rmt project memorandum re: results of hydraulic ... · matrix is so low. based on measured...

PPA Reaion 5 Records Ctr.

iiiiiiii^01496

Project Memorandum

Date: 27 October 2004

To: LSRG Technical CommitteeDoug Clark - Foley & Lardner

From: Pete Chase; Galen Kenoyer; Eric Gredell

Re: Lemberger Transport & Recycling Site (LTR)Results of Hydraulic Conductivity Tests of Monitoring WellsRMT Project No. 3453.42

The purpose of this memo is to present the data, results, and conclusions from hydraulic tests

performed by RMT in August 2004 at seven groundwater monitoring wells located around the

perimeter of the LTR site. The primary purpose of the tests was to determine the hydraulic

conductivity of the fractured bedrock aquifer at several locations adjacent to the LTR. This

information was developed to assist in evaluating whether installation of additional

groundwater extraction wells in the bedrock near the LTR to attempt to provide complete

interception of the volatile organic compound (VOC) plume emanating from beneath the LTR

would be feasible or practical. The additional hydraulic conductivity information was also

obtained to help assess the overall effectiveness of the pump-and-treat remedy for

groundwater at the site; to help interpret the cause of previous increases in VOC

concentrations observed in the deepest monitoring well near the LTR (RM-7XD); and to

provide data for comparison with the hydraulic conductivity values for the bedrock as

determined from the calibrated groundwater flow model.

Fieldwork Performed

On 16/17 August 2004, a hydrogeologist from RMT's Madison office and the RMT site operator

performed "bail-down" tests at the following seven monitoring wells near the LTR: RM-7D;

I. UVPMSV\P/Ti{)(Mi3453 \-UU1W01-l5JJMXI4 DOC 12:16I2IH>4

7XD; 209D; -303D; -304D; -305D; and -306D. Locations of the wells are shown on Figure 1. The

bail-down tests were conducted by withdrawing between '/2 and 2 gallons of water from each

well, and measuring the rate of water level recovery using an automatic data logger/pressure

transducer or manually recorded data. The data were analyzed using AQTESOLV® software

and the Bouwer and Rice analytical method. The test results are summarized in Table 1.

Hydraulic conductivity (K) values ranged from 8.2 x 10-3 cm/s to 2.2 x 10-5 cm/s. The

geometric mean value was 2.3 x 10-4 cm/s or 0.66 ft/day. The following information is attached

for each of the seven wells tested: computer-generated data analysis; field-recorded data (data

logger or manual notes); soil boring log from construction of the monitoring well (where

available); and monitoring well construction diagram.

Interpretation of Test Results

The geometric mean value of the seven hydraulic conductivity tests (2.3 x 104 cm/s) is

approximately two orders of magnitude lower than the hydraulic conductivity value used in

the calibrated ground water flow model for the site. This finding is not unexpected. Hydraulic

conductivity values determined at individual monitoring wells are representative of the

bedrock flow properties at distinct points in the aquifer. The values at these separate points are

typically not representative of the bulk hydraulic conductivity of the aquifer at a regional scale.

On the mesoscopic scale, a test on an individual monitoring well is influenced by the aquifer

properties within only a few feet of the well screen. If the screened zone of a well does not

substantially intersect the fracture network in the rock, the measured apparent hydraulic

conductivity value will be low. At a larger, regional scale, the groundwater flow is strongly

influenced by the interconnected fracture network in the bedrock. At the scale of the

groundwater model, where a single model "cell" can be 20 to 100 feet across, there is a strong

likelihood that there will be several significant fractures that intersect, and interconnect, each

model cell. Because the groundwater flow through the fracture voids is much higher than the

flow through the bulk rock matrix, the properties of the fracture network control the

groundwater flow, and the apparent hydraulic conductivity at the macro scale is much higher

than at the scale of individual monitoring wells. Thus, it is not surprising that the hydraulic

conductivity values resulting from the bail-down tests are lower (geometric mean of 0.66

ft/day) than the values of 22 to 45 ft/day in the vicinity of the LTR, as obtained with the

calibrated flow model.

In addition to the results from the bail-down tests, other direct evidence of the difficulty in

intersecting a significant portion of the interconnected fracture network at a single boring or

well location near the LTR is provided by the very low flowrates produced by the three

extraction wells installed along the northern side of the LTR in December 2001. Despite having

screen lengths of 30 feet in the bedrock, each of these wells produces a continuous flowrate of

only approximately 0.2 gallons/minute.

The hydraulic conductivity values from the bail-down tests are also consistent with the

conceptual model of the site presented in RMT's June 2004 report (Assessment of Remedial

Action Effectiveness), where the bulk of the remaining VOC source is present as diffused and

residual mass in the bedrock matrix beneath the LTR. The rate at which the VOC plume is

continually generated beneath the LTR is controlled by the slow rate of back-diffusion of VOC

source mass from the bedrock matrix into the groundwater that flows through the source

zones. The effects of this rate-limiting process may have been observed in the trend of

increasing VOC concentrations at the deepest monitoring well near the LTR, RM-7XD, from

2001 to 2003. (VOC concentrations in groundwater samples collected from RM-7XD since

summer 2003 have been very consistent, indicating that the trend of increasing concentrations

observed from 2001 to 2003 has ceased.)

It is likely that the increasing VOC concentrations at RM-7XD from 2001 to 2003 occurred

primarily because of the time required for the VOC source mass to back-diffuse from the low-

permeability bedrock at the source zones beneath the landfi l l into the flowing groundwater,

and the time required for the groundwater to travel from the source zones to the screened

depth interval at the RM-7XD location. Although the VOC concentrations at RM-7XD are

currently roughly double the concentrations prior to 2001, they do not represent a substantial

IJ.Ujj'. J-1 MIXKWS.i-IMKW POC

increase in VOC mass flux, since the groundwater velocity through the low-permeability

matrix is so low. Based on measured hydraulic gradients and the K values determined from

the August 2004 bail-down tests, the groundwater velocity would be approximately 0.004

ft/day through the bedrock matrix. However, at a larger (macroscopic) scale, with the same

hydraulic gradients and a K value of 22 to 45 ft/day as determined with the groundwater flow

model, the groundwater velocity of the fractured bedrock would be 33 to 66 times higher. The

increasing concentrations at the location of RM-7XD simply reflect the slow migration of

dissolved VOCs through the bedrock matrix from the source zones to the monitoring well

location. The relatively low VOC concentrations observed at RM-7XD are a result of the

proportional difference between the volume of groundwater passing through the source zones

and the flux of dissolved VOC source mass entering the flow, as well as dispersion of the

plume as it moves farther away from the source zones.

Conclusions

The hydraulic conductivity values determined from bail-down tests performed in August 2004

at seven bedrock groundwater monitoring wells located around the perimeter of the LTR

support the previous site data and drilling/operating experience indicating that installation of

additional extraction wells near the LTR would not be capable of effectively intercepting the

entire VOC plume emanating from beneath the LTR. The hydraulic conductivity data indicate

that the fractures are widely spaced in the source zones, and immediately adjacent to the LTR,

and not easily intercepted. The density (number) of new extraction wells that would be

required to approach achieving effective interception of the plume would be technically and

physically, as well as economically, impractical.

Table 1

Summary of Hydraulic Conductivity Test Results for Wells Screened in Bedrock

Lemberger Transport & Recycling SiteWhitelaw, Wisconsin

Monitoring

Well

RM-7D

RM-7XD

RM-209D

RM-303D

RM-304D

RM-305D

RM-306D

Approximate Screened

Interval (ft.)

35-45

93-108

41-5145-55

25-3552-62

45-55

Hydraulic Conductivity (K)

(cm/s)

8.2E-03

1 .7E-04

1 .4E-04

1 .7E-04

2.9E-04

2.2E-05(Note1)

1.8E-04

Range of Values:

Geometric Mean:

High 8.2E-3; Low 2.2E-52.3E-04

Prepared by: PMC 9/16/04

Checked by: THC 9/16/04

Note 1: Evaluation of earlier portion of the recovery graph yields a K value of2.2E-04 cm/s.

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PLOT BATADrawing Ham*: J:\03453\42\34534201.DWGOperator Nome:

BytMDote: Monday. October 25. 2004

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, WELL TESTED AUGUST 2004

'(TOTAL OF 7 WELLS)

1000'

®GR-27GR SCALE: 1"=500'

RM-10UD

LEMBERQER TRANSPORT &RECYCLING SITE (LTR)

MONITORING WELLS TESTED FORHYDRAULIC CONDUCTIVITY AUGUST 2004

JRAWN BY: RETZEKO

APPROVED BY:

PROJECT NO. 03453.42

FUE NO. 34S94201JWB

DATE: OCTOBER 2OO4

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Data Set: P:\3453\42\Hydraulic Conductivity Tests\RM7D.aqtDate: 09/02/04Time: 16:25:43

PROJECT INFORMATION

Company: RMT, Inc.Client: LTRProject: 3453.42Location: Whitelaw WlTest Date: 8/17/04Test Well: RM 7D

AQUIFER DATA

Saturated Thickness: 9.9 ftAnisotropy Ratio (Kz/Kr): 0.1

SLUG TEST WELL DATA

Initial Displacement: 7.33 ftCasing Radius: 0.087 ftWellbore Radius: 0.164ftScreen Length: 9.9 ftGravel Pack Porosity: 0.25Static Water Column Height: 9.9 ft

No. of observations: 75

Observation DataTime (min) Displacement (ft) Time (min) Displacement (ft) Time (min) Displacement (ft)

0.0.01120.02240.03350.04470.05590.0670.07870.09120.10440.11840.13320.14890.16550.18320.20190.22170.24270.26490.28840.3132

7.3343.0092.6162.3192.0291.7661.5611.3471.1740.9940.8480.72

0.6010.5130.4390.3780.3240.2810.2450.2140.191

0.46170.49690.53420.57370.61550.65990.70690.75670.80940.86520.92440.9871.0531.1241.1981.2771.3611.4491.5431.6431.748

0.1390.1390.1390.1370.1350.1350.1330.1330.130.13

0.1260.1260.1240.1240.1240.1240.1210.1210.1210.1190.119

2.3762.5252.6822.8493.0153.1823.3493.5153.6823.8494.0154.1824.3494.5154.6824.8495.0155.1825.3495.5155.682

0.1190.1170.1190.1170.1170.1170.1170.1190.1190.1190.1170.1170.1190.1170.1190.1190.1190.1190.1150.1170.119

09/02/04 1 16:25:4


Time (min) Displacement (ft) Time (min) Displacement (ft) Time (min) Displacement (ft)0.33950.36750.39720.4285

0.1820.1710.1480.144

1.8591.9782.1032.235

0.1190.1190.1210.119

5.8496.0156.1826.349

0.1170.1170.1170.117

SOLUTION

Aquifer Model: UnconfinedSolution Method: Bouwer-Rice

VISUAL ESTIMATION RESULTS

Estimated Parameters

Parameter EstimateK 0.00818 cm/sec

yO 1.956 ft

09/02/04 2 16:25:43£i- **

ANALYSIS - BOUWER AND RICE SINGLE-WELL RESPONSE TESTPROJECT: LTR PROJECT*: 3453.42PREP'D BY: Peter TagliaFIELD TEST PERFORMED BY:

CHECKED BY:Pete Chase FIELD TEST DATE: 8/18/04

Data From:

WELL NUMBER:

| X | Data Logger/Transd. | |

| | Slug Test | [

RM-7D

GROUND SURFACE

Water level indicator/Stopwatch

Baildown

Top of PVC

GEOL.DEPTH INFO.

INITIAL DRAWDOWN s (figure is not to scale)(S)= | 7.33 [feet

SATURATED AQUIFER THICKNESS 48.4 - 38.5(D)*= | 9.90 ^feet

EFFECTIVE SCREEN.LENGTH

(L)= | 990ENXLEN^feet

feet or | 1.97 [fnches

40 -1.5 '| 38.50 1(ft bgs)

V INITIAL DRAWDOWN LEVEL=

| 45.83 tfft bgs) 38.5 + 7.33

if K, < 1 x 10"2cm/s and recovery occurs in the

sand pack, use r'c correction.

D = H = L is default for analysis of aquitards.

Other comments and/or assumptions:

(in ft bgs)

48.4

rw

1.5 | feet above gs

COMMENTS

Silty clay, sandand gravelly sand

31

Fractured dolomite

Assumes that the aquifer extends at least 2 feet below the end of boring:QOther depth based on additional data

1G:\DATA\SILVERMT\genericslug.XLS

BLACK i V E A T C HE N G I N E E R S - A R C H I T E C T S

LOG OF B O R I N G BORING NO. RM-7DSHEET . 1 OF 2

( C L I E N T P R O J E C T P R O J E C T N O .

>T.S. EPA - Reqion V Lemberger Sites 70170/7018P R O J E C T L O C A T I O N C

MM t-f>]aw. Wi e;rnne;inO O R D I N A T E S E L E V A T I O N D A T U M ) T O T A L D E P T H D A T E START

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5 feet South of RM-7XD 1 M. MacLeod 8/3/89S A M P L I N G

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C L A S S I F I C A T I O N O F M A T E R I A L

Undifferentiated Overburden(See boring log for RM-7XD)

R E M A R K S

Boring advancedto 127 w/ 8"O.D., 4-1/4"I.D. hollowstem flightaugers

6" tetnporarysteel casingset to 14'Advanced borincfrom 12' to 36'w/ 5-7/8"tricone rollerbit usingbentonite mudas drillingfluid y

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P R O J E C T

EPA - Region V Lemberger SitesP R O J E C T L O C A T I O N C O O R D I N A T E S E L E V A T I O N D A T U M ] T O T A L D E P T H

WhifBlaw. Wisconsin N-129.367.16 : E-2.564 ,S77 .89 842.79 MSL 48.4 'S U R F A C E C O N D I T I O N S I N S P E C T O R

5 feet South of RM-7XD M. MacLeod

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i Undifferentiated Overburden(See boring log for RM-7XD)

Dolomitic LIMESTONE;qravish-white; massive and thinbedaed; finely crystalline; vugs(10-201) pinpoint to 1";moderately weathered andfractured; brown silt and clay infractures and vugs.

RK-7D2 OF 2

P R O J E C T N O . |

70170/7018C,D A T E S T A R T8/1/89

D A T E F I N I S H

8/3/89

R E M A R K S

4" tsteesetBelcboriw/ 3HQ wdoubcorediamusindril

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w 46',ng advancec-7/8"one rollerusing wateirilling

Bottom ofboring @ 48.4'

Static waterlevel @ 37.2'

Monitoring wel]installed8/3/89

10

B L A C K & V E A T C H P I E Z O M E T E R I N S T A L L A T I O N L O GCONSULTING E N G I N E E R S P I E Z O M E T E R NO. KM-700>)

CL i ENT

U . S . EPA - Region V

P R O J E C T

Lemberger Sites

P R O J E C T NO 1

70170/70180-P R O J E C T L O C A T I O N

Whitelaw, WisconsinC O O R D I N A T E S N-129,371.50;

E-2. 564. 976.14

GROUND E L E V A T I O N843.12 MSL

D A T E

7/31/89S T R A T U M M O H I T O R E D

Dolomitic LimestoneI N S P E C T O R

M.D. MacLeodC H E C K E D BY

M. Ma cL eo dA P P R O V E D BY

E. Mever

GROUND S U R F A C E

TYPE OF S E A L

O.D. & TYPE OFR I S E R P I P E

T Y P E O F S E A L

Cement-iientonite Grout

2" Type 304Stainless Steel

T Y P E A N D S I Z E O FS C R E E N O R O P E N I N G S

T Y P E OF F I L T E R

B en to nite Slurry

2" Wire Wrapped Stain-less Steel screen w/0.01" slots

Washed No. 20Silica Sand

T Y P E O F S E A L

D I A M E T E R OF B O R E H O L E

NA

8"5-7/8"?-?«;/] 6"

O'-IA1

U'-35'35'-1 in1

M E T M O O O F I N S T A L L A T I O N :Drilled boring to completion; set riser pipe and screen; placed filter

and seal; grouted to 2' below ground surtacej. concrete apron placed to A" above groundface; six inch diameter protective steel surface casing with padlock installed; all

sur-

temporary casing removed during well installation.

R E M A R K S . Well developed by pumping. Purged 5 well volumes of water. Discharge vas clear,

1.33' of riser pipe below screen (sediment trap),

II

B L A C K a V E A T C H P I E Z O M E T E R I N S T A L L A T I O N L O GC O N S U L T I N G E N G I N E E R S P I E Z O M E T E R N O . RM-7(D)

C L I E N T

U . S . EPA - Region V

P R O J E C T

Lemberger Sites

P R O J E C T N O .

70170/7018C( P R O J E C T L O C A T I O N

Whitelaw. WisconsinC O O R D I N A T E S N- 129 , 36 7. 16 f

E-2, 564, 977.89GROUND E L E V A T I O N

842.79 MSL 8/3/89S T R A T U M M O N I T O R E D

Dolomitic LimestoneI N S P E C T O R

M. D. MacLeodC H E C K E D B Y

M. MacLeodA P P R O V E D B Y

E. Mever

G R O U N D S U R F A C E

TYPE OF SEAL

O.D. & TYPE OFR I S E R P I PE

TYPE OF SEAL

Cement-Bentonite Grout

2" Type 304Stainless Steel

Bentonite Pellets

2" Wire WrappedStainless Steel screenw/ 0.01" slots

T Y P E A N D S I Z E O FS C R E E N O R O P E N I N G S

T Y P E O F F I L T E R

Washed No. 20Silica Sand

T Y P E O F S E A L

D I A M E T E R O F B O R E H O L E

NA

8" 0'-12'5-7/8" 12'-36'3-15/16" 36'-46'

3-7/8" 46 ' -48 .4 '

M E T H O D OF I N S T A L L A T I O N : Boring drilled to completion; set riser pipe and screen; placed filter

ana se.a.±; grouted to witnin / 01 ground suriace; concrete apron placed to 4 aoove groundsurface; six inch diameter protective steel surface casing with padlock installed; all

temporary casing removed during well installation.

E M A R K S . we]_]_ developed by pumping. Purged 5 well volumes of water. Discharge was clear.

1.33' riser pipe below screen (sediment trap).

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Data Set: P:\3453\42\Hydraulic Conductivity Tests\RM7XD.aqtDate: 09/02/04Time: 16:26:35

PROJECT INFORMATION

Company: RMT, Inc.Client: LTRProject: 3453.42Location: WhitelawWITest Date: 8/17/04Test Well: RM 7XD

AQUIFER DATA


SLUG TEST WELL DATA

Initial Displacement: 2.73 ftCasing Radius: 0.087 ftWellbore Radius: 0.164ftScreen Length: 21.3ftGravel Pack Porosity: 0.Static Water Column Height: 21.3 ft



0.0.01120.02240.03350.04470.05590.067

0.07820.08940.10050.11220.12470.13790.15190.16670.18240.1990.21670.23540.25520.2762

2.7210.9672.2772.2122.1852.1552.1442.1282.0952.0792.0832.0382.022.

1.9821.9621.9431.9231.9031.88

1.858

0.69340.74040.79020.84290.89870.95791.0211.0871.1571.2321.3111.3941.4831.5771.6761.7811.8932.0112.1362.2692.409

1.451.4161.3781.3421.3011.26

1.2181.1791.1361.0941.0491.0060.9630.9160.870.8230.78

0.7350.690.6470.604

4.5494.7154.8825.0495.2155.3825.5495.7155.8826.0496.2156.3826.5496.7156.8827.0497.2157.3827.5497.7157.882

0.210.1920.1780.1620.1530.14

0.1290.1170.1080.1010.0920.0880.0770.0720.0650.0630.0610.0540.050.0470.043

09/02/04 1 16:26:35


Time (min) Displacement (ft) Time (min) Displacement (ft) Time (min) Displacement (ft)0.29840.32190.34670.3730.401

0.43070.462

0.49520.53040.56770.60720.649

SOLUTION

Aquifer Model:

1.8311.8081.7861.7771.7051.6841.6481.6211.5851.5511.5221.484

Unconfined

2.5582.7162.8823.0493.2163.3823.5493.7163.8824.0494.2154.382

0.5590.5160.4760.4370.4010.37

0.3410.3130.2890.2660.2460.226

8.0498.2168.3828.5498.7168.8829.0499.2169.3829.549

0.0430.0380.0590.0590.0540.0520.05

0.0470.020.02

Solution Method: Bouwer-Rice



ParameterK

yO

Estimate0.0001675 cm/sec

1 .997 ft

09/02/04 2 16:26:3511

••

"tarData From:

WELL NUMBER:

ANALYSIS - BOUWER AND RICE SINGLE-WELL RESPONSE TESTPROJECT: LTR PROJECT #: 3453.42PREP'DBY: Peter Taglia CHECKED BY:FIELD TEST PERFORMED BY: Pete Chase FIELD TEST DATE: 8/18/04

Data Logger/Transd. | |

Slug Test | |


Baildown

RM - 7XD

GROUND SURFACEINITIAL DRAWDOWN(S)= | 272 |feef

SATURATED AQUIFER THICKNESS(D)*= | 21.30 [feet 110 - 88.7 '

EFFECTIVE SCREEN LENGTH(L)= | 21.30 [feet '

STATIC HEIGHT OF WATER(H)= | 21.30 [feet /

RADIUS OF WELL CASING /

(figure is not to scale)

f_

3.

rc= 0.087 [feet or | 1.04 [inches

RADIUS OF BOREHOLE (WELL)0.164 [feet or | 1.97 [inches

(in bedrock)EFFECTIVE POROSITYn= | 0.25 | "

CORRECTED RADIUS

r> [ r c2+n(rw

2 - rc2)]*

r'c= | • 0*11; :|feet

T STATIC WAT&R LEVEL=

40.40

TEfl

J(«

42' -1.6' stickupbgs)

V INITIAL DRAWDOWN LEVEL= 40.4 + 2.72 'I 43.12 | (ft bgs)

if K, < 1 x 10'2cm/s and recovery occurs in the

sand pack, use r'c correction.D = H = L is default for analysis of aquitards.


Top of PVC 1.6 feet above gs

GEOL.

TW

| DEPTH

(in ft bgs)

"

I 88.7 X

I

_89.7J

_ 108.17

110 X

INFO.

- - -

COMMENTS

Silty clay, sandand gravelly sand

31

Fractured dolomite

Assumes that the aquifer extends at least 2 feet below the end of boring:[Bother depth based on additional data

G:\DATA\SILVERMT\genericslug.XLS

BLACK & VEATCH

E N G I N E E R S - A R C H I T E C T SLOG OF B O R I N G BORING NO. RM-7XD

SHEET 1 OF 4

| C L I E N T

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Whi ^ffl_9*'* Wl C^^T^CI nS U R F A C E C O N b l T I O N S

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P R O J E C T

Lemberaer Sites

4 Q"E L E V A T I O N

fi 1 j! 843

DATUM 1

.12 MSLT O T A L D E P T H

110'I N S P E C T O R

M. M?jrT.porf

P R O J E C T N O .

70170/7018D A T E START

7/7.fi/ft<9D A T E F I N I S H

7/30/89A P P R O V E D B Y

E. Meyer


Silty SAND; brown; loose; poorlygraded; fine to medium grained;dry; w/ trace roots interbeddedw/ silty clay; black firm; moist;w/ trace roots (topsoil)

Topsoil grades out @ 2';Trace gravel @ 1.8' and belowsilty SAND; brown; mediumdense; poorly graded; fineto medium grained; w/ tracegravelSand grading wet below 5'

Silty CLAY; brown; very stiff;low plasticity; moist; w/tracegravel

yw •!•• • _ — . • _— ••- •f SAND; grayish-brown

& white; dense; well graded

.•B ••

•rfine to coarse grained; sub-rounded to subangular: moistw/ some silt; trace clay;some gravel (Till)

.

Gravelly SAND; grayish-brown &white: very dense; well graded;fine to coarse grained;subrounded to subangular; moist;w/ some silt (Till)

R E M A R K S

Boring advancedw/8" O.D.,4-1/4" I.D.hollow stemflight auger

Waterencounteredduring drillinc<§ 5'

11'. pp -2.75 tifInstalled 6"tejmporary stee]casing to 14'

Below 14',Boring advancecw/5-778n

tricone rollerbit usinqbentonite mudas drillingfluid

)

7J

BLACK 4 V E A T C HE N G I N E E R S - A R C H I T E C T S

L O G n n D i M rIU W I \ 111 Vj BORING NO. RM-7XD

SHEET 2 OF 4

CLI ENT

U.S. EPA - Region V

P R O J E C T

Lemberqer SitesP R O J E C T NO.

70170/70UPROJECT LOCATION

Mhi<"p1aw. Wi g

COORDIKATES

. 50.-E-2. 564.

ELEVATION IDATUH)

6.14 343.12 MSLTOTAL DEPTH

110'

DATE START7/26/89

SURFACE C O N D I T I O N S

20 feet South : Sunnv slope RoadI N S P E C T O R

M. MacLeodD A T E F I N i S H7/30/89

SAMPL I N Guj o:_J UJO_ CD

UJ

£ °

CO EC

CHECKED BY

M. MacLeod

CO R I H G

a: r>jO —U CO

O OOt-1 II

A P P R O V E D BY

E. Meyer

C L A S S I F I C A T I O N O F M A T E R I A L REMARKS

SPT

CA

3"

3"

3"

3"

16

17

16

50

100

/O

35 r±7.8 6. 4.8 86 72

40—

42 .8'

2.: 1.0

45

0.4 45 40

10 1C 4.6 100 46

50—

10 10 8.C IOC 8C

60-

Dolomitic LIMESTONE:gravish-vdiite; massive and thinBedaed: finely crystalline; vugs(10-201): pinjpoint to 1";moderately weathered andfractured; calcite crystals andbrown silty staining in vugs andfractures; purplish-blue bandsalong bedding planes; tracefossils

1" calcite filled fracture @39.4' vertical fracture from39.8' to 40.8'0.2' bedding planes filledw/calcite crystals and fossils @41'

highly fractured @ 41.8'-42.5'

vertical fracture from 48.8' -50.5'

grades less fractured

Lpst allcirculation ofmud and water30'Installed 4"temporary steelcasing to 35'Boring advancedto 357 w/3-7/8" triconeroller bitusing water asdrilling fluidBelow 35',boring advancedw/ 3-15/16"double tubecore barrel w/diamond bitusing water asdrilling fluid

Pressure(Packer) testconductedbetween 41.5'and 51.5'Calculatedpermeability

= 1 x 10~3cm/sec

Pressure(Packer) testconductedbetween 50.5'and 60.5'"Calculatedpermeability

- 1 x 10~3

cm/sec

22-

oI

Ê N G I N E E R S - A R C H I T E C T S LOG °F B O R I N G BORING NO. RM-7XD

SHEET 3 OF 4

( C L I E N T P R O J E C T P R O J E C T N O .

iU.S. EPA - Reqion V Lemberqer Sites 70170/7018P R O J E C T L O C A T I O N C O O R D I N A T E S E L E V A T I O N ( D A T U H ) TOTAL D E P T H D A T E S T A R T

Whit-Plaw Wi srnnîn _N-129 371 50 -E-2.564 .9" 6 . 14 343.12 MSL 110' 7/26/89S U R F A C E C O N D I T I O N SDepression 20 feet South o

SAM

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TYPE

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Large calcite crystals (1/2") @89.3' 6" deep void encountered @89.3'

R E M A R K S

Pressure(Packer) testconductedbetween 59.5'and 69. 5r

Calculatedpermeability =7 x 10~5

otL/sec

Pressure(Packer) testconductedbetween 68.5'and 78.5'Calculatedpermeability -4 x 10~4

cm/sec

Pressure(Packer) testconductedbetween 77.5'and 87.5'Calculatedpermeability «1 x 10~4

cm/sec

Rods dropped 6'@ 89.3'

BiACK & VEATCHENG NEERS-ARCHITECTS L u b

nru h

pnn ik i rbuk mu BORING NO. RM-7XD

SHEET. 4 OF 4

oI

C L I E N T P R O J E C T

U.S. EPA - Reaion V Lemberqer SitesP R O J E C T L O C A T I O N C

WVr!t"plawr Wi rnn^inS U R F A C E C O N D I T I O N S

Decression 20 feet South o

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N-1 ?Q ^71 SD:E-? . 564 .9" fi- 14 R i ^ . 1 ? M5T. 110'I N S P E C T O R

f Sunny Slope Road M. MacLeodC H E C K E D B Y A P P R O V E D B Y

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70° fracture from 95.3'to 96.2'60° fracture from96.6' to 96.9'

3"nvug filled w/calcite @ 10270° fracture @ 102.2' C

P R O J E C T N O . ]

70170/7016D A T E S T A R T7/26/89

D A T E F I N I S H

7/30/89

R E M A R K S

Pressure(Packer) testconductedbetween 86.5'to 96.5'Calculatedpermeability =

7 x 10~5

cm/sec

Pressure(Packer) testconductedbetween 95.5'and 105.5'.

al ciliatedpermeability =

2 x 10~3

cnv/sec

Bottom ofboring @ 110'Static waterlevel @ 37.7'Monitoring wellinstalled on7/31/89

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PROJECT INFORMATION


AQUIFER DATA


SLUG TEST WELL DATA

Initial Displacement: 3.13ftCasing Radius: 0.087 ftWellbore Radius: 0.25ftScreen Length: 6.17ftGravel Pack Porosity: 0.25Static Water Column Height: 6.17 ft



0.81.531.712.22.432.662.93.233.433.914.18

3.122.572.372.071.921.821.721.621.571.471.42

4.876.487.

7.588.218.839.5

10.2711.0511.9212.75

1.321.271.221.171.121.071.020.970.920.870.82

13.6815.6822.0223.7825.8728.5831.6234.7840.250.

0.770.670.420.370.320.270.220.170.120.06

SOLUTION




09/02/04 1 16:30:19



yO 1.945 ft

09/02/04 2 16:30:19^

23

ANALYSIS - BOUWER AND RICE SINGLE-WELL RESPONSE TESTPROJECT: LTR PROJECT*: 3453.42PREP'D BY: Peter Taglia CHECKED BY:FIELD TEST PERFORMED BY: Pete Chase FIELD TEST DATE: 8/17/04

Data From:

WELL NUMBER:

| | Data Logger/Transd. | | Water level indicator/Stopwatch

[ | Slug Test fx~| Baildown

RM 209 D

GROUND SURFACEINITIAL DRAWDOWN ,(S)= | 3.12 ^eet

SATURATED AQUIFER THICKNESS(D)*= | 6.17 ^ffeet 51.5' - 45.33'

EFFECTIVE SCREEN LENGTH


(L)= 6.17

STATIC HEIGHT OF WATER(H)= | 6.17 -|feet

RADIUS OF WELL CASING0.087 [feet or | 1.04 [Inches

RADIUS OF BOREHOLE (WELL)

0.250 |feet or | 3 [inches

(in bedrock)EFFECTIVE POROSITYn= I 0.25 \

CORRECTED RADIUSr> [ r c

2 +n ( r w2 - rc

2)f

r '= : 0 . ^ :V.

47.33' - 2' stickupT STATIC WATER LEVEL=I 45.33 | (ffbgs)

V INITIAL DRAWDOWN LEVEL=I 48.45 |(ft bgs) 45.33 + 3.12


sand pack, use r"c correction.



Top of PVC 2 feet above gs

GEOL.| DEPTH

(in ft bgs)

I 39

_41

_51

51.5

INFO.

SP

_ _ _CL

COMMENTS

8

18

Weathered dolomite

Fractured dolomite


G:\DATA\SILVERMT\genericslug,

Page I of I

FIELD HYDRAULIC CONDUCTIVITY TEST

PROJECT NAME: L. T K DATE: c

PROJECT NUMBER:

WELL NUMBER:

DTW:

SAMPLER(S): P.

0 WELL DIAMETER: 2"

Water Volume Removed:

. T/PVC DTB: . T/PVC

Depth to Bottom:

Type of Test:(slug/baildown)

Initial Time: 15* End Time:

•• (>x •- \Drawdown ,

0/0/0 (Initial) 1,/T-

Iw 56,

t/<?,1Q 2,-rJo

Lito.gv X

X/

Itt

25.72,7.35 Mff

It -50 1,1+ 40For water table wells, remove at least one well (borehole volume).

one well/borehole volume (gallons) - 71 hwltor [rwz + n^ (rb

2 - r,,2)] x 7.48 gal/ft3

nlp = porosity of sand pack = 0.25, w = well, b = borehole

For piezometers, remove sufficient water to produce at least 1 foot of drawdown, butno not lower water level into the sandpack.

Date^

F-18952.

S t a t e o f WisconsinDepartment of Natural Resources

Route To:D Solid Waste0 Emergency Response0 Wastewater0 Superfund

0 Haz.D Underground Tanks0 Hater Resource!0 Other:

SOIL BORING LOG INFORMATIONForm 4400-122 5-s;

Illty/Protect NameaOerger Land/iff

Boring Drlled By (Firm name and name of crewEnvironmental Drilling Services, Inc.Brian Repinski

ONR Facity Mel No. MI Unique Mel No.IH39S

chief)

Common Mel NameRH-209D

Boring LocationState Plane N. £

NE 1/4 of N£ 1/4 of Section 34. T 20 N. R 22 £

CountyManitouoc

Sample

uOJ >..Ot-III/SS

S

3/SS

R!

R2

I Le

ngth

AIL

GR

ecov

ered

(in)

20

14

7

"coCJ

Iffi

i3/r

i3/r

17/6"

I!0>

LL

o.o

-

- c

~ It

" I1

^-2

_ —

ji-2

~ 3

^-3

D

0

5

D

Page I or :

UcenM/Permll/MonltorlnQ Number

Date DrOang Started02/06/96

Final Static Mater LeFeet HSL

Lat 'Long '

DNR County Code36

Soil/Rock DescriptionAnd Geologic Origin For

Each Major Unit

Brownish yellow (10YR 6/6) sand - traceof clay and fine gravel - moist - mediumdense - upper granular unit

Yellowish brown (tOYR 5/4) sllty clay -trace of fine gravel - moist - stiff -cohesive unit

Gray I10YR 6/1) to white (10YR 8/1)weathered dolomite - highly weathered toan extremely dense gravel (GH) from 18.0to 22.0 feet - possible lower granular unitdeposits at Interface with cohesive unit -common vugs and coral fossils - Ironstaining on fracture surfaces - rock unit'

Run No. t Recovery • 13X, FractureFrequency • N/R*. ROD - 0.0

Run No. 2: Recovery • 56X, FractureFrequency - N/Rn, ROD - 0.07

(Continued)' hereby certify that the information on this form

""-7^0 A \J ^^ 'J i d^ --"5*Is true and correct to

~) F

SS

SP

CL

Boring NumberRH-209Q

Date DrDlng Completed02/08/96

vei Surface Elevation550.5 Feet HSL

DrUng MethodHS/HR/AR

Borehote Diameter8/6 inches

Local Grid Location Of apoteaWe)9973.47 Feet N 9052.30 Feet E

CM! Town/Qty/ or WageTown of Franklin

T

U

£? iCO _j 1 2

f)1

rl

a °

:3 OL

Soil Properties

U

5so —uin M

oist

ure

Con

tent

•o

11

5 H §CM

a. RO

D/

Com

men

ts

-

the best of my knowledge."frm

Environmental Drilling Services, Inc., De Pere, WI

This form Is authorized by Chapters 144.147 and 162. Mis. Statj. Completion of this report Is mandatory. Penalties: Forfeit not lessthan $10 nor more than $5.000 for each violation. Fined not less than $10 or more than $100 or Imprisoned not less than 30 days,or both for each violation. Each day of continued violation 1* a separate offense, pursuant to ss 144.90 and 162.06, Mis. Stats.

ci

Sample

oQ.>•

ii (—

H

R3

ca£

l!II

•ic30[_)

Xo

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~

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E-55

5-60

E.65

— ?n— / u

— 75

-80

-85

-90

-95

-rot

Soil/flock DescriptionAnd Geologic Origin For

Each Ma lor Unit

(Continued)

Run No. 3: Recovery • 74X. FractureFrequency • 6.8/foot. ROD • 0.07

nFracture frequency too great toaccurately note* primarily gravel size rockfragments.Lost return due to large fractures.

End of Boring

L

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35. «

• • -. •

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PROJECT INFORMATION


AQUIFER DATA


SLUG TEST WELL DATA

Initial Displacement: 2.63 ftCasing Radius: 0.087 ftWellbore Radius: 0.25 ftScreen Length: 8.52 ftGravel Pack Porosity: 0.25Static Water Column Height: 8.52 ft



1. 2.62 3.27 1.87 19.52 1.271.67 2.42 3.72 1.77 25.33 1.222.02 2.27 4.42 1.67 51.57 1.072.27 2.17 5.68 1.57 90. 0.932.57 2.07 7.87 1.47 115. 0.872.9 1.97 11.87 1.37 192. 0.72

SOLUTION




Parameter EstimateK 0.0001709 cm/secyO 2.624 ft

09/02/04 1 16:31:18


CHECKED BY:Pete Chase FIELD TEST DATE: 8/17/04

Data From:

WELL NUMBER:

| | Data Logger/Transd. | |

|~~| Slug Test [X~|


Baildown

RM 303 D

GROUND SURFACEINITIAL DRAWDOWN(S)= | 2.62 [feet '

SATURATED AQUIFER THICKNESS

(D)*= | 8.52 [feet 63.5-54.98 /

EFFECTIVE SCREEN LENGTH(L)= | 8.52 [feet '


STATIC HEIGHT OF WATER

RADIUS OF WELL CASING


inches

56.98' - 2' StickupT STATIC WATER LEVEL=| 54.98 f(ft bgs)

V INITIAL DRAWDOWN LEVEL=| 57.60 |(ft bgs) 54.98' + 2.62'


sand pack, use r'c correction.D = H = L is default for analysis of aquitards.


Top of PVC feet above gs

GEOL.| DEPTH

(in ft bgs)

I 43

_45

_63

63.5

INFO.

CL

COMMENTS

14

Weathered dolomite

Fractured dolomite

Assumes that the aquifer extends at least 2 feet below the end of boring:[]]]YES [^Other depth based on additional data

G:\DATA\SILVERMT\genericslug.XL

warPROJECT NAME:

Page J_ofJ_


DATE: ?/7-/

PROJECT NUMBER:

WELL NUMBER:

DTW:

SAMPLER(S): 7?

3o$ P

o. QO


T/PVC

Type of Test: _(slug/baildown)

5» •» • 1

WELL DIAMETER:

DTB: 45.Z3

Depth to Bottom:

Initial Time: / j ^"g End Time:

T/PVC

0/0/0

Water Level

(Initial)

./1 v/

/ ,

fflroe >! Water Levef

For water table wells, remove at least one well (borehole volume):

one well/borehole volume (gallons) - n h,.,,,, [rwz + n.p (rb

2 - r,,2)] x 7.48 gal/ft3

n,p = porosity of sand pack = 0.25, w = well, b = borehole

Signed

REV 01/05/94


Date QC'd By

F-189

Sla te of WisconsinDepartment of Natural Resource]

Route To:0 Solid Haste0 Emergency Response0 Hastewater0 Superfund

0 Haz. Haste0 Underground Tanks0 Mater ResourcesD Other:

SOIL BORING LOG INFORMATICForm 4400-122 5-;

Page 1 of•ty/Prolect N«merger Landfill

Ucerua/PerBlt/Monitortng Number BortngNuaberRH-303D

,r>g Orltod By (Firm name and name of crew chief)Environmental Drilling Services, Inc.Brian Replrakl

Data DrBng Started02/08/96

Date DrDng Completed02/10/96

OrBnfl MethodHS/Hft/AR

DNH Faclty Mel No. MI Unique Mel No.IK392

Canon MiRH-3030

Final Static Mater LevelFeet HSL

Surface Elevation853.8 Feet HSL

Borehole Dtaawter8/6 inches

Boring LocationState Plane N, ENE 1/4 of HE 1/4 of Section 34, T 20 N. K 22 E

Lat •Long

Local Grid Location Of appteabto)9968.20 Feet N 930163 Feet £

CountyHanitowoc

DNR County Code36

OvB ToMi/aty/ or Vllage7"own of Franklin

Sample

oJSCD

LL

£

Sod/Rock DescriptionAnd Geologic Origin For

Each Major Unitenuto Q

:0 I E

Soil Properties

o —UC/1

5S•ilzu

§CM

olO Ooc u

I/SS 22 i3/r

-i Dark reddish brown (SYR 3/2} sUty land - r\ little fine gravel - i»olst - top»o« (

Reddish brown (SYR 4/4) sllty sandy day- a Bttte fine gravel - stiff to very stiff -nolst - cohesive unit

SH

tg ia/r• 10

3/SS 10 100/3-• 15

4/SS 100/4"

White (SY 8/1) to yellowish brown (IOYR5/4) weathered taestone - weathered toan extremely dense sandy gravel (GM)from 14.0 to 22.0 feet - lew vugs withcalclte crystals and few coral fossils

-20

R1—25

-30

-35

Run No. 1: Recovery • 82X. FractureFrequency • 8.4/foot, ROD • 0.17

R2

Run No. 2: Recovery • 77X. FractureFrequency • 2.3/foot, ROD • 0.53

(Continued)

.' • •» • •• ' • •> '. -.• ' ••» '. .• ' • •

-reby certify that the Information on this form Is true and correct to the best of ny knowledge.Mure Fin

Environmental Drilling Services, Inc., De Pere, WI

This form Is authorized by Chapters 144.147 and W2. Mis. Slats. Completion of this report Is mandatory. Penalties: Forfeit not lessthan $10 nor more than $5.000 for each violation. Fined not less than $10 or more than $100 or Imprisoned not less than 30 days.or both for each violation. Each day of continued violation Is a separate offense, pursuant to ss 14-4.89 and 162.00. Mis. Stats.

ot

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=-65

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=-75

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=-85

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-95


Each Major Unit

(Continued)

Lost return due to large fractures.

End of Boring

=>a ot

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PROJECT INFORMATION


AQUIFER DATA


SLUG TEST WELL DATA

Initial Displacement: 3.28 ftCasing Radius: 0.087 ftWellbore Radius: 0.25 ftScreen Length: 8.72 ftGravel Pack Porosity: 0.25Static Water Column Height: 8.72 ft



0.50.75

1.1.251.52.2.53.3.5

3.273.122.982.872.752.532.332.121.93

4.5.6.7.8.9.11.13.15.

1.761.411.211.010.910.840.860.790.71

17.20.25.30.48.95.185.252.

0.680.630.550.480.280.210.160.13

SOLUTION





09/02/04 1 16:32:18


yO 3.338 ft

09/02/04 2 16:32:18

if]

CHECKED BY:

Data From:

WELL NUMBER:


Data Logger/Transd. |

Slug Test [X~

Pete Chase FIELD TEST DATE: 8/16/04

|~~|


Baildown

RM 304 D

GROUND SURFACEINITIAL DRAWDOWN

(S)= | 3.27 [feat

SATURATED AQUIFER THICKNESS

(D)*= | 8.72 [feet 35'-26.28'

EFFECTIVE SCREEN LENGTH


(L)= | 8.72 [feet

STATIC HEIGHT OF WATER

(H)= | 8.72 [feet



0.250 [feet or | 3 |friches

EFFECTIVE POROSITY

.04 [inches

CORRECTED RADIUS

r'c= [ r c2 + n ( r w

2 - rc2)f

r '= 0.15- 'i;|feet

f STATIC WATER LEVEL= 28.28' - 2' stick upI 26.28 -I(ft bgs)


I 29.55 y|(ft bgs) 26.28 + 3.27

• if K, < 1 x 10"2cm/s and recovery occurs in the

sand pack, use r'c correction.1 D = H = L is default for analysis of aquitards.


Top of PVC

GEOL.DEPTH INFO.

(in ft bgs)

rw

2 | feet above gs

COMMENTS

SP

CL

Weathered Dolomite

Assumes that the aquifer extends at least 2 feet below the end of boring:Other depth based on additional data


naffPROJECT NAME:

Page / of


DATE: 8 ///L

PROJECT NUMBER:

WELL NUMBER: fVl

DTW: 7fl/2.f


> * > . 4"L SAMPLER(S):

WELL DIAMETER: 1''


T/PVC,? DTB: 3&.3Z- + Q.

Depth to Bottom: _

T/PVC

1>t -

Initial Time: 1Z.: ?° End Time:

\ <o'

%"Xs> ' ^^ •f' >- * WaJer Levet; Drawdown'

0/0/0 (Initial) If^7,0

'52.

/M >/. i to. 7-5

Z- 7t

4

. C,

8 11. o.V


one well/borehole volume (gallons) - it ri ,., [rw2 + nip (rb

2 - r,,2)] x 7.48 gal/ft3

n.p = porosity of sand pack = 0.25, w = well, b = borehole

Signed f

REV 01/05/94


Date QC'd By Date

F-189

Slate of WisconsinDepartment of Natural Resources

Rouie To:0 Solid wasteD Emergency ResponseD HastewaterD Suoerfund

0 Haz. Haste0 Underground Tanks0 Hater ResourcesD Other:

SOIL BORING LOG INFORMATIONForm 4400-122 5-3."

Page 1 of

:llty /Project Namemoerger Landfill

Ucen»e/Per«lt/Monltorlng Nuaber Boring NuaberRH-304D

a or Ing Drlled By (Firm name and name of crew chief)Environmental Drilling Services. Inc.Aaron Brunette

Date Drang Started07/26/95

Date Drilling Coapleted07/23/95

DrBSng MethodHS/AR

DNR FKfflty Mel No. NI Unique Nel No.IH3BI

CoaaonMelRH-304D

Final Static Water LevelFeet MSL

Surface Bevatlon37L5 feet HSL

Borehole Dtaaeter8/6 inches

Boring LocationState Plane N. £

HE 1/4 of NE 1/4 of Section 34. T 20 N, R 22 E

Lat •Long

Local Grid Location (If apo'cable)9436.22 Feet H 9723.30 Feet £

CountyHanitonoc

DNR County Code36

Civil Town/City/ or VillageTo*n of Franklin

Sample

01w Q.u >>


Each Major Unit

Soil Properties

.o —OC/)

IIr 'co o 11

J=! »

II§ O E

O Oeu

I/SS 28/r

Brown (7.5YR 5/4) medium to coarse sand- t/ace to a little fine gravel - dry -medium dense - upper granular unit

Reddish Drown (SYR 4/3) sandy clay -trace of fine gravel - dry - very stiff -cohesive unit

14 eo/r-10

Rl F-15

F-20

White (ICYS 8/1) to pale brown (IOYR 6/3)weathered dolomite - highly weathereddense to extremely dense sandy gravel(GP) consistency from 8.0 to 12.5 feet -

few to common vugs with a calclte crystals- Iron staining - rock unit

Run No. t: Recovery • B4S, FractureFrequency • 4.3/foot. ROD • 0.18

Run No. 2: Recovery - 100X. FractureFrequency • 4.0/fooL ROD • 0.20

R2

Run No. 3: Recovery • ftBX. FractureFrequency - 4.5/foot. ROD • 0.11

R3

R4 (Continued)I hereby^certlfy that the Jn^rmatipn on this form It true and correct to the beat of my knowledge.

iatur FirmEnvironmental Drilling Services. Inc., De Pere, HI

This form Is authorized by Chapters 144.147 and 182. Mis. Stats. Completion of this report is mandatory. Penalties: Forfeit not lessthan $10 nor more than $5,000 for each violation. Fined not less than $10 or more than $100 or Imprisoned not less than 30 days,or both for each notation. Each day of continued violation Is a separate offense, pursuant to ss 144.89 and 162.08, Mis. Stats.

COCO

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PROJECT INFORMATION


AQUIFER DATA

Saturated Thickness: 9.1ftAnisotropy Ratio (Kz/Kr): 0.1

SLUG TEST WELL DATA

Initial Displacement: 3.41 ftCasing Radius: 0.087 ftWellbore Radius: 0.25 ftScreen Length: 9.1 ftGravel Pack Porosity: 0.25Static Water Column Height: 9.1ft



0.5 3.4 5. 2. 25. 1.351. 3.27 6. 1.91 30. 1.3

1.5 2.96 7. 1.8 37. 1.2. 2.76 8. 1.75 120. 0.872.5 2.58 10. 1.66 180. 0.663. 2.37 12. 1.6 389. 0.453.5 2.25 15. 1.53 459. 0.354. 2.14 20. 1.45

SOLUTION




Parameter EstimateK 2.246E-05 cm/sec

yO 1.917 ft

09/02/04 1 16:32-51

ANALYSIS - BOUWER AND RICE SINGLE-WELL RESPONSE TESTPROJECT: LTR PROJECT #: 3453.42PREP'D BY: Peter Taglia CHECKED BY:FIELD TEST PERFORMED BY: Pete Chase FIELD TEST DATE: 8/17/04

Data From:

WELL NUMBER:

| | Data Logger/Transd. | |

[ | Slug Test [x~|


Baildown

RM 305 D

INITIAL DRAWDOWN >(S)= | 3.40 |feet

GROUND SURFACE(figure is not to scale)

SATURATED AQUIFER THICKNESS(D)*= | 9.10 [feet 62-52.9

EFFECTIVE SCREEN LENGTH(L)= [ 9.10 |feet

STATIC HEIGHT OF WATER(H)= | 9.10 ]feet

feet or | 1.04 | inchesRADIUS OF WELL CASING

RADIUS OF BOREHOLE (WELL

CORRECTED RADIUSr'c= [ r c

2+n(rw2 - rc

2)

r'c= | Q.I5, : />|i

T STATIC WATER LEVEL=I 52.90 |(ft bgs)


54.90' - 2' Stickup

| 56.30 | (ft bgs) 52.9 + 3.4

if K| < 1 x 1 0"2cm/s and recovery occurs in the

sand pack, use r'c correction.



Top of PVC

| DEPTH(in ft bgs)

GEOLINFO.SM

feet above gs

COMMENTS

Weathered dolomite

Fractured dolomite

Assumes that the aquifer extends at least 2 feet below the end of boring:[ Other depth based on additional data


JBKT Page of


PROJECT NAME: L-TU^ DATE:

PROJECT NUMBER:

WELL NUMBER:

DTW:

SAMPLER(S):

WELL DIAMETER:



T/PVC

/M.

+ Q.Z.C T/PVC

Depth to Bottom: bLj-B*—* G& ^S

Initial Time: End Time:

0/0/0

T«

370

4-

*JZ

(Initial)

2. 5S

7.

zo25

/ 10

55.2*


one well/borehole volume (gallons) - ?c h ,,., [rwz + nv (rb

2 - r,,2)] x 7.48 gal/ft3


For piezometers, remove sufficient water to produce at least 1 foot of drawdown, butno not lower water leveLintg the sandpack.

Signed

REV 01/05/94 F-189

S t a t e of WisconsinDepartment of Natural Resources

Route To;0 Solid Haste0 Emergency Response0 Hastewater0 Superfund

0 Hai. Was te0 Undergrouna TanksD Water Resources0 Other:

SOIL BORING LOG 1NFORMATICForm 4400-122 5-;

Page 1 o;icIty/Project Nameemberger L ana fill

LIcense/PeralL/Monltorlng Number Boring NumberRM-305D

Boring Drlled By (Firm name and name of crew chief)Environmental Drilling Services. Inc.Brian Repinskl

Date Drang Started07/2B/95

Date Drlffing Completed07/31/95

DrOUng MethodHS/AR

ONR FacHty Mel No. NI Unique Hal No.IH4I2

CoMonMiRM-305D

Final Static Mater LevelFeet NSL

Surface Elevationfeet MSL

Borehole Dlaoeter6/6 inches

Boring LocationState Plane N. £HE 1/4 of NE 1/4 of Section 34. T 20 N, R 22 E

Lat •Long

Local Grid Location Of applicable)feet S Feet M

CountyHanitowoc

ONR County Code36

Dvll Town/aty/ or VllageTown of FrankKn

Sample

_ CLti >•


Each Major Unit

Soil Properties

Ifo —uw

II« cO oIU

_

11 II§ a E

o oecu

I/SS M u/r Brown (IOYR 6/3) sllty sand - commonroots - dry - medium dense - uppergranular unit

SM

2/SS 100/2"

1DO/-

Rl

R2

R3

R4

R5

-15

-20

-25

-30

-35

White (IOrR 8/1) to grayish brown (10YR6/3) weathered dolomite - fractured andweathered to an extremely dense sou IGM)consistency from 2.5 to U.O feet - few tocommon vugs with calclte crystals - Ironstaining on fracture surfaces - few tocommon coral and styotlte fossils

Run No. fc Recovery • BOX. FractureFrequency - 3.0/foot. ROD - 0

Run No. 2: Recovery • 88X, FractureFrequency • 3.0/foot. ROD » 0.28

Run No. 3: Recovery • 78X, FractureFrequency • L5/foot. ROD " 0.60

Run No. •<: Recovery - 78X. FractureFrequency - 18/foot, ROD • 0.62

Run No. S: Recovery • B4X, FractureFrequency - H/foot. ROD • 0.64

Run No. 6: Recovery • 44X. FractureFrequency • 6.3/foot, ROD • 0

(Continued)T hereby certify that thejnforma^ion on this fora is true and correct to the best of my knowledge.

natur FirmEnvironmental Drilling Services, Inc., De Pere, WI

This form Is authorized by Chapters 144.147 and 162. His. Stats. Completion of this report Is mandatory. Penalties: Forfeit not lessthan $10 nor more than $5,000 for each violation. Fined not less than $10 or more than $100 or Imprisoned not leas than 30 days,or both for each violation. Each day of continued violation Is a separate offense, pursuant to ss 144.00 and 102.06. His. Stats.

?ase 2 c-

Sample

D. au >•

£> I—

§?Z S

R8

R7

R8

••

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- 45

"~ sn

— 55

n—

~ en— DU

=-65

E-70

=-75

=-80

=-85

=-90

=-95

=-IO(


Each Major Unit

(Continued)

Run No. 7: Recovery » 30X, FractureFrequency - 8.8/foot, ROD - 0

Run No. 8: Recovery • 30X. FractureFrequency • 8.3/foot. RQO • 0

End of Boring

inoin^

2

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«m °>" 310

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PROJECT INFORMATION


AQUIFER DATA


SLUG TEST WELL DATA

Initial Displacement: 0.93 ftCasing Radius: 0.087 ftWellbore Radius: 0.25 ftScreen Length: 12.83ftGravel Pack Porosity: 0.Static Water Column Height: 12.83 ft



0.5 0.92 3.5 0.27 8. 0.131. 0.69 4. 0.25 10. 0.1

1.5 0.52 4.5 0.24 12. 0.082. 0.41 5. 0.23 15. 0.07

2.5 0.35 6. 0.183. 0.3 7. 0.16

SOLUTION





yO 0.99 ft

09/15/04 1 16:33:4

mANALYSIS - BOUWER AND RICE SINGLE-WELL RESPONSE TESTPROJECT: LTR PROJECT #: 3453.42PREP'D BY: Peter Taglia CHECKED BY:FIELD TEST PERFORMED BY: Pete Chase FIELD TEST DATE: 8/17/04

Data From:

WELL NUMBER:

| | Data Logger/Transd. | j

| | Slug Test |X~|

RM 306 D

INITIAL DRAWDOWN

(S)= | 0.92

GROUND SURFACE(figure is not to scale)


Baildown

Top of PVC

GEOL.DEPTH INFO.

SATURATED AQUIFER THICKNESS(D)*= | 12.83 |feet 55.5-42.67

EFFECTIVE SCREEN LENGTH(L)= | 12.83 jfeet s

STATIC HEIGHT OF WATER(H)= | 12.83 |feet r


0.087 feet or | 1.Q4/inches

RADIUS OF BOREHOLE (WELL) j

TW= 0.250 feet or3 inches' ' * *(in bedrock)

EFFECTIVE POROSITYn= | 0.25 | <-

CORRECTED RADIUS

r> [ r c2 +n ( r w

2 - rc2)f

r'= I 0:1S; •

T STATIC WATER LEVEL= 44.67' - 2' StickupI 42.67 |(ft bgs)

V INITIAL DRAWDOWN LEVEL=| 43.59 |(ft bgs) 42.67' + .92

• if K, < 1 x 10"2cm/s and recovery occurs in the

sand pack, use r'c correction.• D = H = L is default for analysis of aquitards.


(in ft bgs)

2 | feet above gs

COMMENTSSP-SM

CL

SM

11

15

Weathered dolomite

Fractured dolomite



mar Page / of

FIELD HYDRAULIC CONDUCTIVITY TEST_ — /

PROJECT NAME: UWWr, - / P\ DATE: O//7/^

PROJECT NUMBER: SAMPLERS: "^ CHAT£

WELL NUMBER:

DTW: 44, C

RM ^O4D WELL DIAMETER: 2.

^ + O.C3Z)

Water Volume Removed: 1 ' H 9f^ ^

Tvoe of Test:

T/PVC DTB: ^^.3^ + O.2-6 T/PVC

Depth to Bottom: ^^ .^*

P^^l^oiM^ Initialslug/baildown)

.T |[f$&jh

0/0/0

oh*//<x>

/ i cj~) /00

ih6

3/0o

-7 b-o

/ 1 QO

J^?o^/oo

6A-JZ/«-s/*(Of'°(-U^

' Wat Levei '

(Initial)

O.fZ.17

o. fcp v

& .51-0. 1( ^

0,!>$ V

0 . 3 0 v0.2,f /

°-tS^0,2-1^0 . 2 $ ^

Q-iQ /

0.^ ^

fl./lV"Qj2^5*,<?« i/

, - Drawdown ;?/'

; ^'f<^/ </5~<3'L/H5. /r/^/ ^ j/^•-/- "^c?

^v ^z/• '.^x/2/^ ^6

/-1LI.\1'/tjq, *(o

//i J. y /y' / '/ " (

/^^. 7*/4,!<n

X^.^-^

/^H.^l

^Jtne^HSWW '

Time? D " E

l0:4&-z

:"''Waler Loief ,

nd Time:

3-.f.4- - •.


one well/borehole volume (gallons) - n \\n>a, [rw2 + n^ (rb

2 - r,,2)] x 7.48 gal/ft3



Signed

REV 01/05/94

Date QC'BTy Dat

F-189

Sla te o f Wiscons inDepartment of Natural Resources

Route To:0 Solid Haste0 Emergency Response0 wastewaterD Suoerfund

0 Haz. Waste0 UnoergrounO Tanks0 Hater Resources0 Other:

SOIL BORING LOG INFORMATIONForm 4400-122 5-92

Page I of 2

aty/Project Nai.oerger LamKitt

Ucense/PerBlt/Monltorlng Number Boring NumberRH-306D

Boring Drlaed By (Firm name ana name of crew chief)Environmental Drilling Services, Inc.Brian Repinslti

Date Orlhg Started08/01/95

Date DrBBng Completed06/01/95

DrBang MethodHSA/HR

DNR Facity Mel No. MI Unique Mel No.IH4I3

COMOTI MiRH-306D

Final Static Mater LevelFeet HSL

Surface Elevation652.5 Feet HSL

Borehole Diameter8/6 inches

Boring LocationState Plane N, £HE 1/4 of HE 1/4 of Section 34. T 20 N. R 22 £

Lai 'Long

Local Grid Location Of applicable)9379.15 Feet N 8391.72 Feet E

CountyHani to woe

DNR County Code36

Civil ToMtv/aty/ or VillageTo*n ot Franklin

Sample

.ON.

I?Z 10

I!fi

o0

I0

£.c


Each Major Unit

Soil Properties

Q. CE J)

u</5

II•§§

_

II II

oo a Ea oceo

1/SS 14/f Dark brown (7.5YR 3/2) lilty sand - traceof roots - moist - Median dense - uppergranular unit

2/SS 21 B/r

1

Light yeilowijh brown (10YR 8/4) fine sandgrading with depth to reddish brown (SYR4/4) and brown (7.5YR 4f4) slightly sillysand - trace of fine gravel - dry to moist- loose to medium dense - upper granularunit

SP-SC

•1020 28/r

• 15

Reddish brown (SYR S/4) sandy sNty clay- trace of fine gravel - noist - firm tovery stiff - cohesive unitPale brown (10YR 0/3) gravelly sllty sand -dry - nedhin dense - lower granular unit -possible weathered dolomite

CL

SM

4/SS 00/3"

•205/S3 00/5'

Mhite (10YR 8/1) to grayish brown (IOYR5/2) highly weathered dolomite -weathered to consistency of sandy gravel(GP) to 34.1 feet - few to common vugs

with calcite crystals - few coral fossilsand Iron stains on few joint surfaces -rock unit

•25e/ss DO/3'

•307/SS 00/3" -

— 35

fli

Run No. t Recovery • 54X. FractureFrequency • 4.4/foot, ROD - 0.08

(Continued)I hereby certify that the information on this form is true and correct to the best of my knowledge.

mature FirnEnvironmental Drilling Services. Inc., De Pere, WI

This form is authorized by Chapters 144.147 and 162. His. Stats. Completion Of this report is mandatory. Penalties: Forfeit not lessthan $10 nor more than $5.000 for each violation. Fined not less than $10 or more than $100 or Imprisoned not less than 30 days.or both for each violation. Each day of continued violation Is a separate offense, pursuant to ss 144.00 and W2.06. His. Stats.

of :

Sample

«j

ilH

Rl

R2

Length

Alt

. GR

ecov

ered

(in

]

«>

o0

oCO

7»&/u.££.

O.uO

-

— 4

~ en

_

" 55

=-60

=-65

§-70

E-75

-80

-85

-90

-95

-IOC


Each Major Unil

(Continued)

Run No. 2: Recovery • 20X. FractureFrequency • Highly fractured. ROD • 0

End of Boring

</i%rj

.a(0 Ol

55

1/ /

// /

// /

// /

// /

// /

// /

/

EID

IT &S*XQ

."]:"f= '••p^ =

'.r =

/i. ^

;>' ss /:.-.• SS <

'•;• -;- •

11^

PID

/FID

1

Soil Procerlies

Co

mp

rejil

veS

tre

ng

th

Holll

ure

Co

nte

nt

2

.11.j _j

>

5 «

11§CM

o.

\

0 tO 0ceo

-

rmt project memorandum re: results of hydraulic ... · matrix is so low. based on measured...

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