Document klickitatcounty_gov_doc_77862316b1

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 Appleton Study Area, WRIA 30 Prepared for: WRIA 30 Water Resource Planning & Advisory Committee Project No. 070024-013-01  June 30, 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 30, 2011 i Contents 1 Project Objectives and Report Organization 1 1.1 Report Organization 2 2 Water Level Monitoring 3 2.1 Establishment 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 17 3.6 Interaction of Groundwater and Surface Waters 18 3.6.1 Springs and Creeks 18 3.6.2 Klickitat River 18 4 Water Balance 19 5 Conclusions and Recommendations 21 6 References 23 Limitations 24 ---PAGE BREAK--- ASPECT CONSULTING ii PROJECT NO. 070024-013-01  JUNE 30, 2011 List of Tables 2.1 Groundwater Level Monitoring Network 2.2 Monitoring Network Groundwater Level Data 3.1 Hydraulic Parameter Estimates for Basalt Aquifers 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 Groundwater Elevation Contour Map – Wanapum Basalt 3.5 Groundwater Elevation Contour Map – Grande Ronde Basalt 3.6 Groundwater Hydrographs 3.7 Long-term Precipitation Trends Appendices A Well Completion Summary Table for the Appleton Study Area B Basin-Scale Water Balance for Appleton Study Area ---PAGE BREAK--- ASPECT CONSULTING PROJECT NO. 070024-013-01  JUNE 30, 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 [Watershed Professionals Network (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 conduct water availability studies in priority areas of WRIA 30, including the Dallesport area (western Columbia Tributaries subbasin), the High Prairie area (straddling western Swale Creek and eastern Lower Klickitat subbasins), and the subject of this report, the Fisher Hill/Appleton area (northwestern Lower Klickitat subbasin). Figure 1.1 provides a map of the various subbasins of WRIA 30 and the Appleton study area, covering portions of the Lower Klickitat drainage. For previous water availability studies of the 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 subbasin east of the Warwick fault. Based on these discussions, the following information was determined to be needed for the Appleton area: 1. Determine how much additional water could be appropriated without exceeding the average annual recharge to the aquifer. 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 Skookum, Snyder, Logging Camp, and Silva 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 issuing 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 applied for. It was ---PAGE BREAK--- ASPECT CONSULTING 2 PROJECT NO. 070024-013-01  JUNE 30, 2011 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 Appleton 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, including an assessment of groundwater-surface water continuity; • Water Balance; and • Conclusions and Recommendations. ---PAGE BREAK--- ASPECT CONSULTING PROJECT NO. 070024-013-01  JUNE 30, 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 Establishment of Well Monitoring Network The primary area of focus for the groundwater level monitoring network was the Appleton area, which is the northwestern portion of the Lower Klickitat subbasin defined in the WRIA 30 Level 1 Assessment (WPN and Aspect, 2004). A monitoring network of 12 wells located within the Appleton area was established in April 2010 as part of this water availability study. The establishment of the water level monitoring network was conducted in accordance with a Quality Assurance Project Plan (QAPP) prepared for the project (Aspect, 2010a). Members of the WRIA 30 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. Once the list of prospective water level 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 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 30, 2011 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 performed the initial field reconnaissance and monitoring network water level measurements in April 2010. The subsequent water level monitoring events in November/December 2010 and April 2011 were conducted by Klickitat County staff. 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. Figure 2.1 displays the locations of the wells included in the monitoring network. Although well T04N/R12E-9R1 is located outside of the study area, groundwater flows north, away from the axis of the Bingen anticline (see Section 3.3) in that area, thus the well was kept as part of the monitoring network. Table 2.1 summarizes the well completion information for the wells included in the monitoring network. 2.2 Well Survey Prior to the field reconnaissance, locations and groundwater levels for wells in the study area were based on Ecology’s on-line 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. 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. ---PAGE BREAK--- ASPECT CONSULTING PROJECT NO. 070024-013-01  JUNE 30, 2011 5 2.3 Water Level Measurements Three rounds of water level measurements were collected from the monitoring network wells during this study: April 2010 and April 2011, generally representing pre- or early- irrigation conditions; and November/December 2010, generally representing post- irrigation conditions. A summary of the water level measurements is 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 Appleton 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 during 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. 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 2 Global Water WL600 or equivalent instrument. ---PAGE BREAK--- ASPECT CONSULTING 6 PROJECT NO. 070024-013-01  JUNE 30, 2011 pertinent information regarding the well or the depth-to-water measurement was 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 30, 2011 7 3 Conceptual Model of Hydrogeologic Conditions 3.1 Hydrostratigraphy A generalized geologic history of the WRIA 30 subbasins, including Lower Klickitat subbasin, within which the Appleton 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); • Missoula Flood deposits (Qfg/Qfs); • Balch Lake basalt • Dalles Formation(Mc[d]); • 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 cross sections (Figures 3.2 and 3.3) 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. 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 used for developing cross sections and/or groundwater elevation contour maps. ---PAGE BREAK--- ASPECT CONSULTING 8 PROJECT NO. 070024-013-01  JUNE 30, 2011 3.1.1 Groundwater Occurrence Groundwater in the study area generally occurs within the bedrock units of the Columbia River Basalt Group (CRBG). The Balch Lake basalt, not part of the CRBG, may also provide a limited source of groundwater, but it is of limited extent and located in the extreme southern region of the study area (Figure 3.1). The overlying unconsolidated deposits, including the alluvium, landslide deposits, Missoula Flood deposits, and the Dalles Formation are not considered to be significant aquifers due to the limited extent and thickness of these deposits and the limited number of wells completed within these respective units. Therefore, for the purposes of this assessment, the unconsolidated deposits (collectively termed the unconsolidated aquifer) were not included in the water level monitoring network. 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). The lateral continuity and thickness of the water-bearing interflow zones within the study area can be highly variable. This leads to variability in the depth and productivity of the 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), Missoula Flood deposits (Qfg/Qfs), Balch Lake basalt and the Dalles Formation As previously discussed, these units 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, in the eastern region of the study area (Figure 3.1). Smaller occurrences of alluvium can also be found in the upper reaches of Synder Swale, Simmons Creek, and Skookum Canyon. Groundwater occurrence within the alluvium is generally limited to the coarse-grained (sand and gravel) deposits. Very few wells are known to be completed solely in this unit. ---PAGE BREAK--- ASPECT CONSULTING PROJECT NO. 070024-013-01  JUNE 30, 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 found in areas of steep topography near river or creek canyons. In the study area, landslide deposits can be found along the northern side of Snyder Creek canyon, and along the western side of the Klickitat River canyon (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. Missoula Flood Deposits The Missoula Flood deposits consist of both fine-grained (Qfs) and coarse-grained (Qfg) deposits from the Missoula floods, which occurred between 15,300 and 12,700 years ago. The fine-grained deposits consist of sand, silt, and clay deposited along backwater canyons, while the coarse-grained deposits consist of gravel and coarse sand that is poorly sorted and unstratified. These deposits are found at the surface in the southern region of the study area (Figure 3.1). Based on well logs for the area, the deposits can be as much 150 feet thick. One well located in T03N/R12E-28A and completed solely in the Missoula Flood deposits had a static water level of 90 feet bgs and a yield of 15 gallons per minute (gpm) with 30 feet of drawdown after 1 hour. A second well in the same area had a static water level of 32 feet bgs and a yield of 3.5 gpm for a period of 4 hours. Well yields within the Missoula Flood deposits can be highly variable, depending on the type of deposits. In addition, due to the limited extent, these deposits are not expected to be a significant source of groundwater on the scale of the study area. Balch Lake Basalt The Balch Lake basalt consists of a olivine basalt flow that may have originated in the Simcoe Mountains volcanic field to the northeast. The basalt likely consists of a single flow that has a thickness ranging between 10 and 60 feet (Korosec, 1987). This unit is found at the surface in several small areas in the southern region of the study area, overlying the Dalles Formation (Figure 3.1). Because this unit is limited in extent and found at local topographic highs, it is not expected to be a significant source of groundwater within the study area and no wells are known to be completed in this unit. Dalles Formation The Dalles Formation is found in the southwestern region of the study area (Figure 3.1). This unit consists of thickly bedded, gray, volcaniclastic and sedimentary deposits (Korosec, 1987), which can be as much as 365 feet thick in the study area. Based on the available wells logs, no wells in this area appear to be completed solely in the Dalles Formation, but there are numerous wells completed across the Dalles Formation and the underlying CRBG. The Columbia River Basalt Group (CRBG) The CRBG units in the study area have a collective thickness of several thousand feet. Except where eroded away along several drainages (Klickitat River, Snyder Creek, and Logging Camp Canyon), the Wanapum basalt is consistently present across the study area (Figure 3.1). In the areas where the Wanapum basalt is present, its thickness ranges from 250 to 600 feet (Figures 3.2 and 3.3). The Wanapum basalt consists of three ---PAGE BREAK--- ASPECT CONSULTING 10 PROJECT NO. 070024-013-01  JUNE 30, 2011 separate members (from youngest to oldest): the Priest Rapids (Mv[wpr]), Roza (Mv[wr]), and Frenchman Springs (Mv[wfs]): • The Priest Rapids member is generally exposed at the surface in the vicinity of local topographic highs, or to the southwest of an unnamed northwest-southeast trending normal fault in the southern region of the study area (Figure 3.1). Since the Priest Rapids member is not present over much of the study area, its thickness is unknown, but where present, the thickness is expected to be less than 300 feet, based on thicknesses to the east of the Klickitat River (High Prairie area). • The Roza member is generally exposed at the surface to the southeast of the Bingen anticline, on the slopes to the west of the Klickitat River (Figure 3.1). Where present, the Roza member can be as much as 150 feet thick, based on the cross sections on Figures 3.2 and 3.3). • The Frenchman Springs member is generally exposed at the surface to the west of the Roza member, or in the vicinity of major drainages and their respective tributaries. However, along the Klickitat River and parts of Snyder Creek and Logging Camp Canyon, the Frenchman Springs member is absent where the underlying Grande Ronde basalt is exposed at the surface. Where present, the Frenchman Springs member generally ranges between 200 and 600 feet in thickness across the study area (Figures 3.2 and 3.3). 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, Snyder Creek, and Logging Camp Canyon). As the cross sections indicate (Figures 3.2 and 3.3), 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 at the surface. Based on the cross sections, one well completed solely in the Grande Ronde basalt is well T04N/R12E-9R1. Based on the well log, this well has a static water level of 550 feet bgs and a yield of 8 gpm for a period of 1 hour. 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. As previously discussed, water levels from the interflow zones are considered to be representative of the underlying basalt aquifer; therefore, for the purposes of this study the interflow zone is also considered to be part of the underlying basalt aquifer. ---PAGE BREAK--- ASPECT CONSULTING PROJECT NO. 070024-013-01  JUNE 30, 2011 11 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 and 3.3). The major geologic structures within the study area are part of the Yakima Fold belt. The Yakima Fold Belt 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. There are a series of southwest- northeast trending and anticlines as you move north through the study area. These include the Mosier in the southern region of the study area, the Bingen anticline in west-central region of the study area, and an unnamed anticline that extends through the northwestern region of the study area. The individual flows of the CRBG dip away from the axes of the anticlines and towards the axes of the 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 several normal faults and right-lateral strike-slip faults. The normal faults are located in the southern region of the study area, with the northernmost fault likely having between 100 and 300 feet of vertical displacement, based on the geologic map (Figure 3.1). The two major 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 northeastern boundary of the study area. In addition, there are two smaller right-lateral strike-slip faults located in the western region of the study area, to the southwest of the Laurel fault and to the northeast of the northern most normal fault (Figure 3.1). 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 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. Based on groundwater levels and flow directions (Aspect, 2011), the Laurel fault was shown to be a low permeability barrier to groundwater flow within the CRBG to the east of the Klickitat River (High ---PAGE BREAK--- ASPECT CONSULTING 12 PROJECT NO. 070024-013-01  JUNE 30, 2011 Prairie area). In addition, in Swale Creek subbasin, the Warwick fault was also shown to be a barrier to groundwater flow based on mounding (hundreds of feet) of groundwater behind the fault (Aspect, 2007). Therefore, based on these other local indications of both the Laurel and Warwick faults acting as low permeability barriers, it is assumed that these faults are also acting as low permeability barriers to groundwater flow within the Appleton study area. It is also assumed that this is the case with the smaller unnamed strike-slip faults located to the southwest of the Laurel fault and the northeast of the northernmost normal faults (western region of study area). However, because groundwater flow directions within the study area generally parallel the northwest-southeast trend of the strike-slip faults (see Section 3.3.2), the faults may not be greatly impeding regional groundwater flow within the Appleton study area. In addition, there are also circumstances where strike-slip faults have not likely acted as barriers to groundwater flow. Neither the Snipes Butte nor the Goldendale faults, which are similar strike-slip faults father east of the Warwick Fault and are oriented generally perpendicular to the regional groundwater flow direction, 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). 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 were completed in the southern region of the study area (T03N/R12E-28A), in the Missoula Flood deposits. These wells had static water levels ranging between 30 and 90 feet bgs and yields of between 3.5 and 15 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 30, 2011 13 3.3.2 Basalt Aquifers As previously discussed, the Balch Lake basalt aquifer is not expected to be a significant source of groundwater, and no wells are known to be completed solely within this aquifer. Therefore, no interpretations of groundwater flow directions within this aquifer have been made. However, as with the unconsolidated aquifer, in areas where Balch Lake basalt overlies a low-permeability flow interior of the CRBG, it is expected that groundwater flow will follow the subsurface topography of the bedrock, with springs often occurring at the downgradient extents of the Balch Lake basalt aquifer. In areas where the immediately underlying CRBG consists of relatively permeable interflow zones, it is expected that there is a downward gradient from the Balch Lake basalt into the CRBG. Based on Vaccaro (1999), regional groundwater flow within the Grande Ronde basalt and the CRBG in the study area is inferred to be to the southeast, 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. 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 the 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 12 wells in the current Appleton water level monitoring network, 11 wells are completed in (open to) the Wanapum basalt and 1 well is completed in the Grande Ronde basalt (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 and 3.3), 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. 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. Therefore, for the purposes of this study, one groundwater elevation contour map is presented for the Wanapum basalt as a whole (Figure 3.4). In addition, since the Grande Ronde basalt generally has significantly lower groundwater levels than the Wanapum basalt, a second groundwater elevation contour map was created for the Grande Ronde basalt (Figure 3.5). Figures 3.4 and 3.5 present the groundwater elevation contour maps for the Wanapum and Grande Ronde basalt aquifers, respectively, developed using April 2011 water level data from the 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 ---PAGE BREAK--- ASPECT CONSULTING 14 PROJECT NO. 070024-013-01  JUNE 30, 2011 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. 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. 3.3.2.1 Groundwater Flow Directions Based on the study area groundwater elevation contour maps (Figures 3.4 and 3.5), groundwater flow directions within the apparent fault-bounded blocks of the Wanapum and Grande Ronde basalt aquifers are: • to the south-southeast (towards the Klickitat River), east of the Warwick fault; • to the southeast (towards the Klickitat River), west of the Warwick fault and east of Laurel fault; and • to the south-southeast (towards the Klickitat River), west of Laurel fault and the NW-SE trending unnamed normal fault in the southern portion of the study area. 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 contour maps, there are numerous folds and faults within the study area (Figure 3.1), which can act as local barriers to groundwater flow (Section 3.2). In addition, the Appleton area is crosscut by numerous incised drainages (Skookum Canyon, Snyder Creek, Kuhnhausen Creek, Logging Camp Canyon, and Silva Creek) which intersect the CRBG interflow zones and likely collect groundwater discharge where the streambed elevation is lower than the groundwater elevation in the basalt aquifers. 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 contour maps, 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 and incised drainages. East of Warwick Fault East of the Warwick fault, wells are completed both in the Wanapum and the Grand Ronde basalts. Groundwater in this portion of the study area generally discharges to ---PAGE BREAK--- ASPECT CONSULTING PROJECT NO. 070024-013-01  JUNE 30, 2011 15 Skookum and Wahkiacus Canyons, and eventually the Klickitat River. As previously mentioned in Section 3.2, due to the groundwater flow direction paralleling the trend of the Warwick fault, it is not possible to confirm that the fault is acting as a barrier to groundwater flow. However, the Warwick fault has been show to act as a barrier to groundwater flow in nearby Swale Creek subbasin (Aspect, 2007b). There is one unique portion of the Warwick fault where a large spring discharges from the Grand Ronde basalt and was reportedly used by early settlers since the early 1900s (Brown, 1979). Klickitat springs, located near the intersection of the Warwick fault and the Klickitat River, has high dissolved solids and carbon dioxide, and has been historically used for commercial bottled water production and dry ice manufacturing. The source of this water is interpreted to be upward flow from deeper aquifer units along fault traces. West of Warwick Fault West of the Warwick fault, wells are again completed in both the Wanapum and the Grand Ronde basalts. Groundwater in this portion of the study area generally discharges to Snyder Creek and eventually the Klickitat River. West of Laurel Fault West of the Laurel fault, the Bingen anticline appears to act as a groundwater divide in both the Wanapum and the Grande Ronde basalt aquifers. Groundwater flow to the north of the Bingen anticline, in an area known locally as Timber Valley, is to the north- northeast, towards a tributary to Snyder Swale. South of the Bingen anticline, groundwater flows to the south-southeast, discharging into several incised surface water drainages (Logging Camp Canyon and Silva Creek) and ultimately the Klickitat River. West of Unnamed Normal Fault (Southern Study Area) In the southern portion of the study area, there is an unnamed normal fault exhibiting 100 to 300 feet of vertical displacement (Figure 3.1). The significant vertical displacement and groundwater elevation differences on the order of 200 feet across the fault suggest that it is a barrier to groundwater flow. Groundwater flow to the west of the normal fault is to the south-southeast, discharging to Silva Creek, the Klickitat River, and an unnamed surface water drainage along Canyon Road (west of Silva Creek). 3.3.2.2 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 and 3.3) 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 and the groundwater elevation contour maps (Figure 3.4 and 3.5), groundwater levels are between 250 and 400 feet lower in the Grande Ronde basalt compared to the Wanapum basalt. ---PAGE BREAK--- ASPECT CONSULTING 16 PROJECT NO. 070024-013-01  JUNE 30, 2011 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 (pumping rate divided by drawdown; unit of gpm/ft) from select well logs. Values for a well’s specific capacity 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 within the study area. Only three well logs within the study area provide suitable pump test data (pumping rate and drawdown) for the estimation of hydraulic parameters. 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, with transmissivities ranging between 28 and 103 ft2/day (210 to 770 gpd/ft). However, this low productivity can be attributed to well construction (well loss) in addition to the aquifer’s transmissivity. 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 the interflow zones. ---PAGE BREAK--- ASPECT CONSULTING PROJECT NO. 070024-013-01  JUNE 30, 2011 17 3.5 Long-Term Water Level Trends The measured groundwater levels over time (groundwater elevation hydrographs) for the Appleton study area are illustrated on Figure 3.6. Due to the limited number of groundwater level measurements collected to date (2 pre-irrigation and 1 post-irrigation monitoring events), no interpretations of the long-term water level trends will be made as part of this water availability study. Contingent upon continued funding, both pre- irrigation and post-irrigation water level measurements will continue to be collected, and subsequent interpretations of long-term water level trends will be included in the annual reports summarizing the water level monitoring activities. 3.5.1 Precipitation Trends An analysis of long-term precipitations trends was performed in order to determine potential impacts on groundwater levels within the study area. Precipitation data from the National Oceanic and Atmospheric Administration (NOAA) weather observation station in Glenwood (Station No. 452184-6), was used to determine precipitation trends for the study area. Although there is a NOAA weather observation station in Appleton (Station No. 450217), the period of record for this station was from June 1959 to October 2006, and there were numerous missing readings. Therefore, based on location, elevation, and surrounding topography, the Glenwood station is assumed to be the most representative of the actual precipitation for the study area. Brown (1979) also provided a distribution of mean (average) annual precipitation for Klickitat County, which confirms this. Glenwood has a mean annual precipitation of 29.7 inches for the station’s period of record (1979 - 2010). The basin-scale water balance (Section 4) assumes an average annual precipitation of 24 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 Glenwood data are used here. The upper half of Figure 3.7 presents both the annual precipitation and the 29.7-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 3.7. 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. Over the last 10 years, the annual precipitation in the Glenwood area was significantly below average (more than 5 inches) during calendar years 2005 and 2010, but significantly above average in 2006 (about 12 inches) and above average in 2007 (about 1 inch). Although the precipitation has historically fluctuated significantly around the mean annual precipitation, there has not recently been a consistent period of either significantly below or above average precipitation in the area. Therefore, it seems unlikely that there would be a long-term response in groundwater levels in the Appleton area associated with precipitation trends over the past decade. ---PAGE BREAK--- ASPECT CONSULTING 18 PROJECT NO. 070024-013-01  JUNE 30, 2011 3.6 Interaction of Groundwater and Surface Waters 3.6.1 Springs and Creeks Based on Newcomb (1969) and United States Geological Survey 1:24,000 scale topographic maps, there are several springs located along incised drainages and steep bedrock exposures within the study area (Figures 3.4 and 3.5). These springs occur 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, Wahkiacus Canyon, Skookum Canyon, Synder Creek, Kuhnhausen Creek, Logging Camp Canyon, Silva Creek, and the unnamed surface water drainage west of Silva Creek. In addition to the mapped springs, the cross sections (Figures 3.2 and 3.3) illustrate that these drainages should have springs discharging from the deeper members of the Wanapum basalt in their upstream portions (i.e. interflow zones within the Roza and Frenchman Springs members intersect the drainages). In addition, within the deeply incised Klickitat River and the portions of Snyder and Logging Camp Canyon, there may also be springs discharging from the upper flows of the Grande Ronde basalt. Based on the above discussion, the source of water for the smaller drainages in the study area is likely a combination of precipitation runoff and groundwater discharge from the various basalt interflow zones. There is groundwater continuity with these creeks, but the quantity of spring discharge is not sufficient to maintain perennial baseflow throughout their Groundwater interactions with the Klickitat River are discussed in the following section. 3.6.2 Klickitat River The Klickitat River forms the eastern extent of the Appleton study area (Figure 2.1). In addition to precipitation runoff, the river receives spring discharge from the deeper interflow zones of the Wanapum basalt and the upper flows of the Grande Ronde basalt. Most of this spring discharge occurs via the incised streams discussed in Section 3.6.1 Synder Creek). As cross sections to the east of the Klickitat River, in the High Prairie area, have illustrated (Aspect, 2011), the Klickitat River is in direct hydraulic continuity with flows lower down in the Grand Ronde basalt sequence. Based on groundwater level data from available well logs adjacent to the Klickitat River, the river appears to be a losing to gaining3 stream adjacent to the study area. 3 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 30, 2011 19 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. Based on the proportion of water rights (certificates + permits) appropriated for the study area (as recorded in Ecology’s Water Rights Tracking System [WRTS]), we estimate that approximately 95% of the total water use in the study area is supplied by groundwater, with 4% from smaller streams and 1% from the Klickitat River4. The accuracy and validity of the water rights information in Ecology’s WRTS is not known, and the recorded water right information may overstate surface water use within the study area. The Klickitat wastewater treatment plant treats wastewater generated within the Town of Klickitat (residential and non-residential uses), and discharges treated effluent to the Klickitat River (treated as an export from the study area). Outside of the Town of Klickitat, treatment of residential wastewater in the study area is accomplished via septic tanks, so that water that is used but not consumed (return flow) is returned to the groundwater system as artificial recharge or to surface water via runoff. Using the water balance analysis, we estimate an average annual total water use within the study area of approximately 134 acre-feet/year; of this total use, an estimated 43 acre- feet/year (32%) consumed while the remaining 91 acre-feet/year (68%) is return flow. The return flow is estimated to provide 56 acre-feet/year of additional groundwater recharge and 35 acre-feet/year of discharge to the Klickitat River via the Klickitat wastewater treatment plant. Based on the collective information, we estimate that approximately 90% of the water use in the study area is for residential supply, with nearly half of that use being via permit-exempt private wells. The water balance estimates that the annual consumptive groundwater use is less than 1 percent of the annual groundwater recharge from precipitation 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 4 Several recorded Klickitat River water rights are excluded from this analysis because they are not currently in use, or are for fish rearing purposes, so are not imported and used within the study area (refer to Appendix ---PAGE BREAK--- ASPECT CONSULTING 20 PROJECT NO. 070024-013-01  JUNE 30, 2011 beyond the scope of this basin-scale study. Instead, a water level monitoring network has now 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 PROJECT NO. 070024-013-01  JUNE 30, 2011 21 5 Conclusions and Recommendations The primary conclusions and recommendations from this assessment are as follows: • The primary source of water supply for the study area is groundwater withdrawal from the Columbia River Basalt Group. Surface water is estimated to supply roughly 6 percent of the total annual water use. • 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 250 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, with lesser supplies from the deeper Grande Ronde basalt. • Where data were sufficient, groundwater elevation contour maps were created for both the Wanapum and the Grande Ronde basalt aquifers. Groundwater flow within these aquifers is generally to the southeast or south-southeast, towards the Klickitat River. Within the study area, the major geologic faults likely act as low permeability barriers to lateral groundwater flow. • Springs discharge into the tributaries of the Klickitat River from the interflow zones of the Wanapum basalt. In areas of more deeply incised drainages (Snyder and Logging Camp Canyon), springs likely also discharge from the upper flows of the deeper Grande Ronde basalt. To better assess groundwater-surface water continuity in important tributary creeks Skookum Canyon, Snyder, Logging Camp Canyon and Silva), we recommend installation, calibration, and long-term operation of streamflow gages on one or more of these creeks. • Groundwater elevation monitoring has been conducted twice a year (spring and fall) since the Appleton area monitoring network was created in the Spring of 2010. Three rounds of measurements have been collected from the monitoring network to date (2 pre-irrigation and 1 post-irrigation monitoring events), so it is too early to assess groundwater level trends over time within the study area. • 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 including return flow from water use. 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 rights may need to be determined individually for pending water right applications. ---PAGE BREAK--- ASPECT CONSULTING 22 PROJECT NO. 070024-013-01  JUNE 30, 2011 • An estimated 35 acre-feet/year of water is discharged to the Klickitat River from return flow from the Town of Klickitat via the Klickitat wastewater treatment plant (supplied by groundwater wells). • A groundwater level monitoring network has been established that provides the opportunity, with continued landowner permission, to track future seasonal and/or long-term changes in the groundwater system of the Appleton 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. Efforts can continue to increase well owner participation in the monitoring program to provide more complete spatial coverage of the study area. ---PAGE BREAK--- ASPECT CONSULTING PROJECT NO. 070024-013-01  JUNE 30, 2011 23 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. Aspect, 2011, Hydrologic Information Report Supporting Water Availability Assessment for High Prairie Study Area, WRIA 30, June 30, 2011. 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. Daly C, R.P. Neilson, and D.L. Philips 1994, A Statistical-Topographic Model for Mapping Climatological Precipitation over Mountainous Terrain, Journal of Applied Meteorology, V. 33 pp. 140-158. 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. ---PAGE BREAK--- ASPECT CONSULTING 24 PROJECT NO. 070024-013-01  JUNE 30, 2011 Luzier, J. 1969, Ground-Water Occurrence in the Goldendale Area, Klickitat County, Washington, USGS Hydrologic Investigations Atlas HA-313. 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. 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. WPN, 2003, WRIA 30 Nitrate Concentration and Distribution Study, July 2003. 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 Appleton Water Availability Study WRIA 30, Washington Aspect Consulting 6/30/2011 V:\070024 WRIA 30 Phase 4\Deliverables\013 Appleton\Final\Tables 2.1 2.2 Figure 3.6 Table 2.1 Page 1 of 1 Ecology Well Log ID Map Location TRS Label Well Log Date Dia. (in) Depth (ft) Static Water Level (ft bgs) Unit of Completion Northing1 (SPS 83; ft) Easting1 (SPS 83; ft) Top of Casing Elevation2 (ft MSL) Casing Stick-up (ft) Comments 556413 27N1 T04/R12-27N1 8/16/08 6 310 50 Wanapum 174435.66 1437679.82 2381.92 1.9 Sonic sounder provides accurate measurement. 377246 3M2 T03/R12-3M2 7/10/95 6 425 260 Wanapum 160785.24 1437744.88 1834.54 2.5 Sonic sounder does not provide accurate measurement. N/A 3M3 T03/R12-3M3 N/A 6 N/A N/A Wanapum 160906.05 1437744.90 1826.36 2.4 Sonic sounder provides accurate measurement. Well located on Tax Parcel 03120300002500. Owner reports well completed to same depth as 3M2. 143971 21G1 T04/R12-21G1 7/28/92 6 90 15 Wanapum 190010.54 1441497.08 2190.50 1.1 Sonic sounder does not provide accurate measurement. 379451 21G2 T04/R12-21G2 3/26/04 6 180 22 Wanapum 189899.01 1442101.03 2189.27 1.8 Sonic sounder does not provide accurate measurement. 141805 34B1 T04/R12-34B1 10/16/79 6 110 29 Wanapum 169614.98 1439494.94 2109.34 0.7 Sonic sounder provides accurate measurement. 407050 26C1 T04/R12-26C1 4/6/05 6 288 40 Wanapum 175447.03 1442752.65 2246.50 1.7 Sonic sounder provides accurate measurement. 413153 3Q4 T03/R12-3Q4 7/8/05 6 470 170 Grand Ronde 160917.50 1439389.34 1821.91 2.1 Sonic sounder does not provide accurate measurement. 317875 10Q4 T04/R12-10Q4 8/15/01 6 350 175 Wanapum 186199.94 1440242.20 2449.70 1.7 369681 9R1 T04/R12-9R1 8/29/03 6 825 550 Wanapum 188578.46 1435807.67 2421.49 1.9 Sonic sounder provides accurate measurement. 452260 2A1 T03/R12-2A1 4/17/06 6 150 68 Wanapum 164321.77 1445873.21 1970.29 1.8 Sonic sounder provides an accurate measurement. 335142 3R5 T03/R12-3R5 4/16/02 6 185 8 Wanapum 159207.59 1441549.57 1695.04 1.8 Sonic sounder does not provide accurate measurement. 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. Ecology Well Log Data Well Survey Data ---PAGE BREAK--- Table 2.2 - Monitoring Network Groundwater Level Data Appleton Water Availability Study WRIA 30, Washington Aspect Consulting 6/30/2011 V:\070024 WRIA 30 Phase 4\Deliverables\013 Appleton\Final\Tables 2.1 2.2 Figure 3.6 Table 2.2 Page 1 of 1 Ecology Well Log ID Map Location TRS Label Unit of Completion Depth to Water3 (ft bTOC) GW Elevation2 (ft MSL) Comments Depth to Water3 (ft bTOC) GW Elevation2 (ft MSL) Comments Depth to Water3 (ft bTOC) GW Elevation2 (ft MSL) Comments 556413 27N1 T04/R12-27N1 Wanapum 42.18 2339.74 52.6 2329.32 64.5 2317.42 377246 3M2 T03/R12-3M2 Wanapum 165.75 1668.79 Rising water level 170.17 1664.37 Rising water level 168.1 1666.44 Rising water level N/A 3M3 T03/R12-3M3 Wanapum 162.88 1663.48 163.43 1662.93 162.59 1663.77 143971 21G1 T04/R12-21G1 Wanapum 5.76 2184.74 10.44 2180.06 2190.50 379451 21G2 T04/R12-21G2 Wanapum 8.62 2180.65 7.54 2181.73 2189.27 141805 34B1 T04/R12-34B1 Wanapum 18.93 2090.41 22.8 2086.54 18.8 2090.54 407050 26C1 T04/R12-26C1 Wanapum 18.26 2228.24 24.6 2221.90 18.3 2228.20 413153 3Q4 T03/R12-3Q4 Grand Ronde 125.08 1696.83 Rising water level 126.58 1695.33 122.44 1699.47 Rising water level 317875 10Q4 T04/R12-10Q4 Wanapum - - 68.09 2381.61 51.20 2398.50 369681 9R1 T04/R12-9R1 Wanapum 381.98 2039.51 358.86 2062.63 368.25 2053.24 452260 2A1 T03/R12-2A1 Wanapum 15.90 1954.39 - - - - Rising water level 335142 3R5 T03/R12-3R5 Wanapum 2.28 1692.76 6.58 1688.46 3.62 1691.42 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. 3 Sonic measurements recorded to nearest 0.1 ft, electric tape measurements recorded to nearest 0.01 ft. April 2011 Measurements Ecology Well Log Data April 2010 Measurements November/December 2010 Measurements ---PAGE BREAK--- Table 3.1 - Hydraulic Parameter Estimates for Basalt Aquifers Appleton Water Availability Study WRIA 30, Washington Aspect Consulting 6/30/2011 V:\070024 WRIA 30 Phase 4\Deliverables\013 Appleton\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 - - - - - - - Appleton Area - - Model Hansen, Vacarro and Bauer, 1994 - - - - - 102 - - - T03/R12-10P 452301 Wanapum (Frenchman Springs) Specific Capacity (Well Log) Department of Ecology Well Log Database - - - - - 28 - - - T03/R12-10N 149034 Wanapum (Frenchman Springs) Specific Capacity (Well Log) Department of Ecology Well Log Database - - - - - 103 - - - T03/R12-4E 146427 Wanapum (Frenchman Springs) Specific Capacity (Well Log) 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 - - - - - - - Appleton Area - - Model Hansen, Vacarro and Bauer, 1994 Hydraulic Conductivity (ft/day) Hydraulic Conductivity (ft/day) Transmissivity (ft2/day) Storativity (Dimensionless) Transmissivity (ft2/day) Storativity (Dimensionless) Location Ecology Well ID Data Type Source Location Aquifer Ecology Well ID Source Data Type Aquifer ---PAGE BREAK--- APPLETON 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\Appleton_Water_Avail_Study\Fig1_1_StudyArea.mxd II Coordinate System: NAD 1983 StatePlane Washington South FIPS 4602 Feet II Date Saved: 06/29/2011 II User: pwittman II Print Date: 06/29/2011 Study Area Appleton 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--- ; + + ; + + + ; ; + + ; ; ; + + + + + $ $ $ $ $ + + + $ + ; ; + ; ; ; ; ; ; ; + + ; ; + + ; ; ; ; ; ; ; ; ; ; + + + + & + ; + + ; ; ; + + + + + + ; ; ; ; ; ; ; ; ; ; ; ; & & & & & & & & ; ; & & ; & & & & & & & & & & & ; ; & ; & & ; ; & & & ; ; ; ; & ; & & & & & & & ; ; ; & & & & & & & & & ; ; ; & ; ; & ; & & & & & & & ; & & ; & + + + + + + ; ; ; & ; & ; & & & & & & & & & & & & F M M F M M M F F F F F F F F F F F F F FF F F M M M F F F F M M M M F F F F M M M M M M M M M M R R R R R M M M M M F F M M M M M M M M M M F F F F F F F F M M M M F F F F F F F F F F F F F F F F F M M M F F F F F @ ? @ ? @ ? @ ? @ ? @ ? @ ? @ ? @ ? @ ? @ ? F i v e mile Creek F Th r ee m ile Cre e k S t an l e y C anyo n WARWICK FAULT LAUREL FAULT BINGEN ANTICLINE MOSIER T04R13E T04R13E T03R13E T03R13E T04R12E T04R12E T03R12E T03R12E T05R13E T05R13E T05R12E T05R12E T02R13E T02R14E 3R5 2A1 9R1 3Q4 3M3 3M2 10Q4 26C1 34B1 21G2 21G1 27N1 K l i ckita t R i v e r Skoo ku m Cany o n S n y d er Cree k Kni gh t Ca n y o n Five mil e C r e e k W ahkiac us C a n y on Jo h ns on Ca ny on S ilv a C r e e k S i m m o n s Cr e e k Snyde r S wal e Rattl e s n ake Cre e k T h re e mi l e Cr e ek B e e k s Can y on S ta n l ey Cany o n Di ll a c or t C a nyo n Ei g h tmile C r e e k Wh e el e r C a n yon W i de S ky C a n yon K uhnhau s e n Cr ee k Sh e ep Corr a l Ca n y on M i ll C ree k Mu d S p ring Can y on L o g g i ng Ca m p C anyon Klickitat River 9 7 6 1 2 3 4 5 6 1 2 3 4 7 9 8 7 9 8 6 1 2 3 4 5 6 1 2 3 4 5 7 9 8 7 9 8 6 1 2 4 5 6 1 3 4 5 18 13 14 15 17 12 11 11 12 31 36 35 34 33 32 31 36 35 34 33 32 30 25 26 27 28 29 30 25 28 26 27 29 19 24 23 22 21 20 19 24 23 22 21 20 13 14 18 15 16 17 13 16 15 17 12 11 10 12 11 10 31 36 35 34 33 32 31 36 35 34 33 32 30 25 26 27 28 30 25 26 27 28 29 19 24 23 22 21 20 19 22 21 23 20 18 13 14 16 17 18 15 13 16 17 14 15 12 11 10 12 11 10 31 36 33 32 31 32 33 34 36 35 30 25 26 27 29 30 27 25 29 19 23 22 21 23 22 19 24 21 20 13 18 14 15 16 17 7 8 3 2 16 10 18 14 29 24 34 35 28 26 28 24 20 GIS Path: T:\projects_8\WRIA30\070024\Delivered\Appleton_Water_Avail_Study\Fig2_1_GW_Level_Mon_Net.mxd II Coordinate System: NAD 1983 StatePlane Washington South FIPS 4602 Feet II Date Saved: 06/29/2011 II User: pwittman II Print Date: 06/29/2011 Groundwater Level Monitoring Network Appleton Water Availability Study WRIA 30, Washington C O N SU LTI N G FIGURE NO. 2.1 JUN-2011 PROJECT NO. 070024 BY: DFR/PPW REV BY: - - - 0 6,000 12,000 Feet Surveyed Groundwater Monitoring Network Well Location (by completion aquifer): Folds (Washingtion DNR 1:100K mapping) 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. & 8 Sections Township/Range M (location approximate) M (location accurate) M (location concealed) F Anticline (location concealed) F Anticline (location approximate) F Anticline (location accurate) R Monocline, anticlinal bend (location accurate) R Monocline, anticlinal bend (location concealed) 3B1 Appleton Study Area Wanapum Basalt @ ? Grande Ronde Basalt @ ? ---PAGE BREAK--- ; ; ; + + ; + + + ; ; + + ; ; ; + + + + + $ $ $ $ $ + + + $ + ; ; + ; ; ; ; ; ; ; + + ; ; + + ; ; ; ; ; ; ; ; ; ; + + + + & + ; + + ; ; ; + + + + + + ; ; ; ; ; ; ; ; ; ; ; ; & & & & & & & & ; ; & & ; & & & & & & & & & & & ; ; & ; & & ; ; & & & ; ; ; ; & ; & & & & & & & ; ; ; & & & & & & & & & ; ; ; & ; ; & ; & & & & & & & & + + + + + + ; ; ; & ; & ; & & & & & & & & & M M F F F F F F F F F F F F F FF F F M M M F F F F M M M M F F F F M M M M M M M M M M R R R R R M M M M M F F M M M M M M M M M M F F F F F F F F M M M M F F F F F F F F F F F F F F F F F M M M F F F F F M M M M 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 WETLE BUTTE ANTICLINE F i v e mile Creek A A' B' B 15D1 15D2 9 24 23 22 13 14 15 12 11 21 16 10 T04R13E T04R13E T03R13E T03R13E T04R12E T04R12E T03R12E T03R12E T05R13E T05R13E T05R12E T05R12E T02R12E T02R12E Mv(wfs) Mv(wpr) Mv(wr) Mv(wfs) Mv(gN2) Qa Mv(wr) Mv(wr) Mv(wpr) Mc(d) Mv(wpr) Mv(wr) Mv(sp) Mv(wr) Qa Qls Mv(gN2) Qls Mv(gN2) Mc(d) Mv(wfs) Qa Mv(wfs) Mv(wpr) Qls Mc(e) Qls Qls Mv(gN2) Mv(wr) Mv(wpr) Mc(e) Mv(wr) Qls Qa Qfg Qa Qls Mv(wr) Qls Mv(wpr) Mv(sp) Mv(wr) Qfs Qls Mv(gR2) Qls Qls Qls Mv(wpr) Qls Mv(wpr) Qa Qls Qls Mc(e) Qls Qa Mv(wpr) Mv(wpr) Mv(wr) Mv(wr) Mv(wr) Mv(wr) Qa Qfg Mv(sp) Mc(e) Mv(wfs) Mv(wr) Mv(sp) Qf Mv(wfs) Qls Mv(wfs) Mv(wpr) Mv(wpr) Mv(wr) Mv(wpr) Qoa Qoa Mv(wpr) Qls Qa Qls Mv(wfs) Mv(wpr) Mv(wpr) Mv(wr) Mv(wfs) Mv(wpr) Mv(wpr) Mv(wr) Mv(wpr) Mv(wpr) Mv(wr) Mc(e) Mv(wfs) Mv(wpr) Mv(wpr) Qa Mc(d) Mv(wr) Mv(wfs) Mv(wr) Qa Mv(wpr) Mv(sp) Mv(wpr) Mv(wpr) Mv(wpr) Mc(e) Mv(sp) Mv(wpr) Mv(wpr) Mv(wpr) Mv(wpr) Mv(wr) Mv(wpr) Mv(wpr) Mv(wpr) Mv(wpr) Qa Mv(wpr) Mv(wpr) Mv(wpr) Mv(wpr) Mv(wpr) Mv(wpr) Mv(wpr) Mv(wpr) Mv(wpr) Mv(wpr) Mv(wpr) Mv(wpr) Qa Mv(wr Qls Mv(gN Mv(gN2) WARWICK FAULT LAUREL FAULT MOSIER BINGEN ANTICLINE 11K1 11N1 10R1 15G1 22K1 22P1 27C1 27N1 34B1 8L1 6P1 9R1 9K1 25R1 26H1 23P1 26C1 23G1 15J1 15L1 15C1 1D2 1D1 K li c kit a t R i v e r Sko okum Cany on S nyder C r e e k F ivemil e Cre e k Knig ht Ca ny o n Wah k i a c u s C a n y o n J o hnso n Canyo n Th ree m i l e Cre e k Silv a C re ek Si m m o n s Creek Sn yder Swa l e R at tl e s nake Cre ek S tanley C a nyo n E igh t mi le C ree k 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 Beeks C anyon H a n s o n C r e ek L o g gi n g C a m p Ca nyo n M i l l Cr e e k 7 8 6 1 2 3 4 5 6 1 2 3 4 7 9 7 9 8 6 2 3 4 5 6 1 2 3 4 5 7 9 8 7 9 8 6 1 2 3 4 6 1 3 4 19 20 18 17 11 12 31 36 35 34 33 32 31 35 34 33 30 25 26 27 28 29 30 25 28 26 27 29 19 24 23 22 21 20 19 24 23 22 20 13 14 18 15 16 17 13 16 15 17 12 11 10 12 11 10 31 36 35 34 32 31 36 35 34 33 32 30 25 26 28 29 30 25 26 27 28 29 19 24 23 22 21 20 19 22 21 23 20 18 13 16 17 18 15 13 16 17 14 15 12 11 10 12 11 10 31 36 35 33 32 31 32 33 34 36 35 30 25 26 27 28 29 30 27 25 28 29 19 23 22 21 23 20 22 19 24 21 20 9 7 8 1 5 2 5 24 23 22 21 13 14 15 16 12 11 10 36 32 21 18 14 33 27 24 14 34 26 24 GIS Path: T:\projects_8\WRIA30\070024\Delivered\Appleton_Water_Avail_Study\Fig3_1_CrossSection_andGeology.mxd II Coordinate System: NAD 1983 StatePlane Washington South FIPS 4602 Feet II Date Saved: 06/29/2011 II User: pwittman II Print Date: 06/29/2011 Cross Section Location and Geologic Map Appleton Water Availability Study WRIA 30, Washington C O N SU LTI N G FIGURE NO. 3.1 JUN-2011 PROJECT NO. 070024 BY: DFR/PPW REV BY: - - - 0 6,000 12,000 Feet Folds (Washingtion DNR 1:100K mapping) Faults (Washingtion DNR 1:100K mapping) Normal fault (location inferred). Bar and ball on block. ; ; Normal fault (location concealed). Bar and ball on block. ; ; Fault, unknown offset (location inferred) Fault, unknown offset (location accurate) Normal fault (location accurate). Bar and ball on block. ; ; Thrust fault (location accurate). Sawteeth on upper plate. + Thrust fault (location concealed). Sawteeth on upper plate. + Right-lateral strike-slip fault (location inferred). Arrows show relative motion & Left-lateral strike-slip fault (location accurate). Arrows show relative motion. $ Right-lateral strike-slip fault (location concealed). Arrows show relative motion. & Right-lateral strike-slip fault (location approximate). Arrows show relative motion. & Right-lateral strike-slip fault (location accurate). Arrows show relative motion. & (location approximate) M (location accurate) M Anticline (location concealed) F Anticline (location approximate) F Anticline (location accurate) F (location concealed) M Monocline, anticlinal bend (location accurate) R Monocline, anticlinal bend (location concealed) R Cross Section Surficial Geologic Units (Washingtion DNR 1:100K mapping) Qls - landslide deposits Qfg/Qfs - Missoula, glacial Lake, deposits of - Balch Lake, basalt of - Simcoe Mountains, volcanic rocks of Sections 8 QMc - continental sedimentary deposits, including Swale Creek Valley [QPLc(s)] 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 Mc(d) - Dalles Formation Qa - alluvium !H Cross Section Well Appleton Study Area Township/Range ---PAGE BREAK--- 3000 600 1200 0 6000 2400 900 2100 2700 300 1800 1500 9000 12000 15000 18000 21000 24000 27000 30000 33000 36000 39000 42000 T04NR12E-9K1 Offset: 390' NE Klickitat River Mv (wfs) Mv (gr) Mv (wr) Cross Section B-B' 3000 T04NR12E-9R1 Offset: 540' NE T04NR12E-15D1/D2 Offset: 700' NE T04NR12E-15L1 Offset: 0 T04NR12E-15J1 Offset: 1970' NE T04NR12E-22K1 Offset: 2400' NE T04NR12E-23G1 Offset: 2415' SW T04NR12E-26C1 Offset: 235' N T04NR12E-23P1 Offset: 1090' SW T04NR12E-26H1 Offset: 0 T04NR12E-25R1 Offset: 2290' NE T04NR12E-6P1 Offset: 2390' SW T04NR12E-15C1 Offset: 1700' NE T04NR12E-1D2 Offset: 5010' SW Qa Axis Bingen Anticline ? ? Intersection Mv (gr) Mv (wfs) Mv (wr) Scale: 1" = 3000' Horiz. 1" = 300' Vert. Vertical Exaggeration = 10X Elevation in Feet (NGVD) A Northwest A' Southeast Feet 0 6,000 3,000 FIGURE NO. PROJECT NO. DATE: REVISED BY: DRAWN BY: DESIGNED BY: Cross Section A-A' Appleton Area WRIA 30 Water Availability Study Klickitat County, Washington June 2011 AAE/JMS/DHR PMB 070024 3.2 Q:\WRIA\070024 WRIA 30\2011-06 Appleton\070024-AA.dwg Legend Qa Mv (wfs) Mv (wr) - Alluvium - 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 - Fault/Fold WB Mv (gr) DRAFT ---PAGE BREAK--- 1200 0 2400 900 2100 1800 1500 2700 3000 600 Cross Section A-A' T04NR12E-15L1 Offset: 0 T04NR12E-22K1 Offset: 1290' E T04NR12E-22P1 Offset: 0 T04NR12E-27C1 Offset: 19' E T04NR12E-27N1 Offset: 1440' W T04NR12E-34B1 Offset: 1190' E T04NR12E-15G1 Offset: 195' NW T04NR12E-10R1 Offset: 1410' NW T04NR12E-11N1 Offset: 554' NW T04NR12E-11K1 Offset: 170' S T04NR12E-11H1 Offset: 0 Qa Laurel Fault Bend in section Bingen Anticline Fault Mv (wr) Mv (wfs) Mv (gr) ? ? 3000 6000 9000 12000 15000 18000 21000 24000 27000 30000 Intersection Elevation in Feet (NGVD) B Northeast B' South Scale: 1" = 3000' Horiz. 1" = 300' Vert. Vertical Exaggeration = 10X FIGURE NO. PROJECT NO. DATE: REVISED BY: DRAWN BY: DESIGNED BY: Cross Section B-B' Appleton Area WRIA 30 Water Availability Study Klickitat County, Washington June 2011 AAE/JMS/DHR PMB 070024 3.3 Q:\WRIA\070024 WRIA 30\2011-06 Appleton\070024-BB.dwg Feet 0 6,000 3,000 DRAFT Legend Qa Mv (wfs) Mv (wr) - Alluvium - 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 - Fault/Fold WB Mv ---PAGE BREAK--- ; + + ; + + + ; ; + + ; ; ; + + + + + $ $ $ $ $ + + + $ + ; ; + ; ; ; ; ; ; ; + + ; ; + + ; ; ; ; ; ; ; ; ; ; + + + + & + ; + + ; ; ; + + + + + + ; ; ; ; ; ; ; ; ; ; ; ; & & & & & & & & ; ; & & ; & & & & & & & & & & & ; ; & ; & & ; ; & & & ; ; ; ; & ; & & & & & & & ; ; ; & & & & & & & & & ; ; ; & ; ; & ; & & & & & & & ; & & ; & + + + + + + ; ; ; & ; & ; & & & & & & & & & & & & F M M F M M M F F F F F F F F F F F F F FF F F M M M F F F F M M M M F F F F M M M M M M M M M M R R R R R M M M M M F F M M M M M M M M M M F F F F F F F F M M M M F F F F F F F F F F F F F F F F F M M M F F F F F ! ! ! ! ! E E E E E E E E E "J "J "J "J "J "J "J "J "J "J "J "J "J "J "J "J "J "J !H !H!H !H !H !H !H !H !H!H !H F i v e mile Creek F Th r ee m ile Cre e k S t an l e y C anyo n WARWICK FAULT LAUREL FAULT BINGEN ANTICLINE MOSIER T04R13E T04R13E T03R13E T03R13E T04R12E T04R12E T03R12E T03R12E T05R13E T05R13E T05R12E T05R12E T02R13E T02R14E 21H1 (909) 27Q3 (604) 2L1 (1935) 4D1 (2259) 5R1 (2095) 9NE1 (1448) 15J1 (1190) 11K1 (1487) 10P1 (1873) 35F2 (2213) 12A1 (1779) 10N4 (1387) 22D1 (1565) 24J1 (2225) 25R3 (2173) 13D3 (1620) 20J1 (2218) 13Q1 (1255) 1700 2100 1600 2200 2000 1800 1500 2300 1900 1300 1200 1400 1100 1800 1900 1700 1400 2000 2300 2100 2000 1800 2100 2200 1900 1300 1000 3Q4 (1699.47) 3M3 (1663.77) 3R5 (1691.42) 2A1 (1954.39) 26C1 (2228.2) 10Q4 (2392.91) 34B1 (2090.54) 21G2 (2181.73) 21G1 (2180.06) 27N1 (2317.42) 3M2 (1666.44) Kli c k i tat R i v e r Sko o k u m Cany o n S n y d er Creek Kni ght C an y o n F ivem i le C re e k J ohns on Ca ny o n S i lv a C r e e k Si m m o n s Creek Sn y der Sw ale Rat t l e s n ake Cre ek Th re e mi l e Cr ee k B e e k s Can y on Sta n l ey Canyo n Dilla c or t Ca n yon Ei g htmil e C r e e k Wh e e le r C a n y o n W ide Sky Ca ny o n K uhnhau s en Cr eek Ha n s on Cr e e k Sheep C o rral Can y o n M i ll C r ee k M u d S p ring Can y on L o g g ing Ca m p C anyon Klickitat River 9 7 6 1 2 3 4 5 6 1 2 3 4 7 9 8 7 9 8 6 1 2 3 4 5 6 5 7 9 8 7 9 8 6 1 2 4 5 6 1 3 4 5 18 13 14 15 17 12 11 11 12 31 36 35 34 33 32 31 36 35 34 33 32 30 25 26 27 28 30 25 28 26 27 29 19 24 23 22 21 20 19 24 23 22 20 13 14 18 15 16 18 13 16 15 17 12 11 10 12 11 10 31 36 35 34 33 32 31 36 35 34 33 32 30 25 26 27 28 30 25 26 27 28 29 19 24 23 22 21 20 22 21 23 20 18 13 14 16 17 18 15 13 16 17 14 15 12 11 10 12 11 10 31 36 35 33 32 31 32 33 34 36 35 30 25 26 27 29 30 27 25 29 19 23 22 21 23 22 19 24 21 20 13 18 14 15 16 17 7 8 1 2 3 4 3 2 16 10 29 21 17 14 29 19 24 34 28 26 28 24 20 GIS Path: T:\projects_8\WRIA30\070024\Delivered\Appleton_Water_Avail_Study\Fig3_4_Wanapum_GWElevContours.mxd II Coordinate System: NAD 1983 StatePlane Washington South FIPS 4602 Feet II Date Saved: 06/29/2011 II User: pwittman II Print Date: 06/29/2011 Groundwater Elevation Contour Map - Wanapum Basalt Appleton Water Availability Study WRIA 30, Washington C O N SU LTI N G FIGURE NO. 3.4 JUN-2011 PROJECT NO. 070024 BY: DFR/PPW REV BY: - - - 0 6,000 12,000 Feet Folds (Washingtion DNR 1:100K mapping): 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. & 8 Sections Township/Range F Anticline (location concealed) F Anticline (location approximate) F Anticline (location accurate) R Monocline, anticlinal bend (location accurate) R Monocline, anticlinal bend (location concealed) Wanapum Basalt Wells and Water Levels: M (location accurate) M (location concealed) M (location approximate) 100-ft Wanapum Basalt Groundwater Elevation Contours 100 Groundwater Flow Direction Arrow ! Appleton Study Area Other Map Elements: !H 3R5 (1691.42) Surveyed Well Location from Klickitat County Public Works (with Water Level Elevation in feet) Well Location from Ecology Qtr-Qtr Section Designation (with Water Level Elevation in feet) "J 13Q1 (1255) Spring (from Brown, 1979) E Spring (from USGS 1:24K Topo Map) E ---PAGE BREAK--- ; + + ; + + + ; ; + + ; ; ; + + + + + $ $ $ $ $ + + + $ + ; ; + ; ; ; ; ; ; ; + + ; ; + + ; ; ; ; ; ; ; ; ; ; + + + + & + ; + + ; ; ; + + + + + + ; ; ; ; ; ; ; ; ; ; ; ; & & & & & & & & ; ; & & ; & & & & & & & & & & & ; ; & ; & & ; ; & & & ; ; ; ; & ; & & & & & & & ; ; ; & & & & & & & & & ; ; ; & ; ; & ; & & & & & & & ; & & ; & + + + + + + ; ; ; & ; & ; & & & & & & & & & & & & F M M F M M M F F F F F F F F F F F F F FF F F M M M F F F F M M M M F F F F M M M M M M M M M M R R R R R M M M M M F F M M M M M M M M M M F F F F F F F F M M M M F F F F F F F F F F F F F F F F F M M M F F F F F ! ! ! ! E E E E "J "J "J "J "J "J "J "J "J "J "J "J "J "J "J "J "J "J "J "J "J "J !H F i v e mile Creek 7D1 (1389) F Th r ee m ile Cre e k S t an l e y C anyo n WARWICK FAULT LAUREL FAULT BINGEN ANTICLINE MOSIER T04R13E T04R13E T03R13E T03R13E T04R12E T04R12E T03R12E T03R12E T05R13E T05R13E T05R12E T05R12E T02R13E T02R14E 1600 2000 1800 1900 1700 1500 500 1400 1700 1600 1600 1700 1500 1400 23D2 (578) 3B1 (1533) 1D1 (1655) 7R1 (1322) 1F1 (1736) 15E1 (565) 22A1 (212) 13F1 (839) 13R1 (866) 6P1 (1387) 6H1 (1219) 9F1 (1680) 6N1 (1719) 12M2 (1825) 26H1 (2000) 24P1 (2016) 22P1 (2049) 11K3 (1520) 18D1 (1092) 12G1 (1338) 12M2 (1975) 9R1 (2053.24) Kli c k i tat R i v e r Sko o k u m Cany o n S n y der C ree k Kni ght C an y o n F ivem i le C re e k Wa h k i a cus Canyo n J ohns on Ca ny o n Silv a Cre e k Si m m o n s Creek Sn y der Sw ale Rat t l e s n ake Cre ek Th re e mi l e Cr ee k B e e k s Can y on Sta n l ey Canyo n Dilla c or t Ca n yon Ei g htmil e C r e e k Wh e e le r C a n y o n W ide Sky Ca ny o n K uhnhau s en Cr eek Ha n s on Cr e e k Shee p C orral Can y o n M i ll C r ee k M u d S p ring Can y on L o g g ing Ca m p C anyon Klickitat River 9 7 6 1 2 3 4 5 6 1 2 3 4 7 9 8 7 9 8 6 1 2 3 4 5 6 1 2 3 4 5 9 7 8 6 4 5 6 1 3 4 5 18 13 14 15 17 12 11 11 12 31 36 35 34 33 32 31 36 35 34 33 32 30 25 26 27 28 30 25 28 26 27 29 19 24 23 22 21 20 19 24 23 22 21 20 13 14 18 15 16 18 13 16 15 17 12 11 10 11 10 31 36 35 34 33 32 31 36 35 34 33 32 30 25 26 27 28 30 25 26 27 28 29 19 24 23 22 21 20 19 22 21 23 20 18 13 14 16 17 18 15 13 16 17 14 15 12 11 10 12 10 31 36 35 33 32 31 32 33 34 36 35 30 25 26 27 29 30 27 25 29 19 23 22 21 23 22 19 24 21 20 13 18 14 15 16 17 7 8 7 8 9 1 2 3 2 16 10 29 17 14 12 29 24 11 34 28 26 28 24 20 GIS Path: T:\projects_8\WRIA30\070024\Delivered\Appleton_Water_Avail_Study\Fig3_5_GrandeRonde_GWElevContours.mxd II Coordinate System: NAD 1983 StatePlane Washington South FIPS 4602 Feet II Date Saved: 06/29/2011 II User: pwittman II Print Date: 06/29/2011 Groundwater Elevation Contour Map - Grande Ronde Basalt Appleton Water Availability Study WRIA 30, Washington C O N SU LTI N G FIGURE NO. 3.5 JUN-2011 PROJECT NO. 070024 BY: DFR/PPW REV BY: - - - 0 6,000 12,000 Feet Folds (Washingtion DNR 1:100K mapping): 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. & 8 Sections Township/Range F Anticline (location concealed) F Anticline (location approximate) F Anticline (location accurate) R Monocline, anticlinal bend (location accurate) R Monocline, anticlinal bend (location concealed) Grande Ronde Basalt Wells and Water Levels: M (location accurate) M (location concealed) M (location approximate) Groundwater Flow Direction Arrow ! Appleton Study Area Other Map Elements: !H 3R5 (1691.42) Surveyed Well Location from Klickitat County Public Works (with Water Level Elevation in feet) Well Location from Ecology Qtr-Qtr Section Designation (with Water Level Elevation in feet) "J 13Q1 (1255) Spring (from Brown, 1979) E Spring (from USGS 1:24K Topo Map) E 100-ft Grande Ronde Basalt Groundwater Elevation Contours 100 ---PAGE BREAK--- Aspect Consulting 6/30/2011 V:\070024 WRIA 30 Phase 4\Deliverables\013 Appleton\Final\Tables 2.1 2.2 Figure 3.6 Figure 3.6 - Groundwater Hydrographs Appleton Water Availability Study WRIA 30, Washington 1500 1600 1700 1800 1900 2000 2100 2200 2300 2400 2500 2010 2011 2012 Groundwater Elevation (ft MSL) T03/R12-2A1 T03/R12-3M2 T03/R12-3M3 T03/R12-3Q4 T03/R12-3R5 T04/R12-9R1 T04/R12-10Q4 T04/R12-21G1 T04/R12-21G2 T04/R12-26C1 T04/R12-27N1 T04/R12-34B1 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 6/30/2011 V:\070024 WRIA 30 Phase 4\Deliverables\013 Appleton\Final\F3.7 Precip Figure 3.7 Long-Term Precipitation Trends Appleton Water Availability Study WRIA 30, Washington Notes: Appleton annual precipitation data from GLENWOOD 2 Station (NWS COOP 452184-6) 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 40 45 50 1970 1980 1990 2000 2010 2020 Annual Precipitation (in) Annual Precipitation Annual Precipitation (Glenwood) Mean Annual Precipitation (Glenwood 29.74 in) -30.0 -20.0 -10.0 0.0 10.0 20.0 30.0 1970 1980 1990 2000 2010 2020 Cumulative Departure (in) Cumulative Departure from Mean Annual Precipitation Cumulative Departure (Glenwood) ---PAGE BREAK--- APPENDIX A Well Completion Summary Table for the Appleton Study Area ---PAGE BREAK--- Appendix A - Well Completion Summary Table for the Appleton Study Area Appleton Water Availability Study WRIA 30, Washington Aspect Consulting 6/30/2011 V:\070024 WRIA 30 Phase 4\Deliverables\013 Appleton\Final\Appendix A Well Completion Table Appendix A Page 1 of 10 Well Log ID Well Dia. (in) Well Depth (ft) Date TRS Identifier Easting (SPS NAD 83) Northing (SPS NAD 83) 139759 6 490 12/19/1985 T03N/R12E-1D1 1447125 164021 139760 6 717 11/8/1985 T03N/R12E-1D2 1447125 164021 141941 6 375 11/14/1974 T03N/R12E-1N1 1447254 160022 141942 6 100 10/13/1972 T03N/R12E-1N2 1447254 160022 136731 6 100 7/15/1983 T03N/R12E-1N3 1447254 160022 499057 6 1125 9/26/2007 T03N/R12E-1N4 1447254 160022 417936 6 270 8/1/2005 T03N/R12E-1N5 1447254 160022 144845 6 130 9/13/1973 T03N/R12E-01-1 1449139 162032 452260 6 150 4/17/2006 T03N/R12E-2A1 1445822 163918 136489 6 260 6/30/1998 T03N/R12E-2K1 1444589 161309 411871 6 300 5/2/2005 T03N/R12E-2L1 1443271 161257 380950 6 400 5/4/2004 T03N/R12E-2N1 1441978 160116 380952 6 400 5/5/2004 T03N/R12E-2N2 1441978 160116 302694 6 725 10/9/2000 T03N/R12E-2N3 1441978 160116 144992 6 340 10/10/1997 T03N/R12E-2N4 1441978 160116 144993 6 500 10/17/1997 T03N/R12E-2N5 1441978 160116 142254 6 520 8/30/1977 T03N/R12E-2N6 1441978 160116 140055 6 620 8/9/1982 T03N/R12E-2N7 1441978 160116 257429 6 105 5/12/2000 T03N/R12E-2P1 1443314 160082 411873 6 190 4/26/2005 T03N/R12E-2P2 1443314 160082 137011 6 703 6/1/1978 T03N/R12E-3B1 1439210 164225 413152 6 710 7/15/2005 T03N/R12E-3D1 1436531 164258 302695 6 223 4/2/2001 T03N/R12E-3F1 1437914 162897 257430 6 195 6/27/2000 T03N/R12E-3F2 1437914 162897 257431 6 820 8/1/2000 T03N/R12E-3F3 1437914 162897 475810 6 117 4/10/2007 T03N/R12E-3F4 1437914 162897 141727 6 340 9/21/1977 T03N/R12E-3G1 1439247 162891 147281 10 346 2/14/1998 T03N/R12E-3J1 1440616 161560 142678 6 240 9/9/1996 T03N/R12E-3K1 1439286 161556 141441 6 140 11/8/1979 T03N/R12E-3K2 1439286 161556 138234 6 540 8/30/1993 T03N/R12E-3K3 1439286 161556 475808 6 80 4/14/2007 T03N/R12E-3K4 1439286 161556 543278 6 125 8/4/2008 T03N/R12E-3K5 1439286 161556 192033 6 430 8/24/1999 T03N/R12E-3L1 1437955 161557 384135 6 187 7/8/2004 T03N/R12E-3L2 1437955 161557 377245 6 165 6/19/1995 T03N/R12E-3L3 1437955 161557 452281 6 180 5/12/2006 T03N/R12E-3L4 1437955 161557 377246 6 425 7/10/1995 T03N/R12E-3M1 1436621 161555 487087 6 163 6/13/2007 T03N/R12E-3M2 1436621 161555 362172 6 130 5/22/2003 T03N/R12E-3M3 1436621 161555 365781 6 63 6/12/1984 T03N/R12E-3N1 1436668 160200 382341 6 790 6/11/2004 T03N/R12E-3N2 1436668 160200 141244 6 115 6/18/1997 T03N/R12E-3P1 1437994 160214 141245 6 135 10/2/1997 T03N/R12E-3P2 1437994 160214 352386 6 370 11/29/2002 T03N/R12E-3Q1 1439322 160225 420414 6 744 10/13/2005 T03N/R12E-3Q2 1439322 160225 145610 6 595 7/4/1976 T03N/R12E-3Q3 1439322 160225 384136 6 741 7/12/2004 T03N/R12E-3Q4 1439322 160225 413153 6 470 7/8/2005 T03N/R12E-3Q5 1439322 160225 380954 6 70 5/6/2004 T03N/R12E-3R1 1440650 160237 191938 10 182 6/18/1999 T03N/R12E-3R2 1440650 160237 335142 6 185 4/16/2002 T03N/R12E-3R3 1440650 160237 144104 6 500 9/1/1977 T03N/R12E-3R4 1440650 160237 136756 6 407 5/5/1991 T03N/R12E-3R5 1440650 160237 257432 6 415 6/26/2000 T03N/R12E-3R6 1440650 160237 ---PAGE BREAK--- Appendix A - Well Completion Summary Table for the Appleton Study Area Appleton Water Availability Study WRIA 30, Washington Aspect Consulting 6/30/2011 V:\070024 WRIA 30 Phase 4\Deliverables\013 Appleton\Final\Appendix A Well Completion Table Appendix A Page 2 of 10 Well Log ID Well Dia. (in) Well Depth (ft) Date TRS Identifier Easting (SPS NAD 83) Northing (SPS NAD 83) 499059 6 269 10/2/2007 T03N/R12E-3R7 1440650 160237 474101 6 843 8/19/2006 T03N/R12E-3R8 1440650 160237 137650 6 280 1/25/1973 T03N/R12E-3SE1 1439965 160896 380945 6 206 4/28/2004 T03N/R12E-4D1 1431301 164282 352382 6 125 9/25/2002 T03N/R12E-4D2 1431301 164282 146427 8 298 8/28/1981 T03N/R12E-4E1 1431349 162906 141504 6 105 8/11/1997 T03N/R12E-4N1 1431447 160151 487100 6 120 5/16/2007 T03N/R12E-4N2 1431447 160151 504589 6 330 5/18/2007 T03N/R12E-4N3 1431447 160151 146724 6 85 9/4/1997 T03N/R12E-5B1 1428667 164306 144641 6 70 2/4/1977 T03N/R12E-5B2 1428667 164306 137167 6 100 4/22/1991 T03N/R12E-5B3 1428667 164306 141924 6 430 7/7/1980 T03N/R12E-9D1 1431472 158811 140651 6 170 4/19/1995 T03N/R12E-9D2 1431472 158811 145744 6 620 7/26/1992 T03N/R12E-9F1 1432777 157520 139761 6 605 10/18/1988 T03N/R12E-9F2 1432777 157520 142339 6 625 6/14/1991 T03N/R12E-9NE1 1434733 158186 144097 6 315 8/12/1998 T03N/R12E-9P1 1432785 154910 143204 6 120 7/30/1981 T03N/R12E-9R1 1435395 154904 140658 6 450 7/15/1991 T03N/R12E-9R2 1435395 154904 192032 6 750 8/19/1999 T03N/R12E-10A1 1440644 158903 452299 6 721 5/5/2006 T03N/R12E-10A2 1440644 158903 499061 6 130 9/26/2007 T03N/R12E-10A3 1440644 158903 499062 6 270 9/24/2007 T03N/R12E-10A4 1440644 158903 499064 6 435 7/9/2007 T03N/R12E-10A5 1440644 158903 142403 6 680 7/7/1976 T03N/R12E-10B1 1439328 158891 142404 6 710 1/3/1977 T03N/R12E-10B2 1439328 158891 142405 6 785 1/7/1977 T03N/R12E-10B3 1439328 158891 139112 6 200 T03N/R12E-10B4 1439328 158891 139113 6 370 9/27/1976 T03N/R12E-10B5 1439328 158891 139968 6 300 8/23/1977 T03N/R12E-10C1 1438009 158877 137584 0 - 6/10/1997 T03N/R12E-10C2 1438009 158877 372475 6 645 11/14/2003 T03N/R12E-10D1 1436691 158861 145588 6 680 8/1/1979 T03N/R12E-10F1 1437994 157548 370571 6 164 10/8/2003 T03N/R12E-10M1 1436686 156221 380955 6 383 5/14/2004 T03N/R12E-10N1 1436684 154900 149032 6 203 12/12/1998 T03N/R12E-10N2 1436684 154900 149033 6 460 12/17/1998 T03N/R12E-10N3 1436684 154900 149034 6 445 12/9/1998 T03N/R12E-10N4 1436684 154900 136518 6 121 5/2/1997 T03N/R12E-10N5 1436684 154900 136519 6 182 5/4/1997 T03N/R12E-10N6 1436684 154900 455787 6 127 8/12/2006 T03N/R12E-10N7 1436684 154900 362169 6 250 5/7/2003 T03N/R12E-10N8 1436684 154900 138596 6 98 8/10/1991 T03N/R12E-10P1 1437962 154892 138597 6 430 10/3/1989 T03N/R12E-10P2 1437962 154892 138598 8 105 8/16/1991 T03N/R12E-10P3 1437962 154892 452301 6 640 4/28/2006 T03N/R12E-10P4 1437962 154892 452303 6 700 5/3/2006 T03N/R12E-10P5 1437962 154892 143343 6 146 7/8/1990 T03N/R12E-10Q1 1439239 154884 141606 6 138 2/4/1997 T03N/R12E-10Q2 1439239 154884 138460 6 830 6/17/1997 T03N/R12E-10Q3 1439239 154884 254791 6 610 10/4/1999 T03N/R12E-10Q4 1439239 154884 254792 6 595 11/11/1998 T03N/R12E-11C1 1443303 158830 254793 6 830 11/6/1998 T03N/R12E-11C2 1443303 158830 477834 6 637 4/15/2007 T03N/R12E-11C3 1443303 158830 ---PAGE BREAK--- Appendix A - Well Completion Summary Table for the Appleton Study Area Appleton Water Availability Study WRIA 30, Washington Aspect Consulting 6/30/2011 V:\070024 WRIA 30 Phase 4\Deliverables\013 Appleton\Final\Appendix A Well Completion Table Appendix A Page 3 of 10 Well Log ID Well Dia. (in) Well Depth (ft) Date TRS Identifier Easting (SPS NAD 83) Northing (SPS NAD 83) 499065 6 68 9/27/2007 T03N/R12E-11D1 1441970 158884 351595 6 745 8/30/1995 T03N/R12E-11F1 1443273 157498 257433 6 925 5/4/2000 T03N/R12E-11F2 1443273 157498 405753 6 560 3/14/2005 T03N/R12E-11J1 1445962 156096 302697 6 180 10/4/2000 T03N/R12E-11K1 1444601 156130 146451 6 175 9/26/1979 T03N/R12E-11K2 1444601 156130 146452 6 660 10/2/1979 T03N/R12E-11K3 1444601 156130 146453 6 125 4/3/1980 T03N/R12E-11L1 1443244 156166 146454 6 300 10/20/1977 T03N/R12E-11L2 1443244 156166 147279 6 405 8/23/1994 T03N/R12E-11M1 1441883 156198 142290 6 440 6/22/1998 T03N/R12E-11M2 1441883 156198 137578 6 785 9/26/1991 T03N/R12E-11M3 1441883 156198 390594 6 150 10/12/2004 T03N/R12E-11M4 1441883 156198 476467 6 945 4/11/2007 T03N/R12E-11M5 1441883 156198 556405 6 960 9/18/2008 T03N/R12E-11M6 1441883 156198 543334 6 180 7/8/2008 T03N/R12E-11M7 1441883 156198 351594 6 665 8/3/1995 T03N/R12E-11R1 1445957 154781 465582 6 945 8/14/2006 T03N/R12E-11R2 1445957 154781 397812 6 600 12/27/2004 T03N/R12E-12M1 1447281 156075 141096 0 - 10/25/1975 T03N/R12E-13A1 1451102 153423 335147 6 300 4/17/2002 T03N/R12E-13B1 1449824 153435 534975 6 730 5/28/2008 T03N/R12E-13F1 1448529 152158 142236 6 460 5/16/1992 T03N/R12E-13G1 1449810 152150 144936 6 320 1/31/1989 T03N/R12E-13H1 1451090 152142 141109 6 120 9/16/1977 T03N/R12E-13H2 1451090 152142 377247 6 380 9/23/1995 T03N/R12E-13H3 1451090 152142 141108 6 200 9/21/1973 T03N/R12E-13NE1 1450455 152787 138213 6 155 6/25/1998 T03N/R12E-13Q1 1449778 149578 137265 6 205 9/17/1973 T03N/R12E-13Q2 1449778 149578 137266 6 250 9/19/1973 T03N/R12E-13Q3 1449778 149578 257434 6 540 5/10/2000 T03N/R12E-13R1 1451068 149579 142371 6 420 5/23/1986 T03N/R12E-14M1 1441937 150931 146798 6 420 3/13/1976 T03N/R12E-14N1 1441988 149626 317845 6 340 8/31/2001 T03N/R12E-15A1 1440513 153541 417919 6 580 8/26/2005 T03N/R12E-15A2 1440513 153541 143881 6 740 10/23/1989 T03N/R12E-15E1 1436639 152191 141195 6 220 4/17/1978 T03N/R12E-15G1 1439257 152218 139805 6 85 9/20/1969 T03N/R12E-15G2 1439257 152218 335151 6 710 4/18/2002 T03N/R12E-15H1 1440561 152227 142991 6 500 6/17/1997 T03N/R12E-15H2 1440561 152227 142613 6 143 9/25/1976 T03N/R12E-15J1 1440604 150912 141194 6 350 10/8/1977 T03N/R12E-15J2 1440604 150912 141337 6 145 11/20/1990 T03N/R12E-15K1 1439275 150887 140818 6 150 6/18/1998 T03N/R12E-15K2 1439275 150887 314805 6 482 10/26/2001 T03N/R12E-15NE1 1439885 152875 417930 6 423 8/24/2005 T03N/R12E-15R1 1440657 149604 145780 6 200 12/8/1980 T03N/R12E-16H1 1435340 152202 146710 6 270 7/11/1985 T03N/R12E-21A1 1435242 148155 144473 6 170 9/2/1992 T03N/R12E-21A2 1435242 148155 137148 6 224 5/11/1983 T03N/R12E-21A3 1435242 148155 146448 6 179 7/9/1977 T03N/R12E-21B1 1433949 148217 145364 6 190 9/22/1976 T03N/R12E-21B2 1433949 148217 143135 6 195 T03N/R12E-21G1 1433938 146927 141413 6 300 7/21/1975 T03N/R12E-21G2 1433938 146927 141414 6 528 7/1/1974 T03N/R12E-21G3 1433938 146927 ---PAGE BREAK--- Appendix A - Well Completion Summary Table for the Appleton Study Area Appleton Water Availability Study WRIA 30, Washington Aspect Consulting 6/30/2011 V:\070024 WRIA 30 Phase 4\Deliverables\013 Appleton\Final\Appendix A Well Completion Table Appendix A Page 4 of 10 Well Log ID Well Dia. (in) Well Depth (ft) Date TRS Identifier Easting (SPS NAD 83) Northing (SPS NAD 83) 140053 6 280 4/15/1988 T03N/R12E-21G4 1433938 146927 139486 6 175 7/30/1974 T03N/R12E-21H1 1435241 146878 137543 6 270 10/26/1977 T03N/R12E-21H2 1435241 146878 465583 6 358 11/15/2006 T03N/R12E-21H3 1435241 146878 146762 6 280 4/13/1982 T03N/R12E-21K1 1433927 145635 144988 6 315 10/24/1977 T03N/R12E-21K2 1433927 145635 144989 6 240 5/6/1998 T03N/R12E-21K3 1433927 145635 143615 6 960 5/4/1990 T03N/R12E-21K4 1433927 145635 139149 6 400 8/22/1978 T03N/R12E-21K5 1433927 145635 137165 6 270 9/1/1987 T03N/R12E-21K6 1433927 145635 137166 6 505 8/25/1987 T03N/R12E-21K7 1433927 145635 136469 6 343 5/17/1983 T03N/R12E-21K8 1433927 145635 254794 6 275 5/21/1996 T03N/R12E-21K9 1433927 145635 139506 6 175 7/30/1974 T03N/R12E-21NE1 1434589 147541 141546 6 235 4/19/1975 T03N/R12E-21P1 1432594 144370 138286 6 403 5/4/1982 T03N/R12E-21P2 1432594 144370 146753 6 - 10/14/1980 T03N/R12E-21R1 1435238 144325 146754 6 460 6/24/1978 T03N/R12E-21R2 1435238 144325 138704 6 205 3/4/1983 T03N/R12E-21R3 1435238 144325 455739 6 1030 7/7/2006 T03N/R12E-22A1 1440654 148302 138669 6 700 6/4/1998 T03N/R12E-23D1 1441985 148319 452280 6 995 5/17/2006 T03N/R12E-23D2 1441985 148319 377248 6 430 7/17/1995 T03N/R12E-23D3 1441985 148319 136624 6 125 6/30/1975 T03N/R12E-27E1 1436531 141684 143378 6 340 8/30/1990 T03N/R12E-27G1 1439139 141734 137113 6 260 12/9/1986 T03N/R12E-27J1 1440442 140427 142390 6 260 7/29/1985 T03N/R12E-27K1 1439133 140402 556397 6 680 10/7/2008 T03N/R12E-27L1 1437825 140374 138764 6 428 6/16/1994 T03N/R12E-27M1 1436517 140346 143279 6 280 8/3/1994 T03N/R12E-27N1 1436502 139008 142526 6 111 3/5/1968 T03N/R12E-27N2 1436502 139008 142172 6 210 12/7/1989 T03N/R12E-27N3 1436502 139008 145810 6 170 9/29/1976 T03N/R12E-27Q1 1439128 139069 137241 6 190 5/18/1981 T03N/R12E-27Q2 1439128 139069 137242 6 310 5/20/1981 T03N/R12E-27Q3 1439128 139069 142153 6 109 9/28/1976 T03N/R12E-27R1 1440442 139098 142154 6 407 9/7/1981 T03N/R12E-27R2 1440442 139098 137414 6 72 12/16/1974 T03N/R12E-27R3 1440442 139098 141820 6 143 5/26/1979 T03N/R12E-28A1 1435231 143017 377249 6 80 10/19/1995 T03N/R12E-28A2 1435231 143017 145732 6 470 5/6/1982 T03N/R12E-28B1 1433906 143036 137255 6 185 5/10/1991 T03N/R12E-28B2 1433906 143036 146739 6 325 7/20/1975 T03N/R12E-28G1 1433892 141707 141688 6 440 8/23/1979 T03N/R12E-28G2 1433892 141707 136799 6 500 11/19/1993 T03N/R12E-28G3 1433892 141707 257435 6 420 7/24/2000 T03N/R12E-28G4 1433892 141707 314801 6 625 11/8/2001 T03N/R12E-28H1 1435215 141682 139653 6 283 6/22/1990 T03N/R12E-28H2 1435215 141682 142494 6 130 9/11/1976 T03N/R12E-28R1 1435186 139010 452278 6 640 5/15/2006 T03N/R12E-28R2 1435186 139010 580764 6 205 2/20/2009 T03N/R12E-28R3 1435186 139010 590549 6 110 3/5/1968 T03N/R12E-28SE1 1434534 139695 335150 6 675 4/4/2002 T03N/R12E-33A1 1435171 137705 145597 6 180 7/12/1979 T03N/R12E-33A2 1435171 137705 145598 6 600 7/11/1979 T03N/R12E-33A3 1435171 137705 ---PAGE BREAK--- Appendix A - Well Completion Summary Table for the Appleton Study Area Appleton Water Availability Study WRIA 30, Washington Aspect Consulting 6/30/2011 V:\070024 WRIA 30 Phase 4\Deliverables\013 Appleton\Final\Appendix A Well Completion Table Appendix A Page 5 of 10 Well Log ID Well Dia. (in) Well Depth (ft) Date TRS Identifier Easting (SPS NAD 83) Northing (SPS NAD 83) 145112 6 195 8/4/1981 T03N/R12E-33A4 1435171 137705 144890 6 675 6/17/1983 T03N/R12E-33A5 1435171 137705 144363 6 240 12/15/1978 T03N/R12E-33A6 1435171 137705 142645 6 680 12/2/1992 T03N/R12E-33A7 1435171 137705 142646 6 180 4/1/1983 T03N/R12E-33A8 1435171 137705 136522 6 200 12/13/1978 T03N/R12E-33A9 1435171 137705 482868 6 260 5/15/2007 T03N/R12E-34D1 1436491 137701 560630 6 145 6/18/1976 T03N/R12E-34D2 1436491 137701 138348 6 355 8/28/1980 T03N/R12E-34M1 1436473 135152 191879 6 350 6/9/1999 T03N/R12E-34P1 1437787 133866 191836 6 210 4/28/1999 T03N/R13E-5F1 1459276 162478 137599 6 165 6/30/1992 T03N/R13E-5F2 1459276 162478 137176 6 85 6/30/1996 T03N/R13E-5F3 1459276 162478 257437 6 160 7/5/2000 T03N/R13E-5M1 1457923 161149 534979 6 83 5/27/2008 T03N/R13E-5F1 1459276 162478 145362 6 720 6/8/1994 T03N/R13E-6P1 1453790 159918 137203 6 280 1/5/1988 T03N/R13E-6P2 1453790 159918 377251 6 210 9/28/1995 T03N/R13E-6H1 1456574 162526 142433 6 210 4/26/1983 T03N/R13E-8L1 1459269 155861 139123 6 140 6/3/1988 T03N/R13E-8L2 1459269 155861 143591 6 220 7/23/1998 T03N/R13E-18Q1 1455177 149426 138646 6 322 7/21/1998 T03N/R13E-18Q2 1455177 149426 138091 6 360 5/7/1979 T03N/R13E-18G1 1455193 152028 487080 6 545 4/16/2007 T03N/R13E-18D1 1452434 153401 372476 6 145 11/17/2003 T03N/R13E-19L1 1453779 145537 139354 6 324 7/30/1992 T04N/R12E-9R1 1435478 186802 377541 6 390 8/29/1995 T04N/R12E-9J1 1435482 188110 369681 6 825 8/29/2003 T04N/R12E-9R1 1435478 186802 465609 6 917 9/22/2006 T04N/R12E-9J1 1435482 188110 318661 5.5 320 7/18/1995 T04N/R12E-10K1 1439395 188166 302513 6 100 6/13/2001 T04N/R12E-10M1 1436789 188112 302775 6 400 9/5/2000 T04N/R12E-10Q1 1439385 186824 191940 6 480 6/19/1999 T04N/R12E-10Q2 1439385 186824 146712 6 100 9/16/1974 T04N/R12E-10L1 1438090 188137 146338 6 270 7/30/1977 T04N/R12E-10K1 1439395 188166 144917 6 145 8/2/1972 T04N/R12E-10-1 1438765 188823 143370 6 300 6/2/1981 T04N/R12E-10Q1 1439385 186824 143493 6 260 9/30/1974 T04N/R12E-10P1 1438084 186810 143502 6 100 9/26/1974 T04N/R12E-10R1 1440682 186835 143503 6 410 9/11/1994 T04N/R12E-10R2 1440682 186835 143039 6 55 6/11/1973 T04N/R12E-10-1 1438765 188823 142541 6 270 9/11/1979 T04N/R12E-10R1 1440682 186835 141896 6 135 5/22/1990 T04N/R12E-10K1 1439395 188166 141107 6 95 7/27/1977 T04N/R12E-10L1 1438090 188137 140304 6 80 9/13/1974 T04N/R12E-10G1 1439404 189506 140522 6 90 6/12/1973 T04N/R12E-10-1 1438765 188823 139819 6 285 7/20/1973 T04N/R12E-10-2 1438765 188823 140051 6 90 6/28/1985 T04N/R12E-10N1 1436783 186799 139731 6 300 9/22/1974 T04N/R12E-10J1 1440698 188192 139056 6 280 4/23/1992 T04N/R12E-10N1 1436783 186799 139076 6 112 6/27/1985 T04N/R12E-10N2 1436783 186799 138362 6 180 8/15/1973 T04N/R12E-10-1 1438765 188823 136526 6 85 6/15/1973 T04N/R12E-10-2 1438765 188823 136565 6 150 7/28/1977 T04N/R12E-10K1 1439395 188166 136767 6 175 T04N/R12E-10-1 1438765 188823 ---PAGE BREAK--- Appendix A - Well Completion Summary Table for the Appleton Study Area Appleton Water Availability Study WRIA 30, Washington Aspect Consulting 6/30/2011 V:\070024 WRIA 30 Phase 4\Deliverables\013 Appleton\Final\Appendix A Well Completion Table Appendix A Page 6 of 10 Well Log ID Well Dia. (in) Well Depth (ft) Date TRS Identifier Easting (SPS NAD 83) Northing (SPS NAD 83) 317875 6 350 8/15/2001 T04N/R12E-10Q1 1439385 186824 377542 6 280 9/3/1995 T04N/R12E-10Q2 1439385 186824 407051 6 280 4/21/2005 T04N/R12E-10R1 1440682 186835 367340 6 700 7/15/2003 T04N/R12E-10M1 1436789 188112 405755 6 365 3/24/2005 T04N/R12E-10M2 1436789 188112 543274 6 200 7/31/2008 T04N/R12E-10R1 1440682 186835 380946 6 160 4/30/2004 T04N/R12E-11N1 1441997 186821 297010 6 - T04N/R12E-11N2 1441997 186821 192123 6 500 7/22/1999 T04N/R12E-11K1 1444687 188135 145876 6 140 8/22/1977 T04N/R12E-11L1 1443351 188162 143899 6 145 5/8/1995 T04N/R12E-11F1 1443375 189536 143328 6 345 7/1/1981 T04N/R12E-11M1 1442016 188189 143329 6 605 6/23/1981 T04N/R12E-11M2 1442016 188189 143490 6 100 9/20/1974 T04N/R12E-11F1 1443375 189536 141656 6 42 5/30/1988 T04N/R12E-11H1 1446053 189495 140177 6 108 10/21/1994 T04N/R12E-11G1 1444712 189515 139039 6 80 5/14/1995 T04N/R12E-11E1 1442035 189557 137234 6 228 7/17/1991 T04N/R12E-11K1 1444687 188135 254812 6 100 8/25/1999 T04N/R12E-11L1 1443351 188162 317876 6 540 8/17/2001 T04N/R12E-11E1 1442035 189557 377543 6 455 7/12/1995 T04N/R12E-11-1 1444041 188842 377544 6 125 9/5/1995 T04N/R12E-11J1 1446022 188107 487084 6 167 5/14/2007 T04N/R12E-11D1 1442053 190922 367342 6 125 7/16/2003 T04N/R12E-11E1 1442035 189557 362170 6 170 5/8/2003 T04N/R12E-11K1 1444687 188135 604490 6 190 8/31/2009 T04N/R12E-11C1 1443398 190910 604491 6 99 9/3/2009 T04N/R12E-11G1 1444712 189515 146286 6 430 7/19/1987 T04N/R12E-12M1 1447377 188064 145119 6 330 7/22/1987 T04N/R12E-12M2 1447377 188064 143038 6 110 2/2/1977 T04N/R12E-12M3 1447377 188064 139024 6 160 5/29/1998 T04N/R12E-12NW1 1448073 190098 144911 6 288 10/5/1990 T04N/R12E-13R1 1451299 181181 142978 6 282 4/20/1987 T04N/R12E-13R2 1451299 181181 139610 6 410 4/26/1993 T04N/R12E-13G1 1450054 183900 144541 6 180 7/10/1986 T04N/R12E-14D1 1441977 185471 296089 6 83 T04N/R12E-15J1 1440635 182816 296090 6 83 T04N/R12E-15J2 1440635 182816 145816 6 140 8/10/1989 T04N/R12E-15B1 1439372 185484 144943 6 323 5/10/1993 T04N/R12E-15E1 1436791 184146 145137 6 115 T04N/R12E-15D1 1436783 185476 144757 6 300 6/3/1981 T04N/R12E-15G1 1439364 184149 143784 6 170 3/27/1982 T04N/R12E-15F1 1438079 184148 143789 6 318 4/24/1992 T04N/R12E-15C1 1438078 185479 142576 6 292 8/9/1992 T04N/R12E-15G1 1439364 184149 142163 6 170 4/28/1993 T04N/R12E-15C1 1438078 185479 142164 6 293 7/1/1994 T04N/R12E-15C2 1438078 185479 141445 6 100 8/10/1989 T04N/R12E-15C3 1438078 185479 140928 6 290 5/16/1984 T04N/R12E-15L1 1438075 182815 140527 6 140 7/18/1977 T04N/R12E-15A1 1440667 185487 139299 6 92 4/30/1992 T04N/R12E-15D1 1436783 185476 137933 6 290 5/28/1996 T04N/R12E-15D2 1436783 185476 137429 6 60 9/22/1978 T04N/R12E-15J1 1440635 182816 137678 6 290 9/5/1996 T04N/R12E-15NW1 1437434 184814 136580 0 85 6/15/1973 T04N/R12E-15-1 1438720 183492 375236 6 350 12/14/2003 T04N/R12E-15E1 1436791 184146 ---PAGE BREAK--- Appendix A - Well Completion Summary Table for the Appleton Study Area Appleton Water Availability Study WRIA 30, Washington Aspect Consulting 6/30/2011 V:\070024 WRIA 30 Phase 4\Deliverables\013 Appleton\Final\Appendix A Well Completion Table Appendix A Page 7 of 10 Well Log ID Well Dia. (in) Well Depth (ft) Date TRS Identifier Easting (SPS NAD 83) Northing (SPS NAD 83) 455722 6 210 7/26/2006 T04N/R12E-15D1 1436783 185476 352359 6 110 11/22/2002 T04N/R12E-15D2 1436783 185476 580757 6 210 12/1/2008 T04N/R12E-15A1 1440667 185487 379451 6 180 3/26/2004 T04N/R12E-21G1 1434127 178885 143971 6 90 7/28/1992 T04N/R12E-21G2 1434127 178885 142745 6 205 6/2/1975 T04N/R12E-21Q1 1434096 176230 316097 6 580 10/5/2001 T04N/R12E-22P1 1438045 176198 146747 6 80 10/2/1974 T04N/R12E-22R1 1440647 176214 141491 6 81 5/13/1992 T04N/R12E-22Q1 1439345 176206 140518 6 400 7/15/1977 T04N/R12E-22P1 1438045 176198 136698 6 100 2/22/1979 T04N/R12E-22K1 1439345 177522 296603 6 - T04N/R12E-23P1 1443257 176186 145097 6 - 11/8/1991 T04N/R12E-23P2 1443257 176186 145098 6 65 11/12/1991 T04N/R12E-23P3 1443257 176186 144434 6 90 3/22/1987 T04N/R12E-23A1 1445873 180046 143619 6 293 10/19/1988 T04N/R12E-23G1 1444555 178772 141655 6 310 5/27/1988 T04N/R12E-23R1 1445868 176139 302760 6 500 8/18/2000 T04N/R12E-24P1 1448511 176081 144832 6 100 6/24/1986 T04N/R12E-24Q1 1449840 176048 142988 6 160 5/29/1996 T04N/R12E-24K1 1449860 177337 139451 6 160 9/19/1977 T04N/R12E-24P1 1448511 176081 139513 6 216 4/21/1975 T04N/R12E-24P2 1448511 176081 377545 6 100 9/6/1995 T04N/R12E-24K1 1449860 177337 377546 6 82 10/12/1995 T04N/R12E-24K2 1449860 177337 386420 6 500 8/31/2004 T04N/R12E-24K3 1449860 177337 361583 6 160 5/9/2003 T04N/R12E-24P1 1448511 176081 352357 6 300 9/18/2002 T04N/R12E-24J1 1451194 177300 146662 6 170 10/19/1994 T04N/R12E-25D1 1447170 174781 146663 6 610 10/17/1994 T04N/R12E-25D2 1447170 174781 142303 6 218 7/1/1994 T04N/R12E-25D3 1447170 174781 504600 6 405 9/6/2007 T04N/R12E-25R1 1451147 170613 504602 6 140 9/13/2007 T04N/R12E-25R2 1451147 170613 499081 6 705 8/20/2007 T04N/R12E-25R3 1451147 170613 191919 6 185 5/19/1999 T04N/R12E-26F1 1443219 173501 146645 6 520 10/20/1998 T04N/R12E-26H1 1445826 173450 143892 6 285 10/6/1997 T04N/R12E-26C1 1443248 174853 143488 6 500 10/3/1977 T04N/R12E-26H1 1445826 173450 140731 6 380 5/26/1994 T04N/R12E-26F1 1443219 173501 140732 6 840 6/2/1994 T04N/R12E-26A1 1445855 174808 140733 6 165 6/13/1994 T04N/R12E-26G1 1444523 173475 140163 6 140 7/20/1977 T04N/R12E-26D1 1441945 174875 140037 0 - 7/17/1954 T04N/R12E-26H1 1445826 173450 254813 6 360 12/19/1999 T04N/R12E-26G1 1444523 173475 254814 6 243 10/4/1998 T04N/R12E-26H1 1445826 173450 317877 6 105 9/19/2001 T04N/R12E-26G1 1444523 173475 407050 6 288 4/6/2005 T04N/R12E-26C1 1443248 174853 191885 6 171 7/28/1999 T04N/R12E-27B1 1439330 174880 142606 6 183 5/5/1993 T04N/R12E-27C1 1438020 174878 137430 6 640 7/24/1978 T04N/R12E-27C2 1438020 174878 137159 6 58 11/9/1991 T04N/R12E-27B1 1439330 174880 137294 6 163 5/5/1993 T04N/R12E-27C1 1438020 174878 257450 6 200 6/24/2000 T04N/R12E-27C2 1438020 174878 411864 6 240 5/14/2005 T04N/R12E-27D1 1436713 174874 534976 6 150 6/3/2008 T04N/R12E-27N1 1436578 170951 483456 6 138 5/23/2007 T04N/R12E-27D1 1436713 174874 ---PAGE BREAK--- Appendix A - Well Completion Summary Table for the Appleton Study Area Appleton Water Availability Study WRIA 30, Washington Aspect Consulting 6/30/2011 V:\070024 WRIA 30 Phase 4\Deliverables\013 Appleton\Final\Appendix A Well Completion Table Appendix A Page 8 of 10 Well Log ID Well Dia. (in) Well Depth (ft) Date TRS Identifier Easting (SPS NAD 83) Northing (SPS NAD 83) 556413 6 310 8/16/2008 T04N/R12E-27N1 1436578 170951 141805 6 110 10/16/1979 T04N/R12E-34B1 1439201 169553 372471 6 400 11/12/2003 T04N/R13E-1K1 1482113 192623 146768 6 610 4/15/1994 T04N/R13E-1C1 1480687 195287 146219 6 360 7/11/1983 T04N/R13E-1D1 1479345 195314 146381 6 640 6/14/1993 T04N/R13E-1D2 1479345 195314 139803 6 495 8/26/1979 T04N/R13E-1G1 1482068 193939 139157 6 360 4/16/1994 T04N/R13E-1D1 1479345 195314 138507 6 425 6/15/1993 T04N/R13E-1D2 1479345 195314 136770 6 187 T04N/R13E-1P1 1480862 191337 487132 6 610 6/26/2007 T04N/R13E-1F1 1480749 193969 359627 6 440 4/16/2003 T04N/R13E-1K1 1482113 192623 499083 6 470 9/12/2007 T04N/R13E-1F1 1480749 193969 499085 6 630 8/9/2007 T04N/R13E-1F2 1480749 193969 556398 6 645 10/13/2008 T04N/R13E-1H1 1483390 193910 191889 6 335 5/26/1999 T04N/R13E-2H2 1478051 193992 140982 6 183 7/14/1983 T04N/R13E-2L1 1475436 192706 371227 6 150 10/20/2003 T04N/R13E-2L2 1475436 192706 141943 6 290 5/29/1994 T04N/R13E-5R1 1462369 191596 139528 6 660 3/26/1981 T04N/R13E-6N1 1453207 191677 139529 6 490 1/27/1977 T04N/R13E-6N2 1453207 191677 145529 6 175 6/5/1984 T04N/R13E-9P1 1464953 186334 141240 6 500 9/18/1996 T04N/R13E-9F1 1464982 188941 465613 6 130 10/26/2006 T04N/R13E-10P1 1470268 186206 191846 6 178 8/9/1999 T04N/R13E-12B1 1482169 189951 146188 6 190 1/18/1977 T04N/R13E-12D1 1479626 189967 146220 6 370 1/20/1977 T04N/R13E-12D2 1479626 189967 145601 6 230 8/10/1972 T04N/R13E-12A1 1483441 189944 145602 6 576 9/13/1977 T04N/R13E-12A2 1483441 189944 143671 6 568 10/5/1977 T04N/R13E-12A3 1483441 189944 142845 6 180 8/9/1972 T04N/R13E-12C1 1480898 189960 141184 6 145 5/31/1995 T04N/R13E-12B1 1482169 189951 141294 6 560 5/14/1996 T04N/R13E-12G1 1482165 188631 137286 6 217 T04N/R13E-12B1 1482169 189951 136812 6 100 11/11/1989 T04N/R13E-12B2 1482169 189951 352353 6 600 9/5/2002 T04N/R13E-12A1 1483441 189944 543327 6 460 8/11/2008 T04N/R13E-12D1 1479626 189967 543332 6 400 8/14/2008 T04N/R13E-12D2 1479626 189967 140305 6 110 5/6/1992 T04N/R13E-13D3 1479586 184702 416748 8 150 8/15/1988 T04N/R13E-22R1 1472748 175541 143518 6 96 7/24/1964 T04N/R13E-22P1 1470159 175564 143202 6 130 T04N/R13E-22N1 1468865 175571 142302 6 210 8/29/1997 T04N/R13E-22P1 1470159 175564 141915 6 370 T04N/R13E-22Q1 1471455 175553 416745 8 125 8/29/1988 T04N/R13E-22R1 1472748 175541 141113 6 145 8/13/1991 T04N/R13E-22Q1 1471455 175553 139515 6 80 8/10/1994 T04N/R13E-22SW1 1469521 176241 382337 6 275 6/17/2004 T04N/R13E-22D1 1468911 179609 636547 8 125 8/29/1988 T04N/R13E-22R1 1472748 175541 192121 6 85 7/15/1999 T04N/R13E-23M1 1474113 176850 146511 6 80 3/30/1981 T04N/R13E-23M2 1474113 176850 144755 6 85 11/4/1994 T04N/R13E-23G1 1476785 178156 144504 6 115 3/24/1981 T04N/R13E-23M1 1474113 176850 140320 6 143 1/31/1977 T04N/R13E-23H1 1478092 178148 140105 6 145 5/7/1993 T04N/R13E-23G1 1476785 178156 ---PAGE BREAK--- Appendix A - Well Completion Summary Table for the Appleton Study Area Appleton Water Availability Study WRIA 30, Washington Aspect Consulting 6/30/2011 V:\070024 WRIA 30 Phase 4\Deliverables\013 Appleton\Final\Appendix A Well Completion Table Appendix A Page 9 of 10 Well Log ID Well Dia. (in) Well Depth (ft) Date TRS Identifier Easting (SPS NAD 83) Northing (SPS NAD 83) 139512 6 50 4/14/1976 T04N/R13E-23N1 1474056 175531 138042 6 130 11/10/1994 T04N/R13E-23G1 1476785 178156 137390 6 130 6/22/1993 T04N/R13E-23G2 1476785 178156 590553 6 102 3/13/1968 T04N/R13E-23G3 1476785 178156 138895 6 390 8/21/1981 T04N/R13E-24E1 1479400 178139 142819 6 110 10/10/1983 T04N/R13E-27D1 1468834 174247 145811 6 53 12/27/1967 T04N/R13E-28-1 1465445 172291 144179 6 - 4/14/1966 T04N/R13E-28SE1 1466745 170931 142204 6 133 10/15/1964 T04N/R13E-28G1 1466148 172950 141723 6 70 8/1/1989 T04N/R13E-28SE1 1466745 170931 140842 6 20 10/11/1974 T04N/R13E-28F1 1464825 172964 140258 6 70 9/7/1977 T04N/R13E-28H1 1467471 172933 139908 6 125 2/26/1981 T04N/R13E-28G1 1466148 172950 139956 6 165 T04N/R13E-28P1 1464779 170221 139534 6 65 10/19/1990 T04N/R13E-28H1 1467471 172933 139096 6 122 3/11/1980 T04N/R13E-28G1 1466148 172950 137135 6 140 5/29/1981 T04N/R13E-28G2 1466148 172950 136467 6 75 9/6/1977 T04N/R13E-28H1 1467471 172933 432413 6 80 2/17/2006 T04N/R13E-28NE1 1466825 173613 452347 6 150 6/28/2006 T04N/R13E-28L1 1464801 171597 428317 6 135 11/23/2005 T04N/R13E-28N1 1463481 170192 590552 6 96 7/24/1964 T04N/R13E-28NE1 1466825 173613 302761 6 105 4/19/2001 T04N/R13E-32N1 1457963 165185 302762 6 145 4/16/2001 T04N/R13E-32N2 1457963 165185 146057 6 165 8/11/1994 T04N/R13E-32N3 1457963 165185 142585 6 42 4/20/1973 T04N/R13E-32A1 1461956 168902 140009 6 60 7/19/1984 T04N/R13E-32B1 1460635 168986 139251 6 159 9/10/1997 T04N/R13E-32F1 1459310 167761 138370 6 200 8/9/1994 T04N/R13E-32A1 1461956 168902 377547 6 180 8/31/1995 T04N/R13E-32L1 1459304 166456 452305 6 100 4/1/2006 T04N/R13E-32F1 1459310 167761 452376 6 83 6/7/2006 T04N/R13E-32A1 1461956 168902 428310 6 60 11/9/2005 T04N/R13E-32A2 1461956 168902 392557 6 85 11/8/2004 T04N/R13E-32F1 1459310 167761 499087 6 100 9/13/2007 T04N/R13E-32B1 1460635 168986 590555 6 46 4/14/1966 T04N/R13E-32-1 1459950 167071 590557 6 36 7/17/1964 T04N/R13E-32-2 1459950 167071 590558 6 39 4/12/1969 T04N/R13E-32-3 1459950 167071 590709 6 66 7/27/1964 T04N/R13E-32-4 1459950 167071 590762 6 - 6/12/1966 T04N/R13E-32NW1 1458649 168454 590690 6 52 12/27/1967 T04N/R13E-32-1 1459950 167071 145993 6 860 4/25/1994 T04N/R14E-7D1 1484741 189926 145603 6 576 9/13/1977 T04N/R14E-7L1 1486043 187236 144031 6 580 6/8/1981 T04N/R14E-7F1 1486055 188566 142338 6 720 10/24/1996 T04N/R14E-7D1 1484741 189926 499089 6 1356 6/28/2007 T04N/R14E-7D2 1484741 189926 405750 6 445 3/14/2005 T04N/R14E-7R1 1488649 185821 191844 6 700 7/20/1999 T04N/R14E-18H1 1488627 183159 452380 6 250 6/2/2006 T04N/R14E-18R1 1488613 180503 362171 6 310 5/19/2003 T04N/R14E-18H1 1488627 183159 590812 6 30 4/7/1966 T04N/R14E-18SE1 1487963 181201 421996 6 25.8 9/28/2005 T04N/R14E-19B1 1487289 179252 421998 4 37 10/6/2005 T04N/R14E-19B2 1487289 179252 380079 6 185 8/20/1995 T05N/R13E-20J1 1462508 208882 465668 6 400 7/20/2006 T05N/R13E-26N1 1474309 201938 ---PAGE BREAK--- Appendix A - Well Completion Summary Table for the Appleton Study Area Appleton Water Availability Study WRIA 30, Washington Aspect Consulting 6/30/2011 V:\070024 WRIA 30 Phase 4\Deliverables\013 Appleton\Final\Appendix A Well Completion Table Appendix A Page 10 of 10 Well Log ID Well Dia. (in) Well Depth (ft) Date TRS Identifier Easting (SPS NAD 83) Northing (SPS NAD 83) 303791 6 53 1/16/2001 T05N/R13E-30E1 1452934 205145 131671 6 610 9/27/1982 T05N/R13E-35F1 1475420 199286 130784 6 180 5/31/1984 T05N/R13E-35F2 1475420 199286 128108 6 935 9/21/1998 T05N/R13E-35F3 1475420 199286 368394 6 560 8/15/2003 T05N/R13E-35J1 1478027 197918 382348 6 300 6/4/2004 T05N/R13E-35C1 1475473 200568 352352 6 490 9/6/2002 T05N/R13E-35F1 1475420 199286 130715 6 - 11/24/1971 T05N/R13E-36-1 1481383 198495 126359 6 205 11/3/1972 T05N/R13E-36-2 1481383 198495 ---PAGE BREAK--- APPENDIX B Basin-Scale Water Balance for the Appleton Study Area ---PAGE BREAK--- ASPECT CONSULTING PROJECT NO. 070024-013-01JUNE 30, 2011 B-1 Basin-Scale Water Balance for Appleton Study Area 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, LLC (Aspect), 2007]. The following subsections present the water use estimates, and then the full water balance, for the Appleton study area. Water Use Estimates This section estimates actual water use for the Appleton 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 Appleton study area. Aerial photography indicates areas of cultivated land, but no areas that appeared irrigated, which is consistent with observations during water level measurement events. Based on the collective information, the study area is assumed to have no significant irrigation water use. Residential and Non-Residential Use Using data from the state Department of Health (DOH) public water system (PWS) database, an estimated 56 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 111 gallons per capita day1 (gpcd), and converting to an annual volume in acre-feet/year (Table B-1). Based on the DOH database, 508 residents are served by PWS within the study area, equating to 63 acre-feet/year of residential use. The Klickitat Water System is the only PWS-supplied non-residential (e.g. commercial, industrial) water use in the study area, using approximately 14 acre-feet/yr based on previous water use estimates as part of a previous WRIA 30 assessment (Aspect, 2004). There are four additional non- residential connections, with demand estimated in the Level 1 Assessment to be 34 gallons per day or 1 Estimated per capita water demand is from Klickitat Public Water System data as reported in Aspect (2004). ---PAGE BREAK--- ASPECT CONSULTING B-2 DRAFT PROJECT NO. 070024-013-01  JUNE 28, 2011 0.04 acre feet per year per PWS connection, indicating a negligible PWS-supplied non-residential water use outside of the Klickitat PWS (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 42800 KLICKITAT WATER SYSTEM A 450 180 179 1 56 14 70 7842 WISHBONE WELL A 1 2 1 1 0.1 0.04 0.2 AC069 MOUNTAIN PINE WATER SYSTEM B 18 6 6 0 2 0 2 AA549 BORCEA LANE WATER SYSTEM B 15 4 4 0 2 0 2 6192 SILVA RIDGE WATER SYSTEM A B 6 2 2 0 1 0 1 7150 SILVA RIDGE WATER SYSTEM B B 6 3 2 1 1 0.04 1 26161 WOODRUFF WATER SYSTEM B 5 2 2 0 1 0 1 5878 MILLER, GEORGE WATER SYSTEM B 4 2 2 0 0 0 0 22397 KLICKITAT CO. F.P.D. #13 B 3 2 1 1 0.4 0.04 0.4 AA090 APPLETON FIRE HALL B 0 1 0 1 0.0 0.04 0.04 Appleton Totals 508 204 199 5 63 14 77 Assumed residential per capita water use of 111 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 (963 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, 508 people in the study area are served by a PWS, leaving an estimated 455 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 111 gpcd as assumed for PWS-supplied residents, and converting that volume of water into acre- feet/year, for a total of 57 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 963 508 455 57 Notes: a Based on 2010 US Census data for census blocks within the study area. b Based on Washington State Department of Health database of public water systems. ---PAGE BREAK--- ASPECT CONSULTING PROJECT NO. 070024-013-01JUNE 30, 2011 B-3 There are no known large self-supplied non-residential water users in the Appleton study area. 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 considered to be a relatively small component of total water use in the study area. 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. Based on Klickitat PUD demand data for the Klickitat PWS (70 acre-feet/year excluding unaccounted for water2) and discharge data from the Klickitat wastewater treatment plant (35 acre- feet/year), we estimate a total consumptive use – residential and non-residential uses – of 50%. Since the wastewater treatment plant discharge (nonconsumptive return flow) is not resolved between residential and non-residential uses, this value is assigned to all uses for the Klickitat PWS. The Klickitat wastewater treatment plant discharge is directed to the Klickitat River, which is treated as en export from the study area. Using domestic water use numbers for Washington State (Solley et al, 1998), it is assumed that 12 percent of the self-supplied residential use in the study area is consumptive. We assume the self- supplied residents in the study area treat their wastewater via septic tanks and drain fields. Therefore, the self-supplied residential return flow is assumed to be 100 percent groundwater recharge in the water balance. PWS-supplied non-residential uses can include industrial and commercial uses. 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 134 acre-feet/year) is approximately 28% of the appropriated annual water rights for the study area (482 acre-feet/year), based on water right certificates and permits for the study area reported in Ecology’s Water Rights Tracking System (WRTS). This summation of annual water rights excludes the following water right categories recorded in WRTS: Klickitat River water rights for irrigation use since no large-scale irrigation use is noted in the study area (smaller Klickitat River rights for domestic use are included in the assessment); industrial rights for the former Klickitat mill since, while the rights may be valid, they are not being exercised under current conditions3; and large non-consumptive rights for fish rearing since the water is not imported into the study area for use. Also note that approximately 42% of the estimated total water use is residential use supplied by private wells that are exempt from water right permitting (thus not recorded in Ecology’s WRTS). 2 Unaccounted water is assumed lost from leaking subsurface pipes, so it is return flow to groundwater (without “use”). Since the water is supplied by groundwater, this return flow has no net effect on the water balance. 3 Klickitat PUD transferred the Mill’s domestic water right to four groundwater wells in 2001, and is exercising the right for municipal supply. ---PAGE BREAK--- ASPECT CONSULTING B-4 DRAFT PROJECT NO. 070024-013-01  JUNE 28, 2011 Table B-3 – Estimated Water Use in Appleton Study Area Water Use in Acre/Feet/Year by Category Study area Irrigation PWS- Supplied Residential Self- Supplied Residential PWS- Supplied Non- Residential Total Use in Acre- Feet/Year Total Use 0 63 57 14 134 Consumptive Use 0 29 7 7 43 Total Return Flow 0 34 50 7 91 Return Flow to Groundwater 0 6 50 0 56 Return Flow to Study Area Streams 0 0 0 0 0 Return Flow to Klickitat River 0 28 0 7 35 Notes: PWS: Public water system. Refer to text regarding assumptions for consumptive vs. nonconsumptive uses. 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 Appleton study area is estimated at 24 inches per year, which is the value estimated for the Lower Klickitat subbasin4 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 Glenwood (29.7 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 4 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 30, 2011 B-5 considered the best available estimate of average precipitation for the water balance analysis. Applying the 24 inches per year across the study area’s approximately 53,300 acres provides an average annual precipitation volume of approximately 108,380 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 covered the study area excluding the westernmost portion. Using this information, the natural condition mean annual groundwater recharge in the study area is estimated at approximately 10 inches, which equates to an annual recharge volume of 44,420 acre-feet/year (Table B-5). An estimated additional 90 acre-feet/year of groundwater recharge is generated by return flow (Table B-3). The 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 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 0.8% to 2.6% annually, with a long-term average of 1.7%. This long-term average value equates to 1,840 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. 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 the Appleton study area. However, since it was the only undetermined value in the water balance for either basin, we solved the water balance equation (net balance equal to zero) to estimate ET. The resultant ET estimates were 62,160 acre-feet/year, or 14 inches/year. This value represents ET for all non-irrigated vegetation/soil cover, which comprises the entire area. (Table B-5). ---PAGE BREAK--- ASPECT CONSULTING B-6 DRAFT PROJECT NO. 070024-013-01  JUNE 28, 2011 Table B-4 – Summary of Land Surface Parameters for WWHM Model of Study Area Pervious Surfaces in Acres Soil Type A B C D Forest, Flat 27 15545 5167 156 Forest, Mod 5 5005 1058 114 Forest, Steep 1 941 74 299 Shrub, Mod 52 4338 992 227 Shrub, Steep 12 1472 1530 485 Shrub, Flat 118 5994 782 178 Pasture, Flat 16 2810 235 116 Pasture, Mod 1 441 54 15 Pasture, Steep 0 58 90 76 Lawn, Flat 66 1502 338 26 Lawn, Mod 14 581 133 21 Lawn, Steep 3 82 59 15 Impervious Surfaces in Acres Roads and Roofs, Flat 252 Roads and Roofs, Mod 107 Roads and Roofs, Steep 28 Wetlands 234 Rock (impervious natural), Flat 14 Rock (impervious natural), Mod 1 Rock (impervious natural), Steep 1 Open Water 3 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. Water Balance Results Table B-5 provides the estimated average annual water quantities (acre-feet/year) associated with each water balance term for the Appleton study area. ---PAGE BREAK--- ASPECT CONSULTING PROJECT NO. 070024-013-01JUNE 30, 2011 B-7 Table B-5 – Annual Water Balance Summary for Appleton Outputs Inputs Natural Conditions Water Use Area Precipitation Import from Klickitat River ET (non-irrigation) Recharge Runoff Consumptive Use Return Flow Export to Klickitat River in acres in inches 1 in ac-ft 2 in ac-ft 3 in inches 5 in ac-ft 4 in ac-ft 6 in ac-ft 7 in ac-ft in ac-ft in ac-ft 53,300 24 108,380 0 14 62,170 44,420 1,840 40 -90 0 Notes: 1) Source: Study area average from PRISM data. 2) Source: Calculated from value in inches. 3) Source: Klickitat River water imported based on proportion of Klickitat River rights (excluding rights for irrigation use and fish rearing) vs. groundwater and other surface water rights (Ecology's Water Rights Tracking System), and total estimated use. Estimated value is 2 acre- ft/year, which rounds down to zero in this basin-scale water balance. 4) Source: Calculated in water balance from other parameter estimates. 5) Source: Calculated from ET value in ac-ft. 6) Source: USGS deep percolation model (Bauer and Vaccaro 1990), as reported in WRIA 30 Level 1 Assessment using 10 inches per year. 7) Source: Based on percentage of precipitation that is converted to runoff estimated using stormwater modeling software WWHM4. 8) All acre-foot quantities rounded to nearest 10. On the scale of the study area, we estimate that 32% of the total water use, 43 of 134 acre-feet/year, is consumptive use. Water availability can be 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. Ecology’s WRTS includes several Klickitat River water rights for irrigation use but, based on review of aerial photographs and reconnaissance of the area, this larger-scale irrigation water use no longer occurs. We assume Klickitat River water rights for domestic uses are in use. In addition, there are four recorded water right permits and certificates, diverting from smaller creeks (two from Silvas Creek, two from unnamed creeks), totaling 17 acre-feet/year of annual water use, for commercial, domestic, stock watering, and irrigation uses; use of these water rights is uncertain. A water right on Snyder Creek for the former Klickitat Mill is assumed not in use at this time, Based on the proportion of these water right quantities, we assume that approximately 95% of the study area’s total water use, or 153 acre-feet/year, is supplied by groundwater, with approximately 4% (7 acre-feet/year) and 1% (2 acre-feet/year) supplied by small streams and the Klickitat River, respectively. The water use assessment concludes that approximately 90% of the annual water use in the study area is for residential supply, and 10% is for non-residential use. Return flow from the Klickitat PWS (residential and non-residential uses) is returned to the Klickitat River via the Klickitat wastewater treatment plant. Based on the water balance analysis, an estimated 35 acre-feet/year of water is discharged to the Klickitat River via return flow from the Town of Klickitat (supplied by groundwater wells) (Table B-3). Assuming that 88% of the self-supplied residential water use within the study area is not consumed during use, and that return flow discharges entirely to septic, an estimated 50 acre-feet/year of additional groundwater recharge is generated from that return flow. ---PAGE BREAK--- ASPECT CONSULTING B-8 DRAFT PROJECT NO. 070024-013-01  JUNE 28, 2011 There is little surface water use in this study area, due to the lack of reliable year-round flows in the small streams, and lack of water storage to capture and make use of the higher winter flows. In addition, we are aware of no streamflow gaging data for streams that drain only the study area. Assuming that small streams supply approximately 4% of the total water use, the consumptive surface water use is estimated at about 2 acre-feet/year. This is roughly 0.1% of natural runoff within the study area. The estimated annual quantity of groundwater-supplied use that is consumed is approximately 40 acre-feet/year (95% of the total 43 acre-feet/year of consumptive use). This quantity is only 0.09% 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 WRTS 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 134 acre-feet/year of water use is supplied by groundwater. In this case, an estimated 43 acre-feet/year is consumed, which is approximately 0.1% of the annual natural groundwater recharge. While there is 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 Appleton 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 now been initiated 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 the Appleton study area. Groundwater recharge as modeled by the USGS also introduces uncertainty into the study area-scale water balance. It was a regional model that included most of the Appleton study area but did not ---PAGE BREAK--- ASPECT CONSULTING PROJECT NO. 070024-013-01JUNE 30, 2011 B-9 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 actual 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 Appleton study area. 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 Watershed Professionals Network (WPN), 2004, Level 1 Watershed Assessment, WRIA 31 (Rock-Glade Watershed), November 12, 2004. Aspect, 2004, Strategies for Meeting Future Municipal Water Demands, WRIA 30, December 6, 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 . Watershed Professionals Network (WPN) and Aspect 2004, WRIA 30 Level 1 Watershed Assessment, March 15, 2004.