JP6270316B2 - Uniaxial compressive strength estimation method - Google Patents
Uniaxial compressive strength estimation method Download PDFInfo
- Publication number
- JP6270316B2 JP6270316B2 JP2013003855A JP2013003855A JP6270316B2 JP 6270316 B2 JP6270316 B2 JP 6270316B2 JP 2013003855 A JP2013003855 A JP 2013003855A JP 2013003855 A JP2013003855 A JP 2013003855A JP 6270316 B2 JP6270316 B2 JP 6270316B2
- Authority
- JP
- Japan
- Prior art keywords
- load
- compressive strength
- rotational torque
- screw point
- uniaxial compressive
- 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.)
- Active
Links
Landscapes
- Investigation Of Foundation Soil And Reinforcement Of Foundation Soil By Compacting Or Drainage (AREA)
Description
本発明は、回転貫入試験による測定値に基づいて、土の一軸圧縮強さを推定する方法に関する。 The present invention relates to a method for estimating uniaxial compressive strength of soil based on a measurement value obtained by a rotary penetration test.
従来から、一軸圧縮強さは、主に飽和した粘性土の強度指標として広く用いられており、非特許文献１に示す「日本工業規格Ａ１２１６
土の一軸圧縮試験」によって計測される。この試験は、ひずみ制御式圧縮装置を用いてサンプリングした共試体を圧縮し、共試体の軸ひずみを測定しながら、１分間に共試体高さの１％の圧縮ひずみが生じる速度で載荷を行い、荷重を測定する。測定した軸ひずみと荷重から、圧縮応力と圧縮ひずみの関係を表す曲線を求め、この曲線の最大値を一軸圧縮強さとするものである。
Conventionally, uniaxial compressive strength has been widely used mainly as a strength index of saturated clay, and is described in “Japanese Industrial Standard A1216” shown in Non-Patent Document 1.
It is measured by the “uniaxial compression test of soil”. In this test, a sampled sample is compressed using a strain-controlled compression device, and the sample is loaded at a rate at which a compressive strain of 1% of the sample height is generated per minute while measuring the axial strain of the sample. Measure the load. A curve representing the relationship between compressive stress and compressive strain is obtained from the measured axial strain and load, and the maximum value of this curve is defined as uniaxial compressive strength.
しかしながら、上記の一軸圧縮試験においては、土のサンプリングや専用装置の準備等、手順が多く、算出に手間がかかる問題を有していた。 However, in the above uniaxial compression test, there are many procedures such as soil sampling and the preparation of a dedicated device, and there is a problem that the calculation is troublesome.
本発明は、上記課題に鑑みて創成されたものであり、回転貫入試験による測定値から一軸圧縮強さを推定する方法を提供することを目的とする。 The present invention has been made in view of the above problems, and an object of the present invention is to provide a method for estimating uniaxial compressive strength from a measurement value obtained by a rotational penetration test.
本発明は、先端にスクリューポイントを有する貫入ロッドを地中に回転貫入し、段階的に貫入ロッドに負荷する荷重Ｗを変化させながら、貫入ロッドの回転トルクＴを測定する貫入試験において、土の一軸圧縮強さｑｕは、非排水せん断強さＳｕの二倍と定義し、非排水せん断強さＳｕは、スクリューポイントの表面に作用するせん断応力τと一致すると仮定し、スクリューポイントの表面に作用する水平せん断応力τｈは、回転トルクＴおよびスクリューポイントの寸法から算出し、貫入ロッドに負荷する荷重Ｗがゼロの状態では、せん断応力τは水平せん断応力τｈと一致することから、非排水せん断強さＳｕを求められることにより、土の一軸圧縮強さｑｕを算出することを特徴とする。 In the penetration test for measuring the rotational torque T of the penetrating rod while changing the load W applied to the penetrating rod in stages while rotating the penetrating rod having a screw point at the tip into the ground, The uniaxial compressive strength q u is defined as twice the undrained shear strength Su, and the undrained shear strength Su is assumed to coincide with the shear stress τ acting on the screw point surface. The acting horizontal shear stress τ h is calculated from the rotational torque T and the dimension of the screw point. When the load W applied to the penetrating rod is zero, the shear stress τ matches the horizontal shear stress τ h. By obtaining the drain shear strength Su, the uniaxial compressive strength q u of the soil is calculated.
また、前記ゼロ荷重状態の回転トルクＴ０は、荷重Ｗの変化に対する回転トルクＴの変化の割合に基づいて推定することが好ましい。 The rotational torque T 0 in the zero load state is preferably estimated based on the rate of change of the rotational torque T relative to the change of the load W.
本発明によれば、貫入試験による測定値である荷重及び回転トルクを試験パラメータとして用いるだけで土の一軸圧縮強さを算出することができるので、試料のサンプリングや、専用の試験装置を用いた室内実験が不要となる。 According to the present invention, it is possible to calculate the uniaxial compressive strength of the soil simply by using the load and rotational torque, which are measured values from the penetration test, as test parameters. Therefore, sample sampling and a dedicated test device were used. Laboratory experiments are not necessary.
（貫入試験）
まず、図１乃至図３は、本発明に用いる試験パラメータ（回転トルクＴ）を取得するための貫入試験を示す。この貫入試験は、ロッド２の先端に、貫入体の一例であるスクリューポイント３を備えて成る貫入ロッド１を地中に回転貫入するものであり、試験深度区間０．２５ｍに対して最大７段階（２５０Ｎ，３７５Ｎ，５００Ｎ，６２５Ｎ，７５０Ｎ，８７５Ｎ，１ｋＮ）の荷重Ｗを錘４により載荷しながら、貫入ロッド１の１回転あたりの回転トルクＴ及び貫入量Ｓｔを測定する。具体的には、図１及び図３に示すように、まず、初期荷重２５０Ｎを貫入ロッド１に載荷した状態で１回転貫入させる（Ｓ０１）。このとき、貫入量Ｓtが２５ｃｍに達していない場合（Ｓ０２）には、次の荷重３７５Ｎを貫入ロッド１に載荷して１回転貫入させる（Ｓ０３）。１回転毎に荷重１２５Ｎを加算し、累積貫入量ΣＳtが０．２５ｍに到達するまで回転貫入する。
(Penetration test)
First, FIG. 1 thru | or FIG. 3 shows the penetration test for acquiring the test parameter (rotation torque T) used for this invention. In this penetration test, the penetration rod 1 provided with a screw point 3 as an example of a penetration body at the tip of the rod 2 is rotated and penetrated into the ground, and a maximum of seven stages with respect to a test depth section of 0.25 m. (250N, 375N, 500N, 625N , 750N, 875N, 1kN) while loading by weight 4 a load W of, measuring the torque T and the penetration amount S t per one rotation of the penetration rod 1. Specifically, as shown in FIGS. 1 and 3, first, the initial load 250N is made to penetrate once in a state of being loaded on the penetration rod 1 (S01). In this case, if the penetration amount S t has not reached the 25 cm (S02), and loading the next load 375N to penetration rod 1 rotated once penetration (S03). Adds a load 125N for each rotation, the cumulative penetration amount [sigma] s t is rotated penetrate until it reaches the 0.25 m.
また、図２及び図３に示すように、最大荷重１ｋＮを載荷した状態において（Ｓ０４）、累積貫入量ΣＳtが０．２５ｍに到達していない場合は、最大荷重１ｋＮを載荷した状態で累積貫入量ΣＳtが０．２５ｍに到達するまで回転貫入を繰り返す（Ｓ０５）。そして、最初の試験深度区間（深度０ｍ〜０．２５ｍ）の測定が終了すると、回転貫入を停止し（Ｓ０６）、次の試験深度区間（深度０．２５ｍ〜０．５ｍ）を測定する。このような場合には、試験区間における測定ポイントは、７箇所以上となる。反対に、最大荷重１ｋＮを載荷する前に累積貫入量ΣＳtが０．２５ｍに到達した場合には、図１に示すように、測定ポイントは、１乃至６箇所となる。 Further, as shown in FIGS. 2 and 3, in a state where the loading of the maximum load 1kN (S04), the cumulative penetration amount [sigma] s t does not reach the 0.25m, the cumulative while loading the maximum load 1kN penetration amount [sigma] s t is repeated rotation penetration to reach the 0.25 m (S05). Then, when the measurement of the first test depth section (depth 0 m to 0.25 m) is completed, the rotation penetration is stopped (S06), and the next test depth section (depth 0.25 m to 0.5 m) is measured. In such a case, there are seven or more measurement points in the test section. Conversely, if the cumulative penetration amount [sigma] s t before loading the maximum load 1kN reaches 0.25m, as shown in FIG. 1, the measurement point is 1 to 6 places.
ところで、上記貫入試験による測定値は、ロッド２の周面摩擦による影響を受けているため、スクリューポイント３に作用する荷重Ｗ及び回転トルクが測定できていない。そこで、０．２５ｍ貫入する毎に貫入ロッド１を１ｃｍ引き上げて回転させ（Ｓ０７）、このときの回転トルクＴｍを測定し（Ｓ０８）、元の位置へ戻す（Ｓ０９）。この回転トルクＴｍは、ロッド２の周面摩擦の算定に用いる。算定方法としては、ロッド２に作用する鉛直及び水平方向の周面摩擦をそれぞれＷｆ、Ｔｆとした場合、スクリューポイント３に作用する荷重Ｗ及び回転トルクＴは、貫入ロッド１全体に作用する荷重Ｗａ及びＴａを用いて次式で表される。
Ｗａ＝Ｗｆ+Ｗ、Ｔａ＝Ｔｆ+Ｔ
したがって、スクリューポイント３に作用する荷重Ｗ及び回転トルクＴは、次式で表される。
Ｗ＝Ｗａ−Ｗｆ、Ｔ＝Ｔａ−Ｔｆ
以下の説明においては、貫入ロッド１の回転トルクＴは、ロッド２の周面摩擦を考慮したものとする。
By the way, since the measured value by the penetration test is influenced by the circumferential friction of the rod 2, the load W and the rotational torque acting on the screw point 3 cannot be measured. Therefore, every time 0.25 m penetrates, the penetrating rod 1 is pulled up by 1 cm and rotated (S07), and the rotational torque Tm at this time is measured (S08) and returned to the original position (S09). This rotational torque Tm is used for calculating the circumferential friction of the rod 2. As a calculation method, assuming that the vertical and horizontal circumferential friction acting on the rod 2 is Wf and Tf, respectively, the load W and the rotational torque T acting on the screw point 3 are the load Wa acting on the entire penetration rod 1. And Ta are used to express the following equation.
Wa = Wf + W, Ta = Tf + T
Therefore, the load W and the rotational torque T acting on the screw point 3 are expressed by the following equations.
W = Wa-Wf, T = Ta-Tf
In the following description, it is assumed that the rotational torque T of the penetrating rod 1 takes into account the circumferential friction of the rod 2.
また、上記貫入試験は、貫入ロッド１の一回転あたりの回転トルクＴについて、最大値Ｔｍａｘ、最小値Ｔｍｉｎ及び平均値Ｔ(−)も測定している。 In the penetration test, the maximum value T max , the minimum value T min, and the average value T (−) are also measured for the rotational torque T per rotation of the penetration rod 1.
（土の一軸圧縮強さの推定方法）
本発明に係る土の一軸圧縮強さの推定方法は、スクリューポイント３の寸法に基づいてスクリューポイント３の表面に作用する水平せん断応力τｈと回転トルクＴとの関係に基づくものである。図４に示すスクリューポイント３は、ＪＩＳ規格に基づいて寸法が設定されたものであり、円錐部５と円柱部６から成る。土への回転貫入おいては、これら各部５，６には水平方向へ一定のせん断応力τｈが作用するため、各部５，６で発生するトルクＴ１，Ｔ２は数式１及び数式２で表される。
Estimation method of uniaxial compressive strength of the soil according to the present invention is based on the relationship between the horizontal shear stress tau h a rotational torque T applied to the surface of the screw point 3 based on the dimensions of the screw point 3. A screw point 3 shown in FIG. 4 has dimensions set based on the JIS standard, and includes a conical portion 5 and a cylindrical portion 6. In rotation penetration into the soil, a constant shear stress τ h acts on each of these parts 5 and 6 in the horizontal direction, so torques T1 and T2 generated at each part 5 and 6 are expressed by Equations 1 and 2. The
なお、上記の数式１及び数式２において、
τｈ：スクリューポイント表面で水平方向に働くせん断応力
Ｔ１：円錐部５で発生するトルク
Ｔ２：円柱部６で発生するトルク
Ｌ１：円錐部５の長さ、
Ｌ２：円柱部６の長さ
Ｄ：スクリューポイントの直径
θ：スクリューポイントの先端角度
である。
In the above formulas 1 and 2,
τ h : Shear stress acting in the horizontal direction on the screw point surface T1: Torque generated at the conical portion 5 T2: Torque generated at the cylindrical portion 6 L1: Length of the conical portion 5
L2: Length of the cylindrical portion D: Diameter of screw point θ: Tip angle of screw point.
数式１及び数式２にＪＩＳ規格のスクリューポイントの寸法を代入すると次のようになる。
Ｔ１＝０．０８８τｈ
Ｔ２＝０．０４３τｈ
Ｔ＝Ｔ１+Ｔ２＝０．１３１τｈ・・・・（数式３）
Substituting the JIS standard screw point dimensions into Equation 1 and Equation 2 gives the following.
T1 = 0.088τ h
T2 = 0.043τ h
T = T1 + T2 = 0.131τ h ···· ( Equation 3)
Ｔは上記貫入試験によって測定される回転トルクＴであり、数式３を水平せん断応力τｈについて解くと次式のようになる。
τｈ＝７．６Ｔ・・・・（数式４）
T is the rotational torque T measured by the above penetration test, and when Equation 3 is solved for the horizontal shear stress τ h , the following equation is obtained.
τ h = 7.6T (Expression 4)
図５は、回転貫入時にスクリューポイント３に作用する応力の模式図を示すものである。スクリューポイント３に荷重Ｗを載荷した状態で回転トルクＴをかけると、円錐部５の表面には上下方向にせん断応力τｖが発生する。したがって、式４に示すように、τｈとτｖを合成したものが円錐部５の表面に働く最大せん断応力τとなる。
数式５によれば荷重が０（ゼロ）のとき、τｖ＝０となり、水平せん断応力τｈと最大せん断応力τは一致する。上記数式４は、次式のように置き換えることができる。
τ＝７．６Ｔ０・・・・数式６
なお、荷重が０のときの回転トルクＴをゼロ荷重トルクＴ０と称呼する。
According to Equation 5, when the load is 0 (zero), τ v = 0, and the horizontal shear stress τ h and the maximum shear stress τ coincide. The above equation 4 can be replaced by the following equation.
τ = 7.6T 0 ... Equation 6
The rotational torque T when the load is 0 is referred to as zero load torque T 0 .
ところで、上記貫入試験では、ゼロ荷重トルクＴ０を測定することは困難である。なぜならば、スクリューポイント３は、ドリル状に成形されたものであるから、ゼロ荷重状態で回転させても前進し地中へ貫入する。これでは、スクリューポイント３の表面に上下方向のせん断応力τｖが発生してしまうので、上記の数式６が成立しなくなる。そこで、ゼロ荷重トルクＴ０は、実測でなく推定する。推定方法としては、図６に示すように、上記貫入試験により取得した荷重Ｗ及び回転トルクＴの変化の割合ｄＴ／ｄＷから近似線を求め、その切片からゼロ荷重トルクＴ０を推定することができる。 By the way, it is difficult to measure the zero load torque T 0 in the penetration test. This is because the screw point 3 is formed in a drill shape, and thus advances and penetrates into the ground even if it is rotated in a zero load state. In this case, since the vertical shearing stress τ v is generated on the surface of the screw point 3, the above formula 6 is not satisfied. Therefore, the zero load torque T 0 is estimated rather than actually measured. As an estimation method, as shown in FIG. 6, an approximate line is obtained from the change rate dT / dW of the load W and the rotational torque T obtained by the penetration test, and the zero load torque T 0 is estimated from the intercept. it can.
本発明に係る一軸圧縮強さの推定は、ゼロ荷重トルクＴ０とモールの応力円の理論を用いる。
The estimation of the uniaxial compressive strength according to the present invention uses the theory of zero load torque T 0 and Mole's stress circle .
また、粘性土の場合には、スクリューポイント３表面の土は、一軸圧縮試験と同様に、非排水状態でせん断されていると考えられるから、スクリューポイント３表面の最大せん断応力τと非排水せん断強さＳｕとの間には、相関関係が成り立つと予測できるので、最大せん断応力τと非排水せん断強さＳｕが一致すると仮定する。
τ＝Ｓｕ
In the case of viscous soil, the soil on the surface of the screw point 3 is considered to have been sheared in an undrained state as in the uniaxial compression test. between the strength S u, it is assumed that since it can be predicted that a correlation is established, the maximum shear stress τ and the undrained shear strength Su match.
τ = S u
さらに、上記貫入試験では１回転あたりの最大トルクＴmaxを測定しており、ゼロ荷重トルクＴ０の推定において当該最大トルクＴmaxを用いることにより、最大せん断応力τはピーク値となり、つまり最大値が算出されていることになる。したがって、次式が成り立つ。
ｑｕ＝２Ｓｕ＝２τ＝１５．２Ｔ０
Further, in the above penetration test, the maximum torque Tmax per rotation is measured, and the maximum shear stress τ becomes a peak value by using the maximum torque Tmax in the estimation of the zero load torque T 0 , that is, the maximum value is calculated. Will be. Therefore, the following equation holds.
q u = 2S u = 2τ = 15.2T 0
以上のように、一軸圧縮強さの推定方法によれば、貫入試験により測定した回転トルクＴを試験パラメータとして用いるだけで、一軸圧縮強さｑｕを算出することができる。このため、従来のように、試料をサンプリングし室内実験で算出する必要がなくなる。 As described above, according to the method for estimating the uniaxial compressive strength, the uniaxial compressive strength q u can be calculated only by using the rotational torque T measured by the penetration test as a test parameter. For this reason, it is not necessary to sample the sample and calculate it by a laboratory experiment as in the prior art.
１ 貫入ロッド
２ ロッド
３ スクリューポイント
４ 錘
５ 円錐部
６ 円柱部
1 Intrusion rod 2 Rod 3 Screw point 4 Weight 5 Conical part 6 Cylindrical part
Claims (2)
土の一軸圧縮強さｑｕは、非排水せん断強さＳｕの二倍と定義し、
非排水せん断強さＳｕは、スクリューポイントの表面に作用するせん断応力τと一致すると仮定し、
スクリューポイントの表面に作用する水平せん断応力τｈは、回転トルクＴおよびスクリューポイントの寸法から算出し、
貫入ロッドに負荷する荷重Ｗがゼロの状態では、せん断応力τは水平せん断応力τｈと一致することから、非排水せん断強さＳｕを求められることにより、土の一軸圧縮強さｑｕを算出すること、
を特徴とする一軸圧縮強さの推定方法。 In the penetration test to measure the rotational torque T of the penetrating rod while rotating the penetrating rod having a screw point at the tip into the ground and changing the load W applied to the penetrating rod in stages.
The uniaxial compressive strength q u of soil is defined as twice the undrained shear strength Su,
Assuming that the undrained shear strength Su coincides with the shear stress τ acting on the surface of the screw point,
The horizontal shear stress τ h acting on the surface of the screw point is calculated from the rotational torque T and the dimension of the screw point,
When the load W applied to the penetrating rod is zero, the shear stress τ coincides with the horizontal shear stress τ h, and thus the undrained shear strength Su is obtained, thereby calculating the uniaxial compressive strength q u of the soil. To do,
A method for estimating uniaxial compressive strength characterized by:
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP2013003855A JP6270316B2 (en) | 2013-01-11 | 2013-01-11 | Uniaxial compressive strength estimation method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP2013003855A JP6270316B2 (en) | 2013-01-11 | 2013-01-11 | Uniaxial compressive strength estimation method |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| JP2014134067A JP2014134067A (en) | 2014-07-24 |
| JP6270316B2 true JP6270316B2 (en) | 2018-01-31 |
Family
ID=51412539
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| JP2013003855A Active JP6270316B2 (en) | 2013-01-11 | 2013-01-11 | Uniaxial compressive strength estimation method |
Country Status (1)
| Country | Link |
|---|---|
| JP (1) | JP6270316B2 (en) |
Families Citing this family (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| WO2016103362A1 (en) * | 2014-12-24 | 2016-06-30 | 日東精工株式会社 | Penetration test method |
| CN104989388B (en) * | 2015-06-10 | 2018-04-17 | 西安科技大学 | A kind of high-dipping rock pillar instability monitoring method |
Family Cites Families (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2763873B2 (en) * | 1996-05-24 | 1998-06-11 | 大和ハウス工業株式会社 | Basic construction method selection device and selection method |
| JP2878255B1 (en) * | 1998-01-14 | 1999-04-05 | 鹿島建設株式会社 | Geological survey method |
| JP4705520B2 (en) * | 2006-05-31 | 2011-06-22 | 株式会社日本住宅保証検査機構 | Penetration test method |
| JP5320081B2 (en) * | 2009-01-08 | 2013-10-23 | 日東精工株式会社 | Penetration test method |
-
2013
- 2013-01-11 JP JP2013003855A patent/JP6270316B2/en active Active
Also Published As
| Publication number | Publication date |
|---|---|
| JP2014134067A (en) | 2014-07-24 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| US9777452B2 (en) | Gravity type pore pressure dynamic penetration device for shallow layer seabed soil | |
| JP6270316B2 (en) | Uniaxial compressive strength estimation method | |
| EP3112833A3 (en) | Systems and methods for measuring torque on rotating shaft | |
| CN102587426B (en) | Analysis method for estimating bearing capacity of pile foundation on basis of penetration technology | |
| EP3690184A3 (en) | Method and system for well construction management | |
| Warren et al. | Penetration of common ordinary strength water saturated concrete targets by rigid ogive-nosed steel projectiles | |
| JP6138729B2 (en) | Resistance estimation method and estimation system for rotary press-fit piles | |
| WO2015150429A3 (en) | Passive micro-vessel and sensor | |
| Kai-hang et al. | Explicit analytical solutions for stress and displacement of surrounding rock in shallow tunnels | |
| JP6159090B2 (en) | Method for estimating fine grain content and N value | |
| JP6548953B2 (en) | Concrete workability judgment method | |
| Zhen et al. | Analytical solutions for finite cylindrical dynamic cavity expansion in compressible elastic-plastic materials | |
| JP5320081B2 (en) | Penetration test method | |
| JP6238112B2 (en) | Ground soundness evaluation method | |
| JP6574341B2 (en) | Tip resistance force estimation system, press-fitting construction system, and tip resistance force estimation method | |
| DE102010028412A1 (en) | Geothermal measuring probe for carrying out geothermal response test during geo-technical building ground in-situ-investigation for e.g. preparation of planned deep foundation on construction site, has open pipe arranged in hollow probe | |
| JP6159089B2 (en) | Soil judgment method | |
| Wang et al. | Effect of dislocation–GB interactions on crack blunting in nanocrystalline materials | |
| CN107561097A (en) | A kind of measuring method of crack depth of concrete | |
| JP5610986B2 (en) | Geological estimation system and geological estimation method | |
| Slipchuk et al. | Evaluation of the permissible moment in a roller cone drill bit providing the prescribed reliability of work | |
| CN105606448A (en) | Determination method for fracture toughness of actual cracked structure | |
| JP6656724B2 (en) | Liquefaction determination method | |
| JP6353189B2 (en) | Soil judgment method | |
| CN205382944U (en) | Intelligence stock |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| A621 | Written request for application examination |
Free format text: JAPANESE INTERMEDIATE CODE: A621 Effective date: 20151225 |
|
| A977 | Report on retrieval |
Free format text: JAPANESE INTERMEDIATE CODE: A971007 Effective date: 20161024 |
|
| A131 | Notification of reasons for refusal |
Free format text: JAPANESE INTERMEDIATE CODE: A131 Effective date: 20161028 |
|
| A521 | Request for written amendment filed |
Free format text: JAPANESE INTERMEDIATE CODE: A523 Effective date: 20161227 |
|
| A131 | Notification of reasons for refusal |
Free format text: JAPANESE INTERMEDIATE CODE: A131 Effective date: 20170602 |
|
| A521 | Request for written amendment filed |
Free format text: JAPANESE INTERMEDIATE CODE: A523 Effective date: 20170728 |
|
| TRDD | Decision of grant or rejection written | ||
| A01 | Written decision to grant a patent or to grant a registration (utility model) |
Free format text: JAPANESE INTERMEDIATE CODE: A01 Effective date: 20171222 |
|
| A61 | First payment of annual fees (during grant procedure) |
Free format text: JAPANESE INTERMEDIATE CODE: A61 Effective date: 20171226 |
|
| R150 | Certificate of patent or registration of utility model |
Ref document number: 6270316 Country of ref document: JP Free format text: JAPANESE INTERMEDIATE CODE: R150 |
|
| R250 | Receipt of annual fees |
Free format text: JAPANESE INTERMEDIATE CODE: R250 |
|
| R250 | Receipt of annual fees |
Free format text: JAPANESE INTERMEDIATE CODE: R250 |
|
| S111 | Request for change of ownership or part of ownership |
Free format text: JAPANESE INTERMEDIATE CODE: R313115 |
|
| R350 | Written notification of registration of transfer |
Free format text: JAPANESE INTERMEDIATE CODE: R350 |