Document Klickitatcounty_doc_5a5d8823e2

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 Dallesport Peninsula Study Area, WRIA 30 Prepared for: WRIA 30 Water Resource Planning & Advisory Committee Project No. 070024-013-01  June 17, 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 17, 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 10 3.3 Groundwater Conditions 11 3.3.1 Unconsolidated Aquifer 11 3.3.2 Basalt Aquifers 12 Murdock Area 13 Fivemile Creek Area 13 Central Region of Dallesport Peninsula 13 Dallesport Industrial Park 13 Dallesport 14 3.4 Aquifer Hydraulic Parameters 14 3.5 Long-Term Water Level Trends 16 3.5.1 Precipitation Trends 16 3.6 Interaction of Groundwater and Surface Waters 16 3.6.1 Springs and Creeks 16 3.6.2 Columbia River 17 4 Water Balance 18 5 Conclusions and Recommendations 19 6 References 21 Limitations 22 ---PAGE BREAK--- ASPECT CONSULTING ii PROJECT NO. 070024-013-01  JUNE 17, 2011 List of Tables 2.1 Groundwater Level Monitoring Well Network 2.2 Monitoring Network Groundwater Level Data 3.1 Hydraulic Parameter Estimates for Unconsolidated and Basalt Aquifers List of Figures 1.1 Columbia Tributaries Subbasin, WRIA 30 2.1 Groundwater Level Monitoring Network - Wanapum Basalt 3.1 Well Location and Geologic Map 3.2 Cross Section A-A’ 3.3 Groundwater Elevation Contour Map – Roza and Frenchman Springs Members of the Wanapum Basalt 3.4 Groundwater Elevation Contour Map – Priest Rapids Member of the Wanapum Basalt 3.5 Water Level Hydrographs 3.6 Long-term Precipitation Analysis Appendices A Well Completion Summary Table for the Dallesport Peninsula B Basin-Scale Water Balance for Dallesport Study Area ---PAGE BREAK--- ASPECT CONSULTING PROJECT NO. 070024-013-01  JUNE 17, 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 growth, including portions of the Swale Creek, Little Klickitat, Lower Klickitat, and Columbia Tributaries subbasins. The WRIA 30 Watershed Management Plan [WPN and Aspect Consulting, LLC (Aspect), 2004] identified data gaps that needed to be addressed in order to help determine the quantities of water available for appropriation, including: • Refine estimates of actual water use; and • Delineate specific aquifer zones within the subbasins. The WRIA 30 Watershed Management Plan calls for conducting water availability studies and collecting data that will facilitate the processing of water rights. Washington State Department of Ecology (Ecology) has provided funding (Grant No. G1000101) to complete water availability studies in priority areas of WRIA 30, including High Prairie (straddling western Swale Creek and eastern Lower Klickitat subbasins), the Fisher Hill/Appleton area (northwestern Lower Klickitat subbasin), and, the subject of this report, the Dallesport area (western Columbia Tributaries subbasin). Figure 1.1 depicts the various subbasins of WRIA 30 and the Dallesport study area within the Columbia Tributaries subbasin. For previous water availability studies of the Little Klickitat and Swale Creek subbasins in WRIA 30 (Aspect, 2007), the 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. Based on these discussions, the following information was determined to be needed for the Dallesport 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 Columbia River, if any, and document uncertainty. 3. Obtain information about the aquifer hydraulic properties to allow assessment of interference\impairment to existing wells from the approval of new water rights. Item 1 is related to water available for appropriation of new water rights. Items 2 and 3 are related to potential for impairment associated with new appropriations. It was previously agreed with Ecology that 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 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 subbasin. Therefore, the objectives of this assessment for the Dallesport study area include: ---PAGE BREAK--- ASPECT CONSULTING 2 PROJECT NO. 070024-013-01  JUNE 17, 2011 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 • Water Balance • Conclusions and Recommendations ---PAGE BREAK--- ASPECT CONSULTING PROJECT NO. 070024-013-01  JUNE 17, 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. This study established the well monitoring network and initiated three rounds of monitoring, which is hoped to be extended over the long term if funding remains available. The water level monitoring activities are described below. 2.1 Establishment of Well Monitoring Network The primary area of focus for the groundwater level monitoring network was the Dallesport Peninsula, including both the Murdock and Fivemile Creek areas (Figure 1.1). 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 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 network of wells in which to monitor groundwater levels 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 completed in the various basalt aquifers to allow for potential differentiation of water levels within respective hydrostratigraphic units. For wells completed in the interflow zones between the basalt units, water levels were considered to be representative of the underlying basalt aquifer. Within the Dallesport study area, the alluvium, eolian, and Missoula Flood deposits are not considered to be significant aquifers due to the limited number of wells completed within the respective units. Therefore, for the purposes of this assessment, these aquifers (collectively termed unconsolidated aquifer) were not included in the water level monitoring network. 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 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 ---PAGE BREAK--- ASPECT CONSULTING 4 PROJECT NO. 070024-013-01  JUNE 17, 2011 Klickitat County Natural Resources Department called and set up a time with the respective owner in which to do so. Personnel from Aspect and Klickitat County Natural Resources Department conducted a field reconnaissance the week of April 12-16, 2010, with the objective of identifying accessible existing wells to include in the monitoring network. During the field reconnaissance, each wellhead was examined in the field to determine whether an access port was available for the respective water level measurements. If suitable access existed, the depth to water in the well was measured. Because most of the wells measured 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 is received. Following completion of the field reconnaissance, the water level monitoring network for the Dallesport study area consisted of 25 wells. This includes 11 wells in the Dallesport area, 9 wells in the Murdock area, and 5 wells in the Fivemile Creek area, as depicted on Figure 2.1. Table 2.1 summarizes information regarding wells in the network, including address, date of construction, depth, inferred aquifer unit of completion, and survey data. Several wells were included in the monitoring network even though no water level measurements were initially taken during the April 2010 event. This includes wells T02/R13-16K2 and T02/R13-25N1, which had air lines that could not be operated reliably; and well T02/R13-13B1, which was obstructed for access of the water level sounder so did not provide an accurate water level measurement. Attempts to collect water level measurements from these wells were made during subsequent water level monitoring events. In addition, there were two wells in which we received owner permission to monitor, but water level measurements could not be collected due to the lack of an access port at the wellhead, or an obstruction within the well (T02/R13-27G1 and T02/R13-33J2, respectively). These wells were not included in the water level monitoring network. During the second round of water level measurements, during the week of November 30 - December 3, 2010 (described below), it was determined that it would not be possible to collect water levels from well T02/R13-13B1, which had previously been obstructed. This well was thus removed from the water level monitoring network. During third round of water level measurements in April-May 2011 the owner of well T02/R13-21C1 asked to no longer be included in the water level monitoring network. This well was thus removed from the water level 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 ---PAGE BREAK--- ASPECT CONSULTING PROJECT NO. 070024-013-01  JUNE 17, 2011 5 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. 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-May 2011 generally representing pre- or early-irrigation conditions, and November-December 2010 generally representing post- irrigation conditions. 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 Dallesport 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)1, depending on well access. The former provides greater precision, but has the significant disadvantage of potentially becoming permanently caught on wiring or other appurtenances within the well casing. The latter has less precision but is much faster to use and, more importantly, does not have the risk of becoming caught in the well. During the initial round of water level measurements (April 2010), field personnel used both the electric tape and the well sounder for all wells which had suitable access in order to establish instrument accuracy and suitability for each well. A quality control (QC) evaluation of the sonic sounder performance, using actual data from WRIA 30 monitoring efforts, is provided in the QAPP (Aspect, 2010a). All depth-to-water measurements were made relative to the top of well casing or other defined measuring point at the wellhead. The selected measuring point for each well was marked in magic marker, if possible, and was documented in the field form so that it can be reproduced in subsequent measurement rounds. 1 Global Water WL600 or equivalent instrument. ---PAGE BREAK--- ASPECT CONSULTING 6 PROJECT NO. 070024-013-01  JUNE 17, 2011 When the electric water level indicator was used, each depth-to-water measurement was made to a precision of 0.01 foot. The water level indicator was lowered to contact the water in the well casing (contact determined by a light or beep on the indicator) and the reading noted. The indicator was then immediately withdrawn out of the water and the measurement repeated. If the two readings were consistent, the reading was recorded on a field form along with the measurement date and time. If the two readings were not consistent, measurements were repeated until a reproducible result was obtained. If repeated water level measurements indicated the presence of rising/falling water levels due to pumping influences, it was noted as such on the respective field form. Other pertinent information regarding the well or the depth-to-water measurement were also recorded in the field notes. 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. 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. 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. ---PAGE BREAK--- ASPECT CONSULTING PROJECT NO. 070024-013-01  JUNE 17, 2011 7 3 Conceptual Model of Hydrogeologic Conditions 3.1 Hydrostratigraphy A generalized geologic history of the WRIA 30 subbasins, including the Columbia Tributaries subbasin within which the Dallesport 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); • Eolian, i.e. wind-deposited (Qd); • Missoula Flood (Qfg); • Dalles Formation • Wanapum basalt (Priest Rapids (Mv[wpr]), Roza (Mv[wr]), and Frenchman Springs (Mv[wfs]) members); and • Grande Ronde basalt Both the Wanapum and the Grande Ronde basalts are formations of the Columbia River Basalt Group (CRBG), which consisted of widespread extrusion of numerous basalt flows originating from vents located in the Pasco area (Bauer and Hansen, 2000). Sedimentary interbeds deposited between the individual basalt flows are collectively referred to as the Ellensburg Formation The surface geology and geologic structures from Washington Department of Natural Resources (WDNR) 1:100,000 scale digital mapping are shown on Figure 3.1. A detailed hydrogeologic cross section (Figure 3.2) was 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 section was developed using well logs from Ecology’s well log database, the WDNR geologic mapping, and available information from other studies. The location of cross section A-A’ is illustrated on Figure 3.1, and was determined based on available well log coverage and features with the greatest hydrologic interest within the study area, such as geologic structures. Cross section A-A’ extends southwest- northeast, from Dallesport to Fivemile Creek. The cross section intersects an east-west trending normal fault, and a second in the vicinity of the Dallesport area; an inferred northwest-southeast trending normal fault in the central region of the Dallesport Peninsula; and a northwest-southeast trending normal fault in the vicinity of the Fivemile Creek area. A total of 22 well logs were selected from the nearly 250 available well logs for the Dallesport Peninsula in order to create cross section A-A’. Appendix A provides a ---PAGE BREAK--- ASPECT CONSULTING 8 PROJECT NO. 070024-013-01  JUNE 17, 2011 summary table of the well completion details from the well logs in the study area. The cross section integrates 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, assuming the well is located at the center of the quarter- quarter section (see Well Survey section above). 3.1.1 Groundwater Occurrence Groundwater in the study area generally occurs within the bedrock units of the Columbia River Basalt Group (CRBG). Although the Dallesport Peninsula has pockets of unconsolidated deposits alluvium (Qa), eolian deposits (Qd), Missoula Flood deposits (Qfg), and the Dalles Formation found at the surface (Figure 3.1), these units are not expected to be a significant source of water due to the limited continuity and thickness. Groundwater in the CRBG occurs primarily within the tops of the individual flows (flow tops) that became vesicular (porous) as gas bubbles escaped the flows during cooling, and/or within the fractured flow bottoms (sometimes referred to as pillows). Flow tops and bottoms – collectively referred to as interflow zones – are usually porous and permeable, and therefore transmit water more readily than the intervening massive portions of the basalt flow interior, which generally constitute flow barriers, except where fractured. A permeable flow top is normally present for each flow, while permeable flow bottoms range from relatively thick units to completely absent. In addition, terrestrial sediments can be deposited between the underlying flow top and overlying flow bottom during time periods between basalt flows. These sediments are collectively considered part of the Ellensburg Formation (Mc[e]) and can be either relatively permeable or impermeable; depending on composition, thickness, and lateral extent (Brown, 1979). Based on the cross section (Figure 3.2) and individual well logs, the interflow zones in the study area have thicknesses ranging between 10 and 80 feet. However, both the lateral continuity and thickness of the water-bearing interflow zones are highly variable. 3.1.2 Hydrostratigraphic Unit Descriptions The younger hydrostratigraphic units overlying the Columbia River Basalt Group (CRBG) in the study area include (Figure 3.1): alluvium (Qa), eolian (Qd) deposits, Missoula Flood (Qfg) deposits, and the Dalles Formation As discussed above, these units – collectively termed the unconsolidated aquifer – are not expected to be a significant source of groundwater on the scale of the study area. Within the study area, the alluvium can be highly variable in composition (from clay to gravel), with groundwater occurrence limited to the coarse-grained (sand and gravel) portions. The only occurrence of alluvium on the Dallesport Peninsula is in the vicinity of The Dalles Dam, and no wells are known to be completed in this unit. The eolian deposits consist primarily of dune sand, and are found in the southwestern portion of the Dallesport Peninsula. Based on the cross section (Figure 3.2), this unit can be as much as 80 feet thick in the study area. A single well (T02/R13-28G1) is known to ---PAGE BREAK--- ASPECT CONSULTING PROJECT NO. 070024-013-01  JUNE 17, 2011 9 be completed in this unit, which based on the well log, had a static water level of 65 feet below ground surface (February 2, 1953) and a yield of 160 gallons per minute (gpm). The Missoula Flood deposits consist of gravel and coarse sand (Korosec, 1987) and can be found at the surface in the central region of the Dallesport Peninsula. This unit can be as much as 90 feet thick in the study area (see Figure 3.2). A single well (T02/R13-22J1) is completed in this unit, which, based on the well log, had a static water level of 25 feet below ground surface (May 1991) and a yield of 20 gpm with 50 feet of drawdown. The water-bearing sands of the eolian deposits and the sands and gravels of the Missoula Flood deposits are likely in hydraulic continuity due to their proximity and the absence of any type of stratigraphic or structural barriers (Figure 3.1). Since these are the only water- bearing units overlying the CRBG in the study area that have wells completed in the respective units, they are grouped together hydrostratigraphically, constituting the unconsolidated aquifer. The Dalles Formation can be found in the study area along an unnamed east-west trending thrust fault located in the northern portion of the Dallesport Peninsula (within sections 12, 14, 15, and 16). This unit consists of thickly bedded, gray, volcaniclastic and sedimentary deposits (Korosec, 1987). No wells within the study area are known to be completed in this unit. The Columbia River Basalt Group units in the study area have a collective thickness of several thousand feet. With the exception of the northwestern corner of the Dallesport Peninsula, the Wanapum basalt is consistently present across the study area (Figure 3.1). Except for the northwestern region of the Dallesport Peninsula (Murdock area), the Wanapum basalt is estimated to be at least between 500 (T02/R13-14P1) and 700 (T02/R13-12Q2) feet thick in the study area (see Figure 3.2). The Wanapum basalt consists of three separate members (from youngest to oldest): the Priest Rapids (Mv[wpr]), Roza (Mv[wr]), and Frenchman Springs (Mv[wfs]): • The Priest Rapids member ranges from being absent along the eastern and western edges of the Dallesport Pennisula, to a maximum thickness of approximately 200 feet in both the Dallesport and Fivemile Creek areas of the Dallesport Peninsula. • Except for being absent along the eastern and western edges of the Dallesport Peninsula, the Roza member ranges from a minimum thickness of 70 feet in the Dallesport area to a maximum thickness of 150 feet in the central portion of the Dallesport Peninsula. • The Frenchman Springs member is estimated to be at least between 310 (T02/R13-22Q1) and 430 (T02/R13-12Q2) feet thick in the study area (Figure 3.2). 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). Because of its great depth across most of the study area, there are relatively few wells completed in the Grande Ronde basalt in the study area. The wells completed in the Grande Ronde basalt are primarily located along Highway 14, to the northwest of Murdock (Figure 3.1). These wells have static water ---PAGE BREAK--- ASPECT CONSULTING 10 PROJECT NO. 070024-013-01  JUNE 17, 2011 levels ranging between 20 and 130 feet below ground surface, with yields between 8 and 35 gallons per minute. In this area, the Grande Ronde basalt can be found at the surface adjacent to the Columbia River. In this area, it is possible that the water-bearing zones of the Grande Ronde basalt may be in hydraulic continuity with the Columbia River. As previously discussed, sediments deposited between the various basalt flows are part of the Ellensburg formation. Where sediments interbedded between basalt flows are coarse grained (sand/gravel), the interbeds may transmit groundwater in usable quantity. However, because the composition, thickness, and extent of the interbeds is highly variable, groundwater production from these units is correspondingly variable. In many localities, the productivity of the interbeds is often low because of limited lateral extent and changes in composition. Within the study area, the interbeds (Mc[e]) can be absent, as observed between the Roza (Mv[wr]) and Frenchman Springs (Mv[wfs]) members of the Wanapum basalt in the Dallesport area, or can be as much as 40 feet thick, as observed between the Priest Rapids (Mv[wpr]) and Roza (Mv[wr]) members of the Wanapum basalt (Figure 3.2). As previously discussed, water levels from the interflow zone 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. 3.2 Geologic Structures The major geologic structures (faults and folds) in the project area, taken from WDNR geologic mapping, are identified on both the geologic map (Figure 3.1) and the cross section (Figure 3.2). The Columbia Tributaries subbasin is structurally bound to the north of the project area (does not appear on Figures 3.1 or 3.2) by the Columbia Hills anticline (Newcomb, 1969). The Columbia Hills anticline is part of the Yakima Fold Belt, which formed from regional north-south compression that began during the deposition of the Grand Ronde basalt approximately 16 million ybp (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 is a southwest-northeast trending thrust fault in the northern region of the Dallesport Peninsula, with several hundred feet of displacement, which is likely associated with the formation of the Columbia Hills anticline. 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), likely created from a rotational component of the same north-south compression that resulted in the southwest-northeast trending folds and faults (Reidel et al., 1989). Two of these faults occur within the project area. One of the faults, an unnamed normal fault with several hundred feet of vertical displacement (Figure 3.2), is located in the northeast portion of the study area. The second, a northwest-southeast trending normal fault associated with the Quarry fault (Newcomb, 1969), does not show nearly as much displacement (between 40 and 100 feet, based on Figure 3.2), and is located in the southeastern region of the project area. There is some uncertainty to how far this normal fault extends to the northwest, across the Dallesport Peninsula. However, based on a month of continuous groundwater level monitoring previously conducted in ---PAGE BREAK--- ASPECT CONSULTING PROJECT NO. 070024-013-01  JUNE 17, 2011 11 wells T02/R13-22Q1 and T02/R13-22Q2, located on opposite sides of the northwestern extension of the fault trace (Figure 2.1), it was determined that the wells were not in hydraulic continuity, even though they were completed in a similar member of the Wanapum basalt 2007). It is therefore hypothesized that this fault extends to the northwest between T02/R13-22Q1 and T02/R13-22Q2. Within the study area, the individual members of the Wanapum basalt (Priest Rapids, Roza, and Frenchman Springs) are generally dipping to the southeast or southwest between 1 and 14 degrees (Bela and Hull, 1982), towards The Dalles which is an asymmetric southwest-northeast trending fold located in the southern region of the Dallesport Peninsula. In addition, there are also several other smaller unnamed folds (anticlines and in the project area, primarily located in the western and northwestern regions of the Dallesport Peninsula (Figure 3.1). In the subsurface, folds and faults may represent partial or complete barriers to 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 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. 3.3 Groundwater Conditions 3.3.1 Unconsolidated Aquifer As previously discussed, the unconsolidated deposits are not expected to be a significant source of groundwater. Only two wells within the study area (T02/R13-28G1 and T02/R13-22J1) were found to be completed within this aquifer. Based on the well logs, these wells had static water levels of 65 feet and 25 feet below ground surface and yields of 160 gpm and 20 gpm, respectively. These wells were not included in the groundwater level monitoring network. 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 within this aquifer. The scattered locations 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 aquifer. However, in areas where the underlying bedrock of the CRBG is relatively impermeable due to the presence of a relatively massive flow interior, it is expected that groundwater flow will follow the topography of the bedrock, with springs often occurring at the downgradient extents of the unconsolidated aquifer (Piper, 1932). In areas where the underlying units of the CRBG consists of relatively permeable interflow zones, it is expected that there is a downward gradient, especially during the ---PAGE BREAK--- ASPECT CONSULTING 12 PROJECT NO. 070024-013-01  JUNE 17, 2011 early part of the year when there is significant precipitation. During these instances, recharge from the unconsolidated aquifer to the underlying basalt aquifers is expected. 3.3.2 Basalt Aquifers Of the 25 wells originally included in the water level monitoring network, 4 wells are completed in the Priest Rapids member, 2 wells are completed in Roza member, and 19 wells are completed in the Frenchman Springs member of the Wanapum basalt. The Frenchman Springs member appears to be the primary aquifer for a majority of the study area and, accordingly, a majority of the wells included in the monitoring network are completed in it, Most of the wells completed within the Priest Rapids or Roza members are found in the southwestern region of the Dallesport Peninsula. No wells were found on the Dallesport Peninsula that were completed in the Grande Ronde basalt. As discussed above, water levels from the interflow zones between the various members of the Wanapum basalt are considered to be representative of the underlying basalt aquifer. Figures 3.3 and 3.4 present the groundwater elevation contour maps for the Wanapum basalt aquifers, compiled using water level data from both well logs and the water level monitoring network (April 2010 measurements). 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 2010 water level monitoring network measurements from surveyed well locations (Table 2.1), were used to verify and supplement the historical data by gathering a basin-wide “snapshot” of groundwater levels over a relatively short (5-day) period of time. The data collected for this study are reliable data upon which interpretations of groundwater conditions are primarily based. Groundwater levels in the youngest, shallowest member of the Wanapum Basalt (Priest Rapids) appear to be 50 to several hundred feet higher than in the deeper Roza and Frenchman Springs members. Therefore, despite the limited number of wells completed within the Priest Rapids member, groundwater levels from the Roza and Frenchman Springs members were used to create one groundwater elevation contour map (Figure 3.3), while groundwater levels from the Priest Rapids member were used to create another groundwater elevation contour map (Figure 3.4). The resulting groundwater elevation contour maps represent an aggregate interpretation of the 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 basalt aquifer groundwater flow system on a basin scale. Establishment of the water level monitoring network also allows for future monitoring to document seasonal or longer- term changes in the flow system. Based on the groundwater elevation contour maps (Figure 3.3 and Figure 3.4), groundwater flow in the Wanapum basalt aquifers on the Dallesport Peninsula is generally to the southwest, towards the Columbia River. However, due to the presence of numerous folds and faults within the study area, which can act as barriers to groundwater ---PAGE BREAK--- ASPECT CONSULTING PROJECT NO. 070024-013-01  JUNE 17, 2011 13 flow (Section 3.2), there are several areas where groundwater flow within fault-bounded (“compartmentalized”) sections of the basalt is likely occurring. The following sections provide a brief description of groundwater flow in the various regions of the study area. Murdock Area In the northwestern region of the Dallesport Peninsula (Murdock area) there is a southwest-northeast trending thrust fault which likely acts as a barrier to groundwater flow, due to the significant displacement across the fault (several hundred feet). Groundwater flow in the Wanapum basalt aquifers to the northwest of the fault is to the southwest, towards the Columbia River, while groundwater flow to the southeast of the fault is more to the south-southwest towards the unnamed north of the Wetle Butte anticline (Figure 3.3). In this region, groundwater levels in the Priest Rapids member appear to be several hundred feet higher than in the Roza and Frenchman Springs members of the Wanapum basalt. Fivemile Creek Area In the northeastern region of the Dallesport Peninsula (Fivemile Creek area), groundwater flow in the Wanapum basalt aquifers appears to be to the south-southwest, based on the limited groundwater level data available (Figures 3.3 and 3.4). In this region, groundwater levels in the Priest Rapids member appear to be several hundred feet higher than in the Roza and Frenchman Springs members of the Wanapum basalt. Due to the limited extent of the groundwater level data, it cannot be confirmed that the local northwest-southeast trending normal fault acts as a barrier to groundwater flow. However, the cross section (Figure 3.2) indicates that there is approximately 180 feet of offset across the fault, so it is likely that this fault acts as a barrier to groundwater flow. Central Region of Dallesport Peninsula In the central region of the Dallesport Peninsula, south of the southwest-northeast trending thrust fault (flow barrier), groundwater flow in the Wanapum basalt aquifers is to the south-southwest, towards the northwest-southeast trending normal fault associated with the Quarry fault (Figure 3.3). The northwest-southeast trending normal fault associated with the Quarry fault cuts across the center of the Dallesport Peninsula and has an offset of between 40 and 100 feet (see Figure 3.2), likely causing it to act as a barrier to groundwater flow. Newcomb (1969) first hypothesized this based on a comparison of water levels between T02/R13- 27B1 and T02/R13-34L. However, later geologic mapping (Bela and Hull, 1982) indicated that the fault likely extends between T02/R13-22Q1 and T02/R13-22Q2. The extension of the fault between these wells, and its impact as a boundary to groundwater flow was later confirmed by continuous monitoring of water levels as described above (Aspect, 2008). Dallesport Industrial Park In the southeastern region of the Dallesport Peninsula (Dallesport Industrial Park), to the northeast of the Quarry fault and to the southwest of the normal fault associated with the Quarry fault, groundwater flow in the Wanapum basalt aquifers appears to be to the ---PAGE BREAK--- ASPECT CONSULTING 14 PROJECT NO. 070024-013-01  JUNE 17, 2011 southeast, towards the Columbia River. However, this interpretation is based on limited groundwater level data available for that region (Figure 3.3). Although the Quarry fault does not appear to have as significant an offset as the faults to the north, the distinct change in the groundwater flow direction indicates that both the Quarry fault and the normal fault associated with the Quarry fault likely act as barriers to lateral groundwater flow. This is further corroborated by a pumping test conducted at the Columbia Gorge Regional Airport Replacement well (T02/R13-34L4), which did not indicate any drawdown in wells T02/R13-25N1 and T02/R13-26J on the opposite side of the fault (Figure 3.3) during pumping at a rate of 1520 gpm for a 24-hour period of time (Aspect, 2008). Although wells T02/R13-25N1 and T02/R13-26J are more than 1.5 miles away from the Airport Replacement well, they were completed in a similar confined aquifer of the Wanapum basalt, so a change in the pressure head would be expected to be observed if the wells were in hydraulic continuity if the Quarry fault was not acting as a flow barrier). Dallesport In the southwestern region of the Dallesport Peninsula (Dallesport), to the south of the Wetle Butte anticline and the normal fault associated with the Quarry fault and to the southwest of the Quarry fault itself, groundwater flow in the Wanapum basalt aquifers is generally to the south-southwest, towards the Columbia River (Figures 3.3 and 3.4). In this region, groundwater levels in the Priest Rapids member appear to be 50 to 150 feet higher than in the Roza and Frenchman Springs members of the Wanapum basalt. Although there are several normal faults along the western edge of the Dallesport Peninsula, it is unlikely that these faults act as significant barriers to groundwater flow, since they are mapped to be of limited extent. The pumping test conducted at the Airport Replacement well (T02/R13-34L4) provides data that confirms this (Aspect, 2008). During the pumping test, drawdown was observed in well T02/R13-34E2, located on the opposite side of the extension of the fault if it existed between the wells (Figure 3.1). 3.4 Aquifer Hydraulic Parameters A summary of both regional and local aquifer hydraulic parameters, including lateral hydraulic conductivity, transmissivity and storativity are provided in Table 3.1. 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). Estimates of lateral hydraulic conductivity were initially based on specific capacity data from select well logs. Values for a well’s specific capacity (pumping rate divided by ---PAGE BREAK--- ASPECT CONSULTING PROJECT NO. 070024-013-01  JUNE 17, 2011 15 drawdown) 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) 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). More localized hydraulic parameters for the Wanapum basalt aquifers within the Dallesport Peninsula were estimated based on a pumping test of the Columbia Gorge Regional Airport Replacement well (Aspect, 2008), and specific capacity data from several wells included in the water level monitoring network. The hydraulic parameters for these data are summarized in Table 3.1. The pumping test of the Airport Replacement well (T02/R13-34L4) indicated that the Frenchman Springs aquifer is locally productive, with a transmissivity of between 79,000 and 174,000 ft2/day (580,000 to 1.3 million gpd/ft) and a storativity of approximately 1 x10-4 (Aspect, 2008). Specific capacity data from the nearby Dallesport Water District Well No. 2 (T02/R13-34E1 on Figures 2.1 and 3.1) confirms this, with a transmissivity of approximately 10,500 ft2/day (78,400 gpd/ft). However, specific capacity data from the Port of Klickitat Well No. 1 (T02/R13-25N1), located to the northeast of the Quarry fault, indicates that the Frenchman Springs aquifer may be less productive in the fault-bound block to the northeast of the Quarry fault, with a transmissivity of only 740 ft2/day (5,600 gpd/ft). In addition, wells not included in the monitoring well network, but completed in the Frenchman Springs aquifer in northwestern Dallesport Peninsula (T02/R13-16), in the vicinity of the southwest-northeast trending thrust fault, also appear to have significantly lower transmissivities, ranging between 30 and 1,680 ft2/day (between 30 and 12,500 gpd/ft). Therefore, it is important to note that productivity of the Wanapum basalt aquifers, and in particular the Frenchman Springs aquifer, can be highly variable due to the presence of geologic structures (folds and faults), and the nature and extent of interflow zones. A monitoring network well, located in the western Dallesport Peninsula (T02/R13-28F1) and completed in the Priest Rapids aquifer, indicates that the Priest Rapids aquifer may be less productive than the underlying Frenchman Springs aquifer, with an estimated transmissivity of 300 ft2/day (2,300 gpd/ft). Other wells completed in the Priest Rapids aquifer which were not included in the water level monitoring network had estimated transmissivities between 30 and 1,100 ft2/day (between 200 and 8,000 gpd/ft). As previously discussed in Section 3.3 (Groundwater Occurrence), there are a limited number of wells completed in the unconsolidated aquifer, only one of which has specific ---PAGE BREAK--- ASPECT CONSULTING 16 PROJECT NO. 070024-013-01  JUNE 17, 2011 capacity data (T02/R13-22J1). The specific capacity data for this well indicates a low transmissivity for the unconsolidated aquifer of about 110 ft2/day (820 gpd/ft). 3.5 Long-Term Water Level Trends The long-term water level data (groundwater elevation hydrographs) for the Dallesport study area are provided on Figure 3.5. The hydrographs confirm that the groundwater levels in the Priest Rapids member of the Wanapum basalt (wells T02/R13-12SE and T02/R13-16R1) are several hundred feet higher than the groundwater levels in the Roza and Frenchman Springs members of the Wanapum basalt in the Murdock and Fivemile Creek areas. 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. Based on 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 Based on the National Oceanic and Atmospheric Administration (NOAA) Weather Observation Station (Dallesport Station #451968), Dallesport has a mean annual precipitation of 13.7 inches over the station’s period of record (1948 - 2010). The upper half of Figure 3.6 presents both the annual precipitation and the mean annual precipitation in Dallesport for the period of record. It is important to note that individual months with more than 5 days of missing data were not used for or annual precipitation statistics. In addition, a cumulative departure from the mean annual precipitation is presented in the lower half of Figure 3.6. Based on Figure 3.6, it is observed that the annual precipitation has generally fluctuated within about 3 inches of the average since 1999. There were several consecutive years of below average precipitation between 1999 and 2002, with above average precipitation between 2003 and 2006, and below average precipitation again between 2007 and 2009. These relatively small fluctuations around the average have not likely had significant impacts on the groundwater levels measured over the short period of monitoring during this assessment. We expect that water level changes due to fluctuating precipitation would become more apparent as a longer period of monitoring data is available. 3.6 Interaction of Groundwater and Surface Waters 3.6.1 Springs and Creeks There are numerous springs across the Dallesport Peninsula, especially in the northwestern region of the peninsula (Sections 15, 16, and 21; Figure 3.1). There are also springs located in Sections 24, 27, and 33. Many of these springs are caused by groundwater percolating through the relatively permeable unconsolidated deposits (Qd/Qfg), or the Dalles Formation and being transported along the top of the ---PAGE BREAK--- ASPECT CONSULTING PROJECT NO. 070024-013-01  JUNE 17, 2011 17 CRBG before discharging in intermittent or perennial springs at the downgradient extent of the unconsolidated deposits or the Dalles Formation (Piper, 1932). In addition, there are numerous creeks, including Threemile and Fivemile creeks, which flow off the slopes of the Columbia Hills anticline and ultimately discharge into the Columbia River to the south. The source of water for these creeks is likely a combination of precipitation runoff and groundwater discharge from the various members of the Wanapum basalt (Newcomb, 1969). 3.6.2 Columbia River Based on the geologic map (Figure 3.1) and subsurface cross section (Figure 3.2), the Priest Rapids member of the Wanapum basalt is exposed at the surface adjacent to the Columbia River in the southern region of the study area and is thus likely in direct hydraulic continuity with river, although we are aware of no pumping test or water level data available to date to support this. The deeper aquifers of the Roza and Frenchman Springs members, which are also known as The Dalles Ground Water Reservoir in this area (Brown, 1979), occur at least 100 feet below the bottom of the adjacent Columbia River and do not appear to be in direct hydraulic continuity with it (Figure 3.2; also Newcomb, 1969). This is supported by the fact that groundwater levels in these aquifer zones did not respond to higher Columbia River levels associated with the construction of the Bonneville and The Dalles dams (Brown, 1979). In addition, the pumping test conducted at the Columbia Gorge Regional Airport Replacement well (T02/R13-34L4) did not show a recharge boundary associated with the river. Within the Murdock and Dallesport Industrial Park areas, the Frenchman Springs member is exposed at the surface adjacent to the Columbia River and could be in direct hydraulic continuity with the river. However, the areas in which the Frenchman Springs is in hydraulic continuity with the Columbia River may be highly localized due to the presence of folds and faults which act as barriers to groundwater flow (Sections 3.2 and 3.3.2). ---PAGE BREAK--- ASPECT CONSULTING 18 PROJECT NO. 070024-013-01  JUNE 17, 2011 4 Water Balance For this assessment, we prepared a basin-scale water balance representing current conditions for the Dallesport 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 for the study area, an estimated 2/3 of the total water use in the study area is supplied from groundwater versus 1/3 supplied from the Columbia River system. Streams provide a very small percentage of the total water use in the study area. We estimate that irrigation comprises the largest water use in the study area (63% of total use), with non-residential (commercial/industrial) and residential uses comprising 28% and 9% of total use, respectively. In terms of the groundwater supply source for the entire study area, the water balance estimates that the annual consumptive groundwater use is approximately 33% of the annual groundwater recharge from precipitation plus return flow from Columbia River water use. 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, the study area’s basalt aquifers are compartmentalized, as described in Section 3, and the volume of groundwater production is not uniformly distributed across the study area. Documenting groundwater use versus recharge for localized areas would require considerable additional information and is beyond the scope of this basin-scale study. Instead, a water level monitoring network is now established for the study area, and continued monitoring of water levels, particularly in areas of greater 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 17, 2011 19 5 Conclusions and Recommendations The primary conclusions and recommendations from this assessment are as follows: • The primary sources of water supply for the study area include groundwater withdrawal from the Wanapum basalt aquifer system, and surface water diversions from the Columbia River system. Based on water rights information, we estimate that groundwater and Columbia River sources supply roughly 2/3 and 1/3 of the total water use, respectively, in the study area. • The Wanapum basalt formation is divided into three members, which, from youngest (shallowest) to oldest (deepest) are: Priest Rapids, Roza, and Frenchman Springs. Aquifer zones occur in vertically distinct interflow zones within each member. Groundwater levels in the shallower aquifer zones can be up to several hundred feet higher than those in the deeper zones. The deeper aquifer zones appear to be the primary groundwater supply source for the study area as a whole, with use of the shallower zones occurring primarily in the southwestern and northeastern regions of the study area. Along the southern study area boundary, shallow aquifer zones within the uppermost Priest Rapids member are likely in direct hydraulic continuity with the adjacent Columbia River, but, because of their great depth, the deeper aquifer zones are not. • Groundwater in the basalt aquifers generally flows to the south-southwest, towards the Columbia River. However, the numerous geologic structures (folds and faults) mapped in the study area generally represent barriers to lateral groundwater flow, which has been confirmed with pumping tests conducted in some localities. As a result of the geologic structures, the basalt aquifer and groundwater flow system is “compartmentalized”. This can affect the productivity of the aquifer system locally, since flow barriers limit lateral flow of groundwater to replenish drawdown created by pumping. • To date, only three rounds of groundwater level measurements spanning one year have been collected from the water level monitoring network (2 pre-irrigation and 1 post-irrigation monitoring events). Therefore, no interpretations of long-term groundwater level trends can yet be made as part of this study. • On the scale of the entire study area, the annual quantity of consumptive groundwater use is approximately 1/3 of the annual groundwater recharge including return flow from Columbia River water use. This suggests that additional groundwater is available for appropriation and use within the study area. However, potential for impairment to senior water users and surface water bodies would need to be determined individually for each pending water right application. • A groundwater level monitoring network has been established that provides the opportunity, with continued landowner permission, to track future seasonal and/or ---PAGE BREAK--- ASPECT CONSULTING 20 PROJECT NO. 070024-013-01  JUNE 17, 2011 long-term changes in the groundwater flow system of the Dallesport study area. We recommend continuation of the water level monitoring program. Evaluation of long-term groundwater level trends will provide 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 track long-term trends in water levels, particularly given the apparent compartmentalized nature of the basalt aquifer. ---PAGE BREAK--- ASPECT CONSULTING PROJECT NO. 070024-013-01  JUNE 17, 2011 21 6 References 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, 2010a, Addendum to the 2007 Hydrologic Information Report Supporting Water Availability Assessment for Swale Creek Subbasin, Evaluation of Swale Valley WRIA 30, June 30, 2010. Bauer, H.H., Hansen, A.J. Jr., 2000, Hydrology of the Columbia Plateau Regional Aquifer System, Washington, Oregon, and Idaho, USGS Water-Resources Investigation Report 96-4106. Bela, J.L, and Hull, 1982, Geologic and Neotectonic Evaluation of North-Central Oregon: The Dalles 1 degree by 2 degree Quadrangle, Department of Geology and Mineral Resources. Brown, J.C., 1979, Geology and Water Resources of Klickitat County, Water Supply Bulletin No, 50, p. 1 - 413. Driscoll, F.G., 1986, Groundwater and Wells (2nd Edition), Johnson Screens, St. Paul, Minnesota. T.J., 2007, Aspect, Personal Communication (e-mail) with Hood River Sand, Gravel & Ready Mix, Inc. Hansen, Jr. A.J., J.J. Vaccaro and H.H. Bauer, 1994, Ground-Water Flow Simulation of the Columbia Plateau Regional Aquifer System, Washington, Oregon, and Idaho, U.S. Geological Survey Water-Resources Investigations Report 91-4187. Korosec, M.A., 1987, Geologic Map of the Hood River Quadrangle, Washington and Oregon, Washington Division of Geology and Earth Resources Open File Report 87-6. Newcomb, R.C., 1969, Effect of Tectonic Structure on the Occurrence of Ground Water in the Basalt of the Columbia River Group of The Dalles Area Oregon and Washington, USGS Professional Paper 383-C. Piper, A.M., 1932, Geology and Ground-Water Resources of the Dalles Region, Oregon, USGS Water-Supply Paper 659-B. 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, ---PAGE BREAK--- ASPECT CONSULTING 22 PROJECT NO. 070024-013-01  JUNE 17, 2011 Volcanism And Tectonism in The Columbia River Flood-Basalt Province: Boulder, Colorado, Geological Society of America, Special Paper 239. Vaccaro, J.J., 1999, Summary of the Columbia Plateau Regional Aquifer-System Analysis, Washington, Oregon, and Idaho, U.S. Geological Survey Professional Paper 1413-A. Watershed Professionals Network (WPN) and Aspect, 2004, WRIA 30 Level 1 Watershed Assessment, March 15, 2004. Whiteman, K.J., J.J. Vaccaro, J.B. Gonthier and H.H. Bauer, 1994, The Hydrogeologic Framework and Geochemistry of the Columbia Plateau Aquifer System, Washington, Oregon, and Idaho, U.S. Geological Survey Professional Paper 1413-B. Limitations Work for this project was performed and this report prepared in accordance with generally accepted professional practices for the nature and conditions of work completed in the same or similar localities, at the time the work was performed. It is intended for the exclusive use of WRIA 30 Water Resource Planning & Advisory Committee for specific application to the referenced property. This report does not represent a legal opinion. No other warranty, expressed or implied, is made ---PAGE BREAK--- Table 2.1 - Groundwater Level Monitoring Network Dallesport Water Availability Study WRIA 30, Washington Aspect Consulting 6/17/2011 V:\070024 WRIA 30 Phase 4\Deliverables\013 Dallesport Water Availability Study\Final\Well Summary Table - Dallesport Area Table 2.1 Page 1 of 1 Ecology ID TRS Label Well Log Date Dia. (in) Depth (ft) Static Water Level (ft bgs) Unit of Completion Survey Northing1 (SPS 83; ft) Survey Easting1 (SPS 83; ft) Surveyed Top of Casing Elevation2 (ft MSL) Casing Stick-up (ft) Comments 138775 T02/R13-12Q2 8/9/97 6 725 125 Frenchman Springs 123725.50 1481398.52 1024.73 0.75 Airline measurement. Pump set at 588 ft bTOC. 465563 T02/R13-12SE 8/23/06 6 345 40 Priest Rapids 123266.30 1481017.88 971.36 - Not accessible with electric tape. Sounder provides accurate measurement. 145444 T02/R13-12Q6 8/4/93 6 405 270 Frenchman Springs 121882.67 1481564.33 929.34 1.7 Sounder does not provide accurate measurement. 142046 T02/R13-13R1 6/15/91 6 410 275 Frenchman Springs 122286.01 1481798.15 948.18 1.8 Sounder does not provide accurate measurement. 138643 T02/R13-13B1 10/12/94 6 340 185 Frenchman Springs 121214.65 1480935.42 830.04 0.59 Not included in monitoring network. 417069 T02/R13-16K1 8/5/93 6 420 225 Frenchman Springs 118147.47 1464644.59 372.74 1.21 Well No. 2. Not accessible with electric tape. Sounder provides accurate measurement. - T02/R13-16K2 1/2/1953 6 128 - Frenchman Springs 118025.02 1464322.29 342.69 0.84 Well No. 1. Airline measurement. Pump set at ? ft bTOC. 137029 T02/R13-16L1 10/10/94 6 285 195 Frenchman Springs 119007.57 1462972.71 275.76 1.32 Sounder does not provide accurate measurement. 317851 T02/R13-16Q1 8/12/01 6 400 205 Frenchman Springs 116612.61 1464841.48 334.48 - Airline measurement (AGM-064). Pump set at 378 ft bTOC. 317853 T02/R13-16Q2 8/19/01 6 425 243 Frenchman Springs 116903.67 1464691.57 336.41 0.65 142075 T02/R13-16R1 4/1/60 8 107 10 Priest Rapids 116660.78 1464679.93 349.96 0.92 Located below windmill. 317854 T02/R13-21C1 7/26/01 6 385 150 Frenchman Springs 115644.53 1465013.80 302.29 1.69 403826 T02/R13-21J1 1/26/05 6 129 75 Roza 115853.35 1465564.49 327.29 1.87 Well Tag AKL-706. Sounder provides accurate measurement. 403822 T02/R13-21J2 2/1/05 6 405 240 Frenchman Springs 115889.50 1465594.21 325.57 0.98 Well Tag AKL-708. Sounder provides accurate measurement. 142285 T02/R13-22Q1 7/26/90 10 460 210 Frenchman Springs 112544.90 1470711.16 296.35 0.10 No pump; remove entire lid for access. 543344 T02/R13-22Q2 2/18/08 10 516 202 Frenchman Springs 111968.49 1468963.01 268.29 2.07 Deepened. Remove vent; collect measurement from access port. 142308 T02/R13-25N1 7/7/70 6 210 70 Frenchman Springs 105892.58 1478141.71 203.05 - Airline measurement. Direct reading from pressure gage. Airline is 160 ft in length. 138377 T02/R13-26J 12/4/82 12 292 55 Frenchman Springs 107499.12 1477145.24 213.80 - Sounder provides accurate measurement. Need pipe wrench to remove vent. 341488 T02/R13-27A5 5/16/02 8 495 195 Frenchman Springs 110604.04 1470928.63 263.41 - Airline measurement. Pump set at 315 ft bTOC. 140656 T02/R13-28F1 10/18/72 - 170 - Priest Rapids 109297.01 1464673.50 210.64 0.83 Sounder does not provide accurate measurement. 143530 T02/R13-28J3 3/7/80 6 210 125 Priest Rapids 107813.42 1466449.09 211.72 0.54 Access with electric tape; must remove entire vent and manipulate end to get below 0.5 ft bTOC. 556409 T02/R13-28R7 9/29/08 6 240 140 Roza 108582.73 1466393.08 222.12 2.11 Not accessible with electric tape. Sounder provides accurate measurement. 138380 T02/R13-34E1 6/19/79 10 334 150 Frenchman Springs 104245.12 1467092.93 224.48 1.69 DWD Well No. 2. Not accessible with electric tape. Sounder provides accurate measurement. 429754 T02/R13-34E2 1/11/06 6 390 180 Frenchman Springs 104277.98 1467708.03 225.14 2.34 DWD Well No. 3. Sounder does not provide accurate measurement. 521081 T02/R13-34L4 12/18/07 12 558 189 Frenchman Springs 103274.59 1469738.43 242.24 2.35 Sounder does not provide accurate measurement. Need pipe wrench to access well. 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 Dallesport Water Availability Study WRIA 30, Washington Aspect Consulting 6/17/2011 V:\070024 WRIA 30 Phase 4\Deliverables\013 Dallesport Water Availability Study\Final\Well Summary Table - Dallesport Area Table 2.2 Page 1 of 1 Ecology ID TRS Label 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 138775 T02/R13-12Q2 507.15 517.58 - - Airline did not provide accurate measurement (>65 psi). - - Airline did not provide accurate measurement (>86 psi). 465563 T02/R13-12SE 51.2 920.16 53.9 917.46 54.0 917.36 145444 T02/R13-12Q6 330.32 599.02 325.83 603.51 219.00 710.34 142046 T02/R13-13R1 346.92 601.26 342.40 605.78 335.60 612.58 138643 T02/R13-13B1 - - Not included in monitoring network. - - Not included in monitoring network. - - Not included in monitoring network. 417069 T02/R13-16K1 220.9 151.84 - - Sounder did not provide an accurate measurement. 220.9 151.84 Same as April 2010; inaccurate measurement? - T02/R13-16K2 - - Need airline setting. - - Need airline setting. - - Need airline setting. 137029 T02/R13-16L1 189.56 86.2 194.25 81.51 188.01 87.75 317851 T02/R13-16Q1 204.75 129.73 213.99 120.49 Airline is leaking, questionable measurement (71 psi). 209.37 125.11 Airline is leaking, questionable measurement (73 psi). 317853 T02/R13-16Q2 244.89 91.52 250.10 86.31 244.20 92.21 142075 T02/R13-16R1 60.84 289.12 63.96 286 61.4 288.56 317854 T02/R13-21C1 64.76 237.53 Rising water level. 66.13 236.16 - - No longer wants to be included in monitoring network. 403826 T02/R13-21J1 82.11 245.18 74.03 253.26 Owner recharges with water from deep well in winter. 66.39 260.9 Owner recharges with water from deep well in winter. Fluctuating water level. 403822 T02/R13-21J2 233.80 91.77 239.09 86.48 Rising water level. 233.75 91.82 Fluctuating water level. 142285 T02/R13-22Q1 223.61 72.74 229.77 66.58 - - No measurement, well in use. 543344 T02/R13-22Q2 198.97 69.32 205.16 63.13 - - No measurement, well in use. 142308 T02/R13-25N1 - - 152 51.05 152 51.05 Same as November/December 2010 measurement; inaccurate measurement? 138377 T02/R13-26J 51.02 162.78 53.2 160.60 48.4 165.40 341488 T02/R13-27A5 185.64 77.77 178.71 84.7 164.85 98.56 Measurement on May 5th. 140656 T02/R13-28F1 92.35 118.29 93.76 116.88 55.0 155.64 Questionable sonic measurement. 143530 T02/R13-28J3 143.41 68.31 153.80 57.92 139.4 72.32 556409 T02/R13-28R7 147.2 74.92 157.4 64.72 Falling water level. 161.6 60.52 Fluctuating water level. 138380 T02/R13-34E1 162.6 61.88 164.4 60.08 159.8 64.68 429754 T02/R13-34E2 166.20 58.94 167.50 57.64 162.16 62.98 521081 T02/R13-34L4 180.42 61.82 181.86 60.38 175.59 66.65 Measurement on May 5th. 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. Red values indicate fluctuating water level. April 2010 November/December 2010 April 2011 Ecology Well Log Data ---PAGE BREAK--- Table 3.1 - Hydraulic Parameter Estimates for Unconsolidated and Basalt Aquifers Dallesport Water Availability Study WRIA 30, Washington Aspect Consulting 6/17/2011 V:\070024 WRIA 30 Phase 4\Deliverables\013 Dallesport Water Availability Study\Final\Table 3.1 Hydraulic paramsTable 3.1 Table 3.1 Page 1 of 1 Unconsolidated Aquifer Minimum Maximum Mean Minimum Maximum Mean Minimum Maximum Mean - - - - - 107 - - - T02/R13-22J1 Well Log Eolian Alluvial Specific Capacity Department of Ecology Well Log Database Wanapum Basalt Minimum Maximum Mean Minimum Maximum Mean Minimum Maximum Mean 0.09 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 0.01 5244 66 - - - - - - Columbia Plateau Aquifer System - Specific Capacity Vacarro, 1999 0.43 1 - - - - - - - Dallesport Peninsula - Model Hansen, Vacarro and Bauer, 1994 - - - 79060 174200 - - - 1.E-04 T02/R13-34L4 Frenchman Springs Pumping Test Aspect Consulting, 2008 - - - - - 10497 - - - T02/R13-34E1 Frenchman Springs Specific Capacity (Well Log) Department of Ecology Well Log Database - - - - - 744 - - - T02/R13-25N1 Frenchman Springs Specific Capacity (Well Log) Department of Ecology Well Log Database 27 1675 - - - - T02/R13-16 Frenchman Springs Specific Capacity (Multiple Well Logs) Department of Ecology Well Log Database - - - - - 305 - - - T02/R13-28F1 Priest Rapids Specific Capacity (Well Log) Department of Ecology Well Log Database - - - 27 1072 - - - - T02/R13-21 T02/R13-22 T02/R13-28 T02/R13-33 Priest Rapids Specific Capacity (Multiple Well Logs) Department of Ecology Well Log Database Hydraulic Conductivity (ft/day) Transmissivity (ft2/day) Storativity (Dimensionless) Location Location Hydraulic Conductivity (ft/day) Transmissivity (ft2/day) Storativity (Dimensionless) Source Data Type Data Type Source Aquifer Aquifer ---PAGE BREAK--- STUDY AREA Middle Klickitat Subbasin Upper Klickitat Subbasin Little Klickitat Subbasin Swale Creek Subbasin Lower Klickitat Subbasin Columbia Tributaries Subbasin GIS Path: T:\projects_8\WRIA30\070024\Delivered\Dallesport_Water_Avail_Study\Fig1_1_ColumbiaTribSubbasin.mxd II Coordinate System: NAD 1983 StatePlane Washington South FIPS 4602 Feet II Date Saved: 05/20/2011 II User: pwittman II Print Date: 05/20/2011 Columbia Tributaries Subbasin, WRIA 30 Dallesport Water Availability Study WRIA 30, Washington C O N SU LTI N G FIGURE NO. 1.1 MAY-2011 PROJECT NO. 070024 BY: JMS / PPW REV BY: - - - 0 5 10 Miles FIGURE EXTENT FIGURE EXTENT 1:300,000 ---PAGE BREAK--- ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; + + + + + ; ; + + + + + + + ; ; ; ; + + + + ; ; ; ; + + + + + + + + + + + + + + + + + F F F F F M M M M M M M F F F F F F F F F F F F M M M M M M M F F F F F FF F F M M M M M M M M M M M M M M M M M M @ A @ A @ A @ A @ A @ A @ A @ A @ A @ A @ A @ A @ A @ A @ A @ A @ A @ A @ A @ A @ A @ A @ A @ A @ A QUARRY FAULT THE DA LLES S YNCLIN E WETLE BUTTE ANTICLINE Fi ve m i l e Cre e k Columbia River Thre em ile Creek Five m ile C r ee k Th r ee m ile Cre e k S t an l e y C anyo n 9 36 35 34 33 25 26 27 28 24 23 22 13 14 15 12 11 21 16 10 26J 34L4 34E2 34E1 28R7 28J3 28F1 27A5 25N1 22Q2 22Q1 21J2 21J1 21C1 16R1 16Q2 16Q1 16L1 16K2 16K1 13B1 13R1 12Q6 12SE 12Q2 GIS Path: T:\projects_8\WRIA30\070024\Delivered\Dallesport_Water_Avail_Study\Fig2_1_GW_Level_Mon_Net.mxd II Coordinate System: NAD 1983 StatePlane Washington South FIPS 4602 Feet II Date Saved: 05/20/2011 II User: pwittman II Print Date: 05/20/2011 Groundwater Level Monitoring Network - Wanapum Basalt Dallesport Water Availability Study WRIA 30, Washington C O N SU LTI N G FIGURE NO. 2.1 MAY-2011 PROJECT NO. 070024 BY: JMS/PPW REV BY: - - - 0 2,000 4,000 Feet Sections 8 Folds (Washingtion DNR 1:100K mapping) F Anticline (location accurate) F Anticline (location concealed) M (location accurate) M (location concealed) Faults (Washingtion DNR 1:100K mapping) Thrust fault (location accurate). Sawteeth on upper plate. + Normal fault (location concealed). Bar and ball on block. ; ; Normal fault (location accurate). Bar and ball on block. ; ; Surveyed Monitoring Network Well Location @ A 26H1 ---PAGE BREAK--- ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; + + + + + ; ; + + + + + + + ; ; ; ; + + + + ; ; ; ; + + + + + + + + + + + + + + + + + F F F F F M M M M M M M F F F F F F F F F F F F M M M M M M M F F F F F FF F F M M M M M M M M M M M M M M M M M M QUARRY FAULT THE DA LLES S YNCLIN E WETLE BUTTE ANTICLINE 26 16 26J 33L 33D 27J 27M 36F4 36F3 36F2 36G1 36G2 36G3 36G4 36G5 24N2 24N1 21J3 16M1 16M2 16M3 16M4 16Q1 16Q2 16Q3 16Q4 16R1 16K1 16J1 16J2 16J3 16E1 16D1 16C1 16G1 15N1 15M1 14P1 14Q1 14R2 14R1 14J4 14J3 14J2 14J1 13M1 13Q1 13R1 13K1 13D1 13C1 13F1 13B1 13B2 13A1 34D4 34D3 34D2 28R7 22Q2 25P1 25P2 25P3 25P4 25P5 25P6 25P7 25P8 25P9 34E2 22Q1 27A5 34L1 34L2 34L3 34L4 27R1 28R6 28R1 34E4 34E3 34E1 33R1 33N1 33J2 33J1 33H1 33G1 33F1 33C1 33A4 33A3 33A2 28R5 28R3 28R2 28P3 28P2 28P1 28L2 28L1 28J6 28J5 28J4 28J3 28J2 28J1 28G2 28G1 28F2 28F1 28A1 27M4 27M3 27M2 27M1 27L1 27J1 27H1 27G1 27B1 26M2 26M1 26D1 23J3 23J2 23J1 22P1 22J1 22F1 21J2 21J1 21D1 21C1 21B1 21B2 21B3 21B4 16P10 16P11 16P12 16P13 16P14 16SW1 16SW2 16SW3 36J1 36J2 36J3 36J4 36J5 36J6 36J7 36J8 16P1 16P2 16P3 16P4 16P5 34D1 36F1 25N1 25N2 25N3 25N4 25N5 25N6 33A1 28R4 28Q1 28Q2 28Q3 28Q4 28Q5/28R 21R1 21R2 21R3 21R4 16L1 thru 16L25 (25 Well Logs) 27A1 27A2 27A3 27A4 27A6 27A7 27A8 27A9 27A10 27A11 27A12 27J5/28R 27A13 27A14 27A15 27A16 27A17 27A18 27A19 27A20 27A21 27A22 27A23 36G6 36G7 36G8 36G9 36G10 16P6 16P7 16P8 16P9 12Q1 12Q2 12Q3 12Q4 12Q5 12Q6 12SE Qfg Mv(wpr) Mv(wfs) Mv(wfs) Mv(wpr) Qd Qfg Mv(wfs) Qfg Mv(wr) Mv(wr) Mc(d) Mv(gN2) Mv(wr) Mv(wr) Qfg Mv(wr) Qls Mc(d) Qa Mv(wr) Qd Qfg Mv(gN2) Qa Qa Mc(d) Mv(wfs) Qa Mv(wpr) Mv(wpr) Mv(wr) Qfg Mv(wr) A A' 9 35 34 33 25 26 27 24 23 22 13 14 15 12 36 28 21 16 11 10 GIS Path: T:\projects_8\WRIA30\070024\Delivered\Dallesport_Water_Avail_Study\Fig3_1_WellLocsAndGeology.mxd II Coordinate System: NAD 1983 StatePlane Washington South FIPS 4602 Feet II Date Saved: 05/12/2011 II User: pwittman II Print Date: 06/14/2011 Well Location and Geologic Map Dallesport Water Availability Study WRIA 30, Washington C O N SU LTI N G FIGURE NO. 3.1 MAY-2011 PROJECT NO. 070024 BY: JMS/PPW REV BY: - - - 0 2,000 4,000 Feet Folds (Washingtion DNR 1:100K mapping) Faults (Washingtion DNR 1:100K mapping) Well Depth (ft): < 150 151 - 300 301 - 450 451 - 600 > 600 Location Source (not surveyed): Aspect (Approximate) Surficial Geologic Units (Washington DNR 1:100K) Alluvial Deposits Bedrock Sedimentary Wells Thrust fault (location accurate). Sawteeth on upper plate. + Normal fault (location concealed). Bar and ball on block. ; ; Normal fault (location accurate). Bar and ball on block. ; ; F Anticline (location accurate) F Anticline (location concealed) M (location accurate) M (location concealed) Qfg - outburst flood deposits, gravel Qls - mass-wasting deposits, mostly landslides Mc(d) - continental sedimentary deposits or rocks, Dalles Formation Cross Section A-A' Dept. of Ecology Qd - dune sand Qa - alluvium Sections 8 Mv(gN2) - Grande Ronde Basalt, upper flows of normal magnetic polarization Mv(wfs) - Wanapum Basalt, Frenchman Springs Member Mv(wr) - Wanapum Basalt, Roza Member Mv(wpr) - Wanapum Basalt, Priest Rapids Member ---PAGE BREAK--- 400 1000 800 200 Mv (wfs) 0 600 1200 -400 -600 -[PHONE REDACTED] 800 200 0 600 1200 -400 -600 -200 Columbia River 0 2000 4000 6000 8000 10000 12000 14000 16000 18000 20000 22000 24000 26000 28000 30000 Mv (wr) Qd/Qfg Mv (wpr) Qd/Qfg ? Mv (wr) Mv (wpr) Mv (wr) Mv (wpr) Mv (wfs) Mv (wfs) ? Normal Fault Normal Fault Normal Fault ? ? ? ? ? ? ? ? ? ? Mc Mc Mc Mc Mc Mc Mv (wpr) Mv (wr) Mc Mc Mc Mv (wpr) Scale: 1" = 2000' Horiz. 1" = 200' Vert. Vertical Exaggeration = 10X Elevation in Feet (NGVD) FIGURE NO. PROJECT NO. DATE: REVISED BY: DRAWN BY: DESIGNED BY: Cross Section A-A' Dallesport Water Availability Study WIPA 30, Washington April 2011 JMS PMB JMS (May 2011) 070024 3.2 Q:\WRIA\070024 WRIA 30\2011-04\070024-AA.dwg A South A' Northeast Elevation in Feet (NGVD) Feet 0 4000 2000 Legend Mv (wpr) Mv (wfs) Mv (wr) - Continental sedimentary rocks - Ellensburg formation - Wanapum basalt, Priest rapids - Wanapum basalt, Rosa - Wanapum basalt, Frenchman Springs - Cased Borehole - Open or Screened Borehole - Water Bearing Zone on drillers log - Water level on drillers log - Fault Mc Qd/Qfg WB ---PAGE BREAK--- ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; + + + + + ; ; + + + + + + + ; ; ; ; + + + + ; ; ; ; + + + + + + + + + + + + + + + + + F F F F F M M M M M M M F F F F F F F F F F F F M M M M M M M F F F F F FF F F M M M M M M M M M M M M M M M M M M ! ! ! ! ! QUARRY FAULT THE DA LLES S YNCLIN E WETLE BUTTE ANTICLINE Fi ve m ile Cr eek Columbia River Thre em ile Creek Five m ile C r ee k Th r ee m ile Cre e k S t an l e y C anyo n 9 35 33 25 26 27 28 24 23 22 13 14 15 12 11 36 34 21 16 10 33F1 33J2 (28) 33G1 (22) 33A3 (72) 28Q3 (62) 28Q2 (77) 28Q1 (68) 28P3 (52) 23J3 (309) 23J2 (314) 22F1 (158) 16J1 (437) 16G1 (448) 16C1 (410) 15N1 (431) 14R1 (595) 14J1 (614) 13M1 (691) 21C1 (63) 25N1 (127) 13B1 (707) 34L4 (62) 34E2 (59) 34E1 (62) 28R7 (75) 27A5 (78) 26J (163) 22Q2 (69) 22Q1 (73) 21J2 (92) 16Q2 (92) 16L1 (86) 21J1 (245) 16Q1 (130) 16K1 (152) 13R1 (601) 12Q6 (599) 12Q2 (518) 350 300 400 250 200 150 50 700 450 100 500 550 250 200 150 100 600 350 300 400 150 400 300 200 GIS Path: T:\projects_8\WRIA30\070024\Delivered\Dallesport_Water_Avail_Study\Fig3_3_GWElevContours-RozaAndFrenchman.mxd II Coordinate System: NAD 1983 StatePlane Washington South FIPS 4602 Feet II Date Saved: 06/02/2011 II User: pwittman II Print Date: 06/02/2011 Groundwater Elevation Contour Map – Roza and Frenchman Springs Members of the Wanapum Basalt Dallesport Water Availability Study - WRIA 30, Washington C O N SU LTI N G FIGURE NO. 3.3 JUN-2011 PROJECT NO. 070024 BY: JMS/PPW REV BY: - - - 0 2,000 4,000 Feet Faults and Folds (Washingtion DNR 1:100K): Non-Surveyed Well Location (with Well Log Water Level*) Surveyed Well Locations: Color indicates water level source: Roza Member Priest Rapids Member Frenchman Springs Shape indicates Wanapum Basalt well completion unit: 34L1 (22) 34E1 (62) $ April 2010 Water Level* Normal fault (location accurate). Bar and ball on block. ; ; Normal fault (location concealed). Bar and ball on block. ; ; *Water Level Notes: - Water level elevation in units of feet. - Only wells completed in Roza or Fenchman Springs Members with water levels are labeled. Non-Surveyed Well Locations: $ Well Log Water Level* Well ID Water Level* Groundwater Elevation Contours (50-foot Intervals) 100 Groundwater Elevation in Roza and Frenchman Springs Members: Thrust fault (location accurate). Sawteeth on upper plate. + Groundwater Flow Direction F Anticline (location concealed) M (location accurate) M (location concealed) ! F Anticline (location accurate) ---PAGE BREAK--- ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; ; + + + + + ; ; + + + + + + + ; ; ; ; + + + + ; ; ; ; + + + + + + + + + + + + + + + + + F F F F F M M M M M M M F F F F F F F F F F F F M M M M M M M F F F F F FF F F M M M M M M M M M M M M M M M M M M ! ! QUARRY FAULT THE DA LLES S YNCLIN E WETLE BUTTE ANTICLINE Fi ve m ile Cr eek Columbia River Thre em ile Creek Five m ile C r ee k Th r ee m ile Cre e k S t an l e y C anyo n 9 35 33 25 26 27 28 24 23 22 13 14 15 12 11 36 34 21 16 10 28J3 (68) 28F1 (118) 16R1 (289) 12SE (920) 33C1 (124) 28R5 (137) 27M1 (148) 27J1 (183) 27G1 (210) 14Q1 (577) 13B2 (807) 200 850 900 150 GIS Path: T:\projects_8\WRIA30\070024\Delivered\Dallesport_Water_Avail_Study\Fig3_4_GWElevContours-PriestRapids.mxd II Coordinate System: NAD 1983 StatePlane Washington South FIPS 4602 Feet II Date Saved: 06/02/2011 II User: pwittman II Print Date: 06/02/2011 Groundwater Elevation Contour Map – Priest Rapids Member of the Wanapum Basalt Dallesport Water Availability Study - WRIA 30, Washington C O N SU LTI N G FIGURE NO. 3.4 JUN-2011 PROJECT NO. 070024 BY: JMS/PPW REV BY: - - - 0 2,000 4,000 Feet Faults and Folds (Washingtion DNR 1:100K): Non-Surveyed Well Location (with Well Log Water Level*) Surveyed Well Locations: Color indicates water level source: Roza Member Priest Rapids Member Frenchman Springs Shape indicates Wanapum Basalt well completion unit: 34L1 (22) 34E1 (62) $ April 2010 Water Level* Normal fault (location accurate). Bar and ball on block. ; ; Normal fault (location concealed). Bar and ball on block. ; ; *Water Level Notes: - Water level elevation in units of feet. - Only wells completed in Priest Rapids Member with water levels are labeled. Non-Surveyed Well Locations: $ Well Log Water Level* Well ID Water Level* Groundwater Elevation Contours (50-foot Intervals) 100 Groundwater Elevation in Priest Rapids Member: Thrust fault (location accurate). Sawteeth on upper plate. + Groundwater Flow Direction F Anticline (location concealed) M (location accurate) M (location concealed) ! F Anticline (location accurate) ---PAGE BREAK--- 50 60 70 80 90 100 500 600 700 [PHONE REDACTED] bia River Stage (ft MSL) water Elevation (ft MSL) T02N/R13E T02/R13‐12Q2 T02/R13‐12SE T02/R13‐12Q6 T02/R13‐13R1 T02/R13‐13B1 T02/R13‐16K1 Notes: Columbia River stage is from USGS Station # 1410570; located 2.6 miles from The Dalles Dam. Any depth to groundwater measurements from Table 2.2 which had fluctuating water levels were not included in the hydrographs. Aspect Consulting 6/17/2011 S:\WRIA 30\Phase 4\LowerKlick Dallesport Avail Study -012\Dallesport Water Availability Study\Report\Well Summary Table - Dallesport Area.xls Figure 3.5 - Water Level Hydrographs Dallesport Water Availability Study WRIA 30, Washington 0 10 20 30 40 0 100 200 [PHONE REDACTED] 2011 2012 Columb Groundw T02/R13‐16K2 T02/R13‐16L1 T02/R13‐16Q1 T02/R13‐16Q2 T02/R13‐16R1 T02/R13‐21C1 T02/R13‐21J1 T02/R13‐21J2 T02/R13‐22Q1 T02/R13‐22Q2 T02/R13‐25N1 T02/R13‐26J T02/R13‐27A5 T02/R13‐28F1 T02/R13‐28J3 T02/R13‐28R7 T02/R13‐34E1 T02/R13‐34E2 T02/R13‐34L4 Columbia River Stage ---PAGE BREAK--- Notes: Dallesport annual precipitation data from DALLESPORT FCWOS AP (NOAA #451968). 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 1940 1950 1960 1970 1980 1990 2000 2010 2020 Annual Precipitaton (in) Annual Precipitation Annual Precipitation (Dallesport Airport) Mean Annual Precipitation (Dallesport Airport; 13.69 in) 10 Cumulative Departure from Mean Annual Precipitation 0 5 10 15 20 25 30 1940 1950 1960 1970 1980 1990 2000 2010 2020 Annual Precipitaton (in) Annual Precipitation Annual Precipitation (Dallesport Airport) Mean Annual Precipitation (Dallesport Airport; 13.69 in) -25 -20 -15 -10 -5 0 5 10 1940 1950 1960 1970 1980 1990 2000 2010 2020 Cumulative Departure (in) Cumulative Departure from Mean Annual Precipitation Cumulative Departure (Dallesport Airport) Aspect Consulting 6/17/2011 S:\WRIA 30\Phase 4\LowerKlick Dallesport Avail Study -012\Dallesport Water Availability Study\Report\Figure 3.6 - Precipitation Analysis.xls Figure 3.6 Long-Term Precipitation Analysis Dallesport Water Availability Study WRIA 30, Washington ---PAGE BREAK--- APPENDIX A Well Completion Summary Table for the Dallesport Peninsula ---PAGE BREAK--- Appendix A - Well Completion Summary for the Dallesport Peninsula Dallesport Water Availability Study WRIA 30, Washington Aspect Consulting 6/17/2011 V:\070024 WRIA 30 Phase 4\Deliverables\013 Dallesport Water Availability Study\Final\Well Summary Table - Dallesport Area Appendix A Page 1 of 4 Well Static Water Well Pumping Drawdown Specific Comments Original Map Depth Year Level Diameter Upper Lower Rate Capacity Well ID Well Owner Location (ft) Drilled (ft bgs) (in) (ft bgs) (ft bgs) (gpm) (ft) (gpm/ft) 465563 DENNIS E BEEKS 12SE 345 8/23/2006 40 6 19 345 50 - - 138773 DENNIS BEEKS 12Q1 385 7/24/1985 325 6 20 385 40 - - 138775 DENNIS BEEKS 12Q2 725 8/9/1997 125 6 85 725 50 - - 141059 JACK SCHREINER 12Q3 590 11/11/1992 40 6 19 590 3 - - 141060 JACK SCHREINER 12Q4 460 11/16/1992 50 6 44 460 60 - - 141821 JOHN HUTESON JR. 12Q5 390 10/17/1980 225 6 39 390 10 - - 145444 STAN MILLER 12Q6 405 8/4/1993 270 6 79 405 60 - - 138798 DENNIS HOEYE 13A1 310 6/12/1994 165 6 79 310 60 - - 138643 DAVID HYDE 13B1 340 10/12/1994 185 6 19 340 75 - - 143205 MELVIN THORNBUG 13B2 200 4/3/1978 85 6 35 200 60 - - 341485 MIKE JABLONSKI 13F1 266 6/20/2002 135 6 226 266 75 - - 145062 RONALD JOHNSON 13C1 340 5/16/1984 152 6 20 340 110 - - 137804 CHARLES STERRIT 13D1 370 4/8/1978 125 6 52 370 25 - - 143532 MURDOCK WATER ASSOC. 904 13K1 420 8/5/1993 225 6 - - 80 - - 142046 JULIUS COURTNEY 13R1 410 6/15/1991 275 6 65 410 70 - - 141061 JACK SCHREINER 13Q1 390 11/24/1992 0 10 39 390 550 - - 145274 SCHREINER FARMS 13M1 180 3/9/1994 100 6 79 180 50 - - 140001 FRENCHE VEZINA 14J1 550 3/16/1982 150 6 375 550 150 - - 142012 JOSEPH BLANCK 14J2 340 4/14/1978 125 8 20 340 - - - 191941 RICHARD MURRAY 14J3 130 5/17/1999 81 6 57 130 15 - - 191942 RICHARD MURRAY 14J4 330 5/21/1999 31 6 59 330 18 - - 302716 DAN STINGL 14R1 220 4/10/2001 15 6 220 80 - - - 417939 JOHN BOGGESS 14R2 250 7/25/2005 115 6 - - 35 - - 475774 JOSEPH SCHREINER 14Q1 74 12/12/2006 20 6 35 60 100 - - 143035 MARTHA NIBLACK 14P1 490 2/12/1981 370 6 60 490 30 - - 417934 GARY AND LYNDA LAVINE 15M1 280 8/4/2005 175 8 39 280 75 - - 141350 JERRY FRAZIER 15N1 290 9/25/1979 48 6 40 290 125 - - 143790 ORISON MURDOCK 16 128 80 8 49 128 25 - - 140252 GEORGE MC KINNON 16G1 142 1/27/1971 100 6 22.5 142 15 - - 257404 ERIC SCHMID 16C1 405 6/28/2000 230 6 148 405 60 - - 296476 IVOR JONES 16D1 205 130 6 20 205 8 - - 534981 ROBERT HOGFOSS 16E1 180 5/30/2008 70 6 59 180 20 - - 142439 LARRY FRAZIER INC. 16J1 100 5/29/1978 55 6 20 100 30 - - 145275 SCHREINER FARMS 16J2 295 5/15/1989 100 6 220 295 300 - - 296487 JACK SCHREINER 16J3 285 97 8 [PHONE REDACTED] - - 417069 MURDOCK WATER ASSOC. 904 16K1 420 8/5/1993 225 6 - - 80 - - 142075 KARL MOORE 16R1 107 4/1/1960 10 8 14 107 75 - - 317851 KARL MOORE 16Q1 400 8/12/2001 205 6 - - 100 - - 317853 KARL MOORE 16Q2 425 8/19/2001 243 6 - - 80 - - 352374 KARL MOORE 16Q3 385 10/12/2002 85 6 140 160 75 - - 377239 IVOR JONES 16Q4 306 10/14/1995 216 6 246 306 25 - - 140251 GEORGE MC KIMMOM 16SW1 175 10/24/1972 119 6 - - 60 - - 140255 GEORGE MCKINNON 16SW2 270 7/28/1989 145 6 - - 65 - - 140856 HOWARD SHAW 16SW3 280 8/15/1989 196 6 20 280 50 - - 137029 Bert Arndt 16L1 285 10/10/1994 195 6 245 285 30 - - 137660 CECIL ADOM 16L2 286 7/28/1977 - 6 - - 40 - - 137669 CECIL ODOM 16L3 220 1/15/1980 120 6 120 220 65 - - 139363 EARL COOPER 16L4 280 3/27/1982 90 6 - - 70 - - 139365 EARL COOPER ADD. 16L5 175 4/6/1979 99 6 30 175 20 - - 139366 EARL COOPER ADD. 16L6 325 4/5/1979 175 6 38.5 325 75 - - 139367 EARL COOPER ADD. 16L7 344 4/3/1979 175 6 29 344 90 - - 139368 EARL COOPER ADDDITION 16L8 150 3/30/1979 99 6 62 150 60 - - 140253 GEORGE MC KINNON 16L9 175 10/24/1972 119 6 175 175 60 - - 140933 IVER JONES 16L10 315 6/2/1973 157 6 0 315 25 - - 142476 LARRY ODOM 16L11 330 - 6 - - - - - 142800 LOUIS MELIUS 16L12 320 6/26/1996 240 6 39 320 45 - - 143531 MURDOCK TRACT WATER FUND 16L13 250 156 6 190 199 40 76 0.5 143986 PEARL & JAMES FEHR 16L14 115 4/19/1983 70 6 50 115 125 - - 144776 ROBERT KNOWLES 16L15 125 100 6 18 125 20 6 3.3 144777 ROBERT KNOWLES 16L16 250 6/30/1972 183 6 26 250 17 - - 145047 RONADL JOHNSON 16L17 395 7/15/1996 235 6 335 395 85 - - 191888 LARRY G CLARK 16L18 471 7/26/1999 260 6 - - 120 - - Open/Screen Interval ---PAGE BREAK--- Appendix A - Well Completion Summary for the Dallesport Peninsula Dallesport Water Availability Study WRIA 30, Washington Aspect Consulting 6/17/2011 V:\070024 WRIA 30 Phase 4\Deliverables\013 Dallesport Water Availability Study\Final\Well Summary Table - Dallesport Area Appendix A Page 2 of 4 Well Static Water Well Pumping Drawdown Specific Comments Original Map Depth Year Level Diameter Upper Lower Rate Capacity Well ID Well Owner Location (ft) Drilled (ft bgs) (in) (ft bgs) (ft bgs) (gpm) (ft) (gpm/ft) Open/Screen Interval 257405 NORMAN BENNETT 16L19 410 8/23/2000 225 6 350 390 30 - - 296177 CECIL ODOM 16L20 190 48 6 53 191 8 128 0.06 335149 CECILL ODOM 16L21 395 4/9/2002 225 6 - - 85 - - 341486 DARYL BEEKS 16L22 198 8/29/2002 71 6 24 198 11 - - 375716 LARRY CLARK 16L23 445 2/19/2004 290 6 99 445 50 - - 377238 CECIL ODOM 16L24 280 5/3/1995 175 6 - - 60 - - 382350 STEVE COOK 16L25 503 5/26/2004 303 5.25 423 503 12.5 2 6.25 139324 E. B. COOPER 16M1 109 65 6 30 109 40 35 1.14 140101 GARY MORRIS 16M2 300 7/6/1992 175 6 19 300 60 - - 142200 KEN ZEILINSKI 16M3 88 4/7/1982 40 6 59 88 50 40 1.25 144075 PHILLIP HEARRON 16M4 109 4/9/1982 32 6 59 109 15 70 0.21 139132 DONALD CHAFFEE 16P1 200 4/20/1995 115 6 79 200 35 - - 139865 FRANK HEALEY 16P2 - 1/28/1971 - - 19.5 130 12 - - 140934 IVOR JONES 16P3 205 1/11/1971 130 6 20 205 8 55 0.15 143438 MINORS ADDITION WATER SUPPLY 16P4 260 6/10/1985 135 6 119 260 105 - - 145252 SAMUEL DEAN 16P5 20 9/15/1955 14 42 0 20 18 - - 317852 DACIA JOHNSON 16P6 408 8/2/2001 230 6 159 408 100 - - 341487 MINORS ADDITION 16P7 430 5/24/2002 250 6 - - 75 - - 363885 DAVID OJALA 16P8 383 6/17/2003 225 6 - - 60 - - 534968 AL LA FAZIO 16P9 82 8/28/2006 25 6 42 82 20 - - 139364 EARL COOPER 16P10 280 7/19/1978 105 6 88.5 280 100 - - 296386 FRANK HEALEY 16P11 130 - 6 20 130 12 - - 382338 GERALD SWEET 16P12 330 6/2/2004 225 6 290 330 30 - - 465564 NOAH J BOOHER 16P13 330 12/5/2006 200 6 260 320 50 - - 465565 BRAD GEARHART 16P14 330 10/19/2006 160 6 270 330 100 - - 138493 King, Darrel 21B1 170 7/29/1982 65 6 35 170 12 90 0.1 open hole 142438 Larry Frazier Inc. 21B2 150 2/13/1980 85 6 30 150 25 - - open hole 146082 Triple M Trust 21B3 350 8/16/1994 135 6 280 340 40 - - perforated 359317 Murray, Richard 21B4 270 5/18/1995 107 6 210 270 25 - - perforated 317854 Mcleod, John 21C1 385 7/26/2001 150 6 345 385 25 - - perforated 144558 Murray Richard 21D1 230 3/11/1991 76 6 37 230 20 - - open hole 403826 Moore, Charles 21J1 129 1/26/2005 75 6 79 129 30 - - no screen; perf 79-129 ft; 30 gpm/1 hr 403822 Moore, Charles 21J2 405 2/1/2005 240 6 219 405 100 - - no screen, no perforation; 100 gpm/ 1 hr 627931 Charles L Moore 21J3 125 11/27/2009 85 6 85 125 40 - - 139054 Graves, Don 21R1 160 9/3/1982 125 6 - - 40 - - open bottom 139146 Groves, Donald 21R2 140 111 8 - - 100 6 16.7 open bottom 405756 Graves, Douglas 21R3 180 3/18/2005 125 6 - - 45 - - open bottom 413144 Graves, Donald 21R4 180 7/1/2005 125 6 - - 200 - - open bottom 139979 Smith, Fred 22F1 500 200 12 90 500 700 7 100 no screen, no perf; 700 gpm w/ 7ft drawdown after 60 hrs 143367 Roggencamp, Mike 22J1 87 5/11/1991 25 6 47 87 20 50 0.4 no screen; perf 47-87 ft; 20 gpm w/ 50ft drawdown after 2 hrs 146335 Gregory, W.H. 22P1 285 5/18/1973 77 10 20 285 800 - - no screen, no perf 142285 Kiewit-Pacific Company 22Q1 460 7/26/1990 210 10 20 460 700 - - no screen, no perf; 700 gpm/1 hr 543344 Myron Smith/Hood River Sand & Gravel 22Q2 516 2/18/2008 202 10 343 618 600 - - deepening of Kiewit-Pacific Company well 254773 Ross Island Sand & Gravel 23J1 42 11/18/1999 - 2 22 42 - - - monitoring well 254774 Ross Island Sand & Gravel 23J2 40 11/19/1999 17 2 20 40 - - - monitoring well 254775 Ross Island Sand & Gravel 23J3 35 11/22/1999 22 2 20 35 - - - monitoring well - Gilmore, Roy 26D1 720 1/0/1900 205 6 - - 25 - - no screen, no perf; 25 gpm/1 hr 257407 DALE DENNIS 24N1 28 7/13/2000 - 2 65 75 15 - - monitoring well 257408 DALE DENNIS 24N2 21 7/13/2000 - 2 18 28 - - - monitoring well 257409 SCHREINER FARM 25P1 50 7/14/2000 - 2 40 50 - - - monitoring well 257410 SCHREINER FARM 25P2 16 7/14/2000 - 2 6 16 - - - monitoring well 257411 SCHREINER FARM 25P3 30 7/17/2000 - 2 20 30 - - - monitoring well 257412 SCHREINER FARM 25P4 48 7/17/2000 - 2 38 48 - - - monitoring well 413145 RECYCLED ALUMINUM METALS 25P5 80 6/27/2005 47.5 2 70 80 - - - monitoring well 413146 RECYCLED ALUMINUM METALS 25P6 81 6/27/2005 46 2 71 81 - - - monitoring well 413147 RECYCLED ALUMINUM METALS 25P7 80 6/27/2005 45 2 69.5 79.5 - - - monitoring well 413148 RECYCLED ALUMINUM METALS 25P8 69 6/27/2005 46.5 2 58.5 68.5 - - - monitoring well 413149 RECYCLED ALUMINUM METALS 25P9 71 6/27/2005 - 2 61 71 - - - monitoring well 556430 DEPT OF ECOLOGY 25P10 81 8/15/2008 - 2 71 81 - - - monitoring well 142308 KLICKITAT COUNTY PORT DIS. #1 25N1 210 7/7/1970 70 6 210 210 250 90 2.8 302091 US ARMY CORPS OF ENGINEERS 25N2 20 9/5/2000 8.5 4 5 20 - - - monitoring well 302092 US ARMY CORPS OF ENGINEERS 25N3 20 9/5/2000 8.5 4 5 20 - - - monitoring well ---PAGE BREAK--- Appendix A - Well Completion Summary for the Dallesport Peninsula Dallesport Water Availability Study WRIA 30, Washington Aspect Consulting 6/17/2011 V:\070024 WRIA 30 Phase 4\Deliverables\013 Dallesport Water Availability Study\Final\Well Summary Table - Dallesport Area Appendix A Page 3 of 4 Well Static Water Well Pumping Drawdown Specific Comments Original Map Depth Year Level Diameter Upper Lower Rate Capacity Well ID Well Owner Location (ft) Drilled (ft bgs) (in) (ft bgs) (ft bgs) (gpm) (ft) (gpm/ft) Open/Screen Interval 302093 US ARMY CORPS OF ENGINEERS 25N4 20 9/5/2000 8.5 4 5 20 - - - monitoring well 302094 US ARMY CORPS OF ENGINEERS 25N5 20 9/5/2000 8.5 4 5 20 - - - monitoring well 590547 DICK WISE 26 388 4/5/1968 150 8 - - - - - 140342 ROY GILMORE 26D1 720 8/5/1998 205 6 - - 25 - - 138377 Dallesport Industrial Park 26J 292 12/4/1982 55 12 98 292 1450 - - no screen, no perf; blow test 1450 gpm 144448 Recycled Aluminum Metals Co 26M1 36 5/9/1991 Dry 4.5 31 36 - - - perforated; dry well 144449 Recycled Aluminum Metals Co 26M2 40 5/9/1991 Dry 4.5 35 40 - - - perforated; dry well 141242 Jarl Construction 27A1 215 5/6/1975 48 10 19 215 20 0 >20 no screen; no perf; 20 gpm w/ 0 ft drawdown after 1 hr. 141243 Jarl Construction 27A2 595 8/27/1975 183 12 185 595 20 0 >20 no screen, no perf; 20 gpm w/ 0 ft drawdown after 1 hr. 146238 Jarl, Vernie 27A3 150 4/15/1980 55 6 30 150 55 - - no screen; no perf; blow test 55 gpm 296607 Mid-Columbia Asphalt 27A4 520 1/0/1900 208 6 179 520 300 - - no screen, no perf; 300 gpm/ 1 hr 341488 Eiesland, Robert 27A5 495 5/16/2002 195 8 - - 1000 - - no screen; no perf; 1000 gpm/ 1 hr 474060 Mid Columbia Asphalt 27A6 8 2/12/2007 Dry 4.25 - - - - - boring 474062 Mid Columbia Asphalt/ Farallon Construction 27A7 15 2/12/2007 Dry 4.25 - - - - - boring 474064 Mid Columbia Asphalt/ Farallon Construction 27A8 13 2/12/2007 Dry 4.25 - - - - - boring 474066 Mid Columbia Asphalt/ Farallon Construction 27A9 11 2/12/2007 Dry 4.25 - - - - - boring 474068 Mid Columbia Asphalt/ Farallon Construction 27A10 3 2/12/2007 Dry 4.25 - - - - - boring 474070 Mid Columbia Asphalt/ Farallon Construction 27A11 8 2/12/2007 Dry 4.25 - - - - - boring 474077 Mid Columbia Asphalt 27A12 8 2/12/2007 Dry 4.25 - - - - - boring 474079 Mid Columbia Asphalt 27A13 15 2/12/2007 Dry 4.25 - - - - - boring 474081 Mid Columbia Asphalt 27A14 13 2/12/2007 Dry 4.25 - - - - - boring 474083 Mid Columbia Asphalt 27A15 11 2/12/2007 Dry 4.25 - - - - - boring 474085 Mid Columbia Asphalt 27A16 3 2/12/2007 Dry 4.25 - - - - - boring 474087 Mid Columbia Asphalt 27A17 8 2/12/2007 Dry 4.25 - - - - - boring 556422 Granite Grado Ventures 27A18 8 1/8/2008 Dry - - - - - - boring 556423 Granite Grado Ventures 27A19 11 1/8/2008 Dry - - - - - - boring 556424 Granite Grado Ventures 27A20 18 1/8/2008 Dry - - - - - - boring 556425 Granite Grado Ventures 27A21 8 1/8/2008 Dry - - - - - - boring 556426 Granite Grado Ventures 27A22 11 1/8/2008 Dry - - - - - - boring 556427 Granite Grado Ventures 27A23 18 1/8/2008 Dry - - - - - - boring 296561 Tidyman, Lawrence 27B1 280 86 10 20 280 1000 - - 1000 gpm 137954 Circle T Enterprises 27G1 120 4/3/1998 30 6 19 120 60 - - no screen, no perf; 60 gpm/ 1 hr 144446 Rabanco Regional Landfill 27H1 185 10/5/1990 70 6 100 140 15 - - no screen; perf 100-140 ft; 15 gpm/ 1hr 144274 Carstens, Ralph 27J 85 3/16/1993 10 6 20 85 60 - - no screen, no perf; 60 gpm/ 1 hr 144933 Cool, Roger 27J1 125 3/20/1980 30 6 20 125 65 - - no screen, no perf; blow test 65 gpm 465567 Trujillo, William 27L1 150 12/1/2006 70 6 19 150 70 - - open hole 145929 Harth, Tom 27M 140 3/16/1993 25 6 26 140 60 - - no screen, no perf; 60 gpm/ 1 hr 142551 Showalter, LeRoy 27M1 110 7/27/1982 75 6 80 110 35 - - no screen, no perf; blow test 35 gpm 145124 Gilmore, Roy 27M2 125 3/31/1988 49 6 65 125 70 - - no screen, no perf; blow test 70 gpm 359648 Ellett, Donald 27M3 105 4/9/2003 25 6 19 105 10 - - open hole 359650 Ellett, Donald 27M4 150 4/10/2003 45 6 19 150 45 - - open hole - Unknown 27R1 - - - - - - - - no available well log 137656 Sterritt, Catherine 27J5/28R 185 11/29/1993 40 6 19 185 45 - - no screen, no perf; 45 gpm/ 1hr 296088 Ogawa, Akira 28A1 169 66 8 60 148 80 20 4.0 perforated & open hole; 80 gpm w/ 20 ft drawdown 140656 Toda, Harry 28F1 170 10/18/1972 - - - - - - - no well log - Toda, Harry 28F2 170 79 8 140 170 25 22 1.1 no screen; perf 140-170 ft; 25 gpm w/ 22 ft. drawdown after 1.5 hrs 139900 Toda, Frank 28G1 100 2/2/1953 65 8 98 100 160 - - yield 160 gpm 141581 Wise, Jim 28G2 155 4/12/1979 27 6 19 155 150 - - no screen, no perf; blow test 150 gpm 296723 Sisson, Owen 28J1 189 - 8 44 189 50 - - yield 50 gpm 140619 Shepler, Harold 28J2 251 12/12/1975 45 8 59 251 40 - - no screen, no perf; 20 gpm w/ 60 ft drawdown after 1 hr 143530 Mt. View Water Association 28J3 210 3/7/1980 125 6 95 208 70 - - no screen, no perf; blow test 70 gpm 140618 Shepler, Harold 28J4 120 3/10/1983 37 6 20 120 40 - - no screen, no perf; blow test 40 gpm 142451 Holliday, Larry 28J5 140 3/14/1983 68 6 100 140 35 - - no screen, no perf; blow test 35 gpm 138378 Dallesport Mobile Home 28J6 - 10/11/1988 50 8 - - 60 - - reconditioned well 140864 Bullock, Hugh 28L1 220 2/27/1979 101 6 18.5 220 120 - - no screen, no perf; blow test 120 gpm 136635 Sexton, Allen 28L2 225 4/18/1989 150 6 29 225 50 - - no screen, no perf; blow test 50 gpm/ 1 hr 143092 Harrison, Marvin 28P1 200 9/23/1980 95 6 20 200 100 - - no screen, no perf; blow test 100 gpm 143498 Leno, Franke 28P2 205 11/20/1981 115 6 30 200 100 - - no screen, no perf; blow test 100 gpm 302710 Saburo, Akita 28P3 220 3/12/2001 125 6 160 220 75 - - no screen; perf 160-220 ft; blow test 75 gpm/ 1 hr. 137479 Williams, Bud 28Q1 205 12/1/1971 119 6 19 205 50 - - no screen, no perf; 50 gpm air lift 138375 Dallesport Domestic Water 28Q2 182 1/24/1980 110 6 - - 75 - - no screen, no perf; blow test 75 gpm 136785 Dahl, Arthur 28Q3 210 3/7/1980 125 6 95 208 70 - - no screen, no perf; blow test 70 gpm ---PAGE BREAK--- Appendix A - Well Completion Summary for the Dallesport Peninsula Dallesport Water Availability Study WRIA 30, Washington Aspect Consulting 6/17/2011 V:\070024 WRIA 30 Phase 4\Deliverables\013 Dallesport Water Availability Study\Final\Well Summary Table - Dallesport Area Appendix A Page 4 of 4 Well Static Water Well Pumping Drawdown Specific Comments Original Map Depth Year Level Diameter Upper Lower Rate Capacity Well ID Well Owner Location (ft) Drilled (ft bgs) (in) (ft bgs) (ft bgs) (gpm) (ft) (gpm/ft) Open/Screen Interval - Dallesport Domestic Water 28Q4 182 110 - - 75 - - no screen, no perf; blow test 75 gpm / 1 hr 138376 Dallesport Domestic Water 28Q5/28R 290 8/1/1988 147 6 - - 33 0 >33 no screen, no perf; no drawdown - Unknown 28R1 - - - - - - - - no available well log 296179 Odom, Cecil 28R2 90 3 6 40 90 10 67 0.1 yields 10 gpm w/ 67 ft drawdown after 30 min 296968 Williams, Tom 28R3 187 120 8 8 187 - - - no screen, no perf; thickness of aquifer unknown 141854 Lundry, John 28R4 86 8/15/1989 23 6 19 86 75 - - no screen, no perf; blow test 75 gpm / 1 hr - Ogawa, Akira 28R5 169 60 6 60 169 80 20 4.0 perf 60-90 ft; open 115-169 ft; 80 gpm with 20 ft drawdown - Unknown 28R6 - - - - - - - - no available well log 556409 Joanne E Payne 28R7 240 9/29/2008 140 6 200 240 40 - - perf 200-240 143338 Helyer, Mike 33A1 265 12/15/1975 162 6 19 265 40 80 0.5 no screen, no perf; 40 gpm w/ 80 ft drawdown after 1 hr 138374 Dallesport Community Park 33A2 365 7/29/1981 185 8 280 365 600 - - no screen, no perf; blow test 600+ gpm 145813 Marjory, T. & Foley, R. 33A3 250 8/18/1983 135 8 170 250 360 - - no screen, no perf; blow test 360 gpm 138373 Dallesport Community Park 33A4 - 5/10/1986 - - - - - - - reconditioned well 296266 Dallesport Development Community 33C1 110 40 6 18 110 1 20 0.1 open hole 144133 Prospect Water Association 33D 313 9/26/1988 165 6 189 312 60 0 >60 no screen, no perf; blow test 60 gpm/ 1 hr; 0 ft drawdown 140590 Hays, Harold 33F1 245 9/14/1989 153 6 180 240 45 - - no screen; perf 180-280 ft; blow test 45 gpm / 2hrs 142708 Williams, Lindsey 33G1 240 7/1/1987 175 6 19 240 32 - - no screen, no perf; blow test 32 gpm 141797 Haggard, John 33H1 120 5/22/1978 10 6 21.5 120 10 - - no screen, no perf; blow test 10 gpm 140272 Sheradella, George 33J1 230 8/2/1977 57 6 19 230 21 165 0.1 no screen, no perf; 21 gpm w/ drawdown 165 ft after 1 hr 142849 Lyle School District No. 406 33J2 320 4/15/1981 175 6 250 320 350 - - no screen, no perf; blow test 350 gpm 139141 Dietz, Donald 33L 163 5/23/1984 98 6 65 163 40 - - no screen, no perf; blow test 40 gpm 296230 Whitt, Cliff 33N1 298 168 6 247 298 60 1 60.0 open hole - Spokane, Portland & Seattle Railway 33R1 149 47 6 8 149 45 0 >45 45 gpm after 2 hr, negligible drawdown; no well log 560109 Klickitat Cnty PUD #1 34D1 40 10/1/2008 - 8 - - - - - boring 560115 Klickitat Cnty PUD #2 34D2 35 10/1/2008 - 8 - - - - - boring 560116 Klickitat Cnty PUD #3 34D3 40 10/1/2008 - 8 - - - - - boring 560117 Klickitat Cnty PUD #4 34D4 35 10/1/2008 - 8 - - - - - boring 138380 Dallesport Water Association 34E1 334 6/19/1979 150 10 296 334 235 6 39.2 Well No. 2 no screen; perf 296-334 ft; 235 gpm w/ 6 ft drawdown after 1 hr 429754 Dallesport Water Association 34E2 390 1/11/2006 180 6 307 309 250 - - Well No. 3 open hole 452274 Dallesport Water Association 34E3 - 4/21/2006 - - - - - - - Well No. 1 well decommissioning 138379 Dallesport Water Association 34E4 - 7/27/1979 - - - - - - - Well No. 2 well reconditioning - Unknown 34E1 - - - - - - - - no available well log 296265 The Dalles, OR 34L1 541 208 6 42 541 85 0 >85 original Airport Well - 85 gpm w/ 0 ft drawdown 521049 City of the Dalles & Klickitat Co 34L2 235 2/27/2008 151 8 - - - - - Original Airport Well well decommissioning 534955 City of the Dalles & Klickitat Co 34L3 235 4/15/2008 151 8 - - - - - Original Airport Well well decommissioning 521081 City of the Dalles & Klickitat Co 34L4 558 12/18/2007 189 12 342.5 539 1520 5 304 Replacement Airport Well screen 342.5-372.5 & 514-539 210652 US ARMY CORPS OF ENGINEERS 36G1 36 8/29/1999 - - - - - - - decomissioned boring 210653 US ARMY CORPS OF ENGINEERS 36G2 30 8/30/1999 - - - - - - - decomissioned boring 210654 US ARMY CORPS OF ENGINEERS 36G3 30 8/30/1999 - - - - - - - decomissioned boring 210655 US ARMY CORPS OF ENGINEERS 36G4 30 8/31/1999 - - - - - - - decomissioned boring 210656 US ARMY CORPS OF ENGINEERS 36G5 19 9/1/1999 - - - - - - - decomissioned boring 210657 US ARMY CORPS OF ENGINEERS 36G6 103 9/3/1999 - - - - - - - decomissioned boring 210658 US ARMY CORPS OF ENGINEERS 36G7 51 9/4/1999 - - - - - - - decomissioned boring 210659 US ARMY CORPS OF ENGINEERS 36G8 50 9/7/1999 - - - - - - - decomissioned boring 210660 US ARMY CORPS OF ENGINEERS 36G9 49 9/9/1999 - - - - - - - decomissioned boring 566907 US ARMY CORPS OF ENGINEERS 36G10 87 9/2/1999 - - - - - - - decomissioned boring 145792 US ARMY CORPS OF ENGINEERS 36F1 5 8/12/1993 - - - - - - - decomissioned boring 579223 US ARMY CORPS OF ENGINEERS 36F2 5 8/12/1993 - - - - - - - decomissioned boring 579224 US ARMY CORPS OF ENGINEERS 36F3 5 8/12/1993 - - - - - - - decomissioned boring 579225 US ARMY CORPS OF ENGINEERS 36F4 5 8/12/1993 - - - - - - - decomissioned boring 210661 US ARMY CORPS OF ENGINEERS 36J1 40 9/14/1999 - - - - - - - decomissioned boring 210662 US ARMY CORPS OF ENGINEERS 36J2 44 9/10/1999 33 4 36 44 - - - monitoring well 210663 US ARMY CORPS OF ENGINEERS 36J3 40 9/11/1999 24 4 18 26 - - - monitoring well 210664 US ARMY CORPS OF ENGINEERS 36J4 40 9/12/1999 33 4 35 40 - - - monitoring well 210665 US ARMY CORPS OF ENGINEERS 36J5 40 9/13/1999 22 4 20 25 - - - monitoring well 257413 GEOTECHNICAL EXPLORATION 36J6 80 6/5/2000 30 10 40 50 - - - monitoring well 257414 GEOTECHNICAL EXPLORATION 36J7 80 6/8/2000 30 6 54 71 - - - monitoring well 257415 GEOTECHNICAL EXPLORATION 36J8 80 6/8/2000 30 1 50 70 - - - monitoring well 257416 GEOTECHNICAL EXPLORATION 36J9 80 6/8/2000 30 1 50 70 - - - monitoring well ---PAGE BREAK--- APPENDIX B Basin-Scale Water Balance for Dallesport Study Area ---PAGE BREAK--- ASPECT CONSULTING PROJECT NO. 070024-013-01JUNE 17, 2011 B-1 Basin-Scale Water Balance for Dallesport Study Area The conventional basin-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 – all on an annual basis. To complete a full assessment, estimated water use by human activities – partitioned into estimated consumptive water use and return flow (water used but not consumed) – is added to the annual water balance. 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, 2007). The following subsections present the water use estimates, and then the full water balance, for the Dallesport study area. Water Use Estimates Estimated water use is an important element of the basin-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 current average annual conditions based on available information and numerous assumptions. Actual use varies for any given time period due to factors such as temperature, precipitation, or land use including cropping practices. A summary of the methods and results of estimating each of these water use categories are presented below. Irrigation Use Annual irrigation water use (acre-feet/year) is estimated by multiplying the irrigated area (acres) in the study area by a representative annual irrigation requirement, or water duty (feet/year). As of May 2010, information from the Farm Services Agency (FSA) indicated that irrigated acreage for the Dallesport study area included 13.8 acres of vineyard crop. However, after reviewing aerial maps, it was apparent that not all irrigated acreage is accounted for in FSA’s records, presumably because the acreage is not under FSA’s programs. Therefore, we used Geographical Information System (GIS) data with the aerial photos and direct land observations to estimate the irrigated acreage for this analysis. Based on photo review, the total irrigated areas estimated for the Dallesport study area is 545 acres. Based on photo review supplemented with a field reconnaissance to evaluate crop types, this includes approximately 90 acres of alfalfa (center pivot), 380 acres of orchards, and 75 acres of vineyards. The water duty varies for each crop type. Based on analysis performed for the WRIA 31 Level 1 Watershed Assessment (Aspect and WPN, 2004), the assumed annual water duties are: alfalfa = 3.4 feet (40.8 inch), orchards = 4.9 feet (58.8 inch) which includes cooling and freeze protection, and vineyards = 1.5 feet (18.0 inch). Using these water duties and estimated irrigated acres, the estimated total irrigation water use for the study area is 2,281 acre-feet per year, with orchards comprising the primary usage, as shown in Table B-1 below. However, the water duties for crops do not take into account how much of the total water applied to the crops is actually consumed versus returned to the watershed via runoff or infiltration (return flow). The estimated consumptive and non-consumptive uses of the irrigation water are outlined below. ---PAGE BREAK--- ASPECT CONSULTING B-2 PROJECT NO. 070024-013-01  JUNE 17, 2011 Consumptive and Non-Consumptive Irrigation Use Water delivered for irrigation is either consumed by evapotranspiration, or it is not consumed and augments streamflow or recharges groundwater in the study area, referred to as return flow. Of the estimated 2,281 acre-feet/year of water used for irrigation, the consumptive use versus return flow components of this use are also estimated for use in the water balance. The irrigation method in the area is primarily driven by crop type, and the irrigation method largely dictates the consumptive versus nonconsumptive fraction of irrigation use. For the purposes of this assessment, we assumed that alfalfa is irrigated using either a center pivot or a wheel line based on aerial photos and field observations, orchards are irrigated using solid set overtree sprinklers, and vineyards are irrigated using micro-irrigation drip lines. The estimated percent of total irrigation use that is consumed for each irrigation method was obtained from Ecology’s (2005) Guidance 1210 for calculating annual consumptive quantity for irrigation use. The assumed consumptive use percentage for each crop type/irrigation method is presented in footnote c to Table B-1. Using this methodology, the total consumptive and nonconsumptive irrigation water uses are estimated at 1,969 and 313 acre-feet/year, or 86% and 14%, respectively, for the study area (Table B- The difference between the amount of water delivered and the amount of water consumed is returned to the watershed (return flow) as either groundwater recharge or streamflow. Given the relatively flat terrain and lack of surface drainages in the primary irrigation areas, we assume the irrigation return flow is partitioned 90% to 10% between groundwater recharge and streamflow, respectively. Table B-1 – Estimate of Consumptive and Nonconsumptive Estimated Annual Irrigation Water Use Crop Total Irrigated Acresa Water Duty in Feet/Yearb Annual Total Irrigation Use in Acre-Ft/Year Annual Consumptive Quantity in Acre-Ft/Year c Annual Return Flow Quantity in Acre-Ft/Year c Alfalfa (center pivot) 62 3.4 211 202 11 Alfalfa (wheel line) 28 3.4 95 80 14 Orchards 380 4.9 1862 1583 279 Vineyards 75 1.5 113 104 8 Total 545 2,281 1,969 312 Percent of total irrigation use: 86% 14% Notes: a Estimated from aerial photos and field reconnaissance observations of general crop types. b Developed as part of the WRIA 31 Level 1 Watershed Assessment (Aspect and WPN, 2004). Assumes alfalfa water duty 40.8 inch/year, orchard water duty of 58.8 inch/year, and vineyard water duty of 18.0 inch/year. c Assumes 95% consumptive use and 5% non-consumptive return flow for alfalfa using center pivot; 85% consumptive use and 15% non-consumptive use for wheel line irrigated alfalfa and solid set over tree orchard irrigation; and 93% consumptive and 7% non- consumptive use for micro-irrigation trickle drip for vineyards (based on Ecology Guidance 1210) . ---PAGE BREAK--- ASPECT CONSULTING PROJECT NO. 070024-013-01JUNE 17, 2011 B-3 Residential and Non-Residential Use Public Water System Use Using data from the state Department of Health (DOH) public water system (PWS) database, an estimated 246 acre-feet of PWS-supplied residential water use occurs within the study area, based on multiplying each PWS’ number of residents served by an assumed 230 gallons per capita day1 (gpcd), and converting to an annual volume in acre-feet/year. Table B-2 presents the DOH database information for numbers of connections and resident population served, and the resulting calculated residential water use for each PWS. The total PWS-supplied non-residential water uses in the study area include commercial and industrial development and gravel mines. The Dallesport Airport Park (served by the Dallesport Water District) and the Port of Klickitat’s Dallesport Industrial Park (Industrial Park served by Klickitat PUD) are the two main areas of industrial/commercial activity within the study area. Based on actual water use data provided by the Dallesport Water District, the Dallesport Airport Park currently uses approximately 3 acre-feet per year, assuming the majority of commercial and industrial users are present at the business park. Based on water production data provided by the Klickitat PUD, the Industrial Park currently uses approximately 40 acre-feet/year for non-residential uses. The only other PWS in the study area with a significant number (15) of non-residential connections is Columbia Hills State Park. Water use information could not be obtained for the park, so an estimate of 34 gpd per non-residential connection (averaged for a year-round water use) was applied based on information from Maryhill State Park, located on the Columbia River just upstream of the study area, obtained as part of the WRIA 30 Level 1 Watershed Assessment (WPN and Aspect, 2004). The estimated non-residential water use for Columbia Hills State Park is 0.6 acre-feet/year, rounded to 1 acre-foot/year for this analysis. Based on the available information, the estimated non-residential annual water use supplied by PWS in the study area is 44 acre-feet/year (Table B-2). 1 Per capita water demand estimated in Dallesport Water District’s 2009 Water System Plan, where 1 ERU = 419.8 gallons/day = 1.8 people (based on the Plan’s population count) ---PAGE BREAK--- ASPECT CONSULTING B-4 PROJECT NO. 070024-013-01  JUNE 17, 2011 Table B-2 - 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 17715 Dallesport Water District A 398 227 223 4 103 3 106 238 Dallesport Industrial Park A 0 57 0 57 0 40 40 8136 Dallesport Mobile Home Park A 135 49 49 0 35 0 35 1842 Prospect Water Assn Inc A 92 39 39 0 24 0 24 682 Murdock Water* A 62 33 33 0 16 0 16 AC160 PJ Apartments A 44 24 24 0 11 0 11 20527 Mountain View Association* A 60 21 21 0 15 0 15 SP325 Columbia Hills State Park A 3 16 1 15 1 1 2 15077 Dallesport Domestic Water Sharers A 32 14 14 0 8 0 8 15804 Northdalles Fruit & Garden Tracts B 14 9 9 0 4 0 4 19536 Riverview - Schmidt B 24 9 9 0 6 0 6 20327 Minor Addition Water Supply B 15 8 7 1 4 0 4 AB835 Third & Central Water System B 13 6 6 0 3 0 3 AC021 Columbia Vineyards B 18 6 6 0 5 0 5 4518 Ellis Water System B 16 4 4 0 4 0 4 2679 Newcastle Water System B 12 4 3 1 3 0 3 32821 Odom S Well B 9 4 4 0 2 0 2 22401 Smith Ranch B 5 3 2 1 1 0 1 2768 Sexton, Gisela Water System B 2 2 2 0 1 0 1 Water Demand Totals 954 535 456 79 246 44 290 Murdock Water and Mountain View Water Associations now owned by Dallesport Water District. 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 in 2010 (1,291 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-2) was then subtracted from the total population to arrive at the self-supplied population. Approximately 954 people in the study area are served by a PWS, leaving 337 people as self-supplied water users (Table B-3). Annual water use estimates for the self-supplied population were calculated assuming the same average residential consumption of 230 gpcd as assumed for PWS-supplied residents, and converting that volume of water into acre-feet/year, for a total of 87 acre-feet/year (Table B-3). The gravel mines located within the Dallesport study area have their own wells and water rights, and are thus considered self-supplied non-residential (industrial) uses. Water use information was not obtained for these facilities. Using Ecology water rights records, there are two water rights for gravel mines within the study area, totaling 977 acre-feet/year. We assumed these water rights are being fully used. ---PAGE BREAK--- ASPECT CONSULTING PROJECT NO. 070024-013-01JUNE 17, 2011 B-5 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. Stock watering is considered to be a small component of total water use in the study area, especially relative to irrigation and industrial uses. Table B-3 - Estimated Self-Supplied Annual Residential Water Use Total Population in 2010a Population Served by Public Water Systemsb Self-Supplied Population Self-Supplied Residential Water Use in Acre- Feet/Year 1,291 954 337 87 Notes: a Based on 2010 US Census data for census blocks within the study area. bBased on Washington State Department of Health database of public water systems. Consumptive and Nonconsumptive Residential and Non-Residential Uses The Dallesport Wastewater Treatment Plant (WWTP) treats wastewater from the Dallesport and the Industrial Park areas (PWS-supplied), discharging its effluent (non-consumed water) to a subsurface perforated pipe within 90 feet of the Columbia River. Given proximity to the river, we consider this return flow to be discharging to the Columbia River (export from study area) for the purpose of this water balance, rather than recharging the basalt aquifer system. Approximately 107 acre-ft/yr of wastewater is discharged from the WWTP, based on 2009-2010 facility records provided by Klickitat PUD. This volume of return flow is assumed to be split between PWS-supplied industrial and residential users since both are served by the WWTP. The PWS-supplied industrial users in the study area are assumed to be served by the WWTP. The remaining volume of WWTP discharge is assumed to be return flow from PWS-supplied residential uses. Using domestic water use numbers for Washington State (Solley et al, 1998), it is assumed that 12 percent of the residential uses (PWS-supplied and self-supplied) in the study area are consumptive. We assume the PWS-supplied and self-supplied residents not served by the WWTP treat their effluent via septic tanks and drain fields, thus representing groundwater recharge return flow in the water balance. PWS-supplied non-residential uses include industrial and commercial uses. Solley et al, (1998) provides estimated consumptive use percentages of 13 and 20 percent for industrial and commercial water uses, respectively, in Washington State. The average of these two values, 16 percent, is applied for PWS-supplied non-residential uses in the study area. For the gravel mines, we assumed 34% of the total water used is consumed. This estimate is based on an evaporation analysis conducted for a gravel mine in western Washington State evaporation), with an upward adjustment in percent evaporation to account for the warmer, drier climate of the study area. The climate adjustment is made using the ratios of pan evaporation to precipitation between the western Washington mine area and Dallesport. The ratio of pan evaporation to precipitation for the Dallesport area is 5.6 times higher than that for the western Washington mine ---PAGE BREAK--- ASPECT CONSULTING B-6 PROJECT NO. 070024-013-01  JUNE 17, 2011 site, so the 6% evaporation for the western Washington mine site is multiplied by 5.6 to arrive at an estimated 34% evaporation (consumptive use) for the Dallesport gravel mines (self-supplied non- residential water use). Given the relatively flat terrain and lack of surface drainages in the mine areas, we assume that return flow from gravel mine water use is partitioned 90% to 10% between groundwater recharge and streamflow, respectively. 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-4. The estimated total annual water use (roughly 3,600 acre-feet/year) is approximately 58% of the appropriated annual water rights for the study area (roughly 6,200 acre-feet/year), based on Ecology’s Water Rights Tracking System. Table B-4 – Estimated Annual Water Use in Dallesport Study area Water Use in Acre-Feet/Year by Category Irrigation PWS- Supplied Residential Self- Supplied Residential PWS- Supplied Non- Residential Self- Supplied Non- Residential Total Use in Acre- Feet/Year Total Use 2,281 246 87 44 977 3,635 Consumptive Use 1,970 30 10 7 332 2,349 Total Return Flow 311 216 77 37 645 1,286 Return Flow to Groundwater 280 146 77 0 581 1,084 Return Flow to Surface Water 31 70 0 37 64 202 Notes: PWS: Public water system. Consumptive uses are assumed to be 12% of total residential use, 16% of PWS-supplied non-residential uses, and 34% of self-supplied non-residential uses (refer to text). Irrigation consumptive use assumptions provided in Table B-1. 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 + Import = Recharge + Streamflow + Evapotranspiration + Consumptive Water Use - Return Flow (non-consumptive use) + Export 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 ---PAGE BREAK--- ASPECT CONSULTING PROJECT NO. 070024-013-01JUNE 17, 2011 B-7 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 Dallesport study area is estimated at 15 inches per year, which is the value estimated for the Columbia River Tributaries subbasin2 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). Applying the 15 inches per year across the study area’s approximately 17,400 acres provides an average annual precipitation volume of approximately 22,030 acre-feet/year (Table B-5). Based on the USGS recharge estimates (Bauer and Vaccaro, 1990) for the Columbia Tributaries subbasin described in the WRIA 30 Level 1 Assessment, the natural condition mean annual groundwater recharge in the study area is estimated at approximately 3 inches, which equates to an annual recharge volume of 4,350 acre-feet/year (Table B-5). An estimated additional 1,080 acre- feet/year of groundwater recharge is generated by return flow (Table B-4); this is part of the return flow component in Table B-5. 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. This model is used in Western Washington 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. Based on the model results, approximately 1.3% of the average annual precipitation that falls in the Dallesport study area becomes runoff. The annual volume of runoff is estimated to be 300 acre-feet/year. In addition to stormwater runoff, an estimated 200 acre-feet/year of runoff occurs from return flows, as shown in Table B-4; this is part of the return flow component in Table B-5. There are no reliable basin-scale ET estimates that can be used in the water balance equations. However, since it was the only undetermined value in the water balance, we solved the water balance equation (net balance equal to zero) to estimate ET. The resultant ET estimate is 17,450 acre- feet/year. This value represents ET for the study area’s non-irrigated vegetation/soil cover, not the irrigated acreage which is accounted for in the irrigation water use values. Therefore, irrigated acres were subtracted from the total study area before converting ET value into inches/year. The resultant estimated ET value for the study area is 12 inches/year (Table A-6). Water Balance Results Table B-5 provides the estimated average annual water quantities (acre-feet/year) associated with each water balance term for the Dallesport study area. 2 Study area is within the Columbia Tributaries subbasin (refer to Figure 1.1 in main body of report). ---PAGE BREAK--- ASPECT CONSULTING B-8 PROJECT NO. 070024-013-01  JUNE 17, 2011 Table B-5 – Annual Water Balance Summary for Dallesport Study area Outputs Inputs Natural Conditions Water Use Area Precipitation Import from Columbia River ET (non-irrigation) Recharge Runoff Consumptive Use Return Flow Export to Columbia River in acres1 in inches 2 in ac-ft 3 in ac-ft 4 in inches 5 in ac-ft 3 in ac-ft 6 in ac- ft 7 in ac-ft in ac-ft in ac-ft 17,390 15 22,030 1,240 12 17,450 4,350 300 2,350 -1,290 110 Notes: 1) Source: Actual WRIA 30 study area delineation includes portions of the Columbia River. These areas of open water have been removed from the water balance acreage total. 2) Source: Study area average based on PRISM data 3) Source: Calculated from corresponding value in inches. 4) Source: Columbia River water imported based on proportion of Columbia River vs. groundwater water rights (Ecology's Water Rights Tracking System) and total estimated use. 5) Source: Calculated in water balance from other parameter estimates. 6) Source: USGS deep percolation model (Bauer and Vaccaro 1990), as reported in WRIA 30 Level 1 Assessment, 3.0 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. Water availability can be assessed on the basin scale by comparing the total consumptive surface water use relative to total streamflow, and total consumptive groundwater use relative to groundwater recharge. Outside of the Columbia River system (including backwater lakes like Spearfish Lake), there is very little surface water use in this study area, due to the lack of streams with reliable flow year-round. Based on information in Ecology’s Water Rights Tracking system, roughly 1/3 of the study area’s water rights are appropriated from the Columbia River system3. For the purposes of this assessment, we assume that the proportion of the study area’s total actual water use supplied by Columbia River surface water is equal to the proportion of the area’s total annual water right volume from the Columbia River system. In the water balance, water diverted from the Columbia River (estimated 1,240 acre-feet/year; Table B-5) is treated as an import into the study area. Similarly, discharge from the Dallesport WWTP (estimated 110 acre-feet/year) is treated as an export from the study area, since it is discharged indirectly to the Columbia River. Based on the water balance analysis, roughly 65% of the water put to beneficial use within the study area is consumed, with 35% becoming nonconsumptive return flow. Of the annual return flow quantity, most is groundwater recharge (30% of total use). Based on this, we estimate that recharge within the study area is increased by approximately 370 acre-feet/year of natural recharge condition) as a result of return flow from use of imported Columbia River water. Consistent with the approach for estimating water use supplied by the Columbia River, we assume that the proportion of the study area’s total actual water use supplied by groundwater supplies is 3 2,150 of 6,263 acre-feet/year, or 34%, based on annual water right volumes appropriated under permits and certificates, as obtained from Ecology’s Water Right Tracking System. The Columbia River diversion rights are for irrigation use. ---PAGE BREAK--- ASPECT CONSULTING PROJECT NO. 070024-013-01JUNE 17, 2011 B-9 equal to the proportion of the area’s total annual water right volume from groundwater sources. Based on the water balance analysis, the total consumptive use of groundwater in the study area is then estimated as 33% of estimated annual groundwater recharge from precipitation infiltration (“natural conditions”) plus return flow from Columbia River water use. This calculation “nets out” nonconsumptive groundwater use (return flow) that recharges the groundwater system. 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, sources of uncertainty in calculating the annual water balance can be discussed qualitatively 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 applied to the 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 Dallesport study area. Groundwater recharge as modeled by the USGS also introduces uncertainty into the water balance. It was a regional model which did not specifically model the Dallesport 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 to measure actual streamflow within the study area (excluding Columbia River), this model provides a reasonable estimate of runoff volumes for the purposes of this study. Since ET was calculated from other terms in the water balance, no additional uncertainty is introduced into the water balance from estimating ET. However, uncertainties associated with the other terms are propagated into the resultant ET value for the study area. Water use in the study area is dominated by irrigation, although gravel mining is also a major water use. Uncertainties in the total irrigated acreage, annual average water duty, and the total consumptive versus non-consumptive water use, and estimating mining water use from the water rights information, all add uncertainty to the total water use estimate. Specific to irrigation use, the information collected from aerial photography, land cover data (GIS), and direct observations provides confidence that the irrigated acreages are reasonable estimates of current conditions for the study area. Although the water duties are reasonable based on the crop assumptions, they may be conservatively high. Given the magnitude of irrigation water use, even small uncertainties in these values can influence the estimated water use, and thus overall water balance, calculations. ---PAGE BREAK--- ASPECT CONSULTING B-10 PROJECT NO. 070024-013-01  JUNE 17, 2011 References for Appendix B Aspect and Watershed Professionals Network (WPN), 2004, Level1 Watershed Assessment, WRIA 31 (Rock-Glade Watershed), November 12, 2004. Aspect, 2007, Hydrologic Information Report Supporting Water Availability Assessment, Swale Creek and Little Klickitat Subbasins, WRIA 30, Prepared for WRIA 30 Water Resource Planning & Advisory Committee, June 29, 2007. Bauer, H.H. and J.J. Vaccaro, 1990, Estimates of Ground-Water Recharge to the Columbia Plateau Regional Aquifer System, Washington., Oregon, and Idaho, for Predevelopment and Current Land-Use Conditions. USGS Water-Resources Investigations Report 88-4108. Clear Creek Solutions, 2010, WWHM Continuous Simulation Stormwater Modeling Software, WWHM version 4, April 2010. Solley, W. Pierce, R. and Perlman, H. 1998, Estimated Use of Water in the United States in 1995, U.S. Geological Survey Circular 1200 . Washington State Department of Ecology, 2005, Determining Irrigation Efficiency and Consumptive Use, Water Resource Program Guidance No. 1210, October 11, 2005. WPN and Aspect, 2004, WRIA 30 Level 1 Watershed Assessment, March 15, 2004.