eielson air force base operable unitr-2 source …

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D. B.

EIELSON AIR FORCE BASE OPERABLE UNITr-2SOURCE AREAS ST13/DP26

TREATABILITY STUDY INFORMALTECIINICAL INFORMATION REPORT

VOLUME II: FIELD ACTIVITIES ADDENDUM

FINAL

MIR FORCE CENTER FOR ENVIRONMENTAL EXCELLENCE,

BROOKS MIR FORCE BASE, TEXAS

FEBRUARY 16, 1996

EBelson Air Force Base Operable Unit -2Source Areas ST13/DP26Field A ctivities Addendum

February 16, 1996

RJJ2296IES/8840003.ThM

REPORT DOCUMENTATION PAGE FU o.~ ApprOvedg th I cU e tS M. 0704-0 soenfrtis oleto of inoralonis estimated taverag 1 .hou pe repne nlding Ithe tmfor reviwn nsuent.os sarchtinge~~~~dGgahein ind manang the datanee51dedandcoridple rig anod re sIewn Pthes clecio of inlomto.Sn omet eadn his.burdnestiaeoan oternscel of this collectiongofijnlornnatlon, inluin s esln o euigtIsude to Washington HeadqatrSercsDietrate for Inforato Oprtosand Reports, 1215JfesnDvsHga, 124 Adlntn VA2202-43.adt the. Ofiem v ngrent andr

1. AGENCY USE ONLY (Les. kanktJ 2. REPORT DATE 3. REPORT TYPE AND DATES COVEREDIFebruary 16.1996 Final _ _ _ _ _ _ _ _ _ _ _ _ _ _

4. TITLE AND SUBTITLE S. FUNDING NUMBERS

Eielson Source Areas ST13/DP26 Draft Treatability Study MTR - Volume 11,Field Activities Report Contract F416243-94-D-8047,

Delivery Order 0014S. AUTHOR(S)

Mattingly, J. B., Landon, R. D., Hudson, K W., Kytola, K. 0.

7. PERFORMING ORGANIZATION NAME(S) AND ADDRESSIES) B. PERFORMING ORGANIZATIONREPORT NUMBER

IT Corporation1045 Jadwin Avenue, Suite C N/ARichland, WA 9952

9. SPONSORING / MONITORING AGENCY NAMEISI AND ADDRESSIES) 10. SPONSORING I MONITORING

AGENCY REPORT NUMBERAir Force Center for Environmental Excellence (AFCEE)Brooks Air Force Base, Texas 78235 N/A

11. SUPPLEMENTARY NOTES

12a. DISTRIBUTION I AVAILABILITY STATEMENT ¶2b. DISTRIBUTION CODEN/A N/A

13. ABSTRACT IJxidmim 200 wonadej

This report details the results of field activities conducted in July 1995 at two OU-2 source areas at Eielson Air ForceBase, Alaska. The field activities included a lead source investigation and a groundwater investigation. Activitiesconducted for the lead source investigation included; test pits, product probe investigation, floating product sampling,and saturated soil sampling. Groundwater investigation activities included: installation of seven groundwatermonitoring wells, abandonment of two existing monitoring wells, groundwater sampling, and aquifer testing. Thereport describes the methods used and results of the investigations.

14. SUBJECr TERMS 15. NUMBER -OF PAGESEielson Air Force Base, Remedial Actions, Record of Decision

16. PRICE CODE

17. SECURITY CLASSIFICATION 18. SECURITY CLASSIFICATION 181. SECURITY CLASSIFICATION 20. LIMITATION OFABSTRACTOf REPOAT OF THIS PAGE OF ABSTRACT

SARNSN 7540-01-280-5500 Standard Form 298 (Rev 2-89)

Prescribed by ANSI Std 239-10298-102

Table of Content_________ _______

List of Tables.................................................. iiiList of Figures................................................. ivList of Appendices............................................... vList of Acronyms............................................... vi

1.0 Introduction.............................................. 1-1

1.1 Site Background....................................... -1.2 Purpose and Scope..................................... 1-3

2.0 Lead Source Investigation .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. ... 2-12.1 Test Pit Excavations. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .... ... 2-12.2 Product Probe Investigation .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. ... 2-12.3 Floating-Product Sampling .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. ... 2-32.4 Saturated Soil Sampling .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. ... 2-3

3.0 Groundwater Investigation .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .... ... 3-1

3.1 Surface Geophysical Surveys. .. .. .. .. .. .. .. .. .. .. .. .. .. ... 3-13.2 Monitoring Well Abandonment .. .. .. .. .. .. .. .. .. .. .. .. .. ... 3-1

3.3 Well Drilling .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .... .. ... 3-23.3.1 Groundwater Monitoring, Observation, and Extiaction Well

Drilling Procedures. .. .. .. .. .. .. .. .. .. .. .. .. .. .. ... 3-2

3.3.2 Well Construction .. .. .. .. .. .. .. .. .. .. .. .. .... .. ... 3-2

3.3.3 Well Development. .. .. .. .. .. .. .. .. .. .. .. .. .. .. ... 3-43.3.4 Groundwater Sampling and Analysis. .. .. .. .. .. .. .. .. .... 3-5

3.4 Aquifer Testing .. .. .. .. .. .. .. .. .. .. .. .. .. .... .. .. .. ... 3-73.4.1 Single Well Aquifer Tests .. .. .. .. .. .. .. .. .. .. .. .. .... 3-7

3.4.1.1 Slug Tests .. .. .. .. .. .. .. ..... .. .. .. .. .. 3-73.4.1.2 Specific Capacity Test. .. .. .. .. .. .I. .. .. ... 3-83.4.1.3 Step-Drawdown Test .. .. .. .. .. .. .. .. .. .... 3-9

3.4.2 Constant Rate Pumping Test .. .. .. .. .. .. .. .. .. .. .. ... 3-103.5 Site Surveying .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .... .. ... 3-113.6 Investigation Derived Waste. .. .. .. .. .. .. .. .. .. .. .. .. .. ... 3-113.7 Decontamination. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. ..... 3-12

RL/-9EES/88400O3.BM i

Table of Contents (Continued)

4.0 Sampling and Analysis ... . . . . . . . . . . . . . . . ..4-14.1 Lead Source Investigation. .. .. .. .. .. .. .. .. .. .. .. .. .. .. ... 4-1

4.1.1 Test Pit Excavations .. .. .. .. .. .. .. .. .. .. .. .. .. .. ... 4-14.1.2 Product Probe Investigation. .. .. .. .. .. .. .. .. .. .. .. .... 4-14.1.3 Floating-Product Sampling and Analysis. .. .. .. .. .. .. .. .... 4-44.1.4 Saturated Soil Sampling and Analysis. .. .. .. .. .. .. .. .. .... 4-5

4.2 Groundwater Sampling and Analysis .. .. .. .. .. .. .. .. .. .. .. .... 4-64.2.1 Inorganic Lead Results .. .. .. .. .. .. .. .. .. .. .. .. .. ... 4-64.2.2 Organic Lead Results. .. .. .. .. .. .. .. .. .. .. .. .. .. ... 4-94.2.3 BTEX Results .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. ..... 4-134.2.4 Gasoline and Diesel Range Organics Results .. .. .. .. .. .. ... 4-134.2.5 General Water Chemistry Results...................... 4-15

4.3 Aquifer Test Results................................... 4-164.3.1 Previous Studies................................. 4-164.3.2 Interpretive Methods.............................. 4-17

4.3.2.1 Bouwer and Rice Method - Slug Test Analysis ... 4-174.3.2.2 Specific Capacity Test Analysis..............4-174.3.2.3 Constant Rate Pumping Test Analysis Methods . .4-17

4.3.3 Data Interpretation................................ 4-234.3.3.1 Slug Test Results....................... 4-234.3.3.2 Specific Capacity Test.................... 4-234.3.3.3 Constant Rate Pumping Test Results. .. .. .. .... 4-24

4.4 Investigation Derived Waste Analysis. .. .. .. .. .. .. .. .. .. .. ... 4-344.5 Data Evaluation Summary .. .. .. .. .. .. .. .. .. .. .. .. .. .. ... 4-38

5.0 References .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .... .. .. .. .. ......5-1

m11.96/F/88ON03.JBM i

List of Tables_____________________

Table 77tle Page

2-1 Analytical Methods for Saturated Soil Samples................... 2-53-1 New Groundwater Monitoring, Observation, and Extraction Will

Depths and Screened Intervals............................. 3-33-3 Step-Drawdown Test Extraction Well Water Level Measurement

Intervals............................................ 3.93-4 Constant Rate Pumping Test-Monitoring Well Water Level

Measurement Intervals.................................. 3-104-1 Product Probe Investigation Results.......................... 4-14-2 Floating Product - Tetraethyl Lead Results...................... 4-54-3 Floating Product Sample T1005 - BTEX and Total Lead Results........4-54-4 Saturated Soils - Geotechnical Data.......................... 4-64-5 Groundwater - Inorganic Lead Results........................ 4-94-6 Groundwater - Organic Lead Results........................ 4-10

4-7 Groundwater - BTEX Results............................. 4-134-8 Groundwater - GRO and DRO Results....................... 4-154-9 Groundwater - General Chemistry Results..................... 4-164-10 Slug Test Results..................................... 4-234-11 Specific Capacity Test Results........ ..................... 4-244-12 Aquifer Test Results using the Methods of Streltsova [1974] and

Neuman [1995]...................................... 4-284-13 Investigated Derived Waste-Soil Cuttings...................... 4-344-14 Investigated Derived Waste-Purge Water Sample Results............4-36

RjJ2-96/ES1884OOO3BM i

List of Figures

Figure Title Page

1-1 Source Areas ST13/DP26 Site Map.......................... 1-22-1 Source Areas ST13/DP26 Test Pit Location Map.................. 2-22-2 Source Areas ST13/DP26 Product Probe Location Map.............. 2-44-1 Source Areas ST13/DP26 Total Inorganic Lead Concentrations in

Groundwater (pugIL)...................................... 4-74-2 Source Areas ST13/DP26 Filtered Inorganic Lead Concentrations in

Groundwater (pcglL)...................................... 4-84-3 Source Areas ST13/DP26 Unfiltered Tetraethyl Lead Concentrations in

Groundwater (p~gIL)................................... 4-114-4 Source Areas ST13/DP26 Filtered Tetraethyl Lead Concentrations in

Groundwater (pugIL)..................................... 4-124-5 Source Areas ST13/DP26 BTEX Concentrations in

Groundwater (pug/L)................................... 4-14

4-6 Streltsova [1974] Type Curve 2' = 0.2, and Y' = 0.2.............4-204-7 Streltsova [1974] Type Curve 2' = 0.4, and Y' = 0.4.............4-21

4-8 Time vs Drawdown Plot for Observation Well 260W01 ShowingNeuman [1975] Method Match Points........................ 4-25

4-9 Time vs Drawdown. Plot for Observation Well 260W02 Showing

Neuman [1975] Method Match Points........................ 4-264-10 Time vs Drawdown Plot for Observation Well AP-5 Showing

Neuman [1975] Method Match Points........................ 4-274-11 Time vs Drawdown Plot Well 260W01 Showing Streltsova [1974] Match

Points 2' = 0.2, Y' = 0.2............................... 4-294-12 Time vs Drawdown Plot for Well 260W02 Showing Streltsova [1974] Match

Points 2' = 0.2, Y1 = 0.2............................... 4-30

4-13 Time vs Drawdown Plot for Well 260W01 Showing Streltsova [1974] MatchPoints 2' = 0.4, Y' = 0.4............................... 4-31

4-14 Time vs Drawdown Plot for Well 260W02 Showing Streltsova [1974] MatchPoints 2' = 0.4, Y' = 0.4............................... 4-32

RLJ2-96/ES/8840003.JBM iv

List of Appendices

Appendix Title Page

A Boring Logs........................................ A-iB Field Activity Daily Logs................................ B-iC Well Construction Logs................................. C-iD Slug Tests and Aquifer Parameter Calculations.................. D-lE Data Validation Report.................................. E-l

MAfl96/EMIMMM03BM V

List of Acronyms

AFB Air Force Basebls below land surface

BTEX benzene, toluene, ethylbenzene, and xylenesCLP Contract Laboratory ProgramDRO diesel range organicsEPA U.S. Environmental Protection Agency

gpm gallons per minuteGRO gasoline range organicsI.D. inside diameterIT International Technology CorporationJP-4 jet propellant

LUFT leaking underground fuel tankmg/L milligrams per liter

NTU nephelometric turbidity unitsO.D. outside diameter

ORS Oil Recovery SystemOU operable unitPID photoionization detector

POL petroleum, oil, and lubricant

ppb parts per billionPVC polyvinyl chlorideRI remedial investigation

TAH total aromatic hydrocarbons

TAqH total aqueous hydrocarbonsTCLP Toxic Characteristic Leachable Potential,ug/L micrograms per literUST underground storage tank

RLJ2-96/ES/8940003.JBM Ai

1.0 Introduction

This Field Activities Addendum provides the results of field investigations conducted byInternational Technology Corporation (IT), during the Summer of 1995, at SourceAreas STI3/DP26 at Eielson Air Force Base (AFB), Alaska. The total scope of the fieldwork is described in the Eielson AFB Source Areas ST13/DP26 Work Plan [IT 1995a].Information obtained from this investigation will aid in the assessment of lead fate andtransport and will provide information for the design of a groundwater extraction andtreatment system in accordance with applicable provisions of the Operable Unit (OU)-2Record of Decision [Eielson 1994].

1.1 Site BackgroundEielson AFB is located in central Alaska, approximately 25 miles southeast of Fairbanks,Alaska. On November 21, 1989, Eielson APR was listed by the U.S. EnvironmentalProtection Agency (EPA) on the National Priorities List. Sixty-four potential source areason the base were divided into six OUs and three source evaluation groups for the purpose ofinvestigation and rernediation. Six source areas contaminated with petroleum, oil, and

9 lubricant (POL) were assigned to OU-2. A seventh source area was transferred forevaluation from OU-4 to OU-2 in 1992. A summary of the background and history ofEielson AFB source areas can be found in the Draft Site Management PlanfCH 2M Hill 1991a] and the Final OU-2 Management Plan [CH 2M Hill 1991b].

Field activities for this investigation were focused on two source areas, ST13 and DP26(Figure 1-1). Source Area ST13 is a diesel fuel spill area near the fuel outlets along thesoutheast end of the main taxiway. Formerly, there were ten, large underground storagetanks (UST) located in this source area; nine USTs contained jet propellant (JP-4) fuel, aridone UST contained diesel. Extensive construction work conducted in 1994 included removalof the USTs and replacing the fuel hydrant system. Based on observations made during theconstruction, the USTs and old hydrant system leaked extensively. This area was also usedfor filling fuel bladders for transfer to remote locations. According to Eielson AFBpersonnel, periodic rupturing of the bladders may have contributed to the POL contaminationobserved at this source area.

Source Area DP26 (formerly part of OU-4) is a weathered tank sludge burial site where tankbottom sludge was reportedly spread within a containment berm until 1980 [Eielson 1993].The site is located directly east of Source Area ST13, across Flightline Avenue. The site has

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been identified as an area contaminated primarily by JP-4, caused by leaks from a large,aboveground fuel storage tank (i.e., Tank 300) and associated underground piping. The.original Tank 300 was replaced in 1987. At that time, POL contaminated soils within thetank containment berm were excavated to the water table and replaced with clean gravel.The containment area was expanded in 1994 and a second tank was added. The site also hastruck fill stands. No sludge burial site has yet been identified. Source Areas ST13 andDP26 are addressed jointly due to their physical proximity and commingled groundwatercontamination.

1. 2 Purpose and ScopeField investigations were performed to supplement existing information concerning lead ingroundwater at Source Areas ST13/DP26, and thereby facilitate generation of the technicalreport (i.e., Treatability Study Integrated Technical Information Report) and remedial designpackage (i.e., Treatability Study Design and Work Plan).

These field investigations included:

* Installation of three groundwater monitoring wells (13MW06, 13MW07, and13MW08), screened across the water table, west of Flightline Avenue todetermine the areal extent of the lead plume in that area (i.e., locate theplumes western boundary).

* Installation of a groundwater well pair (26MW22 and 26MW23) to assess thedowngradient (vertical and horizontal) extent of lead contamination.

* Installation of one groundwater extraction well (26EW01) and twogroundwater observation wells (260W01 and 260W02) for a constant-ratepumping test.

* Performance of a constant-rate pumping test to obtain site-specific estimates ofcritical aquifer hydraulic parameters.

* Sample and analyses of potential continuing sources of lead contamination(i.e., sludge and floating-product), if encountered.

* Abandonment of two existing groundwater monitoring wells (26-8 and 26-8A)and replacement with Wells 26MW20 and 26MW21, respectively, which mayact as vertical conduits for contamination due to excessive screened intervals(55 to 60 feet), also because the screen of Well 26-8 was damaged.

* Replacement of Well 26-8 with 26MW20 and Well 26-8A with 26MW21.

Pmn-96JP,8/f4M4y3.BM 1-3

2. 0 Lead Source Investigatdon

.2. 7 Test Pit ExcavationsThe lead source investigation was focused around Tank 300 at Source Areas ST13/DP26;.Originally, a total of 37 test pits were to be excavated using a backhoe in a hexagonal patternaround Tank 300 [IT 1995aJ. The purpose of this pattern was to obtain a representativesampling of the site and to detect any lead sludge source if present. However, during sitewalks and discussion between IT project staff and Eielson AFB personnel, it was apparentthat the area around Tank 300 had been extensively altered due to construction. Abouteight years ago, the original Tank 300 was removed and sails within the bermed containmentarea were excavated and replaced with clean fill down to the water table (approximatelyeight feet deep). In 1994 the containment area was upgraded to the east and the hydrani:utilidor, running just north of the berm was replaced. As a result, the only areas within thefence which appeared not to have been disturbed by recent construction were immediatelyoutside the western and northern containment berms. It was decided that seven test pitswould be excavated in these undisturbed areas. The locations of the test pits are presentedon Figure 2-1.

Due to the proximity of the test pit locations to the POL area fence, the test pits wereexcavated by hand with a shovel. Test pits were approximately 3 feet long by 3 feet wide by3 feet deep. Soils that were removed from the test pits were temporarily placed on plasticsheeting and returned to the excavation upon completion of inspection. All excavationactivities were conducted in compliance with Federal Occupational Safety and HealthAdministration regulations set forth in 29 Code of Federal Regulations 1926, Subpart P, andIT Health and Safety Procedure HS307.

Originally, electromagnetic induction surveys were to be performed over an approximate:200-foot by 200-foot square grid centered around Tank 300. The purpose of the survey wasto locate underground hazards encountered during trenching and to potentially locate are-ascontaining lead sludge. However, due to the presence of standing water within the bermedarea and changes in the excavation method, electromagnetic induction was replaced byreview of utility maps and consultation with base utilities personnel (Section 3. 1).

2.2 Product Probe InvestigationAs part of the effort to identify and characterize floating-product get fuel) at SourceAreas STI3/DP26, a number of product probes were investigated. The primary objective of

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LEGEND

Existing Groundwater SCALE FIGURE 2-1Monitoring Well _________Source Area ST13/DP26

4~Proposed Groundwater 0 100 FEET TEST PIT LOCATION MAPt Monitoring Well

L ~~ Monitoring WellTo Be Abandoned

0 Test Pit Locations ~~~~~~~~~~~~INTERNATIONAL0 Test Pit Locations ~~~~muTECHNOLOGYrr9 CORPORATION

R1J2-9/ES/2340003.ThM 2-2

the product probe investigation was to measure the thickness of floating-product above thewater table. Floating-product was measured using an Oil Recovery System (ORS) oil/waterinterface probe*, which detects floating-product (constant alarm) and water (intermittentalarm). Measurements were taken from the top of the casing to the top of the product (ifdetected) and to the top of the water. The difference in the two measurements represents thethickness of the floating product. Originally only product probes 26PP01 through 26PP I11were to be investigated, however, product probes 26PP06, 26PP10, and 26PP11 had beendestroyed during construction of the new fuel hydrant system. Additional product probes hadbeen installed to supplement and replace the destroyed probes. Ten additional probes (Spl7,Sp23, Sp33, Sp34, Sp35, Sp36, Sp37, Sp3R, Tpl9, and Tp22) were located and added to theproduct probe investigation. Locations of the product probes are presented on Figure 2-2.

2.3 Floating-Product SamplingFloating-product samples were collected, when encountered, during sampling of groundwatermonitoring wells and during product probe investigations. A total of five floating-productsamples were collected, one sample from groundwater monitoring Well 26-8, and foursamples from product probes (26PP07, 26PP08, Sp23, and Sp37). Sample results were usedto assist in the determination of potential sources of the lead plume. The presence offloating-product was detected, as discussed in Section 2.2, using an oil/water interface probe.If floating-product was detected, a sample was collected using either a disposable bailer or aperistaltic pump and Tygontm tubing. Samples from each probe were analyzed for tetraethyllead (modified EPA Method 8240). Additionally, if pure product was encountered, sampleswere also submitted for benzene, toluene, ethylbenzene, and xylenes (BTEX) (EPAMethod 8020) and total lead (EPA Method 7421). Sample collection procedures arepresented in Appendix A of the Work Plan [IT 1995a].

2.4 Saturated Soil SamplingSaturated soil samples were collected from five wellbores (13MW06, 26MW21, 260W0 1,260W02, 26EW01) and analyzed for total organic carbon, cation exchange capacity, bulkdensity, and porosity. The wells sampled and analytical methods used are provided onTable 2-1. Soil samples were collected using a two-inch outside diameter (O.D.) Californiamodified split-spoon sampler containing three six-inch brass sleeves, inserted through thehollow-stem auger. The procedures for obtaining the soil samples are discussed inSection 4.4 of the Work Plan [IT 1995aJ.

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Table 2-1. Analytical Methods for Saturated Soil Samples

Parameter Method Wells Number Sample Depth (feet bis)Total Organic Carbon EPA 415.1 13MW06 12.5-14

26MW21 36.5-38260W01 52-53.5260W02 15-16.5

__________ _________ ___ ______ _________ 26EW O1 45-46.5

Cation Exchange Capacity EPA 9081 13MW06 12.5-1426MW21 36.5-38260W01 52-53.5260W02 15-16.5

____________ _________ __ ____________ 26EW 01 45-46.5

Bulk Density ASTM DI1188 13MW06 12.5-1426MW21 36.5-38260W01 52-53.5260W02 15-16.5

______________________ ~~~~~26EWOI 45-46.5

Porosity (moisture) ASTM D854 13MW06 12.5-1426MW21 36.5-38260W01 52-53.5260W02 15-16.5

_____________________ ______________ 26EW OI 45-46.5

EPA U.S. Envirornmentall Protection Agency EW = extraction wellASTM = Annerican Society oftTesting and Materials OW = observation wellMW = nmonitoring well bls = below land surface

RtLJ-96IES/S8400D3.JBM 2-5

3.0 Groundwater Investigation

3. 1 Surface Geophysical SurveysSurface geophysical surveys (site clearances) were performed at all new boring locations toscreen for buried hazards or obstructions within a 30 to 40 foot radius of each drill location.Surface geophysical surveys were conducted using instruments capable of detecting utilities,pipes, and other potential hazards to a depth of six feet below land surface (bis). Surfacegeophysics were conducted using procedures described in Section 3.2 of the Work Plan[IT 1995a] and as briefly summarized below.

* reviewed base utility maps with appropriate base personnel;

* completed U.S. Air Force Form 103 - Base Civil Engineering Work ClearanceRequest;

* utilities identified on base utility maps were marked on the ground at the drillsite;

* cleared an approximate 30 to 40 foot radius at each proposed boring locationusing a utility locator;

* acquired two perpendicular ground penetrating radar profiles over and centeredon the proposed drill point;

* moved boring locations if any obstructions were found within five feet of theproposed location;

* sketched a map of the final cleared location on the Geophysical Survey Form;and

* marked drilling locations with a red stake.

3.2 Monitoring Well AbandonmentExisting groundwater monitoring Wells 26-8 and 26-8A were abandoned because of theirpotential to act as conduits for contamination due to excessive screened intervals.

Monitoring Well 26-8 was replaced with Well 26MW20 and Well 26-8A was replaced withWell 26MW21 during this field investigation (Figure 1-1). Abandonment of the wells wasconducted by a drilling subcontractor, licensed in the State of Alaska, under supervision of

the IT site geologist. Abandonment of these wells was accomplished by removing the upperfive feet of casing and pressure grouting the well annulus from the well bottom to the

R112.WBIs8840003.JM 3-1

surface, through the screen, with a Portland cement and five percent benitonite grout mixture.

3.3 Wel DrillingSeven new monitoring wells, two observation wells, and one extraction well were drilled andconstructed at Saurce Areas ST13/DP26. All drilling activities were performed by a State ofAlaska licensed drilling subcontractor under the supervision of an IT geologist. Sample andcutting descriptions, drilling parameters, and results from vapor monitoring ?.photoionizationdetector [PID]) were recorded on the boring logs (Appendix A). Unconsolidated materials,cores, and cuttings were logged in accordance with the Unified Soil Classification System(American Society of Testing and Materials D-2488). All logs were reviewed by an Alaskaregistered geotechnical engineer. All boreholes were monitored for organic vapors andexplosive gases during drilling using a PID in conjunction with an explosimeter. Readingswere taken at the top of the borehole and in the breathing zone of the worker closest to thetop of the borehole during drilling. The readings were recorded on the Field Activity DailyLogs (Appendix B).

3.3. 7 Groundwater Monitoring, Observation, and Extraction Well DrillingProcedures

/ Seven new groundwater monitoring wells (13MW06, 13MW07, I3MWO8, 26MW20,26MW21, 26MW22, 26MW23) and two observation wells (260W01, 260W02) wereinstalled using hollow-stem auger drilling methods. One extraction well (26EW01) wasinstalled using air rotary-casing hammer drilling methods. Locations of the newly installedwells are shown on Figure 1-1. Hollow-stem auger and air rotary-casing hammer drillingwas accomplished as described in Appendix A of the Work Plan [IT 1995a], andSection 2.1.2 of the Handbook [AFCEE no date given].

3.3.2 Well ConstructionTotal well depths, bls, and screened interval depth of the seven monitoring wells (13MW06,13MW07, I3MWO8, 26MW20, 26MW21, 26MW22, and 26MW23), two observation wells(260W01 and 260W02), and one extraction well (26EW01) are shown on Table 3-1. Wellconstruction was conducted in accordance with State of Alaska and federal guidelines.Detailed well construction logs are presented in Appendix C.

Seven monitoring wells and two observation wells were installed and constructed oftwo-inside diameter (L.D.), threaded, schedule 40 polyvinyl chloride (PVC) casing. Thebottom of the well screen was fitted with a threaded PVC end plug and the top of the well

PRiJ2-961ES/SB40O03.ThM 3-2

was fitted with a PVC slip cap. The screens for the seven monitoring wells consisted oftwo-inch I.D., 0.008 slot, with a prepacked sand filter pack consisting of 20/40 mesh, loosewashed sand. The screens for the two observation wells consisted of two-inch I.D.,0.020 slot, with a prepacked sand filter pack consisting of 10/20 mesh, loose washed sand.

Table 3-1. New Groundwater Monitoring, Observation, and ExtractionWell Depths and Screened Intervals

Well Number Well Depth Screened Interval~~~~~~~~(below land surface) (below land surface)

l3MWO6 19' 8' 4' 4" - 19'S"

13MW07 19' 8" 4' 4" - 19' 8"

13MW08 19' 4" 4' - 19' 4"26MW20* 19' 4" 4' - 19' 4"

26MW21** 41' 8" 31' 4" - 41' 8"

26MW22 19' 6" 3' 10" - 19' 8"

26MW23 40' 11" 30' 3" -40' 1I"

260W01 52' 7" 1' 11" - 52' 7"

260W02 55' 8" 4' 8" - 55' 8"

26EWOI 56' 6" 3' - 56' 6"

*Replaces abandoned Well 26-8 Replace, abandoned Well 26-8AMW mionitoring well OW = observation wellEW extraction well

Extraction Well 26EW01 was constructed with ten-inch I.D., threaded, schedule 80 PVCcasing. At the bottom of the well screen is an 1 1-inch long stainless steel sump and the topof the well is a threaded stainless steel cap. The screen consists of ten-inch O.D. 0.020 slotType 304 stainless steel with a prepacked sand filter pack consisting of 10/20 loose washedsand.

Once the borings were drilled to total depth, the screen and casing were assembled andlowered in place. Following placement of the well, additional sand was added to the top ofthe prepacked screen to ensure that the screen maintained a minimum of two feet of sandabove the top of the screen. After the sand was added a minimum of three feet of granularbentonite pellets were placed on top of the sand pack. The pellets were then firmly tampedinto place, hydrated with water, and allowed to cure for at least one hour. Completion

R1J2-96/Est88000.ThM 3-3

procedures, as indicated in the Work Plan [IT 1995a], required a Type I Portlandcement/bentonite slurry to fill the annulus and a concrete apron at the surface. However,these were deleted and native materials were allowed to collapse around the well casing so asto minimize frost jacking on the well casing.

3.3.3 Well DevelopmentEach new groundwater monitoring well, observation well, and extraction well wasdeveloped, following construction, to maximize yield and minimize turbidity of the water.Development did not commence until the well was completed and undisturbed for a minimumof 24 hours. Each well was developed by alternating surging, with a decontaminated surgeblock, and bailing with a decontaminated bailer. After most of the sediment had beenremoved from the bottom of the well casing, development continued by pumping with adecontaminated submersible pump. Well development continued until both of the followingconditions were met:

* water was clean and free of sediment and turbidity is less than tennephelometric turbidity units (NTU); and

* the pH and specific conductance stabilized (i.e., three consecutive readings arewithin ten percent).

Water removed during development was stored in 55-gallon drums and later transferred tothe hazardous waste storage yard for disposal by the U.S. Air Force.

Prior to the drilling of Wells 26EW01 and 260W02, a groundwater sample was collectedand submitted for chemical analysis from observation Well 260W01, to determine ifgroundwater generated from the aquifer tests was suitable for disposal into Garrison Slough.This sample was analyzed for total aromatic hydrocarbons (TAH), total aqueoushydrocarbons (TAqH), settleable solids, hardness, and total lead. Suitability for discharge toGarrison Slough was judged against a maximum concentration of 10 micrograms per liter(pugIL) for TAH compounds, 15 pug/L for TAqH compounds (1 8 Alaska Administrative Code70.020 (b), note 8), turbidity less than or equal to 24 NTUs (five NTUs above the GarrisonSlough background of 19 NTUs), total settleable solids less than or equal to 0.2 milligramsper liter (mgIL), and total lead less than 7.7 pAg/L. Based upon the results, lead and volatileorganics were below the discharge criteria. Total settleable solids, however, exceeded thecriteria. Redevelopment of Well 260W01 was then attempted to lower the settleable solidsvalue to an acceptable level. Following redevelopment, a second sample was collected and

P.Jn-96IESIRS40003.BM 3-4

submitted for settleable solids analysis and the result was seven mg/L, which still exceededthe discharge criteria. This result was then presented to the appropriate base personnel, andupon review, a discharge variance was granted. Based upon the discharge variance and thesampling results, the Garrison Slough was chosen as the aquifer test water discharge location.

Air surging was used in addition to the above development methods for extractionWell 26EW01. This method was accomplished by displacing water, at varied intervalsthroughout the well, by injecting air. Air was injected through an airline (1.5 inch PVCpipe) which was lowered to within four feet of the bottom of a larger diameter conductorpipe (four inch Stainless Steel pipe). This "pipe within a pipe" setup was used to avoiddamage to the well screen from sudden bursts of injected air. Air surging was performedover the entire length of the well screen. After air surging was complete, development ofWell 26EW01 using the submersible pump resumed. Development water for Well 26EW01was placed in 55-gallon drums until all of the development conditions were met. Once allthe criteria for discharge were met, development water was diverted to the Garrison Slough.

3.3.4 Groundwater Sampling and AnalysisGroundwater samples were collected from 19 groundwater monitoring wells (12 existingand seven new) at Source Areas ST13/DP26. Analytical methods and monitoring wellnumbers are summarized in Table 3-2. Groundwater sample collection procedures wereaccomplished as summarized below:

* All monitoring wells were visually checked for damage or other conditions

which might compromise the integrity of the well.

* The well head was monitored for organic vapors using a PID.

* Each well was purged using a submersible pump prior to sample collection. Aminimum of three well volumes were removed from each well.

* Samples were collected using a disposable Teflontm bailer or a peristaltic pumpand disposable Teflon"' tubing.

* If floating-product was encountered in the well, a sample of the product wascollected and then the floating-product was pumped-off until no longer present.

* Samples collected for volatile organic compound or BTEX analysis wereinspected to verify that no headspace was present in the sample vials beforethe samples were packaged for shipment.

PRfn-96ESIS&4MU3.BM 3-5

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Samples were labeled with a unique sample number and sealed with samplecustody tape. Samples were stored in ice chests following collection andcooled with ice. Ice chests were also sealed with custody tape and secured forshipment by an overnight carrier service to a subcontracted analyticallaboratory.

Analyses were conducted using EPA Level IV Quality Control, SW 846, andEPA 600/4-82-5 methodologies, with the exception of the California Leaking UndergroundFuel Tank (LUFT) [CSWRCB 1989] method for total organic lead and the Alaska methodsfor gasoline range organics (GRO) and diesel range organics (DRO) (i.e., AK 101and AK 102). Definitive data packages (i.e., Contract Laboratory Program [CLP] Level IV)were provided by the subcontracted analytical laboratory.

3.4 Aquifer TestingAquifer testing was conducted during the period July 26 through August 4, 1995. The testswere performed to provide hydrologic parameter estimates including: hydraulic conductivity,transmissivity, and storage coefficient for the unconfined aquifer. These parameters will beused in lead fate and transport models, and to aid in subsequent design of remedialalternatives of contaminated groundwater. The tests were also performed to betterunderstand hydrogeologic variability conditions from location to location on the site. Aspecific capacity test, step-drawdown test, and constant rate pumping test were performed onExtraction Well 26EW01. Slug tests were performed on new Monitoring Wells 13MW06,13MW07, l3MWO8, 26MW20, 26MW21, 26MW22, and 26MW23, and existing MonitoringWells 26-7 and 26-16.

3.4. 7 Single Well Aquifer TestsSingle well aquifer tests included slug tests performed on monitoring wells, and specificcapacity and step-drawdown tests on the extraction well. Slug tests were performed toestimate aquifer hydrologic parameters near the well and to estimate hydrogeologicvariability around the site. Th e specific capacity and step-drawdown tests were performed toestablish pumping rates for the constant flow pumping test.

3.4.1.71 Slug TestsSlug tests were performed on all new monitoring wells and existing Monitoring Wells 26-7and 26-16, in order to estimate hydraulic conductivity of the aquifer immediately surroundingthe monitoring well. Slug tests were performed by dropping a slug to displace a knownvolume of water in the well. The water level in the well was then monitored with a pressure

RWP1B1&&6ES84M3.JBM 3.7

transducer and datalogger at less than one second intervals over the duration of the test.Datalogging began just prior to the slug introduction and ended when the water level in thewell recovered to within five percent of the pretest static water level. A piece of one-inchO.D. PVC pipe, four feet long with end caps and filled with water, was used for the slugtests on the two-inch wells.

The volume of water displaced by the PVC slug was approximately 0. 165 gallons. For thetwo four-inch I.D. monitoring wells (Wells 26-7 and 26-16) a known volume of distilledwater was used as a slug and poured into the wells. Approximately one gallon andapproximately 1.9 gallons of distilled water were used as slugs in Monitoring Wells 26-7 and26-16, respectively. Slug tests utilizing the PVC slug were performed by monitoring theintroduction of the slug below the water level, the extraction of the slug from the water andre-introduction of the slug below the water level in the well. The slug-in, slug-out, slug-insequence provided data on the repeatability of the data collected. The slug tests on thefour-inch wells were performed by monitoring the water levels in the well due to introductionof the distilled water slug into the well.

A slug test was not performed on Extraction Well 26EWOI and Observation Wells 260W01and 260W02 due to the difficulty of building a large enough slug to displace sufficient waterin the well. However, a constant rate pumping test was conducted on the extraction wellwhich provided a better estimate of the near field transmissivity and hydraulic conductivity.

3.4.17.2 Specific Capacity TestA specific capacity test was performed on Extraction Well 26EW01 on July 31, 1995,following development. The specific capacity test consisted of pumping at a constantflowrate and measuring the drawdown every 15 seconds. The flowrate was measured with acalibrated turbine type flowmeter. The water level in the extraction well was measured usingan ORS interface probe which reads to 0.01 feet. Once the drawdown stabilized, the testwas terminated. The measured flowrate was divided by the total drawdown from the specificcapacity test and used to derive preliminary flow rates for a step drawdown test on theextraction well.

Water from the specific capacity test was discharged into Garrison Slough and monitored forpH, temperature, conductivity, and turbidity. Discharge limits of ten lig/L TAHs, 15 gg/LTAqH, five NTUs turbidity, and total lead value of 7.7 gg/L were established for discharge

R~fl-96/PS/8840003.IBM 3-8

to the Garrison Slough. A discharge variance was granted for suspended solids (see

Section 3.3.3).

Specific capacity tests were not performed on Observation Wells 260W01 and 260W02because pumps sizes were not available at the site for the two-inch wells at the flowratesdesired for the specific capacity tests.

3.4.1.3 Step-Drawdown TestA step drawdown test was performed on Extraction Well 26EWO1 on July 31, 1995,

following well development and specific capacity testing. The test was performed todetermine optimal well yield and to determine the flowrate for the constant rate pumping test.The step-drawdown tests consisted of pumping the well at three successively higher flowrates(approximately 1/3 estimated well capacity, 2/3 estimated well capacity, and at the estimatedwell capacity) for one hour each and measuring the final drawdown. The flowrate wasmeasured with a calibrated turbine type flowmeter. The water level in the extraction wellwas measured using an ORS interface probe which reads to 0.01 feet. The initialstep-drawdown flowrates, based on the specific capacity test, were 75 gallons per minute

(gpm) for one hour, 150 gpmn for the second hour, and 225 gpm for the third hour. Thewater levels in Extraction Well 26EW01 were monitored during each step in accordance with

the following intervals presented in Table 3-3.

Table 3-3. Step-Drawdown Test Extraction Well Water Level Measurement Intervals

Interval Recording Duration

15 seconds 2 minutes


1 minute 5 minutes

5 minutes 50 minutesJ

After the third flowrate step, the pump was shut-off and the water level in the extraction wellwas monitored until it recovered to within five percent of the pretest static water level. Acalculation of final flowrate divided by total drawdown was used to determine a flowrate for

the constant rate pumping test.

RMfl96tE5S184MU3.BM 3-9

Water from the step-drawdown test was discharged into Garrison Slough and monitored forpH, temperature, conductivity, and turbidity.

3.4.2 Constant Rate Pumping TestA Constant rate pumping test was performed in Extraction Well 26EW01. The test site wasselected to be in a non-contaminated area, away from existing groundwater contaminationsites for purposes of disposing the pumped groundwater. Pressure transducers were installedin new Monitoring Wells 260W01, 260W02, 26MW20, and existing MonitoringWells 26-2, 26-3, 26-16, and AP-5. Pressure transducers were not placed in MonitoringWells 13-1 or 13-2 as these two wells had apparently been destroyed during 1994construction. Monitoring well water levels were collected approximately three days prior tothe test using the dataloggers and pressure transducers. This data collection was done so thatany natural trends in water level could be noted prior to the test.

The extraction well was allowed to recover for approximately 32 hours after welldevelopment performed on August 1, 1995. The dataloggers were set to collect water levelmeasurements in the monitoring wells at the intervals presented in Table 3-4.

Table 3-4. Constant Rate Pumping Test-Monitoring WellWater Level Measurement Intervals

Interval Measurement I Duration

1 second 1 minute



5 minutes 40 minutes

20 minutes 3 hours

30 minutes Until Pump Shut-Off

The constant rate pumping test began at 8:30 p.m. on August 2, 1995. The flowrate was setat approximately 130 gpm based on the specific capacity test and step-drawdown test. Theflowrate was established to achieve a desired drawdown of approximately five feet in thepumping well. This flowrate was less than the anticipated flowrates which were based onaquifer hydraulic parameter estimates from previous tests.

Pifl-g9/E1884W031mM 3-10

The dataloggers in the monitoring wells were set to start the monitoring intervals at8:30 p.m. on August 2, 1995. The datalogger located at Monitoring Well 26-16 was startedapproximately 17 minutes after pumping began due to a bad battery in the datalogger whichwas replaced. Water levels were also monitored in the monitoring wells using an ORSinterface probe which reads the water level to within 0.01 feet. The water levels weredocumented on a field form. The constant rate pumping test was carried out forapproximately 40 hours and then was terminated due to the water levels rising rapidly in themonitoring wells and extraction well from a significant rainfall event. The pump was shutoff at 1:30 p.m. on August 4, 1995. The water level in the extraction well was monitoredmanually for approximately 10 minutes after the pump was shut-off and recovered to withinfive percent during that time.

Water from the constant rate pumping test was discharged into Garrison Slough andmonitored for pH, temperature, conductivity, and turbidity. The discharge point wasapproximately 1000 feet north of Loop Access Road to ensure that flow would continue tothe north and not back toward the extraction well.

3.5 Site SurveyingFollowing installation, all new groundwater wells (monitoring, observation, and extraction)and test pit locations were surveyed and referenced to the onbase horizontal and vertical wellsurvey control in Alaska State Plane Coordinates, Zone 3, NAD 83 and NAVD 88 1988.Surveying of wells and borings was performed by a State of Alaska registered land surveyor.Elevations were determined from the top of the PVC casing. Vertical elevations weredetermined to the nearest 0.01 foot. The horizontal coordinates were determined to thenearest 0. 1 foot. Coordinates and elevations for the wells are provided on the boring logs(Appendix A).

3.6 Investigation Derived WasteA composite sample was collected from one drum for every six drums of soil and purgewater generated at each site. Soil samples were collected and analyzed for lead and volatileorganic compound using Toxicity Characterization Leaching Procedure (TCLP)EPA Method 1311 and ignitability testing. Purge and development water was sampled andanalyzed for TAH and TAqH compounds, using EPA Methods 602 and 610, and total leadusing EPA Method 7421. Results of these samples were used by the U.S. Air Force todetermine waste designation for ultimate treatment and disposal decisions. The drillingsubcontractor provided 55-gallon drums to contain the wastes produced at each location.

R1f2-9/ES1884000.ThM 3-11

Transportation of the waste to a staging area was provided by the subcontractor. Allinvestigation derived wastes (solids and liquids), used personal protective equipment(e.g., plastic sheeting), and recovered floating-product were transported to the EielsonHazardous Materials Yard for final handling and disposal.

3.7 DecontaminationDrilling tools and equipment (including portions of the drill rig), well developmentequipment, and borehole geophysical logging tools were steam-cleaned at a central onbasewashrack before entering each source area, between boreholes, and prior to leaving the base.The decontamination procedure included:

* steam-cleaning auger flights;

* washing the equipment with a brush and solution composed of laboratory-gradedetergent and tap water; and

* rinsing the equipment with potable water from the base supply system.

The following procedures were used to decontaminate all sampling equipment used duringthe field investigation:

* remove loose soil;* wash and scrub with a laboratory detergent and water solution;* rinse with deionized water;* rinse with methanol;* rinse with hexane (if testing for fuels);* air dry; and* wrap in unused plastic sheeting.

R1J2-9/ES/884W03.ThM 3-12

4. 0 Sampling and Analysis

The following presents the results of sampling and analysis conducted during the Source

Areas ST13/DP26 field investigation. Sampling, handling, and custody procedures wereperformed as stated in the Quality Assurance Project Plan (Appendix B of the Work Plan)[IT 1995a].

4. 7 Lead Source Investigation

4. 7. I Test Pit ExcavationsA total of seven test pits were excavated on the perimeter of Tank 300 (Figure 2-1). Thepurpose of the investigation was to determine the extent and magnitude of lead sludge buriedin the soils around Tank 300. All test pit excavations were supervised by an IT geologist.Field observations by the geologists indicated that no sludges were present in any of the testpit excavations and therefore, no samples were collected.

4.17.2 Product Probe InvestigationAs part of the effort to identify and characterize floating-product (jet fuel) at SourceAreas ST13/DP26, a number of product probes were investigated. The location of theproduct probes from this investigation are presented on Figure 2-2. The primary objective ofthe product probe investigation was to measure the thickness of floating-product in the firstwater bearing zone. Floating product was encountered in six product probes, with thethickest product measurement in product probe 26PP08, which is directly downgradient ofTank 300. This further supports the assertion that the source of the product was from fuelspills in the Tank 300 area. The results of the product probe investigation are summarizedon Table 4-1. Floating product was identified in product probes: 26PP07; 26PP08; SpV7;Sp23; Sp37; and Sp38.

Table 4-1. Product Probe Investigation Results

Product Location ResultsProbe _ _ _ _ _ _ _ _ _ _ _ _ _ _ _

26PPOI Located near the center of the Water was detected at 14.6 feetHAZMAT yard (Bldg. #4381) below the top of casing. No

_____ _____ ____ ____ _____ _____ _____ ____ product w as detected.

RM/296/EM/84003BM 4-1

Table 4-1. Product Probe Investigation Results (continued)

Product Location ResultsProbe _ _ _ _ _ _ _ _ _ _ _ _ _ _

26PP02 No probe was identified as 26PP02, IOPP02 was investigated and waterhowever, a probe labeled IOPP02 was identified at 13.7 feet belowwas identified near top of casing. No product was

__________Well 26MW02D. detected.

26PP03 Located in west side of HAZMAT Water was detected at 15.0 feetyard (Bldg. #4381). below top of casing. No product

was detected. The probe is alsolabeled 1OPPO3.

26PP04 Located in the northwest portion of Water was detected at 15.3 feetthe HAZMAT yard (Bldg. #4381) below top of casing. No productnear white storage containers, was detected.

26PP05 Located next to east fence of Water was detected at 14.4 feetHAZMAT yard (Bldg. #4381) near below top of casing. No product

_________vehicle electrical outlets, was detected.

26PP06 could not locate NA

26PP07 Located north of POL Tank 03 near Product was detected at 14.8 feetlarge mound, below top of casing. Water was

detected at 14.9 feet below top ofcasing. A total of 0. 1 feet (1. 2inches) of product was identified.Sample T1003 was taken, however,

_____ ____ _ __ ____ ____ ____ ____ ____ ____ pure product was not recovered.

26PP08 Located just north of fence around Product was detected at 14.5 feetPOL Tank 03. below top of casing. Water was

detected at 15.2 feet below top ofcasing. A total of 0.7 feet (8.4inches) of product was identified.Sample T1002 was taken, however,

____ ____ __ ____ ___ ____ ____ ___ ____ ___ pur product was not recovered.

26PP09 Located south of fence around POL Probe was bent about 40 degrees.Tank 03, near the corner of Water was indicated at 14.5 feetFlightline Avenue and Loop Road. below top of casing. No product

__________ ~~~~~~~~~was identified.

26PPIO could not locate NA

26PPI 1 could not locate NA

RIJ-W6ESI8S40OUO.BM 4-2

Table 4-1. Product Probe hnvestigation Results (continued)


Spl7 Located next to Well 26-1. Slight product detection at 10.8 feetbelow top of casing. Waterdetected less than 1/8 inch belowproduct (10.8+ feet) productthickness estimated at less than

_____ _____ ____ ____ _____ _____ _____ ____ 1/8 in ch .

5p23 Located on runway side of Product was detected at 11.8 feetFlightline Avenue near fuel below top of casing. Water waspumping station, identified at 12.1 feet below top of

casing. A total of 0.3 feet (3.6inches) of product was identified.Sample T1004 was taken, however,

____ ____ __ ____ ___ ____ ____ ___ ____ ___ pure product was not recovered.

Sp33 Located approximately 50 feet east Water was identified at 9 feet belowof the utilidor on the east side of top of casing. No product wasthe HAZMAT yard (Bldg. #4381). identified.

Sp34 Located west of Flightline Avenue Water was identified at 1 1 feetnear the northeast corner of the below top of casing. No productPOL pump station. Approximately was identified.5 feet west of utilidor.

Sp35 Located on Runway Apron Water was identified at 6 feet belowapproximately 60 feet west of top of casing. No product was

__________utilidor (flush mount-grey cap). identified.

Sp36 Located on west side of Flightfine Water was identified at 10.8 feetAvenue to the north of probe Sp23. below top of casing. No product

_____ _____ ____ _____ _____ ____ w as identified.

Sp 37 Located on Runway Apron Product was identified at 5.65 feetapproximately 40 feet west of below top of casing and water wasutilidor (flush mount-orange cap). identified at 5.85 feet below top of

casing. 0.2 feet (2.4 inches) ofproduct was identified. SampleT1005 was taken and pure productwas recovered.

pjln.9/ES/8940003.JBM 4-3

Table 4-1. Product Probe Investigation Results (continued)


Sp38 East side of Flightilne Avenue next Product was detected at 9.7 feetto power pole between POL below top of casing, however,Tank 03 and Bldg. 4381. water was immediately encountered

at 9.7+ feet. Estimated product____ ____ ___ ____ ___ ____ ___ ____ ___ ____ ___ thickness is < 1/8 inch.

Tpl9B Located next to Well 26MW20. 19B: Water identified 10.35 feetTpI9M Three probes together. below top of casing.TpI9S 19M: Water identified 9.3 feet

below top of casing (bent).19S: Probe bent such thatmeasurement could not be taken.No product detected in any of the

______ ____ _____ _____ _____ _____ _____ probes.

Tp22S Near northwest corner of fence Water identified at 7.6 feet belowaround POL Tank 03. top of casing. No product detected.

POL = petroleum, oil, and lubricantNA = not applicable

4.1.3 Floating-Product Sampling and AnalysisFloating-product samples were collected from four product probes (26PP07, 26PP08, Sp23,and 5p37), associated with the product probe investigation, as well as from one groundwatermonitoring well (Well 26-8). Samples were collected using a peristaltic pump and TygonTMtubing lowered to the approximate depth of the floating product as indicated by the oil/waterinterface probe. Only one sample (T1005 from Sp37) was identified in the field as beingpure product (yellow color, odor, viscosity). The remaining samples were groundwatercontaminated with product. Please note that due to the difficulties in capturing a pureproduct sample, results may not reflect the true concentrations of tetraethyl lead.Floating-product samples were collected and analyzed for tetraethyl lead. Analytical resultsfor tetraethyl lead are presented in Table 4-2. Additionally, because sample number T1005(Sp37) was identified as being pure product, it was also submitted for BTEX and total leadanalysis. The results of these analysis are presented on Table 4-3. Floating-productsampling locations are presented on Figure 2-2.

R112-W6ES1884000.IM 4-4

Table 4-2. Floating Product - Tetraethyl Lead Results

Probe Number Sample Number Tetraethyl Lead (pg/L)

26-8 T1001 * 36

26PP08 T1002 * 4

26PP07 T1003 * ND

Sp23 T1004 * 6

Sp37 T1005 319,000

ND = Not DetectedjugfL = micrograms per liter

*-groundwater with product

Table 4-3. Floating Product Sample T100S - BTEX and Total Lead Results

Constituent Results (mg/L)

Benzene 1200

Toluene 670

Ethylbenzene 1700

m,p-xylenes 5200

o-xylenes 2300

Total Lead 59

mg/L =milligrams per literBTEX =benzene, toluene, ethylbenzene, and xylenes

4.17.4 Saturated Soil Sampling and AnalysisSaturated soil samples were collected from five wells (13MW06, 26MW21, 260W01,260W02, and 26EW01) to provide geotechnical data to facilitate the development ofgroundwater .flow and lead fate and transport models. Sampling depths were selected, in thefield, to represent a broad range within the investigated zone. Table 4-4 presents the resultsof the sampling and analysis.

R~~fl-96/ES/88400034BM 4-5

Table 4-4. Saturated Soils - Geotechnical Data

wumer Sample Sapl Total Organic Cation Exchange Bulk Density Porosity

_______ ~his) SI' __ (percent) I I__ __ _ _ __ _ _ _

13MW06 12.5-14 G1001 0.091i 2.7 NA NA

26MW21 36.5-38 G1002 0.101i 1.9 108.6 36

260W01 52-53.5 G1003 0.45 J 341 100.0 40

260W02 ~15-16.5 61004 0.11 2.7 123.0 26

26EWOI 45-46.5 01005 0.08 1.6 NA N

bis = below ground surface lbs/At' = pounds per cubic footmneq/100g = iniliequivalent per 100 grams NA = Not Analyzed

4.2 Groundwater Sampling and Analysis

4.2. 7 Inorganic Lead ResultsGroundwater samples were collected from 16 groundwater monitoring wells and analyzed fortotal lead (unfiltered samples) and dissolved lead (filtered samples). Sample results for

inorganic lead analysis are presented in Table 4-5. Sampling locations and results forunfiltered and filtered samples are shown on Figures 4-1 and 4-2, respectively. Samplingresults indicate that the highest concentrations of inorganic lead are in Wells 26-8 and 26-1.This has also been the case in sampling from previous investigations [IT 1995b andElelson 1993]. However, Well 26MW20 (replacement well for Well 26-8) showed muchlower concentrations and Well 26MW21 (slightly downgradient of Well 26-8) showed nodetections. Field observations made during the sampling of Well 26-8 indicate that, evenafter purging approximately 95 gallons, the sample contained sediment. Higher leadconcentrations in Well 26-8 could be attributed to lead that was fixed on the sediment.Inorganic lead values in the three newly installed wells west of Flightline Avenue were allbelow the 15 parts per billion (ppb) level of concern.

Sampling from new monitoring wells installed west of Flightline Avenue (13MW06,13MW07, and 13MWOB) show low levels of total lead (less than 15 ppb) and non-detects ofdissolved lead. This suggests that the western boundary of the lead plume is located in thevicinity of Flightline Avenue. Comparison between this study and previous inorganic leadresults indicate that significant downgradient migration of lead has not occurred over the time

period for which groundwater data for Source Areas ST13/DP26 are available [Eielson 1993

and IT 1995b].

R112-96ES1884000M.BM 4-6

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Table 4-5. Groundwater - Inorganic Lead Results

Weil Number {Sample Number Inorganic Lead (pg/L)

Total Dissolved

26-1 H2001 150 85

26MW021 H2002 ND ND

26MW02D 112003 ND ND

26-3 H12004 ND ND

26-7 H2006 ND ND

26-8 112007 5100 490

26-1 Duplicate H2008 160 J 97

26-16 H2010 ND ND

13-2 H2011 NS NS

13-3 H12012 3.6 ND

13-4 H12013 ND ND

13MW06 H2014 5.1 ND

13MW07 H2015 9.4 ND

13MW08 H2016 ND ND

26MfW20 H20l7 37 28

26MW21 H2018 ND ND

26MW23 H2020 3.0 ND

26MW22 H2019 ND ND

,ug/L =micrograms per liter NS= Not Sampled, removed during recent constructionND = Not Detected (practical quantitation limit - 3 g4g/L)

4.2.2 Organic Lead ResultsGroundwater samples were collected from 12 wells at Source Areas STI3/DP26 andanalyzed for total organic lead using the California LUFT' method [CSWRCB 1989], andtetraethyl lead using a gas chromatography/electron capture detector method developed by IT

specifically for this project (see Appendix A of the Treatability Study Integrated TechnicalInformation Report). Associated results are presented in Table 4-6. Locations and

R12-W6E818840003BM 4-9

Table 4-6. Groundwater - Organic Lead Results

Well Number Sample Total Organic Lead (ingIL) Tetraethyl Lead (pg/L)2NumberI

Unfiltered___Filtered Unfiltered___Filtered

26-1 H2001 ND ND 2 NJ 2.5 NJ

26-1 Duplicate H12008 ND ND 2.5 NJ 2 NJ

26MW021 112002 ND ND ND ND

26MW02D . H12003 ND ND ND ND

26-7 H2006 NA NA ND ND

26-8 H12007 0.4 ND 88 8 NJ

26-16 H12010 ND ND NA NA

13MW06 112014 ND ND 31J ND

13MW07 H2015 ND ND 1 I ND

13MWO8 H2016 ND ND ND ND

26MW20 112017 ND No 4 NJ 6 NJ

26MW21 H12018 ND ND ND ND

26MW23 H12020 ND ~ ND 2 NJ 2 NJ

26MW22 H2019 ND N DN

=practical quantitation limit - 0.1I mg/L2 estimated practical quantitation limit - 2,ug/LND = Not Detected NA = Not Analyzed J =estimated valuemg/L = milligrams per liter ALg/L = mnicrogramis per literUJJ = presumptive evidence of estimated quantity present

concentrations of the tetraethyl lead sampling for both unfiltered and filtered samples arepresented on Figures 4-3 and 4-4, respectively. Total organic lead and tetraethyl leadshowed the highest detections in Well 26-8, which is consistent with both inorganic leadresults and historical organic lead results. No other wells showed total organic leadconcentrations above detection limits. Tetraethyl lead was detected at estimated levels verynear practical quantitation limits. These results are consistent with the inorganic lead results,in that Well 26-8 is at or near the center of the lead plume. Because tetraethyl lead can bederived from leaded fuels and concentrations of lead are highest immediately downgradient ofthe Tank 300, it is likely that the source of the lead contamination stems from historical fuelleaks from Tank 300 and/or associated piping.

RhJ2-9GIF/51403.JBM 4-10

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4.2.3 S TEX ResultsGroundwater samples were collected from 12 wells at Source Areas ST13/DP26 andanalyzed for BTEX. Results from BTEX analysis are to be used to support the developmentof design parameters for the groundwater treatment system. Results of the BTEX analysisare presented in Table 4-7. Sampling results and locations for BTEX compounds arepresented on Figure 4-5. Results from BTEX sampling shows that the distribution ofcontamination is consistent with previous studies [IT 1995b and Eielson 1993]. Samplestaken from the three new wells drilled west of Flightline Avenue (Wells 13MW06, 13MW07,and 13MW08) showed benzene concentrations in excess of the five ppb maximumcontaminant level. This also indicates that, unlike the lead plume, the areal extent of BTEXcontamination extends beyond Flightline Avenue.

Table 4-7. Groundwater - BTEX Results

Well Number Sample Benzene IEthylbenzene IToluene Im,p xylenes o-xylenes_________ Number (pg/L) j (pg/L) (pgI 1 ) J (pgIL) (pgIL)

26-1. H2001 360 950 2700 4300 2100

26-1 Duplicate H2008 450 980 3300 4500 2200

26MW02I H12002 ND ND ND ND ND

26MW02D H12003 ND 1.86 ND 11.96 8.06

26-7 H2006 ND ND ND ND ND

26-8 H12007 3100 830 8200 6200 3600

13MW06 H2014 87 110 240 560 230

13MW07 H2015 380 330 680 1200 310

13MW08 H12016 33 5.3 ND 27 6.6

26MW020 H2017 530 440 -2000 1600 780

26MW021 H2018 8.5 1.9 ND 4.4 1.9

26MW023 H12020 300 34 ND 450 190

26MW022 112019 ~32 ND ND ND ND

BTEX = benzene, toluene, etliylbenzene, and xylenes ND =not detected,ugIL = micrograms per liter

4.2.4 Gasoline and Diesel Range Organics ResultsGroundwater samples were collected from 12 wells at Source Areas ST13/DP26 andanalyzed for GRO and DRO using Alaska Department of Environmental Conservation

R1J-96fES/S&40003.JBM 4-13

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methods AK101 and AKlO2, respectively. Results from the GRO and DRO sampling arepresented on Table 4-8. Results from GRO and DRO analysis are consistent with the areal

extent of contamination seen in the BTEX analysis. Results indicate that contamination is thehighest in Well 26-8 and decrease in the downgradient direction. As stated in Section 4. 1.1,

concentrations in Well 26-8 are much higher than that seen in replacement Well 26MW20.It is probable that the higher values in Well 26-8 are due to fuel adhering to sediment which

entered the well due to a damaged screen.

Table 4-8. Groundwater - GRO and DRO Results

Well No. ISample No. Gasoline Range Organics (mg/L) [ Diesel Range Organics (mgIL)

26-1 H2001 1 1 4.5

26-1 H12008 10 4.8Duplicate

26MW021 H2002 ND ND

26MW020 112003 ND ND

26-7 H2006 UiND

26-8 112007 31 250

13MW06 112014 6.21J 0.56

13MW07 H2015 13 0.91

13MW08 112016 0.49 ND

26MW20 112017 1 1 1.5

26MW21 112018 0.36 ND

26MW23 112020 3 0.54

IF26MW2 H12019 0.23 ND

ND =notcdetected UJJ estimated quantity presentmg/I. = milligrams per liter J = approximate valueGRO = gasoline range organics DRO =diesel range organics

4.2.5 General Water Chemistry ResultsGroundwater samples were collected from three wells at Source Areas ST13/DP26 to providegeneral water chemistry parameters. The information gained from this data will assist inmodeling and conceptual design decisions needed for this source area. Results of the

analytical data are presented in Table 4-9. Results from this samnpling indicate that the

general water chemistry is consistent with previous results (e.g., Table 4-6, OU-2 Remedial

Ufl.6dEI8S4003.BM 4-15

Investigation [RI Report [Elelson 1993]) with the exception of iron which is higher inWell 26-3.

Table 4-9. Groundwater - General Chemistry Results

Water Chemistry Well Nurnber/Sarnple NumberParmmeter

_____________ ~26-3/112004 26-6/E12005 26MW17/112009

Calcium (,sg/L) 53000 48000 53000

Iron (Ug/L) 17000 5200 5000

Potassium (ug/L) 3700 3000 3700

Manganese (p~gIL) 2700 1200 4500

Magnesium (pg/L) 13000 11000 11000

Sodium (gg/L) 5300 5000 4700 J

Chloride (mgIL) 3.0 2.1 1.5

Bromide (mg/L) ND ND ND

Sulfide (mgIL) ND ND ND

Sulfate (mgIL) 11 13 6.9 J

Alkalinity (mgIL) 180 160 200

Hardness (pg/L) 190000 160000 180000

Total Dissolved Solids 220 200 220(mg/L) _ _ _ _ _ _

mg/L = milligrams per literJ= approximate value

Ag/L = micrograms per literND = not detected

4.3 Aquifer Test ResultsThis section discusses the specific analysis techniques u 'sed to evaluate the aquifer test dataand the results of the analysis. Included are single well analysis methods for both the slug,speciific capacity, and step-drawdown tests, and the constant rate pumping test.

4.3. 7 Pr.eviaous StudiesSeveral investigations have been conducted to better understand the hydraulic properties ofthe unconfined aquifer at Eielson AFB. These tests have consisted primarily of slug testsand two constant rate pumping tests. The most recent analysis of this data is presented in theRI Report [Eielson 1993] and Spane and Thome [PNL 1994]. These reports present a

RtlI2.9GIS/9400.ThM 4-16

reanalysis of data collected by earlier studies at Eielson AFB [HLA 1991]. These studiesestimated the aquifer transmissivity at 30,000 square feet/day, the specific yield at 0.07, andthe hydraulic conductivity at between 500 and 1480 feet/day. These results carried a highdegree of uncertainty, in particular the hydraulic conductivity estimate, due to uncertainty inthe total aquifer thickness and partial penetration effects. Spane and Thorne [PM.. 1994]used the Neuman [1975] delayed yield analysis method. This method does not account forpartial penetration of the aquifer by the pumping and observation wells, which as stated intheir report can have significant impacts on hydraulic conductivity estimates.

4.3.2 Interpretive MethodsSlug test results were analyzed using the assumptions and method of Bouwer and Rice [1976]and Bouwer [1989]. This method is commonly used to analyze slug test data in unconfinedaquifers. Specific capacity tests were analyzed using the methods described in Bradbury andRothschild [1985].

The constant rate pumping test was analyzed using the delayed yield, partial penetrationanalysis method of Streltsova [1974] and the delayed yield, full penetration method ofNeuman [1975]. Both of these methods assume a delayed gravity response of the aquifer.The application of these methods are discussed below.

4.3.2.17 Bouwer and Rice Method - Slug Test AnalysisData from slug tests were analyzed using the method of Bouwer and Rice [1976] and Bouwer[1989]. This method can be applied to fully, partially penetrating, partially screened,perforated, and open wells. The method was developed for unconfined aquifers to estimate~aquifer hydraulic conductivity surrounding the screened portion of the wells. This testprovides only a very near field estimate of hydraulic conductivity, and provides betterestimates for fine grained aquifers than for coarser grained ones.

4.3.2.2 Specific Capacity Test AnalysisThe method of Bradbury and Rothschild [1985] was used to estimate the specific capacity ofthe aquifer at Well 26EW01. This method is based on the method of Theis [1935] forestimating specific capacity, and provides for correction far partially penetrating wells.

4.3.2.3 Constant Rate Pumping Test Analysis MethodsWater table aquifers respond to water withdrawal in two ways; release of water due to elasticstorage and through gravity drainage. Typically there are three distinct phases to drawdown

PAJ2.9ESI8M8003 BM 4-17

curves for water table aquifers. The first phase is where pressure in the annular regiondrops, and a small amount of water is released as the result of expansion of water andcompression of the aquifer. The drawdown follows the Theis nonequilibrium curve and flowis horizontal with water being derived for the entire aquifer WFetter 1988].

During the second phase, the water table begins to decline and water comes primarily fromgravity drainage of the aquifer, with both horizontal and vertical flow components. Duringthis phase, the drawdown-time relationship is a function of the ratio of horizontal to verticalhydraulic conductivity, the distance from the monitoring point from the pumping well, and

the aquifer thickness [Fetter 1988].

During the third phase, the drawdown rate decreases and the contribution of the annularregion to the overall well discharge decreases. Flow during this period is horizontal and

drawdown follows the Theis curve [Theis 1935]. The drawdowns, for the three wellsshowing drawdowns Wells 260W01, 260W02, and AP-5, evidenced only a small delayedyield response.

The unconfined aquifer at Elelson AFB is a thick sequence of sand and gravels, the base ofwhich is uncertain. The RI Report [Eielson 1993] reports that the aquifer is between

120 and 250 feet thick. It was therefore unreasonable to construct a pumping well that fullypenetrates the aquifer. This, however, has its drawbacks, most aquifer test analysis methods

assume that all water flowing through the aquifer travels horizontally with no, or a very

small vertical component. However, with a partially penetrating well, a vertical flowcomponent is introduced that causes a flow velocity increase in the vicinity of the pumpingwell, leading to an extra loss of head. Failure to account for the increased head loss, mayresult in an underestimation of aquifer hydraulic properties.

Several methods have been developed to account for the extra head loss [Streltsova 1974 andNeuman 1974 and 1975]. The method of Streltsova [1974] was used in this analysis, as thetype curves were readily available and the method can accommodate variable aquifer

thicknesses easily.

The constant rate pumping test results were analyzed using the delayed yield, partialpenetration method of Streltsova [1974] and the delayed yield, assuming full penetration,

method of Neuman [1975]. The method of Streltsova [1975] utilizes an equation that

describes drawdown near a pumping well that partially penetrates an unconfined aquifer with

Mfll.9/ES18&4003.1BM 4-18

delayed yield response. The equation utilizes the ratio of the pumping well and observationwell screened intervals to the total aquifer thickness. The results of the equation provide afamily of type curves for various pumping and observation well configurations. Streltsova[1974] provided tables, using several pumping and observation wells to total aquiferthickness ratio values, which can be used to construct the type curves. This method alsoallows the user to vary the total aquifer thickness so that the effects of partial penetrationwith variable thickness can be assessed.

The assumptions used in this analysis are:

a the aquifer is homogeneous, anisotropic, and of uniform thickness over thearea influenced by the pumping test;

* the well does not penetrate the entire thickness of the aquifer;

* the aquifer is unconfined and shows delayed yield response;

* the aquifer is of infinite areal extent;

* prior to pumping, the water table surface is horizontal over the area influenceby the test;

* the aquifer is pumped at a constant rate;

* the diameter of the well is small and well storage can be ignored;

* the flow to the well is in an unsteady state; and

* the specific yield to storativity ratio is greater than ten.

The above assumptions are rarely all met, and the degree to which they are not met results invariation in the resulting aquifer parameter estimates.

For this site two aquifer thicknesses were assessed, 250 and 120 feet. These values representthe probable range of values for the unconfined aquifer thickness [Eielson 1993]. Typecurves were constructed for pumping well completion interval to total aquifer thickness (2')and observation well completion interval to total aquifer thickness (Y') of 1' = 0.2,

Y'= 0.2 and 1' = 0.4, Y' = 0.4. These type curves are shown on Figures 4-6 and 4-7.Note that the early and late time type curves may not match perfectly. This is due tomathematical assumptions made by Streltsova [1974], and does not significantly impact theanalysis.

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The delayed yield method of Neuman [1975] was also used to analyze the constant ratepumping test. A primary assumption of this method is that the well be fully penetrating.This method was used as a check of the values obtained from the Streltsova [1974] discussedabove and to compare estimates with those presented in the RI Report [Eielson 1993] andSpane and Thomne [PNL 1994]. It is expected that aquifer parameter estimates will bedifferent than those determined using Streltsova [1974] because the Streltsova methodaccounts for partial penetration. The Neuman method [1975] utilizes a set of type curves foranalysis.

The assumptions used in this analysis are:

* the aquifer is homogeneous and of uniform thickness over the area influencedby the pumping test;

* the aquifer is isotropic or anisotropic;

* the aquifer is unconfined and shows delayed yield response;

* the aquifer is of infinite areal extent;

* prior to pumping, the water table surface is horizontal over the area influenceby the test;

* the aquifer is pumped at a constant rate;

* the diameter of the well is small and well storage can be ignored;

* the flow to the welt is in an unsteady state;

* the specific yield to storativity ratio is greater than ten; and

* the influence of the unsaturated zone upon the drawdown is negligible.

The above assumptions are rarely all met, and the degree to which they are not met results invariation in the resulting aquifer parameter estimates. The assumption which has the greatestaffect is the assumption that the wells fully penetrate the aquifer. Failure to fully penetratethe aquifer may result in an underestimation of aquifer hydraulic parameters.

Rn-961ES/884M03.MM 4-22

4.3.3 Data InterpretationThis section provides the results of the analyses of the aquifer test data. These include thesingle well slug and specific capacity tests, and the constant rate pumping test.

4.3.3.1 Slug Test ResultsTable 4-10 lists the results of the single well slug tests conducted on the new monitoringwells. These results should be used with discretion, as they represent values for the nearfield characteristics of the wells tested. Appendix D presents the curve matching andcalculations for the slug tests. The values listed are the avenage hydraulic conductivity valueresulting from two slug-in and one slug-out test on each well. It should be noted that theslug test results for the two deeper completion wells (Wells 26MW21 and 26MW23) have ahydraulic conductivity value much higher than those wells completed in the upper portion ofthe aquifer across the water table. This suggests that a higher conductivity zone is presentdeeper in the aquifer (30 to 40 feet).

Table 4-10. Slug Test Results

Well Number jAverage K (ftld)

13MW06 65

13MW07 60

13MWO8 60

26MW20 110

26MW21' 250

26MW22 70

26MW23' 160

Avenge shallow water table wells 70 ft/d Avenage deep completion wells 2 210 Rt~dK = hydraulic conductivity ftid = feet per day = deep completion well

Two existing Wells 26-7 and 26-16 were also slug tested; well completion data, however, arenot available to complete the analysis.

4.3.3.2 Specific Capacity TestA specific capacity test was completed on Well 26EW01. Results were calculated for anaquifer thickness of 50 feet, 120 feet, and 250 feet. The results are shown on Table 4-1 1.The results show good agreement between the three aquifer thicknesses. The results for thespecific capacity test are lower than those determined from the constant rate pump test due to

MLJ296/ES/9840003IMM 4-23

the short duration of the test. Therefore, only results from the constant rate pump test wereused.

Table 4-11. Specific Capacity Test Results

Aquifer Thickness Specific Capacity (gpmi/ft) J T (fe/d) f K (ftid)

50 26 3,300 j65120 26 8,150 J70250 26 18,200 j70

gpm/ft = gallons per Emiute per foot T= Transminsivity WM'I = square fe e aK = Hydraulic conductivity ft/d = feet per day

4.3.3.3 Constant Rate Pumping Test ResultsPrior to conducting the constant rate pumping test, a step drawdown test was conducted usingflowrates of 87, 165, and 211 gpm. Each step was run for one hour. Calculated specificcapacity for these three steps were 26, 14, and 1 1 gpm per foot, respectively. Based onthese calculated specific capacities and those resulting from the specific capacity test, it wasdetermined that a specific capacity of 26 gpm per foot of drawdown represented lamninarnonturbulent flow in the well. A target total pumping well drawdown was established atfive -feet. This value was judged to provide sufficient drawdown to influence the nearbymonitoring wells. From the specific capacity value of 26 gpm per foot and a targetdrawdown of five feet, a flowrate of 130 gpm was selected for the constant rate pumpingtest.

As discussed above, the aquifer test results were analyzed using the methods of Streltsova[1974] and Neuman [1975]. The following discussion presents these results and provides adiscussion of the resulting aquifer hydraulic parameter estimates and their uncertainties.

Water table drawdown was measured in three (Wells 260W01, 260W02, and AP-5) of thenine wells monitored during the pumping test. The time verses drawdown plots for thesethree wells are shown on Figures 4-8, 4-9, and 4-10. All three drawdown plots show asmall delayed yield response, with the most distant Well AP-5 showing the greatest response.In addition, it can be seen that the late time data (greater than 100 minutes) show very littlechange in drawdown with time. This is interpreted to be the result of groundwater rechargefrom a nearby wetland area. The wetland area acts as a constant source of water thatrecharges the unconfined aquifer and results in limiting the growth of the pumping cone ofdepression. The flattening of the late-time drawdowns by the recharge boundary effects the

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certainty of the late-time type-curve match, which controls the estimate of specific yield, and

as shown below, the calculated specific yield estimates are at least an order of magnitude

low.

Aquifer hydraulic parameter estimates using the method of Streltsova [1974] are presented on

Table 4-12. As discussed above, Streltsova [1974] developed a series of type curves for

various pumping and observation well configurations. The type curves are based on the ratio

of pumping well and observation well completion intervals to the total aquifer thickness

(1' and Y', respectively). Using total aquifer thickness values of 120 and 250 feet and a

pumping/observation well completion interval of approximately 50 feet, the 1' and Y' values

were 0.2, 0.2 and 0.4, 0.4 for the two aquifer thicknesses, respectively. The constructed

type curves are shown on Figures 4-6 and 4-7.

Type curve match paints for early and late time matches are shown on Figures 4-11, 4-12,

4-13, and 4-14. Early time and late time transmissivity estimates were close in value, as

should be the case. Specific yield estimates are lower than what would be expected for a

sand and gravel aquifer. Todd [1980] presents a range of specific yield values for

unconsolidated aquifers. They range from 0.28 for a medium sand to 0.03 for a clay. Ascan be seen on Table 4-12, the specific yield estimates are much lower than those for

medium sand, which is representative of the site aquifer material. However, the values

estimated using a 250 feet thick aquifer appear more representative than the estimates from

the 120 feet thick aquifer.

Table 4-12. Aquifer Test Results using the Methods of Streltsova [1974]

and Neuman [1975]

I Well Analysis IAssumned Aquifer IT (ft'/d) K (ft/d) SyNurnber Method jThickness (feet) I I I_

260W01 Streltsova [1974] 120 27,900 230 0.006

250 69,700 280 0.02

Neuman [1975] 50 11,100 220 0.08

260W02 Streltsova [1974] 120 31,300 260 0.009

250 87,100 350 0.02

Neuman [1975] 150 116,600 330 0.07

AP-5 Neuman [1975] 50 28,400 570 0.44

-tranamnzssivity K = hydraulic conductivity Sy = specific yield -__________

ft/d = feet per day ft2/d = square feet per day

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Drawdowns for Well AP-5 were not analyzed using this method, as type curves for theobservation well completion interval to total aquifer thickness ratios (Y' = 0.07 and 0.03)were not available.

As stated above, a number of assumptions are made for the Streltsova [1975] method, andfailure to meet some of these assumptions will result in deviation from the ideal type curves.Based on the test data, the assumption that the aquifer is of infinite areal extent is violated,by the nearby wetland which supplied water to recharge the aquifer during this test. This isevidenced in a flattening of the late time drawdown data which results in a less than ideal latetime curve match. This affects the calculation of specific yield, as time is the critical valuefor estimating this parameter. The assumption the aquife r is homogeneous and anisotropiccannot be demonstrated conclusively. However, based on the slug test data, the lowerportion of the tested zone (i.e., 40 to 50 feet depth) does appear to have higher hydraulicconductivity. This suggests that vertically, the aquifer is not homogeneous and has a verticalanisotropy. This probably does not have a very significant effect on the test results however.

Results from the analysis using the Neuman [1975] method are shown on Table 4-12. Thetype curve matching for this method suffered from the same problems as was seen for

Streltsova [1974]. That is, little delayed yield response and effects of the recharge boundaryon late time data. However, the assumption having the greatest impact on the test results isthat the wells do not fully penetrate the aquifer. As was stated earlier, the values resultingfrom an analysis using Neuman [1975], without full penetration, may be an underestimationof aquifer transmissivity and hydraulic conductivity. The assumption that the aquifer is ofinfinite areal extent was violated by the nearby wetland which supplies water to recharge theaquifer during this test. This is evidenced in a flattening of the late time drawdown datawhich results in a less than ideal late time curve match. This affects the calculation ofspecific yield, as time is the critical value for this parameter. The assumption that theaquifer is homogeneous is most likely not valid, as is suggested by the slug test datadiscussed above. However, the effect on the test results probably are not significant.

Comparison of aquifer parameter estimates, between the methods of Streltsova [1974] andNeuman [1975], show general agreement. The Streltsova [1974] method results weresomewhat lower however. This may be due to the uncertainty in type curve matching, whichis a problem with all type curve analysis methods. The Neuman [1975] method is also atype curve method, and suffers from the same uncertainties as Streltsova [1974].

RL/2-M196/S84003.ThM 4.33

The estimated hydraulic conductivity and specific yield values from this test are lower thanthose determined in the RI Report [Eielson 1993] and Spane and Thorne [PM.. 1994]. Spaneand Thomne [PNL 1994] estimated the hydraulic conductivity to be between 500 and1480 feet/day and specific yield between 0.07 and 0.23. Their data had very little early timedata which could affect the matching of the correct beta curve. An incorrect match of a betacurve can severely affect the transmissivity estimate and therefore, the hydraulic conductivityestimate. Based on the result of the aquifer tests conducted for this treatability study, theresults presented in the RI Report [Eielson 1993] and Spane and Thorne [PNL 1994]represent an upper bound for hydraulic conductivity and are generally representative of thespecific yield.

4.4 Investigation Derived Waste AnalysisA composite sample was collected from one drum for every six drums of soil or purge watergenerated at each site. Soil samples were collected and analyzed for TCLP for lead andvolatile organi compound using EPA Method 1311, and ignitability testing. Purge anddevelopment water were sampled and analyzed for TAH and TAqH compounds, using EPAMethods 602 and 610, and total lead using EPA Method 7421. The results for soil samplesare presented in Table 4-13. Results from purge water sampling are presented on Table4-14. Results from this testing were used by the U.S. Air Force for waste designationpurposes and ultimate treatment and disposal decisions.

Table 4-13. Investigated Derived Waste-Soil Cuttings

Sample Number Well Number Analyte* ISample Result

D4001 26MW22 TCLP Toluene (mg/i) 0.021 J_______________ ______________Flashpoint ( 0 F) > 200

D4002 26MW23 TCLP Toluene (mg/l) 0.024 JTCLP Lead (mg/l) 0.065

______________ _____________Flashpoint ( 0F) > 200

D4003 13MWO8 TCLP Toluene (mg/l) 0.023 J_______ ______ ___ ___ ______ ______Flashpoint ( 0 F) > 200

D4004 13MW07 TCLP Toluene (mng/l) 0.029 JTCLP m,p-xylene (mg/l) 0. 110

TCLP o-xylene (mg/1) 0.066TCLP Lead (mg/l) 0.046

________ ________ ________ _______Flashpoint ( 0 F) > 200

RLJ2-9/ES/SB4M03.BM 4-34

Table 4-13. Investigated Derived Waste-Soil Cuttings (Continued)

Sample Number Well Number Analyte* Sample Result

D4005 13MW06 TCLP Toluene (mg/i) 0.028 JTCLP m,p-xylene (mg/i) 0.410

TCLP a-xylene (mg/I) 0.140_____________ _____________ Flasbpoint (Ff ) > 200

D4006 26MW21 TCLP Toluene (mg/i) 0.032 JTCLP m,p-xylene (mg/i) 0.660

TCLP o-xylene (mg/i) 0.290TCLP Lead (mg/i) 0.040

Flashpoint (Ff) > 200

D4007 26MW20 TCLP Toluene (mg/I) 0.054TCLP m,p-xylene (mg/1) 0.390

TCLP o-xylene (mg/i) 0.170TCLP Lead (mg/I) 0.068

_______________ Flashpoint (0 F7) > 200

D4008 260W02 TCLP Benzene (mg/I) 0.05 UJTCLP Ethylbenzene (mg/i) 0.05 UJTCLP m,p-xylene (mg/i) 0.05 UJ

TCLP o-xylene (mg/i) 0.05 UJTCLP Toluene (mg/i) 0.028 J

TCLP Lead (mg/i) 0.970_________ ________ ________ ________Flashpoint ( 0 F7) > 200

D4009 260W01 TCLP Lead (mg/I) 0.047________________ _______________Flashpoint fT) > 200

D4010 26EWOI TCLP Lead (mg/I) 0.160___________ _____ _____ __________Fiashpoint (Ff ) > 200

D401 1 I 26EW01 Flashpoint (OF) > 200

D4012 I 26EWOI Flashpoint (0 F) > 200

TCLP =Toxicity Characteristic Leaching Procedure* Analytes with detection only, nondetects are not listedmg/I = milligrams per liter 0 F = degrees Fahrenheit

P1fl-961FS/884M03.3BM 4-35

Table 4-14. Investigated Derived Waste-Purge Water Sample Results

Sample Number I Well Number Detected Analyte Sample Resultj___________ ~~~(Ug/I)J

P4001 26MW02I ND NDP4002 26MW20 Naphthalene 9

Benzene 1,500Toluene 5,500

Ethylbenzene 590Xylenes, Total 6,800

___________ ~~Total Lead 19

P4003 260W01/260W02 Xylenes, Total 2___________ ~~~~~~~~Total Lead UJ

P4004 26-7 Phenanthrene 0.03 JEthylbenzene 3

P4005 26MW21 Benzene 7.8Toluene 2

Ethylbenzene 2_______ ______ _ ____ ______ ______ Xylenes, Total 10

P4006 26MW02D ND NDP4007 13-3 ND NDP4008 13-4 Xylenes, Total 4

P4009 26-1 Naphthalene 16Fluorene 0.6J1

Phenanthrene, 0.3Benzene 250Toluene 1,100

Xylenes, Total 5,100Total Lead 74

P4010 26-6 ND NDP4011 26-16 Ethylbenzene 1

_______ ______ _ ____ ______ ______ Xylenes, Total 36

P4012 26-8 Naphthalene 23Anthracene 0.006 J

Benzene 350Toluene 410


____________ _____________ ~Total Lead 96 J

Rl/2-9/ES/8840003.JBM 4-36

Table 4-14. Investigated Derived Waste-Purge Water Sample Results (continued)

Sample Number Well Number Detected Analyte Sample Result_ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _( pg /I)

P40 12 26-8 Naphthalene 23Anthracene 0.006 J

Benzene 350Toluene 410


___________ ____________ ~~Total Lead 963J

P4013 13MW07 Benzene 12.4Toluene 5

Ethylbenzene 3________________ ~~~~Xylenes, Total 51

P4014 13MW06 Naphthalene 5Fluorene 0.13 J

Phenanthrene 0.5Benzene 170Toluene 330

Ethylbenzene 160______ _____ ____ ______ _____ _____ X yleries, Total 840

P4015 26-3 Benzene 15.6Xylenes, Total 29

___________ _ _ _ _ _ _ _ _ _ _ _ ~~Total Lead UJ

P4016 13MWO8 Fluorene 0.1 JPhenanthrene 0.6

Benzene 52.5Toluene 14

Ethylbenzene 10Xylenes, Total 72

____________ ~~~~~~~~~1,4 DCB I1J

P4017 13MW07 Phenanthrene 0.05 JBenzene 12.2Toluene 5

Ethylbenzene 3______ _____ _____ _____ ______ _____ X ylenes, T otal -51

Pfl-96/ES/884M03.JBM 4-37

Table 4-14. Investigated Derived Waste-Purge Water Sample Results (continued)

Sample Number Well Number Detected Analyte Sample Result

P4018 26MW22/26MW23 Phenanthrene 0.02 JBenzene 35.6Toluene 30

Ethylbenzene 4Xylenes, Total 41

__________ ___________ ~~Total Lead UJ

P4019 26MW17 Fluorene 0.116 J________________ ~~~~~Toluene 1

P4020 ~~26EW0O1 Phenanthrene 0.02 J__________ ___________ ~~Total Lead 14

ND = No Analytes DetectedJ = Estimated ValueUJ = estimated quantity presentpug/L = micrograms per liter

4.5 Data Evaluation SummaryReview of applicable documentation (i.e., analytical request forms, chain-of-custody forms,shipping papers and laboratory data packages) indicates that sample integrity was maintainedthroughout sample collection, transportation, and analysis. One error was identified in achain-of-custody form that caused the results of Wells 26MW22 and 26MW23 to beswitched, this error has since been corrected. Sample analysis was conducted by an AirForce Center for Environmental Excellence approved laboratory. Analytical data packageswere reviewed and validated in accordance with the requirements specified in the QAPJPaddendum [IT 1994]. Where applicable, analytical results presented in subsequent sections,include data qualifiers resulting from the data validation process. These data qualifiersinclude:

Qualifie DefinitionJ Approximate valueU UndetectedUJ Estimated quantity presentNJ Presumptive evidence of estimated quantity present

R1J2.96/ES/884M03.IBM 4-38

The data reported and evaluated for this report meets the requirements set forth to facilitateproject objectives. No significant problems were observed that would adversely affect theapplication of these data for their intended use. The data quality objectives of theinvestigation were met. Additional information concerning data evaluation and validation is

provided in Appendix E.

Validation will involve data flagging, blank evaluation, evaluation of duplicates, andstatistical evaluation of the data. The validated data will be entered into the database systemdescribed in Section 4.7 of the work plan [IT 1995a]. Analytical data will be

cross-referenced with sample collection information recorded in the field data collection logs.

Rlfl-9/ES18840D03.ThM 4-39

5. 0 References

Air Force Center for Environmental Excellence (AFCEE), "Air Force Handbook to Supportthe Installation Restoration Program," AFCEE, Brooks Air Force Base, Texas.

Bouwer, H. and Rice, R.C., 1976, "A Slug Test for Determining Hydraulic Conductivity ofUnconfined Aquifers with Completely or Partially Penetrating Wells," Water ResourcesResearch, Vol. 12, No. 3.

Bouwer, H., 1989, "The Bouwer and Rice Slug Test - An Update," Groundwater, Vol. 27,No. 3, May-June 1989.

Bradbury, K. R. and E. R. Rothschild, 1985, "A Computerized Technique for Estimating theHydraulic Conductivity of Aquifers from Specific Capacity Data," Groundwater, Volume 23,No. 2, pp. 240-246, 1985.

Central Valley Regional Water Quality Control Board (CVRWQCB), 1989, "The DesignatedLevel Methodology for Waste Characterization and Cleanup Level Determination,"California Regional Water Quality Control Board, Central Valley Region Staff Report,October 1986 (updated June 1989).

CH2M Hill, 1991a, "Remedial Investigation/Feasibility Study Site Management Plan," Draft,Eielson AFB.

CH12M Hill, 1991b, "Remedial Investigation/Feasibility Study Final Operable Unit 2Management Plan," Final, Eielson AFB, October 1993.

Eielson 1993, "Remedial Investigation/Feasibility Study, Final OU 2 Remedial InvestigationReport," Eielson Air Force Base, Fairbanks, Alaska, October 1993.

Eielson 1994, "Declaration of the Record of Decision, Operable Unit 2 and Other Areas,Eielson Air Force Base, Fairbanks, Alaska, September 27, 1994.

Fetter, C.W., 1988, "Applied Hydrogeology," Merrill Publishing Company.

R1Jn-96/ES/88400O33BM 5-1

Harding Lawson and Associates (HILA), 1991, "Installation Restoration Program RemedialInvestigation/Feasibility Study, Stage IV, Draft PJ/FS, Volume XV, August 1989 - February1991, Harding Lawson Associates.

International Technology Corporation (rI) 1995a, "Eielson Air Force Base Source AreasST13/DP26 Work Plan," Eielson Air Force Base, Alaska, July 1995, prepared for the AirForce Center for Environmental Excellence.

International Technology Corporation (IT) 1995b, "Eielson OU 2 Environmental MonitoringField Activities Report," Eielson Air Force Base, Fairbanks, Alaska, January 1995, preparedfor the Air Force Center for Environmental Excellence.

International Technology Corporation (IT) 1994, "Quality Assurance Project Plan Addendumfor Operable Unit 2 Field Activities," Eielson Air Force Base, Alaska, October 1994,prepared for the Air Force Center for Environmental Excellence.

Neuman, S.P., 1975, "Analysis of Pumping Test Data From Anisotropic AquifersConsidering Delayed Gravity Response," Water Resources Research, Vol. 11, pp. 329-342.

Neuman, S.P., 1974, "Effect of Partial Penetration on Flow in Unconfined AquifersConsidering Delayed Gravity Response," Water Resource Research.

Pacific Northwest Laboratory (PNL), 1994, "Surface Water and Sediment Investigation,Draft Report, Elelson Air Force Base, Alaska," February.

Streltsova, T.D., 1974, "Drawdown in Compressible Unconfined Aquifer," Journal ofHydraulics Division, Procedings American Society Civil Engineers, Vol. 100 (HYl11), pp.1601-1616.

'Theis, C. V., 1935, "The Relation Between Lowering of the Piezometric Surface and theRate and Duration of Discharge of a Well Using Groundwater Storage," Transactions ofAmerican Geophysics Union, Vol. 16, pp 5 19-524.

Todd, D. K., 1980, "Groundwater Hydrology," New York, John Wiley and Sons Publishing.

RIJZ.96M/ES/40003BM 5-2

United States Environmental Protection Agency (EPA), 1994a, "Contract Laboratory

Programn National Functional Guidelines for organic Data Review," February 1994,

EPA-540/R-94/012.

United States Environmental Protection Agency (EPA), 1994b,, "Contract Laboratory

Program National Functional Guidelines for Inorganic Data Review," February 1994,

EPA-540/R-94/O1 3.

Rlfl-96M/5884M03.XBM 5-3

I ~~~~Appendix A Boring Logs

M1J-96IFS/8840003.]BM A-i

VISUAL CLASSIFICATION OF SOILSPROJECT NUMBER: 409884 PROJECT NAME. Belson AFB

'BORING NUMBER: 13MWO6 COORDINATES: N3j194,308.07 E11,4171,121.18 DATE: 7-29

ELEVATION: 548.22 Ft. GWL DEPTH: O Ft DATE/TIME: 7-12-95 0930 DATE STARTED: 7-12485

ENGINEERIGEOLOGIST: Mehlhorr/Mattingly GWL DEPTH: 20 FtL DATIETlME: 7-12-95 0954 DATE COMPLETED: 7-12-95

DRILLING METHODS: Hollow Stem Auger PAGE 1 OF 1

e2Z O0 ~ ~E ~ 31- DESCRIPTION ~OREMARKS

Asphah 61 -R nFlight #t-G6ft vtwithSandy GRAVEL, slightly moist, light olive brown, GW Good drilling

Grab NA NA medium to fine rounded gravel, 2 cm to $ cm,-40% sand, 60% gravel

PID-100 ppm (soils) 0 ppmnair

5 ~~~~~~~Sand content gradually Increases flight #2 -5 ft. (7.C. - li1ft.)

_____ ~~~~~~Sandy GRAVEL, slightly moist becomes: gravelly GW Soils: 200-300 ppm (7 - 9 ft.)Split ~~~sand, moist, light olive brown, fine rounded gravel 0 ppm air

Son 10,9.8 17% (2-3 cm), 35% gravel, -20% fine sand, 45% medium sand 8 ft. Water tableIWater has lots of discoloration N he speeto ae

SP~~~ft ~Contact gradatlonal NA NA Saenmspresen on ate10 Son 8,8,7,8 55%Ad gh 3TC.1 L

11 - 13 ft. spit spoon§ ~~~Splitn 12,10,23 55 c-lner

B-l~nerSandy GRAVEL, saturated, light olive brown, coarse to GW A-linerfine rounded gravel (-10 to 2 cm). 60% gravel, 40% Ad flight #4 (T.C.'-21 ft.)

15- medium sand, well graded- Grab NA NA

19 ft. - gravel content Increases to -70 to 80%; particle1 I 0pmPD-ol20 _______ size becomes unlform 1 t- p I-ol

Total Depth= 20 FtL

NA NA NA NA NA NA NA NA

25

3 0- - _ _ _ _

NOTES: 300 lb. hammer with 30' liftsDrilling Contractor: TesterDrilling Equipment: Mobile Drill #B-61Driller. M. Thuot

VISUAL CLASSIFICATION OF SOILS'~ROJECT NUMBER: 409884 PROJECT NAME: Blelson AFB

BORING NUMBER: 13MW07 COORDINATES: N3.894,261.05 E1,470,984.71 DATE: 7-11-95

ELEVATION: 549.99M FL WL DEPTH: DATE/TME: 7-11495 DATE STARTED: 7-11495

ENGINEER/GEOLOGIST: Mattingly OWL DEPTH: 8.5 Ft, DATEMTME: 7-11-45 DATE COMPLETED: 7-11-05

DRILLUNG METHODS: Hollow Stem Auiger PAGE 1 OF I

0. In..- ~~~~~~~~~ DESCRIPTION REMARKS

0-aSandy GRAVEL, dry, light olive brown, 60% tine rounded GjP Asphaltgravel, 40% medium sand

Grab NA NA

spint 12,507 60% 12 In. driven - hard objectSpoon at 6 ft.

Grab NA NA 9.0 11. 2 8ft.6Ii.

10 ~~~~~~~~~Gravelly SAND, light olive brown, 65% sand, 35% fine SP' NA NA Drilling easy

spoon 1012,7 75% Gravel coarsening

Grab NA NA

Split 12,10,50 70% 16.0 ft.Spoon _ _ Poorly graded GRAVEL, with sand variegated gravel; GP

85% gravel 2 to 3 cm; 15% medium sand

Grab NA NA

Gravel size hrornt 1 to 2 cm20 _ _

Total Depth =20 Ft.

- NA NA NA NA NA NA NA NA

30-NOTES: 300 lb. hammer wIth 30' liftsDrilling Conrtactor. TesterDrilling Equipment Mobile Drill #B-61Driller: M. Thuot

VISUAL CLASSIFICATION OF SOILSWPROJECT NUMBER: 409084 PROJECT NAME: Belson AFB

BORING NUMBER: I3MWO8 COORDINATES: N3,894,647.17 E1.4170,925.17 DATE: 7-12-96

ELEVATION: 547.67 Ft OWL DEPTH: O Ft DATE/TIME: 7-12-95 1250 DATE STARTED: 7-12-95

ENGINEERWGEOLOGIST: Mehlhonv%4attlngly OWL DEPTH: 2o Ft DATE/TIME: 7-12-95 1306 DATE COMPLETED: 7-12-95

DRILLING METHODS: Hollow Stem Auger PAGE 1 OF I

0~~~~~~~~~~~~~~~~~~~~~~~ 1-

Grab :~:I z I istfot-in DESCRIPTION REMARKS

0 ~~~~~~~~Sihty SAND, slightly moist, reddish brown, -60% sand, Add ft flight T.C. -6.0 ft40% silt; 30% medium sand, 30% fin sand, no plasticit, -3 In. asphaht

Grab NA NA fr 10mSM

4 ft. color change to lIigt gray 4 ft. PID - 0.0 ppm

5 ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~~~ -Adds5ft.flight T.C.-1 1 ft._____ ____ _____Sandy GRAVEL, slightly moist, light olive brown; -40%

51fli gravel (2cm-Ocn). 60% rmedium to tin sand, becomes Good drillingSpon76,6,5 75% moist -8 It Contact defined by noise

Sp0041 ____ o~~~~~~~~~~~~~~~~~~~~~- t water table

Sheen/tames of productGrab NA NA not present at groundwater

Spt76,6,5 50%

Split Sand becomes poorly graded, mainly modiurv'ooarseSpoon 6,9,7,12 65% sand

Add 5ft.fllght T.C.1 6 ft._______________________ _______________________G ood drilling

1s Sandy GRAVEL, saturated, light olive brown -70% roundec Split tubes, drIve well

Grab NA NA 4 to 6 cm gravel, 15% medium sand, 15% fine sand, wellAd5f. lgt .C-2 tgraded, becomes predominately fine (2 cm ID 4 cm), Ad tfihTC=2 tgravel past 16 It GP

20 I ~~~~~~~1 8 to 20 ft. sand content increases to -40%

Total Depth= 20 Ft.


25

NOTES 300 lb. hammer with 30' liftsDrilling Contractor. TesterDrilling Equipment: Mobile Drill #B-61Driller. M. Thuot

VISUAL CLASSIFICATION OF SOILS'PROJECTNUMBER: 409o84 PROJECTNAME: EielsonAFS

BORING NUMBER: 26MW20 COORDINATES: N3,89,329.29 El .471,346.30 DATE: 7-12-95

ELEVATION: 552.49 Ft GWL DEPTH: 6 Ft. DATE/TIME: 7-12-95 1608 DATE STARTED: 7-12-95

ENGINEER/GEOLOGIST: Mah~hornMattlngly OWL DEPTH: 2D Ft DATE/TIME: 7-12-95 1625 DATE COMPLETED: 7-12-95

DRIWLNG METHODS: Hollow Stem Auger PAGE 1 OF I

a~~~~~~~~~~ ~~~~DESCRIPTION REMARKS

0-~~~~~~~4

0 ~~~~~~~~Gravelly SAND, slightly moist light grayish brown, Adds ft. of auger O"t-.30% medium to fIne gravel, 70% medwn to fine GPGood drilling

Grab NA NA sand.Grades Into: 3.0 ft.

SAND, sllghfiy moist, dark gray, 30% coarse sand,Ad ILoaue.T.=1 t5 ~ ~~~~~~50% medium saind, 20% fine sand, poorly graded SP DrillIng defined contact

6.0ott VGravelly SAND, sllghtly moist, dlark olive gray, 7 ft. - Product smell

Sput ~~~~-40% medium to line gravel, 30% medwnm sand, 30% So~ls -SO ppmnSpoot 5,7,9,10 75% fine sand, sand occurs as lenses. SPWater level 8 ft- more

_______ ~ ~ ~~~IGradadional Into: 9.0 ft. reliableGrab NA NA Gravelly SAND, moist, medium gray, 60% medium to NA NA BrownIsh sheen evident

10- fine (6 mmto 2mm) gravel, 40%rmedium sand,Split 7.,, 0 ae al t- t P

7S,,7pooaern etlit12.0 ft Addsf tLauger

GRAVEL, medium olive gray, 80% medium to fineddrllnGrab NA NA gravel (round 20% medium sand; poorly graded, ciasts:Goddlin

4 to 2 cm; has minor mediumn sand leinse.GP

15- Adds5 ft. auger, T.C.=21 ft.Spoon 10,9,12 50% Abrupt contactwith: 16.0 ft. Soils -400 ppm

Spoon ~~~~SAND. light olive gray, well graded, -25% rounded at-1 6ftL, 0 ppmn- ~~~~~~~coarse sand, 70% medium sand, 5% fine sand breathing zone

- ~~~~~~~~~~~~~SWGrab NA NA

20-Total Depth= 20 Ft


30---NOTES: 300 lb. harmmer with 30' littsDrilling Contractor TesterDrilling Equipment Mobile DrIll #13-61

Driller: M. Thuot 22.wEdb~c?2-

VISUAL CLASSIFICATION OF SOILS'ROJECT NUMBER: 409084 PROJECT NAME: EBelson AFB

BORING NUMBER: 26MW21 COORDINATES: N3,89,421.98 E1.471.337.68 DATE: 7-13-95

ELEVATION: 553.34 Ft GWL DEPTH: 15 Ft DATWTIME: 7-13-95 0941 DATE STARTED: 7.13-95

ENGINEER/GEOLOGIST: Mehihomn OWL DEPTH: 40 Ft DATE/TIME: 7-13-95 1256 DATE COMPLETED: 7-13-95

DRILUING METHODS: Hollow Stem Auger PAGE 1 OF 2

2- Z a ~~ DESCRIPTION ' REAK

Gravelly SAND, slIghtly moist, dark brown. -40% 2-4 cm Add 6 ft. auger flightrounded gravel, 10% coarse sand, 40% medium sand, 0- In.: sulface

Grab NA NA 1 0% fine sand, well graded. SW

Abrupt contact with: 4.0 fz Go

____ ~~~~~SAND, light brown, slightly moist, 20% medwnm sand,Split ~~~~80% fine sand, poorly graded. minor 1 cm laminations, Adds tM auger. T.C.=1 1 ft.

Son 1,0,2 50% compact, grades dowrward Into coarser sand past 8 ft. SP Solis PidcO .0 ppmout of split spoon

8.0 ft.

Grab NA NA Gravelly SAND, moist. light olive gray, medium to fine Solis = 20 ppmgravel(rounded, 6-2 cm) 401% to 60% sand, (-40%

10 - medium, 50% fine), well graded, sand coarses downwardSol 2Dpm(pdSpin 92,2 6% I 0 mdu at- tS

9,01 0% tlO redups-lt oln2pmpd

Add 5 ft. auger, T.C.=1 6 ft.Grades Into: 1~~~~~~~3.0 ft. Oily sheen presentGrades Into: ~ ~~~~~~NA NA Good drilling

Grab NA NA Sandy grael[, l0ght olive gray, moIst, 60% medIum tofine gravel (round), 40% medium sand, moderately to

Splitoorly graded, has 26 In. lenses of well graded GP Becomes- spin Z3'S 50% medium sand with salt and pepper texture saturated

Spoon ~~~~~~~~~~~~~~~~~~~~~Adds5 t.auger, T.C.=21 ft

18.0 ft.Grab NA NA Gravel, light olive gray, 80% rounded 8 to 4 cm medium

gravel with 20% medum sand, poorly graded,has6 In. o0ppm Siso at -18 ft.20 - lnterbeds of medium sand with salt arid pepper texture G d lgtTC-2 t

Spin ,01 0 and fine gravel (both are poorly gracded. GGoAddrflinghtTCw2tSpoon ''Grades Into:Godriln

23.0 ft.Grab NA NA Sandy gravel, light olive, gray, -460% medium to fine -1 0 ppm soils at -24 ft.

gravel (round. i to 4 cm), 40% medurn sand, contains sheen/discolorafion25- ____sirrilar sand as that oudlined above niot present

Spoon 5,1,25 70% GP

Interspersed lenses of medium to coarse gravel present Soil/sedinients. mayGrab NA NA become denser past -25.5 ftSalt and pepper, medium clean, poorly graded sand, Add 1 flighiz T.C.-31 ft.

-A - __gravel clast size incrasesto -15cm So~ls: -60 ppm at 29 ft.

FNOTES: 300 lb. hammer with 30' lift*Duilling Contractor: TesterDrilling Eqiuipment MobIle Drill #B-61Driller M. Thuot

20MW21.d&WWW~odrc/2&S5

VISUAL CLASSIFICATION OF SOILS~PROJECT NUMBER: 409884 PROJECT NAME: Elelson AFB

BORING NUMBER: 26MW21 COORDINATES: N3,89,421.9I E1.471,337.68 DATE: 7-13-95

ELEVATION: 553.34 Ft. GWL DEPTH: 15 Ft DATE/TIME: 7-13-95 0941 DATE STARTED: 7-13-95

ENGINEEFVGEOLOGIST: Mehlhorn GWL DEPTH: 40 Ft. DATE/TIME: 7-13-95 1258 DATE COMPLETED: 7-13-95

DRILLING METHODS: Hollow Stem Auiger PAGE 2 OF 2

0~~~~~~~~~~~~~~~~

30 -cc-aSjfli 00. 50 Sandy GRAVEL1 light olive brown, -30% medIum fine GP AddS5 ft. of auger, T.C.=36 IL.

Spo1on ~sand, -70% medium cowse gravel, rounded, gravel Good drillingclasts, 81to2 cn medium sand occurs as 6SIn. nlntrbedsIn split spoon. 34 ft. soils=1 50 ppm

Grab NA NA Add 1 flight, T.C.=41 ft.

____ ~~~ ~~~~~~~~~~~~~~~~~NA NA Gravel becomes very doem,35- utpebosps 3 .Spli 12,14, Split spoon sample appears to consist of pfecorninanfly m pebosps 3 t

- po 73 75%] medium, poorly graded salt and pepper textured sand Samples:- ~~~~~~~~~~~~~~~-ABC-4ners

Gravelly SAND, light olive gray, -30% rounded medium SPto fine gravel, 70% medium sand, poorly graded, grades

-Grab NA NA Irnt sandy gravel Add StM of auger. T.C.-471t.

40-

Total Depth =43 Ft

45 NA NA NA NA NA NA NA NA

50

55

NOTES:Dd lling Conrtactor. TesterDrilling Equipment: Mobile Drill #B-61DrIller M. Thuot

VISUAL CLASSIFICATION OF SOILS~ROJECT NUMBER: 40904 PROJECT NAME: Elelson AFB

BORING NUMBER: 26MW22 COORDINATES: N3,8394.99t45 El1.471,112.20 DATE: 7-14-95

ELEVATION: 650,56 Ft GWL DEPTH: 6 Ft. DATE/TIME: 7-14-95 1300 DATE STARTED: 7-14-95

ENGINEERIGEOLOGIST: Mehihomn GWL DEPTH: 20 Ft. DATE/TIME: 7-14-95 1312 DATE COMPLETED: 7-14-95

DRIWLNG METHODS: Hollow Stem Auger PAGE I OF

* e

m E DESCRIPTION REMARKS

~~~~ ~~Gravelly SAND, slightly moist mediumn to darkSWufa gvest .f.

brown: -30% gravel, (rounded, medurn to fine). Auger nf f t. T.C.-6 ft.Grab NA NA 70% nudlum to line sand, well graded. moderate

Iron oxide stainting1256: Adds5 ft auger, T.C.=l1ift

5Good DrillingDlscoloratdor/sheen not

spin 51,2 0 SAND, moist, dark brown 2D% medium sand, 75% SP n7- Spoon 5 63 fine sand, 5% silt non plaslic, abrupt contactwith: PSPd ols2 pr

10- ~ ~~~~~~SAND. light olive gray, saturated, consists of 60% SP NA NA Ifih ue10 ~~~~~~~~~~medium sand, 20% fine sand, salt and pepper T.C.- 16 ft

¾ texture, poorly graded, grades IntoGodclngrovy

Grab NA NA

Sils tGravelly SAND, light olive gray, 40% medium to fine SP TAdd 1 flgt ueSpoon 51,5gravel (4 cm-2 cm), 60% medium sand with sall Good drilig

- ~~~~~~and pepper textire; poorly graded flcnac dlefined

- ~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~by drillingGrab NA NA

20-Total Depth, 20 FtL

- NA NA NA NA NA NA NA NA

25-

30-- _ _ _ _ _ _ _ __ _ _ _

NOTES: 300 lb. harmmer with 30' lIfts;Drilling Contraclor. TesterDrilling Equipment: Mobile Drill MB-61Driller. M. Thuot

26WWMfl.6Wiehflfm7-27-95

VISUAL CLASSIFICATION OF SOILSg~ROJECT NUMBERI: ~84PROJECT NAME: EBelson Are

BORING NUMBER: 26MW23 COORDINATES: N3,894,988.80 EI,471.098.02 DATE: 7-13-95

ELEVATION: 560.38 Ft. GWL DEPTH: 10 Ft DATE/TIME: 7-13-95 1702 DATE STARTED: 7-13-95

ENGINEER/GEOLOGIST: Mehihom GWL DEPTH: DATEITIME: 17-tL4.'5 OWE DATE COMPLETED: 7-14-95

DRILUING METHODS: Hollow Stem AugerPAE I O 2

o-S E DSRPINREMARKS0- ____~ DSCIPIO

Gravelly SAND, slightly moist, dark tarnish brown: lnitial hole centering-30% medium coarse rounded grvel[ (8-2 cm)o, difficutt

Grab NA NA 30% medIum saind, 40% tine sand, well graded Add 61IL auger (wI bi~

SW ~~~~~~Drilling Is mofledifficultAdd 5 IL auger, T.C.=1 lIt

slit 434 0% Sand In spit tube shows moderate Iron ox&Je staining pidr.pm

spoon 17.0 ItL

SAND, moist, dark brown consists of 20% medium Good drillingsand, 80% fine sand, wery poorly graded, contact abrupt discoloratlon Is not

Grab NA NA with: BPpren

10 - ______ ______ ______ ~ ~ ~ ~ ~ ~ ~ ~ X 1 FF

10 Spl 5j5 %1 1.0 ft.

p onSAND. light olive gray, 80% sand, 20% fine Evidence of contarninartionrounded gravel, poorly graded: sand has salt and pepper Isno presenttexture, 95% medIum NA NA 7 4m95 Add-10 ge. water

Grab NA NA to control sandSP Add5ft of augerT.C.=l 6ft

- Add -S gal. of water15 ltSand has thin lenses; of poorly graded fine, rounded AddS ftI auger, T.C.=21 ft.Son 1,3,3 10% gravels, split tube drives easily, grades into:

16.0 ft. Lenses of gravelly sandGrab NA NA SAND. light olive gray, -70% medium rounded sand, awe Inferred by auger sound

30% coarse sand, rounded, poorly graded. sahl and0- pepper texture, with -1' lenses of gravelly sand, Blow counts Increase,

Split light olive gray -70% medium to coarse sand, 30% formation hardness maySpoon 20,19,25 50% medium to fine (6 cm- 2 cm) gravel (rounded), be Increasing- ~ ~ ~ ~ ___ poorly graded AddS 5 I auger, T.C.=26 ft.

- SP ~~~~~~~~~~~~~~~~~~~~~~~~~~Add -10O gal. of waterGrab NA NA

- ~~~~~~~~~~~~~~~~~~~~~~~~Adds5ft.of auger, T.C=-31 ft.

Slt 5.17.19 40% Grw ls iedcesst 2cvr elruddAdds5 gal. of waterSpoon Grveooatsiederadri-llineygelronedrtun

Sand Is very poorly consolidated, and may be flowingGrab NA NA inside of auger

30-NOTES: 300 lb. hammer with 30' lifts}Drilling Contractor: Tester'Drilling Equipment Mobile Drill #B-61Driller M. Thuot

2S43Wfldn,&Ekbdrnc-27485

VISUAL CLASSIFICATION OF SOILS'ROJECT NUMBER: 409884 PROJECT NAME: EBelson AFB

BORING NUMBER: 26MW23 COORDINATES: N3,894,988.80 E1,471,098.02 DATE: 7-14-95

ELEVATION: 550.38 Pt. OWL DEPTH: 10 Ft DATE/TIME: 7-13-95 1702 DATE STARTED: 7-13-95

ENGINEERIGEOLOGIST: Mehihom GWL DEPTH: 43 Ft DATErrIME: 7-14-95 0958 DATE COMPLETED: 7-14-95

DRI1 WNG METHODS: Hollow Stem Auger PAGE 2 OF 2

a. ~ ~ ~~~EDESCRIPTION REMARKS

30 -

Split ~~~~~~~~~~~~~~~~~~~~~~~AddS5 gallons of waterSpoon 192.5 1% Contact abrupt with: SP Add Sft. auger. T.C.-38 ft

- ~~~~~~Spit tube hit gravelGravelly SAND, light olive gray. 30% coarse to tine SPcast at -32 IL

Grab NA NA (1 0-4 cm) roundled gravel, 70% sand (medIum). Good drilling- ~~~~~~poorly graded, recovery low 0947 Add 5ft. auger, T.C..

- 35 - - ~~~~~~~~~~~~~~~~~~~~~~~~~~~~~41 fLsplit ~~~Sand Is: -70% medium sand, 30% fine sand, sand has NA NA

- - Spoon 9,12,13 50% salt and peppertlexlure

Gravel content increases to -40%. consists ofmedium, well graded gravels

-Grab NA NA

40-- ~~~~~~~Sediments coarsening to dominantly gravelly 0953 Add 5 IL auger,

sand, with -40% to 50% gravel T.C.= 46 ft.- ~~~~~~~~~~~~~~~~~~~~~~~~~~~~~Gravelly sand lernses Interred

_______ _____ _____________ _____________ _____________by changes In drilling sound

Total Depth = 43 FL

45

SD NA NA NA NA NA NA NA NA

55

NOTES: 3D0 lb. hammer with 30' liftstDrilling Conrtactor. TesterDrilling Equipment: Mobile Drill #B-61Driller. M. Thuot

20AW23a.drWE1ebanhc/27-N

VISUAL CLASSIFICATION OF SOILS'ROJEOTNUMBER: 4088 PROJECT NAME: Belson AFB

BORING NUMBER: 2160W01 COORDINATES: N3,893,716.28 El,471,841.82 DATE:, 7-15-95

ELEVATION: 548.1 6 Ft OWL DEPTH: 3 Ft DATE/TIME: 7-15-95 100 DATE STARTED: 7-15-95

ENGINEEFVGEOLOGIST: Mehlhom GWL DEPTH: 54 Ft DATE/TIME: 7-15-95 1230 DATE COMPLETED: 7-15-95

DRILUJNG METHODS: Hollow Stern Auger PAGE 1 OF 2

Ca. M~~~~~~~~~~~~~~~~~~~~~~~~~.

E -& I ;~~~~~ DESCRIPTION " REMRK

Sandy GRAVEL, moIst tannish brown, 60% medium GP 0'- surface soilsrounded gravel, 8 to 4 cm, 40% medium sand; poorly Add U of auger (wMb)

Grab NA NA graded. Contact abrupt with:V1005, product sheer,/

clscotoratlon absent

5.0 ft. Good drillIngSplit 5,6,10 60% Gravelly SAND, light olive gray, 40% mnedium to fine S

Spco .1,0 0 rounded (4 cm to 6 cm) gravel. 60% coarse to medium Add S of auger T.C.=I1I_____ _____ _____ ~sand, poorly gaded; abn4At contact whh: Add 5 gallons of water

8.0 ft. Gravel may occur as

Grab NA NA Sandy GRAVEL, light olive gray, 70% medium to linte6 lnerounded discoidal gravel with 30% medium sand, poorly GPCntc deiedb drilling

1 0- pi .42 graded changes

Spoon Add lite (5), T.C.-16'______ ______ ______Coarse, rounded sand with salt and pepper texture Add 10 gallons of water

In split spoon

Grab NA NA NA NA

1s Spi Add fihe, T.C.t21'

Spoon 171.1 4%Good drilling

Gradational contact; gravel fines to-4cm 18.0 ft.

Grab NA NA Sandy GRAVEL, light olive gray; 60% medium tofine rounded gravel. 40% medium to coarse sand; occurs

0- I____as 6' lenses in split spoon, poorly graded

Split 101,0 8%Add I fllue, T.C.=26'Spoon 101,0 8%GP

Formation hardnessIncreases

Grab NA NA

25- Split ~~~~~Lenses of poorly graded, clean sand are present In

Spoon 2.20,12 80% splittube 27.0 ft.- Add fite #6. T.C.=31'

Gravelly sand, light olive gray: 30% medium to fine SP Odrling changes at 27'Grab NA NA (4 cm to 2 cm) rounded gravel. 70% medium sand,

30 ~~~~~~~~poorly graded

NOTES: 300 lb. hammer with 30' liftsDrilling Contractor. TesterDrilling Equipment Mobile Drill #B-61Driller. M. Thuot

VISUAL CLASSIFICATION OF SOILS,MOJECT NUMBER: 409884 PROJECT NAME: Elelson AFSS

BORING NUMBER: 260W01 COORDINATES: N3,893,716.28 E1,471,841.82 DATE: 7-15-95

ELEVATION: 548.l6Ft GWL DEPTH: 3 F DATE/TIME: 7-15-95 1005 DATE STARTED: 7-15-95

ENGINEEmtGEOLOGIST: Mehilhom OWL DEPTH: 54 Ft DATEITIME: 7-15-95 1 30 DATE COMPLETED: 7-15-95

DRILLING METHODS: Hollow Stem AugerPAE 2 O 2

30~~~~~~~~~~~~~~~

30- Split 511 ~ Gravelly SAND, light olive gray, 30% medium to fine SP Add I flits, T.C.36'Spoon 5115 8% (4 cm to 2 cm) rounded gravel, 70% medium sand, Soil: 0 ppm

- ~~~~~~poorly graded Good drilling and6' sand lenses present In split spoon with salt recovery

Grab NA NA and pepper textuhes

35-Split 122,5 7%AddS5 gallons of water

12,2,on70%Add 1 I11itsT.C.-41'- ~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~Good drilling

Grab NA NA

40-Split 8%Add 1 flits; T.C.=46'

0,7,100 7 0%

Good drilling

Grab NA NANA A

45 Split 12,10,Spoon 11,12 8%Add I flits, T.C.-51'

Slt 12,12, Split tube was drrven very hard wrtht lirtle recovery: Damlner empty inrsSpoon 13,14 0% Gravel content Increases to approx. 40% iD sliterspoon n

50 Grab NA NA rcvr

Split 10,11, 0 SampledSpoon 10,9 A and B-linrs

Total Depth =54.0 FL


NOTES: 300 lb. hammer with 30' lifts,Drilling Contractor: Tester'Drilling Equipment Mobile Drill #13-61Driller: M. Thuot

VISUAL CLASSIFICATION OF SOILSjPRCJEcTrNUMBER: 409884 PROJECTNAME: EelsonAFB

BORING NUMBER: 260W02 COORDINATES: N3,893,722.O6 El .471,806.63 DATE: 7-18-95

ELEVATION: 549.08 Ft OWL DEPTH: 4 Ft. DATE/TIME: 2-19-9 0830 DATE STARTED: 7-19-95

ENGINEERIGEOLOGIST: Mehihomn GWL DEPTH: 58 Ft DATEfTIME: 7-19-95 1007 DATE COMPLETED: 7-19-95

DRILLING METHODS: Hollow Stem Auger PAGE 1 OF 2

.2 0 -~~~~~~~~~~~~S - ~~~~~~; CE oE5 ?DESCRIPTION REMARKS

Gravelly SANlD, moist brownish gray. 40% medium to GW 6 ft. auger: 0'6' surfacefine (6cm-4cm) rounded gravel, (70% mediu sand, Sois

Grab NA NA 30% fine sand, well graded) 60% sand Good drilling

Abrup~t contact 4.0 ft. '7SAND. light olive gray, saturated; -20% fine rounded SW

S -- ~~~~~~gravel, 80% medium sand with salt and pepper texture,Sl 7,9,10 70% well graded RZA-AGRA Sample

Add 5 ft. auger, T.C. . 1 1 ft.Abrupt contact 8.0 ft. Good drilling; poor recoverySandy GRAVEL4 light olive gray, 70% rounded medin GPgravel, 30% medium sand; poorly graded, gravel tends to

10 fine downward past -1 0 ft., could have sand lenses 0838-Add flight, TO.C-16 ft.Grab NA NA

NA NA

15 - Sl 5657Soils: Opprn- - Slt .,57 600h Split spoon has lenses of medium SAND with fine Split spoon Sample:Spoon gravels 15 ft-17 ft. AS. lIners

- -~Spit 5,8,8 17 ft-iS ft.- A.BC. linersSpoon 7%(0909) Acid flight, T.C.=2l ft.

__________________Formation becomes gravelly

Gravel clast sine increases to -10 cm, Good drilling, add water20 ~~~~~~Grades Into: 21.0 ft. (0913) Add flight, T.C.n26ft.

Gravelly SAND, light olive gray, 40% mediumn fine SWdiscoldal rounded gravel, 60% medium sand withsait and pepper texture; unit Is InterbeddedGodriln

25 Grab NA NA (0920) Add flight, T.C.=3l ft.

Add water

Sand content Increases to -80% Gravelly units are Inferred bydkiling changes

30 ----- 1NOTES: 300 lb. hammer with 30' litsDrilling Contractor: TesterDrilling Equipment: Mobile Drill #13-61Driller: M. ThuotIU E

2D0W0ZdmVthhoW,,,7.27-85

VISUAL CLASSIFICATION OF SOILSJPROJEaTNUMBER: 409884 PROJEaT NAMEt Elelson AfB

BORING NUMBER: 26OW02 COORDINATES: N3,89,722 06 El .471,806.63 DATE: 7-19-95

ELEVATION: 549.08 Ft. GWL DEPTH: 4 Ft DATF/rIME: 2-19-95 0830 DATE STARTED: 7-19-95

ENGINEERIGEOLOGIST: Mehihom OWL DEPTH: 518 FL DATEIrIME: 7-19-95 1007 DATE COMPLETED: 7-19-95

DRILLUNG METHODS: Hollow Stem Auger PAGE 2 OF 2

ga EDESCRIPTIONREA S

30- -a

SAND, light oabe gray, 80% medium, salt and pepper, SP Add waterrounded sand, 20% fine gravels, poorly graded, Add 1 flilght T.C.= 36 ftLgrael may occur as lerses, which Is Inferred Good drillingby changes In drilling. Tis unit Is poorly consolidatedand uniform

35 ~~~~~~~~~~~~~~~~~~~~~~~~~~Add waterAdd I flight, T.C. = 41 ft.Good recovery

40 0939 Add I fiite, T.C. 46 ILAdd water

Grab NA NA NA NA

45 ~~~~~~~~~~~~~~~~~~~~~~~~~~~~~0943 Add 1 flite, T.C. - 51 ftAdd water

Good drilling and recovery

50 0~~~~~~~~~~~~~~~~~~~~~~~~~~~9SOAddl1 fihte, T.C. = 56 tLAdd water

Dditling/recovery are good

55 ~~~~~~~~~~~~~~~~~~~~~~~~~~0956MAd I lifeoT.C. =61 ft.Add water

N NA NToaep-FNA A A NA NA

NOTES:D Dilling Contractor: TesterDrilling Equipment Mobile Drill #13-61Driller: M. Thuot

2C0VW2&trwffi~bW=1td27.95

VISUAL CLASSIFICATION OF SOILS'PROJECT NUMBER: 409084 PROJECT NAME: Belson AFB

BORING NUMBER: 2OEW01 COORDINATES: N3,B93,725.66 El .471,982.72 DATE: 7-24-95

ELEVATION: 549.50 FL. GWL DEPTH: 4 FL DATEfTIME: 7-25-95 0845 DATE STARTED: 7-24-95

ENGINEER'GEOLoGIST: Mehlhiom GWL DEPTH: 59.5 Ft DATE/TIME: DATE COMPLETED: 7-30-95

DRILLING METHODS: A'aRa/4,.HA E PAGE 1 OF 2

E ~~~~~~~~DESCRIPTION REMARKS

NA NA NA Sandy GRAVEL. light olive gray, moist, 60% mecium to fimG Good drilling; exactrounded gravel, 40% medIum sand, well graded location of contacts is

ditlic~tjto predict widhoutcyclone

V7Gravel clast size generally decreases to -4 cm.5 becomes sardy, gradational

Contact wit): 7.0 ft. ~ ~~~~~~~~~~Exact contact locationGravelly SAND, light olive gray. -40% medium to line Sp Inferred; grourd shows(2.4 cm) rounded gravel, 60% medium sand, poorly graded lot ofcaiGrades Into: around fth radius of the

1 0 1 0.0 ft. drill rigGravel clasts are mainly 2-4 cm Q

NA NA

C~aslng drives easily to-186 ft.

Good drilling; drycuttings due to high airvolume

Water content Increases and gravel clast sizes appearto Increase to -8 cm. Casing drivng Is

20 ~~~~~~~~~~~~~~~~~~~~~~~~~~~~difficult Add 10 Wo~cs.casing T.C.-33'

Gravels appear to be fairly light Good drillIng, cuttings

cons 1st of mostly gavel,

became more sandy past 286

28coontact marked by25 ~~~~~~~~~~~~~~~~~~~~~~~~~~~~~a dramatic water Incrase

Cuttings become sandier past 28 ft.Abrupt Contact with: 1438 samrple: 2-125 mlGravelly SAND, light olive gray, 30% medium to fine S glass amberrounded gravel, 70% medium sand, poorly graded Add 10' o.c.s. T.C.-40'

30 -- _ _ _ _ _ _ _ _ __ _ _ _

NOGTE Sp Drilling Contractor. Tester

Drilling Equipment IPR.%TEc~A O'4O'4,Driller: M. Eskeldson

VISUAL CLASSIFICATION OF SOILSb~RQJECT NUMBER: 40UM8 PROJECT NAME: Belson AFB

BORING NUMBER: 2DEW01 COORDINATES: N3,893,725.66 El.471,962.72 DATE: 7-24-95

ELEVATION: 549.50 FtL GWL DEPTH: 4 Ft DATEITIME: 7-25-95 0845 DATE STARTED: 7-24-95

ENGINEEWIGEOLOGIST: Mehlhom OWL DEPTH: 59.5 FL DATEJTIME: DATE COMPLETED: 7*30-95

DRIL WNG METHODS: A~PAGE 2 OF 2

* 0-

DESCRIPTION REMARKS_ _ _ _ _ _ _ _ _

NA NA NA Gravelly SAND, light olive gray. -30% medium gravel. NA NA Add -10,of 14 c~s.rounded, 70% medium sand with salt and popper texture, -Sp casing. T.C.=50'poorly graded. difficulttopedct winout

35-- ~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~Dull cuttings consist

Largely of gravel-couldbe the resuht of altremoving liner sanids

400831 add -20'of rods

45 ~ ~~~~~~Gravels appear to be well graded. wit) clast sizes ranging Add -1o. ci14' c~s.from 6 cm to 2 cm; gravel Is well rounded and discoldalite, casing T.C -W0slpherolcal Casing drivng becomes

difficutt

50

Minor 1' erses of poorly graded, round fine gravels are Borehole begrts to makepresent throughout Interval, the tormation Is very lots ofwaterfitid; drillers have problemns maintaining a clearboring because sand/gravel Is flowing Into thecasing

55

7/27/95 bottom of casingshoe . 56.5AddZ2-14- cs. casting:T.C.-62' Casing bottomn

s o T o t a l D e~~~~~~~~ t h 5 9 .5 F t .~~~- 5 9

NOTES:Drilling Contfractor. TesterDriiling EquipmentV.\r. D,,oKDriller M. Eskeldson

20EWOI1.dr/E6IOr.WM1-9I

Appendix B Field Activity Daily Logs

PJ2-96/ES/S840003.MM .B-i

I jINTERNATIONAL 0 DATE2TECHNOLOGY 0

CORPORATION >~~- NO.T

FIELD ACTIVITY DAILY LOG aSET OF

PROJECT NAME Lt., PROJECT No. &9&'

FIELD ACTIVITY SUBJECT:V. \ct,

DESCRIPTION OF DAILY ACTIVITIES AND EVENTS:

taco I C~k ~~-oS.'- v's ~\ckw

4 ~~~ 0 a ~~~-.Q

So~p~s U 4 -n~OTHER SPEIA ORDERSAND&- IMO T ANTDCIIOS

WEATHER CONDITIONS: IMORAT EEPONALS

o aq-Uj,/ ff- tN o2 c.S Nc,

VIIOSOSIIT:NHAGETROUPANRNDSPCIIATIONS7 , AND

327A-7-86

j jINTERNATIONAL 0DTTECHNOLOGYCORPORATION >-NO.

FIELD ACTIVITY DAILY LOG VISHEET OF

PROJECT NAME Eieisn /%rkrce. Ba.se. PROJECT NO.

FIELD ACTIVITY SUBJECT:


04qs, .Calj6r'ojn .ct4h-a a/I lnslrumenls 4njis. -Samglc b6 //We. ore& Pre.-rr71edCafncurr-C41#/. L17s~rUvnenb .C41/&ailed WA/a0(A,; Isn .- zi c-cm, 006 crohtb ro

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acjvjies DDz Azu/, t/cr4 nly. yueck-mi.s{4ke n A.... o .AjA Z; cAe/£pn;civs ccck~

VISITORS ON SITE: CHANGES FROM PLANS AND SPECIFICATIONS, ANDOTHER SPECIAL ORDERS AND IMPORTANT DECISIONS.

IfVcwience. Wa5 ifvlae- heicoare- oI 4K~

WEATHER CONDITIONS: IMPORTANT TELEPHONE CALLS:

Clear eu$ 10"t~ ~ ~ ~ ~ ~ J

IT PERSONNEL ON SITE- k.Lysa, A. /2%4Jdlngly, k.kyjWa419.ffle-AlherI'

SIGNATURE lpDATE:-C) ~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~327A-7-86

jJINTERNATIONAL DATE I 11 ATECHNOLOGY -CORPORATIONNO

FIELD ACTIVITY DAILY LOG CSHEET OF

PROJECT NAME t6 ELS34'4 PROJECTNO. o HFIELD ACTIVITYSUBJECT:Cu. Ssrp&-aŽ


caao - h-\ &t c.rs:-, ~-

I-'~~~~'

z: C-D ~~~~ ~ 'S

VISITORS ON SITE:~9'-'- CHAGS FROM PLAN ANDV SPCFCTOS9N

-rec-en rx OTHE SECA ORDES ,AN IMOTN9 DCSOS

WETHR-ONITON:eMPRTNTTEEPON CALLS:r~a~

IT PERSONNELr ON% SITEc-t -o *

SINAUR ~ v<--r- dAmvV..

- CS~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~.~~2A78

j jINTERNATIONAL oDATECHNOLOGY 0 DATCORPORATION NO.

FIELD ACTIVITY DAILY LOG ___SHEET _OFZ

PROJECT NAME j.- For AxpPOETO /168t

FIELD ACTIVITY SUBJECT: 6 caca~rc~s/o~IASur to,~sqnnDESCRIPTION OF DAILY ACTIVITIES AND EVENTS: /'

06S AIAEt/Aarn, kk /htl, A. /L#~ 0CC c7 5,4.o7cIA .1o s½k. &fo n/yA osu me/C-o,/hr/,*Xbo/lfild-darn prq rE flP*O ;sa3 *-.k *,~ 4 Zy CellC1 cI'l / cnA A'e/ a.moaDaYaicur

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WEATHER CONDITIONS: pOTHE T TPECILEPONES CALLS:ORNTDISO

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IT PERSONNEL ON SITE: k. Lyso0, iAf)a#in~ta16 kp 4 I~l, M1.Mefl'bi~rr\

SIGNATURE±2&DATE:~__~327 A-7-86

~IINTERNATIONAL ~DATE 3 9TECHNOLOGY ~~z

FIELD ACTIVITY DAILY LOG 0 ISHEET ZOL j

PROJECT NAME E,- ISon ArsPOETNO 6gc

FIELD ACTIVITY SUBJECT: &ro n koer &m[4/nSp0 alfA 1)uj

I -b R.'neln 4ec /'4z. (S\lr%). Trhe. waler i5 'C~er, cod pvrj .Ijn ist~Z ri4 is4-03efm _IcscL aweJI(73?- Purlin3 S s The. reoc~n3s ha%/a s44ldizeA.- Themrte. ~s 001- qriy fl)oae/in r5p ucl-

FraQ-5e 4 -in We wtl\,arA a ~iheaen was flol v&,h/t.l

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Hzon •arnphn 'oncldes, OnJ. Sit10 Ja-nnj, lbd3 tns

/6"/ S ~k --------- -oa/--e -- - ----

VISITORS ON SITE: CHANGES FROM PLANS AND SPECIFICATIONS, ANDOTHER SPECIAL ORDERS AND IMPORTANT DECISIONS.-See rfiaviar or).


IT PERSONNEL ON SITE k.Ly~q! khc. ky F B.m&hAY4olfy mme-aW hr

SIGNATURE 'IDATE: 95

327A-7-6

j JINTERNATIONAL (DATE 1 Z7 1~S_TE.CHNOLOGY NODA.

CORPORATION ~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~N~-

FIELD ACTIVITY DAILY LOGCSHE [OF

PROJECT NAME ~r650~PROJECT No. 6

FIELDACTIVITYSUBJECT: &1j- p~, j


~~epr eC(~ 4 3ty~9

~~> ~ c4\rpm coi u~tCj~~~ LA A -1 Oj_ LFO, $4Trc&A (o

&~I.\ 2 ? (vcui 5 N t /f'& j2vrc~pj~

VISITORS ON SITE: CHANGES FROM PLANS AND SPECIFICATIONS, ANDNcs'-~~~~~~~~ OTHER SPECIAL ORDERS AND IMPORTANT DECISIPNS.

r--A~ ~ ~ ~ ~ ~ ~~t,~s.k~ t- ~rkuv~


IT PERSONNEL ON SITE- 'K

SIGNATURE DATE: -7-59s327A-786

IjNTERNATIONAL C DATE 1O 5TECHNOLOGY 11111

COPORATION >. NO.

FIELD ACTIVITY DAILY LOG a HET O

P -JCTNM ~j-r-r' ort. PROJECTNO. '1048%li~

kX o- N'ksJ- t'J/ L*Q_ 4 C . w-w. Ao-"u

CA. s,-(

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VISTORSONST:CAGSF M PLANSAND~ SPCIFICAIONS AND

VSINTORSO SIE:~ CHNEDRMPASADSEIIATIONS AND ci

327A-7-a6

j jINTERNATIONAL LIDATE 1 tTECHNOLOGY 0llCCORPORATION >-NO.

FIELD ACTIVITY DAILY LOG CSHEET 7- 0F2....

PROJECT NAME CcS- NPROJECT NO. Nq 6 LFIELD ACTIVITY SUBJECT: Cj S.\~.~

DESCRIPTION OF DAILY ACTIVITIES AND EVENtS: '

l(oso - xksfl"Ct

N17 y5 - NO tsrvtg~w


ITRPERSONNEL ON SITE VL%-t . Ck~-SIGNATURE DATE: o tg

327A-7-$6

j JINTERNATIONAL DATEDATECHNOLOGY -

CORPORATION NO

FIELD ACTIVITY DAILY LOG __SHET___ OF___ _

PROJECT NAME &ij,. p IPROJECT NO. z7o9g

FIELD ACTI VITY SUBJECT: b~rdiinj, Inlobeo, c/6b/e (1,3M~u~o-)DESCRIPTION OF DAILY ACTIVITIES AND EVENTS:

o ;;oCe~o~s~s .rJ c)- 2 ' cew arri/c (on st/A. A. AkAIhrn, 1,repccres~rourkAua4er, s<ampk)s for- .d);e ` - /

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decon, am 4 _ pigs c arP.ot.½J s ar-42 ~;elaco uSe

Se14 fccn lin~ers arte nW 0/7.&A and ./"rst'nn1 flOectA are- oksen!.O y-5'.o Aesi (42,zJqh AC-R&) is on\ sdt.Cob 4iono

SCar0'eant ind-?'uren-l•i bns.0t2,3 k,.Eyte k-ky41t4 .oyrqor t4jr wi t$,p~ ukO~3s --6. Chpis1aason -o rriue-t5-n wk e;A l,4Aer~

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cueM. TILJriile' svfF~y Jrueck Jaees no-V Laua Lue/ screen or ri~ser-

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masY ~rou;Ac ,rn]ha. rerk~icA-ln cBc ob O.09 rain;r- It commenan 5 Jrlli%.~~~~~~~~~~~~. ......

J~~st ui 10 moW ora.Jh In'_ waItls't.,onJ 4l4?j1C~k _4. 4 y~ 02"et? L5

/(~o Cnlmlc.1 ~a/ 0S$ s~--- -4, A-O z de A~/ZK)r" nw2 Csvrs_1~o

VISITORS ON SITE: n.4 CHANGES FROM PLANS AND SPECIFICATIONS, ANDC. thri.s4tnE~, -'L~f LN-l~OTHER SPECIAL ORDERS AND IMPORTANT DECISIONS.


ITPERSONNELONSITE- 'k. y 4ola Ol-h1&Wdrn, k.Lyso, $.Mla4B I,

SIGNATUREA '/-DATE:C~~~~~~~~~~~~~r ~~~~~~~~~~~327A-7-86

I]INTERNATIONAL 0 DATE .y

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FIELD ACTIVITY DAILY LOG a SHEET k~- OFq

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SIGNATURE DATE: 6327A-7-as

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SIGNATURE .DATE:

327A-7-86

I

Appendix C Well Construction Logs

RL122-96/ESIS840003.]BM Cd1

(D

00 ~~~TRAFFIC.RATED, FLUSH-MOUNT.0 ~~~PROTECTIVE STEEL COVER

A4PPROX/IMA 7fE X1S 7/NC0Z (r CONCRETE SLOPED LESS THAN§wSTE

1/2- UP TO SELCOVER

It0 -z-

N ~ ~ ~ ~~< 3RHL

oa~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~i

z

0"Dcv

z m

0 ~~00

0

< ~ ~ ~ ~~'ABOTMcFBOI

UQIES:

BOTTOM OF BOMONTORNGIEL

tL RISER PIPE IS 2r LD. SCHEDUI E JO PVCMOIRNGWLPIPE. THREADED. FLUSH.JOINTED. INSTALLATION DIAGRAM

2. SCREEN IS 2' LD. PRE.PACKED SCHEDULE J0 PVC 13MW06SLOT SCREEN (0.004 IN. SLOT SIZE). PREPARED FOR

3. LOWER END OF SCREEN IS CAPPED.WITH 4' BOTTOM CAP. EIELSON A.F.B.

4. WATER LEVEL BELOW GROUND SURFACE * s0or FAIRBANKS, ALASKAS. WATER LEVEL READING ON 7.26.95 jjINTERNATIONAL

TECH NO LOGYC ~~~~~~~~~~~~~~~~~~CORPORATION

04

,OD ~~TRAFFIC-RATED. FLUSH-MOUNT,in ~~~PROTECTIVE STEEL COVER

z a ~~CONCRETE SLOPED LESS THAN1/2' UP TO STEEL COVER

CC0 z

S ~BOREHOLEm ~~8- DIA.

In

0~~~~~~~~~~~~~~~~~~~

C I-

0Cn~~~~~ I.-MOu~~~~~ z~

0UC)

<0 ~ OTO F OI

NOTE0

WITH 4' BOTOOTTOM. OFLSORIN.F.B

5. WATER LEVEL READING MNITORING WELPIPE. THREADED. FLUSH.JOINTEO. INSTALLATIONA

2. SCREN IS rID. PR.PACXE SCHEDLE JO VCECHNOLOGSLOT SCREEN (0.008 14. SLOT SIZCORPOREAREDIOR

TRAFFIC-RATED, FLUSH-MOUNT.PROTECTIVE STEEL COVER

APPROX/IUA Ti' EXIST/No0 G~~~~~~~~~~~~~~~~R01/N SURFACE

-Z cc ~ CONCRETE SLOPED LESS THANcon 1/2" UP TO STEEL COVER

C. -

BOREHOLE

>. IM~~ I

Ijiw ~~~z

0% 0

<¾ ILI

zN w

z

.0<0O

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of

0 1

BOTTOM OF BORI

I. RISER PIPE IS 2- LD. SCHEDULE 40 PVCMOI RNGWLPIPE. THREADED. FLUSH.JOINTED. ISALTO IGA

2. SCREEN IS 2r LO. PRE-PACICED SCHEDULE J0 PVC I3MWO8SLOT SCREEN (0-OOS IN. SLOT SIuEt.PEAELO

3. LOWER END OF SCREEN IS CAPPED. PEAE OU, ~~WITH 4' BOTTOM CAP. EIELSON A.F.B.

A. WATER LEVEL BELOW GROUND SURFACE *6.30- FAIRBANKS. ALASKA5. WATER LEVEL READING ON 7.26.95 E ]INTERNATIONAL

TECHNO LOGYCORPORATION

co ~~~~PVC STICK-UP

o PROTECTIVE STEEL.CASING .A PPROX/MA TE (XIS 77,v

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BOTTOM OF BORiN

NOTES: ~~~~~~~~~MONITORING WELLt RISER PIPE IS 2' I.0. SCHEDULE 40 PVC ISALTO IGA

PIPE. THREADED. FLUSH-JOINTED. 260W022. SCREEN IS 2' tO. PREPACKED SCHEDULE 40 PVC PREPARED FOR

SLOT SCREEN (0.020 IN. SLOT SIZED.

3. LOWER END OF SCREEN IS CAPPED EIELSON A.F.B.WITH Y' BOTTOM CAP. FAIRBANKS, ALASKA

A. WATER LEVEL BELOW GROUND SURFACE A..

S. WATER LEVEL READING ON 07/16/95INEATOL

TECHNOLOGYCORPORATION

CD PVC STICK-UP _____

O0 PROTECTIVE STEEL----CASING APPROX/MA 7F EAK/SPA/C

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0

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00

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NO~~~~~rS: ~~~~~MONITORING WELLINSTALLATION DIAGRAM1. RISER PIPE IS 2r I.D. SCHEDULE J0 PVC

PIPE. THREADED. FLUSN.JOINTED. 26MW202. SCREEN IS 2' LO. PREPACKED SCHEDULE J0 PVC PREPARED FOR

SLOT SCREEN moos0 IN. SLOT SIZEIL3. LOWER END OF SCREEN IS CAPPED. EIELSON A.F.B.

WITH Y- BOTTOM CAP. FAIRBANKS. ALASKA4. WATER LEVEL PROM TOP OF CASINO a 1.23

5. WATER LEVEL READING ON 07/26/95INEATOL

TECHNOLOGYL Z CORPORATION

OD ~~~PVC STICK-UP _____

o ~~~PROTECTIVE STEELCASING APPROXIM(ATr-E-A(K/SliN

o ~~~~~~~~~~~~~~~~GROUND SU/flA CEz a

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NOTES: ~~~~~~~~~MONITORING WELLINSTALLATION DIAGRAM

t RISER PIPE IS 2r I.D. SCHEDULE J0 PVCPIPE. THREADED. FLUSH-JOINTED. 26MW22

2. SCREEN IS 2' LO. PREPACKED SCHEDULE J0 PVC PREPARED FORSLOT SCREEN 10.008 IN. SLOT SIZE).

3. LOWER END OF SCREEN IS CAPPED. EIELSON A.F.B.WITH r' BOTTOM CAP. FAIRBANKS, ALASKA

4. WATER LEVEL FROM TOP OF CASING* 9.39'

S. WATER LEVEL READING ON 07/28/95to c"'rr~~~~~~~~~~~~~i ~~INTERNATIONALto Lii ~~~~~~~~~~~~~~~TECHNOLOGYs ~~~~~~~~~~~~~~~~~~CORPORATION

OD ~~~PVC STICK-UP _____

o ~~~PROTECTIVE STEELCASING APPROXIMA Ti (-XIS 7 Th/Co I ~~~~~~~~~~~~~~~~~~~~~GROUND SU1RrA CZ'

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NOTE ~~~~~~~~~~MONITORING WELL

1. RISER PIPE IS 2r I.D. SCHEDULE 40 PVC ISALTO IGAPIPE. THREADED. FLUSH-JOINTED. 26MW23

2. SCREEN IS 2' to. PREPACICED SCHEDULE 40 PVC PREPARED FORSLOT SCREEN (0.008 IN. SLOT SIZE).

3. LOWER END OF SCREEN IS CAPPED. EIELSON A.F.B.WITH 5- BOTTOM CAP. FAIRBANKS. ALASKA

A. WATER LEVEL FROM TOP OF CASING * 9.13'

5. WATER LEVEL READING ON 07/26/95 rriINTERNATIONAL* ETECHNOLOGYr CORPORATION

0

PVC STICK-UP _____

0 ~~~PROTECTIVESTECASING A PPROA'/AA Ti, 17X/S TI/

(0 ~GROUND SURFA CE

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cc~~~~~~~~~~~~~~~c

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NO2TES: MONITORING WELLt RISER PIPE IS 2' LD. SCHEDtA.6 40 INtLLTNDAGA

PIPE. THREADED. FLUSH-JOINTED. 26MW21

2. SCREEN IS 2' I.D. PREPACKED SCHEDULE 40 PVC PREPARED FORSLOT SCREEN (0.008 IN. SLOT SIZE).

3. LOWER END OF SCREEN IS CAPPED. EIELSON A.F.B.WITH 5 BO0TTOM CAP. FAIRBANKS. ALASKA

A. WATER LEVEL FROM TOP OF CASING * 1.21r

S. WATER LEVEL READING ON 07/26/95< ~~~~~~~~~~~~~~~~~~~INTERNATIONAL4 ~~~~~~~~~~~~~~~~~TECHNOLOGY

CORPORATION

PVC STICK-UP _____

o ~~~PROTECTIVESTE14 ~~CASING APPROX/MA TE EXIS77NC

o C* GROUIND SUIRFA CEzco

a:

1- ~BOREHOLEI( 8- DIA. (O

wi 0

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mm >

w U'

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0a

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BOTTOM OF 8ORiNG

NOTES: MONITORING WELLtRISER PIPE IS 2- I.. SCHEDUtE 40 PVC ISALTO IGA

PIPE. THREADED. FLUSH-JOINTED 260W012. SCREEN IS 2' LO. PREPACKED SCHEDULE 40 PVC PREPARED FOR

SLOT SCREEN (0.020 IN. SLOT SIZEI.

3. LOWER END OF SCREEN IS CAPPED. EIELSON A.F.B.WITH r' BOTTOM CAP. FAIRBANKS. ALASKA

4. WATER LEVEL FROM -r0p OF CASINO 4* 0

5. WATER LEVEL READING ON 07/16/95

CIIINTERNATIONALLUTECHNOLOGYCORPORATION

I ~~~~~Appendix DSlug Tests and Aquifer Parameter Calculations

Rln-96/ES/8840003.IBM D-1

Sheeti

SLUG TEST ANALYSIS

Based on method of:Bouwer and Rice (1 976) and Bouwer (1 989).

KNOWNSH = aquifer thickness (ft.)Le = Saturated height of the screened interval (ft.)Lw = Saturated height, from base of sand pack (ft.)Rc = Radius of the well casing (ft.)Rw =Radius of the well borehole (ft.)Re =the effective radius over which the head loss is dissipated (ft.)

UNKNOWNSYo =time-zero intercept (ft.)Yt =drawdown at time t (ft.)t= time at drawdown Yt (sec)A and B = dimensionless coefficients

Values for H, Le, Lw, Rc, and Rw are determined from well construction logs, casingstickup values, and static water level measurements. The ratio Le/Rw was used to determineA and B using Bouwer (1989, Figure 2).

The following equations are used:

Page 1

Sheeti

13-MW-0l 1 3-MW-06

SLUG IN H= 120 SLUG OUT H= 120#2 Le = 13.23 Le = 13.23

Lw= 13.53 Lw= 13.53Rc =0.17 Rc =0.17Rw = 0.80 Rw =0.80Re = Re =LeIRw 16.49 Le/Rw= 16.49

Ya 1.6 Yo= 1.7Yt= 0.1 YI= 0.1

t = ~~5.95 t = 7.25A = 1.5 A = 1.5

B = ~~0.35 8 = 0.35

In (ReIRw)= 1.71 In (Re/Rw)= 1.71

K =8.37E-04 fti/sec K =7.02E-04 ft.Isec72.35 ft./day 60.68 ft./day

Page 2

Sheetl

* ~~13-MW-07 13-MW-U7

SLUG IN H= 120 SLUG OUT H= 120#1 Le =11.5 Le = 11.5

Lw= 11.8 Lw = 11.8Rc = 0.17 Rc =0.17Rw = 0.80 Rw =0.80Re = Re =

Le/Rw= 14.33 Le/Rw 14.33

Yo 1.7 Yc 2.2Yt= 0.1 Yt= 0.1

t = ~~7.8 1 I1.8A = 1.5 A = 1.5

B = ~~0.35 8 = 0.35

In (ReIRw)= 1.58 in (Re/Rw)= 1.58

K =6.92E-04 ft./sec K =4.99E-04 ft./sec59.82 ft./day 43.14 ift/day

SLUG IN H= 120#2 Le =11.5

Lw = 11.8Rc = 0.17Rw =0.80Re =

Le/Rw= 14.33

Yo 1.8Yt= 0.1

t = ~~~~7.6A = .8 = 0.35

In (Re/Rw)= 1.58

K =7.25E-04 ft./sec62.63 ft./day

Page 3

Sheeti

1 3.MW-08 13-MW-08

SLUG IN H 120 SLUG OUT H= 120#1 Le = 13 Le = 13

Lw = 13.3 Lw= 13.3Rc = 0.17 Rc =0.17Rw = 0.80 Rw = 0.80Re = Re =Le/Rw =16.20 Le/Rw = 16.20

Yc= 1.95 Ya= 1Yt 0.1 Yt 0.1

t = ~~6.8 =10.7A = 1.5 A=1.5

B = ~~0.35 8 = 0.35

In (Re/Rw)= 1.69 In (Re/Rw)= 1.69

K =7. 91 E-04 ft./sec K =3.90E-04 ft./sec68.34 ft./day 33.67 ft./day

SLUG IN H = 120#2 Le = 13

Lw= 13.3Rc =0.17Rw = 0.80Re =Le/Rw =16.20

Yo 2.1YI= 0.1

t = 6~~~~.2A = ~~~~~1.5B = ~~~0.35

In (Re/Rw)= 1.69

K =8.89E-04 ft.Isec76.82 ft./day

Page 4

Sheetl

26-MW-20 26-MW-20

SLUG IN H= 120 SLUG OUT H 120#1 Le= 8.77 Le =8177

Lw= 9.07 Lw= 9.07Rc= 0.17 Rc = 0.17Rw = 0.80 Rw = 0.80Re = Re =LeIRw= 10.93 Le/Rw= 10.93

Yo= 1.2 Ya= 1.5Yt 0.1 Yt 0.1

t ~~~4.9 t= 4.3A = 1.3 A = 1.36 = 0.25 B=0.25

In (ReIRw)= 1.46 In (Re/Rw)= 1.46

K ~~~1.17E-03 ft./sec K1.46E-03 ft.Isec101.25 ft./day 125.74 ft./day

SLUG IN H= 120#2 Le = 8.77

Lw= 9.07Rc =0.17Rw = 0.80Re =

Le/Rw =10.93

Yo 1.1Yt= 0.1

I = ~~~~4.8A = 1.38 = 0.25

In (Re/Rw)= 1.46

K ~~~~1.15E-03 ft./sec99.74 ft./day

Page 5

Sheetl

26-MW-21 26-MW-21

SLUG IN H= 120 SLUG OUT H= 120#1 Le= 10 Le =10

Lw = 30.09 Lw= 30.09Rc =0.17 Rc= 0.17Rw 0.80 Rw = 0.80Re =Re =Le/Rw =12.46 Le/Rw = 12.46

Yo 9 Yo0 7Yt 0.1 Yt 0.1

t ~~~4.2 3.5A ~~~1.45 A 1.45

8= 0.3 8= 0.3

In (Re/Rw)= 1.87 In (ReIRw)= 1.87

K =2.79E-03 ft./sec K =3.16E-03 ft.Jsec240.99 ft./day 273.04 ft./day

SLUG IN H= 120#2 Le 10

Lw = 30.09Rc = 0.17Rw = 0.80Re=Le/Rw 12.46

Yo= 5'11 0.1

t = ~~~~3.8A = 1.458 = 0.3

In (Re/Rw)= 1.87

K =2.68E-03 ft./sec231.57 ft./day

Page 6

Sheetl

26-MW-22 26-MW-22

SLUG IN H= 120 SLUG OUT H= 120#1 Le = 9.41 Le =9.41

Lw = 9.71 Lw = 9.71Rc = 0.17 Rc = 0.17Rw =0.80 Rw = 0.80Re = Re =Le/Rw= 11.73 LefRw= 11.73

Yo= 1.45 Yo= 1.3Yt= 0.1 Yt0.1

t = ~~5.6 =9.1A = 1.45 A = 1.45

B = ~~0.3 B=0.3

In (Re/Rw)= 1.45 In (Re/Rw)= 1.45

K =1.02E-03 ft./sec K =6.02E-04 ft./sec88.15 ft./day 52.03 ft./day

SLUG IN H = 120A #2 Le =9.41

Lw = 9.71Rc = 0.17Rw= 0.80Re=Le/Rw= 11.73

Yo 1Yt= 0.1

t ~~~~~6.3A = 1.45

B = ~~~~0.3

In (Re/Rw)= 1.45

K =7. 81 E-04 ft./sec67.47 ft./day

Page 7

Sheeti

26-MW-23 26-MW-23

SLUG IN H= 120 SLUG OUT H 120#1 Le= 10 Le= 10

Lw= 31.42 Lw= 33.87Rc= 0.17 Ro= 0.17Rw = 0.80 Rw = 0.80Re = Re =Le/Rw =12.46 Le/Rw = 12.46

Yo= 4.7 Yo 1.9Yt= 0.1 Yt= 0.1

t = ~~4.5 t = 5.7A = 1.45A A = 1.45

6 = 0.3 8 = 0.3

In (ReIRw)= 1.89 In (Re/Rw)= 1.91

K =2.24E-03 ft.Isec K =1.37E-03 ft.Isec193.88 ft./day 118.56 ft./day

SLUG IN H = 120#2 Le = 10

Lw= 33.87Rc = 0.17Rw = 0.80Re =Le/Rw= 12.46

Yo 2.8Yt= 0.1

t = ~~~4.25A = 1.458 = 0.3

In (ReiRw)= 1.91

K =2.08E-03 ft./sec179.95 ft./day

Page 8

Sheetl1

Summary - slug test results

Well Slug In #1 Slug Out Slug In #2 vg. K (ft.Id13-MW-06 72.35 60.68 66.5213-MW-07 59.82 43.14 62.63 55.1913-MW-O8 68.34 33.67 76.82 59.6126-MW-20 101.25 125.74 99.74 108.9126-MW-21 240.99 273.04 231.57 248.5326-MW-22 88.15 52.03 67.47 69.2226-MW-23 193.88 118.56 179.95 164.13

Average W.T. Wells = 71.89Average Deep Wells = 206.33

Page 9

Sheetn

SLUG TEST ANALYSIS

Based on method described in the Group 2 RI, which was based onBouwer and Rice (1976) and Bouwer (1 989).

KNOWNSH = aquifer thickness (ft.)Le = Saturated height of the screened interval (ft.)Lw = Saturated height, from base of sand pack (ft.)Rc = Radius of the well casing (ft.)Rw = Radius of the well borehole (ft.)Re = the effective radius over which the head loss is dissipated (ft.)

UNKNOWNSYotime-zero intercept (ft.)

Yt =drawdown at time t (ft.)t= time at drawdown Yt (sec)

A and B = dimensionless coefficients

Values for H, Lee, Lw, Rc, and Rw are determined from well construction logs, casingstickup values, and static water level measurements. The ratio Le/Rw was used to determineA and B using Bouwer (1989. Figure 2).

The following equations are used:

K _ _ _ _ _ _ I _j .

Page 1

Sheeti

13-MW-06 1 3-MW-0S

SLUG IN H= 120 SLUG OUT H= 120Le =13.23 Le = 13.23Lw = 13.53 Lw= 13.53Rc =0.17 Rc= 0.17Rw = 0.80 Rw = 0.80Re = Re =Le/Rw= 16.49 Le/Rw= 16.49

Yo 1.6 Yo 1.7Yt= 0.1 Yt= 0.11 = 5.95 =7.25A = 1.5 A = 1.5B = 0.35 8 = 0.35

In (ReIRw 1.71 In (ReIRw)= 1.71

K =8.37E-04 ft/lsec K =7.02E-04 ftl/sec72.35 ft./day 60.68 ft./day

Page 2

Sheeti

I13-MW-07 13-MW-07

SLUG IN H= 120 SLUG OUT H= 120#1 Le= 11.5 Le = 11.5

Lw= 11.8 Lw = 11.8Rc 0.17 Rc= 0.17Rw =0.80 Rw = 0.80Re =Re =Le/Rw =14.33 Le/Rw = 14.33

Yo 1.9 Yo= 2.2Yt= 0.1 Yt= 0.1

t= ~~~7.7 t= 11.8A= ~~~1.5 A= 1.5B= ~~~0.35 B= 0.35

In (Re/Rw 1.58 In (Re/Rw)= 1.58

K = 7.29E-04 ft./sec K = 4.99E-04 ft./sec62.97 ft./day 43.14 ft./day

SLUGIN H= 120#2 Le = 11.5

Lw= 11.8Rc= 0.17Rw = 0.80Re =

Le/Rw 14.33

Yo 1.8Yt= 0.11= 7.6A= 1.5

B= ~~~~0.35

In (ReIRw 1.58

K = 7.25E-04 ft./sec62.63 ft./day

Page 3

Sheeti

13-MW-OS 1 3-MW-08

SLUG IN H 120 SLUG OUT H= 120#1 Le =13 Le= 13

Lw= 13.3 Lw 13.3Rc= 0.17 Rc= 0.17Rw = 0.80 Rw = 0.80Re = Re =Le/Rw= 16.20 Le/Rw= 16.20

Yo= 1.95 Yo 1Yt= 0.1 Yt= 0.1

t= ~~6.8 t= 1017A= 1.5 A=1.5

B= ~~0.35 B= 0.35

In (ReIRw 1.69 In (ReIRw)= 1.69

K = 7.91 E-04 ft./sec K = 3.90E-04 ft./sec68.34 ft./day 33.67 ft./day

SLUG IN H= 120N #2 Le = 13

Lw = 13.3Rc= 0.17Rw = 0.80Re =Le/Rw =16.20

Yo= 2.1Yt= 0.1

t= ~~~~6.2A= 1.5B= 0.35

In (Re/Rw 1.69

K = 8.892-04 ft./sec76.82 ft./day

Page 4

Sheetn

26-MW-20 26-MW-20

SLUG IN H= 120 SLUG OUT H= 120#1 Le= 8177 Le = 8177

Lw= 9.07 Lw = 9.07Rc= 0.17 Rc = 0.17Rw =0.80 Rw =0.80Re = Re =Le/Rw =10.93 LeIRw = 10.93

Yo= 1.2 Yo= 1.5Yt 0.1 Yt 0.1

t ~~~4.9 t = 4.3A= 1.3 A= 1.36= 0.25 0.25

In (Re/Rw 1.46 In (ReIRw)= 1.46

K= 1. 17E-03 ft./sec K= 1.46E-03 fti/sec101.25 ft./day 125.74 ft./day

SLUG IN H =120#2 Le = 8177

Lw = 9.07Rc = 0.17Rw = 0.80Re =

Le/Rw =10.93

Ya= 1.1Yt= 0.1

t = ~~~~4.8A = 1.36 = 0.25

In (Re/Rw 1.46

K ~~~1.15E-03 fti/sec99.74 ft./day

Page 5

Sheetl

26-MW-21 26-MW-21

SLUG IN H 120 SLUG OUT H= 120#1 Le = 10 Le= 10

Lw = 30.09 C.Lw= 30.09Rc= 0.17 Rc= 0.17Rw = 0.80 Rw = 0.80Re= Re =LeIRw= 12.46 Le/Rw 12.46

Ya 9 Yo 7Yt 0.1 Yt 0.1

t= ~~~4.2 t=3.5A= ~~1.45 A= 1.45B= ~~~0.3 B= 0.3

In (Re/Rw 1.87 In (Re/Rw)= 1.87

K = 2.79E-03 ft./see K = 3.16E-03 ft./sec240.99 ft./day 273.04 ft./day

SLUGIN H= 120#2 Le =10

Lw = 30.09Rc= 0.17Rw = 0.80Re =

Le/Rw -12.46

Yo 5Yt= 0.1

t= ~~~~~3.8A= 1.45B= 0.3

In (Re/Rw 1.87

K = 2.68E-03 ft./sec231.57 ft./day

Page 6

Sheetl

26-MW-22 26-MW-22

SLUG IN H= 120 SLUG OUT H= 120#1 Le =9.41 Le = 9.41

Lw = 9.71 Lw = 9.71Rc= 0.17 Rc 0.17Rw = 0.80 Rw = 0.80Re = Re =Le/Rw= 11173 Le/Rw= 11173

Yo 1.45 Ya 1.3Yt 0.1 Yt 0.1

I = ~~5.6 t = 9.1A = ~~1.45 A = 1.45B = ~~0.3 8 = 0.3

In (ReIRw 1.45 In (Re/Rw)= 1.45

K =1 .02E-03 ft.Isec K =6.02E-04 ft.Isec88.15 ft./day 52.03 ft./day

SLUG IN H= 120#2 Le 9.41

Lw = 9.71Rec= 0.17Rw = 0.80Re =

Le/Rw= 11.73

'(0 1Yt= 0.1

6.3A = 1.45lA

8 = 0.3

In (Re/Rw 1.45

K =7.81 E-04 ft.Isec67.47 ft./day

Page 7

Sheeti

26-MW-23 26-MW-23

SLUG IN H 120 SLUG OUT H= 120#1 Le= 10 Le 10

Lw= 31.42 Lw= 33.87Rc= 0.17 Rc= 0.17Rw = 0.80 Rw = 0.80Re = Re =Le/Rw= 12.46 Le/Rw= 12.46

Yo 4.7 Yo 1.9Yt= 0.1 Yt= 0.1

t = ~~~4.5 It= 5.7A = ~~~1.45 A=1.45

8 = 0.3 6 = 0.3

In (Re/Rw 1.89 In (Re/Rw)= 1.91

K =2.24E-03 ft./sec K =1.372-03 fti/sec193.88 ft./day 118.56 ft./day

SLUG IN H= 120#2 Le = 10

Lw = 33.87

Rc= 0.17Rw =0.80Re =Le/Rw =12.46

Yo= 2.8Yt 0.1

t = ~~~~4.25A-= 1.458 = 0.3

In (ReIRw 1.91

K =2.08E-03 ft.Isec179.95 ft./day

Page 8

Sheeti

Summary - slug test results

Well Slug In #1 Slug Out Slug In #2 vg. K (ft./d)13-MW-D6 72.35 60.68 66.5213-MW-07 62.97 43.14 62.63 56.2513-MW-08 88.34 33.67 76.82 59.8128-MW-20 101.25 125.74 99.74 108.9126-MW-21 240.99 273.04 231.57 248.5326-MW-22 88.15 52.03 67.47 69.2226-MW-23 193.88 118.56 179.95 164.13

Average W.T. Wells = 72.10Average Deep Wells = 206.33

Page 9

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AOTSTVALXLS

HYDROLOGIC PARAMETER ESTIMATES

STRELTSOVA (1974)

26-OW-0l I' = 0.2, y = 0.2EARLY Time LATE TIME

S = 0.28 T = 37315 ftA2Id s = 0.15 T = 69655 ftA 2JdI= 0.12 K= 149 ftd It= 0.1 K = 279 ftd

1/u 1 1/u 1 8 = 0.0158W(U) = 1 1()

Beta = 0.1 Beta = 0.1r = 35 r= 35

b= 250 b = 250I 47.65 1 = 47.65

Q0= 130 Q0 130IC= 0 IC = 0y= 50.16 y = 50.16

26-OW-02 I = 0.2, y = 0.2EARLY Time LATE TIME

S= 0.17 T = 61460 ftA 2/d S= 0.12 T = 87069 ftA2/d= 0.2 K = 246 ftld It= 0.44 K = 348 ftld

1/u =1 1/u =1 S = 0.0211W(U) =1 W(u) = 1

Beta = 0.1 Beta = 0.1r = 71 r = 71

b= 250 b= 2501 = 47.65 1 = 47.65

Q0= 130 0 = 130IC = 0 IC= 0y = 52.13 y= 52.13

Page 1

AOTSTVALXLS

26-OW-Ol I = 0.4, y = 0.4EARLY Time LATE TIME

S= 0.28 T = 17911 ftA 2/d S= 0.18 T = 27862 ftA2/dt= 0.1 K= 149 ftd I= 0.22 K= 232 Ntd

1/u = 1 1/u 1 8= 0.0139W~u = W()1 1

Beta = 0.2 Beta = 0.2r= ~ 35 r= 35

b= 120 b= 120I = 47.65 1= 47.65

0 = 130 Q0= 130IC= 0 IC= 0y= 50.16 y= 50.16

26-OW-02 I= 0.4, f = 0.4EARLY Time LATE TIME

S = 0.22 T = 22796 ftA 2/d S = 0.16 T = 31345 ftA 2Jdt= 0.2 K= 190 Ntd I= 0.5 K= 261 ftd

1/u =1 1/u 1 S= 0.0086W(U) = 1 W(u) = 1

Beta = 0.3 Beta = 0.3r= 71 r= 71

b= 120 b= 1201= 47.65 I = 47.65

Q0= 130 0 = 130IC= 0 IC= 0y= 52.13 y= 52.13

Page 2

AQTSTVALXLS

NEUMAN (1975)

26-OW-I

EARLY TIME LATE TIMES = 0.22 T = 9052 ftA2/d S = 0.18 T = 11064 ftA2/d

I= 0.69 K = 181 ft/d It 3.3 K = 221 ft/d1/u =1 1/u =1 3 0.0828

W~u) = 1 W~)=1Beta = 0.2 Beta = 0.2

r= 35 r= 35b = 50 b= 50

Q0= 130 0= 130

6-OW-02

EARLY TIME LATE TIMES= 0.17 T = 11714 ftA2/d s= 0.12 T = 16595 ftA2/d= 1.1 K = 234 ftd I1= 7.5 K= 332Nftd

1/u =1 1/u =1 S = 0.0686W~u) = 1 W(u) = 1

Beta = 0.4 Beta = 0.4r = 71 r = 71b = 50 b = 50

0 = 130 0 = 130

AP-5

EARLY TIME LATE TIMEs = 0.088 T = 22630 ftA2/d S = 0.07 T = 28449 ftA2/d

t = 1 1 K = 453 ft/d It= 42 K = 569 ft/d1/u 1 1/u = 1 S = 0.4385

W~u) = 1 W~)=1Beta = 0.2 Beta = 0.2

r= 87 r = 87b = 50 b = 50

Q = 130 0 = 130

Page 3

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