Southern Districts of Telangana State of India are the worst drought-prone and distressed areas. There is a tremendous shortage of drinking water, as these are fluoride-affected areas. As a result, a large part of the population of these districts is being forced to migrate to other parts of the country. In view of the drought situation in the area, the Palamuru-Rangareddy lift irrigation scheme (PRLIS) was planned. PRLIS is intended to irrigate upland areas of Mahabubnagar, Rangareddy, and Nalgonda districts for a command area of 497,976 ha (12.30 lakh acres) and provide water for industrial use also. PRLIS is being constructed to lift water in five stages by pumping it from the foreshore of Srisailam reservoir on the Krishna River (FRL + 269.735 m) to K. P. Lakshmidevipalli reservoir (FRL + 670 m). Underground pump house caverns are being constructed at five places to lift 2.0 TMC of water daily for 60 days during flood season. Systematic examinations of each structure of such a large project throughout the construction phase will guarantee their long-term stability and safe operation under any unfavourable conditions of natural or artificial origin. In this paper for the foundation of the pump house of Stage-I, where 9 pumps of 145 MW capacity each will be installed, engineering geological and geotechnical investigations are discussed. The rock mass categorization of the pump pit foundations was done based on engineering geological mapping, laboratory test results, and fieldwork. The Rock Mass Rating (RMR) assessment for granitic rock masses, based on the rock joints and their nature, drill holes, and laboratory test data has been done. Allowable bearing pressure was estimated from rock mass classification, RMR, RQD, and rock core strength. Engineering geological and geotechnical data were used to recommend and establish acceptance standards for the foundation grade levels for the installation of pumps.

Detailed engineering geological and geotechnical investigations were carried out of the delivery mains for assessment of rock mass qualities and to provide a sound support system. Seven numbers of delivery mains are constructed which are an important component of the pump house complex for lifting water from the pump house to the delivery cistern. Regionally the rock types belong to Karimnagar Granulite Terrain (KGT) and Peninsular Gneissic Complex (PGC) of Archean age. The main rock types of delivery mains are medium to coarse-grained grey granite and charnockite traversed by dykes/basics enclaves. The rock mass was classified on the basis of rock mass rating (RMR) and tunnelling quality index (Q) classifications. The calculated classes of rock masses range between very poor to good. Geomechanical properties of the rock samples were tested as per IS codes. Delivery mains were constructed as per the Norwegian method of tunnelling (NMT) and support design as per the Q-system chart. Rock support in the form of rock bolts, steel fibre reinforced shotcrete and grouting arrangement were applied. The main challenge for the construction of seven delivery mains was the less rock ledges in between these delivery mains and presence of nearby live reservoir. So, before excavation, data was collected from adits and pump house heading portion to classify the rock masses of delivery mains. In this paper engineering geological investigations, challenges and design of rock support system is described in detail for seven delivery mains.

For better rock mass characterization, 3D engineering geological mapping and in-situ testing was carried for the heading portion of surge pool of Palamuru Ranga Reddy lift irrigation scheme lift-II. The direction of the longest axis of the surge pool cavern was finalized based on the in-situ hydrofracturing testing inside the borehole and aligning the appurtenant structures of pump house and surge pool cavern on the ground. Rock types mapped were grey and pink granites belongs to the Peninsular Gneissic Complex of Archaean age. The assessment of Tunnel Quality Index ‘Q’ for the exposed granitic rock mass was done based on the information available of the rock joints and their nature, 3D geological mapping and in-situ stress measurement. The rock mass quality (Q) is related with the ultimate support pressure requirement. Excavation Support Ratio (ESR) as given in the ESR updated classification standard of NMT Q-system is applied to 1.0 for this cavern. On the basis of NMT Q-system chart and site geological characteristics, support system is recommended and its efficacy is assessed.

Underground pump house cavern for the lifting of 2.0 TMC water per day is being constructed in the Telangana State of India. Concurrently with the excavation of the pump house, 3D engineering geological mapping was carried out of the heading portion for rock mass classification and recommendation of support. The direction of the longest axis of the pump house was finalized based on the in situ hydrofrac testing inside the borehole. Classification of rock mass was done following the Tunnel Quality Index ‘Q’ method. Ground condition was non-squeezing; accordingly, Q-values were used for the estimation of roof support and walls support pressure. Based on NMT technology and site geological conditions, rock support arrangements were recommended for structural stability of crown and walls. Using the integrated approach, the capacity of the support system is determined to appraise the efficacy of the planned support system.

Engineering geological and geotechnical assessment of the dam foundation are essential for the design of the dam to ensure safety. At the southeastern part of Karnataka, Yaragol gravity dam is being constructed, which is designed based on site geomorphological and geological conditions and economic reasons. This paper discusses the results of the engineering geological and geotechnical investigations that have been carried out at the foundation levels of the dam. The dam foundation is composed of foliated gneiss and granite gneiss belonging to Archean to Paleoproterozoic age with intrusive dykes. This study is based on field and laboratory investigations, surface discontinuity mapping, drilled borehole data and in-situ shear testing. In-situ shear parameters of rock-rock interfaces and concrete-rock interfaces were conducted for the evaluation of dam stability against sliding. The classification and rock mass quality of the dam site is assigned using the rock mass rating (RMR) for all the 19 blocks and allowable bearing pressure (qallow) is assessed based on rock types and RMR. At all the blocks foundation, geological defects were mapped and analyzed and treated with suitable engineering measures. Based on structural features mapped, curtain grouting and consolidation grouting is recommended.

Underground surge pool cavern for the storage and lifting of water is being constructed in the part of Telangana State of India. For better rock mass characterization and support design, 3D engineering geological mapping was carried for the heading portion of the surge pool. 3D geologic mapping of heading portion is very important for large underground cavern to know about the cavern behavior during benching down. The direction of the longest axis of the cavern was finalized based on the in-situ hydrofracturing testing inside the deep borehole. The assessment of tunnel quality index ‘Q’ for the exposed granitic rock mass was done based on the information available of the rock joints and their nature, 3D geological mapping and in-situ stress measurement. Roof support and wall support pressure was estimatedbased on Q-values, and in this case applicable for the non-squeezing ground condition. For structural stability of crown and walls, rock support arrangement was recommended based on NMT technology and geological conditions of site, which includes steel fibre reinforced shotcrete, grouting, rock bolt and drainage hole provisions. The capacity of support system is determined to evaluate the efficacy of the proposed support system.

During last five decades many attempts have been made to develop a means of assessing the excavatability of rock. These classifications have been used to select appropriate excavation systems and equipment used in civil and mining works. Empirical rating and seismic velocity systems are proposed for the rippability of a rock mass. In this paper rock mass classification systems i.e. rock mass rating system and tunnel quality index and revised excavatability graph are used for assessing the excavatability of rock. The aim of this study was to examine how the intact rock and rock mass properties influence the excavatability of rock surface excavation in granite and gneiss terrain. These methods allow the excavatability of rock to be assessed rapidly. After detailed study it is concluded that rock mass rating system gave a better assessment of rock mass quality than the tunnel quality index and revised excavatability model.

For the deep underground pump house complex engineering geological and geotechnical investigations were carried out. The area was investigated through detailed engineering geological mapping, exploratory drilling, in-situ stress measurements and laboratory testing. Surface mapping was done on 1:500 scales with 0.5 m contour interval and drill holes logging was done on 1:100 scale. The rock mass properties, i.e. joint sets, weathering grade, RQD etc. of the rock masses to be encountered during the excavation of cavities have been analyzed in detail. Core samples from the exploratory drill holes drilled at the surge pool and pump house area were tested for physico-mechanical properties of rocks in the laboratory. To evaluate the stress regime at the proposed underground pump house complex area, stress measurements were carried out by hydrofracturing method inside the borehole. The mapping details indicated that cavities will be excavated through fresh, coarse to very coarse grained, hard and jointed granites. The average depth recorded of fresh rock from the surface was 15.7 m. The uniaxial compressive strength of the rock mass range from 221 to 246 MPa. The orientation of the long axis of the cavities recommended is N150°. Classification of rock mass using Tunnelling Quality Index Q is attempted and the values are range from 3.58 to 16.40.

Geotechnical assessment of the foundation including engineering geological investigations are essential for important civil structures to provide permanent data set for geological interpretations and for recommendations of suitable engineering measures for the improvement of the foundation. Yaragol Gravity Dam for drinking water is being constructed across Markandaya river in Karnataka State of India. Engineering geological mapping on 1:200 scale was carried out for Housing Chamber of Yaragol Gravity Dam to evaluate the design basis foundation parameters. 2 m x 2 m grids were prepared for mapping of the floor. Based on the field observations and evidences, it was found that the floor area consists of foliated gneiss and granite. No evidence of faulting or shearing was observed on the surface of the floor area. Geotechnical assessment of the foundations was done on the basis of detailed engineering geological mapping and laboratory test results. Classification of rock mass using Rock Mass Rating (RMR) of Bieniawski (1989) has been attempted and based on investigations recommendations for the treatment of foundation were given. Rock type and Rock Mass Rating (RMR) methods were used for assessing the safe bearing pressure of the foundation. Consolidation grouting up to 6 m depth in the foundation using primary at 6 m spacing and secondary holes at 3 m spacing was recommended. After detailed investigations it was found that, the foundation is suitable to locate a housing chamber.

To verify whether in-situ conditions have been realistically estimated during investigation and to furnish the permanent data set for the interpretation of geological conditions, foundation floor mapping of important structure like control building of nuclear power plant is essential. At Rawatbhata, adjacent to existing Rajasthan Atomic Power Project (RAPP) units 1 to 6, two units of 700 MWe each Pressurized Heavy Water Reactor (PHWR) type Nuclear Reactors are being constructed. Engineering geological mapping on 1:100 scale was carried out for Control Building of NB-7&8. Geotechnical assessment of the foundation of control building was done on the basis of detailed engineering geological mapping, geological drill holes logging data, rock mass permeability values, geophysical profiling and laboratory test results. Based on the field observations and evidences, it was found that the entire floor area consists of fine to medium grained, compact greyish white quartzitic sandstone and yellowish brown ferruginous sandstone. The floor region was seen to contain certain iron stained and weathered zone. No evidence of faulting or shearing was observed on the surface of the floor area.

Generally it is pre mind setup that granitic terrain is always suitable for tunneling media and requirement of detail feasibility studies are minimize accordingly. To facilitated irrigation and other utility en-route of seven draught prone Districts of Telangana State, Dr B R Ambedkar lift irrigation project is under construction. Twin tunnels 9.55 km length with 10 m finished dia are being constructed to lift water from SripadaYellampalli Reservoir to Medaram tank. Granitic rock with dominant intrusive zones of amphibolites/basic enclaves were observed in the studied tunnel length. Problematic zones categorized into fair, poor and very poor rock classes with occasional bands of good rock class based on rock tunneling quality index 'Q' between chainage 8.298 and 9.865 km. This zone observed dripping to flowing in nature, created difficulties for tunneling. Heavy steel ribs were erected for rock mass supports in poor and very poor tunnel reaches as per design drawing. These problematic zones are responsible for delaying the construction progress and created vulnerable situation for the tunneling work.Modifications / changes in excavations plan was done, which was very much essential as per the site condition to achieve the targeted quantity of excavation within the time frame. Intelligently changes in excavations were planned based on the anticipated poor rock masses at ahead of tunnels reaches. Modification was based on the subsurface exploration data. In this paper emphasis are made on the requirement of detailed feasibility study along the tunnel alignment even the tunneling media is made up of granite.

Geological mapping of deep foundation floor is essential to provide permanent data set for geological interpretation. A deep pump house (94 m long x 20 m width x 78 m deep) of Mahatma Gandhi Kalwakurthi Lift Irrigation Scheme-II (MGKLIS-II) wasconstructed at Mahaboobnagar District in TelanganaState for the irrigation of drought prone upland areas. Engineering geological mapping on 1: 200 scale of foundation floor of pump house was carried out in order to evaluate the basic design parameters. All the discontinuities in the rock mass of pump house area with the zone of influence of the foundation were identified and mapped. Mapping was done to assess the requirement of any ground improvement by adopting suitable engineering measures. Safe bearing pressure of the foundation was estimated by rock mass rating, rockmass characteristic parameters. Based on investigations geotechnical problems were identified and suitable engineering measures for rock support were suggested to make foundation monolithic.

A 197 m high roller compacted concrete gravity dam is proposed across river Wang Chhu in Chukha Dzong of the Bhutan Himalaya. Bunakha Dam will be the third highest dam constructed by India after the Tehri Dam and Bhakra Dam. The Bunakha Dam site area is located in the Thimpu Formation of the Himalayan crystalline complex. This litho-units at site is characterized by heterogeneous lithology consisting of viz. banded gneisses, foliated gneisses, with large boudins and bands of quartzite and calc-silicate gneisses with large porphyroblasts of garnet measuring up to 4 mm. These litho units form the foundation of proposed dam. In this paper attempt has been made to bring out the rock mass condition of the foundation of dam of the proposed scheme on the basis of detailed engineering geological mapping, geological logging of drill holes, rock mass permeability values, 3D mapping of exploratory drifts, geophysical profiling, in-situ and laboratory test results. Rock mass classification using Rock Mass Rating (RMR) system and Q-system was done. The basic purpose of these investigations was to identify/map different rocks and structures like joints, shear zones, faults, fracture zones etc. and to determine engineering properties of rock and rock mass by lab and in-situ testing and to provide basic data for economic and fail-safe design of the dam. On the basis of these investigations suitable recommendations have been made which will be helpful during the construction of the dam.

Aim: Carry out molecular characterization of subtype B and C sequences encompassing the hyper-variable region (V3V5) of envelope (env) gene of HIV-1 to determine the genetic characters that distinguish and may possibly account for differential pathogenicity of the two subtypes. Experimental Design: Blood samples were collected from 25 HIV-1 sero-positive patients from India. Hyper-variable region (V3-V5) of env gene was amplified and sequenced. 173 sequences belonging to subtypes B and C were retrieved from Los Alamos database. Co-receptor prediction, antigenic loop, co-receptor variability in CCR5 and CXCR4 utilizing subtype B and C sequences, N glycosylation site, signature sequence and phylogenetic analysis was carried out. Results: Loss of N glycosylation sites in CXCR4 co-receptor utilizing sequences were observed in 37% of subtype B and 23% of subtype C sequences. Antigenic tip in majority of the subtype C isolates was GPGQTFY. Significant entropy differences were observed in CCR5 and CXCR4 coreceptor utilizing sequences of subtypes B and C. We observed several signature amino acid residues which occurred in high frequencies in Subtype C CCR5/CXCR4) co-receptor utilizing sequences. Conclusions: In conclusion, the determined molecular characteristics of subtypes B and C may partially be involved in the high pathogenicity of subtype C.

The 200m long and 106.2m wide spillway of Bunakha Hydroelectric Project is proposed at the centre of the dam to pass the flood discharge. The spillway area was investigated through detailed engineering geological mapping, geophysical survey, exploratory drilling and laboratory testing. The rock mass properties, i.e. joint sets, weathering grade, RQD, RMR, permeability, P-wave velocity etc. of the rock masses to be encountered during the excavation of spillway have been analyzed in detail. Core samples from the exploratory drill hole drilled at the spillway alignment were tested for physico-mechanical properties of rocks in the laboratory. The mapping details indicated that the major rock types which are exposed to the surface and cover the entire spillway area are foliated gneisses with bands of banded gneisses. On the basis of detailed investigations and laboratory testing, inferences and recommendations have been made which will be helpful during the construction of the project.

Background: Advent of nucleic acid-based methods for genomic detection of M. tuberculosis in clinical specimens is emerging as valuable adjuncts for diagnosis of tuberculosis of deeper anatomical sites. DNA-based methods have proved promising in recent years but are unable to differentiate between viable and non viable bacilli. mRNA-based conventional RT-PCR for detecting 216 bp region of Ag 85B has been used to identify active tuberculosis. The present study was intended to identify smaller but novel target within the Ag 85B mRNA to develop Taqman Real-time PCR for more efficient detection of cases of active genital tuberculosis. Methods: Four distinct groups of specimens (32 laparoscopy + DNA PCR-positive cases of genital tuberculosis; 32 DNA PCR positive casesof other extrapulmonary tuberculosis; 32 culture-confirmed+ DNA PCR positive cases of pulmonary tuberculosis; and 32 DNA PCR-negative endometrial biopsies from patients with normal laparoscopic findings) were included in the study. Extracted RNA were simultaneously subjected to conventional RT-PCR and nucleotide sequencing to confirm the presence of 216 bp region of Ag85B gene of M. tuberculosis. mRNA-positive samples were then tested for presence of a novel 146 bp region of Ag 85B mRNA in TaqMan Real-time PCR. Results: The newly developed 146 bp Ag85B mRNA-based TaqMan real-time PCR was able to detect positivity in ∼9% more cases compared to conventional RT-PCR positive cases of active genital tuberculosis compared to conventional mRNA-based RT-PCR. Conclusion: Diagnosis of active cases of extrapulmonary tuberculosis is of paramount importance for efficient management of the disease. The novel 146 bp TaqMan Real-time PCR for detection of Ag 85B mRNA seems to be ideal for differentiating between viable and non viable bacilli. This assay may also be very useful in monitoring response during the course of anti-tubercular therapy.

Background & objectives: Pandemic H1N1 caused deluge of cases from 74 countries and prompted World Health Organization to raise warning to phase 6. The present study was conducted on throat and nasal swab samples received and tested at National Centre for Disease Control, Delhi, India during 2009-2010 to collect epidemiological and clinical information on positive cases. Methods: Throat and nasopharyngeal swabs from category C influenza A H1N1 patients during May 2009-September 2010 along with their clinico-epidemiological details were collected from identified hospitals from Delhi and other States. Samples were tested by Real time reverse transcriptase PCR using primers and probes developed at CDC, Atlanta for four influenza target genes. Results: A total of 33,751 samples, both throat and nasal swab samples from each patient were tested for H1N1 influenza virus, of which, 7943 (23.5%) were positive for pandemic influenza A H1N1 and 3759 (11.1%) were positive for influenza A (seasonal flu). Maximum number of positive cases (N=2792, 35.1%) were from 20-39 yr age group, comprising 1790 (22.5%) males and 1182 (14.8%) females. Only 2620 (33%) positive cases were close contact of influenza A H1N1 positive patient. Majority cases presented (N=2792, 35.1%) with fever 7005 (88.1%), followed by 6133 cases (77.2%) exhibiting fever and cough, 377 (4.7%) complained of fever, cough, nasal catarrh and 362 (4.5%) cases had fever with shortness of breath. Interpretation & conclusions: The study showed a peak of cases of pandemic influenza A H1N1 in December 2009 and indicated predominance of H1N1 positive cases among 20-39 yr age group and among males compared to females.

Background: Influenza is responsible for epidemics and pandemics across the globe. NS1 protein encoded by the co-linear mRNA derived from segment 8 of the influenza A virus. NS1 protein consists of two functional domains i)N-terminal RNA binding domain (RBD) (residues 1-72) involved in sequestering of dsRNA and preventing the activation of antiviral enzyme PKR/2’-5’ oligo(A) synthetase. ii) C-terminal Effector domain, ED (residues 84-220) mediates interaction with host cell proteins. It acts as interferon antagonist. The present study was carried out to study emerging mutations in RNA binding and effector domain (ED) of NS1 gene of influenza A H1N1 2009. Methods: Eighty nasal and throat swab samples in VTM were collected at NCDC from north Indian region and stored at -800c. Samples diagnosed for the presence of Influenza A virus by TaqMan Real time PCR for PdmH1N1 2009 panel. Full-length gene sequencing 16 positive samples was performed for segment 8 of pdm H1N1 2009 by M13-tailed sequencing primers for NS gene by dideoxy chain termination method and sequenced on ABI 3130xl Genetic Analyser. Sequence analysis was done using Bio-Edit version 7.09 and phylogenetic analysis was done using the MEGA version 5. Results: All the 16 samples had CT value below 32 for all four targets of pdm H1N1 2009 panel. Compared to reference strain FJ969538.1as, three significant (E51Q, D53N & S73T) were observed in the RNA binding domain (RBD); and five mutations Mutations (E96K, R108K, T143N, I145V and N209D) were found in the Effector domain (ED) of NS1 gene. Single mutation (I123V) was conserved in the ED domain of all the 16 samples. Conclusion: Sequencing data analysis shows rapidly mutating ED compared to RBD in NS1 gene; which may affect interferon production. None of the mutations fell in the conserved basic residues involved in interaction with dsRNA. E96K mutation may result in lack of inhibition of Interferon induction by circulating virus strain. No changes were seen in NS2 (NEP). NS1 is an interferon antagonist and any mutation in NS1 may affect virulence and effective virus replication in host cell.