JP6270316B2 - Uniaxial compressive strength estimation method - Google Patents
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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:
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