ML20205J747

Testimony of SS Papadopulos on Joint Intervenors Contention 7 Re Groundwater.Related Correspondence

ML20205J747
Person / Time
Site:	Vogtle
Issue date:	02/24/1986
From:	Papadopulos S GEORGIA POWER CO., S.S. PAPADOPULOS & ASSOCIATES
To:
Shared Package
ML20205J720	List: ML20205J717 ML20205J722 ML20205J747 ML20205J754 ML20205J765
References
OL, NUDOCS 8602260387
Download: ML20205J747 (25)

Text

!

gpyRRESpD .@ .,

February SkME}gy6 USNRC 16 FEB 25 P2:32 UNITED STATES OF AMERICA

NUCLEAR REGULATORY COMMISSION OFFICE '0F LE unf , .

00CKETING 4 :Uvr ;'

BRAtlCH BEFORE THE ATOMIC SAFETY AND LICENSING BOARD o

In the Matter of )

)

GEORGIA POWER COMPANY, et al. ) Docket Nos. 50-424 (OL)

) 50-425 (OL)

(Vogtle Electric Generating Plant, )

Units 1 and 2) )

APPLICANTS' TESTIMONY OF DR. STAVROS S. PAPADOPULOS ON CONTENTION 7 (GROUND-WATER)

My name is Stavros S. Papadopulos. I am the President of S.S. Papadopulos & Associates, Inc. (hereafter SSP &A), a con-

~

sulting firm specializing in ground-water hydrology. My busi-ness address is SSP &A, 12250 Rockville Pike, Suite 290, Rockville, Maryland 20852. My professional qualifications and experience are presented in my resume attached hereto as Exhibit A, which is incorporated herein by reference.

! I am familiar with the hydrogeology of the VEGP site and its vicinity, having previously participated in the 8602260387 860224 PDR

( ADOCK 05000424 T PDR 2:

't im- = =pT=- s ---we yWht -

y %ym, e -- 4wy v - w

1 1

hydrogeologic investigations related to the study of the then-postulated Millett Fault. Recently, I was requested by the Applicants to make a comparative evaluation of grouicheater velocities computed by the applicat' ion of Darcy's Law under the assumption of one-dimensional flow field versus those computed by three-dimensional analyses, and to review and comment upon

+

analyses made by Bechtel of the consequences of a potential ac-cidental spill at VEGP. The purpose of this testimony is to present the results of the evaluations I carried out to address these topics.

Compari' son Between Ground-Water Velocities Computed by One-Dimensional and Three~-Dimensional Models In their evaluation of travel times for radioisotopes ori-ginating from a potential accidental spill at the VEGP site, the Applicants assumed the travel pathway to be the linear dis-tance between the postulated point of spill and the point of discharge. Average gradients along this pathway were calculat-ed from observed water levels, and Darcy's Law was used in con-1 junction with the porosity and hydraulic conductivity of the subsurface materials to determine ground-water velocities.

Travel times were then calculated by dividing the linear dis-tance between the point of spill and the point of discharge by this velocity.

l

_. .. _ . . _ . . . __ _ .a. . . _ . _ _ _

l The Intervenors (in Intervenors' Response to Applicants' 1 Motion for Summary Disposition of Contention 7) referred to studies at SRP where ground-water velocities' calculated in a manner similar to that of the Applicants differ from those cal-culated by a three-dimensional model and by tracer tests, and

~

i Intervenors alleged that the method used by the Applicants to calculate ground-water velocity at VEGP may lead to large er-rors. The primary issue underlying the Intervenors' allegati'on is whether the one-dimensional approach used by the Applicants overestimates travel times between the point of spill and the point of discharge. Two aspects of the one-dimensional ap-proach were examined to address this issue: 1) the use of lin-ear pathways between the point of spill and the point of dis-charge; and 2) the use of an average gradient to calculate the -

average velocity over large distances. Finally, the reported difference in ground-water velocities calculated by different methods at the SRP site was examined.

Effect of Using Linear Pathways 4

Figure 1 shows a plan view (Figure la) and a cross-section (Figure Ib) of a water-table aquifer between two parallel streams, receiving recharge at a uniform rate. Note that a water particle at point A near the ground-water divide will mi-grate to a point S on the stream along a three-dimensional pathway. The trace of this pathway on plan view (Figure la) is l

L __

indicated by the flow path denoted as ABS and in cross-section (Figure Ib) by that denoted as AB'S. If we denote the length of this three-dimensional pathway by "d", the average velocity V,y along this pathway is:

K (hA'~ S}

V,y = -- ---------

"e d where K = hydraulic conductivity (dimension LT"1) n, = effective porosity; h

A = water-table elevation at A (L);

h 3 = elevation of stream at S (L);

and the travel time t based on this average velocity is:

i d n, d2 t = --- = -- ---------

v,y K (hA ~hIS In a one-dimensional approach, the pathway to be consid-t ered is the linear distance 1 (see Figure la) between points A and S, and the calculated travel time is:

2 n, 1 t = -- ---------

K (h A -h)3 Since the linear distance 1 is shorter than the three-dimensional pathway d, the travel time calculated by the i

one-dimensional approach is smaller.

i l

l

Effect of Using Average Velocities 4

j In both the three-dimensional and the one-dimensional ap-proach discussed above, an average velocity based on the aver-age gradient was used to calculate the travel time. As the distances between successive equipotential lines (see Figure 1) along both the three-dimensional and the linear pathways indi-cate, the gradients along the pathways, and consequently the velocities, change. The effect of using average velocities to calculate travel times along pathways where the gradient and velocity change with distance is examined next.

Figure 2 shows an aquifer system similar to that of 4

Figure 1, but under assumptions that would create, as nearly as

. possible, one-dimensional flow conditions. The streams fully penetrate the aquifer, and the slope of the stream surfaces is assumed to be small so that the equipotential lines (lines of equal water table. elevation) are essentially parallel to the I

streams. It is further assumed that the hydraulic head does not change significantly with depth and that it remains essen-tially equal to the height of the water table. Under these as-sumptions, the flow field is one-dimensional and the height of j the water table h x at any distance x from the ground-water 4

divide is given by:

W 1/2 2 2 hx =

[h g + -- (1 ,x ))

K I

where, as before, h is the elevation of the stream, K is 3

the hydraulic conductivity, and:

W = uniform recharge rate (LT-1); and .

1 = linear distance between ground-water divide and stream (L).

The ground-water velocity at any distance x from the di-vide is given by K dh v = - -- --

n, dx Wx 2g

{1 ,x )) -1/2 2 2

= -- [h 3 _

i ne E 1

where, as before, n, is effective porosity. Thus, the ve-locity changes from zero at the ground-water divide (x = 0) to a maximum value of Wl v, = ----

n h, at the face of the stream (x = 1).

Under these conditions, the travel time between a point at a distance x from the divide and the stream can be calculated by noting that velocity is also defined as i

dx v=-- .

dt and that therefore dx dt = --

v By substituting the expression for velocity given earlier and integrating both sides of the equation, the following travel time equation is obtained:

n, x(h,- h 3) t = -

-- {h, log, ---------- (hx -h g))

W 1(h,- h x) 2 2 y,,1 ,j /2 l

where h, = [h g K

h,is the maximum height of the water table which occurs at the ground-water divide (x=0), dimension'L, and all other terms are as previously defined. ' Note that an infinite time results if this expression is used to calculate travel time between the ground-water divide (x = 0) and the stream. This result is to be expected since the velocity on the ground-water divide is zero and a water particle on the divide theoretically would never move under the assumed one-dimensional flow conditions.

On the other hand, if the travel time between point x and the stream is calculated using the average velocity between these two points, the travel time is given by

n, (1-x)

. t = -- -------

K (hx-h3)

Since these two expressions cannot'be easily compared directly, a numerical example will be used to compare them. For a hy-draulic conductivity of 2,000 ft/yr, a recharge rate of 1 ft/yr, an effective porosity of 0.25, a divide-to-stream dis-tance of 4,000 ft, and a stream elevation of 100 ft, the actual travel time between a point 1,000 ft from the divide (x = 1,000 ft) and the stream is calculated to be 43 years. For the same parameters, the travel time calculated using the average veloc-ity is 35 years.

1 As illustrated by this numerical example, even under one-

. dimensional flow conditions, travel times based on average velocities are underestimated, that is, they are smaller than those calculated taking into consideration changes in gradient and velocities along the pathway. The difference between the actual travel time and that calculated by using average velocities becomes smaller as points closer to the stream (the discharge point) are considered, but those based on average velocities are always smaller.

Difference in Ground-Water Velocities at SRP The difference in the ground-water velocities at the SRP site calculated by different methods and presented in the i

l r

i

.. _, _ . _ _ _ - . _ _ _ , . . . _ _ . . ~ . _ _ _ , _ _ . , _ _ . _ _, - . _ , . _ , . _ . , , - , _.m... , , - .

~ .. - --. _ _ _ _ -

. \

reports referred to by the Intervenors (DPST-83-829, vol. 1, and DP-1638) is primarily due to the differences in the hydrau-lic conductivity and porosity values used in the calculations rather than the method of calculation.

The ground-water velocities for the Barnwell Formation re-ported in DPST-83-829 (p. 3-24) are calculated by a simple

one-dimensional model similar to that used by the Applicants for the VEGP site. An effective porosity of 0.20 and hydraulic conductivities of 1 gpd/ft2 (0.13 ft/d) and of 7.4 gpd/ft (0.99 ft/d) are used, respectively, to illustrate the properties of clayey sands and sand lenses in the Barnwell.

The calculated velocities are 4.3 ft/yr and 32 ft/yr, respec-tively, for a clayey sand unit and for a sand lens.

i The ground-water velocities reported in DP-1638 were cal-l culated by a three-dimensional (multi-layer) model. A hydrau-lic conductivity of 5.9 ft/d, determined through model calibration, and an effective porosity of 0.25 forms the basis 1

of these calculations that yield velocities ranging from 30 ft/yr along the ground-water divide to about 205 ft/yr near

, Four Mile Creek. The report also refers to velocities deter-i mined by tracer tests (point dilution method) in the western l

portion of the model area and ranging from 36 ft/yr to 72 ft/yr. However, an effective porosity of 0.33~was used in cal-culating these tracer-test based velocities. To compare the

_9 l

i

velocities determined by three-dimensional analysis with those from the tracer tests, the velocities determined by three-dimensional analysis were recalculated in DP-1638 using a porosity of 0.33; this recalculation resulted in velocities that ranged from 24 ft/yr to 154 ft/yr.

To compare the velocities determined by the three-dimensional analysis with those fron. the simple, one-dimensional analysis, dhe aquifer properties used in these two methods must be the same. If the hydraulic conductivity of 5.9 ft/yr determined by model calibration represents the average hydraulic conductivity of the Barnwell, without distinction'be-tween the clayey sand unit and sand lenses, and the value of effective porosity appropriate for velocity calculations is 0.33, then the simple, one-dimensional approach results in an average velocity of 117 ft/yr.

This velocity is larger than the largest value determined by tracer tests; thus, if used to calculate travel times, this velocity will result in travel times that are underestimated 1

with respect to those calculated from tracer-test velocities.

In other words, the travel times computed by one-dimensional analysis will be smaller than the travel times calculated from velocities determined by tracer tests.

In DB-1638, travel times are presented on the basis of calculations that consider the change in gradients and,

(

1

. l therefore, in velocities along the travel path, for three. path-ways between the old burial area and a discharge point along the F-Area Effluent Stream (DP-1638, p. 27-28). The reported length of these three pathways and the reported travel times are presented below along with travel times calculated using 4

the average velocity of 117 ft/yr obtained from the simple one-dimensional model:

Travel Time, yrs Reported in One-Dimensional Pathway Length, ft DP-1638 Model 1 4,200 90 36 2 3,180 60 27 3 1.780 17 15 i These results indicate that the one-dimensiona$ model underestimated travel times for all three pathways. In fact, the degree of underestimation would have been even larger if linear pathways between the point of origin and the discharge point were to be considered in a manner similar to that used by

.l the Applicants at the VEGP site.

As stated earlier, the differences in the ground-water velocities at SRP calculated by different analyses are primari-ly due to the differences in the aquifer properties used in the different, calculations rather than the method of calculation. -

When brought to a common basis by using similar aquifer i

I l

l

. .. - - ~ -_ .. .- . . . - . . . .--

l

properties, the smallest travel times are t'aose calculated by a simple, one-dimensional model.

Review of Spill Analyses t

Analyses of the potential impacts of an accidental spill at the VEGP site have been made in the past by both the Appli-cants and NRC staff. The analysis by the Applicants addressed the potential impacts of the rupture of the Recycle Holdup Tank (RHT), which was considered to be the most critical with respect to the-potential impacts of its failure. The spill i

analysis scenario postulates the simultaneous failure of both

! the RHT tank and of the auxiliary building in which the tank is located, and the instantaneous release of liquid waste j containing three critical radioisotopes, tritium (H-3), stron-i tium (Sr-90) and cesium-137 (Cs-137) into the water table aquifer underlying the site.

1

{ The spill analyses which are subject of this testimon) are those presented in " Applicants Testimony of Thomas W. Crosby, Clifford R. Farrell, and Lewis R. West on Contention 7 (Ground-4

, Water)." These analyses consider vertical migration across the marl underlying the water table aquifer and lateral migration i along a northwesterly pathway into Mathes Pond. Ar an altera nate lateral pathway, northeasterly migration into *.he Savannah River is considered.

l' r

e l

The spill analyses were based on travel times calculated

. by a one-dimensional model which, as discussed in the previous section of this testimony, underestimates travel times. The transmitted fraction of the radioisotopes is calculated by con- i sidering radioactive decay over the period of the computed travel time, adjusted for retardation in the case of Sr-90 and Cs-137. Additional conservatism is introduced in the calcula-tion of the transmitted fraction by neglecting the effects of

! i radioactive decay on the initial concentration of radioisotopes as they leave the source area (the starting point of the path-way) and the effects of hydrodynamic dispersion. Furthermore,

. in considering lateral migration, the calculation of the trans-mitted fraction is based on travel time across only the backfill area in the power block; migration outside the block i

is assumed to be through the Utley Limestone and travel time is i assumed to be negligible.

t l An evaluation that considered radioactive decay at the source area and hydrodynamic dispersion along the travel path was made to assess the effect of these mechanisms on the calcu-j lations of the transmitted fraction of radioisotopes. This

! evaluation was made for tritium, the only isotope calculated by I'

the Applicants to exceed maximum permissible concentrations for normal releases (10 C.F.R. Part 20, Appendix B, Table II, Column 2) in ground water leaving the backfill area, i

l

._ _ _ _ . _ __ .__ _ _ . _ _ _ . . _ . . . . _ _ _ . . . _ _ . , , . _ _ _ _ . . . _ _ _ _ . - _ . . . . ~ . _

i A computer program developed by Javandel, Doughty and Tsang (Groundwater Transport: Handbook of Mathematical Models, l American Geophysical Union, Washington, D.C., 1984) was used 1

, for this evaluation. The program solves the equation derived by Van Genuchten (One-Dimensional Analytical Transport Modeling in Proceedings: Symposium on Unsaturated Flow and Transport Modeling, Rep. PNL-SA-10325, Pacific Northwest Laboratory,

Richland, Washington, 1982; also available as U.S. Nuclear Reg-4 ulatory Commission Rep. NUREG/CP-0030, 1982) for one-dimensional transport of solutes in ground water.

The volume of the accidental spill considered by the Applicants is about 12,000 ft.3 . The saturated thickness

{ of the backfill in the vicinity of the spill is about 22 ft.

, and the bacMfill has an average porosity of 0.34. Based on

these values, the slug formed by the spill was assumed to be

] 22 ft. high and occupy a square area 40 ft. by 40 ft. Using a i specific discharge rate based on the hydraulic conductivity and gradients used by the spill analysis of the Applicants, the i

period required for the entire slug to migrate across the plane defined by the initial position of its downstream face was cal-culated to be about 3 years. Based on this calculation, a i three-year period of source decay was assumed. Dispersivities in (characteristic mixing lengths) of 2 ft, 5 ft, and 10 ft, cor-i responding to longitudinal dispersion coefficients of 28 2 2 ft /yr, 70 ft /yr and 140 ft /yr, respectively, i

were considered in the' analysis. The results of the analyses are shown on Figure 3 and are summarized below:

Peak Concentrations of Tritium Dispersion Coefficient Arrival Time Magnitude 2 3 ft /yr yrs uCi/cm

-2 28 40 3.5 x 10 70 39 2.4 x 10 -2

-2

140 37 1.8 x 10 The spill analysis which neglects the effects of decay at source and of hydrodynamic dispersion had resulted in a tritium concentration of 1.15 x 10 -1 pCi/cm 3 in water leaving the backfill area (Applicants' Testimony of Thomas W. Crosby, Clifford R. Farrell, and Lewis R. West on Contention 7 -

Ground-Water). As the above results indicate, decay at source and especially hydrodynamic dispersion would reduce the concen-tration of tritium in water leaving the backfill. A dispersivity of 10 ft, corresponding to a longitudinal disper-2 1

sion coefficient of 140 ft /yr reduces the calculated con-centration of tritium by almost one order of magnitude, that is I '

a factor of 10. Dispersivities as large as 100 meters (300 feet) have been used in mathematical simulation studies of large contaminant plumes in sandy aquifers (Freeze and Cherry,

! Groundwater, Prentice-Hall, Inc., Englewood Cliffs, New Jersey, 1979, p. 400). Therefore, a dispersivity of 10 ft is not t

inconceivable for the sandy backfill materials at the VEGP site.

Conclusions The evaluations of the effects of using linear travel dis-tances and average velocities in calculating travel time and of the reported differences in ground-water velocities at SRP in-dicate that the approach used by the Applicants to estimate travel times for radioisotopes, postulated to enter the water table aquifer at the VEGP site after a potential accidental spill, are conservative. The simple, one-dimensional approach used by the Applicants underectimates travel times, first, be-cause it is based on the linear distance between the postulated point of spill and the point of dischargo, and second, because it uses average velocities to calculate travel times.

The spill analyses conducted by the A;:plicants based on these travel times also neglee,) the offects of decay at source and of hydrodynamic dispersion. Those mechanisms will reduce the calculated concentrations of the radioisotopes considered in the analyses.

4 l l t

/ / \ \

/ / ,

x \ \

/ / / N \ \

ff/ \ \\

< f -

\\\

/ / * '

/ s \\8 \ s

/ / / / \

/ // l t \\

ll l l A

\

\\\

" // / f 1

\\\ "

III i i \ \\\

lII I . \ \\\

ll l I i \ \\ \

I h \

\\l fII I II I \ \\

'l I I \ \\

\I l I \!

a) PLAN VIEW Uniform rate of recharge i  !  !  ! 1 1 1 1 1 1 I .1  !  !  !  !  !

, y A i

c #* y_ ,- f s _

S

/ \ g j / \

f I / I \ '

l

\

c \ \

s u

/

I i i g n '4 - ^

s' .

B' l \

s*

/

"- Grou d-water s "-

/

s / s ,

b) CROSS - SECTION FIGURE 1- THREE - DIMENSIONAL FLOW IN AN UNCONFINED AQUlFER g

BETWEEN TWO PARALLEL STREAMS co=sati s a nov== = a ve = =,. o a ....

1 i i l ll l l l l l l l1 1 I I I I I I I I I I I II II I I I I II l l 1 I i l II III I I Il l l l l 1 I c'e .x', I xg  : s l I I I i i i i a l I I I i i lII d l I I I  ? I I l l 1I I I i l l II II I l  ! I I II II I I 8

i l l l 1 l l l l I IIl '

lII I l l l I

!: e  ;!

I a) PLAN VIEW Uniform recharge rate W

! !  ! 1 1  !  !  ! I I I i  !  !  ! i!

's.e*

co  ; 3 i t

l 4 l l i 2- 1l s l  ;  ;

i l l, _

lI I I f "% l l I

l~

! I I

I I I ]

6 I I I I: >>.

l 1:

I I I I I l l l l b I I ii 2

!: f :l b) CROSS - SECTION i

FIGURE 2- NEARLY ONE - DIMENSIONAL FLOW IN AN UNCONFINED AOUlFER h

s. s. PAPApoPutos a ASSOCIATES. INC BETWEEN TWO PAR ALLEL STREAMS ****""'****"*"'""'"*'*

l Il l1l l !l1 1 c

C N

I S

E.

A T_.

I C.

_ O.

S.

S 0

7 A.

S O~

L U

P O _

D A

P A

0 P.-

6 .

- S S

I

~

~0

~

\. 5

\

- \

l) *

. A g\ *

. E

}

R 1 \ .

. A

. . . 0 L

• 4 S L

_ Ij

/

.. R I F

A E K Il Y C f A

• / N B

. I I

. / E E

• . H M T s0

• • .. 3 I

T G

/: . .

I V

N

• A

- ., E L

, , r .

y y y . M

/ j / .

U I

2 2 2 T

_ t t t . 0 I R

f f f 2

- 8 0 0 T 2 7 4 R

- 1 O

=  :  : F D D D E V

R

. 0 U

C 1

H G

. U O

R H

T K

A

- - . E 0 R 0 0 0 0 O B 4 3 2 1 3

,E o ]- O"=e 22Ug u.O zOi<E ' zm0zO" E

R U

G I

F

'l 1 1 ;1j ,lil"

(llll) c. c. rAPAn:PULOG Q AOOOCIATEO,1NC.

STAVROS S. PAPAD0PULOS Ground-Water Hydrologist Date and Place September 21, 1936 of Birth: Istanbul, Turkey Citizenship: U.S.A. (naturalized November 1969; first name corrected to "Stavros" from "Istavros") t Education: Doctor of Philosophy in Civil Engineering, 1964. Princeton University, Princeton, New Jersey.

Master of Arts in Civil Engineering, 1963, Princeton University Princeton, New Jersey.

Master of Science in Ground-Water Hydrolo gy, 1962 New Mexico Institute of Mining and Technology, Socorro. New Mexico.

Bachelor of Science in Civil Engineering, 1959 Robert College, Istanbul, Turkey.

Languages: English, French, Greek, Turkish, knowledge of Spanish.

Professional -

Registration: District of Columbia.

Professional Societies: American Saciety of Civil Engineers (Hydraulic Division, Committee on Ground-Water Hydrology, Memb,er 1975-79; Corresponding Member 1980-81)

American Geophysical Union National Water Well Association i

International Association of Hydrogeologists (Member, U.S.

National Committee, 1981-84)

Sigma Xi Awards & Honors: U.S. Department of Interior Meritrocious Service Award, May 1977.

l U.S. Geological Survey Special Achievement Award, September 1977.

Medal of the City of Montpellier, presented at the International Symposium on the Implications of Hydrogeology on Earth Sciences, Montpellier, France, September 11-16, 1978.

l Publications: List of publications attached.

- .. . . - . -_ --_ , .~.- -- - .- -. . ..

@ D. C. PAPATCPULO3 Q ACCOCIAT30. INC. 1 l

l 1

STAvit0S 5. PAPADOPEOS Ground-Water Hydrologist a

h Professional l Experience:

I October 1979 to present S. S. - Papadopulos & Associates, Inc., Consulting Ground-Water Rydrologists. Rockville, Maryland. President. As

the senior executive officer of the company, manages the business affairs of the company and provides quality control for technical services. Directs and conducts studies on all aspects of quantitative ground-water i hydrology. Areas of expertise include- formulation of ,

ground-water projects, evaluation of ground-water resources through use of mathematical and digital models, design and l analysis of aquifer tests, saltwater intrusion in coastal  !

aquifers, movement of contaminants and storage of heat in

! aquifers, and other problems involving ground-water flow

and transport of solutes and of thermal energy in '

hydrogeologic systems. Some recently completed or current activities for which he carries primary responsibility are

listed below- ^

i 1

a) Serves with Prof. Pinder of Princeton university, Prof.

! Cherry ,of the University of Waterloo and Prof. Freeze t of the University of British Colunbia on a committee reviewing and directing remedial investigations i conducted by other consultants at Ciba-Geigy's Toms

River Plant in New Jersey.

j b) Designs hydrogeologic testing plans for Battelle

Memorial Institute of Columbus, Ohio, which will be i used to guide the conduct of hydrogeologic tests in l monitoring and test wells associated with the i Exploratory Shaft Facilities at potential high-level radinactive waste repository site in Deaf Smith County, Texas.

I c) Directed supplemental hydrogeolo*gic investigations

, conducted on behalf of PRPs at the Chem Dyne Site,

Hamilton, Ohio, and participated in negotiations t

( leading to a Consent Decree. Currently, he is

! . directing additional data collection to finalize the design of an extraction / injection system for ground-water remediation as agreed upon in the Consent Decree.

d) Assisted potentially responsible parties (PRPs) in the  !

review of investigations conducted by U.S. Environ-  !

mental Protection Agency contractors and in the I

6 2

C. C. PAPA %PuLt3 Q ACCOCIAT20. INC.

STAVROS S. PAPAD0PULOS Ground-Water Hydrologist preparation of an alternative remedial plan for the Lone Pine Landfill in Freehold, New Jersey. Currently, he serves as the Technical Coordinator for supplemental remedial investigations conducted on behalf of the PRPs.

e) Evaluated the ground-water monitoring program at the Oaks Sanitary Landfill in Montgomery County, Maryland, and designed a monitoring network that combined monitoring wells with a geophysical monitoring system.

September 1970 to October 1979 U.S. Geological Survey, Water Resources Division, Northeastern Region, Reston, Virginia. Research Hydrologist GS-14 (9/70-11/74), Hydrologist GS-15 (11/74-9/79). Originated, planned and conducted, or directed, particularly complex research projects in the analysis of ground-water systems. Developed new, and improved existing methods for aquifer test analyses and for the evaluation of ground-water resources. Served as Research Advisor -

Ground-Water Physics to the Assistant Division Chief for Research and Technical Coordination and to his Deputy' for Research, and assisted in periodically evaluating the Division's *research program. Frequently acted for the Deputy Assistant Chief Hydrologist for Research, and for the Regional Research Hydrologist. Made field trips to district offices to provide technical assistance to project chiefs engaged in ground-water investigations, and informed the Regional Hydrologist on progress and problems in the project. Participated and represented the U.S. Geological Survey in national and international conferences. Lectured in training schools and in advanced seminars held for Survey and developing country agency personnel. Conducted a variety of ground-water studies of national and regional interest, including the assessment of the energy potential of the Gulf Coast geopressured zones, the feasibility of aquifer thermal energy storage and the evaluation of shallow land burial sites for low-level radioactive wastes, and undertook assignments in Saudi Arabia and Portugal on detail to other U.S. agencies and to UNESCO.

September 1969 to September 1970 University of Illinois at Chicago Circle, Department of Geological Sciences, Chicago, Illinois. Associate Pro fesso r. Taught courses in ground-water hydrology, engineering and structural geology, and advised graduate students majoring in ground-water hydrology. Conducted 3

l ._.

@ c. c. rara;crut.co o A;0cc Arce. INC.

1 STAVROS S. PAPAD0PULOS Ground-Water Hydrologist research on the applicatioa of digital computer techniques to well hydraulics and aquifer evaluation studies. Served on the Executive Committee of the department and on various other departmental and university consnittees.

Harza Engineering Company, Chicago, Illinois. Chief Ground-Water Hydrologist. Served on..the staff of the

company as consultant on ground-water studies for water and land resources development projects. In this capacity, participated in ground-water studies for the Lake Minnetonka Project, initiated reconnaissance studies of the potential of ground water in Northern Guatemala, and served as leader of a Harza team of experts in Indonesia for the formulation of a ground-water exploration program designed to assess the technical feasibility of developing ground-water for irrigt. tion in several areas in Java and to identify within these areas pilot irrigation projects which will provide data for subsequent large scale development of irrigation projects making conjunctive use of surface and ground-water supplies.

June 1967 to September 1969 Harza Engineering Company, Chicago, Illinois. Ground-Water Specialist, Planning Division (6/67-10/67), Head of Hydrology Department, Water Resources Division (10/76-9/69). Supervised engineers engaged in hydrologic and ground-water investigations and in preparation of planning reports. Conducted continuous broad view and direction of all aspects of planning involving ground-water resources, including preliminary and detailed exploration programs, pumping tests, resource evaluation, aquifer projection studies and definite project formulation. Responsible for development of standards and procedures for all ground-water related activities. Major assignments included ground-water studies for the Chicago Deep Tunnel Project, the Irrigation Rehabilitation Project in Indonesia, and the Ullum Project in Argentina.

University of Illinois at Chicago Circle, Department of Geology, Visiting Associate Professor. Taught evening courses in ground-water hydrology.

September 1966 to June 1967 University of Minnesota , Department of Geology and Geophysics, Minneapolis, Minnesota. Associate Professor.

r Conducted research in well hydraulics and aquifer i evaluation methods and taught courses in ground-water I

4 l _ _ . _ .

l l

@ c. c. PAPA:crutto o Acc CIATCO. INC.

1 STAVROS S. PAPAD0PULOS Ground-Water Hydrologist hydrology. Served on the Graduate Admissions Committee of the department.

September 1963 to September 1966 U.S. Geological Survey, Water Resources Division, Arlington, Virginia. Hydraulic Engineer GS-9 (9/63-2/64),

Research Engineer GS-11 (2/64-3/65), and Research Hydrologist G-12 (3/65-9/66). Conducted basic and applied research in the mechanics of ground-water flow.

Served as consultant to District offices on special problems such as seepage estimates for Cedar Lake in Washington, analyses of limited pumping-test data in Puerto Rico, the Virgin Islands, North Carolina and Florida, and tracer studies in Colorado. Lectured on aquifer test methods in training conferences for Survey personnel.

Prepared and reviewed technical papers.

The George Washington University, School of Engineering and Applied Science, Washington, D.C. Part-time Associate Professorial Lecturer (9/65-5/66). Taught evening co.urses in hydrology, hydraulic engineering and soil mechanics.

September 1961 to September 1963 Princeton University, Department of Geological Engineering, Princeton, New Jersey. Graduate Assistant (9/61-6/62) and 9/62-6/63). Conducted research in flow through porous media and taught a course in the theory of ground-water motion.

U.S. Geologic Survey, Water Resources Division, Ground-Water Branch, Denver, Colorado. Hydraulic Engineer GS-9 (6/62-9/62). Prepared type-curves for the evaluation of wedge-shaped aquifers in the Little Plover Basin,

! Wisconsin.

New Mexico Institute of Mining and Technology, Socorro, New Mexico. Research Assistant (6/63-9/63), and U.S.

Geological Survey, Water Resources Division, Ground-Water Branch, Trenton, New Jersey. Hydraulic Engineer GS-9 (3/63-9/63). Conducted research on the non-steady flow to multiaquifer wells (project was supported by the Survey and P

used as a Ph.D. thesis).

5

-. . .=. - ._. - - _ _ _ _

4

@ C. C. PAPASCPut.20 Q ACOCCIATCO. INC.

STAVROS 5. PAPAD0PULOS Ground-Water Hydrologist September 1959 to September 1961 New Mexico Institute of Mining and Technology, Socorro New Mexico. Graduate Research Assistant. Conducted research in problems related to ground-water flow.

June 1958 to September 1959 The U.S. Army Corps of Engineers (TUSEC). Trabzon (6/58-9/ 58) and Sinop (6/59-9/59), Turkey. Assistant Engineer i LGS-7. Inspected general construction work and assisted in i

preparing revisions to design and specifications to fit local field conditions.

1 i

I I

e December 1985 6

_ _ _ _ -__ _ _ _ _ _ _ _ . _ _ _ _ _ . _ - _ . . _ _ . _ _ . - _ . _ _ _ _ _ _ _ . ._____-_-_t