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Konya
ABSTRACT: Uniaxial compressive strength (UCS) and Brazilian tensile strength (BTS) are widely used in rock engineering. However, preparing standard samples for the strength tests may not always be possible for weak rocks. On the other hand, only rock fragments are available to estimate the rock strength in some cases such as drilling. Therefore, developing some models for estimating the rock strength from rock fragments will be useful. In this study, a crushability index (CI) was described from crushing test and the possibility of predicting UCS and BTS from this index was investigated. Strong and significant linear correlations were found between the CI and both the UCS and BTS. It is concluded that the UCS and BTS of rock can be estimated from the CI. The suggested method is especially useful for the drilling industry and for the cases where there are not enough samples for the standard tests. 1 INTRODUCTION The uniaxial compressive strength (UCS) and Brazilian tensile strength (BTS) of rock is commonly used in civil and mining engineering projects performed in rock environment. However, the test for determining UCS or BTS is time consuming and expensive. On the other hand, it requires well-prepared and high quality core samples. For this reason, some indirect tests such as point load, block punch index test, Schmidt hammer, and ultrasonic velocity tests have been frequently used to predict rock strength for preliminary studies (Broch & Franklin 1972; Gunsallus & Kulhawy 1984; Gaviglio 1989; Sachapazis 1990; Katz et al. 2000; Kahraman 2001; Ulusay et al. 2001; Yasar & Erdogan 2004; Fener et al. 2005; Basu & Kamran 2010; Kohno & Maeda 2012 etc.). However, preparing standard samples for indirect test may not always be possible for weak or soft rocks. On the other hand, we may have only rock fragments to estimate the rock strength in some cases such as drilling. For this reason, developing some models for estimating the rock strength from rock fragments will be useful. In this study, a crushability index (CI) was described and the predictability of UCS and BTS from the CI was studied. The sample preparation and testing method are easy in the crushability test. A small amount (500g) of crushed rock is enough for testing. This is an advantage when there are limited rock samples. That the crushability test can be applied on the drill cuttings is another important advantage. 2 SAMPLING A total of twenty four different rock types were sampled, eight of which were igneous, eight of which were metamorphic and eight of which were sedimentary. Quarries, marble factories, and natural outcrops in Nigde, Kayseri, Konya and Afyon areas of Turkey were visited and rock blocks were collected for the laboratory testing. The location and the name of the rocks are given in Table 1.
compressive strength, correlation, crushability index, equation, f-value, granite, international journal, null hypothesis, Reservoir Characterization, reservoir geomechanics, rock fragment, Rock mechanics, rock strength, Significance, strength, strength test, tensile strength, uniaxial compressive strength, Upstream Oil & Gas
Country:
- Asia > Middle East > Turkey > Nigde > Nigde (0.30)
- Asia > Middle East > Turkey > Konya > Konya (0.25)
- Asia > Middle East > Turkey > Kayseri > Kayseri (0.25)
SPE Disciplines: Reservoir Description and Dynamics > Reservoir Characterization > Reservoir geomechanics (1.00)
ABSTRACT: This project was supported by Turkish Coal Enterprises and was carried out at the Ilgin-Konya open pit coal mine. Horizontal displacements along boreholes were measured using an inclinometer at 0.5 m intervals. In the same boreholes, vertical displacements were assessed at 3 m intervals using a magnetic colon probe. To measure in situ displacement, two boreholes were drilled in separate open pit benches and displacements monitored over a 7 month period. We found that the horizontal displacement value was ~ 10 mm (north-east) in the upper borehole and ~5 mm (north-east) in the lower borehole, with vertical displacements of —8 mm and — 1 mm, respectively. The shear zones of the unstable mine slopes were determined as 4.5 and 6 m in the upper and lower boreholes respectively. Vertical deformation values, as horizontal displacement measurements, could not be taken every 0.5 m. Therefore, it was encountered with some difficulties in evaluations. Here, based on our data, we developed a method to determinate vertical displacements from inclinometer measurements. By this approach, the estimated vertical displacement values were in line with experimentally-determined (magnetic colon) vertical displacement values. The estimated depths of the shear zone were comparable when using the experimental and mathematically determined displacement values. 1 INTRODUCTION Slope safety is important during surface excavation (e.g., in open-pit mining, the construction of road and rail cut slopes and dams and modification of natural slopes). Slope safety during surface excavation projects is the responsibility of design engineers. Slope stability investigations determine the depth and thickness of the shear zones and monitor the magnitude, rate and direction of slope movement. Engineers often determine the time dependent long-term deformation behavior by in situ measurements (Pinheiro et al. 2015 and Piccinini et al. 2014). Geodetic methods are commonly used to monitor unstable slopes and can record displacements in the topography across three dimensions. Whereas the inclinometer measurement method is often preferred by site engineers when determining the depth and thickness of the shear zones (Dunnicliff 1993). The developed measurements are the most common alternative method. The most commonly applied inclinometer method involves drilling a borehole and monitoring the horizontal deformations that form along the borehole axis (ISRM 2007, Machan & Bennett 2008). The displacement behavior of the rock mass can be monitored using an inclinometer probe. However, in this method, only the horizontal displacements can be monitored. The vertical displacements along the borehole axis are not measured by the inclinometer system. Therefore, site engineers must use a magnetic colon measurement system within the same borehole. The vertical measurement values are obtained through magnetic rings, which are inserted to the required depth along the borehole axis. Thus, engineers must establish two separate measurement systems to adequately follow the borehole's displacement events. This is disadvantageous because: greater investment is required; and the horizontal and vertical displacement values are not recorded at the identical borehole depth. To address this, here we developed a calculation approach to determine vertical displacements from inclinometer measurements.
borehole, borehole axis, Directional Drilling, displacement, displacement value, drilling operation, horizontal displacement, inclinometer, inclinometer approach, inclinometer measurement, inclinometer probe, lower borehole, magnetic colon measurement, measurement method, measurement system, metals & mining, Reservoir Characterization, shear zone, unstable slope, upper borehole, Upstream Oil & Gas, vertical displacement, vertical displacement value
Industry:
- Materials > Metals & Mining (1.00)
- Energy > Oil & Gas > Upstream (1.00)
SPE Disciplines:
Abstract The studies presented in this paper were carried out in two different regions. They are TKI-GLIBLI Orhaneli lignite open pit mine region and Konya-Çumra agricultural basin, respectively. In Orhaneli mine site, to monitor deformations in 9 boreholes, inclinometer measurements were made approximately 14 times for 215 days. Similarly, in Çumra agricultural basin, using 11 boreholes established in site, these measurements were made 7 times for 784 days. In the evaluation of the measurement results, the presences of certain problems have been identified. To utilize in the evaluation studies of the inclinometer measurement results, a new approach was developed. The approach used in the project studies was presented in this paper. 1. Introduction Natural structures and unstable slopes in open pit mines is an important problem. This problem is a condition that must be followed with the help of in-situ measurements. Otherwise, these problems can lead to loss of life and property. In order to provide stability of slopes, various in situ monitoring methods have been developed. Inclinometer measuring system is one of these methods one. The horizontal displacements formed in field can be measured by the inclinometer monitoring system. Inclinometers are widely used for measuring the internal displacement of geotechnical structures (Dunnicliff, 1993). An inclinometer system includes inclinometer casing, an inclinometer probe and control cable, and an inclinometer readout unit. Inclinometer casing is typically installed in a near-vertical borehole that passes through a zone of suspected movement. The bottom of the casing is anchored in stable ground. The bottom of the casing is anchored in stable ground. Ground movement causes the casing to move away from its initial position. The rate, depth, and magnitude of this movement are calculated by comparing data from the initial measurement to data from subsequent measurement. Some software is used for data management of inclinometer measurements. The measurement results obtained from the field are converted to graphical format through these software programs in computer. These graphs include changes of displacement formed along the shaft for each measurement date. The two different group graphs are produced. They are cumulative displacement (CD) and incremental displacement (ID) graph groups, respectively. In the first group graph (CD), the x-axis is cumulative displacement (U, mm) values, the y-axis is shaft length (L, m).
agricultural basin, borehole, deformation, describe deformation, displacement, displacement value, graph, inclinometer borehole, inclinometer measurement, konya, Mesutoğlu, metals & mining, oink-1, Reservoir Characterization, Selçuk University, substation, total displacement value, typical time-dependent behavior, Upstream Oil & Gas, çumra agricultural basin
Seminal research for stemming has been first reported by Bergoyne (Bergoyne, 1849). The research work in past is largely limited to defining size and type of the stemming material for effective engineering blasting (Konya and Outoyne, 1978; Chiapetta et al., 1983). Few research have also been carried out to develop contrivances known as stemming plugs to effectively contain explosive energy for engineering blasting (Worsey, 1988; Jenkins, 2001; Shann, 2002). Nonetheless, results of the past research indicate that the stemming length cannot be reduced which has been kept greater than 1/3rd of the blasthole length since centuries. Furthermore, the past research prohibits use of drill cuttings as stemming material and the mine operators prefer to use drill cuttings as stemming material due to ease in availability. This encouraged authors of this paper to develop a device which can be effortlessly and economically used for engineering blasting operations irrespective of the stemming length requirements with substantial reduction in the stemming length, time and material. This paper presents preliminary results of field experimentation for a new type of stemming plug, which is acronym as SPARSH (Stemming Plug Augmenting Resistance to Stemming in Holes).
application, boulder formation, case study, drill cuttings, effective explosive energy utilization, Engineering, explosive energy, explosive energy utilization, fragment, inventive stemming plug, retention time, social responsibility, Sparsh, stemming plug augmenting resistance, sustainability, sustainable development, Upstream Oil & Gas
Country:
- North America > United States (0.47)
- Asia > Middle East > Turkey > Konya > Konya (0.25)
Industry:
- Energy (0.97)
- Materials > Metals & Mining (0.34)
SPE Disciplines:
Pre-Splitting And Stress Waves: A Dynamic Photoelastic Evaluation
Simha, K.R.Y. (Department of Mechanical Engineering, University of Maryland) | Holloway, D.C. (Department of Mechanical Engineering, University of Maryland) | Fourney, W.L. (Department of Mechanical Engineering, University of Maryland)
INTRODUCTION ABSTRACT An experimental investigation was performed to evaluate the role of stress waves in the pre-splitting operation. 3D birefringent Plexiglas models and the dynamic photoelastic technique were used to visualize the stress waves generated by the detonation. Simultaneous as well as sequential detonation of the explosive charges were investigated. The development of fractures and stress waves were recorded using a high speed multiple spark gap camera of the Cranz-Shardin type. The experimental data was analyzed and displayed-on a Lagrangian diagram to present an overall picture of the entire dynamic event. It was repeatedly observed in the tests that the time required for the completion of the pre-splitting operation as practiced in the field is of the same order as that for the transit time for the stress waves between the blastholes thereby revealing the highly elasto dynamic nature of the event. Pre-splitting denotes the preliminary operation of fixing the blasting limits. Pre-splitting is achieved by employing mild, decoupled charges with the sole intention of connecting the blastholes with minimal damage and vibration. Usually the blastholes in pre-splitting are fired simultaneously while some times millisecond delays are employed between successive blastholes. Pre-split blastholes are typically 5-10 cms in diameter and are spaced about 10-12 diameters from each other. Typically, the decoupling ratio; i.e., the ratio of blasthole diameter to charge diameter, varies from 2-3 (Dupont Blasters' Handbook, 1977). Existing literature on pre-splitting (Konya, 1980, and Kihlstrom, 1970) and related mining operations accomplished by the detonation of explosives (Porter, et. al., 1970, and Ito, et. al., 1970) indicate a general lack of agreement on the basic mechanisms of dynamic fracture. Consequently, several experimental observations have been often misinterpreted and misunderstood. In particular, the influence of stress waves on the dynamic event of pre-splitting has not been investigated in detail. It is erroneously believed that the gas pressure is entirely responsible for the dynamic event. Although it is a fact that the gas pressure generates the stress wave systems, the unstable propagation of fractures that ensues upon the detonation is completely decided by the instantaneous dynamic state of stress that develops in the wake of the propagating stress waves. A complete description of the pre-splitting operation must therefore rely on elastodynamic consideration rather than the conventionally adopted elastostatic approaches. Several investigators have addressed the problem of dynamic fracture due to multiple explosions using small scale models of plastics, limestone, etc. In 1973, Dally, et. al., examined some aspects of stress wave effects on explosively induced fractures. In these experiments a brittle photoelastic polyester called Homalite l00 was employed as the model material. The model thicknesses were 6.35mm (1/4") and 4.76mm (3/16"). In 1974 Pederson, et. al., conducted a photoelastic evaluation of the conventional pre-splitting procedure using once again 6.35mm (1/4") Homalite models. In 1978 Swift, et. al., employed 3D samples of polystyrene to study the effects of delay on fracturing. However in this investigation the results were analyzed on a post mortem basis to quantify fracture.
blasthole, blasthole diameter, blasting, completion, configuration, detonation, dynamic event, dynamic photoelastic evaluation, experimental investigation, fracture, hydraulic fracturing, interaction, pre-split blasting, pre-splitting operation, simultaneous detonation, stress wave, stress wave reflection, Upstream Oil & Gas
Country:
- North America > United States (0.70)
- Asia > Middle East > Turkey > Konya > Konya (0.26)
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