CN111209685A - Deep jointed rock RQD determination method based on while-drilling monitoring technology - Google Patents
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Abstract
The invention discloses a method for determining a deep jointed rock RQD (RQD) based on a monitoring while drilling technology, which is implemented according to the following steps: step 1, acquiring torque, bit pressure, rotating speed and drilling speed by using field while-drilling monitoring equipment, and further calculating the drilling energy of a jointed rock mass; step 2, normalizing the drilling energy of the jointed rock mass obtained in the step 1; step 3, calculating the discreteness of the drilling energy of the jointed rock mass; and 4, calculating the RQD of the deep jointed rock mass based on the relation between the drilling energy dispersion and the RQD. The method solves the problem that the existing rock mass quality index RQD is limited due to more influence factors.
Description
Technical Field
The invention belongs to the technical field of in-situ testing of deep rock mass engineering, and particularly relates to a method for determining a RQD of a deep jointed rock mass based on a monitoring while drilling technology.
Background
The rock mass quality index (RQD) is a method for representing the goodness of rock mass. Because the RQD is easy to determine and is a more sensitive and suitable index compared with the core sampling rate. Therefore, the method is widely used as an important index and reference for quality evaluation of jointed rock mass worldwide. Many engineers often use RQDs in conjunction with their own experience to determine the stability of rock masses. RQD was first proposed by Deere in 1963 and is defined as:
palmstrom (2005) introduced a Weighted Joint Density (WJD) such that RQD can be expressed as:
RQD＝110-2.5Jv(WJD) (2)
wherein WJD is defined as
fiIs a nominal factor, related to the angular separation between the joint and the borehole, and L is the measured segment length.
Araghi (2006) introduced a modified rock mass designation (MRQD) for RQD calculations. The MRQD method is based on weak zones, including the number of joints, core wash and fracture zones, cavities and highly weathered rock mass. MRQDs can be represented as:
where WZ is the number of weak areas, ndIs the number of discrete areas, FrIs the area of debris (space)<15-50mm), VZ is the open zone, CW is the core wash zone, CrIs the crushing zone (spacing)5-15 mm) and C is a hollow or iron core loss area. Later research has found that the quality of the rock mass depends not only on the cumulative length of the unbroken fragments, but also on the number N of unbroken fragments. The corrected rock mass is therefore expressed as:
wherein, RQDCIs the corrected rock mass name, L is the travel or run length (or scan line length), LiIs the length of the ith uninterrupted fragment and a is the material parameter. Azimian (2016) proposes an improved rock quality indicator (RQD)i) To reduce the limitations of the conventional approach. RQDiExpressed as:
wherein f isiIs a nominal factor, CW is the length of the broken core section, FrIs the length of the fragmentation section, (interval 15-50mm), CrIs the length of the crushed section, (less than 15mm apart), and K is the length of the karst section. Although the RQD indicator is a basic parameter commonly used in current rock mass engineering. It is affected by many well-known factors such as rock strength parameters, fracture frequency, core size, joint orientation and joint roughness. By definition, RQDs are greatly limited by the consistency measured because it depends on a selected threshold of minimum intact core length or the length of weak segments, such as fragmentation, karst, and crush segments. Although Azimian (2016) and Araghi (2006) et al propose calculations. Enabling the effect of the selected threshold length on the RQD value to be eliminated, however, weak segment length determination methods still exist due to the difficulty of coring. Therefore, it is difficult to be widely applied to research on the actual engineering rock mass RQD. The invention provides a method for determining a RQD (total Quadrature-resolved rock mass) of a deep jointed rock mass based on a monitoring while drilling technology based on the defects of the current in-situ testing method of the deep rock mass engineering.
Disclosure of Invention
The invention aims to provide a method for determining a deep jointed rock mass RQD based on a monitoring while drilling technology, and solves the problem that the existing rock mass quality index RQD is limited in a measuring method due to more influence factors.
The technical scheme adopted by the invention is that a method for determining the RQD of the deep jointed rock mass based on the monitoring while drilling technology is implemented according to the following steps:
and 4, calculating the RQD of the deep jointed rock mass based on the relation between the drilling energy dispersion and the RQD.
The present invention is also characterized in that,
the calculation formula of the drilling energy e of the jointed rock mass in the step 1 is as follows:
wherein the content of the first and second substances,
D1and D2Representing the outer and inner radii of the drill bit; f represents the drill thrust; v represents a feed speed; m represents bit torque; w represents the rotation speed.
The normalization processing of the jointed rock mass drilling energy in the step 2 is as follows:
wherein f represents the normalized result of drilling energy, eminIndicating the minimum drilling energy in a borehole, emaxThe maximum drilling energy in one borehole is indicated, and e represents the drilling energy of the jointed rock mass.
In the step 3, the dispersion formula for the drilling energy normalization result is calculated as follows:
wherein f represents the normalization result of the drill energy, n is the total number of the normalization results of the drill energy, f is the average value of the normalization results of the drill energy, and s is the standard deviation after normalization of the drill energy.
In the step 4, calculating the RQD of the deep jointed rock mass by using the dispersion, wherein the specific formula is as follows:
RQD＝-640s+100 (4)
that is, calculating the RQD requires only the dispersion of the rock mass drilling energy, calculating the RQD value of the rock mass based on the correlation between the standard deviation and the RQD, and when evaluating the RQD using the drilling method, the RQD depends only on the dispersion of the rotary drilling energy, i.e., the standard deviation data.
The method has the beneficial effects that the method for determining the RQD of the deep jointed rock based on the monitoring while drilling technology realizes the rapid and accurate determination of the RQD of the deep jointed rock mainly through a theoretical calculation method. The method only needs manual calculation, has simple calculation process, and still has higher calculation precision under the condition of not adopting empirical correction coefficients. The method disclosed by the invention is adopted to calculate parameters only from a field monitoring test while drilling, and the traditional drilling sampling is not needed, so that the exploration program is simplified, the exploration cost is saved, and the application prospect is wide.
Drawings
FIG. 1(a) shows standard deviation versus borehole depth in borehole test number 1;
FIG. 1(b) shows standard deviation versus borehole depth in borehole test number 2;
fig. 2 shows the correlation between standard deviation and RQD.
Detailed Description
The present invention will be described in detail with reference to the following embodiments.
The invention relates to a method for determining a deep jointed rock RQD based on a monitoring while drilling technology, which is implemented according to the following steps:
the calculation formula of the drilling energy e of the jointed rock mass in the step 1 is as follows:
wherein the content of the first and second substances,
D1and D2Representing the outer and inner radii of the drill bit; f represents the drill thrust; v represents a feed speed; m represents bit torque; w represents the rotation speed.
the normalization processing of the jointed rock mass drilling energy in the step 2 is as follows:
wherein f represents the normalized result of drilling energy, eminIndicating the minimum drilling energy in a borehole, emaxThe maximum drilling energy in one borehole is indicated, and e represents the drilling energy of the jointed rock mass.
in the step 3, the dispersion formula for the drilling energy normalization result is calculated as follows:
wherein f represents the normalized result of the drill energy, n is the total number of the normalized results of the drill energy,
the mean of the results is normalized by the drill energy, and the standard deviation is normalized by the s drill energy.
And 4, calculating the RQD of the deep jointed rock mass based on the relation between the drilling energy dispersion and the RQD.
In the step 4, calculating the RQD of the deep jointed rock mass by using the dispersion, wherein the specific formula is as follows:
RQD＝-640s+100 (4)
that is, calculating the RQD requires only the dispersion of the rock mass drilling energy, calculating the RQD value of the rock mass based on the correlation between the standard deviation and the RQD, and when evaluating the RQD using the drilling method, the RQD depends only on the dispersion of the rotary drilling energy, i.e., the standard deviation data.
Examples
In the embodiment, the invention is illustrated by taking a drilling test of a traffic tunnel of a hydropower station of a Chinese Hanjiang river dam as an example.
(1) Traffic tunnel engineering background and drilling test equipment for hydropower station of Chinese Hanjiang river dam
The traffic tunnel is located below the right bank of the hydropower station of the Chinese Hanjiang river dam, is located on a steep slope, has good stability and good geological conditions, and has a slope of 45-52 degrees. The shape of the area is mainly mountain and valley, both sides are steep, and the surrounding rock mainly comprises gray senecio marble and crystalline limestone. Drilling tests were carried out along the tunnel path (about 0-25 m) from the entry leg to the first fault, in the test area, there were weak areas including broken fragments, joints and broken pieces, and a total of two boreholes, 13.75m in total, were drilled along the tunnel path in the vulnerable and critical areas.
The main engineering equipment is a drilling process monitoring equipment DPMA for on-site rock mass analysis, and the DPMA consists of five measurement and instrument systems: an axial loading system, a torsional drive system, a sensor monitoring system, an electro-hydraulic control system, and a data acquisition and processing system. The wireless signals collected by the sensor monitoring system consisting of two wireless transmitters and two receivers are used to accurately obtain the bit thrust and bit torque. The number of points per second of a receiver with 0-500 data acquisition capability can accurately collect hundreds of sets of drilling data. DPMA is self-controlled during drilling, and can continuously measure the thrust force F (N), the torque M (N.m), the rotating speed w (rpm) and the penetration rate v (mm/min) at different depths, and the data are stored in an Excel file.
(2) Calculation of drilling energy of jointed rock mass
Research shows that in the drilling process, drilling energy is closely related to drill bit thrust, feeding speed, drill bit torque, rotating speed and drilling area, and the calculation formula of the drilling energy e of a specific jointed rock body is as follows:
(3) normalization treatment of jointed rock mass drilling energy
During the drilling test, it is found that the drill can be inaccurately determined in the rock which is not uniform (discontinuous, broken), with large errors. Therefore, data normalization methods are used to eliminate inaccuracies.
The specific calculation formula is as follows:
(4) calculating the dispersion of the drilling energy normalization result
Calculating the dispersion of the normalization result on the basis of the formula (3), wherein the specific calculation formula is as follows:
(5) calculating the RQD of the deep jointed rock mass based on the relation between the drilling energy dispersion and the RQD
The rotary drilling energy and the standard deviation of the RQD were obtained on the basis of the number 1 and number 2 boreholes, which mainly contain the gray semester marble and crystalline limestone. The correlation between the standard deviation and the RQD is shown in fig. 2, with the RQD approximately linearly related to the standard deviation data, indicating a correlation between the standard deviation data and the RQD. The RQD data is dependent only on the standard deviation data, the value of the RQD is determined using the well data, and the RQD-s relationship can be expressed as:
RQD＝-640s+100 (4)
to verify the feasibility of using drilling data to determine RQD in rock engineering, RQD obtained in drilling tests were compared to RQD values measured from previous studies. Boreholes 1 and 2 were 5.05 and 8.75m long, respectively. For boreholes No. 1 and No. 2, which have depths of 5.05 and 8.75m, respectively, the two boreholes are divided into 3 and 5 sections, respectively, based on an evaluation unit that is 2m long. For the proposed RQD method, various calculation methods are used to obtain the RQD for each segment (as in table 1). As shown in fig. 1(a) and 1(b), there are 14 complete cores in wellbore No. 1 and 11 complete cores in wellbore No. 2. Sections 0-2 m and 2-4 m in borehole No. 1 and sections 0-2 m, 2-4 m and 4-6 m in borehole No. 2 have 4, 3, 2, 1 and 2 joints (discontinuities), respectively, and RQD values of 67.5, 58, 74, 60.5 and 58, respectively. The RQD value is less than that of Deere (1963) due to the reduced effect of the range of joint lengths on the RQD. In this regard, sections 6-8 m in wellbore 2 have 3 joints (discontinuities), and therefore the RQD value is 100, but the RQD value is 89.5, with a range of pitch lengths being considered. Therefore, the total length of the joint range of 6-8 m sections in the No. 2 well is 0.21m, which is consistent with the actual length.
Table 1 comparison of RQD proposed based on the present invention with previous methods
The prediction method for determining the predicted RQD value by using the rotary drilling energy has the advantages of simple principle, convenience in operation, low cost and good use effect. The RQD requires only borehole data of the rock, establishing an RQD classification of the rock mass based on the correlation between the standard deviation and the RQD. The method is applied to engineering application of a large river dam hydropower station, and represents a practical method for calculating the RQD value as an index value in a plurality of rock engineering classifications and engineering.
Claims (5)
1. A method for determining a RQD of a deep jointed rock mass based on a monitoring while drilling technology is characterized by comprising the following steps:
step 1, acquiring torque, bit pressure, rotating speed and drilling speed by using field while-drilling monitoring equipment, and further calculating the drilling energy of a jointed rock mass;
step 2, normalizing the drilling energy of the jointed rock mass obtained in the step 1;
step 3, calculating the discreteness of the drilling energy of the jointed rock mass;
and 4, calculating the RQD of the deep jointed rock mass based on the relation between the drilling energy dispersion and the RQD.
2. The method for determining the RQD of the deep jointed rock mass based on the monitoring while drilling technology as claimed in claim 1, wherein the drilling energy e of the jointed rock mass in the step 1 is calculated as follows:
wherein the content of the first and second substances,
D1and D2Representing the outer and inner radii of the drill bit; f represents the drill thrust; v represents a feed speed; m represents bit torque; w represents the rotation speed.
3. The method for determining the RQD of the deep jointed rock based on the monitoring while drilling technology as claimed in claim 2, wherein the normalization processing of the drilling energy of the jointed rock in the step 2 is specifically as follows:
wherein f represents the normalized result of drilling energy, eminIndicating the minimum drilling energy in a borehole, emaxThe maximum drilling energy in one borehole is indicated, and e represents the drilling energy of the jointed rock mass.
4. The method for determining the RQD of the deep jointed rock mass based on the monitoring while drilling technology as claimed in claim 3, wherein the formula for calculating the dispersion of the normalized drilling energy result in the step 3 is as follows:
wherein f represents the normalization result of the drill energy, n is the total number of the normalization results of the drill energy, f is the average value of the normalization results of the drill energy, and s is the standard deviation after normalization of the drill energy.
5. The method for determining the RQD of the deep jointed rock based on the monitoring while drilling technology as claimed in claim 4, wherein the RQD of the deep jointed rock is calculated by using the dispersion in the step 4, and the specific formula is as follows:
RQD＝-640s+100 (4)
that is, calculating the RQD requires only the dispersion of the rock mass drilling energy, calculating the RQD value of the rock mass based on the correlation between the standard deviation and the RQD, and when evaluating the RQD using the drilling method, the RQD depends only on the dispersion of the rotary drilling energy, i.e., the standard deviation data.
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