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Antalya
Abstract This paper presents the identification of the geotechnical parameters of the Antalya karstic foundation rocks (travertine/tufa), whose mechanical behavior is highly variable due to their natural variability and structure. Antalya tufa rock mass is a different rock type, which has no well-developed joint systems. It is variably porous and is composed of different rock types with different structures. In order to reveal the controlling geotechnical parameters for the mechanical behavior of the Antalya tufa rock mass and to develop a comprehensive geotechnical database for the Antalya tufa, numerous field and laboratory geomechanics tests have been performed. Accordingly, the geological and geotechnical parameters of the rock material and rock mass underlying the City of Antalya have been attempted to identify. Rock mass classification has been proposed for the Antalya tufa rocks. 1 Introduction Antalya, which is one of the largest cities of Turkey, represents a rich tufa depositional environment (Figure 1). The Antalya tufa rock includes numerous types of tufa identified by Pedley (1990) and Glover & Robertson (2003). The tufa types, namely, microcrystalline tufa, phytoherm framestone, phytoherm boundstone, phytoclast tufa and intraclast tufa of the Antalya tufa rock mass are the subjects of this study. In order to geotechnically characterize the Antalya tufa rock, numerous laboratory and field tests have been performed. Laboratory testing involved determination of uniaxial compressive strength (UCS), triaxial compressive strength, indirect tensile strength (Brazilian), unit weight and porosity, while pressuremeter tests were performed in the field.
antalya karstic rock mass, Antalya tufa rock, antalya tufa rock mass, Antalya tufa rock type, compressive strength test, geotechnical characterization, geotechnical parameter, hoek-brown constant, mean std, middle east technical university, Reservoir Characterization, reservoir geomechanics, rock mass, tufa rock, unit weight, Upstream Oil & Gas
Abstract In recent years, many tunnel projects were carried out and will go on to create alternative ways of transportation as well as shorten the distance driven in parallel with the increasing population and number of vehicles also to achieve savings from time, energy, fuel, etc. In drill and blast method in tunneling (railway tunnels, road tunnels, pedestrian tunnels, subway tunnels, sewer tunnels, diversion tunnels, etc.) drilling constitutes the largest cost and time. Choosing the wrong bit and wrong operating parameter causes cost increase and delays in the work plan. Drilling performance of Atlas Copco Rocket Boomer 282 Jumbo Driller was examined in this study that was used in Altan Ayağ Tunnel (T3 Tunnel) Located in Antalya-Kemer-Tekirova Highway. The physical and mechanical properties of the rocks where the drilling machine was running were determined both in the field and laboratory tests. Drilling machine was run with 3 different types of bits. Time studies were carried out for each drilling bit's penetration rate. Drilling machine parameters (rotation, thrust force, flushing etc.) were kept constant during drilling. Level of the noise caused by drilling was measured by audiometer. As a result, considering the penetration rates of each bits used in drilling operations and suitable bit type was determined for the rocks where the drilling machine was running. Also, the noise levels depending on the bit type were examined by comparing. 1. Introduction In modern tunnel and underground cavern excavations, it is easy to select from many different excavation methods. The method of drilling and blasting has been used for excavation of underground spaces in rock for a long time in tunnels, rock caverns and mines. The major part of underground excavation is drill and blast (NTS, 2004). In drill and blast method in tunneling drilling constitutes the largest cost and time. In order to reduce the cost, the selection of the most appropriate bit according to formation is very important. Choosing the wrong bit and wrong operating parameter causes cost increase and delays in the work plan. The most widely researched parameter is compressive strength in analyses of tunneling and drilling operations. Paone & Madson (1966), Paone et al. (1969a, b), Barendsen (1970), Brown & Phillips (1977), Hughes (1986), Karpuz et al. (1990), Kahraman (1999) investigated the relationship between penetration rate and the various rock properties. Thuro (2002) and Plinninger (2002) researched the performance of the drilling machines and wear mechanisms of the drilling bits on intact rocks. Kahraman et al. (2006) examined the performance of a drilling machine in Ankara-Pozanti Highway tunnel. Controllable parameters (rotational speed, thrust, blow frequency and flushing) and uncontrollable parameters (rock properties and geological conditions) affect the rock drillability (Kahraman, 2003). The main parameters of rocks that affect drillability are given in Table 1.
altan ayaǧ tunnel, bit selection, blast hole drilling, conglomerate, copco rocket boomer 282, design 08, different drill bit, different type, drill bit, Drilling Equipment, drilling machine, drilling operation, flat face, Noise level, penetration rate, portal, Reservoir Characterization, reservoir geomechanics, tunnel, Upstream Oil & Gas, Wellbore Design
Country:
- Asia > Middle East > Turkey > Antalya > Antalya (0.25)
- Asia > Middle East > Turkey > Ankara > Ankara (0.25)
SPE Disciplines:
- Well Drilling > Wellbore Design > Rock properties (1.00)
- Well Drilling > Drilling Operations (1.00)
- Well Drilling > Drilling Equipment (1.00)
- (2 more...)
Abstract: Although application of concrete faced rock fill dams (CFRD) have a rather long history, these have begun to be widespread lately in Turkey. These dam types are preferred generally due to being secure, comply with land conditions, their construction being practical and economic. The geological situation of the dam location is a significant factor for rock fill dams. Concrete faced rock fill dams are constructed up to now successfully at great heights. Since the whole of the concrete faced rock fill dams are dry, the earthquake do not form cavity water pressure in the rock fill cavities. Because of this property, concrete faced rock fill dams is resistant to earthquake. In this study the properties of concrete faced rock fill dams are briefly explained and Dim Dam (Antalya) is given as an example. Dim Dam is one of the most important concrete faced rock fill dams which construction continues. The dam is located on the Dim creek 13 km northeast of Antalya province Alanya town. The dam is being constructed for the purpose of energy, irrigation and fresh water and its height from the foundation is 134.50 m and crest length is 365 m. Bahçeli formation formed by Upper Permian aged schist with limestone blocks and Quaternary aged alluvium are outcropped in the dam location. Upstream face slope of the dam is 1.40 horizontal / 1 vertical, downstream face slope is 1.50 horizontal / 1 vertical. The impermeability of the dam is provided by the concrete coating on the upstream face. 1. ADVANTAGES OF CONCRETE FACED ROCK FILL DAM Dams with concrete faced have been started to be constructed intensively in the entire world in recent years. The main reasons for preferring them are summarized in articles hereunder.–Since the filling slopes are hillsideer than clay – core fillings, the body filling volume is less and it is possible to shorten the length of their discharge installations (spillway and derivation structures). –Since zones numbered 1 (clay) and 2 (semi-permanent) do not exist, it is possible to continue work during rainy days and no damage is caused on agricultural lands – In case any problems that may increase leakage occurs on the front face, its repair is easy. –The reservoir water load on the front face is safer since it is transferred to the base rock in the downstream of the dam axis. –Under the reservoir water load + earthquake loads, high safety numbers are obtained since the material parameters do not change. Furthermore, since there is no water movement within the dam, no space water pressure increases occur under earthquake vibrations and no decrease tendency is observed at sliding strength.–Injection works can be performed in parallel with the filling construction. Base improvement requirement and cost cover the region only under the heel plate, therefore it is less than the other dam types. –It is possible to construct ramps in any direction within the dam body. This minimizes the access ways in the dam.
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