HomeMy WebLinkAboutAquifer Recharge 701043001Oct 27 03 05:17p Scott Bender (425) 828-7548 p.2
October 27, 2003
Mr. Keith Nannery
1035 Carl Johnson Road
Quilcene, Washington 98376
-tO l - Oq3~- O ¢3 {
BENDER
CONSULTING, LLC
Applied Groundwater Solutions
8722 122nd Avenue N.E.
Kirk. land, WA 981Y&3
425 828 7545 phone
acott@benderltc.com
wnno. benderllc.com
AQUIFER RECHARGE AREA REPORT, QUII~ENE, WASHINGTON
Dear Keith:
This letter presents the results of our groundwater evaluation of your property. This letter is
intended to conform to the requirements of the Jefferson County Unified Developmem Code (UDC)
paragraphs 3.6.5, Critical Aquifer Recharge Areas; and 3.6.10 Special Reports, paragraph (e)
Aquifer Recharge Area Report. These reporting efforts are required by Jefferson County due to your
water quality sample chloride concentration results greater than 200 rog/1. Your sample
concentration was about 230 mg/I, which categorizes your well site as a Seawater Intrusion
Protection Zone (SIPZ). The UDC requires an analysis of the well and groundwater system to
ensure that the use of a well does not cause any adverse groundwater quality impacts; this is within
the overall intent of the code to ensure that existing water rights are not impaired and that the use of
the well is not detrimental to the public interest. The following conforms to the requirements of
UDC paragraph 3.6.10 (e), and follows the organization of that section.
AQUIFER RECHARGE AREA REPORT
1. Response not required.
2. Aquifer Recharge Area Report
Project Description
We understand that your property has been a residence for yourself for about the past 8 years. We
understand that your property size is about 55,300 square feet with 100 feet of waterfront.
Structures on the site consist of a trailer that is used as a kitchen facility, and a few small single
room outbuildings that are used as sleeping and study quarters. Based on our observations of the
site, we estimate average daily water use to be less than 150 gallons per day. We understand that the
site is not served by a public water system.
The property is gently sloping to the east and Dabob Bay. Figure 1 shows the location of the
property, Figures 2 and 3 show aerial photographs of the area in 1994 and 2000, respectively.
The well house is located about 340 feet from the top of the bluff(waterfront) to the east and about
140 feet from Carl Johnson Road on the west. The well is located central between the northem and
BENDER CONSULTING, LLC
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O:'u~mm:ry~amm'y R~har6~ Rpt rl.do~
Oct :P? 03 05: l?p Scott Bender (4E~S) 8E~8-7548 p.3
Letter to Mr. Keith Nannery
October 27, 2003
Page 2
southern property lines. We estimate that the wellhead elevation is about 40 feet, We understand
that the well has been used for domestic purposes and irrigation of select plants on the site. Lawn
watering has not been performed.
We understand that site septage is pumped to a separate 5 acre parcel located about 1,050 feet
uphill, to the west of the domestic property. The drainfield site is located about 220 feet elevation.
I1. Hydrogeologic Evaluation
A: Hydrogeologic Setting of the Aquifer Region.
The site is located on Bolton Peninsula, bordering Dabob Bay in northeastern Olympic Peninsula; it
is w/thin WRIA 17. Ground-Water Resources of Eastern Jefferson County (Ecology, 1981) presents
the general geolog/c and hydrogeologic conditions in the area. The Bolton Peninsula consists of
glacial deposits from the Fraser Glaciation (predommately the Vashon Sutde), which overly older
interglacial and glacial deposits and bedrock. Ecology (1981) has mapped the general site area,
from lower to higher elevation, as Quatemerary alluvim overlain by recessional outwash and
advance outwash, which are overlain by till. Tertiary sedimentary rocks underlie the Pleistocene
sequence. In this framework, we interpret that pre-Vashon glacial and non-glacial deposits were
deposited directly above bedrock; Vashon-aged glacial processes then eroded some of the pre-
Vashon deposits, and then laid advance outwash and till. Recessional processes eroded additional
sediments, and plastered recessional outwash on the uplands and the sides of the erosional channel
now occupied by Tarboo Creek and Tarboo and Dabob Bays. Quaternary alluvial sediments from
Tarboo Creek have since been depositer[
B. Site location, topography, drainage, and surface water bodies.
The project site lies within the Puget Sound lowland which typically is characterized by north-somh
trending hills with moderate to steep valleys created by fluvial and glacial erosion_ The Nannery
property is located along the margin of two north-south trending features, the Bolton Peninsula and
Dabob Bay. The topography of the Bolton Peninsula and adjoining land generally consists of
relatively flat uplands, and gentle to steep side slopes leading to minor and major surface water
drainages. As shown m Figure 1, the property is situated just south and west of the Tarboo Creek
drainage. An unnamed drainage lies less than a quarter of a mile south of the site.
The property extends from sea level to Carl Johnson Road (from about 0 feet to 100 feet elevation.
The property slopes to the east, and therefore drains directly into Tarboo Bay (Figure 1). A
relatively significant ditch had been excavated on the southern property line of the property to
BENDER CONSULTING, LLC
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IZ.~Nanrmg~Namm'Y R~gc Rp! rl.ch~
Oct 27 03 05:l?p Scott Bender (425) 828-7548
Letter to Mr. Keith Nannery
October 27, 2003
Page 3
control nmoff from the site, and divert it to a small depression, which then drains over the bluff.
Site runoff is likely generated from discharge of groundwater from the hillside west of the site.
C. Soils and Geologic Units Underlying the Site.
The Soil Conservation Service (now NRCS) 1975 Soil Survey for Jefferson County indicates that
the surficial soils in the site area are predominantly Alderwood Gravelly Sandy Loam. These soils
consist of moderately deep to a cemented pan, moderately well drained soils formed in glacial till
(SCS, I975). Alderwood soils are on glacially modified foothills and valleys and have slopes of 0 to
15 percent. The site soils may be a mixture of colluvium and weathered till mils as discussed
below.
We performed a geologic reconnais~mnce of the site on October 21, 2003. On the small, maybe 15
foot bluff al the beach, Tertiary siltstone was exposed. Immediately overlying the siltstone we
interpret lays a pre-Vashon-aged diamict, possibly the Double BluffDrifl due to its weathered
texture. Overlying this diamict was iron-stained sand and gravel about 5 feet thick No exposures
were found on the remainder of the property up to Carl Johnson Road; it is reportedly covered by
clay-rich soils; these may be pre-Vashon-aged non-glacial deposits, colluvium, or a mixture of both.
Site drainage features suggest that it is moderately drained.
Vashon-agcd advance outwash is exposed along Carl Johnson Road, and seeps are occasionally
found when traversing the roadway in the vicinity of the site. Vashon-aged till was encountered (as
identified by sharp topographic changes in elevation and seeps underlying the steep slopes), at
elevations well above the site. A relatively flat till upland area was traversed at the parcel where
your drain field is located, This area likely has recessional deposits of varying thickness overlying
the till.
D. Groundwater Flow and Water Quality Characteristics
Based on the geologic reports and the well logs included with this letter, groundwater is typically
encountered between 2 and 20 feet below ground surface in wells constructed below Carl Johnson
Road. Given the geologic model presented above, groundwater recharge predominantly occurs on
the upland areas and areas further to the west of thc site. Groundwater is confined below the till cap
in the area; some of this water springs out at the hills/des above the site and then drains to the bay,
the remainder percolates to deeper hydraulic units. Groundwater is present in the pre-Vashon mils;
groundwater is also present in the bedrock. Groundwater withdrawal from these units may occur in
the granular portions of the soils and in the bedrock where it is sufficiently weathered or fractured.
In the vicinity of the site, groundwater movement is predominantly from west to east. Surface water
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Letter to Mr. Keith Nannery
October 27, 2003
Page 4
drainages may be found occasionally, presumably originating as seeps from the advance outwash
exposures; these also flow from west to east
Additional water quality samples have not been analyzed nor have results been obtained from wells
in the area~ For the shallow wells, we estimate that the water quality is fairly good because of the
relatively short flow pan Deeper wells may have reduced water quahty as a result of the longer
flow paths. Wells that are proximate to the shoreline and which extend to sufficient depths will
have poor water quality due to the potential for encountering saline water. The one sample
collected from your well had a chloride content of about 230 mgtl. We suspect the elevated chloride
content is due to a poor seal at the I75 foot dep~
E. Location andDescription of Existing Wells and Springs within 1,000 feet of the Site
A domestic well is located at the site. The well house is located about 340 feet from the top of the
bluff (waterfront) to the east and about 140 feet from Carl Johnson Road on the west. The well is
located central between the northern and southern property lines. We estimate that the wellhead
elevation is about 40 feet. The well was drilled to 182 feet in 1994. About 1 g feet of clay was
encountered below ground surface. This was underlain by about 10 feet of the pre-Vashon-aged
sand and till discussed in Paragraph C above. Twelve feet of soft and fractured rock was then
encountered followed by about 135 feet of 'rock'. The well log indicates that salt water was
encountered at 175 feet. As such, the lower 25 feet of the well was sealed with bentonite and screen
was placed m the borehole from 35 to138 feet in the well. A 20 foot surface seal was also installec[
The depth to groundwater was measured at 2.3 feet after drilling; the depth to water was at a similar
elevation when the property was first occupiec[ The well head has been covered since about that
time,
Logs from your well and the surrounding wells within about 2,500 feet are attached. The logs were
obtained from the Department of Ecology's web site. The well location are shown in Figure 4.
The logs are attached with a location number corresponding with the figure. The logs indicated that
clay and till were commonly encountered near ground surface; shale and basalt were encountered
with depth. The logs indicate that the local surficial and shallow geology change fairly dramatically
in the area covered by the logs.
F. Local and Regional Groundwater Recharge
Groundwater re, charge maps are provided by Jefferson County on their web site. Figure 5 provides
the county recharge estimate map. According to this map, the site may receive I0 to 15 inches per
year of recharge. According to the Jefferson County web site, the site receives between about 37.5
to 45 inches of precipitation per year.
BENDER CONSULTING, LLC
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Oct 2? 03 05:lBR Scott Bender (425) 828-7548
Letter to Mr. Keith Nannery
October 27, 2003
Page 5
G. Evaluation of Potential Project Impact on Groundwater Recharge
It is our opinion that the well and residential groundwater use on the site has minimal impact on the
groundwater resource or for increasing the potential for salt water intrusion. In our opinion, the
source of the majority of water to the well is through the gravel and soft and fractured rock zones
encountered by the well at depths between about 18 and 40 feet below ground surface.
Groundwater recharge to this soft and rock zone likely comes from percolation from the overlying
advance outwash aquifer, a small component from bedrock, and re-infiltration of water discharged
from the slope uphill of the property. Discharge from the advance outwash infiltrates upslope of
Cart Johnson Road, and then may percolate into the water-beating zone.
It is our opinion that tho high chloride content in the well water is due to a weak seal in the lower
portion of the well. The 25-foot-thick bentonite plug may allow some infiltration of saline water
(that was encountered at 175 feet) into the well. Some saline groundwater may also infiltrate as a
result of screening the bedrock encountered. In our opinion, these sources provide a minimal risk to
promoting salt water intrusion for two reasons: (1) the amount of water use is very lout, and, (2) the
static water level in the well is about 30 to 38 feet above sea level. This indicates ample recharge
and a high hydraulic head, located very close to the shoreline, which will minimize the potential for
salt water intrusion. Should the well later be utilized for significantly higher consumption or
irrigation rates, mod/fication of the well (such as by placement of a bentonite plug to about 50 feet
and covering it with sand) or drilling an additional well should be considered.
I. Contaminant Transport Analysis
Since this site is used for residential analysis, a contaminant transport analysis may not be
applicable. The land use activity is not considered as high impact land use as defined in UDC
3.6.5(4).c. In addition, because the water-beating zone beneath the site is confined by a minimum
of 18 feet of clay, the potential for a contaminant spill to reach the water-bearing zone is likely
smatl. Contaminant spills at the site would likely nmoff toward the bay before entering the
groundwater system.
II. Spill Response Training
Not applicable for a residential site with no known use of chemicals.
llI. Best Management Practices.
UDC 3.6.5(4).d requires infiltration of all storm water onsite. We understand that storm water on
your property is either collected or used for irrigation purposes, or is infiltrated on site. This practice
BENDER CONSULTING, LLC
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Oct 2? 03 05:lBp Scott Bender (425)
Letter to Mr. Keith Nannery
October 27, 2003
Page 6
should be continued. Your drain field is located m an appropriate place for your type and volume of
water use. Natural treatment of the water is performed prior to infiltration of the water into the
groundwater or surface water systems.
IV. Monitoring Program
This is also not applicable for a residential site with a very low potential to promote salt water
intrusion, we recommend that water levels be periodically (quarterly to bi-annually) measured in the
well to evaluate the condition of the well and pump.
3. Qualifications
REGISTRATIONS
Registered Professional Engineering Geologist: Washington (874)
Registered Professional Hydrogeologist: Washington (874)
Registered Professional Geologist: Washington (874)
Regislered Professional Geologist: Oregon (Gl 642)
Certified Groundwater Professional: NGWA (518)
CORPORATE SUMMARY
Bender Consulting, LLC is a consultancy in groundwater science and engineering- specialimg
in water rights support, dispute resolution related to hydmgeology, and construction dewatering
design services. We support the legal, environmental, engineering, and construction industries.
A unique hydmgeologic consulting firm in the Northwest that specializes in these fields; we
offer the proven ability to develop innovative yet sensible groundwater solutions that satisfy
project performance, design criteria, and schedule. Our goal is to reduce risk for our clients
engaged in design and construction, and to provide a sound, technical, and defendable
understanding of the groundwater regime to our legal and engineering clientele
Scott Bender is the Principal of the £n-m with 18 years of applied experience in groundwater
control, water supply, and water rights. His work is innovative and award winning. He
conceptualized one of the first mitigated water rights since thc 1996 batch demal by Ecology;
this set a precedent for the current state of the practice in water right mitigation. He has won
ASCE Engineering Excellence Awards for his groundwater control system designs for projects
at the U.S. Embassy site in Bogotfi, Columbia and at the Boston Central Artery in Boston,
Massachusetts. He has managed the groundwater evaluations or designed the groundwater
control systems for the majority of the recent large-scale underground construction projects in
BENDER CONSULTING, LLC
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D:'uNL~nea~Nannmy Rechar~ RpI ri .doe
Oct 2? 03 05:19p Scott Bender {425) 828-?548 p.B
Letter to Mr. Keith Nannery
October 27, 2003
Page 7
the greater Seattle area including Safeco Field, Denny Way CSO, Henderson CSO, Key Arena,
Bellevue Direct Access, and Sound Transit Link Light Rail Tunnel. He is currently working as
an expert witness in a federal water fight case in Washington and two construction-related cases
in the country.
Thank you again for the opportunity to be of service, please call us at (425) 828-7545 if you have
any questions.
Sincerely,
SCOTT F BENDER
Scott F. Bender L.H.G., C.G.W.P.
Enclosures:
Figure 1.
Figure 2.
Figure 3.
Figure 4.
Figure 5.
General Location Map
1994 Aerial Photo
2000 Aerial Photo
Water Well Location Map
Jefferson County Estimated Recharge Rates.
Well Logs (5)
B'ENDER CONSULTING, LLC
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D~N~ Re~h~g~ Rp! rl.ctoc
I
Project Number
Nanneq Prope~ General Location B-O~2~
g E N D E R Aquifer Recharge Area Repod
, ,~,,~,,,,,.~,,. ,,,: Map
~,,,.',-., ....... ~ .... - ..... , ...... , Quilcene, Washington Figure 1
OCT 2 ? 2OO3
Note: Aerial Photo from Jefferson County Web Site
DElL
Nannery Property
Aquifer Recharge Area Report
Quilcene, Washington
1994 Aerial PhotoI
Project Number
B-0321
Figure 2
Note: Aerinl Photo from ~efferson Ooun~
Project Number
Nanne~ Prope~ a-0~
. ~ ~ ~ D E ~ Aquifer Recharge Area Repo~ 2000 Aerial Photo
(-(}NSi]ITIN(;,
,,,,:,..: ....... ~..~,.- .... , .... :,, Quilcene, Washington Figure 3
by ~ WA S~te ~t ~ Ec~y od ,o.72~
Project Number
Nanne~ Prope~ ~te~ Well
Aquifer Recharge Area Repo~
Location Map
Quilcene, Washington Figure 4
Approximate Site
~"'"'~ ~~~! Location
Nanne~ Prope~ Jefferson County ~o]~ot Number
l~ t ~ l ) l~ t L Area Estimated e-0s~
Aquifer
Recharge
Repo~
~'.'~".~-~ ~" ~ ~-~.~';' .~-J ~ Quilcene, Washington Recharge Rates Figure 5
~, A T E ~ ~ E L L R E P O~ T Start; Ca~:l ~o.
~A~ O~ ~Sfl~NGTON ~ter
- ~ 114 ~ 1/~ ~c 4 T
L~TJ~ OF ~L= C~[Y JEFFE~S~
STREET ~RE~ OF ~LL (or ~erest ~) ~ ~ ~L ~ RD.,
PROC~.SED USE_: DOMESTIC
TYPE OF L~K: O~ner's ~r of
(i f ~re t~n ~e>
NE~ ~ELL Heth~= ROTARY
O1E~SlO~: Of~ter of ~[[ 6
Or~[[~ ~82 f:- O~h Of c~[et~ ~[ 1~0 f~- ~T~iAL
= Li~ ~ CLAY
GREY
~TR~T~ DETAILS=
~i~ i~tatt~= 6 , O~a, fr~ 0 ~:. to ~.3 ft. ~ G~ ~Y ~LE & GRAVEL
L[~ iNSTALLED 4.5 - O~a. fr~ 5 ft. to 140 ft. ~T
............................... SALT UATER
T~ ~ ~rforato~
81Z~ of ~rforati~ i~- ~
~rforati~ fr~ ft. ~a
~rforatf~s Tr~ ft. ~o
Screens: YES
~anufacturer~s ~
T~ PLASTIC ~[ ~o. SLOT~D PVC
oi~m. 4.5 ~tot size ~ fr~ I ft. t~ I~ ft.
Graver p~k~: ~
Grave[ placed fr~ ft. to
Surface seal: YES To ~et depth? ~0
T~ of ~ter? SALTY Depth of strata 1~ ft.
__~Meth~ of s~Jlng strata off 25~ B~T. Cfi[PS
........ .... NOV g 81994
(r) P~= ~a~act~er~s ~
T~ S~NERSlGLE ~-P-
(8) ~AT~ LEVELS: L=~-surface
a~ ~n ~a Level ... ft.
~t~tic {eve[ 2.~ ft. ~[oW t~ of ~Ll Date 06/16/9~
Art~ Pr~su~ lbs. ~r s~re ~h Date
Art~ water ~trot [~ ~ Work star:~ ~/1~/94 C~[eted u6/14/94
(9) h~LL ~SlS: Oran is ~t water {e~t ~s [~er~ static [eve[.
Nas a ~ t~: ~e? NO If y~, ~
Recovery data
Time Water Level T~,me 14ater Level T~me W'~ter Level
Date of test / /
aaiter test gal/m{n, ft. drawdown after hrs.
Air test 1.B gal/min, u/ stem set at 135 ft. for .25 hrs.
Artes~en flow g.p.m. Date
Fon~atJ~: Describe by colors character, size of mater[a[
end str~--'ture, and show thtck~s of e~fers ~ the kt~
a~ ~re of the ~ater~al in ~h stra~ ~etrat~, w~th
at [east ~ ~nt~ for each change ~n {or~ti~.
TO
40
~LL CONSTRUCTOR ~B~TIFICATtO~:
t cormtructed o,n~er accept res~ns~bi t ity for
st~ti~ ~ this we[t, e~ its c~t~a~e wi~h
~ the ~nfor~t~cn r~ort~ abo~ are true to ~y best
~wt~ge a~ belief.
~E ~TH P~ & O~ILLI~
ADDRES~ 1~65 D~AHO~ DRIVE
Cont r~ tot ~ s
Temperature of water Fas a ch-~mfca[ analysis made? ¥~_S Reg,,sire[ion ~. O~148CJ Date
OCT
JEFFERSON COUNTY DOD
~ ~'~' ~ ~ °~' ~ WATER WELL REPORT
~ Cep~--~'~ ~' STA~ O~ W~GTON
~ C~~r'~ Copy W~e~ RfgM Pa~ No. ~
~' - ' ' ~~~ / WM
(2) LOCA~ON OF WEL~ ~u~~~~~ ' ~ ~~~ ~~ T~., ~
(3) PROPOSED USE: ~eat~ l.~=dal ~ M~ ~ (10) ~ LOG ~ ABA~ME~ PROC~E DEeP--ON
~ ~rigation
TYPE OF WORK;
Dee~ned
Reco~itbned
Othe~ 0
Orben D
{aches,
DIMENSIONS: Diameter o[ wetl ~---~-~-
CONSTRUCllON DETAILS: ~,~
Th~ea6ed [] __ ' Dfarr~
P&fforat~a~ YaB F''ir'
Type
D~nh. ~ !~oi s!ze
(g) WELL TESTS: ma~_:,ls%my~pt, wat~cle~ells~aa~ --/
I
~~ - ;. . ~ " ar~ Rs ~lia~ ~th ali Wa~glon welt ~nstr~a~
R~-'~ve.'T data (tim~ m~ ~m
Date ~ t~---- ~..~,,
~ flow
Thl~ well was drille/t um~v ~ i~s~ic5~ and ihia ~-~ is
~e to ~ b~ al my ~led~ ~d be~ef.
Page 1 of 3
Greg Ballard
__ _._
From: Scott Bender [scott@benderllc.com]
Sent: Monday, November 10, 2003 9:46 AM
To: Greg Ballard
Subject: RE: Aquifer Recharge Report for Keith Nannery
Greg,
Thank you for your email, the following presents our specific opinions regarding use of the well with respect to
Section 3.6.5 (d)(C)l of the Unified Development Code.
It is my opinion that the presence and use of the well will not cause any detrimental interference with existing
water rights. Mechanisms for interfering or impacting domestic wells in the vicinity of the Nannery property
would be associated with: (1) creating a large horizontal hydraulic gradient toward the well; and, (2) creating an
upward vertical hydraulic gradient.
(1) Ground water is supplied to the well from the soils above bedrock. On a daily basis the water supply
rate may be on average 0.1 gallons per minute (150 gallons divided by 1440 minutes per day); peak
pumping rates are likely less than 2 gpm; this rate will likely be only be for a few minutes as the small
(5 to 10 gallon) storage tank is filled. Based on water levels measured at the well, the springs
observed above Carl Johnson Road, and topography; we estimate the horizontal hydraulic gradient to
be about 0.3 feet per foot. This is quite steep. Given the well yield and assumptions of site soil
permeability, we estimate that the cone of depression developed from pumping the well in an aquifer
with a flat hydraulic gradient, the radius of influence would be less than 40 feet. Given the steep
hydraulic gradient mentioned above, the radius would be much less (less than 20 feet). Given these,
there can be no offsite horizontal influence. The closest well is more than 50 feet from the southern
property boundary. Based on that well log (Baselt, Well 2 in our report), water supply to the well is
from a different, deeper water-bearing zone. As such, the two wells cannot hydraulically interfere with
each other, and therefore no impact to adjacent wells will occur.
(2) As stated in our report (page 5, paragraph G), it is our opinion that the potential for significant vertical
upward flow of saline water is Iow due to the use, potential use, and hydraulics of the fresh water
aquifer.
I hope this satisfies your requirements. Should you need clarification, please do not hesitate to contact me.
Scott Bender
Bender Consulting, LLC
8722 122nd Ave Northeast
Kirkland, WA 98033
(425) 828-7545
(425) 828-7548 fax
scott @ benderllc.com
www. benderllc.com
..... Original Message .....
From: Greg Ballard [mailto:gballard@co.jefferson.wa.us]
Sent: Thursday, November 06, 2003 11:58 AM
To: scott@benderllc.com
Subject: Aquifer Recharge Report for Keith Nannery
Scott, we have sent a copy of your report to the WA State Dept. of Ecology (Dave Nazy) and our
Environmental Health Department (see comments below). It appears that the report should address
the final paragraph of Section 3.6.5 (d)(C)l of the Unified Development Code (attached). Items 3.6.5
(d)(C) 2 to 6 will be addressed when a building permit is applied for.
11/10/2003
Page 2 of 3
(c) If public water is unavailable, an individual well may be used as
proof of potable water subject to the following requirements:
1. Variance from Chapter 173 WAC standards granted by
Ecology per WAC 173-160-106 for a new groundwater well
within 100 feet of a sea-salt water intrusion area per WAC 173-
160-171 (i.e., within 100 feet of a groundwater source showing
chloride concentrations above 200mg/L or within 100 feet of
the marine shoreline); or for an existing or proposed
groundwater well not subject to an Ecology variance, applicant
must provide a hydrogeologic assessment (relevant components
of an Aquifer Recharge Area Report per UDC 3.6.10.e), which
shall be transmitted to Ecology for review, demonstratina that
use of the well does not cause any detrimental interference with
existing water rights and is not detrimental to the public
interest.
2. Chloride concentration of a laboratory-certified well water
sample submitted with building permit application.
3. If chloride concentration exceeds 250mg/L un a water sample
submitted for a building permit, then the property owner shall
be required to record a restrictive covenant that indicates a
chloride reading exceeded the U.S Environmental Protection
Agency secondary standard (250mg/L) under the National
Secondary Drinking Water Regulations.
4. Installation of a source-totalizing meter (flow).
5. On-going well monitoring for chloride concentration.
6. Submittal of flow and chloride data to the County per
monitoring program.
..... Original Message .....
From: Dave Christensen
Sent: Wednesday, November 05, 2003 3:25 PM
To: Greg Ballard
Cc: Larry Fay
Subject: SWI report
Greg,
I am wondering what version of the SWI regulations are being applied to the SWI report by Bender
Consulting for parcel No. 701043001. Are the amendments from June, 2003 applied to this report? If
so, the following things apply:
· The report must demonstrate that the use of the well does not cause detrimental interference
with existing water rights (existing wells).
· Mandatory conditions to the permit are listed in UDC Section 3.6.5. d(9) C.1.
I do not see that the report as submitted addresses my first bullet. Any permit that is issued must be
conditioned with the elements of the second bullet.
11/10/2003
JEFFERSON COUNTY
DEPARTMENT OF COMMUNITY DEVELOPMENT
621 Sheridan Street
Port Townsend, WA 98368
Al Scalf, Director
October 28, 2003
Dave Nazy
WA State Dept. of Ecology - Water Resources
P.O. Box 47775
Olympia, WA 98504-7775
An Aquifer Recharge Report received for well located within an area designated a
high risk SIPZ in Jefferson County.
Dear Mr. Nazy:
Our Unified Development Code (see attached) requires us to forward Aquifer Recharge Reports
to the Department of Ecology for review. Could you or someone else with your Department
please review the attached report and provide us with your comments. If you have any questions
please give me a call.
S~incerely, /~ n (~
'Greg B all~_rd ~
Associate Planner
Building Permits/Inspections
(360) 379-4450
Development Review Division
Long Range Planning
FAX: (360) 379-4451