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NUS ._ CORPORATION r. ~ i A • ••••"'•».• !VJ j.. D-31-3-5-1 DRAFT REMEDIAL INVESTIGATION/ FEASIBILITY STUDY REPORT VOLUME III APPENDICES TYBOUTS CORNER LANDFILL NEW CASTLE COUNTY, DELAWARE EPA WORK ASSIGNMENT NUMBER 07-3L09.0 CONTRACT NUMBER 68-01-6699 NUS PROJECT NUMBER S716 JUNE 1985 003843 ! ' ' r •';, (•.•'>. ii| nnnnri. ^
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NUS._ CORPORATION
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D-31 -3-5-1DRAFT
REMEDIAL INVESTIGATION/FEASIBILITY STUDY REPORT
VOLUME IIIAPPENDICES
TYBOUTS CORNER LANDFILLNEW CASTLE COUNTY, DELAWARE
EPA WORK ASSIGNMENTNUMBER 07-3L09.0
CONTRACT NUMBER 68-01-6699
NUS PROJECT NUMBER S716
JUNE 1985
003843 ! ' '
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CORPORATION
Pim win TWOCllll Mine Hold«i8-788.ioeo
D-31-3-S-1DRAFTTC-J7-RI/FS-D(2)-III
REMEDIAL INVESTIGATION/FEASIBIUTY STUDY REPORT
VOLUME IIIAPPENDICES
TYBOUTS CORNER LANDFILLNEW CASTLE COUNTY, DELAWARE
EPA WORK ASSIGNMENT. NUMBER 07-3L09.0
CONTRACT NUMBER 68-01-6699 '
NUS PROJECT NUMBER S716
JUNE 1985
SUBMITTED FOR NUS BY: APPROVED:
GEORGE D. GARDNER, P.E. DAVID E, MaclNTYRE, P,E,PROJECT MANAGER REGIONAL MANAGER
REGION III
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IBft Halliburton Company
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DRAFTCONTENTS ,|f,
APPENDICES
C PETROQRAPHIC ANALYSIS
D PROCEDURES FOR DEVELOPING GEOLOGIC MAPSAND CROSS-SECTIONS
E LABORATORY TEST DATA - GRAIN SIZE
F MARCH, 1985 PUMPING TEST ON WELL OR-6A AND SINGLE WELLHYDRAULIC CONDUCTIVITY TESTING RESULTS :;Yi7
G LABORATORY TEST DATA - PERMEABILITY MERCHANTVILLEAND POTOMAC FORMATIONS
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APPENDIX C
PETROGRAPHIC ANALYSIS ' . • ,
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DRAFT
APPENDIX C
PETROGRAPHIC ANALYSIS
Introduction
Petrographlc Analyses (microscopic examinations) were performed on samples ofthe silt from the Merchantvllle formation and on sand Identified as the Middle Sandfor this Remedial Investigation (Rl). The purpose of the analysis was to aid inIdentifying the correct geologic formation name of these beds. The methods andresults of these analyses are presented In this Appendix,
Merchantvllle Formation Silt
A dark gray sandy silt bed located beneath Tybouts Corner Landfill was identifiedas the Merchantvllle formation based on color, texture, and stratlgraphlc position,A sample of the dark gray sandy silt was obtained from boring TY-102, sample S-e,from 35.0 to 36.5 feet deep using a split-barrel sampler according to AmericanSociety fo.r Testing Materials Designation 1586-67. A portion of the sample waswet-selved through U, S, Standard Sieves No, 100 and No, 200, and the silt frombetween the selves was dried and mounted on a glass slide using clear expoy and aglass coversllp. The slide was examined using a Hacker 400 polarizing microscope.
The Merchantvllle formation Is a glauconltlc, sandy silt (Sundstrom andPlckett, 1970). Microscopic examination of the silt grains showed the presence ofabundant glauconlte in the sample, The glauconlte was observed best usingreflected light since It may occur as coatings on grains that are opaque to irefracted light, Reflected light revealed the characteristic green color of theglauconlte on most of the opague grains, Refracted light yielded several opaguegrains showing non-opaque, green rims of glauconlte coating the grain.
JThe presence of glauconlte In the silt confirms this silt as belonging to the > jMarchantvllle formation, . |;;.
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DRAFT
Middle Sand
Heavy mineral analysis was performed on Middle Sand samples obtained In thesubsurface Investigation at Tybouts Corner Landfill, The heavy mineral analysiswas conducted to compare to analyses reported in Delaware Geolglcal SurveyBulletin No. 5 (Groot, 1957), which Identifies the heavy mineral characteristics ofeach formation.
Middle Sand samples used for heavy mineral analyses were procured during thePhase 1 and Phase 2 drilling program of the Rl, Samples were obtained using a •split-barrel sampler according to American Society Testing Materials Designation1586-67, The following Middle Sand samples were analyzed:
TY-102 (S-13)TY-105 (S-7)TY-105 (S-1S) •
The heavy mineral analysis of each of these samples was performed according tothe following procedures:
1, Sediment samples were exposed to the air, In the jars In which they werestored from the drilling, and air dried for several days.
2, The dried sediments samples were sieved using U, S, Standard SievesNo, 100 and No, 200, The sediment collected on the No, 200 sieve wasImmediately replaced In the original jar In which It was stored afterdrilling, The sediment fraction that was greater than the No, 100 sieve(collected on top of the No, 100 sieve) and the fraction less than theNo, 200 sieve (sediment that passed through the No, 200 sieve) wasdiscarded, The sediment fraction that was saved for analysis ranged Insize from 0.01 microns to 0,1 microns based on the nominal size of thesieve openings, • '
c-2 Q03C49!••'it.'t-
DRAFT
3, The sediments were separated Into "light* and "heavy" mineral fractionsusing a liquid separation technique. The liquid utilized was laboratory-grade bromoform which has a nominal specific gravity of 2.9. Theapparatus used for the separation consisted of a SOO-mllllllter tltratlonburret mounted on a laboratory stand, Approximately 100 millllltera ofbromoform was added to the burret, The sediment from a single samplewas added to the burret and vigorously stirred for one minute with a glassstirring rod.
The stirring was performed a minimum of three times with a rest periodof about 3 to 5 minutes between stirrings to allow the heavy minerals tocollect In the neck of the burret located at the base of the apparatus,The separation was terminated after no more minerals were observed tobe collecting at the base of the burret,
The heavy mineral and bromoform collected In the base neck of the burret' were titrated Into a filter paper' (Wratten No, 4) so that only heavy
minerals were collected on the filter paper. The filter paper waspreviously labeled, in Ink, Including boring number and sample number,The filter paper containing the heavy minerals was removed, washed withacetone, and set aside for air drying,
The light mineral fraction remaining In the burret was titrated Into aseparate filter paper until no bromoform remained In the burret, Theburret and light mineral fraction was then washed with acetone. The lightmineral fraction was then discarded,
The burret was removed from the stand, and both the burret and stirringrod were thoroughly washed with water and acetone,
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DRAFT
This process was repeated for each separate sample,
4. After the heavy mineral fractions dried, they were mounted on glassslides using clear epoxy glue and cover slips,
5. Heavy mineral analysis was conducted using a Hacker 400 polarizingmicroscope,
Identification of a minimum of 100 total non-opaque grains was used toassess the relative percentage of heavy mineral types within eachsediment,
Table C-1 shows the results of the grain-count and mineral Identifications for the(';.samples. All samples analyzed had similar heavy mineral constituents and vr<*.'
percentages, The Middle Sand Is characterized by zircon, tourmaline, and alterltebeing dominant, , • '
Bulletin No, 5 describes the Patapsco-Rarltan Zone as being zircon, tourmaline, , v.and rutlle dominant (Groot, 1957, p, 62), The Patapsco-Rarltan Zone In Bulletin >:_.,No, 5 also describes this zone as having pink and green varieties of tourmalinepredominant over the brown, and a relatively high percentage of alterltes.Table C-1 shows these are characteristics of the Middle Sand, Table C-1 shows thepresence of apatite, which Is not reported In Bulletin No, 5, Sample preparationused In Bulletin No, 5 analysis used a hot add wash which probably dissolved theapatite, (Groot, 1957, p, 21),
Figure C-1 Is modified reproduction of Figure 4 from Bulletin No, 5 (Groot, 1957), ~/'which shows the percentage of heavy minerals found In a test hole located about4,7 miles northeast of the site. The relative percentages of heavy minerals fromthe test hole are considered typical for the formations In New Castle County(Groot, 1957),
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DRAFT
TABLE C-1
SUMMARY OF HEAVY MINERAL ANALYSESTYBOUTS CORNER LANDFILL SITE
Number oft Grains Percent of Non-Opaque GrainsBoring No. TY-102 TY-105 TY-105 TY-102 TY-105 TY-105Sample No, (S-13) (S-71 , (S-15> .(S-13[ (5-7) (S-15)
Sample Depth (Featl SQ-61,5 30-31.S 70-71.5 60-61,5 30-31.S 70-71,5
Tourmaline(Pink) 11 23 12 9 15 8(Green) 1 25 5 1 (13) 17 (42) 3 (13)
» 0
(Brown) 1 3 5
arBOn ,r, 15 29 8 11 18(Clear) 10 s f (13) 3 (1B) 4 (22)(Brown) 3 i 1(Purple) 'Rutlle • 2 3 3 -8 (3, ,2' (3, 2 (2)
'stauronte ' 4 ' •• 9 • * W 3 W * &
Kyanlte 18 15 ««)Alter|tes 47 43 92 38 (48) 29 (35) 55 (56)
Apatite 24 27 2 20 18 1 (D
Garnet 1 1 (1)Unidentified _———————-——•—————•———•—————-——
,. ft, !!!» ft, So. i,
Notes: Percentages and totals in parenthesis are values for non-opaque grains withoutapatite,
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IN DELAWARE GEOLOGICAL SURVEY BULLETIN 5TYBOUTS CORNER LANDFILL SITE. NEW CASTLE CO.. DE
CORPORATIONC"B 0 0 0 0.1.0 O A Halliburto° Company
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COMPARISON OF HEAVY MINERAL ANAYLSIS FiGUREha-tC-TFOR THE SITE WITH FIGURE 4 ——WJ-faaJ V
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The percentage of heavy minerals found in Middle Sand samples from TY-102 andTY-105 (excluding apatite since Bulletin No, 5 did not Include apatite) have beenadded to the figure for comparison purposes. In addition, the average percentagesof heavy minerals for the Magothy formation were obtained from Figure 8 inBulletin No. 5, and added to tho Figure C-1 for comparlslon purposes,
Figure C-1 shows that the heavy minerals In the Middle Sand In TY-102 and TY-105are most similar to the Patapsco-Rarltan Zone, which is the same as the UpperHydrologlc Zone of the Potomac Formation,
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APPENDIX 0
PROCEDURES FOR GEOLOGICAL AND ,HYDROQEOLOGICAL INTERPRETATION
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APPENDIX D
PROCEDURES FOR GEOLOGICAL ANDHYDROGEOLOGICAL INTERPRETATION
Tybouts Corner Landfill Is located In an area of complex geological stratigraphyand groundwater flow conditions, The uppermost formation Is the Pleistocene ageColumbia formation which consists of silt, sand and gravel. The ColumbiaFormation Is the water table aquifer In this area. The landfill was developed In theColumbia formation as the result of mining the sand and gravel as an economicresource, and replacing gravel materials with municipal and Industrial wastes. Thenext major geologic formation beneath the Columbia formation Is the Potomacformation which Is the major aquifer in the region and Is used as a water resourcefor Industrial and municipal purposes, The Columbia formation aquifer and thePotomac formation aquifer are separated in areas directly beneath and to the eastand southeast of the landfill by tha. Merchantvllle formation, which Is a lowpermeability, micaceous, glauconltlc sandy silt. All three formations havedistinctive characteristics which are Important to both the local Interpretation ofgroundwater flow and contaminant migration immediately around the landfill, andInterpretation of the regional groundwater flow system as It may affect municipaland Industrial wells In the region. The complexity of the geology and groundwaterflow systems required development of an accurate geological stratigraphy anddetailed geological cross-sections for the site. The following Is a description of theprocess used to develop the geological cross-sections, groundwater contour, andtransmlsslblllty maps,
1, Developing the geological stratigraphy for the site and vicinity required adetailed review of the geological literature and published maps, and existingreports for Tybouts Corner Landfill to determine the general geologicalframework for the area. Detailed descriptions of the various formationsencountered, or potentially encountered beneath Tybouts Corner Landfillwere described In the geological literature of the Delaware GeologicalSurvey,
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Once the general geological framework of the area was learned from thepublished geological literature and geological maps, the drilling and samplingprogram was performed for the Remedial Investigation. Review of thegeological data procured during drilling and sampling was an ongoing processas borings were drilled, Classification of materials encountered duringdrilling was achieved In several ways:
• A geologist was assigned to each drilling rig for the entire drillingprogram, The geologist monitored the drilling and logged the drillingsamples as they were obtained from the boreholes. The geologists ,-,\monitored the drilling muds and/or auger cuttings as drilling proceeded.In addition, In situ samples were obtained of natural geological materialsat 5-foot intervals for the entire length of boreholes at each Phase I andPhase II location, Samples were procured using a split-barrel sampler, asspecified In American Society for Testing Materials Designation 1586 and1587. The geologist logged the "blow-counts' needed to drive the samplerand the geological materials procured from the sampler, In the field.After each Phase I and Phase II boring was drilled, a borehole geophysicallog of the natural gamma, electrical resistivity, and spontaneous potential ,,.was obtained for further classification of geologic materials In each ••''*•borehole.
Phase III borings were drilled In the same manner as Phase I and II borings, i'..except split-barrel samples were not obtained. Split-barrel samples were 'not obtained In Phase III wells because Phase I and II drilling Indicated ;that the natural-gamma log produced excellent correlation for material _\;classifications and that actual samples of geological materials were not I't.required at this site, A geologist was assigned full time to the drilling rig I,-;-',and he monitored the drilling mud and prepared a boring log for each V 'borehole, In addition, the Initial deep borehole at each drilling location {>•was geophyslcally logged with a natural gamma, electrical resistivity andspontaneous potential logger, Geophysical logging of boreholes for j.';..Phase III was conducted by the Delaware Geological Survey, Delaware ;•"•.
DRAFT
Geological Survey geologists also assisted In Interpretation of the variousformations encountered during geophysical logging.
• Samples of materials obtained in Phase I and Phase II drilling and generalgeological cross sections produced for the site were reviewed with theState of Delaware geologist, Robert Jordan and assistant State geologistKen Woodruff at their offices In Newark, Delaware, This review occurredbefore Phase III drilling, and Jordan and Woodruff Indicated that the darkgray silt underlying the Columbia formation appeared to be theMerchantvllle formation; and the sand bed Immediately beneath theMerchantvllle formation (Middle Sand) appeared to be an Upper Potomacformation sand. Jordan suggested conducting a heavy mineral analysis onthe Middle Sand samples to compare with heavy mineral analyses reportedIn the literature for positive confirmation of the formatlonal name of theMiddle Sand.
• A heavy mineral analysis of the Middle Sand was conducted from .samplesobtained In several borings. Details of the heavy mineral analyses 'are i;';discussed In Appendix C, The heavy mineral analysis confirmed that theMiddle Sand was most similar to Upper Potomac formation sand beds, andthe Middle Sand was designated at the Potomac Formation No, 1 Sand for.this Investigation.
• A petrographic (microscopic) examination of a split-barrel sampleobtained from the Merchantvllle formation confirmed the presence of themineral glauconlte In the formation. This confirmed the classification ofthis dark gray silt as the Merchantvllle formation, The petrographic If;;',.examination Is discussed In Appendix C.
3, The stratigraphy beneath the site was established as described In the secondstep, Development of geological cross-sections Involved cross-correlating'geological beds between boreholes, Cross correlating geologic formationssuch as the Columbia and Merchantvllle formations was easily accomplished
D-3
18 0000.1,5
i<-N I"-1!i DRAFT I
because of their distinctive llthologles, color, and distribution across the site, ''f-iCross-correlation of the various clay and sand beds within the Potomac ,formation was not as simple,
The Upper Mydrogeologlc Zone of the Potomac formation has been describedIn the literature as a variegated red to white and gray silt and clay matrix ;;containing sand beds of variable thickness and restricted lateral extent Inaddition, the sand beds and clay bads are difficult to correlate oven overshort distances between closely spaced boreholes, The detailed geologiccorrelations developed and depicted on the cross sections for the RemedialInvestigation were developed by obtaining a "best-fit" Interpretation based onthe following parameters:
• The regional stratigraphy and structure,
• Detailed boring logs. '
• Borehole geophysical logs for the borings,
• Interpretation of the environments of deposition as related to thedistribution of the sediments,
• Interpretation of groundwater level fluctuations and response to thepumping test,
For example, Figures D-1A to D-1E show several possible configurations ofthe subsurface geology between borings In the vicinity of monitoring wellsTY-113/213, 105/205, 120A/120B, and 119A/119B, Each of the fiveconfigurations shown as Figure D are possible when cross correlating usingonly material descriptions, Determining the "best-fit" interpretation requiresIntegrating other data such as water level elevations, water level fluctuationcharacteristics, and groundwater geochemistry with the materialdescriptions, Integrating all these factors allows for the best-fit
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configuration to be selected and used for hydrogeologlcal Interpretations,Figure D-1A shows a configuration with the uppermost clay unit In WellsTY-105 and TY-205 being a lensa, and the aquifer in 105 being continuouswith the aquifers In Wells 213 and'1208, The configuration shown In FigureD-1A Is not plausible based on a comparison of the water levels in WallsTY-213, 10S/20S and 120B, The water level In Well 105 is lower than In 213,205, and 120B, If this configuration were correct the water level In Well 105should be slightly higher than the water level In 120B. Therefore, theconfiguration In Figure D-1A was not accepted as plausible.
Figure D-1B shows another correlation based on material descriptions.However, the water level In 105 Is not plausible for this configuration, since aslightly higher water level than In Well 120B would be expected. Therefore,the configuration shown in Figure D-1B was not accepted as a possibleInterpretation.
Figure D-1C is' a third possible configuration based on material description.A comparison of the water level In Wells TY-113, 105, and 120B Indicate thatWell 105 Is lower than would be expected In this configuration. Therefore,the configuration shown In Figure D-1C was not accepted as possible,
Figure D-1D shows a configuration with the uppermost Potomac Clayextending continuously across the cross-section, This configuration Isplausible based on the material descriptions and the water levels In theborings, This configuration eliminates any connection between Wells 105 and205 In the Immediate vicinity around the wells, However, water levelfluctuations recorded during the Investigation Indicate that there Is aconnection within the vicinity of Wells 105 and 205, On September 3, 1984and November 28-29,1984 a drawdown occurred, simultaneously in both wellsdue to pumping from an unknown source, The congruency of the drawdowns(which are depicted on Figure 5-22 of the Remedial Investigation Report,Volume I) Indicates a connection does exist nearby, In addition,' sampling andanalysis of groundwater from TY-105 shows contamination by hazardous
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contaminating plume from the landfills, Each of the aquifers for which maps wereprepared can vary significantly In hydraulic conductivity and transmlsslblllty overshort distances, Therefore, the mups are, at best, rough approximations of theconfigurations and trends In the distribution of hydraulic conductivity andtransmlsslblllty In each aquifer. The maps cannot be used to accurately portraythe hydraulic conductivity or transmlsslbillty at any single point in the map area,However, the maps are very useful for Interpreting the general pattern ofgroundwater characteristics beneath and surrounding the site.
The hydraulic conductivity maps were constructed using the following procedure:
• The hydraulic conductivity values obtained from field testing themonitoring wells were plotted on the topographic map, so that eachaquifer had a separate map.
• The bas map showing the hydraulic conductivity for the aquifer wassuperimposed over the Isopach map of the aquifer so that areas of pinchout and thickening of the aquifer' could be observed along with trieplezometrlc elevations of the aquifer. In addition, the geologic crosssection were made available so that the material classification of thesands (e.g. sllty sand, sand, gravel) could also be observed along with thewater level elevations,
• Ranges of hydraulic conductivity were selected for presentation ondrawings.
Each range was color coded
• The appropriate color, based on the color coded ranges, was placed ateach monitoring well location where a plezometrlc elevation occurred forthe aquifer, This produced a map with small circles of color around eachappropriate monitoring well location, The pattern of colors was observedand lines were drawn to produce zones where the hydraulic conductivities
D-12 ' " •'*'!
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DRAFT HWwere expected to fall within the range represented by the colors, ••'*,
Interpretation of the aquifer as shown by the Isopach map; and as shown 'by the material classifications provided on the geological cross sections,
The transmlssivity maps were produced using the following procedure:
• The Isopach map, color coded hydraulic conductivity map, and the •groundwater contour maps were superimposed for each individual aquifer,
• The transmlsslvlty was calculated at the location of each appropriatemonitoring well using the field determined hydraulic conductivity and thesaturated thickness of the aquifer as Indicated on the geological crosssections, The values of transmisslvlty were placed on a topographic basemap superimposed on the three previous mentioned maps..
• Transmlsslvltles for areas between borings were calculated using theaverage hydraulic conductivities for each zone as indicated on the colqrcoded map, and the saturated thickness of the aquifer as indicated by the ! f|Isopach and groundwater contour maps.. The values of transmlsslvltycalculated by this method were added to the map showing thetransmlsslvltles calculated at each monitoring well.
• A convenient range of transmlsslvltles was selected and color coded. A 'small circle of color using the appropriate color coded range was placedover the transmisslbllity values on the map,
« The pattern of color coded transmlsslvltles was observed along with theIsopach map and hydraulic conductivity map and zones of varioustransmlsslvltles were Identified and appropriately colored,
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DRAFT
I,APPENDIX E
LABORATORY. JEST DATA-GRAIN SIZE ' *•
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MECHANICAL ANALYSIS
TYBOUTS CORNER LANDFILL
NEW CASTLE, DEI AWARE
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MECHANICAU ANALYSIS
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TYBOUTS CORNER LANDFILL
NEW CASTLE, DELAWARE
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Sample Numbers
S— 14
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MECHANICAL ANALYSIS
TYBOUTS CORNER LANDFILL
NEW CASTLE, DELAWARE
etB.-ff
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SAMPLE ,NFORM»T,ON:
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DRAFT
APPENDIX F
MARCH, 19BS PUMPING TEST ON WELL OR-6A ANDSINGLE WELL HYDRAULIC CONDUCTIVITY TESTING RESULTS
003.633
00004.9
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DRAFT
APPENDIX F
MARCH, 1385 PUMPING TEST ON WELL OR-6A
Location and Time
The pumping test was conducted, using Well OR-6A, owned by the Texaco Refiningand Marketing Company, This well Is located approximately 4000 feet east of thelandfill along Red Lion Creek. Figure F-1 depicts the approximate location of thepumping well In relationship to the landfill and observation wells.
Pumping was Initiated on March 19, 1985 and was terminated on March 24, 1985.The production well was pumped at a constant rate of 402 gpm for 5.1 days. Ashort-term step-drawdown test was conducted on the pumping well on March 18,1985, to determine the rate of pumping for the long-term test,
Pump Test Design
Pumping Well
Well OR-6A was used as the pumping well. Well OR-6B, a nearby 2-Inch well,screened In the same horizon as the pumping well, was used as an observation well,Both of these wells were Installed by the Texaco Oil Company In June 1980,Construction details for these wells are listed In Table F-1, Well OR-6A wasoriginally Installed as a pilot well to test tho aquifer for production capabilities,This well has not been permitted and Is currently unused,
To conduct the test a Vertical Turbine Pump was Installed by A, C, Schultes &Sons, Inc., on March 18, 1985, The pump was Installed with the bottom of bowlassembly or Intake at 97,0 feet below ground level (SQL), The top of the bowl •assembly was at 91,5 feet (SQL). A 1-Inch black plastic drop pipe was Installed to
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BASE MAP IS A PORTION OF THE U.S.O.S, SAINT GEORGES, DELAWARE QUADRANGLE(7.9 MINUTE SERIES, PHOTOREVISED 1970) CONTOUR INTERVAL'10FEET,
MAP SHOWING PUMPING WELL AND FIGURE^:OBSERVATION WELL CLUSTERS [
TYBOUTS CORNER LANDFILL SITE.NEW CASTLE CO..DE i'———————————scALEi|"aaOOd ^ COFPORAnQN
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TABLE F-1
CONSTRUCTION DETAILSTEXACO REFINING AND MARKETING COMPANY WELLS
TYBOUTS CORNER LANDFILL
OR-SBOR-6A Observation Well
Pumping Wall r» 101 ft
Depth • 176.0 feet 182,0
Diameter 8 Inches 2 Inches
• Casing Diameter 8 Inches 2 InchesCasing Length 103,8 feet 105,0 feetType of Casing Steel Steel
Length of Screen 74,0 feet 80,0 feet. ' Type of Screen Steel Steel
Location of Screen* ' • 102 - 176 feet 102 - 182 featI
i Screen Slot Size 0,030 Inches 0,016 Inches
Ground Elevation"* 44,68 (set (MSL) 44,33 feet (MSL)
Top of Casing Elevation"" 46,07 feet (MSL) 47.71 feet (MSL)
" Below Ground Level"* Approximate Elevations
OQ3&3'?
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DRAFT
91,0 feet (BQL) to measure water levels In the pumping well. In addition an airlinewas also Installed to further check water level measurements,
The turbine pump was powered by a dlesel engine, Discharge was measured usingthe Layne method of water flow measurement through a pipe orifice. The flowmeasuring setup Included a 5"x6" orifice weir with a gate valve to regulate flow, onthe discharge line between the pump head and the piezometer tube. Discharge wasdiverted and allowed to run freely Into Red Lion Creek using 8-Inch diameteraluminum Irrigation pipe.
The step-drawdown test performed on Well OR-6A Included pumping for 22 and30 minutes at 421 gallons per minute (gpm) and 465 gpm, respectively. Appropriatedrawdown and recovery measurements were measured with an M-Scope In theplastic drop pipe, Using Information from the step' testing, a pumping rate of402 gpm was decided for the long-term pump test, This pumping rate was chosento Insure that after a long.period of pumping, the pumping water level would notreach the top of the pump assembly, , •
Observation Wells . '
Selected Phase I, II, and III monitoring wells were also used as observation wells.These wells were selected based upon several factors, These factors Includedistance from pumping well, formation well was screen In, and presence ofcontamination In well. The wells and their distances from the pumping well arelisted In Table F-2. A Steven's Type F continuous water level recorder wasInstalled on each of these observation wells except OR-6B which was measuredusing an M-Scope, Each Steven's recorder was fitted with 8-day clock gears and agage height assembly of 1:1 for water level measurement,
Procedure
Before the pump test was started, depth to water below the PVC riser pipe was ,1;,.measured with a steel tape and chalk or an M-scope, In each observation well, p.
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000053V" ''•<*:.
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' DRAFT
TABLE F-2
OBSERVATIONS WELLSTYBOUTS CORNER LANDFILL
r Method ofDistance From Water Level
Well Number Pumping Wall (ft) Measurement
TV ins 3800 Automatic WnterLevel Recorder
TV-205 3800 Do. TY-208 41°° °°
TY-114 ' 3100 . DoTY-116B 2635 DoTY-nec 2600 DoTY-118A 2700 ' DoTY-119A, ,2400 . DoTY-119B ' . ' ' '2410 ' DoTY-120A '3325 DoTY-120B 3300 DoOR-6B 1°1 M-Scbpe
003699F-6
000054
W«"Hi
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DRAFT
These measurements were converted to elevation (MSL) and recorded on the chartpaper of each recorder, along with data and time of the measurement, • Anappropriate scale was then copied onto the chart paper enabling a water levelelevation to be read directly from the chart at any tlma.
For the duration of the test, each recorder was checked twice a day to Insure thatthe recorder was operating correctly. At each check, the elevation trend line wasmarked and the appropriate tlma and date were recorded next to each mark. Attwo checks during the pump test, the depth to water below PVC was measured witha chalked steel tape, converted to elevation and recorded on the chart paper withthe date and time,
Data
Depth to water measurements In the pumping well and nearest observation wellwere measured with a M-scope, Drawdown and recovery measurements for the,remaining observation wells were. read directly form continuous water levelrecorder charts, Figures F-2 through F-14 show.the uncorrectad arithmetic plots, r,which Incorporate these measurements, ,
${•'
Barometric pressure measurements were obtained from the National Oceanic andAtmospheric Administration (NOAA) Station at the Greater Wllmlngton Airport,approximately 5 miles north of the pumping well, Figure F-15 Is a plot ofbarometric pressure measurements converted to feet of water,
Tidal fluctuations for Red Lion Creek were predicted from tha 1985 Tide Tables .,.,.for the East Coast of North and South America, Figure F-16 shows the high and -ilow water levels for Reedy Point Delaware, The datum from which the predicted ;.'(•'heights are reckoned, Is mean low watar, Mean low water at Reedy Point Is c-2,8 feet below mean sea-level,
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Temperatures of the discharge water wera measured periodically throughout theduration of the pump test, These measurements were taken at the end of theorifice weir,
Data Reduction
The pumping well and all observation wells showed water level fluctuations due tochanges In barometric pressure, Therefore, drawdown and recovery measurementswere corrected for barometric effect during the pump test analysis, Barometricefficiency was calculated by 'Comparing the Increase or decrease In water levelelevation with increase of decrease in barometric pressure, Using the barometricefficiency the drawdown measurements were Increased or decreased to compare tothe water level and barometric pressure at the start of pumping,
The pumping well and specific observation wells close to Red Lion Creek alsoshowed daily fluctuations caused by ocean tides. For analysis purposes drawdownand recovery readings In wells showing tidal fluctuations were measured from anaverage water level line connecting midpoints of the sinusoidal tidal fluctuationson the recorder chart paper. . '
Analysis
As shown In Figures F-3 through F-14, drawdown due to pumping of OR-6Aoccurred In a majority of the observation wells. Table F-3 lists the drawdownobserved at the end of pumping corrected for barometric pressure changes and anytidal fluctuations, Maximum drawdown occurred In OR-6B, which Is the closestobservation well screened In the same unit, PN-2, as the pumping well, No _Ydrawdown was observed In Wells TY-105 and TY-205, screened in PN-2 and PN-1,respectively, Drawdown was observed In Wells TY-114, TY-116C, TY-119B, andTY-12QB, all of which are screened In what has been labeled as the PN-1 sand unit,Boring log and geophysical log Information Indicate that a low permeability orconfining unit exists between'the PN-1 and PN-2 units,
F"22 003716
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TABLE F-3
OBSERVATION WELL DRAWDOWNTYBOUTS CORNER LANDFILL
r CorrectedQeologlcO) Distance From Drawdown At The
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OR-6B PN-2 101 20.04TY-1igA . PN-2 ' 2400 3,30TY-IIBB PN-1 2410 1.00TY-116C PN-1 2500 2.80TY-116B PN-2 .2535 1.60TY-118A PN-2 2700 2.16 V;;TY-114 PN-1 3100 0.85TY-120B PN-1 3300 0.60TY-120A PN-2 . 3325 . 1.40TY-105 PN-2 • • 3800 ' 0TY-205 PN-V 3800 0'TY-206 PN-2 4100 0,26
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Drawdown in the observation wells In the PN-1 unit then would Indicate that thereIs a direct hydraulic connection or connections between the PN-1 sand unit and thedeeper PN-2 sand unit at the site, Maximum drawdown In the PN-1 unit wasobserved in TY-116C, This Indicates that a direct hydraulic connection or windowexists between PN-1 and PN-2 very close to the TY-116C well.
A plot of residual drawdown for the pumping Well OR-6A Is depicted InFigure F-17. Recovery Information was used for analysis because of the conditions
• at the pumping well, As stated previously, Well OR-6A was drilled and Installed In •1980, Since I960 the well has no; been used. During the drawdown portion of thetest, it was seen that the well was self-developing from pumping' (removal of finegrained material from the aquifer In the Immediate vicinity of the well causedIncrease of effective diameter and decrease of wall loss). This was Indicated In thefield by the Increase In specific capacity calculated periodically during thepumping. Because of this developing effect, It was felt that recovery Informationwould give a more accurate analysis of the conditions In the pumping well,
The Jacob method was used to calculate'the-coefficient of transmlsslvlty from thissemi-logarithmic plot. Inspection of the residual drawdown plot shows that thefinal trend line intercepts zero drawdown at a t/t' value greater than zero, ThisIndicates that some recharge water reached the aquifer during the pumping period(Johnson Division, UOP INC, 1975), Recharge to the aquifer would occur throughdirect hydraulic connections and/or leakage through any confining layer,
Figures F-18 and F-19 are semi-logarithmic plots of the drawdown and recoveryversus time, respectively, In Well OR-6B, the closest observation well, The Jacobmethod was used to compute the coefficients of transmlsslvlty and storage fromthese semi-logarithmic plots, Analyses Indicate that within approximately20 minutes after pumping began and stopped the plots veered to a steeper slopefrom Initial trends, Geologic Information of the study area indicates that thisdiversion Is due to a local zone of high permeability around the pumping well,Analyses of the drawdown curve near the end of pumping reveals a slight flattening
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deviation of the trend line, This flattening Indicates recharge to the aquifer,Again, direct hydraulic connections and/or leakage through a confining layer wouldInduce this kind of response.
Figure F-20 depicts logarithmic plots of drawdown for all of the observation wells,The Walton method was used to compute coefficients of transmlsslvity (T) andstorage (S) and analyze leaky aquifer conditions.
Table F-4 lists the coefficients of transmlsslvlty and storage and horizontal andvertical permeability calculated from the analysis of the logarithmic plots. Allwells listed In Table F-4 are observation wells screened In what has been identifiedas PN-2, with the exception of TY-116C, Well TY-116C was Included forcomparison because of its interpreted close proximity to a direct hydraulicconnection to PN-2 as mentioned previously,
Wells TY-116B and TY-206, which .are.screened In the PN-2, are not Included In. Table F-4, Analyses of geologic' information, geophysical logs, field notes, andresults of single well aquifer testing In these wells suggest that the values forT and S, calculated from pump test Information are Inaccurate, GeologicInformation shows that the PN-2 formation In these wells contained significantamounts of fine-grained sediments, The presence of fine-grained material at andin the vicinity of these wells would reduce the observed drawdown, Using thedrawdown information from these wells, values for T and S would be high andsimilar to values expected If the drawdown was reduced because of recharge to theaqultor,
Transmlsslvlty values as listed In Table F-4, Increase with distance from the ;pumping well, This type of T variation could Indicate that the aquifer Is receivingrecharge water, Again direct hydraulic connections and/or vertical leakage wouldgive Increasing T values, Analyses of geologic Information for these wells showthat hydraulic characteristics calculated from the pump test data are more reliableand accurate,
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The vertical permeability for the confining beds range from 2,41 x 10'6 to8,96 x 10"a cm/sec In Tablo F-4. These vertical permeabilities were calculatedusing the apparent T values determined from the Walton method of analysis,Because of the T variation with distance from pumping well these permeabilitiesmost likely represent average permeabilities of the confining beds within theInfluence of the cone of depression. These values compare favorably withlaboratory permeability calculated using undisturbed samples of the confining beds.This Information indicates that the confining bads are relatively Impermeable andmost likely contribute little recharge water to the underlying aquifer throughvertical leakage. Consequently, the major component of recharge to the PN-2aquifer is from direct hydraulic connections between the PN-2 and overlyingaquifers,
The temperature of the discharge water from OR-6A remained relatively constantduring the pumping portion of the test, The Initial temperature reading was 56"F.The final reading was 55'F, Water temperature remaining constant would Indicatethat the recharge water .was not coming directly from Red l.lon Creek and marsh. $.•'•
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REFERENCES
Johnson Division, 1982, Ground Water and Wells. Johnson Division, UPO Inc., SaintPaul, Minnesota.
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APPENDIX Q
.„. " . •' 'LABORATORY TEST DATA - PERMEABIUTY OFf.,,.,> MERCHANTVILLE AND POTOMAC FORMATIONS
003909W
18 000,765
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10 _____________ _ __ __ __ _ __ ______5 10 15 " ~" 20
HYDRAULIC GRADIENT-4h/L (cm/cm)
TEST DATA:TYPE OF PERMEAMETER Constant Head. TriaxialSPECIMEN HEIGHT (ml 7-"" I Sample Humhay M .(29.0'-31.0MSPECIMEN DIAMETER (cm) _______________">-1DRY UNIT WEIGHT (pet) _______________103.4MOISTURE CONTENT BEFORE TEST (%) ________34.3MOISTURE CONTENT AFTER TEST 1%).MAXIMUM DRY DENSITY IASTM D,___I (pell.OPTIMUM MOISTURE CONTENT (%)CELl. CONFINING PRESSURE (pill
V TEST PRESSURE (pillBACK PRESSURE loll) ———90.0DIFFERENTIAL HEAD (pill 1--0 2.0PERMEABILITY (cm/lit) 2.50x10.7 3.12xlQ-v
SAMPLE IDENTIFICATION;Boring Number: TY-114
VISUAL ngSCBIPTinM. (fray CLAY, gome£ine Sand, micaceous, ttraca graveIt
i EMPIRE SOILS INVESTIGATIONS. INC,PERMEABILITY TEST REPORT•reaouss CORNER LANDF:IL
NEH caSTLE COUNTY, DELAWARE
DATE: April, 1S84 | PROJ, N0,i CT-B4-15
I
5 10 15 20
HYDRAULIC GRADIENT- AMI (em/em)
TEST DATA;TYPE OF PERMEAMETER _.. g!ls.tant Head,SPECIMEN HEIGHT Itmi —————————S^lii_____!_]£.SPECIMEN DIAMETER ([nil ________3 ft-l" ... -7--MDRY UNIT WEIGHT (pell _________________97.5MOISTURE CONTENT BEFORE TEST (%l _________26. j_MOISTURE CONTENT AFTER TEST (%l ________JS___MAXIMUM DRY DENSITY IASTM D ___I (pel) _________OPTIMUM MOISTURE CONTENT (%! ______________
, CELL CONFINING PRESSURE (pill 90.0 rn_ 3,0 ,,0TEST PRESSURE {gill ——31.J,.BACK PRESSURE I pill ——SQ.2— ———90.0.DIFFERENTIAL HEAD (pill ———L°— ————L£_PERMEABILITY (cm/ml 3.-3XJUT,' , .l..,3,Aic.lQ"_,
SAMPLE IDENTIFICATION:Boring Number: TC-103Saniple Huahen 3-2 I25.0'-S7VISUAL ni?gCRIPTION;-grav CLAY,fine Sand, micaeBousi CL
I EMPIRE SOILS INVESTIGATIONS, INC.$ PERMEABILITY TEST REPORT
NEW CASTLE COUNTY,i H
DATE-. April, 1994 | PROJ, NQ.i CT-94-15
Ml
25 50 75 10CHYDRAULIC GRADIENT- ML (cm/cm)
TEST DATA:Constant Head. Trlaxia! Saplfl Number-. A-l (5S.O'-57.0-)SPECIMEN HEIGHT (cm) ________________7 ..57
SPECIMEN DIAMETER (eml ______________7.a,fl_DRY UNIT WEIGHT (pell _______________10B .7MOISTURE CONTENT BEFORE TEST (%) _______30.5MOISTURE CONTENT AFTER TEST (%) _______19.7_.MAXIMUM OFIY DENSITY IASTM 0 ___) (pel).OPTIMUM MOISTURE CONTENT 1%)CELL CONFINING PRESSURE (pill 1-°2.0 1S2.0
I TEST PRESSURE (pill 3S-0 °Q, fl_.BACK PRESSURE (pill 3°-° 90. pDIFFERENTIAL HEAD (pill 5-° 10.0PERMEABILITY I cm/nc I 5.29x10-? S . J3»lo"9~
SAMPLE IDENTIFICATION:
VISUAL nFCiCHiPTinM.Grevish-Hhitenumerous Oranoe-Red Screaks •.
EMPIRE SOILS INVESTIGATIONS, INC.PERMEABILITY TEST REPORTTYSOUTS COSHER IAJOFI-1
MEN CASTTrf; COUNTY, DELA'
18DATE-.
TIME-t (s«c)50,000
10 ,|Ju n
HYDRAULIC GRADIENT-4h/L (em/cm)
TEST DATA:TYPE OF PERMEAMETER Constant Head, TriaxialSPECIMEN HEIGHT (cm) ——————————————7-52SPECIMEN DIAMETER Icml ____________liSSDRY UNIT WEIGHT (pel) _____________110'9MOISTURE CONTENT BEFORE TEST 1%) _____-9-aMOISTURE CONTENT AFTER TEST 1%) _____19-2MAXIMUM CRY DENSITY IASTM B ,___) (pel) _____OPTIMUM MOISTURE CONTENT (%lCELL CONFINING PRESSURE (pill 93,0 03.0TEST PRESSURE (pill .M-t 38.0BACK PRESSURE (oil) 80'Q 80.0DEFERENTIAL HEAD (pill "-0 n B-° nPERMEABILITY Icm/nci 3.54x10"°' 3.44X10~"
SAMPLE IDENTIFICATION:Baring Nunber: TV- 2 13
nnVISUAL ng-sr.HiBTiON, Mottled RedLavender i Green SILT a CLAY, littleMicai CL
EMPIRE SOILS INVESTIGATIONS, INC,^^PERMEABILITY TEST REPORT
TYBOUTS CORNER LANDFILLHEW CASTLE COUNTY, DELAWARE,
000 59DATE, April, 1984 |PROJ,NO,iGT-S4-15
