HomeMy WebLinkAboutVILLAGES VIEW ESTATES WEST Aquifier Test and Data EvaluationF
TERRASAT, INC.
1413 West 31st Avenue, Anchorage, AK 99503 (9=344-9370Geological Consulting Environmental Restoration
Aquifer Test and Data Evaluation
for the proposed
Villages View Estates West
Prepared for:
Kin Shaw and Son Shaw
P. O. Box 110637
Anchorage, AK 99511
By:
TERRA SAT INC.
1413 {fest 31"Avenue
Anchorage, AK 99503
December 20, 2001
TABLE OF CONTENTS
rINTRODUCTION.........................................................................................1
SiteDescription.............................................................................................................. 1
SITE CONDITIONS.....................................................................................1
7 PROFESSIONAL SIGNATURES...............................................................5
--
STEPTEST
:. Figure I
Site Location Map
....................................................................................................1
Water Well Locations
Figure 3
AQUIFERTESTS.........................................................................................2
L Figure 4
Log -log plot of time vs. drawdown at Lot 2
Figure 5
Semi -log plot of t/t' vs. residual drawdown at Lot 2
j Figure 6
DATA INTERPRETATION........................................................................2
Figure 7
Semi -log plot of time after pumping vs. calculated recovery at Lot 2
Transmissivitj.................................................................................................................
2
Figure 9
F
Static Water Elevations in Drinking Water Wells
Storativit}........................................................................................................................
2
Specific Capacity and Long -Terni Yields......................................................................
3
'-'
GIS EVALUATION......................................................................................3
COMPUTER MODELING..........................................................................3
r
CONCLUSIONS............................................................................................4
Local Aquifers and 11'ell Yields.....................................................................................
4
Ea7)ected Yields..............................................................................................................
4
Potential Impacts to Surrounding Users.......................................................................
4
RECOMMENDATIONS..............................................................................5
7 PROFESSIONAL SIGNATURES...............................................................5
--
FIGURES
:. Figure I
Site Location Map
Figure 2
Water Well Locations
Figure 3
Semi -log plot of t/t' vs. residual drawdown at Lot 3
L Figure 4
Log -log plot of time vs. drawdown at Lot 2
Figure 5
Semi -log plot of t/t' vs. residual drawdown at Lot 2
j Figure 6
Semi -log plot of time vs. drawdown at Lot 2
Figure 7
Semi -log plot of time after pumping vs. calculated recovery at Lot 2
Figure 8
Calculations of Specific Capacity (Theoretical) for a pumping well
Figure 9
F
Static Water Elevations in Drinking Water Wells
APPENDICES
Appendix A Well Logs
Appendix B Aquifer Test Data
r
r
INTRODUCTION
Kin Shaw and Son Shaw contracted TERRASAT, INC., to conduct an aquifer test in the
Proposed Villages View Estates Nest Subdivision, Anchorage, Alaska. Our objectives for this
project are to evaluate the aquifer test results to determine the long-term capacity of the aquifer
and the nature of the aquifer and determine the potential impacts to water wells in the
surrounding area. Our scope of services includes:
• Conducting a short-term aquifer test to estimate an appropriate discharge rate for the
long-term test.
• Conducting a long-term test aquifer test to evaluate the production capabilities of wells
in the proposed subdivision.
• Determining the likelihood that the proposed subdivision will impact the surrounding
well users.
I Site Description
The Proposed Villages View Estates Nest Subdivision is located east of the Villages Scenic
j' Parkway, south of Potter Valley Road in Anchorage, Alaska (Figure 1). The sectional
description for the area is the SW 1/4 Section 14, Township 11 North, Range 3 West, Seward
Meridian.
` SITE CONDITIONS
M -W Drilling, Inc., completed wells on Lots 2, 3, & 4 in the proposed subdivisio on October
19, 2001 (Figure 2). Each well is constructed with 6" steel casing, whi t is grouted
approximately 20 feet into bedrock. The wells are completed open -hole ' bedrock and
r intercept water from fractures in the bedrock. [The well on Lot 2 is 368 feet ep, with casing
extending to approximately 41 feet below ground surface, based on the veil construction
diagram (Appendix A)" The static water level is approximately I foot abov casing. This well
is located approximately 80 feet north of the well on Lot 3. The well on Lot 3 is 367 feet deep,
with casing extending approximately 29 feet below ground surface, based on the well
construction diagram (Appendix A). i The static water level is approximately 1 foot below the
(' [" top of casing. The well on Lot 4 is 468 feet deep, with casing extending approximately 44 feet
{ below ground surface, based on the well construction diagram (Appendix A). The static water
level is approximately 24 feet below the top of casing. This well is located approximately 327
feet south of the well on Lot 3.
STEP TEST
TERRASAT, INC., installed water level monitoring equipment in each well on October 30,
2001. M -W Drilling, Inc., installed a pump at Lot 3 and conducted a step -drawdown test on
October 30, 2001. The available drawdown above the top of the pump was 299 feet. We
1 , pumped for four 22 -minute intervals, with increasing discharge rates of 1.2, 1.7, 3.7, and 4.0
gpm, with a total drawdown of approximately 100 feet. This well recovered at a rate of 2 gpm
immediately following the step test. Results of the step test suggested that a pumping rate of 3
:. gpm should result in 70% to 90% drawdown in the production well at the end of the 24-hour
test period.
i
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t^
AQUIFER TESTS
I^ Aquifer drawdown and recovery tests were conducted at the well on Lot 3 from November 2 to
November 5, 2001 following recovery from the step test. The well was pumped at a nearly
continuous rate of 2.3 gpm for 22 hours. The production well (Lot 3) and two observation
wells (Lot 2 and Lot 4) were monitored during the test. Results from the test are presented in
Appendix B. Total drawdown in the production well at the end of the 22 hours was 205 feet.
Drawdown at Lot 2 was 25 feet. We detected no drawdown due to pumping in the well on Lot
4. The water level fluctuations observed in this well resulted from lunar cycles and changes in
barometric pressure.
iWe conducted an additional short-term aquifer test in the well at Lot 4 on November 7, 2001 to
estimate the production capacity. The pump was set in approximately 276 feet of water and
run for 136 minutes at a discharge rate of 4 gpm until total (100%) drawdown was achieved.
This well recovered at a rate of 1.5 gpm for the first 20 minutes of well recovery.
DATA INTERPRETATION
TERRASAT INC., evaluated the aquifer test results to determine the long-term capacity of the
aquifer and the nature of the aquifer. The availability of water depends on the transmissivity of
the aquifer (or aquifers), storativity, and recharge. The data from the aquifer test most closely
match a model that was developed for bedrock aquifers by Moench. This model is for a
fractured bedrock aquifer where high -porosity fractures are drained first and the low -porosity
bedrock media is drained second. Our evaluation focused more closely on the late -time
drawdown data to see how the aquifer responds to long-term pumping. The late -time data
from the aquifer test closely match the model developed by Theis. This model is for a
confined artesian aquifer, where wells have no storage, and storage in the confining layers
(aquitards) is negligible. The close match of the data suggests that this rock aquifer responds
like an unconsolidated aquifer during extended periods of discharge. The Theis model,
therefore, provides a reasonable approximation to predict the transmissivity, storativity, and
long-term capacity of the aquifer.
rTransmissivity
Transmissivity is the rate at which water can move through an aquifer of known saturated
thickness. Extrapolation of the transmissivity data allows us to estimate the maximum now
rate of the well. Transmissivity values calculated using recovery data from a production well
usually give rough approximations for the aquifer immediately surrounding the well.
Transmissivity calculated from the recovery data is approximately 2.8 gallons per day per foot
(gpd/ft) (Figure 3). Transmissivity values calculated from observation well data give the best
approximation for the area between the production and observation well. Transmissivity
j" values calculated using data from Lot 2 range from about 2.9 to 18 gpd/ft (Figures 4 - 7).
1.
Storativity
Storativity is a ratio of the volume of water released by gravity drainage to the volume of
I saturated media from which the water drains. Storativity values calculated from observation
well data give the best approximation for the area between the production and observation
well. In the case of bedrock, two storativity values can be estimated. The first value is based
on early -time data. This storativity provides a reasonable estimate of the storativity of the rock
r fractures. The second storativity value is estimated from late -time data and represents the
P:\20110B - VillView Aquifer Test\12-20-01 V View Aq test report.doc Page 2 of 5
storativity of the rock. This value is more representative of the aquifer as a whole when
estimating long-term production. Storativity values calculated using data from Lot 2 range
.. from about 0.000037 to 0.0016 (Figures 4, 6, & 7). Published literature suggests that these
values are within the expected range for a fractured bedrock aquifer.
•-
Specific Capacity and Long -Teri yields
We selected representative transmissivity and storativity values to estimate the specific yield
and maximum sustainable pumping rates for long-term pumping from each well. A
j
transmissivity of 8 gpd/ft was selected as an estimate of the aquifer capability. A storativity of
0.0001 was selected as an estimate from the aquifer test analyses. Specific capacities and
discharge rates for continuous pumping of the well for 1/2, 1, 10, and 20 years are shown in
(^
Figure 8. Results indicate that each well should be able to support a pumping rate of 1.0 gpm
l
for ten years of continuous pumping.
GIS Evaluation
We used a Geographical Information System (GIS) to determine if wells in close proximity
j'
have similar static ground water elevations. This is important because wells grouped
l ,
according to static water elevations generally have good hydraulic connection. This evaluation
allows us to identify different aquifers and determine if it is likely that additional wells would
I^I
impact existing wells.
1. .
Me static water levels plotted in Figure 9 show general north -south trends. These trends
suggest that the fracture systems intercepted by water wells have strong north -south
components. This supports findings in our earlier report where photo interpretation results
showed a possible north -south trending fault near the proposed subdivision. The presence of
.-
strong north -south trends in the water level data suggest that the aquifers may show little or no
hydraulic connection in an east -west manner.
Computer Modeling
TERRASAT, INC. conducted computer modeling to estimate how the aquifer will respond to
long-term pumping. Results of the computer simulation suggest that the Theis model gives a
reasonable approximation for the expected drawdown in an observation well for a simulation
of long-term pumping. We ran a simulation of the wells on Lots 2 and 3 with a constant
discharge rate of 1 gpm to estimate the well interference. Our simulation results suggest that
l
the interference and additional drawdown at these wells should not cause the water elevation to
exceed the available drawdown for tip to two years of continuous pumping. This estimate is
very conservative, as it does not consider recovery that would occur between pumping cycles.
Intermittent pumping allows the wells to recharge, thus allowing the user to remove more
water from the well.
TERRASAT, INC. conducted computer modeling to estimate the potential impacts to
surrounding well users. We made a worst-case assumption by simulating a single east -west
^,
fracture system that spans the distance of two subdivisions. ;Our simulation considered four
(wells in the same fracture system (three in the proposed subdivision and one in the nearest
subdivision), with each'pumping continuously at 0.5 gpm for one year. The simulation results
suggest that a well in the same fracture system, located 500 feet from three wells in the
proposed subdivision, could experience up to 50 feet of water level decline due to well
r
j
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F
` interference. This situation is very unlikely to be representative of actual site conditions based
on the evaluation of available water level data from existing wells (Figure 9). A wide range of
r ground water elevations suggests that many different fracture systems, with varying amounts
of pressure head, exist in the area. This interpretation is further supported by the long-term
aquifer test in which no apparent connection was observed between the wells on Lots 3 and 4,
which are less than 350 feet apart. Thus, there is alvery low probabilitythat wells in the
proposed subdivision will impact the surrounding well users.
Conclusions
Local Aquifers and Well Yields
Past ground water studies conducted by TERRASAT, INC, on the hillside in Anchorage,
suggested that most wells in bedrock aquifers near Potter Valley typically produce less than 0.5
•- gpm. This production rate is generally considered marginally adequate for single-family
homes, based on the Municipality determination that a well provides adequate water if it
produces 150 gallons per day per bedroom (0.10 gpm). Based on tests performed at the
(" proposed Villages View Estates West subdivision, a sustained rate of 1.0 gpm appears likely,
` . thus meeting this criteria. Furthermore, the wells in the proposed subdivision appear to be
capable of long-term production at 1.0 gpm and should be considered adequate for homes with
(' up to nine bedrooms.
E.epected Yields
The aquifers (fracture systems) exploited by wells in the proposed Villages View Estates West
subdivision, have high head pressures (high static water levels). This suggests that the water
recharging the fractures likely comes from high -elevation areas in the Chugach Mountains.
Both the short and long aquifer tests conducted at these wells suggest that the fractures from
which the water is extracted and the rate at which the water can be pumped are small. This
means that these aquifers may experience long-term water level decline if the pumping rate
j� exceeds recharge. Computer modeling supports this conclusion, which shows the potential for
l . significant water level decline after only a few years of pumping. This is consistent with what
r we would expect in a rock aquifer with a low density of water -bearing fractures.
` The aquifer test evaluation and computer modeling we conducted are conservative models that
overestimate drawdown and long-term water level decline. Thus, a factor of safety is
incorporated into each analysis. Aquifer tests and computer modeling conducted for the
proposed subdivision show that long-term pumping at rates of approximately 1.0 gpm should
not cause well interference beyond available head. This means that a well on each lot in the
proposed Villages View Estates West subdivision should be adequate for a home with up to
nine bedrooms.
^, Potential Itupacts to Sttrrotutding Users
Interpretation of the aquifer tests performed and available static water level data for nearby
water wells suggest that a connection between rock fracture aquifer systems in the proposed
Villages View Estates West subdivision and those in The Villages subdivision is very unlikely.
This is further supported by the apparent north -south trend in local fracture systems as
interpreted from aerial photographs. This means that the hydraulic connection in an east -west
manner is likely very small and that little to no impact is expected at wells in The Villages
r subdivision.
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^
I
The aquifer tests conducted were limited to monitoring impacts to the wells in the proposed
j^ subdivision. Thus, no data exists to determine if the water wells in the proposed subdivision
are hydraulically connected to those in the adjacent subdivision. Computer modeling of a very
unlikely and worst case situation, suggests that if the wells were in the same group of rock
fractures (same aquifer), the wells could experience up to 50 feet of water level decline after
one year. The information provided from aerial photography, water levels, and aquifer tests,
however, suggests that this simulation does not likely representative of actual site conditions.
1
Recommendations
The proposed wells appear to meet MOA required flow criteria. If higher flow rates are
desired, however, a water -well development method, known as hydro -fracturing, may be
applicable. This method uses pressurized water and pea gravel to propagate and hold open the
existing fractures. Well yields increase as additional water -bearing fractures are intercepted,
making more water available to the well. This method effectively increases the aquifer size,
which can improve the well yield while decreasing the amount of long-term water level
decline. TERRASAT, INC. recommends using this method on a case-by-case situation to
achieve high volumes.
I Aquifer tests and computer modeling show that the wells in the proposed subdivision are
adequate to support houses with up to nine bedrooms, based on the Municipality standard of
,.. 150 gallons per day per bedroom. To avoid excessive amounts of drawdown during high -use
times (morning & evening), we recommend using well storage tanks to minimize the length of
pumping cycles and maximize the time for recharge between pumping cycles. This will allow
more time for the aquifer to recover, which may delay long-term water level decline and
preserve the aquifer.
j� The data presented in this report should be considered representative of the time of our site
I . observations. Changes in the conditions of the property can occur with the passage of time.
The findings we have presented within this report are based on limited test data; they should
not be construed as a definite conclusion about aquifer characteristics at the site. In the event
t , that future studies encounter subsurface conditions that appear different from those we
encountered, we should be advised so we can review those conditions and reconsider our
interpretations.
I^ Please contact us at 344-9370 if you have any questions.
Professional Signatures
Bill Lai rence Dan Young —J(
Senior Flydrogeologist Certified Professional Geologist
rGround Water Professional
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Calculations of Specific Capacity (Theoretical) for a pumping well
Q/s
Specific Capacity (gpm/ft)
1 hour=
0.007 gpm/ft
Q/s=
T/(264log(Tt/2693r2S}66.1)
1/2 year
0.004 gpm/ft
1 year=
0.004 gpm/ft
10 year =
0.003 gpm/ft
20 year =
0.003 gpm/ft
Q
discharge (gpm)
=
2.3
s
drawdown (feet) available above pump
=
298
T
coefficient of transmissivity (gpd/ft)
=
8
S
coefficient of storativity (dimensionless)
=
1.00E-04
r„,
nominal radius of well (ft)
=
0.25
t
time after pumping started (min)
=
1 hour = 60
=
1/2 year = 262800
1 year = 525600
10 year = 5256000
20 year = 10512000
Recommended maximum sustainable pumping rates
1/2 year = 1.1 gpm
1 year = 1.1 gpm
10 year = 1.0 gpm
20 year = 0.9 gpm
Hantush 1960 estimation
Figure 8
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APPENDIX A
F
Well Logs
F
F.
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r
Job No.: 01-202
Permit No.: SWO10402
Project No.: N/A
M -W Drilling, Inc.
�" • P.O. Box 110378 • Anchorage, AK 99511 •
` •907-345-4000 t• 907-345-3287 Fox•
I.
F
I. .
F
r
A
F
I
,
F
o Well Owner.
Groundwater Well As -Built dt Log
Shaw, Kin *Use of well: Dom mic
nt 2. Vil6vot Vieux Suhdivi.inn Tract IR
Construction
#mokDepth: 368' ♦CeslnjSlu: 6" ♦Cased To. 43.8' •Magri!/: A53Steol
oDrWMethod: AlrRotary
Peef.
o Wdl Cowepletion- Open end X Screen Peefomfed _ Merhod:
♦ ScreeW Perforsdow descrodon:
♦ Grorl Notes: Whole drilled to 44', 6" casing run to 43.8' and anuhis tremie ground with
neat cement to surface.
o wea Derelopn►enC Method. Air surge Notes:
•Stalk warn level (SWI) +1 (above) (Iedow) top of eating (700.
o WeH yield rest at 2 jallona pee mtnale (GPMj/ ) fvr 2 hours
Wilk I DO% of drawdown (DD) fYom stalk tern (SWI).
♦Method: Air lift
• Dole of enmpletlon. 16 October 2001 • Pump listau.
..r_n r --
Depth In ket from
top of casing,
Detatts of formations netmted sbe of material color and hardness.
0
TO
3
Casing sticku
3
TO
5
Clay: brown silty
5
15
TO
TO
15
-.24
Bouldergavel: brown, very sil /claYey
Bedrock: broken/weathered brown clay mixed in
24
TO
193
Bedrock: siltstone/ claystone argillite, blue -black, competent/ hard,
TO
no detectable water
193
TO
199
As above: reddish streak very small water sea
199
TO
368
Bedrock,_as above: blue -black, small water seaps in sporadic fractures
�___.
TO
TO
TO
_. _
TO
TO
— --- --
TO
TO
'
_.._--..._. _.._
M No.: 01-202
Permit No.: SW810401
r" Project No: N/A
M -W Drilling, Inc.
r*P.O. Rax 110378#Anchorcge, AK 995114
•907.345-4000 9 907-345-3287 Fox•
("
-Groundwater-Well As -Built do Low
l ♦ Weft owner.Shaw, Kin ♦ Use of Item Domestic
•LgalDacdp&n: Lot 3. Villaces View Subdivisiam!' act 18
Anchorage, Alaska
r
!r!—
I.
F
F.
F
cons etion
• Hole Depth. 367' • Carbo Size: 6" • Cared To: 31.8' *Materhd: A 53 Steel
• DrlU Method: Air Rotary
Perf.
♦ WeU Comp/dion- Open end X Screen Perforated Method:
•SMew/Perfonadon deaerfptfon: None
• Crow Nota: 10" bole drilled to 31', 6" casing run and annulus was tremle grouted with neat
cement to surface.
♦ WeU Development: Method: Air surge N/etes:
• Smtk waterkvd (SWL) 7' (obaw) (below) top of earths (TOC).
o Wdl ylebt tat at 2-3 saUons per mbwte (GPM)I) for 1 hon"
wkh 100% of drawdown (DD) front ste de kvd (SWI).
•Merhod. Airlift
• Date of eonrple0on: 19 October 2001 • Pump !ASIS!.•
Wall I .
Depth In feet from
top of eating.
Details of formations penetrated, size of malerlal color and hardness.
0
TO
2
Casing stickup
2
TO
8
Boulder ravel: brown undifferentiated, very silty/clayey, cobbley
8
TO
12
Bedrock: blue siltstone/ claystone argillite, fractured/weathered,
TO
loose and broken.
12
TO
43
As above: blue -black hard competent
43
TO
48
As above: reddish
48
TO
302
As above: blue -black, few small water seas less than 1 gpm
302
TO
347
As above: fractures with small water sea s
347
TO
367
As above: fewer fractures, slight increase in water
TO
TO
TO
TO
or
TO
TO
r, lU/ LJ/ LOOT 1:1. bl a"JJGOI
Pi W N A""l',u, A. .
. ,
MUM of formation netrated, wise of materiol, color and hardness.
Job No.: 01-202
TO
3
Permit No.: SWO10400
3
TO
Project No.- N/A
Fill_
M -W Drilling, Inc.
TO
10
i P.O. Box 110378 * Anchoragc, AK 99511 •
10
TO
•907-345-4000 • 907-345-3287 Fox•
Fractured rock and clay: brown
23
TO
43
Bedrock: siltstone/ claystone argillite weathered and fractured, with
Groundwater Well As -Built & Lor
TO
• Well Owner: Show, Ken ♦ fist of WeL; Domestic
43
•Lesal Description: Lot N4, Villetec View Estates. Tinct IB
388
Bedrock: as above, blue -black, small water seas in fractures at 185'
Anchorage, Alaska
TO
Congtrut:tion
388
TO
_
468
_
As above: slip t water increase, no detectable fractures
•Hole Depth: 468' 4CatlasShe: 6" ♦Cased To: 43.1'
*Material: A33Steel
r
*"IMe0od: Alt Rotary
TO
,..
Perf.
TO
• Well Complaton- Open end X Screen per
Mer/rod:
__
•screa✓Pegbratlon dereronon: None
• Grour Nora: 10- hole drilled to 471,6" Cuing nm and grouted with neat cement. Pumped
TO
through Cling to surface.
_
NWWA—CertWed-Cantricivr --
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F
r
♦ Wei) Development: Makod: Air aurge Notes:
•static waterlevel (sWb) (atiaw) (AdowJ wp sjeas/nt (TOCJ.
• Well ykld test at I ' PaBons per minwte (CPM)/ ) jar 1 hours
with I OW, of drawdown (DD) front Us* level (SWL).
*Method: Airlift
• hate of cnngdetlon: I 1 October 2001 • Put p lnstallt
Wall I ft"
Depth to feet from
top of caskar,
MUM of formation netrated, wise of materiol, color and hardness.
0
TO
3
Casing stickup
3
TO
6
Fill_
6
TO
10
Boulder vel: brown, very sit
10
TO
23
Fractured rock and clay: brown
23
TO
43
Bedrock: siltstone/ claystone argillite weathered and fractured, with
TO
white -blue clay
43
TO
388
Bedrock: as above, blue -black, small water seas in fractures at 185'
TO
and 350'
388
TO
_
468
_
As above: slip t water increase, no detectable fractures
TO
TO
,..
TO
'
TO
TO
_
NWWA—CertWed-Cantricivr --
i
I,
APPENDIX B
I
r
Aquifer Test Data
i
r
F
FAquifer Test Data • Lot 2, Villages View Estates West S'D
t^
1
I LoT2 241aR mon.xls 12120/01 1 oft
Source File:
P'.\201100-MQUIFE-1\2
2411R.DAT
Location:
Lot 2 - Monitoring Well
Sun:
112/01 10:00:44
End:
1115•'0 111:37:43
•
Date
Minutes
Feet of Water
Drawdown
I11L01 10:00
0
34.41
0.00
Stan Water Level Monitoring
I12'0110:02
2
34.42
.0.01
t•
112'0110:04
4
34.49
-0.08
112'0110:06
6
34.53
.0.12
112.0110:08
8
34.55
.0.14
112'0110:10
10
34.56
-0.16
r
112'0110:12
112'01 10:14
12
14
34,55
34.54
0* 14
-0.I3
Stan Pump in Prwfuction Well
Il
112'0110:16
16
34.52
-0.11
112'0110:18
IS
34.50
.0.09
11/2!0110:20
20
34,47
-0.06
r..
112VI 10:22
22
34.45
.0.04
112.01 10:24
24
34.42
.0.01
Timc(min) Monitoring well begins feeling effects of pumping
112.0110:25
25
34.40
0.01
1
•
112'0110:26
26
34.39
0.02
2
1120110:27
27
34.38
0.03
3
n
112'0110:28
28
34.37
0.04
4
11210110:29
29
34.35
0.06
5
11210110:30
30
34.34
0.07
6
112/0110:31
31
34.11
0.08
7
112/0110:32
32
34.32
0.09
8
11/2/0110:33
33
34.30
0.10
9
112/0110:34
34
34.29
0.12
10
`
IUIVI10:35
35
34.28
0.13
II
1120110:36
36
34.27
0.14
12
112.0110:37
37
34.26
0.15
13
r
1120110:38
38
34.25
0.16
W
11210110:39
39
34.24
0.17
IS
•
11/210110:40
40
34.24
0.17
16
11/2101 10:41
41
34.23
0.18
17
1=110:42
42
34.22
0.19
18
1I
112!0110:43
43
34.21
0.19
19
1120110:44
44
34.20
0.21
20
t
l
IJ20110:49
49
34.17
0.23
25
1120110:54
54
34.13
0.28
30
1120110:59
112'0111:04
59
64
34.10
34.08
0,31
0.33
35
40
1120111:09
69
34.06
0.35
45
1120111:14
74
34.05
0.36
50
112'0111:19
79
34.04
0.36
55
p.
1120111:24
84
34.04
0.37
60
112!0111:34
94
34.01
0.40
70
11210111:44
104
31.96
0.45
80
112/0111:54
114
33.89
0.52
90
11210112:04
124
33.82
0.59
100
11210112:24
144
33.58
0.83
120
i
1120112:44
164
33.20
1.21
140
`
11210113:04
184
32.74
1.67
160
112/0113:24
204
32.24
2.17
130
112/0113:44
224
31.71
2.70
200
11210114:34
274
30.16
4.25
250
11201 IS:24
324
23.45
596
300
1120117:04
424
24.69
9.72
400
1120118:44
524
21.61
12.80
500
1120120:24
624
18.96
15.45
6W
112'0122:04
724
16.04
18.37
700
1120123:44
824
13.87
20.54
800
11/3'011:24
924
12.09
22.32
900
11/3013:04
1024
10.89
23.52
1000
1113:014:44
1124
10,04
24,37
1100
11/3/016:24
1224
9.35
25.06
1200
1113/017:23
1283
8.97
25.44
1259
I LoT2 241aR mon.xls 12120/01 1 oft
Aquifer Test Data -Lot 2, Villages View Estates Nest S/D
n
L .
tri+
1�
"
11/3/017:24
1284
8.98
25.43
1260 Y
s'
sa'
$(projected)
t`s' Pump off Recovery
11/3/017:25
1285
9.09
25.32
1
25.32
0.00
25.32
1285.00
11131017:26
1286
9.09
25.32
2
25.32
0.00
25.32
643.00
11131017:27
1287
9.08
25.33
3
25.33
0.00
25.33
429.00
11/3/017:28
1288
9.08
25.33
4
25.33
0.00
25.33
322.00
`
11/3/01729
1289
9.08
25.33
5
25.33
0.00
25.33
257.80
11131017:30
1290
9.08
25.33
6
25.33
0.00
25.33
215.00
$..
11/3,01 7:31
1291
9.07
25.34
7
25.34
0.00
25.34
184.43
11/3,01792
1292
9.07
25.34
8
25.34
0.00
25.34
161.50
11/301793
1293
9.06
25.35
9
25.35
0.00
25.34
143.67
11/3/017:34
1294
9.06
25.35
10
25.35
0.00
25.35
129.40
11/3101 7:39
1299
9.07
25.34
15
25.34
0.02
25.16
86.60
11/3/017:44
1304
9.07
25.34
20
25.34
0.04
25.38
65.20
11/3/017:49
1309
9.08
25.33
25
25.33
0.07
25.39
52.36
1113/01 7:54
1314
9.10
25.31
30
25.31
0.09
25.40
43.80
1113/017:59
1319
9.11
25.30
35
25.30
0.12
25.42
37.69
11/31018:04
1324
9.14
25.27
40
25.27
0.16
25.43
33.10
I^
1I/M18:09
1329
9.17
25.24
45
25.24
0.21
25.45
29.53
1113,018:14
1334
9.21
25.20
50
25.20
0.27
25.46
26.68
11/3018:19
1339
9.25
25.16
55
25.16
0.32
25.48
24.35
1113018:24
1344
9.29
25.12
60
25.12
0.37
25.49
22.40
11/3.018:34
1354
9.41
25.00
70
25.00
0.52
25.52
19.34
t�
11/3/018:44
1364
9.50
24.91
80
24.91
0.64
25.55
17.05
1113018:54
1374
9.65
24.76
90
24.76
0.82
25.58
15.27
l
l
11/31019:04
1384
9.75
24.66
100
24.66
0.95
25.61
13.84
11/31019:24
1404
10.12
24.29
120
24.29
1.38
25.67
11.70
11131019:44
1424
10.56
23.85
140
23.85
1.88
25.73
10.17
11/3/0110:04
1444
11.09
23.33
160
23.33
2.45
25.79
9.03
1113/0110:24
1464
11.65
22.76
180
22.76
3.09
25.84
8.13
11/3101 10:44
1484
12.27
22.14
200
22.14
3.76
25.90
7.42
11/310111:34
1534
13.97
20.44
250
20.44
5.61
26.05
6.14
11/3,0112:24
11/3.0113:14
1584
1634
15.77
17.72
18.61
16.69
300
350
18.63
16.69
7.56
9.65
26.20
26.34
5.28
4.67
11/30114:04
1684
19.64
14.77
400
14.77
11.72
26.49
4.21
`
1113101 15:44
1784
23.47
10.94
500
1094
15.84
26.78
3.17
11/3/011724
1884
26.98
7.43
600
7.43
19.64
27.07
3.14
111310119:04
1984
30.25
4.16
700
4.16
23.21
27.37
2.83
11/310120:44
2084
33.09
1.32
800
1.32
26.34
27.66
2.61
11/310122:40
2200
35.93
-1.52
916
-1.52
28.00
2.40
1114.'010:20
2300
37.09
-2.68
1016
-2.68
11/4,'012:00
2400
37.26
-2.85
1116
-2.85
11/4.01 3:40
2500
39.42
-5.01
1216
-5.01
11/4.015:20
2600
39.22
4.81
1316
4.81
11/4:017:00
2700
39.23
4.82
1416
4.92
11/4,01 12:00
3000
39.36
4.95
1716
4.95
11/4,0120:20
3500
39.09
4.68
2216
4.68
11/5,014:40
4000
38.76
4.35
2716
4.35
11/50111:20
4400
39.11
-4.70
3116
4.70
t�
�I LoT2 241112 mon.sls 12120/01 2of2
I of 2
i
Aquifer Test Data -Lot
3, Villages View Estates West S/D
Source File:
P:\20110D-I\AQUIFC•-1\3
2411R.DAT
Location:
Lot 3 - Production Well
r.
Start:
11/2101 10:07 AM
L
End:
1115101 11:15 AM
.
Date
Minutes
Feet of Water Drawdown
n
11/2/01 10:07
0
312.00
0.00 Start Water Level Monitoring
11/2/0110:08
1
312.05
-0.04
11/210110:09
2
312.02
-0.02
11/210110:10
3
312.05
-0.04
11/2/0110:11
4
312.05
-0.04
11/2/0110:12
5
312.05
-0.04
11/2101 10:13
6
312.02
-0.02 Start Pump in Production Well
112/0110:14
7
309.36
2.64
L+
112/0110:15
8
307.43
4.57
112101 10:16
9
305.79
6.22
11/210110:17
10
303.92
7.08
112/01 10:18
11
302.71
9.29
11/210110:19
12
300.61
11.40
I1/210110:20
13
298.57
13.43
112/0110:21
14
296.64
15.36
I1/2,0110:22
15
294.85
17.16
112/0110:23
16
293.07
18.93
112/0110:24
17
291.40
20.60
112/0110:25
18
289.73
22.27
112/0110:26
19
288.15
23.85
■^
112/0110:27
20
286.61
25.39
112/0110:32
25
279.72
32.28
11/2/0110:37
30
273.90
38.11
11/2,101 10:42
35
268.26
43.74
112/0110:47
40
262.93
49.07
11/2/0110:52
45
257.91
54.09
112/0110:57
50
253.34
58.67
112/0111:02
55
249.09
62.91
11210111:07
60
244.78
67.22
11/2/0111:17
70
237.05
74.96
11/2/0111:27
80
230.22
81.78
11/2/01 11:37
90
223.96
88.04
11/2/0111:47
100
218.33
93.67
11/2101 11:57
110
213.19
98.81
11/210112:07
120
208.34
103.66
11/2/01 12:17
130
203.99
108.02
112/01 12:27
140
199.81
112.20
112101 12:37
150
196.10
115.90
112/01 12:47
160
192.79
119.22
112/01 12:57
170
189.47
122.53
11/2101 13:07
180
183.71
128.29
11/2101 13:27
200
177.47
134.53
11/2/0113:47
220
171.95
140.06
I1/2/0114:07
240
167.94
144.06
�^
11/2/0114:27
260
164.88
147.12
112/0115:07
300
158.63
153.36
112/0115:57
350
152.51
159.49
112/0116:47
400
148.16
163.84
r '
11/2/01 18:27
500
140.95
171.06
112/0120:07
600
120.95
191.05
11/210121:47
700
112.98
199.03
11/2/0123:27
800
119.71
192.29
11/3/011:07
900
123.68
188.32
11/3/012:47
1000
118.20
193.80
11/3/015:48
1181
106.72
205.29
r'
l
LoT3 2411R_pump.xls
1220101
I of 2
Pump off= Recovery
F.
LoT3 241IR-pump.xls 12/20,'01 2of2
Aquifer Test Data -Lot
3, Villages View
Estates West S/D
I
'
11/3/015:49
1182
I06.65
205.35
s'
t'
Uf
11/3'015:50
1183
106.69
205.31
205.31
1
1183.0
►•.
11/3/015:51
1184
106.72
205.29
205.29
2
592.0
11/3/015:52
1185
106.74
205.27
205.27
3
395.0
11/3/015:53
1186
106.82
205.18
205.18
4
296.5
11/31015:54
1187
106.78
205.22
205.22
5
237.4
11/3101 5:55
1188
106.87
205.14
205.14
6
198.0
11/3/015:56
1189
106.95
205.05
205.05
7
169.9
11/3/015:57
1190
106.98
205.03
205.03
8
148.7
11/3/015:58
1191
107.06
204.94
204.94
9
132.3
11/31015:59
1192
107.06
204.94
204.94
10
119.2
11/3/016:00
1193
107.11
204.90
204.90
11
108.5
11/3/016:01
1194
107.06
204.94
204.94
12
99.5
11/3/016:02
1195
107.08
204.92
204.92
13
91.9
n
11/3/016:03
1196
107.11
204.90
204.90
14
85.4
11/31016:04
1197
107.11
204.90
204.90
15
79.8
11/3/016:05
1198
107.19
204.81
204.81
16
74.9
11/3/016:06
1199
107.19
204.81
204.81
17
70.5
r+
11/31016:07
1200
107.26
204.75
204.75
18
66.7
11/31016:08
1201
107.24
204.77
204.77
19
63.2
11/3/016:09
1202
107.28
204.72
204.72
20
60.1
11/3/016:14
1207
107.39
204.62
204.62
25
48.3
11/3/016:19
1212
107.95
204.05
204.05
30
40.4
11/3101 6:24
1217
108.75
203.25
203.25
35
34.8
11/31016:29
1222
109.62
202.38
202.38
40
30.5
11/3/016:34
1227
110.64
201.37
201.37
45
27.3
'+
11/3/016:39
1232
112.13
199.87
199.87
50
24.6
1113/016:44
1237
114.00
198.01
198.01
55
22.5
11/3/016:49
1242
115.90
196.10
196.10
60
20.7
11/31016:54
1247
118.33
193.67
193.67
65
19.2
*'
11/3/016:59
1252
122.86
189.15
189.15
70
17.9
l
11/3/017:04
1257
127.99
184.01
184.01
75
16.8
'
11/3/017:09
1262
132.95
179.05
179.05
80
15.8
11/3/017:19
1272
141.27
170.73
170.73
90
14.1
11/3/017:29
1282
148.55
163.45
163.45
100
12.8
11/3/017:39
1292
154.96
157.04
157.04
110
11.7
11/3/017:49
1302
161.03
150.98
150.98
120
10.8
11/3/01 7:59
1312
167.12
144.89
144.89
130
10.1
1113101 8:09
1322
172.96
139.04
139.04
140
9.4
11/3/018:29
1342
183.58
128.42
128.42
160
8.4
11/3/018:49
1362
192.98
119.02
119.02
180
7.6
11/31019:09
1382
201.45
110.55
110.55
200
6.9
^
11/31019:29
1402
208.99
103.01
103.01
220
6.4
11/31019:49
1422
215.84
96.17
96.17
240
5.9
11/3/01 10:29
1462
227.99
84.01
84.01
280
5.2
11/3/0111:09
1502
238.22
73.79
73.79
320
4.7
11/3/0111:49
1542
247.23
64.77
64.77
360
4.3
11/3/0112:29
1582
254.66
57.34
57.34
400
4.0
11/3/01 14:09
1682
269.11
42.89
42.89
500
3.4
11/3/0115:49
1782
279.14
32.86
32.86
600
3.0
"
11/3101 17:29
1882
286.18
25.82
25.82
700
2.7
lIl/3/0119:09
1982
291.25
20.75
20.75
800
2.5
11/310120:49
2082
295.17
16.83
16.83
900
2.3
11/3/0122:29
2182
298.33
13.67
13.67
1000
2.2
r"
11/41011:49
2382
302.86
9.14
9.14
1200
2.0
j
11/4/015:09
2582
305.70
6.30
6.30
1400
1.8
11/41018:29
2782
307.41
4.59
4.59
1600
1.7
11/4/01 11:49
2982
308.75
3.25
3.25
1800
1.7
11/410115:09
3182
309.66
2.34
2.34
2000
1.6
1114,10123:29
3682
311.16
0.84
0.84
2500
1.5
11/5/017:49
4182
312.05
-0.04
-0.04
3000
1.4
11/5/019:29
4282
312.11
-0.11
-0.11
3100
1.4
11/5/0111:09
4382
312.31
-0.30
-0.30
3200
1.4
Pump off= Recovery
F.
LoT3 241IR-pump.xls 12/20,'01 2of2
I of
Aquifer Test Data -Lot 4, Villages View Estates West SID
l..
Source File:
PA20110D-I\ANTECE-IWANTDAT.DAT
Location:
Lot 4 - Monitoring Well
Start:
End:
10/3010113:16:18
10/31/01 17:26:18
Date
Minutes Water Level
10/30/01 13:16
0
11.35 Start Water Level Monitoring
10/30/01 13:26
10
11.35
10/30/01 13:36
20
11.34
10/30/0113:46
30
11.34
10/30,0113:56
40
11.34
10/3010114:06
50
11.34
10/3010114:16
60
11.33
10/30/0114:26
70
11.33
10/30/0114:36
80
11.33
r
I
10/30/0114:46
90
11.33
10/30/01 14:56
100
11.32
10/30/01 15:06
110
11.32
10/30/01 15:16
120
11.31
10/30;0115:26
130
11.31
10/30/01 15:36
140
11.30
10/30/01 15:46
150
11.29
10/30/01 15:56
160
11.28
10/30'0116:06
170
11.27
10/3001 16:16
180
11.26
10/30/01 16:26
190
11.25
10/30/0116:36
200
11.24
10/30/0116:46
210
11.23
10/3010116:56
220
11.22
10/3010117:06
230
11.21
10/30/0117:16
240
11.20
P`
10/30/01 17:26
250
11.19
10/3010117:36
260
11.18
10/3010117:46
270
11.17
10/3010117:56
280
11.17
10/30/01 18:06
290
11.16
10/30,0118:16
300
11.16
!!!
10/30'0118:26
310
11.15
10/30'0118:36
320
11.15
10/30'0118:46
330
11.15
10/30101 18:56
340
11.15
10/30/01 19:06
350
11.15
10/3010119:16
360
11.15
r.
10/30/01 19:26
370
11.15
10/30/0119:36
380
11.16
10/30/01 19:46
390
11.16
10/30/0119:56
400
11.17
10/30/01 20:06
10/30/0120:16
410
420
11.18
11.18
l
t
10/3010120:26
430
11.20
10/3010120:36
440
11.20
10/3010120:46
450
11.21
10/30'0121:36
500
11.27
10/30,10123:16
600
11.35
10/31/010:56
700
11.38
10/31/012:36
800
11.37
A
10/31/014:16
900
11.35
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10/31/015:56
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11.26
10/31/017:36
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11.22
10/31/019:16
1200
11.30
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10/31/01 10:56
1300
11.41
10/31/01 12:36
1400
11.46
10/31/01 14:16
1500
11.46
10/31/01 15:56
1600
11.44
10/31/01 17:26
1690
11.35
Lot4 all data.xls
1212001
I of
2of3
Aquifer Test Data - Lot 4, Villages View Estates West
SID
Rc-Start Water Level Monitoring
10/31/0117:26
0
11.35
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I
10/31/01 19:06
10/31/0120:46
100
200
11.28
11.32
j
10/31/01 22:26
300
11.42
11/1/010:06
400
11.48
P.
11/1/011:46
500
11.50
11/1/013:26
600
11.49
11/1/015:06
700
11.45
11/1/016:46
800
11.35
11/1/018:26
900
11.33
11/1/01 10:06
1000
11.42
11/1101 11:46
1100
1132
11/l/01 13:26
1200
11.55
ll/l/01 16:46
1400
11.47
r
11/1/01 19:56
1590
11.27
f
11/1/01 23:26
1800
11.43
11/21012:46
2000
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11/2/016:06
2200
11.37
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1112/019:26
2400
11.27
11/2'01 10:06
2440
11.31
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11/2101 12:46
2600
11.47
11/2/0116:06
2800
11.52
^
11/2'0119:26
3000
11.36
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11/2/0122:46
3200
11.49
11/3/012:06
3400
11.65
11/3/015:26
3600
11.65
Pump off
11/3/018:46
3800
11.49
11/3/01 12:06
4000
11.59
11/3/01 15:26
4200
11.59
11/3/01 20:26
4500
11.20
^
11/4'01 1:26
4800
11.22
11/41016:26
5100
11.08
111410111:26
5400
10.89
11/4101 16:26
5700
10.98
1114,10121:26
6000
10.71
II/5101 2:26
6300
10.86
11/5/01 7:26
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10.81
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12/20/01
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Aquifer Test Data - Lot 4, Villages View Estates West SID
Date
Date
Pressure
(Greenwich)
(Anchorage)
Millibars
1113/01 0:53
11/2'01 15:53
990.7
11/3/01 2:53
11/2/0I 17:53
990.6
11/3/014:53
1112'0119:53
989.9
1113/016:53
11/210121:53
988
11/3/018:53
11/2'0123:53
986.5
11/310110:53
11/3/011:53
985.8
1113/0112:53
11/3/013:53
983.4
1113/0114:53
11/3,'015:53
983.5
11/3/0116:53
11/3/017:53
982.4
11/3/0118:53
11/3/019:53
981.5
1113/01 20:53
11/3101 11:53
980.9
1113/0122:53
11/3'0113:53
980.8
11/4/010:53
11/3'0115:53
981.6
11/3,1012:53
11/3'0117:53
982.9
11/4'014:53
11/3'0119:53
985
11/4'016:53
110/0121:53
987.5
11/4/018:53
1113/0123:53
990.1
11/4'0110:53
11/4011:53
992.5
11/4'0112:53
11/4'013:53
994.8
11/4/0114:53
11/4015:53
996.7
11/4'0116:53
11/41017:53
998.7
1114101 18:53
11/4101 9:53
1000.6
111410120:53
11/4101 11:53
1002.4
11/410122:53
11/4!0 1 13:53
1003.8
11151010:53
11/4101 15:53
1005.1
1115/012:53
1114101 17:53
1006.6
11151014:53
11/4101 19:53
1007.9
11/5/01 6:53
11/4/0121:33
1009
1115/01 8:53
11/4/0123:53
1010
11/5/01 10:53
11/5/01 1:53
1010.7
11/5101 12:53
11151013:53
1010.8
1115101 14:53
11151015:53
1010.8
1115101 16:53
1115/01 7:53
1010.9
1115/01 18:53
11/51019:53
1011
111510120:53
1115/01 11:53
1011.2
111510122:53
1115101 13:53
1011.2
11/6101 0:53
11/5/01 15:53
1010.8
11/61012:53
1115/01 17:53
1010.3
11/61014:53
1115101 19:53
1010.2
11161016:53
11/5/01 21:53
1010
1116/01 8:53
1115101 23:53
1009.8
11/6101 10:53
11/6/01 1:53
1009.7
11/6/01 12:53
11/6/013:53
1009.9
11/6/01 14:53
11/6/01 5:53
1009.9
11/6/01 16:53
11/6/01 7:53
1010.3
1116101 18:53
11/6/01 9:53
1010.6
Start monitoring Barometric Pressure
Pump off
F.
Lot3_all data.xls 12/20/01 3of3
9416'
TERM"IT, INC.
1413 West 315t Avenue, Anchorage, AK 99503 (907) 344-.9370
Geological Consulting Environmental Restoration Regulatory Compliance
Q 7 'JUL 1 0 2001
Ground Water Evaluation
for the proposed
Villages View Estates West
Prepared for:
Kin Shaw and Son Shaw
P. O. Box 110637
Anchorage, AK 99511
By:
TERRASAT, INC.
1413 West 31" Avenue
Anchorage, AK 99503
June 20, 2001
TABLE OF CONTENTS
INTRODUCTION.........................................................................................1
SiteDescription.............................................................................................................. I
OBJECTIVES................................................................................................1
DATASOURCES..........................................................................................1
Aerial Photography & Geologic Maps.......................................................................... I
WellLogs........................................................................................................................ I
DATA INTERPRETATION........................................................................ 2
Aerial Photography & Geologic Maps.......................................................................... 2
LocalGeology................................................................................................................. 2
LocalHydrogeology....................................................................................................... 3
Aquifersand Well Yields............................................................................................... 3
BedrockOccurrence...................................................................................................... 3
CONCLUSIONS............................................................................................ 4
RECOMMENDATIONS.............................................................................. 4
PROFESSIONAL SIGNATURES...............................................................4
Figure 1
Figure 2
Figure 3
Figure 4
FIGURES
Site Location Map
Water Well Locations With ID Numbers
Depth to Bedrock for Water Wells Within 'h Mile of VVEW
Yields for Water Wells Within 'h mile VVEW
APPENDICES
Appendix A Well Log Summary
INTRODUCTION
Kin Shaw and Son Shaw contracted TERRASAT, INC to evaluate the ground water
conditions in the Proposed Villages View Estates West Subdivision, Anchorage, Alaska.
Our scope of services includes:
• Estimating the water production potential for the proposed subdivision and potential
impacts to surrounding well users based on the available hydrogeologic information.
• Evaluating the aquifer conditions based on current available information for the area.
• Making recommendations based on our findings to determine if additional
investigation is warranted.
Site Description
The Proposed Villages View Estates West Subdivision is located east of the Villages Scenic
Parkway, south of Potter Valley Road in Anchorage, Alaska (Figure 1). The sectional
description for the area is the SW 1/4 Section 14, Township 11 North, Range 3 West, Seward
Meridian.
OBJECTIVES
Our objectives for this project are as follows:
• Estimate the potential of adequate water supplies for single-family wells on five lots in
the Proposed Villages View Estates West Subdivision;
• Determine the volume of water that will be considered adequate for a typical single-
family home;
9 Estimate the potential impacts to water wells in the surrounding area.
DATA SOURCES
Aerial Photography & Geologic Maps
TERRASAT, INC examined aerial photographs to gain an understanding of the regional
geology. We examined both high-altitude color infrared photos to identify regional
geological trends and low -altitude color photos to evaluate local features that may influence
a or control the flow of ground water through the area.
We also examined the United States Geological Survey's (USGS) Water Resources report
entitled Hydrogeology for Land -Use Planning: the Potter Creek Area, Anchorage Alaska
(USGS Water Resources Investigations Open -File Report 82-86, 1986). This report
summarizes the surface geology of the Potter Creek area and contains maps that show the
topographic slope and estimates of depth to bedrock for this region.
Well Logs
TERRASAT, INC acquired 16 driller's logs for water wells on file with the Department of
Natural Resources (DNR), the Municipality of Anchorage On -Site Water and Wastewater
Services, or on file with the United States Geological Survey. We tabulated information
from the available well logs into a spreadsheet (Appendix A). Information provided by the
PA20110-Village View\Reports\6-20-01 Village View report.doc Pagel of4
RF%
logs includes total depth, well yield, depth to water, depth to bedrock, aquifer type, and well
location. One or more parameters are missing for some of the wells. Using a geographical
information system (GIS), we plotted the water well locations based on the DNR coordinate
reference system of Section, Township and Range. We labeled wells according to an
assigned index number from our database (Figure 2).
The GIS system enables TERRASAT, INC. to make links between spatial data, well
locations, and ancillary information such as elevation of the well, depth of the well, depth to
bedrock, or the physical description of each well. The power of the GIS is that it allows us to
create new maps based on queries of the ancillary information attached to each well location.
We use these new maps to look for trends that may be hidden within the data.
General practice for evaluating depth to ground water requires all water levels be measured
in a very short time period, as static water levels may vary in response to stream levels,
rainfall, pumping, and seasonal variations. Accurate measurement of water levels is
important to determine the sources of water and to determine if flow paths change seasonally.
Data from the driller's log represents water levels from different times, often years apart,
thus is questionable, and may provide a poor representation of the static water levels in the
area.
DATA INTERPRETATION
Aerial Photography & Geologic Maps
Interpretation of local large-scale geologic features reveals that bedrock gently slopes to the
west. At least one north -south linear feature was observed on the aerial photos about 0.4
miles east of the property. This feature is interpreted as a possible fault. Faults tend to be
good conduits for ground water.
The U.S.G.S. Water Resources Investigations Open -File Report 82-86 evaluates the ground
water resources in the Potter Creek area. This report shows that an estimated 6-8 ft3 per
second of ground water flows beneath the Potter creek area. The authors analyzed local
precipitation amounts, local recharge, and compared these values to the amount of water
flowing out of the Potter Creek area, discharge. They determined that the amount of water
leaving the Potter Creek area as surface water, water lost to the atmosphere, or as ground
water is more than the amount of recharge that results from annual precipitation. They
conclude that a significant portion of the ground water that flows beneath the Potter Creek
drainage basin comes from sources east of the valley higher up in the Chugach Range.
Local Geology
Our analysis of the well log data shows that most of the wells adjacent to the proposed
subdivision have similar geology and construction. Based on our study, all of the wells
located within '/2 mile of the proposed subdivision are completed in bedrock. Our study
shows that all of the wells within this % mile radius, with exception of well number 12,
encountered bedrock at depths of less than 20 feet. Well number 12 was drilled on a ridge of
glacial deposits northeast of the proposed subdivision and encountered bedrock at a depth of
1" PA201 I O -Village View\Reports\6-20-01 Village View report.doe Page 2 of 4
50 feet. Depth to bedrock increases as a general trend as you move north from the proposed
subdivision (Figure 3).
TERRASAT, INC developed a conceptual geologic model for the Proposed Villages View
Estates West Subdivision based on our review of the aerial photographs, hydrogeological
reports, and available well logs. We conclude that the proposed subdivision is underlain by
exposed bedrock or bedrock covered by a thin deposit of glacial till. The bedrock slopes
gently to the west-northwest toward Turnigan Arm and Potters Creek. An intermittent
stream appears to flow west from the property and the remaining drainage appears to flow to
the northwest towards Potter Creek.
Local Hydrogeology
TERRASAT, INC developed a hydrogeological model of the area. Our model suggests that
the dominant aquifer in this area is a bedrock aquifer. We believe that the ground water of
the area is controlled by structures in the regional and local bedrock. The strongest control
on bedrock aquifers is fractures and faults. Since the recharge for this aquifer appears to be
from sources outside the Potters Creek drainage basin (U.S.G.S. Water Resources
Investigations Open -File Report 82-86), we conclude that local topographic features have
little affect on regional ground water flow.
Aquifers and Well Yields
Past ground water studies, conducted by TERRASAT, INC on the hillside in Anchorage,
have suggested that most wells in bedrock aquifers will typically produce less than 0.5 gpm.
This production rate is generally considered marginally adequate for single-family homes.
The Municipality of Anchorage has determined that a well provides adequate water for a
single family home if it produces 0.35 gpm (500 gallons per day) per bedroom. A well for a
three-bedroom house, therefore, must produce just over 1.0 gpm to be considered adequate
for a typical single-family home.
Figure 4 shows the available well yield data for the residential wells within '/2 mile of the
proposed subdivision. We have placed '/4 mile and 'h mile markers around the proposed
subdivision to help illustrate that available yield data suggests that the bedrock aquifer in this
area produce adequate flow rates for a typical single-family home. The average yield, based
on the median value, for wells within '/4 mile of the proposed subdivision is approximately
- 3.75 gpm. The average yield of wells within % mile of the proposed subdivision is
approximately 3.91 gpm.
Based on available well yield information, no wells with a yield of less than 1.0 gpm are
known to exist within I/4 mile of the proposed subdivision. Only one well, Village Parkway
Estates #1 Lot 4 (Well #3 in Figure 2), has a reported yield that is less than 2.0 gpm (1.5
gpm; Appendix A).
Bedrock Occurrence
Available logs show that all wells within 'h mile of the proposed subdivision intercept
bedrock at depths varying from just below ground surface to 74 feet. These wells are cased
to just below the bedrock and intercept to fractures at varying depths. The bedrock fractures
are the apparent source of water for these wells.
PA20110-Village View\Reports\6-20-01 Village View report.doc Page 3 of
Conclusions
The hydrogeology beneath the proposed subdivision is complex, but the ground water
production ability of the area appears capable of supporting single-family wells. Residential
water wells in the area surrounding the Proposed Villages View Estates West Subdivision
have a minimum average yield of 3.75 gpm which is above the consumptive need for a
typical three-bedroom, single-family home. Based on our geological and hydrogeological
evaluation of the area, residential water wells in the proposed subdivision should have yields
comparable to those in the surrounding subdivisions. We conclude that the aquifers
identified in the surrounding area also likely underlie the Proposed Villages View Estates
w� West Subdivision. These aquifers should produce adequate water for individual wells on
each lot.
Based on available information, the fracture systems exploited by local wells appear to be
common throughout the area and are capable of producing usable quantities of water.
Previous studies of this area suggest that significant recharge of the bedrock aquifers occurs
from outside the local drainage basin. Potential impacts to surrounding water wells from
development of the proposed subdivision will likely be insignificant. We cannot make this
conclusion, however, with a high degree of certainty without evaluating aquifer test data for
wells within the proposed subdivision.
Recommendations
TERRASAT, INC. recommends conducting an aquifer test within the proposed subdivision
to evaluate the impacts to surrounding users. Based on well depths and construction, an
aquifer test should be designed to include one pumping well and one or two observation
wells. The production well should be pumped a minimum of 24 hours, followed by 24 hours
of recovery. Wells should be pumped at a rate that creates 70% to 90% drawdown in the
production well at the end of the 24-hour test period. Monitoring of all three wells should
start one or more days prior to the start of the test and continue throughout a minimum 48-
hour testing period. The observation wells should be located approximately 100 feet and 200
feet from the production well. Information gained from this type of aquifer test will allow us
to more accurately evaluate the impacts on surrounding wells and estimate the expected
future yield for the next 10 years.
Please contact us at 344-9370 if you have any questions.
Professional Signatures
Bill Lawrence
Senior Hydrogeologist
JDan Young
Certified Professional Geologist
Ground Water Professional
P:\20110 -Village View\Reports\6-20-01 Village View report.doc Page 4 of 4
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r
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CO
It
N
co
O
N
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co
r
N
CO
It
LO
CO
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O
r
r
r
N
r
M
r
d-
r
LO
r
CO
r
E
I
I
O
0
N
CD