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ENGINEERS
PLANNERS
SCIENTISTS
CITY OF RENTON
Predesign Report For
Production Well Nos. 10 & 12
Well Drilling and Wellhead Construction
-W - 2 i'2- (I
August 1993
City of Renton:
Ronald Olsen, Water Utility Engineer
City of Renton
200 Mill Avenue S.
Renton, Washington 98055
Work (206)277-6207
Prepared By:
8383 158th Avenue NE
Suite 200
Redmond, Washington 98052
(206) 869-1488
03-10-97 11,21.AM FROM HOLT TESTING,INC. P02
J-176P
Bun Coro No. W - l raj Y /
Feerim Original and Flat Copy wIM WATER WELL REPORT -_
DepaAment of Ecology UNIDUfi WELL L0, e � 1
second Copy —Owner's Copy STATE OF WA9HINOTON
Tnlyd Copy — uriner-a copy Water Right Permit Me.
(1) OWNER: Name hiJ sae 2 sY O y
(2) LOCATION OF WELL: coney ►�LV ,µ,N:►.�-T.-N., nr �_rt,
(2e) STREET ADDRESS OFWELL (ansanor**I—) /.o
(3) PROP09CO USEi ❑ bomatNe Inouevlai ❑ Municipal X
0 Irrigation
O De Water Tatt Won D Otker 0
(10) WELL LOG Of ABANDONMENT PHOCEOURE DESCRIPTION
permatbn: Deeo.ibo by owe'. ohsraeter, rtee of material ad obviuta. V
er.f the kind It" nnwe of ttw material In V"h stratum penetrated,
M• ya M hdc m¢tbn.
vie tnlaknirse
et Leal w'e entry
of squints
for 940
(4) TYPE OF WORK: rtwrler'e number of well // VOL
(11 more than am M r v
ApatxJotau O Now wall � Main00: Ui1Q LJ BOtgd ❑
Deepened U Cable Or Dtivemo
Recondltioned 0 fao(ery ❑ Jetted n
YATFnfAL
Friom
I TO
/
fl
(5) DIMENSIONS: Dlameter of wep- it,IneF a■.
Drilled 22-7" foal, Depm of completed wep h,
• r
(8) CONSTRUCTION DETAILS:
Casino Instal Ad, Dram. from L ._fit, fo�
5�eld4d � clam. item
L net Inetatyd LUU] ----
Tnresaw U LIAM. from h. k h.
Perforations-. yes ❑ No
Type of penwator used
SIZE Of Derlaetkxte In. by in,
Perforations from h. to K.
perforation from ft. to II.
perforations from IL to
v
P
�A
Z
C
IO
—
Sersens: Yet 93 No (
Monufamrttea Name
Type- 30M Vio Modal tLAD
IroR4 M /
DIRm, —Slot Iron w t0 rt.
Dien,. 81ot �Ve
Gravel pocked: No EI site of gravel t r/�240
Gravel placed from 210 h. to . / •J,l a.
Surfeoe teal: Yes No ❑ o what depth? h,
Material used In seal
Did any etrats eentaln urw¢aeto water? Yee ❑ No EX
Type of water? _--_. Depth of duets
Method of eeoling strata elf
---
(7) PUMP: Monvfaoturer's Name
Type;
MY.
(0) WATER LEYELS: �a.r wt(xe ele.uron
' above mean sea level ILotes. Ier A _ / D tt Dean toD of well uate
Anealan pleasure lot. oat square kit Deis
Areselan rsler Is 06mviled by _
(0) WELL TESTS: NOWC10wn le amount w010, lewl Is la+erod bolow I da level
Wag a pump teat made? Yes ® No It yea, by whom? if
Yield: 6,20 __oal.fmin. wltn fr. rkawt/nwr, $her hn.
It .. It
Fteeovery data (tktte takan as safe when pump turned o1) (weter level .iattatmod from will
top to water Iw01)
Time Water Lewl rims Water Level Time Water Level
Date of tell
Sailer lost
Wofitsunad�A,y-(./--to. CamyAelad A)LL' ta__•.-
WELL CONSTRUCTOR CERTIFICATION:
I constructed anwar sooept responsibility for construcilon of title well, and Its
cornpllanoe wlm All Wasntrtglon well eoneauetton standards. Materials used and
the nformallon reported above are true to my beet knowledge and bellef.
frtnaoN. Fit" NAME
o lire r�r. ,
Address ~
(Signed) Uoenoo No. /p
Contramor'o
7
HeQ4tr n
No.'eLTrSt l.340G Data-lo'
(USE ADDITIONAL SHEETS IF NECESSARY)
gaUrnin. with` . h. drawdown Oer--- two.--
cf.f.h..
03-10-97 11'21.-.M FROM HOLT TESTING, INC. P03
11769
Stan Card No.�e_31 YY6
De rtmntal andologFirst Oopywith WATER WELL REPORT Z+c,c 1ya
Department of Eoolopy UNIQU£ WPLL I.D. e
Second Copy — ownar'a Copy STATE OF WA61 IIN(3TON
1 Rlyd Copy — Driller's Copy yy�� W-1-1 Aloht Permit No. G / G 7 � 2
(1) OWNER N.m. Y_. .__ t?e _ p-j,tiadeee e — —
(2) LOCATION OF WELL: in—vy
(2a) STREETAODRE9SOFWELLIn ...avSl.et1 Irr� f� �GI[ — z
(3) PROPOSED USE; C Dome",: ndvuna a Municipal
❑ Inlpnlbn
❑ DeWete, Test Wcu ❑ Crtner ❑
(4) TYPE OF WORK. 04ner't number of wotl
(II more than nno)
�uandorreC ❑ New wee x Melnod' Ouq [1 cored L
Deepened C Cade Drivvu
Reconditioned J not Jened ❑
(10) WELL L00 ur ABANDONMENT PROCEDURE DESCRIPTION
�amencn: cl—,t • by eobr, e•.vsata., till• od and ev,e,v <nd ahn++ thiN•n•s• of •Qulle e
•M M• .IM • 4 —4— cl ,he ... t,•.Ia1 F. ete� air •ism p•n•eral•d, ..NH nl �.rm • n on,y ter eaa�
ohano• of Irtlo—ion.
(5) DIMENSIONS: Diameter of well
Drilled 3sy toot. Depth of completae wen
- -
(6) CONSTRUCTION DETAILS:
Calling Insta ed: �� olam, trom.'t 2 n. to Sea h
Werderl Dlem. Irom n. tV h.
l,Iner Metalled i
T1+reaeed Diem. from h. to n
pertoratlener Yee L No [A
type or penoraior used _
SIZE of perforgdong in. by In.
Perforators from 11. 10 n.
p,,fo,aUeno from h, to h. Jet
perforations from h. to _ R. , f
Screens: Yet 115; No I I _
ManufestureM1 Name aC ♦ lC
Tye 3.0�{ Slat•, i1J f unea:No
Dime. abwt slza S ,3rrdm M
_ �s9 -—
Diem, _ 91ot size Iro h to n.
Gravel pacltad, Yet No ❑ eico of prowl
Gravel placed from 3SO _. h. w 2 q0 R.
9urlaoe deal: Yoe Ne ❑
H
whet cep h7 SQ . -
Material Veeq in peal kn CJ
Did sly tlreta oontaln umuooble water) Yea ❑ No
Type of water? _- Depth of stray
Method of eeelinp ovate Vn
m DUMP: Manufeowre%t Name
1}pe:
M.P..
(6) WATER LEVELS: land•sunece ele.atlon
n.
8uttc oval f n, Detour roe of wee Oata
Anatian ofe9e4re _ 8.. her .guar• InM pate
AM41•n w•i•r le sa ntrJahod Dr
(Cap. •a-. a a.
(9) W ELL TEtSTS: D,awdc..n le amount wets, 10.01 it tvwe ed Leluw a ` .11 ie I
Yea a gum test made? Yei No ❑ II tell.by
d
hold'. gal.rrn�n. ..ith � QD A. dry-.do+�n .rt., 12 hra.
rbcoary data (tl me taken is leio wiry,. pump turned an) twaar Iwgl measured troth well
by to note, I—ol)
Time water L—ol Tlmo Water le.el Tlme rioter Leref
Data of rst
Bailor teat pal./min. wft}t n. drewdown aftor hre.
A;4
4 ..I ,..�. .....� ..-- --. _. . ._.
MATIl FnCM 1 TO
O o
N
64 S A, ICI
WaltSra.rted..lV(� I'/7.tc camci.udy7�T/7-_J�',o__
WELL CONSTRUCTOR CER I IFIL;ATION:
I constructed end/or aocept responsibilav, for construction of this wall. and Its
compllanee with ell Washington well oonahvolion standards. Materiels used and
the informetl/on repo Red above are true to my hear knnwianpa anrf holiaf
cec���eee u on►giHtt
AdCrE60 0 __
(9'q�edj Llcenee No %
I I
Contraalar'o
(USE ADDITIONAL SHEETS IF NECESSARY)
Fcnlnmv la on Fnugl nnnnm nity anti eH;rmo+l o enr— —l.. , 17-,
CERTIFICATION
This Predesign Report was prepared for the City of Renton for the drilling, developing, and
testing of Production Well Nos. 10 and 12 and design of wellhead facilities and transmission
pipelines, and has been prepared under the direction of the following Registered Professional
Engineers:
-7%"
I CIO
L. Semrau, P.E.
EXPIRES 9 - & - 94 1
CITY OF RENTON
Predesign Report For
Production Well Nos. 10 & 12
Well Drilling and Wellhead Construction
CHAPTER 1
INTRODUCTION.................................................. 1-1
A. PROJECT OBJECTIVES ........................................ 1-1
B. PURPOSE OF PREDESIGN REPORT .............................. 1-1
C. AUTHORIZATION ........................................... 1-2
D. BACKGROUND INFORMATION ................................. 1-2
1. Cedar River Delta Water Supply Sources ........................ 1-2
2. Maplewood Golf Course Water Supply Sources ................... 1-2
CHAPTER 2
EXISTING FACILITIES AND CONDITIONS .............................. 2-1
A. EXISTING MAPLEWOOD WATER PRODUCTION WELLS .............. 2-1
B. MAPLEWOOD BOOSTER STATION AND TREATMENT BUILDING ...... 2-1
C. UNDERGROUND UTILITIES .................................... 2-2
D. GROUNDWATER CONTAMINATION SOURCES ..................... 2-2
E. GROUNDWATER CONTAMINATION INCIDENT ..................... 2-3
1. Olympic Pipeline Jet Fuel Spill ............................... 2-3
2. Maplewood Golf Course Clubhouse Diesel Tank Leak .............. 2-3
CHAPTER 3
GROUNDWATER HYDROLOGY ...................................... 3-1
A. AQUIFER DESCRIPTIONS ...................................... 3-1
B. AQUIFER PROPERTIES ........................................ 3-2
i
CITY OF RENTON
Predesign Report For
Production Well Nos. 10 & 12
Well Drilling and Wellhead Construction
C. GROUNDWATER ELEVATIONS, GRADIENTS, AND FLOW PATTERNS ... 3-3
1. Horizontal Gradients ...................................... 3-3
2. Vertical Gradients ........................................ 3-3
3. Groundwater Flow Patterns ................................. 3-4
CHAPTER 4
PROPOSED IMPROVEMENTS ........................................ 4-1
A. WELL SITE ALTERNATIVES ................................... 4-1
1. Production Well No. 10 (PW-10) ............................. 4-2
2. Production Well No. 12 (PW-12)................................. 4-3
B. DRILLING TECHNIQUE AND SAMPLING PROCEDURE ............... 4-4
1. Drilling Technique ....................................... 4-4
2. Sampling Procedure ....................................... 4-4
C. WELL PUMP TEST PROCEDURES ............................... 4-5
D. WELLHEAD PROTECTION AREAS ............................... 4-5
E. WELLHEAD IMPROVEMENTS .................................. 4-6
F. PROJECT COST ESTIMATES .................................... 4-6
CHAPTER 5
WATER QUALITY ASSESSMENT ..................................... 5-1
A. PROJECT ORGANIZATION ..................................... 5-1
B. DATA QUALITY OBJECTIVES .................................. 5-1
C. SAMPLING PROCEDURES ..................................... 5-3
D. ANALYTICAL PROCEDURES ................................... 5-4
ii
CITY OF RENTON
Predesign Report For
Production Well Nos. 10 & 12
Well Drilling and Wellhead Construction
E. QUALITY CONTROL .......................................... 5-4
F. DATA ASSESSMENT PROCEDURES .............................. 5-5
1. Total Random Error ....................................... 5-5
2. Anion, Cation Balance ..................................... 5-5
3. Measured TDS Equal Calculated TDS .......................... 5-5
4. Measured TDS to Electrical Conductivity Ratio ................... 5-5
5. Field to Laboratory Precision ................................ 5-6
CHAPTER 6
ENVIRONMENTAL ASSESSMENT ..................................... 6-1
A. WATER QUALITY AND QUANTITY .............................. 6-1
B. AIR QUALITY ............................................... 6-2
C. FLOODPLAIN, SHORELINES, AND WETLANDS ..................... 6-4
D. THREATENED AND ENDANGERED SPECIES ....................... 6-4
APPENDICES
Appendix A: Water Rights Permit and Report of Examination For Production Well No. 10
Appendix B: Water Rights Permit and Report of Examination For Production Well No. 12
Appendix C: Maplewood Area Geologic Logs
Appendix D: Bibliography
Appendix E: Agreement as to Rights and Duties Re: Maplewood Golf Course Property
TABLES
Table 1: Expected Well Characteristics ................................ 4-7
Table 2: Water Production Well Construction Cost Estimates ................ 4-8
Table 3: Wellhead Construction Cost Estimates .......................... 4-9
Table 4: Wellhead Project Cost Estimate Summary ....................... 4-9
Table 5: Project Organization and Responsibilities ........................ 5-1
Table 6: Analytical Procedures for Groundwater Quality Parameters ........... 5-1
iii
CITY OF RENTON
Predesign Report For
Production Well Nos. 10 & 12
Well Drilling and Wellhead Construction
FIGURES
Figure 1:
Vicinity Map ...........................................
2-4
Figure 2:
Site Plan ..............................................
2-5
Figure 3:
Geologic Features ........................................
3-5
Figure 4:
Cross Section 1..........................................
3-6
Figure 5:
Cross Section 2..........................................
3-7
Figure 6:
Preliminary Wellhead Protection Areas ........................
4-10
Figure 7:
Wellhead building computer Rendering ........................
4-11
iv
CHAPTER 1
INTRODUCTION
CHAPTER 1
INTRODUCTION
This report summarizes the engineering concepts and design and planning criteria used for the
proposed development of two water production wells on the Maplewood Golf Course in the City
of Renton. This report will also serve as the Project Report for the Washington State Department
of Health (DOH) requirements as outlined in WAC 246-290-110, and Source Approval as outline
in WAC 246-190-130. The information presented in this report has been reviewed by a
representative from the City of Renton.
A. PROJECT OBJECTIVES
This project involves the installation of two water production wells within the Maplewood Golf
Course in the City of Renton. These production wells will provide additional water supply to
the City's water system. The specific objectives of this project are listed below.
1. Expand the City's existing water production wellfield within the Maplewood Golf
Course.
2. Study the flow of water through aquifers within the Maplewood area. This objective
includes gathering geologic and hydrologic data during well drilling. A better
understanding of aquifer hydrology will permit the future development of a Wellhead
Protection Area for the Maplewood Wellfield.
3. Collect and analyze groundwater samples from each water production well. Results of
this analysis will provide a baseline of groundwater quality for comparison with future
analyses, demonstrate compliance with drinking water MCL's, and indicate treatment
requirements.
B. PURPOSE OF PREDESIGN REPORT
The general purpose of this Predesign Report is to provide a basis for decision -making during
construction of these production wells. Unforeseen situations which commonly arise during the
production well drilling and wellhead design and construction process can be dealt with
efficiently by reviewing the goals, objectives, and information presented in this Predesign Report.
The specific items in this Predesign Report are summarized below.
1. The background of the City's water production well development efforts.
2. A summary of geologic and hydrologic data of the Maplewood area.
3. Details for the proposed production well installation, including locations and construction
designs.
Production Wells 10 and 12 JIDATA\REM192-058\CH1
Revision Date: August 20, 1993 1-1
CHAPTER ONE
4. A discussion of sources of contamination and groundwater flow paths.
5. A discussion of proposed production well pumping test and procedures.
6. A water quality assessment plan for sampling and analysis of groundwater from each
production well.
7. An environmental assessment of the proposed improvements.
C. AUTHORIZATION
On December 21, 1992, the City of Renton authorized R112 Engineering to provide engineering
and hydrogeological services for the construction of two additional water production wells within
the Maplewood Golf Course. The project is to include hydrogeologic services for the drilling,
developing, and testing each water production well and the design and construction inspection
for the wellhead improvements.
D. BACKGROUND INFORMATION
The City of Renton's water supply comes from groundwater wells located with the City limits.
In the past, the City's groundwater resources have provided high quality, potable water for the
City's water customers. In recent years, the City has taken an active role in protecting the
quality of its groundwater through various programs and projects. However, the City has had
six known contaminations of the aquifer which provides a major portion of the City's water
supply. Detailed background information regarding the City's water supplies is presented below.
1. Cedar River Delta Water Supply Sources
The City of Renton relies primarily on groundwater for supply of its water system. Ninety
percent (90%) of the City's water supply is pumped from a shallow aquifer in the Delta area
beneath Liberty and Cedar River Parks. Development of groundwater from this downtown
aquifer has successfully provided substantial volumes of high quality water. The combined water
supply capacity for these six (6) groundwater wells is approximately 12,800 gpm. Another seven
percent (7%) of the City's water supply is pumped from PW-5R which is located in the
Kennydale area in the northern section of the City. The remaining three percent (3%) of the
City's water supply originated at a spring located in the Springbrook area in the southern portion
of the City. The City is currently meeting its water supply need; however, build out under
existing zoning in the City will double water demands.
2. Maplewood Golf Course Water Supply Sources
In 1987, the City pursued the development of a second wellfield within the recently purchased
Maplewood Golf Course located in the Cedar River Valley in the eastern section of the City.
The City began with the drilling and testing of an 8-inch well in 1987. In 1988,
Production Wells 10 and 12 J:\DATA\REM792-05B\CH1
Revision Date: August 20, 1993 1-2
Introduction
the City proceeded with the drilling of two water production wells, PW-10 and 11. PW-11 was
a successful well with a capacity of 2,500 gpm; however, PW-10 was not successful and was
eventually converted to a monitoring well OBW-1.
In 1989, the City drilled another well, PW-17, adjacent to PW-11. PW-17 was a successful well
with a capacity of 1,500 gpm. therefore, the combined capacity of PW-11 and 17 is 4,000 gpm.
The Maplewood Aquifer is much deeper than the Cedar River Delta Aquifer. The screens for
PW-11 and 17 are in excess of 300 feet below the ground surface. This may provide greater
protection of the groundwater resource from surface contaminants. However, the existing
groundwater quality in the Maplewood Aquifer is poorer than the Cedar River Delta Aquifer.
The Maplewood Aquifer has elevated levels of iron and manganese and measurable levels of
hydrogen sulfide.
Production Wells 10 and 12 J:\DATA\REN\192-058\CH1
Revision Date: August 20, 1993 1-3
CHAPTER 2
EXISTING FACILITIES AND CONDITIONS
CHAPTER 2
EXISTING FACILITIES AND CONDITIONS
The City of Renton purchased the Maplewood Golf Course in 1985 and gave the golf course operations
and maintenance responsibility to the City's Parks Department. A vicinity map showing the location of
the Maplewood Golf Course is presented in Figure 1. A condition of this purchase was that the City's
Water Department would provide $1 million in exchange for the ability to develop a second wellfield for
the City's water supply needs. The City plans to construct four water production wells and several
monitoring wells on the Maplewood Golf Course. Currently, two of the wells have been drilled,
developed, and tested, specifically Production Wells 11 and 17. The groundwater within the Maplewood
Aquifer will need to be treated so the City is also constructing a water treatment facility. The location
of these facilities are shown on Figure 2. Detailed descriptions of these facilities are presented below.
A. EXISTING MAPLEWOOD WATER PRODUCTION WELLS
The City has already drilled, developed and tested two water production wells within the Maplewood Golf
Course. Production Well 11 (PW-11) was drilled during the summer of 1988. This well has a capacity
of 2,500 gpm and currently has two water right permits, Primary Permit No. G1-24781P for 1,600 gpm
and Supplement Permit No. G1-25396P for 900 gpm. The total annual withdrawal is 2,800 acre-feet. The
water production aquifer was encountered from 280 to 350 feet, which was composed of very well grated
sandy gravel.
Production Well No. 17 (PW-17) was drilled during the summer of 1989 and is located approximately 50
feet west of PW-11. PW-17 has a capacity of 1,500 gpm. The water rights permit for PW-17 is G1-
25397P. The total annual withdrawal is 1,680 acre-feet.
Wellhead improvements for PW-11 and PW-17 were constructed in 1991. Wellhead improvements
included the construction of a small CMU block building and the installation of vertical shaft turbine
pumps and motors, along with miscellaneous fittings such as, check valves, isolation valves, and air and
vacuum release valves. Transmission pipelines from the wellheads to the booster station were constructed
using 12-inch ductile iron pipe.
B. MAPLEWOOD BOOSTER STATION AND TREATMENT BUILDING
The Maplewood Booster Station and Treatment Building is currently under construction. This facility
provides two primary functions. First, the facility will provide water treatment for the groundwater
pumped from the Maplewood Aquifer. Treatment processes include:
1. The addition of sulfuric acid to reduce the pH,
2. Air stripping to remove hydrogen sulfide,
3. The addition of sodium hydroxide to readjust the pH to 8.0,
4. Gas chlorination for disinfection,
5. The addition of sodium fluoride for fluoridation, and
6. The addition of a polyphosphate for corrosion control.
Production Wells 10 and 12 J %DATA\REM192-058\CH2
Revision Date: August 20, 1993 2-1
CHAPTER TWO
Iron and manganese within the Maplewood groundwater will be reduced below the established secondary
MCL's through blending of water from the City's downtown wellfield.
After treatment, the water is discharged to a clearwell located below the booster station. The second
primary function of this facility is to pump the water from this clearwell to the City's Highlands 565
Pressure Zone located to the north and the Rolling Hills 590 Pressure Zone located to the south of the
Maplewood Golf Course.
C. UNDERGROUND UTILITIES
A variety of underground utilities have already been constructed within the golf course to provide utilities
to the existing golf course clubhouse as well as supporting the development of the Maplewood wellfield.
The City's water transmission pipelines include 12-inch and 16-inch ductile iron pipelines, which will
connect the wellheads to the booster station and the booster station to the Highlands 565 and the Rolling
Hills 590 Pressure Zones. Other underground utilities include the Seattle Water Department's Eastside
Supply Line, which is located along the west end of the golf course and a 15-inch sanitary sewer located
east of the existing access roadway. Also located within the golf course are several underground conduits
for high voltage electrical power supplies for operating the well pumps in PW-11 and PW-17 and the
booster pumps within the Maplewood Booster Station and the golf course irrigation system.
D. GROUNDWATER CONTAMINATION SOURCES
CH2M Hill conducted a detailed study, Well Field Protection Study (1984), of potential sources of
contamination of the Cedar River aquifer system. The following sections summarize the potential
contamination sources presented in that report.
The Maplewood aquifer receives natural recharge from direct infiltration of precipitation; subsurface lateral
and vertical discharge from the highlands to the south and north; infiltration of surface water runoff and
seepage from the valley walls; and inflow from the Cedar River during flood flows. Contaminants can
enter the aquifer by following any of these natural recharge paths.
Current land -use activities and potential contamination sources in the vicinity of the Maplewood Golf
Course may have a significant effect on water quality in the aquifer. Potential contaminant sources have
been classified as river, surface, transportation, and general.
1. Significant river sources of potential contaminants upstream of the aquifer include:
• Septic tanks in the Cedar River Valley and in other developing areas upstream.
• Septic tanks in the Maplewood Heights area located northeast of the golf course.
• The Cedar Hills and Queen City Farms landfills.
2. Significant subsurface sources of potential contaminants near the aquifer include:
Underground petroleum storage tanks and piping.
Sanitary and storm sewers above the aquifer.
Private fill sites near the Greenwood Cemetery.
Production Wells 10 and 12 JIDATA\REM192-05MCH2
Revision Date: August 20, 1993 2-2
Existing Facilities
3. Significant surface sources of potential contaminants near the aquifer include:
• Sprays and fertilizers used in the immediate vicinity of the aquifer.
4. Significant transportation sources of potential contaminants near the aquifer include:
Surface (stormwater) runoff from SR 169 and city streets.
Accidental spill of petroleum products, chemicals, or other hazardous materials on SR 169 and
city streets.
5. Significant general sources of potential contaminants near the aquifer include:
Residential heating oil tanks.
Residential disposal of paints, solvents, herbicides, pesticides, petroleum products, and other
common but hazardous materials.
E. GROUNDWATER CONTAMINATION INCIDENT
There have been two known incidents of groundwater contamination in the vicinity of the Maplewood
Golf Course. The first was a jet fuel spill from the Olympic Pipeline in the plat of Maplewood located
northwest of the golf course. The second was a diesel tank leak near the Maplewood Golf Course
Clubhouse. These two incidents are discussed below.
I. Olympic Pipeline Jet Fuel Spill
In October, 1986, a leak occurred in the Olympic Pipeline which resulted in the release of jet fuel to the
groundwater in the plat of Maplewood. GeoEngineers performed the contamination investigation and has
been monitoring site cleanup. Several monitoring wells were installed in the vicinity of the spill to
determine the extent and fate of the contamination plume. It was determine that most of the plume
migrated to the Cedar River. Groundwater samples are still being collected on an ongoing basis and there
is still some low levels of residual groundwater contamination.
2. Maplewood Golf Course Clubhouse Diesel Tank Leak
In February, 1992, the Renton Parks Department had an underground diesel tank removed from near the
existing clubhouse. During the excavation and removal, it was observed that the diesel tank had been
leaking. Bison Environmental Northwest, Inc., was brought in to investigate the situation. The subsurface
soil in the vadose zone was found to be contaminated. Much of the contaminated soil was excavated and
removed from the site. A monitoring well was installed but there has been no detection of groundwater
contamination according to the Renton Parks Department.
Production Wells 10 and 12 J1DATA\REM192-05MCH2
Revision Date: August 20, 1993 2-3
PRODUCTION WELLS 10 & 12 DEVELOPMENT
VICINITY MAP
[NL[h2EY5 FIGURE 1
U..�rT�RS
SCI[NTSTS
FILE: W10121AC.DwG
VAR°y 16, 1993 I
RH 2
FILE M012SIT.DWG AUGUST 19, 1993
MW-350'
SE 1/4 OF Tff ISE 1/4 OF SECTION 16,
T. 23 N., R� 5 E., W. M.
�2-
SCALE: 1 " = 300'
wmmliim��ill
0 150' 300' 600'
IRRfGA
MW-38
CITY OF RENTON
PRODUCTION WELLS 10 & 12 DEVELOPMENT
SITE -PLAN
FIGURE 2
NW 1/4 Or�- THE N 1/4 OF SECTION 22,
T. 23 N., R. 5 Ef W. M.
CITY OF RENTON
MAPLEWOOD GOLF COURSE
ABANDONED RAILROAD RIGHT—OF—WAY
MAPLE VALLEY HIGHWAY (SR 169)
149th
L
Proposed Water ProductionEGEND
Well Site and 100' Radius
Sanitary Control Area.
Monitoring Well
Irrigation Well
Proposed Transmission Pipelines
Existing Water Production
0 Well Site and 100' Radius
Sanitary Control Area.
Section Line
Golf Course Boundary
CHAPTER 3
GROUNDWATER HYDROLOGY
CHAPTER 3
GROUNDWATER HYDROLOGY
Several studies have been conducted which investigate the geology and hydrogeology within the
Maplewood area. The most recent studies include the "Work Plan for the Monitoring Well Installation
Project," (RH2 Engineering and PGG, 1991) "Hydrogeologic Report for Maplewood Production Wells
PW-11 and PW-17," (Pacific Groundwater Group, 1990), and "Monitoring Well Installation Project
Report", (RH2 and PGG, 1993). The following is a summary of the hydrogeology presented in these
reports. Figure 3 presents the geologic features within the Renton area along with estimated bedrock
contours. Two geologic cross -sections are also presented in Figures 4 and S.
A. AQUIFER DESCRIPTIONS
There are three primary aquifer units within the Maplewood area. The first is an alluvial aquifer called
the "Cedar Valley Alluvial Aquifer" which is shallow and bounded by the valley walls. The second
aquifer is the "Maplewood Production Aquifer" which is located near the bedrock in the Maplewood Golf
Course area. The third aquifer is called the "Deep Aquifer" which is located one mile east of the
Maplewood Golf course. This Deep Aquifer is tapped by an artisan well with a static pressure of 60 psi
at the ground surface.
The Cedar Valley Alluvial Aquifer provides a water source for an irrigation well located at the Maplewood
Golf Course and domestic water supply well located in Wasmeta Park. The aquifer bottom occurs at a
depth of about 50 feet below land surface. Measured depths to groundwater are generally within 15 feet
of the land surface. Some degree of hydraulic continuity with the Cedar River is likely, but previous
studies have not investigated this aspect.
The Maplewood Production Aquifer has been well documented through the installation of several
monitoring and production wells in the Maplewood Golf Course area, and is believed to extend northward
into hydrostratigraphically correlated zones beneath the North Uplands. Two recently completed
production wells, PW-11 and PW-17, yield a combined flow of 4000 gpm. The aquifer is encountered
at elevations ranging from approximately 40 to -220 feet mean sea level (MSL) beneath the golf course,
and -160 to -220 feet MSL beneath the North Uplands. Its thickness varies from approximately 50 feet
beneath the golf course to 150 feet beneath the North Uplands. Testing of PW-11 and 17 has shown it --
to be confined and leaky. The aquifer does not extend to the south and west due to the presence of
bedrock and does not exist one mile east of the Maplewood production wells based on the log of the deep
exploration well. Aquifer recharge is believed to occur predominantly from the North Uplands. Aquifer
discharge occurs in the Cedar Valley via upward flow to the Cedar Valley Alluvial Aquifer east of The
Narrows. Other recharge and discharge point(s) may exist, but have not been documented. _
The North Uplands aquifer system consists of a stratified series of glacially deposited aquifers. The
uppermost of these aquifers occurs in the Vashon recessional outwash deposits which cover the top of the
uplands. Other permeable glacial deposits alternate with low permeability deposits beneath the recessional
outwash. The aquifers are currently not used for water supply due to their limited thicknesses, available
Production Wells 10 and 12 JIDATA\REM192-058\CM
Revision Date: August 20, 1993 3-1
CHAPTER THREE
drawdown, and permeabilities (relative to other aquifers). Recharge to the upland aquifer system occurs
from rainfall and septic drainage from residential development atop the uplands. The aquifer system
discharges to the Cedar Valley Alluvial Aquifer via springs emanating from the valley wall and infiltrating
into the valley floor, and possibly to the Maplewood Production Aquifer via downward flow.
B. AQUIFER PROPERTIES
Existing literature and technical reports provide good definition of aquifer properties in the Maplewood
Production Aquifer, and relatively moderate definition in the Cedar Valley Alluvial Aquifer. Aquifer
properties include thickness (b), hydraulic conductivity (K), transmissivity (T), and storage coefficient (S).
Testing was performed during installation of the new monitoring wells to augment existing aquifer/aquitard
property data. This section summarizes both existing and recently obtained hydraulic data.
Documented tests of the Cedar Valley Alluvial Aquifer to estimate aquifer properties are relatively limited.
Hydraulic conductivity in the Maplewood area was calculated to be 460 feet/day based on testing a
shallow well (GeoEngineers Inc, 1986). The aquifer appears to be unconfined in Maplewood and the
storage coefficient should be correspondingly large. A constant -rate pumping test was conducted in the
borehole for MW-33 to estimate transmissivity in the Alluvial Aquifer slightly east of The Narrows.
Analysis by the method of Jacob -Cooper (Lohman, 1979) yields an estimated T value of 20,200 gpd/ft.
The corresponding hydraulic conductivity is on the order of 80 ft/day given a saturated aquifer thickness
of 33 feet.
Aquifer properties have been characterized in the Maplewood Production Aquifer based on constant -rate
testing of Production Wells 17 and 11. Transmissivities estimated for these wells range from 49,000 to
67,000 gpd/ft, and corresponding hydraulic conductivities range from 94 to 128 ft/day (aquifer thickness
70 feet). Storage coefficient was estimated to be approximately 0.0006. A leaky aquifer response was
observed, however leakage analysis was inconclusive (Pacific Groundwater Group,1990). Recent attempts
to measure the transmissivity of the laterally contiguous sediments beneath the North Uplands were
unsuccessful due to the inability to sufficiently stress the aquifer.
Hydraulic properties were estimated for the aquitard which overlies the Maplewood Production Aquifer
and underlies the Alluvial Aquifer. "Slug" (positive and negative displacement) tests were performed upon
MW-37 and MW-38 during their construction, and were analyzed with the method of Horvslev (1951).
The analysis assumed that vertical conductivity is assumed to be one -tenth of horizontal conductivity.
Estimated values of horizontal hydraulic conductivity ranged from approximately 0.14 to 10 feet/day
(5X10-5 to 4X10-3 cm/sec).
Aquifer properties have not been documented for the Vashon recessional aquifer and other related Vashon
drift deposits. Transmissivity and storage coefficients for the "Deep Aquifer" encountered in the
exploration well east of the Maplewood Golf Course have been estimated to be 19,500 gpd/ft and 0.00024,
respectively (Golder, 1991).
Production Wells 10 and 12 JADATA\REM192-058\CM
Revision Daze: August 20, 19M 3-2
Groundwater Hydrology
C. GROUNDWATER ELEVATIONS, GRADIENTS, AND FLOW PATTERNS
Water levels were measured in selected City of Renton monitoring wells on August 20-21, 1992 and
January 22, 1993. Potentiometric elevations were calculated for all monitoring wells visited.
1. Horizontal Gradients
A sufficient number of monitoring wells exist to describe the horizontal component of groundwater
gradients in the Delta Aquifer, Cedar Valley Alluvial Aquifer and in the Maplewood Production Aquifer.
Horizontal gradients in the Delta Aquifer and Cedar Valley Alluvial Aquifer can be evaluated together,
because these surficial aquifers are hydraulically coupled through The Narrows. The horizontal gradients
occur in a down -valley direction. An inferred steeper gradient in the vicinity of The Narrows is qualitative
and based on the decreased cross -sectional area available for groundwater flow.
Horizontal gradients in the Maplewood Production Aquifer are relatively steep between wells completed
in the laterally contiguous sediments beneath the North Uplands and wells completed in the sediments
beneath the golf course. Assuming lateral continuity between the completion zones of MW-35D, MW-
36D, and MW-37D, a south -southwestern gradient of approximately 0.024 exists. The horizontal gradient
between wells completed in the Maplewood Production Aquifer beneath the golf course is less steep and
directed more towards the west. The direction of the horizontal gradient component is down valley (west)
with a magnitude of approximately 0.006.
2. Vertical Gradients
The vertical component of groundwater flow was assessed by comparing water levels in shallow and deep
completions of nested monitoring wells. Multiple completion wells in which water levels were measured
include MW-34, MW-35, MW-36, MW-37 and MW-38. Data shows that upward gradients ranging from
approximately 0.007 to 0.01 predominate in the Maplewood area, whereas larger magnitude downward
gradients are evident beneath the North Uplands. Upward vertical gradients are known to occur from the
"Deep Aquifer" encountered east of the golf course, based on its flowing artisan condition.
The magnitude of upward vertical gradients in the golf course vicinity is fairly comparable in MW-36,
MW-37, and MW-38. Vertical gradients, while consistently downward in Well MW-34 beneath the North
Uplands, vary in magnitude between aquifers. MW-34 is completed in the Vashon recessional deposits
and two zones within the sediments hydrostratigraphically correlated with the Maplewood Production
Aquifer. The relatively large (0.62) downward gradient between MW-34S and MW-34M suggests that
the Vashon recessional deposits (MW-34S) are effectively perched. Geologic information (a thick
sequence of low permeability glacial sediments between the two completions) supports this theory.
Potentiometric elevations in MW-34D show that the downward vertical gradient extends to the deeper
(MW-34D) zone beneath the North Uplands. Vertical gradient information for MW-35 is currently
unavailable, but also appears to have a downward vertical gradient.
Production Wells 10 and 12 JADATA\REM192-058\CH3
Revision Date: August 20, 1993 3-3
CHAPTER THREE
3. Groundwater Flow Patterns
Groundwater flow in the shallow Cedar Valley Alluvial Aquifer system is largely down valley (west-
northwest) and radial towards City of Renton pumping wells in the downtown Delta Aquifer. Dominantly
horizontal flow is likely in the Alluvial Aquifer based on its relatively high permeability. East of The
Narrows, where upward vertical gradients occur, the Alluvial Aquifer receives recharge from the
Maplewood Production Aquifer and slight upward flow may exist within the lower portion of the Alluvial
Aquifer itself. West of The Narrows, flow patterns in the Delta Aquifer are largely controlled by pumping
of the City of Renton downtown wellfield. Both horizontal and vertical flow components vary with
pumping schedules.
Groundwater flow within the Maplewood Production Aquifer beneath the golf course is likely to be
dominantly horizontal. Although the horizontal gradient within the aquifer (0.006) is only slightly smaller
than the upward vertical gradient across the overlying aquitard (0.01), the horizontal aquifer permeability
(94-128 ft/day) is much larger that the vertical aquitard permeability (0.014-1 ft/day). The role of upward
vertical groundwater flow as a discharge pathway may be significant, however, considering the areal extent
of the Alluvial Aquifer into which upward flow can occur. Upward vertical flow may also play a greater
role closer to the bedrock narrows west of the golf course. In this vicinity, bedrock boundaries are
encountered to the west at The Narrows and to the south at the uplands; higher heads are encountered in
the laterally contiguous sediments to the north and northeast; and the aquifer pinches out to the east.
Upward vertical discharge is likely because there appears to be nowhere else for groundwater to flow.
Groundwater flow in the stratified glacial aquifer system beneath the North Uplands may have both
horizontal and vertical components. Springs along the northern Cedar Valley wall indicate a horizontal
component of flow within the stratified aquifer system, but water level data are insufficient to quantify
the horizontal component. High downward vertical gradient components indicate that downward recharge
is occurring to the beneath the North Uplands. The upward vertical flow documented beneath the
Maplewood golf course suggests a hydraulic circulation pattern with recharge to the laterally contiguous
sediments beneath the North Uplands flowing into the Maplewood Production Aquifer and discharging
upward within the Cedar Valley. In this case, groundwater discharge occurs from the Maplewood
Production Aquifer to the overlying Alluvial Aquifer and eventually the Cedar River.
Production Wells 10 and 12 JIDATA\REM192-058\CH3
Revision Date: August 20, 1993 34
!t��
SSE DISTANCE ALONG CROSS SECTION (ft) NNW
0 15M 3000 4500 6000 7500 9000 10500 12000 13500 15000 16500 18000 195M 21000 22500 24000 25500 27000 28500 30000 31500 33000 34500 36000 37500 39000 40900 42000 43500
Coal ?
Lake Cool ?
Youngs
LEGEND
MW-00 Well Identification
S
Well terminated in bedrock
(Well on cross section)
Well Depth (Most are projected onto the
ground surface profile of the cross section)
Well terminated in bedrock
*-
(Well not on cross section)
`= _.�� Water bearing sands or grovels.
Well terminated an unknown distance above bedrock
3e Distance and direction of well from cross section.
(Well on cross section)
No number = on cross section
1 = 200' to 1000' from cross section
2 = 1000' to 2000' from cross section
Well terminated an unknown distance above bedrock
3 = 2000' to 3000' from cross section
(Well not on cross section)
4 = 3000' to 4000' from cross section
e = east, w = west, n = north, s = south
WNW DISTANCE ALONG CROSS SECTION (ft1 ESE
4000 1500 300D 4500 .... 6000 7500 . . 9W0 10500 12000 135W 15000 16500 IBM 19500 21000 22500 24000 25500
Bench Mork 359' .
3W... ...... ..:.......:.... ..........:.... ..:.... ..:.......:
200.
....... ..............
..:......:... ...
_ .. .......
......
............
............. ..
MW-20
MW-1 : :
: : PW=11
: 09W-1
'
PW-1,2,3 '
PW-'17
Renton Exp. ;
Vemhum
100 :............
MW-25
............... ..:..
;
..... ... ........... ...............
......
1W-1
Wonderland
.
---e-^
MW-2 : : 4W-32
MW-31
�IW-33 MW-3fi
'-
'-_ -
---
-
-- --=
---
- --
,
M.W-27
-
--- ---- _
�:T
—'
-------------`--100
No Log
No 1a9
:
W
-300
J-400
\
KO .
-700
-80D.
SCALE: iV = 15H
■ Well terminated in bedrock
(Well on cross section)
❑ Well terminated in bedrock
(Well not on cross section)
Well terminated an unknown distance above bedrock
41 (Well on cross section)
Well terminated on unknown distance above bedrock
(Well not on cross section)
LEGEND
MW-00 Well Identification
Well Depth (Some are projected onto the
ground surface profile of the cross section)
Water bearing sands or grovels.
3e Distance and direction of well from cross section.
No number = on cross section
1 = 200' to 1000' from cross section
2 = 1000' to 2000' from cross section
3 = 2000' to 3000' from cross section
4 = 3000' to 4000' from cross section
e = east, w = west, n = north, s = south
CHAPTER 4
PROPOSED IMPROVEMENTS
CHAPTER 4
PROPOSED IMPROVEMENTS
A. WELL SITE ALTERNATIVES
The objectives of this project are to drill, develop, test, and equip two water production wells on
the Maplewood Golf Course in the City of Renton. The well site selection process for locating
these wells has already been dictated for the most part, since the permits for these wells have
already been obtained from the Department of Ecology. These permits require that Production
Well 10 be located within the NW 1/4 of the NW 1/4 of Section 22 Township 23N, Range 5E.
W.M. Production Well 12 must be located within the SE 1/4 of the SE 1/4 of Section 16,
Township 23N, Range 5E, W.M. Other constraints which exist within the well site selection
areas include; streams, trees, hillsides, roadways, and existing golf course features such as tees,
fairways, greens, and sand traps. Figure 2 provides a site plan of the Maplewood Golf Course
showing the location of these existing features as well as the location of existing production and
monitoring wells.
Several possible well locations were identified and evaluated based on the following criteria:
• Conformance with existing and future golf course configurations.
• Understanding of subsurface hydrogeology.
• Potential contamination and wellhead protection.
• Location of existing utilities and other constraints.
After evaluating several possible well locations, the City selected the most appropriate site.
These proposed well locations are also presented on Figure 2.
The water right permits for Production Well 10 and 12 have several provisions which must be
addressed before the Department of Ecology will issue water right certificates. Specific
provisions within the permits include the following:
• Submit well logs to the Department of Ecology.
• Install and maintain an access port in the well casing.
• Measure the static water level at least once per month.
• Install and record water usage from each well.
• Perform an aquifer pumping test and calculate aquifer characteristics.
• Perform a complete water quality analysis.
• Install and record gage stations on the Cedar River.
Production Wells 10 and 12 JIDATA\REN\192-058\CH4
Revision Date: August 20,190 4-1
CHAPTER FOUR
• Implement the minimum requirements established in the Interim Guidelines for Public
Water Systems Regarding Water Use Reporting, Demand Forecasting Methodology and
Conservation Programs (July 1990).
• Achieve water conservation goals.
The data collection period is to last for three years. A certificate of water right will not be issued
until a final investigation is made. The City has already contracted with RH2 Engineering to
perform water right compliance tasks as outlined in the permits. The current work underway
includes designing of the additional Cedar River gaging stations and identifying key issues and
project approach.
1. Production Well No. 10 (PW-10)
The water application number for PW-10 is G1-24783. According to this permit, the production
well is to be located within the NW 1/4 of the NW 1/4 of Section 22. Currently, three wells
have been drilled within this quarter section, Test Well 1, Observation Well 1 (OBW-1), and a
golf course irrigation well. Test Well 1 is an 8-inch exploratory well, which was drilled to a
depth of 200 feet. This well was capable of producing 500 gpm.
OBW-1 is a nested observation well with two 2-inch PVC monitoring wells, one screened in the
shallow alluvium aquifer and one screened in the glacial deposited aquifer at a depth of
approximately 160 feet. OBW-1 was installed within the borehole for the original PW-10 drilled
in 1988, which was abandoned after an unsuccessful attempt to develop the well. The borehole
was drilled to a depth of 312 feet before hitting bedrock. The 2-inch PVC monitoring wells were
installed during the abandonment process. It appears that the screens for the deep 2-inch
monitoring well may be plugged with bentonite and therefore, is not in contact with the adjacent
aquifer unit. Attempts to develop this monitoring well have been unsuccessful, therefore, this
deep monitoring well should not be used for observation purposes.
The third well installed in the quarter section is a shallow 8-inch irrigation well, used by the
Parks Department for irrigation of the golf course. This well is drilled to a depth of 50 feet and
withdraws water from the shallow alluvium aquifer at a rate of approximately 450 gpm.
Features to be avoided in this area are the existing greens and fairways and the proposed layout
for a future driving range and new clubhouse. The proposed well site for PW-10 is adjacent to
the existing OBW-1.
This proposed site for PW-10 has an advantage that the subsurface hydrogeology is fairly well
known and understood. With proper precautions during drilling and development, it would be
expected that this proposed site for PW-10 could produce 1,000 gpm. A disadvantage is that this
Production Wells 10 and 12 JIDATA\REN\182-058\CH4
Revision Date: August 20, 1993 4-2
Proposed Improvements
well site is close to the Park Department's irrigation well and could provide adverse impacts due
to drawdown interference. In addition, this proposed site is approximately 450 feet from
Maplewood Creek.
The proposed well is expected to be drilled to a depth of 200 to 250 feet, but may go as deep
as 350 feet. The aquifer transmissivity in this area is expected to be between 10,000 and 15,000
gpd/ft, based on pump test results from Test Well 1. The well screen interval is expected to be
20 to 50 feet. The new production well should be constructed with 16-inch casing. The sanitary
seal should be constructed with 20-inch casing and should extend through the shallow alluvium
aquifer, a depth of 45 to 60 feet. The expected characteristics for PW-10 are summarized in
Table 1.
2. Production Well No. 12 (PW-12)
According to water application number for PW-12 is G1-24782, the production well is to be
located within the SE 1/4 of the SE 1/4 of Section 16. Currently, no wells have been drilled in
this quarter section, however, there are two monitoring wells nearby, specifically, monitoring
wells 36 and 37. Monitoring Well 36 (MW-36) was drilled to a depth of 350 feet before hitting
bedrock. A sand and gravel aquifer unit was located between 300 and 350 feet. Monitoring
Well 37 (MW-37) was drilled to a depth of 340 feet without hitting bedrock, however, the sand
and gravel aquifer was located between 200 and 260 feet below the ground surface.
Features to be avoided in this area are the existing greens and fairways, which primarily
correspond with the future layout of the golf course. The proposed well site for PW-12 is located
approximately 230 feet northeast of MW-36. It would be expected that the aquifer unit at this
location would be similar to that found in MW-36 and there is a good probability that a
production well developed at this location would have a capacity between 1,500 and 2,200 gpm.
The disadvantage of the site is the proximity to existing golf course features and the Seattle
Water Department's eastside supply line. The sanitary control radius for PW-12 would
encompass one golf course green and two tees. These areas tend to receive more fertilizers and
insecticides than the fairways and roughs, which may increase the potential for the migration of
groundwater contaminants. In addition, since this location is adjacent to the Seattle Water
Department's easement, this site may need to be surveyed in order to properly locate this well
prior to drilling. This proposed site for PW-12 is approximately 550 feet from the Cedar River.
The proposed well is expected to be drilled to a depth of 350 to 360 feet. The aquifer
transmissivity in this area is expected to be between 40,000 and 65,000 gpd/ft, based on pump
test results from PW-11 and PW-17. The well screen interval is expected to be 40 to 60 feet.
The new production well should be constructed with 20-inch casing to a depth of 280 to 300 feet
and string 16-inch casing to complete the borehole to 360 feet. The sanitary seal should be
constructed with 24-inch casing and should extend through the alluvium aquifer, a depth of 45
to 50 feet. The expected characteristics for PW-12 are summarized in Table 1.
Production Wells 10 and 12 JIDATA\REM192-058\CH4
Revision Date: August 20, 19M 4-3
CHAPTER FOUR
B. DRILLING TECHNIQUE AND SAMPLING PROCEDURE
Borehole drilling and water production well installation will be conducted in accordance with the
requirements of the State of Washington, Department of Ecology, Minimum Standards for
Construction of Water Wells, Chapter 173-160 WAC. Detailed specifications for the borehole
drilling and the water production well installation are provided in a separate bid and specification
document which will be used for construction purposes.
Subsurface soil conditions will be evaluated during the drilling by collecting soil samples and
observing the behavior of the drill rig. Upon completion of the drilling, stainless steel well
screens will be installed through the steel casing which will then be pulled back to expose the
screen to the aquifer material.
1. Drilling Technique
Borehole drilling will be completed using the cable tool method and standard water well drilling
techniques. This drilling method involves alternatively driving steel casing into the ground and
removing the material (plug) from inside the casing using the reciprocating action of the drill rig.
In clean, granular (loose) soils, the boring can be advanced by simply driving the casing and
bailing out the plug with a sand pump bailer. In fine grained soils or soils with a fine grained
matrix, the plug must be drilled with the heavy drill bit. If the soil material will allow, the drill
bit is allowed to work outside the casing and drill an open hole. Typically, this makes driving
the casing into silt -bound soils easier.
Standard installation of a temporary oversized casing (surface seal) will be required. Bore holes
will generally begin with 20-inch diameter pipe with 16-inch diameter pipe being telescoped in
when the boring reaches about 300 feet.
Upon completing the drilling of the casing to its proper depth, the drive shoes may need to be
cut to minimize the possibility or the casing becoming stuck as it is withdrawn. Since the shoe
cutting tool cannot be lowered to the bottom after the stainless steel screen has been lowered into
the borehole, the shoes should be cut prior to screen installation.
2. Sampling Procedure
Soil samples will be collected at 5-foot intervals during the course of drilling. The samples will
be collected from the sand pump bailer used in the normal drilling process. This sampling
technique is used throughout the region in water production well design and construction. Waste
soil will be disposed in mud pits near the drill rig, or in a bermed area, in order to contain spoils.
When drilling in loose granular soils, samples will be collected after the casing has been driven
into formation material. Typically, the last bailer load before further driving of casing is
Production Wells 10 and 12 JADATA\REN\192-058\CFA
Revision Date: August 20, 1993 4-4
Proposed Improvements
considered representative of the formation. The sample is placed on a board where it can be
mixed, bagged, and labeled.
A special series of granular samples from the aquifer zones will be returned to a soils laboratory
for measurement of grain size distribution, which will be used for designing the well screen.
Sampling in cohesive soils will occur immediately after the casing has been driven through an
open portion of the hole. The shoe cuttings that are shaved off the side of the borehole can be
bailed whole, providing excellent samples of fine-grained and silt -bound soils.
C. WELL PUMP TEST PROCEDURES
After installation of the well screen and development of the well, each production well will be
pumped to determine specific aquifer characteristics. The well driller will provide and set up the
well pump and discharge equipment. Two pump tests will be performed on each new production
well, a step -rate test and a 24 hour constant -rate test. The purpose of the step -rate test is to:
1. Evaluate well efficiency,
2. Set the flow rate for the constant -rate test, and
3. Finish well development.
The purpose of the constant -rate test is to:
1. Evaluate the properties of the aquifer and boundary effects,
2. Predict long-term well yields, and
3. Evaluate well interferences.
The pump test flow rates may range from 500 to 2,200 gpm. The only sufficient receiving point
for this quantity of water is Maplewood Creek. A Hydraulic Permit will need to be obtained
from the Department of Fisheries for the discharge.
D. WELLHEAD PROTECTION AREAS
Washington State is currently preparing its Wellhead Protection Programs as required under the
Safe Drinking Water Act. This program will require a water supply systems to designate
wellhead protection areas for all groundwater supply wells, including proposed new wells.
The potential groundwater contamination sources have been identified and presented in Chapter
2, Section D. A preliminary wellhead protection area for each proposed well was developed
based on using the Calculated Fixed Radius method as outlined in the Proposed Washington State
Wellhead Protection Program, Chapter 9, and assumed hydrogeologic criteria and expected well
Production Wells 10 and 12 JIDATA\REN\192-058\CH4
Revision Date: August 20, 1993 4-5
CHAPTER FOUR
pumping rates. The wellhead protection area for these proposed well locations is presented on
Figure 6.
Following completion of these wells, the City of Renton plans to update the existing groundwater
model and develop a wellhead protection area for the entire Maplewood Wellfield. This would
provide supplemental information and would update the City's existing Aquifer Protection
Program. This work would most likely be performed by Pacific Groundwater Group, who is
currently developing the groundwater model for the Cedar River Valley. It is anticipated that
the final wellhead protection area for the Maplewood Wellfield would be based on this USGS
MODFLOW numerical flow/transport model.
E. WELLHEAD IMPROVEMENTS
The wellhead improvements will be similar to the facilities constructed for PW-11 and PW-17.
The well will be equipped with a vertical line shaft pump and motor, which will be enclosed in
a small CMU block building. Also enclosed in this wellhead building will be a check valve,
eccentric isolation valve, and an air/vacuum release valve. A portion of the building roof will
be removable in order to facilitate removal and reinstallation of the pump and motor.
Unlike the existing wellheads, the new wellheads will need to enclose the electrical equipment
for the well. This electrical equipment will include a service entrance panel, motor starter,
transformer, and lighting panel. A computer rendering of the possible layout of the proposed
wellhead building is presented in Figure 7.
In addition, pipelines will be constructed between the wellheads and the Maplewood Booster
Pump Station and Treatment Building currently under construction. The distance from the
proposed sites for PW-10 and the booster station is approximately 500 lineal feet. The distance
between the proposed site for PW-12 and the booster station is approximately 1,500 lineal feet.
These transmission pipelines will most likely be constructed using 12-inch ductile iron pipe. The
exact route of these transmission pipelines will most likely follow existing water transmission
pipeline corridors within the golf course.
Each well source will be metered individually. The well flow meters will be located in the
booster station and will provide rate -of -flow and totalizing capabilities. These flow meters will
monitor the water produced from each well and will assist in the management of water resources
in conformance with the requirements of the water rights.
F. PROJECT COST ESTIMATES
The construction cost estimates are presented in Table 2 for Production Well Drilling and Table
3 for Wellhead Improvements. The total project cost estimate is summarized in Table 4.
Construction cost estimates, including well drilling, wellhead building construction, and pipeline
Production Wells 10 and 12 JIDATA\REM1g2-058\CH4
Revision Date: August 20,190 4-6
Proposed Improvements
installation are based on recent construction cost data and have been adjusted to current dollars
based on the ENR Seattle Construction Cost Index (CCI). The February ENR Seattle CCI was
5336.69. This index has increased at a rate of 5.2 percent for the proceeding year. Construction
unit prices include a 10 percent construction contingency and the total construction cost incudes
the 8.2% Washington State sales tax. Engineering and hydrogeologic costs and related services
are based on the engineering contract between R12 Engineering and the City of Renton.
Subconsultant services such as water quality analyses and surveying requirements are based on
budget estimates. Annual operation and maintenance costs were not estimated for this project.
Table 1: Expected Characteristics for Production Wells 10 and 12
Characteristics
Production Well 10
Production Well 12
Groundwater Permit Number
G1-24783
G1-24782
Capacity
_
1,006 - 1,600 gpm
I ._ - ._ f4 _.
1,500 - 2,200 gpm
Transmissivity
10,000 - 15,000 gpm/ft.
40,000 - 65,000 gpm/ft.
Storage Coefficient
0.006
0.006
Screen Size
14-inch
14-inch
Screen Interval
30 - 50 feet
50 - 60 feet
Well Casing Size
16-inch
20-inch
Total Depth of Well
200 feet
350 feet
Preliminary WHPA Using CFR
1 - Year TOT
1576 feet
1344 feet
5 - Year TOT
3525 feet
3006 feet
10 - Year TOT
4985 feet
4251 feet
Production Wells 10 and 12 JZATAIREM192-058\CH4
Revision Date: August 20, 1993 4-7
CHAPTER FOUR
Table 2: Water Production Well Construction Cost Estimates (Both Wells 10 & 12)
Bid
Item
Unit
Item
Description
Quantity
Price
Amount
1.
Mobilization / Demobilization / Cleanup
2 Each
$5,000.00
$10,000.00
2.
Furnish Well Casing
A. 12-inch Casing
350 L.F.
$15.00
$5,250.00
B. 16-inch Casing
750 L.F.
$20.00
$15,000.00
C. 20-inch Casing
300 L.F.
$25.00
$7,500.00
3.
Furnish Drive Shoes
A. 12-inch Drive Shoe
1 Each
$400.00
$400.00
B. 16-inch Drive Shoe
2 Each
$550.00
$1,100.00
C. 20-inch Drive Shoe
1 Each
$700.00
$700.00
4.
Credit for Casing Removed
A. 12-inch Casing
300 L.F.
($7.50)
($2,250.00)
B. 16-inch Casing
300 L.F.
($10.00)
($3,000.00)
C. 20-inch Casing
0 L.F.
($12.50)
$0.00
5.
Drilling and Installing Casing
A. 12-inch Casing
100 L.F.
$50.00
$5,000.00
B. 16-inch Casing
400 L.F.
$65.00
$26,000.00
C. 20-inch Casing
250 L.F.
$80.00
$20,000.00
6.
Furnish and Install Stainless Steel Screens
A. 12-inch Telescoping SS Screen
50 L.F.
$250.00
$12,500.00
B. 12-inch Telescoping SS Bail Bottom
5 L.F.
$200.00
$1,000.00
C. 12-inch Telescoping SS Riser Pipe
25 L.F.
$200.00
$5,000.00
D. 16-inch Telescoping SS Screen
50 L.F.
$300.00
$15,000.00
E. 16-inch Telescoping SS Bail Bottom
5 L.F.
$250.00
$1,250.00
F. 16-inch Telescoping SS Riser Pipe
25 L.F.
$250.00
$6,250.00
7.
Furnish and Install Sanitary Seals
A. 20-inch Sanitary Seal
50 L.F.
$100.00
$5,000.00
B. 24-inch Sanitary Seal
50 L.F.
$120.00
$6,000.00
8.
Development and Other Authorized Work
200 Hours
$100.00
$20,000.00
9.
Furnish, Instal and Remove Well Test Pump
A. Furnish, Install and Remove Test Pump
2 Each
$2,500.00
$5,000.00
B. Pump Test Operation
60 Hours
$100.00
$6,000.00
10.
Successful Shoe Cuts
2 Each
$2,000.00
$4,000.00
11.
Standby Time
20 Hours 1
$90.00
$1,800.00
Subtotals
$174,500.00
Sales Tax ( 8.2%)
$14,309.00
Well Construction Totals
$188,809.00
Production Wells 10 and 12
Revision Date:8/20/93 4-8 [PW1o•DRL.XLW]Weli Construction Costs
Proposed Improvements
Table 3: Wellhead Construction Cost Estimates
Bid
Item
Unit
Item
Description
Quantity
Price
Amount
1.
Mobilization / Demobilization / Site Cleanup
1 L.S.
$44,000.00
$44,000.00
2.
Site Work
1 L.S.
$40,000.00
$40,000.00
3.
Underground Utilities and Pipelines
1 L.S.
$50,000.00
$50,000.00
4.
Trench Shoring
1 L.S.
$3,000.00
$3,000.00
5.
Structural
1 L.S.
$70,000.00
$70,000.00
6.
Finishes
1 L.S.
$4,000.00
$4,000.00
7.
Mechanical
1 L.S.
$45,000.00
$45,000.00
8.
Pumps and Motors
2 Each
$50,000.00
$100,000.00
9.
Electrical
1 L.S.
$180,000.00
$180,000.00
10.
Landscaping
1 L.S.
$45,000.00
$45,000.00
Subtotal
$581,000.00
Sales Tax 8.2%
$47,642.00
Wellhead Construction Totals
$628,642.00
Table 4: Wellhead Project Cost Estimate Summary
Bid
Item
Item
Description
Amount
1.
Water Production Well Drilling and Development (from Table 2)
$188,809.00
2.
Wellhead Construction and Pipeline Installation (from Table 3)
$628,642.00
3.
Engineering Predesign $31,950.00
4.
Hydrogeologic Services $49,110.00
5.
Engineering Design $32,210.00
6.
Project Management $16,730.00
7.
Total Engineering
$130,000.00
8.
Groundwater Quality Analyses
$1,983.00
9.
Field Surveying
$2,000.00
Wellhead Construction Totals
$951,434.00
Production Wells 10 and 12
Revision Due: KrIM3 4-9 [PW10-DRL.XLWJWellhead Construction Costs
City Of Renton
Production Wells 10 & 12 Development
Figure 7
Wellhead Building
Computer Rendering
RH2
CHAPTER 5
WATER QUALITY ASSESSMENT
CHAPTER 5
WATER QUALITY ASSESSMENT
The goal of this project is to install two water production wells on the Maplewood Golf Course.
It is important that the water quality of this groundwater supply be acceptable for potable water
and that drinking water standards and requirements are met. There is a wide variety of unknown
contaminants which could enter the groundwater. For this reason, a wide variety of parameters
will be measured in each production well. This will provide a screening of existing groundwater
quality as well as provide a baseline on a variety of potential groundwater contaminants.
This water quality assessment plan covers the initial sampling round for these water production
wells. The water quality data for each well will be used to begin the establishment of a water
quality baseline for comparing future water quality data.
A. PROJECT ORGANIZATION
Table 5 shows the various individuals involved in this project along with their primary
responsibility. Mark Semrau of RH2 Engineering will be responsible for coordinating and
overseeing the groundwater sampling and field analyses, and will be responsible for the water
analysis data quality assessment. Geoff Clayton from RH2 Engineering will be responsible for
coordinating and overseeing the aquifer pumping tests.
Table 5: Project Organization and Responsibilities
Personnel
Agency/Company
Responsibility
Telephone
Ron Olsen
City of Renton
Project Manager
277-6207
Lys Hornsby
City of Renton
Assist Project Manager
277-5539
Mark Semrau
RH2 Engineering
Project Engineer
453-0241
Geoff Clayton
RH2 Engineering
Geologist
453-0241
B. DATA QUALITY OBJECTIVES
The data quality objectives will be expressed as accuracy, completeness, representativeness, and
comparability. The data quality objectives are designed to produce a consistent quality of data
through standardization and documentation of project techniques. The laboratory's precision and
bias objectives shall be those routinely achieved by these methods. The water quality parameters
include physical, inorganic, and organic analyses. Table 6 list the desired metals, inorganic,
organic, and physical parameters for each water production well.
Production Wells 10 and 12 JIDATA\REM192-058\CH5
Revision Date: August 20, 1993 5-1
CHAPTER FIVE
Table 6: Analytical Procedures for Groundwater Quality Parameters
Groundwater Quality
Location
Measurement
Reference Method
Detection Limit
Parameters
Technique
or Precision
Physical Parameters
Acidity
Laboratory
Titration
SM (92) 2310 B
0.1 mg/l
Alkalinity
Laboratory
Titration
SM (92) 2320 B
0.1 mg/1
Conductivity
Field / Lab
Electrometric
SM (92) 2510 B
10 umhos
PH
Field / Lab
Electrometric
SM (92) 4500H+ B
0.1 units
Temperature
Field
Thermometer
SM (92) 2550 B
0.1' C
Total Coliform
Laboratory
MPN
SM (92) 9221 B
2 colonies
Total Dissolved Solids
Laboratory
Dried at 180' C
SM (92) 2540 C
10 mg/1
Radionuclides
Laboratory
0.1 pCi/1
Inorganic Parameters
Arsenic
Laboratory
AA / GF
EPA 206.2
0.001 mg/1
Barium
Laboratory
ICP
EPA 200.7
0.003 mg/I
Bicarbonate
Laboratory
Titration
SM (92) 2320 B
0.1 mg/1
Boron
Laboratory
ICP
EPA 200.7
0.01 mg/1
Cadmium
Laboratory
ICP
EPA 200.7
0.002 mg/I
Calcium
Laboratory
ICP
EPA 200.7
0.01 mg/I
Carbonate
Laboratory
Titration
SM (92) 2320 B
0.1 mg/1
Chloride
Laboratory
IC / SCEC
EPA 300.0
0.5 mg/1
Chromium
Laboratory
ICP
EPA 200.7
0.006 mg/I
Fluoride
Laboratory
SPADNS
SM (92) 4500 F-D
0.1 mg/1
Iron
Field / Lab
ICP
EPA 200.7
0.01 mg/I
Lead
Laboratory
AA / GF
EPA 239.2
0.001 mg/1
Magnesium
Laboratory
ICP
EPA 200.7
0.01 mg/1
Manganese
Field / Lab
ICP
EPA 200.7
0.002 mg/1
Mercury
Laboratory
AA / Cold Vapor
EPA 245.1
0.0002 mg/1
Nitrate
Laboratory
IC / SCEC
EPA 300.0
0.5 mg/I
Nitrite
Laboratory
IC / SCEC
EPA 300.0
0.01 mg/1
Orthophosphate
Laboratory
IC / SCEC
EPA 365.2
0.001 mg/l
Potassium
Laboratory
ICP
EPA 200.7
1 mg/1
Selenium
Laboratory
AA / GF
EPA 270.2
0.001 mg/I
Silica
Laboratory
ICP
EPA 200.7
0.1 mg/1
Silver
Laboratory
ICP
EPA 200.7
0.01 mg/I
Sodium
Laboratory
ICP
EPA 200.7
0.02 mg/1
Strontium
Laboratory
ICP
EPA 200.7
0.003 mg/1
Sulfate
Laboratory
IC / SCEC
EPA 300.0
0.5 mg/1
Sulfide
Field / Lab
Titration
EPA 376.1
0.1 mg/I
Organic Parameters
Volatile Organics
Laboratory
GC / MS
EPA 524.2
1-10 ppb
Pesticides and PCB's
Laboratory
GC / ECD
EPA 608
2-10 ppb
production Wells 10 and 12 J:\DATA\REM192-058\CH5
Revision Date: August 20, 1993 5-2
Water Quality Assessment
C. SAMPLING PROCEDURES
The following describes procedures to collect, analyze, preserve, and transport groundwater
samples collected from each water production well. General sample collection and preservation
procedures shall be in accordance with Standard Methods, (Section 1060). Prior to sampling,
samplers will establish a sample staging area at the site, complete with decontamination
equipment. Specific sampling procedures are presented below.
1. Establish a field log book for recording all measurements taken during each sampling
round. Upon completion of each round, make two copies of field notes for RH2
Engineering and the City of Renton.
2. Calibrate field water quality instruments and record calibration data at the beginning of
each sampling day. Check calibration at the end of the day. Record calibrated and non -
calibrated readings. RH2 Engineering owns a portable laboratory which will be used for
this project. All fields instruments, reagents and standards are manufactured by Hach
Company of Loveland, Colorado. Calibration of field instruments shall be in accordance
with standard procedures provided within the portable laboratory.
3. Record sample identification data on each container, in the field book and on sample
chain -of -custody record. Sample labels shall include the following information:
a. Project Name and Job Number
b. Name of Sampling Personnel
c. Date and Time of Collection
d. Production Well Designation Number.
4. Samples for laboratory analysis will be collected during the last hour of the 24-hour
well pump test. Collect samples in a manner that minimizes volatilization of potential
contaminants from water into the air. Collect samples in the following order:
a. Volatile Organic Compounds
b. Other Organics
c. Inorganics
d. Metals
e. Radionuclides
Hands and clothing should be clean during the sampling process. In addition, clean,
disposable latex gloves will be worn throughout sampling. Samples will not be filtered.
Follow individual sample container requirements for sample collection handling,
preservation, and shipment.
Production Wells 10 and 12 JIDATAIREM192-058kCH5
Revision Date: August 20, 1M 5-3
CHAPTER FIVE
5. Immediately upon filling, place sampling containers on ice in a clean ice chest for
storage and delivery to the laboratory. Maintain custody of samples from time of
sampling to receipt at the laboratory, Custody means that samples should remain in
direct possession of a single person or locked in secure vehicles or offices. If sample
custody is transferred, chain -of -custody forms will be signed appropriately. Samples will
be delivered to the laboratory accompanied by chain -of -custody forms and any other
pertinent shipping sampling documentation. One set of chain -of -custody forms will be
used per laboratory shipment. Sample container custody seals will be used if the
containers are mailed.
D. ANALYTICAL PROCEDURES
Table 3 lists the groundwater quality parameters to be measured for each monitoring well
installation as well as the desired analytical procedures. The reference methods are from the US
Environmental Protection Agency Methods for Chemical Analysis of Water and Wastes (1984),
Clean Water Act (Federal Register, 1984), or Standard Methods for Examination of Water and
Wastewater, 18th Edition (1992). Some groundwater quality parameters will be measured in the
field using filed equipment. These parameters include conductivity, pH, temperature, iron,
manganese, and hydrogen sulfide. The concentration of the remaining parameters will be
determine by a laboratory.
E. QUALITY CONTROL
Quality control measures will be required for both field and laboratory analyses for this project.
Field quality control measures will include the following procedures:
1. Recalibrate field analytical equipment at each production well site.
2. Thoroughly rinse (thrice) analytical instruments between sample collections with distilled
or deionized water.
3. Collect at least three readings for conductivity, pH, and temperature. Any significant
changes in these parameters will be noted.
Quality Assurance/Quality Control procedures are required of the laboratory performing the water
quality analyses. This includes setup, initial and continuing calibration, check standards, internal
standards, and performance checks.
Prior to sampling, the City will discuss analytical methods, sampling containers, holding times,
laboratory QA/QC and other project requirements with the selected laboratory.
Production Wells 10 and 12 JIDATA\REM192-058\CH5
Revision Date: August 20, 19W 5-4
Water Quality Assessment
F. DATA ASSESSMENT PROCEDURES
Mark Semrau from RH2 Engineering will be responsible for data assessment. Any abnormalities
in the sample results will be noted. If quality control procedures warrant, verifications samples
will be collected an analyzed.
Accuracy, precision, completeness, representativeness, and comparability will be assessed for the
data set. The data will be validated using the guidelines and standards established by the
analytical methods.
Data assessment will include the following procedures for checking correctness of analyses.
1. Total Random Error
The total random error (precision) shall be estimated by calculating the relative standard deviation
(RSD) of duplicate results. The relative standard deviation, also known as the coefficient of
variation, will be expressed as a percentage.
2. Anion, Cation Balance
The major ions commonly found in groundwater will be measured. Because groundwater for the
most part is electrically neutral, the cadions (positively charged ions) and the Anion (negatively
charged ions) must balance. Since different ions have different valances, each ion's concentration
will be converted from milligrams per liter to milli -equivalents per liter, in order to properly
preform the analysis. Results of this analysis will be expressed as a percent difference between
the sums of the cadions and anions.
3. Measured TDS Equal Calculated TDS
The total dissolved solids (TDS) of a solution can be calculated from the sum concentration of
the constituents and the alkalinity as expressed as milligrams per liter. This calculated TDS
value should compare favorable with the measured TDS which is performed within the
laboratory. The calculated TDS should be slightly lower than the measured TDS since not all
constituents will be accounted for in the TDS calculation.
4. Measured TDS to Electrical Conductivity Ratio
The total dissolved solids of the solution can be related to the electrical conductivity of the
solution since the electrical current is carried by the ions. The higher the TDS is in the solution
the higher the electrical conductivity will be. An acceptable value of this ratio is between 0.55
to 0.7.
Production Wells 10 and 12 J1DATA\REM192-058\CH5
Revision Date: August 20, 1993 5-5
CHAPTER FIVE
5. Field to Laboratory Precision
Five parameters will be measured in both the field and the laboratory. These parameters include
pH, electrical conductivity, iron, manganese, and hydrogen sulfide. Precision is a measure of the
closeness with which multiple analysis of a given sample agree with each other. This precision
can be expressed as the standard deviation between these two results.
Production Wells 10 and 12 J:\DATA\REN\192-059\CH5
e
Revision Date: August 20, 1993 -6
CHAPTER 6
ENVIRONMENTAL ASSESSMENT
CHAPTER 6
ENVIRONMENTAL ASSESSMENT
This chapter presents an Environmental Assessment of this proposed groundwater development
project. The information collected and presented in this chapter was used to prepare the
Abbreviated Environmental Checklist, which is required to comply with the State Environmental
Policy Act (SEPA). The SEPA rules are presented in Chapter 197-11 WAC. The purpose of
these rules is to establish uniform requirements for complying with SEPA.
The City believes that this project is "Categorically Exempt" from Threshold Determination and
Environmental Impact Statement requirements as outlined in WAC 197-11-800(4). This
exemption allows the appropriation of up to 2,250 gpm of groundwater for any purpose, including
the construction of the well and pump house reasonably necessary to accomplish the
appropriation and including any activities relating to the construction of a distribution system.
The environmental assessment presented in this chapter includes information presented by several
federal and state agencies. Letters from these federal and state agencies are presented in
Appendix F, along with the SEPA Abbreviated Environmental Checklist. The environmental
assessment presented in this chapter is not intended to be an Environmental Impact Statement.
The environmental aspects covered in this chapter include water quality and quantity, air quality,
floodplains, shorelines and wetlands, historical and archaeological sites, and threatened and
endangered species. In addition, some recommended mitigation measures are presented.
A. WATER QUALITY AND QUANTITY
The groundwater quality within the Maplewood production aquifer is considered adequate for
public water supply. Water quality analyses taken from developed water production wells and
monitoring wells within the golf course area indicate that there is no groundwater contamination
from heavy metals or volatile organic chemicals or pesticides. This groundwater supply,
however, does have elevated levels of iron and manganese near the secondary maximum
contamination levels established by the Department of Health. These two chemical elements
are not considered to be harmful through human consumption but instead they have a tendency
to stain porcelain fixtures. The maximum contamination levels for iron and manganese are 0.30
mg/l and 0.05 mg/l, respectively. In addition to iron and manganese, hydrogen sulfide is also
present within the groundwater supply.
The construction activities for the well drilling and wellhead improvements may have a potential
impact on the groundwater quality. The contractors performing these construction improvements
will be required to comply with construction standards established by the City of Renton for
construction work performed within Zone 1 of the Aquifer Protection Area. These construction
Revision Data JADATAVt N492-05MH6
(August 20, 1993)
6-1
CHAPTER SIX
requirements are intended to provide the maximum protection from groundwater contamination
resulting from construction activities.
Since this aquifer has not been utilized for a water supply, the long-term water quantity
characteristics of this aquifer system are not well known or understood. The permit issued by
the Department of Ecology for the drilling, developing, and testing of these groundwater wells
requires that the City undergo a 3-year monitoring program to gather groundwater surface water
and other environmental data in order to assess the long-term groundwater quantity characteristics
of this aquifer system. The City will need to demonstrate to Ecology that operation of this well
field will not reduce the quantity of groundwater within this aquifer system over the long-term
or reduce surface water flows in the nearby streams and rivers. RH2 Engineering is currently
developing a groundwater and surface water monitoring program which will gather the necessary
environmental data required by the Department of Ecology.
B. AIR QUALITY
The federal government passed the first Clean Air Act in 1970 giving the U.S. Environmental
Protection Agency (U.S. EPA) the responsibility and authority to establish a nationwide program
for air pollution abatement and air quality enhancement. Through this federal legislation, the
State of Washington established its own Clean Air Act (RCW 70.94), which gave authority to
the Department of Ecology to provide a systematic control of air pollution and air contaminant
sources. Furthermore, local air pollution control authorities were established for each county or
multi -county jurisdiction. These local air pollution control authorities are entrusted to monitor
and enforce the air quality regulations for Washington State. The local authority in King County
is the Puget Sound Air Pollution Control Authority (PSAPCA).
Since the original enactment of the Federal Clean Air Act in 1970, two amendments have been
added to the original act. These are called the Clean Air Act Amendments of 1977 and 1990.
The Clean Air Act Amendment of 1977 strengthened the authority of the U.S. EPA and required
all states to establish a permit program for the construction and operation of major new,
modified, or reconstructed stationary sources in nonattainment areas. The 1990 Clean Air Act
Amendment expanded the scope of the 1970 Clean Air Act, and the 1977 amendment, by further
categorizing nonattainment areas according to the severity of the nonattainment, and set time
tables for attainment based on these categories. Instead of analyzing data for a chemical emitted
from a specific source and setting standards to protect human health, the 1990 amendment
required all emission sources to either provide reasonably available control technology (RACT),
best available control technology (BACT), or maximum achievable control technology (MACT)
based on the size of the emission source and the human health impact.
The regulations for Washington State are specified in general under WAC 173-400 and the
control of new sources of toxic air pollutants are covered under WAC 173-460. The degree of
Revision Date J:\DATA\RF.N\192-058�CH6
(August 20. 1993)
6-2
Environmental Assessment
air pollution control of emissions is based on whether the area is within a designated
nonattainment area. For the City of Renton, the region has been designated a nonattainment area
for carbon monoxide and ozone, according the PSAPCA.
The general regulations for air pollution sources (WAC 173-400-040) specified that owners or
operators of any fugitive emission or fugitive dust source shall take reasonable precautions to
prevent the release of air contaminants from the operation. Fugitive emissions are considered
to be secondary emission sources, which do not pass through a stack, chimney, vent, or other
functional equivalent opening. Fugitive dust is a type of fugitive emission which pertains to
particulate matter made airborne by forces of wind, human activities, or both. A construction
site is an example of areas that may produce fugitive dust. In addition to fugitive emissions, no
owner or operator shall cause or allow the generation of odors from any source that may
unreasonably interfere with any other property owners' use and enjoyment of his property and
therefore, must recognize good practice and procedures to reduce these odors to reasonable levels.
General concerns about air pollution for projects of your type relate to dust control and vehicle
emissions.
The drilling and developing of a well generates air emissions from the gasoline and diesel
engines used to power the drilling rig and the support vehicles. A minor amount of air pollution
is generated from welding the well casings. A potential source of dust in the drilling of a well
is the handling and mixing of dry materials used to make drilling mud, and wind blowing on the
dried mud. Bentonite clay is the major component of drilling mud and, when dry, is very
susceptible to blowing. Rock dust used in the drilling mud can also be a problem.
Impact mitigation during well construction includes the use of properly operating and tuned
engines, control of dust generation from storage of dry materials by covering and only having
what is immediately needed on the job site, mixing drilling mud off site or mixing immediately
with water, and keeping the waste drilling mud from drying out until it has been taken away for
proper disposal or incorporated into the site soils.
The construction of the wellhead buildings have the dust sources normally associated with
building construction. The amount and kind of air emissions will depend on the materials of
construction, availability of electric power, and the paint systems used on those materials.
Volatile organic compounds are expected to be emitted from most types of paints and finishes.
Dust can be produced from sawing wood and concrete block.
Volatile organic compound emissions can be reduced through the use of low volatility paints, or
prepainting in the shop. Saw dust can be controlled through careful choice of building site,
keeping lengths of standard wood members in mind. Dust from sawing concrete block can be
Revision Date I:\DATA\RBNU92.05gNCH6
(August 20. 1993)
6-3
CHAPTER SIX
minimized by using wet saws rather than dry saws to cut the block and minimizing the number
of blocks that have to be cut.
Air pollution sources during pipeline construction are associated with the engines of the
construction equipment and support vehicles, and blowing dust from the piles of excavated
materials.
Dust suppression from the piles of excavated materials can be accomplished by keeping the
material damp or minimizing the amount of open trench. Surface restoration should be
accomplished as soon as possible after the trench is closed. Keeping mud and dirt off of the
paved roads around the site will also reduce the amount of dust going into the air. Engine
exhaust can be minimized by ensuring that the engines are keep in proper working order.
C. FLOODPLAIN, SHORELINES, AND WETLANDS
The proposed locations for the two water production wells are both within the 100-year
floodplain. The 100-year flood elevation for the Cedar River in the vicinity of the Maplewood
Golf Course is 79 feet. The information regarding this floodplain was determined using the
Flood Insurance Rate Maps prepared by the Federal Emergency Management Agency (FEMA).
The FEMA map covering the Maplewood area is Map Number 53033CO329 D (Effective Date:
September 29, 1989).
The proposed well sites are within the City's Shoreline Master Program Area. The Renton
Shoreline Master Program designates this site as conservancy. The conservancy policies of the
Shoreline Master Program discourage the location of intense uses within these areas.
A detailed wetlands inventory was not conducted for this project. However, a wetlands
reconnaissance was conducted in April 1991, by Huckell/Weinman Associates, Inc., for the East
Renton Interceptor Project. A portion of this wetlands reconnaissance did cover the proposed
well drilling sites and did not identify any wetlands that might be impacted by these proposed
improvements.
D. THREATENED AND ENDANGERED SPECIES
This proposed groundwater development project should not impact any threatened or endangered
species of plants, wildlife, or its critical habitat as protected under the Federal and State
Endangered Species Act. A search of the Natural Heritage Information System by the
Washington State Department of Natural Resources did not identify any rare plants, high quality
native wetlands, or high quality native plant communities in the vicinity of the proposed well
drilling project. The Natural Heritage Information System is a cooperative effort between the
Revision Date 7:\DATA\RENM92-058\CH6
(August 20, 1993)
6-4
Environmental Assessment
Department of Natural Resources, Washington Natural Heritage Program, and the Department
Wildlife's Non -Game Program.
The Washington State Department of Wildlife maintains a database of sitings and biological
assessments of threatened, endangered, and candidate wildlife species and priority habitat. A
database search by the Department of Wildlife did not identify any threatened or endangered
species within the project area. However, two priority game species, specifically Rainbow Trout
and Steelhead, are known to be within the Cedar River which is located near the project site.
It is not anticipated that the proposed improvements will have any impact on either Rainbow
Trout or Steelhead within the Cedar River.
Revision Date ENDATANRENU92-Mg`CH6
(August 20, 1993)
6-5
APPENDIX
APPENDIX A
Water Rights Permit and Report of Examination
For Production Well No. 10
DEPARTMENT OF ECOLOGY
PERMIT
TO APPROPRIATE PUBLIC WATERS OF THE STATE OF WASHINGTON
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• APPUGTTOnN NgNMBER
January 2, L198:6: G 1-24783
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City of Renton Public Works Attn: Ron Olsen
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200 Mill Avenue SouthRenton
PERMR NUMBER cER
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tshin
12W COOE)
The applicant it pursuant to the Report of Eraminarion which has been accepted by the applicant, hereby granted a p
herein ermit to appropriate
the following described public waters of the State of Washington, Subject to esitring rights to the lirnitoriorts and provisions ter our
source PUBLIC WATERS TO BE APPROPRIATED
Well #10
TRBUTARY OF OF—.._ WA _"
MA[IMUM CU&C FEET PER 9E110
OUANTTTY, TYPE OF ME. PEF. OF
MAFMUM GALLOVS PER MINUTE
1600
W.W.U. .t("JiE.FEET PER YEAA
1792'
Municipal Supply
'Total annual withdrawal from this allocation and all rights held by Renton shall not exceed 14,809
acre-feet.
APPROxM rELoriT,o<oF�c„-wTM�„wK LOCATION OF DIVERSION NVITHDRAWAL
LOCATED MRTM N SMALLEST IEGAI SUBOntSbq SECtILtrN TOwNeSNeP Na RANG 1 `I YY % N YY % 22 E. (E.OR w J w M WALLA. 0OUNry
23 SE 8 King
Lm RECORDED PLATTED PROPERTY
BlL1ra( OF PPE NAME OF PUT OR ADOrTp.q
City of Renton Municipal Water Supply service area within Township 23 north, Range 4 and 5 east and
Township 24 north, Range 5 east along with wholesale water to Lakeridge/Bryn-Mawr Water District through
an intertie. Emergency interties for exchange of water exists between Renton and the following service areas:
Seattle and Kent.
PERMIT
DESCRIPTION OF PROPOSED Y�ORKS
DEVELOPMENT SCHEDULE
BEGw PRD.7EC7 BY TMG DAM COAAPLM PADJECT BY 7NG DATE: WATER PUT TO FUSE BY THG oArL,
September 30, 1993 I September 30, 1995 I FULL USE
30, 1998
PROVISIONS
Total annual withdrawal from this allocation (G1-24783) and all rights held by Renton shall not exceed 14,809
acre feet.
The amount of water granted is a maximum limit that shall not be exceeded and the water user shall be entitled
only to that amount of water within the specified limit that is beneficially used and required for the actual crop
grown on the number of acres and place of use specified.
A well log of the completed well shall be submitted by the driller to the Department of Ecology within thirty
(30) days of completion of this well. This well log shall be complete and all information concerning the static
water level in the completed well, in addition to any pump test data, shall be submitted as it is obtained.
Installation and maintenance of an access port as described in Ground Water Bulletin No. 1 is required. An
air line and gauge may be installed in addition to the access port.
All water wells constructed within the state shall meet the minimum standards for construction and maintenance
as provided under RCW 18.104 (Washington Water Wcll Construction Act of 1971) and Chapter 173-160 WAC
(Minimum Standards for Construction and Maintenance of Water Wells).
Static water level (SWL) shall be measured at least once each month. Measurements shall be taken after the
pump has been shut off and the water level in the well has been stabilized. The data shall be maintained and
made available to Ecology upon request. However, Ecology's Water Resources Section (NWRO) shall be
notified if the SWL is determined to be below the level normally recorded at that time of year.
An approved measuring device shall be installed and maintained in accordance with RCW 90.03.360, WAC 508-
64-020 through WAC 508-64-040. Meter readings shall be recorded monthly and this data shall be maintained
and be made available to the Department of Ecology upon request.
The aquifer test shall be conducted under the supervision of a professional ground water consultant. The well
shall be tested at a constant rate no less than the maximum design rate at which the well source will, pe used.
WRIS Information Bulletin 30 shall be used as a guideline for designing and conducting the aquifer test. For
water table aquifers, pumped water produced during the test shall be routed away from all wells and discharged
such that this water will not recharge the drawdown cone during the test.
Pumping during the test shall be conducted for a minimum of 24 hours, with stabilization of the pumping well
water level occurring for at least the last 4 of those hours. Stabilization is defined as a drop in water level of
less than or equal to 0.1 feet drawdown per hour during pumping. For water table (unconfined) aquifer
conditions, the test shall be conducted for 72 hours or until a minimum of 4 hours of drawdown has been
detected in an observation well, whichever is shorter.
At the completion of pumping, recovery data shall be collected from all wells until the pumped well achieves
either 95% recovery, or its water level is within 0.5 feet of static water level, whichever takes longer. The test
must be designed and conducted to determine the following:
a. The distance and time drawdown response within the producing aquifer to the proposed ground
water withdrawal. To accomplish this, an observation well completed in the same aquifer and within
a reasonable distance, shall be shut off and monitored for drawdown and recovery during the aquifer
test.
b. Aquifer transmissivity.
c. Aquifer storage coefficient or specific yield.
PERMIT -2- No. GI-24783 P
Yromions Continued
d. The effect of the proposed ground water withdrawal on existing ground w,fter and surface water
users. This shall include the potential effect of the withdrawal on local wetlands, springs, streams
and lakes.
Specifically it must be shown that the proposed ground water µithdrawal will have no effect upon
Cedar River flows.
The following outlines sampling and analysis requirements specified by the Washington State Department of
Health. This section has been included to decrease the likelihood that applicants will need to perform a second
test in order to comply with requirements of that agency.
Water samples must be collected from the well using proper sampling procedures and analyzed by a laboratory
certified by the Department of Health. A water sample shall be collected within the last 15 minutes of pumping
and analyzed for the water quality tests) outlined below, as well as any other required by the Department of
Health.
Type of system
Group A Public Water System
Group B Public Water System
Test required
Complete Inorganic Chemical
Radionuclide
Volatile Organic Chemical(VOC)
Bacteriological
Complete Inorganic Chemical
Volatile Organic Chemical(VOC)
Bacteriological
Results of these laboratory analyses should be held by the applicant until requested by the Department
of Health. Results need not be included in the completion report sent to the Department of Ecology.
When aquifer testing is complete, the data shall be analyzed and all pertinent information compiled into a
completion report submitted to the Department of Ecology, Northwest Regional Office. This report shall
address the concerns in Item 5 above and include the following:
a. A well construction report (well log) for the pumping well and all monitoring wells. This must
include the total depth and screened interval depths for all wells, as well as the pump intake depth
for the pumping well.
b. Distance, to the nearest foot, from the pumping well to each observation well and a map indicating
all well locations.
c. Copies of the field data sheets and a discussion of the methods and calculations employed during
determination of aquifer characteristics.
d. Land surface elevations for all measuring points and method used for determining
Renton shall monitor the shallow and intermediate aquifers at least monthly to determine the best approach
for maintaining Cedar River flows in the reach associated with the Maplewood Golf Course aquifers.
The USGS gage 12119000 (located in downtown Renton) shall be permanently maintained plus Renton shall
establish and permanently maintain a least two additional upstream gaging stations- one in the Narrows area
downstream of the golf course and another gaging station upstream of the influence of the Maplewood Golf
Course aquifers.
Renton shall notify the Department of Ecology NWRO Water Resources whenever a decrease in Cedar River
flows is recorded between the upstream gage and any subsequent downstream gage.
Prior to use of waters from the new wells, the gaging stations shall be in operation and an interim management
plan detailing procedures for monitoring pumping and assuring that flows in the Cedar River are not decreased
from pumping shall be submitted to NWRO Water Resources and approved.
PERMIT
•3•
No G1•?4783 P
Provisions Continued
A long term management plan shall be submitted to NWRO Water Resources after 3 years of operating under
the interim plan. The final management plan shall be approved by Water Resources prior to issuance of a
certificate of water right.
This permit is
ect to the implementation of the minimum requirements established in the Interim Guidelines
Ystcros Rcea_rdine Watcr Usr Renn't"— n _A r___
Programs, July 1990.
An estimate of water conservation savings as a percent reduction in average daily per capita consumption shall
be provided to NWRO Water Resources. This estimate of water conservation savings will be replaced by
e%idence of actual water use reduction before a final water right certificate will be issued by the Department.
A certificate of water right will not be issued until a final investigation is made. As part of the investigation
Renton shall submit collected data (as outlined in the Interim Guidelines) to this office.
This permit shall be subject to cancellation should the permittee fail to comply with develop,nent schedule and/or fail to give notice to the Department the above
of Ecology on forms provided by that Department
documenting such compliance.
Given under my hand and the seal of this office at Bellevue, if'ashington,
this 30th day of September, 1992
Department of Ecology
ENGINEERING DATA
OK� by �J
Stephen J. Hirschey, Section S pervisor, Water Resources
PERMIT
-a-
No. G1-247133 P
STATE OF WASHINGTON
DEPARTMENT OF ECOLOGY
REPORT OF EXAMINATION
TO APPROPRIATE PUBLIC WATERS OF THE STATE OF WASHINGTON
Surface Water rw D. N .W4 d F ..n s,. wwrlo,r d rJrpw „T.WNr,Owrl Ia /Y17, uq .in.nEm.ne Vw Ko.. 4 Br no" -4 MgU4 wm d
Br D.pYhn.rp d Ecab9YJ
Ground Water P..,,w M _..e_.en sr P, r , r d Cn.pw xa U— d W..Iwq,m a , GU . a .�. w.».a s ..m . e V.nA...na nyw.mr d V- D-P-W-w Of E-iM.)
T —It APPLICATION NUMBER PERMIT
January 2, 1986 G1-24783
CEMVrArE NUMBER
NAME
City of Renton Public Works Attn: Ron Olsen
ADDRESS (STREET) (CRY) (STATE) OP 00M
200 Mill Avenue South Renton Washington 98055
SOURCE PUBLIC WATERS TO BE APPROPRIATED
Well #10
TRIBUTARY OF OF SURFACE wATEFq
MAMMUM CUBIC FEET PER SECOND M"MUM GALLONS PER MINUTE
MA%IMUM ACREfEET PER YEAR
_ 1600 1792•
OLIANTRY TYPE OF USE PER,DO OF USE
Municipal Supply
'Total annual withdrawal from this allocation and all rights held by Renton shall not exceed 14,809
acre-feet.
LOCATION OF DIVEgSIONNVITHDRAWAL
t LCA.,,IDN a pvERSION-WITNDRAWAL
LOCATED WITH"
(SMALLEST LEGAL SLgpMSCM
NW'/4NW%.
LOT
BLOCK
SECTION TOWNSKP N. RANGE. (OR OR W.) W.M.
22 23 15E
OF (GIVE NAME OF PUT OR ADORIOI-0
W.RLA. COUNTY'
8 King
City of Renton Municipal Water Supply service area within Township 23 north, Range 4 and 5 east and
Township 24 north, Range 5 east along with wholesale water to LakeridgeBryn-Mawr Water District through
an intertie. Emergency interties for exchange of water exists between Renton and the following service areas:
Seattle and Kent.
REPORT OF EXAMINATION
DESCRIPTION OF PROPOSED WORKS
BEOw PROJECT BY TIM DATE: OOWPLM PROJECT BY TIMS DATE: WATER PUT TO FULL USE BY TH S DATE:
1 year from permit issuance 3 years from permit issuance I6 years from permit issuance
REPORT
BACKGROUND
The application was received on 1-2-86. It requests 1600 gpm (gallons per minute) from a well for Municipal
Supply.
Notice was published in the Valley Daily News on February 7 and 14, 1986. No protests were filed within the
30 day protest period.
The well covered by this application is known as well # 10. Renton
has submitted eight applications which are pending. This report will cover the issues involving five of the
applications dealing with wells 10, 11, 12, and 17 as they reflect similar conditions.
On March 9, 1988 Renton requested a Temporary Permit to drill and test wells located within the Maplewood
Golf Course. The Temporary Permit was issued on March 14, 1988.
During the time Renton's applications were pending evaluation, several letters of concern were received. The
following is a brief summary of the concerns:
Seattle Water Department raised questions during the environmental review process of Renton's
Water System Plan. They want to know what studies were made to show that the Maplewood Golf
Course wells were not hydraulically linked to the Cedar River and how might the wells and
delivery facilities impact Seattle's pipeline in the vicinity.
2. Sam Paffile, area developer, wants Renton to document that additional water is really needed and
that the wells will not draw from an aquifer interrelated with the Cedar River. Mr. Paffile also
wants Renton to take a serious look at conservation measures to curb additional water right
acquisitions.
3. The Muckleshoot Indian Tribe requests a thorough analysis of the interaction between the aquifer
in which the wells are developed and flows of the Cedar River. They also want to see better
conservation measures.
These issues will be addressed in detail later in the report.
Renton has complied with SEPA requirements with regard to the development of wells 10,11,12, and 17.
INVESTIGATION
A field visit was conducted on December 20, 1991 by Jerry Liszak, Regional Hydrogeologist, and Janet Jorg of
the Northwest Regional Office. Ron Olsen, Utilities Engineer for Renton, and Geof Clayton, Hydrogeologist
for Renton's consulting firm of RH2 Engineering, were present during the visit to Renton's well sites located
in the Maplewood Golf Course.
The site for well 10 is two miles east of Renton on the north side of Highway 169 (Maple Valley Rd.) in the
Maplewood Golf Course. The application identifies the well as being within the NW1/4 of section 23, township
23N, range 5E and the public notice reflects this location. During evaluation it was found that well 10 is
proposed to be in the NW1/4 of section 22. The maps and supporting data for all of Renton's applications in
the Maplewood Golf Course show well 10 in section 22. As the intent of notifying area residents of Renton's
plans to develop wells within the Maplewood Golf Course was sufficiently documented by all their applications,
requiring republication for correct location of well 10 would not serve the purpose of publication any more than
what has already been done.
REPORT OF EXAMINATION •2. No. GI.24783
Report Continued
Renton's water system provides water to an area of 16 square miles. The current system consists of 6 wells
located in the downtown area and one artesian spring. There are 5 metered interties with Seattle for emergency
supply plus emergency intertie with Kent. Renton has one wholesale customer-Lakeridge Bryn Mawr Water
District. Six reservoirs currently provide storage for Renton with another under construction.
Applications for wells 10, 11, 12, and 17 are submitted to provide better control of the water supply and more
flexibility in operating the system to meet peak demands.
Renton holds water rights totaling 14,809 acre-feet per year. The chart below itemizes the existing rights.
CERT. NO,
SOURCE
QUANTITY
CONDITIONS
S W 463
spring
1035gpm
G W 884-D
well
170gpm/273 AF
G W 886-D
well
1040gpm/1676 AF
G W 887-D
well
1040gpm/838 AF
G W 3591
well
1300gpm/2000 AF
G W 5834
well
200gpm/320 AF
G W 5835
well
1600gpm/2560 AF
G W 5836
well
1960gpm/3136 AF
total AF
supplemental
G W 5838
well
960gpm/1536 AF
total AF
supplemental
G W 6775
well
3000gpm/4839 AF
3622.5 AF
additional
1216.5 AF
supplemental
G W 6776
well
500gpm/800 AF
G1-02605C well
1050gpm/1680 AF
G1-24191C well
1300gpm/1040 AF
Including the applications currently under evaluation, Renton has the following applications pending.
FILE NO.
PRIOITY R
SOURCE
QUANTITY
G1-24781'
1-2-86
well #11
1600gpm
G1-24782'
1-2-86
well #12
1600gpm
G1-24783`
1-2-86
well #10
1600gpm
G 1-25069
8-4-87
well # 16
1600gpm
G 1-25070
8-4-87
well # 15
1600gpm
G 1-25071
8-4-87
well # 14
1600gpm
G1-25396'
2-23-89
well #11
1400gpm
G 1-25397'
2-23-89
well # 17
3000gpm
motes app icattons unC er evaluation
Regional Hydrogeologist, Jerry Liszak, reviewed data submitted by Renton's consultants, RH2 Engineers, Geo-
Engineers Inc., and Pacific Groundwater Group along with other pertinent data concerning hydrogeology of the
Maplewood Go9lf Course area. His report of findings indicate there are three aquifers identified within the
Maplewood Golf Course. A shallow or unconfined upper water table aquifer can be encountered to depths of
50 feet. Two deeper confined aquifers (known as the intermediate and the deep aquifers) occur at different
locations within the golf course but they are not superimposed over each other. The unconfined water table
REPORT OF EXAMINATION -3- No. GI.24793
Report Continued
and intermediate aquifers are separated by a leaky aquitard making the intermediate aquifer semi -confined.
The deep aquifer is encountered at the eastern end of the golf course and is a highly pressurized artesian
aquifer. Exploratory drilling and testing did not encounter the deep aquifer under the intermediate aquifer in
vicinity of well 11 or 17 or the observation well (OBW-1) nor was the intermediate aquifer encountered in the
vicinity of the deep aquifer. Wells 10 and 12 are to be developed in the intermediate aquifer also. Recorded
hydrostatic pressures of wells tapping the intermediate aquifer indicate no hydraulic connection with the deep
aquifer. Wells 11 and 17 were drilled and developed in the intermediate aquifer. Well 11 was drilled to a depth
of 345 feet and well 17 was drilled to a depth of 346 feet.
Based on the information obtained from the observation well (OBW-1) and wells 11 and 17 indicating water
is available, Renton plans to drill well 10 and 12 near OBW-1 to be developed in the intermediate aquifer for
a maximum quantity of 1600 gpm from each well. Approval of this application would carry conditions for
proper well construction and adequate testing.
Until Regional Water Plans are established as set forth by the Chelan Agreement, Ecology implemented interim
policies to address short term water needs of larger public water systems in growth areas. Therefore
applications for wells 10, 11, 12, and 17 are considered with respect to Renton's needs up to year 2000. The
long term water needs for Renton will be evaluated as part of a regional water resources planning process and
will be affected by implementation of the Growth Management Act.
To evaluate an application for water right, the applicant must provide documentation as to need and availability
of water on an instantaneous basis and demonstrate the amount of water needed on an annual basis to satisfy
all uses. Renton's Comprehensive Water System Plan (released in March 1992) addresses their need to satisfy
Department of Health(DOH) peak demand requirements. Renton shows they are 8,577 gpm short of DOH
requirements, thus the instantaneous quantities associated with wells 10, 11, 12, and 17 are requested to reduce
deficiencies. The Water System Plan doesn't address needs based on actual consumption per capita or yearly
consumption rates. By request, Renton provided water consumption figures for 1989 and 1991 which show they
used less than 8,000 af/yr (acre feet per year). The population for 1991 as reported to DOH was 35,360 and
the number of connections was 11,735.
Figuring current consumption (8000 af/yr) plus adding annual growth rate of 1.8% (from King County Annual
Growth Report for Renton area) up to the year 2000 places the annual quantity at 9088 acre-feet which is below
the yearly amount already granted by existing rights (14,809 acre-feet). Therefore the applications concerning
wells 10, 11, 12, and 17 will not be considered for any additional annual quantity. Ecology's interim policies do
allow public water systems to increase the ability and flexibility of the systems to meet demands within existing
yearly amounts for that interim period until regional water resources plans are accepted. Ecology will monitor
Renton's consumption and growth over the next six to eight years for possible adjustments through future
permitting actions.
As well 11 is recommended for a reduced quantity of 2500 gpm, the quantities considered for the applications
pertaining to well 11 are 1600 gpm for G1-24781 and 900 gpm for G1-25396. Application G1-25397 for well
17 will be considered for a reduced quantity of 1500 gpm. Application G1-24783 for well 10 is considered for
a maximum quantity of 1600 gpm and application G1-24782 for well 12 is considered for a maximum of 1600
gpm. The yearly volume that could be allocated from each application would be calculated at 70% of
continuous pumping, with the stipulation that total withdrawal from all Renton's sources could not exceed the
city's existing water right certificates (14,809 af/yr).
Ecology's interim policies also require public water systems to make the maximum use of conservation.
Renton's current conservation plan identifies a 6.5% reduction in water use with implementation of the various
components. Many measures are already in effect with the remainder scheduled for implementation within the
coming year. The conservation plan and implementation is consistent with Ecology's Interim Guidelines for
Public Water Systems. Ecology needs to monitor the effects of conservation measures on water consumption
over the next few years.
Review of office records indicates three downstream rights on the Cedar River which total 3.02 cfs (cubic feet
per second). One right was issued to Northwest Water Co. in the amount of 1.0 cfs for the community of
Kenneydale, which is now served by Renton.
Field and office investigation show no wetlands in the area that would be adversely affected by the proposed
withdrawals from well 10.
REPORT OF EXAMINATION -4- No. G1-24783
Report Continued
CONSIDERATION OF OBJECTIONS
All three proponents submitting concerns on Renton's new applications request analysis of interaction between
the Maplewood Golf Course wells and flows in the Cedar River.
The hydrogeologist's review indicates that wells 10, 11, 12, and 17 should be considered in hydraulic continuity
with the Cedar River. The wells are developed in the semi -confined intermediate aquifer and pumping from
the wells will induce leakage from the unconfined shallow aquifer. As rate of leakage has not been quantified
and the interrelationship is complex, our hydrogeologist recommends long term monitoring of the shallow and
intermediate aquifers. Renton must show that pumping the wells will not decrease Cedar River flows to be in
compliance with the intent of the Cedar-Sammamish Instream Resource Protection Program (WAC 173-508).
Renton would be required to prepare an interim management plan detailing procedures for monitoring pumping
and assuring that flows in the river are not decreased by use of wells 10, 11, 12, and 17. The plan would need
to be approved by Water Resources prior to beneficial use of water from the wells. An ongoing management
plan would be required before a certificate of water right could issue. To aid monitoring of Cedar River flows,
the USGS gage 12119000 located in downtown Renton would be permanently maintained plus Renton would
be required to establish and permanently maintain at least two additional upstream gaging stations- one in the
Narrows area downstream of the golf course and another gaging station upstream of the influence of the
Maplewood Golf Course aquifers.
A second issue raised is whether Renton really needs additional water rights. As earlier stated in the report
Renton is not currently meeting DOH peak flow requirements; therefore Renton does need additional water
rights for peak instantaneous quantities. Approval of the applications for wells 10, 11, 12, and 17 would help
Renton toward meeting DOH requirements. Renton would also have the flexibility to better manage their
entire system for peak daily demands while providing alternate sources of water should contamination occur in
the downtown well Feld. Our analysis indicates that Renton has been granted sufficient water rights in terms
of annual quantities to meet consumption demands beyond the year 2000. Consequently the applications
covering wells 10, 11, 12, and 17 are only being considered for additional instantaneous quantities and not
additional annual quantities.
A third concern involves Renton's Comprehensive Water System Plan and Conservation Plan. It is felt that
Renton is not conserving water to offset the need for additional water. Renton has provided information
showing that conservation measures have and are being implemented which will reduce but not completely
eliminate the need for additional water. The water system plan illustrates the effect of full conservation
implementation on reduction of water consumption. In evaluating the applications for wells 10, 11, 12, and 17,
instantaneous quantities and total consumption figures used to forecast Renton's needs until the year 2000 were
based on average daily demands including aggressive conservation measures. Approval of Renton's applications
would carry conditions to monitor actual consumption quantities, population, and service connections to be
analyzed prior to certificate of water right issuance for effective conservation implementation and growth
projections.
In order to approve an application for permit, the following tests must be met: water is available for
appropriation, water must be for a beneficial use, water use is not detrimental to public interest, and the use
will not adversely affect existing rights. Taking into account the concerns expressed by the City of Seattle, Mr.
Paffile, and the Muckleshoot Indian Tribe all four tests are answered in the affirmative. The quantities as
recommended in this report are adequately conditioned to assure protection of existing rights including instream
flows and to assure that the proposed use will not be detrimental to the public interest. The tests conducted
on observation wells, and wells 11 and 17, show water is available for appropriation and that the use for
municipal supply is a beneficial use.
CONCLUSION
In accordance with Section 90.03 (and 90.44 RCW), I find that there is water available for this beneficial
appropriation from the source in question and the appropriation as recommended will not impair existing rights
or be detrimental to the public welfare. Therefore, permit should issue subject to existing rights and indicated
provisions.
RECOMMENDATIONS
A permit should issue for well 10 for a maximum quantity of 1600 gpm 1792 of/yr (based on 70% continuous
pumping) and not cumulative to existing rights for municipal supply.
REPORT OF EXAMINATION S No G1.247KI
Report Continued
Total annual withdrawal from this allocation (G1-24783) and all rights held by Renton shall not exceed 14,809
acre feet.
The amount of water granted is a maximum limit that shall not be exceeded and the water user shall be entitled
only to that amount of water within the specified limit that is beneficially used and
required for the actual crop grown on the number of acres and place of use specified.
A well log of the completed well shall be submitted by the driller to the Department of Ecology within thirty
(30) days of completion of this well. This well log shall be complete and all information
concerning the static water level in the completed well, in addition to any pump test data, shall be submitted
as it is obtained.
Installation and maintenance of an access port as described in Ground Water Bulletin No. 1 is required. An
air line and gauge may
be installed in addition to the access port.
All water wells constructed within the state shall meet the minimum standards for construction and maintenance
as provided under RCW 18.104 (Washington Water Well Construction Act of 1971) and Chapter
173-160 WAC (Minimum Standards for Construction and Maintenance of Water Wells).
Static water level (SWL) shall be measured at least once each month. Measurements shall be taken after the
pump has been shut off and the water level in the well has been stabilized. The data shall be maintained and
made available to Ecology upon request. However, Ecology's Water Resources Section (NWRO) shall be
notified
if the SWL is determined to be below the level normally recorded at that time of year. See enclosed form.
An approved measuring device shall be installed and maintained in accordance with RCW 90.03.360, WAC 508-
64-020 through WAC 508-64-040 (Installation. operation and maintenance requirements attached hereto).
Meter readings shall be recorded monthly and this data shall be maintained and be made available to the
Department of
Ecology upon request. See enclosed form.
The aquifer test shall be conducted under the supervision of a professional ground water consultant. The well
shall be tested at a constant rate no less than the maximum design rate at which the well source will be used.
WRIS Information Bulletin 30 (copy enclosed) shall be used as a guideline for designing and conducting the
aquifer test. For water table aquifers, pumped water produced during the test shall be routed away from all
wells and discharged such that this water will not recharge the drawdown cone during the test.
Pumping during the test shall be conducted for a minimum of 24 hours, with stabilization of the pumping well
water level occurring for at least the last 4 of those hours. Stabilization is defined as a drop in water level of
less than or equal to 0.1 feet drawdown per hour during pumping. For water table (unconfined) aquifer
conditions, the test shall be conducted for 72 hours or until a minimum of 4 hours of drawdown has been
detected in an observation well, whichever is shorter.
At the completion of pumping, recovery data shall be collected from all wells until the pumped well achieves
either 95% recovery, or its water level is within 0.5 feet of static water level, whichever takes longer. The test
must be designed and conducted to determine the following:
a. The distance and time drawdown response within the producing aquifer to the proposed ground
water withdrawal. To accomplish this, an observation well completed in the same aquifer and
within a reasonable distance, shall be shut off and monitored for drawdown and recovery during
the aquifer test.
b. Aquifer transmissivity.
C. Aquifer storage coefficient or specific yield.
d. The effect of the proposed ground water withdrawal on existing ground water and surface water
users. This shall include the potential effect of the withdrawal on local wetlands, springs, streams
and lakes.
Specifically it must be shown that the proposed ground water withdrawal will have no effect upon
Cedar River flows.
REPORT OF EXAMINATION -6- No. Gt•247a3
Report Continued
The following outlines sampling and analysis requirements specified by the Washington State Department of
Health. This section has been included to decrease the likelihood that applicants will need to perform a second
test in order to comply with requirements of that agency.
Water samples must be collected from the well using proper sampling procedures and analyzed by a laboratory
certified by the Department of Health. A water sample shall be collected within the last 15 minutes of pumping
and analyzed for the water quality test(s) outlined below, as well as any other required by the Department of
Health.
Type of system
Group A Public Water System
Group B Public Water System
Test required
Complete Inorganic Chemical
Radionuclide
Volatile Organic Chemical(VOC)
Bacteriological
Complete Inorganic Chemical
Volatile Organic Chemical(VOC)
Bacteriological
Results of these laboratory analyses should be held by the applicant until requested by the Department
of Health. Results need not be included in the completion report sent to the Department of Ecology.
When aquifer testing is complete, the data shall be analyzed and all pertinent information compiled into a
completion report submitted to the Department of Ecology, Northwest Regional Office. This report shall
address the concerns in Item 5 above and include the following:
a. A well construction report (well log) for the pumping well and all monitoring wells. This must
include the total depth and screened interval depths for all wells, as well as the pump intake depth
for the pumping well.
b. Distance, to the nearest foot, from the pumping well to each observation well and a map indicating
all well locations.
C. Copies of the field data sheets and a discussion of the methods and calculations employed during
determination of aquifer characteristics.
d. Land surface elevations for all measuring points and method used for determining.
Renton shall monitor the shallow and intermediate aquifers at least monthly to determine the best approach
for maintaining Cedar River flows in the reach associated with the Maplewood Golf Course aquifers.
The USGS gage 12119000 (located in downtown Renton) shall be permanently maintained plus Renton shall
establish and permanently maintain a least two additional upstream gaging stations- one in the Narrows area
downstream of the golf course and another gaging station upstream of the influence of the Maplewood Golf
Course aquifers.
Renton shall notify the Department of Ecology NWRO Water Resources whenever a decrease in Cedar River
flows is recorded between the upstream gage and any subsequent downstream gage.
Prior to use of waters from the new wells, the gaging stations shall be in operation and an interim management
plan detailing procedures for monitoring pumping and assuring that flows in the Cedar River are not decreased
from pumping shall be submitted to
NWRO Water Resources and approved.
A long term management plan shall be submitted to NWRO Water Resources after 3 years of operating under
the interim plan. The final management plan shall be approved by Water Resources prior to issuance of a
certificate of water right.
This permit is subject to the implementation of the minimum requirements established in the Interim Guidelines
for Public Water Systems Regarding Water Use Reporting, Demand Forecasting
Methodology and Conservation Programs, July 1990, which are attached.
REPORT OF EXAMINATION -7. No. GI-24783
Report Continued
An estimate of water conservation savings as a percent reduction in average daily per capita consumption shall
be provided to NWRO Water Resources. This estimate of water conservation savings will be replaced by
evidence of actual water use reduction before a final water right certificate will be issued by the Department.
A certificate of water right will not be issued until a final investigation is made. As part of the investigation
Renton shall submit collected data (as outlined in the Interim Guidelines) to this office.
REPORT BY: a DATE: g ,Z
REPORT OF EXAMINATION -&- No. G1.247a3
APPENDIX B
Water Rights Permit and Report of Examination
For Production Well No. 12
DEPARTMENT OF ECOLOGY
PERMIT
TO APPROPRIATE PUBLIC WATERS OF THE STATE OF WASHINGTON
❑ Surface Water 0. d.� ti P�.bM d (YrPw 117, �. w d wuwpe� b ti W .w.roMne e.•.y, .rip n M p ��, d
�.1
� Ground Water p.. .a ti..m e. ,,. �e tiRen.brdca .P�xT. t.wdwuN�o b TK! .W. .w n. ene,ew.. ee.Ars .ro, '
PgogTY DATE APPLCAT70N NUMBER PERM" NWBER CE RIVCATE NVMBER
January 2, 1986 G 1-24782 G 1-24782 P
NAME
City of Renton Public Works Attn: Ron Olsen
ADORMS R'TTjEEn R7TYI JTATQ MP COOS)
200 Mill Avenue South Renton Washington 98055
Tilt applicant is, pursuant to the Report of Examination which has been accepted by the applicant, hereby granted a permit to appropriate
the following described public waters of the State of iVashingron, subject to eristing rights and to the limitations and provisions set out
hocirt
snur�
PUBLIC WATERS TO BE APPROPRIATED
Well #12
TR&nARY OF FF BLWFA=E wATEFq
. MAJOMW CUS C FEET PER
T FE OF USE, PEA= OF USE
MAX UW GALLONS PER
1600
MAXWuM ACR[•F[ET PER YEAR
1792•
Municipal Supply
'Total annual withdrawal from this allocation and all rights held by Renton shall not exceed 14,909
acre-feet.
LOCATION OF DIVERSIONrWITI•iDRAVlAL
.mv t LLJUTKri O' ONERSKIN wRMORAwAI
LOCATED WnT ' PMAUIST LEGAL SJB3reZj>4 SECTKJN TOWNS'.r N RANGE iL OR W.1 W M. W'.RLA CO�rrtY
SE'/. SE'/. 16 23 3 King
RECORDED PLATTED PROPERTY
LX BLOC OF w4 NAME of PLAT oR ADor"
City of Renton Municipal Water Supply service area within Township 23 north, Range 4 and 5 east and
Township 24 north, Range 5 east along with wholesale water to Lakeridge/Bryn-Mawr Water District through
an intertie. Emergency interties for exchange of water exists between Renton and the following service areas:
Seattle and Kent.
PERMIT
DESCRIPTION OF PROPOSED WORKS
BEGAN PRWECr er TM DATE: COMPLETE PROJECT BY TIQ DATE:
September 30, 1993 ISep1cmber 30, 1995
PROVISIONS
WATER PUT TO FM USE BY TN6 DATE:
September 30, 1998
Total annual withdrawal from this allocation (G1-24782) and all rights held by Renton shall not exceed 14,809
acre feet.
The amount of water granted is a maximum limit that shall not be exceeded and the water user shall be entitled
only to that amount of water within the specified limit that is beneficially used and required for the actual crop
grown on the number of acres and place of use specified.
A well log of the completed well shall be submitted by the driller to the Department of Ecology within thirty
(30) days of completion of this well. This well log shall be complete and all information concerning the static
water level in the completed well, in addition to any pump test data, shall be submitted as it is obtained.
Installation and maintenance of an access port as described in Ground Water Bulletin No. 1 is required. An
air line and gauge may be installed in addition to the access port.
All water wells constructed within the state shall meet the minimum standards for construction and maintenance
as provided under RCW 18.104 (Washington Water Well Construction Act of 1971) and Chapter 173-160 WAC
(Minimum Standards for Construction and Maintenance of Water Wells).
Static water level (SWL) shall be measured at least once each month. Measurements shall be taken after the
pump has been shut off and the water level in the well has been stabilized. The data shall be maintained and
made available to Ecology upon request. However, Ecology's Water Resources Section (NWRO) shall be
notified if the Sri L is determined to be below the level normally recorded at that time of year. form.
An approved measuring device shall be installed and maintained in accordance with RCW 90.03.360, WAC 508-
64-020 through WAC 508-64-040. Meter readings shall be recorded monthly and this data shall be maintained
and be made available to the Department of Ecology upon request.
The aquifer test shall be conducted under the supervision of a professional ground water consultant. The well
shall be tested at a constant rate no less than the maximum design rate at which the well source will be used.
WRIS Information Bulletin 30 shall be used as a guideline for designing and conducting the aquifer test. For
water table aquifers, pumped water produced during the test shall be routed away from all*wells and discharged
such that this water will not recharge the drawdown cone during the test.
Pumping during the test shall be conducted for a minimum of 24 hours, with stabilization of the pumping well
water level occurring for at least the last 4 of those hours. Stabilization is defined as a drop in water level of
less than or equal to 0.1 feet drawdowr per hour during pumping. For water table (unconfined) aquifer
conditions, the test shall be conducted for 72 hours or until a minimum of 4 hours of drawdown has been
detected in an observation well, whichever is shorter.
At the completion of pumping, recovery data shall be collected from all wells until the pumped well achieves
either 95% recovery, or its water level is within 0.5 feet of static water level, whichever takes longer. The test
must be designed and conducted to determine the following:
a. The distance and time drawdown response within the producing aquifer to the proposed groundwater
withdrawal. To accomplish this, an observation well completed in the same aquifer and within a
reasonable distance, shall be shut off and monitored for drawdown and recovery during the aquifer
test.
b. Aquifer transmissivity.
C. Aquifer storage coefficient or specific yield.
PERMIT 2
No r;L9e�F.9 P
Provisions Continued
d. The effect of the proposed ground water withdrawal on ebsting ground water and surface water users.
This shall include the potential effect of the withdrawal on local wetlands, springs, streams and lakes.
Specifically it must be shown that the proposed ground water withdrawal will have no effect upon
Cedar River flows.
The following outlines sampling and analysis requirements specified by the Washington State Department of
Health. This section has been included to decrease the likelihood that applicants will need to perform a second
test in order to comply with requirements of that agency.
Water samples must be collected, from the well using proper sampling procedures and analyzed by a laboratory
certified by the Department of Health. A water sample shall be collected within the last 15 minutes of pumping
and analyzed for the water quality test(s) outlined below, as well as any other required by the Department of
Health.
Type of system
Group A Public Water System
Group B Public Water System
Test required
Complete Inorganic Chemical
Radionuclide
Volatile Organic Chemical(VOC)
Bacteriological
Complete Inorganic Chemical
Volatile Organic Chemical(VOC)
Bacteriological
Results of these laboratory analyses should be held by the applicant until requested by the Department of
Health. Results need not be included in the completion report sent to the Department of Ecology.
When aquifer testing is complete, the data shall be analyzed and all pertinent information compiled into a
completion report submitted to the Department of Ecology, Northwest Regional Office. This report shall
address the concerns in Item 5 above and include the following:
a. A well construction report (well log) for the pumping well and all monitoring wells. This must include
the total depth and screened interval depths for all wells, as well as the pump intake depth for the
pumping well.
b. Distance, to the nearest foot, from the pumping well to each observation well and a map indicating
all well locations.
c. Copies of the field data sheets and a discussion of the methods and calculations employed during
determination of aquifer characteristics.
d. Land surface elevations for all measuring points and method used for determining.
Renton shall monitor the shallow and intermediate aquifers at least monthly to determine the best approach
for maintaining Cedar River flows in the reach associated with the Maplewood Golf Course aquifers.
The USGS gage 12119000 (located in downtown Renton) shall be permanently maintained plus Renton shall
establish and permanently maintain a least two additional upstream gaging stations- one in the Narrows area
downstream of the golf course and another gaging station upstream of the influence of the Maplewood Golf
Course aquifers.
Renton shall notify the Department of Ecology NWRO Water Resources whenever a decrease in Cedar River
flows is recorded between the upstream gage and any subsequent downstream gage.
Prior to use of waters from the new wells, the gaging stations shall be in operation and an interim management
plan detailing procedures for monitoring pumping and assuring that flows in the Cedar River are not decreased
from pumping shall be submitted to NN R0 Water Resources and approved.
A long term management plan shall be submitted to NWRO Water Resources after 3 years of operating under
the interim plan. The final management plan shall be approved by Water Resources prior to issuance of a
certificate of water right.
PERINT
Provisions Continued
This permit is subject to the implementation of the minimum requirements established in the Interim Guidelines
for Public Water S stems Re ardin \\later Use Reportin Demand Forecast Met Proerams hodolo and Conservation
July 1990.
An estimate of water conservation savings as a percent reduction in average daily per capita consumption shall
be provided to NWRO Water Resources. This estimate of water conservation savings will be replaced by
evidence of actual water use reduction before a final water right certificate will be issued by the Department.
A certificate of water right will not be issued until a final investigation is made. As pan of the investigation
Renton shall submit collected data (as outlined in the Interim Guidelines) to this office.
771 permit shall be subject to cancellation should the permittee fail to comply with the above development
schedule and/or jail to give notice to the Department of Ecology on fomu prov
such compliance. ided by that Deparrmertt documenting
Given under my hand and the seal of this office at Bellevue, Washington,
this 301h day of September, 1992.
Department of Ecology
ENGINEERING DATA
oK� b A
Stephen J. Hirschey, Section S pervisor, Water Resources
PERMIT
-t-
STATE OF WASHINGTON
DEPARTMENT OF ECOLOGY
REPORT OF EXAMINATION
TO APPROPRIATE PUBLIC WATERS OF THE STATE OF WASHINGTON
❑ Surface Water n 0. in wcwa moo. wo Mwa aw p*j0m ch&,w 117, Ld w"hwom Aar 1B17, -4 .A .dn Vy W AW ar µr p ..d mg.W6 d
GOcGr )
Ground Water p_d in --d._ wf yr p_wa chNr_ m. Lao, d WUNw t_ fa to , ww &ff 0111M1b v wM0. W sr n� and ,p�yyyp d
the av�+m d Ec IWy.l
PIaUwTT DATE APPUCATiON NUMBER - -- PERMIT NUMBER
January 2, 1986 G1-24782
CERTIFICATE NUMBER
NAME
City of Renton Public Works Attn: Ron Olsen
ADDRESS WREEn
200 Mill Avenue South Renton Washington 98055
SOURCE PUBLIC WATERS TO BE APPROPRIATED
Well #12
TRIBUTARY OF OF SURFACE WATERS)
M—LIM WBK: FEET PER SECOND MAXIMUM GALLONS PER MINUTE MAXIMUM ACRE-FEET PER YEAR
1600 1792'
OUANTRY,
OF USE. PERIOD OF USE
Municipal Supply
'Total annual withdrawal from this allocation and all rights held by Renton shall not exceed 14,809
acre-feet.
APPROXIMATE LOCATION OF DIVEiSKk+ WITHDRAWAL LOCATION OF DIVERS IONMITHDRAWAL
LOCATED WRFIW (SMALLEST LEGAL SUBDMSION) SECTXJN TOWNSwP N. RANGE, (E.OR w J W.M. WALLA COUfl1Y
SE'/, SE'/4 16 23 8 King
LOT
BLOCK
OF )GIVE NAME OF PLAT OR ADDRIOM
City of Renton Municipal Water Supply service area within Township 23 north, Range 4 and 5 east and
Township 24 north, Range 5 east along with wholesale water to Lakeridge/13ryn-Mawr Water District through
an intertie. Emergency interties for exchange of water exists between Renton and the following service areas:
Seattle and Kent.
RFPORT OF FYAMINATIf1N
DESCRIPTION OF PROPOSED WORKS
BEGIN PFICACT BY THIS DATE: COMPLETE PROJECT BY THIS DATE: WATER PLR TO FULL USE BY TDATE:
II
I year from permit issuance 3 from permit i6 years from permit issuance
REPORT
BACKGROUND
N.
The application was received on 1-2-86. It requests 1600 gpm (gallons per minute) from a well for Municipal
Supply.
Notice was published in the Valley Daily News on February 7 and 14, 1986. No protests were filed within the
30 day protest period.
The well covered by this application is known as well #12. Renton
has submitted eight applications which are pending. This report will cover the issues involving five of the
applications dealing with wells 10, 11, 12, and 17 as they reflect similar conditions.
On March 9, 1988 Renton requested a Temporary Permit to drill and test wells located within the Maplewood
Golf Course. The Temporary Permit was issued on March 14, 1988.
During the time Renton's applications were pending evaluation, several letters of concern were received. The
following is a brief summary of the concerns:
1. Seattle Water Department raised questions during the environmental review process of Renton's
Water System Plan. They want to know what studies were made to show that the Maplewood Golf
Course wells were not hydraulically linked to the Cedar River and how might the wells and delivery
facilities impact Seattle's pipeline in the vicinity.
2. Sam Paffile, area developer, wants Renton to document that additional water is really needed and
that the wells will not draw from an aquifer interrelated with the Cedar River. Mr. Paffile also
wants Renton to take a serious look at conservation measures to curb additional water right
acquisitions.
3. The Muckleshoot Indian Tribe requests a thorough analysis of the interaction between the aquifer
in which the wells are developed and flows of the Cedar River. They also want to see better
conservation measures.
These issues will be addressed in detail later in the report.
Renton has complied with SEPA requirements with regard to the development of wells 10,11,12, and 17.
INVESTIGATION
A field visit was conducted on December 20, 1991 by Jerry Liszak, Regional Hydrogeologist, and Janet Jorg of
the Northwest Regional Office. Ron Olsen, Utilities Engineer for Renton, and Geof Clayton, Hydrogeologist
for Renton's consulting firm of RH2 Engineering, were present during the visit to Renton's well sites located
in the Maplewood Golf Course.
The site for well 12 is two miles east of Renton on the north side of Highway 169 (Maple Valley Rd.) in the
Maplewood Golf Course. The well location described on the application correctly identified as being within the
SE1/4 SE1/4 of Section 16, Township 23N, Range 5E in King County.
Renton's water system provides water to an area of 16 square miles. The current system consists of 6 wells
located in the downtown area and one artesian spring. There are 5 metered interties with Seattle for emergency
supply plus emergency intertie with Kent. Renton has one wholesale customer-Lakeridge Bryn Mawr Water
District. Six reservoirs currently provide storage for Renton with another under construction.
REPORT OF EXAMINATION -2- No. Gl-24782
Report Continued
Applications for wells 10, 11, 12, and 17 are submitted to provide better control of the water supply and more
flexibility in operating the system to meet peak demands.
Renton holds water rights totaling 14,809 acre-feet per year. The chart below itemizes the existing rights.
CERT. NO.
ISOURCE
QUANTITY
CONDITIONS
S W 463
spring
1035gpm
G W 884-D
well
170gpm/273 AF
G W 886-D
well
1040gpm/1676 AF
G W 887-D
well
1040gpm/838 AF
G W 3591
well
1300gpm/2000 AF
G W 5834
well
200gpm/320 AF
G W 5835
well
1600gpm/2560 AF
G W 5836
well
1960gpm/3136 AF
total AF
supplemental
G W 5838
well
960gpm/1536 AF
total AF
supplemental
G W 6775
well
3000gpm/4839 AF
3622.5 AF
additional
1216.5 AF
supplemental
G W 6776
well
500gpm/800 AF
G1-02605C
well
1050gpm/1680 AF
G1-24191C
well
1300gpm/1040 AF
Including the applications currently under evaluation, Renton has the following applications pending.
FILE NO.
PRIORITY
I SOURCE
I QUANTITY
G1-24781'
1-2-86
well #11
1600gpm
G1-24782'
1-2-86
well #12
1600gpm
G 1-24783'
1-2-86
well # 10
1600gpm
G 1-25069
8-4-87
well # 16
1600gpm
G 1-25070
8-4-87
well # 15
1600gpm
G1-25071
8-4-87
well #14
1600gpm
GI-25396'
2-23-89
well #11
1400gpm
G1-25397`
2-23-89
well #17
3000gpm
enotes applications under evaluation
Regional Hydrogeologist, Jerry Liszak, reviewed data submitted by Renton's consultants, RH2 Engineers, Geo-
Engineers Inc., and Pacific Groundwater Group along with other pertinent data concerning hydrogeology of the
Maplewood Go9lf Course area. His report of findings indicate there are three aquifers identified within the
Maplewood Golf Course. A shallow or unconfined upper water table aquifer can be encountered to depths of
50 feet. Two deeper confined aquifers (known as the intermediate and the deep aquifers) occur at different
locations within the golf course but they are not superimposed over each other. The unconfined water table
and intermediate aquifers are separated by a leaky aquitard making the intermediate aquifer semi -confined.
The deep aquifer is encountered at the eastern end of the golf course and is a highly pressurized artesian
aquifer. Exploratory drilling and testing did not encounter the deep aquifer under the intermediate aquifer in
vicinity of well 11 or 17 or the observation well (OBW-1) nor was the intermediate aquifer encountered in the
vicinity of the deep aquifer. Wells 10 and 12 are to be developed in the intermediate aquifer also. Recorded
hydrostatic pressures of wells tapping the intermediate aquifer indicate no hydraulic connection with the deep
RFPnRT OF FXAr,AINAT1r)N v.
Report Continued
aquifer. Wells 11 and 17 were drilled and developed in the intermediate aquifer. Well 11 was drilled to a depth
of 345 feet and well 17 was drilled to a depth of 346 feet.
Based on the information obtained from the observation well (OBW-1) and wells 11 and 17 indicating water
is available, Renton plans to drill well 10 and 12 near OBW-1 to be developed in the intermediate aquifer for
a maximum quantity of 1600 gpm from each well. Approval of this application would carry conditions for
proper well construction and adequate testing.
Until Regional Water Plans are established as set forth by the Chelan Agreement, Ecology implemented interim
policies to address short term water needs of larger public water systems in growth areas. Therefore
applications for wells 10, 11, 12, and 17 are considered with respect to Renton's needs up to year 2000. The
long term water needs for Renton will be evaluated as part of a regional water resources planning process and
will be affected by implementation of the Growth Management Act.
To evaluate an application for water right, the applicant must provide documentation as to need and availability
of water on an instantaneous basis and demonstrate the amount of water needed on an annual basis to satisfy
all uses. Renton's Comprehensive Water System Plan (released in March 1992) addresses their need to satisfy
Department of Health(DOH) peak demand requirements. Renton shows they are 8,577 gpm short of DOH
requirements, thus the instantaneous quantities associated with wells 10,11, 12, and 17 are requested to reduce
deficiencies. The Water System Plan doesn't address needs based on actual consumption per capita or yearly
consumption rates. By request, Renton provided water consumption figures for 1989 and 1991 which show they
used less than 8,000 of/yr (acre feet per year). The population for 1991 as reported to DOH was 35,360 and
the number of connections was 11,735.
Figuring current consumption (8000 af/yr) plus adding annual growth rate of 1.8% (from King County Annual
Growth Report for Renton area) up to the year 2000 places the annual quantity at 9088 acre-feet which is below
the yearly amount already granted by existing rights (14,809 acre-feet). Therefore the applications concerning
wells 10, 11, 12, and 17 will not be considered for any additional annual quantity. Ecology's interim policies do
allow public water systems to increase the ability and flexibility of the systems to meet demands within existing
yearly amounts for that interim period until regional water resources plans are accepted. Ecology will monitor
Renton's consumption and growth over the next six to eight years for possible adjustments through future
permitting actions.
As well 11 is recommended for a reduced quantity of 2500 gpm, the quantities considered for the applications
pertaining to well 11 are 1600 gpm for G1-24781 and 900 gpm for G1-25396. Application G1-25397 for well
17 will he considered for a reduced quantity of 1500 gpm. Application G1-24783 for well 10 is considered for
a maximum quantity of 1600 gpm and application G1-24782 for well 12 is considered for a maximum of 1600
gpm. The yearly volume that could be allocated from each application would be calculated at 70% of
continuous pumping, with the stipulation that total withdrawal from all Renton's sources could not exceed the
city's existing water right certificates (14,809 af/yr).
Ecology's interim policies also require public water systems to make the maximum use of conservation.
Renton's current conservation plan identifies a 6.5% reduction in water use with implementation of the various
components. Many measures are already in effect with the remainder scheduled for implementation within the
coming year. The conservation plan and implementation is consistent with Ecology's Interim Guidelines for
Public Water Systems. Ecology needs to monitor the effects of conservation measures on water consumption
over the next few years.
Review of office records indicates three downstream rights on the Cedar River which total 3.02 cfs (cubic feet
per second). One right was issued to Northwest Water Co. in the amount of 1.0 cfs for the community of
Kenneydale, which is now served by Renton.
Field and office investigation show no wetlands in the area that would be adversely affected by the proposed
withdrawals from well 12.
CONSIDERATION OF OBJECTIONS
All three proponents submitting concerns on Renton's new applications request analysis of interaction between
the Maplewood Golf Course wells and flows in the Cedar River.
The hydrogeologist's review indicates that wells 10, 11, 12, and 17 should be considered in hydraulic continuity
with the Cedar River. The wells are developed in the semi -confined intermediate aquifer and pumping from
the wells will induce leakage from the unconfined shallow aquifer. As rate of leakage has not been quantified
REPORT OF EXAMINATION 4- No. GI-24782
Report Continued
and the interrelationship is complex, our hydrogeologist recommends long term monitoring of the shallow and
intermediate aquifers. Renton must show that pumping the wells will not decrease Cedar River flows to be in
compliance with the intent of the Cedar-Sammamish Instream Resource Protection Program (WAC 173-508).
Renton would be required to prepare an interim management plan detailing procedures for monitoring pumping
and assuring that flows in the river are not decreased by use of wells 10, 11, 12, and 17. The plan would need
to be approved by Water Resources prior to beneficial use of water from the wells. An ongoing management
plan would be required before a certificate of water right could issue. To aid monitoring of Cedar River flows,
the USGS gage 12119000 located in downtown Renton would be permanently maintained plus Renton would
be required to establish and permanently maintain at least two additional upstream gaging stations- one in the
Narrows area downstream of the golf course and another gaging station upstream of the influence of the
Maplewood Golf Course aquifers.
A second issue raised is whether Renton really needs additional water rights. As earlier stated in the report
Renton is not currently meeting DOH peak flow requirements; therefore Renton does need additional water
rights for peak instantaneous quantities. Approval of the applications for wells 10, 11, 12, and 17 would help
Renton toward meeting DOH requirements. Renton would also have the flexibility to better manage their
entire system for peak daily demands while providing alternate sources of water should contamination occur in
the downtown well field. Our analysis indicates that Renton has been granted sufficient water rights in terms
of annual quantities to meet consumption demands beyond the year 2000. Consequently the applications
covering wells 10, 11, 12, and 17 are only being considered for additional instantaneous quantities and not
additional annual quantities.
A third concern involves Renton's Comprehensive Water System Plan and Conservation Plan. It is felt that
Renton is not conserving water to offset the need for additional water. Renton has provided information
showing that conservation measures have and are being implemented which will reduce but not completely
eliminate the need for additional water. The water system plan illustrates the effect of full conservation
implementation on reduction of water consumption. In evaluating the applications for wells 10, 11, 12, and 17,
instantaneous quantities and total consumption figures used to forecast Renton's needs until the year 2000 were
based on average daily demands including aggressive conservation measures. Approval of Renton's applications
would carry conditions to monitor actual consumption quantities, population, and service connections to be
analyzed prior to certificate of water right issuance for effective conservation implementation and growth
projections.
In order to approve an application for permit, the following tests must be met: water is available for
appropriation, water must be for a beneficial use, water use is not detrimental to public interest, and the use
will not adversely affect existing rights. Taking into account the concerns expressed by the City of Seattle, Mr.
Paffile, and the Muckleshoot Indian Tribe all four tests are answered in the affirmative. The quantities as
recommended in this report are adequately conditioned to assure protection of existing rights including instream
flows and to assure that the proposed use will not be detrimental to the public interest. The tests conducted
on observation wells, and wells 11 and 17, show water is available for appropriation and that the use for
municipal supply is a beneficial use.
CONCLUSION
In accordance with Section 90.03 (and 90.44 RCW), I find that there is water available for this beneficial
appropriation from the source in question and the appropriation as recommended will not impair existing rights
or be detrimental to the public welfare. Therefore, permit should issue subject to existing rights and indicated
provisions.
RECOMMENDATIONS
A permit should issue for well 12 for a maximum quantity of 1600 gpm 1792 af/yr (based on 70% continuous
pumping) and not cumulative to existing rights for municipal supply.
Total annual withdrawal from this allocation (G1-24782) and all rights held by Renton shall not exceed 14,809
acre feet.
The amount of water granted is a maximum limit that shall not be exceeded and the water user shall be entitled
only to that amount of water within the specified limit that is beneficially used and
required for the actual crop grown on the number of acres and place of use specified.
A well log of the completed well shall be submitted by the driller to the Department of Ecology within thirty
(30) days of completion of this well. This well log shall be complete and all information
REPORT OF EXAMINATION -5- NO Gl-P4782
Report Continued
concerning the static water level in the completed well, in addition to any pump test data, shall be submitted
as it is obtained.
Installation and maintenance of an access port as described in Ground Water Bulletin No. 1 is required. An
air line and gauge may
be installed in addition to the access port.
All water wells constructed within the state shall meet the minimum standards for construction and maintenance
as provided under RCW 18.104 (Washington Water Well Construction Act of 1971) and Chapter
173-160 WAC (Minimum Standards for Construction and Maintenance of Water Wells).
Static water level (SWL) shall be measured at least once each month. Measurements shall be taken after the
pump has been shut off and the water level in the well has been stabilized. The data shall be maintained and
made available to Ecology upon request. However, Ecology's Water Resources Section (NWRO) shall be
notified
if the SWL is determined to be below the level normally recorded at that timc of year. See enclosed form.
An approved measuring device shall be installed and maintained in accordance with RCW 90.03.360, WAC 508-
64-020 through WAC 508-64-040 (Installation, operation and maintenance requirements attached hereto).
Meter readings shall be recorded monthly and this data shall be maintained and be made available to the
Department of Ecology upon request. See enclosed form.
The aquifer test shall be conducted under the supervision of a professional ground water consultant. The well
shall be tested at a constant rate no less than the maximum design rate at which the well source will be used.
WRIS Information Bulletin 30 (copy enclosed) shall be used as a guideline for designing and conducting the
aquifer test. For water table aquifers, pumped water produced during the test shall be routed away from all
wells and discharged such that this water will not recharge the drawdown cone during the test.
Pumping during the test shall be conducted for a minimum of 24 hours, with stabilization of the pumping well
water level occurring for at least the last 4 of those hours. Stabilization is defined as a drop in water level of
less than or equal to 0.1 feet drawdown per hour during pumping. For water table (unconfined) aquifer
conditions, the test shall be conducted for 72 hours or until a minimum of 4 hours of drawdown has been
detected in an observation well, whichever is shorter.
At the completion of pumping, recovery data shall be collected from all wells until the pumped well achieves
either 95% recovery, or its water level is within 0.5 feet of static water level, whichever takes longer. The test
must be designed and conducted to determine the following:
a. The distance and time drawdown response within the producing aquifer to the proposed ground
water withdrawal. To accomplish this, an observation well completed in the same aquifer and within
a reasonable distance, shall be shut off and monitored for drawdown and recovery during the aquifer
test.
b. Aquifer transmissivity.
C. Aquifer storage coefficient or specific yield.
d. The effect of the proposed ground water withdrawal on existing ground water and surface water
users. This shall include the potential effect of the withdrawal on local wetlands, springs, streams
and lakes.
Specifically it must be shown that the proposed ground water withdrawal will have no effect upon
Cedar River flows.
The following outlines sampling and analysis requirements specified by the Washington State Department of
Health. This section has been included to decrease the likelihood that applicants will need to perform a second
test in order to comply with requirements of that agency.
Water samples must be collected from the well using proper sampling procedures and analyzed by a laboratory
certified by the Department of Health. A water sample shall be collected within the last 15 minutes of pumping
and analyzed for the water quality test(s) outlined below, as well as any other required by the Department of
Health.
REPORT OF EXAMINATION -6- No. Gt-24782
Report Continued
Type of system
Group A Public Water System
Group B Public Water System
Test required
Complete Inorganic Chemical
Radionuclide
Volatile Organic Chemica](VOC)
Bacteriological
Complete Inorganic Chemical
Volatile Organic Chemical(VOC)
Bacteriological
Results of these laboratory analyses should be held by the applicant until requested by the Department of
Health. Results need not be included in the completion report sent to the Department of Ecology.
When aquifer testing is complete, the data shall be analyzed and all pertinent information compiled into a
completion report submitted to the Department of Ecology, Northwest Regional Office. This report shall
address the concerns in Item 5 above and include the following:
a. A well construction report (well log) for the pumping well and all monitoring wells. This must
include the total depth and screened interval depths for all wells, as well as the pump intake depth
for the pumping well.
b. Distance, to the nearest foot, from the pumping well to each observation well and a map indicating
all well locations.
C. Copies of the field data sheets and a discussion of the methods and calculations employed during
determination of aquifer characteristics.
d. Land surface elevations for all measuring points and method used for determining.
Renton shall monitor the shallow and intermediate aquifers at least monthly to determine the best approach
for maintaining Cedar River flows in the reach associated with the Maplewood Golf Course aquifers.
The USGS gage 12119000 (located in downtown Renton) shall be permanently maintained plus Renton shall
establish and permanently maintain a least two additional upstream gaging stations- one in the Narrows area
downstream of the golf course and another gaging station upstream of the influence of the Maplewood Golf
Course aquifers.
Renton shall notify the Department of Ecology NWRO Water Resources whenever a decrease in Cedar River
flows is recorded between the upstream gage and any subsequent downstream gage.
Prior to use of waters from the new wells, the gaging stations shall be in operation and an interim management
plan detailing procedures for monitoring pumping and assuring that flows in the Cedar River are not decreased
from pumping shall be submitted to
NWRO Water Resources and approved.
A long term management plan shall be submitted to NWRO Water Resources after 3 years of operating under
the interim plan. The final management plan shall be approved by Water Resources prior to issuance of a
certificate of water right.
This permit is subject to the implementation of the minimum requirements established in the Interim Guidelines
for Public Water Systems Re arding Water Use Reporting Demand Forecasting
Methodoln.a and Conservation Programs, July 1990, which are attached.
An estimate of water conservation savings as a percent reduction in average daily per capita consumption shall
be provided to NWRO Water Resources. This estimate of water conservation savings will be replaced by
evidence of actual water use reduction before a final water right certificate will be issued by the Department.
RFPORT OF FXAMINATION -7- Nn r;1.947,99
Report Continued
A certificate of water right will not be issued until a final investigation is made. As part of the investigation
Renton shall submit collected data (as outlined in the Interim Guidelines) to this office.
REPORT BY: o" DATE:
✓ 1 ` /
REPORT OF EXAMINATION -8- No. G1.24782
APPENDIX C
Maplewood Area Geologic Logs
1.
OBW-1
2.
Production
Well
11 (PW-11)
3.
Production
Well
17 (PW-17)
4.
Monitoring
Well
36 (MW-36)
5.
Monitoring
Well
37 (MW-37)
6.
Monitoring
Well
38 (MW-38)
RENTON MONITORING WELL LOG
OBW-1
DEPTH
BELOW
GEOLOGIC LOG
61
WELL CONSTRUCTION DETAILS
GROUND
rL
N
(AS BUILT)
SURFACE
(FEET)
Top of hole (to 140 feel)
LOCKABLE STCCL
portion
logged by John E. Armstrong
YONUYCNT
0
Brown to blue silty CLAY
Cloybound SAND & GRAVEL
making o little water of 22'
Sonlicry Surf ot.
1.r
WoL—Is %JJJ�j S.al
Y...... d
//
10-24-89 /2 BUCKETS
BENT ONiIE PELLETS
SAND, GRAVEL & COBBLES, water
PEA GRAVEL
2' Sch. 60 SANE PACK
50
fl..h Threod.d
PVC Pip. .Sh 1 BUCKET
SAND with Silt binder, blue-green
20 SW S.,... EENIONl1C PELLETS
PEa GRAVEL
Fine to medium SAND
I BUCKET
with Silt binder and layers of
EENIONITE PELLETS
blue-green CLAY
PEA GRAVEL
100
PEa GRAVEL
I BUCKET
e ENTCNITE PELLETS
Silty SAND with some Grovel, wood
F.A GRAVEL
(Loose), grcy, Gravelly to very Gravelly
10 1 BUCKET
SAND
11 ECKTON1IE PELLETS
150
2•
13 PCA GRAVCL
11• 2 BUCKETS
Zone of thin SILT beds
15 EEN1oN.TE PELLETS
16
17 FEa GR:vEI
i6• SANC PACK.
J
Zone with thin SILT/CLAY beds
�121
19
• 1 BUCKET
EEN10NnE PELLETS
_
P�
22 •
23•
(Loose), gray, very Sondy GRAVEL
2A.
200
to very Gravelly SAND
25 -
26
(Soft), gray, Silty CLAY / Clayey SILT
v
(Dense) gray, cobbly, gravelly SAND
with Silt and Cloybinder
2e
29
(Loose), gray, fine to medium SAND
(Heaving) Encounter numerous
'Clay balls in lower portion
250
Slightly gravelly SAND to sandy GRAVEL
(Stiff), gray, SILT and CLAY
300
Bottom of Boring at 312 feet
Completed 9-28-88
350
.,ales S.0 r w�P•.,,.. •K o .N...S.• T^
.eL•
e. er..,,•%i.w; �. rer erl. Ie•„ei.e .e. Tq
w1 .NK I:,.. •• r••r.
.: C..ie Sh. An•Ar.
P.r..e 01.w.r — 0•
JP6603 Norrmler, 1969
fipw. 3
RENTON PRODUCTION WELL LOG
PW-11
DEPTH
BELOW
GEOLOGIC LOG
a
WELL CONSTRUCTION DETAILS
GROUND
SURFACE
ti
(AS BUILT)
(FEET)
Top portion of hole (to 140 feet)
Apy.semol. G,-md
logged by Armstrong Drilling personnel
3-1- DwvM : 711 rT
0
Topsoll
/
Brown SAND do GRAVEL
0
Gray SAND do GRAVEL
I
1
O
- Smi7fary Surioc.
j v s.d
Cobbles
50
s�
Clay -bound SAND 3 GRAVEL
change to Silty, blue -gray, CLAY
100
Gray Silty, CLAY open hole
1 6-Inch
Moducibn Ce.fng
Gray, Silty CLAY
to gray, Silty, SAND
gradctional contact
150
Clean, gray, fine to medium SAND
i
-slightly Gravelly zone
z
-
3
e
(Soft), gray, CLAY
(Loose), grey, fine to medium SAND
77
wlih some slightly Gravelly and
•
coarse Sandy zones
200
Wood fragments in ballings
90
tt
tz
�— (Soft), gray, CLAY bed
i1
14
is
250
(Hard), greenish -gray, Silty CLAY
t• ;� ; �� _'
17
with trace coarse SAND
is
and fine Grovel
L :'
i�•.
�.
is
Gray, very Gravely SAND with
r;
20
thin beds of SILTJCLAY and
Gravelly SILT
21 • �; >r
zz .
z3
300
2A• 10-no 1MP. Sts..
zs S1atn1«r SN.1
-- -
_
26. S.r..n A_. My
Gray, SAND and GRAVEL with
• Told :-91h
il
Gravelly SAND layers
2-9 vs 3 1..1
(D.fdl. ai Flp un A-3)
�-
31•
Gray, Cobbly, Sandy, GRAVEL
34•
�- Sllf-bound zone I
38
34
350
_-
Gray, Gravelly SAND
r
PeoMo GL.oundlrster Group
Gray, fine to coarse SAND
Brown, Cobb!y, Gravelly, SILT
bottom of Boring of 364 r..1
C.mpl.l.d 7-7-86
f.4 s-.. 4Ab— �. ww►•w• ••� ••�•� r++w� �••/
►. rw�t rw bwl Y M r.w _' . -4 +•+i
.ter .r.• o.,..r tv.
.i 6. XC aer�W
RENTON PRODUCTION WELL LOG
PW-17
DEPTH
BELOW
GEOLOGIC LOG
d
WELL CONSTRUCTION DETAILS
GROUND
SURFACE
C
(AS BUILT)
(FEET)
Appr.alrnd. h. .vnd
0
suto.. D.vvtfon, 79 FT
Topsoil
Brown, silty SAND
e
Gray, silty, very gravelly SAND
y�
sanhary Surf —
Grey (?), cobbly, sandy GRAVEL
50
Gray, silty SAND
Gray, slightly sandy, slay CLAY
100
Gray, sandy SILT
150
Grcy, sllty, gravelly SAND
Gray, silty SAND
I Gray. sandy CLAY
200
Grey, silty, Tine to course SAND
250
J Gray, scndy SILT end CLAY wtth
J levers of silty SAND and sandy GRA`
Grey, slightly gravelly SAND
with varying amounts of cicy binder
300 _
Grcy SAND and GRAVEL (gravel
Is fine ralned
Grey, slightly gravelly SAND
`SILT
Grey, cobbly, sandy GRAVEL
sMer toward the bottom
350 Grey (?), claybound, gravelly SAND
and acndy GRAVEL
B."o of 13or1n9 ei SSS F..f
C J.i.t.d 9-15—U
:t
2•
3
4.
7.
1s
9•
:10
11 .
7712
13.
14
. 111
:18
-17
14-1—h ►1p. 31..
s,..1
4—bm r
T.tel
..t
sa.s r..t
PeoMo Cirow>drater Ororrp
ror>y " ,...ar4ry...r...+ .w...t ..,...p..,..r
►. p.a.i ed.. 6..1 Y f., d.*. ►.db..ti ..d ....r
. o..w ss n..rrr
5'
vie
RENTON MONITORING WELL LOG
REN-MW-36 S &. D
DEPTH GEOLOGIC LOG
0 Brown silty SAND
Brown silty SAND and GRAVEL
20
Brown SAND and GRAVEL
40
60 4 Brownish —gray silty fine SAND
Gray 'clean fine SAND
80
Gray silty fine SAND
100
Gray fine to medium SAND and GRAVEL
120 Gray fine to medium SAND
Gray sil;htly silty fine SAND with wood chips
140
Gray medium SAND and GRAVEL
160 Gray slightly silty to silly fine SAND, with
gravelly layers, wood chips
Gray fine to medium SAND with tree* grovel.
180 sill
Croy silty very fine to fine SAND with wood
chips
200
Gray fine to coarse SAND end GRAVEL
220 Gray silty fine to medium SAND with Croce wood
chips: occasional gravelly layers
240 Gray sll!y fine to medium SAND with occosionol
lavers of SILT or scndY SILT
260 1 Gray silty fine to medium SAND with wood chips:
occasional gravelly layers
280 Grey silty fine to coarse SAND with Croce gravel,
wood
Gray gravelly fine to coarse SAND; fnin slit beds
300 Grey siltbound GRAVEL and fine to coarse
silly SAND
Gray silly fine to medium SAND grading into
320 silty CLAY
Grey sandy silty CLAY with occosionol layers of
siltbound SAND and GRAVEL
340 7 Gray silty fine to coarse SAND and GRAVEL
Gray silty fine SAND end GRAVEL, BOULDERS
SEDRO:K
360
BOTTOM OF HOLE AT 354'
COMPLETED 08/05/91
J
MONITORING WELL CONSTRUCTION DETAIL
GROUND ELEVATION: 59.1 N.
a
u)
FLUSH MOUNTED SURFACE MONUMENT
BENTONITE SURFACE SEAL
1' DIAMER BLA K PVC
CASING SCH. 40 WITH 5'
OF 20 S OT SCR EN —
COLORADO SILICA SAND
_
f B-12
3l4' PVC TUBING (bSCH. -
o
0 aa
0 0
8 ); BOTTOM 2' SL TTED
0
pp0
0000000
2' TAILPIPE
O
0000000
-
0
0000000
0000000
O
0000000
-
0
0000
�yy
0
0
0000000
0-0-0-0
7
a
0
0000000
7
0
0000000
0
0000000
O
°00°000
0
00000o0
-
0
0000000
0
0000000
0
0000000
8' BOREHOLE
0
00°0o
0000000
o
O
O O O O
°
0000000
o
0000000
po0
PEA GRAVEL
o
O
0000000
00000
00000
BENTONITE SEAL
0
0000000
0
0000000
°
0000000
0
0000000
°
0000000
0
0000000
0
0000000
0
0000000
O
0000000
0
0000000
°0°0°0°
O
p
0000000
3/4" PVC TUBING (SCH.
80); 2' SLOTTED
°
BOTTOM
O
0 0 0 0
0000000
0
0000000
0
0000
100000000
0000000
O
0000000
I
0
0 0 00
000000
0
p
2' DIAMETER BLANK PVC a
CASING5'
°
0°0°0°o
SLOT SCREENITH
_—
�COLORADO
SILICA SAND
M 8-12
—
2' "AILPIPE —
BACKFILL/PEA GRAVEL
BENTONITE
DRIVE SHOE AND REMNANT —
8' STEEL CASING
PROJECT NAME: Renton Monitoring Well Installation
LOCATION: SE y SE %Sec. 16, 723N, R5E
WELL INDENTIFICATION NUMBER: MW-36
DATUM: NGVD 1929
DRILLING METHOD: Cable Tool
WATER LEVEL ELEVATION:
DRILLER: Richard Miller
INSTALLED:8/15/91
FIRM: Holt Drilling
DEPTH Pacific
CONSULTING FIRM: Pacific Groundwater Group, Inc.
PVC ELEV. (8/19/92) GW ELEV OW Groundwater
REPRESENTATIVE: Nancy Riccio
64.61' 13.53, 51.08' Shallow m Group I
64.64' i0.54' 54.10' Deep
RENTON MONITORING WELL LOG
REN-MW-37 S & D
DEPTH
GEOLOGIC LOG
IL
a
MONITORING WELL CONSTRUCTION DETAIL
GROUND ELEVATION: 79.8 ft.
FLUSH MOUNTED SURFACE MONUMENT
0
Gray —brown, slightly Bondy, very silibound,
GRAVEL k COBBLES
BENTONITE SURFACE SEAL
20
2' DIAM TER BLA K PVC
CASING SCH. 40 WITH 5'
OF 20 S OT SCR EN
40 7
—
COLORADO SILICA SAND
/ B-12
Red —brown, slightly sandy GRAVEL t COBBLES
60
O
O
0
3//4' PVC TUBING ((SCH.
8b); BOTTOM 2' SLOTTED
2' TAILPIPE
Gray —brown silibound GRAVEL
o O
0°0°000
0 0 0
Red —brown, slightly sandy GRAVEL R COBBLES
80
Grayish—brown/brownish—gray sandy SILT with
some thin beds of clayey SILT/silty CLAY
Grading to Grayish —brown silty fine SAND
with some Interbedded CLAY and clayey SILT
°
0
0
O
0 0 0 0
0000000
0000000
0000000
0000000
0-0-0-0
1 QQ
120
O
0
0
°
Brown silty fine SAND
0000000
0000000
0000000
0000000
Gray, slightly sandy, clayey SILT grading to
Gray sandy SILT
Grayish —brown, silty, fine to medium SAND
140
Croy, very silty, fine SAND
o
O
0
O
O
D°
B" BOREHOLE
0 0 0
0000000
0 0 o O
0000000
0000000
0000000
O o O O
O°O°0°O
Brown k Gray —brown, silty fine SAND
160
BENTONITE SEAL
0000000
0°0°0
000000 0
180 7
0
0
0
°
PEA GRAVEL
3 4' PVC TUBING SCH.
8 ); BOTTOM 2' SLOTTED
Brown, well graded, very gravelly, fine 10
coarse SAND grading to slightly gravelly SAND
0-0-0-0
Brown fine to medium SAND with chunks of
wood (Si'ty SAND bed at 190 feet)
'444411
0000000
200Gray,ire
0
0
0
0
2" DIAMTER BK PVC
CASING SCH. 80 WITH 5'
OF 20 SLOT SCR EN
o me um AN
0°0°0°o
O0o0000
0000000
Gray sandy GRAVEL h gravelly fine to medium
SAND
Gray, gravelly and very gravelly SAND do very
sandy GRAVEL
220
__
COLORACO SILICA SAND
# B-12
_
240
0
0
0
0
2' TAILPIPE
BACKFILL/PEA GRAVEL
Gray GRAVEL do fine to coarse (?) SAND
0-0-00,
0
260
280
with some Interbedded silibound layers
ouououovouou
000000 00000
0000000
00000000000
000000000000
o 0 0 0 0 0
°°°O°O°O°
0O0O0 0 0 0O
Croy, groveily, silty SAND (gravel decreasing
toward bcHom of Interval)
grave in
Gray, silty fine SAND with Interbedded SILT
Brownish —gray SILT; trace GRAVEL
O00000O08080
°00000000000
300
320
BACKFILL/PEA GRAVEL
DRIVE SHOE AND REMNANT
8' STEEL CASING
0°0°0°0°0°0°
00000000
000000000000
0 0 0 0 0 0
°0°00000000c
00000000000
0000000°O°O°
340
BOTTOM OF HOLE AT 337'
COMPLETED 11/25/91
360
PROJECT NAME: Renton Monlforing Well Installation
WELL INDENTIFICATION NUMBER: MW-37
DRILLING METHOD: Coble Tool
DRILLER: Richard "Larry' Lo Rance
FIRM: Holt Drilling
CONSULTING FIRM: Pacific Groundwater Group, Inc.
REPRESENTATIVE: Nancy Ricclo
LOCATION: NWY NWi Sec. 22, T23N, R5E
DATUM:NGVD 1929
WATER LEVEL ELEVATION:
INSTALLED:12/05/91
DEPTH
PVC ELEV. 12/05/91) CW ELEV,
85.64, 24.29' 61.35' Shallow
85.59, 23.54' 62.05' Deep
Pacific
OW Groundwater
m Group
RENTON MONITORING WELL LOG
REN-MW-38 S & D
DEPTH
GEOLOGIC LOG
J
M
a
MONITORING WELL CONSTRUCTION DETAIL
GROUND ELEVATION: 68.4 ft.
V'
FLUSH MOUNTED SURFACE MONUMENT
20
Tops Gravelly,ccbbl SAND)BENTONITE
SURFACE SEAL
2" DIAMETER BLANK PVC
CASING (SCH. 4D) WITH 5'
OF 20 SLOT SCREEN
3 4" PVC TUBING (SCH.
8 ); BOTTOM 2' SLOTTED
Brown, slightly sandy/silty GRAVEL do COBBLES
Brown, slighily silty, fine to coarse SAND 8
Brown ravel) SAND GRAVEL
Brown, slightly silty, sandy GRAVEL
40
= COLORADO SILICA SAND
B-12
2' TAILPIPE
Gray, gravelly, silty fine SAND with inferbeds
of silty CLAY; wood fragments
Gray, gravelly, silty fine SAND
60
80
100
0 opOo°
O 0000000
0 0000000
0 0000000
0 0000000
o 0000000
0 0000000
0 0000000
0 0000000
0 0 0 0
° to°o°o°o
BENTON17E SEAL
Gray, silty fine SAND with small wood chips
Gray, silty, very fine to fine SAND k inter—
bedded SILT layers. Trace wood.
Gray, silty, fine to medium SAND
Gray, slightly silty, fine to medium SAND
grading to Gray, very silly, very fine to fine
SAND
o po0o00 PEA GRAVEL
°
120
140
0000000
o 0000000
o °cocoa°
0 0000000
0 °p°papa
o 00oOo0o 8" BOREHOLE
o 0o0000
O O
0 0000000
O 0000000
Gray, slightly silty, very fine to medium coarse
SAND k well—g•cded GRAVEL/COEBLES
Gray, slightly silly, fine to coarse SAND
ray, s:ig . Iy g,Cve Iy, si ty, ine o me Ium
SAND k inierbedded cic a sand SILT
160
180
Gray, silty, fine and fine to medium SAND wAh
some GRAVEL, wcod
O 0000000
p0 °°°O°°o 3/4' PVC TUBING (SCH.
(
0° 0°p000p 80); BOTTOM 2' SLOTTED
0 0°00o°o
�o 0 0 0 2' DIAM TER 6J K PVC
�° °000°0o OAF 20SINGSLOT S RL NITH 5'
V
Gray, very silty, very fine to medium SAND;
a few SILT inferbeds
3rcy, silty, fine to medium SAND h GRAVEL
200
220
240
c
=— COLORADO SILICA SAND
—1io 0 o OI 2' TAILPIPE N B-12
o0o°o0000000
�o00000000000
hp700000000 000 EACKFILL/PEA GRAVEL
060 000 000
°O°o000o0000
DRIVE SHOE AND REMNANT
6' STEEL CASING
.a - ^
Gray, slightly silty, sandy GRAVEL
Gray, slightly silly, gravelly, fine to medium
SAND (GRAVEL increasing downward)
Gray, slightly slliy, sandy GRAVEL h grovel'
fine to medium SAD
EE ROCK
BD —,OM OF HOLE AT 239.5'
COMPLETED 09/C5/91
260
280
300
320
340
360
PRCJECT NAME: Renton Monitoring Well Irsicliction LOCATION: NE i NE i Sec. 22. 723N, R5E
WELL INDENTIFICA71ON NUMBER: VW-38 DATUM: NGVD 1929
DRILLING METHOD: Cable Tool WATER LEVEL ELEVATION: Water Level
DRILLER: Tony Fehrenbach INSTALLED:09/10/91
FIRM: Holt Drilling DEPTH Pacific
CONSULTING FIRM: Pacific Groundwater Group, Inc. PVC ELEV. (3/10/921 CW ELEV. IN Groundwater
REPRESENTATIVE: Nancy Riccio 67.71' 11.40' 56.31' Shallow
�^".� Group
67.69' 9.52, 58.17' Deep
APPENDIX D
BIBLIOGRAPHY
Production Wells 10 and 12 Well Drilling and Construction Bibliography
City of Renton - Comprehensive Water System Plan, RH2 Engineering (Draft - October, 1992)
Well Field Protection Study, CH2M Hill (August 1984).
Well Field Monitoring Study, CH2M Hill (June 1988).
Practical Guide to Groundwater Sampling, Barcelona, M.J., et al., Illinois State Water Survey (1985).
Manual of Groundwater Sampling Procedures, Scalf, M.R., et al., NWWA/EPA Series (1981).
Standard Methods for the Examination of Water and Wastewater, APHA-AWWA-WPCF, 18TH Edition
(1992).
Chemistryfor Environmental Engineering, Sawyer, C.N. and McCarty, P.L., McGraw-Hill, Third Edition
(1978).
Summary of Groundwater Modeling Efforts in Support of Renton Aquifer Management, RH2
Engineering/Pacific Groundwater Group (1989).
Technical Memorandum to City of Renton on Deep Exploratory Well Drilling Program, Golder Associates,
Inc. (1990).
Final Hydrogeologic Report - Maplewood Production Wells PW-11 and PW-17, Pacific Groundwater
Group (1990)
Geologic Map of the Renton Quadrangle, King County Washington, Mullineaux, D.R.(1965a)
Geologic Map of the Auburn Quadrangle, King County Washington, Mullineaux, D.R.(1965b)
Geologic Map of the Black Diamond Quadrangle, King County Washington, Mullineaux, D.R.(1965c)
Geology of the Renton, Auburn, and Black Diamond Quadrangle, King County Washington, Mullineaux,
D.R. (1970)
Geology and Coal resources of the Cumberland, Hobart and Maplewood Valley Quadrangles, King
County Washington, Vine, J.D. (1969)
Work Plan for the Monitoring Well Installation Project, RH2 Engineering, P.S. (March 1991).
City of Renton Drinking Water Qualiry Study, Economic and Engineering Services, Inc. (June 1992).
Progress Report No. 1 Geotechnical Engineering Services Pipeline Leak Abatement, Maplewood
Neighborhood, Renton, Washington, for Olympic Pipeline Company, GeoEngineers Incorporated (1986).
Production Wells 10 and 12 D-1 REN,192-058\APPEND D
Bibliography March 24, 1993
Technical Memorandum to City of Renton on Deep Exploratory Well Drilling Program Task 3
Construction of the Deep Exploratory Well and Aquifer Testing, for City of Renton, Golder Associates
Inc., (April 30, 1991).
Replacement Production Wells RIV-1, RW-2, and RW-3, Ciry of Renton, Washington, J-1667, Hart
Crowser, Inc., (July 14, 1987b).
Monitoring Well Installation Project Report, RH2 Engineering and Pacific Groundwater Group (Draft -
March, 1993).
Groundwater Hydraulics, U.S. Geological Survey Professional Paper 708, Lohman, S.W., (1979).
Produclion Wells 10 and 12 D-2 REM192-0581APPEND D
Bibliography March 24. 1993
APPENDIX E
AGREEMENT AS TO RIGHTS AND DUTIES
RE: MAPLEWOOD GOLF COURSE PROPERTY
CAG 082-85
AGREEMENT AS TO RIGHTS AND DUTIES
RE: MAPLEWOOD GOLF COURSE PROPERTY
This Agreement is made and entered into between the City of
Renton as a municipal corporation, acting for the City General Fund,
the Renton Parks Department, acting by and through the City of
Renton and the Park Board, acting for the Golf Course Enterprise
Fund, and the City of Renton Waterworks Utility, a separate
operating fund of the City of Renton.
1. Purchase of Property: The City of Renton had the
opportunity to purchase the entire property of Maplewood Golf
Course. The City Council approved councilmanic bonds in the amount
of Four Million Two Hundred Thousand Dollars ($4,200,000.00) for the
purchase of the property. Said bonds will be retired over an
extended period of time.
2. Utility Participation: The Waterworks Utility of the
City of Renton, as a separate fund, agrees to fund twenty percent
(20%) of the payments to retire the debt in exchange for certain
rights on, across, under and through the Maplewood Golf Course
property for the purpose of well -field protection, the right to
drill wells, the right to extend utility easements, the right to
locate wells and maintain them, for drainage and for access and
utility corridors for sewage, water and drainage utilities. The
Utility shall gain no ownership rights hereunder as a part of the
regular operating cost of the Utility except easements. A portion
of the purpose for this Agreement is to establish and define the
rights purchased by the Waterworks Utility, as a separate fund of
AGREEMENT AS TO RIGHTS AND DUTIES
RE: MAPLEWOOD GOLF COURSE PROPERTY
PAGE 1
the City of Renton, and to impose restrictive covenants on the
property to protect such interest.
3• PORTIONS FOR SALE: It is understood between all parties
that a certain portion of the property, not utilized for the golf
course, and not necessary for the uses of the Waterworks Utility
can be sold. The sale of the property is anticipated as a source of
funds which together with the couneilmanic bonds will be used to
redeem the 1985 bond anticipation notes. Those portions of the
property that will be offered for sale are designated on Exhibit "A"
to this Agreement. The boundary lines of the areas designated are
not intended to be exact, but to indicate only the general area that
will be offered for sale. It is anticipated that prior to sale that
restrictive covenants will be placed on the land to protect the golf
course and the water shed and well -field protection area. It is
planned that utilities, particularly sewage water and drainage will
be installed prior to the sale of these parcels of land and that
restrictive covenants will limit development in such a fashion as to
not endanger the other uses of this property.
To the extent funds are received from the sale of the
Property, those funds shall be used to retire the 1985 bond
anticipation notes. The debt of the Waterworks Utility and its
obligation to pay thereunder shall likewise be proportionately
reduced 20% by the receipt of any such funds from the sale of any
property hereunder.
4. Restrictive Covenant Re: Well -field Protection: The
property, upon which this restrictive covenant is imposed, is
legally described in Exhibit "B", attached hereto and incorporated
AGREEMENT AS TO RIGHTS AND DUTIES
RE: MAPLEWOOD GOLF COURSE PROPERTY
PAGE 2
by reference as if fully set forth. All of this property has
imposed upon it a restriction on development, use and maintenance
that would prohibit any development or use that would endanger,
unreasonably, the well -field protection area composed of the
Maplewood Golf Course proper and all low lands associated therewith.
No use will be permitted which will permit the unreasonable
escapement of pollutants or contaminants, or which will unreasonably
endanger the well -field.
Any use of this property must be approved by the City of
Renton, under City, DSHS, DOE and other applicable governmental
regulations and standards.
5. Well Easements: An easement is granted to the City of
Renton Waterworks Utility to drill wells, to maintain wells,
well -houses, the accoutrements, couplings, pipes, transmission
lines, pumps and other necessary portions of a production water
well. This easement is granted across the entirety of the property
described in Exhibit "B". The Waterworks Utility agrees that it
shall locate its wells, pumps, pump houses, lines and other
accoutrements in such a fashion as to not interfere with the
continued use of this property as a golf course, as presently
constituted, or as redesigned. The Waterworks Utility agrees that
it will utilize, wherever practicable, all means of drilling
construction and maintenance sufficient to minimize conflict between
the use of the property as wells and wells sites, and the use as a
golf course. To the extent possible, so as to not interfere with
the use as a golf course, the Waterworks Utility will include its
above ground equipment and structures in those areas not
AGREEMENT AS TO RIGHTS AND DUTIES
RE: MAPLEWOOD GOLF COURSE PROPERTY
PAGE 3
specifically used for golf course play, and where practicable, when
the area is necessary for golf course play, will install its
necessary structures and equipment in such a manner as to avoid
interference with the golf course if such installations would not
result in extraordinary expenditures. The Waterworks Utility also
agrees, after installation, construction, maintenance or repair of
any of its utility equipment or structures to return the golf course
property to the condition it was found in prior to such activities.
6. Utility Easements: The Waterworks Utility is granted an
easement across all of the property described in Exhibit "B" for the
purpose of installing extending, improving, repairing and
maintaining water, sewage and drainage utilities. To the greatest
extent possible, the Waterworks Utility will establish easement
corridors that will not interfere with the use of the property as a
golf course. To the extent possible, the Waterworks Utility will
agree to locate utilities along roads or other natural passage ways.
When it is necessary to construct utility lines, pipes or other
utility equipment, the Waterworks Utility agrees to do so in the
manner that will practically interfere with the use of the golf
course as little as possible. The Waterworks Utility also agrees,
after installation, construction, maintenance or repair of any of
its utility equipment or structures to return the golf course
property to the condition it was found in prior to such activities.
DATED: November /� , 1985.
ATTEST:
Maxine E. Motor, City Clerk
AGREEMENT AS TO RIGHTS AND DUTIES
RE: MAPLEWOOD GOLF COURSE PROPERTY
PAGE 4
APPROVED BY THE MAYOR this �a day of �j 1985.
Barbara Shinpoch, Mayor
By
President
The Renton Park Board
BY
City of Renton
Waterworks Utility
AGREEMENT AS TO RIGHTS AND DUTIES
RE: MAPLEWOOD GOLF COURSE PROPERTY
PAGE 5
STATE OF WASHINGTON )
ss.
County of KING )
On thi // r/ day of %�it��c�-vim 1985, before me personally appeared
who executed the foregoing instrument, and
acknowle ged said instru nt to be the free and voluntary act and deed of said
person(s) for the uses and purposes therein mentioned.
IN WITNESS WHEREOF, I have hereunto set my hand and affixed my official
seal the day and year first above written.
STATE OF WASHINGTON )
SS.
County of KING )
Notary Public in an �forhe to a of
Washington, residing at Renton
On this 5/zh day of /t/ = M dt2 1985, before me personally appeared
/ClyfZD C. NOuCrtToV who executed the foregoing instrument, and
acknowledged said instrument to be the free and voluntary act and deed of said
person(s) for the uses and purposes therein mentioned.
IN WITNESS WHEREOF, I have hereunto set my hand and affixed my official
seal the day and year first above written.
��.
Notary Public in and for the State of
Washington, residing at Renton,-c,7-
EXHIBIT "A"
Portions for Sale
Portions of the North half of Southeast quarter of the southeast quarter
of Section 16, Twp. 23 North, Range 5 East, W.M., King County, Washington.
Parcel II
Portions of the Northeast quarter of the Northeast quarter of the Northwest
quarter of Section 22, Township 23 North, Range 5 East, W.M., King County
Washington, less roads.
EXHIBIT "B"
MAPLEWOOD GOLF & COUNTRY CLUB
LEGAL DESCRIPTION
f Mgm.
The southwest quarter of the southwest quarter of the southwest quarter of
Section 15, Township 23 North, Range 5 East, W.M., in King County, Washington.
Except that portion lying within the following described tract:
Commencing at the northwest corner of Section 22, Township 23 North, Range 5
east, W.M., in King County, Washington; thence south 87059t20" east 147 feet to
then point of beginning; thence north 27°37150" east 72.02 feet; thence south
57 47110" east 129.38 feet; thence south 27037150" west 136.17 feet; thence
north 57047110" west 118 feet, more or less, to the centerline of existing
creek; thence northerly along the centerline of said creek 85 feet, more or
less, to a point which bears north 57047110" west from the point of beginning;
thence south 57047110" east 23 feet, more or less, to the point of beginning.
PARCEL B:
That portion of Government Lot 6, Section 16, Township 23 north, range 5 east,
W.M., in King County, Washington, lying northeasterly of the northeasterly line
of the plat of Maplewood Division No. 2, according to the plat recorded in
Volume 39 of Plats, Page 39, in King County, Washington, as extended northwes-
terly across the right-of-way of the Defense Plant Corporation as indicated by
dotted lines on the plat of Maplewood Div. No. 2, and southeasterly of the
northwesterly line of Defense Plat Corporation right-of-way; ALSO
The southeast quarter of the southeast quarter of Section 16, Township 23
North, Range 5 East, W.M., in King County, Washington;
Except that portion platted as Maplewood Div. No. 2, according to the plat
recorded in Volume 39 of Plats, Page 39, in King County, Washington.
PARCEL C:
That portion of Government Lot I, Section 21, Township 23 North, Range 5 East,
W.M. in King County, Washington, lying northerly of State Highway No. 5;
Except that portion platted as Maplewood Div. No. 2, according to the plat
recorded in Volume 39 of Plats, Page 39, In King County, Washington.
PARCEL D:
That portion of the northwest quarter of the northwest quarter and of
Government Lot 10 in Section 22, Township 23 North, Range 5 East, W.M., in King
County, Washington lying northerly of State Highway No. 5 and lying northerly
of the Pacific Coast Coal Railroad right-of-way;
EXHIBIT "B"
MAPLEWOOD GOLF b COUNTRY CLUB
LEGAL DESCRIPTION
Page Two
Together with that portion of County Road No. 1140, vacated by order entered
October 16, 1939 in Volume 38 of Commissioner's Records, page 6;
Except that portion thereof described as follows:
Commencing at the northwest corner of Section 22, Township 23 north, range 5
east, W.M., in King County, Washington; thence South 87059120/1 east 147 feet to
then point of beginning; thence north 27°3715011 east 72.02 feet; thence south
57 47110" east 129.38 feet; thence south 27037150/1 west 136.17 feet; thence
north 57047110/1 west 118 feet, more or less, to the centerline of existing
creek; thence northerly along the centerline of said creek 85 feet, more or
less to a point which bears north 57047110/1 west from the point of beginning;
thence south 5704711011 east 23 feet, more or less, to the point of beginning.
f7L'% M
Government Lot 6 of Section 22, Township 23 north, range 5 east, W.M., in King
County, Washington;
Except that portion thereof described as follows:
Beginning at the north quarter corner of said section; thence south 1008121/1
west along the north and south centerline of said Section 30.00 feet; thence
north 87 59120" west 150.51 feet to the beginning of a curve to the right with
a radius of 330.00 feet; thence westerly along said curve through a central
angle of 2403711211 an arc distance of 141.80 feet to intersect the north line
of section; thence south 87059120/1 east 287.53 feet to the point of beginning.
PARCEL F:
South half of the south half of the northwest quarter of the southwest quarter
of the southwest quarter of Section 15, Township 23 North, Range 5 East, W.M.,
in King County, Washington.
SUBJECT TO:
1. Rights claimed under deeds recorded under King County
Recording Nos. 3413714 and 4660;
2. Easements records under King County Recording Nos.
1971852, 3332114, 4427279, 4427281, 5743790, 5275717,
5155315, 5913518, 7609030618, 7703030695, 7305100471,
7703030696 and 7809071072 and 7809071068;
3. Easements established by proceedings in King County
Superior Court Case Nos. 486190, 499210 and 748;
4. Reservations contained in instrument recorded under
King County Recording No. 241250.
EXHIBIT "B"
MAPLEWOOD GOLF & COUNTRY CLUB
LEGAL DESCRIPTION
Page Three
5. Questions that may arise due to the shifting or
change in the course of the Cedar River or the
unnamed creek on the premises, or right of the State
of Washington in and to that portion of the premises,
if any, lying In the old and new beds of the Cedar
River;
6. Agreement recorded under King County Recording No.
7502140608.
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REVISION DATE- AUGUST 19, 1993
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