Document klickitatcounty_gov_doc_e79467eda7

e a r t h w a t e r + pect C O N S U L T I N G HYDROLOGIC INFORMATION REPORT SUPPORTING WATER AVAILABILITY ASSESSMENT High Prairie Study Area, WRIA 30 Prepared for: WRIA 30 Water Resource Planning & Advisory Committee Project No. 070024-013-01  June 28, 2011 Project funded through Ecology Grant No. G1000101 ---PAGE BREAK--- earth+w a t e r Aspect Consulting, LLC 401 2nd Avenue S. Suite 201 Seattle, WA 98104 [PHONE REDACTED] www.aspectconsulting.com ---PAGE BREAK--- ASPECT CONSULTING PROJECT NO. 070024-013-01  JUNE 28, 2011 i Contents 1 Project Objectives and Report Organization 1 1.1 Report Organization 2 2 Water Level Monitoring 3 2.1 Expansion of Well Monitoring Network 3 2.2 Well Survey 4 2.3 Water Level Measurements 5 2.3.1 Water Level Measurement Procedures 5 3 Conceptual Model of Hydrogeologic Conditions 7 3.1 Hydrostratigraphy 7 3.1.1 Groundwater Occurrence 8 3.1.2 Hydrostratigraphic Unit Descriptions 8 3.2 Geologic Structures 11 3.3 Groundwater Conditions 12 3.3.1 Unconsolidated Aquifer 12 3.3.2 Basalt Aquifers 13 3.4 Aquifer Hydraulic Parameters 16 3.5 Long-Term Water Level Trends 17 3.5.1 Precipitation Trends 18 3.6 Interaction of Groundwater and Surface Waters 19 3.6.1 Springs and Creeks 19 3.6.2 Swale Creek 20 3.6.3 Klickitat River 20 4 Water Balance 21 5 Conclusions and Recommendations 22 6 References 24 Limitations 25 List of Tables 2.1 Groundwater Level Monitoring Network 2.2 Monitoring Network Groundwater Level Data 3.1 Hydraulic Parameter Estimates for Basalt Aquifers ---PAGE BREAK--- ASPECT CONSULTING ii PROJECT NO. 070024-013-01  JUNE 28, 2011 List of Figures 1.1 Study Area 2.1 Groundwater Level Monitoring Network 3.1 Cross Section Location and Geologic Map 3.2 Cross Section A-A’ 3.3 Cross Section B-B’ 3.4 Cross Section C-C’ 3.5 Cross Section H-H’ 3.6 Groundwater Elevation Contour Map – Wanapum Basalt 3.7 Groundwater Elevation Contour Map – Grande Ronde Basalt 3.8 Groundwater Hydrographs 3.9 Long-term Precipitation Trends Appendices A Well Completion Summary Table for the High Prairie Study Area B Basin-Scale Water Balance for High Prairie ---PAGE BREAK--- ASPECT CONSULTING PROJECT NO. 070024-013-01  JUNE 28, 2011 1 1 Project Objectives and Report Organization Within Water Resource Inventory Area 30 (WRIA 30), aka the Klickitat River basin, there are several areas with potential for substantial future population growth, including portions of the Swale Creek, Little Klickitat, Lower Klickitat, and Columbia Tributaries subbasins. The WRIA 30 Watershed Management Plan [WPN and Aspect Consulting, LLC (Aspect) 2004] identified data gaps that needed to be addressed in order to help determine the quantities of water available for appropriation, including: • Refine estimates of actual water use; and • Delineate specific aquifer zones within the subbasins. The WRIA 30 Watershed Management Plan calls for conducting water availability studies and collecting data that will facilitate the processing of water rights. Washington State Department of Ecology (Ecology) provided funding (Grant No. G1000101) to complete water availability studies in priority areas of WRIA 30, including the Dallesport area (western Columbia Tributaries subbasin), the Fisher Hill/Appleton area (northwestern Lower Klickitat subbasin), and, the subject of this report, the High Prairie area (straddling western Swale Creek and eastern Lower Klickitat subbasins). Figure 1.1 provides a map of the various subbasins of WRIA 30 and the High Prairie study area, covering portions of the Lower Klickitat and Swale Creek drainages. For previous water availability studies of Little Klickitat and Swale Creek subbasins in WRIA 30 (Aspect, 2007), the WRIA 30 Water Resource Planning and Advisory Committee (WRIA 30 PAC) coordinated with John Kirk, hydrogeologist for Ecology Central Regional Office, regarding additional information required prior to Ecology’s processing of new water right applications in the Swale Creek Basin east of the Warwick Fault. Based on these discussions, the following information was determined to be needed for the High Prairie area: 1. Determine how much additional water could be appropriated without exceeding the average annual recharge to the aquifer, and document uncertainty in that estimate. 2. Assuming all the water available was appropriated, quantitatively determine the pumping impact (magnitude and timing/duration) on the Klickitat River and its tributaries Swale, Dillacort, and Wheeler Creeks), if any, and document uncertainty. 3. Obtain information about the aquifer hydraulic properties to allow assessment of interference\impairment to existing wells from the approval of new water rights. Item 1 is related to water available for appropriation of new water rights. Items 2 and 3 are related to potential for impairment associated with new appropriations. However, a quantitative assessment of pumping impacts is beyond the scope of this assessment; impairment can also depend on the quantity and location of new water rights being ---PAGE BREAK--- ASPECT CONSULTING 2 PROJECT NO. 070024-013-01  JUNE 28, 2011 applied for. It was therefore decided that the best value from this assessment can be obtained by refining the hydrogeologic conceptual site model including collection of field data within the study area. Therefore, the objectives of this assessment for the High Prairie study area include: 1. Creation of a hydrogeologic conceptual model, including the most definitive interpretation of the hydrostratigraphy and groundwater flow system to date; 2. Establishment of a groundwater level monitoring network; and 3. Creation of a study area-scale water balance, assisting in the determination of water availability for the study area. 1.1 Report Organization The following sections of this report include: • Water Level Monitoring • Conceptual Model of Hydrogeologic Conditions, which includes assessment of groundwater-surface water continuity • Water Balance • Conclusions and Recommendations ---PAGE BREAK--- ASPECT CONSULTING PROJECT NO. 070024-013-01  JUNE 28, 2011 3 2 Water Level Monitoring An important element of the study is establishment of a well network in which groundwater levels can be monitored. The water level data are used to evaluate groundwater flow directions within the aquifer system and, with continued long-term measurements, document aquifer response to short-term conditions (e.g. seasonal and pumping stresses) and longer-term trends that can provide empirical information regarding sustainable levels of groundwater withdrawal. The water level monitoring activities for the study area are described below. 2.1 Expansion of Well Monitoring Network A monitoring network of 14 wells located within the High Prairie area was previously established as part of the Swale Creek subbasin water availability study (Aspect, 2007). This initial monitoring network had biannual (pre-irrigation and post-irrigation) water level measurements dating back to June of 2007. For this study, the High Prairie monitoring network was expanded from 14 to 23 wells. The establishment of the expanded water level monitoring network was conducted in accordance with a Quality Assurance Project Plan (QAPP) prepared for the project (Aspect, 2010a). Members of the PAC and local community assisted in the effort by contacting local well owners to request permission to access their well and inform them of the study objective. The first step for establishing the expanded water level monitoring network involved compilation of addresses of prospective wells based on well locations from Ecology’s on- line well log database (http://apps.ecy.wa.gov/welllog/). Additional wells were added to the prospective water level monitoring network list based on personal contacts of local community members. The prospective water level monitoring network wells were prioritized in order to provide spatial coverage of the basin and provide a representative number of wells completed1 in the various basalt aquifers to allow for potential differentiation of water levels within respective hydrostratigraphic units. For wells completed in the interflow zones between the basalt units, water levels were considered to be representative of the underlying basalt aquifer. Within the High Prairie study area, The Dalles Formation, in addition to the overlying alluvium, landslide, and the continental sedimentary deposits are not considered to be significant aquifers due to the limited extent of these deposits and the limited number of wells completed within these respective units. Therefore, for the purposes of this assessment, these aquifers (collectively termed unconsolidated aquifer) were not included in the water level monitoring network. 1 A well being “completed” in a specific aquifer zone(s) indicates that it is open to, thus assumed to be withdrawing groundwater from, that zone. A well that is cased across an aquifer zone is not considered to be completed within that zone. ---PAGE BREAK--- ASPECT CONSULTING 4 PROJECT NO. 070024-013-01  JUNE 28, 2011 Once the list of prospective monitoring network wells was established, local well owners were contacted to request permission to access their wells as part of the field reconnaissance. Only wells for which owner permission was granted were visited as part of the field reconnaissance. If permission was not granted for a well in an area of needed spatial coverage, the well owner of a lower priority prospective water level monitoring network well was contacted in its place. If a well owner granted permission to access their well, but wanted to be present during the measurements, personnel from Aspect or the Klickitat County Natural Resources Department (Klickitat County) called and set up a time with the respective owner in which to do so. Personnel from Aspect and Klickitat County conducted a field reconnaissance during the week of June 28, 2010, with the objective of identifying accessible existing wells to include in the expanded monitoring network. During the field reconnaissance, each wellhead was examined in the field to determine whether an access port was available for the respective water level measurements. If suitable access existed, the depth to water in the well was measured. Because most of the wells had pumps installed, care was taken to avoid getting the electric water level indicator, if used, caught on pump wiring or other items in the well. Only wells for which water levels could be readily measured were retained as part of the water level monitoring network. The location of the wells retained for the water level monitoring network were documented with field notes, photographs, and surveyed locations so that subsequent water level measurements can be taken if owner permission continues to be received. Following completion of the field reconnaissance, the water level monitoring network for the High Prairie study area consisted of 23 wells. This includes 14 wells that were retained from the 2007 study, and 9 additional monitoring wells. However, well T03/R13-3R1 is no longer included in the monitoring network due to numerous obstructions within the well, and the owner of well T04/R14-31L1 asked to long longer be included in the monitoring network. Table 2.1provides a summary of the wells included in the water level monitoring network, and Figure 2.1 displays locations of the wells. 2.2 Well Survey Prior to the field reconnaissance, locations and groundwater levels for wells in the study area were based on Ecology’s online well log database. Wells in the well log database are located based on the center of the quarter-quarter section listed on the well log. Errors in identifying the appropriate quarter-quarter section on the well logs are relatively common. In addition, the well elevation is assumed to be the elevation at the center of the respective quarter-quarter section as indicated by the USGS’ Digital Elevation Model (DEM). In areas of relatively large vertical relief, this can cause significant errors in the well elevation and thus the calculated groundwater elevations. Therefore, to provide a more accurate and representative picture of groundwater elevations (and thus flow directions), it is necessary to obtain accurate (surveyed) well locations and elevations for wells included in the water level monitoring network. ---PAGE BREAK--- ASPECT CONSULTING PROJECT NO. 070024-013-01  JUNE 28, 2011 5 As part of the field reconnaissance, wells included in the water level monitoring network were surveyed by a Klickitat County Public Works surveyor using a high-resolution Global Positioning System (GPS), with a base station at a known control point to allow for real-time differential correction. Because of the distances over which the wells were spread, the surveyor established additional control points throughout the study area. The location (Washington State Plane South Coordinates, NAD 83 datum) and elevation (NAVD 88 datum) of the water level measuring point for each well was surveyed to a reported precision of plus or minus 1.0 and 0.1 foot, respectively. Table 2.1 presents the survey data for wells within the monitoring network. 2.3 Water Level Measurements Three rounds of water level measurements were collected from the expanded monitoring network wells during this study: May/June 2010 and April 2011, generally representing pre- or early-irrigation conditions; and November/December 2010, representing post- irrigation conditions. The water level measurements are provided in Table 2.2. In order to provide an accurate “snapshot” of pre-irrigation and post-irrigation groundwater levels, an attempt will be made during subsequent monitoring events to collect the water level measurements for the High Prairie area within a 1-week period of time, if possible. 2.3.1 Water Level Measurement Procedures Depth-to-water measurements were conducted using either an electric water level indicator (tape) or a sonic water level indicator (sounder)2, depending on well access. The former provides greater precision, but has the significant disadvantage of potentially becoming permanently caught on wiring or other appurtenances within the well casing. The latter has less precision but is much faster to use and, more importantly, does not have the risk of becoming caught in the well. During the initial round of water level measurements (April 2010), field personnel used both the electric tape and the well sounder for all wells which had suitable access in order to establish instrument accuracy and suitability for each well. A quality control (QC) evaluation of the sonic sounder performance, using actual data from WRIA 30 monitoring efforts, is provided in the QAPP (Aspect, 2010a). All depth-to-water measurements were made relative to the top of well casing or other defined measuring point at the wellhead. The selected measuring point for each well was marked in magic marker, if possible, and was documented in the field form so that it can be reproduced in subsequent measurement rounds. A table of static water level measurements from the respective wells logs was carried in the field. Measurements that varied greatly from previous measurements in a given well (accounting for differences between pre- and post-irrigation) were repeated for confirmation. 2 Global Water WL600 or equivalent instrument. ---PAGE BREAK--- ASPECT CONSULTING 6 PROJECT NO. 070024-013-01  JUNE 28, 2011 Electric Water Level Indicator When the electric water level indicator was used, each depth-to-water measurement was made to a precision of 0.01 foot. The water level indicator was lowered to contact the water in the well casing (contact determined by a light or beep on the indicator) and the reading noted. The indicator was then immediately withdrawn out of the water and the measurement repeated. If the two readings were consistent, the reading was recorded on a field form along with the measurement date and time. If the two readings were not consistent, measurements were repeated until a reproducible result was obtained. If repeated water level measurements indicated the presence of rising/falling water levels due to pumping influences, it was noted as such on the respective field form. Other pertinent information regarding the well or the depth-to-water measurement were also recorded in the field notes. If an electric water level indicator was used for the depth-to-water measurement, the lower couple of feet of tape was rinsed and wiped with a clean paper towel. Any rust or other visible material on the water level indicator after a measurement was also wiped off using a clean paper towel prior to the next measurement. Sonic Water Level Indicator When the sonic water level indicator was used, each depth-to-water measurement was made to a precision of 0.1 ft. The sonic water level indicator was programmed with the regional temperature setting suggested by the manufacturer. The sonic water level indicator was placed flush with the top of the casing, and the depth-to-water was displayed on a LCD screen. The measurement was repeated until a reproducible result was obtained. If the two readings were consistent, the reading was recorded in the field notes along with measurement date and time. If the two sonic water level readings were not consistent, or the water level appeared to be incorrect based on well construction or regional hydrologic information, then the depth-to-water was measured solely with an electric water level indicator. ---PAGE BREAK--- ASPECT CONSULTING PROJECT NO. 070024-013-01  JUNE 28, 2011 7 3 Conceptual Model of Hydrogeologic Conditions 3.1 Hydrostratigraphy A generalized geologic history of the WRIA 30 subbasins, including Swale Creek and Lower Klickitat subbasins within which the High Prairie study area occurs, is provided in the WRIA 30 Level 1 watershed assessment (WPN and Aspect, 2004). Based on that information and subsequent evaluation, hydrostratigraphic units within this study area include (from youngest to oldest): • Alluvium (Qa); • Landslide deposits (Qls); • Continental sedimentary deposits (QMc); • The Dalles Formation • Ellensburg Formation • Wanapum basalt (Priest Rapids (Mv[wpr]), Roza (Mv[wr]), and Frenchman Springs (Mv[wfs]) members); and • Grande Ronde basalt Both the Wanapum and the Grande Ronde basalts are formations of the Columbia River Basalt Group (CRBG), which consisted of widespread extrusion of numerous basalt flows originating from vents located in the Pasco area (Bauer and Hansen, 2000). Sedimentary interbeds deposited between the individual basalt flows are collectively referred to as the Ellensburg Formation The surface geology and geologic structures from Washington Department of Natural Resources (WDNR) 1:100,000 scale digital mapping are shown on Figure 3.1. Detailed hydrogeologic cross sections (Figures 3.2 to 3.4) were developed to better define the depth and distribution of the local hydrostratigraphic units, the presence of geologic structures (faults and folds), and the occurrence of water-bearing zones within the study area. In addition, cross section H-H’ (Figure 3.5) from the 2007 Swale Creek subbasin water availability study (Aspect, 2007) was revised based on new information provided by the additional study area cross sections. The cross sections were developed using well logs from Ecology’s well log database, WDNR geologic mapping, and available information from other studies. The cross sections integrate the following data from each well log: location of well to the nearest quarter-quarter section; well depth; cased interval; static water level; depth and thickness of geologic units encountered; water-bearing zones, if reported; and the surface elevation from the USGS DEM. Appendix A provides a summary of the well completion details from the well logs in the study area. ---PAGE BREAK--- ASPECT CONSULTING 8 PROJECT NO. 070024-013-01  JUNE 28, 2011 3.1.1 Groundwater Occurrence Groundwater in the study area generally occurs within the bedrock units of the Columbia River Basalt Group (CRBG). Although there are pockets of unconsolidated deposits found at the surface in the study area (Figure 3.1), these units are not expected to be a significant source of groundwater due to their limited continuity and thickness. Groundwater in the CRBG occurs primarily within the tops of the individual flows (flow tops) that became vesicular (porous) as gas bubbles escaped the flows during cooling, and/or within the fractured flow bottoms (sometimes referred to as pillows). Flow tops and bottoms – collectively referred to as interflow zones – are usually porous and permeable, and therefore transmit water more readily than the intervening massive portions of the basalt flow interior, which generally constitute flow barriers, except where fractured. A permeable flow top is normally present for each flow, while permeable flow bottoms range from relatively thick units to completely absent. In addition, terrestrial sediments can be deposited between the underlying flow top and overlying flow bottom during time periods between basalt flows. These sediments are collectively considered part of the Ellensburg formation (Mc[e]) and can be either relatively permeable or impermeable; depending on composition, thickness, and lateral extent (Brown, 1979). Based on the cross sections (Figures 3.2 to 3.5) and the individual well logs, the water-bearing interflow zones in the study area have thicknesses ranging between 10 and 80 feet. However, both the lateral continuity and thickness of the water- bearing interflow zones are highly variable. This leads to variability in depths and productivity of water wells throughout the study area. 3.1.2 Hydrostratigraphic Unit Descriptions The younger hydrostratigraphic units overlying the CRBG in the study area include (Figure 3.1): alluvium (Qa), landslide deposits (Qls), continental sedimentary deposits (QMc), and the Dalles Formation As previously discussed, these units – collectively termed the unconsolidated aquifer for this assessment – are not expected to be a significant source of groundwater on the scale of the study area. The following sections provide a brief description of the hydrostratigraphic units found within the study area. Alluvium Within the study area, the alluvium can be highly variable in composition (ranging from clay to gravel), resulting from stream-channel, side stream, overbank, fan, and lacustrine deposits (Korosec, 1987). The only notable occurrence of alluvium within the study area is along the Klickitat River, forming the western boundary of the study area (Figure 3.1). Groundwater occurrence within the alluvium is generally limited to the coarse-grained (sand and gravel) deposits, and no wells are known to be completed3 in this unit. 3 A well being “completed” in a specific aquifer zone(s) indicates that it is open to, thus assumed to be withdrawing groundwater from, that zone. A well that is cased across an aquifer zone is not considered to be completed within that zone. ---PAGE BREAK--- ASPECT CONSULTING PROJECT NO. 070024-013-01  JUNE 28, 2011 9 Landslide Deposits The landslide deposits consist of a poorly sorted mixture of fine-grained sediments interspersed with gravels and boulders (Korosec, 1987). These deposits are typically found along the sides of the Klickitat River and Swale Creek canyons, forming the western and eastern boundaries of the study area, respectively (Figure 3.1). There is also an area of landslide deposits mapped in the south-central region of the study area, to the southeast of an unnamed southwest-northeast trending thrust fault, termed for this assessment as the “Columbia Hills thrust fault” (Figure 3.1). Due to the localized occurrence and heterogeneous consistency of these deposits, they are not expected to be a significant source of groundwater, and no wells are known to be completed in this unit. Continental Sedimentary Deposits The continental sedimentary deposits consist of poorly consolidated gravel and lesser amounts of sand, silt, and clay representing poorly sorted channel deposits (Korosec, 1987). These deposits are mapped in an isolated area in the southeastern region of the study area (Figures 3.1 and 3.3). The coarse-grained deposits appear to be water-bearing, but the unit is not considered a significant aquifer due to the relatively limited extent of the deposits. A single well (T03/R13-24N1; Appendix A) indicates that the continental sedimentary deposits can be as much as 290 feet thick within the study area. The static water level of this well was 173 feet below ground surface (bgs) and the yield was approximately 45 gallons per minute (gpm). However, this well was completed across both the continental sedimentary deposits and the underlying CRBG, and the specific water-bearing unit is not certain based on the log. Dalles Formation The Dalles Formation can be found to the northwest of the unnamed southwest-northeast trending thrust fault located in the southwestern region of the study area (Figures 3.1 and 3.3). This unit consists of thickly bedded, gray, volcaniclastic and sedimentary deposits (Korosec, 1987), which can as much as 190 feet thick in the study area. Several wells are completed solely in the Dalles Formation, including: T03/R13-28E1, T03/R13-28P7, and T03/R13-29K1 (Appendix Based on the well logs, these wells have static water levels ranging between 50 and 120 feet bgs and yields ranging from 20 and 120 gpm. In addition, there are numerous wells completed across both the Dalles Formation and the underlying CRBG. Columbia River Basalt Group (CRBG) The CRBG units are regionally continuous and, in the study area, have a collective thickness of several thousand feet. The Wanapum basalt is consistently present beneath the study area, except where removed by erosion within incised drainages (Klickitat River, Dillacort Canyon, Wheeler Canyon, and Swale Creek), and to the south of the Columbia Hills thrust fault, where it was uplifted and eroded (Figure 3.1). Where present, the Wanapum basalt is relatively thick, with thicknesses ranging between 500 and 900 feet based on the cross sections (Figures 3.2 to 3.5). The Wanapum basalt consists of three separate members (from youngest to oldest [shallowest to deepest]): the Priest Rapids (Mv[wpr]), Roza (Mv[wr]), and Frenchman Springs (Mv[wfs]) described briefly below. ---PAGE BREAK--- ASPECT CONSULTING 10 PROJECT NO. 070024-013-01  JUNE 28, 2011 • The Priest Rapids member is generally exposed at the surface across the majority of the study area. However, it is absent (eroded away) along several of the drainages in the western and eastern study area (Klickitat River, Dillacort Canyon, Wheeler Canyon, Swale Creek, and the respective tributaries), and to the south of the Columbia Hills thrust fault in the southern region of the study area (Figure 3.1). Where present, the Priest Rapids member can be as much as 300 feet thick, in the central portion of the study area (Figure 3.3). • The Roza member is generally exposed at the surface in the vicinity of the major drainages and their respective tributaries. However, lower down in the canyons the Roza member is absent, and the underlying sequences of CRBG are exposed at the surface. The Roza member is also absent to the south of the southern thrust fault (Figure 3.1). Where present, the Roza member can be as much as 150 feet thick (Figure 3.4), to the north of the Columbia Hills thrust fault. • The Frenchman Springs member is also generally exposed at the surface in the major drainages and their respective tributaries. However, lower down in the canyons the Frenchman Springs member is absent, where the underlying Grande Ronde basalt is exposed at the surface. The Frenchman Springs member is also absent immediately to the south of the Columbia Hills thrust fault, before surfacing in the vicinity of the Columbia Hills anticline. Where present, the Frenchman Springs member generally ranges between 450 and 600 feet in thickness across the study area (Figures 3.2 to 3.5). Underlying the Wanapum basalt is the Grande Ronde basalt, which is the most laterally extensive and thickest of the CRBG formations, constituting 85 to 88 percent of the total volume of the CRBG (Vaccaro, 1999). The Grande Ronde basalt is present beneath the entire study area, but is generally exposed at the surface only at the base of deeply incised drainages (Klickitat River, Swale Creek, and Dillacort Canyon; Figure 3.1). The Grande Ronde basalt is also exposed at the surface immediately to the south of the Columbia Hills thrust fault. As the cross sections indicate (Figures 3.2 to 3.5), there are numerous wells open to and withdrawing groundwater from both the Wanapum and Grande Ronde basalts, but very few wells are completed solely in the Grande Ronde, except where it is exposed in the vicinity of the Klickitat River, Dillacort Canyon, Wheeler Canyon, Johnson Canyon, and Swale Creek drainages, and to the south of the Columbia Hills thrust fault. In the latter area, wells T03/R13-27 and T03/R13-27Q1 are completed solely in the Grande Ronde basalt and are included in the water level monitoring network. These wells have reported static water levels ranging between 100 and 265 feet bgs and yields of about 15 gpm. Ellensburg Formation Sediments deposited between the various basalt flows are part of the Ellensburg formation. Where the sediments are coarse-grained (sand/gravel), they may transmit groundwater in usable quantity. However, because the composition, thickness, and extent of the interbeds are highly variable, groundwater production from these units is correspondingly variable. In many localities, the productivity of the interbeds is often low because of limited lateral extent and changes in composition. Within the study area, the interbeds (Mc[e]) can range from being absent to as much as 20 feet thick. As previously discussed, water levels from the interflow zones are considered to be representative of the ---PAGE BREAK--- ASPECT CONSULTING PROJECT NO. 070024-013-01  JUNE 28, 2011 11 underlying basalt aquifer; therefore, for the purposes of this study the interflow zone is also considered to be part of the underlying basalt aquifer. 3.2 Geologic Structures The major geologic structures (faults and folds) in the project area, taken from WDNR 1:100,000 geologic mapping, are identified on both the geologic map (Figure 3.1) and the cross sections (Figures 3.2 to 3.5). The study area is structurally bound to the south (Figure 3.1) by the Columbia Hills, a structurally complex collection of folds and faults (Newcomb, 1969). The Columbia Hills is part of the Yakima Fold Belt, which formed from regional north- south compression that began during the deposition of the Grand Ronde basalt approximately 16 million years ago (Reidel et al., 1989). This compression resulted in the formation of the southwest-northeast trending folds and anticlines) and the associated reverse and thrust faults (older rocks are slid upward over younger rocks) found in the region. The Columbia Hills thrust fault, with several hundred feet of vertical displacement, is likely associated with the formation of the Columbia Hills. In addition, there are a series of generally southwest-northeast trending and anticlines as you move north of the Columbia Hills. These include the Mosier in the western region of the study area, a series of unnamed and anticlines in the northern region of the study area, and the Swale Creek and Horseshoe Bend anticline, east of the study area (Figure 3.1). The individual flows of the CRBG dip away from anticlines and towards Within the study area, immediately to the north of the Columbia Hills, the basalt flows generally dip between 20 and 50 degrees to the north (Newcomb, 1969), with the greatest dip (75 degrees) occurring where the Laurel fault intersects the Columbia Hills anticline (Figure 3.1; T03/R13-30). The small northwest-southeast trending anticline to the north of the Columbia Hills (Figure 3.1; T03/R13-26) has a dip of between 15 and 45 degrees away from its axis. Several other relatively small northwest-southeast trending and anticlines (Figure 3.1; T03/R13-24) have even smaller dips, ranging between 2 and 3 degrees away from the axes of the anticlines and towards the respective Superimposed upon the major southwest-northeast trending structures within the study area are numerous northwest-southeast trending normal faults (younger rocks are slid downward over older rocks) and strike-slip faults (rocks are slid laterally past each other), likely created from a rotational component of the same north-south compression that resulted in the southwest-northeast trending structures (Reidel et al., 1989). Within the study area, this includes one normal fault and two right-lateral strike-slip faults. The normal fault is unnamed and located in the western region of the study area (Figure 3.1). Based on the geologic map, there is likely between 100 and 300 feet of vertical displacement associated within this fault. The two right-lateral strike-slip faults include the Laurel fault, which extends through the center of the study area, and the Warwick fault located along the eastern boundary of the study area. In the subsurface, folds and faults may represent partial or complete barriers to lateral groundwater flow, laterally compartmentalizing flow within the study area. Newcomb (1961 and 1969) theorized that tight anticlinal folding of basalt forms breccia (broken ---PAGE BREAK--- ASPECT CONSULTING 12 PROJECT NO. 070024-013-01  JUNE 28, 2011 rock) and fine-grained fault gouge between the individual flows near the axis of an anticline, which decreases the transmissivity of the basalt and impedes groundwater flow across the anticlinal crest. In addition, due to the folding and upwarping of the individual flows in the creation of the anticlinal crest, higher heads are needed for groundwater to flow over this crest. Fault gouge may also decrease the transmissivity of the basalt units in the vicinity of both normal and reverse faults. If significant displacement occurs across these faults to offset the water-bearing interflow zones, the faults may act as impermeable barriers to lateral groundwater flow. Although there is generally no vertical offset associated with strike-slip faults, fault gouge may impede groundwater flow across these faults. On the east end of the Swale Creek subbasin, the Warwick fault was shown to provide an effective barrier to groundwater flow within the CRBG, based on mounding (hundreds of feet) of groundwater behind the fault (Aspect, 2007). However, neither the Snipes Butte nor the Goldendale faults, similar strike-slip faults father east of the Warwick Fault, were shown to act as complete barriers to groundwater flow. In both of these cases, lineaments associated with nearby may provide a permeable conduit for groundwater flow across the low-permeability faults (Aspect, 2010b). Based on the groundwater level data and inferred flow directions, the Laurel fault also likely acts as low-permeability barrier to groundwater flow in the study area (see Section 3.3.2). 3.3 Groundwater Conditions 3.3.1 Unconsolidated Aquifer As previously discussed, the surficial units of the unconsolidated aquifer are not expected to be a significant source of groundwater. Within the study area, the only wells completed solely within this aquifer are completed within the Dalles Formation (T03/R13-28E1, T03/R13-28P7, and T03/R13-29K1). These wells have static water levels ranging between 50 and 120 feet bgs and yields of between 20 and 120 gpm, based on the well logs. Due to the limited continuity and thickness of the unconsolidated aquifer and the limited number of wells completed within this aquifer, it is not possible to accurately determine groundwater flow directions for this aquifer. The scattered occurrences of the unconsolidated aquifer wells relative to the basalt aquifer wells also do not allow for a reliable determination of vertical gradients between the unconsolidated aquifer and the underlying basalt aquifers. However, in areas where unconsolidated materials rest upon a low-permeability flow interior (not a permeable interflow zone) of the underlying CRBG, it is expected that groundwater flow in the unconsolidated material will follow the subsurface topography of the bedrock, with springs often occurring at the downgradient extents of the unconsolidated aquifer (Piper, 1932). Conversely, in areas where the immediately underlying CRBG consists of relatively permeable interflow zones, it is expected that there is a downward gradient from the unconsolidated materials into the basalt, especially during the early part of the year when there is significant precipitation. Under these circumstances, recharge from the unconsolidated aquifer to the underlying basalt aquifers is expected. ---PAGE BREAK--- ASPECT CONSULTING PROJECT NO. 070024-013-01  JUNE 28, 2011 13 3.3.2 Basalt Aquifers Based on Vaccaro (1999), regional groundwater flow within the Grande Ronde basalt in the study area is inferred to be to the southwest, towards the Klickitat River. Although Vaccaro (1999) does not provide an inferred groundwater flow direction for the overlying Wanapum basalt in the study area, it is assumed to be in a similar direction. A groundwater elevation contour map created as part of the Swale Creek subbasin water availability study also inferred a similar groundwater flow direction for the basalt aquifers in the High Prairie area (Aspect, 2007). In general, local groundwater flow within the CRBG is expected to be towards major surface water bodies, away from anticlinal axes and in the direction of regional geologic dip of the basalt flows (Steinkampf, 1989). During the formation of an anticline, the compression of the various basalt flows leads to both the folding and uplift of the respective flows. Erosion of the upper flows will later expose the lower flows at the surface, thus allowing for the areal recharge of the respective flow. For this reason, groundwater generally flows away from these relatively high points of recharge and down the geologic dip. Of the 23 wells in the current High Prairie water level monitoring network, 18 wells are completed in (open to) the Wanapum basalt, 3 in the Grande Ronde basalt, and 2 wells in both the Wanapum and the Grande Ronde (Figure 2.1). Water levels from the interflow zones between the various members and formations of the CRBG are considered to be representative of the underlying basalt aquifer. As the cross sections illustrate (Figures 3.2 to 3.5), a majority of the wells within the study area are completed across multiple members of the Wanapum basalt (Priest Rapids, Roza, and Frenchman Springs), or across both the Wanapum and the Grande Ronde basalts. Therefore, for the purposes of this study, one groundwater elevation contour map is created for the Wanapum basalt as a whole (Figure 3.6). The Grande Ronde basalt has significantly lower groundwater levels than observed in the Wanapum, therefore a second groundwater elevation contour map was also created for the Grande Ronde (Figure 3.7). However, there are a limited number of Grande Ronde wells located between the Columbia Hills thrust fault and the Laurel fault, and between the Swale Creek and the monocline associated with the Horseshoe Bend anticline. Therefore, the Grande Ronde groundwater elevation contours are not extended into these portions of the study area (Figure 3.7). Figures 3.6 and 3.7 present the groundwater elevation contour maps for the Wanapum and Grande Ronde basalt aquifers, respectively, developed using April 2011 water level data from the study area water level monitoring network, supplemented by well log data (water levels at time of drilling). Since the well log water levels were collected over decades of time, and multiple seasons of the year (irrigation and non-irrigation), they reflect annual and seasonal changes in groundwater levels, in addition to errors associated with the well locations and DEM elevations. Therefore, the April 2011 water level monitoring network measurements from surveyed well locations (Table 2.1) were used to verify and supplement the historical data by gathering a basin-wide “snapshot” of groundwater levels over a relatively short (5-day) period of time. The data collected for this study are reliable data upon which interpretations of groundwater conditions are primarily based. ---PAGE BREAK--- ASPECT CONSULTING 14 PROJECT NO. 070024-013-01  JUNE 28, 2011 The resulting groundwater elevation contour maps represent an aggregate interpretation of the Wanapum and Grande Ronde basalt aquifer groundwater data. Due to the disparity in accuracy between the well log water levels and the surveyed water levels, and the fact that the water levels are from wells spanning one or more vertically distinct water bearing zones within the basalt, the interpreted groundwater elevation contours may be inconsistent with water level measurements in individual wells, but are considered representative of the Wanapum and Grande Ronde basalt aquifer groundwater flow systems on a basin scale. Most importantly, establishment of the water level monitoring network also allows for future monitoring to document seasonal or longer-term changes in the groundwater flow system. Groundwater Flow Directions Based on the groundwater elevation contour maps (Figures 3.6 and 3.7), groundwater flow in the Wanapum and Grande Ronde basalt aquifers within the study area is: • to the southwest (towards the Klickitat River) west of the Laurel fault; • to the north-northwest (towards Wheeler Canyon) east of the Laurel fault and north of the western extension of the Horseshoe Bend anticline; and • to the south-southeast (towards Swale Creek) east of the Laurel fault and south of the western extension of the Horseshoe Bend anticline. Continuity of groundwater with study area streams is described in Section 3.6. While a regional groundwater flow regime is defined from the groundwater elevation mapping, there are numerous folds and faults within the study area (Figure 3.1), which can act as barriers to groundwater flow (Section 3.2). Topographically, the High Prairie area is essentially a peninsula, bounded on three sides by deeply incised drainages (Swale Creek and Klickitat River). In addition, the major geologic structures of the Columbia Hills bound its southern end. Consequently, the CRBG aquifer zones within the study area are “compartmentalized” by geologic structures and topography (incised drainages). This geologic situation can hydraulically isolate individual CRBG aquifer “blocks” from the rest of the aquifer, limiting its recharge area to within the footprint of the aquifer “block”. Based on the groundwater elevation mapping, the following sections provide a brief description of local groundwater flow directions within the study area, which are controlled in part by the numerous geologic structures. Columbia Hills Fold/Fault System Immediately to the north of the Columbia Hills anticline and to the south of the Columbia Hills thrust fault, the Grande Ronde basalt is exposed at the surface. In this area, groundwater flow in the Grande Ronde basalt is generally to the southwest, parallel to the trend of the Columbia Hills thrust fault (Figure 3.7). Due to the significant offset (several hundred feet) across the Columbia Hills thrust fault, the fault likely acts as a barrier to groundwater flow; this barrier likely limits subsurface flow (recharge) into study area aquifers from the Columbia Hills. In addition, due to the relatively steep dip of the basalt flows away from the Columbia Hills (see Section 3.2), there is also likely a component of northwesterly flow, away from the axis of the Columbia Hills anticline. ---PAGE BREAK--- ASPECT CONSULTING PROJECT NO. 070024-013-01  JUNE 28, 2011 15 West of Laurel Fault To the north of the Columbia Hills thrust fault and to the southwest of the Laurel fault, a majority of the wells are completed in the Wanapum basalt. Based on Figure 3.6, the local groundwater flow direction within the Wanapum basalt aquifers is primarily to the southwest, away from the Laurel fault, and towards the Klickitat River. Based on a significant difference in groundwater levels on both sides of the Laurel fault, it appears that the Laurel fault acts as a low permeability barrier to groundwater flow. This is consistent with the hydraulic behavior of the Warwick Fault – the same type of fault – in the Swale Creek subbasin, immediately to the east (Aspect, 2007). The highest groundwater levels occur immediately to the southwest of the Laurel fault, which is indicative of a recharge zone to the Wanapum basalt aquifers. In addition, the groundwater level data suggest a small component of groundwater flow in Sections 14 and 23 (T03/R13) that is towards the southeast, parallel to the trend of the Laurel fault. East of Laurel Fault To the east of the Laurel fault, there are two major groundwater flow directions: to the north versus to the south of the western extension of the Horseshoe Bend anticline (mapped by WDNR as a monocline). To the north of the Horseshoe Bend monocline, groundwater flow in both the Wanapum basalt and the Grande Ronde basalt aquifers is primarily to the north-northwest, away from the axis of the monocline, and towards the that parallels Wheeler Canyon (Figures 3.6 and 3.7). In this area, there are numerous wells completed in both the Wanapum and Grande Ronde basalt aquifers. However, the groundwater recharge sources for the upper members of the Wanapum basalt may be greatly limited due to the deeply incised tributaries to Wheeler Canyon. Many of these tributaries are incised down into the deeper Roza and/or Frenchman Springs members, thus isolating the shallower basalt aquifer zones in this region. There are also smaller components of groundwater flow in this region to the northwest, towards Johnson Canyon, and to the northeast, towards lower Swale Creek canyon. To the south of the Horseshoe Bend monocline, groundwater flow in the Wanapum basalt aquifers is primarily to the south-southeast, away from the axis of the monocline and towards the Swale Creek and upper Swale Creek canyon (Figure 3.6). In this region of the study area, a majority of the wells are completed in the Wanapum basalt aquifers. Based on the groundwater elevation contour map, there is also a smaller component of groundwater flow in the vicinity of Sections 12 and 13 (T03/R13) that is to the northwest, parallel to the Laurel fault. Groundwater in the Wanapum basalt aquifers in this region likely discharges into Johnson Canyon. 3.3.2.1 Vertical Gradients Because many of the wells within the study area are completed across multiple members of the Wanapum basalt or across both the Wanapum and the Grande Ronde basalts, it is difficult to determine exact vertical gradients between individual aquifer zones. However, the groundwater levels on the cross sections (Figures 3.2 to 3.5) generally indicate a downward vertical gradient – i.e., the groundwater levels of the wells completed in the upper flows of the CRBG are generally higher than the groundwater levels of the wells completed in the lower flows. Based on the cross sections (Figures 3.2 to 3.5) and the ---PAGE BREAK--- ASPECT CONSULTING 16 PROJECT NO. 070024-013-01  JUNE 28, 2011 groundwater elevation contour maps (Figure 3.6 and 3.7), groundwater levels are between 200 and 400 feet lower in the Grande Ronde basalt compared to the Wanapum basalt. 3.4 Aquifer Hydraulic Parameters Table 3.1 presents a summary of both regional and local aquifer hydraulic parameters, including lateral hydraulic conductivity, transmissivity and storativity. Hydraulic conductivity is a quantitative measure of an aquifer’s ability to transmit water. Transmissivity is hydraulic conductivity multiplied by aquifer thickness and is a measure of how much water can move through the aquifer and thus the aquifer’s productivity. Storativity is the product of specific storage and aquifer thickness, where specific storage is defined as the volume of water (cubic feet) that a 1 cubic foot volume of aquifer releases from storage when the water level drops 1 foot. Regional hydraulic parameters for the Columbia Plateau aquifer system were estimated by the USGS as part of its Regional Aquifer System Analysis program (Vaccaro, 1999), and are provided in Table 3.1. Estimates of lateral hydraulic conductivity were initially based on specific capacity data from select well logs. Values for a well’s specific capacity (pumping rate divided by drawdown; units of gpm/ft) can be used to calculate aquifer transmissivity based on the empirical equation (Driscoll, 1986): s Q T 2000 = Where: T = Transmissivity (gpd/ft) Q = Yield of well (gpm) s = Drawdown in well (ft) The Q/s term is the well’s specific capacity as defined above. Because drawdown increases with pumping duration, the specific capacity is typically defined for a specific pumping time. In addition, the USGS provided estimates of hydraulic conductivity, transmissivity, and storage coefficient values based on hydrogeologic modeling of the Columbia River basalt aquifer system throughout the Columbia Plateau (Vacarro, 1999; Hansen et al., 1994; Whiteman et al., 1994). A summary of these results are also provided in Table 3.1. More localized hydraulic parameters for the Wanapum basalt aquifers within the study area were estimated based on the specific capacity data from wells included in the water level monitoring network (Table 2.1) or on the cross sections (Figures 3.2 to 3.5). The only well included in the water level monitoring network in which the well log had specific capacity data was well T03/R13-28L1. This well is completed in the Priest Rapids member of the Wanapum basalt and has a short-term specific capacity of 2.4 gpm/foot. There are only a few wells on the cross sections which have specific capacity data available on the well logs, including wells T03/R13-23L1 and T03/R14-19F1 (Figure 3.3), and T03/R13-15C1 (Figure 3.4). Well T03/R13-23L1 is completed across both the ---PAGE BREAK--- ASPECT CONSULTING PROJECT NO. 070024-013-01  JUNE 28, 2011 17 Priest Rapids and Roza members, and has a yield of 20 gpm, with a specific capacity of 0.13 gpm/foot. Well T03/R14-19F1 is completed across both the Roza member and the upper portion of the Frenchman Springs member. This well has a yield of 7 gpm, with a specific capacity of 0.07 gpm/foot. Well T03/R13-15C1 is also completed across both the Roza member and the upper portion of the Frenchman Springs member. This well has a yield of 8 gpm and a specific capacity of 0.08 gpm/foot. The aquifer transmissivity estimates from these specific capacity data are summarized in Table 3.1. The relatively limited specific capacity data indicate relatively low aquifer productivity, although this can be attributable to well construction (well losses) in addition to aquifer transmissivity. The data suggest that the Priest Rapids member of the Wanapum basalt may be a more productive aquifer than either the Roza member or the upper portions of the Frenchman Springs member in certain regions of the study area. Based on Table 3.1 data, the Priest Rapids member has transmissivity values ranging between 35 and 630 ft2/day (between 260 and 4,700 gpd/ft); while the Roza member and the upper portion of the Frenchman Springs member has transmissivity values ranging between 19 and 21 ft2/day (between 140 and 160 gpd/ft). However, it important to note that the productivity of the basalt aquifers can be highly variable due to the presence of nearby geologic structures (folds and faults), and the nature and extent of interflow zones. 3.5 Long-Term Water Level Trends The measured groundwater levels over time (groundwater elevation hydrographs) for the High Prairie study area are illustrated on Figure 3.8. Although only a limited number of groundwater level measurements have been collected from the expanded monitoring network wells to date (2 pre-irrigation and 1 post-irrigation monitoring events), groundwater level measurements from as many as nine monitoring events have been collected since 2007 from the original monitoring network wells, established as part of the Swale Creek subbasin water availability study (Aspect, 2007). Non-static groundwater level measurements (noted in Table 3.1) were not included in the groundwater hydrographs. Based on Figure 3.8, many of the monitoring network wells have had relatively stable groundwater levels (less than 5 feet of fluctuation) since 2007, and the small fluctuations can likely be attributed to either seasonal changes or long-term precipitation trends. However, several wells (T03/R13-3B1, T03/R13-22P1, and T03/R13-22C1) have shown recent declines in groundwater levels that may only partially be attributed to long-term precipitation trends (see Section 3.5.1). The groundwater level in well T03/R13-3B1 has declined about 10 feet since the Spring 2010 (pre-irrigation) water level measurement. The groundwater level in well T03/R13-22P1 has also declined about 10 feet, but the decline has occurred since the Fall 2009 (post-irrigation) water level measurement. The biggest measured water level decline in the study area has occurred in well T03/R13- 22C1. In this well, the groundwater level has declined about 25 feet since the Spring 2009 (pre-irrigation) water level measurement. Communication with the owner of one of the wells confirms that water level declines have been observed over the past two decades. Well T03/R13-3B1 is completed in the lower Priest Rapids and upper Roza members of the Wanapum basalt (Figure 3.4). The well is also located about 3,000 feet to the east of ---PAGE BREAK--- ASPECT CONSULTING 18 PROJECT NO. 070024-013-01  JUNE 28, 2011 Johnson Canyon (tributary to Wheeler Canyon), about 4,000 feet east of the Laurel fault, about 1,000 feet west of a minor unnamed tributary to Wheeler Canyon, and about 5,000 feet west of a major unnamed tributary to Wheeler Canyon (Figure 2.1). As discussed in the Groundwater Occurrence section (Section 3.3), the Laurel fault likely acts as at least a partial barrier to lateral groundwater flow. In addition, all of the tributaries to Wheeler Canyon surrounding well T03/R13-3B1 are incised down into at least the Roza member of the Wanapum basalt. Therefore, since well T03/R13-3B1 is completed in the lower Priest Rapids and upper Roza members, its production aquifer zone is likely “compartmentalized”, with a limited recharge area, which could eventually lead to declining groundwater levels within the well. Due to the limited groundwater recharge source, water levels within the aquifer could also be more sensitive to local precipitation trends. Wells T03/R13-22P1 and T03/R13-22C1 are in relatively close proximity (about 1,500 feet apart) and are likely completed in the same Frenchman Springs interflow zone4. Based on the cross section (Figure 3.3), this interflow zone does not appear to be of significant thickness or extent, which likely explains why the water level decline is relatively localized. Due to the limited thickness and extent of the interflow zone, the aquifer may also be more sensitive to local precipitation trends (discussed in the following section). 3.5.1 Precipitation Trends An analysis of the long-term precipitations trends was performed to assess correlation with the groundwater level declines observed in the wells discussed above. Precipitation data from the National Oceanic and Atmospheric Administration (NOAA) Weather Observation Stations in Goldendale (Station Nos. 453222 and 453226), were used to determine precipitation trends for the study area. Based on location, elevation, and surrounding topography, the Goldendale stations are assumed to be the most representative of the actual precipitation for the High Prairie study area. Brown (1979) also provided a distribution of mean (average) annual precipitation for Klickitat County, which confirms this. Goldendale has a mean annual precipitation of 16.7 inches for the station’s period of record (1931 - 2010). The basin-scale water balance (Section 4) assumes an average annual precipitation of 19 inches/year for the study area as a whole, based on regional climatic modeling results; however, the regional modeling does not provide annual precipitation values over time, which is needed for the precipitation trend analyses, therefore the Goldendale data are used here. The upper half of Figure 3.9 presents both the annual precipitation and the 16.7-inch mean annual precipitation for the period of record. In addition, a cumulative departure from the mean annual precipitation is presented in the lower half of Figure 3.9. The cumulative departure analysis adds the inches above or below the average precipitation for each year into a running total, and thereby illustrates longer-term drought or wet periods. It is important to note that individual months with more than 5 days of missing data were not used for or annual precipitation statistics. 4 Both wells are cased with a 40 foot screen interval across the interflow zone. ---PAGE BREAK--- ASPECT CONSULTING PROJECT NO. 070024-013-01  JUNE 28, 2011 19 Based on Figure 3.9, the decline of groundwater levels in the monitoring network wells discussed above (T03/R13-3B1, T03/R13-22P1, and T03/R13-22C1) may partially be attributed to the below-average precipitation observed in the Goldendale area since the late 1990s, and longer-term, since 1984. With the exception of years 1995-19985, 2003, and 2010, the annual precipitation at Goldendale has been at or below the mean since 1984. However, if the decline of groundwater levels in the wells discussed above is directly related to the recent below-average precipitation, there must be a relatively significant lag-time, since the decline in groundwater levels were not observed until 2009. In short, it does not appear that the observed localized water level declines in the study area are attributable solely to precipitation trends. The current water year (Fall 2010-present) has had above-average precipitation to date, so continued water level monitoring will determine whether the observed rate of water level decline slows or reverses in response. 3.6 Interaction of Groundwater and Surface Waters 3.6.1 Springs and Creeks Based on Newcomb (1969), there are several springs located in the southwestern region of the study area. These springs are caused by groundwater percolating through the relatively permeable unconsolidated deposits, primarily the Dalles Formation along the top of the CRBG before discharging in intermittent or perennial springs at the downgradient extent of the unconsolidated deposits (Piper, 1932). Within the study area, Newcomb (1969) maps springs at the downgradient extent of the Dalles Formation in Sections 20, 21, 27 and 29 of T03/R13 (Figure 3.1). In addition, although not mapped by Newcomb (1969), there are also likely springs that occur at the downgradient extent of the CRBG, where streams and rivers have incised into and exposed the basalt interflow zones at the surface. Based on the geologic map (Figure 3.1), this likely includes: the Klickitat River, Knight Canyon, Dillacort Canyon, Wheeler Canyon, several tributaries to Wheeler Canyon, and Swale Creek. The cross sections (Figures 3.2 and 3.3) illustrate that these drainages should have springs discharging from the Priest Rapids and Roza members of the Wanapum basalt in their upstream portions (i.e. interflow zones within the basalts intersect the drainages). In their portions, where the streams and rivers have incised deeper into the CRBG, there may also be springs discharging from the Frenchman Springs member of the Wanapum basalt and the upper flows of the Grande Ronde basalt. Brown (1979) maps springs within the study area along the Klickitat River in Sections 8, 17, and 19 (T03/R13), and within Wide Sky Canyon (T03N R13E Section 31; labeled Alder Spring on a USGS topographic map). Based on the above discussion, the source of water for the smaller drainages in the study area (Knight Canyon, Dillacort Canyon, Wheeler Canyon, and the tributaries to Wheeler Canyon) is likely a combination of precipitation runoff and groundwater discharge from the various basalt interflow zones. There is groundwater continuity with these creeks, but 5 The 1995 and 1998 data points for Goldendale are not plotted on Figure 3.9 because of gaps in the daily record; however, even with the missing data, their annual precipitation is at or above average. ---PAGE BREAK--- ASPECT CONSULTING 20 PROJECT NO. 070024-013-01  JUNE 28, 2011 the quantity of spring discharge is not sufficient to maintain perennial baseflow throughout their Groundwater interactions with Swale Creek and the Klickitat River are discussed in the following sections. 3.6.2 Swale Creek The Swale Canyon portion of Swale Creek forms the eastern extent of the High Prairie study area (Figure 2.1). As illustrated on Figures 3.6 and 3.7 and previously discussed in Section 3.3.2, there are components of groundwater flow to the east of the Laurel fault that are towards Swale Creek. However, as discussed in Aspect (2007), there appears to be little baseflow contribution from the basalt aquifers to Swale Canyon to the west of the Warwick Fault. More groundwater discharges to Swale Canyon in its lowermost 3 or 4 miles where the canyon is east of the Warwick Fault, but the major springs appear to discharge from the east side of the Canyon, not the west (High Prairie) side. The limited baseflow contribution to Swale Creek from the basalt aquifers beneath High Prairie is likely due to the limited groundwater recharge area available between the Laurel fault and Swale Creek Canyon. In this area, the Priest Rapids is the only member of the Wanapum basalt exposed at the surface (other than within drainage features). Therefore, most of the areal recharge due to precipitation is likely occurring within the Priest Rapids member of the Wanapum basalt. In order for this recharge to reach the Roza and Frenchman Springs members, the groundwater must pass through the relatively impermeable flow interiors of the respective members of the Wanapum basalt. 3.6.3 Klickitat River The Klickitat River forms the western extent of the High Prairie study area (Figure 2.1). In addition to precipitation runoff, the river likely receives spring discharge from the basalt interflow zones, most of which is via the incised streams discussed in Section 3.6.1 Dillacort Canyon). As the A-A’ (Figure 3.2) and the B-B’ (Figure 3.3) cross sections illustrate, the Klickitat River is in direct hydraulic continuity with flows lower down in the Grand Ronde basalt sequence. Based on the cross sections, groundwater levels within the wells adjacent to the Klickitat River are between 20 and 50 feet below the river. However, it is important to note that the well locations adjacent to the river are quarter-quarter section locations, and there could be significant error associated with the ground surface elevations and thus the groundwater elevations. Therefore, based on the available groundwater level data, the Klickitat River appears to be a losing to gaining6 stream adjacent to the study area. 6 A losing stream discharges water to the groundwater system, whereas a gaining stream receives water (baseflow) from groundwater. ---PAGE BREAK--- ASPECT CONSULTING PROJECT NO. 070024-013-01  JUNE 28, 2011 21 4 Water Balance For this assessment, we prepared a basin-scale water balance representing current conditions for the High Prairie study area, using the same general methodologies applied in the prior water availability assessments for Swale and Little Klickitat subbasins of WRIA 30 (Aspect, 2007 and 2010b) and the WRIA 31 Level 1 Watershed Assessment (Aspect and WPN, 2004). Appendix B details the water balance methods and assumptions. Using the water balance analysis, we estimate an average annual total water use within the study area of approximately 81 acre-feet/year; of this total use, about 9 acre-feet/year (11%) is consumed while the rest is return flow becoming groundwater recharge. Based on the collective information, including discussion with residents, we estimate that nearly all of the water use in the study area is for residential supply, with approximately 95% of that supplied by permit-exempt private wells. Based on the proportion of water rights (certificates + permits) appropriated for the study area (as recorded in Ecology’s Water Rights Tracking System [WRTS]), and information obtained from residents, we estimate that approximately 72% of the total water use in the study area is supplied by groundwater versus 28% from Swale Creek and smaller streams (Dillacort, Johnson, and an unnamed tributary to Wheeler Creek). The accuracy and validity of the water rights information in Ecology’s Water Rights Tracking System (WRTS) is not known, and the recorded water right information may overstate surface water use within the study. Notably, the WRTS includes several Klickitat River water rights for irrigation use but, based on review of current aerial photographs, reconnaissance of the area, and discussion with residents, this larger-scale irrigation water use is not occurring currently; therefore, we assume no water use in the study area currently supplied by the Klickitat River. Treatment of residential wastewater in the study area is accomplished via septic tanks, so that water that is used but not consumed (termed return flow) is returned to the groundwater system as artificial recharge. Because residential water use is largely nonconsumptive (based on USGS statistics), the water balance estimates that the annual consumptive groundwater use is less than 1 percent of the annual groundwater recharge for the study area as a whole. This calculation “nets out” recharge of return flow from groundwater use, so the net water input and output for the groundwater system can be compared. However, as is common in WRIA 30, the study area’s basalt aquifers are compartmentalized, as described in Section 3, and the volume of groundwater production is not uniformly distributed across the study area. Documenting groundwater use versus recharge for localized areas would require considerable additional information and is beyond the scope of this basin-scale study. Instead, an expanded water level monitoring network has been established for the study area, and continued monitoring of water levels, particularly in areas of greater population density and groundwater production, will provide the best indication (empirical) regarding sustainability of current pumping, and capacity to accommodate additional future withdrawals (i.e. groundwater availability for appropriation). ---PAGE BREAK--- ASPECT CONSULTING 22 PROJECT NO. 070024-013-01  JUNE 28, 2011 5 Conclusions and Recommendations The primary conclusions and recommendations from this assessment are as follows: • The primary sources of water supply for the study area include groundwater withdrawal from the Columbia River Basalt Group aquifer system and surface water diversions from the Klickitat River, with lesser supplies from other surface waters (Swale Creek and smaller streams). • The Columbia River Basalt Group consists of the Wanapum and Grande Ronde basalt formations within the study area, which are further subdivided into individual members. Aquifer zones occur in vertically distinct interflow zones within each member. Based on the available data, groundwater levels appear to be between 200 and 400 feet deeper in the Grande Ronde basalt aquifers than in the shallower Wanapum basalt aquifers. • The Wanapum basalt aquifers are the primary source of groundwater supply for the study area as a whole. However, the Grande Ronde basalt provides a significant groundwater source in the southernmost and northeastern portions of the study area. • Where data were sufficient, groundwater elevation contour maps were created for both the Wanapum and Grande Ronde basalt aquifers. However, the northwest- trending Laurel fault, running generally through the center of the study area, acts as low permeability barrier to lateral groundwater flow. Groundwater elevations are also highest in this central portion of the study area. West of the Laurel fault, groundwater flows to the southwest with discharge to the Klickitat River and its tributary stream Dillacort Canyon). Groundwater to the east of the Laurel fault and to the north of the extension of the Horseshoe Bend anticline generally flows to the north, towards Wheeler Canyon and lower Swale Creek canyon. Groundwater to the east of the Laurel fault and to the south of the extension of the Horseshoe Bend anticline generally flows to south-southeast, towards upper Swale Creek canyon. • The Klickitat River is in direct hydraulic continuity with flows lower down in the Grande Ronde basalt sequence. Based on groundwater levels in the wells adjacent to the river, the river appears to be a losing to gaining stream adjacent to the study area. The Klickitat River also receives water via spring discharge from the upper flows of the Grande Ronde and the Wanapum basalts. • Swale Creek is in direct hydraulic continuity with the Grande Ronde basalt, but spring discharge from the Grande Ronde or Wanapum basalt aquifers does not appear to be a significant source of water to Swale Creek. • To better assess groundwater-surface water continuity in important tributary creeks Dillacort and Wheeler Creeks), we recommend installation, ---PAGE BREAK--- ASPECT CONSULTING PROJECT NO. 070024-013-01  JUNE 28, 2011 23 calibration, and long-term operation of streamflow gages on creeks where landowner permission is granted. • Groundwater elevation monitoring has been conducted twice a year (spring and fall) in the original study area monitoring network wells, with up to nine rounds of measurements collected since 2007. For this study, the monitoring network was expanded from 14 to 23 wells, providing more complete spatial coverage of the area. To date, three rounds of groundwater level measurements have been collected from the expanded water level monitoring network . • Based on the groundwater level hydrographs, seasonal increases and decreases in groundwater levels of less than 5 feet have occurred in many of the wells. Most wells show no clear increasing or decreasing long-term trend over the period of record. However, groundwater level declines of 10 feet are observed in wells T03/R13-3B1 and T03/R13-22P1, and a groundwater level decline of 25 feet has been measured in well T03/R13-22C1. Communication with a local well owner confirms that declines have occurred over the past two decades. Groundwater level declines in these wells may be partially, but not completely, due to below- average precipitation over the period of monitoring. In addition, the groundwater level decline observed in well T03/R13-3B1 may also be partially due to the well being surrounded by drainages that have cut deeply into the basalt aquifers, and isolated the well from a laterally continuous source of groundwater recharge. Wells T03/R13-22P1 and T03/R13-22C1 appear to be completed in a relatively thin and non-extensive basalt aquifer zone. Due to the limited thickness and extent of this interflow zone, and proximity to a major geologic fault to the south, the wells may be drawing from an aquifer zone with a limited source of recharge. • On the scale of the entire study area, the annual quantity of consumptive groundwater use is less than 1 percent of the annual groundwater recharge. This suggests that additional groundwater is available for appropriation and use within the study area. However, the analysis assumes uniform distribution of groundwater recharge and groundwater pumping across the entire study area; it does not account for localized pumping. In addition, potential for impairment to senior water users and surface water bodies would need to be determined individually for each pending water right application. • A groundwater level monitoring network has been established that provides the opportunity, with continued landowner permission, to track future changes in the groundwater system of the High Prairie study area. Evaluation of long-term groundwater level trends provides key empirical information regarding sustainability of groundwater production in the study area, and thus availability of additional groundwater for supply purposes. It is critical to continue monitoring to track long-term trends in water levels, particularly given the apparent compartmentalized nature of the basalt aquifers within the study area. In addition, we recommend coordinating with the local community to identify well(s) across the study area that can be instrumented with a data logger (downhole pressure transducer) to allow frequent water level measurements. This information can provide more detailed understanding of groundwater response to local pumping, as well as seasonal and longer-term changes. ---PAGE BREAK--- ASPECT CONSULTING 24 PROJECT NO. 070024-013-01  JUNE 28, 2011 6 References Aspect, 2003a, Multipurpose Water Storage Screening Assessment Report, WRIA 30, Prepared for WRIA 30 Planning Unit, June 20, 2003. Aspect, 2003b, Addendum to Multipurpose Water Storage Screening Assessment Report, WRIA 30, Prepared for WRIA 30 Planning Unit, November 25, 2003. Aspect, 2007, Hydrologic Information Report Supporting Water Availability Assessment - Swale Creek and Little Klickitat Subbasins, WRIA 30, June 29, 2007. Aspect, 2008, Replacement Well Installation and Aquifer Testing Report, February 19, 2008. Aspect, 2010a, Quality Assurance Project Plan for Water Level Monitoring – WRIA 30, April 9, 2010. Aspect, 2010b, Addendum to the 2007 Hydrologic Information Report Supporting Water Availability Assessment for Swale Creek Subbasin, WRIA 30, June 30, 2010. Bauer, H.H., Hansen, A.J. Jr., 2000, Hydrology of the Columbia Plateau Regional Aquifer System, Washington, Oregon, and Idaho, USGS Water-Resources Investigation Report 96-4106. Bela, J.L, and Hull, 1982, Geologic and Neotectonic Evaluation of North-Central Oregon: The Dalles 1 degree by 2 degree Quadrangle, Department of Geology and Mineral Resources. Brown, J.C., 1979, Geology and Water Resources of Klickitat County, Water Supply Bulletin No, 50, p. 1 - 413. Driscoll, F.G., 1986, Groundwater and Wells (2nd Edition), Johnson Screens, St. Paul, Minnesota. Hansen, Jr. A.J., J.J. Vaccaro and H.H. Bauer, 1994, Ground-Water Flow Simulation of the Columbia Plateau Regional Aquifer System, Washington, Oregon, and Idaho, U.S. Geological Survey Water-Resources Investigations Report 91-4187. Korosec, M.A., 1987, Geologic Map of the Hood River Quadrangle, Washington and Oregon, Washington Division of Geology and Earth Resources Open File Report 87-6. Newcomb, R.C. ,1969, Effect of Tectonic Structure on the Occurrence of Ground Water in the Basalt of the Columbia River Group of the Dalles Area Oregon and Washington, USGS Professional Paper 383-C. Piper, A.M., 1932, Geology and Ground-Water Resources of the Dalles Region, Oregon, USGS Water-Supply Paper 659-B. ---PAGE BREAK--- ASPECT CONSULTING PROJECT NO. 070024-013-01  JUNE 28, 2011 25 Reidel, S.P., Fecht, K.R., Hagood, M.C., and Tolan, T.L., 1989, The Geologic Evolution Of The Central Columbia Plateau, in Reidel, S.P., and Hooper, P.R., eds, Volcanism And Tectonism In The Columbia River Flood-Basalt Province: Boulder, Colorado, Geological Society of America, Special Paper 239. Steinkampf, W.C., 1989, Water-Quality Characteristics of the Columbia River Regional Aquifer System in Parts of Washington, Oregon, and Idaho, USGS Water- Resources Investigation report 87-4242. Vaccaro, J.J., 1999, Summary of the Columbia Plateau Regional Aquifer-System Analysis, Washington, Oregon, and Idaho, U.S. Geological Survey Professional Paper 1413-A. Watershed Professionals Network (WPN) and Aspect, 2004, WRIA 30 Level 1 Watershed Assessment, March 15, 2004. Whiteman, K.J., J.J. Vaccaro, J.B. Gonthier and H.H. Bauer, 1994, The Hydrogeologic Framework and Geochemistry of the Columbia Plateau Aquifer System, Washington, Oregon, and Idaho, U.S. Geological Survey Professional Paper 1413-B. Limitations Work for this project was performed and this report prepared in accordance with generally accepted professional practices for the nature and conditions of work completed in the same or similar localities, at the time the work was performed. It is intended for the exclusive use of WRIA 30 Water Resource Planning & Advisory Committee for specific application to the referenced property. This report does not represent a legal opinion. No other warranty, expressed or implied, is made ---PAGE BREAK--- Table 2.1 - Groundwater Level Monitoring Network High Prairie Water Availability Study WRIA 30, Washington Aspect Consulting 6/28/2011 V:\070024 WRIA 30 Phase 4\Deliverables\012 Water Availability\High Prairie\Final\Tables 2.1 and 2.2 Monitoring Network Summary DataTable 2.1 Monitoring Network Table 2.1 Page 1 of 1 Ecology ID TRS Label Well Log Date Dia . (in) Depth (ft) Unit of Completion Northing1 (SPS 83; ft) Easting1 (SPS 83; ft) Top of Casing Elevation2 (NAVD 88; ft) Casing Stick- up (ft) Comments High Prairie 140432 T03/R13-3B1 11/12/86 6 76 Wanapum 162902.9 1472929.6 2011.17 1.02 High Prairie 141250 T03/R13-3R1 4/15/87 6 745 Wanapum & Grande Ronde 159389.4 1472760.9 2146.99 1.65 No longer monitored due to numerous obstructions in the well. High Prairie Expansion 377250 T03/R13-4L1 10/25/95 6 620 Wanapum & Grande Ronde 160519.0 1464962.0 2126.25 1.25 High Prairie 141715 T03/R13-11M1 8/31/94 6 524 Wanapum 155087.0 1474093.1 2037.44 1.66 High Prairie 139955 T03/R13-14A1 10/16/92 6 500 Wanapum 152621.1 1478289.8 2181.16 0.81 High Prairie 377252 T03/R13-14G1 7/7/95 6 500 Wanapum 151451.4 1476350.7 2085.99 - High Prairie 477832 T03/R13-14G2 2/28/07 6 458 Wanapum 151661.4 1476308.2 2082.02 1.54 High Prairie Expansion 136943 T03/R13-14J 5/30/90 6 460 Wanapum 149010.8 1477037.7 2000.84 1.30 Owner does not have well log. Well log chosen based on water level. High Prairie Expansion 145893 T03/R13-15L1 8/13/87 6 105 Wanapum 149748.7 1470418.5 - 1.05 Limited access; remove expansion bolt. Airline installed to unknown depth. GPS Location. High Prairie Expansion 144433 T03/R13-20N1 11/22/94 6 520 Wanapum 144704.4 1457869.5 1452.74 1.00 Airline installed at approximate depth of 520 ft. High Prairie Expansion 384137 T03/R13-20N2 7/15/04 6 530 Grande Ronde 144430.9 1458080.8 1427.90 1.50 Well Tag: AKL-875 High Prairie Expansion 143160 T03/R13-21M1 7/11/97 6 520 Wanapum 145315.8 1463014.1 1745.30 1.05 Sonic water level indicator not accurate. High Prairie Expansion 145685 T03/R13-21P1 5/6/94 6 200 Wanapum 139938.4 1465005.9 1569.93 0.55 3 wells in Tad Blouin's name. Measured well is different than well log. High Prairie 335153 T03/R13-22C1 5/9/02 6 225 Wanapum 143235.9 1470655.1 1777.48 1.46 High Prairie 377254 T03/R13-22P1 10/19/95 6 280 Wanapum 144550.2 1470944.8 1763.36 0.79 High Prairie 139217 T03/R13-23L1 5/30/81 6 449 Wanapum 145104.1 1475387.6 1808.08 1.05 Originally had an airline installed at depth of 140 ft. Access port later installed (May/June 2010). High Prairie Expansion 556399 T03/R13-27 8/7/08 6 165 Grande Ronde 140168.2 1469338.5 1747.10 - Well Tag: APT-283 High Prairie 139404 T03/R13-27Q1 10/27/93 6 310 Grande Ronde 138228.3 1471376.8 1996.03 1.79 High Prairie 143537 T03/R13-28B1 9/7/94 6 220 Wanapum 143022.4 1466216.1 1622.75 2.38 High Prairie Expansion 372465 T03/R13-28F1 11/4/03 6 335 Wanapum 140751.7 1464326.2 1527.26 1.45 Well Tag: AHK-331 2 wells; well not currently in use is monitored. High Prairie 139337 T03/R13-28L1 12/27/72 8 90 Wanapum 141586.1 1465563.3 1498.67 0.88 High Prairie/ Swale Creek 354742 T03/R14-18N1 5/20/97 6 695 Wanapum 149041.9 1484973.1 2153.66 1.43 High Prairie/ Swale Creek 302764 T04/R14-31L1 10/12/00 6 506 Wanapum 167675.2 1486274.0 1785.85 2.94 No longer wants to partcipate in monitoring program. Notes: 1 Northing and Easting coordinates are in Washington South State Plane coordinate system (NAD 1983 datum). 2 All elevations are in NAVD 1988 datum. Well Survey Data Ecology Well Log Data Study Area ---PAGE BREAK--- Table 2.2 - Monitoring Network Groundwater Level Data High Prairie Water Availability Study WRIA 30, Washington Aspect Consulting 6/28/2011 V:\070024 WRIA 30 Phase 4\Deliverables\012 Water Availability\High Prairie\Final\Tables 2.1 and 2.2 Monitoring Network Summary DataTable 2.2 GW Level Data Table 2.2 Page 1 of 1 Ecology Well Log ID TRS Label Depth to Water (ft bTOC) GW Elevation2 (ft) Comments Depth to Water (ft bTOC) GW Elevation2 (ft) Comments Depth to Water (ft bTOC) GW Elevation2 (ft) Comments Depth to Water (ft bTOC) GW Elevation2 (ft) Comments Depth to Water (ft bTOC) GW Elevation2 (ft) Comments Depth to Water (ft bTOC) GW Elevation2 (ft) Comments Depth to Water (ft bTOC) GW Elevation2 (ft) Comments Depth to Water (ft bTOC) GW Elevation2 (ft) Comments Depth to Water (ft bTOC) GW Elevation2 (ft) Comments 140432 T03/R13-3B1 203.6 1807.5 - - Well box frozen shut - - No permission 207.2 1804.0 205.6 1805.6 206.2 1805.0 204.5 1806.7 214.6 1796.6 212.5 1798.7 141250 T03/R13-3R1 549.5 1597.5 549.7 1597.3 549.7 1597.3 549.7 1597.3 549.4 1597.6 549.0 1598.0 - - Not monitored - - Not monitored - - Not monitored 377250 T03/R13-4L1 - - - - - - - - - - - - 524.7 1601.6 524.2 1602.1 524.8 1601.4 141715 T03/R13-11M1 115.1 1922.3 115.1 1922.4 115.2 1922.2 116.1 1921.4 115.4 1922.0 114.8 1922.6 115.5 1921.9 115.7 1921.8 115.8 1921.6 139955 T03/R13-14A1 435.4 1745.7 434.4 1746.8 435.2 1746.0 434.2 1747.0 435.8 1745.4 - - Not monitored 434.8 1746.4 436.1 1745.1 436.5 1744.6 377252 T03/R13-14G1 195.1 1890.9 196.0 1890.0 197.4 1888.6 197.0 1889.0 196.4 1889.6 196.8 1889.2 195.1 1890.9 197.2 1888.8 197.6 1888.4 477832 T03/R13-14G2 173.2 1908.8 174.5 1907.6 177.6 1904.4 180.5 1901.6 181.1 1900.9 - - Unstable water level 176.8 1905.2 182.7 1899.3 182.7 1899.4 136943 T03/R13-14J - - - - - - - - - - - - 323.4 1677.5 Rising water level 322.3 1678.5 320.5 1680.4 145893 T03/R13-15L1 - - - - - - - - - - - - 13.4 - 11.4 - - - No Permission 144433 T03/R13-20N1 - - - - - - - - - - - - 462.0 990.7 478.4 974.3 478.4 974.3 384137 T03/R13-20N2 - - - - - - - - - - - - 436.5 991.4 Rising water level 326.2 1101.7 343.0 1084.9 Rising water level 143160 T03/R13-21M1 - - - - - - - - - - - - 492.4 1252.9 492.5 1252.8 489.3 1256.0 145685 T03/R13-21P1 - - - - - - - - - - - - 179.5 1390.5 Rising water level 179.0 1390.9 177.1 1392.8 335153 T03/R13-22C1 162.2 1615.3 161.3 1616.2 160.7 1616.8 161.9 1615.6 162.0 1615.5 175.0 1602.5 182.0 1595.5 185.0 1592.5 185.7 1591.8 377254 T03/R13-22P1 139.5 1623.8 Unstable water level 139.7 1623.7 140.2 1623.2 139.7 1623.7 139.6 1623.8 140.9 1622.5 145.3 1618.1 146.4 1617.0 150.6 1612.8 139217 T03/R13-23L1 75.3 1732.8 Airline measurement - - Not monitored - - Not monitored - - Not monitored - - Not monitored - - Not monitored 41.7 1766.4 38.6 1769.5 37.5 1770.6 556399 T03/R13-27 - - - - - - - - - - - - 87.6 1659.5 88.7 1658.4 87.6 1659.5 139404 T03/R13-27Q1 262.3 1733.7 261.4 1734.6 262.2 1733.8 261.8 1734.2 261.4 1734.6 260.0 1736.0 261.4 1734.6 262.4 1733.6 263.3 1732.7 143537 T03/R13-28B1 141.2 1481.6 145.8 1477.0 141.8 1480.9 145.1 1477.6 Rising water level 141.4 1481.3 143.8 1478.9 142.0 1480.7 143.2 1479.6 139.4 1483.3 372465 T03/R13-28F1 - - - - - - - - - - - - 107.3 1420.0 100.7 1426.6 95.8 1431.5 139337 T03/R13-28L1 21.4 1477.3 Rising water level 25.2 1473.5 20.4 1478.2 24.4 1474.3 Rising water level 21.0 1477.7 23.0 1475.7 19.4 1479.3 22.6 1476.1 18.6 1480.1 354742 T03/R14-18N1 516.7 1637.0 518.3 1635.4 517.9 1635.7 519.5 1634.2 518.3 1635.3 - - Not monitored 518.6 1635.1 519.1 1634.6 518.7 1635.0 302764 T04/R14-31L1 267.1 1518.7 265.4 1520.5 264.9 1521.0 265.2 1520.7 265.9 1520.0 264.8 1521.1 - - No permission - - Not monitored - - Not monitored Notes: 1 Northing and Easting coordinates are in Washington South State Plane coordinate system (NAD 1983 datum). 2 All elevations are in NAVD 1988 datum. May/June 2010 Measurements November/December 2010 Measurements Ecology Well Log Data June 2007 Measurements November 2007 Measurements April 2011 Measurements April 2008 Measurements December 2008 Measurements April 2009 Measurements December 2009 Measurements ---PAGE BREAK--- Table 3.1 - Hydraulic Parameter Estimates for Basalt Aquifers High Prairie Water Availability Study WRIA 30, Washington Aspect Consulting 6/28/2011 V:\070024 WRIA 30 Phase 4\Deliverables\012 Water Availability\High Prairie\Final\Table 3.1 Hydraulic paramsTable 3.1 Table 3.1 Page 1 of 1 Wanapum Basalt Minimum Maximum Mean Minimum Maximum Mean Minimum Maximum Mean 0.087 8 3 4 9331 1339 2.E-06 1.E-04 3.E-05 Columbia Plateau Aquifer System - Model Vacarro, 1999; Whiteman et. al, 1994 0.007 5244 66 - - - - - - Columbia Plateau Aquifer System - Specific Capacity Vacarro, 1999 0.864 3 - - - - - - - High Praire Area - Model Hansen, Vacarro and Bauer, 1994 - - - - - 630 - - - T03/R13-28L1 Priest Rapids and Roza Specific Capacity (Well Log) Department of Ecology Well Log Database - - - - - 35 - - - T03/R13-23L1 Priest Rapids and Roza Specific Capacity (Well Log) Department of Ecology Well Log Database - - - 19 21 - - - - T03/R14-19F1 T03/R13-15C1 Roza and Frenchman Springs Specific Capacity (Multiple Well Logs) Department of Ecology Well Log Database Upper Grande Ronde Basalt Minimum Maximum Mean Minimum Maximum Mean Minimum Maximum Mean 0.130 9 2 41 15898 3672 6.E-06 1.E-03 2.E-04 Columbia Plateau Aquifer System - Model Vacarro, 1999; Whiteman et. al, 1994 0.005 2523 50 - - - - - - Columbia Plateau Aquifer System - Specific Capacity Vacarro, 1999 0.864 2 - - - - - - - High Prairie Area - Model Hansen, Vacarro and Bauer, 1994 Source Data Type Aquifer Location Data Type Source Hydraulic Conductivity (ft/day) Hydraulic Conductivity (ft/day) Transmissivity (ft2/day) Storativity (Dimensionless) Location Aquifer Transmissivity (ft2/day) Storativity (Dimensionless) ---PAGE BREAK--- STUDY AREA Middle Klickitat Subbasin Upper Klickitat Subbasin Little Klickitat Subbasin Swale Creek Subbasin Lower Klickitat Subbasin Columbia Tributaries Subbasin GIS Path: T:\projects_8\WRIA30\070024\Delivered\HighPrairie_Water_Avail_Study\Fig1_1_StudyArea.mxd II Coordinate System: NAD 1983 StatePlane Washington South FIPS 4602 Feet II Date Saved: 06/09/2011 II User: pwittman II Print Date: 06/09/2011 Study Area High Prairie Water Availability Study WRIA 30, Washington C O N SU LTI N G FIGURE NO. 1.1 JUN-2011 PROJECT NO. 070024 BY: JMS / PPW REV BY: - - - 0 5 10 Miles FIGURE EXTENT FIGURE EXTENT 1:300,000 ---PAGE BREAK--- ; $ ; $ $ $ $ + + + $ + ; ; + ; ; ; ; ; ; ; + + ; ; + + ; ; ; ; ; ; ; + + ; ; + + + + & & & & & + + + + ; + + ; ; ; & + + + + + + & ; & ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; & & ; ; & ; & & & & ; & & & & & & & & ; ; ; ; ; & & ; ; & & & ; & & & & & & & & & & & & & & & & ; ; & & & & & ; ; ; ; ; ; & & & & & ; ; ; & M M F F F M M M M M F F F F F F F M F M M M M M M M M M M M M F F F F F F R R R R R R R R M M M M M F F M M M M M M M M M M M M F F F F F F F M M M M M M M M M M M M F F M M M M M M F F F F F F F F F F F M M M F F F F F F F F F F F @ ? @ ? @ ? @ ? @ ? @ ? @ ? @ ? @ ? @ ? @ ? @ ? @ ? @ ? @ ? @ ? @ ? @ ? @ ? @ ? @ ? @ ? LAUREL FAULT WARWICK FAULT HORESHOE BEND ANTICLINE MOSIER SWALE CREEK COLUMBIA HILLS ANTICLINE T03R13E T03R14E T04R14E T04R13E T03R12E T04R12E 27 14J 4L1 3B1 23L1 15L1 21M1 20N2 20N1 27Q1 22P1 22C1 14G2 14G1 14A1 11M1 28F1 21P1 28L1 28B1 3R1 31L1 18N1 K li c kit a t R i v e r Swa l e Creek Knig ht Ca ny o n J o hnso n Canyo n Silv a C re ek Hans o n Cree k M a jo r Creek Di ll a co r t Can y on W h e eler Ca ny o n W i d e Sky C a n y on Kuhnhau se n Cree k E ig htmi le C r ee k Fivemile Creek E ast F or k M a jor Creek M ud S pring C a n y on Threemile Creek Stanley Canyon 6 1 2 3 4 5 6 1 2 3 4 5 6 1 2 3 4 7 9 8 7 9 8 7 9 8 7 6 1 2 3 4 5 6 1 2 3 4 5 6 1 2 3 6 4 5 31 34 36 35 33 32 31 36 35 34 33 32 31 36 35 34 33 32 31 30 27 28 26 29 30 25 26 29 30 25 28 26 27 29 30 19 22 24 23 21 20 19 24 23 22 21 20 19 24 23 22 21 20 19 18 15 13 14 16 13 14 18 15 16 17 18 13 16 15 17 18 12 11 10 12 11 10 12 11 10 31 36 35 34 33 32 31 36 35 34 33 32 31 36 35 34 33 32 31 30 25 26 27 28 29 30 25 26 29 30 25 26 27 28 29 30 19 24 20 21 23 22 19 21 20 19 22 21 23 20 19 25 27 28 17 14 27 28 24 23 22 24 GIS Path: T:\projects_8\WRIA30\070024\Delivered\HighPrairie_Water_Avail_Study\Fig2_1_GW_Level_Mon_Net.mxd II Coordinate System: NAD 1983 StatePlane Washington South FIPS 4602 Feet II Date Saved: 06/20/2011 II User: pwittman II Print Date: 06/20/2011 Groundwater Level Monitoring Network High Prairie Water Availability Study WRIA 30, Washington C O N SU LTI N G FIGURE NO. 2.1 JUN-2011 PROJECT NO. 070024 BY: JMS / PPW REV BY: - - - 0 6,000 12,000 Feet Surveyed Groundwater Monitoring Network Well Location (by completion aquifer): Folds (Washingtion DNR 1:100K mapping) F Anticline (location accurate) F Anticline (location approximate) F Anticline (location concealed) M (location accurate) M (location approximate) M (location concealed) R Monocline, anticlinal bend (location accurate) R Monocline, anticlinal bend (location concealed) Faults (Washingtion DNR 1:100K mapping) Normal fault (location inferred). Bar and ball on block. Normal fault (location concealed). Bar and ball on block. Thrust fault (location concealed). Sawteeth on upper plate. Thrust fault (location accurate). Sawteeth on upper plate. Normal fault (location accurate). Bar and ball on block. ; ; ; ; ; ; + + Right-lateral strike-slip fault (location accurate). Arrows show relative motion. & Fault, unknown offset (location inferred) Fault, unknown offset (location accurate) Right-lateral strike-slip fault (location concealed). Arrows show relative motion. & Left-lateral strike-slip fault (location accurate). Arrows show relative motion. $ Right-lateral strike-slip fault (location inferred). Arrows show relative motion & Right-lateral strike-slip fault (location approximate). Arrows show relative motion. & Wanapum @ ? Wanapum and Grande Ronde @ ? Grande Ronde @ ? 3B1 High Prairie Study Area 8 Sections Township/Range ---PAGE BREAK--- ; $ ; $ $ $ $ + + + $ + ; ; + ; ; ; ; ; ; ; + + ; ; + + ; ; ; ; ; ; ; + + ; ; + + + + & & & & & + + + + ; + + ; ; ; & + + + + + + & ; & ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; & & ; ; & ; & & & & ; & & & & & & & & ; ; ; ; ; & & ; ; & & & ; & & & & & & & & & & & & & & & & ; ; & & & & & ; ; ; ; ; ; & & & & ; ; ; & M M F F F M M M M M F F F F F F F F M M M M M M M M M M M M F F F F F F R R R R R R R R M M M M M F F M M M M M M M M M M M M F F F F F F F M M M M M M M M M M M M F F M M M M M M F F F F F F F F F F F M M M M F F F F F F F F F F F F !H !H !H !H !H !H !H !H !H !H !H !H !H !H !H !H !H !H !H !H !H !H !H !H !H !H !H !H !H !H !H !H !H !H !H!H !H !H!H !H !H !H !H !H !H !H !H !H !H !H !H !H !H !H!H !H !H!H !H!H !H!H!H !H !H !H !H !H !H !H !H !H !H !H !H !H !H !H!H !H!H !H!H !H !H !H !H !H!H !H !H !H !H!H !H !H!H!H !H !H!H!H !H!H !H !H!H !H !H !H !H !H !H !H !H !H !H!H !H !H LAUREL FAULT WARWICK FAULT HORESHOE BEND ANTICLINE MOSIER SWALE CREEK COLUMBIA HILLS ANTICLINE T03R13E T03R14E T04R14E T04R13E T03R12E T04R12E 4J1 6F2 6F1 1J1 1D1 3J1 3K1 3N1 4L1 5F1 5M1 6H1 6P1 6P2 1D2 1D1 1N3 1N1 1N2 2K1 2N3 2N2 2N1 2L1 S1 3L1 27A1 24G1 24F1 24H1 24J2 24J1 24R1 23L1 23H1 23M1 22P2 22P1 22N2 22N1 21P1 21M1 21R1 20N1 20Q1 20K1 20M1 19R2 19K1 23NE1 21L1 21L1 21Q1 20J3 20J2 20J1 19R1 21SE1 3A1 3R1 3Q1 3B1 1D3 27G2 27G1 27J1 27K1 27F1 27P1 23M2 22C1 21A1 15P1 15L1 15C1 14F1 11M1 11N1 10N1 10L1 27R1 27C1 27B1 27Q1 27L1 11SW1 7N1 7M1 7E1 18E1 31P1 31L1 30M1 19M1 18N3 18L1 18D1 24C1 24A2 19N1 Mv(wpr) Mv(wfs) Mv(wr) Mv(wr) Mv(wpr) Mv(gN2) Mv(wfs) Mv(wpr) Mv(wfs) Mv(gN2) Mv(wfs) Qa Mv(sp) Mc(d) Qls Qls Mv(wr) Mv(wpr) Mv(wr) Qls Mv(gN2) Qa Mc(d) QMc Mv(w Mv(wfs) Qls Mv(wpr) Mv(wr) Mc(e) Qls Qa Mv(wpr) Mc(e) Qls Qls Qa Qfg Mv(gN2) Mv(wr) Mv(wpr) Mv(wr) Qls Mv(sp) Mv(wpr) QMc Qfs Qls Mv(wpr) Mc(e) Qls Mv(wp Mv(wfs) QMc Qls Mv(wpr) Qls Mv(wpr) Qfg QMc Mc(e) Qls Mc(e) Qls Mv(wr) Mv(wpr) Mv(wpr) Mv(wr) Qfg Mv(sp) Mv(wfs) Mv(wr) Mv(wpr) Mv(sp) Mv(wfs) Qls Mv(wpr) Mv(wr) Mv(wfs) Mv(wpr) Mv(wpr) Mv(wr) Mc(e) Qls Qls Qa Mv(wr) Qa Mv(wr) Qls Mv(sp) Mv(wpr) Mc(e) Mv(wr) Mv(wfs) Mv(wpr) Mv(wr) Mv(wr) Mv(wpr) Mv(wr) Mv(gN2) Mv(wfs) Mv(wr) Mv(gN2) Mv(wpr) Mv(wfs) Qa Qls Mv(wpr) Mc(d) Mv(wfs) Mv(wpr) Qfg Mv(wfs) Mc(e) Mv(wr) QMc Mv(wr) Mv(sp) Mc(d) Mv(wpr) Mc(e) Mv(gN2) Mv(sp) Qls Mv(wpr) Mv(sp) Mv(wpr) Mv(wr) Mv(wpr) Mv(wfs) Qa Mv(sp) Qls Mv(wfs) Mv(wr) Mv(wpr) Mv(wr) Mv(wfs) Mv(wpr) Mv(wfs) Mv(wfs) Mc(d) Mv(wpr) Qls Mv(wr) Mv(wfs) Mv(sp) Mv(wpr) Mv(gN2) Mv(gN2) Mv(wfs) Mv(wr) Mv(wr) A A' B' B C C' H H' K li c kit a t R i v e r Swa l e Creek J ohns on Cany on Silv a C re ek H a n s o n C r e ek M aj or C r e e k Di ll a co r t Can y on Whe e l er Canyon W i d e Sky C a n y on Kuhnhau se n Cree k Ei g htmi le C ree k Fivemile Creek E ast F or k M a jor Creek M ud S pring C a n y on L o g gi n g C a m p Ca nyo n Threemile Creek S t anle y Cany o n Catherine Creek K lic k itat R i ver 1 2 3 4 5 6 1 2 3 4 5 6 1 2 3 4 9 8 7 8 7 9 8 7 1 2 3 4 5 1 2 3 4 1 2 3 6 4 5 11 34 36 35 33 32 31 36 35 34 33 32 31 36 35 33 32 31 27 28 26 29 30 25 26 27 28 29 30 25 28 26 27 29 30 22 24 23 21 20 19 24 22 19 24 23 22 20 19 15 13 14 16 13 14 18 15 16 17 18 13 16 15 17 18 12 10 12 11 10 12 11 10 36 35 34 33 32 31 36 35 34 32 31 36 35 34 33 32 31 25 26 27 28 29 30 25 26 28 29 30 25 26 27 28 29 30 20 21 23 22 19 24 23 22 21 20 19 22 21 23 20 19 9 6 5 6 34 25 23 21 20 21 17 14 11 33 27 24 24 GIS Path: T:\projects_8\WRIA30\070024\Delivered\HighPrairie_Water_Avail_Study\Fig3_1_CrossSection_andGeology.mxd II Coordinate System: NAD 1983 StatePlane Washington South FIPS 4602 Feet II Date Saved: 06/20/2011 II User: pwittman II Print Date: 06/20/2011 Cross Section Location and Geologic Map High Prairie Water Availability Study WRIA 30, Washington C O N SU LTI N G FIGURE NO. 3.1 JUN-2011 PROJECT NO. 070024 BY: JMS / PPW REV BY: - - - 0 6,000 12,000 Feet Folds (Washingtion DNR 1:100K mapping) Anticline (location accurate) Anticline (location approximate) Anticline (location concealed) (location accurate) (location approximate) (location concealed) Monocline, anticlinal bend (location accurate) Monocline, anticlinal bend (location concealed) Faults (Washingtion DNR 1:100K mapping) Normal fault (location inferred). Bar and ball on block. Normal fault (location concealed). Bar and ball on block. Thrust fault (location concealed). Sawteeth on upper plate. Thrust fault (location accurate). Sawteeth on upper plate. Normal fault (location accurate). Bar and ball on block. ; ; ; ; ; ; + + Right-lateral strike-slip fault (location accurate). Arrows show relative motion. & Fault, unknown offset (location inferred) Fault, unknown offset (location accurate) Right-lateral strike-slip fault (location concealed). Arrows show relative motion. & Left-lateral strike-slip fault (location accurate). Arrows show relative motion. $ Right-lateral strike-slip fault (location inferred). Arrows show relative motion & Right-lateral strike-slip fault (location approximate). Arrows show relative motion. & Surficial Geologic Units (Washingtion DNR 1:100K mapping) High Prairie Study Area Sections 8 !H Cross Section Well F F F M M M R R Cross Section Township/Range Qls - landslide deposits Qfg/Qfs - Missoula, glacial Lake, deposits of - Balch Lake, basalt of - Simcoe Mountains, volcanic rocks of Mc(e) - Ellensburg Formation Mv(sp) - Pomona Member, Saddle Mountains Basalt Mv(wpr) - Priest Rapids Member, Wanapum Basalt Mv(wr) - Roza Member, Wanapum Basalt Mv(wfs) - Frenchman Springs Member, Wanapum Basalt Mv(gN2) - Grande Ronde Basalt, N2 QMc - continental sedimentary deposits, including Swale Creek Valley [QPLc(s)] Qa - alluvium Mc(d) - Dalles Formation Section H-H' is a revision to cross section H-H' from Aspect Consulting (2007). ---PAGE BREAK--- 1000 2500 2000 500 Klickitat River 0 1500 3000 -1000 -500 0 5000 10000 15000 20000 25000 30000 35000 40000 45000 50000 55000 65000 70000 75000 1000 2500 2000 500 0 1500 3000 -1000 -500 3500 3500 Mv (wfs) Mv Mv (wpr) Mv (wr) Intersection Cross Section C-C' ? ? Swale Creek Mv (wfs) Mv (wr) Mv Mv Mv (wfs) Mv (wr) Mv (wpr) Mv (wpr) Mv (wpr) Mv (wpr) Mv (wpr) Mv (wpr) Mv (wr) Intersection Cross Section H-H' Laurel Fault (Right-Lateral Strike-Slip) Warwick Fault (Right-Lateral Strike-Slip) 25/- 20/- 35/- 10/- 10/- 10/- 60/- 30/- 10/- 30/- 10/- 15/- 15/- 18/- 10/- Scale: 1" = 5000' Horiz. 1" = 500' Vert. Vertical Exaggeration = 10X Elevation in Feet (NGVD) FIGURE NO. PROJECT NO. DATE: REVISED BY: DRAWN BY: DESIGNED BY: Cross Section A-A' High Prairie Water Availability Study WRIA 30, Washington June 2011 DFR/AAE/JMS PMB 070024 3.2 Q:\WRIA\070024 WRIA 30\2011-06\070024-AA.dwg A West A' East Elevation in Feet (NGVD) Feet 0 10000 5000 Legend Mv (wpr) Mv (wfs) Mv (wr) - Ellensburg formation - Wanapum basalt, Priest rapids - Wanapum basalt, Rosa - Wanapum basalt, Frenchman Springs - Grand Ronde Basalt - Cased Borehole - Open or Screened Borehole - Water Bearing Zone on drillers log - Water level on drillers log - Well yield (gpm) / specific capacity (gpm/ft) - Fault/Fold Mc WB Mv 20/0.13 ---PAGE BREAK--- 3000 600 1200 0 6000 2400 900 2100 300 1800 1500 9000 12000 15000 18000 21000 24000 27000 30000 33000 36000 39000 42000 45000 0 -300 Klickitat River Mv Mv (wpr) Mv (wr) Swale Creek Intersection Cross Section E-E' 1200 2100 1800 1500 QMc Mv Mv (wfs) Mv (wfs) Mc Mv (wpr) Mv (wr) Mv (wfs) WB WB Mc WB 600 900 300 0 -300 ? Warwick Fault (Right-Lateral Strike-Slip) Intersection Cross Section H-H' 40/- 50/- 30/- 20/- 20/- 15/- 12/- 20/- 85/- 25/- 20/0.13 100/- 28/- 50/- 7/0.07 15/- 15/- 20/- Scale: 1" = 3000' Horiz. 1" = 300' Vert. Vertical Exaggeration = 10X Elevation in Feet (NGVD) B West B' East Elevation in Feet (NGVD) FIGURE NO. PROJECT NO. DATE: REVISED BY: DRAWN BY: DESIGNED BY: Cross Section B-B' High Prairie Water Availability Study WRIA 30, Washington June 2011 DFR/AAE/JMS PMB 070024 3.3 Q:\WRIA\070024 WRIA 30\2011-06\070024-BB.dwg Feet 0 6,000 3,000 Legend Mv (wpr) Mv (wfs) Mv (wr) - Continental sedimentary rocks - Dalles Formation - Ellensburg formation - Wanapum basalt, Priest rapids - Wanapum basalt, Rosa - Wanapum basalt, Frenchman Springs - Grand Ronde Basalt - Cased Borehole - Open or Screened Borehole - Water Bearing Zone on drillers log - Water level on drillers log - Well yield (gpm) / specific capacity (gpm/ft) - Fault/Fold Mc WB Mv QMc Mc 20/0.13 ---PAGE BREAK--- 3000 600 1200 0 6000 2400 900 2100 2700 300 1800 1500 9000 12000 15000 18000 21000 24000 27000 30000 33000 600 1200 2400 900 2100 2700 300 1800 1500 Intersection Cross Section A-A' Intersection Cross Section B-B' Mv (wfs) Mv (gr) Mv (wpr) Mv (wr) ? Qls Mv (wr) Mv (wpr) Mc Qls Mv (gr) ? Mv (wfs) Thrust Fault Laurel Fault (Right-Lateral Strike-Slip) 10/- 10/- 8/0.08 25/- 10/- 18/- 85/- 20/- 11/- 15/- Scale: 1" = 3000' Horiz. 1" = 300' Vert. Vertical Exaggeration = 10X Elevation in Feet (NGVD) FIGURE NO. PROJECT NO. DATE: REVISED BY: DRAWN BY: DESIGNED BY: Cross Section C-C' High Prairie Water Availability Study WRIA 30, Washington June 2011 DFR/AAE/JMS PMB 070024 3.4 Q:\WRIA\070024 WRIA 30\2011-06\070024-EE.dwg C North C' South Elevation in Feet (NGVD) Feet 0 6,000 3,000 Legend Mv (wpr) Qls Mv (wfs) Mv (wr) - Landslide - Continental sedimentary rocks - Dalles Formation - Ellensburg formation - Wanapum basalt, Priest rapids - Wanapum basalt, Rosa - Wanapum basalt, Frenchman Springs - Grand Ronde Basalt - Cased Borehole - Open or Screened Borehole - Water Bearing Zone on drillers log - Water level on drillers log - Well yield (gpm) / specific capacity (gpm/ft) - Fault/Fold Mc WB Mv (gr) QMc Mc 20/0.13 ---PAGE BREAK--- 3000 600 1200 0 6000 2400 900 2100 1800 1500 9000 12000 15000 18000 21000 24000 27000 30000 600 1200 2400 900 2100 2700 1800 1500 33000 2700 3000 3300 3000 3300 T04NR14E-30P1 Offset: 0 T04NR14E-31L1 Offset: 220' East T04NR14E-31P1 Offset: 290' East T03NR14E-6F1 Offset: 420' East T03NR14E-7E1 Offset: 680' East T03NR14E-7M1 Offset: 620' West T03NR14E-7N1 Offset: 560' West T03NR14E-18D1 Offset: 540' West T03NR14E-18E1 Offset: 500' West T03NR14E-18L1 Offset: 870' East T03NR14E-18N2 Offset: 420' West T04NR14E-19M1 Offset: 250' west T04NR14E-19N1 Offset: 190' West T04NR14E-30M1 Offset: 0 WB WB Mv (wpr) Mv (wpr) Mv (wpr) Mv (gr) Mv (gr) Mv (gr) Mv (gr) Mv (wr) Mv (wr) Mv (wr) Mv (wfs) Mv (wfs) Mv (wfs) WB WB WB WB WB WB WB WB WB Intersection Cross Section B-B' Intersection Cross Section A-A' WB 25/- 60/- 15/- 25/- 2.5/- 25/- 60/- 45/- 10/- 13/- 10/- 45/- Elevation in Feet (NGVD) H North H' South Elevation in Feet (NGVD) Scale: 1" = 3000' Horiz. 1" = 300' Vert. Vertical Exaggeration = 10X FIGURE NO. PROJECT NO. DATE: REVISED BY: DRAWN BY: DESIGNED BY: Cross Section H-H' High Prairie Water Availability Study WRIA 30, Washington June 2011 JJP/DFR PMB 070024 3.5 Q:\WRIA\070024 WRIA 30\2011-06\070024-HH.dwg Feet 0 6,000 3,000 Legend Mv (wpr) Mv (wfs) Mv (wr) - Continental sedimentary rocks - Ellensburg formation - Wanapum basalt, Priest rapids - Wanapum basalt, Rosa - Wanapum basalt, Frenchman Springs - Grand Ronde Basalt - Cased Borehole - Open or Screened Borehole - Water Bearing Zone on drillers log - Well yield (gpm) / specific capacity (gpm/ft) - Water level on drillers log Mc WB Mv (gr) QMc 20/0.13 This is a revision to cross section H-H' presented in Aspect (2007). ---PAGE BREAK--- ; $ ; $ $ $ $ + + + $ + ; ; + ; ; ; ; ; ; ; + + ; ; + + ; ; ; ; ; ; ; + + ; ; + + + + & & & & & + + + + ; + + ; ; ; & + + + + + + & ; & ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; & & ; ; & ; & & & & ; & & & & & & & & ; ; ; ; ; & & ; ; & & & ; & & & & & & & & & & & & & & & & ; ; & & & & & ; ; ; ; ; ; & & & & & ; ; ; & M M F F F M M M M M F F F F F F F M F M M M M M M M M M M M M F F F F F F R R R R R R R R M M M M M F F M M M M M M M M M M M M F F F F F F F M M M M M M M M M M M M F F M M M M M M F F F F F F F F F F F M M M F F F F F F F F F F F ! ! ! ! ! ! ! ! !H !H !H !H!H !H !H !H !H !H !H !H !H !H !H !H !H !H "J "J "J "J "J "J "J "J "J "J "J "J "J "J "J "J LAUREL FAULT WARWICK FAULT HORESHOE BEND ANTICLINE MOSIER SWALE CREEK COLUMBIA HILLS ANTICLINE T03R13E T03R14E T04R14E T04R13E T03R12E T04R12E 7N1 (2078) 7E2 (1933) 4K1 (1814) 3N1 (1827) 1R1 (2032) 1J1 (2009) 31N2 (1812) 31P1 (1772) 19F1 (1840) 18L2 (1795) 18E1 (1725) 18A1 (2019) 13J1 (1950) 12N1 (1730) 12G1 (2011) 10N1 (1901) 20N1 (974) 14J (1680) 3B1 (1799) 18N1 (1635) 28L1 (1480) 28F1 (1431) 28B1 (1483) 23L2 (1771) 22P1 (1613) 22C1 (1592) 21P1 (1393) 21M1 (1256) 14G2 (1899) 14G1 (1888) 14A1 (1745) 11M1 (1922) 31L1 (1520) 15L1 (1870) 1700 1600 1800 1400 1500 1300 1900 1200 2000 1100 1700 2000 1800 1800 1700 1800 1900 1700 1600 1900 1900 K li c kit a t R i v e r Swa l e Creek Knig ht Ca ny o n J o hnso n Canyo n Silv a C re ek Hans o n Cree k M a jo r Creek Di ll a co r t Can y on W h e eler Ca ny o n W i d e Sky C a n yo n Kuhnhau se n Cree k E ig htmi le C r ee k Fivemile Creek E ast F or k M a jor Creek M ud S pring C a n y on Threemile Creek Stanley Canyon Kl ick i tat R i ver 6 1 2 3 4 5 6 1 2 3 4 5 6 1 2 3 4 7 9 8 7 9 8 7 9 8 7 6 1 2 3 4 5 6 1 2 3 4 5 6 1 2 3 6 4 5 31 34 36 35 33 32 31 36 35 34 33 32 31 36 35 34 33 32 31 30 27 28 26 29 30 25 26 27 28 30 25 28 26 27 29 30 19 22 24 23 21 20 24 23 22 21 19 24 23 22 21 20 19 18 15 13 14 16 13 15 16 17 18 13 16 15 17 18 12 11 10 12 11 10 12 11 10 31 36 35 34 33 32 31 36 35 34 33 32 31 36 35 34 33 32 31 30 25 26 27 28 29 30 25 26 27 28 29 30 25 26 27 28 29 30 19 24 20 21 23 22 19 24 23 22 21 20 19 22 21 23 20 19 25 29 19 20 14 17 18 14 24 GIS Path: T:\projects_8\WRIA30\070024\Delivered\HighPrairie_Water_Avail_Study\Fig3_6_Wanapum_GWElevContours.mxd II Coordinate System: NAD 1983 StatePlane Washington South FIPS 4602 Feet II Date Saved: 06/21/2011 II User: pwittman II Print Date: 06/21/2011 Groundwater Elevation Contour Map - Wanapum Basalt High Prairie Water Availability Study WRIA 30, Washington C O N SU LTI N G FIGURE NO. 3.6 JUN-2011 PROJECT NO. 070024 BY: JMS / PPW REV BY: - - - 0 6,000 12,000 Feet Wanapum Basalt Wells and Water Levels Folds (Washingtion DNR 1:100K mapping) F Anticline (location accurate) F Anticline (location approximate) F Anticline (location concealed) M (location accurate) M (location approximate) M (location concealed) R Monocline, anticlinal bend (location accurate) R Monocline, anticlinal bend (location concealed) Faults (Washingtion DNR 1:100K mapping) Normal fault (location inferred). Bar and ball on block. Normal fault (location concealed). Bar and ball on block. Thrust fault (location concealed). Sawteeth on upper plate. Thrust fault (location accurate). Sawteeth on upper plate. Normal fault (location accurate). Bar and ball on block. ; ; ; ; ; ; + + Right-lateral strike-slip fault (location accurate). Arrows show relative motion. & Fault, unknown offset (location inferred) Fault, unknown offset (location accurate) Right-lateral strike-slip fault (location concealed). Arrows show relative motion. & Left-lateral strike-slip fault (location accurate). Arrows show relative motion. $ Right-lateral strike-slip fault (location inferred). Arrows show relative motion & Right-lateral strike-slip fault (location approximate). Arrows show relative motion. & !H Monitoring Network Well Locations: 21M1 (1256) 31L1 (1520) Well with April 2011 Water Level Sections 8 Township/Range High Prairie Study Area Well with Well Log Water Level !H Well with Water Level from Date Other Than April 2011 Non-Surveyed (Qtr-Qtr Section) Well Locations: "J 1R1 (2032) 100-ft Wanapum Basalt Groundwater Elevation Contours 100 Groundwater Flow Direction Arrow ! ---PAGE BREAK--- ; $ ; $ $ $ $ + + + $ + ; ; + ; ; ; ; ; ; ; + + ; ; + + ; ; ; ; ; ; ; + + ; ; + + + + & & & & & + + + + ; + + ; ; ; & + + + + + + & ; & ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; & & ; ; & ; & & & & ; & & & & & & & & ; ; ; ; ; & & ; ; & & & ; & & & & & & & & & & & & & & & & ; ; & & & & & ; ; ; ; ; ; & & & & & ; ; ; & M M F F F M M M M M F F F F F F F M F M M M M M M M M M M M M F F F F F F R R R R R R R R M M M M M F F M M M M M M M M M M M M F F F F F F F M M M M M M M M M M M M F F M M M M M M F F F F F F F F F F F M M M F F F F F F F F F F F ! ! ! !H !H !H !H !H "J "J "J "J "J "J "J "J LAUREL FAULT WARWICK FAULT HORESHOE BEND ANTICLINE MOSIER SWALE CREEK COLUMBIA HILLS ANTICLINE T03R13E T03R14E T04R14E T04R13E T03R12E T04R12E 7E1 (1718) 3K1 (1555) 3J1 (1569) 1D3 (1526) 31N1 (1408) 28R1 (1615) 27J1 (1774) 11A1 (1605) 27Q1 (1733) 27 (1659) 20N2 (1102) 3R1 (1598) 4L1 (1601) 1550 1600 1650 1500 1450 1700 K li c kit a t R i v e r Swa l e Creek Kn ight Can yo n J o hnso n Canyo n Silv a C re ek Hans o n Cree k M a jo r Creek Di ll a co r t Can y on W h e eler Ca ny o n W i d e Sky C a n y on Kuhnhau se n Cree k E ig htmi le C r ee k Fivemile Creek E ast F or k M a jor Creek M ud S pring C a n y on Threemile Creek Stanley Canyon Kl ick i tat R i ver 6 1 2 3 4 5 6 1 2 3 4 5 6 1 2 3 4 7 9 8 7 9 8 7 9 8 7 6 1 2 3 4 5 6 2 3 4 5 6 1 2 3 6 4 5 31 34 36 35 33 32 31 36 35 34 33 32 31 36 35 34 33 32 31 30 27 28 26 29 30 25 26 27 28 29 30 25 28 26 27 29 30 19 22 24 23 21 20 19 24 23 22 21 20 19 24 23 22 21 20 19 18 15 13 14 16 13 14 18 15 16 17 18 13 16 15 17 18 12 11 10 12 11 10 12 11 10 31 36 35 34 33 32 31 36 35 34 33 32 31 36 35 34 33 32 31 30 25 26 27 28 29 30 25 26 27 28 29 30 25 26 27 28 29 30 19 24 20 21 23 22 19 24 23 22 21 20 19 22 21 23 20 19 1 25 17 14 24 GIS Path: T:\projects_8\WRIA30\070024\Delivered\HighPrairie_Water_Avail_Study\Fig3_7_GrandeRonde_GWElevContours.mxd II Coordinate System: NAD 1983 StatePlane Washington South FIPS 4602 Feet II Date Saved: 06/20/2011 II User: pwittman II Print Date: 06/20/2011 Groundwater Elevation Contour Map - Grande Ronde Basalt High Prairie Water Availability Study WRIA 30, Washington C O N SU LTI N G FIGURE NO. 3.7 JUN-2011 PROJECT NO. 070024 BY: JMS / PPW REV BY: - - - 0 6,000 12,000 Feet Grande Ronde Basalt Wells and Water Levels Folds (Washingtion DNR 1:100K mapping) F Anticline (location accurate) F Anticline (location approximate) F Anticline (location concealed) M (location accurate) M (location approximate) M (location concealed) R Monocline, anticlinal bend (location accurate) R Monocline, anticlinal bend (location concealed) Faults (Washingtion DNR 1:100K mapping) Normal fault (location inferred). Bar and ball on block. Normal fault (location concealed). Bar and ball on block. Thrust fault (location concealed). Sawteeth on upper plate. Thrust fault (location accurate). Sawteeth on upper plate. Normal fault (location accurate). Bar and ball on block. ; ; ; ; ; ; + + Right-lateral strike-slip fault (location accurate). Arrows show relative motion. & Fault, unknown offset (location inferred) Fault, unknown offset (location accurate) Right-lateral strike-slip fault (location concealed). Arrows show relative motion. & Left-lateral strike-slip fault (location accurate). Arrows show relative motion. $ Right-lateral strike-slip fault (location inferred). Arrows show relative motion & Right-lateral strike-slip fault (location approximate). Arrows show relative motion. & !H Monitoring Network Well Locations: 21M1 (1256) 31L1 (1520) Well with April 2011 Water Level Sections 8 Township/Range High Prairie Study Area Well with Well Log Water Level !H Well with Water Level from Date Other Than April 2011 Non-Surveyed (Qtr-Qtr Section) Well Locations: "J 1R1 (2032) 50-ft Grande Ronde Basalt Groundwater Elevation Contours 100 Groundwater Flow Direction Arrow ! ---PAGE BREAK--- Aspect Consulting 6/28/2011 V:\070024 WRIA 30 Phase 4\Deliverables\012 Water Availability\High Prairie\Final\Tables 2.1 and 2.2 Monitoring Network Summary Data Figure 3.8 - Groundwater Hydrographs High Prairie Water Availability Study WRIA 30, Washington 950 1050 1150 1250 1350 1450 1550 1650 1750 1850 1950 2007 2008 2009 2010 2011 2012 Groundwater Elevation (ft MSL) T03N/R13 T03/R13-3B1 (Wanapum) T03/R13-3R1 (Wanapum) T03/R13-4L1 (Wanapum & Grande Ronde) T03/R13-11M1 (Wanapum) T03/R13-14A1 (Wanapum) T03/R13-14G1 (Wanapum) T03/R13-14G2 (Wanapum) T03/R13-14J (Wanapum) T03/R13-20N1 (Wanapum) T03/R13-20N2 (Grande Ronde) T03/R13-21M1 (Wanapum) T03/R13-21P1 (Wanapum) T03/R13-22C1 (Wanapum) T03/R13-22P1 (Wanapum) T03/R13-23L1 (Wanapum) T03/R13-27 (Grande Ronde) T03/R13-27Q1 (Grande Ronde) T03/R13-28B1 (Wanapum) T03/R13-28F1 (Wanapum) T03/R13-28L1 (Wanapum) T03N/R14 T03/R14-18N1 (Wanapum) T04N/R14 T04/R14-31L1 (Wanapum) Notes: Any depth-to-water measurements from Table 2.2 which had non-static water levels were not included in the hydrographs. ---PAGE BREAK--- Aspect Consulting 6/28/2011 V:\070024 WRIA 30 Phase 4\Deliverables\012 Water Availability\High Prairie\Final\Figure 3.9 - Precipitation Analysis Figure 3.9 - Long-Term Precipitation Trends High Prairie Water Availability Study WRIA 30, Washington Notes: Goldendale annual precipitation data from Goldendale (NOAA #453222) and Goldendale 2E (NOAA #453226). Individual months with more than 5 days of missing data were not used for either or annual statistics. 0 5 10 15 20 25 30 35 1920 1940 1960 1980 2000 2020 Annual Precipitation (in) Annual Precipitation Annual Precipitation (Goldendale) Mean Annual Precipitation (Goldendale; 16.70 in) -20 -10 0 10 20 30 40 1920 1940 1960 1980 2000 2020 Cumulative Departure (in) Cumulative Departure from Mean Annual Precipitation Cumulative Departure (Goldendale) ---PAGE BREAK--- APPENDIX A Well Completion Summary Table for the High Prairie Study Area ---PAGE BREAK--- Appendix A - Well Completion Summary Table for the High Prairie Study Area High Prairie Water Availability Study WRIA 30, Washington Aspect Consulting 6/28/2011 V:\070024 WRIA 30 Phase 4\Deliverables\012 Water Availability\High Prairie\Final\Appendix A Appendix A Page 1 of 4 Well Log ID Depth (ft) Dia. (in) TRS Identifier Date Easting (SPS 83) Northing (SPS 83) 144845 130 6 T03/R12E-1 9/13/1973 1449139 162032 139759 490 6 T03/R12E-1D1 12/19/1985 1447125 164021 139760 717 6 T03/R12E-1D2 11/8/1985 1447125 164021 136731 100 6 T03/R12E-1N1 7/15/1983 1447254 160022 [PHONE REDACTED] 6 T03/R12E-1N2 9/26/2007 1447254 160022 141941 375 6 T03/R12E-1N3 11/14/1974 1447254 160022 417936 270 6 T03/R12E-1N4 8/1/2005 1447254 160022 141942 100 6 T03/R12E-1N5 10/13/1972 1447254 160022 452260 150 6 T03/R12E-2A1 4/17/2006 1445822 163918 136489 260 6 T03/R12E-2K1 6/30/1998 1444589 161309 411871 300 6 T03/R12E-2L1 5/2/2005 1443271 161257 140055 620 6 T03/R12E-2N1 8/9/1982 1441978 160116 380950 400 6 T03/R12E-2N2 5/4/2004 1441978 160116 302694 725 6 T03/R12E-2N3 10/9/2000 1441978 160116 142254 520 6 T03/R12E-2N4 8/30/1977 1441978 160116 380952 400 6 T03/R12E-2N5 5/5/2004 1441978 160116 144992 340 6 T03/R12E-2N6 10/10/1997 1441978 160116 144993 500 6 T03/R12E-2N7 10/17/1997 1441978 160116 257429 105 6 T03/R12E-2P1 5/12/2000 1443314 160082 411873 190 6 T03/R12E-2P2 4/26/2005 1443314 160082 648563 450 6 T03/R12E-2P3 4/20/2010 1443314 160082 254792 595 6 T03/R12E-11C1 11/11/1998 1443303 158830 477834 637 6 T03/R12E-11C2 4/15/2007 1443303 158830 254793 830 6 T03/R12E-11C3 11/6/1998 1443303 158830 499065 68 6 T03/R12E-11D1 9/27/2007 1441970 158884 257433 925 6 T03/R12E-11F1 5/4/2000 1443273 157498 351595 745 6 T03/R12E-11F2 8/30/1995 1443273 157498 405753 560 6 T03/R12E-11J1 3/14/2005 1445962 156096 146451 175 6 T03/R12E-11K1 9/26/1979 1444601 156130 302697 180 6 T03/R12E-11K2 10/4/2000 1444601 156130 146452 660 6 T03/R12E-11K3 10/2/1979 1444601 156130 146453 125 6 T03/R12E-11L1 4/3/1980 1443244 156166 146454 300 6 T03/R12E-11L2 10/20/1977 1443244 156166 137578 785 6 T03/R12E-11M1 9/26/1991 1441883 156198 147279 405 6 T03/R12E-11M2 8/23/1994 1441883 156198 390594 150 6 T03/R12E-11M3 10/12/2004 1441883 156198 476467 945 6 T03/R12E-11M4 4/11/2007 1441883 156198 543334 180 6 T03/R12E-11M5 7/8/2008 1441883 156198 142290 440 6 T03/R12E-11M6 6/22/1998 1441883 156198 556405 960 6 T03/R12E-11M7 9/18/2008 1441883 156198 351594 665 6 T03/R12E-11R1 8/3/1995 1445957 154781 465582 945 6 T03/R12E-11R2 8/14/2006 1445957 154781 397812 600 6 T03/R12E-12M1 12/27/2004 1447281 156075 141096 T03/R12E-13A1 10/25/1975 1451102 153423 335147 300 6 T03/R12E-13B1 4/17/2002 1449824 153435 534975 730 6 T03/R12E-13F1 5/28/2008 1448529 152158 142236 460 6 T03/R12E-13G1 5/16/1992 1449810 152150 141109 120 6 T03/R12E-13H1 9/16/1977 1451090 152142 144936 320 6 T03/R12E-13H2 1/31/1989 1451090 152142 377247 380 6 T03/R12E-13H3 9/23/1995 1451090 152142 141108 200 6 T03/R12E-13NE1 9/21/1973 1450455 152787 137265 205 6 T03/R12E-13Q1 9/17/1973 1449778 149578 137266 250 6 T03/R12E-13Q2 9/19/1973 1449778 149578 138213 155 6 T03/R12E-13Q3 6/25/1998 1449778 149578 257434 540 6 T03/R12E-13R1 5/10/2000 1451068 149579 142371 420 6 T03/R12E-14M1 5/23/1986 1441937 150931 146798 420 6 T03/R12E-14N1 3/13/1976 1441988 149626 138669 700 6 T03/R12E-23D1 6/4/1998 1441985 148319 377248 430 6 T03/R12E-23D2 7/17/1995 1441985 148319 452280 995 6 T03/R12E-23D3 5/17/2006 1441985 148319 138407 305 6 T03/R12E-25A1 10/12/1987 1451029 142939 596858 25 2 T03/R12E-25A2 6/11/2009 1451029 142939 596859 30 2 T03/R12E-25A3 6/9/2009 1451029 142939 596860 25 2 T03/R12E-25A4 6/10/2009 1451029 142939 141415 405 6 T03/R12E-25Q1 7/30/1992 1449688 138995 387100 450 6 T03/R12E-25Q2 9/7/2004 1449688 138995 138300 460 6 T03/R12E-25SW1 6/12/1992 1447726 139678 504590 845 6 T03/R13E-1D1 10/17/2007 1479244 163560 580767 783 6 T03/R13E-1D2 3/30/2009 1479244 163560 596837 605 6 T03/R13E-1D3 3/30/2009 1479244 163560 296506 300 6 T03/R13E-1J1 1483214 160873 137179 198 6 T03/R13E-1R1 8/28/1993 1483202 159567 146771 280 6 T03/R13E-3A1 4/7/1982 1472618 163621 140432 76 6 T03/R13E-3B1 11/12/1986 1471286 163646 613547 540 6 T03/R13E-3D1 10/1/2009 1468628 163694 140431 780 6 T03/R13E-3J1 10/13/1992 1472572 160976 138606 660 6 T03/R13E-3K1 10/16/1984 1471254 160991 672199 510 6 T03/R13E-3N1 8/10/2010 1468613 159685 371226 240 6 T03/R13E-3N2 10/23/2003 1468380 138616 145246 475 6 T03/R13E-3Q1 6/21/1978 1471237 159664 141250 745 6 T03/R13E-3R1 4/15/1987 1472550 159653 257436 705 6 T03/R13E-3R2 6/1/2000 1472550 159653 672201 370 6 T03/R13E-4K1 8/5/2010 1465959 161060 377250 620 6 T03/R13E-4L1 10/25/1995 1464626 161080 140647 55 6 T03/R13E-5B1 2/21/1974 1460627 163793 191836 210 6 T03/R13E-5F1 4/28/1999 1459276 162478 137176 85 6 T03/R13E-5F2 6/30/1996 1459276 162478 137599 165 6 T03/R13E-5F3 6/30/1992 1459276 162478 534979 83 6 T03/R13E-5F4 5/27/2008 1459276 162478 257437 160 6 T03/R13E-5M1 7/5/2000 1457923 161149 565848 58 5 T03/R13E-5P1 10/15/2008 1459254 159796 565849 58 5 T03/R13E-5P2 10/15/2008 1459254 159796 377251 210 6 T03/R13E-6H1 9/28/1995 1456574 162526 ---PAGE BREAK--- Appendix A - Well Completion Summary Table for the High Prairie Study Area High Prairie Water Availability Study WRIA 30, Washington Aspect Consulting 6/28/2011 V:\070024 WRIA 30 Phase 4\Deliverables\012 Water Availability\High Prairie\Final\Appendix A Appendix A Page 2 of 4 Well Log ID Depth (ft) Dia. (in) TRS Identifier Date Easting (SPS 83) Northing (SPS 83) 137203 280 6 T03/R13E-6P1 1/5/1988 1453790 159918 145362 720 6 T03/R13E-6P2 6/8/1994 1453790 159918 138449 160 6 T03/R13E-8G1 11/16/1989 1460603 157158 139123 140 6 T03/R13E-8L1 6/3/1988 1459269 155861 142433 210 6 T03/R13E-8L2 4/26/1983 1459269 155861 137592 925 6 T03/R13E-10L1 11/7/1990 1469915 155674 144967 200 6 T03/R13E-10N1 5/14/1997 1468612 154356 352442 690 6 T03/R13E-11A1 11/18/2002 1477866 158253 690975 685 6 T03/R13E-11H1 10/11/2010 1477851 156915 145099 660 6 T03/R13E-11J1 7/28/1983 1477836 155577 141715 524 6 T03/R13E-11M1 8/31/1994 1473838 155636 452262 410 6 T03/R13E-11N1 4/12/2006 1473829 154296 482799 170 6 T03/R13E-11P1 5/3/2007 1475159 154279 482870 670 6 T03/R13E-11Q1 5/16/2007 1476491 154259 [PHONE REDACTED] 6 T03/R13E-11Q2 5/10/2007 1476491 154259 141166 580 6 T03/R13E-11R1 9/24/1996 1477822 154239 530957 527 6 T03/R13E-11SW1 4/23/2008 1474499 154957 613545 505 6 T03/R13E-12G1 9/21/2009 1481841 156924 317849 545 6 T03/R13E-12H1 8/7/2001 1483171 156930 413154 485 6 T03/R13E-12M1 5/28/2005 1479166 155576 341502 640 6 T03/R13E-12N1 7/4/2002 1479152 154239 191856 750 6 T03/R13E-12NE1 5/7/1999 1482512 157589 139969 520 6 T03/R13E-12R1 6/13/1996 1483139 154286 452346 490 6 T03/R13E-12R2 6/28/2006 1483139 154286 296084 520 6 T03/R13E-13A1 1483119 152934 143963 565 6 T03/R13E-13B1 11/7/1997 1481790 152926 142707 500 6 T03/R13E-13C1 8/18/1998 1480462 152918 296617 250 6 T03/R13E-13C2 1480462 152918 146708 540 6 T03/R13E-13F1 6/9/1988 1480426 151601 316086 580 6 T03/R13E-13G1 10/26/2001 1481747 151602 140761 290 6 T03/R13E-13J1 11/8/1977 1483022 150277 140762 330 6 T03/R13E-13J2 8/12/1977 1483022 150277 144299 650 6 T03/R13E-13J3 10/29/1980 1483022 150277 302621 545 6 T03/R13E-13K1 6/20/2001 1481707 150281 146312 360 6 T03/R13E-13L1 5/9/1994 1480388 150283 140077 190 6 T03/R13E-13M1 10/13/1989 1479073 150288 382349 465 6 T03/R13E-13M2 6/8/2004 1479073 150288 411861 T03/R13E-13M3 5/25/2005 1479073 150288 411874 723 6 T03/R13E-13M4 5/5/2005 1479073 150288 657085 190 6 T03/R13E-13M5 6/18/2010 1479073 150288 145823 490 6 T03/R13E-13N1 1/1/1988 1479047 148975 335155 180 6 T03/R13E-13N2 5/24/2002 1479047 148975 191905 600 6 T03/R13E-13NW1 1479781 152259 372468 358 6 T03/R13E-13P1 10/31/2003 1480356 148967 [PHONE REDACTED] 6 T03/R13E-13Q1 6/2/2006 1481665 148959 302699 740 6 T03/R13E-13R1 5/8/2001 1482973 148948 352341 770 6 T03/R13E-13R2 9/7/1995 1482973 148948 363887 670 6 T03/R13E-13R3 6/12/2003 1482973 148948 139955 500 6 T03/R13E-14A1 10/16/1992 1477803 152915 138799 502 6 T03/R13E-14B1 9/22/1977 1476475 152932 452375 603 6 T03/R13E-14F1 6/3/2006 1475142 151633 377252 500 6 T03/R13E-14G1 7/7/1995 1476460 151619 477832 458 6 T03/R13E-14G2 2/28/2007 1476460 151619 455741 311 6 T03/R13E-14G3 8/16/2006 1476460 151619 136943 10 T03/R13E-14J 5/30/1990 1477761 150294 137743 465 6 T03/R13E-14J1 7/1/1996 1477761 150294 455726 480 6 T03/R13E-14J2 8/2/2006 1477761 150294 141364 477 6 T03/R13E-14Q1 10/20/1992 1476431 148992 142654 468 6 T03/R13E-14Q2 12/26/1987 1476431 148992 393565 280 6 T03/R13E-14R1 11/16/2004 1477738 148982 136950 250 6 T03/R13E-15C1 8/1/1974 1469904 153012 145893 105 6 T03/R13E-15L1 8/13/1987 1469872 150370 145894 105 6 T03/R13E-15P1 6/1/1983 1469855 149048 487080 545 6 T03/R13E-18D1 4/16/2007 1452434 153401 138091 360 6 T03/R13E-18G1 5/7/1979 1455193 152028 138646 322 6 T03/R13E-18Q1 7/21/1998 1455177 149426 143591 220 6 T03/R13E-18Q2 7/23/1998 1455177 149426 352367 340 6 T03/R13E-19B1 10/23/2002 1455169 148116 302607 140 6 T03/R13E-19H1 5/24/2001 1456555 146752 142336 180 6 T03/R13E-19K1 5/7/1997 1455166 145492 411860 141 6 T03/R13E-19K2 6/21/2005 1455166 145492 372476 145 6 T03/R13E-19L1 11/17/2003 1453779 145537 143592 140 6 T03/R13E-19NE1 7/24/1998 1455858 147432 138659 410 6 T03/R13E-19Q1 8/18/1991 1455164 144181 145905 555 6 T03/R13E-19R1 9/24/1993 1456555 144148 452343 6 T03/R13E-19R2 6/23/2006 1456555 144148 145906 910 6 T03/R13E-19R3 9/22/1993 1456555 144148 143309 560 6 T03/R13E-20E1 10/18/1981 1457909 146714 [PHONE REDACTED] 6 T03/R13E-20E2 9/14/1993 1457909 146714 140365 505 6 T03/R13E-20F1 11/12/1990 1459228 146687 141718 720 6 T03/R13E-20F2 9/23/1992 1459228 146687 145049 775 6 T03/R13E-20G1 6/30/1997 1460548 146659 146334 400 6 T03/R13E-20G2 4/28/1982 1460548 146659 137615 475 6 T03/R13E-20J1 8/30/1977 1461864 145337 137616 570 6 T03/R13E-20J2 8/27/1977 1461864 145337 136795 550 6 T03/R13E-20J3 8/26/1996 1461864 145337 418580 225 6 T03/R13E-20K1 6/14/2005 1460547 145364 302717 865 6 T03/R13E-20K2 9/19/2000 1460547 145364 141324 600 6 T03/R13E-20M1 7/26/1993 1457909 145417 144433 520 6 T03/R13E-20N1 11/22/1994 1457909 144119 384137 530 6 T03/R13E-20N2 7/15/2004 1457909 144119 143034 440 6 T03/R13E-20P1 8/31/1996 1459226 144095 143186 500 6 T03/R13E-20Q1 9/26/1983 1460545 144068 ---PAGE BREAK--- Appendix A - Well Completion Summary Table for the High Prairie Study Area High Prairie Water Availability Study WRIA 30, Washington Aspect Consulting 6/28/2011 V:\070024 WRIA 30 Phase 4\Deliverables\012 Water Availability\High Prairie\Final\Appendix A Appendix A Page 3 of 4 Well Log ID Depth (ft) Dia. (in) TRS Identifier Date Easting (SPS 83) Northing (SPS 83) 141466 510 6 T03/R13E-21A1 6/5/1981 1467181 147787 141880 490 6 T03/R13E-21B1 6/9/1981 1465850 147823 142931 550 6 T03/R13E-21L1 4/11/1983 1464503 145283 143160 520 6 T03/R13E-21M1 7/11/1997 1463183 145312 139650 465 6 T03/R13E-21M2 3/25/1991 1463183 145312 145685 200 6 T03/R13E-21P1 5/6/1994 1464494 143994 296085 520 6 T03/R13E-21Q1 7/27/1991 1465809 143969 377253 505 6 T03/R13E-21R1 6/1/1995 1467126 143943 139999 400 6 T03/R13E-21SE1 9/18/1998 1466475 144599 335153 225 6 T03/R13E-22C1 5/9/2002 1469834 147744 254796 595 6 T03/R13E-22N1 11/16/1999 1468439 143917 192268 550 6 T03/R13E-22N2 9/1/1999 1468439 143917 377254 280 6 T03/R13E-22P1 10/19/1995 1469753 143890 496484 577 6 T03/R13E-22P2 9/25/2007 1469753 143890 504591 8 T03/R13E-22P3 10/24/2007 1469753 143890 142467 270 6 T03/R13E-23B1 5/13/1997 1476409 147681 333584 430 6 T03/R13E-23B2 9/26/2001 1476409 147681 137644 450 6 T03/R13E-23H1 6/5/1997 1477688 146368 296316 203 6 T03/R13E-23L1 1475039 145091 139217 449 6 T03/R13E-23L2 5/30/1981 1464503 145283 191847 100 6 T03/R13E-23M1 6/23/1999 1473728 145106 136978 60 6 T03/R13E-23M2 10/20/1980 1473728 145106 137775 470 6 T03/R13E-23NE1 8/3/1993 1477048 147024 145051 550 6 T03/R13E-24A1 10/13/1985 1482937 147621 145510 820 6 T03/R13E-24A2 5/14/1980 1482937 147621 487097 365 6 T03/R13E-24A3 6/8/2007 1482937 147621 499066 145 6 T03/R13E-24A4 8/15/2007 1482937 147621 144057 560 6 T03/R13E-24C1 5/30/1997 1480326 147649 317858 465 6 T03/R13E-24C2 7/30/2001 1480326 147649 302718 320 6 T03/R13E-24F1 4/5/2001 1480302 146336 142515 410 6 T03/R13E-24G1 6/27/1991 1481610 146317 384133 200 6 T03/R13E-24H1 6/30/2004 1482917 146298 138267 482 6 T03/R13E-24J1 5/14/1997 1482897 144977 138268 940 6 T03/R13E-24J2 12/6/1996 1482897 144977 377257 305 6 T03/R13E-24N1 6/15/1995 1484217 143638 411875 890 6 T03/R13E-24R1 6/8/2005 1482877 143654 142051 323 6 T03/R13E-25A1 11/6/1997 1482860 142327 144534 405 6 T03/R13E-25A2 5/8/1996 1482860 142327 148480 345 6 T03/R13E-25A3 5/10/1996 1482860 142327 148481 380 6 T03/R13E-25A4 11/25/1998 1482860 142327 341504 350 6 T03/R13E-25A5 7/19/2002 1482860 142327 140645 205 6 T03/R13E-25B1 10/26/1971 1481551 142355 138637 465 6 T03/R13E-25D1 5/28/1998 1478930 142411 384132 710 6 T03/R13E-25H1 6/24/2004 1482852 140996 413155 400 6 T03/R13E-25H2 6/27/2005 1482852 140996 257439 625 6 T03/R13E-25L1 8/29/2000 1480228 139716 377255 540 6 T03/R13E-25L2 9/16/1995 1480228 139716 556399 165 6 T03/R13E-27 8/7/2008 1472357 139866 144724 300 6 T03/R13E-27A1 10/14/1977 1472360 142522 418100 220 6 T03/R13E-27A2 8/13/1998 1472360 142522 254797 335 6 T03/R13E-27B1 11/11/1999 1471047 142551 140345 170 6 T03/R13E-27B2 6/17/1993 1471047 142551 341503 168 6 T03/R13E-27C1 7/30/2002 1469734 142580 140467 380 6 T03/R13E-27D1 9/19/1996 1468422 142611 144384 235 6 T03/R13E-27D2 4/24/1978 1468422 142611 302700 200 6 T03/R13E-27D3 4/7/2001 1468422 142611 316087 634 6 T03/R13E-27D4 10/8/2001 1468422 142611 648556 665 6 T03/R13E-27D5 2/17/2010 1468422 142611 138658 220 6 T03/R13E-27E1 8/9/1977 1468409 141279 143627 594 6 T03/R13E-27E2 4/29/1995 1468409 141279 386078 65 6 T03/R13E-27E3 7/14/2004 1468409 141279 140589 270 6 T03/R13E-27F1 8/10/1978 1469724 141250 407045 330 6 T03/R13E-27G1 3/31/2005 1471041 141222 136537 155 6 T03/R13E-27G2 5/9/1997 1471041 141222 317859 258 6 T03/R13E-27G3 9/18/2001 1471041 141222 144626 307 6 T03/R13E-27J1 8/8/1978 1472357 139866 142848 280 6 T03/R13E-27K1 10/12/1977 1471036 139894 706790 240 6 T03/R13E-27K2 10/29/2010 1471036 139894 138626 120 6 T03/R13E-27L1 5/3/1996 1469717 139920 139519 225 6 T03/R13E-27P1 7/29/1993 1469706 138591 139404 310 6 T03/R13E-27Q1 10/27/1993 1471031 138564 455794 300 6 T03/R13E-27Q2 8/3/2006 1471031 138564 418581 370 6 T03/R13E-27R1 9/7/2005 1472356 138538 482836 377 6 T03/R13E-28A1 5/18/2007 1467109 142636 143537 220 6 T03/R13E-28B1 9/7/1994 1465798 142660 144681 140 6 T03/R13E-28B2 8/23/1994 1465798 142660 146430 120 6 T03/R13E-28C1 7/10/1981 1464484 142682 146705 160 6 T03/R13E-28C2 5/9/1990 1464484 142682 136832 185 6 T03/R13E-28D1 6/21/1982 1463173 142705 137913 555 6 T03/R13E-28D2 7/21/1981 1463173 142705 144432 195 6 T03/R13E-28D3 10/16/1996 1463173 142705 137630 188 6 T03/R13E-28E1 7/17/1981 1463167 141378 372465 335 6 T03/R13E-28F1 11/4/2003 1467082 139972 137049 155 6 T03/R13E-28F2 11/23/1993 1464477 141354 142885 150 6 T03/R13E-28G1 9/8/1986 1465786 141328 145302 200 6 T03/R13E-28G2 6/12/1997 1465786 141328 145303 165 6 T03/R13E-28G3 5/10/1993 1465786 141328 254798 308 6 T03/R13E-28J1 5/28/1998 1467082 139972 362410 264 6 T03/R13E-28K1 5/28/2003 1465775 139999 390595 183 6 T03/R13E-28K2 10/11/2004 1465775 139999 139337 90 8 T03/R13E-28L1 12/27/1972 1464469 140024 143927 140 6 T03/R13E-28L2 8/2/1977 1464469 140024 145125 165 6 T03/R13E-28L3 6/12/1992 1464469 140024 ---PAGE BREAK--- Appendix A - Well Completion Summary Table for the High Prairie Study Area High Prairie Water Availability Study WRIA 30, Washington Aspect Consulting 6/28/2011 V:\070024 WRIA 30 Phase 4\Deliverables\012 Water Availability\High Prairie\Final\Appendix A Appendix A Page 4 of 4 Well Log ID Depth (ft) Dia. (in) TRS Identifier Date Easting (SPS 83) Northing (SPS 83) 145683 150 6 T03/R13E-28L4 9/25/1996 1464469 140024 145684 165 6 T03/R13E-28L5 5/18/1989 1464469 140024 137551 170 6 T03/R13E-28M1 12/21/1976 1463163 140049 138638 303 6 T03/R13E-28N1 9/11/1983 1463158 138719 504593 230 6 T03/R13E-28N2 11/2/2007 1463158 138719 136611 190 6 T03/R13E-28P1 8/13/1985 1464461 138694 137787 322 6 T03/R13E-28P2 7/17/1996 1464461 138694 137937 310 6 T03/R13E-28P3 6/21/1992 1464461 138694 138235 265 6 T03/R13E-28P4 6/22/1992 1464461 138694 144797 240 6 T03/R13E-28P5 9/9/1977 1464461 138694 144798 340 6 T03/R13E-28P6 10/11/1977 1464461 138694 144896 140 6 T03/R13E-28P7 11/3/1977 1464461 138694 138512 125 6 T03/R13E-28Q1 11/22/1983 1465765 138669 142596 180 6 T03/R13E-28R1 8/31/1979 1467067 138641 556403 185 6 T03/R13E-28R2 9/19/2008 1467067 138641 140923 610 6 T03/R13E-29H1 5/2/1984 1461854 141402 147282 250 6 T03/R13E-29J1 11/2/1998 1461850 140075 137629 120 6 T03/R13E-29K1 10/7/1992 1460529 140105 413156 464 6 T03/R13E-29M1 7/8/2005 1457891 140164 145168 123 6 T03/R13E-29R1 11/13/1990 1461846 138748 145169 213 6 T03/R13E-29R2 11/14/1990 1461846 138748 145170 258 6 T03/R13E-29R3 11/21/1990 1461846 138748 420409 280 6 T03/R13E-29R4 10/7/2005 1461846 138748 140497 308 6 T03/R14E-3D1 8/26/1992 1500282 163342 455795 325 6 T03/R14E-3L1 8/7/2006 1501535 160626 140660 220 6 T03/R14E-3P1 7/23/1974 1501506 159277 139128 425 6 T03/R14E-3R1 7/22/1981 1504136 159232 144625 450 6 T03/R14E-4J1 8/18/1981 1498919 160680 [PHONE REDACTED] 6 T03/R14E-6F1 4/29/2003 1485901 162168 362165 270 6 T03/R14E-6F2 5/1/2003 1485901 162168 352370 870 6 T03/R14E-7E1 11/8/2002 1484499 156945 352452 385 6 T03/R14E-7E2 12/5/2002 1484499 156945 417935 710 6 T03/R14E-7F1 8/2/2005 1485826 156950 377256 185 6 T03/R14E-7M1 6/5/1995 1484480 155629 191850 190 6 T03/R14E-7N1 6/14/1999 1484462 154311 145695 560 6 T03/R14E-7SW1 9/15/1998 1485131 154975 191838 600 6 T03/R14E-7SW2 9/9/1998 1485131 154975 136656 145 6 T03/R14E-9SE1 10/2/1974 1498199 154727 136657 250 6 T03/R14E-9SE2 4/17/1973 1498199 154727 136658 415 6 T03/R14E-9SE3 10/3/1974 1498199 154727 144571 490 6 T03/R14E-9SE4 8/3/1982 1498199 154727 499109 140 6 T03/R14E-10N1 7/26/2007 1500144 154011 316088 180 6 T03/R14E-15Q1 10/21/2001 1502822 148722 140371 450 6 T03/R14E-17A1 9/2/1994 1493657 152885 417937 360 6 T03/R14E-18A1 7/26/2005 1488376 152992 146690 590 6 T03/R14E-18D1 1484404 152979 648564 190 6 T03/R14E-18D2 4/14/2010 1484404 152979 475769 540 6 T03/R14E-18E1 1/19/2007 1484369 151634 136721 398 6 T03/R14E-18L1 6/4/1992 1485669 150283 145631 713 6 T03/R14E-18L2 6/10/1993 1485669 150283 254799 120 6 T03/R14E-18N2 5/12/1997 1484293 148943 354742 695 6 T03/R14E-18N1 5/20/1997 1484293 148943 411876 600 6 T03/R14E-18N3 6/3/2005 1484293 148943 137618 310 6 T03/R14E-19F1 10/20/1972 1486280 145600 346758 324 6 T03/R14E-19F2 1/9/2002 1485607 146275 145998 490 6 T03/R14E-19J1 10/12/1989 1488323 144935 137617 560 6 T03/R14E-19M1 9/23/1977 1484233 144962 145614 280 6 T03/R14E-19N1 5/24/1996 1484217 143638 377257 305 6 T03/R14E-19N2 6/15/1995 1484217 143638 452370 841 6 T03/R14E-19P1 6/7/2006 1485587 143632 145337 T03/R14E-19R1 1488325 143618 335144 465 6 T03/R14E-19R2 5/2/2002 1488325 143618 317860 490 6 T03/R14E-20N1 8/10/2001 1489669 143608 143875 200 6 T03/R14E-22A1 9/10/1997 1504154 147405 627943 390 6 T03/R14E-22A2 10/8/2009 1504154 147405 465585 357 6 T03/R14E-22B1 9/14/2006 1502835 147408 487077 36 T03/R14E-27A1 3/15/2007 1504177 142162 407046 58 6 T03/R14E-27E1 4/25/2005 1500196 140831 530947 282 6 T03/R14E-28G1 6/14/2008 1497553 140858 143919 180 8 T03/R14E-28H1 4/16/1997 1498875 140839 145954 332 6 T03/R14E-29 9/12/1973 1491597 140274 145461 120 6 T03/R14E-29A1 4/26/1978 1493613 142235 257442 353 6 T03/R14E-29A2 8/7/2000 1493613 142235 362159 450 6 T03/R14E-29A3 4/21/2003 1493613 142235 144897 450 6 T03/R14E-29B1 10/4/1991 1492294 142251 534970 390 6 T03/R14E-29B2 6/16/2008 1492294 142251 138401 263 6 T03/R14E-29C1 1490977 142268 141665 160 6 T03/R14E-29G1 7/11/1976 1492270 140929 137498 380 6 T03/R14E-29H1 12/9/1986 1493588 140912 144008 395 6 T03/R14E-30A1 4/12/1994 1488315 142296 377258 473 6 T03/R14E-30B1 9/20/1995 1486943 142301 ---PAGE BREAK--- APPENDIX B Basin-Scale Water Balance for High Prairie ---PAGE BREAK--- ASPECT CONSULTING PROJECT NO. 070024-013-01  JUNE 28, 2011 B-1 Basin-Scale Water Balance for High Prairie The conventional study area-scale water balance approach partitions precipitation into evapotranspiration (ET: water evaporated from soil, rock, or open water, plus water consumed [transpired] by growing plants), runoff becoming streamflow, and groundwater recharge on an annual basis. Water use by human activities requires the addition of estimated volumes for consumptive water use and return flow to the water balance to complete a full assessment. The water balance analysis for this study area is similar to that applied in the Water Availability Report for Swale Creek and Little Klickitat subbasins [Aspect Consulting, 2007). The following subsections present the water use estimates, and then the full water balance, for the High Prairie study area. Water Use Estimates This section estimates actual water use for the High Prairie study area, applying the same methodology as used in previous water availability reports for WRIA 30. The water use information is an important element of the study area-scale water balance, supporting the assessment of water availability. Water use is estimated for the major categories of use including irrigation, residential, and non- residential commercial/ industrial). The water use estimates represent average current conditions based on available information and numerous assumptions. Actual use varies for any given time period due to factors such as temperature, precipitation, or cropping practices. A summary of the methods and results of estimating each of these water uses are presented below. Irrigation Use As of May 2010, Farm Services Agency (FSA) staff reported no irrigated areas in the High Prairie study area. Aerial photography indicates areas of cultivated land, but no large areas that appeared irrigated, which is consistent with observations during water level measurement events. Local farmers predominantly plant dry land crops wheat, alfalfa); however, there is one home with a small fruit orchard. Some watering of residential lawns occurs, but is assumed in the water balance as a component of residential water use. Based on the collective information, and discussions with a High Prairie resident, the study area is assumed to have no significant irrigation. Residential and Non-Residential Use Using data from the state Department of Health (DOH) public water system (PWS) database, an estimated 7 acre-feet of residential water use is supplied by PWS within the study area, based on multiplying each PWS’ number of residents served by an assumed 127 gallons per capita day1 (gpcd), and converting to an annual volume in acre-feet/year (Table B-1). There are only two non- residential connections reported for PWS within the study area. There is no known large-scale non- residential (e.g. commercial, industrial) water use in the study area, whether supplied by a PWS or not. As part of the WRIA 30 Level 1 Assessment [Watershed Professionals Network (WPN) and Aspect, 2004], non-residential water use was estimated to be 34 gallons per day or 0.04 acre feet per 1 Estimated per capita water demand is an average value from Klickitat Public Utility District values for its multiple public water systems in WRIA 30 (including Lyle), as reported in Aspect Consulting (2007). ---PAGE BREAK--- ASPECT CONSULTING B-2 PROJECT NO. 070024-013-01  JUNE 28, 2011 year per PWS connection, indicating a negligible non-residential water use within the study area (Table B-1). Table B-1 – Estimated Annual Public Water System (PWS) Use Estimated Annual Water Use in Acre- Feet/Year PWS ID PWS Name Group Residents Served No. Total Connects No. Resid. Connects No. Non- Resid. Connects Residential Non- Residential Total 5881 BARTLETT WATER SYSTEM B 10 2 2 0 1.4 0 1.4 6417 BLOUIN BOTTLED WATER B 8 2 2 0 1.1 0 1.1 34711 PARADISE FLAT B 5 2 2 0 0.7 0 0.7 8478 MORNING SONG ACRES B 2 2 1 1 0.3 0.04 0.34 4120 RIPPLINGER WATER SYSTEM B 2 2 2 0 0.3 0 0.3 AC022 HIGH PRAIRIE FIRE HALL B 0 1 0 1 0 0.04 0.04 Water Demand Totals 27 11 9 2 4 0.08 4 Assumed residential per capita water use of 127 gallons per day (refer to text). Self-Supplied (Non-PWS) Water Use Water uses not supplied by PWS are considered “self-supplied”. The self-supplied residential population (domestic wells) was estimated by first determining the total population (571 people) for the study area using 2010 US Census data for census blocks within the study area as determined with GIS analysis. The study area population served by PWS (as determined by DOH database; Table B- 1) was then subtracted from the total population to arrive at the self-supplied population. According to DOH records, 27 people in the study area are served by a PWS, leaving an estimated 544 people as self-supplied water users using private domestic wells (Table B-2). Annual water use estimates for the self-supplied population were calculated assuming the same average residential consumption of 127 gpcd as assumed for PWS-supplied residents, and converting that volume of water into acre- feet/year, for a total of 77 acre-feet/year (Table B-2). Table B-2 – Estimated Self-Supplied Annual Residential Water Use Total Population in 2010a Population Served by Public Water Systemsb Self-Supplied Population Self-Supplied Water Use in Acre-Feet/Year 571 27 544 77 Notes: a Based on 2010 US Census data for census blocks within the study area. bBased on Washington State Department of Health database of public water systems There are no known large self-supplied non-residential water users in the High Prairie. One additional category of minor non-residential water use not included in this water balance is stock watering from wells, which is exempt from water right permitting, and for which no information is available. Stock watering is assumed to be a relatively small component of total water use in the study area. ---PAGE BREAK--- ASPECT CONSULTING PROJECT NO. 070024-013-01  JUNE 28, 2011 B-3 Consumptive and Non-Consumptive Water Use Water delivered for use is either consumed by evapotranspiration, or is not consumed, remaining in the study area as return flow that augments streamflow or groundwater sources. Using domestic water use numbers for Washington State (Solley et al, 1998), it is assumed that 12 percent of the residential uses (PWS-supplied and self-supplied) in the study area are consumptive. We assume the PWS-supplied and self-supplied residents in the study area treat their wastewater via septic tanks and drain fields; therefore, the residential return flow is assumed to be 100% groundwater recharge in the water balance. Since non-residential water use in the study area is so small (less than 0.1 acre-feet/yr), the apportioning between consumptive and non-consumptive uses is inconsequential to the overall water balance. Summary of Water Uses Applying the methodology and assumptions described above, the resultant estimated annual consumptive and non-consumptive (return flow) volumes for each use category are presented in Table B-3. The estimated total annual water use (roughly 81 acre-feet/year) is approximately 95% of the appropriated annual water rights for the study area (85 acre-feet/year2), based on water right certificates and permits for the study area reported in Ecology’s Water Rights Tracking System. However, approximately 95% of the estimated water use is residential use supplied by private wells that are exempt from water right permitting (thus not recorded in Ecology’s Water Rights Tracking System). Table B-3 – Estimated Annual Water Use in High Prairie Study Area Water Use in Acre-Feet/Year by Category Irrigation PWS- Supplied Residential Self- Supplied Residential PWS- Supplied Non- Residential Total Use in Acre- Feet/Year Total Use 0 4 77 0 81 Consumptive Use 0 0 9 0 9 Total Return Flow 0 4 68 0 72 Return Flow to Groundwater 0 4 68 0 72 Return Flow to Surface Water 0 0 0 0 0 Notes: PWS: Public water system. Consumptive uses are assumed to be 12% of residential use, and 16% of non-residential uses. Non-residential use is negligible (<0.1 acre-feet). On the scale of the study area, we estimate that 11% of the total water use (9 of 81 acre-feet/year) is consumptive use. 2 Excluding permitted Klickitat River water rights for irrigation use indicated in Ecology’s Water Rights Tracking System, which are assumed are not operating (see Water Balance Results below). ---PAGE BREAK--- ASPECT CONSULTING B-4 PROJECT NO. 070024-013-01  JUNE 28, 2011 Water Balance Calculations Water Balance Methods For the water balance, precipitation translates into groundwater recharge, runoff becoming streamflow, evapotranspiration, consumptive water use and return flow on an annual basis, which is expressed by: Precipitation = Recharge + Streamflow + Evapotranspiration + Consumptive Water Use - Return Flow (non-consumptive use) Each component of the water balance is described below. The water balance values are presented in Table B-5, with the annual volume values rounded to the nearest 10 acre-feet/year. Return flow quantities are assigned a negative sign in Table B-5 to reflect that they are returned to the watershed as groundwater recharge or streamflow (not consumed). Mean annual precipitation in the High Prairie is estimated at 19 inches per year, which is the value estimated for the Lower Klickitat subbasin3 of WRIA 30 in the WRIA 30 Level 1 Watershed Assessment (WPN and Aspect, 2004). The precipitation data for the Level 1 assessment were obtained from the Parameter-Elevation Regressions on Independent Slopes Model (PRISM; Daly and others, 1994; http://www.prism.oregonstate.edu/). PRISM is the USDA's official climatological data. In Section 3.5.1 of this report, precipitation data from Goldendale (16.7 inch/year) are used to assess precipitation trends over time. The PRISM model data provide an average value estimate, not precipitation data over time; however, because the model encompasses the entire study area, it is considered the best available estimate of average precipitation for the water balance analysis. Applying the 19 inches per year across the study area’s approximately 35,600 acres provides an average annual precipitation volume of approximately 56,070 acre-feet/year (Table B-5). The WRIA 30 Level 1 Assessment applied USGS recharge estimates from a regional modeling study (Bauer and Vaccaro, 1990) to estimate average recharge for the Lower Klickitat subbasin. The USGS’ recharge estimates were developed using a deep percolation model for the entire Columbia Plateau regional aquifer system to represent then-current land use conditions, and the model did cover the entire study area. Using this information, the natural condition mean annual groundwater recharge in the study area is estimated at approximately 7.5 inches, which equates to an annual recharge volume of 22,250 acre-feet/year (Table B-5). An estimated additional 72 acre-feet/year of groundwater recharge is generated by return flow from residential uses (assumed all groundwater recharge); this is equal to the return flow component in Table B-5. The average annual runoff in the study area was estimated from a continuous-flow stormwater runoff model, WWHM4 (Clear Creek Solutions, 2010). The model uses land cover (vegetated, hard surface, etc.), the land slope gradient, the permeability of the soils, and historical precipitation data to estimate the amount of stormwater runoff. Data from GIS databases for the area were used to determine the land cover, slopes, and soil types for the study area. For residential areas, it was assumed a portion of the lot was impervious (roofs and driveways) and pervious (yards and open land). Higher density residential areas were weighted more heavily towards impervious (90 percent impervious), lower density towards pervious (10 percent impervious). WWHM4 is used because of its ability to account for soil moisture and recharge before converting the flow into runoff. For this analysis, this feature was a way to reduce runoff overestimation. The 3 Study area is within the Lower Klickitat subbasin (refer to Figure 1.1 in main body of report). ---PAGE BREAK--- ASPECT CONSULTING PROJECT NO. 070024-013-01  JUNE 28, 2011 B-5 model was run for each year that annual precipitation data are available. Based on the basin-scale model results, runoff as percent of precipitation ranges from 0.3% to 4.3% annually, with a long-term average of approximately 2.3% . This long-term average value equates to 1,290 acre-feet/year of runoff applied in the water balance. Note that this is a basin-scale estimate, and runoff percentages can be different for specific areas or for specific precipitation events. Table B-4 – Summary of Land Surface Parameters for WWHM Model of Study Area Pervious Surfaces in Acres Hydrologic Soil Type A B C D Forest, Flat 134 633 148 6 Forest, Mod 32 2629 143 89 Forest, Steep 9 2107 375 453 Shrub, Mod 73 5273 2965 128 Shrub, Steep 26 1098 1575 174 Shrub, Flat 174 5088 8298 112 Pasture, Flat 43 461 856 10 Pasture, Mod 0 83 29 1 Pasture, Steep 0 2 1 2 Lawn, Flat 47 970 891 18 Lawn, Mod 9 230 104 11 Lawn, Steep 1 65 7 20 Impervious Surfaces in Acres Roads and Roofs, Flat 83 Roads and Roofs, Mod 52 Roads and Roofs, Steep 14 Wetlands 186 Rock (impervious natural), Flat 16 Rock (impervious natural), Mod 3 Rock (impervious natural), Steep 0 Open Water 13 Notes: Total acres used in model are based on those acres with GIS data. Runoff was determined as a percentage of precipitation based on the ratio of runoff to precipitation found via the model results. There are no reliable study area-scale natural ET estimates (non-irrigated vegetation/soil cover) that can be used in the water balance equations for High Prairie. However, since it was the only undetermined value in the water balance for the basin, we solved the water balance equation (net balance equal to zero) to estimate ET. The resultant ET estimates were 32,590 acre-feet/year for the High Prairie, or 11 inches/year (Table B-5). Water Balance Results Table B-5 provides the estimated average annual water quantities (acre-feet/year) associated with each water balance term for the High Prairie study area. Table B-5 – Annual Water Balance Summary for High Prairie Study Area Outputs ---PAGE BREAK--- ASPECT CONSULTING B-6 PROJECT NO. 070024-013-01  JUNE 28, 2011 Inputs Natural Conditions Water Use Area Precipitation ET (non-irrigation) Recharge Runoff Consumptive Use Return Flow in ac in inches 1 in ac-ft 2 in inches 3 in ac-ft 4 in ac-ft 5 in ac-ft 6 in ac-ft in ac-ft 35,600 19 56,070 11 32,590 22,250 1,290 10 -70 Notes: 1) Source: Study area average from PRISM data. 2) Source: Calculated from value in inches. 3) Source: Calculated in water balance from other parameter estimates. 4) Source: Calculated from ET value in ac-ft. 5) Source: USGS deep percolation model (Bauer and Vaccaro 1990), as reported in WRIA 30 Level 1 Assessment using 7.5 inches per year. 6) Source: Estimated from WWHM4 stormwater runoff model results, where 2.3% of precipitation volume in study area becomes runoff. 7) All acre-foot quantities rounded to nearest 10. Water availability is assessed on the basin scale by comparing total consumptive surface water use relative to total streamflow, and total consumptive groundwater use relative to groundwater recharge. There is little surface water use in this study area, due to the lack of reliable surface water flow year- round and lack of water storage to capture and make use of the higher winter flows. Ecology’s Water Right Tracking System includes several Klickitat River water rights for irrigation use but, based on review of aerial photographs, reconnaissance of the area, and discussion with residents, this larger- scale irrigation water use no longer occurs. In addition, there are four recorded water right permits and certificates diverting from smaller creeks (Swale Creek and others), totaling 23 acre-feet/year of annual water use, predominantly for irrigation use; use of these recorded water rights is uncertain. Therefore, the water use assessment concludes that essentially all of the water use in the study area is for residential supply. Therefore, it is assumed that roughly 12% of the water put to beneficial use within the study area is consumed, and 88% is nonconsumptive return flow. Because unconsumed residential water use in the study area is assumed discharged entirely to septic, the entire annual residential return flow quantity is assumed to be groundwater recharge. For this basin-scale analysis, we assume that the proportion of the study area’s total actual water use supplied by groundwater supplies is equal to the 72% proportion of the area’s total annual water right volume from groundwater sources as reported in Ecology’s Water Right Tracking System (28% supplied from surface waters other than the Klickitat River). By this methodology, the estimated annual groundwater-supplied water use is 72% of the estimated 81 acre-feet/year total use, or 59 acre-feet/year. Of this total water use (essentially all residential), only 12%, or 7 acre-feet/year, is estimated to be consumed. This quantity is only 0.03% of the annual natural groundwater recharge. This calculation “nets out” nonconsumptive groundwater use (return flow) that recharges the groundwater system. Because the water right information in Ecology’s Water Right Tracking System may not accurately represent the water sources supplying the study area, we can generate a more conservative estimate of groundwater consumption as a percent of recharge by assuming the entire estimated 81 acre- feet/year of water use is supplied by groundwater. In this case, an estimated 9 acre-feet/year (12%) is consumed, which is 0.04% of the estimated annual natural groundwater recharge While there is ---PAGE BREAK--- ASPECT CONSULTING PROJECT NO. 070024-013-01  JUNE 28, 2011 B-7 uncertainty in the water balance analysis (detailed in next section), it indicates that total groundwater use is a very small percentage of groundwater recharge for the study area as a whole. In summary, using the available information, total groundwater use is less than 1 percent of the total annual recharge in the High Prairie study area. However, this assumes that recharge and groundwater pumping are distributed equally across the entire study area; it does not account for localized concentrated pumping or differentiate pumping from vertically distinct aquifer zones. As described in Section 3, the study area’s basalt aquifer system appears to be “compartmentalized” by geologic structures and deeply incised valleys. Furthermore, return flow preferentially recharges the shallowest aquifer zones, while pumping in a given area may be predominantly from deeper aquifer zones. Therefore, empirical groundwater monitoring, as has been ongoing in the study area since 2007 under the watershed planning and implementation process, provides the best measure for assessing sustainability of groundwater production in specific localities within the study area. Uncertainties in Basin-Scale Water Balance The basin-scale water balance estimate does not accurately reflect hydrologic conditions at all locations within a study area, or during all years, or all seasons. They are meant to represent the generalized long-term average hydrologic conditions of the study area. Quantifying the level of uncertainty in the water balance in terms of percent is difficult at best. However, the sources of uncertainty in calculating the annual water balance for the study area can be discussed in terms of the uncertainties associated with each water balance term. As the primary input to the water balance, precipitation is the single greatest factor in determining the water balance. Fortunately, long-term precipitation monitoring and the advancement of precipitation models (e.g. PRISM) has produced a reliable record of precipitation that can be appropriately applied to the study area-scale water balance. However, the precipitation value represents average conditions in the past, and may not necessarily predict average conditions in the future. Year-to-year rainfall fluctuation, seasonal droughts, and the potential for long-term climate change are several factors that add uncertainty to the water balance as a tool to predict water availability within High Prairie. Groundwater recharge as modeled by the USGS also introduces uncertainty into the study area-scale water balance. It was a regional model that included the High Prairie study area but did not specifically model the local conditions of the study area. Additionally, the recharge estimates were based on a different period of record (1956-1977) than the PRISM precipitation data used in the water balance (1961-1990). The use of a continuous simulation stormwater model to estimate runoff can introduce some uncertainty into the water balance since the model uses precipitation and ET data that may not be applicable to every portion of the study area. The model uses an HSPF (Hydrological Simulation Program – Fortran) for modeling the stormwater runoff, which is considered to be one of the more robust modeling methods for estimating this term. An HSPF model takes into account soil moisture and storage, whereas most other stormwater runoff models do not. Since there are no gages in streams to measure streamflow draining only the study area, this model provides a reasonable estimate of runoff volumes for the purposes of this study. Since ET was calculated from each water balance equation, no additional uncertainty is introduced into the water balance from attempting to estimate ET. However, uncertainties associated with the other terms are propagated into the resultant ET value for the High Prairie study area. ---PAGE BREAK--- ASPECT CONSULTING B-8 PROJECT NO. 070024-013-01  JUNE 28, 2011 Finally, the assumed water supply sources for the study area are based on water rights information, which may not accurately reflect current conditions. Groundwater use is of critical importance for the study area; therefore, using available information, the water balance analysis brackets a range of groundwater use estimates, both of which come to the same general conclusion regarding groundwater use as a very small percentage of groundwater recharge annually. References for Appendix B Aspect and WPN, 2004, Level 1 Watershed Assessment, WRIA 31 (Rock-Glade Watershed), November 12, 2004. Aspect, 2007, Hydrologic Information Report Supporting Water Availability Assessment, Swale Creek and Little Klickitat Subbasins, WRIA 30, Prepared for WRIA 30 Water Resource Planning & Advisory Committee, June 29, 2007. Bauer, H.H. and J.J. Vaccaro, 1990, Estimates of Ground-Water Recharge to the Columbia Plateau Regional Aquifer System, Washington, Oregon, and Idaho, for Predevelopment and Current Land-Use Conditions, USGS Water-Resources Investigations Report 88-4108. Clear Creek Solutions, 2010, WWHM Continuous Simulation Stormwater Modeling Software, WWHM version 4, April 2010. Solley, W. Pierce, R. R. and Perlman, H. 1998, Estimated Use of Water in the United States in 1995, U.S. Geological Survey Circular 1200 http://water.usgs.gov/watuse/pdf1995/pdf/circular1200.pdf. WPN and Aspect, 2004, WRIA 30 Level 1 Watershed Assessment, March 15, 2004