍと想定し、トンネル
周辺の最大垂直応力が２．５〜５ＭＰａとなるため、せ
ん断試験では、σ0を１、３、５ＭＰａと３段階に変化
させる。For setting the initial normal stress (σ 0 ), N
Since the target is a mountain tunnel using the ATM method, the overburden (H) is assumed to be 50 to 100 m, and the maximum vertical stress around the tunnel is 2.5 to 5 MPa. Therefore, σ 0 is set to 1 in the shear test. The pressure is changed in 3 steps of 3, 5 MPa.
【００２６】また、ロックボルトの表面形状には凹凸が
あるため、引抜きに伴い周辺地山を押し広げるようにダ
イレーションが生じることから、周辺岩盤の拘束効果が
グラウトの付着強度に影響を及ぼし、ロックボルトの引
抜き抵抗が変わる可能性があるため、周辺地山の垂直剛
性(Ｋｎ)を一定に制御しなければならない。ここで周辺
地山垂直剛性(Ｋｎ)は、Further, since the surface shape of the lock bolt has irregularities, dilation occurs so as to spread the surrounding natural ground with pulling out, so the effect of restraining the surrounding rock mass affects the adhesion strength of the grout, Since the pullout resistance of the lock bolt may change, the vertical rigidity (Kn) of the surrounding ground must be controlled to be constant. Here, the surrounding vertical stiffness (Kn) is
【００２７】[0027]
【式１】
（但し、ν：ポアソン比、ｒ：影響範囲）となるように
その変形係数とポアソン比によって決定することができ
るので、ここで堆積岩を想定した地山は日本道路公団分
類によるＣ、ＤＩ級物性値を用いて、σ0＝３０〜１０
０ＭＰａ、Ｅ＝（１０〜３０）×１０3ＭＰａ、ν＝
０．３から、Ｋｎが２５６〜７６９ＭＰａ／ｍと求めら
れるため、せん断試験ではＫｎを０、３００、５００、
７００、１０００ＭＰａ／ｍと５段階に変化させた。す
なわち、本実施例のせん断試験では表１に示すとおり１
５の試験パターンを行う。[Formula 1] (However, ν: Poisson's ratio, r: influence range) can be determined by its deformation coefficient and Poisson's ratio. Using the values, σ 0 = 30-10
0 MPa, E = (10 to 30) × 10 3 MPa, ν =
Since Kn is determined to be 256 to 769 MPa / m from 0.3, Kn is 0, 300, 500 in the shear test.
It was changed to 700 and 1000 MPa / m in 5 steps. That is, in the shear test of this example, as shown in Table 1, 1
Perform 5 test patterns.
【００２８】[0028]
【表１】
周辺地山の拘束効果による影響を比較するため、垂直応
力を一定とし地山の変形特性を考慮しない境界条件(Ｃ
ＮＬ、Ｋｎ＝０ＭＰａ／ｍ)と、考慮する場合(ＣＮＳ、
Ｋｎ=３００、 ５００、７００、 １０００ＭＰａ／ｍ)
に分けてせん断試験を行う。ＣＮＬは初めに所定の垂直
応力(１、３、５ＭＰａ)を供試体にかける。そしてその
ままの状態でせん断速度を０．５ｍｍ／ｍｉｎに設定
し、５ｍｍまでせん断を続け、垂直荷重、垂直変位、せ
ん断荷重、せん断変位、垂直応力、せん断応力などを５
秒おきに記録する。せん断後は、変位を元の状態に戻
し、垂直応力を０に戻す。一方ＣＮＳは垂直応力をかけ
た後、垂直剛性を一定に制御しながら、同様な手順で試
験を行う。[Table 1] In order to compare the effect of the restraint effect of the surrounding ground, the boundary condition (C
NL, Kn = 0 MPa / m), when considering (CNS,
(Kn = 300, 500, 700, 1000 MPa / m)
Perform a shear test separately. The CNL first applies a predetermined vertical stress (1, 3, 5 MPa) to the specimen. Then, in that state, the shear rate is set to 0.5 mm / min, the shearing is continued up to 5 mm, and the vertical load, vertical displacement, shear load, shear displacement, vertical stress, shear stress, etc.
Record every second. After shearing, the displacement is returned to the original state and the normal stress is returned to zero. On the other hand, in the CNS, after applying vertical stress, the test is conducted in the same procedure while controlling the vertical rigidity to be constant.
【００２９】図５および図６に本発明の試験方法で得ら
れた結果の一例について示す。FIG. 5 and FIG. 6 show an example of the results obtained by the test method of the present invention.
【００３０】図５（ａ）はせん断に伴うせん断応力の変
化を示すグラフ、（ｂ）はピークせん断応力の比較を示
すグラフ、（ｃ）はせん断に伴う垂直変位の変化を示す
グラフである。また、図６（ａ）はピーク応力時の粘着
力ｃpsおよび摩擦角φpの比較のグラフ、（ｂ）は残留
強度時の粘着力ｃrおよび摩擦角φrの比較を示すグラ
フ、（ｃ）はせん断剛性の比較を示すグラフである。こ
のように、本発明の試験方法によりロックボルトの付着
に関する各種のデータを定量的に求めることが可能とな
る。その結果、ロックボルトの最適表面形状の設計や合
理的設計法が可能となる。FIG. 5A is a graph showing changes in shear stress due to shearing, FIG. 5B is a graph showing comparison of peak shear stresses, and FIG. 5C is a graph showing changes in vertical displacement due to shearing. Further, FIG. 6A is a graph showing a comparison between the adhesive force c ps and the friction angle φ p at the peak stress, and FIG. 6B is a graph showing a comparison between the adhesive force c r and the friction angle φ r at the residual strength. c) is a graph showing a comparison of shear stiffness. As described above, the test method of the present invention makes it possible to quantitatively obtain various data regarding the adhesion of the lock bolt. As a result, it becomes possible to design the optimum surface shape of the lock bolt and to perform a rational design method.
【００３１】[0031]
【発明の効果】本発明の試験方法によりロックボルトと
グラウトとの付着強度および変形剛性を定量的に的確に
求めることができる。本発明の試験方法では、垂直応力
のみならず、地山の変形特性を考慮した垂直剛性の制御
も可能となったため、本発明の試験方法を用いること
で、ロックボルトの作用効果を定量的に評価するのに必
要な特性値を定量的に求めることができる。その結果、
ロックボルトの最適表面形状の設計が可能となり、ま
た、ロックボルトの付着特性を考慮した作用効果を定量
的に評価した上で、ロックボルトの合理的設計法が可能
となる。According to the test method of the present invention, the adhesion strength and the deformation rigidity between the rock bolt and the grout can be quantitatively and accurately determined. In the test method of the present invention, not only the vertical stress but also the vertical rigidity can be controlled in consideration of the deformation characteristics of the natural ground. Therefore, by using the test method of the present invention, the effect of the lock bolt can be quantitatively determined. The characteristic value necessary for evaluation can be quantitatively obtained. as a result,
The optimum surface shape of the lock bolt can be designed, and the rational design method of the lock bolt becomes possible after quantitatively evaluating the action and effect in consideration of the adhesion property of the lock bolt.
【図１】本発明の付着強度試験方法に供する供試体の説
明図である。FIG. 1 is an explanatory diagram of a test piece used for an adhesive strength test method of the present invention.
【図２】（ａ）はロックボルトの表面形状の平面図、
（ｂ）は（ａ）のＡ−Ａ矢視図、（ｃ）はＢ−Ｂ矢視図
である。FIG. 2A is a plan view of the surface shape of a lock bolt,
(B) is the AA arrow view of (a), (c) is a BB arrow view.
【図３】本発明の供試体作成の説明図である。FIG. 3 is an explanatory diagram of preparation of a specimen of the present invention.
【図４】（ａ）は本発明の試験方法を実施するための試
験装置の概略図、（ｂ）は供試体を容器に収納した状態
の概略図である。FIG. 4 (a) is a schematic view of a test apparatus for carrying out the test method of the present invention, and FIG. 4 (b) is a schematic view of a state in which a specimen is stored in a container.
【図５】（ａ）はせん断に伴うせん断応力の変化を示す
グラフ、（ｂ）はピークせん断比較を示すグラフ、
（ｃ）はせん断に伴う垂直変位の変化を示すグラフであ
る。FIG. 5A is a graph showing changes in shear stress due to shearing, and FIG. 5B is a graph showing peak shear comparison.
(C) is a graph showing a change in vertical displacement due to shearing.
【図６】（ａ）はピーク応力時の粘着力ｃpsおよび摩擦
角φpの比較のグラフ、（ｂ）は残留強度時の粘着力ｃr
および摩擦角φrの比較を示すグラフ、（ｃ）はせん断
剛性の比較を示すグラフである。FIG. 6A is a graph showing a comparison between the adhesive force c ps at the peak stress and the friction angle φ p , and FIG. 6B is the adhesive force c r at the residual strength.
And a friction angle φ r comparison, and (c) is a shear rigidity comparison graph.
【図７】（ａ）は従来の引抜き試験装置の一例および
（ｂ）は応力分布を示す図である。7A is a diagram showing an example of a conventional pull-out test apparatus, and FIG. 7B is a diagram showing a stress distribution.
１：吹き付けコンクリート ２：ロックボルト ３：グラウト ４ａ、４ｂ：突起 ５：ロックボルト部（ロックボルト平面展開模型） ６：グラウト部 ７：供試体 ８：型枠 ９：上部容器 １０：スペーサ １１：下部容器 １２：加圧板 １３：ローラ １４：変位計 １５：支持部材 １６：変位計 ２１：模型岩盤 ２２：支圧板 ２３：電動油圧ポンプ ２４：センターホールジャッキ ２５：変位計 1: Shot concrete 2: Rock bolt 3: grout 4a, 4b: protrusion 5: Rock bolt part (Rock bolt plane development model) 6: Grout part 7: Specimen 8: Formwork 9: Upper container 10: Spacer 11: Lower container 12: Pressure plate 13: Laura 14: Displacement meter 15: Support member 16: Displacement meter 21: Model bedrock 22: Bearing plate 23: Electric hydraulic pump 24: Center hole jack 25: Displacement meter
───────────────────────────────────────────────────── フロントページの続き (72)発明者 米田 裕樹 福岡県福岡市西区姪浜町33番地の１ パシ フィックコンサルタンツ株式会社内 Ｆターム(参考） 2G061 AA11 AB01 BA04 CA01 CA05 CB01 EA01 EA02 EB02 EB03 ─────────────────────────────────────────────────── ─── Continued front page (72) Inventor Hiroki Yoneda 1 Pasi at 33 Meinohama-cho, Nishi-ku, Fukuoka City, Fukuoka Prefecture Fick Consultants Co., Ltd. F-term (reference) 2G061 AA11 AB01 BA04 CA01 CA05 CB01 EA01 EA02 EB02 EB03
Claims (3)
でいるグラウトを平面状に展開し、展開したロックボル
ト部の表面に展開したグラウト部が積層された形状の供
試体に対してロックボルト部かグラウト部のいずれか一
方にせん断荷重を加えるとともに、垂直荷重を加えるこ
とを特徴とするロックボルトとグラウトの付着強度試験
方法。1. A rock bolt or a grout with respect to a specimen having a shape in which a lock bolt and a grout surrounding the lock bolt are expanded in a planar shape, and the expanded grout portion is laminated on the surface of the expanded lock bolt portion. A method for testing the bond strength of rock bolts and grouts, characterized in that a shear load is applied to either one of the parts and a vertical load is applied.
ぞれを別々の容器に収納し、いずれか一方の容器にせん
断荷重を加えることを特徴とする請求項１または２記載
のロックボルトとグラウトの付着強度試験方法。2. The adhesion strength between the lock bolt and the grout according to claim 1 or 2, wherein each of the lock bolt portion and the grout portion is housed in a separate container, and a shear load is applied to either one of the containers. Test method.
項記載のロックボルトとグラウトの付着強度試験方法に
供する供試体であって、ロックボルトとロックボルトを
取り囲んでいるグラウトを平面状に展開し、展開したロ
ックボルトの表面に展開したグラウト部が積層された形
状であることを特徴とする供試体。3. The method according to claim 1, 2 or 3.
The test piece to be used in the adhesion strength test method for the rock bolt and grout described in the paragraph, the rock bolt and the grout surrounding the rock bolt are expanded in a plane, and the expanded grout part is laminated on the surface of the expanded rock bolt. Specimen characterized by having a formed shape.
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|---|---|---|---|
| JP2002135889A JP3600596B2 (en) | 2002-05-10 | 2002-05-10 | Test method for adhesion strength between rock bolt and grout |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP2002135889A JP3600596B2 (en) | 2002-05-10 | 2002-05-10 | Test method for adhesion strength between rock bolt and grout |
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| JP2003329574A true JP2003329574A (en) | 2003-11-19 |
| JP3600596B2 JP3600596B2 (en) | 2004-12-15 |
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