INVITATION FOR EXPRESSION OF INTEREST

Transcription

1 INVITATION FOR EXPRESSION OF INTEREST Consulting Services for Hydropower Deadline: at hours (noon) India Time Country: India Ref.-No: KfW Project Number: Prequalification Ref.: International, open Tender for Consultancy Services for Additional Investigations to complement the Feasibility Study of Thana Plaun Hydropower Project. Contracting Agency: Himachal Pradesh Power Corporation Ltd. (HPPCL), Shimla, India Project Measures: HPPCL with the financial support of KfW Development Bank (KfW) seeks to construct the high-head Thana Plaun Hydropower Project (Thana Plaun HPP) in the State of Himachal Pradesh in the North of India. A feasibility study on Thana Plaun HPP was completed in 2013 which shall be complemented by additional investigations. The installed capacity of Thana Plaun HPP is 191 MW. The project contemplates the construction of a 107 m high RCC dam, intake structure, a power tunnel system, an underground powerhouse and the tunnel tailrace system. The underground power house contains five units of Francis turbines generating 3 x MW + 2 x 20 MW each, with a total design discharge of m³/s and a net head of about 73 m. Requested Services for International Consulting Firm / Joint Venture: The following additional studies are required to be taken up before execution of the project: Geological Exploration by Drilling & Drifting In situ and laboratory rock mechanic tests Seismic Reflections/ Seismic Studies/ Seismic Stability Analysis Installation of Seismic Stations Mathematical Models Studies Numerical Modelling for Dam/Underground Caverns Physical hydraulic model studies for Dam, Power Intake, Energy dissipation system, Reservoir sedimentation system & Reservoir flushing system etc. Investigation on possible risks of reservoir induced landslides, glacier lake outburst floods and conflicts resulting from multi-purpose use of the reservoir. Provide expert assistance to HPPCL for planning and construction methodology. Expression of Interest document consisting of detailed scope of work, instruction to applicants, documents to be submitted and important dates can be seen and downloaded online on HPPCL website Amendments in documents, if any, shall be uploaded and which shall supersede the previous documents. Invitation for Submission of EoI: The Employer reserves the right to shortlist or not to shortlist any or all of the applicant(s) or to cancel the entire process without assigning any reason. The pre-qualification of experienced Consultants is Page 1 of 2

2 INVITATION FOR EXPRESSION OF INTEREST subject to the regulations contained in the latest version of KfW s Guidelines for the Assignment of Consultants in Financial Cooperation with Partner Countries. The contract will be awarded to an independent international Consulting firm / Joint Venture with proven experience in the hydropower sector and the region and a solid financial background. For detailed nature of services to be provided & pre-qualification requirements please contact: General Manager (Contracts), HPPCL, Shanti Kutir, Kamna Nagar, Chakkar, Shimla, Himachal Pradesh, India Phone: , Fax: hppc.contracts@gmail.com Website:- The EOI with supporting documents must be delivered on or before hours (noon) on in sealed envelopes marked with EOI for Consultancy Services for Additional Investigations to complement the Feasibility Study of Thana Plaun Hydropower Project on address given above. No liability will be accepted for loss or late submission. Date and Time for opening of EOI: On the same day of its last submission at 13.00hours (India Time) General Manager (Contracts) HPPCL, Chakkar, Shimla, HP (India) Page 2 of 2

3 GERMAN FINANCIAL COOPERATION WITH INDIA HIMALAYA HYDROPOWER PROGRAMME NOTICE FOR PREQUALIFICATION OF CONSULTANTS FOR CONSULTANCY SERVICES FOR ADDITIONAL INVESTIGATIONS TO COMPLEMENT THE FEASIBILITY STUDIES OF THANA PLAUN HYDROPOWER PROJECT, INDIA. REFERENCE NO. KFW PROJECT NO PRE-QUALIFICATION REFERENCE: INTERNATIONAL OPEN TENDER FOR CONSULTANCY SERVICES FOR ADDITIONAL INVESTIGATIONS TO COMPLEMENT THE FEASIBILITY STUDY OF THANA PLAUN HYDRO POWER PROJECT. INVITATION FOR EXPRESSION OF INTEREST Page 1 of 26

4 1. INTRODUCTION 1.1 Background Thana Plaun Hydroelectric Project (Thana Plaun HEP) has been allotted to Himachal Pradesh Power Corporation Ltd. (HPPCL) by Govt. of Himachal Pradesh (Govt of HP) for development in the State Sector. This project is being conceived as a storage cum run-of the-river scheme on Beas River in Mandi District of Himachal Pradesh. Location map of the project is attached vide drawing no 1338-GA-02 (Annex-A).. The project site is approachable from Shimla, state capital, through Shimla Mandi-Kotli-Jogindernagar all weather metalled highway. The project site is about 25 km from Mandi town, the district headquarter of Mandi district. From Chandigarh the project site is approachable through Chandigarh-Manali-Kotli Jogindernagar Highway. The nearest narrow rail gauge station is at Jogindernagar and broad gauge station is at Pathankot. The nearest airport is at Gagal near Kangra in Kangra district. Thana Plaun HEP envisages a construction of a m height (from deepest foundation level) concrete dam across Beas river about 20 km downstream of Mandi town. The dam site is located at Longitude: 76º (E) and Latitude: 31º (N). The proposed dam shall store water during high flow (monsoon season) and the stored water shall be released during lean season for power generation. The live storage capacity of dam shall be MCM, which shall enhance the peaking power during lean months. The live storage shall be sufficient to provide a minimum peaking of three hours. Tentative salient features of the scheme are as per Annex-B. The Government of Germany through German Development Bank KfW supports the Government of India in the strengthening of the country s power sector, with particular emphasis on the utilization of renewable energy sources. India has a considerable potential of hydropower, especially in the mountain regions of the Page 2 of 26

5 Himalaya and attaches highest priority to harnessing this source of energy in the coming years. The cooperation of the two countries in the energy sector is, inter alia, implemented through cooperation between KfW and the Project Executing Agency (PEA) HPPCL. HPPCL with the financial support of KfW seeks to construct the high-head Thana Plaun HEP in the State of Himachal Pradesh in North India. Funds have been earmarked for Thana Plaun HEP under the Himalaya Hydropower Programme under German bilateral Financial Cooperation with India. The required consulting services comprise the performance of additional investigations and studies as well as provision of expert assistance to HPPCL required for the planning and construction. In its capacity as Project Executing Agency (HPPCL) for the implementation of sustainable hydropower projects to be financed under German Financial Cooperation with India, HPPCL has asked KfW to support them in funding consultancy services for additional investigations for Thana Plaun HEP. The cost of the services shall be borne by a special study and expert fund provided for such purposes by the German Government. The contractingagency to the Consultant will be HPPCL. The contract shall be awarded in compliance with KfW s latest version of the Guidelines for the Assignment of Consultants in Financial Cooperation with Partner Countries. 2. BRIEF DESCRIPTION OF INVESTIGATIONS / STUDIES UNDERTAKEN Geological explorations by conducting core drilling and drifting have been carried out at proposed project site which includes excavation of four drifts (two on the left bank and two on the right bank of proposed dam site), one along the intake alignment, each 40 m deep in rock and one drift 104 m along the Main Access Tunnel to underground power house cavity with x cut of 15 U/s and 25 m downstream along power house cavity alignment. Twenty number drill holes at different locations have been contemplated out of which nineteen have been completed and one is in process. Status of various geological explorations carried out at project site is as per Annex-C, layout plan showing locations of Page 3 of 26

6 these investigations is as per drawing No 1338-GA-6 (Annex-D). Geological mapping of Dam and power house area has also been conducted at a scale of 1: SCOPE OF WORK AND TERMS OF REFERENCE FOR CONSULTANT SERVICES The objectives of the project can be described as follows: HPPCL desires to design, engineer, build and operate a state of the art hydropower project of high quality, reliability, availability, efficiency and at optimum cost consistent with the latest established and proven practices in the world. The following scope of work for the Consultant is envisaged, encompassing additional studies which are required to be taken up before execution of the project: 3.1 Geological Exploration by Drilling & Drifting 3.2 In situ and laboratory rock mechanic tests 3.3 Seismic Reflections/ Seismic Studies/ Seismic Stability Analysis 3.4 Installation of Seismic Stations 3.5 Mathematical Models Studies 3.6 Numerical Modeling for Dam/Underground Caverns 3.7 Physical hydraulic model studies for Dam, Power Intake, Energy dissipation system, Reservoir sedimentation system & Reservoir flushing system etc. 3.8 Investigation on possible risks of reservoir induced landslides, glacier lake outburst floods (GLOF) and conflicts resulting from multi-purpose use of the reservoir. 3.9 Provide expert assistance to HPPCL for planning and construction methodology. The services shall be carried out in close consultation with HPPCL and KfW in all aspects of the assignment. 3.1 ADDITIONAL GEOLOGICAL EXPLORATION BY DRILLING & DRIFTING EXPLORATORY DRILLING Page 4 of 26

7 As the proposed dam is 107m high concrete structure and the forces due to self weight of the dam and impounded water are to be directly transmitted to be foundation rock mass therefore the subsurface rock mass conditions are required to be thoroughly investigated. Drill holes (through core drilling) have been executed earlier, as discussed above (under paragraph 2.0). As exploratory drilling provides only limited information about the sub surface geological conditions, it is therefore to be accompanied with geophysical survey/studies for unraveling subsurface geological conditions. In view of above, additional six NX (54.4 mm core size) holes at various locations as discussed below are to be drilled having average depth of about 40 meters each (minimum 10m boring into the fresh rock) for carrying out cross borehole tomography:- Two holes one at either bank along the dam axis. Two holes at U/s end of dam structure (one on each bank). Two at D/s end of dam structure (one on each bank). Two inclined exploratory boreholes at the left bank axis between DH-1 and DH-4: i) One hole inclined into downstream direction, i.e. about 300 out of the vertical towards west to investigate the longitudinal joint set. ii) One hole inclined towards the river, i.e. about 400 out of the vertical towards north-west to investigate a potential fault in the river bed (optional). A vertical exploratory borehole along the right bank axis at el. 740 m asl to investigate the overburden/bedrock contact. A vertical borehole at the upstream end of the power intake at el. 682 to investigate the overburden and rock conditions. One exploratory borehole on each portal of the proposed new diversion tunnel at the left bank. Test pits in RBM at the dams site between upstream and downstream cofferdams. Page 5 of 26

8 In addition a 3-D sub-surface geological model of foundation area to be prepared on the bases of tomography and data extracted from earlier explorations GEOLOGICAL MAPPING. Detailed Geological mapping of reservoir area on 1:2000 or 1:2500 scale to be carried out to cover following studies. The reservoir area plan is attached as per drawing no 1338-GA-05. Demarcating various litho-units in the area, structural discontinuities and their characteristics. To accurately delineate various litho-units through long distance reflector-less total stations in case area being inaccessible. All vulnerable slopes under reservoir fluctuation zone to be identified and studied to establish overall stability of the reservoir rim EXPLORATORY DRIFTING Six drifts two along left bank of river and four along right bank at various locations have been excavated as discussed above (under paragraph 2.0). In addition two drifts (1.8mx2.1m) are to be driven as described below to ascertain, parameters like, rock mass quality-rock material/mass characteristics and limit of distressing etc. Dam axis s left bank ± 50m (EL ) Power house cavern ± 100m. The location of above proposed drifts are shown as per drawing no 1338.GA-06 attached. Exploratory drift at the left bank axis at the level of the existing trench to investigate the overburden/bedrock contact. 3.2 In-Situ and laboratory rock mechanic tests Page 6 of 26

9 Following in situ and laboratory tests on rock mass in the proposed and existing drifts are proposed to be carried out: Rock Mechanics In-situ Tests Rock Mechanics in-situ tests shall be conducted in each of the drifts on the left and right banks at the location of structures. Tests that need to be carried out are indicated below: In-situ modulus of deformation & elastic modulus of rock mass by cyclic plate load tests as per *IS:7317:1993 (R2005) Code Of Practice For Uniaxial Jacking Test For Deformation Modulus Of Rock using 600mm dia. Rigid plate.-one test at 3 different locations in each of two drifts. At least one test on each rock type is suggested. In-situ Uniaxial jacking Test (With Deformation Measurements in Boreholes Using Multiple Position Borehole Extensometers) -3 sets of tests in each drift with each test comprising of test in vertical and horizontal directions. The tests shall be carried out as per * IS:7317:1993 (R2005) Code Of Practice For Uniaxial Jacking Test For Deformation Modulus Of Rock & International Society for Rock Mechanics (ISRM) Suggested Methods for Determining Insitu Deformability of Rock In-situ direct shear test as per *IS 7746:1991 (R2005) Code Of Practice For In-situ Shear Test On Rock (five blocks of 700 x 700 x 350 mm size per set) - Rock to rock interface (R/R) & Concrete to rock(c/r) interfaces Right bank drift at Dam site & Power House: 1 set each for R/R and C/R 2 Nos. Hydraulic Fracturing Tests for determination of in-situ stresses in (One test comprises of 1vertical hole and 2 horizontal EX size bore holes mutually perpendicular to each other with each bore hole 30m deep) in a drift at power house location as per *IS:13946 (Part-I)-1993 Determination of rock stress- Code of practice, Part 1: Using hydraulic fracturing technique. The tests shall be carried out by creating new fractures at intact rock locations with minimum three tests in each hole. * Refers to Bureau of Indian Standards Code Latest version Page 7 of 26

10 3.2.2 Rock Mechanics laboratory tests The minimum number of samples for each test and quantity of materials required is indicated in the following table: Shear parameters (c & Ø): (*IS: ) Method for Determination of Strength of Rock Materials in Triaxial Compression Tensile strength (dry and saturated): (*IS: ) Method of Test for Determination of Tensile Strength by Indirect Tests on Rock Specimens Point load strength index: (*IS: ) Method for Determination of Point Load Strength Index of Rocks Table: Minimum number of samples required for Laboratory Tests on Rock Specimens S.No. Test Minimu m Diamete r 1 Unconfined Compressive Strength (UCS) Test Len gth/ Dia Rati o Minimum number Of Specimen s to be tested NX Size (for each rock type) Reference to Bureau of Indian Standards (BIS) Codes *IS: Method for the Determination of Unconfined Compressive Strength of Rock Materials 2 Modulus of Elasticity and Poisson s Ratio NX Size (for each rock type) The no. of specimens to be tested should be determined from practical consideration but at least five are required to obtain a representative value. *IS: Method for Determination of Modulus of Elasticity and Poisson s Ratio of Rock Materials in Uniaxial Compression 3 Slake Durability Test Rock lumps 2 (for each rock type) *IS: Method for Determination of Slake Page 8 of 26

11 Durability Index of Rocks 4 Water Content, Specific gravity Porosity, Density and related properties of rock material Rock lumps 3 (for each rock type) The tests are done on rock lumps each weighing gm to give a total weight of gm. *IS: Method of test for Laboratory Determination of Water content, Porosity, Density and Related Properties of rock Material 5 Triaxial Compression NX Size (for each rock type) Min. Weight of each specimen=50 gm. *IS: Method for Determination of Reaffirmed 2010 Strength of Rock Materials in Triaxial Compression 6 Tensile Strength by Brazilian method Dia not less than 45 mm L/D= (for each rock type) The number of specimens to be tested, as well as, the number of different confining pressure values should be determined from practical considerations. However, at least five specimens per rock sample are preferred. *IS: Method of test for Determination of Tensile Strength By Indirect Tests on Rock Specimens 7. Ultrasonic Wave Velocities (Compression and shear) The total number of specimens should be such that as least 10 tests of any one of the types under consideration are possible *IS: Method for the Laboratory Determination of Dynamic Modulus of Rock Core Specimens 3.3 Seismic Reflection/Refraction Studies /Seismic stability analysis To determine the subsurface properties, enable to determine the general soil/rock types and the approximate depth to strata boundaries or to bedrock. To determine the subsurface profile. Estimation of depth of bedrock various type of soil/rock stratification in the dam and power house area and to generate continuous bedrock profile. Page 9 of 26

12 Seismic stability analysis of dam and other structures must include the following: Summary of faults and faults history in the immediate vicinity and regionally that may affect the dam including slide potential around the reservoir s periphery under earthquake condition. Over all stability requirements. Justification and tabulation of all model input parameters to be used in the analysis. Study of earthquake forces in the underground structures such as power house and tunnels etc. Suggestions for seismic instrumentation to provide information on the characteristic and spatial variation of ground motion at site, repose of dam and the hydro dynamic pressures exerted on the dam. 3.4 Installation of Seismic Stations The seismic monitoring station shall be installed in the vicinity of dam to Monitor the location of earthquake epicenter and their depth. Monitor the main seismic parameters: magnitude, frequency. Prediction of occurrence of future earthquakes, Provision of data on the dynamic behavior of the dam body and verification of design parameters by the actual behavior of the dam body under an earthquake. Verification of design parameters by the actual behavior of the dam body under an earthquake. 3.5 MATHEMATICAL MODELS STUDIES Mathematical modeling for evaluation of hydraulic performance of spillways energy dissipation system. Power Intake and reservoir sedimentation to be carried out as discussed below:- Following outline of the scope of work is envisaged: Comprehensive 3D, mathematical model to predict Spillways, Energy dissipation system and Power Intake performance and efficacy. Page 10 of 26

13 Review of available data. Recommendations (if any) by the modeler for improvement in the hydraulic performance before commencement of construction of the hydraulic model (physical). The general layout plan of the dam and other sections is as per drawing No; 1338-GA-05, 1338-C-05, 1338-C-06, 1338-C-09,1338-C C-11 and 1338-C-13 respectively. To observe hydraulic performance of spillway for various flood discharges i.e. 1 in 50 years. Probable Maximum Flood (PMF). 1 in 100 years Standard Project Flood (SPF) and Assessment of water levels in the upstream river portion for entire range of flood discharges. To generate tail water rating curves in downstream of the spillway for entire range of discharges discussed above. Study for location orientation & size of Power Intake to achieve the following:- (a) To ensure vortex free entry at varying pool levels. (b) Minimize sediment concentration entering to turbines under normal operation conditions. Dam Risk Analysis Dam Break Modeling/ Studies Dam break studies are to be conducted for preparation of emergency plan and mathematical dam break analysis to be conducted either by one dimensional or two dimensional analysis using computer software (MIKE11 or MIKE21 or equivalent) to simulate the outflow hydrograph propagating from failure of the dam. Dam Break Studies shall be carried out to simulate the movement of flood wave corresponding to PMF, SPF, 500 years & 100 years return flows impinging at Full Reservoir Level (FRL), with and without Dam break, to identify the likely inundation downstream. A mathematical model for Dam and Underground Power House shall be prepared. Assessment of forces acting on the dam. Structural stability of the dam. Page 11 of 26

14 Assessment of the stresses and finalization of orientation of the underground Power house. To suggest permanent support of the cavities in the underground power house. 3.6 NUMERICAL MODELLING FOR DAM/UNDERGROUND CAVERNS DAM To ascertain behavior of concrete dam and carryout stability as well as risk analysis using Finite Element Method (FEM) to determine the following parameters: Stability against sliding Stability against overturning Allowable base pressure To compute stress concentrations and deformations at top, heel and toe of dam in horizontal and vertical directions taking into account different modulus of deformation of encountered foundation stratum consisting of complex foundation material. To carry out risk analysis for the dam and underground works. Also the following main components of an extensive numerical modeling (combination of 1D, 2D and 3D) studies to be carried out: Effectiveness of the reservoir as a sedimentation basin for various flow conditions and sediment concentrations. Determine sediment load from the catchment and assessment of uncertainty on the sediment load. Reservoir sedimentation study and simulation of sediment trap efficiency of the reservoir. Near-field modeling of the sediment cone development under different flushing and/or sluicing scenarios. Studies shall be carried out after taking out into consideration the permanent sedimentation which will take place in the reservoir over the years. Page 12 of 26

15 Reservoir sediments management studies- Numerical model studies to be conducted for determination of following: (a) Sediment erosion, transporting and deposition in the reservoir. (b) Erosion pattern in the reservoir due to flushing process. Scope of work The main objectives of numerical modeling using combination of 1D, 2D & 3D studies are envisaged below: To determine sediment load from the catchment. Reservoir sedimentation study and simulation of trap efficiency of the reservoir. Prediction of sediment deposition pattern at an interval of 3-5 years for life time of reservoir. Avoiding formation of sediment cone in front of Power Intake under different flushing conditions UNDERGROUND EXCAVATION For large underground excavations such as Power House Cavern and Transformer Cavern, stability analysis using 2D/3D models to be conducted for determining the following:- Stress fields Deformations at different locations such as crown, side walls and bottom Suggesting optimized support system SURFACE EXCAVATION For surface excavations slope stability, analysis using 2D and 3D numerical modeling is to be conducted (using UDEC, 3DEC, FLAC etc.) to determine: Stress pattern. Factor of safety prior to stabilization Factor of safety post stabilization. 3.7 Physical hydraulic model studies for Dam, Power Intake, Energy dissipation system, Reservoir sedimentation system & Reservoir flushing system etc. Page 13 of 26

16 A comprehensive physical model in 1:50 scale shall be constructed comprising of dam radial gates. Spillways, Plunge Pool, downstream portion of river up to 250m beyond TRT outfall and upstream topography representing main river, its tributaries viz. Rana/ Arnodi khads upstream of their confluence covering maximum area which shall be practically possible. Following drawings are attached (Annex-E). i) Project Submergence Area Drg.no GA-05 ii) Dam layout plan Drg. no C-05 iii) Dam upstream elevation Drg. no C-06 iv) Dam spillway Drg. no C-09 v) Dam non overflow section Drg. no C-10 vi) Dam auxiliary spillway block section Drg. no C-11 vii) Dam typical non overflow section Drg. no C Hydraulic model studies Hydraulic model studies shall be carried out for Dam, Power Intake, Energy dissipation etc. Scope for Physical Hydraulic Model Studies Dam/Spillway & Energy Dissipation System The purpose of model studies is to investigate the followings: Assessment of water levels in the u/s river portion for entire range of discharges To confirm discharge capacity of spillway to pass the various flood discharges at Full Reservoir Level/Minimum Drawdown Level (FRL/MDDL) considering all the bays operative and with one bay in-operative. The discharge capacity of spillway for full range of discharges for different combination of gate openings. Determinations of discharge coefficient (c d ) under free flow conditions and to confirm co-efficient of Discharge considered in Design. To suggest and to determine optimum bell mouth entry profile for spillways in order to minimize/avoid negative pressures. Measurements of water levels, pressure distribution and velocity distribution along the spillway and energy dissipater for different discharges. Page 14 of 26

17 To confirm glacis profile against development of any cavitations/ negative pressures and recommendations for spillway aerator. Location and efficiency of the hydraulic jump in energy dissipaters. Observation of formation of eddies and vortices u/s of spillway. Pressures over spillway invert profile varying discharges. To determine dynamic pressure on and alongside of under sluices. Observations of water surface profile along spillway chute including velocity and discharge distribution across spillway for entire range of discharges. Preparation of gate opening curves at different flood discharges up to PMF and corresponding pool levels. Optimization of size and layout of plunge pool for varying discharges. Study of scour pattern d/s of plunge pool. Qualitative studies for flow condition in the vicinity of Power Intakes to ensure vortex free entry and minimizing sediment concentration at varying reservoir levels from MDDL to FRL Power Intake:- Optimization of location, geometry and orientation of power intake to ensure equal distribution of discharge and vortex free entry in each intake. 3.8 Risks from landslides, GLOF and multi-purpose reservoir use The Consultant shall investigate possible risks that may result from reservoir induced landslides, glacier lake outburst floods (GLOF) and conflicts resulting from multi-purpose use of the reservoir. This investigation shall be done based on existing studies and information. The situation and risks shall be described briefly and if necessary recommendation for further investigations given. Page 15 of 26

18 4. INSTRUCTIONS TO APPLICANTS 4.1 General The Project Executing Agency (PEA) is Himachal Pradesh Power Cooperation Limited (HPPCL). HPPCL will provide the consultants with all previous studies and other information and data relevant to the Project, available with General Manager, Thana Plaun, Hydro Power Project. HPPCL hereby invites qualified independent Consultants to submit their prequalification documents for the required consulting services. Consultants are free to associate themselves with other firms to ensure that all required know-how and experience are available to them. The pre-qualification proposal shall be submitted in original to HPPCL and in copy to KfW not later than on the submission date and time indicated below. The pre-qualification process is governed by the latest version of KfW s Guidelines for the Assignment of Consultants in Financial Cooperation with Partner Countries 1. Accordingly, it has been ensured that this Notice for Pre-qualification is in line with these KfW Guidelines. However, in case of contradiction between KfW Guidelines and this Notice for Prequalification, KfW Guidelines shall prevail. At any time, HPPCL in consultation with KfW, either at its own initiative or in response to clarifications requested by an interested consultant, may clarify this invitation. Such information shall be sent in writing by to all consultants who have informed HPPCL about their participation. The pre-qualification documentation shall be prepared in the English language. All cost for a site visit, obtaining information/ data and preparation/ submission of the prequalification document, meetings, negotiations, etc. in relation with the pre-qualification or the subsequent proposal shall be borne by the Consultant(s). 4.2 Submission & Opening Date and Addresses for Submission and Further Information: The final submission date is up to hours Noon (India Time). The EOI shall be opened on the same day of its final submission at hours (India Time). One set of the prequalification documents (printed & electronic) in closed envelope shall be marked Original, and be signed by the authorised representatives of the applicants, and shall be directly forwarded not later than the submission date to: General Manager (Contracts), HPPCL, Shanti Kutir, Kamna Nagar, Chakkar, Shimla, Himachal Pradesh, India For current version, see KfW homepage Page 16 of 26

19 Phone: , Fax: , Website: One copy (printed and electronic) of the complete set of the prequalification documents shall be submitted in closed envelopes not later than the submission date to the following recipients: KfW Office New Delhi Mr. Binitesh Kumar 21, Jor Bagh New Delhi India For timely delivery only the submission at HPPCL is relevant. 4.3 Scope and Content of Prequalification Documents The prequalification documents shall contain (for the lead consultant and all associated partners): Covering Letter, comprising the firm s name, address, contact person, telephone, fax and , if applicable mention the association for this project; Corporate profile and status (maximum 10 pages), including clear statements of type, property and key task of the association, if applicable; Certified evidence of financial resources of the lead consultant and all associated partners (inter alia confirmation of guarantee line given by the consultant s principal bank). Other evidence required are certified balance sheets and profit and loss accounts for the last three years; Legally binding signed declaration of undertaking from all applicants (leading company as well as all partners) in compliance with the attached sample (Appendix-1] as declaration to observe the highest standard of ethics during execution of the contract (applicants should be aware that any fraudulent or corrupt activities disqualify them immediately from participation in the selection process and will be subject to further legal investigation); Relevant references with brief description of the task performed during the last ten years to prove technical qualifications and experience abroad, in India as well as in the region, strictly related to the envisaged services (maximum 20 references) in the A4 Format (Appendix-2); If sub-consultants are foreseen to take over parts of the work, the relevant references with brief description of the task performed during the last ten years shall be included; Statement of personnel structure, in the A4 Format (Appendix-3), for the envisaged services with information about education, professional and regional Page 17 of 26

20 experience and years with firm (this list shall allow a profound judgement on the consultant s general ability to provide the required personnel having the specific experience for the Project in case of an offer); Declaration of intent (of submitting a proposal in case of being short-listed) and type of association with other consultant companies (intended contractual arrangement, name of lead company, letters of intent of participating firms), statement on affiliations of any kind with other firms which may present a conflict of interest in providing the envisaged services. Interested consultants are requested to submit concise and clear, but substantial documents and to adhere to the above structure. Non-compliance with this invitation or faulty information shall lead to non-qualification. 4.4 Entitlement of Consultants and Organization of the Services The contract for the consultancy services in relation with this pre-qualification will be awarded to an international consulting firm/joint venture. The consultant is encouraged to collaborate with domestic consulting firms and/or individual consultants as well as specialized consultants/experts if deemed necessary to reinforce the needed local, institutional and technical competence. The international consultant shall render the majority of the consultancy services and has the full responsibility for the results of a possible consortium. 4.5 Evaluation of Prequalification Documents The evaluation of the pre-qualification documents encompasses a review of the administrative requirements and qualifications and includes the check on the completeness of the following documentation and criteria (Pass/Fail-Exercise): (A) Completeness of the documents as required under Item 4.3. Failure to submit the following documents will lead to the rejection of the pre-qualification documents: (A-1) (A-2) (A-3) (A-4) (A-5) (A-6) Corporate profile and status Declaration of intent Type of intended association (including name of lead company) Statement on affiliations Declaration of undertaking (Appendix-1) Financial statements for the last three years (A-7) References for the last ten years related to the envisaged services (Appendix- 2) (A-8) Statement of personnel structure for the envisaged services (Appendix-3) (B) Insufficient financial resources will lead to the rejection of the prequalification documents. The following minimum criteria for assessing the financial resources of the consultant will apply for the lead consultant (Appendix-4): Page 18 of 26

21 (B-1) Annual revenue of more than 3 million Euros for any of the last three years, (B-2) Positive operating profit, accumulated over the last three years, (B-3) Current ratio (current assets divided by current liabilities) 1.2 over the last three years. (C) Insufficient experience of the consultant will lead to the rejection of the prequalification documents. The following minimum requirements will apply for the lead consultant and all associated partners jointly: (C-1) At least three (3) complete Detailed Project Reports (DPR) including Feasibility Studies (at least one (1) Techno Economic Clearance (TEC) obtained from competent authority) for medium / high head hydropower projects ( 50 m net head) with an installed capacity 100 MW during the last ten years, (C-2) At least two (2) Geological Explorations by Drilling & Drifting and at least two (2) Seismic Reflection Studies for a dam with a height 80 m during the last ten years (this minimum requirement can also be fulfilled by a consortium member or sub-contractor). (C-3) At least two (2) Mathematical model studies for Dam, Spillway & Power Intake (3-D Studies) for medium / high head hydropower projects ( 50 m net head) with an installed capacity 100 MW during the last ten years, (C-4) At least two (2) Numerical/Mathematical Model Studies for Underground Power House Cavern with an installed capacity 100 MW during the last ten years, (C-5) At least two (2) Hydraulic model studies for Dam, Power Intake, Energy Dissipation/ Reservoir Sedimentation Studies & Reservoir Flushing Studies (Physical Model) in India or South East Asia for medium / high head hydropower projects ( 50 m net head) with an installed capacity 100 MW during the last ten years (this minimum requirement can also be fulfilled by a consortium member or sub-contractor). (C-6) At least two (2) Expert assistance for planning & construction methodology for medium/high head underground hydropower project ( 50 m net head) with an installed capacity 100 MW during the last ten years. Specific evaluation criteria and their individual weight are presented in the following table: Criteria 1. Evidence of relevant experience gained by consultants during the past ten years (experience of the firm as required under sub item 4.5 ( C ) ) 1.1 Overall Experience in handling similar projects Experience under various working conditions in South-East Asia. Maximum Score 40 5 Page 19 of 26

22 1.3 Experience with working conditions in India (Lead Consultant) Suitability for this specific project (experience of the available experts, list only, no detailed CVs) 2.1 Assessment of available technical expertise specific to this project 2.2 Assessment of the personnel structure in regard to the tasks expected 2.3 Assessment of the key personnel in permanent employment and always available to monitor the team and provide back-up services from the home office. 2.4 Form of the application documents: Are they complete, concise and related to the Project? Total After having completed the evaluation of the prequalification documents, a short-list consisting of the five highest ranked consultants, or less, scoring a minimum of 70 points will be established. Short-listed firms will be invited to submit a technical and financial proposal. Firms not prequalified will be informed accordingly. HPPCL is not bound to select any consultant due to whatever reasons. The preparation and the submission of the prequalification documents is the responsibility of the applicant and no relief or consideration can be given for errors and omissions. After opening the prequalification documents until preparation of the short-list of the qualified consultants, no communication of any type shall be entertained unless called for by HPPCL / KfW. Page 20 of 26

23 Appendix 1: Declaration of Undertaking [Location, Date] To: Dear Sirs: We underscore the importance of a free, fair and competitive contracting procedure that precludes abusive practices. In this respect we have neither offered nor granted directly or indirectly any inadmissible advantages to any public servant or other person nor accepted such advantages in connection with our bid, nor will we offer or grant or accept any such incentives or conditions in the present tendering process or, in the event that we are awarded the contract, in the subsequent execution of the contract. We also declare that no conflict of interest exists in the meaning of the kind described in the corresponding Guidelines. 2 We also underscore the importance of adhering to minimum social standards (core labour standards) in the implementation of the project. We undertake to comply with the core labour standards ratified by the country of India. We will inform our staff of their respective obligations and of their obligation to fulfil this declaration of undertaking and to obey the laws of the country of India. We also declare that our company/all members of the consortium has/have not been included in the list of sanctions of the United Nations, nor of the EU, nor of the German Government, nor in any other list of sanctions and affirm that our company/all members of the consortium will immediately inform the Client and KfW if this situation occurs at a later stage. We acknowledge that, in the event that our company (or a member of the consortium) is added to a list of sanctions that is legally binding on the Client and/or KfW, the Client shall be entitled to exclude us/the consortium or, if the contract is awarded to our company/the consortium, to immediately cancel such contract if the statements made in the Declaration of Undertaking were objectively false or the reason for exclusion from the tender procedure occurs after the Declaration of Undertaking has been issued. Yours sincerely, Authorized Signature [In full and initials]: Name and Title of Signatory: Name of Firm: Address: 2 See Guidelines for the Assignment of Consultants in Financial Cooperation with Partner Countries Page 21 of 26

24 Appendix 2: Reference Project Sheet Please complete a table using the format below to summarize the major relevant projects related to this project carried out in the course of the past 10 years by the legal entity or entities making this application. The number of references to be provided must not exceed 20 for the entire application. Ref No. (max. 20) Project Title Name of legal entity Country Overall project value [INR/EUR] Propor tion carried out by legal entity [%] No of staff provided Name client of Origin of funding Dates (start / end) Name of partners if any Description of project Type of services provided Page 22 of 26

25 Appendix 3 : Personnel Reference Please complete tables (A) to (C) below in the specified formats to summarize the personnel available for services and activities required on a maximum of 3 pages (A4 size) for each table.(note: No Expert names required but the number of Experts available for each field). (Table: A). Expertise Available for Required Services (List shall cover the inhouse personnel of Lead Consultant as well as all associated partners which shall be listed separately) List of number of existing Experts Available for this Project Education Qualification (Mention number as Doctorate; Post Graduate; Graduate; Under Graduate;) Professional Experience of all experts in the given fields (years) Geological Exploration Drilling & Drifting by Seismic Studies Reflection Installation Seismographic Stations of Mathematical model studies for Spillway & Power Intake (3-D Studies) Numerical/Mathematic al Model Studies such as Dam/Underground Power House & Intake Structure Hydraulic model studies/ Reservoir Sedimentation Studies & Reservoir Flushing Studies Investigation on possible risks of reservoir induced landslides, glacier lake out-burst floods (GLOF) and conflicts resulting from multipurpose use of the reservoir Page 23 of 26

26 Expert assistance for planning and construction methodology. (Table: B). Staffing Level (List shall cover the in-house personnel of Lead Consultant as well as all associated partners Total Personnel Number Skilled Area Subject Area Special Qualifications (i) Technical Staff (ii) Managerial/ Administrative Staff which shall be listed separately) Page 24 of 26

27 (Table: C). Project Management & Quality Assurance (List shall cover the in-house personnel of Lead Consultant as well as all associated partners which shall be listed separately) List of Team Leaders Available Projects / Work Administered Page 25 of 26

28 Appendix 4: Summary Financial Sheet Please complete the table below. The following minimum criteria will apply for the lead consultant: ITEM Average B-1 Annual revenue of more than 3 Million Euros for any of the last three years B-2 Positive operating profit, accumulated over the last three years B-3 Current ratio (current assets divided by current liabilities) 1.2 over the last three years Page 26 of 26

29 Annexure: B THANA PLAUN H.E. PROJECT (191 MW) DISTRICT MANDI, HIMACHAL PRADESH SALIENT FEATURES LOCATION: State District River Location of Dam Nearest Rail head Nearest Airport HYDROLOGY: River Basin Catchment area at Dam Site Average Discharge at dam site Annual Runoff Standard Project Flood Probable Maximum Flood Average Annual Rainfall RESERVOIR: Maximum water level (MWL) Full reservoir level (FRL) Minimum draw down level (MDDL) Gross storage at FRL Live storage Dead Storage + Sediment Storage + Inactive Storage Area under Submergence at FRL DIVERSION TUNNEL: Shape Diameter Length Lining Thickness Invert Elevation Diversion discharge (1 in 25 Years) COFFER DAM: Type Max. Height (Upstream) Crest Elevation (Upstream) Length (Upstream) Max. Height (Downstream) Crest Elevation (Downstream) Length (Downstream) DIVERSION DAM: Himachal Pradesh Mandi Beas river Latitude: 31º (N) Longitude: 76º (E) Narrow Gauge Rail Link at Jogindernagar and Broad Gauge Rail Link is at Pathankot Gaggal in district Kangra Beas 7378 sq.km cumec 5416 MCM 10,530 cumecs 16,150 cumecs 1642 mm m m m MCM MCM MCM Ha. 1 No. D-shape 11.0 m m 300mm m Inlet, m Outlet 951 cumecs Concrete (U/S) Rockfill (D/S) m high m 65 m 8.0m high m 42 m

30 Type Dam Top Max. Height of dam above Foundation Level River Bed Level Deepest Foundation Level Total length of dam at top MAIN SPILLWAY (SLUICES): Design flood Type Length of spillway Number of bays Crest level of spillway Spillway gates Bucket Invert Level and Radius Energy dissipation type AUXILLIARY SPILLWAY: Roller Compacted Concrete Dam (RCC) m m m m m 15,640 cumecs (Routed Flood) Breast Wall Sluice Spillway m 5 Nos. Under sluices m 11 m (W) x 15.2 m (H) m with 35 m Radius Ski Jump Bucket No. of bays 1 Width of bay 4 m Size of gate 4.00m (W) x 4.70m (H) Design flood cumecs Crest level of spillway m Energy dissipation type Stilling Basin Features Cistern Level m and 44m Length INTAKE: Type Reservoir Intake Shape Bell mouth Maximum Design Discharge Intake cumec Intake cumec (Each considering 5% overload discharge) Invert level m Number of Reservoir Intakes 2 Intake gate size Intake m(w) x 6.30 m (H) Intake m(w) x 7.30 m (H) Trash rack in each intake Intake m (W) x 11.52m (H); 3 openings Intake m (W) x 13.17m (H); 3 openings. Intake Structure Height 35.0 m HEAD RACE TUNNEL (HRT): Shape Diameter Length Design discharge PENSTOCK/PRESSURE SHAFT: Type Number Horse Shoe HRT m HRT m HRT m HRT m HRT cumecs HRT cumecs Underground Pressure Shaft-1: 5.7 m dia. bifurcating

31 into 2.65 m and 5.00 m dia. which further bifurcates into two branch penstocks of 4.25 m and 2.65 m Dia. Pressure Shaft-2: 6.0 m dia. bifurcating into two branch penstocks of 4.25 m Dia. each Diameter Pressure Shaft-1: 5.7m, 4.25m and 5.00m and 2.65m Pressure Shaft-2: 6.0 m and 4.25 m Length upto Bifurcation of main Pressure Shaft-1 :92m pressure shafts Pressure Shaft-2: 127 m Grade of Steel ASTM-537 Class II Liner Thickness Pressure Shaft-1: Varies from 16mm to 32 mm Pressure Shaft-2: Varies from 26mm to 34 mm POWER HOUSE: Type Installed Capacity Units Power house cavern size Transformer Hall cavern size C.L. of turbine Type of Turbine Design Discharge a) Main units b) Environmental Units Rated Head a) Main units b) Environmental Units Normal TWL a) Monsoon b) Lean c) Non-Monsoon i. During Peaking hours ii. During Non-Peaking hours Minimum TWL Annual Design Energy (50% dependable year) a) Main units b) Environmental Units Annual Energy in 50% dependable year on 95% machine availability a) Main units b) Environmental Units Annual Design Energy (90% dependable year) a) Main units b) Environmental Units Annual energy in 90% dependable year on 95% machine availability Underground 191 MW 5 (3 x x20.00) 145.0m (L) x 21.0 m (W) x m (H) 127.0m (L) x 19.0 m (W) x 28.0 m (H) m Vertical Francis cumecs cumecs m m m m m m m GWh GWh GWh GWh GWh GWh

32 a) Main units b) Environmental Units Annual Plant Load Factor in 90% Dependable year a) Main Units b) Environmental Units Annual Plant Load Factor in 50% Dependable year a) Main Units b) Environmental Units TAIL RACE ARRANGEMENT: Type Size & Shape Lengths Normal TWL at outlet a) Monsoon b) Lean c) Non-Monsoon iii. During Peaking hours iv. During Non-Peaking hours GWh GWh 41.13% 42.39% 41.40% 43.24% Pressure Flow Tunnels TRT m dia. D shape TRT m dia. D shape TRT-7-37 m TRT-8-40 m m m m m COST ESTIMATES & FINANCIAL ASPECT (Rs. Crores) Civil Works including Hydro- Mechanical Works Electro Mechanical Works Total Basic Cost including Direct & Indirect Charges Interest during construction (excluding financing cost) Escalation Financing Charges Total Cost including Escalation and IDC LEVELLISED TARIFF AT 90% DEP. YRS.(IN Rs./KWhr) After considering 12% free power & 1% for local area development (levelised) 6.70 LEVELLISED TARIFF AT 50% DEP. YRS.(IN Rs./KWhr) After considering 12% free power & 1% for local area development (levelised) 6.58 PERIOD OF CONSTRUCTION 4.5 Years (EXCLUDING 18 MONTHS PRECONSTRUCTION ACTIVITIES)

33 A NA No Revision SMEC Date CLIENT HIMACHAL PRADESH POWER CORPORATION LTD. Corporate Planning Cell, Himfed Bhawan, Panjri, Shimla , H.P., INDIA, Fax: SCALES FOR A1 CONSULTANT 5th Floor, DLF Building No. 8 Tower C, DLF Cyber City, Phase-II Gurgaon (Haryana) Tel: Fax: smec@vsnl.com Website: Drawn Designed P. RAWAT V. BERERA Drafting Design Check Check M. DOBRIYAL V.GUPTA REVIEWED SUBMITTED P. AGRAWAL N. ARORA Client Project HIMACHAL PRADESH POWER CORPORATION LIMITED THANA PLAUN HYDRO ELECTRIC PROJECT (3x50.33MW+2x20MW), H. P. Title PROJECT LOCATION MAP Original Size A1 Drawing Status Drawing No. Rev D.P.R GA-02 A

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37 CLIENT SCALES FOR A1 CONSULTANT Designed Drawn M.DOBRIYAL Drafting Check HIMACHAL PRADESH POWER CORPORATION LTD. A No Revision NA SMEC Date Corporate Planning Cell, Himfed Bhawan, Panjri, Shimla , H.P., INDIA, Fax: cp_cell@hppcl.gov.in,website: 5th Floor, DLF Building No. 8 Tower C, DLF Cyber City, Phase-II Gurgaon (Haryana) Tel: Fax: smec@vsnl.com Website: Client Design Check THANA PLAUN HYDRO ELECTRIC PROJECT (3x50.33MW+2x20MW), H. P. Title PROJECT AREA GENERAL LAYOUT V.GUPTA M. DOBRIYAL REVIEWED Project V. BERERA HIMACHAL PRADESH POWER CORPORATION LIMITED P. AGRAWAL SUBMITTED N. ARORA Original Size Drawing Status A1 Rev Drawing No. D.P.R GA-06 A