E1657 V1 BARATAYEVKA LANDFILL GAS FLARING AND TREATMENT PROJECT – ULYANOVSK, RUSSIA

Public Disclosure Authorized Environmental Impact Assessment Public Disclosure Authorized Public Disclosure Authorized Public Disclosure Authorized

CONTENTS

Section Subsection Title 1 OVERVIEW 1.1 Introduction 1.2 Availability of Data on Project Site 1.3 Technical and Economic Characteristics 2 ENVIRONMENTAL CONDITIONS 2.1 Climate 2.2 Hydrology 2.3 Engineering, Geology and Hydrogeology 3 RATIONALE FOR SAND PIT RECULTIVATION 4 TECHNOLOGICAL SOLUTIONS 4.1 Sand Pit Recultivation Scheme 4.2 Administrative Area 4.3 Pumping Station 4.4 Municipal Solid Waste Storage Site (SDW Dumping Site) 5 SANITARY PROTECTION ZONE 6 POWER SUPPLY 7 RECULTIVATED SAND PIT OPERATION 7.1 Work Arrangements 7.2 Industrial Waste Use 7.3 Hygienic Requirements and Monitoring of Recultivated Sand Pit Operation 7.4 Recultivated Pit Closure 8 ENVIRONMENTAL PROTECTION 8.1 Sand Pit Recultivation as An Environmental Protection Activity 8.2 Land Protection and Management 8.3 Surface Water and Groundwater Protection 8.4 Vegetation and Wildlife Protection Measures 8.5 Impact on Atmosphere 9 ENVIRONMENTAL IMPACT ASSESSMENT OF PROPOSED ACTIVITIES 9.1 Site Impact of the Environment 9.2 Impact on Atmosphere 9.3 Impact on Vegetative Soil Cover 9.4 Impact on Ground and Surface Waters 9.5 Impact on Plants and Animals 9.6 Accidents 9.7 Waste and Its Impact on the Environment 9.8 Closure of the Facility 9.9 Environmental Impact Mitigation and Prevention 9.10 Project Environmental Risk Analysis 10 OCCUPATIONAL SAFETY ARRANGEMENTS 11 CONCLUSIONS 12 CONSTRUCTION ORGANIZATION ANNEXES 1 List of Drawings 2 Design Works : Terms of Reference 3 Land Plot Passport No. 342 4 Hydrogeological Opinion on the Feasibility of Organizing a Site for Industrial and Other Wastes in the Baratayevka Sand Pit West of Ulyanovsk 5 The List of Wastes Used for Sand Pit Recultivation 6 Letter by Ulyanovsk Regional Administration No. 1003 of the Federal Service for Consumer Right Protection and Human Health Supervision

1. OVERVIEW 1.1. Introduction The Reclamation with Solid Domestic Waste (SDW) of the Mined-Out Quarry at the Barataevsky Sand Field Located in Ulyanovsk District of Ulyanovsk Oblast project is designed in accordance with Contract No.967 executed with OOO Environmental Technologies Center. This project is designed within the framework of the Ulyanovsk Landfills in 2004-2006 target- oriented program approved by Ulyanovsk Municipal Duma order No.134 dated April 28, 2004. Such work is permitted to Ulyanovskvodproekt Design Institute by License D581114, registration number GS-4-73-02-26-0-7303004409-001624-1, dated April 18, 2005 issued by the Economics and State Investments Department of the Federal Agency for Construction and Municipal Housing. The reclamation is to be performed on the existing mined-out quarry at the Barataevsky sand field. The project site locates an industrial waste dumping ground operated by AvtoUAZ plant, biothermal pits (under construction), and an unauthorized city dump. The mined-out quarry is an accumulator of contaminated rain waters and wastes from the unauthorized city dump which are a source of environmental pollution. In this respect, the reclamation is aimed at restoration of the site's terrain to a state suitable for practical use. The reclamation is to be performed simultaneously with dumping of domestic and industrial non- toxic wastes; all the dumping operations are mechanized. The following facilities are provided to implement the reclamation project: − SDW dumping site with impervious blanket; − three (3) vaporizer tanks; − drainage system to remove filtrate from the dumping site; − five (5) air holes; − filtrate pump station; − two (2) observation holes; − two (2) water-detention dikes; − open-air parking for bulldozers; − power line; − administrative portacabin; − disinfectant pit; − site fence; − two (2) gate barriers. Basing on the type of terrain and the site area the reclaimed quarry is designed to serve for 11.5 years at an annual disposal rate of 730 M. cub m.

1.2. Availability of Data on Project Site In the course of this project, in 2005 Ulyanovskvodproekt carried out topographic, geodetic, and geotechnical surveys of the site. Earlier, Ulyanovskvodproekt performed similar topographic, geodetic, and geotechnical surveys at the adjacent sites for design justification of the following projects: − Barataevsky SDW Landfill in Ulyanovsk District of Ulyanovsk Oblast; − Biothermal Pits at Barataevsky SDW Landfill in Ulyanovsk District of Ulyanovsk Oblast; − AvtoUAZ Plant Industrial Waste Disposal Site at Barataevsky SDW Landfill in Ulyanovsk District of Ulyanovsk Oblast; − City of Ulyanovsk Barataevsky SDW Landfill Upgrade Project (Feasibility Study, 2004). The following data were used to design this project: 1. Materials of Topographic and Geotechnical Surveys Performed by Ulyanovskvodproekt in 2004: − topographic maps of 1 : 1,000 scale; − geotechnical and hydrogeological data. 1. Surface Yield Hydrological Calculation. 2. Ornithological Situation at the City of Ulyanovsk Barataevsky Dump and Estimated Impact of its Upgrade into Solid Domestic Waste Landfill on this Ornithological Situation. Performed by O.V. Borodin and S.L. Smirnova in 2004. 3. Ulyanovsk Department of the State Sanitary and Epidemiological Supervision Service Report on Sanitary and Hygienic State of the Barataevsky Quarry Used as a Solid Domestic Waste Landfill. 4. Land Plot Passport No.342.

1.3. Technical and Economic Characteristics The site's technical and economic characteristics are presented in Table 1.3.

Table 1.3 Base case value Unit of Project Characteristics (as per design measure value assignment) 1 2 3 4 1. Purpose of reclamation – to ensure further practical use of the mined-out quarry site and to eliminate the unauthorized dump 2. Maximum filling height m 22.0 3. Sanitary protection zone width m 500 4. Service life year 11.5 5. Amount of disposed SDW as of mln. m3 1.06 September 1, 2004 6. Unauthorized dump area ha 18.5 7. Reclamation volume capacity including: mln. m3 3.0494 - volume of uncompacted SDW mln. m3 8.375 0.73 Base case value Unit of Project Characteristics (as per design measure value assignment) 1 2 3 4 mln. m3/year - volume of compacted SDW mln. m3 2.235 - volume of intermediate insulation mln. m3 0.2483 - volume of exterior insulation cover mln. m3 0.1486 8. Site area ha 30.7 9. SDW storage facility area ha 23.6 10. Impervious blanket from 1 mm thick polymeric sheets as per TU 2246-003- thousand m2 232.2 39930985-2000 11. Vaporizer tanks - number pcs. 3 - capacity thousand m3 30.9 - water surface area at a max depth of 1 m thousand m2 3.44 12. Filtrate drainage system - drains from 159 х 6 steel pipes km 2.459 - headers from 219 x 6 steel pipes km 0.494 13. Air holes, 377 m in diameter pcs. 5 14. Filtrate pump station SM 65-50-160 sanitary pump - number pcs. 2 - discharge m3/h 25 - head m 30 - motor power kW 5.5 15. Observation holes, depth: РН-1 m 42 РН-2 m 27 16. Water-detention dikes pcs. 2 17. Disinfectant pit pcs. 1 18. Lysol depth m 0.3 10. VL-0.4 kW power line km 1.8 20. Portacabin, 2.7 х 9 m pcs. 1 21. Open-air parking for bulldozers m2 350 22. Site fence km 1.86 23. Gate barrier pcs. 2 24. Construction cost (incl. VAT) in 2005 thousand rubles 224,699.67 Q3 prices VAT thousand rubles 34,276.22

2. ENVIRONMENTAL CONDITIONS 2.1. Climate Ulyanovsk Oblast is located in the moderately continental climatic zone which is affected mainly by continental polar air of the Asian continent overcooled in winter and overheated in summer as well as by the mild air flows from the Atlantic Ocean. These circumstances are generally reflected in extended winters, shortened mid-seasons and possible sharp anomalies in all elements of the climate. Average annual temperatures in the area, depending on the terrain, cloudinesses, altitudes, and the geological substrate, may range from 3°C to 4°C above zero. Average annual temperature highs are 33-34°C; the maximum – over 80°C. Dates when the average daily air temperature passes through 0°C, 5°C, 10°C (by Vyrypaevka weather station) are, accordingly, April 4, April 18, May 4 in spring and October 31, October 11, November 21 in autumn. The totals of average daily air temperatures for a period with temperatures above 0°C, 5°C, 10°C are 2660°C, 2580°C, 2305°C. Average dates of the first and the last frosts are November 17 and May 19. Average frost-free period is 120 days. Average length of winter period (by the dates when average daily temperatures pass through zero) is 155 days; average length of settled frosts is 121 day. Ulyanovsk Oblast is located in a zone with moderate and poor humidification. The area is characterized with precipitation shortages in spring and in the first half of summer. Average long-term precipitation total (by Vyrypaevka weather station) is 440 mm out of which 296 mm – in the warm period. The diurnal precipitation maximum 1%-Р (by Senguiley weather station) is 104 mm, observed – 105 mm. Average dates of formation and breaking of settled snow cover are November 24 and April 8. Average period with settled snow cover is 135 days. Average thickness of snow cover from the thickest for a winter is 0.35 m. Data on ground freezing depth, frequency of winds by directions and maximum wind velocities with 4% probability are presented in Tables 2.1-2.3.

Maximum Wind Velocities with 4% Probability for a Warm Period and with 50% Probability (by Senguiley Weather Station) Table 2.1 Direction N NE E SE S SW W NW Speed, m/sec 31 26 27 34 35 29 40 32 р-4% Speed, m/sec 23 19 18 24 26 22 26 24 р-50%

Ground Freezing Depth, cm (by Senguiley Weather Station) Table 2.2 From maximum per winter XI XII I II III Avg. Max Min 22 45 64 73 75 76 120 44

Wind Direction Frequencies, % (by Vyrypaevka Weather Station) Table 2.3 Direction IV V VI VII VIII IX X Avg N 8 6 12 15 16 8 9 11 NE 10 7 13 12 10 7 2 9 E 21 15 10 10 11 5 5 11 SE 13 9 9 6 8 6 5 8 S 8 16 9 4 7 13 14 10 SW 26 26 25 19 20 31 40 27 W 8 13 12 18 17 21 16 15 NW 6 8 10 16 11 9 9 10

Ulyanovsk Basic Climate Characteristics Data Table 2.4 M M Characteristics I II III IV V VI VII VIII IX X XI XII year IV-X Average air temperature -13.2 -12.8 -6.8 4.2 12.6 17.7 19.7 17.7 11.5 3.8 -4.0 -1016 3.4 Maximum air temperature 5 6 14 30 34 39 39 38 36 25 16 7 39 Minimum air temperature -46 -43 -35 -20 -8 -4 3 0 -8 -20 -39 -39 -46 Average precipitation, mm 27 22 27 25 37 45 54 49 44 42 35 33 440 296 Precipitation P-75%, mm 13 18 23 29 23 24 23 366 153 Precipitation P-85 %, mm 8 13 16 21 16 17 16 333 107 Precipitation P-95%, mm 3 5 7 9 7 7 5 282 43 Average wind speed, m/sec 4.8 4.5 4.9 3.8 4.3 3.9 3.4 3.3 3.9 4.3 4.5 4.6 4.2 Absolute air humidity, mbar 2.3 2.4 3.2 6.2 8.9 12.1 14.6 13.7 9.6 6.5 4.2 3.0 7.2 Relative air humidity, % 82 80 80 72 61 60 66 68 71 79 84 84 74 Humidity deficit, mbar 0.4 0.4 0.8 3.1 7.1 10.3 9.4 8.0 5.2 2.0 0.8 0.5 4.0 Water surface evaporation, % 7 23 27 25 15 3 100 Evaporation Р-15% at Р-85% 42 140 164 152 91 18 607 precipitation, mm Avg. number of high-wind 3.4 2.7 2.3 2.2 2.1 1.0 0.9 0.5 1.6 3.2 3.3 3.9 27 days Evaporation Р-50% at Р-50% 71 97 93 84 53 32 430 precipitation, mm Number of days with

V > 15 m/sec

2.2. Hydrology 2 2 Natural encatchment area of the dikes is: F1 = 0.36 km ; F2 = 0.21 km . The hydrological characteristics are calculated in accordance with SP 33-101-2003.

Average long-term depth of runoff during spring high water as well as Cv and Cs factors are determined by the maps in view of corrections for local factors:

h0=0.68; Cv=0.61; Cs = 2Cv; K1% = 2.93; K5% = 2.17; 2 h = 0.25; A = 0.15 km ; A1 = 2; K10% = 1.81; K50% = 0.882; The calculations results are presented in the hydrological characteristics summary (Table 2.5). The rain runoff volume is determined by the formula:

Wp = 1000 × ψ × φ × H1% × λp × А, where:

ψ(tb = 150 min) = 0.65 At А ≤1.0 km2

H1% = 100 mm; φ = 0.576; λ10% = 0.46; λ5% = 0.56; λ50% = 0.28.

Summary Table of Calculated Hydrologic Characteristics Table 2.5 Probability, % Units of Characteristics measure 1 3 5 10 26 50 85 95 3 2 Average annual water discharge m /sec Section line; F1 = 0.36 km Average annual runoff volume Maximum spring high water discharge m3/sec 1.16 0.8 0.64 Spring high water runoff volume t/m3 71.7 53.1 44.3 21.6 Maximum rain high water discharge m3/sec Minimum summer and autumn low-water discharge m3/sec Spring high water level Rain high water level Summer and autumn low-water level Rain high water runoff volume t/m3 13.5 7.55 6.2 3.77 2 Section line 2, F2 = 0.21 km Maximum spring high water discharge m3/sec 0.69 0.47 0.38 Spring high water runoff volume t/m3 41.8 31.0 25.85 12.6 Rain high water runoff volume t/m3 7.8 4.4 3.6 2.2

Executed by: E.E. Yadrintseva Standard depth of ground freezing is as follows: For loamy clays and clays 1.6 m For sands 1.9 m Sands have good filtration properties. Filtration factor for loose sands reaches to 39 m/day. Sands with good filtration properties lay around holes Nos. 1, 2, 3, 11, 12, 15 and 16. Solid domestic wastes are not dumped here yet. When dumping solid domestic wastes on sites where sands with good filtration properties are laid from the surface anti-filtration measures should be taken in order to avoid further contamination of Lower Quaternary aquifer. Amount of solid domestic wastes on the whole territory ranges from 0.4 to 14.8 m. In composition of some metal moving form ingredients (e.g., copper, nickel, cadmium) and metal gross forms (e.g., cadmium, lead) SDW filler properties conforms to those for ground with low level of chemical contamination. Composition of some metal moving and gross forms conforms to the properties of the ground with acceptable level of chemical contamination. Ground and water investigation on observation holes Nos. 1 and 9 samples taken from the Seld’ River, as performed by Ulyanovsk Department of the State Sanitary and Epidemiological Supervision Service does not exclude the possibility of unauthorized dump impact on underground waters contamination of Seld’ River, that in turn impacts on contamination of the Sviyaga River. Soil in the area of Ulyanovsk dump is classified as severely dangerous over its bacteriological indicators.

2.3. Engineering, Geology and Hydrogeology

In terms of geomorphology, the work site is associated with the Seld-Sviyaga-Biryuch catchment and is located on the left catchment slope of the Seld River valley. The Baratayevka landfill is an unauthorized dump in the abandoned part of the building sand pit. It is a basin 550 x 680 m with an uneven, rugged floor due to the varying depth of excavation works. The depth of the basin varies from 10 to 40 m. The basin has water filled depressions in the western and northern parts. The datums of the area range from 104 to 144 m. Municipal solid waste (MSW) is stored in specific sections within the site. At present, it is the eastern part of the former pit that is being filled.

The Baratayevka building sand deposit is located in the ancient bed of the Paleo-Sviyaga River that can be traced in the Sviyaga valley as a 2.5-3.5km-wide submeridional belt stretching from the village of Bolshiye Klyuchischi to the northern boundary of the Ulyanovsk Oblast west of the modern river bed. Geologically, the work site consists of Cretaceous, Neogene and Quaternary deposits.

The bed of the valleys (the Sviyaga River modern valley and paleovalley) consists of Lower Cretaceous Aptian deposits (Kla) lithologically represented by dark gray fine grain carbonate- free clays. The thickness of uncovered Aptian clays does not exceed 1.5-3.0 m. The Aptian clays are eroded by the deeply embedded channel of the Paleo-Sviyaga River over the greater part of the area.

The ancient bed of the Sviyaga River consists of Pliocene-Lower Quaternary lacustrine- alluvial deposits (l-aN2-QI) lithologically represented by sand with silt and clay lenses. According to earlier measurements, the total thickness of the deposits is 50-70 m, including 30-65 m of sand horizons and 0.3-20 m of lenses and silt horizons. Lacustrine-alluvial deposits rest on the eroded surface of Lower Cretaceous clays and are overlain either by eluvo-deluvium outside the work site or by MSW in the pit area, or reach the day surface (in the pit area where they are not overlain by MSW). Catchment slopes and surfaces are covered by a thin (up to 2.5-3.2 m) layer of modern Middle Quaternary eluvo-deluvium deposits (edQII-IV) lithologically represented by silt and clay. Modern man-made deposits (tQIV) are represented by municipal solid waste (MSW) filled by loam and sand mixed with a 0.4-14.8 m layer of soil.

The area under study has a well-developed superficial groundwater layer and Pliocene-Lower Cretaceous lacustrine-alluvial aquifer (l-a N2-QI). Superficial groundwater is abundant within the unauthorized landfill at waste storage sites and is associated with both municipal waste and highly permeable substrate (sand and sandy silt). The superficial groundwater layer was uncovered during the study at the depth of 2.5-6.3 m (abs. depth: 108.8 – 115.88 m). Superficial groundwater is contaminated by oil products, heavy metal salts, etc. whose concentrations exceed MPCs a few dozen or even hundreds of times. The thickness of the superficial groundwater layer varies from 1.5 to 12.3 m.

The Pliocene-Lower Quaternary lacustrine-alluvial aquifer (l-a N2-QI) is associated with deposits comprising a deep erosion strip and the fluvial terrace above the Sviyaga floodplain. The depth of groundwater occurrence varies from 0.0 (pit depressions) to 37 m (catchment surfaces and slopes). The absolute depth of the aquifer within the study area is ~104-105.5.

Analysis of water from the monitoring wells (MW #1 and MW # 9) designed to monitor the Pliocene-Lower Quaternary aquifer indicated that the aquifer in the vicinity of the unauthorized landfill is polluted by oil products, heavy metals, surfactants, etc. whose concentrations exceed MPCs, especially in MW # 1 which is closer to the MSW storage site (some 30-50 m away). The Pliocene-Lower Quaternary lacustrine-alluvial aquifer is used to supply water to the nearby villages (Baratayevka, Karlinskoye, Krotovka, etc.) through water wells. The wells are quite far from the unauthorized landfill (2.3-3 km away).

The Seld River water contains magnesium hydrocarbonate and calcium hydrocarbonate; it is fresh, weakly alkaline, moderately hard to hard water that is not aggressive to concrete based on ordinary cement grades. The analysis shows that the Seld River water downstream of the landfill has elevated concentrations of zinc (10 times), oil products (3.6 times), and trivalent chromium (2 times).

In terms of engineering and geological parameters, we can identify 6 engineering/geological units in compliance with GOST 20522-96:

EGU 1: vegetative soil layer; EGU 2: municipal solid waste; EGU 3: Neogene-Quaternary clay; EGU 4: silt; EGU 5: sand; EGU 6: Aptian clay.

Standard soil freezing depth is:

1.6 m for silt and clay; and 1.9 m for sand.

Sand is highly permeable. The permeability factor of loose sand can be as high as 39 m/day. The surface layer near monitoring wells ## 1, 2, 3, 11, 12, 15, and 16 consists of highly permeable sand. MSW is not yet stored here. When MSW is dumped at sites whose surface is covered by highly permeable sand, it is necessary to take antifiltration actions to prevent further pollution of the Pliocene-Lower Quaternary aquifer.

The thickness of the MSW layer over the entire territory varies from 0.4 to 14.8 m. Judging by the content of specific components of mobile metal forms (copper, nickel, lead) and bulk metal forms (cadmium, lead), the MSW filler is identical to soil with a low level of chemical pollution. As to the substrate (clay, silt, sand), the concentrations of mobile and bulk metal forms make it identical to soil with a permissible level of chemical pollution.

Likewise, the study of soil and water samples from monitoring wells ## 1 and 9 conducted by the Ulyanovsk Center for State Sanitary and Epidemiological Surveillance does not exclude a possibility of an impact of the unauthorized landfill on the Seld River water and groundwater pollution, which, in its turn, affects the pollution level in the Sviyaga River. Soil in the vicinity of the landfill is classified as extremely dangerous from the bacteriological viewpoint.

3. RATIONALE FOR SAND PIT RECULTIVATION

Municipal solid waste disposal, storage and treatment is one of the most urgent environmental issues in the city of Ulyanovsk, the region’s largest industrial center. According to the Ulyanovsk City Committee for Housing and Communal Services and Energy, the annual amount of MSW removed from the city is 990,000 m3 or 324,000 tons. At the same time, there are no waste storage facilities that meet sanitary and environmental standards.

MSW in part of the city on the right-hand bank of the river is dumped in the unauthorized Baratayevka landfill that appeared in the sand pit over 30 years ago. In the past, there were frequent fires and a lot of smoke in the landfill. According to the landfill survey (June 2005), it contained 1.06 million cubic meters of stockpiled waste.

Prerequisites for Barataevsky dump formation are as follows: presence of mined-out quarry, minimal distance from Ulyanovsk City, available road with hard coat and power supply. Dump is operated by Municipal Urban Cleaning Enterprise and in the last time – by private entrepreneur N.I. Okhotnikov licensed for waste handling operations. Land plot for the dump is not properly allocated and documented. Design documentation is fully absent. Wastes are not properly registered. Existing dump does not meet sanitary regulations SP 2.1.7.1038-01 Hygienic Requirements for Arrangement and Maintenance of Landfills for Solid Domestic Wastes approved by Senior State Sanitary Superintendent of the Russian Federation on May 30, 2001. This unauthorized dump is adversely impacting on the natural environment: ground waters and surface waters are contaminated; unfavorable ornithological situation is formed for Ulyanovsk aerodrome located 4 km from the dump. Ground waters are contaminated due to the fact that the dump's basement does not meet regulatory requirements. Filtrate, as well as liquid wastes, which are spilled onto SDW penetrate through the basement and contaminate ground waters. Two drainless degradations, through which water filtrates into unprotected ground waters, are located on the dump site. Ground flow is directed towards a natural fosse, i.e., to the Seld’ River. Based on investigations data over separate ingredients, contamination sufficiently exceeds MPC levels and it increases by times. Since these ground waters are the sources of water supply for the near-by settlements the risk of water contamination by chemicals exists. Based on the above, an impervious blanket should be arranged at first to prevent the ingress of surface water into previously laid SDW and, therefore, to stop filtrate formation. It is necessary to cut the access of surface waters into the quarry and manage their collection from the quarry-dump’s site. Should this problem not be solved ground water contamination would progress. Water intake for general purposes in closest settlements may be under contamination risk. Big population of birds daily migrating for food (from Ulyanovsk to the dump and vice versa) poses severe risks to air flights. For July-August 2004 six collisions of aircrafts with birds during training flights were registered at Ulyanovsk aerodrome. A lot of cases of birds and aircrafts collisions are known to lead to aircrafts catastrophes, i.e. the struggle with birds’ accumulations is of great importance. Possible contact between birds and food waste and SDW should be excluded. To eliminate negative consequences connected to ground waters and surface waters contamination and birds’ accumulations the dump should be reconstructed into SDW landfill in reclamation conditions of quarry. Meanwhile, SDW burial with food waste should be excluded, and birds’ access to SDW should be eliminated. It is practical to bury SDW with food waste on landfill, which can be significantly far from Ulyanovsk City and Ulyanovsk aerodrome. Significant part of industrial waste should be followed to quarry reclamation.

4. TECHNOLOGICAL SOLUTIONS 4.1. Sand Pit Recultivation Scheme The quarry under reclamation is located 1.3 km from the nearest inhabited settlement of Baratayevka. Following basic activities are performed during reclamation: SDW acceptance, dumping and insulation. Registration of accepted SDW is performed by the volume in non-compressed conditions. Accepted volume of SDW is entered into SDW Acceptance Log. Reclamation of mined-out quarry at the Barataevsky sand field and unapproved dump location represent the group of facilities meeting sanitary and ecological requirements for the sand, and located on the enclosed territory. Operations service, which performs the activities on wastes acceptance and burial, also supervises the technological processes. Approach way and electric power supply are available. The issues on waste dumping with anti-filtration measures implementation are solved. Wastewaters are collected and disposed; vaporizer tanks are available. Means of motorization are provided for the reclamation period. Site area and reclamation scope are defined based on reclamation of mined-out part of the sand quarry and the necessity for water-baying. The Owner of quarry under reclamation manages the activities on SDW acceptance, dumping and insulation over accepted amounts according to subcontract agreements. The following process operational schematic defining the order of activities and area allocation for SDW dumping is designed based on reclamation plan. Process scheme is fulfilled with due account of season and amount of accepted SDW with observance of the following conditions: − Irregular dumping throughout the reclaimed area, beyond the site allocated for current-day operations (work site) is not allowed; − Dump trucks are off-loaded at the work site; − The dump truck offloading area is split into two sectors. The first is for dump trucks offloading, the other is for bulldozers’ operation; − SWD off-loading layer should not exceed 0.5 m; − Recommended dimensions of work site are: breadth is 7.5 m and length is 40 m; − Bulldozers move SDW to work site creating the layers up to 0.5 m high. At the expense of 14 compressed layers the dike is created with flat slope 2 m above the level of dump trucks off-loading area. − Dump trucks on work site should be off-loaded onto a SDW layer, which was dumped and insulated not later than 3 months before. − Amount of SDW off-loaded at a time should not be less than 12% of the daily amount. Wastes are laid over the work site by "pulling" or by "pushing": 1. When "pulling" technique is used the dike of the following work site is moved to the previous one. Wastes are laid from top downwards in horizontal or inclined layers not thicker than 0.5 m. A 2 m thick compacted SDW layer is insulated with a 0.25 m thick ground layer. 2. Dumping by "pushing" is performed from top downwards. Trucks are off-loaded on the upper insulated surface of the work site formed the day before. As the site is filling the activities are moved forward over SDW laid the day before. To provide for even settlement of the landfill body SDW compaction factor should be defined. In summer, in the periods of high risk of fire wastes should be wetted. Water consumption for wetting is accepted as 10 l for 1 m3 of wastes. Dimensional column (reference point) is installed on the work site to monitor the height of SDW backfilled layer (2 m). Portable cage is installed to catch light fractions of wastes. It is installed perpendicular to the direction of prevailing winds as close as possible to SDW off-loading and dumping area. Shield frame is fabricated from light metal shapes and is covered with grating with mesh width of 40-50 mm. Shields’ breadth is 1-1.5 m. Shields should be cleaned daily. Dimensions of the site protected by portable cage should provide for its operation without moving the shields for more often than once a week. Reclamation of mined-out quarry represents the group of environmental facilities intended for dumping, insulation and detoxication of SDW, protection of the environment, soils, surface and ground waters, and prevention of rodents, insects and pathogens expansion. Administrative area and dumping area are provided to fulfill this task.

4.2. Administrative Area Administrative area is located on the entrance to the territory of mined-out quarry and sand, and is designed to allocate operational staff. A typical portacabin of 420-01-03 project is installed in the area. The portacabin is used to take meals and store fire-fighting means: fire extinguishers, buckets, and spades. Operational service also uses a brick building. Close to the portacabin, a 2 m3 metal tank is installed for technical needs. Potable water is delivered from Ulyanovsk City in flasks (2 pcs.) by motor transport. Yard toilet is provided on site. A 0.5 m deep concrete disinfecting pit is provided at the reclaimed quarry's exit. The pit is filled with 3% lysol solution and wood dust to 0.3 m and serves to treat car wheels. A road gate is provided on the exit. An open-air parking for bulldozers is provided in the administrative area. The site has ground- rubble paving. The administrative area and the dumping site are protected with a 1.86 km long light barbed wire fence on 1.6 m tall wooden poles. The reclamation site is illuminated. Vaporizer tank No. 3 (up to 5.8 th. m) is provided for fire extinguishing.

4.3. Pumping Station To pump off filtrate and surface water collected in vaporizer tanks the project envisages the installation of SM 65-50-160 draining cantilevered horizontal one-staged pump whose design performance is: head – 30 m, discharge – 25 m3/hr. Two pump locations are provided. The main 10 by 9.5 m site is arranged to pump filtrate from tanks Nos. 2 and 3. The following is provided on the site: - Electric equipment and pump building; - Suction sump, 1.0 m dia.; - Valve well 1.5 m dia.; - Water tank, 2 m3. Liquid from tanks Nos. 2 and 3 enters into the suction sump through 219 x 6 mm steel feeding pipes as per GOST 10704-91. The filtrate entrance sequence is regulated by gate valves. SM 65-50-160 pump is installed on a concrete foundation. 159 x 6 steel suction pipe is fitted with a gate valve, and 108 x 4 steel pressure pipe is fitted with a check valve and a gate valve. Pumped-off liquid enters the SDW dumping sites through the pressure pipeline. The second pump is installed at tank No. 1. The filtrate feed and intake scheme is the same as above. The pump is installed on a concrete slab in the open air. The filtrate pumping station installation diagram for the main site see in Figure 4.1, for the second site – see in Figure 4.2.

4.4. Municipal Solid Waste Storage Site (SDW Dumping Site) The project includes the performance of surveying and design works. The surveys have shown that SDW laid from the time when this dump began forming to the present day amounted to 1.06 mln. m3. This amount is laid over the area of 18.2 ha. Max. height of laid layer amounts to approx. 15.5 m. Ground waters – filtrate – are found on site at an unauthorized dump where sub-soils are represented by clays with a filtration factor of 0.03 m/day. In other parts where sub-soils are represented by fine-grained sands no filtrate is found. In connection to the above, ingress of precipitations to laid SDW should be blocked. To this effect previously laid SDW are blocked with anti-filtration shield. This shield prevents the contact of precipitation with laid SDW and filtration formation stops. Next SDW laying on anti-filtration shield also prevents the possibility of precipitations penetration into ground waters through SDW. Anti-filtration shield is also made at installation of three vaporizer tanks. In the basement of the vaporizer tanks ground water level is close to the bottom (in the well No. 1 at mark 103.83 m). The project envisages degradation backfilling with mineral ground up to the mark 105.50 m, and than anti-filtration shield is installed. Two versions of anti- filtration shield were considered. Scenario I – two layers of 0.2 mm thick stabilized polyethylene film as previously used on facilities of Ulyanovsk area. Between films and over the upper film 0.5 mm thick sand layer is laid for horizontal surfaces and 0.8 mm thick is laid over the slopes. Scenario II – 1.0 mm thick polymer sheets, which became widely spread in Russian Federation. Over the sheet 0.5 mm protective sand layer for horizontal surfaces and 0.8 mm for slopes is laid. Costs calculation of comparable indicators for two versions is represented in the Table 4.1. Shield schematic for two versions is represented in the Table 4.3.

Table 4.1 Scenario I Scenario II 2001 unit (2 layers of film) (polymer sheet) Item Unit price cost, Cost, Cost, rubles Q-ty Q-ty M rubles th. rubles 1. Ground development for m3 12.38 60630 750.60 30315 375.30 arrangement of protective and underlaying layer 2. Arrangement of m3 3.77 43900 165.50 21950 82.75 protective layer from sand on slopes 0.8 mm thick 3. Arrangement of m3 5.87 16730 98.21 8365 49.10 protective layer from sand on horizontal surfaces 0.5 mm thick 4. Arrangement of shield m3 133.2 - - 51830 6904.0 from 1.0 mm thick polymer film 5. Arrangement of shield m3 7.66 103660 794.04 - - from 0.2 mm thick polymer film TOTAL - - - 1808.35 - 7411.15

The Table shows that Scenario I with the use of polyethylene film is cheaper. The shield of polyethylene film is not long-lasting due to its ageing and shield integrity destruction. Despite the cost for Scenario II (polymer sheets) is higher this option is accepted for the project as it is more reliable and provides for increased strength. Before laying polymer sheets the basement is treated with herbicides. Sandy grounds for underlaying and protective layers should not include the particles with max. size of more than 5 mm. Ground should not contain ice, snow, stones, clumps and other impurities. Anti-filtration shield is made of polymer sheets according to TU 2246-003-39930985-2000. 278.6 th. m2. polymer sheets are required to arrange the shield over the total area of 232.3 th. m2 with due account of slopes and laying procedures. Reclaimed territory is divided into 5 dumping sites; dumping site IV will be located at vaporizer tanks sites after first three trains are filled. Dumping site V represents a 3.5 ha site with mineral ground. The volume of mineral ground required to fill site V is 417.5 th. m3. Indicators for SDW dumping sites are represented in the Table 4.2.

Table 4.2 Item Area, ha SDW volume, thousand m3 Dumping Site I 5.4 425.96 Dumping Site II 6.4 647.43 Dumping Site III 5.7 257.61 Dumping Site IV 6.1 904.0 Total 23.6 2235.0

Total volume of reclamation is 3049.4 th. m3; the following is included here: 2235.0 th. m3 of SDW, 148.6 th. m3 of external insulation and 248.3 th. m3 of intermediate insulation. Procedures for planning and compaction of existing solid domestic wastes are executed over the area under dumping site. Then a 20 cm sand cushion is laid and treated with herbicides. Polymer sheets are laid over the sand cushion as per 2246-003-39930985-2000, and then 0.5 mm sand protective layer is laid. When the ground is moved and leveled with bulldozer, the ground layer not thinner than 0.5 mm should be laid between its tracks and the film. According to SN 551-82 Instruction on Design and Construction of Anti-Filtration Devices from Polyethylene Film for Artificial Water Bodies foundation pit slopes for polymer sheets is accepted as 1:3. Sand protective layer on the shield’s slopes should be not thinner than 0.8 m, and the slopes should not be steeper than 1:3. Bulldozer used to backfill and level the ground protective layer should move along the shield's seams. Then vaporizer tank 1 is arranged. Its basement is backfilled with mineral ground from vaporizer tank 1 at simultaneous water pump-off from degradation. When first degradation is backfilled water is pumped off into second degradation. Pump-off is 6.2 th. m3. Vaporizer tank 1 is formed on first degradation location after anti-filtration shield is arranged. Then vaporizer tanks 2 and 3 are installed in the same manner. When basement is prepared water is pumped off from degradation into vaporizer tank 2. Pump-off amounts to approx. 12.0 th. m3. When vaporizer tank 3 is constructed, pump-off amounts to 0.6 th. m3. Inventory pump is pumping off water along temporary laid steel pipes 100 to 150 mm dia. and 185.0 m long. For more intense vaporization (vaporization area increases) degradations may be pumped off into SDW dumping sites. Indicators for vaporizer tanks are represented in the Table 4.3.

Table 4.3 Bottom mark, MOL mark, Area, Volume, Item m m m2 thousand m3 Vaporizer tank 1 106.20 107.20 1.20 10.1 Vaporizer tank 2 106.70 107.70 1.6 15.2 Vaporizer tank 3 106.20 107.20 0.64 5.60 Total 3.44 30.9

SDW are laid by layers up to the height of 2.0 m followed by a 0.25 m thick isolating layer from local ground. After SDW are laid up to the design marks, a 0.4 m thick isolating layer is made with consequent laying of a 0.2 m thick vegetative ground. Max. height of loaded landfill is 22.0 m. As far as dump forms due to digestion of biological residue and precipitation ingress on waste surface, liquid fractions (filtrate) are formed. For the area of landfill reconstruction average precipitations amount to 440 mm, and vaporization in average-dry year accounting 50% occurrence amounts to 430 mm. Precipitation and vaporization are nearly equal. However, when ice is thawing intensely and severe rains are falling, filtration into laid SDW occurs. Therefore, drainage is arranged to provide filtrate discharge from waste dumping site. Drainage is made of perforated 219 x 6 mm steel pipe whose total length is 2.459 km. The pipe is covered with rubberoid. The pipe is diked in the back-filtrate manner. Filtrate of dumping sites I and II is directed to vaporizer tank 2 through 219 x 6 steel pipe and discharged via two headers extended from dumping sites I and II. A sump made of 1.0 m dia. concrete ring is provided on the outlet of each header. Dumping site III is not provided with drainage due to small volume of wastes. Five 377 mm dia. air holes are dilled on the border between dumping sites I and II. In fire seasons dumped wastes are wetted. Water consumption is accepted as 10 liters per 1 m3. of wastes. To dump 2 th. m3 of domestic wastes 20 m3. of water is required. To wet the wastes, vaporizer tank 3 and pumping station equipped with fecal pump SM 65-50-160 are used. Two observation holes are arranged beyond landfill, and 2 earth water-entrapping banks are constructed. To insulate food wastes located at SDW from birds coming for feeding portable netty shed is provided. The shed is 7.5 m high and it consists of two linear movable supports connected with wires, to which fishing net with 50 x 50 cells is placed (OST 15-80-74 or OST 15-76- 74). Each linear movable support has three pairs of wheels united in three cars. Three cars are connected to each other with pipes at 2.2 m height. To take up the wires' slack, four portable metallic pillars are installed from the side of the off-loading area. Bulldozer moves the shed each three days.

5. SANITARY PROTECTION ZONE Due to a long-term presence of the unauthorized dump, the quarry site is referred to Class II according to the sanitary regulations. The site measures 500 m. Area dimensions of 100 m for quarry reclamation correspond to Class IV. Sanitary and protective dimensions are accepted as 500 m from the quarry’s borders. Actual distance from the nearest settlement of Baratayevka to the landfill is 1.3 km. The sanitary and protection areas are located on agricultural lands and will be used to grow technical cultures not related to food production. Living houses, kindergartens, educational institutions, recreational facilities, sport facilities, parks, collective and individual truck patches are forbidden in sanitary and protection areas. Vegetation covers more than 50% of the site area. Enlargement of sanitary and protection area will be considered at the next stage of the project design work (emissions calculations). There is room for such an enlargements since the distance to the nearest settlement is 1.3 km. The sanitary and protection area plot plan is presented in Figure 5.1.

6. POWER SUPPLY The Reclamation with Solid Domestic Waste (SDW) of the Mined-Out Quarry at the Barataevsky Sand Field Located in Ulyanovsk District of Ulyanovsk Oblast project is designed based on the Project Specification developed by OOO Environmental Technologies Center and provides power supply for the pumping station, the administrative buildings (portacabin) including heating, external illumination of the reclaimed quarry and administrative area as well as reconstruction of 10 kV and 0.4 kV overhead power lines. Power supply of the pumping station is referred to Category 3. Installed electric power for the site facilities is as follows: - Pumping station – 6 kW; - administrative buildings (portacabin) – 3 kW, including heating – 2 kW; - illumination of the administrative area and reclaimed quarry – 7 kW; The project provides: 1. For power supply of pumping station: Construction of 0.4 kV overhead power line from the existing package transformer substation PTS-10/0.4 kV with 2-3 x 50+70 self-supporting insulating wire (SIW) laid on concrete poles of 3.407.1-136 typical project. The line is 1.1 km long. 2. For power supply of the reclaimed quarry and administrative area: 2.1 Construction of 0.4 kV overhead power line from the existing PTS-10/0.4 kV with 2-3 x 16+25 SIW laid on concrete poles of 3.407.1-136 typical project. The line is 0.5 km long. 2.2 Provision of power supply to illuminate the reclaimed quarry via the planned 0.4 kV overhead power line to the pumping station. 2.3 Illumination of the reclaimed quarry with IO-02-1000 flashlights installed on 20 m high masts. 2.4 Illumination of the approach ways and administrative area with RKU illuminators installed on concrete poles equipped with DRL lamps, fed via 2-2 x 16 SIW wire. 2.5 Reconstruction of 0.4 kV overhead power line to the administrative area and a flashlight mast including the replacement of 4A-16 cable to 2 x 16+25 SIW wire. Illumination of the reclaimed quarry area should be arranged by to a temporary interconnection scheme according to the Instruction on Design, Operation and Reclamation of Landfills for Solid Domestic Wastes approved by the Russian Federation Ministry of Construction on November 2, 1996. Administrative buildings (portacabins) should be fed from the existing 0.4 kV overhead power line via APVG cable. Barataevskaya dump is the place for attraction and settlement of big and small birds; therefore, a reconstruction of 10 kV overhead power line laid through the landfill site to the 10/0.4 PTS is needed. The 10 kV power line is laid on concrete poles with pin insulators. As per EIC, Edition 7, Section 2, Chapter 5, cl. 2.5.36, the following should be done in order to prevent birds’ death at the place of big birds’ inhabitation: - Poles with pin insulators should not be used; - Upper openings of hollow stands of concrete poles should be plugged with covers. On 25 poles of the 10 kV line laid through the landfill pin insulators should be replaced with overhung insulators. Birds-isolating devices should be installed on the 10/0.4 substation and on the terminal pole. The planned 0.4 kV power line is exposed to glace-frost on site II, and to wind pressure on site V. Designed thickness of glace-frost is 10 mm, wind pressure is 1000 Pa, wind speed at glace-frost is 14 m/sec. Climatic conditions are defined based on their 10-year frequency. The 0.4 kV power line poles should be earthed according to EIC, Section 7.

Electric equipment Electric equipment of pumping station is designed for the use of packaged control units manufactured by Rasskazovsky Low-Voltage Equipment Plant. APVG power cable and AKPVG control cable are used to connect electric equipment. Electric equipment of the portacabin is delivered in packages. Electric equipment and illumination inside the portacabin should be interconnected with ANRG cable.

Provision of telephone services Measures to provide telephone services for this mined-out quarry reclamation site include: Extension of the telephone cable by means of UTK-1 extender.

7. RECULTIVATED SAND PIT OPERATION 7.1. Work Arrangements After preparation of the reclaimed quarry foundation to reception of SDW, a quarry exploitation service should be organized. Organization of quarry exploitation is entrusted to the Center of Ecological Technologies, LLC. The quarry exploitation service should include the quarry supervisor, tallyman, mechanic operators, utility workers, and watchman. Laboratories accredited in accordance with the established procedure should be engaged in laboratory studies and tests. The reclaimed quarry should perform the following functions: reception, storage, and isolation of SDW and control of environmental conditions. SDW are accounted in the uncompressed state. Records on the received amounts of SDW should be made in the SDW reception log. Disposal of wastes that can be used as recyclable resources in the national economy and toxic, radioactive, and biologically hazardous wastes in the reclaimed quarry is absolutely prohibited. The operating organization should ensure sanitarily and hygienically safe storage and burial of wastes. Wastes are delivered to the reclaimed quarry in garbage removal trucks based in the city of Ulyanovsk. Garbage trucks are washed at enterprises in Ulyanovsk. Garbage trucks are unloaded into the disposal quarry as they arrive at the disposal site. SDW unloaded from garbage trucks are stored in the disposal quarry. Unorganized and disorderly stockpiling of SDW in the entire reclaimed quarry outside the disposal site currently allocated for daily use. The garbage truck unloading site in front of the disposal quarry is divided into two parts. Garbage trucks are unloaded in one part of the unloading site, and bulldozers or compacting rollers work in the other part of the unloading site. The layout of garbage trucks on the unloading site should leave enough space for unhampered exit of every unloaded garbage truck. The duration of garbage truck unloading procedure on the disposal site is assumed to be 1–2 hours. For prevention of waste ignition by exhaust gases, the exhaust pipe of bulldozers should be equipped with a spark arrester and each bulldozers should be equipped with a fire- extinguishers. Prior to stockpiling of wastes in the disposal quarry, a measuring pole should be installed in the disposal quarry for controlling the height of dumped SDW. Observance of the required waste dumping height ensures uniformity of waste subsidence. The measuring pole is used for controlling the density of waste stockpiling and the extent of waste compaction. Light fractions of wastes falling out of garbage trucks and moved closer to the disposal quarry by bulldozers are picked up by wind and scattered over a territory of 2–3 km and more. To keep them as close to the waste unloading site and the disposal quarry as possible, movable net screens 4.5 m high should be installed perpendicular to the prevailing wind direction. Waste detained by these screens should be collected regularly at least once a work shift. The main quarry reclamation operations are shown in Fig. 7.1. This sequence of operations ensures should be observed for meeting the environmental protection requirements.

Delivery of solid consumer wastes ▼ Radiological dosimetric control ▼ Unloading of garbage trucks ▼ Soil excavation Stowage of wastes in Installation of ◄ for isolation layers in the quarry movable screens ▼ Transportation to the Layer-by-layer Watering in the fire ◄ waste disposal quarry compaction of wastes hazardous periods

Stowage of the Delivery of materials Control analysis ► intermediate and final ◄ for isolation of wastes of ground waters isolating layers ▼ Soil backfilling and greenery planting

Fig. 7.1. Main quarry reclamation operations

Calculation of the SDW Disposal Site

The average volume of SDW received at the disposal quarry every day is

V = 730,000 m3 / 365 days = 2,000 m3/day.

The garbage truck capacity is 24 m3, and the area of one waste disposal site is 50 m2. Waste with the volume

3 3 Vs = 0.125 x V = 0.125 x 2,000 m = 250 m is unloaded at one time, where 0.125 is a factor determining the minimum area of garbage truck unloading site.

250:24 = 10.4, approximately 11, garbage trucks may be unloaded at the same time.

The area of the unloading site then is

50 m3 x 11 = 550 m3.

The total area of the unloading site in front of the disposal quarry is

55 m2 x 2 = 1,110 m2.

Calculation of the Disposal Quarry

The density of SDW delivered to reclaimed quarry is

3 Pb = 200 kg/m

3 before compaction and Pa = 670 kg/m after compaction.

The height of a compacted layer of wastes is 2 m.

Therefore, the required area of the disposal quarry is

F = 2,000 x 200 : (2 x 670) = 300 m2.

The width of the disposal quarry is assumed to be equal to 7.5 m and its length to 40 m. The length of the unloading site in front of the disposal quarry is also assumed to be 40 m and its width is 1,100:40 = 28 m. Three bulldozers with a power of 100 hp each (2.5 bulldozers according to calculations) are required for moving the SDW unloaded from garbage trucks into the disposal quarry. Four compaction rollers KM-305 are required for leveling SDW and forming isolation layers. One excavator with a dipper capacity of 0.5 m3 is required for soil excavation and formation of isolation layers. Two dumping trucks with a carrying capacity of 7 tons are required for transportation of this soil. 7.2. Industrial Waste Use According to the sanitary regulation SP 2.17.1038-01 “Hygienic Requirements to Arrangement and Maintenance of SDW Disposal Landfills,” certain types of solid industrial wastes of hazard classes 3 and 4 may be used for reclaiming worked-out disposal quarries in the Barataevsk sand field. The list of such solid industrial wastes should be coordinated with the territorial center for sanitary and epidemiological supervision. The main condition for using solid industrial wastes is compliance with the sanitary and hygienic requirements for protection of atmospheric air, soil, ground waters, and surface waters. The toxicity of mixed industrial wastes should not exceed the toxicity of SDW based on water extract analysis. Industrial wastes of hazard classes 3 and 4 received in limited quantities (no more than 30% of the mass of SDW) and stored together with consumer wastes are characterized by a content of toxic substances in water extract at the level of filtrate of SDW and the values of BOD20 (biological oxygen demand) and COD (chemical oxygen demand) in the range 3,400–5,000 mg/l. The quantity of industrial wastes received at the reclaimed quarry is determined by the operating organization in coordination with the territorial center for sanitary and epidemiological supervision and approved in accordance with the established procedure. A sanitary and epidemiological conclusion on the joint storage and burial of industrial wastes and SDW based on the results of tests carried out by laboratories accredited in accordance with the established procedure is issued by the territorial center for sanitary and epidemiological supervision. The list of wastes used for reclamation of disposal quarries during their exploitation should be coordinated with the territorial agency of the Federal Service for Supervision of Consumer Rights Protection and Human Welfare (Rospotrebnadzor) in the Ulyanovsk District (see Attachments 5 and 6).

7.3. Hygienic Requirements and Monitoring of Recultivated Sand Pit Operation The operating organization should work out regulations for reclaimed disposal quarry exploitation and instructions for reception of consumer wastes with due regard to the industrial sanitation requirements for the personnel of the reclaimed disposal quarry, control the composition of received wastes, keep round-the-clock records on received wastes, control the distribution of wastes in the working part of the disposal quarry, and ensure waste isolation. The reclaimed quarry receives consumer wastes from residential buildings, public facilities, social services, trading enterprises, and public catering facilities, garbage from parks and gardens, construction garbage, and certain types of solid industrial wastes of hazard classes 3 and 4. Wastes containing toxic substances, heavy metals, and flammable, explosive and radioactive substances and materials are not received at the reclaimed disposal quarry. Corpses of fallen animals and condemned products of slaughtering and meat-processing plants are forbidden from being received at the reclaimed disposal quarry. SDW are only stored in the disposal quarry in accordance with the instructions for design, exploitation and reclamation of SDW disposal landfills. Intermediate or final isolation of compacted layers of SDW is conducted daily for controlling the population of birds at the disposal quarry. Slag, construction wastes, brick rubble, lime, chalk stone, plaster, timber, broken glass, concrete, ceramic tiles, gypsum, asphalt concrete, soda, etc. may be used as the isolating material. Waste detained by these screens should be collected regularly at least once a work shift. Once in every ten days the disposal quarry maintenance personnel should inspect the territory of the sanitary protection zone and the territories adjacent to the access road and, in case of their contamination, clean them up thoroughly and deliver the garbage to the disposal quarries of the landfill. Burning of SDW is forbidden on the territory of the reclaimed disposal quarry. Measures should be taken for prevention of spontaneous ignition and combustion of SDW. Reception of wastes to the reclaimed disposal quarry of SDW in accordance with the approved instructions is controlled by the laboratory service of the organization operating the reclaimed disposal quarry. The laboratory service should regularly and systematically control the fractional, morphological, and chemical compositions of wastes received at the reclaimed disposal quarry in accordance with the approved schedule. According to the sanitary regulation SP 2.17.1038-01 “Hygienic Requirements to Arrangement and Maintenance of SDW Disposal Landfills,” the organizations engaged in the exploitation and maintenance of the reclaimed disposal quarry should work out industrial sanitation instructions for the personnel involved in the exploitation and maintenance of the reclaimed disposal quarry. These instructions should be coordinated with the center for sanitary and epidemiological supervision. The sanitary regulations SP 2.17.1038-01 “Hygienic Requirements to Arrangement and Maintenance of SDW Disposal Landfills” and SP 1.1.1058-01 for industrial control of reclaimed disposal quarries by operating organizations are used for working out a program (plan) for studying the actual impact of the reclaimed disposal quarry of SDW on human beings and the environment. Ground waters, air, and soil are also subject to industrial control. Water samples should be taken from the two observation wells prescribed by the project. One of these observation wells is lower than the landfill with respect to the flow of ground waters, and the other (control) well is higher than the landfill. These observation wells control the elevation of ground waters and their physicochemical, helminthological, and bacteriological compositions. Samples of ground waters for tests should be taken in accordance with SP 2.17.1038-01 “Hygienic Requirements to Arrangement and Maintenance of SDW Disposal Landfills” and SP 2.1.5.1059-01 “Hygienic Requirements to Protection of Ground Waters.” The “Guidelines for Organization of Ground Water Monitoring at Small Water Intake Groups and Production Wells.” All performed works should be documented. The contents of ammonia, nitrites, nitrates, hydrogen carbonates, calcium, chlorides, iron, sulfates, lithium, organic carbon, magnesium, cadmium, chrome, cyanides, lead, mercury, arsenic, copper, barium, and dry residue and the values of chemical oxygen demand, biological oxygen demand, pH, and helminthological and bacteriological indicators are determined in water samples. Such studies should also be conducted for samples taken from two points of the Seld River, one higher and the other lower than the flow of ground waters. Quarterly air observations should be organized and conducted in the disposal quarry and the sanitary protection zone. The contents of methane, hydrogen sulfide, ammonia, carbon oxide, benzene, trichloromethane, four-carbon fractions, and benzene chloride should be determined in atmospheric air samples. Chemical, microbiological, and radiological tests are used for soil control. The contents of heavy metals, nitrites, nitrates, hydrogen carbonates, organic carbon, cyanides, lead, mercury, and arsenic and the value of pH are determined in chemical studies. The studied microbiological indicators include the total bacterial count, coli titer, Proteus titer, and helminth eggs. The number of indicators may vary according to the requirements of the territorial center for sanitary and epidemiological supervision.

7.4. Recultivated Pit Closure The reclaimed disposal quarry of SDW is closed down when a certain preset waste elevation mark is attained. The volume of non-compacted wastes over the entire period of exploitation of the reclaimed quarry after its reconstruction is 8.375 million m3. The volume of compacted wastes is 2.235 million m3. At a reception rate of 0.730 million m3 of non-compacted wastes a year, the period of exploitation of the reclaimed disposal quarry is 11.5 years. One of the serious problems during the exploitation of the reclaimed disposal quarry is associated with the release of biogas from wastes. According to the literature, the rate of biogas release from wastes is 3.94 kg per ton of wastes a year. For reclamation of the Barataevsk disposal quarry, the volume of released biogas will amount to

3 3 Vbg ≈ 2,235,000 m / 1000 x 0.67 ton/m x 3.94 kg = 5,900 ton/year.

Active release of biogas lasts for approximately 20 years. When the landfill is full with wastes, a decision should be made on utilization of wastes based on the measured values of biogas concentration. The last layer of wastes is covered with a layer of clay soil for further reclamation according to the plans of further utilization of the landfill. The height of the clay soil layer should be 0.4 m. The layer of clay soil should be covered by a 0.2-m-high layer of vegetable soil. The technical stage of reclamation is carried out by the Center of Ecological Technologies, LLC. The biological stage of reclamation should be conducted by dedicated public utility, agricultural, or forest management enterprises at the expense of the organization conducting the reclamation.

8. ENVIRONMENTAL PROTECTION 8.1. Sand Pit Recultivation as an Environmental Protection Activity SDW are one of the main factors of environmental pollution. The Barataevsk unauthorized landfill was formed more than 30 years ago without regard to modern environmental protection regulations and requirements and without any engineering environmental protection measures. Currently, the Barataevsk landfill is a source of contamination of soil, ground waters, and atmospheric air. This landfill does not meet the contemporary ecological, sanitary and hygienic requirements. SDW contain valuable substances and components, such as paper, cardboard, glass, and polymer materials that may be used as fuel, fertilizers, and secondary resources. Nevertheless, selection of valuable fractions of SDW is not practiced in the city of Ulyanovsk. Today, it is necessary to search for ways and methods to minimize the negative impact of the reclaimed waste disposal quarry on the environment. One of such ways is construction and operation of waste sorting lines. Still, this landfill must be converted now to cease its adverse impact on the environment. The proposed design solutions for reclamation of this worked-out disposal quarry essentially meet the environmental protection requirements. The main purpose of disposal quarry reclamation is to safely and reliably store its wastes until the completion of the process of their neutralization and prevent penetration of its liquid filtrate into soil and ground waters. An impervious screen is the main element of waste disposal quarry reclamation. Other environmental factors are also taken into account during the reclamation of the worked- out waste disposal quarry.

8.2. Land Protection and Management Reclamation of the waste disposal quarry in the Barataevsk sand field is currently underway in the location of the unauthorized landfill of consumer biological and industrial wastes. This territory has no layer of vegetable soil. The vegetable soil removed from in the northwest part of the sand field will be used for reclamation of this waste disposal quarry. Protective and water-detention dams are built in the northern and eastern parts of the reclaimed waste disposal quarry. Prior to construction of water-detention dams, a 30-cm-high layer of vegetable soil is removed from their foundations and stored on the slopes of constructed dams. The slopes of dams will be planted with perennial grass for protection of the vegetable soil from eolation and erosion. When the waste disposal quarry (landfill) is filled up to a certain preset waste elevation mark, its surface is leveled and covered with a 0.4-m-high protective layer of mineral soil and 0.2- m-high layer of vegetable soil, which are subsequently planted with decorative inedible shrubs.

8.3. Surface Water and Groundwater Protection

Sand production in the sand pit resulted in the establishment of a varying-depth basin. According to the engineering and geological survey conducted in 2004/2005, the maximum depths at which MSW is stockpiled are 103.58 m (MW # 14) and 104.76 m (MW # 6). It is underlain by clay and silt. MSW filtrate (superficial groundwater) was discovered in the monitoring wells at 115.88 m (MW # 14) and 113.16 m (MW # 6). The only case when MSW filtrate was discovered at a lower depth is MW # 9 (116.4 m); however, MSW is stockpiled above that level.

As to the monitoring wells located outside the stockpiled waste site, groundwater was discovered at the depth of 103.83 m (MW # 1) and 104.81 m (MW # 3). The groundwater level is affected by surface water accumulation in 2 depressions (105. 36 m and 105.64 m).

According to the 1992/1993 survey, the groundwater level in the sand pit was observed at 102.6 – 102.8 m.

The groundwater level outside the stockpiled waste site, including MW # 1, is observed at 104.03 – 104.70 m.

The two depressions (they have a depth of 104.36-105.14 m) are filled with a layer of surface water (0.5-1.0 m). The area of the depressions is 2.5 ha. The groundwater level depression curve within the MSW storage site is directed towards the depressions and thereafter towards groundwater discharged into the Seld River.

The depressions are being filled up by mineral soil (a 0.5-2.3 m thick layer).

Reservoirs ## 1 and 2 are to be filled up to the depth of 105.50 m and reservoir # 3 to the depth of 106.00 m. Then an antifiltration screen will be constructed.

A protection embankment shall be constructed in the northern part of the sand pit (site). The embankment shall protect the currently designed facilities from surface water input.

The project includes the construction of a leakproof screen in the stockpiled waste site covered by at least 0.5 m of mineral soil.

The stockpiled waste site shall be divided into three parts (three stockpiling stages).

Stage I is located in the northwestern part of the site. The area shall be covered by an up to 0.5 m layer of mineral soil. The layer shall be covered by an antifiltration screen made of polymeric sheets. MSW shall be stacked after the completion of the screen and its protection layer. The screen shall prevent surface water from reaching earlier stockpiled MSW, and filtrate shall no longer accumulate.

Stage II located in the northeastern part of the site shall be arranged in a similar manner.

Stage III is located in the southern part of the waste storage area. It has an oblong shape and extends from east to west. This part of the site was recultivated in the past and had green plantations that did not survive.

Stage II is expected to be covered by mineral soil (up to 0.5 m) which shall be overlaid by an antifiltration screen made of polymeric sheets with a protection layer. MSW shall be stacked parallel to the formation of the outer protection layer (0.4 m), which shall be followed by the arrangement of a 0.2m-thick vegetation layer; and then the facility shall be grassed down.

Following the completion of MSW stockpiling at Stage I, II and III sites, MSW shall be covered by mineral soil in the vicinity of evaporators 1, 2 and 3 (Stage IV).

The eastern part of the sand pit shall be covered by mineral soil from the Volga bridge construction site.

Two monitoring wells – upstream and downstream of the site – shall be constructed to monitor groundwater level, as well as physical, chemical and bacteriological properties. Their depth will be 27 and 42 m.

8.4. Vegetation and Wildlife Protection Measures

On the territory of the Barataevsk landfill, there are no trees and only weed and grass grow in abundance in some places. There are no wild animals on the landfill except rodents. Large numbers of birds fly around the landfill during the day for feeding. Ornithological observations showed that the avian population of the Barataevsk landfill is dominated by birds feeding on biological wastes (crows and gulls). The population of granivore birds (such as pigeons) preferring feeding on bread wastes has sharply dropped in recent years due to the substantial drop in the amount of such wastes received by the landfill. After the economic reform of 1992, the pig-feeding complex Zasviyazhsky receiving food wastes from all districts of Ulyanovsk has been closed. The system of collection and utilization of food wastes has been liquidated, and food wastes are now delivered directly to the landfill. Dead animals (dogs, cats, birds, etc.) and other biological wastes (waste meat, urban market wastes, meat-processing wastes, condemned meat products, etc.) dumped in the landfill attract considerable numbers of birds, first of all, corvid birds (Corvidae) (jackdaws, crows, rooks, and ravens), larine birds (Larus) (black-headed gulls, common gulls, silver gulls, etc.), and wild pigeons. Birds fly to their feeding sites every day early in the morning and return to their resting and roosting places in the afternoon or evening. These regular trips of birds pose considerable dander to aircraft flights. Collisions of planes with birds can damage the planes seriously. The ornithological situation is getting progressively worse. According to the program “Landfills of Ulyanovsk in 2004–2006” of the Ulyanovsk City Duma, construction of biothermal pits will soon be completed at the Barataevsk landfill, which will tangibly reduce the amount of biological wastes accessible for birds. Construction of a garbage-sorting complex with concentration (compaction) and baling of sorted wastes is necessary for reducing the amount of food for birds at the landfill. Construction of net hangars with layered concentration of wastes and isolation of mineral soil layers is also implied for the same purposes. Waste layers covered with soil are inaccessible for birds. These measures are aimed at reducing the numbers of birds and improving the ornithological situation at the landfill. Power transmission lines VL-10 kV on concrete supports traverse the landfill. These power transmission lines, due to the design of their insulators and wire suspension, are often the cause of electric shock for birds. Fallen birds struck by electric shock (mainly corvids) attract scavengers (crows, ravens, eagles, sea eagles, etc.), which are dangerous for planes due to their large size and gliding flight and the location of power transmission lines almost under the glide path of the Ulyanovsk airfield. Bird-protection devices on concrete poles are installed for protecting birds from accidental electrocution. 8.5. Impact on Atmosphere

Building equipment may have an impact on ambient air during the construction period if the work regulations are not complied with and fuel quality and consumption are not monitored.

The operation of similar facilities produces biogas. It is necessary to organize ambient air observation and monitoring. The operating unit shall decide on the need to utilize biogas. Combustion in the waste storage site shall be prohibited. Pursuant to standards, there shall be a sanitary protection zone. According to standard SanPiN 2.2.1/2.1.1.1200-03 Sanitary Protection Zones and Sanitary Classification of Enterprises, Structures and Other Facilities, MSW storage sites shall be classified as Class II facilities which should have a 500m-wide sanitary protection zone.

9. ENVIRONMENTAL IMPACT ASSESSMENT OF PROPOSED ACTIVITIES

9.1. Site Impact on the Environment

There is an ongoing process of rapid municipal solid waste accumulation in the city of Ulyanovsk which may result in heavy environmental pollution unless MSW is removed and disposed correctly and in time. The unauthorized Baratayevka landfill near Ulyanovsk is a powerful source of surface water, groundwater and soil pollution.

Landfill recultivation using MSW includes environmental management activities that would protect the atmosphere, soil, surface water and groundwater from pollution and prevent the spread of pathogenic microorganisms.

In the event the landfill recultivation project is rejected, the process of surface water, groundwater and soil contamination will continue.

9.2. Impact on Atmosphere

Building equipment may have an impact on ambient air during the construction period if the work regulations are not complied with and fuel quality and consumption are not monitored.

The operation of similar waste storage facilities produces biogas. According to literature data, the annual production of biogas is 3.94 kg per ton of waste, which is 6.6 thousand tons a year for the Baratayevka landfill. The rate of biogas production over the recultivation area of 23.6 ha is 0.9 mg/m2 per second.

Ambient air study at Baratayevka landfill control points did not reveal any excess of ammonia, hydrogen sulfide, benzene, chlorobenzene, carbon tetrachloride or carbon monoxide (Protocol of the Ulyanovsk Center for State Sanitary and Epidemiological Surveillance, dated September 22, 2004).

The operating unit shall decide on the need to utilize biogas.

Pursuant to standards, there should be a 500m-wide sanitary protection zone.

9.3. Impact on Vegetative Soil Cover

There is no vegetative soil cover in the landfill.

According to radiological studies, collected soil samples meet standard SanPiN 2.1.7.1287-03 Sanitary and Epidemiological Requirements to Soil Quality (Protocol of the Ulyanovsk Center for State Sanitary and Epidemiological Surveillance, dated September 20, 2004).

As to bacteriological parameters, soil in the vicinity of the Baratayevka sand pit is classified as extremely dangerous; however, it meets standards by helminthological indicators (Protocols of the Ulyanovsk Center for State Sanitary and Epidemiological Surveillance, dated September 15, 2004 and September 18, 2004).

To prevent the scatter of paper and polyethylene the project envisages the construction of wire-covered screens.

There will be a reinforced concrete basin filled by Lysol mixed with sawdust at the exit of the recultivated sand pit: it will be used to wash the wheels of garbage trucks.

9.4. Impact on Ground and Surface Waters

The project shall prevent a direct impact on groundwater. The two depressions in the sand pit are to be filled up, and the MSW storage site and evaporator basins are to be equipped with antifiltration screens.

The northern part of the sand pit shall have a protection embankment to prevent surface water input from outside the pit.

The site shall be drained, including filtrate removal to the evaporator basins. The basins whose volume is 30.9 thousand cubic meters have the maximum water table area of 3.44 ha. They were designed proceeding from the evaporation volume of 17.8 thousand cubic meters. Evaporation from the basins in a moderately dry year is 14.8 thousand cubic meters. The basins shall dry out 10 years after the commencement of landfill recultivation.

To observe landfill impact on groundwater two monitoring wells have been constructed. The first one is located along the groundwater flow before the landfill, the other after the landfill.

There are no water streams near the sand pit.

The recultivated landfill shall not have any negative impact on groundwater and surface waters due to proposed project activities.

9.5. Impact on Plants and Animals

There are no trees or shrubs in the landfill area while weeds are quite abundant in some places.

The landfill hosts large concentrations of birds.

The principal way to control the reproduction of birds that feed on the landfill is to separate waste layers by intermediate layers and thus reduce fodder abundance for birds. As an additional measure the project envisages the construction of a mobile meshed hangar inside which MSW shall be unloaded, leveled out, compacted and covered by an intermediate layer. If such activities are performed correctly, the number of birds shall drastically reduce. Air force flights near the airfield shall be safer.

9.6. Accidents

Possible accidents include landfill fires and breakage of polymeric sheets.

To prevent fires:

- MSW combustion shall be prohibited; - MSW shall be watered by evaporator water during the dry and hot season. The pumping station shall have a system of demountable pipes.

Polymeric sheets of the antifiltration screen can be broken by excavation equipment which may damage a 50cm-thick protection layer on the bottom of the recultivated sand pit and an 80cm-thick protection layer on the walls. The breakage of the sheets will result in filtrate penetration into the underlying layer which may cause groundwater pollution. It is proposed that the polymeric screen should be 1 mm thick to improve its reliability.

9.7. Waste and Its Impact on the Environment

Construction works shall be performed using general-purpose construction equipment and facilities in good conditions.

Major construction works include earth excavation, transport and dumping, and the establishment of the antifiltration polymeric screen. The polymeric sheets shall overlap which shall minimize of the amount of throw-outs. Sheets required for corner joints shall be marked off and cut at the construction base, and the throw-outs shall be collected into containers and reprocessed.

Construction waste is not dangerous: the embankments shall be made of concrete and crushed stone. No waste will be generated at the operation stage.

Spent equipment oil shall be collected and transported to the depot of the Center for Environmental Technologies. The depot shall be also used to repair machinery and equipment.

Domestic waste shall be collected into containers and transported to the waste storage site.

9.8. Closure of the Facility

The closure of the facility is not envisaged. Sand pit recultivation is an environmental management activity. If the recultivation works are discontinued, the unauthorized landfill will inevitably contaminate surface waters and groundwater.

9.9 Environmental Impact Mitigation and Prevention

The following measures are expected to be taken to reduce and prevent a negative impact on the environment:

- A 30cm-thick vegetative soil layer shall be removed prior to the commencement of construction works and kept throughout the construction period (water-retaining embankments); - A 0.2m-thick vegetative layer shall be established following the completion of the final isolation layer; - Working standards shall be complied with, and the quality and consumption level of fuel used by construction equipment and garbage trucks shall be subject to mandatory monitoring; - Water-retaining embankments with water bypasses shall be constructed to remove surface meltwater and rainwater; - Evaporator basins with antifiltration screens shall be constructed to remove accumulated surface water and collect it from all over the recultivated sand pit (possibly together with filtrate). The screens shall be located at a height over 1 m above the groundwater level; - The area where earlier stacked MSW is located shall be covered by an antifiltration screen to stop surface water penetration into and filtrate accumulation in the waste; - The landfill shall be drained to remove filtrate from newly stockpiled MSW; - 2 monitoring/sampling wells shall be drilled to monitor the impact of the recultivated sand pit on groundwater; - Mobile wire-covered screens shall be erected to prevent garbage scatter by wind; - Evaporator basins shall be constructed to prevent fires. Fire extinguishers and sand shall be also located in the landfill. MSW shall be watered during the hot season. MSW layers shall be separated by intermediate layers; - Daily separation of MSW layers by isolation layers shall facilitate the reduction of the bird populations that make daily feeding visits to the site; - A mobile meshed hangar shall be constructed to exclude birds’ contacts with MSW; and - The recultivated pit shall be fenced to prevent unauthorized access.

9.10. Project Environmental Risk Analysis

The environmental risks of the project are related to:

- Fires; - Polymeric sheet damage by excavation equipment; - Methane generation from MSW decomposition; and - Birds attracted by the waste.

In the case of a fire, smoke is transported over large areas causing discomfort to those who live in the nearby villages. Fires shall be controlled using the evaporator basins.

The project envisages the use of fire extinguishers and sand. MSW shall be watered during the hot season and interlaid with intermediate soil layers. If the polymeric sheets are broken by excavation equipment, filtrate may subsequently contaminate groundwater discharged into the Seld River. Then, MPC for heavy metals in the river water would be exceeded. To prevent the damage of the polymeric sheets there will be a protective soil layer on the bottom (0.5 m) and walls (0.8 m). The high-strength sheets will be 1 mm thick. Equipment operators shall be trained and instructed not to damage the sheets.

MSW decomposition produces biogas. As the recultivated sand pit is filled by waste, it will be necessary to decide on biogas utilization proceeding from gas concentration measurements. The estimated annual amount of gas is 6.6 thousand tons. It may be utilized by drilling wells.

To reduce the bird populations that make daily feeding trips MSW layers shall be duly covered by intermediate soil layers. In addition, there will be a meshed hangar to isolate, unload and level out municipal solid waste.

If all proposed facilities are constructed and landfill operation regulations are complied with, there would be no significant impact on the environment. The design decisions exclude any possibility of a negative impact on people’s health and living conditions.

10. OCCUPATIONAL SAFETY ARRANGEMENTS

The landfill operator shall prepare labor safety instructions for the period of sand pit recultivation. Occupational safety is regulated by the following documents:

- Occupational Safety and Health Regulations for City Cleaning Activities; and - Occupational Safety Regulations of the RSFSR Ministry of Housing and Communal Sector.

Occupational safety instructions shall include standards for the provision of protective garment, workwear and special food, length of leave, and frequency of occupational safety briefings. The landfill operator shall maintain an occupational safety log where it shall write down all recommendations made by inspectors, as well as data on staff briefings and training.

- Vehicles shall enter and move around the recultivated sand pit in accordance with then effective routes; - Garbage trucks unloading, stockpiling of isolation materials (soil, slag, and construction waste), MSW leveling and compaction by bulldozers, or the arrangement of the isolation layer shall be in compliance with maps prepared for the specific day. No people or works shall be allowed in the bulldozer operation zone.

1. People’s presence in the facilities zone shall be regulated. The recultivated sand pit site may be attended by landfill staff and those who deliver waste provided they have requisite trip tickets or other official supporting documents; garbage truck drivers and freight handlers shall leave the site as soon as unloading is over; When conducting emergency repair works, garbage truck drivers shall agree the parking place with the dispatcher or foreman; Landfill workers and unauthorized persons shall not collect garbage or take it outside the site. 2. The operation of vehicles and machinery – garbage trucks, scrapers, excavators, sprinkling trucks, tipper trucks, and truck cranes – shall be regulated. It is specially stipulated that the outer slope of the recultivated sand pit shall have a gradient of 1:4 or, in exceptional cases, not more than 1:3. The following activities shall be prohibited: - Operating bulldozers or self-propelled compactors on the inner slopes whose gradient exceeds technical standards established for such vehicles; - Unloading garbage trucks at a distance less than 10 m from the outer slope; and - Locating staff in the bulldozer or self-propelled compactor operation zone.

3. Health support of the landfill staff: - It is necessary to establish the frequency of medical examination of the staff as agreed with the Center for State Sanitary and Epidemiological Surveillance; - The staff shall be vaccinated against tetanus to prevent infection; - The on-site first-aid kit shall have requisite drugs and medical supplies; - It is necessary to have an action plan to prevent cold injuries in winter; and - There should be a set of posters and guidelines explaining how to provide first aid to the injured and where they should be taken;

The staff shall strictly comply with personal hygiene regulations and safety codes.

Specific fire safety measures shall be developed for the period of sand pit recultivation. One of the staff shall be responsible for fire safety in terms of day-to-day activities and monitoring of primary fire control means.

Combustion of stockpiled MSW, unloading of garbage trucks with hot or smoldering waste or making fires within the recultivated area shall be prohibited.

Fires shall be extinguished using evaporator basin 3 from whose water shall be pumped and supplied along a pressure pipeline.

There should be 2 fire extinguishers in the administrative zone.

An instruction shall be prominently placed in the administrative zone explaining what the staff should do in the case of fire and how they should alert the city fire brigades.

11. CONCLUSIONS

Recultivation of the Baratayevka sand pit using MSW is a business necessity.

The cost effectiveness of the recultivation activities has not been calculated as the construction of the proposed facilities is designed to improve the social aspects of people’s life that is not measurable in economic terms.

As there are no similar approved or completed projects, the cost of the Baratayevka landfill recultivation project was established by direct calculation.

The results of the calculations were as follows:

1. The amount of MSW stacked in the landfill is 1.06 million cubic meters. The maximum thickness is 15.5 m. 2. The aquifer within the construction site is not protected from surface pollution. Aquifer groundwater is a source of water for the villages of Baratayevka and Krotovka and the town of Aeroport. The groundwater flow reached the Seld River, which is used to water nearby farmlands, a long time ago. The concentrations of certain groundwater components such as iron, manganese, sodium, ammonium, nitrate, vanadium, titanium and dry residue exceed the maximum permissible concentrations dozens or hundreds of times. Groundwater and surface waters are exposed to chemical pollution. 3. Soil in the vicinity of the Baratayevka landfill is classified as extremely dangerous from the bacteriological viewpoint. 4. At present, the landfill is a place where a huge amount of food and biogenic waste is dumped. To address the issue it is necessary to prevent access to the waste by birds. Sand pit recultivation can largely reduce the risk of collision between aircraft and birds that visit the landfill. 5. The landfill with slopes, water-filled depressions and adjacent lands in the abandoned part of the sand pit covers an area of 23.6 ha. These lands in the Ulyanovsk suburbs shall be restored to an economically usable state, i.e. recultivated. The volume to be recultivated is 3.05 million cubic meters. 6. Sand pit recultivation is part of the city-wide targeted program Ulyanovsk Waste Sites for 2004-2006 whose objective is to establish requisite infrastructure for safe waste disposal, including a waste utilization and detoxification system.

Technical and Economic Indicators

Description Unit Value 1. Volume of construction and installation thousand rubles 60160.86 works 2. Duration of construction months 12 3. Average workload of a worker rubles/year 1940.67 4. Number of workers engaged in men 31 construction, installation and subsidiary works in the period of construction including: workers 85% men 26 engineers, technicians, employees, junior men 5 service personnel, and security personnel 15% 5. Maximum number of workers engaged in men 40 construction, installation and subsidiary works (irregularity factor K = 1.3) including: workers men 34 engineers, technicians, employees, junior men 6 service personnel, and security personnel

1. The duration of construction determined according to SNiP 1.04.03-85, Section 3.2 “Public Services,” page 517, paragraph 54 is 12 months, including the preparation period of 2 months. 2. The number of workers engaged in construction works is determined so as to complete construction and installation works within the period of 12 months with the indicated annual workload of every worker and the rated productivity increase.

Construction Schedule

Cost of Total construction Distribution of works in quarters estimated Construction and costs, x works installation 1000 works, x 3 months 3 months 3 months 3 months rubles 1000 rubles 1 Reclamation of 55146.74 55017.81 11003.56 14854.81 18706.06 10453.38 a worked-out solid consumer waste disposal quarry 2 Drilling of 75.58 72.68 72.68 observation wells 3 Enclosure of 2.38 2.38 2.38 observation wells (2) 4 Ventilation 101.91 101.91 101.91 wells (5) 5 Construction of 182.22 155.76 155.76 a pump station site with pipes 6 Building for 35.69 20.08 20.08 electrical equipment 7 Movable net 328.06 85.94 85.94 hangar 8 Arrangement of 193.58 193.58 193.58 temporary exits 1 and 2 9 Bird-protection 52.20 52.20 52.20 measures on the 10 kV transmission line 10 Construction of 495.76 489.42 195.77 293.65 a 0.4 kV transmission line 11 Telephone 22.23 1.53 1.53 channel extension UTK- 1

Total 56636.35 56193.29 12 Temporary 1348.64 1348.64 1348.64 buildings and structures 13 Other works and 2981.31 1439.30 287.86 388.61 489.36 273.47 costs in Chapter 9 14 Reserve 2% 1241.74 1179.63 235.93 318.50 401.07 224.13

TOTAL for the 62308.04 60160.86 13580.85 15855.57 19596.49 11127.95 facility

1. The duration of construction determined according to SNiP 1.04.03-85, Section 3.2 “Public Services,” page 517, paragraph 54 is 12 months, including the preparation period of 2 months. 2. The construction and installation works are distributed in the construction schedule over the four quarters of the construction period of 12 months according to paragraph 54 and Table on page 517 of SNiP 1.04.03-85. 3. The sequence of works recommended in the construction schedule may be changed in the course of works.

List of Main Construction and Installation Works

Description Unit Value 1 Removal of vegetable soil m3 122938 2 Return of vegetable soil m3 2334 3 Vegetable soil in the permanent dump bank m3 99711 4 Soil excavation m3 82119.5 5 Earthworks and backfilling m3 66080 6 Soil transportation per 1 km m3 36933 7 Dumping works m3 2756 8 Mechanized leveling works m2 681511 9 PND 110 C flanged pipe laying m2 200 10 Installation of an impervious screen of polymer m2 232195 sheets 11 Manual leveling works m2 2868 12 Underlying soil treatment with herbicides ha 23.22 13 Underlying sand layer arrangement m3 46439 14 Protective sand layer arrangement m3 123346 15 Ruberoid laying under drainage pipes m2 2459 16 Ø150 mm perforated steel pipe laying m 2459 17 Crushed rock filter arrangement m3 370 18 Gravel filter arrangement m3 552 19 Sand filter arrangement m3 1195 20 Ø219 mm steel pipe laying m 506 21 Construction of round precast concrete wells m3 2.98 22 Application of reinforced anti-corrosion m 49 bitumen-rubber insulation on the Ø219 x 6 mm steel pipeline 23 Arrangement of an asphalt concrete grouting m2 8 24 Arrangement of a stone bed m3 1.2 25 Arrangement of a crushed rock bed m2 379.35 26 Arrangement of road beds of precast concrete m3 1.76 slabs 1P30.18 27 Pavement with slabs PK 15-30 m3 1.42 28 Installation of precast concrete panels pcs. 6 29 Pavement with crushed rock m2 1831 30 Ø159 x 6 mm steel pipe laying m 9 31 Ø108 x 4 mm steel pipe laying m 450 32 Installation of an SM65-50-160 pump / pcs./pcs. 2/1 Takedown of the pump 33 Planting of trees pcs. 124 34 Soil ripping m3 795 35 Installation of in-situ cast concrete m2 56 36 Installation of a turnpike at poles pcs. 2 37 Drilling of ventilation wells (5) m 60 38 Drilling of an observation well PN1 m/pcs. 42/1 39 Drilling of an observation well PN2 m/pcs. 27/1 40 Enclosure of the disposal quarry, observation m 2111 wells PN1 and PN2, and protective zone with barbed wire on wooden poles 41 Installation of a fishing net hangar m2 4615 42 Assembly of Fregat sprinkling machine carts pcs. 6 for the hangar 43 Disassembly of ShF 202 insulators pcs. 75 44 Assembly of suspended insulators pcs. 225 45 SIP-2 3x50+70 mm2 wire hanging km 1.02 46 SIP-2 4x16+25 mm2/3x16+25 mm2 wire km/km 0.14/0.46 hanging 47 SIP-2 4x16 mm2 / 3x16 mm2 wire hanging km/km 0.035/0.070 48 APVG 3x70+1x35 /3x25+1x16 mm2 cable m 57 laying 49 APVG 3x6+1x4 / AVVG 4x6 mm2 cable laying m 284 50 Installation of an UTK-1 telephone channel set 1 extension 51 Removal of the A-16 wire km 0.16 52 Water removal mach-h 752

Demand for Main Construction Machines and Transportation Means

Description Model Quantity 1 Bulldozer, 130 hp D-533 2 2 Pipe-layer TL-4 1 3 Cars ZIL-MMZ-555 3 MAZ-503B 4 Excavator, 0.5 m3 EO-3112 2 5 Excavator-based crane, 10 ton KS-3561 1 6 Welding apparatus ASK-120 1 7 Centrifugal pump S-245 1 8 Pneumatic compactors 9 Tractor, 79 hp 1 10 Motor grader 1

The demand for construction equipment is determined with due regard of the productivity standards of construction machines and mechanisms, reduction of the volume of manual works, and increase of work productivity.

Recommended Temporary Buildings and Structures

Description Unit Quantity Capacity Type 1 Foreman’s office IKZE-3 pcs. 1 useful area movable 14.5 m2 2 Utility building with a larder for pcs. 1 17.1 m2 container instruments 31315 3 Portable concrete mixing plant S- pcs. 1 5 m3 - 632 4 Toilet 5055-7-2 pcs. 1 - container 5 Open parking for mechanisms m2 50 - - 6 Shelter for materials m2 20 - - 7 Site for storage of concrete details m2 100 and structures 8 Portable electric power plant DES- pcs. 1 - - 60 9 Site for storage of inert materials m2 100 - -

The recommended list of temporary buildings and structures may be modified according to the availability of contractor’s construction and installation equipment, unassembled, dismountable, container-types, and inventory-type buildings and structures and according to the planned volumes of construction and installation works.

Labor Protection Measures 1. The organization of works on the construction site and at workplaces should comply with the requirements of SNiP III-4-80. 2. The construction and hoisting machines and mechanisms and electrical, pneumatic, and other instruments and devices should correspond to the nature of works and be in good repair. All equipment should be tested according to the time and volume prescribed by the technical specifications. Appointed persons should be responsible for maintenance and safe operation of the equipment. 3. Hoisting and load-handling devices, slings, scaffolds, trestles, baskets, and other technical means should comply with the requirements of the respective GOST standards. 4. The work sites should be encircled with protective or warning enclosures according to GOST 23407-73 for restricting the access of unauthorized persons onto hazardous industrial sites. 5. The fire safety of the construction site should comply with the requirements of the “Fire Safety Rules” during the construction and installation works, welding works, and other types of fire works at industrial facilities on the territory of the Russian Federation enforced on October 31, 1994. The working zone and storage places for timber, paint materials, bitumen, POL, etc. should be equipped with fire-fighting boards, sand boxes, and fire extinguishers. 6. The workplaces, passages and roads should be illuminated in the dark hours in accordance with the “Instruction for Design of Construction Site Illumination.” Illumination should uniform and non-dazzling. 7. Workplaces, passages and roads should not be blocked. 8. Materials, structures, and equipment should be deployed on leveled sites with due measures for preventing spontaneous movement, subsidence, falling, rolling, etc. 9. The utility buildings and spaces should meet the “Technical Requirements for Design of Equipment for Sanitary and Utility Spaces for Workers of Construction and Installation Organizations” approved by the Deputy Chief Sanitary Inspector of the USSR on June 18, 1967. Utility spaces and the foreman’s office should be equipped with first-aid kits. 10. The bottom of the quarry foundation and its slopes are hazardous zones due to the use of cranes. 11. Workers on the construction site should wear protective helmets. 12. In accordance with the “Russian Classifier of Professions, Positions, and Rates,” all specialists working on the site should be provided with uniforms. Use of open fire for warming machine parts is prohibited. 13. Due to the absence of a water supply system, the workers should be provided with drinking water of appropriate quality.

The labor protection solutions and constant control of the equipment, instruments, and protective means ensures the safety of workers on the site. Engineers and technicians should be guided by the following industrial safety and labor protection regulations: 1. SNiP 12-03-2001 Labor Safety in Construction. Part I. General Requirements. 2. SNiP 12-04-2002 Labor Safety in Construction. Part II. Building Structures. 3. PPB 01-93* Fire Safety Rules in the Russian Federation.

Attachment 1

List of Drawings Name No. of books, Inv. No. Note pages DRAWINGS 051-72591-967-00-00-00.TH Reclaimed waste disposal quarry 1. General information 1 23776 2. Master plan of the reclaimed waste 2 23777 2 sheets disposal quarry with marks of the impervious screen with a protective layer. M 1:1000 3. Drainage. Ventilation wells. Plan M 3 23778 1:1000 4. Cross section 1-1 4 23779 5. Cross section 2-2 5 23780 6. Cross section 3-3 6 23781 7. Evaporator tank 1. Cross sections 7 23782 8. Drainage. Drain cross section 1-2D 8 23783 9. Geotechnical cross section of ventilation 9 23784 well 5 10. Geotechnical cross section of 10 23785 observation well PN1 11. Disinfecting pit. Quarry enclosure. 11 23786 Turnpike 12. Movable net hangar. Cross sections 12 23787 Enclosed documents 13. Specifications of the equipment СО1 23788 supplied by the Customer 14. Specifications of the equipment СО2 23789 supplied by the Contractor 15. Water tank V = 2 m3. Plan. Cross 23795 section 16 Electric power supply scheme 1 23790 05172591-967-00-00.EM 17. Pumping station scheme 2 23791 18. Facades. Cross sections. Formwork 3 23792 drawings. Scopes of works 19. Specifications of the equipment СО1 23793 supplied by the Customer 20. Specifications of the equipment СО2 23794 supplied by the Contractor 05172591-967-00-00-00-OS 21. Construction master plan. M 1:1000 1 23777а

12. Organization of Construction

The construction organization section is developed in accordance with SNiP 3.01.01-85 with due regard to the full scope and volume of construction and installation works. The organization of construction includes the following: 1. Technical and economic indicators. 2. Schedule of construction, which specifies the time and sequence of works by quarters, distribution of capital investments, and volumes of construction and installation works by structures and construction periods. 3. List of the main construction and installation works. 4. Demands for the main construction machines and transportation means. 5. Recommended temporary buildings. 6. Labor protection measures.

RUSSIAN FEDERATION MINISTRY OF NATURAL RESOURCES

Federal State Unitary Geological Enterprise Volgageologiya

SIMBIRSK GEOLOGICAL SURVEY

A.Z. Padalitsa Leading Hydrogeologist

HYDROGEOLOGICAL OPINION

on the Feasibility of Organizing a Site for Industrial and Other Wastes in the Baratayevka Sand Pit West of Ulyanovsk

Head Simbirsk GS A.A. Gutor

Chief Geologist Simbirsk GS Ye.G. Sidorov

Ulyanovsk 2003 In its letter of October 1, 2003, LLC Center for Environmental Technologies requested the Simbirsk GS to issue a hydrogeological opinion on the feasibility of organizing a site to sort out, utilize, stockpile, dispose and eliminate industrial and other wastes in the Baratayevka building sand deposit.

In administrative terms, the Baratayevka building sand deposit is located in the Ulyanovsk Rayon of the Ulyanovsk Oblast 3-4 km west-north-west of the western boundary of the Ulyanovsk City; 1.6 km north of the village of Baratayevka; and 1.6 km west of the Ulyanovsk-Tsivilsk highway. It is situated on the left bank of the Seld River at a distance of 1.5 km from the latter.

From geomorphological viewpoint, the site (sand pit) is associated with the gentle slope of the divide between the Seld and Sukhoy Biryuch Rivers. It slopes down from the northwest to the south towards the Seld River (the water edge height is about 98 m). The absolute surface heights of the site vary from 120 to 140 m.

The Seld River flows from the west to the east along the northern outskirts of Baratayevka.

Water intake facilities servicing the villages of Krotovka and Karlinskoye are located 3.4-3.6 km north of the Baratayevka sand pit, and those servicing Baratayevka and Teplichny State Farm are located near the southern and southwestern outskirts of Baratayevka. Water is taken from the first subsurface Pliocene-Lower Quaternary lacustrine-alluvial aquifer.

1. Geological Structure

The geological structure of the site was studied during the 1978 survey conducted for land reclamation purposes. Two exploration wells were drilled in the area at that time. The geological structure was mainly studied using geophysical data obtained by electric prospecting within a low-density network of parametric wells, and therefore, they are not very reliable. In fact, the geological structure is described on the basis of drilling data obtained by Promburvod and PMK-9 which drilled water wells. They did not have in-house geological units, and hence data relating to the wells are not reliable.

According to available data, the site is composed of Cretaceous, Neogene and Quaternary rocks. Only Quaternary deposits reach the day surface. Fresh groundwater in the vicinity of Baratayevka is located in Quaternary, Neogene and Cretaceous deposits. Therefore, we shall start describing the local geological structure from Cretaceous deposits.

Cretaceous System – K

Lower Series – K1

The Cretaceous system is represented by the Lower Series composed of the Valanginian, Hauterivian, Barremian and Aptian Stages (see geological transects in the Annexes).

From the lithological viewpoint, the Valanginian Stage is represented by a thin layer of glauconite-quartz strong fractured sandstone. Its thickness does not exceed 1 m.

The overlying deposits of the Hauterivian, Barremian and Aptian Stages are represented by a uniform layer of almost black and dark-grey dense, low carbonate impermeable clay. The upper part of the Aptian clay layer in the vicinity of the site (at a depth of 25-35 m) has a more or less persistent member of bituminous schists and reddish-dark grey clay with numerous small ammonite shells (the so called Aptian Plate). In the middle of the member one can often observe an interlayer of limestone which is not persistent either by thickness or by horizontal dimension. Its thickness varies from 0.5 to 1.1 m. The maximum thickness of the schist stratum is 5.9 m while the most common thickness is 1.5-3.0 m.

The total thickness of the Lower Cretaceous clay layer is 135-150 m.

The upper part of the Aptian Stage clay layer, including the Aptian Plate, in the sand pit and its immediate vicinity was almost completely eroded by the wide and deep bed of the Paleo- Sviyaga River before the Neogene Period.

Neogene System - N

The ancient bed of the Paleo-Sviyaga River was traced within the Sviyaga valley. It is a 2.5- 3.5km-wide submeridional belt stretching from the village of Bolshiye Klyuchischi to the northern boundary of the Ulyanovsk Oblast west of the modern river bed. The ancient river bed cut through the Lower Cretaceous and Upper Jurassic deposits north of the site filling the channel by Miocene-Pliocene and Pliocene deposits within the Pontian-Cimmerian, Cimmerian, Akchagylian and Apsheronian Regional Stages.

Miocene-Pliocene – N1-N2

The Pontian-Cimmerian Regional Stage includes the Sheshmian Horizons (N1-2 šš) lithologically represented by gravel-shingle deposits cemented by sand and clay. Their total thickness is up to 15 m. The Sheshmian Horizons are observed in the deepest parts of the Paleo-Sviyaga valley and rest on the eroded surface of the Aptian clays.

Pliocene – N2

According to the modern legend of the Middle Volga Group, the Akchagylian Stage includes the Sokolian and Chistopolian Horizons represented by clay with subordinate interlayers of sand and aleurite. The thickness of the deposits is up to 50 m.

The undivided Apsheronian- Lower Quaternary deposits (N2 – QI) generally overlie the Akchagylian sediments. From the lithological viewpoint, they are represented by sand-clay and sand-shingle strata up to 48 m thick.

Quaternary System (Q)

The Quaternary system is widespread within the site and is represented by a few genetic associations, with eluvial-deluvial and alluvial deposits being the most developed ones.

The Middle Quaternary alluvial deposits (aQII) comprise the third fluvial terrace above the floodplain of the Sviyaga and its tributaries. They are represented by sand and silt whose total thickness can reach 18 m.

The undivided Middle Quaternary-modern eluvial-deluvial deposits (edQII-IV) are widespread and are represented by clay, silt, loamy sand, and sand mixed with gravel and shingle. Their total thickness is up to 17 m.

The Upper Quaternary alluvial deposits (aQIII) comprise the second and first fluvial terraces above the floodplain of the Sviyaga and tributaries. Lithologically they are represented by sand, loamy sand and silt whose total thickness is about 13-14 m.

The modern alluvial deposits (aQIV) are represented by sand, loamy sand and silt (altogether 12-15 m). They comprise the floodplain of the Sviyaga and its tributaries.

The attached geological transect visualizes the geological structure of the site.

2. Hydrogeological Conditions

The hydrogeological conditions of the site are described on the basis of drilling data obtained by Promburvod and PMK-9 which drilled water wells. Water samples taken during the drilling process are more likely to characterize water availability in the well rather than the filtration parameters of the target aquifer. The obtained data are not very accurate, and estimates made using the data are tentative.

The site is located in the eastern part of the Volga Basin of a gravity/subgravity groundwater flow.

The site near the village of Baratayevka can be characterized by the presence of the following aquifer units: weakly permeable locally weakly water-bearing Middle Quaternary-modern eluvial-deluvial layer (edQII-IV); Middle Quaternary-modern alluvial aquifer (aQII-IV); Pliocene-Lower Quaternary lacustrine-alluvial aquifer (laN2-QI); and impermeable locally weakly water-bearing Aptian terrigenic horizon (KIaI). The impermeable Hauterivian-Aptian terrigenic horizon (KIg-a) is present throughout the site. It forms part of the regional impermeable layer persistent throughout the Ulyanovsk Oblast.

The weakly permeable locally weakly water-bearing Middle Quaternary- modern eluvial-deluvial layer (edQII-IV) is associated with water divide surfaces. Water-holding elements include sand and loamy sand interlayers and lenses in the clay and silt strata. The total thickness of the deposits varies from 1 to 18 m.

The layer is recharged by infiltration of precipitation. Precipitation is discharged into the underlying aquifers and local ravine/gully network sometimes forming descending springlets with a flow rate of 0.1-0.2 l/s.

As shown by experiments, the water-holding rocks have the following filtration factors: 0.02- 0.05 m/day for silt, 0.15-0.39 m/s for loamy sand, and 3.0-4.0 m/day for sand.

The springlets have hydrocarbonate calcium-sodium water with salt concentrations between 0.48 and 2.4 g/dm3.

Elevated concentrations of sulfate ions and nitrogen-containing compounds can be explained by surface pollution.

The locally weakly water-bearing regime is closely related to climatic factors. Springlet flow rate and water level in the wells decrease in winter and dry summer season.

The Middle-Quaternary-modern alluvial aquifer (aQII-IV) is associated with modern, Upper and Middle Quaternary alluvial deposits comprising the floodplain and terraces of the Sviyaga and its tributaries. It was studied using MW # 9 and wells drilled by earlier researchers.

Water-holding rocks include fine and medium grain sand with shingle and gravel inclusions and loamy sand and silt interlayers. The thickness of water-holding rocks varies from 4.5 to 15.8 m.

The aquifer is the first horizon underlying the day surface and overlies Lower Cretaceous clays or Pliocene sands.

The aquifer is characterized by pressurized and gravity groundwater flows. Local slopes can be 3-5 m. The depth of the groundwater table varies from 0.5 to 19 m. The aquifer is recharged by infiltration of precipitation and water input from the Pliocene-Lower Quaternary lacustrine-alluvial aquifer whose groundwater table is located higher. The groundwater is discharged into the river system and ravine/gully network, drains down to the underlying aquifers, and evaporates from the groundwater table.

The flow rate in the wells is 0.2-1.5 l/s at water level reduction by 1.5-6.0 m. In general, specific flow rate does not exceed 0.2 l/s per meter of water level reduction. Sands have filtration factors from 3.0 to 22 m/day.

The aquifer has fresh, hydrocarbonate, hydrocarbonate-sulfate water with salt concentrations up to 1 g/dm3. Water in the earlier studied wells has a diverse chemical composition, elevated salt concentrations (up to 1.8 g/dm3) and elevated concentrations of nitrogen-containing compounds (NH4, NO2, NO3).

The aquifer has no reliable protection from surface pollution, and therefore the discharge of contaminated waters into the highly permeable layer rapidly results in groundwater and surface runoff pollution.

The aquifer does not play an important role in the modern water supply system of local settlements due to its small area, relatively low water abundance and exposure to surface pollution.

The Pliocene-Lower Quaternary lacustrine-alluvial aquifer (laN2 -QI ) is associated with Pliocene deposits that form a deeply embedded erosional channel (a buried valley) in Lower Cretaceous bedrock, and with undivided Apsheronian-Lower Quaternary deposits comprising the fourth fluvial terrace above the floodplain of the Sviyaga and its tributaries. Within the area under consideration, it was studied using a number of exploration and production wells.

Water-holding rocks are represented by fine and medium grain sands interlaid with gravel and shingle in the bottom of the layer and clay in the top of the layer. The thickness of the water- holding deposits varies from 8 to 36-45 m (see transects А-Б and В-Г).

The aquifer generally has gravity water flows. Local slopes in the case of clay interlayers in the top of the layer do not exceed a few meters. Depending on the relief, the depth of the groundwater table varies from 0.5 m (in the sand pit) to 37.0 m. The aquifer is hydraulically connected with the overlying (aQII-IV) and underlying (K I a I ) aquifers and comes both first and second from the surface.

Aquifer water abundance was studied by samples taken from 21 production wells: the flow rate is 0.5 – 5 l/s at water level reduction by 3-8 m; the specific flow rate varies from 0.25 to 2.0 l/s per meter of water level reduction (0.7 l/s on the average); aquifer thickness varies from 6 to 37.7 m (30.0 m, on the average); aquifer transmissivity varies from 112 to 465 m2/day (203 m2/day, on the average); and filtration factor varies from 3.3 to 33 m/day (6.7 m/day, on the average). A rather broad range of the aquifer filtration parameters is indicative of both complicated aquifer structure and low reliability of water samples taken at the production well drilling stage. Exploration wells were not drilled.

The aquifer has fresh, hydrocarbonate (less frequently hydrocarbonate-sulfate) water with salt concentrations of 0.4-0.8 g/dm3. Concentrations of nitrogen compounds usually do not exceed 10 mg/dm3.

The assessment of general groundwater quality in existing water intake sites allows the following conclusion: the aquifer has a stable macrocomponent composition. It is only permanganate demand that has slightly elevated and stable values: from 1.2 to 2.2 MPC. Dissolved oxygen content is higher than MPC which is indicative of groundwater organic pollution. Nitrite is not always present and reflects the age of organic pollution.

Water samples taken from the Baratayevka sand pit monitoring wells in 1992-1999 show a rapid growth of the following concentrations: iron (from 3.3 to 101.4 MPC); ammonium (from 10 to 365 MPC); chloride (from 2.6 to 89.6 MPC); nitrite (from 5.6 to 22.5 MPC); BOD (up to ?6.4 MPC); and dry residue (from 2.5 to 44.3 g/dm3). Spectral analysis of dry residue showed elevated concentrations of nickel (up to 2.8 MPC), titanium (up to 45.6 MPC), vanadium (up to 1.1 MPC) and some other chemicals, which is caused by industrial waste dumped at the Baratayevka landfill. The Ulyanovsk Oblast still does not have an industrial waste disposal site.

The aquifer is conditionally protected from surface pollutants in the section that is not occupied by the sand pit while the part of the aquifer under the sand pit has no protection from surface pollutants.

The aquifer is a source of domestic and potable water for the villages of Baratayevka, Karlinskoye and Krotovka, the Teplichny State Farm, and the town of Aeroport. It should be also noted that the Baratayevka sand pit and the MSW storage site are associated with the central, axial part of the ancient Sviyaga River bed where the aquifer is located.

Water intake facilities servicing the villages of Krotovka and Karlinskoye are located 3.4-3.6 km north of the Baratayevka sand pit, and those servicing Baratayevka and Teplichny State Farm are located near the southern and southwestern outskirts of Baratayevka. Water intake facilities servicing the town of Aeroport are located 4 km southeast of the sand pit.

The aquifer, which is located in the western part of the Ulyanovsk Rayon, is the only source of water for more or less large water users, and has relatively abundant potable groundwater resources.

The impermeable locally weakly water-bearing Aptian terrigenic horizon (KI a I )is rather fragmentary within the site under study. Water-holding rocks are represented, to a varying degree, by fractured shale interlaid with limestone. The thickness of the water-bearing horizon is 1.5-2.0 m. The horizon has an impermeable Upper Aptian layer in the top and an impermeable Hauterivian-Lower Aptian layer in the bottom. The latter is part of the regional impermeable layer. The horizon was not studied in the vicinity of the site under consideration. Due to its limited distribution, insignificant thickness and low filtration parameters, the horizon is not valuable as a source of domestic or potable water. Groundwater quality is close to that of the aforementioned Pliocene-Lower Quaternary lacustrine-alluvial aquifer to which it is directly connected (see geological transects).

3. Hydrogeological Estimates of the Sanitary Protection Zone of Existing Groundwater Intakes

There are groundwater intake facilities near the Baratayevka sand pit which are used for domestic and potable water supply.

Pursuant to SanPiN 2.1.4.027-95 Sanitary Protection Zones of Water Supply Sources and Domestic/Potable Water Supply Systems (para. 3.2.2.4), no storage facilities for fuel, toxic chemicals or mineral fertilizers, or industrial wastewater or sludge storage tanks, or any other facilities that create a threat of chemical pollution for groundwater shall be located in the 2nd and 3rd belts of the sanitary protection zone (SPZ) around domestic/potable water intakes.

Besides, no cemeteries, cattle mortuaries, clearing fields, filtration fields, manure storage facilities, silo pits, cattle or poultry farms, or other facilities that create a threat of microbial pollution for groundwater shall be located in the 2nd belt of SPZ (para. 3.2.3.1).

The boundaries of the 2nd and 3rd belts shall be established by hydrogeological estimates.

The estimate of the 2nd and 3rd belts given in this Opinion was made using ZONA software for IBM PC developed by VODGEO Research Institute. The estimates were made for an area within an isolated gravity flow layer far from surface streams (there is no direct linkage with them).

The local rural settlements get water for domestic and drinking purposes from the Pliocene- Lower Quaternary lacustrine-alluvial aquifer.

The villages of Krotovka and Karlinskoye are serviced by water intakes located 3.4-3.6 km north of the Baratayevka sand pit. The intake facilities consist of a single linear row of wells about 200 m apart. Total water intake (Q) is assumed equal to 3,000 m3/day. The water intake site is far from surface streams. The aquifer is a 2-3km-wide band. The intake site is located across the paleobed closer to the left (western) bank which is a conditional boundary with a constant (zero) discharge.

The thickness of the aquifer (m) was taken equal to 30 m; filtration factor (k) to 6 m/day; active porosity of the water-holding rocks (n) to 0.25; and slope of the groundwater flow to 0.004. The groundwater flow runs from west-south-west to east-north-east to the Sviyaga River at an angle (α) of 20o towards the existing linear water intake.

When calculating SPZ for the band-shaped aquifer, the intake flow rate and distance between the wells shall be doubled.

According to the estimates, the boundary of the 3rd belt stretches along the flow in the upstream direction for 2.2 km from the last (westernmost) well and for 1.5 km from the center of the well row towards the Baratayevka sand pit. The boundaries of the 2nd belt extend from the production wells for 125 m upstream along the flow and for 100 m downstream along the flow, i.e. they almost form a circle (125 m in diameter) around the wells.

The village of Baratayevka (Matrosov State Farm) and the Teplichny State Farm take water from 3 and 5 wells, respectively, and together form a single linear row of production wells along the southern and southwestern edges of the Baratayevka greenhouse complex. The wells are about 150-300 m apart. The mean load per well is 200 m3/day. The groundwater flow runs from southwest to northeast at 55o towards the linear row of wells. To calculate the boundaries of the 2nd and 3rd belts geological and hydrogeological conditions of the area were presented as an infinite gravity flow aquifer, and therefore, the intake length and total flow rate were doubled. The thickness of the aquifer was taken equal to 30 m; filtration factor to 10 m/day; active porosity to 0.3; and slope of the groundwater flow to 0.004.

According to the estimates, the boundary of the 3rd belt is 2.0-2.5 km away from the production wells upstream along the flow and 250 m away from the wells downstream along the flow. The total width of the 3rd belt is 1.5 km. The boundary of the 2nd belt is 125 m away from the well upstream along the flow and 100 m away from the well downstream along the flow. In the western part of the linear row, the area of the 2nd belt consolidates into a single band while in the eastern direction it forms isolated patches around the wells (see well siting scheme).

The estimated boundaries of the 2nd and 3rd belts of SPZ around the existing water intakes should be considered tentative for the following reasons. The target horizon map constructed in 1978 is not adequately supported by facts: there are no exploration hydrogeological wells in the area. Therefore, the direction and slope of the groundwater flow at specific points were determined on the basis of work experience rather than available facts. Due to the lack of water samples the filtration and active porosity factors were commonly based on literature data for similar types of rocks. Water use figures are also tentative because local residents do not have water meters: most often these data are based on the design capacity of the pumps and actual pumping time which is not recorded or documented. However, if the water intake intensity exceeds the one taken for the estimates, the direction of the groundwater flow may change significantly which is especially dangerous for the Krotovka and Karlinskoye intakes.

As shown by the tentative estimates of the 2nd and 3rd belt boundaries, the Baratayevka waste storage site is outside the sanitary protection zone of the existing water intakes.

Within the Baratayevka sand pit, the waters of the Pliocene-Lower Quaternary lacustrine- alluvial aquifer generally flow in the southeast direction towards the Seld River where they are discharged.

Polluted particle travel time between the waste storage site and the Seld River shall be determined by the following formula:

t = (l x n) : (k x i), day.

Distance to the river is taken from the map and equals 1,100 m; mean filtration factor for coarse sand is 15 m/day; flow slope is 0.004; and active porosity is 0.3. By substituting the design variables into the formula, we get the polluted particle travel time which is equal to 5,500 days or 15 years. The Baratayevka MSW landfill has been operating for more than 30 years, and the Seld River has been receiving chemical pollutants for about half of that period. Microbial pollution will definitely lose its virulence over such long period of time. Only anthrax spores do not lose their pathogenic strength in the aquatic environment at low temperatures and are very dangerous for people and animals if they penetrate into surface waters.

Conclusions and Recommendations

1. The estimates of the 2nd and 3rd belts of the sanitary protection zone around the existing water intakes, and the time of pollution travel to the Seld River are tentative due to the lack of reliable hydrogeological parameters such as the thickness of the aquifer, filtration factor of the water-holding rocks, active porosity, groundwater flow direction and slope, and water sampling for each intake. 2. To obtain reliable estimates for the Baratayevka waste storage site it is necessary to conduct geological surveys in the process of well drilling (six or seven 70-80m deep wells equipped with filters), hydrogeological experiments (water pumping tests) and sampling (water sampling for chemical and bacteriological analysis). All wells shall be adequately equipped for continuous monitoring of groundwater level and quality under a contract with the Simbirsk GS or another specialist entity. 3. The Baratayevka MSW site has been in operation for more than 30 years, and according to estimates, pollutants in the groundwater flow reached the Seld River, which is used to water nearby farmlands, a long time ago. Groundwater concentrations of certain components such as iron, manganese, sodium, ammonium, nitrite, nickel, vanadium, titanium and dry residue, exceed the maximum permissible concentrations a few dozen or even hundreds of times. To observe surface water quality it is necessary to establish two permanent hydrological monitoring stations on the Seld River: one upstream of the village of Baratayevka and the other downstream of the village (approximately in line with the Ulyanovsk-Tsivilsk highway). To monitor groundwater quality it is necessary to drill monitoring wells (6 or 7 wells) both between the Baratayevka sand pit and existing water intakes (Krotovka, Karlinskoye and Baratayevka intakes) at about 150-200 m from the sand pit, and downstream of the sand pit in the eastern, southeastern and southern directions. One well shall be drilled in the center or northwestern part of the sand pit. The monitoring wells shall be used to perform regular observations (5 times a month: on the 6th, 12th, 18th, 24th and 30th day of each month) of the groundwater level for the purposes of groundwater contour map construction, and to identify the routes of the groundwater flow and pollutants from the sand pit that penetrate into the discharge zones of the Pliocene-Lower Quaternary lacustrine-alluvial aquifer. Once a quarter, water samples shall be taken from the wells and the Seld River to conduct a comprehensive chemical analysis and identify trace components such as iron, manganese, sodium, ammonium, nitrite, nickel, vanadium, titanium, zirconium, strontium, lithium, and selenium. At the end of each year, the results of the analyses and water level measurements in the wells shall be submitted to the Regional Center for Geological Monitoring (Simbirsk GS) and to the Ulyanovsk Oblast Committee for Natural Resources and Environmental Protection.