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ASPECT CONSULTING
PROJECT NO. 050039-001-04 DECEMBER 31, 2006 i
Contents
Executive Summary............................................................................................0
Principal Aquifers...................................................................................................0
Safe Yield...............................................................................................................0
Groundwater Quality..............................................................................................0
Considerations for Developing Protective Methodology........................................0
1 Introduction.................................................................................................0
2 Hydrogeologic Framework.........................................................................0
2.1 Published Reports........................................................................................0
2.2 Geologic History and Principal Geologic Units............................................0
2.2.1 Bedrock Units.........................................................................................0
2.3 Glacial Deposits...........................................................................................0
2.4 Hydrostratigraphic Units...............................................................................0
3 Groundwater System..................................................................................0
3.1 Aquifer Boundaries.......................................................................................0
3.1.1 Unconsolidated Aquifers........................................................................0
3.1.2 Bedrock Aquifers....................................................................................0
3.2 Hydraulic Properties.....................................................................................0
3.2.1 Aquifer Yields.........................................................................................0
3.2.2 Water Levels/Storage/Flow Directions...................................................0
3.3 Safe Yield.....................................................................................................0
3.3.1 Method Used to Evaluate Recharge......................................................0
3.3.2 Recharge Estimate Results...................................................................0
3.4 Groundwater Quality....................................................................................0
3.4.1 Seawater Intrusion.................................................................................0
3.4.2 Arsenic...................................................................................................0
4 Summary of Technical Considerations for Development of
Methodology................................................................................................0
References..........................................................................................................0
Limitations...........................................................................................................0
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ii PROJECT NO. 050039-001-04 DECEMBER 31, 2006
List of Tables
3.1 Annual Recharge Estimates
3.2 Laboratory Data – August 29-31, 2006
List of Figures
1.1 Project Location Map
2.1 Geology Map
2.2 Well Location Map
2.3 Bedrock Elevation Map
2.4 Distribution of Bedrock and Unconsolidated Aquifers
2.5 Cross Section Location Map
2.6 Cross Section A-A'
2.7 Cross Section B-B'
2.8 Cross Section C-C'
2.9 Cross Section D-D'
2.10 Cross Section E-E'
3.1 Specific Capacity of Unconsolidated and Bedrock Wells
3.2a Well Hydrographs for Selected Wells Completed in Unconsolidated
Aquifer
3.2b Well Hydrographs for Selected Wells Completed in Bedrock Aquifer
3.3 Generalized Fall Groundwater Elevation Contour Map
3.4 Correlation of Annual Precipitation to Recharge from Nearby Studies
3.5 Estimated Groundwater Withdrawals
3.6 Schematic Cross Sections of Salt Water Intrusion
3.7 Chloride Distribution
3.8 Elevation of Well Completion Base vs. Median Chloride Concentration
3.9 Static Water Level Elevation vs. Median Chloride Concentration
3.10 Arsenic Distribution
3.11 Stiff Plots for Selected Wells
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3.12 Bottom of Completed Depth Elevations vs. Median Arsenic Concentration
3.13 Average Specific Capacity vs. Median Arsenic Concentration
List of Appendices
A Well Database
List of Tables – Appendix A
A-1 Summary of Well Database Data Fields
A-2 Study Area Well Summary
A-3 Sources of Water Quality Data input to the Well Database
B Field Methods
List of Tables – Appendix B
B-1 Analytes and Test Methods for Groundwater Samples
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PROJECT NO. 050039-001-04 DECEMBER 31, 2006 1
Executive Summary
Whatcom County contracted with Aspect Consulting to perform a groundwater study of
northern Lummi Island (Figure 1.1), in response to State Environmental Policy Act
(SEPA) review comments on the Lummi Island Subarea Plan (LISP). The study has two
principal components:
1. A technical investigation of the northern Lummi Island aquifers and groundwater
quality, and
2. Development of a methodology to protect the groundwater resources of northern
Lummi Island.
The results of the technical study will be used to establish standards and policies that are
protective of the groundwater resource, natural environment, and human health. This
report presents results of the technical groundwater study and discusses the technical
findings that are the basis for the methodology development. The groundwater protection
methodology is the subject of a separate report.
Principal Aquifers
The principal groundwater aquifers on northern Lummi Island include: 1) unconsolidated
glacial and nonglacial deposits, and 2) bedrock. Island wells are nearly evenly divided
between these two main aquifer types. The bedrock aquifer is further subdivided into a
sandstone aquifer that occupies most of the northern part of the study area, and a
Greenstone aquifer, located in the south part of the study area.
The unconsolidated aquifer is subdivided into shallower and deeper aquifers, separated
by an intervening layer of relatively low permeability, fine-grained material. The
unconsolidated aquifer occupies a large portion of the central and southern study area, but
also occurs as discrete pockets, typically bounded by sandstone, in the northern part of
the study area. Aquifer productivity is generally low in the bedrock aquifers, while the
unconsolidated aquifers have modest productivities relative to other parts of Puget Sound.
Safe Yield
Safe yield of an aquifer is the amount of water that can be withdrawn on a sustained basis
without inducing adverse water quality effects such as seawater intrusion, or other
environmental impacts such as drying up of aquifers, streams, or wetlands. Only a
fraction of the groundwater recharge can be withdrawn without incurring these types of
impacts.
This investigation found the aquifers of northern Lummi Island to be highly variable
from place-to-place, and safe yield could not be reliably quantified. On the nearby
Lummi Peninsula, detailed study found the theoretical maximum aquifer safe yield to be
about one-third of the total recharge, where safe yield was defined as the maximum
pumping rate from a representative array of wells that could be sustained without
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2 PROJECT NO. 050039-001-04 DECEMBER 31, 2006
inducing chloride concentrations in excess of the secondary drinking water regulation of
250 milligrams per liter (mg/L).
Total annual average groundwater recharge on northern Lummi Island was estimated at
about 2 inches, or about 360 acre-feet. This equates to about 6 percent of the mean annual
precipitation of 33 inches. Current annual groundwater withdrawals were estimated at
about 110 to 120 acre-feet. Of this, approximately 45 acre-feet probably returns to the
aquifer through drainfields, leaving a net withdrawal of 66 acre-feet annually, or about 20
percent of the available recharge.
Recharge was found to be significantly less in the bedrock areas than in the
unconsolidated aquifers. Because water within the bedrock aquifers is transmitted
through fractures of limited and highly variable permeability, there is strong potential for
withdrawals to exceed aquifer safe yield on a very localized basis.
Groundwater Quality
Seawater intrusion and naturally occurring arsenic were identified as the principal water
quality concerns on northern Lummi Island. Most wells on Lummi Island have chloride
concentrations within background levels (less than 40 mg/L); however several areas show
elevated chloride levels indicative of seawater intrusion. For the most part, high chloride
wells are not distinctly clustered geographically.
No relationships were identified between chloride levels and well depths or completion
elevations, indicating that the freshwater/seawater relationship is more complex than
models developed for uniform aquifer systems such as the Ghyben-Herzberg or transition
zone models. The data suggest a complex groundwater flow system where the location of
the freshwater/saltwater transition zone is strongly influenced by local variations in
aquifer permeability and pumping.
Arsenic in exceedance of the drinking water standard was identified over much of the
study area. The maximum contaminant level (MCL) for arsenic was lowered to 10
micrograms/liter (µg/L) effective January 23, 2006 from the previous MCL of 50 µg/L.
About 70 percent of bedrock wells exceed the MCL, compared to 27 percent in the
unconsolidated aquifer.
The highest prevalence of arsenic and the highest concentrations occur within the
sandstone wells. Wells completed in the Greenstone aquifer are typically low in arsenic
concentration. Geochemical and hydraulic data suggest that groundwater migrates
laterally outward from the sandstone aquifer into the unconsolidated deposits. Pumping
arsenic-bearing groundwater from unconsolidated aquifers may induce increased arsenic
migration and contamination.
Considerations for Developing Protective Methodology
Findings from the hydrogeologic investigation provide a technical basis for development
of a methodology to evaluate and regulate groundwater withdrawals, as summarized
below. The preferred approach to develop the methodology is use of an antidegradation
policy that would limit further declines in groundwater quality.
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PROJECT NO. 050039-001-04 DECEMBER 31, 2006 3
Safe Yield – Safe yield of groundwater on northern Lummi Island is typically limited
by water quality impacts of pumping and cannot be known with certainty without
detailed field investigations and numerical groundwater modeling. Even with such
efforts, considerable uncertainty on aquifer safe yield would likely remain, given the
variability of the aquifers. For practical purposes, this precludes development of a
methodology based on prescribing allowable withdrawal amounts.
Seawater Intrusion – Relationships between chloride levels, well completion
elevations and groundwater elevations are highly variable and unpredictable on
northern Lummi Island. Policies such as those in Island County that are based on
relationship of groundwater elevation and salinity are not applicable to northern
Lummi Island. Similarly, methods limiting development based on a prescribed radius
from a well exhibiting seawater intrusion, such as in Jefferson County are not
applicable to northern Lummi Island. Methodologies for limiting seawater intrusion
on northern Lummi Island must be adaptive to area-specific circumstances.
Arsenic – Arsenic appears to be naturally occurring, sourced in the sandstone aquifer,
and has the potential to migrate laterally from the sandstone aquifer into the
unconsolidated aquifer. The methodology should consider potential arsenic migration
in response to pumping.
Protective measures should be based on an antidegradation standard that would limit
groundwater development in areas where impacts are observed. The methodology is the
subject of separate report being prepared as part of this study.
The contributions of the well owners and Island residents who participated in the
northern Lummi Island hydrogeologic investigation are gratefully acknowledged.
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4 PROJECT NO. 050039-001-04 DECEMBER 31, 2006
1 Introduction
Whatcom County is in the process of evaluating impacts from proposed groundwater
withdrawals and developing a methodology to protect the groundwater resource on
northern Lummi Island (Island) (Figure 1.1). The results of the study will be used to
establish standards and policies for Island development that are protective of the
groundwater resource, natural environment, and human health. Development of standards
and policies to protect the groundwater resource stems from the Lummi Island Subarea
Plan (LISP) (Revised Final Draft, 2/26/04). The proposed, updated LISP was reviewed
under State Environmental Policy Act (SEPA). SEPA review by Whatcom County
required a groundwater study be performed prior to issuing final SEPA threshold
determination. The groundwater study is being performed under contract to Aspect
Consulting.
This report summarizes significant aquifer characteristics, estimates and discusses aquifer
recharge and withdrawals, and identifies potential water quality concerns as follows:
Section 2 – Hydrogeologic Framework – provides a summary of the geologic
conditions on the Island and introduces the principal aquifers.
Section 3 – Groundwater System – discusses the lateral and vertical distribution of
the principal aquifers, the aquifer hydraulic properties, groundwater recharge and use,
and groundwater quality.
Section 4 – Technical Considerations for Development of Methodology –
summarizes technical considerations for development of a methodology to evaluate
proposed withdrawals.
Appendix A – Well Database – presents an overview of the project well database.
Appendix B – Field Methods – describes field methods used during sampling and
surveying of study participant wells.
A public workshop was held on January 28, 2006 on Lummi Island to present an
overview of the study and solicit well information and participation in this study,
approximately 40 Island residents participated in the study by allowing access to their
wells for sampling and/or water level measurements in April and August, 2006. Another
outcome of the public workshop was connecting with Island residents who participated in
the 1994 Lummi Island Groundwater Study. On February 16, 2006, with the assistance of
Island residents, a follow-up global positioning system (GPS) survey was made of many
of the 1994 study wells.
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2 Hydrogeologic Framework
The hydrogeologic framework for northern Lummi Island was developed based on the
project well database, and on published maps, theses, and consulting reports. The project
well database is summarized in Appendix A with a tabulated summary of well
construction details. Appendix A describes the process of correlating wells from various
studies. A geologic map of the project area is presented on Figure 2.1. Figure 2.2 presents
the locations of surveyed/located wells used to define the geologic and groundwater
conditions on Lummi Island. Wells located only to the nearest ¼, ¼ section are not
included.
2.1 Published Reports
The most extensive source of hydrogeologic information related to Lummi Island was
completed by William Sullivan (2005) for his Master’s Thesis at Western Washington
University. Sullivan’s The Hydrogeology of North Lummi Island, Washington presents a
comprehensive investigation of the physical hydrogeology of the island. His work was
primarily based on the hydrogeologic interpretation of 130 domestic well logs mostly
obtained from the Washington State Department of Ecology (Ecology) and the Whatcom
County Heath Department (WCHD).
Two other key reports on the hydrogeology of Lummi Island were published in 1978 and
1994. Schmidt (1978) completed the first comprehensive study of the island, and
identified the bedrock and Pleistocene (glacial) deposits as the two primary aquifer
systems on the island. Detailed water quality analyses from two wells, along with specific
conductivity, hardness and chloride values from 36 additional wells were included in the
study. Schmidt (1978) also calculated a water budget for the island.
In the early 1990s, a groundwater study of the Island (Whatcom County, 1994) was
completed in cooperation with Island residents, the Whatcom County Health and
Planning Departments, the Washington State Department of Ecology (Ecology) and the
Washington State Department of Health (DOH). The purpose of the study was to evaluate
concerns about elevated arsenic and potential seawater intrusion. Arsenic and chloride
samples were taken bi-monthly from selected wells. In addition, a 1-day tidal study was
conducted to determine the relationship between tidal stage chloride and arsenic
concentrations.
2.2 Geologic History and Principal Geologic Units
Lummi Island is underlain by regions of unconsolidated sediment and bedrock. The
principal geologic units on Lummi Island and their characterization as aquifers or
aquitards (units that retard groundwater flow) are listed below from youngest to oldest:
Sand and Gravel overlying Glaciomarine Marine Drift – typically unsaturated
Glacial Marine Drift – aquitard
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Glacial Till – aquitard
Glacial Advance Outwash – aquifer
Cherry Point Silt – aquitard
PreVashon-Sand and Gravel Deposits – aquifer
Chuckanut Sandstone – aquifer
Greenstone (Fidalgo Ophiolite) – aquifer
The origin, composition and distribution of each of these units are described below.
Section 2.2 discusses the role of each of these units in storing and transmitting
groundwater.
2.2.1 Bedrock Units
Exposed bedrock on Lummi Island is comprised predominantly of Chuckanut formation
sandstone and Greenstone. Bedrock geology of Lummi Island is described by Sullivan
(2005), Easterbrook (1976), Lapen (2000) and Carroll (1980). Greenstone is a common
name used to refer to rocks of the Decatur Terrane. Bedrock geology of San Juan Islands
and Lummi Island consists of a sequence of fault bounded rock packages, each distinct in
lithology (rock type) and age. These packages, referred to as terranes, traveled significant
distances from their point of origin prior to accreting together and onto the North
American continent.
The Decatur Terrane is about 160 million years old (middle to upper Jurassic), and within
the study area consists of Fidalgo Ophiolite complex. An ophiolite is an assemblage of
rocks rich in iron and manganese of igneous origin (formed from molten or partially
molten rock). These rocks often contain minerals (serpentine, chlorite, and epidote)
which contribute to the rock’s characteristic green color. Within the study area,
Greenstone consists of igneous intrusive rocks (rocks cooled beneath the earth’s surface),
gabbro and diorite at the south end of the study area, north of Sunrise Road.
The Lummi Formation is a distinct terrane from the Decatur Terrane (Lapen, 2000) and
consists of metamorphic basalts and sedimentary rocks (rocks subjected to heat and
pressure within the earth) of oceanic origin between Point Migley and Lummi Point
(Figure 2.1). Although from a distinctly different origin than the ophiolite, these rocks are
considered collectively with the Fidalgo Ophiolite and are considered collectively in this
study as “Greenstone”. Greenstone is inferred to underlie all of Lummi Island (Carroll,
1980). Two wells in the north part of the study area were identified which encountered
Greenstone beneath Chuckanut Sandstone. Well 14, located northwest of Richards
Mountain, encountered Greenstone at a depth of 144 feet (about elevation 112 feet) and
well 260 located north of Legoe Bay, encountered Greenstone at a depth of 340 feet
(about elevation -255 feet). Well 262 located near Village Point was reported by Sullivan
(2005) to be completed at a similar depth. Greenstone has no primary porosity and water
movement is through fractures.
The Chuckanut Sandstone was deposited on the erosional surface of the Greenstone. The
Chuckanut Formation on Lummi Island is comprised of the youngest member of the
formation (Padden Member) and is about 65 million years old (late Cretaceous-
Paleocene). The Chuckanut formation was deposited in a river (alluvial) floodplain
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environment and is described by Carroll (1980) as a coal-bearing, arkosic sandstone with
interbedded conglomerate and thin mudstone lenses. Chuckanut Sandstone is exposed
throughout the north end of Lummi Island. Exposures are typically comprised of the
more resistant conglomerate units. Chuckanut Sandstone has also been mapped upslope
from Legoe Bay and near the ferry terminal (Figure 2.1). The rock has little or no primary
porosity and water movement is through fractures within the sandstone. Maximum
thickness of the Chuckanut Sandstone is estimated at 330 feet (Carroll, 1980).
An east-west trending fault zone separates south Lummi Island from the study area. This
area is indicated as “tectonic zone” in Figure 2.1 and represents a strike-slip fault
juxtaposing igneous Fidalgo Ophiolite rocks against metasediments of south Lummi
Island (Carroll, 1980). The Chuckanut Formation on Lummi Island was folded about 45
million years before present (middle Eocene) into a broad synclinal structure (Carroll,
1980). Subsidiary folding lead to development of anticlines on either limb of the
syncline. The locations of these structures are shown on Figure 2.1. The underlying
Greenstone is believed to have been folded with the Chuckanut Formation. The axis of
the more southerly syncline was extrapolated into the region of bedrock low by Sullivan
(2005). Sullivan (2005) hypothesized that these structures may influence groundwater
flow.
2.3 Glacial Deposits
The unconsolidated sediment in the northern Puget Sound area was deposited primarily
by a series of Pleistocene age (about 2 million to 10,000 years before present [ypb])
continental glacial advances that extended from British Columbia into the Puget
Lowland. Stream sediment (alluvium) was deposited between glaciations. The oldest of
these glacial and interglacial deposits have been identified in the southern Puget Lowland
and do not crop out in the project area. The thickness of the unconsolidated deposits in
the study area range from 0 to over 250 feet.
Figure 2.3 presents an elevation contour map of top of bedrock, which represents the base
of the glacial deposits. Depressions in the bedrock surface to elevations at least 175 feet
below sea level occur along Legoe Bay Road and beneath Lane Spit, where several deep
wells completed in older glacial deposits are present. Unconsolidated deposits also occur
adjacent to the tectonic zone at the south end of the study area.
Two older glacial and interglacial deposits, known regionally, are not exposed on Lummi
Island but are likely present in the subsurface. Deposits of the Double Bluff drift (glacial)
and the Whidbey Formation (interglacial) have been identified to the south on Whidbey
Island. These sediments have been dated from between 250,000 ybp and 100,000 ypb.
Sediment of the Possession Drift, deposited by the continental glaciation preceding the
most recent (Fraser) glaciation, is also exposed on Whidbey Island. Deposits from the
Possession Glaciation are dated at about 80,000 ybp (Easterbrook, 1994). These older
deposits were likely encountered during drilling of several deep wells beneath and south
of Legoe Bay Road.
Prior to the most recent (Fraser) glaciation, floodplain and fluvial sediments ranging from
silt and clay to sand gravel were deposited in the Lummi Island area during the
interglacial Olympia Stade (about 60,000 ypb to 15,000 ypb) (Troost, 1999). Olympia
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8 PROJECT NO. 050039-001-04 DECEMBER 31, 2006
age deposits are the oldest sediments exposed on the Lummi Peninsula, across Hale
Passage from Lummi Island, and are exposed at the base of the bluffs along the west
shore of the Lummi Peninsula and Portage Point, where they occur predominantly as
fine-grained silts.
At the onset of the Vashon Stade of the Fraser Glaciation, the Puget Lobe, an arm of the
continental glacier, advanced southward, blocking the Strait of Juan de Fuca and forming
a large, proglacial lake (lake in front of a glacier generally in contact with the ice).
Coarser-grained sediment transported by rivers and streams was deposited in deltas near
the lowland margin, and finer-grained sediment settled out in the quiet lake water to form
the fine sand and silt deposits recognized at the base of the fine-grained exposures along
portions of the Lummi Peninsula. This unit is thought to be correlative with the Cherry
Point Silt, exposed north of Lummi Island at Cherry Point. The Cherry Point Silt has
been identified (tentatively) only in the subsurface through driller’s logs on Lummi
Island. Age dating of sediments on the Lummi Peninsula indicates that deposition of fine-
grained silts extended from Olympia interglacial period to the onset of the Fraser
Glaciation.
The most recent glacial period, the Fraser Glaciation, has been broken into two advances
of the ice sheet. The first advance (Vashon Stade) extended into the southern Puget
Lowland. During the second advance (Sumas Stade), the ice advanced just into northern
Washington. The Vashon Stade was the last major advance of the ice sheet and probably
reached the Bellingham area about 18,000 ybp (Easterbrook, 1976). During this
glaciation, which lasted until about 13,000 ybp, up to several hundred feet of glacially
derived soils were deposited in the Puget Lowland. In the Lummi Island area, these soils
include advance outwash and glacial till.
As the Vashon continental glacier advanced farther southward, sediments were deposited
by glacial meltwater, creating an outwash plain in front of the advancing ice. The Vashon
advance outwash is known as the Esperance sand and is locally referred to as the
Mountain View Sand and Gravel (Easterbrook, 1963). This unit is the most significant
unconsolidated aquifer on Lummi Island. Eventually the glacier overrode the outwash
plains, consolidating the Esperance Sand and underlying sediments.
Vashon till was deposited beneath as much as 6,000 feet of ice as the continental glaciers
advanced. Glacial lodgement till is an unsorted to poorly sorted soil mixture composed of
clay to boulder-size particles that were deposited at the base of a glacier. Compaction by
the weight of the overlying ice resulted in a concrete-like texture and appearance. The
weight of ice also depressed the land surface by several hundred feet.
As the climate changed and the glacier retreated, isostatic rebound of the land surface
occurred, leaving much of the Puget Lowland south of Everett above sea level. Rebound
to the north was slower than rising sea level and this area, including Lummi Island, was
inundated by marine waters entering through the Strait of Juan de Fuca. Lummi Island
was submerged beneath about 400 feet of seawater at this time (Dethier and others,
1995). By about 11,000 ypb, isostatic rebound in the northern Puget Lowland outstripped
sea level rise, and the submerged lands emerged.
The period from about 13,600 to 11,000 ybp is referred to as the Everson Interstade and
is typified by deposition of glaciomarine drift (GMD) from abundant floating ice in the
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northern Puget Lowland. Bellingham and Kulshan Glaciomarine drifts were deposited
during this time. GMD mantles much of Lummi Island and is exposed along some areas
of the coast. The unit typically consists of pebble to boulder “dropstones” in a silt matrix
although in places the unit is fine-grained silts and clays without dropstones.
The record of emergence of the northern Puget Lowland during the Everson Interstade is
complicated by deposition of the Deming Sand. The Deming Sand is sandwiched
between the Bellingham and Kulshan Drifts at its type locality, Deming, Washington
(east of Bellingham). The Deming Sand is a fluvial (stream-deposited) sand and is
interpreted as being subareally deposited when sea level was about 40 to 70 feet above
current sea level (Easterbrook, 1976). Carbon14 dating of basal organic sediments in
conjunction with age dates of the under- and over-lying Kulshan and Bellingham Drifts
suggest that the area emerged and resubmerged over a period of less than a 1,000 years
(Dethier and others, 1995, Easterbrook, 1963), although competing hypotheses have been
developed (see Sullivan, 2005 for further discussion).
The Everson Interstade ended with emergence of the land after deposition of Bellingham
Drift and readvance of the continental ice sheet termed the Sumas Stade about 11000
ybp. During the emergence of the land, wave reworked sand and gravel beach deposits
were deposited on the GMD on Lummi Peninsula, and on Lummi Island. This unit forms
a surficial soil layer and is typically above the groundwater table (unsaturated). The
advancing and later retreating ice lobes of the Sumas Stade deposited outwash over a
wide area between Bellingham and the Canadian border; however, these deposits have
not been identified on Lummi Island. By about 10,000 ybp, the Sumas Stade had ended.
2.4 Hydrostratigraphic Units
An aquifer is a water-bearing unit comprised of some combination or part of geologic
formations that can yield significant quantities of water to wells and springs. On Lummi
Island, the principal aquifers include both:
Pleistocene Unconsolidated Deposits; and
Bedrock Aquifers.
The general distribution of these aquifers is presented in Figure 2.4, which differentiates
the unconsolidated aquifers and bedrock aquifers based on well completions. Of the wells
with completion zones identified in the well database, 50 percent are completed in
unconsolidated deposits and 50 percent are completed in bedrock.
A hydrostratigraphic unit is a geologic formation, part of a formation, or a group of
formations with similar hydrogeologic characteristics such as porosity and permeability
that can be characterized as an aquifer or a non-water-bearing confining layer.
Hydrostratigraphic units within the unconsolidated aquifers were designated with a “Q”
to indicate Quaternary (the geologic time period during which the units were deposited),
followed by a suffix of “c” for coarse-grained units or “f” for fine-grained units.
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Youngest (shallowest) units were assigned a “1” and older (deeper) units a “2”. For
example, Qc1 indicates the uppermost coarse-grained unit in the unconsolidated deposits.
The hydrostratigraphic units of importance on Lummi Island include:
Qf1 – An aquitard comprised collectively of GMD and Vashon Till.
Qc1 – An aquifer comprised predominantly of advance glacial outwash.
Qf2 – An aquitard comprised predominantly of fine-grained silt and clay, likely
correlative with the Cherry Point silt.
Qc2 – Deep coarse-grained sand and gravel deposits of the deepest of the identified
unconsolidated aquifers on Lummi Island and are comprised of undifferentiated pre-
Vashon deposits.
Chuckanut Sandstone – Predominantly an aquifer, but in places where unfractured
may also act as an aquitard.
Greenstone – a low yielding aquifer where fractured, otherwise acts as an aquitard.
Five hydrostratigraphic cross sections were developed through the study area to further
depict the distribution of the hydrostratigraphic units. The locations of the cross sections
are shown on Figure 2.5 and the cross sections are presented in Figures 2.6 through 2.10.
The geologic interpretation of the soils descriptions as shown on the well logs is
combined with surficial geology and assumes a relatively continuous stratigraphic
sequence. As additional age dating and descriptions of geologic materials are developed
on Lummi Island, these geologic assignments may change.
The major hydrostratigraphic units are depicted with similar color to assist in
differentiating aquifers and aquitards. The Qc1 aquifer (indicated in yellow on the cross
sections) is typically overlain by GMD of the Qf1 aquitard (shown in green on the cross
sections). The Qf1 mantles most of the project area with thicknesses ranging from 0 to
over 100 feet with thin areas predominating on the upland Chuckanut Sandstone areas.
The Qc1 aquifer is present near sea level. Based on the cross sections, elevations of the
Qc1 aquifer range from about mean sea level down to elevation of about -70 feet. Silt and
clay of the Qf2 unit underlie the Qc1 and separate it from the Qc2 aquifer. The Qc2
aquifer is present in the synclinal (down-folded) bedrock depression in the area of Legoe
Bay Road (Figures 2.3 and 2.4). The deep aquifer identified beneath Lane Spit is also
interpreted to be part of the Qc2 aquifer.
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3 Groundwater System
This section describes lateral and vertical limits (boundaries) of the principal aquifers,
discusses aquifer hydraulic properties (i.e., relative permeability and storage), presents
estimates of groundwater recharge and compares these estimates to north Lummi Island
water use.
3.1 Aquifer Boundaries
3.1.1 Unconsolidated Aquifers
The Qc1 aquifer occurs in a relatively large portion of the south part of the study area on
either side of South Nugent Road, extending west to Village Point and as small,
discontinuous pockets, predominantly along the shoreline (Figure 2.4). Groundwater in
the Qc1 aquifer is typically present under confined conditions, with water levels in wells
tapping the Qc1 aquifer rising into the level of the overlying GMD (see Section 3.2.2 for
additional explanation and discussion of confining conditions). The Qc1 aquifer in the
vicinity of South Nugent Road is typically overlain by 100 feet or more of Pleistocene
fine-grained deposits that serve as the confining unit for the aquifer. It is bounded by the
Greenstone aquifer to the east and Rosario Strait to the west. This portion of the aquifer
has an average saturated thickness of 39 feet and overlies the fine-grained Qf2 aquitard
and Greenstone (Figures 2.6 and 2.7) (Sullivan, 2005).
To the west, in the area of Legoe Bay Road, the Qc1 aquifer is widespread, bound by
Rosario Strait on the east and west sides of the Island. The lateral and vertical extent of
this part of the aquifer can be seen in cross section C-C' (Figure 2.8). This portion of the
aquifer is thinner than the southern portion, with an average thickness of only 15 feet
(Sullivan, 2005). The relatively thin aquifer is sandwiched between 50 and 100 feet of
overlying fine-grained material of the Qf1 aquitard and underlying Qf2 deposits or
sandstone (Figures 2.8 and 2.9). The northern boundary of the aquifer is sandstone, while
the southern boundary is typically Pleistocene fine-grained units or Greenstone.
There is some uncertainty about the degree of connectivity between the portion of the
Qc1 aquifer around Nugent Road, and the unconsolidated units around Legoe Bay Road.
The driller’s log from well 102 indicates only minor lenses of water-bearing materials
were encountered prior to a deeper aquifer at depth of 250 feet (Figure 2.5). This deeper
aquifer (Qc2) may be present throughout an east-west trending bedrock trough. Wells
completed in the Qc2 aquifer are indicated on Figure 2.4. The Qc2 aquifer has variable
thickness ranging between 4 and 55 feet thick (Sullivan, 2005). It is bounded to the north
and south by sandstone and on the east and west by salt water bodies.
The Qc1 aquifer is present in discrete pockets, typically bound by sandstone, in the
northern half of the study area. Around Centerview Road, coarse-grained materials were
likely deposited in a closed depression of the sandstone bedrock. The aquifer is bound on
all sides by sandstone and confined under Pleistocene fine-grained material (Qf1). The
Qc1 aquifer in this area reaches a thickness of about 45 feet (Sullivan, 2005).
ASPECT CONSULTING
12 PROJECT NO. 050039-001-04 DECEMBER 31, 2006
Both shallow and deep coarse-grained unconsolidated deposits are present at Lane Spit.
The aquifers are separated by 40 to 100 feet of Pleistocene fine-grained deposits, and
each supports multiple wells (Figure 2.10). The shallow aquifer is interpreted as a series
of thin, coarse-grained seams of the Qc1 unit. The water-bearing unit typically is logged
as fine sand or sand and gravel with clay. In many areas on Lane Spit, the upper unit is
not productive enough to provide adequate water, so wells are drilled into the deeper
aquifer. The deep aquifer was correlated to the Pleistocene coarse-grained unit Qc2 based
on its elevation. The aquifer is bound to the west by sandstone and the east by Hale
Passage. The thickness of the aquifer is unknown (Figure 2.10).
Two additional pockets of coarse-grained deposits (Qc1) occupy depressions in the
sandstone bedrock surface along the western shoreline of the Island (Figure 2.4). Both
aquifers are bound by sandstone to the east and Rosario Strait to the west, and are
confined under 80 to 100 feet of fine-grained sediments (Qf1). The lower bounds of the
aquifers are likely additional fine-grained deposits (Qf2) or sandstone. The thickness of
each aquifer is around 20 feet (Sullivan, 2005).
3.1.2 Bedrock Aquifers
Two bedrock aquifers also provide a significant amount of water to Island residents. The
largest aquifer on the Island is the Sandstone aquifer which occupies a majority of the
northern half of the study area (Figure 2.4). The aquifer is made up of folded sandstone,
shale and conglomerate of the Chuckanut Formation. The sandstone aquifer is bound on
the north, east and west sides by Georgia Strait, Hale Passage, and Rosario Strait,
respectively. Pleistocene sediments deposited in a deep bedrock trough border the aquifer
to the south. The aquifer may be present beneath the unconsolidated deposits, but because
of the presence of the unconsolidated aquifers, no wells have been drilled to explore the
Sandstone aquifer in that area.
The Chuckanut Formation is estimated to be around 330 feet thick (Carroll, 1980) and
overlies Greenstone. A layer of fine-grained unconsolidated Pleistocene deposits (GMD)
overlie the sandstone aquifer, except in areas where the sandstone crops out at the land
surface. The GMD deposits are typically thickest along the shoreline and in bedrock
depressions, creating confining conditions within the sandstone in most areas below
about 150 feet in elevation (land surface) (Sullivan, 2005).
The second bedrock aquifer is located in the southeast portion of the study area and is
composed of Greenstone. The Greenstone aquifer is bound to the east by Puget Sound
and by Pleistocene sediments to the north, south and west (Figure 2.6). Like the
sandstone aquifer, at lower elevations, the upper bound of the Greenstone is defined by a
mantle of Pleistocene sediments that typically thickens toward the east shore. It appears
that most of the aquifer is under confined conditions (Sullivan, 2005). The lower bound
of the aquifer is unknown and information on the thickness of the Greenstone in this area
is unavailable.
Two wells in the north part of the study area, wells 14 and 260, identified Greenstone on
the well log indicating that this aquifer is present beneath the Chuckanut sandstone.
Geochemical data discussed in Section 3.4 also suggests shallow Greenstone in the well
14 area.
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PROJECT NO. 050039-001-04 DECEMBER 31, 2006 13
3.2 Hydraulic Properties
3.2.1 Aquifer Yields
Relative aquifer yields on Lummi Island were evaluated primarily through specific
capacity data. Specific capacity is a simple empirical measure of well productivity that is
computed by dividing pumping rate in gallons per minute (gpm) by the water level
drawdown below static level in feet (ft). Specific capacities are a function of both the
aquifer and the well construction. Because drawdown commonly continues to increase
slowly over time, specific capacity is most meaningful if the duration of pumping is
specified.
For wells of similar construction, specific capacity provides a surrogate measure of
aquifer transmissivity. Transmissivity is a measure of the capacity of an aquifer to
transmit water horizontally. Transmissivity is most accurately defined by long-term
pumping tests, but can also be estimated from specific capacity data. Three long-term
pump tests were identified on Lummi Island – Hilltop wells 2 and 3, and one at Isle Aire.
Because of the limited number of long-term pump tests, aquifer productivity was largely
estimated through specific capacity based on driller’s pump tests.
Figure 3.1 is a map depiction of specific capacity data from the well database for the
unconsolidated and bedrock aquifers. The size of the symbol is proportional to the
specific capacity. Wells which were bailed dry during testing are indicated with a red
color.
In general, aquifer productivity is low in the bedrock aquifers on Lummi Island, while the
unconsolidated aquifers have modest productivities relative to other parts of the Puget
Sound region. Put another way, on northern Lummi Island specific capacities of wells
completed in bedrock aquifer are considerably lower than the specific capacities of the
wells completed in the unconsolidated aquifer. Average specific capacity in the sandstone
aquifer is 0.2 gpm/ft and average reported yields from driller’s logs are 10 gpm. Studies
of sedimentary bedrock in the Gulf Islands indicates that the fine-grained mudstone
interbeds typically have higher permeability than the sandstone layers due to more brittle
behavior and increased fracturing (Allen and others, 2003).
Specific capacities in the Greenstone are significantly less than the sandstone.
Apparently, the more massive igneous intrusions of the Greenstone formation were
structurally deformed as large blocks, with generally less fracturing than the sandstone.
Average specific capacity in the Greenstone is 0.03 gpm/ft or about an order of
magnitude less than that of the sandstone aquifer. Well yields reported on driller’s logs
from the Greenstone aquifer average about 3 gpm.
The highest specific capacities are found in the unconsolidated aquifers. Average specific
capacity in the unconsolidated aquifer was 1.8 gpm/ft, and average yield reported on
driller’s logs was 12 gpm. Transmissivity of well 240 was estimated at 106 gallons per
day/foot (gpd/ft) based on a 24 hour pump test. This well is completed in the Qc2 aquifer
and has a reported specific capacity of 0.21 gpm/ft. Tidal monitoring conducted at the
end of the test predicted a weak tidal influence on water levels (Northwest HydroGeo
Consultants, 2004a and 2004b).
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14 PROJECT NO. 050039-001-04 DECEMBER 31, 2006
3.2.2 Water Levels/Storage/Flow Directions
Static water level is measured as the depth to water in a well before pumping. Static
water elevations, or heads, define the potentiometric surface of the aquifer. If the level to
which water rises in the well is above the top of the aquifer, the aquifer is “confined” or
“artesian”. If the water level is free to fluctuate within the aquifer zone and is not
constrained by the stratigraphic top of the aquifer, it is an “unconfined” aquifer.
The sandstone aquifer exists under both confined and unconfined conditions. At higher
elevations, the sandstone aquifer tends to behave in an unconfined manner. For wells
completed at lower elevations (generally below sea level), the fractured sandstone aquifer
is contained by impermeable portions of the sandstone itself, or by the overlying GMD of
the Qf1 unit, and the aquifer behaves in a confined manner.
The Qc1 aquifer generally exists under both confined and unconfined conditions, with
wells completed at higher elevations exhibiting unconfined conditions. The Qc2 aquifer
is typically confined.
Water level data were collected by Whatcom County (1994) over a 2-year period from
1991 to 1993 on a monthly basis. Water level fluctuations in the unconsolidated aquifers
ranged from 1.2 to 3.4 feet, with low water conditions typically occurring in late summer
or fall (Figure 3.2a).
Groundwater fluctuations were much larger in the bedrock aquifers, ranging from 4.75
(well 52) to 24.3 (well 251) feet (Figure 3.2b). Low groundwater levels in bedrock wells
usually occur in the late summer and early fall; however, the data show some variability
in the seasonality of the water levels. The well measured in the Greenstone aquifer
exhibited over a 28-foot difference between its low (occurring in the winter and spring)
and high (occurring in the summer and fall) groundwater levels, consistent with relatively
low storage and a time lag for recharge.
Fall 2002 and Spring 2003 water level data collected by Sullivan (2005) exhibited similar
groundwater level fluctuations as those observed in the early 1990s. Water level changes
from Fall 2002 to Spring 2003 in the unconsolidated aquifers showed little variation and
ranged from 0.1 to -2.4 feet with a median value of -0.2 feet. Water level changes for this
time period were more pronounced in the bedrock aquifers and ranged from 0.2 to 26.6
feet in the Sandstone Aquifer with a median value of 1.5 feet. Water levels in the
Greenstone Aquifer were lower in the spring than in the fall ranging from -0.4 feet to -
15.2 feet with a median value of -1.9 feet (Sullivan, 2005).
Groundwater storage volumes for the aquifers on Lummi Island were calculated by
Sullivan (2005) and are only summarized here. The aquifer with the largest calculated
storage capacity was the sandstone aquifer, with 8.17 x 104 acre-feet of water. The
Greenstone aquifer had a calculated storage capacity of 1.63 x 104 acre-feet of water, and
the calculated volume of water in the Pleistocene aquifers was 0.73 x 104 acre-feet of
water. Stored water cannot be pumped sustainably at rates greater than the recharge rate,
so these volumes should not be considered recoverable.
A groundwater elevation contour map (Figure 3.3) was developed for typical late fall
conditions by combining study water level measurements made in August 2006 with
measurements by Sullivan in August 2002. In general, groundwater in the sandstone
ASPECT CONSULTING
PROJECT NO. 050039-001-04 DECEMBER 31, 2006 15
aquifer flows outward from the topographically higher inland region toward the shore in
a radial pattern. However, it is likely that actual groundwater flow patterns in the
sandstone aquifer are controlled by fractures and high permeability zones within the
Chuckanut Formation that are difficult to map or predict in detail. Hydraulic gradients
(change in groundwater level/distance between wells) are relatively steep, consistent with
the relatively low permeability of the sandstone. Gradients varied from about 0.1 (528
feet/mile) in the north to less than 0.035 (183 feet/mile) in the southeast, with higher
gradients corresponding to the steeper bedrock surface in the north relative to the
southeast.
In the Greenstone aquifer, a northwest-southeast trending groundwater divide separates
easterly flow into Hale Passage from westerly flow beneath the Pleistocene sediments
and into Rosario Strait on the west side of the Island. The hydraulic gradient in the
Greenstone aquifer was estimated at about 0.08 (431 feet/mile).
Groundwater in the Pleistocene aquifers typically flow seaward nearly perpendicularly to
the shoreline. However, in some instances, Sullivan (2005) interpreted groundwater flow
parallel to the shoreline before turning and flowing toward the sea, particularly in the
aquifer near Nugent Road in the southwestern portion of the study area. The estimated
gradient of 0.004 feet/day (21 feet/mile) in the glacial aquifers is considerably less than in
the bedrock aquifers, reflecting higher transmissivity.
3.3 Safe Yield
Safe yield of an aquifer is the amount of water that can be withdrawn on a sustained basis
without inducing adverse water quality effects such as seawater intrusion or other
environmental damage such as drying up of aquifers, streams and wetlands. Only a
fraction of groundwater recharge can be safely withdrawn without incurring these kinds
of adverse impacts. This section presents estimates of annual average groundwater
recharge and current rates of withdrawals by wells on northern Lummi Island.
The Lummi Peninsula Groundwater Investigation estimated that the theoretical maximum
aquifer safe yield was about one- third of the total recharge, where safe yield was defined
as the maximum pumping rate from a representative array of wells that could be
sustained without inducing chloride concentrations in excess of 250 milligrams per liter
(mg/L). The actual safe yield was believed to be somewhat less than this due practical
limitations on well locations.
3.3.1 Method Used to Evaluate Recharge
Annual recharge to an aquifer system is typically computed by applying a water mass
balance of the hydrologic cycle, where:
Recharge = Precipitation – Runoff – Evapotranspiration-Increase in Soil Moisture
Application of this method typically relies on direct measurement of precipitation and
runoff, local monitoring of climate parameters necessary to estimate evapotranspiration
(typically wind, relative humidity, solar radiation and temperature, or alternatively use of
evaporation pan data), and measurement of soil moisture changes. At the onset of the wet
ASPECT CONSULTING
16 PROJECT NO. 050039-001-04 DECEMBER 31, 2006
season, soil moisture is at a seasonal low and must be filled to its available soil moisture
holding capacity before recharge will begin. Water balances are ideally calculated using a
daily time step.
Spot measurements of runoff have been performed on Lummi Island (Nielsen and
Armfield, 2005) but no continuous runoff monitoring data are available. Likewise, no soil
moisture data are available. An alternative methodology to estimate groundwater
recharge was developed based on detailed studies performed on San Juan Islands (USGS,
2002) and Lummi Peninsula (Aspect Consulting, 2003). Using these studies, annual
recharge was estimated for three surficial/near surface geologic conditions (glaciomarine
drift, glacial outwash and bedrock) based on correlations between recharge and
precipitation.
The USGS conducted an analysis of the relationship between groundwater recharge and
precipitation for both glacial-deposited and bedrock aquifers for six basins on Lopez, San
Juan, Orcas, and Shaw Islands for water years 1997 and 1998 (USGS, 2002). Three
basins were monitored on Lopez Island, including two located in areas of glacial deposits
and the third in a bedrock aquifer area. The other three watersheds monitored in the study
were in areas of bedrock aquifers on San Juan, Orcas, and Shaw Islands. Recharge was
computed using the Deep Percolation Method (DPM), using site measured values of
precipitation, canopy through-fall, solar radiation, temperature and runoff. Other
parameters required by DPM are clear sky radiation, soil limiting transpiration, and snow
melt/sublimation which were complied from previous studies in Western Washington.
As part of the Lummi Peninsula Groundwater Investigation, detailed water balances were
evaluated for 12 basins for a four year period extending from October 1997 through
September 2001. All water balance components were field measured including
continuous runoff, precipitation, evapotranspiration, and soil moisture. A spreadsheet
water balance model utilizing field measured parameters was developed to compute
recharge on a daily time-step. The predominant soil type in the gaged basins on the
Lummi Peninsula was either glaciomarine drift or glacial outwash.
Precipitation and corresponding estimated recharge from each of the above-referenced
studies were tabulated and categorized based on surficial/near surface soil type into one
of three categories: glaciomarine drift, glacial outwash and bedrock. Figure 3.4 presents
the correlations between mean annual precipitation and mean annual recharge for
glaciomarine drift, glacial outwash, and bedrock. For a given mean annual precipitation
amount, recharge was greatest in the outwash soils, lowest in the bedrock, and
intermediate in the glaciomarine drift, consistent with the expected permeability
variations for these soil types. With the exception of the bedrock aquifer, recharge
increases with increasing mean annual precipitation.
Annual recharge in areas of undifferentiated glacial-deposits in the USGS (2002) study
averaged 11 percent of annual precipitation. Annual recharge in areas of glaciomarine
drift on the Lummi Peninsula (Aspect Consulting, 2003) averaged 13 percent of annual
precipitation, and recharge to coarse-grained glacial (e.g., outwash) aquifers averaged 24
percent of annual precipitation. Second order polynomial regression equations were
found to give a reasonable correlation function between mean annual precipitation and
recharge for glacial outwash soil type (r2=0.94), and for the glaciomarine drift (r2=0.88).
ASPECT CONSULTING
PROJECT NO. 050039-001-04 DECEMBER 31, 2006 17
Annual recharge to bedrock aquifers in the USGS (2002) study was approximately 0.5
inches per year, irrespective of precipitation, and, as such, showed no apparent
correlation to precipitation. The data suggest that recharge to bedrock is limited by
fracture permeability and, for a given precipitation event, the permeability is quickly
exceeded and precipitation, rejected as recharge, is diverted to runoff. The recharge study
on Lummi Peninsula did not include any bedrock aquifers.
3.3.2 Recharge Estimate Results
Recharge estimates calculated for Lummi Island are presented in acre-feet per year in
Table 3.1. These estimates were developed by relating mean annual precipitation on
Lummi Island to recharge. To develop these estimates, mean annual precipitation was
synthesized based on correlation with Bellingham Airport. Monthly precipitation data on
the Island has been collected intermittently at four locations by volunteers since the early
1980s. These four stations were used to calculate an average monthly precipitation record
for the island. This record was correlated to precipitation data collected at the Bellingham
International Airport to develop a synthetic precipitation record extending back to 1950
for Lummi Island.
The synthesized precipitation record was used to calculate 10-, 50-, and 90-percent
exceedance precipitation percentiles for the island. Exceedance values are the statistical
calculation of the annual precipitation that would be exceeded during the specified
percentage of years in a given period. In general, the 10 percent exceedance precipitation
value provides a representation of wet conditions (only 10 percent of the years exceed
this precipitation), the 50 percent exceedance value represents the median annual
precipitation, and the 90 percent exceedance value provides a representation of drought
conditions. The 10-, 50-, and 90-percent exceedance precipitation values for Lummi
Island were 38, 33, and 25 inches, respectively.
The correlations between recharge and precipitation for different soil types were used to
estimate the 10-, 50-, and 90-percent exceedance values for annual recharge on Lummi
Island (Table 3.1). Recharge was calculated for the entire northern Lummi Island study
area (about 2,500 acres). About 63 percent of the island was assigned to the bedrock
category, 35 percent to GMD and the remaining 2 percent to outwash, predominantly in
the spit areas. Areas of bedrock mantled by GMD were considered as a bedrock soil type
in estimating recharge. Recharge discharging from the GMD at rates exceeding bedrock
permeability would be expected to migrate along the bedrock/GMD interface daylighting
as seeps, effectively limiting recharge rates to that of the bedrock permeability.
Mean annual recharge for northern Lummi Island area is estimated at about 2 inches or
about 360 acre-feet (6 percent of precipitation), with the majority of the recharge
occurring in the GMD areas. For 10 percent and 90 percent, exceedances, recharge is
estimated at about 3 inches and 1 inch, respectively.
Previous investigations estimated greater recharge, but their estimates were based on less
detailed information analysis. Schmidt (1978) calculated a water budget for Lummi
Island based on a simplified water balance equation using precipitation, runoff, recharge
and evapotranspiration. Aquifer recharge was calculated to range between 5 and 9 inches
(16 percent and 28 percent of precipitation). Sullivan (2005) estimated annual recharge to
range from 0 to 20 inches and average 8 inches (24 percent of precipitation) based on the
ASPECT CONSULTING
18 PROJECT NO. 050039-001-04 DECEMBER 31, 2006
a simple mass balance approach apparently utilizing monthly time step and data from
water years 2001 to 2004. The Sullivan mass balance approach did not account for
changes in soil moisture, and runoff was based on spot measurements, rather than a
continuous record. Sullivan (2005) also used a chloride-mass balance approach to
estimate an average recharge of 4.3 inches (11 percent of precipitation) for water year
2004.
3.3.2.1 North Lummi Island Water Usage
Water use on Lummi Island was computed based on well data, and a second, independent
check of the calculation was made using island population data. Details of the
methodology are presented below. Total groundwater withdrawal of 111 acre-feet
annually was estimated from well data. Of this approximately 45 acre-feet (40 percent) is
expected to return via on-site drainfields, for a total net estimated water use of 66
acre-feet. The distribution of the withdrawals is presented on Figure 3.5. The population
based estimate of groundwater withdrawals for northern Lummi Island was 122 acre-feet
annually, the difference likely being caused by withdrawals from unrecorded wells. Thus,
withdrawals represent about one-third of the estimated average study area recharge, while
net water use is estimated at about 20 percent of estimated mean annual recharge.
Water usage was estimated from well data by totaling the number of wells in each
individual quarter-quarter section. Well locations were obtained from the Aspect well
database, and all wells were assumed to be currently in use. Water usage for Group A and
B wells was calculated based on the number of system connections obtained from
Whatcom County. Water usage for each of the domestic and municipal wells was
calculated based on a per capita water use of 111 gpd for privately supplied residences in
Whatcom County for year 2000 (Lane, 2004), and assuming that each residence has an
average population of 2.1 people, based on the LISP. Total per capita water usage was
summed for each quarter-quarter section (40 acres) of North Lummi Island. In order to
accommodate seasonal water usage, it was assumed that 45 percent of the per capita
water usage for each quarter-quarter section was used on a seasonal basis of 120 days.
The remaining 55 percent of the per capita water usage was assumed to be used on a
yearly basis of 365 days. It is important to note that no allowances were made for
commercial/industrial use and this water usage was assumed to be minimal on northern
Lummi Island.
Total annual groundwater withdrawals computed in this manner totaled 111 acre-feet.
Figure 3.5 presents water usage for the various quarter-quarter sections of North Lummi
Island. The majority of the quarter-quarter sections for North Lummi Island have a total
yearly water usage of less than 2 acre-feet. Total yearly water usages greater than 5 acre-
feet typically correspond to Group A water systems. Examples include T37R01E-09A
and T37R01E-09B - Hilltop Water Owners Association, T38R01E-32B - Owners
Association of Beach Club Condos, and T38R01E-32K - Isle Aire Beach Association and
Sunset Beach Association (Figure 3.5).
A portion of the withdrawals are returned to the aquifer via drainfields. Ecology (1997)
estimates approximately 45 gpd per capita is returned to the subsurface, or 95 gpd per
household in the study area (about 40 percent of total estimated withdrawals). Recharge
ASPECT CONSULTING
PROJECT NO. 050039-001-04 DECEMBER 31, 2006 19
via drainfields is then estimated at 45 acre-feet annually and net withdrawals are
estimated at 66 acre-feet.
Lummi Island population estimates for the year 2000 from the LISP were utilized in
order to determine an overall population-based water usage. The LISP provided estimates
of both permanent and seasonal populations for Lummi Island. Seasonal populations
were assumed to be resident on Lummi Island for a period of 120 days. These estimates
were used in conjunction with a per capita water usage of 111 gpd in the year 2000 for
privately supplied residences in Whatcom County (Lane, 2004). Using these data, yearly
water usage of 129.4 acre-feet was calculated for Lummi Island (Table 1). This
calculation assumed that withdrawals by Lummi Island Estates Community Club
(LISECC) contributed the majority of water usage for south Lummi Island. A population
of 90 residences was used for the LISECC, based on Group A water system data obtained
from Whatcom County. A total yearly water usage of 121.5 acre-feet was therefore
calculated for North Lummi Island. The difference in the estimate based on wells (111
acre-feet) and population (122 acre-feet) likely results from wells without recorded logs.
3.4 Groundwater Quality
Water quality has been previously investigated in several studies on Lummi Island,
including Sullivan (2005) and Whatcom County (1994). The Whatcom County (1994)
study identified arsenic and seawater intrusion as the principal water quality concerns on
Lummi Island, and those were the primary focus of this investigation. Each of these water
quality concerns are relevant to island-wide groundwater management. Other site-specific
water quality issues such as naturally occurring iron and manganese, leaking fuel tanks,
or drainfield-related impacts may be present, but were not investigated in this study.
Seawater intrusion and arsenic occurrence on Northern Lummi Island are described in the
sections below.
3.4.1 Seawater Intrusion
Marine salt water surrounds the study area on three sides. The occurrence of salt water at
depth constrains the recovery of groundwater from wells. Pumping from wells that
penetrate too deep, are located too close to the coast, or are pumped at excessive rates
may induce movement of freshwater into saltwater.
Several wells within the study area have been affected by seawater intrusion, as discussed
below. Prudent management of existing wells in the study area and any new development
of groundwater supplies require characterization and appropriate consideration of
conditions leading to salinity impacts.
3.4.1.1 Significance of Seawater Intrusion on Water Supply
Total dissolved solids are present in seawater of normal salinity at about 35,000 mg/L.
Chloride is present in normal seawater salinity at concentrations of about 19,000 mg/L.
Chloride, because of its conservative or non-reactive behavior, provides a convenient
constituent by which to measure seawater intrusion.
Federal and state drinking water standards include secondary (recommended) drinking
water regulations (SDWR) for chlorides (250 mg/L), and total dissolved solids (500
ASPECT CONSULTING
20 PROJECT NO. 050039-001-04 DECEMBER 31, 2006
mg/L) or specific conductance of 700 micromhos per centimeter (µmhos/cm). Addition
of about 1 to 1.5 percent seawater would cause typical, non-impacted groundwater to
exceed one or both of the secondary MCL’s, with chloride controlling. According to the
Washington Administrative Code (WAC) 246-290-320, the Washington State
Department of Health (WDOH) may require follow-up action of community water
systems under its jurisdiction that report exceedances of SDWR.
As described below, pumping from wells may induce intrusion of salt water into the fresh
water aquifer. Intrusion is generally reversible by curtailing pumping, but return to
acceptable conditions may require a lengthy period of time. Similarly, salt water intrusion
induced by pumping may take a long time to be manifested in degradation of water
supply. By the time the problem is recognized, a community may have become
dependent on the water supply, making control and correction of the problem
economically difficult. For this reason, early warning of developing salt water intrusion is
necessary.
WDOH (2001) considers 100 mg/L chloride to be a threshold of salt water intrusion risk,
and at least one Washington county (Jefferson) has adopted a policy that uses 100 mg/L
chloride as a criterion for management of salt water intrusion. This is consistent with the
Department of Ecology’s (WDOE) draft seawater intrusion policy (Washington
Department of Ecology, 1991), which would have prohibited new water rights and
discouraged new building permits where chloride levels exceeded 100 mg/L. A review of
seawater intrusion ordinances including Ecology’s draft seawater intrusion policy is
presented in draft Technical Memorandum 1 (Aspect Consulting, 2006a).
3.4.1.2 Mechanics of Seawater Intrusion
Seawater in the Lummi Peninsula vicinity has been found to contain from about 20,000
to 34,000 mg/L of dissolved solids (Aspect Consulting, 2003). These measurements
likely represent lower salinities found at shallow depths and close to shoreline inflows of
fresh water. Deeper salinities probably correspond to normal marine salinity of about
35,000 mg/L dissolved solids (including about 19,000 mg/L chloride ion). Lummi Island,
further from the influences of Nooksack and Lummi River discharge, would be expected
to have salinities closer to normal seawater. Water of this typical marine salinity is about
2.5 percent denser than fresh water.
Seawater and fresh water are fully miscible; however, where they are in contact with
minimal turbulence at the interface, fresh water tends to form a layer that floats above the
denser seawater. Salt water extends laterally beneath coastal groundwater aquifers.
The basic behavior of the fresh water-salt water interface is described in texts on ground-
water hydrology such as Todd (1980) or Bear (1979). Without mixing, a lens of fresh
groundwater theoretically would “float” above salt water, with its base at a depth below
sea level about 40 times as great as its height above sea level (Figure 3.6). This
theoretical configuration is known as the Ghyben-Herzberg lens. The influx of fresh
ground water recharge moves the toe of the lens slightly offshore.
This idealized Ghyben-Herzberg lens geometry is modified in the real world by several
factors. Most importantly, a sharp interface between fresh and salt water does not exist
but is replaced by a “transition zone” that grades over some vertical distance from fresh
ASPECT CONSULTING
PROJECT NO. 050039-001-04 DECEMBER 31, 2006 21
water above the zone to salt water below. The transition zone results mainly from mixing
induced by constant tidal motion. Tidal activity results in a back-and-forth particle
motion which, combined with geologic discontinuities, smears the interface over a zone
spanning tens to hundreds of feet vertically (Figure 3.6). The sharp-interface formulas
can be used to characterize the midplane (50 percent seawater) of the transition zone.
Pumping from wells can induce upward intrusion of saline water from the transition zone,
termed “upconing” (Figure 3.6). The amount of degradation in water quality associated
with upconing depends on the salinity of the upconed water, the height of the well bottom
above the transition zone, the presence or absence of geologic barriers to vertical flow
(vertical hydraulic conductivity), and the rate and frequency of pumping.
3.4.1.3 Seawater Impacts on Lummi Island Groundwater
The distribution of chloride in the study area is presented in Figure 3.7 based on median
chloride values for located/surveyed wells. Also indicated on Figure 3.7 are the
elevations of the completion intervals and the well yields reported on the driller’s logs.
Chloride concentrations are indicated by color according to the following categories: less
than background (0 to 40 mg/L), between background and the early warning value of 100
mg/L (40-100 mg/L), between the early warning value and SDWR (100-250 mg/L) and
greater than the SDWR (>250mg/L).
Inspection of Figure 3.8 indicates that most wells completed above sea level have
chloride concentrations less than 40 mg/L. These data suggest that background chloride
on the Lummi Peninsula are less than about 40 to 50 mg/L. A value of 40 mg/L was
conservatively selected as indicative of background conditions. This value is consistent
with findings on the Lummi Peninsula (Aspect Consulting, 2003) and with Sullivan
(2005).
Approximately 40 wells on northern Lummi Island were sampled in April and August,
2006 for chloride. Results are summarized in Table 3.2, and field methodology is
presented in Appendix B. In addition, selected wells were also sampled for bromide to
assist in evaluation of the chloride source.
Median chloride concentrations in excess of background levels are found in the following
five areas:
Point Migley – Two wells exhibit chloride of 100 mg/L or greater. One of the wells has
an associated well log and indicates the base of completion elevation of about -72 feet in
bedrock. No well log is available for the other well. Both wells are located within about
300 feet of the shoreline. The bedrock well had a reported yield of 5 gpm but was bailed
dry during testing.
Northwest Coast – Two wells were identified which exceeded background levels along
the northwest coast. One well (242), north of the Willows, had a median chloride
concentration of 24 mg/L; however, review of historic data for this well indicates
chloride levels increased between 1993 sampling (22 mg/L) and sampling in October
2002 (128 mg/L). Chloride levels decreased to 49 mg/L in May 2003. Completion
elevation for this well is -70 feet. The other well, located south of the Willows, is
completed at about 111 feet below sea level, and the median chloride value (45 mg/L) is
close to the background level.
ASPECT CONSULTING
22 PROJECT NO. 050039-001-04 DECEMBER 31, 2006
Village Point – Two wells east of Village Point have median chloride concentrations in
excess of 250 mg/L. Well completion depths for both wells are greater than 70 feet below
sea level. One well is completed in the Qc1 unconsolidated aquifer and the other is
completed in the sandstone aquifer. The median chloride in the sandstone well is in
excess of 3,000 mg/L. Both wells are located within about 700 feet of Legoe Bay. The
bedrock well had a reported yield of 15 gpm, but was bailed dry during testing.
Southwest Shoreline Single Well (west of South Nugent Drive) – one well completed in
the Qc1 aquifer at an elevation of about -79 feet was identified with chloride in excess of
100 mg/L. The well had a reported yield of 19 gpm and a specific capacity of 2.5 gpm/ft
drawdown.
Central East Shoreline Area – Five wells exceed background chloride concentrations
along the central east shoreline area between Centerview Road and Legoe Bay Road,
with four of these in exceedance of 100 mg/L. Well completion elevations range from -36
to -183 feet. All five of these wells are likely completed in bedrock. Two of the bedrock
wells are very low yielding. Distances from the shoreline ranges from 300 to about 1,000
feet.
Lane Spit – One shallow well on Lane Spit, completed near sea level and located
adjacent to the shoreline, exceeded the SDWR for chloride.
Anomalously high chloride concentrations in inland wells were investigated in the April
and August sampling events. Wells 76 and 188 had elevated chloride levels measured in
2003, although chloride levels were within background for samples collected in 2006.
Median chloride for well 232 is at the background threshold and well 247 median
chloride value slightly exceeds background levels. The base of well 76 screen is near sea
level, and wells 188, 232, and 247 have well screens well below sea level.
Inland wells with historically elevated chloride concentrations (76, 247, 232, and 188)
were analyzed for bromide and sodium to evaluate if seawater was the source of chlorides
for these wells. Seawater typically has a Cl/Br ratio of 297 and a Na to Cl ratio of about
0.6. Chloride and bromide are typically nonreactive with the aquifer matrix (referred to as
conservative behavior), except where high amounts of organic matter are present (Bear
and others, 1999). Cation exchange and other processes may modify sodium
concentrations during transport of seawater within the aquifer (Hem, 1970).
Bromide data are equivocal with respect to identification of seawater in the inland wells.
Bromide was typically below detection limits, which limited the data evaluation.
Assuming bromide was present at the detection limits, C1/Br ratios ranged from about
128 to 300. Bromide present at levels less than the detection limit would increase these
values. Thus, for the wells where bromide concentrations were less than the detection
limit, seawater intrusion cannot be ruled out, nor can it be confirmed based on Cl/BR
ratios. Bromide was detected in one well in the August sample round at a concentration
higher than would be expected for seawater. Well 247 had a chloride to bromide ratio of
24 suggesting bromide concentrations were supplemented by a source other than
seawater.
ASPECT CONSULTING
PROJECT NO. 050039-001-04 DECEMBER 31, 2006 23
Well 188 had a sodium to chloride concentration of about 0.5 in both the spring and fall
sample rounds, generally consistent with a seawater source for this well, while Na to Cl
ratios of about 1 for wells 76 and 247 do not support seawater intrusion. Sullivan (2005)
categorized well 247 as “probably intruded” based on analysis of head and ion data. Of
the other inland wells with elevated chloride, Sullivan classified wells 188 and 232 as
“possibly intruded”.
The relationship between chloride concentration and well depth was examined by
plotting well completion depth against median chloride concentration for wells with
surveyed well elevations (Figure 3.8). In an island setting with a homogenous aquifer,
chloride levels would be expected to increase with well completion depths that extend
into the transition zone. At Lummi Island, there are several wells (both unconsolidated
and bedrock completions) with completion depths well below sea level and chloride
levels within background concentrations that indicate a more complex flow system is
present. As a corollary, wells were also identified with relatively shallow completion
depths and elevated chloride levels. For the most part, high chloride wells are not
distinctly clustered geographically. These data suggest a heterogeneous groundwater flow
system where the location of the transition zone is strongly influenced by local variations
in aquifer permeability and pumping.
The relationship between groundwater elevation (head) and median chloride
concentration was also examined (Figure 3.9). In Island County, Kelly (2005) noted a
relationship between head and chloride levels. By maintaining a groundwater elevation of
8.4 feet (NAVD 88) or higher between the well and the coast, sufficient head is present to
maintain the shoreward position of the seawater/fresh water interface on Whidbey Island
(see Technical Memorandum 1 for additional description of the Island County Seawater
intrusion ordinance). This relationship was not found to hold true on Lummi Island.
Several wells were identified with chloride levels elevated above background and
groundwater elevations of 8 feet (NGVD 88) or more.
Allen and others (2003) studied seawater intrusion in the bedrock aquifers of the Gulf
Islands of Canada. Based on downhole flowmeter (spinner) surveys and geophysical
borehole logging, they identified single, discrete fractures and more highly fractured
zones as entry points for seawater into wells. Seawater may occur as wedges within these
individual high permeability, fracture zones. These high permeability zones act as
discharge points for freshwater under unstressed aquifer conditions and, because of the
high flux of water through them, will maintain the saltwater/freshwater interface a greater
distance off-shore than a lower permeability zone. If the flow direction is reversed, as
may occur in the case of a pumping well, they may become a conduit for seawater into an
aquifer. Vertical and subvertical fractures were also identified by Allen and others (2003)
as playing a major role in transmitting water, with the potential of allowing seawater to
move upward through these conduits.
The poor correlations between: 1) chloride concentration and well completion elevation,
and 2) chloride concentration and head indicate that the conceptual model of the
saltwater/freshwater interface on northern Lummi Island is far more complex than the
classic Ghyben-Herzberg or transition zone models. The data are consistent with a
conceptual model of groundwater flow controlled in many areas by fracture permeability.
That many of the seawater intruded wells are low yielding wells is consistent with limited
ASPECT CONSULTING
24 PROJECT NO. 050039-001-04 DECEMBER 31, 2006
pumping inducing movement of the saltwater wedge into a well. The numerous deep
wells with low chloride concentrations indicate that some water-bearing fractures are
isolated by low permeability intact portions of the aquifer, preventing seawater intrusion.
Unconsolidated wells with high chloride concentrations and high head may be similarly
affected by seawater transmitted through bedrock or by heterogeneities within the
unconsolidated material.
3.4.2 Arsenic
Arsenic in exceedance of drinking water standards was identified over much of the study
area. The MCL for arsenic was lowered to 10 micrograms/liter (µg/L) effective January
23, 2006 from the previous MCL of 50 µg/L. An MCL is the highest level of a
contaminant that is allowed in drinking water. Under the County drinking water statute
(Chapter 24.11), if arsenic exceeding the MCL of 10 µg/L is identified in a water supply
well serving as a one- or two-party drinking water source to be approved by the health
department, then treatment of the water source is required, with the exception of wells in
short and long plats. In the case of short or long plats, for the purpose of oversight, the
County drinking water regulation does not allow for treatment. The expectation is that
where new lots were being created and an MCL exceedance occurred, a public water
system under state DOH review would be created and sources with MCL exceedances
would be overseen by state WDOH. At this time, the arsenic standard for Group B (3 to
14 connections) systems in Washington is 50 µg/L. The arsenic standard in Whatcom
County at this time is 10 µg/L for systems with 1 or 2 connections or for 15 or more
connections (Group A). (Lee Phipps, personal communication, March 2006).
Median arsenic distribution based on available data is presented in Figure 3.10 for the
study area. Wells with arsenic concentrations exceeding the MCL of 10 µg/L are colored
red, and wells with arsenic concentration less than the MCL are shown in blue. The well
yield and completion elevation are shown along with the arsenic concentration. The
source of arsenic appears to be within the sandstone aquifer, where highest
concentrations are typically found. Wells completed in the Greenstone Aquifer are
typically low in arsenic.
The highest prevalence of median arsenic exceeding the MCL of 10 µg/L occurs in the
sandstone wells – about 70 percent of wells recorded in the database as completed in the
bedrock aquifer exceed the MCL, compared to about 27 percent in the unconsolidated
aquifer. Based on the existing data, the occurrence of arsenic above the MCL may be
subdivided into the following three areas.
Point Migley/Loganita Area – Median arsenic distribution in this area appears spatially
variable. Three wells were identified with median arsenic concentrations more than an
order of magnitude greater than MCL (i.e., greater than 100 µg/L), with several wells in
the area exceeding the arsenic MCL but less than 100 µg/L. No well logs are available for
wells with the highest median arsenic concentrations in this area, and completion depths
are unknown. Median arsenic concentrations exceed the MCL in two wells completed in
unconsolidated deposits south of Point Migley along the west shore.
Central Area – This area extends approximately from south of the Richards
Mountain/Willows area to Lovers Bluff and the ferry terminal. A northeast trending band
of wells with median arsenic concentrations less than the MCL separate this area from
ASPECT CONSULTING
PROJECT NO. 050039-001-04 DECEMBER 31, 2006 25
Point Migley/Loganita area. Highest median arsenic concentrations are found in
sandstone wells along the east shoreline, south of Lummi Point and north of the ferry
terminal. A large data gap is present in the area south of Richards Mountain, where no
arsenic data are available. Most wells in the central arsenic area are completed in
sandstone bedrock. At the south end of this area, two wells completed in unconsolidated
aquifer (Qc) with arsenic levels in exceedance of the MCL were identified north of Legoe
Bay Road. The occurrence of arsenic in the Qc wells is discussed further below.
South Area – This area is defined predominantly by wells along the southwest coast. A
broad band of unconsolidated wells and Greenstone wells with arsenic concentrations
less than MCL separates the central and south areas. To the south, a band of wells along
Sunrise Road, mostly completed in unconsolidated material, have arsenic levels less than
the MCL. One well completed in a sandstone and Greenstone on the east shore exhibited
high arsenic, although the location of the well could not be verified. Wells may show
considerable seasonal variability in arsenic concentrations. Two wells were identified
from the 1994 study that exhibited order of magnitude changes in arsenic concentration,
and several wells had arsenic concentrations which fluctuated over a half order of
magnitude annually. Between the April and August 2006 sample rounds, fluctuations in
arsenic concentrations ranged from none to as much as four-fold increase (Table 3.2).
Median arsenic concentrations were plotted as a function of well elevation to investigate
the relationship between arsenic occurrence and well intake elevation (Figure 3.12). No
apparent relationship is present between median arsenic concentrations and well intake
elevation, and the data indicate that median arsenic concentrations above the MCL are
not a function of intake elevation. Plot of well depth and median arsenic concentrations
indicated a similar lack of correlation. Low and high arsenic concentrations occur in both
shallow and deep wells.
The wide spread distribution of arsenic and lack of correlation of arsenic levels with
depths are consistent with a natural arsenic source. Arsenic may have been used on
Lummi Island as a pesticide for orchards, poultry and other livestock during the 1940s
and 1950s (Whatcom County, 1994); however, if arsenic were related to anthropogenic
surface sources, arsenic would be expected to occur in hot spots related to application
areas. In addition, a consistent pattern to concentration and depth would be expected as
surface sources migrated vertically. This conclusion is consistent with findings of the
1994 report. Additional sampling to establish trends in arsenic concentrations since the
early 1990s could provide additional evidence of natural occurrence of arsenic (i.e.,
arsenic concentrations would be expected to decline with the end of surface applications).
The distribution of unconsolidated wells with elevated arsenic suggests that arsenic-
impacted groundwater migrates laterally outward from the sandstone aquifer into the
unconsolidated deposits. This hypothesis is based on the distribution of unconsolidated
wells with elevated arsenic levels around the fringes of bedrock areas, as contrasted with
low arsenic in the unconsolidated wells located in areas more distant from the bedrock
(Figure 3.10). An arsenic concentration gradient is broadly defined along the southern
sandstone limit in the Central area, by median arsenic concentrations decreasing from a
high of 305 µg/L at bedrock well 226 to a low of 5 µg/L at downgradient Qc1 well 225,
suggesting lateral migration of groundwater with elevated arsenic (Figure 3.10).
ASPECT CONSULTING
26 PROJECT NO. 050039-001-04 DECEMBER 31, 2006
Further evidence for migration of elevated arsenic water to unconsolidated aquifers is
provided in the examination of water types characteristic of the sandstone and
unconsolidated aquifers. Figure 3.11 presents Stiff diagrams showing the “signatures” of
the major water types for selected wells. Stiff diagrams permit quick evaluation of water
types based on geometric shapes. Bedrock wells with high arsenic have a distinctive
water type typified by high sodium and very low calcium and magnesium (wells 226,
247, 227, Figure 3.11). In contrast, wells completed in the unconsolidated material with
low arsenic (for example wells 053 and 225) exhibit nearly equal parts of sodium,
calcium, and magnesium, with calcium being the slightly dominant cation.
Unconsolidated wells on the south fringe of the sandstone (wells 268, 88 and 240) with
arsenic levels intermediate between these end members suggest a mixing of these two
water types. These wells exhibit a higher proportion of sodium relative to Qc wells with
low arsenic (indicative of bedrock) and higher calcium and magnesium relative to
bedrock wells, indicating migration of groundwater with elevated arsenic from the
bedrock and mixing within the Qc1 aquifer.
Wells completed in the Qc1 aquifer in the South Area with elevated arsenic also exhibit
elevated sodium, suggesting that sandstone may underlie the Qc aquifer in this area and
influence the water quality. The Stiff plots for these wells show greater similarity to the
sandstone than to the adjacent Greenstone. The log for at least one well in the south
Greenstone area indicated sandstone overlying the Greenstone. The 1994 study reports
elevated arsenic for this well; however, the location of the well could not be verified in
the present study.
Water types for wells in the low arsenic band that separates the Point Migley and Central
arsenic areas exhibit relatively low sodium and relatively greater calcium (wells 257 and
14) (Table 3.2). The water type signature for these wells appears more closely related to
Greenstone water type identified at well 232 at the south end of the study area. The well
log for well 14, located in the northerly low arsenic band indicates that the bottom 8 feet
of the well is completed in Greenstone, suggesting that the band of low arsenic wells
could be related to shallow Greenstone. This band of low arsenic wells is also coincident
with the top of a recharge area (Figures 3.3 and 3.10).
Median arsenic concentrations in sandstone (32 µg/L) are significantly greater the median
concentrations in unconsolidated aquifer (4 µg/L), also suggesting sandstone as a source
for arsenic (values obtained from database by taking the median of all individual well
median arsenic concentrations).
Arsenic concentrations were also examined as a function of specific capacity (Figure
3.13). Groundwater in lower permeability units with longer residence may be expected to
develop higher arsenic concentrations. The data indicate that at specific capacities above
about 1.5 gpm/ft, arsenic concentrations are less than the MCL. At lower specific
capacities, there was no apparent relationship between specific capacity and arsenic.
ASPECT CONSULTING
PROJECT NO. 050039-001-04 DECEMBER 31, 2006 27
4 Summary of Technical Considerations for
Development of Methodology
Findings from the hydrogeologic investigation provide a technical basis for development
of a methodology to evaluate groundwater withdrawals. Key findings are discussed
below in terms of seawater intrusion, arsenic, and safe yield. In summary, the lack of
predictability for chloride precludes use of methods currently in use in Jefferson, Island
and other western Washington Counties. Rather, the methodology should focus on
development of an antidegradation policy that limits any further declines in groundwater
quality.
Safe Yield
Safe yield of the aquifer cannot be known with certainty without detailed field
investigations to estimate recharge and numerical modeling to identify the percent of
recharge available for development. Pending these studies, a prescriptive approach to
evaluating groundwater withdrawals on Lummi Island cannot be implemented. Even if
performed, considerable uncertainty in safe yield could remain, particularly in the highly
variable bedrock aquifer.
Seawater Intrusion
No apparent relationship was identified between well depth and salinity or between
groundwater head and salinity. This finding coupled with heterogeneity of the bedrock
aquifers indicates that a seawater intrusion policy based on relationship to head and
salinity (similar to Island County) is not appropriate for Lummi Island. In addition,
methods limiting groundwater development within a prescribed radius of wells with
elevated chloride levels, such as in Jefferson County, are not recommended, as the
chloride distribution cannot be predicted with any certainty, particularly in the bedrock
aquifer.
Arsenic
Arsenic appears to be naturally occurring and sourced in the sandstone aquifer. Arsenic
appears to migrate laterally outward from the sandstone regions affecting arsenic levels in
the unconsolidated aquifer in the downgradient fringe areas. Within the sandstone arsenic
concentrations are highly variable and cannot be predicted with any certainty. In addition,
arsenic concentrations vary considerably on a seasonal basis in some wells. Methods for
evaluating proposed groundwater withdrawals should account for the potential for
arsenic-impacted groundwater to migrate laterally into unaffected portions of the aquifer
as a result of pumping.
ASPECT CONSULTING
28 PROJECT NO. 050039-001-04 DECEMBER 31, 2006
Methodology
To achieve the objective of developing standards and policies that are protective of the
groundwater resource, natural environment and human health, an antidegradation
standard is recommended. Development of an antidegradation standard will be adaptive
to the many area-specific circumstances present in the northern Lummi Island aquifers.
Protective measures could be developed based on limiting further degradation of water
quality in areas where impacts are observed. The antidegradation standard should include
criteria for both seawater intrusion and arsenic.
ASPECT CONSULTING
PROJECT NO. 050039-001-04 DECEMBER 31, 2006 29
References
Allen, D.M., Liteanu, E., and Mackie, D.C., 2003, Geologic controls on the occurrence of
saltwater intrusion in heterogeneous and fractured island aquifers, Southwestern
British Columbia, Canada, presented at Second International Conference on
Saltwater Intrusion and Coastal Aquifers – Monitoring, Modeling, and
Management, Merida, Yucatan, Mexico, March 30-April 2003.
Aspect Consulting, 2003, Lummi Peninsula ground water investigation, Lummi Indian
Reservation, Washington. Bainbridge Island, Washington. Unpublished Work.
Aspect Consulting, 2006a, Draft Lummi Island groundwater study - technical
memorandum 1, Bainbridge Island, Washington. Unpublished Work.
Aspect Consulting, 2006b, Draft Lummi Island groundwater study - technical
memorandum 2, Bainbridge Island, Washington. Unpublished Work.
Bear, J., 1979, Hydraulics of groundwater. McGraw Hill, New York.
Bear and others, 1999, Seawater intrusion in coastal aquifers – concepts, methods and
practices; Kluwer Academic Publishers, London, 625 p.
Carroll, P.R., 1980, Petrology and structure of pre-Tertiary rocks of Lummi and Eliza
Islands, Washington, M.S. Thesis, University of Washington, Seattle,
Washington.
Dethier, D.P., Pessl, Jr., F, Keuler, R.F., Balzarini, M.A., and Pevear, D. R., 1995, Late
Wisconsinan glaciomarine deposition and isostatic rebound, northern Puget
Lowland, Washington GSA Bulletin, v. 107, no. 11, p. 1288-1303.
Easterbrook, D.J., 1963, Late Pleistocene glacial events and relative sea-level changes in
the Northern Puget Lowland, Washington; Geologic Society of America Bulletin,
v. 74, p. 1465-1484.
Easterbrook, D.J., 1976, Geologic map of Western Whatcom County, Washington, USGS
Map I-854-B.
Easterbrook, D. J., 1994, Stratigraphy and chronology of early to late Pleistocene glacial
and interglacial sediments in the Puget Lowland, pp. IJ-1-38, in Geologic field
trips of the Pacific Northwest, vol.1.
Ecology, 1997, Estimating potential impacts to groundwater quality from nitrogen
loading; in Proceedings 9th Northwest On-site Wastewater Treatment Short
Course and Equipment Exhibition, edited by Robert Seabloom.
Hem, J.D., 1970, Study and interpretation of the chemical characteristics of natural water
(2nd ed.). U.S. Geological Survey Water Supply Paper 1473, p. 363.
ASPECT CONSULTING
30 PROJECT NO. 050039-001-04 DECEMBER 31, 2006
Kelly. D.J., 2005, Seawater Intrusion Topic Paper Final Draft, Island County Health
Department, Coupeville, Washington.
Lane, R.C., 2004, Estimated domestic, irrigation, and industrial water use in Washington,
2000: USGS, Scientific Investigations Report 2004-5015, pp. 1-16.
Lapen, T.J., 2000, Geologic map of Bellingham 1:100,000 quadrangle, Washington,
Washington Division of Geology and Earth Resources Open File Report 2000-5.
Lee Phipps, personal communication, March 2006.
Nielsen, K.C. , and Armfield, V.D., 2005, Precipitation runoff on the northern portion of
Lummi Island, Washington (2002-2004). Unpublished Work.
Northwest HydroGeo Consultants, 2004a, Aquifer test report based on the 24-hour
pumping test of well No.3 in April 2004, Bellingham, Washington, Unpublished
work.
Northwest HydroGeo Consultants, 2004b, Aquifer test report based on the 24-hour
pumping test of well No.2 in April 2004, Bellingham, Washington, Unpublished
work.
Schmidt, R.G., Robinson & Noble, Incorporated, 1978, The water resources of Northern
Lummi Island. Tacoma, Washington.
Sullivan, W., 2005, for his Master’s Thesis at Western Washington University. Sullivan’s
The Hydrogeology of North Lummi Island, Washington.
Todd, D.K., 1980, Groundwater Hydrology. John Wiley and Sons. New York, pp. 7-4
Troost, K.G., 1999, The Olympia Nonglacial interval in the Southcentral Puget Lowland,
Washington, University of Washington MS Thesis.
U.S. Geological Survey (USGS), 2002, Estimates of ground-water recharge from
precipitation to glacial-deposit and bedrock aquifers on Lopez, San Juan, Orcas,
and Shaw Islands, San Juan County, Washington. Water-Resources Investigations
Report 02-4114.
Washington State Department of Ecology, 1991, Letter communication with Tim
Hostetler regarding seawater intrusion policy.
Washington State Department of Health, 2001, Water system design manual.
Whatcom County, 1994, Lummi Island groundwater study. Prepared for Department of
Ecology Centennial Clean Water Fund.
ASPECT CONSULTING
PROJECT NO. 050039-001-04 DECEMBER 31, 2006 31
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 Whatcom County Planning & Development Services for specific
application to the referenced property. This report does not represent a legal opinion. No
other warranty, expressed or implied, is made.
Table 3.1 - Annual Recharge Estimates
Northern Lummi Island Hydrogeologic Investigation
Exceedance Percentile105090
Annual Precipitation (inches)383325
Recharge for the entire study area (inches)2.61.71.1
Exceedance Percentile105090
Recharge for the entire study area (acre-ft)540.6358.0233.2
Recharge based on aquifer type (acre-ft)
Bedrock66.066.066.0
GMD438.9267.3154.3
Outwash35.724.812.9
Aspect Consulting
12/31/2006
W:\050039 Whatcom Cty- Lummi Island GW\Hydrogeologic Investigation\Table3.1.xls
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Total PhosphateBr
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Table 3.2 Page 1 of 1
Distance(feet)SCALE: 1" = 1000' (horizontal)SCALE: 1" = 100' (vertical)A
A'
Elevation(feet)
Elevation
(feet)
181 197 245 188107205 1026430104510
2
11
1
12
5
14
5
16
4
Qf1SS Clay & ShaleUSQf1
Qf
1
Qf2 Qc1
Qc
1
2Qc
US
Qf
1
6/2/2003Cl: 100As: 85 3/10/1978Cl: 34As: 2.5 5/12/2003Cl: 24As: 13 6/9/2003Cl: 15As: 1.5 6/11/2003Cl: 35As: N/M Cl: 37As: 25 Cl: 15As: 61Cl: 19As: 2.5Cl: 33As: N/MCl: N/MAs: N/M
Cl
:
1
0
As
:
N
/
M
Cl
:
2
1
As
:
N
/
M
Cl
:
1
1
As
:
N
/
M
Cl
:
1
7
As
:
N
/
M
6/11/2003 5/13/20032/6/19815/13/20035/28/2003Cl: N/MAs: N/M 5/28/2003
6/
1
6
/
2
0
0
3
Cl: 2
3
As:
N
/
M
5/
1
3
/
2
0
0
3
6/
2
/
2
0
0
3
5/
1
4
/
2
0
0
3
5/
1
4
/
2
0
0
3
Qf1 Qf1Qf1Qc1Qf1Qf1SS
Qc
1
US
US??GS ????
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FI
G
U
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E
N
O
.
PR
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J
E
C
T
N
O
.
DA
T
E
:
RE
V
I
S
E
D
B
Y
:
DR
A
W
N
B
Y
:
DE
S
I
G
N
E
D
B
Y
:
17
9
M
a
d
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e
L
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e
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h
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n
b
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l
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d
,
W
A
9
8
1
1
0
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0
6
)
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8
0
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9
3
7
0
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1
F
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r
s
t
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e
#
4
8
0
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a
t
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W
A
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)
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4
4
3
Cr
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t
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PM
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6
Q:\Lummi\050039 Lummi\2006-11\050039-AA.dwg
Open Interval Ground SurfaceDepth to BedrockFine Grained unitsCoarse Grained unitsSandstoneGreenstone USQfQcSSGS1Qf212QcStatic Water Level and Date MeasuredMedian Chloride (mg/L)Median Arsenic (ug/L)Cl: 100As: 85N/MNot Measured Geologic Unit Contact (Approximate)Well Screen or Perforated Zone LegendAnticline, approximate axis location (based on Carroll, 1980 and Sullivan, 2005)Syncline, approximate axis location (based on Carroll, 1980 and Sullivan, 2005)Sand, typically unsaturated (includes soil and forest duff)Computation of median involving non detect valves was done as follows:1.) if detection limit < 10 ug/l, then half detection limit was used.2.) if detection limit > 10 ug/l, then valuewas not used.
Elevation
(feet)
14
5
US
5/
2
2
/
2
0
0
3
Cl
:
1
4
As
:
N
/
M
Cl
:
N
/
M
As
:
N
/
M
5/
2
9
/
2
0
0
3
12
3
77
Di
s
t
a
n
c
e
(f
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e
t
)
SC
A
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E
:
1
"
=
1
0
0
0
'
(
h
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r
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z
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l
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E
:
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"
=
1
0
0
'
(
v
e
r
t
i
c
a
l
)
Qf
1
Qf
1GS
B
B'
GS
Qc
1
Elevation
(feet)
Cl
:
1
1
As
:
N
/
M
5/
1
4
/
2
0
0
3
?
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?
FI
G
U
R
E
N
O
.
PR
O
J
E
C
T
N
O
.
DA
T
E
:
RE
V
I
S
E
D
B
Y
:
DR
A
W
N
B
Y
:
DE
S
I
G
N
E
D
B
Y
:
17
9
M
a
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L
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I
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l
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d
,
W
A
9
8
1
1
0
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0
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)
7
8
0
-
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3
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0
81
1
F
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t
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e
#
4
8
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3
Cr
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L
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Q:\Lummi\050039 Lummi\2006-11\050039-BB.dwg
Open Interval Ground SurfaceDepth to BedrockFine Grained unitsCoarse Grained unitsSandstoneGreenstone USQfQcSSGS1Qf212QcStatic Water Level and Date MeasuredMedian Chloride (mg/L)Median Arsenic (ug/L)Cl: 100As: 85N/MNot Measured Geologic Unit Contact (Approximate)Well Screen or Perforated Zone LegendAnticline, approximate axis location (based on Carroll, 1980 and Sullivan, 2005)Syncline, approximate axis location (based on Carroll, 1980 and Sullivan, 2005)Sand, typically unsaturated (includes soil and forest duff)Computation of median involving non detect valves was done as follows:1.) if detection limit < 10 ug/l, then half detection limit was used.2.) if detection limit > 10 ug/l, then valuewas not used.
Di
s
t
a
n
c
e
(f
e
e
t
)
SC
A
L
E
:
1
"
=
1
0
0
0
'
(
h
o
r
i
z
o
n
t
a
l
)
SC
A
L
E
:
1
"
=
1
0
0
'
(
v
e
r
t
i
c
a
l
)
C
C'
Qf
1
Qc
Qf
1
5
10
1
79
83
Cl
:
N
/
M
As
:
N
/
M
5/
2
8
/
2
0
0
3
Cl
:
1
5
As
:
N
/
M
Cl
:
2
1
As
:
N
/
M
Cl
:
1
4
As
:
1
0
6/
2
6
/
2
0
0
3
6/
1
1
/
2
0
0
3
5/
2
2
/
2
0
0
3
US
Elevation
(feet)
Elevation
(feet)
SS
Qc
1
1
?
?
?
FI
G
U
R
E
N
O
.
PR
O
J
E
C
T
N
O
.
DA
T
E
:
RE
V
I
S
E
D
B
Y
:
DR
A
W
N
B
Y
:
DE
S
I
G
N
E
D
B
Y
:
17
9
M
a
d
r
o
n
e
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h
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i
n
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e
I
s
l
a
n
d
,
W
A
9
8
1
1
0
(2
0
6
)
7
8
0
-
9
3
7
0
81
1
F
i
r
s
t
A
v
e
n
u
e
#
4
8
0
Se
a
t
t
l
e
,
W
A
9
8
1
0
4
(2
0
6
)
-
3
2
8
-
7
4
4
3
Cr
o
s
s
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e
c
t
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n
C
-
C
'
No
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r
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L
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m
m
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r
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L
u
m
m
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I
s
l
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d
,
W
a
s
h
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n
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o
n
No
v
2
0
0
6
JW
C
PM
B
-
05
0
0
3
9
2.
8
Q:\Lummi\050039 Lummi\2006-11\050039-CC.dwg
Open Interval Ground SurfaceDepth to BedrockFine Grained unitsCoarse Grained unitsSandstoneGreenstone USQfQcSSGS1Qf212QcStatic Water Level and Date MeasuredMedian Chloride (mg/L)Median Arsenic (ug/L)Cl: 100As: 85N/MNot Measured Geologic Unit Contact (Approximate)Well Screen or Perforated Zone LegendAnticline, approximate axis location (based on Carroll, 1980 and Sullivan, 2005)Syncline, approximate axis location (based on Carroll, 1980 and Sullivan, 2005)Sand, typically unsaturated (includes soil and forest duff)Computation of median involving non detect valves was done as follows:1.) if detection limit < 10 ug/l, then half detection limit was used.2.) if detection limit > 10 ug/l, then valuewas not used.
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Q:\Lummi\050039 Lummi\2006-11\050039-DD.dwg
Open Interval Ground SurfaceDepth to BedrockFine Grained unitsCoarse Grained unitsSandstoneGreenstone USQfQcSSGS1Qf212QcStatic Water Level and Date MeasuredMedian Chloride (mg/L)Median Arsenic (ug/L)Cl: 100As: 85N/MNot Measured Geologic Unit Contact (Approximate)Well Screen or Perforated Zone LegendAnticline, approximate axis location (based on Carroll, 1980 and Sullivan, 2005)Syncline, approximate axis location (based on Carroll, 1980 and Sullivan, 2005)Sand, typically unsaturated (includes soil and forest duff)Computation of median involving non detect valves was done as follows:1.) if detection limit < 10 ug/l, then half detection limit was used.2.) if detection limit > 10 ug/l, then valuewas not used.
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Q:\Lummi\050039 Lummi\2006-11\050039-EE.dwg
Open Interval Ground SurfaceDepth to BedrockFine Grained unitsCoarse Grained unitsSandstoneGreenstone USQfQcSSGS1Qf212QcStatic Water Level and Date MeasuredMedian Chloride (mg/L)Median Arsenic (ug/L)Cl: 100As: 85N/MNot Measured Geologic Unit Contact (Approximate)Well Screen or Perforated Zone LegendAnticline, approximate axis location (based on Carroll, 1980 and Sullivan, 2005)Syncline, approximate axis location (based on Carroll, 1980 and Sullivan, 2005)Sand, typically unsaturated (includes soil and forest duff)Computation of median involving non detect valves was done as follows:1.) if detection limit < 10 ug/l, then half detection limit was used.2.) if detection limit > 10 ug/l, then valuewas not used.
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Groundwater Elevation (ft) (NAVD 88)
02468101214161820West Shore Precipitaion (in)
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Northern Lummi Island, WA
0 1,500 3,000 Feet
µ
Estimated withdrawals by
quarter-quarter section (acre-ft/year)
0 -0.5
0.5 - 1
1- 2
2 - 3
3 - 4
4 - 5
5 - 6
6 - 7
7 - 8
PROJECT NO.
FIGURE NO.
DATE:
DESIGNED BY:
DRAWN BY:
REVISED BY:
050039
3.5
Nov 2006
ACM
ACM
Estimated Groundwater WithdrawalsNorthern Lummi Island, Washington
ACM T:\projects_8\lummi_island\well_location_031306.mxd
This map was based on the following data and assumptions:
-Group A and B well data and number of connections were obtained from Whatcom County.-Other wells were obtained from the Aspect well database and were assumed to be activeand have a single residence connection.-Each connection assumed to have an average of 2.1 people per residence based on Whatcom County Subarea plan.-Per capita water use of 111 gallons per day based on "Estimated domestic, irrigation and industrial water use in Washington, 2000" (USGS Science Investigations Report 2004-5015 by R.C. Lane) for privately supplied residences in Whatcom County.-For all residences 55% were assumed to be year round and 45% seasonal based on Lummi Island Subarea Plan. Seasonal residences were assumed to be present 120 days per year.-No allowances were made for commercial/industrial use as these water uses are expected to be minimal.-Annual withdrawals shown on this map total 111 acre-ft. -Additional unknown wells are likely present that are not included in the estimates presented.
Sea
Water
Saline Ground Water
h
~40 x h
Fresh
Ground Water
50% Sea Water
Transition
Zone
b) Fresh Water - Salt Water Interface with Transition Zone
Sea
Water
Saline Ground Water
h
~40 x h
Fresh
Ground Water
Water
Table
a) Idealized Fresh Water - Salt Water Interface
R e
c
h
a
r
g
e
Ground Water Flow
Key Idealized Sharp Interface (no mixing)
Sea Level
Sea
Water
Saline Ground Water
Fresh
Ground Water
Water
Table
c) Salt Water Upconing Due to Pumping From Well
Sea Level
50% Sea W
a
t
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Transition
Zone
Ground Water Flow
Key
Ground Water Flow
Key
Water
Table
R e
c
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a
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e
Sea Level
R e
c
h
a
r
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e
FIGURE NO.
PROJECT NO.DATE:
REVISED BY:
DRAWN BY:
DESIGNED BY:
179 Madrone Lane North
Bainbridge Island, WA 98110
(206) 780-9370
811 First Avenue #480
Seattle, WA 98104
(206) 328-7443
Schematic Cross Sections ofSalt Water Intrusion
Northern Lummi Island Hydrogeologic Investigation
Northern Lummi Island, Washington
Nov 2006
EWM
PMB
-
050039
3.6
Q:
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Figure 3.9
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APPENDIX A
Well Database
ASPECT CONSULTING
PROJECT NO. 050039-001-04 DECEMBER 31, 2006 A-1
A.1 Well Database
Existing well information was compiled into a well database developed in Microsoft
Access. Well and water quality data obtained from Ecology well logs, Sullivan (2005),
Whatcom County Health 1994 study, DOH and Whatcom County were organized in the
relational database with location being the primary table.
Each well location has standard attributes including spatial coordinates, addresses, owner
names, Township-Range-Section and Quarter-Quarter section designations. Additional
information such as water levels, water quality data, and well construction information
(boring depths, casings, filters, screens, seals), are grouped into tables that are linked to
the primary locations table. These data may be viewed and edited using Aspect
Consulting’s Well database MS Access user interface, or exported and viewed spatially
using ESRI mapping software. A listing of data fields included in the database are
presented in Table A-1. An extract from the database summarizing well construction
information, chloride data, and water levels for wells with well logs is presented in Table
A-2.
A goal was to develop a database that links all available groundwater data from Lummi
Island. We downloaded approximately 230 well logs from Ecology and cross referenced
those with the well database in Sullivan (2005). The correlation process revealed 40
additional wells from Sullivan (2005), for which he had obtained logs or other
information from the well owner or Whatcom County. The result is a database of about
270 wells for the northern half of Lummi Island.
Some reported well locations are obviously in error, such as those plotting offshore (and
corresponding well elevations of zero listed in Table A-2 are also in error). Others are
questionable such as those indicating deep unconsolidated completions in known or
suspected bedrock areas. Locations reported on well logs are frequently in error, and
many of the erroneous locations were corrected in this investigation. In addition,
locational accuracy of wells was identified.
Water quality data from the previous reports and raw data sources were linked, when
possible, to a specific well in the database. Water quality data collected by Sullivan
(2005) were easily linked using available well information.
Water quality data listed in Appendix D of Whatcom County (1994) were linked to wells
in the database based on well location (quarter-quarter section), well depth, and whether
the well was completed in bedrock. If a well in the database had all three fields in
common with the information in Appendix D of Whatcom County, 1994, the water
quality data were linked to that well in the database. As a final check, the completion date
on the well log was compared to the earliest date the well was sampled. In February,
2006, the locations of approximately 30 wells used in the 1994 study were surveyed with
a field grade GPS unit and the assistance of Lummi Island residences that participated in
the 1994 study. The results of this GPS survey were incorporated into the database.
ASPECT CONSULTING
A-2 PROJECT NO. 050039-001-04 DECEMBER 31, 2006
Water quality data listed in Appendix C of Schmidt (1978) were linked to specific wells
in the database based on well information provided in his Appendix D. However, a
limited number of study wells were linked to a specific well log due to the lack of
information provided in the report (Table A-3).
Water quality data from PWS on the Island provided by DOH were correlated to well
logs in the database based on well owner information, well location and well depth. Raw
water quality data from specific land parcels provided by Whatcom County were
correlated to wells in the database based on well owner information, and Ecology unique
well ID number, if available. Forty-one out of 117 of these wells were correlated to a well
in the database.
As indicated above and summarized in the following table, not all water quality data and
information associated with each well compiled for this study could be definitively linked
to a specific well in the database. These “orphan” data were entered into the database and
the entry flagged so that it may be resolved at a later time or kept as a potential unique
entry of its own. Based on this methodology, 126 entries were added to the database that
have minimal information other than water quality data. It is likely that some of these
individual water quality entries could represent the same well from the different data
sources. For example, if studies only locate wells to the nearest ¼, ¼ section, and no
other unique well characteristics are presented, then, with the existing information, the
water quality data could not be tied to the same sample location.
Table A-3
Sources of Water Quality Data input to the Well Database
Data Sources # of Wells Total # of Samples
Collected
# of Wells Correlated
to a Well Log(1)
Robinson and Noble
(1978) 38 38 6
Whatcom County (1994) 93 354 44
Sullivan (2005) 80 151 80
DOH (PWS) 31 187 24
Whatcom County 117 307 41
(1) Status as of January, 2006.
Table A-1
Summary of Well Database Data Fields
Northern Lummi Island Hydrogeologic Investigation
Northern Lummi Island, WA
Water Quality Parameters
Location NameCombined TRSQQ and Station NumberArsenic
Historic NameAspect's designated consecutive numbering of the locationsBarium
Owner NameBest known current owner of the locationBeryllium
Owner AddressBest known current address of the ownerCadmium
Location AddressAddress of the locationChloride
DescriptionTypically the name of the owner as it appeared on the well logChromium
CommentsAdditional information about the locationColor
X & Y CoordinatesCoordinates of the location, provided in UTM 10N NAD83 (meters)Conductivity
Surface Elevation Elevation at the location, provided in NAVD88 (feet)Copper
TownshipTownship that the location resides inFluoride
RangeRange that the location resides inHardness
SectionSection that the location resides inIron
Quarter-QuarterQuarter-Quarter section that the location resides inLead
Horizontal & Vertical DatumEntries that define the coordinate datumsManganese
XY Accuracy CodeSpecifies a category of accuracy that applies to the coordinatesMercury
Z Accuracy CodeSpecifies the accuracy of the surface elevationNickel
Nitrate
Nitrate
Installation DateDate that the well was installedSelenium
DrillerName of the company that drilled the wellSilver
Drilling MethodMethod of drilling that was employed to drill the wellSodium
Depth of WellCompleted depth of the wellSpecific Conductance
Depth to BedrockDepth at which bedrock was encounteredSulfate
Construction Start/EndDates during which the well was constructedTotal Dissolved Solids
Stickup HeightHeight above ground surface that the casing protrudes (feet)Zinc
Pump TypeStyle of pump installed in the well
Pump ManufacturerName of the company that built the pump
Pump HorsepowerHorsepower rating of the well pump
Static Water LevelStatic water level for this well
SWL DateDate at which the SWL was taken
Casing Start/End DepthDepths at which casing is installed in the well
Casing DiameterDiameter of the installed casing
Casing MaterialType of material used in the casing
Screen Start/End DepthDepths at which screen(s) were installed in the well
Screen MaterialType of material used in the screen
Screen SlotSlot size of the screen
Perforations Start/End DepthDepths at which perforations were put into the casing
Perforation SizeSize of the perforations that were cut into the casing
Well Seal Start/End DepthDepth at which seals were added to the well
Well Seal TypeType of material used to seal the well
Gravel Pack Start/End DepthDepth at which the well was gravel packed
Gravel Pack SizeSize of the gravel used in the well
Test Date/TimeWhen the sample was taken
Sample ParameterParameter that was tested for in the sample
Sample ResultQuantity of the parameter that was in the sample
Parameter UnitsUnits that the sample was measured in
Measured ByPerson/Group that took the sample
Note: Not all information is available for all wells
Location Information
Well Information
Well Construction Information
Water Quality
Aspect Consulting
12/31/2006
W:\050039 Whatcom Cty- Lummi Island GW\Hydrogeologic Investigation\Table A-1 Database Data Description.xls
Table A-1
Ta
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1
1
2
5
6
.
3
7
1
0
.
1
7
4
.
2
6
3
05
0
37
N
0
1
E
0
5
D
2
0
Do
m
e
s
t
i
c
W
e
l
l
65
65
19
-
S
e
p
-
8
5
30
6
5
0
.
1
3
4
3
0
-
2
5
.
0
0
-
2
5
.
0
0
-
2
5
.
0
0
1
05
1
37
N
0
1
E
0
5
D
3
19
0
.
1
2
Do
m
e
s
t
i
c
W
e
l
l
21
8
21
8
10
-
A
u
g
-
9
8
-1
2
8
.
1
2
2
7
.
8
8
0
.
0
1
2
1
8
8
1
4
6
.
0
1
1
6
0
.
1
2
1
3
8
.
7
2
3
05
2
37
N
0
1
E
0
5
D
4
46
.
6
7
Do
m
e
s
t
i
c
W
e
l
l
15
8
15
8
05
-
D
e
c
-
8
9
-1
1
.
6
7
1
1
1
.
3
3
6
0
1
5
.
8
5
1
8
.
6
7
1
3
.
3
7
3
05
3
37
N
0
1
E
0
5
E
1
66
.
4
5
5
Mu
n
i
c
i
p
a
l
W
e
l
l
93
92
13
-
M
a
y
-
8
7
20
.
5
4
5
2
5
.
5
4
5
1
.
6
7
2
0
1
2
1
.
5
1
2
.
0
0
1
.
2
7
4
05
4
37
N
0
1
E
0
5
F
1
95
.
9
7
No
t
I
d
e
n
t
i
f
e
d
16
5
16
8
-9
5
.
9
7
7
2
.
0
3
18.3319.1717.924
05
5
37
N
0
1
E
0
5
J
1
11
3
.
0
7
Do
m
e
s
t
i
c
W
e
l
l
36
0
36
0
09
-
O
c
t
-
9
8
36
.
9
3
4
1
.
9
3
0
.
0
0
0
.
5
2
0
5
5
.
0
2
5
2
.
7
2
-
4
2
.
6
8
2
W
e
l
l
T
e
s
t
I
n
f
o
r
m
a
t
i
o
n
Summary of Static Water Level (SWL) Readings
We
l
l
I
D
No
.
Ge
n
e
r
a
l
I
n
f
o
r
m
a
t
i
o
n
I
n
s
t
a
l
l
a
t
i
o
n
D
e
t
a
i
l
s
P
r
o
d
u
c
t
i
o
n
Z
on
e
As
p
e
c
t
C
o
n
s
u
l
t
i
n
g
12
/
3
1
/
2
0
0
6
P:
\
W
h
a
t
c
o
m
_
L
u
m
m
i
0
5
0
0
3
9
\
S
u
m
m
a
r
y
W
e
l
l
D
a
t
a
T
a
b
l
e
-
F
al
l
2
0
0
6
.
x
l
s
Table A-2 Page 1 of 5
Ta
b
l
e
A
-
2
S
t
u
d
y
A
r
e
a
W
e
l
l
S
u
m
m
a
r
y
No
r
t
h
e
r
n
L
u
m
m
i
I
s
l
a
n
d
H
y
d
r
o
g
e
o
l
o
g
i
c
I
n
v
e
s
t
i
g
a
t
i
o
n
No
r
t
h
e
r
n
L
u
m
m
i
I
s
l
a
n
d
,
W
A
Lo
c
a
t
i
o
n
(T
R
S
¼
¼
)
Gr
o
u
n
d
S
u
r
f
a
c
e
El
e
v
a
t
i
o
n
(N
G
V
D
2
9
F
e
e
t
)
We
l
l
U
s
e
Dr
i
l
l
e
d
D
e
p
t
h
(f
e
e
t
)
Co
m
p
l
e
t
e
d
De
p
t
h
(f
e
e
t
)
In
s
t
a
l
l
a
t
i
o
n
Da
t
e
To
p
O
p
e
n
In
t
e
r
v
a
l
(f
e
e
t
N
G
V
D
2
9
)
Bo
t
t
o
m
O
p
e
n
In
t
e
r
v
a
l
(f
e
e
t
N
G
V
D
2
9
)
Ma
x
i
m
u
m
S
p
e
c
i
f
i
c
Ca
p
a
c
i
t
y
(g
p
m
/
f
t
)
Co
r
r
e
s
p
o
n
d
i
n
g
Pu
m
p
R
a
t
e
(g
p
m
)
Co
r
r
e
s
p
o
n
d
i
n
g
Dr
a
w
d
o
w
n
(f
e
e
t
)
Average (feet NGVD29)Minimum (feet NGVD29)Maximum (feet NGVD29)Number of Readings
W
e
l
l
T
e
s
t
I
n
f
o
r
m
a
t
i
o
n
Summary of Static Water Level (SWL) Readings
We
l
l
I
D
No
.
Ge
n
e
r
a
l
I
n
f
o
r
m
a
t
i
o
n
I
n
s
t
a
l
l
a
t
i
o
n
D
e
t
a
i
l
s
P
r
o
d
u
c
t
i
o
n
Z
on
e
05
6
37
N
0
1
E
0
5
J
1
16
0
.
8
No
t
I
d
e
n
t
i
f
e
d
11
6
11
6
01
-
J
a
n
-
2
5
-1
6
0
.
8
-
4
4
.
8
1
.
6
7
1
0
6
7
2
.
8
0
7
2
.
8
0
7
2
.
8
0
1
05
7
37
N
0
1
E
0
5
L
1
98
.
7
No
t
I
d
e
n
t
i
f
e
d
27
8
27
8
-9
8
.
7
1
7
9
.
3
05
8
37
N
0
1
E
0
5
M
1
88
.
8
Do
m
e
s
t
i
c
W
e
l
l
30
1
30
1
15
-
D
e
c
-
7
7
-6
7
.
8
2
1
2
.
2
0
.
3
5
7
2
0
-
5
1
.
2
0
-
5
1
.
2
0
-
5
1
.
2
0
1
05
9
37
N
0
1
E
0
5
N
1
0
Do
m
e
s
t
i
c
W
e
l
l
10
8
10
8
06
-
F
e
b
-
9
2
18
1
0
8
0
.
4
3
1
0
2
3
-
7
4
.
0
0
-
7
4
.
0
0
-
7
4
.
0
0
1
06
0
37
N
0
1
E
0
5
N
2
0
Do
m
e
s
t
i
c
W
e
l
l
54
54
13
-
J
u
n
-
9
2
54
5
4
1
0
0
-
2
4
.
0
0
-
2
4
.
0
0
-
2
4
.
0
0
1
06
1
37
N
0
1
E
0
5
N
3
0
Do
m
e
s
t
i
c
W
e
l
l
12
1
12
1
24
-
J
a
n
-
8
6
12
1
1
2
1
1
.
0
0
2
0
2
0
-
2
.
0
0
-
2
.
0
0
-
2
.
0
0
1
06
2
37
N
0
1
E
0
5
N
4
25
4
.
9
1
Do
m
e
s
t
i
c
W
e
l
l
29
5
29
5
24
-
S
e
p
-
9
1
-1
0
3
.
9
1
4
0
.
0
9
3
0
1
4
9
.
9
3
1
6
3
.
9
1
1
3
4
.
1
6
6
06
4
37
N
0
1
E
0
5
N
6
0
Do
m
e
s
t
i
c
W
e
l
l
31
5
31
5
17
-
S
e
p
-
9
1
18
3
1
5
0
.
0
6
1
2
2
1
0
-
7
0
.
0
0
-
7
0
.
0
0
-
7
0
.
0
0
1
06
5
37
N
0
1
E
0
5
20
6
.
2
Do
m
e
s
t
i
c
W
e
l
l
35
0
35
0
-2
0
6
.
2
1
4
3
.
8
194.20194.20194.201
06
6
37
N
0
1
E
0
5
P
1
0
Do
m
e
s
t
i
c
W
e
l
l
0
0
0
.
3
5
7
2
0
-
1
4
0
.
0
0
-
1
4
0
.
0
0
-
1
4
0
.
0
0
1
06
7
37
N
0
1
E
0
5
R
1
73
.
2
6
Do
m
e
s
t
i
c
W
e
l
l
14
0
80
1.
7
4
6
.
7
4
1
6
1
1
.
3
3
1
9
.
2
6
7
.
3
0
3
06
8
37
N
0
1
E
0
5
R
2
8
Do
m
e
s
t
i
c
W
e
l
l
10
8
10
8
15
-
A
u
g
-
0
0
95
1
0
0
0
.
0
4
4
1
0
1
1
.
0
0
1
.
0
0
1
.
0
0
1
06
9
37
N
0
1
E
0
5
R
3
11
3
.
1
7
Do
m
e
s
t
i
c
W
e
l
l
18
1
18
1
18
-
A
p
r
-
9
0
62
.
8
3
6
7
.
8
3
2
.
0
0
2
0
1
0
8
.
2
1
8
.
5
7
7
.
8
4
3
07
0
37
N
0
1
E
0
8
A
2
0
Do
m
e
s
t
i
c
W
e
l
l
80
0
0
07
1
37
N
0
1
E
0
8
A
1
0
Do
m
e
s
t
i
c
W
e
l
l
85
0
8
5
9
07
2
37
N
0
1
E
0
8
A
3
0
Do
m
e
s
t
i
c
W
e
l
l
85
85
10
-
J
u
n
-
5
5
80
8
5
9
07
3
37
N
0
1
E
0
8
B
1
0
Do
m
e
s
t
i
c
W
e
l
l
52
52
0
5
2
6
.
5
07
4
37
N
0
1
E
0
8
B
2
23
.
8
No
t
I
d
e
n
t
i
f
e
d
84
84
-2
3
.
8
6
0
.
2
18.8018.8018.801
07
5
37
N
0
1
E
0
9
A
1
47
.
4
Do
m
e
s
t
i
c
W
e
l
l
13
4
13
4
04
-
F
e
b
-
9
5
81
.
6
8
6
.
6
0
.
3
3
1
5
4
5
-
1
9
.
6
0
-
1
9
.
6
0
-
1
9
.
6
0
1
07
6
37
N
0
1
E
0
9
A
2
10
4
.
1
9
Do
m
e
s
t
i
c
W
e
l
l
11
6
11
5
03
-
M
a
r
-
0
3
0.
8
1
1
0
.
8
1
0
.
3
3
5
1
5
1
4
.
3
1
1
4
.
8
1
1
4
.
0
7
4
07
7
37
N
0
1
E
0
9
A
3
87
.
4
5
Do
m
e
s
t
i
c
W
e
l
l
95
94
10
-
O
c
t
-
8
5
-5
8
.
4
5
6
.
5
5
0
.
5
8
3
6
4
.
8
0
6
6
.
2
7
6
3
.
6
9
3
07
8
37
N
0
1
E
0
9
A
4
47
.
4
Do
m
e
s
t
i
c
W
e
l
l
11
8
11
8
15
-
J
u
n
-
9
2
70
.
6
7
0
.
6
0
.
1
8
1
0
5
5
1
.
4
0
1
.
4
0
1
.
4
0
1
07
9
37
N
0
1
E
0
9
A
5
22
.
1
2
Mu
n
i
c
i
p
a
l
W
e
l
l
76
76
18
-
J
u
n
-
7
6
48
.
8
8
5
3
.
8
8
0
.
6
0
2
0
3
3
2
.
0
5
9
.
6
1
-
1
2
.
8
8
3
08
0
37
N
0
1
E
0
9
A
6
18
6
.
5
Do
m
e
s
t
i
c
W
e
l
l
18
7
18
7
26
-
A
u
g
-
8
2
-1
0
4
.
4
2
0
.
5
0
.
0
1
0
.
6
6
1
3
2
1
3
1
.
5
0
1
3
1
.
5
0
1
3
1
.
5
0
1
08
1
37
N
0
1
E
0
9
A
7
47
.
4
Do
m
e
s
t
i
c
W
e
l
l
14
2
14
1
27
-
D
e
c
-
9
3
93
.
6
9
3
.
6
1
5
0
-
5
0
.
6
0
-
5
0
.
6
0
-
5
0
.
6
0
1
08
2
37
N
0
1
E
0
9
A
8
85
.
8
Do
m
e
s
t
i
c
W
e
l
l
26
0
26
0
09
-
D
e
c
-
0
0
16
9
.
2
1
7
4
.
2
0
.
0
5
1
5
3
2
5
1
9
.
0
5
1
9
.
0
5
1
9
.
0
5
1
08
3
37
N
0
1
E
0
9
A
9
46
.
2
8
Do
m
e
s
t
i
c
W
e
l
l
65
65
.
7
04
-
O
c
t
-
9
4
13
.
2
2
1
8
.
2
2
0
.
5
8
7
1
2
8
.
9
6
9
.
4
8
8
.
6
2
3
08
4
37
N
0
1
E
0
9
A
1
0
47
.
4
Do
m
e
s
t
i
c
W
e
l
l
79
79
31
-
M
a
y
-
0
1
19
.
6
2
2
.
6
1
.
5
3
2
0
1
3
.
0
8
1
0
.
9
0
1
0
.
9
0
1
0
.
9
0
1
08
5
37
N
0
1
E
0
9
A
1
1
47
.
4
Do
m
e
s
t
i
c
W
e
l
l
12
1
12
1
17
-
A
u
g
-
9
1
73
.
6
7
3
.
6
-61.60-61.60-61.601
08
6
37
N
0
1
E
0
9
A
1
2
47
.
4
Do
m
e
s
t
i
c
W
e
l
l
12
2
12
2
14
-
S
e
p
-
8
3
70
.
6
7
4
.
6
1
0
0
-
4
3
.
6
0
-
4
3
.
6
0
-
4
3
.
6
0
1
08
7
37
N
0
1
E
0
9
A
1
3
86
.
9
Do
m
e
s
t
i
c
W
e
l
l
11
3
11
3
23
-
A
p
r
-
0
2
26
.
1
2
6
.
1
23.9023.9023.901
08
8
37
N
0
1
E
0
9
B
1
10
3
.
0
9
6
Do
m
e
s
t
i
c
W
e
l
l
15
8
16
2
.
5
09
-
J
u
l
-
9
8
-1
0
3
.
0
9
6
5
9
.
4
0
4
6.837.106.303
08
9
37
N
0
1
E
0
9
C
1
10
4
.
9
Do
m
e
s
t
i
c
W
e
l
l
15
7
15
7
31
-
M
a
r
-
0
3
47
.
1
5
2
.
1
0
.
0
9
4
.
5
5
1
1
7
.
9
0
1
7
.
9
0
1
7
.
9
0
1
09
0
37
N
0
1
E
0
9
C
2
20
Do
m
e
s
t
i
c
W
e
l
l
10
5
10
5
09
-
J
u
n
-
7
7
85
8
5
1
.
0
0
1
0
1
0
-
6
9
.
0
0
-
6
9
.
0
0
-
6
9
.
0
0
1
09
1
37
N
0
1
E
0
9
D
1
3.
3
Do
m
e
s
t
i
c
W
e
l
l
10
3
10
3
30
-
M
a
r
-
9
8
94
.
7
9
9
.
7
0
.
1
0
6
6
0
-
2
1
.
7
0
-
2
1
.
7
0
-
2
1
.
7
0
1
09
2
37
N
0
1
E
0
9
D
2
0
Do
m
e
s
t
i
c
W
e
l
l
13
7
13
7
16
-
N
o
v
-
9
0
21
1
3
7
0
.
0
1
1
1
2
6
-
1
1
.
0
0
-
1
1
.
0
0
-
1
1
.
0
0
1
09
3
37
N
0
1
E
0
9
D
3
0
Do
m
e
s
t
i
c
W
e
l
l
75
75
11
-
J
u
n
-
9
9
70
7
5
0
.
0
9
5
5
5
-
8
.
0
0
-
8
.
0
0
-
8
.
0
0
1
09
4
37
N
0
1
E
0
9
D
4
19
.
7
Do
m
e
s
t
i
c
W
e
l
l
80
80
24
-
J
a
n
-
9
4
55
.
3
6
0
.
3
0
.
3
2
5
.
5
1
7
.
2
5
-
3
2
.
2
2
-
3
2
.
2
2
-
3
2
.
2
2
1
09
5
37
N
0
1
E
0
9
D
1
0
Do
m
e
s
t
i
c
W
e
l
l
95
95
92
9
5
-10.00-10.00-10.001
09
6
37
N
0
1
E
0
9
D
5
0
Do
m
e
s
t
i
c
W
e
l
l
62
0
0
09
7
37
N
0
1
E
0
9
D
6
0
Do
m
e
s
t
i
c
W
e
l
l
15
0
15
0
26
-
M
a
r
-
9
3
42
1
5
0
0
.
0
2
2
1
3
3
-
1
7
.
0
0
-
1
7
.
0
0
-
1
7
.
0
0
1
09
8
37
N
0
1
E
0
9
D
7
0
Do
m
e
s
t
i
c
W
e
l
l
15
0
15
0
04
-
A
p
r
-
9
3
38
1
5
0
0
.
0
3
4
1
4
5
-
1
7
.
0
0
-
1
7
.
0
0
-
1
7
.
0
0
1
09
9
37
N
0
1
E
0
9
D
8
0
Do
m
e
s
t
i
c
W
e
l
l
71
71
03
-
N
o
v
-
9
8
65
7
1
0
.
4
5
1
0
2
2
-
2
8
.
0
0
-
2
8
.
0
0
-
2
8
.
0
0
1
10
0
37
N
0
1
E
0
9
E
1
0
Do
m
e
s
t
i
c
W
e
l
l
0
0
10
1
37
N
0
1
E
0
9
E
2
9.
8
8
Do
m
e
s
t
i
c
W
e
l
l
64
62
02
-
N
o
v
-
8
4
51
.
9
5
5
2
.
1
2
1
.
6
7
1
0
6
6
.
9
0
7
.
8
8
5
.
9
3
3
10
2
37
N
0
1
E
0
9
E
3
73
.
2
4
Do
m
e
s
t
i
c
W
e
l
l
25
1
25
1
21
-
S
e
p
-
8
1
17
7
.
7
6
1
7
7
.
7
6
1
5
0
6
.
5
6
8
.
3
3
3
.
2
4
3
10
3
37
N
0
1
E
0
9
E
4
59
.
4
Do
m
e
s
t
i
c
W
e
l
l
10
5
83
18
-
A
u
g
-
8
0
23
.
8
5
2
3
.
6
2
.
0
0
1
0
5
-
1
0
.
6
0
-
1
0
.
6
0
-
1
0
.
6
0
1
10
4
37
N
0
1
E
0
9
E
5
14
5
.
7
7
Do
m
e
s
t
i
c
W
e
l
l
11
5
11
5
07
-
D
e
c
-
8
1
-1
2
7
.
7
7
-
3
0
.
7
7
85.30145.7754.523
10
5
37
N
0
1
E
0
9
E
6
59
.
4
Do
m
e
s
t
i
c
W
e
l
l
15
0
15
0
01
-
M
a
y
-
8
0
90
.
6
9
0
.
6
1
.
2
0
1
2
1
0
-
6
3
.
6
0
-
6
3
.
6
0
-
6
3
.
6
0
1
10
6
37
N
0
1
E
0
9
G
1
59
.
4
Do
m
e
s
t
i
c
W
e
l
l
10
1
10
1
21
-
S
e
p
-
6
1
35
.
6
4
1
.
6
2
0
10
7
37
N
0
1
E
0
9
E
7
22
7
.
6
3
Do
m
e
s
t
i
c
W
e
l
l
17
6
17
6
08
-
A
p
r
-
8
8
-2
0
8
.
6
3
-
5
1
.
6
3
0
.
1
7
1
5
9
0
1
7
4
.
5
4
1
9
7
.
6
3
1
4
9
.
6
9
3
10
8
37
N
0
1
E
0
9
G
2
59
.
4
Do
m
e
s
t
i
c
W
e
l
l
10
3
10
2
18
-
M
a
r
-
8
8
39
.
6
4
2
.
6
1
0
0
-
3
0
.
6
0
-
3
0
.
6
0
-
3
0
.
6
0
1
10
9
37
N
0
1
E
0
9
G
3
17
4
.
0
6
Do
m
e
s
t
i
c
W
e
l
l
22
4
22
4
10
-
M
a
r
-
8
0
-5
6
.
1
6
4
9
.
9
4
0
.
0
1
1
.
5
1
2
4
5
7
.
3
4
7
4
.
0
6
4
8
.
0
0
3
11
0
37
N
0
1
E
0
9
G
4
59
.
4
Do
m
e
s
t
i
c
W
e
l
l
81
81
21
-
J
u
n
-
8
3
21
.
6
2
1
.
6
1
5
0
4
.
4
0
4
.
4
0
4
.
4
0
1
As
p
e
c
t
C
o
n
s
u
l
t
i
n
g
12
/
3
1
/
2
0
0
6
P:
\
W
h
a
t
c
o
m
_
L
u
m
m
i
0
5
0
0
3
9
\
S
u
m
m
a
r
y
W
e
l
l
D
a
t
a
T
a
b
l
e
-
F
al
l
2
0
0
6
.
x
l
s
Table A-2 Page 2 of 5
Ta
b
l
e
A
-
2
S
t
u
d
y
A
r
e
a
W
e
l
l
S
u
m
m
a
r
y
No
r
t
h
e
r
n
L
u
m
m
i
I
s
l
a
n
d
H
y
d
r
o
g
e
o
l
o
g
i
c
I
n
v
e
s
t
i
g
a
t
i
o
n
No
r
t
h
e
r
n
L
u
m
m
i
I
s
l
a
n
d
,
W
A
Lo
c
a
t
i
o
n
(T
R
S
¼
¼
)
Gr
o
u
n
d
S
u
r
f
a
c
e
El
e
v
a
t
i
o
n
(N
G
V
D
2
9
F
e
e
t
)
We
l
l
U
s
e
Dr
i
l
l
e
d
D
e
p
t
h
(f
e
e
t
)
Co
m
p
l
e
t
e
d
De
p
t
h
(f
e
e
t
)
In
s
t
a
l
l
a
t
i
o
n
Da
t
e
To
p
O
p
e
n
In
t
e
r
v
a
l
(f
e
e
t
N
G
V
D
2
9
)
Bo
t
t
o
m
O
p
e
n
In
t
e
r
v
a
l
(f
e
e
t
N
G
V
D
2
9
)
Ma
x
i
m
u
m
S
p
e
c
i
f
i
c
Ca
p
a
c
i
t
y
(g
p
m
/
f
t
)
Co
r
r
e
s
p
o
n
d
i
n
g
Pu
m
p
R
a
t
e
(g
p
m
)
Co
r
r
e
s
p
o
n
d
i
n
g
Dr
a
w
d
o
w
n
(f
e
e
t
)
Average (feet NGVD29)Minimum (feet NGVD29)Maximum (feet NGVD29)Number of Readings
W
e
l
l
T
e
s
t
I
n
f
o
r
m
a
t
i
o
n
Summary of Static Water Level (SWL) Readings
We
l
l
I
D
No
.
Ge
n
e
r
a
l
I
n
f
o
r
m
a
t
i
o
n
I
n
s
t
a
l
l
a
t
i
o
n
D
e
t
a
i
l
s
P
r
o
d
u
c
t
i
o
n
Z
on
e
11
1
37
N
0
1
E
0
9
H
1
11
1
.
5
4
Do
m
e
s
t
i
c
W
e
l
l
14
3
14
3
03
-
F
e
b
-
6
0
26
.
4
6
3
1
.
4
6
6
.
5
8
.
6
7
9
.
5
4
7
.
8
5
3
11
2
37
N
0
1
E
0
9
J
1
14
6
.
2
Do
m
e
s
t
i
c
W
e
l
l
11
4
10
9
-1
4
6
.
2
-
3
7
.
2
116.20116.20116.201
11
3
37
N
0
1
E
0
9
J
2
10
3
.
9
4
Do
m
e
s
t
i
c
W
e
l
l
13
0
13
0
23
-
M
a
y
-
0
1
16
.
0
6
2
6
.
0
6
4
0
.
0
0
5
0
1
.
2
5
1
6
.
4
8
2
5
.
9
4
1
3
.
7
0
5
11
4
37
N
0
1
E
0
9
J
3
15
9
.
1
8
Do
m
e
s
t
i
c
W
e
l
l
54
54
04
-
A
u
g
-
8
7
-1
0
6
.
6
8
-
1
0
5
.
1
8
1
.
4
3
1
0
7
1
3
0
.
0
0
1
3
0
.
6
8
1
2
8
.
9
1
3
11
5
37
N
0
1
E
0
9
L
1
55
.
5
3
Do
m
e
s
t
i
c
W
e
l
l
25
2
25
2
22
-
A
p
r
-
6
6
12
9
.
4
7
1
9
6
.
4
7
0
.
7
1
1
2
1
7
2
8
.
2
2
3
2
.
1
0
2
3
.
0
4
5
11
6
37
N
0
1
E
0
9
N
4
0
Do
m
e
s
t
i
c
W
e
l
l
91
91
14
-
O
c
t
-
8
5
91
9
1
1
.
6
7
1
5
9
-
7
5
.
0
0
-
7
5
.
0
0
-
7
5
.
0
0
1
11
7
37
N
0
1
E
0
9
N
5
71
.
6
Do
m
e
s
t
i
c
W
e
l
l
22
7
22
7
08
-
N
o
v
-
9
6
14
7
.
4
1
5
5
.
4
4
0
2
.
6
0
2
.
6
0
2
.
6
0
1
11
8
37
N
0
1
E
0
9
N
6
0
Do
m
e
s
t
i
c
W
e
l
l
15
4
15
4
27
-
M
a
y
-
0
0
14
8
1
5
4
3
.
2
0
1
6
5
-
8
6
.
0
0
-
8
6
.
0
0
-
8
6
.
0
0
1
11
9
37
N
0
1
E
0
4
B
4
0
Do
m
e
s
t
i
c
W
e
l
l
14
5
14
5
16
-
F
e
b
-
0
5
14
0
1
4
5
1
8
.
0
0
1
8
1
-
1
8
.
0
0
-
1
8
.
0
0
-
1
8
.
0
0
1
12
0
37
N
0
1
E
0
9
R
1
11
6
.
6
9
Do
m
e
s
t
i
c
W
e
l
l
17
8
17
8
07
-
A
p
r
-
9
5
61
.
3
1
6
1
.
3
1
0
.
1
5
8
5
2
3
7
.
4
4
1
0
5
.
2
5
0
.
6
9
3
12
1
37
N
0
1
E
0
9
R
2
99
.
3
Do
m
e
s
t
i
c
W
e
l
l
14
3
14
3
04
-
A
u
g
-
8
9
38
.
7
4
3
.
7
1
0
0
-
1
0
.
8
7
-
1
0
.
8
7
-
1
0
.
8
7
1
12
2
37
N
0
1
E
0
9
R
3
15
4
.
2
7
2
Do
m
e
s
t
i
c
W
e
l
l
11
6
11
6
10
-
O
c
t
-
0
2
-4
3
.
2
7
2
-
3
8
.
2
7
2
1
.
0
0
5
5
9
8
.
7
3
1
3
8
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26
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98
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30
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21
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85
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20
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98
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Do
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18
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84
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21
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24
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Do
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99
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85
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12
/
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1
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6
P:
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W
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a
t
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m
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m
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.
x
l
s
Table A-2 Page 3 of 5
Ta
b
l
e
A
-
2
S
t
u
d
y
A
r
e
a
W
e
l
l
S
u
m
m
a
r
y
No
r
t
h
e
r
n
L
u
m
m
i
I
s
l
a
n
d
H
y
d
r
o
g
e
o
l
o
g
i
c
I
n
v
e
s
t
i
g
a
t
i
o
n
No
r
t
h
e
r
n
L
u
m
m
i
I
s
l
a
n
d
,
W
A
Lo
c
a
t
i
o
n
(T
R
S
¼
¼
)
Gr
o
u
n
d
S
u
r
f
a
c
e
El
e
v
a
t
i
o
n
(N
G
V
D
2
9
F
e
e
t
)
We
l
l
U
s
e
Dr
i
l
l
e
d
D
e
p
t
h
(f
e
e
t
)
Co
m
p
l
e
t
e
d
De
p
t
h
(f
e
e
t
)
In
s
t
a
l
l
a
t
i
o
n
Da
t
e
To
p
O
p
e
n
In
t
e
r
v
a
l
(f
e
e
t
N
G
V
D
2
9
)
Bo
t
t
o
m
O
p
e
n
In
t
e
r
v
a
l
(f
e
e
t
N
G
V
D
2
9
)
Ma
x
i
m
u
m
S
p
e
c
i
f
i
c
Ca
p
a
c
i
t
y
(g
p
m
/
f
t
)
Co
r
r
e
s
p
o
n
d
i
n
g
Pu
m
p
R
a
t
e
(g
p
m
)
Co
r
r
e
s
p
o
n
d
i
n
g
Dr
a
w
d
o
w
n
(f
e
e
t
)
Average (feet NGVD29)Minimum (feet NGVD29)Maximum (feet NGVD29)Number of Readings
W
e
l
l
T
e
s
t
I
n
f
o
r
m
a
t
i
o
n
Summary of Static Water Level (SWL) Readings
We
l
l
I
D
No
.
Ge
n
e
r
a
l
I
n
f
o
r
m
a
t
i
o
n
I
n
s
t
a
l
l
a
t
i
o
n
D
e
t
a
i
l
s
P
r
o
d
u
c
t
i
o
n
Z
on
e
16
5
37
N
0
1
E
1
5
G
2
60
.
1
Do
m
e
s
t
i
c
W
e
l
l
94
93
11
-
J
a
n
-
9
9
27
.
9
3
2
.
9
6
.
9
1
1
5
2
.
1
7
8
.
7
3
9
.
3
5
8
.
1
0
2
16
6
37
N
0
1
E
1
5
G
3
51
.
5
6
Do
m
e
s
t
i
c
W
e
l
l
86
86
04
-
A
p
r
-
8
0
29
.
4
4
3
4
.
4
4
0
.
8
8
1
5
1
7
6
.
9
7
7
.
2
7
6
.
7
9
5
16
7
37
N
0
1
E
1
5
G
4
69
.
4
4
Do
m
e
s
t
i
c
W
e
l
l
12
1
12
1
22
-
J
u
n
-
9
3
46
.
5
6
5
1
.
5
6
1
.
2
8
1
5
1
1
.
7
5
7
.
3
9
7
.
5
7
7
.
0
8
3
16
8
37
N
0
1
E
1
5
H
2
0
Do
m
e
s
t
i
c
W
e
l
l
11
8
11
8
03
-
O
c
t
-
4
9
11
8
1
1
8
2
2
16
9
37
N
0
1
E
1
5
H
3
0
Do
m
e
s
t
i
c
W
e
l
l
20
0
20
0
0
2
0
0
17
0
37
N
0
1
E
1
5
J
1
14
2
.
2
Do
m
e
s
t
i
c
W
e
l
l
30
0
-1
4
2
.
2
-
1
4
2
.
2
17
1
37
N
0
1
E
1
5
M
1
83
.
8
4
Do
m
e
s
t
i
c
W
e
l
l
17
2
17
3
13
-
O
c
t
-
9
5
89
.
1
6
8
9
.
1
6
0
.
2
8
1
1
4
0
6
.
1
8
7
.
6
7
3
.
8
4
3
17
2
37
N
0
1
E
1
5
N
1
94
.
8
Do
m
e
s
t
i
c
W
e
l
l
14
8
14
8
29
-
J
u
n
-
9
3
53
.
2
5
3
.
2
0
.
1
1
1
5
1
3
8
0
.
8
0
0
.
8
0
0
.
8
0
1
17
3
37
N
0
1
E
1
5
R
1
35
.
4
Do
m
e
s
t
i
c
W
e
l
l
27
2
27
2
28
-
A
u
g
-
9
2
42
.
6
2
3
6
.
6
1
17
4
37
N
0
1
E
1
6
69
.
8
Do
m
e
s
t
i
c
W
e
l
l
91
91
29
-
J
u
n
-
7
9
16
.
2
2
1
.
2
0
.
5
0
5
1
0
3
.
3
0
3
.
3
0
3
.
3
0
1
17
5
37
N
0
1
E
1
6
A
1
63
.
8
Do
m
e
s
t
i
c
W
e
l
l
92
92
04
-
J
u
n
-
7
0
23
.
2
2
8
.
2
0
.
0
6
2
3
4
6
.
8
0
6
.
8
0
6
.
8
0
1
17
6
37
N
0
1
E
1
6
A
2
78
.
7
Do
m
e
s
t
i
c
W
e
l
l
11
6
97
02
-
S
e
p
-
9
3
13
.
3
1
8
.
3
0
.
0
4
2
4
8
.
4
1
2
.
9
0
1
3
.
1
2
1
2
.
6
8
2
17
7
37
N
0
1
E
1
6
G
1
88
.
5
Do
m
e
s
t
i
c
W
e
l
l
17
4
17
4
18
-
J
u
l
-
0
0
79
.
5
8
5
.
5
1
8
0
2
0
.
5
0
2
0
.
5
0
2
0
.
5
0
1
17
8
37
N
0
1
E
1
6
H
1
0
Do
m
e
s
t
i
c
W
e
l
l
17
7
17
7
20
-
J
a
n
-
9
5
17
2
1
7
7
0
.
1
4
1
5
1
0
4
.
5
8
-
5
7
.
9
0
-
5
7
.
9
0
-
5
7
.
9
0
1
17
9
37
N
0
1
E
1
6
H
1
0
Do
m
e
s
t
i
c
W
e
l
l
82
82
0
8
2
7
.
5
-
6
0
.
0
0
-
6
0
.
0
0
-
6
0
.
0
0
1
18
0
37
N
0
1
E
1
6
H
3
70
.
7
9
Do
m
e
s
t
i
c
W
e
l
l
10
1
10
1
10
-
M
a
y
-
8
4
25
.
2
1
3
0
.
2
1
1
.
5
4
1
0
6
.
5
4
.
0
7
5
.
9
9
2
.
3
8
4
18
1
38
N
0
1
E
2
9
Q
1
30
.
6
3
4
Do
m
e
s
t
i
c
W
e
l
l
10
3
10
3
12
-
J
u
n
-
6
9
-6
.
6
3
4
7
2
.
3
6
6
0
.
0
5
5
9
6
1
3
.
6
6
2
3
.
4
6
8
.
9
3
4
18
2
38
N
0
1
E
2
9
Q
2
26
.
1
Do
m
e
s
t
i
c
W
e
l
l
54
-2
6
.
1
-
2
6
.
1
18
3
38
N
0
1
E
3
2
H
1
18
7
.
6
Do
m
e
s
t
i
c
W
e
l
l
65
64
-1
8
7
.
6
-
1
2
3
.
6
186.60186.60186.601
18
4
38
N
0
1
E
3
2
P
1
95
.
1
Do
m
e
s
t
i
c
W
e
l
l
72
72
-9
5
.
1
-
2
3
.
1
18
5
38
N
0
1
E
3
2
J
1
17
7
.
2
No
t
I
d
e
n
t
i
f
e
d
10
0
10
0
20
-
J
u
l
-
6
9
-1
6
6
.
2
-
7
7
.
2
0
.
4
0
1
2
3
0
1
7
0
.
2
0
1
7
0
.
2
0
1
7
0
.
2
0
1
18
6
38
N
0
1
E
3
2
R
1
21
6
.
5
Do
m
e
s
t
i
c
W
e
l
l
20
1
20
1
01
-
M
a
r
-
9
2
-1
9
8
.
5
-
1
5
.
5
0
.
0
3
6
1
8
6
2
0
1
.
5
0
2
0
1
.
5
0
2
0
1
.
5
0
1
18
7
38
N
0
1
E
3
2
A
1
25
.
9
Do
m
e
s
t
i
c
W
e
l
l
12
0
12
0
05
-
A
u
g
-
8
5
-7
.
9
9
4
.
1
2
.
5
8
.
3
3
1
0
.
2
6
6
.
4
0
2
18
8
38
N
0
1
E
3
2
A
2
20
6
.
5
9
Do
m
e
s
t
i
c
W
e
l
l
11
8
11
8
20
-
A
p
r
-
0
0
-1
8
3
.
5
9
-
8
8
.
5
9
0
.
0
9
8
9
0
1
6
9
.
0
6
1
7
9
.
3
3
1
6
0
.
5
8
5
18
9
38
N
0
1
E
3
2
P
2
95
.
1
Do
m
e
s
t
i
c
W
e
l
l
58
58
23
-
J
u
n
-
7
6
-3
7
.
1
-
3
7
.
1
1
0
.
0
0
2
0
2
5
9
.
1
0
5
9
.
1
0
5
9
.
1
0
1
19
0
38
N
0
1
E
3
2
K
1
24
6
.
2
Do
m
e
s
t
i
c
W
e
l
l
20
1
20
1
16
-
J
u
l
-
9
1
-2
2
7
.
2
-
4
5
.
2
3
.
4
5
2
5
7
.
2
5
1
7
3
.
4
5
1
7
3
.
4
5
1
7
3
.
4
5
1
19
1
38
N
0
1
E
3
2
L
1
13
6
.
9
Do
m
e
s
t
i
c
W
e
l
l
16
3
16
3
11
-
M
a
r
-
0
4
21
.
1
2
6
.
1
2
.
0
0
1
2
6
-
0
.
1
0
-
0
.
1
0
-
0
.
1
0
1
19
2
38
N
0
1
E
3
2
J
2
19
5
.
1
8
Do
m
e
s
t
i
c
W
e
l
l
22
7
22
7
30
-
J
u
l
-
9
6
-1
6
4
.
1
8
3
1
.
8
2
0
.
3
0
2
2
7
2
.
2
5
1
5
6
.
9
8
1
7
1
.
5
1
1
4
7
.
3
2
3
19
3
38
N
0
1
E
3
2
H
2
18
7
.
6
Do
m
e
s
t
i
c
W
e
l
l
11
0
11
0
07
-
F
e
b
-
7
3
-7
7
.
6
-
7
7
.
6
0
.
3
6
2
0
5
6
1
8
3
.
6
0
1
8
3
.
6
0
1
8
3
.
6
0
1
19
4
38
N
0
1
E
3
2
A
3
29
.
3
Do
m
e
s
t
i
c
W
e
l
l
14
0
14
0
17
-
N
o
v
-
8
8
-1
0
.
3
1
1
0
.
7
0
.
2
5
1
5
5
9
.
9
1
7
.
1
3
1
7
.
1
3
1
7
.
1
3
1
19
5
38
N
0
1
E
3
2
H
3
18
9
.
1
3
3
Do
m
e
s
t
i
c
W
e
l
l
22
8
22
8
25
-
A
u
g
-
9
4
-1
0
9
.
1
3
3
3
0
.
8
6
7
0
.
0
5
7
.
5
1
6
0
1
5
6
.
6
3
1
5
6
.
6
3
1
5
6
.
6
3
1
19
6
38
N
0
1
E
3
2
H
4
19
3
.
9
Do
m
e
s
t
i
c
W
e
l
l
10
6
10
6
23
-
J
u
n
-
9
7
-1
7
5
.
9
-
8
7
.
9
0
.
0
5
4
8
4
1
8
1
.
9
0
1
8
1
.
9
0
1
8
1
.
9
0
1
19
7
38
N
0
1
E
3
2
B
1
48
.
7
Do
m
e
s
t
i
c
W
e
l
l
10
1
10
1
10
-
M
a
r
-
7
8
-2
1
.
7
5
2
.
3
1
.
3
3
4
0
3
0
4
8
.
7
0
4
8
.
7
0
4
8
.
7
0
1
19
8
38
N
0
1
E
3
2
B
2
50
.
8
Do
m
e
s
t
i
c
W
e
l
l
10
0
10
0
19
-
M
a
y
-
7
8
-3
0
.
8
4
9
.
2
3
0
0
3
3
.
8
0
3
3
.
8
0
3
3
.
8
0
1
19
9
38
N
0
1
E
3
2
L
2
12
8
.
1
6
Do
m
e
s
t
i
c
W
e
l
l
16
1
16
1
19
-
J
u
l
-
9
9
-2
2
.
1
6
3
2
.
8
4
0
.
0
4
2
.
5
6
0
3
2
.
9
1
3
3
.
5
8
3
2
.
0
0
3
20
0
38
N
0
1
E
3
2
K
2
21
2
.
6
8
Do
m
e
s
t
i
c
W
e
l
l
10
4
97
20
-
O
c
t
-
9
8
-1
3
5
.
6
8
-
1
1
5
.
6
8
0
.
3
0
1
5
5
0
1
8
9
.
7
4
1
9
0
.
6
8
1
8
8
.
5
8
3
20
1
38
N
0
1
E
3
2
P
3
95
.
1
Do
m
e
s
t
i
c
W
e
l
l
73
75
-2
5
.
1
-
2
0
.
1
42.1042.1042.101
20
2
38
N
0
1
E
3
2
D
2
74
.
4
Do
m
e
s
t
i
c
W
e
l
l
13
0
13
0
03
-
O
c
t
-
9
1
49
.
6
5
5
.
6
2
0
0
9
.
6
2
1
5
.
8
4
3
.
4
0
2
20
3
38
N
0
1
E
3
2
G
3
17
7
.
9
Do
m
e
s
t
i
c
W
e
l
l
11
7
11
7
01
-
M
a
r
-
9
1
-1
5
8
.
9
-
6
0
.
9
0
.
5
8
2
5
4
3
1
7
5
.
8
3
1
7
6
.
7
5
1
7
4
.
9
0
2
20
4
38
N
0
1
E
3
3
11
0
.
1
Do
m
e
s
t
i
c
W
e
l
l
70
70
01
-
J
a
n
-
4
1
-1
1
0
.
1
-
4
0
.
1
0
.
6
7
2
0
3
0
1
0
0
.
1
0
1
0
0
.
1
0
1
0
0
.
1
0
1
20
5
38
N
0
1
E
3
3
N
1
20
2
.
8
8
No
t
I
d
e
n
t
i
f
e
d
97
12
6
-1
1
7
.
8
8
-
7
6
.
8
8
0
.
0
4
2
.
5
5
7
1
6
3
.
3
1
1
7
3
.
0
0
1
4
9
.
2
4
4
20
6
38
N
0
1
E
3
3
N
2
30
.
8
Do
m
e
s
t
i
c
W
e
l
l
12
0
12
0
28
-
J
u
n
-
7
4
7.
2
7
4
.
2
0
.
1
0
1
0
1
0
0
3
1
.
8
0
3
1
.
8
0
3
1
.
8
0
1
20
7
38
N
0
1
E
3
3
R
1
12
.
6
Do
m
e
s
t
i
c
W
e
l
l
66
66
09
-
J
u
l
-
9
9
47
.
4
5
3
.
4
0
.
1
1
6
5
7
3
.
6
0
3
.
6
0
3
.
6
0
1
20
8
38
N
0
1
E
3
3
Q
1
33
.
9
4
Do
m
e
s
t
i
c
W
e
l
l
82
82
29
-
S
e
p
-
9
5
43
.
0
6
4
8
.
0
6
0
.
0
6
3
4
8
.
5
1
1
.
6
3
1
3
.
2
2
9
.
7
5
5
20
9
38
N
0
1
E
3
3
Q
2
12
Do
m
e
s
t
i
c
W
e
l
l
24
8
23
8
04
-
F
e
b
-
0
4
22
3
2
3
6
0
.
1
3
1
2
9
2
9
.
0
0
9
.
0
0
9
.
0
0
1
21
0
38
N
0
1
E
3
3
P
1
79
Do
m
e
s
t
i
c
W
e
l
l
51
51
03
-
A
p
r
-
9
8
-3
3
-
2
8
1
.
0
4
1
4
1
3
.
5
7
6
.
5
0
7
6
.
5
0
7
6
.
5
0
1
21
1
38
N
0
1
E
3
3
N
3
23
3
Do
m
e
s
t
i
c
W
e
l
l
18
0
18
0
09
-
N
o
v
-
0
2
-1
8
8
-
5
3
0
.
1
4
1
5
1
1
0
2
1
7
.
0
0
2
1
7
.
0
0
2
1
7
.
0
0
1
21
2
38
N
0
1
E
3
3
N
4
30
.
4
Do
m
e
s
t
i
c
W
e
l
l
22
2
22
2
31
-
O
c
t
-
9
3
-6
.
4
1
9
1
.
6
0
.
1
0
1
0
1
0
0
-
3
4
.
5
0
-
3
4
.
5
0
-
3
4
.
5
0
1
21
3
38
N
0
1
E
3
3
P
2
42
.
9
Do
m
e
s
t
i
c
W
e
l
l
90
81
10
-
M
a
y
-
8
3
3.
1
3
8
.
1
5
21
4
38
N
0
1
E
3
3
P
3
79
Do
m
e
s
t
i
c
W
e
l
l
12
1
12
1
01
-
J
a
n
-
7
0
-4
4
2
57.0057.0057.001
21
5
38
N
0
1
E
3
3
P
4
79
Do
m
e
s
t
i
c
W
e
l
l
23
0
23
0
09
-
M
a
y
-
0
3
91
1
5
1
0
.
3
5
7
2
0
6
3
.
0
0
6
3
.
0
0
6
3
.
0
0
1
21
6
38
N
0
1
E
3
3
D
1
0
Do
m
e
s
t
i
c
W
e
l
l
16
2
16
2
23
-
N
o
v
-
8
8
48
1
6
2
-34.00-34.00-34.001
21
7
38
N
0
1
E
3
3
Q
3
3.
3
Do
m
e
s
t
i
c
W
e
l
l
81
81
12
-
A
u
g
-
8
6
72
.
7
7
7
.
7
0
.
5
4
1
2
2
2
.
1
7
-
2
7
.
8
7
-
2
7
.
8
7
-
2
7
.
8
7
1
21
8
38
N
0
1
E
3
3
R
2
9.
7
3
Do
m
e
s
t
i
c
W
e
l
l
20
9
20
9
18
4
.
2
7
1
9
9
.
2
7
0
.
0
6
5
8
2
7
.
8
3
9
.
6
3
6
.
0
3
2
As
p
e
c
t
C
o
n
s
u
l
t
i
n
g
12
/
3
1
/
2
0
0
6
P:
\
W
h
a
t
c
o
m
_
L
u
m
m
i
0
5
0
0
3
9
\
S
u
m
m
a
r
y
W
e
l
l
D
a
t
a
T
a
b
l
e
-
F
al
l
2
0
0
6
.
x
l
s
Table A-2 Page 4 of 5
Ta
b
l
e
A
-
2
S
t
u
d
y
A
r
e
a
W
e
l
l
S
u
m
m
a
r
y
No
r
t
h
e
r
n
L
u
m
m
i
I
s
l
a
n
d
H
y
d
r
o
g
e
o
l
o
g
i
c
I
n
v
e
s
t
i
g
a
t
i
o
n
No
r
t
h
e
r
n
L
u
m
m
i
I
s
l
a
n
d
,
W
A
Lo
c
a
t
i
o
n
(T
R
S
¼
¼
)
Gr
o
u
n
d
S
u
r
f
a
c
e
El
e
v
a
t
i
o
n
(N
G
V
D
2
9
F
e
e
t
)
We
l
l
U
s
e
Dr
i
l
l
e
d
D
e
p
t
h
(f
e
e
t
)
Co
m
p
l
e
t
e
d
De
p
t
h
(f
e
e
t
)
In
s
t
a
l
l
a
t
i
o
n
Da
t
e
To
p
O
p
e
n
In
t
e
r
v
a
l
(f
e
e
t
N
G
V
D
2
9
)
Bo
t
t
o
m
O
p
e
n
In
t
e
r
v
a
l
(f
e
e
t
N
G
V
D
2
9
)
Ma
x
i
m
u
m
S
p
e
c
i
f
i
c
Ca
p
a
c
i
t
y
(g
p
m
/
f
t
)
Co
r
r
e
s
p
o
n
d
i
n
g
Pu
m
p
R
a
t
e
(g
p
m
)
Co
r
r
e
s
p
o
n
d
i
n
g
Dr
a
w
d
o
w
n
(f
e
e
t
)
Average (feet NGVD29)Minimum (feet NGVD29)Maximum (feet NGVD29)Number of Readings
W
e
l
l
T
e
s
t
I
n
f
o
r
m
a
t
i
o
n
Summary of Static Water Level (SWL) Readings
We
l
l
I
D
No
.
Ge
n
e
r
a
l
I
n
f
o
r
m
a
t
i
o
n
I
n
s
t
a
l
l
a
t
i
o
n
D
e
t
a
i
l
s
P
r
o
d
u
c
t
i
o
n
Z
on
e
21
9
38
N
0
1
E
3
3
Q
4
9.
8
Do
m
e
s
t
i
c
W
e
l
l
10
5
10
5
23
-
J
a
n
-
9
9
90
.
2
9
5
.
2
0
.
0
6
5
8
2
7
.
7
0
7
.
7
0
7
.
7
0
1
22
0
38
N
0
1
E
3
3
R
3
9.
8
Do
m
e
s
t
i
c
W
e
l
l
87
87
12
-
A
u
g
-
9
6
72
.
2
7
7
.
2
0
.
0
5
4
7
6
1
.
8
0
1
.
8
0
1
.
8
0
1
22
1
38
N
0
1
E
3
3
P
5
3.
3
Do
m
e
s
t
i
c
W
e
l
l
26
0
26
0
27
-
M
a
r
-
0
3
24
5
.
7
2
5
6
.
7
22
2
38
N
0
1
E
3
3
Q
5
6.
1
Do
m
e
s
t
i
c
W
e
l
l
21
9
21
9
11
-
J
a
n
-
0
4
20
7
.
9
2
1
2
.
9
0
.
8
3
2
0
2
4
3
.
1
0
3
.
1
0
3
.
1
0
1
22
3
38
N
0
1
E
3
3
E
1
64
.
2
Do
m
e
s
t
i
c
W
e
l
l
28
5
28
5
24
-
N
o
v
-
0
4
13
5
.
8
2
1
5
.
8
1
.
1
7
2
1
1
8
6
0
.
2
0
6
0
.
2
0
6
0
.
2
0
1
22
4
38
N
0
1
E
3
3
G
1
3.
4
Do
m
e
s
t
i
c
W
e
l
l
20
7
20
7
22
-
F
e
b
-
0
5
19
8
.
6
2
0
3
.
6
0
.
3
4
2
0
5
9
-
1
.
6
0
-
1
.
6
0
-
1
.
6
0
1
22
5
37
N
0
1
E
0
9
9.
1
7
Do
m
e
s
t
i
c
W
e
l
l
63
48
.
8
3
5
3
.
8
3
4.535.483.284
22
6
37
N
0
1
E
0
4
15
5
.
3
7
Do
m
e
s
t
i
c
W
e
l
l
23
4
-1
5
5
.
3
7
7
8
.
6
3
94.2297.5990.083
22
7
37
N
0
1
E
0
4
12
2
.
0
3
Do
m
e
s
t
i
c
W
e
l
l
17
0
-1
2
2
.
0
3
4
7
.
9
7
49.1954.5543.724
22
8
37
N
0
1
E
0
4
7.
4
4
Do
m
e
s
t
i
c
W
e
l
l
9.
8
5
-7
.
4
4
2
.
4
1
1.832.041.622
23
0
37
N
0
1
E
N
A
22
2
.
6
Do
m
e
s
t
i
c
W
e
l
l
85
85
-2
0
3
.
6
-
1
3
7
.
6
0
.
1
0
7
8
5
2
0
9
.
0
0
2
1
4
.
9
4
1
9
8
.
6
0
3
23
1
37
N
0
1
E
0
4
15
8
.
6
7
Do
m
e
s
t
i
c
W
e
l
l
81
-1
5
8
.
6
7
-
7
7
.
6
7
97.7697.8697.662
23
2
37
N
0
1
E
0
9
16
0
.
5
4
Do
m
e
s
t
i
c
W
e
l
l
12
0
-1
6
0
.
5
4
-
4
0
.
5
4
115.96123.58108.342
23
3
37
N
0
1
E
0
4
15
.
5
Do
m
e
s
t
i
c
W
e
l
l
48
-1
5
.
5
3
2
.
5
5.725.815.622
23
4
37
N
0
1
E
0
4
9.
3
Do
m
e
s
t
i
c
W
e
l
l
48
33
.
7
3
8
.
7
-0.39-0.39-0.391
23
5
37
N
0
1
E
0
5
64
.
5
5
Do
m
e
s
t
i
c
W
e
l
l
11
.
5
-6
4
.
5
5
-
5
3
.
0
5
58.8859.7358.022
23
6
37
N
0
1
E
0
4
12
1
.
1
Do
m
e
s
t
i
c
W
e
l
l
18
8
-1
0
3
.
1
6
6
.
9
46.9248.1345.702
23
7
38
N
0
1
E
3
3
75
.
7
6
Do
m
e
s
t
i
c
W
e
l
l
14
-7
5
.
7
6
-
6
1
.
7
6
71.7872.1271.442
23
8
38
N
0
1
E
3
3
87
.
9
4
Do
m
e
s
t
i
c
W
e
l
l
21
5
-8
7
.
9
4
1
2
7
.
0
6
64.6266.0863.162
23
9
37
N
0
1
E
0
4
31
.
7
6
Do
m
e
s
t
i
c
W
e
l
l
69
-3
1
.
7
6
3
7
.
2
4
15.3315.9814.553
24
0
37
N
0
1
E
0
9
65
.
0
3
Do
m
e
s
t
i
c
W
e
l
l
18
1
10
9
.
9
7
1
1
5
.
9
7
24
1
37
N
0
1
E
0
5
71
.
6
8
Do
m
e
s
t
i
c
W
e
l
l
-7
1
.
6
8
-
7
1
.
6
8
7.557.897.212
24
2
38
N
0
1
E
3
2
11
8
.
1
Do
m
e
s
t
i
c
W
e
l
l
18
8
-1
1
8
.
1
6
9
.
9
5.245.405.092
24
3
38
N
0
1
E
3
3
23
2
.
1
Do
m
e
s
t
i
c
W
e
l
l
13
-2
3
2
.
1
-
2
1
9
.
1
226.51228.82224.192
24
4
37
N
0
1
E
0
4
29
.
2
4
Do
m
e
s
t
i
c
W
e
l
l
13
7
-2
9
.
2
4
1
0
7
.
7
6
17.4417.4417.441
24
5
38
N
0
1
E
3
2
58
.
1
Do
m
e
s
t
i
c
W
e
l
l
14
0
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Table A-2 Page 5 of 5
APPENDIX B
Field Methods
ASPECT CONSULTING
PROJECT NO. 050039-001-04 DECEMBER 31, 2006 B-1
B.1 Field Methods
This section provides a summary of the field methods used for sampling wells in April
and August 2006, including process of identifying study participants, field sampling
methods, laboratory methods and quality assurance/quality control (QA/QC) procedures.
A Sampling and Analysis plan was developed for this study and was included as
Appendix A in Technical Memorandum 2 (Aspect Consulting, 2006b) and was used as
the basis for field sampling and laboratory methods.
B.1.1 Study Participants
Study participants were primarily identified from well owner questionnaires completed
by Island residents at the public workshop held on January 28, 2006. Well owners
indicated if they would grant permission for Aspect to perform two rounds of water
sampling, obtain water level measurements and survey well locations. Twenty-five study
participants were identified through this process. Data gaps were identified based on the
distribution of these initial 25 wells. Specific areas on the Island were targeted to locate
additional volunteers to fill the data gaps and meet the objectives of the study. Eleven
additional participants were contacted through either local residents or based on their
participation in Sullivan's (2005) study and volunteered to participate. Additionally, three
wells were used for measurement of static water level, but were not operational to
provide a water sample. The total number of wells in the April sample round of the study
was 39. During the August sample round, five additional volunteers were contacted
through their participation in Sullivan’s (2005) study and agreed to participate, bringing
the total number of wells in the August Sample round to 44. During the first sample
round, Aspect field staff determined the suitability of the wellhead installation for reliable
measurement of static water level and the presence of a usable sample port prior to any
water treatment system.
B.1.2 Field Sampling Methods
The following field sampling methods were used by all field personnel during both the
April and August sampling rounds.
B.1.2.1 Groundwater Level Monitoring
Prior to groundwater sampling, a measurement of static water level was obtained from
each well where permission was granted. Pitless wells (wells not enclosed in a well or
pump house) were typically accessed for water levels measurements by removing the
well head cap. Non-Pitless wells were typically enclosed in a well- or pump-house and
access for water level measurements was obtained through a threaded access port. Depth-
to-water measurements were recorded to the nearest 0.01 foot. Depth-to-water
measurements were recorded at 5-minute intervals until consecutive measurements were
within 0.02 feet. If this criterion was not achieved within four measurements, the water
level was identified as "not static", and the well was sampled. The measuring point was
marked on each wellhead, photographed if necessary, and recorded in the field
ASPECT CONSULTING
B-2 PROJECT NO. 050039-001-04 DECEMBER 31, 2006
documentation. If the measuring point was not accessible for surveying, a suitable
reference point for surveying was marked and the vertical and horizontal offsets to an
accuracy of 0.01 feet from the measuring point were made and recorded.
The water level sounder was decontaminated between each well. The decontamination
sequence consisted of a scrub with a detergent (Alconox) solution, followed by deionized
or distilled water rinse, and finished with thorough spraying with deionized or distilled
water.
B.1.2.2 Well Survey
Aspect subcontracted to Wilson Engineering (Wilson) of Bellingham, WA to survey the
top of well casings for selected wells in the study. Eight previously unsurveyed wells
were surveyed to a horizontal accuracy of 1 foot and a vertical accuracy of 0.1 foot.
Wilson also surveyed three wells that had been previously surveyed by Sullivan (2005).
Two of the wells agreed with Sullivan’s top of casing elevation within elevations of 0.23
and 0.11 feet. However one well surveyed by Wilson was over 19 feet lower than
Sullivan’s survey. This is likely due to Sullivan not being able to achieve survey–grade
GPS elevations due to dense vegetation and steep surrounding topography of that
particular well.
B.1.2.3 Field Instrument Calibration
Prior to each day’s sampling, all field instruments were calibrated in accordance with
manufacturer’s instructions and the results recorded in notebooks accompanying the
instruments. The lot numbers and expiration dates of calibration solutions used were
recorded. The field instruments were calibrated to a specific conductivity standard of 447
µmhos/cm, dissolved oxygen of 100 percent, a fresh pH solution of 7 prepared from
buffer packets, and an ORP standard.
B.1.2.4 Groundwater Sampling
Groundwater samples were collected through the sample port or spigot nearest to the
well, preferably prior to a storage or pressure tank or water quality treatment system. The
exact sample location was recorded in the field documentation and photographed, if
necessary. Each well was purged at the maximum flow rate allowed by the sample port.
The field parameters of temperature, pH, electrical conductance, dissolved oxygen, and
oxidation-reduction potential (Eh) were monitored using a YSI meter and flow-through
cell. The field parameters were recorded at 2- to 4-minute intervals throughout well
purging for up to 10 minutes or until they stabilized. Stabilization is defined as three
successive readings where the parameter values vary by less than 10 percent (or 0.5
milligrams per liter [mg/L] dissolved oxygen if the readings are below 1 mg/L). All purge
water was discharged to the ground near the well. The YSI instrument was rinsed
thoroughly with deionized or distilled water between wells.
Care was taken to record in the field documentation the time during purging that the well
pump turned on indicating fresh groundwater was being pumped through the system. For
small, single domestic wells with pressure tanks, this would take approximately 30
seconds to 2 minutes for the pressure in the tank to drop enough for the pump to activate.
For systems with large storage tanks, the pump was typically activated by a manual pump
override switch or, for smaller tanks, drawing the water down enough for the pump to
ASPECT CONSULTING
PROJECT NO. 050039-001-04 DECEMBER 31, 2006 B-3
turn on. In some instances, it was not possible to activate the pump during sampling, in
which case, the sample was identified as filled from storage. Once purging was complete,
the sample bottles were filled directly from the sample port.
Each well was analyzed for total and dissolved arsenic and dissolved chloride. Selected
wells were also analyzed for dissolved major ions (calcium, magnesium, potassium,
sodium, carbonate, and bicarbonate) arsenic research parameters (dissolved iron,
manganese, phosphorus, sulfur and silicate, and total phosphorus) and dissolved bromide.
Samples for dissolved analysis were filtered by the laboratory. In the August sample
round, coliform was added to the list of analytes by Whatcom County based on requests
from Island residents. Analytical test methods are presented in Table B-1 with sample
bottle type, preservatives, and holding times.
B.1.2.5 Sample Documentation and Handling Procedures
B.1.2.5.1 Field Documentation
Static water levels, measuring points, water quality parameters, sample bottle
identifications, and field notes were recorded on a field form. All bottles were clearly
labeled with well name and number, date, time, and preservative, and recorded on the
Chain-of-Custody. Sample IDs and locations of the blind field duplicates were recorded
on the field form.
B.1.2.5.2 Sample Handling
Upon collection, all samples were immediately stored in a cooler. Ice was placed in each
cooler and refreshed as necessary to meet sample preservation requirements (Table B-1).
Inert cushioning material was placed in the remaining space of the cooler to limit
movement of the sample containers. Samples were hand delivered by Aspect to the
analytical laboratory at the end of the sampling round.
B.1.2.5.3 Sample Custody
After collection, samples were maintained in Aspect’s custody until formally transferred
to the analytical laboratory. For purposes of this work, custody of the samples was
defined as follows.
In plain view of the field representatives;
Inside a cooler that is in plain view of the field representative; or
Inside any locked space such as a garage, locker, car, or truck to which the field
representative has the only immediately available key(s).
A Chain-of-Custody record provided by the laboratory was initiated at the time of
sampling for all samples collected. The record was signed by the field representative and
others who subsequently took custody of the samples. A copy of the Chain-of-Custody
form with appropriate signatures is kept in the project file by Aspect’s project manager.
B.1.3 Laboratory Methods and QA/QC Procedures
AmTest, Inc. of Redmond, Washington analyzed the samples collected during this study
with the exception of coliform. Coliform was analyzed at Avocet Laboratory in
Bellingham, Washington. Both laboratories are accredited by Ecology and/or Health for
ASPECT CONSULTING
B-4 PROJECT NO. 050039-001-04 DECEMBER 31, 2006
analysis of parameters analyzed in this project. The contact information for the
laboratories is as follows:
AmTest, Inc.
14603 N.E. 87th St.
Redmond, Washington 98052
(425) 885-1664
Fax: (425) 883-3495
Avocet Environmental Testing
1500 N State Street, # 200
Bellingham, Washington 98225
(360) 734-9033
B.1.3.1 Analytical Methods
Table B-1 lists the analytes, sample methods, sample bottles, preservatives, and holding
times and temperatures for the analyses performed during this round of sampling. The
laboratory report included the Chain-of-Custody form, samples IDs, detection limits, test
results, and results of all laboratory quality assurance procedures.
B.1.3.2 Analytical Data Quality Assurance Review
A quality assurance review of the laboratory’s analytical data package was performed to
ensure that the data were of suitable quality for their intended use. Aspect hand delivered
the April samples to the lab in one sample delivery group on April 17, 2006, including
samples collected between April 12 and April 15, 2006. A courier sent by the lab picked
up the August samples in on sample delivery group on September 1, 2006, including
samples collected between August 29 and August 30, 2006.
The quality assurance review included evaluation of sample custody, holding times,
reporting limits, method blank analysis, standard reference materials, and matrix
spike/matrix spike duplicate recoveries and precision. The results of the quality assurance
review are as follows:
3. Sample custody, holding times, and reporting limits were acceptable.
4. No method blank contamination was detected.
5. Standard Reference Materials (SRM) recoveries were within control limits.
6. Matrix spike recoveries were within control limits
7. The relative percent differences (RPDs) for matrix spike/matrix spike duplicate
sample pairs were within control limits.
8. The field duplicate pair RPDs for total arsenic and dissolved chloride were 0 percent
and 3.5 percent, respectively for the April sample round. The field duplicate pair
RPDs for total arsenic and dissolved chloride were 5.5 percent and 0 percent,
respectively for the April sample round. Because field duplicates represent both field
and laboratory variability, EPA provides no required review criteria for determining
comparability of field duplicate analyses; however, the results appear reasonable
based on our experience with similar studies.
ASPECT CONSULTING
PROJECT NO. 050039-001-04 DECEMBER 31, 2006 B-5
Based on the quality assurance review, the analytical data are determined to be of
acceptable quality for their intended use. No data were rejected; therefore, the data set is
100 percent complete.
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t
h
s
SM
2
3
2
0
B
“
N
o
n
e
1
4
d
a
ys,
4
°
C
EP
A
2
0
0
.
7
“
N
o
n
e
6
m
o
n
t
h
s
EP
A
2
0
0
.
9
“
N
o
n
e
6
m
o
n
t
h
s
EP
A
3
0
0
.
0
&
EP
A
3
7
5
.
4
1
L
H
D
P
E
N
o
n
e
2
8
d
a
ys,
4
°
C
Mi
c
r
-
2
7
2
0
1
0
0
m
l
P
l
a
s
t
i
c
So
d
i
u
m
Th
i
o
s
u
l
f
a
t
e
2
4
h
o
u
r
s
As
p
e
c
t
C
o
n
s
u
l
t
i
n
g
12
/
3
1
/
2
0
0
6
W:
\
0
5
0
0
3
9
W
h
a
t
c
o
m
C
t
y
-
L
u
m
m
i
I
s
l
a
n
d
G
W
\
H
y
d
r
o
g
e
o
l
o
g
i
c
I
n
v
e
s
t
i
g
a
t
i
o
n
\
T
a
b
l
e
B
-
1
.
x
l
s
Table B-1 Page 1 of 1