WELL CAPACITY EVALUATION ANANDA VILLAGE GROUNDWATER WELLS

Transcription

1 WELL CAPACITY EVALUATION ANANDA VILLAGE GROUNDWATER WELLS Prepared for: Mr. Peter Goering Ananda Church of Self-Realization Tyler Foote Road #174 Nevada City, CA Prepared by: HydroSolutions of California, Inc. P.O. Box 922 Nevada City, CA May 2013

2 1.0 Executive Summary Well Capacity Evaluation For Ananda Village Groundwater Wells This well capacity evaluation report examines the capacities of five wells that comprise the Ananda Village small community water system. It forms part of the Source Capacity Planning Study submitted as part of the Comprehensive Master Plan update for Ananda Village, in which the applicant seeks permission for the construction of an additional 108 dwelling units and various non-residential buildings including a new community temple. 1.1 Setting The 706-acre Ananda Village planned development is situated atop fractured hard rock, with predominantly granite on the western portion of the property, while tending more toward metasedimentary rock on the eastern portion of the property. Water is stored in underground fractures recharged from an abundant annual average rainfall of over 50 inches. The landscape of Ananda Village can be characterized as relatively water abundant due to the many springs, seeps and wet areas on the property. 1.2 Recharge Estimates While a complete characterization of the hydrologic system for Ananda Village is not available, water recharge on the property was estimated by three different approaches, using available data: 1) Water Table Fluctuation Method, 2) Applied Hydrogeology of Fractured Rocks, and 3) Water Budget Method. The three methods provide a range of recharge estimates varying from 160 acre feet per year, using the most conservative assumption in the applied hydrogeology method, to between 444 and 579 acre feet per year, using the other methods. Projected recharge over the 706 acres of Ananda Village is significantly higher than the projected water demand of 28.4 million gallons per year, or about 87 acre-feet per year at complete build-out. Adding a conservative projection of 5 acre-feet of pumping from irrigation wells on the property, brings the total (potable and non-potable) groundwater extraction to 92 acre-feet per year, still well below estimated recharge. Annual recharge volumes with all three methods are 5-6 times total demand at build-out (assuming the upper range of the applied hydrogeology method). Even in a drought emergency (e.g. half of normal rainfall) recharge would still be 2-3 times greater than demand. If recharge from septic returns is taken into account, net annual demand on groundwater at project build-out is reduced to 54 acre-feet, resulting in normal-year recharge that is 8-11 times greater than net annual demand at build-out (or 4-5 times greater in drought emergency). 1.3 Historic Data Ananda Village Water System has been in operation for more than 40 years and there is a wealth of historic data including pump records and metered consumption. In 2006, to gain further insight into well performance, Ananda Village under the supervision of

3 HydroSolutions of California, Inc. (HSCI) installed pressure transducers in the active wells to automatically record water levels. The historical data and monitoring records were important components of the capacity analysis performed in this study. Water quality testing shows all the wells meet drinking water standards, and three of the wells show exceptional water quality compared to wells in the surrounding area. 1.4 Sustained Yields Well capacity was evaluated for five class II wells located on the Ananda Village property identified by name as: Dairy, St. Francis, Ballpark, Badrinath, and Turtle. A 10-day pump test, supervised by HSCI in accordance with State Waterworks Standards, was conducted for each of the wells. Adjacent drinking water wells were monitored during the tests and showed no connectivity between the five wells. Where historic pumping records were not available, a stepped drawdown test was performed to set initial discharge levels. Sustained yield of each well was selected by analyzing the 10-day aquifer pumping test data, including recovery time, along with well-specific data, including pumping history (more than 10 years) and hydrographs (1-6 year duration). The sustained yield determined for each well is given in the table below: Well Name Sustained Yield (gpm) Dairy 40 St Francis 14 Ballpark 44 Turtle 7 Badrinath 11 Total 116 The first four wells show similar characteristics, including water quality and recovery time after pumping. Dairy and St. Francis have long pumping histories and the sustained capacity reflects that record. Ballpark exhibited a strong specific capacity in the drawdown test. This observation combined with the absence of significant seasonal variation in static water levels indicates a healthy aquifer condition and a strong well. The modest drawdown during the pump test and the very rapid recovery time of the Turtle well creates a well capacity that can be close to the 10-day pumping rate. The minimal drawdown and slow recovery observed during the pump test of Badrinath indicate a significant underground storage capacity but a slow recharge rate. This well can make a significant contribution to meeting summer peak demand but will need a long recovery time. 1.5 Conclusions Ananda estimates that average summer (July 15-September 15) demand at project build-out would be 90 gallons per minute (gpm), with a Maximum Day Demand of 113 gpm. This projected peak demand is within the sustainable yield of the Village s existing potable wells. HydroSolutions of California, Inc. Page 2 of 36 RRSP: May 24, 2013

4 Confidence in this conclusion is supported by the many years of demand data at Ananda Village. Average summer demand is only 80% of Maximum Day Demand, and average winter demand is only 30% of average demand during the summer irrigation season. The wells will be able to meet the maximum days but will be pumped significantly below this level the majority of the time. The Ananda water system has a variety of sources that exhibit different vulnerabilities. Development is planned over a long time period and the excellent monitoring system already in place will allow management of the five wells, each with its own strengths and vulnerabilities, to adapt and respond to unforeseen circumstances. If necessary, demand on the potable system could be transferred to existing wells not part of the potable system and reduced through various demand management strategies. Given the size of the property it is also quite likely additional wells could be drilled if necessary. HydroSolutions of California, Inc. Page 3 of 36 RRSP: May 24, 2013

5 TABLE OF CONTENTS Section 1.0 EXECUTIVE SUMMARY 1 Section 2.0 INTRODUCTION Purpose Setting 6 Section 3.0 CONCEPTUAL HYDROGEOLOGIC MODEL Geology and Physiography Recharge areas Discharge areas Storage Recharge Capacity and Water Budget Summary 16 Section 4.0 REGIONAL CIRCUMSTANCES Historical Uses of the Aquifer Ananda Village Groundwater Monitoring Local Known Wells Groundwater Quality 19 Section 5.0 AQUIFER PUMPING TESTS Dairy Well History Aquifer Pumping Tests Hydrograph Conclusion St. Francis Well History Aquifer Pumping Tests Hydrograph Conclusion Ball Park Well History Aquifer Pumping Tests Hydrograph Conclusion Badrinath Well History Aquifer Pumping Test Hydrograph Conclusion Turtle Well History Aquifer Pumping Tests Conclusion 33 HydroSolutions of California, Inc. Page 4 of 36 RRSP: May 24, 2013

6 Section 6.0 GROUNDWATER AGE DATING 33 Section 7.0 CONCLUSIONS Sustainable Well Capacity and Ability to Meet Maximum Day Demand 31 Section 8.0 REFERENCES 36 TABLES Table 1. Water Wells at Ananda Village 7 Table 2. Ananda Village Ponds 10 Table 3. Spring and Seep Locations 10 Table 4. Groundwater Quality at Five Ananda Wells 19 Table 5. Diary Well Summer and Annual Pumping 23 Table 6. St. Francis Well Summer and Annual Pumping 26 Table 7. Comparison of Ananda Village s Potable Wells 31 Table 8. FIGURES Well Capacities Figure 1. Ananda Village Vicinity Map 6 Figure 2. Site Map (see separate file for Figures 2-19) Figure 3. Figure 4. Figure 5. Figure 6. Figure 7. Figure 8. Figure 9. Geologic Map Dairy Hydrograph with WTF Method Data Estimates Dairy Well 10-day Aquifer Pump Test Dairy Well Residual Recovery St. Francis Well 10-Day Aquifer Pump Test St. Francis Well Residual Drawdown St Francis Well Hydrograph Figure 10. Ballpark Well Step Drawdown Test Figure 11. Ballpark Well10-Day Aquifer Pumping Test Figure 12. Ballpark Well Residual Recovery Figure 13. Ballpark Well Hydrograph Figure 14. Badrinath Well10-Day Aquifer Pump Test Figure 15. Badrinath WellResidual Recovery Figure 16. Badrinath Well Hydrograph Figure 17. Turtle Well Step Drawdown Test Figure 18. Turtle Well 10-Day Aquifer Pump Test Figure 19. Turtle Well Residual Recovery ATTACHMENTS Attachment A. Geologic & Well Completion Diagrams Attachment B. Electronic Spreadsheet of Test Data (CD attached) HydroSolutions of California, Inc. Page 5 of 36 RRSP: May 24, 2013

7 2.0 INTRODUCTION 2.1 Purpose The purpose of this report is to identify well capacities for the five potable groundwater production wells at Ananda Village, as described in Waterworks Standards Section 64554(e) and (g). The proposals in this report are based on an evaluation of the hydrogeology underlying Ananda Village, an analysis of pumping records for the two wells (Diary and St Francis) with significant pumping histories, and a review of 10-day aquifer pump tests performed for each of the wells. This report will be incorporated into the Source Capacity Planning Study that will be submitted to the County with the Ananda Village Master Plan Update. 2.2 Setting Ananda Village (Ananda) is a quiet community in the western Sierra Nevada foothills that operates as a cooperative group of people that share similar spiritual beliefs (Figures 1 and 2). Comprised of a number of large Assessor s parcels, totaling approximately 706 acres, the Village supports 87 dwelling units in six residential clusters, and four non-residential use areas. The community began in 1969 and has attracted many families and individuals. Non-residential facilities include a retreat center, office park, school, and commercial center. Ananda is proposing new residential and non-residential development as part of an update to the community s existing Master Plan. The project proposal includes (1) increasing the number of dwellings from the 87 allowed in the existing Master Plan up to the total of 195 dwellings allowed in the County s General Plan, (2) constructing a new community temple and new guest and administrative facilities at the Expanding Light Retreat, and (3) adding office and warehouse space in two of the non-residential use areas. This development is expected to occur slowly over many years, in the same way as the existing development in the Village evolved. The Village owns and maintains all of the land and structures within the community, as well as the roads, a private phone system, and a community water system. The community s water is provided by the Ananda Village Water Department, a Small Community Water System permitted by the State of California (permit # ) since the 1980s. Because of the small size and cooperative nature of the Village, the Water Department is able to work individually with residents to find ways to conserve water. The community as a whole has demonstrated that it is willing to change practices when water conservation is needed. Figure 1. Ananda Village Vicinity Map Currently, all of the community s potable water is supplied by three groundwater wells: Dairy, St Francis, and Ballpark wells (A4, A2, and A3 in Figure 2). However, there are two additional wells that are completed to potable water standards, and can be brought on-line if needed. These are Badrinath and Turtle wells (A1 and HydroSolutions of California, Inc. Page 6 of 36 RRSP: May 24, 2013

8 A5 in Figure 2). Badrinath well is permitted as a stand-by well; Turtle well is not permitted currently and is not connected to the water system. There are also six wells on the property that are not Class II wells and are not drinking water sources for the community (see B1 through B6 in Figure 2, and Irrigation Wells in Table 1, below). Two of these wells provide some irrigation water for the Village. Ananda plans to increase the role of some of these wells in supplying irrigation uses, thus, reducing summer demand on the potable wells. This form of demand reduction is discussed in the Source Capacity Planning Study for the project (Waterworks Standards Section 64558). Ananda s potable and irrigation wells are listed in Table 1. Table 1. Water Wells at Ananda Village Yield (gpm) Source of Yield Estimate Total Depth Sanitary Seal First Water Class II Wells Badrinath 44 11/ day pump test St. Francis 18 12/ day pump test Ball Park 52 12/ day pump test Dairy 60 11/ day pump test Turtle / day pump test Irrigation Wells Ranikhet Well 4 10/1989 water system rpt 265* ND ND Maidu Ridge Road /1989 water system rpt ND ND ND Entry Well at Ananda Way /20133-day pump test 49 ND ND School Well 4 10/1989 water system rpt 235* ND ND St. Francis Irrigation 45 02/20083-day pump test Brotherhood Way water study 14 ND ND * = Estimate based on pump depth in well. ND = No data available for these wells. 3.0 CONCEPTUAL HYDROGEOLOGIC MODEL A conceptual model was created through evaluation of field observations and hydrogeologic information related to geology, hydrology, topography, climate, vegetation coverage and land use. The intent in developing this conceptual model is to establish a general understanding of the sources for water available to Ananda Village, the natural and anthropogenic plumbing (e.g. fractured rocks), points of recharge, storativity, discharge and water use. As is typical for this type of project, limited data is available for a comprehensive water budget evaluation; however, enough information is on hand to approximate water availability within the Ananda Village area, and this data has been used to discuss the water budget. In addition, several semi-quantitative methods are also discussed regarding recharge to the aquifer. These different methodologies provide us with a range of this potential recharge. HydroSolutions of California, Inc. Page 7 of 36 RRSP: May 24, 2013

9 Ananda Village relies exclusively on groundwater to supply the community with potable water and some irrigation demand. Surface water is used for irrigation purposes only, including agricultural production and landscaping. Development of the conceptual hydrogeologic model aids in the recognition of groundwater supply strengths and vulnerabilities that are present under current conditions. Recognized conditions and variances in the wells provide important knowledge for directing Village practices and sustaining aquifer integrity. The content of this well capacity report will be used as an integral part of the water management program maintained by Ananda Village Water Department. 3.1 Geology and Physiography Ananda Village is located within the Sierra Nevada geomorphic province of California. The Village and surrounding areas, known as the San Juan Ridge, are characterized as a foothill region. Elevations within the community range between about 1,600 and 2,900 feet above mean sea level. Springs and seeps are abundant in portions of the property. The Middle Yuba River flows from east to west along part of Ananda Village s northern boundary. A short distance south of the property (approximately three miles), the South Yuba River flows east to west eventually draining its flow to the Central Valley of California. From the highest point in the community, runoff drains southward to Shady Creek, approximately 0.2 miles south of the Village, and northward to the Middle Yuba River. The rural residential and small farm setting characterizes the use of land in this area. The only town, North San Juan, is located approximately three miles west of Ananda Village and has become home for 551 people (2011 census). North San Juan and surrounding businesses support basic necessities needed by the community. Geologically, this region has undergone uplift that has resulted in a steep, faulted eastern side to the Sierra Nevada mountain range and a more moderate, low sloping topography along the western side. The geologic setting is composed of a large granitic intrusion that appears partially overlain by metasedimentary rock and some limited thin layers of alluvial deposits (Figure 3). The geology of the Ananda Village property is predominantly two types of formations. Igneous rock types, granite and diorite, are present at the land surface along the northern and western regions of the Village and surrounding properties. During Jurassic time, about 140 million years ago, mountain building periods of uplift caused the emplacement of granitic bodies into the region. The large rock masses underwent change when overlying rocks began to erode away. Lack of overlying weight and other tectonic and geomorphic processes resulted in fracture development in the rock mass. Lineaments (linear features in a landscape which are expressions of underlying geological structures such as faults) have been identified in portions of the property. These structures are vertical or near vertical fractures that are associated with a higher degree of water saturation and thick vegetation cover. Fractures provide access or storage of water into the ground. Possible fracture zones may be present along a northeastsouthwest orientation in the eastern portion of the property and across the northern third of the property. HydroSolutions of California, Inc. Page 8 of 36 RRSP: May 24, 2013

10 Metasedimentary rock is the second rock type that is present at Ananda Village. These rocks were deposited during the Mesozoic time period in a deep marine environment as silt, clays and turbidity flows. After deposition, they underwent metamorphism as a result of subduction of the continental and oceanic plates. Deformation occurred and the original structure and texture of the sedimentary rock was altered. This change is present as a massive rock material with minimal original structure or stratification. Foliation is present as observed by segregated minerals into parallel layers of slates and phyllites. Metasedimentary rocks appear as gray to black in color. Figure 3 shows the areas where metasedimentary rocks are found at the ground surface. Field evidence of metasedimentary rocks at the property are found in driller s logs that describe a clay present in the topmost 30 feet and along the eastern portion of the community. All of Ananda s wells have varying depths of metasedimentary rock, beginning near the ground surface. Beneath the clay layers are decomposed granite followed by a more massive (less fractured) granite. Water producing fractures occur within the granite. Based on geologic logs (Attachment A), a salt and pepper granite is present at depths greater than 18 feet to 30 feet. Granite continues to the total depth of each wellbore. The geologic logs describe fractures as existing in the granite only. 3.2 Recharge areas Sources of recharge for Ananda Village include seasonal precipitation, underflow, irrigation returns and septic returns. Utilizing data from the Western Regional Climate Center (wrcc@dri.edu) for the years 1914 through December 2005, and City of Grass Valley Treatment Plant data for 2006 through 2012, the Nevada City area received an average of inches of precipitation per year for this time period. A small portion of this moisture fell as snow. Most of the precipitation occurs between November and May of each year followed by minimal to no precipitation for the remaining months. Underflow is groundwater that flows under and through the Village from up-gradient, off-site locations through a system of subsurface rock fractures (see section 3.1 above). The exposed ravine leading down to the Middle Yuba River and properties to the east and west of Ananda Village can potentially transmit groundwater flow through underground fractures. Fracture geometry and connectivity between Ananda Village and adjoining areas is unknown. Irrigation and septic returns can result in recharge beneath crops and orchards and septic leach fields. Based on the conceptual groundwater model for the Village, percolating water from irrigation pipes and septic system leach lines migrates vertically downwards until the saturated zone or a confining zone (e.g. granite surface or clay lens) is encountered. Groundwater is expected to ultimately flow in the direction of downward slope until a fracture or other secondary porosity is met. Generally, this groundwater becomes a part of the underflow that finds its way to more local discharge areas. Some water returns may find their way into deeper fractured regions of the rock formation, although the percentage of deeper recharge is typically less than shallow areas. The landscape of Ananda Village can be characterized as relatively water abundant due to the many springs and small ponds present on the property. Areas to the north and east of the Village Center are filled with seeps and springs that continuously flow across portions of the property. Springs are present on the property because fractures that carry water intersect with HydroSolutions of California, Inc. Page 9 of 36 RRSP: May 24, 2013

11 the topography at discrete locations. Ananda s ponds are shown in Figure 2, their approximate elevations and estimated capacities are shown in Table 2. Spring elevations are shown in Table 3. Table 2. Ananda Village Ponds Pond Name Elevation (feet) Capacity (acre-feet) Dairy 2, Incense 2, Lotus 2, Turtle (Frog) 2, Puble 2, St. Francis 2, Nandi 2, Total Capacity 72.5 Table 3. Spring and Seep Locations Location Assessor s Parcel Numbers Elevation (feet) Below Expanding Light Retreat ,475 Below Pubble Pond ,550 Near Dairy Pond ,550 West of Pubble Pond ,575 East of Elementary School ,550 East of School Circle Above St Francis Pond ,625 Northwest of St Francis Pond ,650 Above Nandi Pond ,650 Ayohya Cluster ,650 Below Rajarshi Park ,525 Northwest of Ayodhya Cluster ,475 Southwest of Lotus Lake ,500 North of Lightland Cluster ,550 North of Village Center & ,525 Just as fractures at the land surface can allow water to daylight from deeper fractured regions, the inverse is also true. There are fracture systems at or near ground surface that act as discrete pathways for precipitation to enter the ground surface and accumulate in fracture zones that serve as the entry of the fractured aquifer systems beneath the property. As stated earlier, recharged water generally will follow a shallow route although a portion of it may find its way deeper into the rock formations. HydroSolutions of California, Inc. Page 10 of 36 RRSP: May 24, 2013

12 Generally, groundwater flow occurs from the highland areas toward the valleys. More specific flow paths are dependant, in a fractured rock environment, on the discrete locations of fractures that are directly or indirectly connected to surface runoff that occurs during precipitation events. Evidence of specific zones where topography facilitates infiltration of water into the underlying fractures is not possible to identify precisely. Recognizing the locations of geologic formations that are characterized as relative high percolation zones is one way to narrow the possibilities for identifying local recharge areas. The many percolation tests that have been completed on the property indicate the presence of areas that are well drained. Generally, however, specific recharge zones at Ananda Village are difficult to identify beneath the vegetation and soil cover. The overlying red, blue and green clays identified at the well sites in the community likely act as a confining barrier that minimizes entry of precipitation into the ground. Assuming no significant secondary porosities are present, areas surrounding drilled water wells are not likely to be primary recharge zones. Further evidence is recognized in the natural sediment conditions found beneath the six ponds of the village. Pond bottoms act as low permeability barriers for water movement to underlying sediment and rock. Seeps are present above and below the ponds which suggests some horizontal leakage. These areas may contribute water to local shallow zones of sediment or fractured rock. Areas that have a higher potential to recharge groundwater into the underlying fracture system are: 1) the disconformity between the igneous rock formations and the metasedimentary formations and 2) the presence of fractures at or near the ground surface that exist in the granite and/or diorite rocks surrounding Ananda Village. The deeper the disconformity, the more likely the individual rock formations would be intact with respect to decomposition of the formation. A more intact formation is more likely to contain a permeable zone between two different layers. The decomposed metasedimentaryigneous contacts penetrated at each well location, however, appear not to behave in this fashion. The geologic description made by the driller s report describes the overburden as a red clay. In addition, no groundwater was observed at the 18 foot to 30 foot deep interface between clay and granite. Lack of water at these shallow depths suggests that penetration of precipitation is not likely in these areas. A significant geologic transition between slates and granite is present along the eastern portion of Ananda Village. This disconformity may display significant hydraulic conductivity. An attempt was made to drill in this area; however, the exploratory boring was not deep enough to determine if groundwater was present at the interface of the granite and slate (eastern central portion of the property). Exposed igneous rocks are limited to the far western and northern ends of the property and beyond. Because subsurface water flow in a fractured aquifer system is fracture dependent, the orientation and connectivity of the fractures in subsurface igneous rocks may influence water flow in a direction that is different from the slope of the land surface. Land surface elevations that are higher than the elevation of producing fractures in Ananda s wells have the potential to collect infiltrating precipitation and direct flow towards the wells. The Middle Yuba River at Ananda s northern boundary is approximately 1,600 feet above sea level. The deepest known HydroSolutions of California, Inc. Page 11 of 36 RRSP: May 24, 2013

13 water producing fractures in Ananda s wells are about 2,380 feet above sea level, with the next deepest fractures at 2,500 feet above sea level. The highest point on the property is approximately 2,950 feet above sea level. Based on these elevations, fractured rock beneath land in and around Ananda Village, and higher than 2,380 or 2,500 feet in elevation, has the potential for recharging water into the fractured rock aquifers that serve Ananda s groundwater wells. A quantitative evaluation of the amount of water that infiltrates into the granitic formation has been included as a rough estimate in Section 3.5 Water Budget. A semi-quantitative understanding is also provided in that section, based on available precipitation data and hydrograph data generated on the property, utilizing the Water Table Fluctuation Method. 3.3 Discharge areas Groundwater is expected to leave the Ananda Village property in five ways: 1) evapotranspiration, 2) underflow, 3) springs and swales, 4) creeks and 5) water wells. Flow paths that groundwater travels are contained within the fractures that are present in the granitic subsurface. Orientation of fractures and connectivity between each fracture is not known, however, discharge points are assumed to be found at nearby locations where springs and creeks are present at the ground surface. Based on available data, the above hydrologic flow components (except wells and pond storage) cannot be quantified. Important aspects of discharge to this well capacity evaluation are the parameters that Ananda Village can control (i.e. well pumping, surface water use). Section 5 discusses the discharge rates of Ananda Village s five water wells. 3.4 Storage Igneous and metasedimentary rocks are essentially non-porous, however, the secondary structures present from the rock s exposure to temperature and pressure experienced during their deposition and metamorphosis creates foliations, joints, fractures and faulting. Each of these processes creates void space in the rock in which water can be stored. The degree of connectivity between each fracture, joint or fault and a groundwater well contributes to the availability of stored water to a particular well. Faults within the region are commonly older than 55 million years, dip steeply and trend southeast/northwest. Depending on the degree of movement and infilling, faults can act as conduits or boundaries for groundwater flow. The volume of space available between fault planes serves as a possible storage component for groundwater. Numerous faults are known to be present at the nearby San Juan Ridge Mine; however, data at Ananda Village is limited. Cleavage and foliation are created by linear alignment of minerals resulting from the metamorphic processes. The resultant rock characteristics can create relatively slow infiltration. Water storage is within the available space between these features. The property does not have a significant presence of metamorphic rocks where the wells are located. Foliation may be expected on the eastern edge of the property. Joints are caused by stress imposed on a rock formation at the time of deformation. Earth movements cause breaks in the rock formations. As overlying rocks are eroded, cracks and HydroSolutions of California, Inc. Page 12 of 36 RRSP: May 24, 2013

14 fractures develop and the apertures widen. Because the wells at Ananda Village are mostly in granite, rather than metamorphic rock, joints are not a likely source of groundwater storage. Lineaments are vertical or near-vertical fractures that are associated with a higher degree of saturation and thick vegetation cover. Depending on whether the fracture was created from tensile or shear forces, fracture size and conductivity can vary. As depth from ground surface increases, width of fractures can be reduced from shearing and other processes. The Village was evaluated for the presence of lineaments, however, field verification of productive groundwater potential revealed no correlation at the shallow depths of exploration. Deeper exploration in these areas is needed to explore the possible presence of lineaments. Estimates of groundwater storage used in this report are documented generalities that are known in the groundwater industry and California, at large. A specific yield of one percent is considered reasonable for a granitic rock formation although the actual value will vary, spatially. 3.5 Recharge Capacity and Water Budget Using available data, groundwater recharge has been quantified by three different approaches. A complete set of hydrology data is not available for the subject property, and the following analysis is not a detailed model of site hydrology. Rather recharge estimates are intended to serve as a basis for comparing the magnitudes of projected water use for the proposed Ananda Village Master Plan to groundwater recharged from rainfall at Ananda Village. Recharge Calculation: WTF Method The Water Table Fluctuation Method (WTF Method) of calculating recharge is based on the premise that rises in groundwater levels in unconfined aquifers are due to recharge water arriving at the water table. As long as the amount of available water in a column of unit surface area is equal to the specific yield times the height of water in the column, recharge is calculated from the following equation (Healy, 2010): Recharge = S y H/ t S y is the specific yield and H is the change in water table height over time t. For the purpose of this calculation, it is assumed that water arriving at the water table goes immediately into storage and all other components of the water budget are zero for the period of recharge. Estimates also assume there is no drainage away from the well. This analysis assumes fractures may be present along the entire well profile. The Dairy well was drilled early in the water season (November) which would limit the presence of saturated fractures identified by the driller. The only reported fractures were at the 75 foot and 80 foot depths. Many times, fractures are intermittently saturated by a moving precipitation front and are not flowing during the later portion of the year. HSCI assumes that limited saturated fractures may be hydraulically connected and present along any portion of the wellbore length. Water conditions are likely to be confined at the deeper depths and unconfined, if present, at more shallow depths. Water infiltration is assumed to have a vertical component of flow. A specific yield for a fractured rock aquifer is commonly considered to range between 1% and 5% when conducting preliminary assessments. Kaehler and Hsieh (1994) completed aquifer tests HydroSolutions of California, Inc. Page 13 of 36 RRSP: May 24, 2013

15 to estimate aquifer properties in a fractured rock aquifer in the granitic terrain east of San Diego. Specific yields determined from the tests were about 0.01 for the regolith and to 0.02 for the transition zone of highly fractured and partly weathered rock between the regolith and the unweathered bedrock. Freeze and Cherry s book, titled Groundwater, describes fractured crystalline rocks as 1% to 10% porosity. Typically, specific retention is subtracted from porosity to estimate specific yield. F.G. Driscoll defines specific yield in the book Groundwater and Wells as 0.5% to 5% for shales and limestones. In recognition of the high variability of specific yield in fractured rock aquifers, a conservatively low specific yield of 0.01 (1%) was used in this estimate. Based on the hydrograph for the Dairy well (Figure 4), only one significant seasonal precipitation period occurs per year (i.e. October through April). Water level data for the 10-month period from April 1, 2007, to February 1, 2008 was chosen because the annual precipitation during this water year was the lowest of the six years considered in the analysis (conservatively low). As shown in Figure 4, H for the selected period was 55 feet (70 feet - 15 feet), or 660 inches. The quality and quantity of data (daily measurements for six years) for the Dairy well facilitated a reasonable graphic estimation of H. Based on the WTF Method, groundwater recharge active in the area of the Diary well is estimated to be 8 inches per year without subtracting out the volume of water pumped from the Dairy well. Recharge = S y H/ t = 0.01 * (660 inches)/(10/12 year) = 8 inches per year It is important to note that the Dairy well data illustrated in the hydrograph was also influenced by the pumping of 8.8 million gallons between April 1, 2007, when the depth-to water began to decline, and February 1, 2008, the peak of water level recovery. The 10-day aquifer pumping test in November 2008 documented that the Dairy well required nearly four days (3.6 days) for the nearly complete recovery to static water level conditions. Three to four pumping cycles occur during normal daily operation of the Dairy well. The recovery time after each pumping period is not long enough for water levels to completely recover to static conditions. Because of this occurrence, each subsequent pumping period starts from a slightly lower apparent static water level. The change in water level height ( H) illustrated in Figure 4 is the result of natural annual recharge and discharge and the lowering of static water level due to pumping. The effect of daily water level responses is unknown; therefore, HSCI has reduced the calculated recharge figure by 0.5 inches (equivalent to 8.8 million gallons, or 27 acre-feet) over 700 acres. This first method (WTF) utilizes actual water level data from the largest and most complete records available on the property. Based on this approach, 8 inches of precipitation may recharge an area of perhaps thousands of square yards surrounding the Dairy well. This amount of recharge over the entire 706 acres of Ananda Village would total 471 acre-feet of water each year. This methodology used data that was responding to precipitation deliveries and aquifer pumping, at the same time. Therefore, recharge has been adjusted to compensate for this effect by subtracting 27 acre-feet from 471 acre-feet, leaving 444 acre-feet of recharge. HydroSolutions of California, Inc. Page 14 of 36 RRSP: May 24, 2013

16 Recharge Calculation: Applied Hydrogeology of Fractured Rocks Method A second approach for estimating the amount of recharge is through past documented recharge estimates where crystalline rock environments similar to the Village occur (e.g. granite, granodiorite, phyllites, schists and gneiss). Groundwater recharge has been reported in a 1999 hydrogeology publication titled, Applied Hydrogeology of Fractured Rocks, as ranging between 5% to 15% of rainfall. The variation is due to local geology and climatic conditions (B.B.S. Singhal & R.P. Gupta, 1999). The mean rainfall at Nevada City, California, near Ananda Village is inches per year (Nevada City, California (046136), Period of Record: 2/ 1/1893 to 2/28/2013, as compiled by Western Regional Climate Center, Based on an average year and the variation reported in the above document, the Village may experience groundwater recharge ranging from 2.7 inches to 8.1 inches or 160 to 479 acre-feet per average precipitation year over the 706-acre property. Estimates made by the modified WTF methodology (7.5 inches per year) are consistent with the upper range reported by this methodology. The Village is characterized with many springs and seeps that suggest the land is more water abundant than many other areas of the Sierra region Therefore, field conditions support using the upper range value for site groundwater recharge. Recharge Calculation: Water Budget Method The third method for estimating recharge is a water budget calculation. Actual on-site data describing underflow, surface runoff, evapotranspiration, and change in storage is not available; however, a rough calculation of the water budget has been prepared with known data related to the site and the documented generalities described below. In a fractured rock system it is likely that water both flows into and out of the project area. For this analysis it was assumed that underflows into the property were balanced by equivalent underflows leaving the property and that there was no net change in storage. We can look at a water budget, calculating how much water falls on the project site, how much runs off, how much is lost to evapotranspiration through soil and plants, and how much is impounded and withdrawn from surface reservoirs. As referenced above, average rainfall on the site is estimated at inches per year or 3,195 acre-feet over the 706 acre property. An estimate for annual runoff is based on the Rational Method Runoff Coefficient used in the Rational Method. A runoff coefficient was chosen based on the type of land uses (i.e. forest, farmland, pasture, unimproved), soil type (low lying areas covered by sandy loam, remainder of property is sandy loam, gravelly loam and clay in alluvium) and slope of the land surface present at Ananda Village (60% of property is 5-20%). Based on these conditions, a coefficient of 0.22 was chosen to represent the averaged condition. This coefficient is consistent with a forest, pasture, farmland type of use. Land surface at the subject property is more steeply sloping along the northern regions and dips to the southeastern, flatter areas of the property. This topographic characteristic causes runoff to slow down and percolate as it flows across the gently sloping regions of the property. Based on 54.3 inches of precipitation, a coefficient of 0.22, and 706 acres, runoff is estimated to be 703 acre-feet per year. Subtracting runoff from precipitation leaves 2,492 acre-feet that is absorbed into the ground. Based on the climate and plant cover on the site it is assumed that HydroSolutions of California, Inc. Page 15 of 36 RRSP: May 24, 2013

17 75% of this amount is eventually lost to evapotranspiration from the soil surface and plants (1,869 acre-feet). The evapotranspiration value is a professional judgement that is considered conservative for a fractured rock environment in regions like the California foothills. There are no perennial streams on the property and only one intermittent stream flows during the rainy season, off the property. It is assumed that this outflow is included in the runoff calculations. The property contains a number of reservoirs that are fed by surface runoff as well as seeps and springs. As a conservative assumption, it is assumed that all the water that is authorized for withdrawal from these reservoirs, a total of 44.3 acre-feet, is subtracted from potential recharge water. Ananda Village Water Budget acre-feet Annual precipitation inflow 3,195 Outflow from runoff (703) Evapotranspiration losses (1,869) Losses from reservoirs (44) Estimated Recharge to groundwater Summary The estimated groundwater recharge values from the three methods described above are summarized as follows: Annual Recharge to Groundwater In Acre-Feet WTF Method 444 Applied Hydrogeology Water Budget 579 Ananda estimates that its average annual water demand on the potable system after complete build-out will be 28.4 million gallons per year, or about 87 acre-feet per year. In addition to its potable wells, Ananda also pumps approximately one acre-foot per year from two irrigation wells. If this rate of extraction were to increase five-fold, to a total of 5 acre-feet per year, in addition to the potable system projections, resulting groundwater demand would be 92 acrefeet per year. Annual recharge volumes with all three methods are 5-6 times total demand at build-out (assuming the upper range of the applied hydrogeology method (see discussion above). Even in a drought emergency (e.g. about half of normal rainfall) recharge is still expected to be 2-3 times demand. A significant portion (38 acre-feet) of this projected water use is returned to the ground through septic system recharge. Estimation of septic system returns is based on peer reviewed documentation found in technical literature. The U.S. Geological Survey prepared a Scientific Investigations Report titled, Estimates of Groundwater Recharge to the Yakima River Basin Aquifer System, Washington for Predevelopment of Current Land-Use and Land-Cover Conditions (2007). In that report, the USGS stated that the Mohave Water Agency recognizes 90% return, Colorado recognizes 84% return (Paul, Poeter, & Laws, 2007), and Montana recognizes 88% return for households with individual septic systems (Vanslyke & Simpson, 1974). Based on these recognized estimates, HSCI assumes 15% water consumption at HydroSolutions of California, Inc. Page 16 of 36 RRSP: May 24, 2013

18 residences and non-residential buildings and 85% return to the shallow aquifer through septic system leach fields. Winter water use typically does not include any irrigation and can be used to estimate septic system returns. Projected average daily winter (January-March) community use, including losses and unaccounted for water, at build-out is 40,434 gpd (see Ananda Village Source Capacity Planning Study). This is a good approximation of the average daily flow back into the ground through septic systems and underground losses throughout the year. Applying the 85% return factor as discussed above, gives 12.5 million gallons or 38 acre-feet annual recharge (40,434 gpd x 365 days x 0.85). If we take this recharge into account, the net annual demand on groundwater at project buildout is reduced to 54 acre-feet (including pumping from irrigation wells). This means that estimates of annual recharge in normal rainfall years are 8-11 times greater than net annual demand at build-out, (or 4-5 times greater in drought emergency). The foregoing analysis provides a rough estimate of annual groundwater recharge for the project area. The three estimates are similar in magnitude: 444 acre-ft/year (WTF Method), acre-ft/year (Applied Hydrogeology Method), and 579 acre-feet/year (Water Budget Method). Based on these figures and the conservative assumptions regarding specific yield, evapotranspiration, runoff and water demand, water needs after build-out appear to be supported by the current hydrologic system, even in drought conditions. 4.0 REGIONAL CIRCUMSTANCES 4.1 Historical Uses of the Aquifer Groundwater on the San Juan Ridge (Ridge) has been tapped by residents since the 19 th century. The population of the Ridge increased steadily between the 1970 s and 1990 s. As with most new residences of the west, water needs of the new and existing population on the Ridge were satisfied primarily by groundwater wells. Today, settlement in the area remains low density, and given a relatively high annual precipitation, there are few signs of stress to the aquifer. Ananda began drawing water from groundwater wells in the 1970s. As the community grew in size, the water demand also increased. Continued use of groundwater during the last nineteen (19) years by the community has been stable, as shown in Sections and 5.2.1, below. A local gold mine (San Juan Gold Mine) had operated in the region during various time periods before and since the Village was settled. The dewatering associated with the operation of the Mine created shortage and degraded water quality for a number of residences on the Ridge. Impacts resulting from the mine operation were addressed by replacing wells or treating water from wells that developed poor water quality. Eventually, the mine was closed for financial reasons. The Ananda community water supply remained in good condition. 4.2 Ananda Village Groundwater Monitoring In 2006, HydroSolutions of California, Inc. (HSCI) began monitoring depth-to-water in the two wells (Dairy and St Francis) that supplied the community s potable water. HSCI installed automated pressure transducers and data loggers in the two wells. Since 2006, water levels have been measured every 45 minutes in these wells, except during 10-day pump tests when levels were measured more frequently (fifteen minute intervals). When Ananda and HSCI HydroSolutions of California, Inc. Page 17 of 36 RRSP: May 24, 2013

19 conducted a pump test of the Ballpark well in December 2007, a third transducer and data logger was installed in this well, and data has been collected every 45 minutes since the completion of the Ballpark 10-day pump test. Manual data is also periodically collected and added to the water level data for evaluation, and Ananda maintains water quality monitoring that satisfies requirements as a small community water service. In addition to this depth-towater data, Ananda also records the amount of water pumped from each well, providing an understanding of the effect of pumping on the wells and community water demand over time. Automated collection of monitoring data, such as that shown for the Dairy well in Figure 4, can provide real-time feedback to allow adaptive changes in pumping to meet management goals (e.g., maintaining water levels above water-producing fractures). Ananda plans to apply this or another, similar method of water level monitoring to all of its active potable wells, and to use the data to adaptively manage its pumping. 4.3 Local Known Wells Ananda Village has nominal information pertaining to local water wells, and no monitoring data for these wells. Ananda s land is surrounded by private residential parcels. Because no county or regional piped water is available in the area, San Juan Ridge residents are limited to using privately owned groundwater wells, springs or water truck deliveries. During the San Juan Ridge Mine dewatering problem (1990s), Nevada County requested a hydrologic study of groundwater impacts from mine dewatering. Narratives, figures and tabulations of domestic wells impacted by the mine were included in a report prepared by Luhdrorff and Scalmanini (June 1996). These wells were located several miles to the east of Ananda Village. HydroSolutions of California, Inc. Page 18 of 36 RRSP: May 24, 2013

20 4.4 Groundwater Quality Table 4 tabulates selected general water chemistry of groundwater from each well. Water samples were collected either March of 2012 (Diary and St. Francis wells), February 2011 (Ballpark well), April 2010 and November 2011 (Badrinath well) or November 2012 (Turtle well). Table 4. Groundwater Quality at Five Ananda Wells Units* Dairy St. Francis Ballpark Badrinath Turtle Date of Sampling 3/26/2012 3/26/2012 2/11/2011 4/29/ /13/2012 Total Dissolved Solids mg/l Specific Conductance µmhos/cm, 25 C ph ph units Carbonate as CO 3 mg/l <1 <1 <1 <1 <1 Bicarbonate as HCO 3 mg/l Hydroxide as OH mg/l <1 <1 <1 <1 <1 Hardness as CaCO 3 mg/l Alkalinity mg/l Aluminum µg/l <50 <50 <50 < Calcium mg/l Iron µg/l < < Magnesium mg/l Sodium mg/l Nitrate as N mg/l 1.24 < < Nitrite as N mg/l <0.05 < Sulfate mg/l *mg/l = milligrams per liter; µg/l = micrograms per liter Groundwater quality in the current production wells is, generally, similar. The exception is the Badrinath and the Turtle wells. The Badrinath well water appears to contain more bicarbonates, 121 mg/l as HCO 3 (compared to 81.7 mg/l mg/l); iron, 389 µg/l (compared to none detected to 158 µg/l); and alkalinity, 99.5 mg/l (compared to 52.2 mg/l mg/l). These conditions suggest that the Badrinath well may receive its waters from a different portion of the granitic aquifer system as compared to the other four wells. The source capacity assessments for Ananda s wells identified no health risks from contaminants within the groundwater protection zones for the wells. See source water assessments in the Ananda Village Source Capacity Planning Study. 5.0 AQUIFER PUMPING TESTS Ananda Village, contracted Stephen J. Baker, a California certified hydrogeologist (No. 181), to design, implement, analyze and report findings from aquifer pumping tests according to Section New and Existing Source Capacity of the Waterworks Standards as required by Nevada County Environmental Health. Five separate aquifer pumping tests were conducted between December 2007 and October On-site water wells, Dairy, St. Francis, Ballpark, Turtle, HydroSolutions of California, Inc. Page 19 of 36 RRSP: May 24, 2013

21 Badrinath, and Irrigation (a well near St Francis well that is sealed to twenty feet, completed to 60 feet and used for irrigation) were included in the testing program. Two of these water wells (Dairy and St. Francis) have been a part of the historic water supply for Ananda Village since the 1990s. The Irrigation and Turtle wells were used for selected tests as observation points to evaluate interference effects, where appropriate, and aquifer pumping tests. The wells at Ananda Village penetrate bedrock that is fractured. According to driller well completion reports, the aquifer consists of intermittently fractured granite. Each wellbore is open to the bedrock formation from approximately 55 feet below ground surface and ending at the total depth of the boring. Each well that serves as a drinking water well is also constructed with a sanitation seal from ground surface to approximately 55 feet in depth. Discussions of each well follow this section. In addition, well details may be found in Attachment A and Table 1. The discharge rates for the Dairy and St. Francis aquifer pumping tests were the same as the historical pumping rates for the wells. The Ballpark and Turtle wells had no documented pumping history therefore a limited pumping test (step drawdown test) was completed prior to the long-term test. The Badrinath well was pumped at the maximum rate possible with the submersible pump that would fit in the well bore hole. All wells utilized a submersible pump and available power. Discharged water was contained within a 2-inch diameter PVC pipe that extended approximately 200 feet away from the well. Ejection of water at a 200-foot distance from the pumped well was a precaution to minimize the possibility of recharging the aquifer with discharged groundwater during the test. The ejection point of pumped groundwater was located down-gradient of the pumped well. Well discharge rates were measured during each test by two methods. A water flow meter was placed on the end of the discharge pipe and a 5-gallon bucket, and stop watch were used to collect a water level measurement. Control over the discharge rate was accomplished by adjusting a valve at the well. The Badrinath well was tested with a variable speed submersible pump that could adjust the discharge rate electronically. Automated pressure transducer and manual water level measurements were maintained for the duration of all tests with exception of the Badrinath well. The measurement frequency of the pressure transducer was every fifteen (15) minutes during each aquifer pumping test. The electronic sampling interval during the pre and post test time periods was 45 minutes for the Dairy well, one hour for the St. Francis well, eight hours for the Ballpark well, one hour for the Irrigation well, and one hour for Turtle well. The Badrinath well was intermittently sampled using a water level measuring tape before the test. Water level measurements were limited to manual readings during the Badrinath well aquifer pumping test. The electronic sensor used with a data logger could not be placed into the well borehole due to limited space available in the well casing. Manual measurements were made during the test every four hours from the beginning of the second day of pumping to the end of the test. All manual measurements were made with an electric Solo water level measuring tape. HydroSolutions of California, Inc. Page 20 of 36 RRSP: May 24, 2013

22 Manual water level measurements were taken according to the following schedule: Every 15 minutes for the first four hours Every thirty minutes from the 4 th to 8 th hour; Every hour from the 8 th to the 24 th hour and Every four hours for the remainder of the test (10 days). Interference from specific pumping wells was evaluated for selected groundwater wells. The Turtle well was monitored during the Dairy well pumping test. The Irrigation well was monitored while simultaneously pumping the St. Francis and Ballpark wells. The purpose of these data was to evaluate if hydraulic connection was present between the pumped well and the observation well. Sustained yield of each well was selected after analyzing well-specific data; pumping history, when possible; and aquifer pumping test data and hydrographs (varying from 1-6 year duration). Village water demand was then compared with selected sustained yields and resultant water levels. California Waterworks Standards provides three ways by which a well s capacity, or sustained yield, can be assigned: 1) from pumping data existing prior to March 9, 2008 (Section 64554(e)); 2) site-specific data and testing prepared by an approved professional (Section 64554(g)(1)); and 3) 50% of the pumping rate at the end of at 10-day pump test (Section (g)(2)(d)). The Waterworks Standard well capacity rates (50% of 10-day test sustained yield) are considered by HSCI as minimum values. HSCI considers well history, specific well responses, temporal groundwater level data trends and nearness of pumped water levels to productive fracture depths as reflecting actual well capacity. All of the 10-day pump tests were performed according to the following criteria: The aquifer pumping tests (Dairy, St. Francis, Ballpark, Turtle and Badrinath wells) were performed during the months of September through December. Although some of these dates occur after the August, September and October time interval suggested in the waterworks standards, approval for starting all aquifer pumping tests were verbally agreed upon prior to initiating the tests (i.e. collaboration with Peggy Zariello, Nevada County Environmental Health). Testing in November and early December was deemed acceptable since the very small amount of rainfall that occurred before the test did not have any significant impact on well recharge (hydrograph data illustrates this). The later dates were chosen because the irrigation season had ended and water demand at Ananda Village had dropped significantly. Lower water demand was important since the St Francis and Dairy Wells were unable to supply the water system demand during the test and recovery period when these wells were being tested. The pumped well was not used for a period of time prior to the test. This allowed the static water level to stabilize in the pumped well prior to initiating the aquifer pumping test (i.e. greater than twelve hour duration). The initial volume of water in the well s casing or borehole was considered in defining the theoretical duration of time needed to ensure that only data not influenced by casing volume effects was used in the analysis. Estimated time required to remove casing volume influences followed the methodology described by Walton (1988). HydroSolutions of California, Inc. Page 21 of 36 RRSP: May 24, 2013

23 The water level during the last twelve hours of the 10-day test was stable and not significantly dropping; and The water level recovered to within two feet of the static water level measured at the beginning of the aquifer pumping test or 95% of the total drawdown measured during the test, whichever was more stringent, with exception to the Badrinath well. Attachment B contains a CD of digital data collected during each aquifer pumping test. Data has been placed in the Microsoft Excel file format. 5.1 Dairy Well History The original Dairy well was first drilled in the late 1970s. At that time, the well was sealed to 20 feet, and produced between 20 and 40 gpm of water from the 30 foot to 40 foot depth. The well was re-drilled in 1993 (currently active well) to comply with new state and county standards, requiring that public wells be sealed to 50 feet. The new Dairy well was drilled to the same depth as the original well however a well seal was constructed to 55 feet. Pumping of this new well revealed a significant loss in well capacity as compared to the first well. Consequently, the new well was deepened to 105 feet, and a new fracture zone was found at feet, with an estimated yield of 60 gpm. Attachment A contains a geologic log that illustrates the construction and lithology encountered during construction of the new Dairy well. The new Dairy well has been the primary source of the Village s potable water since the time it was drilled in Table 5 shows pumping from the Dairy Well for 2002 to During these years, July-September pumping from the well averaged 45,172 gpd (31 gpm), and average maximum day pumping was 56,600 gpd (39 gpm). The highest maximum day for the well was 62,000 gpd (43 gpm). During the 10 years with data shown in the table, average summer pumping was between 40,864 gpd (28 gpm) and 51,145 gpd (36 gpm). Water quality and yield have remained consistent throughout the Dairy well s nineteen year operational history. HydroSolutions of California, Inc. Page 22 of 36 RRSP: May 24, 2013

24 Table 5. Dairy Well: Summer & Annual Pumping Maximum Day July-September Total Annual Pumping* Average Average GPD GPD Gallons GPD Gallons ,000 46,317 2,918,000 33,273 12,178, ,000 45,129 2,798,000 34,210 12,521, ,000 48,145 2,985,000 30,000 10,980, ,000 44,111 2,779,000 26,661 9,758, ,000 40,864 2,411,000 30,306 11,092, ,000 44,238 2,787,000 24,962 9,136, ,000 51,145 3,171,000 34,929 12,784, ** not avail not avail not avail not avail not avail ,000 46,274 2,869,000 28,492 10,428, ,000 42,508 2,508,000 27,530 10,076, ,000 42,984 2,708,000 27,402 10,029,000 Avg of all yrs with data 56,600 45,172 2,793,400 29,777 10,898,200 *Total annual pumping is from mid-november to mid-november of each year. **No data for Dairy well for 2 weeks during summer 2009 due to meter failure. Source: Ananda Village daily pumping logs and bi-monthly water meter data Aquifer Pumping Tests To augment the historic operational data for the Dairy well and to expand our understanding of the well s potential sustained yield, HSCI and Ananda conducted a 10-day aquifer pumping test from November 10-20, The test was performed during a second consecutive drought year and following the second greatest summertime and annual pumping from the well during the recorded history for the well. Thus, the aquifer pumping test can be considered to provide a conservative estimate of the sustained yield for this well during a below normal year. Preparation for the aquifer pump test included setting the pump intake at 92 feet below land surface, running a discharge pipe for the pumped water 200 feet away and down-gradient from the well and installing a water meter manufactured by Neptune (1½ inch diameter) outside of the well house. The discharge pipe extended to a ditch located on the lower side of the Dairy pond (see Figure 2). Both pond and ditch are located topographically lower than the pumped well (the pond is approximately 140 feet away). No noticeable water level declines were observed in the Dairy pond during the course of the aquifer pumping test. No active pumping wells were located within 1,000 feet of the Dairy well. Figure 2 illustrates the location of surface water bodies, and other production wells within the community. The Dairy well is identified as A4. Well interference between the Turtle well (A5 in Figure 2) and the Dairy well (a distance of 1,000 feet between wells) was evaluated during the aquifer pumping test. Static water level measurements in Turtle well were made prior to initiating pumping at the Dairy well and consistently during the next ten days of the aquifer pumping test. No connectivity was observed HydroSolutions of California, Inc. Page 23 of 36 RRSP: May 24, 2013

25 between these two wells during the aquifer pumping test. This evaluation is useful when considering the Turtle well as a future source of groundwater. A calculation regarding the amount of time necessary to render casing storage impacts to water level data collected during the aquifer pumping test data was estimated. Based on the transmissivity estimated from drawdown recovery data and the formula documented by William Walton (Walton, 1988), influences to water level data was estimated to be insignificant after 104 minutes of pumping Attachment B contains a CD with data collected during the 10-day pump test. The sustained flow rate at the end of ten days of pumping was 60 gpm with a final observed drawdown of 40.5 feet (i.e feet below ground surface). Recovery to pre-pumping water level conditions occurred within 3.6 days (within 5% of original SWL). Static water level (SWL) at the beginning of the test was feet below TOC (top of casing). Figure 5 illustrates water levels through the time period of the aquifer test. Transmissivity (T) was calculated from the residual drawdown plot of recovery data (Figure 6). Based on this data and using the Cooper Jacob methodology, transmissivity is estimated to be 707 gpd/f (gallons per day per foot). This aquifer pumping test was performed during the second consecutive year of drought. Although groundwater levels were relatively low, the Dairy well continued to provide a 60 gpm sustained yield Hydrograph Groundwater levels in the Dairy well have been measured since February 2006 (approximately six years) using a Global Water WL-16 data logger. SWL trends suggest a seasonal cycle with shallow water level depths at feet and maximum water levels ranging from feet. Seasonal maximum water level depths vary by 15 feet. The shallowest water levels occur in February-March followed by the deepest water levels in August-September. Although the rise in groundwater levels start near the same time as the new wet season, upward trends are not likely to be caused by same year precipitation events. Rising water level trends tend to occur too early in the wet season relative to the amount of new year precipitation that has been received. The onset and degree of seasonal water level recovery is likely a response to the reduction in pumping when the irrigation season ends and to recharge from precipitation that occurred in previous seasonal cycles. Figure 4 illustrates the Dairy well s response to the combined effects from precipitation and yearly pumping. The seasonally fluctuating apparent water levels continue to remain above the shallowest productive fractures penetrated by the well bore. A decreasing water level trend of SWL and pumped water levels was observed from February 2006 through October The pumped water level dropped within ten feet of the most shallow productive fracture (as recognized by the Driller completion report). The trend reversed in the new water year of 2009, and water levels have continued to rise more rapidly since HydroSolutions of California, Inc. Page 24 of 36 RRSP: May 24, 2013

26 5.1.4 Conclusion The sustained pumping rate for the Dairy well at the end of the 10-day test was 60 gpm with a 40.5 foot depth to groundwater (73.93 feet). The 60 gpm pumping rate dropped the water level to a depth immediately above the shallowest productive fracture identified by the driller (75 feet). Results were generated from aquifer pumping test data that was generated during the second year of drought ( ). The Dairy well normally is pumped several times during the course of a day. During the 10-year period of record for the Dairy well, July-September pumping averaged 45,172 gpd (31 gpm), and average maximum day pumping was nearly 57,000 gpd (40 gpm). In 2010 and 2011, maximum day pumping was 60,000 gpd (42 gpm) and 62,000 gpd (43 gpm). The lowest maximum day during the ten years shown in Table 5, the Dairy well produced 52,000 gallons (36 gpm). Water quality and yield have remained consistent throughout the Dairy well s nineteen year operational history. The blue graph illustrated in Figure 4 shows pumped groundwater levels in the Dairy well as seen throughout the year. HSCI recommends a sustained yield for the Dairy well of 40 gpm to meet summertime maximum demand. This pumping rate is consistent with the current operation of the well. 5.2 St. Francis Well History Like the Dairy well, the St Francis well originally was drilled to a relatively shallow depth and was sealed to approximately 20 feet. Its water source was from a depth of less than 50 feet. Its yield had been as high as 20 gpm. The St. Francis well was replaced with a new well on May 26, 1988, by Peters Drilling and Pump Service, Inc., of Grass Valley, California. A sanitary seal was constructed to a 50 foot depth and the well was drilled to a total depth of 120 feet below ground surface. Attachment A contains a geologic log that illustrates the construction and lithology encountered during the installation of the well. The St Francis well has supplied water to the community since The well is typically operated during the high-demand months of the year and pumped very little in the winter. Table 6 shows pumping from the St Francis well for 2002 to During this period, July- September pumping from the well averaged 11,636 gpd (8 gpm), and average maximum day pumping was 20,252 gpd (14 gpm). During the 11 years shown in the table, average summer pumping was between about 6,000 gpd (4 gpm) and 17,500 gpd (12 gpm), and maximum day pumping ranged from 7,000 gpd (5 gpm) to 28,300 gpd (20 gpm). Water quality and yield have remained consistent throughout the St Francis well s operational history. HydroSolutions of California, Inc. Page 25 of 36 RRSP: May 24, 2013

27 Table 6. St. Francis Well Summer & Annual Pumping Maximum Day Jul-Sep Total Annual Pumping* Average Average GPD GPD Gallons GPD Gallons ,300 15, ,000 5,057 1,851, ,970 5, ,000 3,169 1,160, ,000 6, ,000 3,508 1,284, ,700 7, ,000 2, , ,200 11, ,000 4,683 1,714, ,000 9, ,000 5,847 2,140, ,000 13, ,000 7,620 2,789, ,800 17,500 1,085,000 7,525 2,754, ,800 16, ,000 5,208 1,906, ,300 10, ,000 3,336 1,221, ,700 13, ,000 5,254 1,923,000 Avg for all yrs with data 20,252 11, ,545 4,901 1,793,636 *Total pumping is from mid-nov to mid-nov of each year. Source: Ananda Village daily pumping logs and bi-monthly water meter data Aquifer Pumping Tests To augment the historic operational data for the St Francis well and to expand our understanding of the well s potential sustained yield, HSCI and Ananda conducted a 10-day aquifer pumping test from December 4-14, The well s discharge rate during the test ranged between 18 gpm and 19.2 gpm. Preparation for the test included running a discharge pipe for the pumped water 191 feet away and down-gradient from the well. The discharge pipe extended to a ditch. The Ballpark well, located approximately 540 feet from the St. Francis well, was simultaneously pumped. The pump test report for these wells is attached. Figure 2 illustrates the location of surface waters and other wells in the Village. The St Francis Well is identified as A2. A calculation regarding the amount of time necessary to render casing storage impacts to aquifer pumping test data (i.e. water level) was estimated. Based on the transmissivity estimated from drawdown recovery data and the formula documented by William Walton (Walton, 1988), influences to casing storage were insignificant after 62 minutes of pumping. Flows during the ten days of pumping ranged between 18 gpm and 20 gpm with a final observed drawdown of feet (Figure 7). The sustained flow rate at the end of ten days of pumping was 18 gpm. Recovery to pre-pumping water level conditions occurred within four days (within 5% original SWL). SWL at the beginning of the test was 9.67 feet below TOC. HydroSolutions of California, Inc. Page 26 of 36 RRSP: May 24, 2013

28 Possible well interference between the Irrigation well and the St. Francis well was noted during the 10-day test. A maximum drawdown of 15.4 feet was observed in the Irrigation well during the St. Francis aquifer pumping test. These wells have produced water since 1988 (St Francis well) and 1990 (Irrigation well) without affecting the water quality or quantity in either of the wells. Potential hydraulic connection between the St. Francis and Ballpark wells was also monitored during the Ballpark well 8-hour aquifer step drawdown test. During this time period, no observable change in static water level was noted in the St. Francis or the Irrigation wells. The Ballpark well was pumped at 44 gpm, 48 gpm and 54 gpm for specific intervals. Attachment B contains a CD with data that illustrates groundwater aquifer response to pumping during the test. Transmissivity (T) was calculated from the residual drawdown plot of recovery data (Figure 8). Based on this data and using the Cooper Jacob methodology, transmissivity is estimated to be 990 gpd/f (gallons per day per foot) Hydrograph Groundwater levels in the St Francis well have been measured since February 2006 (approximately six years). Water level trends suggest a seasonal cycle with shallow water level depths at ground surface to 8.4 feet and maximum static water levels ranging from 8 feet to 33.4 feet. The depth of the first water producing fracture in this well is 60 feet, thus, even the deepest recorded static water levels are still 26 feet above this fracture. Seasonal lows vary by 25.4 feet. The shallowest static water levels occur in April-May followed by the deepest water levels in October. The onset and degree of seasonal water level recovery is likely a response to the reduction in pumping when the irrigation season ends and to recharge from precipitation that occurred in previous seasonal cycles. Figure 9 shows water levels for February 2006 through October A graph of the pumped water level (PWL) was not included in the hydrograph due to limitations encountered during installation of the data logger. An obstacle in the well at the 44 foot depth prevented a deeper placement of the sensor. PWL during normal pumping cycles usually drops below the 43 foot depth, therefore no data of maximum daily PWL was generated. A decreasing static water level trend was observed between 2006 and 2009 followed by an increasing (rising) trend in water level from winter of 2009 to present. This trend is similar to the trend in water levels observed in the Dairy well. Greater pumping rates during some of the years between 2006 and 2009 and seasonal recharge can result in observations illustrated in the St Francis hydrograph Conclusion The sustained pumping rate for the St Francis well at the end of the 10-day test was 18 gpm with a drawdown of 45.3 feet (depth to water was 55.3 feet from the top of casing). That depth to water was still slightly less than 5 feet above the first water producing fracture in the well. HydroSolutions of California, Inc. Page 27 of 36 RRSP: May 24, 2013

29 During the 11-year period of record for the St Francis well shown in Table 6, July-September pumping averaged 11,636 gpd (8 gpm), and average maximum day pumping was nearly 20,000 gpd (14 gpm). During the six years from , average summer pumping was between 9,300 gpd (7 gpm) and 17,500 gpd (12 gpm) and maximum day pumping ranged from 24,800 gpd (17 gpm) to 28,300 gpd (20 gpm). Water quality and yield have remained consistent throughout the St Francis well s operational history. HSCI recommends a sustained yield for the St Francis well of 14 gpm to meet summertime maximum demand. This pumping rate is consistent with the current operation of the well. 5.3 Ballpark Well History The Ballpark well was drilled and constructed October 16, 1995, by Peters Drilling and Pump Service, Inc. of Grass Valley, California. A sanitary seal was constructed to a 55-foot depth and the well was drilled to a total depth of 100 feet below ground surface. Attachment A contains a geologic log that illustrates the construction and lithology encountered during the installation of the well. Until recently, Ananda has not pumped the Ballpark well (except for brief periods to install a pump or to test water quality) because it is not connected to the control system that automatically turns the Dairy and St Francis wells on and off. In October 2012, the well was operated manually for 10 days when the pump in the Dairy well failed. Ananda plans to bring the Ballpark well into the control system in the near future so the well can be operated regularly. This will allow Ananda to develop an operational history for the well and will provide flexibility to distribute pumping among three wells rather than two Aquifer Pumping Tests An 8-hour step drawdown aquifer pumping test was completed December 3, 2007, to evaluate an appropriate discharge rate for the 10-day pumping test (Figure 10). Three discharge rates were used; 44 gpm (2.5 hours duration), 48 gpm (2.5 hours duration) and 54 gpm (3 hours duration). A discharge rate of 52 gpm was chosen for the long-term test. Water levels were measured in the Irrigation and St. Francis wells during the 8-hour aquifer pumping test. No change in water level was noted in the St. Francis or Irrigation wells during the Ballpark step drawdown test. The long-term, 10-day aquifer pumping test was initiated on December 4, The pump was turned off December 17, 2007, thirteen (13) days later. Preparation for the test included running a discharge pipe for the pumped water feet away and down-gradient from the well. The discharge pipe extended to a ditch. The discharge rate of the Ballpark well ranged during the aquifer test between 52 gpm and 56 gpm. The Ballpark well and the St Francis well aquifer pumping tests were done simultaneously. The Ballpark well is located approximately 540 feet from the St. Francis well. Figure 2 illustrates the location of surface waters and production wells. The Ballpark well is identified as A3 in the figure. Figure 11 illustrates water levels measured during the aquifer test. HydroSolutions of California, Inc. Page 28 of 36 RRSP: May 24, 2013

30 Transmissivity (T) was calculated from the residual drawdown plot of recovery data (Figure 12). Based on this data and using the Cooper Jacob methodology, transmissivity is estimated to be 654 gpd/f (gallons per day per foot). A calculation regarding the amount of time necessary to render casing storage impacts to aquifer pumping test data null was estimated. Based on the transmissivity estimated from drawdown recovery data and the formula documented by William Walton (Walton, 1988), influences to water level data were insignificant after 113 minutes of pumping. The sustained flow rate at the end of thirteen days of pumping was 52 gpm, with a final observed drawdown of 50 feet (Figure 11). Recovery to pre-pumping water level conditions occurred within 8 days (within 5% original SWL). SWL at the beginning of the test was 13.4 feet below TOC. Attachment B contains a CD with data that illustrates groundwater aquifer response to the 10- day pump test Hydrograph Groundwater levels in the Ballpark well have been measured since November 2008 (approximately four years). Water level trends suggest a seasonal cycle with shallow water level depths at 7 feet and maximum water levels ranging from 13.2 feet to 16 feet. The seasonal lows vary by 2.8 feet. The shallowest water levels occur in April-May followed by the deepest water levels in October-November. Although the rise in groundwater levels start near the same time as the new wet season, upward trends are not likely to be caused by same year precipitation. Increasing water level trends tend to occur too early in the season relative to the amount of precipitation that has been received. Because the Ballpark well has been used infrequently, Figure 13 shows the seasonal variations of the natural water level, not influenced by pumping Conclusion The sustained pumping rate at the end of the long-term pump test was 52 gpm with a 63 foot depth to groundwater. This aquifer pumping test was conducted during the drought of In establishing the sustained yield for the Ballpark well, HSCI considered the following factors: During the step drawdown test, three pumping rates were used, 44 gpm, 48 gpm and 54 gpm. The 44 gpm pumping rate and associated drawdown indicate a ten percent higher specific capacity (Q/s) than the sustained 13-day pumping rate of 52 gpm, which reflects a healthy aquifer condition at the well (assuming no well inefficiencies). The step drawdown test found that water level response is stable at pumping levels under 56 gpm, and depth-to-water was stable at the 52-gpm rate sustained during the 13-day test. The static (no pumping) water levels in the well do not vary greatly seasonally, or over the course of several years. Figure 13 shows only 2.8 feet of variation in the yearly water level lows when the well was not pumped. At a discharge rate of 44 gpm, water levels nearly stabilized at a little more than 40 feet depth, substantially above the first water producing fracture in the well. HydroSolutions of California, Inc. Page 29 of 36 RRSP: May 24, 2013

31 The Ballpark well is located in the vicinity of the Dairy and St Francis wells and shares similar characteristics and responses to pumping. For the reasons described above, HSCI recommends a sustained yield for the Ballpark well of 44 gpm to meet summertime maximum demand. HSCI encourages the use of the Ballpark well, both increasing discharge rate and lengthening the pumping period while monitoring water levels. 5.4 Badrinath Well History The Badrinath well was drilled and constructed February 9, 2009, by Diamond Well Drilling Company of Auburn, California. A sanitary seal was constructed to a 55-foot depth and the well was drilled to a total depth of 600 feet below ground surface. Water producing fractures within the well were estimated by Diamond Drilling to be at 180 feet and 470 feet. Attachment A contains a geologic log that illustrates the construction and lithology encountered during the installation of the well. (Note: The well drillers noted water at 180 feet, but it was an insubstantial amount. HSCI considers the first water producing fracture to be at 470 feet.) Aquifer Pumping Tests A long-term, 10-day aquifer pumping test was initiated on November 20, The pump was turned off November 30, Preparation for the test included running a discharge pipe for the pumped water 200 feet away and down-gradient from the well. The discharge pipe extended immediately down-gradient of the above-ground water storage tanks. The sustained discharge rate of the Badrinath well after ten days of pumping was 44.3 gpm. Figure 2 illustrates the location of surface waters and other wells in the Village. Badrinath well is identified as A1. A calculation regarding the amount of time necessary to render casing storage impacts to aquifer pumping test data (i.e water level) null was estimated. Based on the transmissivity estimated from specific capacity data collected during the aquifer pumping test and the formula documented by William Walton (Walton, 1988), influences of casing storage to water level become insignificant after 7 minutes of pumping. Attachment B contains a CD with data that illustrates groundwater aquifer response to the 10- day pump test. Figures 14 and 15 illustrate water level data generated during the pumping test. The sustainable pumping rate of the Badrinath well after ten days of pumping was 44.3 gpm. During the 10-day period, approximately 638,000 gallons of water were pumped from the well, and the water level declined by only 9.6 feet (from 377 feet to feet below top of casing). Depth to water at the end of the test was still 83 feet above the most shallow production fracture in the well (470 foot depth). At the end of 10 days, when pumping was discontinued, water levels immediately began to recover, but the recovery was very slow. In the first 10 days of recovery, depth to water rose by 3.7 feet; the water level recovered 7.7 feet after 50 days. Of Ananda s five groundwater wells, the Badrinath well s response to the sustained pumping during the 10-day pump test was unique. Table 7 compares the four wells and their responses to test pumping. As the table indicates, the Badrinath well performs differently from the other wells and, consequently, should be managed differently. Although this well can make an HydroSolutions of California, Inc. Page 30 of 36 RRSP: May 24, 2013

32 important contribution toward meeting the Village s annual water demand, HSCI recommends it be managed in a way that acknowledges this well s unique characteristics. The greatest benefit of differences in well behaviors is their differences in vulnerability. Well Name Well Elevation Table 7. Comparison of Ananda Village s Potable Wells Well Depth (feet) First Water Producing Fracture (feet) Discharge Rate at End of Test (gpm) Beginning Depth to Water (feet) Drawdown after 10 Days of Pumping (feet) Water Level Recovery (feet per day) Dairy St Francis Ballpark Turtle Badrinath The minimal drawdown in the Badrinath well during the 10-day test and the slow rate of water level recovery when pumping was discontinued, along with the depth of the known saturated fracture zones in the well, indicate that this well likely is connected to a large fracture or remnant mining artifact that, like a large swimming pool, has significant storage capacity but fills slowly Hydrograph Groundwater levels in the Badrinath well have been measured since June 2011 (approximately a year and a half). Figure 16 illustrates water levels present in the Badrinath well. The character of the hydrograph and the SWL trends are significantly different than other water wells utilized by the Village. No seasonal cycle is noted in the hydrograph. Water level trend appears as a subtle decline during the monitoring period (i.e feet since June 2011, approximately). Active pumping or no pumping have minimal effect on lowering the water level to the most shallow productive fracture (470 feet). The water level depth after ten days of continuous pumping was 387 feet (83 feet above the first fracture) Conclusion Components of conservative management methods will be used on the Badrinath well to strategically extract groundwater at intervals that will allow seasonal water level recovery. This will be accomplished through low pumping rates and allowance for groundwater recharge. HSCI proposes a sustained yield for Badrinath well of 11 gpm. The well will be pumped only during the peak demand period of June 1 to October 15 (137 days) each year. This rate of pumping is 25% of the rate achieved during the 10-day test. The volume of water that would be pumped during the 137-day period is equivalent to pumping approximately 4 gpm over the entire year. Operating the well for only 4½ months during the dry season will allow ample time for the large fracture zone to recharge during the rainy winter season. HydroSolutions of California, Inc. Page 31 of 36 RRSP: May 24, 2013

33 The graphic representation of drawdown versus time shown in Figure 14 suggests a linear relationship in water level decline, much like a swimming pool being emptied. Because of this relationship, it is expected that a change in discharge rate would create a proportional change in drawdown that is linear. During the test of Badrinath well, approximately 638,000 gallons of water were pumped over ten days (44.3 gpm), and drawdown was 9.6 feet. Assuming a continued linear relationship between pumping volume and drawdown at the reduced pumping rate of 11 gpm, laminar flow and no changing boundary conditions, drawdown from pumping 11 gpm for 137 days (a total of 2,200,000 gallons) can be calculated as follows: Drawdown = 2,200,000(9.6) = 33 feet 638,000 The depth to water observed to date in Badrinath well has ranged between 365 and 387 feet, or 83 feet above the first saturated fracture (470 feet). This is 50 feet more than is projected to occur under the suggested pumping scheme and, thus, supports the conclusion that the proposed yield for this well is conservative and sustainable. HSCI recommends that additional water level and pumping data be gathered from Badrinath well over time to improve our understanding of the well s potential yield, and possibly to increase the designated sustained yield and explore new seasonal pumping schemes. 5.5 Turtle Well History The Turtle well was drilled and constructed October 18-19, 1994 by Peters Drilling and Pump Service, Inc. of Grass Valley, California. A sanitary seal was constructed to a 55 foot depth and the well was drilled to a total depth of 300 feet below ground surface. Attachment A contains a geologic log that illustrates the construction and lithology encountered during the installation of the well Aquifer Pumping Tests An 8-hour step drawdown aquifer pumping test was completed September 29, 2012 to evaluate an appropriate discharge rate for the 10-day pumping test (Figure 17). Three discharge rates were used; gpm (2 hours), 5-7 gpm (2 hours) and gpm (4 hours). A discharge rate of 10 gpm was chosen for the long-term test. A long-term, 10-day aquifer pumping test was initiated on October 2, The pump was turned off October 12, Preparation for the test included running a discharge pipe for the pumped water 187 feet away and down-gradient from the well. The discharge pipe extended into a garden area which drained into a ditch. The discharge rate of the Turtle well ranged during the aquifer test between 9.3 gpm and 10 gpm. Figure 18 illustrates the drawdown observed during the 10-day aquifer test. Transmissivity (T) was calculated from the residual drawdown plot of recovery data (Figure 19). Based on this data and using the Cooper Jacob methodology, transmissivity is estimated to be 671 gpd/f (gallons per day per foot). A calculation regarding the amount of time necessary to render casing storage impacts to aquifer pumping test data null was estimated. Based on the transmissivity estimated from HydroSolutions of California, Inc. Page 32 of 36 RRSP: May 24, 2013

34 drawdown recovery data and the formula documented by William Walton (Walton, 1988), influences to water level data were insignificant after 92 minutes of pumping. The sustained flow rate throughout the ten days of pumping was 9.4 gpm with a final observed drawdown of 99.6 feet. Recovery to pre-pumping water level conditions occurred within 133 minutes (95% recovery). SWL at the beginning of the test was 5.85 feet below TOC. Attachment B contains a CD with data that illustrates groundwater aquifer response to the 10- day pump test Conclusion The Turtle well maintains a shallow static water level (six feet below ground surface observed during the Dairy well test in 2008 and 2012) and requires a 133-minute recovery time to return to 95% of the static water level. This combination of conditions and the ability to pump 9.4 gpm while keeping the water level at the 105 foot depth (total depth of the well is 300 feet) creates a well capacity that can be close to the 10-day test pumping rate. In order to provide a more conservatively low discharge rate, HSCI suggests 7 gpm instead of 9.4 gpm. 6.0 GROUNDWATER AGE DATING Age dating of groundwater has been considered in this well capacity study as another information type that provides Ananda Village with an understanding of the vulnerability of specific wells in the Village well field. Specifically, water from the Badrinath and the Dairy wells were chosen to evaluate the age of groundwater. This information is to be used along with other water quality, SWL hydrographs, geologic and topographic data to develop a strategy for operating the well field. Age of groundwater suggests sensitivity to drought and recharge characteristics of the groundwater aquifer. Establishing triggers for conservation and other drought tolerance measures will be created from this data. Two methods were completed for age dating groundwater; sulfur hexafluoride (SF 6 ) and Chlorofluorocarbons (CFCs). These methods were chosen due to their respective age dating range and level of robustness under different water quality and aquifer conditions. SF 6 is a trace atmospheric gas that is primarily of anthropogenic origin but also occurs naturally in volcanic and igneous fluid inclusions. Atmospheric concentrations of SF 6 are expected to continue increasing into the future. This tracer is apparently stable in reducing groundwater environments. The origin of SF 6 began in the 1960s as a chemical used for producing high voltage electrical switches. Analysis of SF 6 is accomplished by GC-ECD techniques to a precision of 1-3%. This makes dating possible from about 1970 to present. CFCs are a chemical that was created in the early 1930s for use as a safe alternative to ammonia and sulphur dioxide in refrigeration. The first manufacturing of CFC-12 occurred in 1931 followed by CFC-11 in Other CFC compounds have been produced including CFC-113. A purge and trap, gas chromatographic technique with electron-capture detector produces a detectable limit of about 0.3 picograms per kilogram. This tracer is an excellent dating tool of younger water that has arrived at the water table within the last fifty years. HydroSolutions of California, Inc. Page 33 of 36 RRSP: May 24, 2013

35 Water samples were collected on July 25, 2012 from the Badrinath and Dairy wells. Ananda personnel worked closely with the Dissolved Gas Laboratory in Reston, Virginia during sample collection. Water sampling and sample storage procedures followed the U.S. Geological Survey protocol. Samples were delivered to the laboratory within the prescribed time. Water from each well was also analyzed for nitrogen, argon, dissolved oxygen, carbon dioxide and methane. These chemical parameters are used to evaluate for conditions that would contaminate or degrade the specific tracer to the point of altering the age date interpreted by the methodology. The Badrinath well water quality was consistent with conditions that allow using the CFC data to estimate age of the water. Based on the CFC-12 and CFC-113 data, the Badrinath well water arrived at the aquifer 41.6 years to 45.6 years ago ( ). The shallow-most known water producing fracture is reported to be 470 feet below ground surface. The Dairy well water quality was not suitable to use the CFC tracer. Aerobic conditions and the presence of carbon dioxide disqualified this tracer method. Based on the SF 6 methodology, groundwater in the Dairy well arrived at the groundwater aquifer approximately 14.1 years ago (1998). Age differences of groundwater can be explained by other observations that indicate anomalies in behavior and physical presence. The Badrinath and Dairy well water may be significantly different ages because the fracture system, source water and discharge locations result in water traveling along different groundwater flow paths, with different times of travel and through different water chemistry. These differences are suggested by the different water chemistry and behavior of water level changes noted during the aquifer pump test and long-term groundwater monitoring (hydrographs). The differences noted between these water wells suggest that each well is likely to be vulnerable to drought in a different manner. The 27-year difference in groundwater age suggests the Badrinath well would be impacted more slowly by a drought as compared to the Dairy well. The geology and depths of the St Francis, Ballpark and Turtle wells are similar to the Dairy well. Age of groundwater in these wells also may be similar to the Dairy well. It would also be expected that vulnerability to drought in these wells may be similar to the Dairy well. Recognizing this, HSCI considers the Badrinath well an important well for satisfying periods of peak demand 7.0 CONCLUSIONS 7.1 Sustainable Well Capacity and Ability to Meet Maximum Day Demand The combined capacity of Ananda s five potable wells, as reported above, is: HydroSolutions of California, Inc. Page 34 of 36 RRSP: May 24, 2013

36 Table 8. Well Capacities Well Name Sustained Yield (gpm) Dairy 40 St Francis 14 Ballpark 44 Turtle 7 Badrinath* 11 Total 116 *The sustained yield for Badrinath well is for the 137-day period from June 1 to October 15 of each year (see Section 5.3.4, above). The Badrinath well will supplement the yield from the other four potable wells during the summer, between June 1 st and October 15 th of each year. Ananda estimates that average summer (July 15-September 15) demand at project build-out would be 90 gpm, with a Maximum Day Demand of 113 gpm. This projected average summer demand is within the sustainable yield of the Village s existing potable wells. The level of confidence in the conclusion that Ananda s five wells can meet projected demand is enhanced by the historical data available on water demand at Ananda Village. Three different time frames are of concern in this analysis: the maximum daily demand, the average demand during the peak summer irrigation season, and the annual demand. The Waterworks standards focus on the MDD, and HSCI s sustained capacities for the five wells are higher than MDD. Demand data for Ananda Village shows that MDD is 25% higher than the average peak summer period demand. Even during the height of the summer irrigation season, the total volume of water needed would be 90 gpm (23 gpm below the MDD). This means the wells would never be pumped at full sustained yield for more than a day or two at a time during the peak summer season. Water demand at Ananda Village now, and quite likely in the future, fluctuates substantially over a year. The summer irrigation season is characterized by water demand that is three times higher than winter demand. Average annual demand at full build out is projected to be approximately 54 gpm or 47% of the sustained yields established in this analysis. This gives the wells and aquifers ample time to recover and recharge and illustrates the conservatism in the assertion that the five wells will be sufficient to meet projected water demand at build-out. Furthermore, Ananda has identified existing and future irrigation demands that could be transferred from the potable supply to existing wells that are not drinking water source wells. The possibility of demand reduction provides even greater confidence that the existing wells will HydroSolutions of California, Inc. Page 35 of 36 RRSP: May 24, 2013

37 be adequate. See Section 6, Ananda Village Source Capacity Planning Study, for more discussion of the adequacy of supply to meet future Village water demand. 8.0 REFERENCES B.B.S. Singhal and R.P. Gupta, 1999, Applied Hydrogeology of Fractured Rocks, Kluwer Academic Publishers. Driscoll, F.G., 1986, Groundwater and Wells, Second Edition, published by Johnson Division, St. Paul, Minnesota. R.A. Freeze and J.A. Cherry, 1979, "Groundwater", Prentice-Hall, Inc., pg. 37. Healy, Richard, 2010, Estimating Groundwater Recharge, Cambridge University Press. Kaheler and Hsieh, 1994, Hydraulic Properties of a Fractured-Rock Aquifer, Lee Valley, San Diego County, California, U.S.G.S. Water Supply Paper Luhdorff and Scalmanini Consulting Engineers, June 1996, Hydrologic Study of Ground-Water Impacts from Mine Dewatering at the San Juan Ridge Mine, prepared for Nevada County Planning Department. Saucedo, G.J. and Wagner, D.L., 1992, Geologic Map of the Chico Quadrangle, California Dept. of Conservation, Division of Mines and Geology, Map No. 7A, Scale 1:250,000. U.S. Geological Survey, 2007,, Estimates of Groundwater Recharge to the Yakima River Basin Aquifer System, Washington for Predevelopment of Current Land-Use and Land-Cover Conditions, Scientific Investigations report. Walton, W.C., 1988, Groundwater pumping tests, Lewis Publishers, Inc. HydroSolutions of California, Inc. Page 36 of 36 RRSP: May 24, 2013

38 Ananda Village Groundwater Wells Glass ll Potable Wells AL Badrinath A2 St Francis A3 Ballpark A4 Dairy A5 Turtle Pond Class I lrriqation Wells Bl Maidu Ridge Road Maidu Ridge Road 83 Entry West of Ananda Way School Circle 85 St Francis lrrigation Brotherhood Wav Middle Fork Yuba River! Legend enanaa P.D. Boundary Line 25' Contour Intervals p Existing Buildings opt Existing Roads Existing Residential Areas Potential Residential Areas Non Residential Area Proposed Non Residential Area Irrigation Wells Potable Wells Potable Water Tanks -B.f *.-\f* :{.z t " * '*\ ' FIGURE 2. SITE MAP rosof utions of Cof ifornio, lnc Wngs of Morning, P.o. Box 922 Nevodo City, Colifornio (s3o)+7a-1 260; fox (53O)47A ANANDA VILLAGE Tyler Foot Rood o

39

40 Precipitation, inches Figure 4. DAIRY WELL HYDROGRAPH WITH WTF METHOD ESTIMATE PUMPED WATER LEVEL Static Water Level PRECIPITATION H= 55. ft. Data Logger drifting Depth to Water, in feet February 12 April 12 June 12 August 12 February 06 April 06 June 06 August 06 October 06 December 06 February 07 April 07 June 07 August 07 October 07 December 07 February 08 April 08 June 08 August 08 October 08 December 08 February 09 April 09 June 09 August 09 October 09 December 09 February 10 April 10 June 10 August 10 October 10 December 10 February 11 April 11 June 11 August 11 October 11 December day Pump Test Annual Precipitation Totals Fracture Fracture

41 Figure 5. Dairy Well 10 Day Aquifer Pump Test Date of Test =Nov , 2008 Duration of Test = 10 days End of Test Drawdown = 40.5 feet Sustained Discharge = 60 gpm Recovery Time = 3.6 days 15 Drawdown, in feet Discharge rate adjusted Time, in minutes

42 0 Figure 6. Dairy Well Residual Drawdown 5 Q =60 gpm s' = 22.4 feet T = 264Q/ s' = 707 gpd/f Res sidual Drawdown, s', in feet s' 22.4 feet t/t'

43 Figure 7. St. Francis Well 10 Day Aquifer Pump Test Date of Test = Dec. 4, 2007 Dec. 16, 2007 Duration of Test = 12 days End of Test Drawdown = feet Sustained Discharge = 18 gpm Recovery Time = 4 days Static Water Level After Recovery = feet Drawdown, in feet Discharge Rate (Q) adjustment Time, in minutes

44 Figure 8. St. Francis Well Residual Drawdown Q = 18 gpm s' = 4.8 T=264Q/ s' = (264*18)/4.8= 990 gpd/f Resid dual Drawdown, s' in ft s' = 4.8 feet Ratio, t/t'

45 Precipitation, in inches Figure 9. ST. FRANCIS WELL HYDROGRAPH Total Depth: 120 feet STATIC WATER LEVEL PRECIPITATION 10 day Pump Test Annual Precipitation Totals Depth to Water, in feet October 18, 2012 February 18, 2006 April 18, 2006 June 18, 2006 August 18, 2006 October 18, 2006 December 18, 2006 February 18, 2007 April 18, 2007 June 18, 2007 August 18, 2007 October 18, 2007 December 18, 2007 February 18, 2008 April 18, 2008 June 18, 2008 August 18, 2008 October 18, 2008 December 18, 2008 February 18, 2009 April 18, 2009 June 18, 2009 August 18, 2009 October 18, 2009 December 18, 2009 February 18, 2010 April 18, 2010 June 18, 2010 August 18, 2010 October 18, 2010 December 18, 2010 February 18, 2011 April 18, 2011 June 18, 2011 August 18, 2011 October 18, 2011 December 18, 2011 February 18, 2012 April 18, 2012 June 18, 2012 August 18, 2012

46 Figure 10. Ballpark Well Step Drawdown Test Total Depth = 100 feet Pump Intake Depth = 86 foot depth Date of Test = Dec. 3, 2007 Duration of Test = 8.5 hours SWL = 10.8 feet 15 Dr rawdown, in fee et Q = 44 gpm 30 Q = 48 gpm Q = 54 gpm Time, in minutes

47 Figure 11. Ballpark Well 10 Day Aquifer Pumping Test Date of Test = Dec. 4, 2007 Dec. 14, 2007 Duration of Test = 13 days Static Water Level BeforeTest = 13.4 feet End of Test Drawdown = 50 feet Sustained Discharge = 52gpm Recovery Time = 10 days Static Water Level After Recovery = 12.9 feet Dr rawdown, in feet Time, in minutes

48 0 Figure 12. Ball Park Well Residual Drawdown 5 Q = 52 gpm s' = 21 feet T = 264Q/ s' = (264 *52)/21 = 654 gpd/f Resid dual drawdown, s' in feet s' = 21 feet Ratio, t/t'

49 Precipitation, inches Figure 13. BALL PARK WELL HYDROGRAPH PRECIPITATION STATIC WATER LEVEL Total Depth: 100 feet Influenced by brief pumping period Depth to Water, in feet November 08 January 09 March 09 May 09 July 09 September 09 November 09 January 10 March 10 May 10 July 10 September 10 November 10 January 11 March 11 May 11 July 11 September 11 November 11 January 12 March 12 May 12 July 12 September 12 November 12 d Annual Precipitation Totals Fracture 44.9 Fracture

50 Figure 14. Badrinath Well 10 day Aquifer Pump Test 0 5 Drawdown in Fee et Date of Test = Nov. 20, 2009 November 30, 2009 Total Depth = 600 feet Duration of Test = 10 day Maximum Drawdown = 9.6 feet Sustained Discharge = 44.3 gpm Recovery Time = >50 days Static WaterLevel After Recovery = 7.7 7feet The last half of this plot is expected to be a line not a curve. Well acts as if it was a container being emptied ,000 10, ,000 Time in Minutes

51 0 Figure 15. Badrinath Well Water Level Recovery 5 10 Wate r Level Recovery, in feet Date of Test = Nov. 20, 2009 November 30, 2009 Total Depth = 600 feet Duration of Test = 10 day Maximum Drawdown = 9.6 feet Sustained Discharge = 44.3 gpm Recovery Time = >50 days Water Level Recovery After 49 days = 7.6 feet (2 ft remaining) Time After Pumping Stopped in Minutes

52 Precipitation, in inches Figure 16. BADRINATH WELL HYDROGRAPH PRECIPITATION DTW Note: Water levels in the Badrinath well are likely to be minimally influenced by pumping. Total Depth: 600 feet 470 feet Depth to Water, in feet June 1, 2011 July 1, 2011 August 1, 2011 September 1, 2011 October 1, 2011 November 1, 2011 December 1, 2011 January 1, 2012 February 1, 2012 March 1, 2012 April 1, 2012 May 1, 2012 June 1, 2012 July 1, 2012 August 1, 2012 September 1, 2012 October 1, 2012 November 1, 2012 December 1, 2012 January 1, 2013

53 FIGURE 17. Turtle Well Step Drawdown Test Q= gpm Total Depth= 300 feet Pump Intake Depth= 140 feet Date of Test= Sept. 29, 2012 Duration of Test= 8 hours S.W.L.= 6.20 feet Q= 5 7 gpm Dr rawdown, in feet Q= gpm Q reduced to 10 gpm Time, in minutes

54 Figure 18. Turtle Well 10 Day Aquifer Pump Test 0 20 Date of Test= Oct. 2 12, 2012 Duration of Test= 10 days Maximum Drawdown (end of test)= feet Sustained Discharge= 9.4 gpm S.W.L. = 5.85 feet Recovery Time= 92 minutes (s=1.99 feet) 40 Dra awdown, in feet Q raised to 10 gpm 100 Q= gpm Time, in minutes

55 Figure 19. Turtle Well Residual Drawdown 0 s'=3.7 feet Q= 9.4 gpm s'= 3.7 feet T= 264Q/ s'= 671 gpd/f l Drawdown, s', in feet Residua t/t'

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