noble report
ROBINSON & NOBLE, INCORPORATEO
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FEASIBILITY OF A MAJOR
GROUND WATER SUPPLY
WEST OF YELM
By John B. Noble
May, 1991
FEASIBILITY OF A MAJOR
GROUND WATER SUPPLY
WEST OF YELM
May, 1991
Introduction and Summary
I was requested by Dennis T. Su of Land Use & Devel-
opment Consultation, a division of Kramer, Chin & Mayo, to
contribute hydrogeological information to the enviromental
checklist concerning a proposed annexation to the City of
Yelm. The area considered for annexation is approximately
three square miles west of Yelm.
The study I performed consisted of a review and
assessment of existing well and geologic data and a field
reconnaissance around the proposed annexation area.
It is my opinion that major new water supplies can be
developed, but the area has limited valid information from
actual wells. On the Yelm prairie there is a shallow
aquifer with proven potential but subject to surface con-
tamination. Areas to the west have a likely potential for
ground water but exploration drilling is required for
verification.
Records of Wells
There are scores of individual well records within
two miles west and south of Yelm. The records are from
two sources. The older source is published in State Water
Supply Bulletin 10, Volume 1 (1961). The later source is
from the Dept. of Ecology well log files of Water Well
Reports filed by drillers. Of the records reviewed nearly
all reference 6-inch wells drilled for domestic use.
These wells are only minimally completed, developed and
tested. They generally serve the needs of their owners
but their data is not reliable to interpret if large water
-1-
supplies could be present. The records show 19 wells
where major production has been proven or is probable.
None of these 19 is in the western annexation segment of
Section 26, 27, or 28.
The 19 wells with the most meaningful information are
listed on Table 1. Locations are on Figure I. None was
field checked and, in the case of DOE records, the loca-
tions are subject to reporting errors by the drillers.
The nomenclature of the Table 1 columns are as here noted.
Local t The section number in T17N/RIE (except
for the final well) followed by the letter
designator for the 1/16th section as used by
USGS. Thus, 24P is in Section 24, subsec-
tion "P" which is the SE 1/4 of SW 1/4.
Owner Name on the report
Dimensions Diameter of well in inches and depths
in feet.
Open interval Perforated or screened interval in
feet below top of well. A single depth
reported implies an open bottom well not
otherwise screened or perforated.
SWL Static water level, feet below top of well.
Q/s Discharge in gpm (Q) and drawdown in feet
( s ) .
Method Pumped or bailed to determine Q/s. (Bail-
ing is subject to major inaccuracy).
-2-
PY Potential Yield. This is a theoretical yield
in gpm determined by factoring 2/3 of the
distance between SWL and top of the well's
open interval with the well's Q/s. As an
example, Well 24Ll was pumped at 360 gpm
with 5 feet drawdown (Q/s = 360/5 = 72).
The SWL is 14 feet and the top of the perfo-
rations are at 22 feet. Total drawdown dis-
tance is 22 - 14 = 8; 2/3 x 8 = 5.33. 72 x
5.33 = 384 gpm. The PY provides a degree of
comparison between wells but does not mean
that the particular well of record is actu-
ally capable of pumping that quantity.
Regime OWP = Outwash plain of the Yelm Prairie.
TMU = Till and morainal upland. See below
for further regime discussion.
Source DOE = State well record. Bulletin IO
State Water Supply Bulletin 10, Volume I,
1961.
-3-
TABLE 1 -- RECORDS OF SELECTED WELLS WEST OF YELM
LOCAL f OWNER DIMENSIONS OPEN INT. SWL Q/S METHOD PY REGIME SOURCE
(See text for column description)
T17N/RIE
24B1 LEWIS 12 x 99 85-93 34 165/6 PUMPED 935 OWP BULLETIN 10
24Ll SIMMONS 12 x 275 22-257 14 360/5 PUMPED 384 OWP BULLETIN 10
24P DRAGT 8 x 80 75-80 20 100/10 BAILED 367 OWP DOE
24Q NISQUALLY
GOLF COURSE 16 x 95 80-95 35 790/2.5 PUMPED 1000+ OWP DOE
25G BANKS 6 x 72 72 52 30/6 BAILED 67 OWP DOE
25H DOTSON 8 x 97 97 21 60/15 BAILED 203 TMU DOE
25J1 SIAS 72" x 8' 8 3 83/0.8 PUMPED 345 OWP BULLETIN 10
25K MERZ 6 x 163 163 72 40/20 BAILED 121 TMU DOE
25K PHILLIPS 6 x 75 75 58 15/1 BAILED 170 TMU DOE
25K FRAISSINET 6 x 83 83 55 20/5 BAILED 75 TMU DOE
34L CRAIG 6 x 196 196 180 20/6 BAILED 35 TMU DOE
34L2 HENSLEY 10 x 285 159-284 150 250/5 PUMPED 300+ TMU BULLETIN 10
34QorR MOES 8 x 181 181 135 60/20 BAILED 92 TMU DOE
35H HAMLING 6 x 59 59 34 45/2 BAILED 375 TMU DOE
35M CHERRY LN 2 8 x 100 100 58 60/5 BAILED 336 TMU DOE
35M CHERRY LN 1 6 x 100 100 72 20/1 BAILED 373 TMU DOE
35M McCOSHUM 6 x 140 140 110 20/1 BAILED 400 TMU DOE
36C SHAW 8 x 80 80 53 20/3 BAILED 120 TMU DOE
T17N/R2E
19N YELM 12 12 x 61 52-61 25 1250/5.2 PUMPED 1000+ OWP BULLETIN 10
fIGURE 1
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Ground Water Occurrence
There are two general geologic regimes with differing
ground water potential. These are here designated as (1)
outwash plain of the Yelm prairie (OWP) and (2) till and
morainal upland (TMU).
Wells of the OWP are typically shallow. They tap the
youngest, Vashon, glacial deposits. The Yelm City wells
and the Nisqually Golf Course well are examples of the
best. Some wells (as Simmons, 24Ll) have been drilled
deeper than the main aquifer but have been opened up to
the shallow zone, possibly because deeper zones were not
productive. Water levels are shallow and potential yield
can be very high. An abundant natural recharge contrib-
utes to the OWP from direct rainfall and from throughflow
from the west.
The aquifer has only minimal surface protection from
potential contamination. Gene Borges, Yelm's public works
director, informed me that nitrate content, an indicator
of surface contamination, has risen from 2.8 mgll in win-
ter 1979 to 5.2 mgll in winter, 1989. (The State limit
for nitrate is 10 mg/l.) The increase could result from
an increased population in the unsewered Yelm urban area.
Dairy cows also generate major amounts of nitrate that can
reach the ground water.
The till/morainal upland rises above the Yelm prairie
on the south and west. The majority of the potential
annexation is in this regime. The morainal portion is
identified by the complex, hummocky topography typified in
Section 27. This "kame-kettle complex results from gla-
cial deposition around stagnent ice with consequent slump-
-4-
ing of the deposits as the ice melted. The residual
kettles are closed depressions that are generally dry,
implying that rainfall recharge readily permeates the
surface and does not run off as overland streams.
Wells that are drilled in the TMU show potential
yields up to 400 gpm. Depths are variable with the deep-
est of record (34L2) be~ng 285 feet deep. Static water
level elevations are believed to be fairly consistent at
an elevation range of 350 to 400 feet. (Water level ele-
vation at Yelm is about 340 feet).
There appears to have been no planned or consistent
effort to complete major wells in the TMU. From the lim-
ited available data it appears that achieving 500 gpm or
more from single wells in that regime should be feasible.
Such a well would be carefully designed and developed to
maximize production from the most promising zones. Depths
to at least 400 feet should be considered.
Opinions & Conclusions
The Yelm area has a major ground water resource. The
major wells proven to date are limited to the shallow,
Vashon age outwash gravels of the Yelm Prairie. This
resource should not be discounted but it is vulnerable to
contamination. Elevated nitrate concentration documents
some degree of contamination.
The proposed annexation area is west of Yelm. Much
of that area has no meaningful well records. However, the
geology and topography is such that the area receives
virtually all local recharge and rejects very little as
-5-
surface runoff. It is this area, particularly in Section
27, that a source of uncontaminated ground water is likely
to be found. At best, a successful source found in that
area would not only serve the new addition, it could sup-
plement or replace the original City supply.
Assuming that water levels are at elevation 375, any
exploration well should be targeted for a bottom depth at
elevation 75 to achieve considerable penetration of poten-
tial aquifers. Shallower completion would be done if a
major aquifer was encountered above target depth. A
single "dry" well should not cancel an exploration project
-- at least three wells should be considered across a
selected area. The morainal area is strewn with boulders
at surface. Boulders would be anticipated at depth. For
this reason exploration holes may best be done with air
rotary methods which can drill through boulders better
than other methods.
Respectfully submitted,
ROBINSON & NOBLE, INC.
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John B. Noble
Principal Hydrogeologist
-6-
PRELIMlNARY GROUND WATER
EXPWRATION FOR THURSTON
IDGHLANDS ASSOCIATES
January, 1995
CONTENTS
Page
Introduction and Summary .
Individual Test Wells. .
North Test Well .
West Test Well .
South Test Well .
1
2
2
4
5
7
8
Hydrogeology. . .
Recommendations .
Figures
Site location map
Geologic logs
2A North test well
2B West test well
2C South test well
1
North test well
3 Drawdown
4 Recovery
West test well
5 Drawdown
6 Recovery
South test well
7 Drawdown
8 Recovery
Appendix
Water Management Laboratories water quality results
PRELIMINARY GROUND WATER
EXPLORATION FOR THURSTON
HIGHLANDS ASSOCIATES
January, 1994
INTRODUCTION AND SUMMARY
We were authorized by Dennis Su of Thurston Highlands Associates (THA) to provide a test
drilling program to explore for a ground water supply. The exploration area is on the morainal
upland west ofYelm, and was concentrated in Section 27, T 17 N, R 1 E. The completed THA
project would serve a large number of homes and irrigate two golf courses. The water would
ultimately be served by the City of Yelm from wells on THA property.
The initial test drilling at the Thurston Highlands is completed. Three 8-inch test wells were
drilled to depths of 250 to 289 feet. Each well was tested by perforating the casing, surge
development and pumping. The West Test Well is the only site that shows promise and although
it was only pumped at 160 gpm, it has a potential yield of 500 to 1000 gpm. The water quality
is good. The drilling and testing is further described in detail for each well.
All wells penetrated a thin mantle of bouldery material deposited as a terminal moraine of the
Vashon Glacier. This morainal deposit was considerably thinner than expected. Below the
bouldery deposit was found a sequence of sands, silty sands, and gravelly sands that are
attributed to the Vashon Advance Outwash, and are river sediments as opposed to the direct
glacial waste of the moraine. These fmer grained sediments were essentially dry through their
entire thickness. Yet deeper was found a more complex assortment of alternately "clean" and
"dirty" sands and gravels. These are relatively ancient, pre-Vashon deposits, and constitute the
shallow aquifer that was tested.
The aquifer found in these tests is not the same system that serves the Yelm city wells. That
Robinson & Noble, Inc.
Page 2
system is near surface and consists of Vashon Recessional Outwash. Deeper wells in the Yelm
area may tap deposits of the same genesis as at the THA wells. These older deposits at Yelm
are not known to yield very large amounts of water to wells.
The tests did show a completely unexpected set of water levels. A very well documented study
of the Yelm area (Mundorff) shows water levels trending northerly across Yelm Prairie to the
Nisqually River. The water table falls from elevation 350 feet to 300 feet along a two-mile
transect with Yelm at the center. The THA wells, 2.5 miles west of Yelm, were expected to
have water levels at elevations around 400 feet and a gradient toward Yelm Prairie. Instead,
the water levels range from elevation 293 feet to 220 feet, with a gradient toward the northwest,
away from the nearby Nisqually River and generally toward McAllister Springs which serves
Olympia. This situation describes an aquifer system that is distinctly different from Yelm's.
Somewhere, between the THA wells and the Yelm wells, there is a major ground water divide.
The unexpected deep water levels at THA also imply the presence of a very prolific aquifer that
serves as a highly transmissive buried drainage. Further work is needed to test this hypothesis,
and the West Test Well location is the recommended starting area.
INDIVIDUAL TEST WELLS
North Test Well
The North Test Well (NTW) location is shown on Figure 1. The elevation at this site is 438
feet. On November 11, 1994, the air rotary drill crew from Holt Drilling of Puyallup were
directed to this site. Drilling began in loose bouldery gravel that alternated with sequences of
fine brown sand. At 186 feet a gray silty clay and gravel unit was present that was water
bearing. The rotary drill uses compressed air to clear cuttings and will produce water when a
prolific aquifer is encountered. At this well there was never more than 20 gpm produced during
Robinson & Noble, Inc.
Page 3
the drilling. Drilling stopped at 240 feet with no improvement in water production and an
increase in silt matrix. On November 28, 1994 a cable-tool drilling machine from Holt Drilling
arrived on the site and continued drilling to 251 feet. The formation samples obtained from this
drilling technique are more representative of actual subsurface conditions. There was no
improvement in the water bearing qualities of the formations penetrated at this depth and the
crew was instructed to perforate the casing from 195 to 220 feet. This was accomplished using
a Mills knife perforator. The geologic log and construction details are shown on Figure 2A.
All of the wells were subjected to a gamma ray survey. This device responds to natural gamma
ray emissions that commonly are higher in clays and lower emissions are associated with clean,
water-bearing gravel. The survey results are shown on Figure 2B.
After the casing was perforated, surge tools were run to develop out fine materials prior to pump
testing. A short bailer test was then done at 40 gpm with 10 feet of drawdown from the static
level of 184.2 feet. This indicated a possible pumping rate of 100 gpm. On December 5, 1994
a pump was installed for testing. The pump was operated at rates up to 40 gpm to clear the
water of turbidity and some sand. A short test was done at 43 gpm and after 60 minutes the rate
had to be reduced to 27 gpm to maintain water over the pump inlet. After the pump was
stopped, the water level recovered to within one foot of the static level after one hour. The test
results are depicted graphically on Figures 3 and 4.
During the testing, the water did not become clear and the temperature was 52 degrees. A
sample was filtered and an analysis was done in our laboratory with the following results:
Specific Conductivity
Turbidity (f1ltered)
pH
Total Hardness
145 umhos/cm
1.5NTU
7.2
45 mg/l
Robinson & Noble, Inc.
Page 4
Bicarbonate Alkalinity
Chloride
Iron
Manganese
Nitrate
60 mg!l
< 5 mg!l
< 1 mg!l
0.2 mg!l
0.01 mg!l
The water has elevated concentrations of manganese that may be less after the turbidity becomes
lower than 1 NTU. The maximum concentration limit for manganese is 0.05 mg!I. The
turbidity would probably clear after extended pumping at a low rate of 20 to 30 gpm.
West Test Well
On November 17, 1994 the rotary crew began drilling at the West Test Well (W1W) site. The
elevation of this site is 411 feet and the location is depicted on Figure 1. The formations
penetrated were similar to those at the NTW, consisting of mostly dry gravel with minor sand
layers. Below 228 feet considerable water was encountered and the drill discharge was
producing an estimated 200 gpm. At 289 feet a large boulder bent the drive shoe and drilling
was stopped. The gamma ray survey was accomplished and the rotary crew moved off the site
to the South Test Well. On December 2, 1994 the cable-tool crew set up on the site and began
to perforate the casing from 230 to 245 feet and 265 to 285 feet. After the casing was
perforated, surge tools were run to develop the well for testing. Approximately eight hours were
spent on surging and bailing in the perforated areas. A bailer test was accomplished at 35 gpm
and no measurable drawdown was observed. Figure 2B is the geologic log and construction
details.
On December 14, 1994 a pump was installed for testing. The pump was operated at various
rates from 71 to 159 gpm with some sand and turbidity that quickly cleared. The next day a
four-hour pump test at 159 gpm was accomplished. At the end of the test the pumping water
Robinson & Noble, Inc.
Page S
level was 14.3 feet below the static water level of 193.6 feet. The specific capacity (discharge
divided by drawdown) was 11 gpm per foot of drawdown. At the lower rate of 71 gpm the
specific capacity was 16 gpm ft/dd. At the end of the four-hour test the pump was stopped and
the water level was observed to recover to within 1 foot of the prior static water level in a few
minutes. The drawdown and recovery is depicted graphically on Figures 5 and 6.
During the testing, the water slowly cleared of turbidity that was perhaps caused by peat in the
formations. The water temperature was 50 degree F. A sample was analyzed in our laboratory
with the following results-:
Specific Conductivity
Turbidity (filtered)
pH
Total Hardness
Bicarbonate Alkalinity
Chloride
Iron
Manganese
Nitrate
163 umhos!cm
2NTU
7.4
65 mg!l
60 mgll
<2.5 mg!l
<0.1 mg!l
0.1 mg!l
1 mg!l
The water has a slight elevation of manganese that may become lower when the turbidity drops
below 1 NTU. The nitrate level is also slightly elevated, being above the commonly expected
background of less than 0.2 mg!I. The limit for drinking water standards for nitrate is 10 mg!I.
A full inorganic analysis was done by the WML lab in Tacoma. That report is attached.
South Test Well
The South Test Well (STW) location is shown on Figure 1. The elevation of this site is 455
Robinson & Noble, Inc.
Page 6
feet. On November 23, the rotary crew began drilling in large boulders. The formations
penetrated were similar to the other wells, but with a significant thickness of sand from 40 to
132 feet. Below 194 feet a water bearing gravel was present that produced moderate amounts
of water during drilling. The water was less than that what was produced during the drilling
of the wrw. Drilling was stopped at 259 feet in a gravelly formation with brown silt, as shown
on Figure 2C. On November 29, 1994 the cable-tool machine was set up on the site and the
casing was perforated from 195 to 237 feet and 247 to 254 feet. Surge tools were run
throughout the perforated areas and a small amount of sand and finer material was developed
into the casing. A bailer test was done at 40 gpm with 3.5 feet of drawdown. This indicated
that the performance of this well would probably be closer to the NTW than the wrw. A pump
was installed for testing and on December 13, 1994 a one-hour test was done at 71 gpm with
28 feet of drawdown from the static water level of 165 feet. After the pump was stopped, the
water level recovered to 170 feet after 33 minutes. The drawdown and recovery is depicted
graphically on Figures 7 and 8.
During the testing, the water was turbid with peat from the formation. The temperature was 49
degrees F. A sample was taken and an analysis was done in our laboratory with the following
results.
Specific Conductivity
Turbidity (filtered)
pH
Total Hardness
Bicarbonate Alkalinity
Chloride
Iron
Manganese
132 umhos!cm
12 NTU
6.9
50 mg!!
45 mg!!
< 2.5 mg!!
0.11 mg!!
< 0.05 mg!!
Robinson & Noble, Inc.
Page 8
Q = 1,500,000 gpd = 1000 gpm
These estimates can be improved or refined only with further drilling and testing.
RECOMMENDATIONS
Drilling of West Well showed sufficient conditions to warrant a large-diameter well to be used
as a permanent well and to advance the hydrologic knowledge. The well should be 16-inch to
20-inch diameter with a target depth beyond 300 feet. (Drilling below 289 feet was not possible
at wrw because of a collapsed shoe). The large diameter well should be drilled by cable tool
method which allows better sample identification than the rotary method. The well would be
screened developed and test pumped while using the nearby West Test Well as an observation
point.
Respectfully submitted,
ROBINSON & NOBLE, INC.
John B. Noble, Hydrogeologist
Chandler Ellis, Hydrogeologist
Robinson & Noble, Inc.
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BASE MAP FROM USGS WIER PRAJRIE QUAD
ROBINSON & NOBLE, INC
T17N/R1E
SITE LOCATION MAP
SCALE 1 :24,000
GEOMETRIC
DIRECTION
OF FLOW
THURSTON HIGHLAND~
TEST WELL LOCATIONS
THURSTON COUNTY
CONSTRUCTION DETAIL
0'
/
"-
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!5'
60'
75'
100'
125'
150'
175'
200'
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a-INCH DRIVE SHOE
AT 251'
THURSTON HIGHLANDS
NORTH TEST WELL
GEOLOGIC LOG
, () '0
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OCCASIONAL GRAVEL
95'
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. 0 0 116' OCCASIONAL GRAVEL
107'
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164'__
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SECONDS/250 EMISSIONS
20
o
INCREASE RADIATION
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JOB #61 H
ROBINSON & NOBLE. INC
CONSTRUCTION DETAIL
0'
5'
- )'
75'
~'
25'
0'
75'
0'
._5'
',50'
!75'
100'
STICKUP 1.5'
EL 411'
I
\
I
"
I
;'
BENTONITE SURFACE
SEAL TO 20'
a-INCH CASING
..:L
SWL = 191'
1 I
'III
I,',
I I
MILLS KNIFE PERFORATIONS
230' TO 245'
\ ' I' 260' TO 285'
,',I
,1,1
"II
/'"" SHOE COLLAPSED
PUMP TEST
Q= 159,1;= 15
Q/9 = 10.6
T '" 36,000 (dd)
T '" 105.000 (ree)
---
. 211 _____
::~'o~::-!f GRAY SILTY SAND AND GRAVEL
.!:: e: .0":':':
_...0 -
:?S:, -O::-~ 228
THURSTON HIGHLANDS
WEST TEST WELL
GEOLOGIC lOG
"QUO
o .
. O. , GRAVEL, COBBLES.
. "'00 AND BOULDERS
D,08 20'
boD'
9 '?
'p , BROWN SAND AND GRAVEL
"
'0, .
Q ,j, 0,: 40'
() 0.0
o " 0
o 0 0
0" 0 1I
GRAVEL WITH SOME BROWN SAND
LAYERS
. 0
000
.
o 0 ."
" 0 0
o 0 0 ~. 88'
;0.: g~q; 96' ~~~~~~:~~ =~EL
o 0
o 0 0
o 0
GRAVEL WITH BROWN SAND
LAYERS
o 0
0 0 "
0 "
0 0
0
0 " .
0
" 0 "
"
0 0
BECOMES DAMP AFTER 127'
o .
o .
o (,
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Cl 0 0 a
o 0
r "
MINOR WATER ENTRY AT 200'
" 0
o 0
. "
-----
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.' ..
., ~,'
. " '.. , ,\
BROWN SI'.ND AND BLACK GRAVEL
245
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,0. "0 6 '0
. .
0-00 0
c .
, o.
o ~
o.
GRAY SILTY SAND GRAVEL
AND CLAY
258'
BROWN SAND AND GRAVEL
. '.
BOTTOM OF HOLE AT 289'
o "
,'"0 Q' 6
~
i
i
~
~
~
FIGURE 28
GAMMA RAY LOG
SECONOS/2.50 EMISSIONS
40
2.0
o
,----
INCREASE RADIATION
~
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JOB #611~
ROSINSON & NOSLE, INe
CONSTRUCTION DETAIL
STICKUP 1.5'
0'
"-
I
;',
"-
I
"-
/
BENTONITE SURFACE
SEAL TO 20'
5'
SO'
"1'5'
00'
125'
50'
.Yo
SWl:: 162'
175'
!QO'
II"~
II"~
'I"
III,
1"1
'II,
, ,
MillS KNIFE
PERFORATIONS 195'-
237'
225'
250'
, I
I, "
247' - 255'
CAST DRIVE SHOE
AT 260'
275'
PUMP TEST
Q:::71, 8::: 27.5
Ols :: 2.6
T :: 2700
GEOLOGIC LOG
-"',0 '0'0
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() f"
0/'.
{::j
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'0,0.0
THURSTON HIGHLANDS
SOUTH TEST WELL
ElEV 455'
GRAVEL WITH BOULDERS AND SOME
SAND
BROWN FINE SAND
~
., ~
<::l
~
~
!I
~
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DAMPNESS AT 118' ~
(f)
!I
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"1"""" -
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:1.;-1,::;-:-:-
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~--~::;
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~~~~ rO~ .
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.
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GRAY SILTY SAND WITH GRAVEL
BROWN SAND AND GRAVEL,
WATER BEARING
BROWN SAND AND GRAVEL WITH
SilT LAYERS
BROWN SILT
BROWN SAND AND GRAVEL WITH
SilT LAYERS
BOTTOM OF HOLE AT 26(1'
FIGURE 20
GAMMA RAY LOG
SECONDS/250 EMISSIONS
~
...
~
~
~
(f)
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40 20
o
INCREASE RADIATION
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JOB #6119
ROBINSON & NOBLE, INC.
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SEMI-LOGARITHMIC. 3 CYCLE:S X 70 DIVISIOr.IS
KEUFFEL 8: ESSER CO. MAliE IN U.S.A..
THURSTON HIGHLANDS
NORTH TEST WELL
PUMPING TEST DRAWDOWN
68 = 2.7
SWL = 184.2'
Q=43GPM(ARSTHOU~
12/5/94
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WEST TEST WELL
PUMPING TEST DRAWDOWN
6s = 1.2
Q = 159
T = 35,876
SWL = 193.6'
12/5/94
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I"',(l Ii;;; KEUFFEL 8< ESSER CO. ",^," IN
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- ~ .. '.. I .. -' . ::;6:::~:ue;;'NG TEST -= .:: · . 1I11111111~llllllllllilllill'
. ." ...0 - - ..' ~ 11 I I II II . Illl ,I
; AT 159 GPM ... n.. 'I 1'1 1'1' r I.,1,U'
.... ._ . ... _ _ I III I 'I I 1;1 i'l! llil
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I - . Q = 159 . . I, III' 11,1' I.
.... . ........ i . ....... ~~~4;~~~6'-' II' I 1';1111111I'lnIIIIJIIIII!
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- - ~ -.. . - - ~ -.- -
- - -- '.~ --. .",' -- ---- - -- -- - - - - PUMPING TEST DRAWDOWN I J 11II
.
-- - --.-- -- --. - - - -- - - -- --- - u - - AT 71 GPM ! ili: II!!
- - - - -.-.. - '.-- .- _ _ __ ,lli'II'!
- ---. - --- -- - - -- Illln
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- - --- -.. -- -: II11I
- - - - - ~.. ~ -- == .~ - _ - -- -- _~ T == 2,677 IIII!III
- -- - ---.- 1- . - ~ -_ :_ - - -
- - - --- - .- - -. . - SWl = 165' \11'11,:
- .- .- . - - _. - - - - .- - - -- , I, I'
--- -., -- r - _"Un_ 12/13/94 ft'l.!:;
-- -_.- -- -. ~- ~ ~. . .. .. ...... . = ~...~.. IIII 1111111 IIIII' I1II11111 [1111111
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- - - - . - - SWL = 1651
. -. -l'~ . =- -1-' - . ::: -
- __ _.n _ _ _ __ _ _ __ _... _
. 12/13/94
---- - - J .-. -- ---.-- __ __ __, - - - 0-' __ _. .. _. _. -.
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174
176
178
180
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TEST WELL
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SCHEMATIC CROSS SECTION
T 17 N/R 1 E-17
WEST
TEST WEll
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NORTH
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A~ TER
~ MANAGEMENT
LABORATORIES INC.
1515 80th St. E.
Tacoma, W A 98404
531 3121
-
January 6, 1995
Robinson & Noble
5915 Orchard street West
Tacoma, WA 98467
Attn: Chandler Ellis
Dear Sir:
Results of analysis of one groundwater engineering sample taken by
yourself on 12-15-94 at 3:00 p.m. and received 12-16-94 at 4:30 p.m.
are as follows:
sample Identification: THA West
Test Well
TEST
Arsenic
Barium
Bicarbonate
Cadmium
Calcium
Carbonate
Chloride
Chromium
Color
Copper
Fluoride
Iron
Lead
Magnesium
Manganese
Mercury
Nitrate Nitrogen
Potassium
Selenium
RESULT
< 0.01*
< 0.25*
65
< 0.002*
11
o
4
< 0.01*
< 5*
< 0.02*
< 0.2*
< 0.03*
< 0.002*
9
< 0.01*
< 0.001*
1.3
1.6
< 0.005*
j< fW '- AJ!;;
GO
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< 2..,..;;,
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0.. I
I
Robinson & Noble
January 6, 1995
Page 2
TEST
Silica
Silver
Sodium
specific Conductivity
pH
Sulfate
Total Dissolved Solids
Total Hardness
Turbidity
Zinc
RESULT
40
< 0.01*
8
148
6.9
4
101
63
0.7
< 0.1*
/2 f;(
!fp;3
7" 'I
(P5'
All results are in milligrams per liter except color which is
color units, pH is pH units, specific conductivity is in micro-
mho per cm and turbidity is in nephelometric turbidity units.
Bicarbonate, carbonate and total hardness are in milligrams per
liter as calcium carbonate.
* < is less than
Chemistry Lab Number: 08919614
Sample was analyzed according to Standard Methods for the Examination
of Water and Wastewater, 18th Edition.
Chain of custody record is enclosed.
Sincerely,
~ 4~'VV1J
Diane DuMond
Lab Coordinator
DD:jlp
enclosure
c:lcommIR&N12.16