feasibility study and proposalfeasibility assessment and proposal permeable reactive barrier remedy...
TRANSCRIPT
DuPont EngineeringBarley Mill Plaza - Bldg 27Lancaster Pike & Rte. HIWilmmgton. OE 19805
bcc: E.J. Lutz, DuPontJ.A. Wiikens, DuPont
DnPontLJiirtmi . _ 0 p & ButleriURSD
J.E. Wolfe.URSDW.R. Kahl, URSD
J. Wokasien, URS-BuffaloFile:Newport/DlNE7105^outh Landfill
Mr. Randy Sturgeon, 3HS23 January 22' 2001Remedial Project ManagerU.S. EP A, Region in1650 Arch StreetPhiladelphia, PA 19103-2029
FEASIBILITY STUDY AND PROPOSALSOUTH LANDFILL PERMEABLE REACTIVE BARRIER REMEDY
Newport Superfund Site, Newport, DelawareDear Randy,
DuPont has developed a more protective and cost-effective remedy for the SouthLandfill at the Newport Superfund Site. We propose a permeable reactive barrier (PRB)-basedtreatment remedy for the South Landfill. Overall, the new remedy would consist of apermeable reactive and slurry wall surrounding the landfill to the extent practical, riverbankstabilization with a HOPE geomembrane, single-barrier HDPE cap tied into South JamesStreet, and monitoring. We believe that this remedy meets the NCP selection criteria and is asuperior alternative to both the ROD and ESD remedies.
We have demonstrated the ability to treat all of the metals migrating from the landfill.This remedy is essentially the same as that proposed on July 7, 2000, with the addition ofmagnesite (a hydrated magnesium carbonate mineral) to treat manganese. At present, ourin-situ field tests have demonstrated in excess of 250 years' treatment life. We will submit theresults of ongoing testing (extending the predicted wall life further) in early February.
DuPont has every intention to complete the South Landfill remedy in September 2001.Due to the short timeline, we are preparing (at risk) a pre-final design plan in parallel with theattached assessments. We expect to submit a pre-final design plan on, or before,February 2, 2001, and begin pre-bid discussions with potential contractors soon. While we thiswork is done at risk, we are committed to completing this work on schedule, if at all possible.
We look forward to an early review of this proposal and upcoming design plan. Pleasecall me if you, or your staff, have any questions regarding this proposal.
Sincerely,
Jim L. AkerProject Director
JLA.pbbcc: K. Olinger, DNREC
C. Clayton, USCOEP. Meitner, Legal
BR32U73I
FEASIBILITY ASSESSMENT AND PROPOSALPERMEABLE REACTIVE BARRIER REMEDYNEWPORT SUPERFUND SITENEWPORT, DELAWARE
January 2001 Project No. D1NE7105
CORPORATE REMEDIATION GROUPAn Alliance betw&en
DuPont and URS Diamond
Barley Mill Plaza. Building 27Wilmmgton, Delaware 1980S
AR32U732
TABLE OF CONTENTS
Executive Summary...................................................................................
Section 1 Introduction.................................................................................................................... 1-1
1.1 Site Background....................................................................................... 1-11.2 Remedy History and Proposed Change ................................................... 1-1
Section 2 Description of Proposed PRB Remedy........................................................................ 2-1
2.1 Waste Treatment and Containment Conceptual Approach...................... 2-12.2 Soil-Bentonite Slurry Wall and Permeable Reactive Barrier .................. 2-32.3 Single Barrier Cap....................................................................................2-42.4 Monitoring Treatment Effectiveness ....................................................... 2-4
Section 3 PRB Technology Demonstration.................................................................................. 3-1
3.1 Permeable Reactive Barrier..................................................................... 3-13.2 Laboratory Evaluations for Barium and Zinc Treatment......................... 3-2
3.2.1 Batch Tests for Barium and Zinc Treatment................................ 3-23.2.2 Column Tests for Barium and Zinc Treatment............................ 3-2
3.3 In-Situ Field Demonstration for Barium and Zinc Treatment................. 3-43,3.1 Field Tests Procedure................................................................... 3-43,3.2 Results..........................................................................................3-4
3.4 Manganese Treatment.............................................................................. 3-53.5 Impact of Site Geochemistry On Metals Mobility and Treatment
Effectiveness............................................................................................ 3-63.6 Wall Life Projections...............................................................................3-6
Section 4 Rationale for Selection.................................................................................................. 4-1
4.1 Overall Protection of Human Health and the Environment..................... 4-14.2 Compliance With ARARS....................................................................... 4-24.3 Long-Term Effectiveness and Performance ............................................ 4-24.4 Reduction of Toxicity, Mobility, or Volume Through Treatment........... 4-34.5 Short-Term Effectiveness ........................................................................ 4-34.6 Implementability...................................................................................... 4-34.7 Cost.........................................:................................................................ 4-44.8 State and Community Acceptance........................................................... 4-4
Sections Summai...................................................................................................................,..... 5-1
Section6 References...................................................................................................................... 6-1
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TABLE OF CONTENTSFIGURES
Figure 1 Permeable Reactive Barrier RemedyFigure 2 Sample Cross-Section of South LandfillFigure 3 Detail of Permeable Reactive Barrier Wall
APPENDICESAppendix A Laboratory Report - Development of Data for a Permeable Reactive BarrierAppendix B PRB In-situ Field DataAppendix C Detailed Cost EstimatesAppendix D HELP CalculationsAppendix E Proposed Changes to Performance StandardsAppendix F South Landfill Explanation of Significant Differences
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Executive SummaryDuPont proposes utilizing a new, innovative technology for treating the South Landfill waste atthe Newport Superfund Site: a permeable reactive barrier (PRB) coupled with an impermeableslurry wall and an engineered cap. This technology is proposed as a protective and cost-effectivealternative to both the treatment remedy described in the 1993 Record of Decision (ROD) andthe in-situ chemical treatment remedy described in the 1995 Explanation of SignificantDifferences (ESD). This proposal supports adopting the PRB treatment technology, which hasbeen demonstrated in both laboratory and field trials, for application at the Newport Site.The National Contingency Plan (NCP) indicates a preference for innovative technologies thatoffer comparable or superior performance, fewer adverse impacts, and/or lower costs for similarlevels of performance as achieved by demonstrated technologies. When compared with the 1993ROD and 1995 ESD remedies, the proposed PRB alternative offers at least equal (and in manyways superior) performance in terms of controlling contaminants migrating from the SouthLandfill at a significantly lower cost.
Q The 1993 ROD required treatment of the South Landfill waste materials using soilmixing and in-situ stabilization. New data indicate that the cost of the 1993 ROD remedyexceeds S17MM.
Q The 1995 ESD remedy specified in-situ chemical treatment. The ESD remedy would costover S23MM.
Q DuPont estimates that the cost of implementing the PRB alternative is $5MM.In addition to this clear cost advantage, DuPont believes that the proposed PRB remedy rankssignificantly higher than the original 1993 ROD and 1995 ESD remedies with respect to the nineEPA criteria used to evaluate remedies (see Section 3). DuPont believes this PRB remedyprotects human health and the environment, complies with ARARs, is cost-effective, and utilizespermanent solutions and alternative treatment technologies to the maximum extent practicable.It also minimizes total waste volumes and provides protectiveness for centuries. This remedy isequal to or better than the prior technologies with respect to meeting relevant performancestandards and has demonstrated an exceptionally high capacity for meeting the standards wellinto the future.
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SEGTIONONE Introduction
1.1 SITE BACKGROUNDThe DuPont Newport Superfund Site (Site) occupies approximately 120 acres on the banks of theChristina River at James and Water Streets in Newport, Delaware. The Site includes landcurrently occupied by the Ciba Specialty Chemicals plant (a paint pigment production facility),the former DuPont Holly Run facility, the North and South Landfills (separated by the ChristinaRiver), and a former employee recreational area, known as the ballpark. On August 22, 1988,DuPont entered into an Administrative Order of Consent with EPA and agreed to perform aRemedial Investigation and Feasibility Study for the Site, which led to the 1993 ROD.As a part of earlier pigment operations, off-specification products were disposed in the North andSouth Landfills. The South Landfill, which operated from 1.902 to 1953, was used for thedisposal of Lithopone wastes. Waste slurries from the purification of zinc and barium ores werepumped from the plant and discharged into a bermed area, creating the South Landfill. In the1970s, the South Landfill was covered with soils from excavations for the construction of theDelaware Highway 141 Christina River Bridge.
1.2 REMEDY HISTORY AND PROPOSED CHANGEThe 1993 ROD called for the portion of the South Landfill owned by the State of Delaware(including the roadway) to be excavated and placed in the portion of the landfill owned byDuPont. Original estimates of the total amount of materials to be excavated were approximately37,000 cubic yards. Data developed by the Delaware Department of Transportation (DelDOT)and recently refined by DuPont indicated that 85,000 cubic yards would require excavationbecause the contamination was deeper than originally anticipated, representing a 230% increasein cost.In 1 4, DelDOT :id DuPont independently su- nitted alternate remedy proposals to the EPA inan e, irt to add the contamination in a less costly manner. In 1995, EPA selected analternate remed> \>r the South Landfill and issued an Explanation of Significant Differences(1995 ESD) to modify the 1993 ROD. The revised remedy changed the treatment technologyfrom in-situ stabilization to chemical precipitation with sodium sulfide and sodium sulfate. The1995 ESD also upgraded the containment system from a soil cover to a low permeability cap, acircumscribing groundwater barrier wall, and a groundwater pump and treat system.Since the 1995 ESD was issued, considerable additional information has been collected thatimpacts prior assessments and supports a new, innovative, cost-effective treatment technology(DuPont, 2000). These new data indicate that a permeable reactive barrier (PRB) and engineeredcap will provide a better remedy than either the 1993 ROD or the 1995 ESD remedies. Theproposed PRB remedy is more permanent, implementable, and cost effective than the prior tworem'edies. In addition, the PRB remedy will provide equal or better protection of human healthand the environment and will not increase the waste volume. This technology can be appliedsimply and effectively using proven construction methods, and it will reduce the requiredimplementation time to less than one year.
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SECT10NQNE____________________Introduction
The following table presents a summary of the major design elements of the 1993 ROD, the1995 ESD, and the current proposed PRB remedy.
Comparison of Remedy Design Elements
Element
Cap
Treatment
Groundwater BarrierWall
Groundwater Pumpand Treatment
James Street
Riverbank
1993 RODRemedy
Soil Cap (10-5cm/s)
In-Situ SoilStabilization
None
None
Remove andRebuild
Contain withArmoring
199$ ESDRemedy
Dual Layer Capwith Geomembrane
and Liner
Soluble SodiumSulfide and Sulfate
10-7cm/sWallCircumscribingEntire Landfill,south of NCCoSewer Line
Maintain InwardGradient and TreatWater on-site
Remove andRebuild
Contain withArmoring
Current ProposedPRB Remedy
Single Layer Capwith HOPE
Geomembrane Liner
PRB with Gypsum,Iron, & Magnesitealong two sides of
landfill
10"7cm/s Wall southof NCCo Sewer
Line along one sideof landfill
None
Tie Cap into theRoadway
Contain withArmoring
The PRB remedy is equal to or better than the 1993 and 1995 remedies with respect to meetingrelevant performance standards and has demonstrated an exceptionally high capacity for meetingthe standards well into the future.
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SECTION! WO Description of Proposed PRB Remedy
2.1 WASTE TREATMENT AND CONTAINMENT CONCEPTUAL APPROACHThe current proposed remedy for the South Landfill includes a complete barrier system tophysically separate the waste material from the environment. The barrier system will consist of alow-permeability (10~7 cm/s or less) slurry wall coupled with a permeable reactive barrier wall,as shown in Figure 1. The slurry wall will be placed parallel to the Christina River along thesouth side of the New Castle County sewer main. The PRB wall will surround the remainder ofthe landfill. Both barriers will be vertically keyed into the relatively impermeable marsh depositbelow the landfill (see Figures 2 and 3). The slurry wall and reactive barrier will contain, to theextent practical, all of the waste material within the South Landfill, including the portion on theState's property as shown in Figure 1, and treat migrating constituents at the landfill boundary.The riverbank will be capped by clearing existing vegetation, extending the synthetic cap to themean low tide (-1.6 feet MSL) elevation, and covering the riverbank with armor stone (per recentEPA discussions). The landward slurry wall, engineered landfill cap, and riverbank cap willprevent further migration through the waste material not contained within the circumscribingslurry/reactive wall structures. The riverbank cap will also prevent further erosion and completethe containment of the waste.The slurry wall will be 36-inches wide with a 3-foot key into the clayey-silt marsh deposit. Thepermeable reactive barrier (approximately 18-inches wide) will be a mixture of treatment agentsand clean sand in the weight ratio of 100:20:5:5 (DelDOT-grade mortar sand: gypsum: iron:magnesite). Gypsum (CaS04«2H20) and magnesite (Mgs(CO3)4(OH)2»4H2O) are slightly soluble,and the iron (metallic, zero-valent), is insoluble in comparison to the highly soluble reactivematerials used in the 1995 ESD remedy. Therefore, these materials will not be readily flushedfrom the wall should infiltration rates increase. Theoretically, the PRB will actively treatmigrating groundwater for hundreds of years. Field and laboratory investigations are currentlyunderway for confirm longevity.All groundwater originating in the waste material will pass through the permeable barrier fortreatment to the same low levels established in the 1995 ESD. The PRB is designed to treatsoluble metals concentrations to below the following levels, providing equal treatment of thewaste constituents.
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SECTION! WO Description of Proposed PRB Remedy
Metal
BariumCadmiumCopperLead
ManganeseNickelZinc
Maximum Concentration (PPb)7,80041815
1,000730120
Within the reactive wall, the iron will treat soluble zinc via surface adsorption reactions. Thegypsum and magnesite will precipitate soluble barium and manganese as barium sulfate andmanganese carbonate, respectively. The treatment (while able to remove other dissolved metals)will not specifically target cadmium, copper, lead, and nickel because the concentrations forthese metals already meet the performance standards. Section 3 and Appendices A and B presentthe laboratory and field data used to develop this remedy.Two additional contaminants of concern, arsenic and chromium, are also not expected to beimpacted by the PRB treatment. Chromium concentrations are already below levels consideredprotective and do not warrant further treatment. Recent sampling during the April, 2000 in-situPRB field tests (DuPont, 2000) indicated that arsenic is also below levels considered protectiveof the environment and human health.Monitoring wells placed inside the permeable reactive barrier (see Figure 3) will confirmgroundwater treatment and provide an early warning against premature wall breakthrough toensure protection of human health and the environment. Approximately 10 monitoring wells (on200-foot centers) will be installed in the outside six inches of the barrier. In addition,downgradient wells will be installed to observe metals attenuation.A single layer cap will cover all of the waste material and extend beyond the limits of the slurrywall and reactive barrier to the riverbank and wetlands areas, respectively. The cap will have amaximum permeability of 10-7 cm/sec and will be designed as shown in Figure 2. The designincludes a single barrier synthetic geomembrane layer, a drainage layer, protective soil, andtopsoil. The cap design is a change from the 1995 ESD requirement for a dual-barrier capcontaining at least a synthetic geomembrane liner. The dual layer cap in the 1995 ESD remedywas essential for reducing groundwater infiltration to the maximum extent practical because thetreatment agents were extremely soluble and could be flushed from the waste by infiltratingrainwater. Maximum reduction of infiltration is not as critical to the current proposed PRBremedy because the treatment agents are either sparingly soluble or insoluble and also becauseany infiltrated water will be treated as it flows through the PRB.
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SECTIONTWO__________Description of Proposed PRB Remedy
As in the 1995 ESD remedy, additional fencing and a vegetative barrier (perhaps thorny plants)will be installed around the entire South Landfill area to control trespassing. The institutionalcontrols have already been established, including a notification attached to the deed regardingpast land use, restrictions on future land use, and health and safety requirements for maintenanceworkers of the roadway and sewer main that run through the South Landfill. These steps willprotect maintenance workers during future subsurface work.The present worth cost of this remedy is $5,050,000. Detailed cost estimates are provided inAppendix C. Appendix D presents recommended modifications to the Performance Standards asthey apply to the proposed PRB remedy.
2.2 SOIL-BENTONITE SLURRY WALL AND PERMEABLE REACTIVE BARRIERThe South Landfill will be treated by directing groundwater through a 2,000 feet long permeablereactive barrier which borders two (of three) sides of the landfill. A slurry wall will containgroundwater on the third side of the landfill. The low-permeability marsh deposit confininglayer will form the bottom of the containment system. This layer is continuous and at least 10feet thick so that an adequate "key" can be made. As shown in the ESD proposal, the SouthLandfill site and subsurface conditions are ideal for a soil-bentonite slurry wall. The topographyis relatively flat, and the depth to the confining layer is shallow enough (less than 30 feet) to useconventional backhoes for excavation. In addition, construction quality control and qualityassurance procedures are well established for slurry walls to ensure continuity and lowpermeability.The soil-bentonite slurry wall is proposed along the river side of the landfill because landfillmaterials have been previously found at the riverbank. Within this region it is infeasible tocontain the waste within a reactive barrier; hence, the impermeable barrier will isolate the wastematerials from the river via physical and hydraulic separation.The slurry wall and reactive barrier will contain, to the extent practical, all of the waste materialwithin the South Landfill, as shown on Figure 1. The alignment is based on EPA's agreement(EPA, 1996b) that the wall can be placed on the south side of the New Castle County sewermain. EPA approved this location because the residual risk from the untreated material coveredby a geomembrane and stone along the riverbank was less than the risk of a catastrophic sewerline failure. The areal extent of the waste to the north and east was confirmed with recentGeoprobe® borings (DuPont, 2000).The soil-bentonite slurry wall will be designed to have a maximum permeability of 10-7 cm/sec.The slurry wall will be a minimum 36-inch-wide wall with a 3-foot key into the clayey silt layer.The soil-bentonite backfill will consist of clean backfill mixed with bentonite slurry (EPA1996a). The Pre-Final design and construction bid documents are currently being prepared.The permeable reactive barrier will be 18 inches wide with a 3-foot key into the clayey-siltmarsh deposit. The barrier will be a mixture of treatment agents and clean sand in the weightratios of 100:20:5:5 (sand: gypsum: iron: magnesite). All groundwater passing through the wastematerial will pass through the permeable barrier. The PRB will contain slightly soluble gypsumand magnesite and insoluble iron. Laboratory column studies showed an eight-inch wall would
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SECTIONTWO__________Description of Proposed PRB Remedyprovide over 100 years of wall life when installed with an engineered single-barrier, syntheticcap, as described previously. Hence, an 18-inch width would provide a very high level ofconfidence of achieving all treatment goals and an effective treatment barrier life of severalhundred years.The low-permeability marsh deposit confining layer will form the bottom of the containmentsystem. This layer is continuous and at least 10 feet thick so that an adequate "key" can be made.The existing cover soil and the low-permeability geomembrane cap on the South Landfill willcompletely separate the waste from the environment. The geologic occurrence (continuity andthickness) and hydraulic characteristics (permeability) of the confining layer found beneath theSouth Landfill waste material has previously been described (DERS 1995).
2.3 SINGLE BARRIER CAPThe cap will cover all of the waste material and extend beyond the limits of the slurry wall andreactive barrier. The cap will have a maximum permeability of 10-7 cm/sec. The cap will bedesigned as shown in Figure 2. The design includes a barrier layer (such as a syntheticgeomembrane), a geotextile drainage layer, protective soil, and topsoil.Infiltration through the cap was estimated with the Hydrogeologic Evaluation of LandfillPerformance (HELP) model to determine cap performance (see Appendix D). The modelindicates that the single barrier cap will reduce infiltration over 99.98 percent from currentconditions (16 vs. 0.0031 in/yr). The difference between a single barrier and the dual barrierspecified in the existing performance standard is negligible (0.94 gal/year).The cap design is a change from the 1995 ESD requirement for a dual-barrier cap with both asynthetic geomembrane and a geocomposite clay liner. Reducing groundwater to the maximumextent practical was a critical element of the 1995 ESD remedy because the treatment agentswere extremely soluble and could be flushed from the waste by infiltrating rainwater.
2.4 MONITORING TREATMENT EFFECTIVENESSMonitoring wells placed inside the permeable reactive barrier will monitor treatment and providean early warning to facilitate protection of human health and the environment. Approximately10 monitoring wells (on 200-foot centers) are proposed within the permeable reactive barrier(see Figure 1). One-inch diameter wells will be installed in the outside 6 inches of the barrier(see Figure 2). In addition, monitoring wells will be installed downgradient of the South Landfillto monitor metals attenuation as groundwater migrates from the landfill (see Figure 2).Installation of wells in the outer third of the permeable reactive barrier will monitor treatmentconditions and metals capture. In addition, since laboratory and field tests have shown hundredsof years wall life with much thinner installations, placement of the wells in the outer third willprovide adequate early warning, in the unlikely event that breakthrough occurs at some point inthe future.
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SECTIONTHREE___________PRB Technology Demonstration
Multiple phases of laboratory studies and field tests have demonstrated the viability of a PRB forthe treatment of metals of concern, most notably barium, zinc, and manganese. Initial studiesachieved removal of all metals except manganese (DuPont, 2000). Subsequent laboratory batchtests using an additional treatment reagent (magnesite) have demonstrated excellent manganeseremoval. Confirmatory laboratory column studies and in-situ field tests confirm that the PRBtechnology described below treats the South Landfill with equal or better protectiveness thanprior technologies.
3.1 PERMEABLE REACTIVE BARRIERA permeable reactive barrier is an in-ground emplacement of chemically active materials in thepath of groundwater movement. Laboratory and field tests showed aqueous contaminants will beremoved as groundwater passes through the barrier. Metals were removed by precipitation andsorption. The barrier will be of sufficient width to provide adequate residence time and long-term capacity (hundreds of years), and deep enough to key into impermeable layers at the base ofan aquifer (ensuring that all groundwater will pass through the reactive materials). Onceinstalled, the barrier will require virtually no maintenance, only groundwater monitoring toconfirm treatment.To evaluate PRB technology for metals treatment at the Newport South Landfill, a series ofbatch and column experiments was performed focusing on barium and zinc treatment. These arethe two metals which exceed the treatment performance standards in groundwater within theSouth Landfill. First, screening batch tests were conducted with materials, which potentiallycould remove the metals. Two materials, gypsum (CaSO4-2H2O) and zero-valent iron (iron),showed excellent removal properties for barium and zinc, respectively. Barium precipitated asbarium sulfate; zinc is removed by adsorption.Gypsum and iron were then used in continuous-flow column tests to demonstrate theireffectiveness together with the sand that would make up the bulk of the PRB. Wall lifeprojections were then made based on the column tests and flows through the PRB underassumptions of different landfill cap configurations. Hydraulic permeability tests wereperformed to ensure PRB permeability throughout the remedy's life.As a final technology demonstration, in-situ field tests were constructed using a designpreviously used by the U.S. EPA and DuPont. A 12-inch diameter column of the PRBsand: gypsum: iron mix was placed in the ground in the presence of contaminated groundwater.A one-inch monitoring well was placed in the middle of the column prior to backfill.Performance was determined by sampling the water that had passed through 5.5 inches ofreactive material. The results of these tests validated the laboratory projections (DuPont, 2000).A second round of batch, column, and in-situ tests were then conducted, focusing on manganeseremoval. Batch tests showed the addition of magnesite (a slightly soluble form of magnesiumcarbonate) treated the manganese. (Manganese appears to be mobilized by the presence of ironin the PRB). Column and in-situ test borings with magnesite added to the sand-gypsum-ironmixture demonstrated effective treatment of the waste and removal of all dissolved metals towell below their performance standards._
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SECTIONTHREE____________PRB Technology Demonstration
3.2 LABORATORY EVALUATIONS FOR BARIUM AND ZINC TREATMENTThis section describes the laboratory evaluations that were performed to develop the permeablereactive barrier treatment technology. Appendix A describes the evaluations in detail.
3.2.1 Batch Tests for Barium and Zinc TreatmentBatch tests were used to screen potential treatment materials. Groundwater from two locationsinside the South Landfill were tested, representing areas of high barium or zinc concentration.The barium-rich water was used to evaluate the gypsum treatment effectiveness. The zinc-richwater was used to evaluate the treatment effectiveness of zero-valent iron, millscale, steel slag(from BOF, basic oxygen furnace process), and iron sulfide.These tests covered a broad range of concentrations for each active material. Groundwater andthe reactants were put in 125 cc polypropylene bottles, the headspace purged with nitrogen, andthen agitated end-over-end for 24 hours. Samples of the liquid phase were then passed through a0.45-micron filter and analyzed for the constituents of interest. Control samples followed thesame procedures except that no reactive material was added.Barium concentrations were reduced from 290,000 ppb to less than 500 ppb by the addition of0.5 weight percent of gypsum. The resulting concentration was substantially lower than therequired 7,800-ppb standard (see Appendix A).Zinc concentrations were readily reduced from approximately 1,000 ppb to less than 10 ppb (vs.a goal of 120 ppb) by several materials, including zero-valent iron (Peerless -8 +50 mesh), ironsulfide, steel mill scale, and steel slag. The first two showed exceptional activity. Zero-valentiron (iron) was chosen for further evaluation due to its high activity and DuPont experience atother sites.Of the other metals of concern, cadmium, copper and lead were less than the detection limits of4 ppb in both feeds and treated waters. Nickel was significantly less than the goal of 730 ppb inboth feeds and all treated waters, and was reduced in all cases except mill scale. Manganese wasgenerally not reduced by the materials, and in some cases manganese levels increased as a resultof treatment, although final concentrations in the laboratory studies remained below thetreatment performance standard of 1,000 ppb established in the ESD.
3.2.2 Column Tests for Barium and Zinc TreatmentContinuous-flow column tests were conducted with the selected reactive agents - gypsum andiron. The column tests were performed to assess wall life (capacity), synergistic (or antagonistic)effects of combining the materials, and potential performance limitations (such as plugging).Two independent tests were run, on barium-rich and zinc-rich samples from South Landfill wellswith the elevated barium and zinc concentrations.
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SECTIONTHREE___________PRB Technology DemonstrationWhile the barium and zinc concentrations leaving the landfill vary along the perimeter, DuPonthas chosen one wall composition which would ensure treatment of both barium and zinc at alllocations. Based on the batch tests and a projection of reactant needs, a mix composition waschosen with parts by weight of:
Sand : Gypsum : Iron = 100 ; 20 : 5An inert material, mason sand - a standard Delaware Department of Transportation material, waschosen as the base material for the PRB. Permeability tests showed that 20 weight percentgypsum mixed with mason sand had a permeability of 6 x 10"4 cm/sec. Waste permeabilitiesranged from 2 x 10"5 to 1 x 10"6 cm/sec (Kiber 2000). The permeable barrier will thus have ahigher permeability than the landfill material, preventing a "bathtub" effect.For the laboratory experiments, two independent column tests were run concurrently, one withbarium-rich feed water and one with zinc-rich feed water. Each test consisted of a reactivecolumn filled with the above mix, and a control column filled with sand alone. Pressure dropacross the columns was measured to determine the permeability of the columns over time.Barium removal was readily accomplished from both the barium-rich and zinc-richgroundwaters. With the barium-rich feed, 500,000 ppb barium was reduced to nominally 1,000ppb. With the zinc-rich feed, 70,000 ppb barium was reduced to nominally 100 ppb. Theseresults were consistent over the one-month test, and demonstrated barium removal to well belowthe 7,800 ppb limit.Zinc removal was difficult to quantify due to analytical complexities (possible interferences,etc.), but the performance was clear. While the zinc-rich feed water varied from 100 to 1,000ppb, zinc was consistently reduced to non-detect (25 ppb) in both the active and control columnsover the one-month test. The mortar-sand backfill also has some limited affinity for metalsadsorption. Thus zinc levels were well below the standard of 120 ppb.Of the other metals of concern, cadmium, copper and lead were less than the detection level of 4ppb in both feeds and treated waters. Nickel was less than 30 ppb in treated groundwater, wellbelow the goal of 730 ppb. Manganese, up to 100 ppb in feeds, was observed in zinc watercolumn effluents at 200 to 8,000 ppb. -In barium-rich effluents, manganese was found at 200 ppbto non-detect (10 ppb) levels.Reactive column flow and pressure drops were used to calculate the column materialpermeabilities after 45 days of flow. The hydraulic conductivity was 2.2 x 10"4 and2.6 x lO cm/sec for the zinc and barium columns, respectively, the same magnitude as the freshmixture (~6 x 10"4 cm/sec). No permeability decrease was thus observed over many simulatedwall lifetimes, and wall plugging should not be expected to occur.
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SECTIONTHREE___________PBB Technology Demonstration
3.3 IN-SITU FIELD DEMONSTRATION FOR BARIUM AND ZINC TREATMENTTwo in-situ boring clusters, each consisting of a treatment well and a control boring, were placedin locations that had shown elevated levels of barium and zinc in the Geoprobe® groundwatersampling (DuPont, 2000). Each treatment boring consisted of a 12-inch diameter column oftreatment material consisting of sand, gypsum, and iron in a weight ratio of 100, 20, and 5,respectively. A 1-inch PVC pipe was placed in the middle of the boring, surrounded by thetreatment material.Each control boring was placed about fifteen feet (up- or side-gradient) from their respectivetreatment pair and were similarly constructed except that clean sand was used in place oftreatment material (see Figure 1). The PVC pipe was screened five feet from the bottom of eachwell. A standard bentonite seal was placed above the treatment material or clean sand.The field demonstration supported the laboratory tests. Barium, zinc, cadmium, copper, nickel,and lead were treated to below their respective performance standards. Manganese levels,however, while below the performance standard in the zinc-rich well, were above theperformance standard in the barium-rich well.The manganese results indicated that the presence of iron reduced the oxidation potential of thegroundwater and made manganese more mobile. The difference between the laboratory columnresults and in-situ results is due to the different groundwater and in-situ soil conditions and isvery difficult to predict, confirming the importance of the in-situ test borings.
3.3.1 Field Tests ProcedureWater was pumped from the wells between sampling events to confirm treatment performanceunder field geochemical conditions and, secondarily, to simulate wall life. A maximum pumpingrate for the field tests was calculated by multiplying the laboratory column test rate of 0.5 L/dayby the ratio of the area of the field test (at the annular diameter midpoint) to the laboratorycolumn test. The calculated maximum pumping rate was 8.125 L/hr; the average actual pumpingrate was 4.5 L/hr with a range of 3.0 to 6.3 L/hr. The test and control wells in each well clusterwere pumped at the same rate using a dual-head peristaltic pump. Filtered groundwater sampleswere analyzed each day the test columns were pumped.
3.3.2 ResultsBarium removal was demonstrated in both the barium-rich and zinc-rich locations. At thebarium-rich groundwater location, the barium concentration in the water from the control wellranged between 44,500 and 103,000 ppb, compared to a concentration range of 11 to 58 ppbfrom the treatment well. At the zinc-rich groundwater location, the barium concentration in thewater from the control well ranged from 133,000 to 230,000 ppb, whereas the bariumconcentration in water from the treatment well ranged from 160 to 540 ppb (DuPont, 2000).
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SECTIOMTHREE ______PRB Technology Demonstration
Zinc removal was difficult to observe because of the low zinc concentrations in both locations.The zinc concentrations in the zinc-rich control well ranged from 15 ppb to non-detect. All zincconcentrations in the water from the zinc-rich treatment boring were below 6 ppb and most werenon-detect. In water from the barium-rich control well, the zinc concentration was never higherth'an 47 ppb. Zinc concentrations in the water from the treatment well were never above 9 ppband were non-detect in all samples after the second day of the field test.For other constituents of interest, cadmium, copper, lead, and nickel were nearly below theirdetection limits throughout the field tests. None were above the practical quantitation limit.Calcium was detected in water from the control wells, at an average of 20,000 ppb, and in muchhigher concentrations in water from the treatment wells (an average of 550,000 ppb). The highercalcium concentrations are the result of gypsum dissolution. Manganese was detected in waterfrom the zinc-rich wells at levels below 1,000 ppb. Manganese was also below the treatmentstandard in the barium-rich control well. Water in the barium-rich treatment well was about15,000 ppb, exceeding the treatment standard.
3.4 MANGANESE TREATMENTThe initial in-situ tests (and subsequent laboratory tests) confirmed that the presence of iron inthe PRB created reducing conditions that mobilized manganese, which is naturally present in sitesoils and as a minor constituent in the iron, sand and gypsum. After additional testing, theaddition of magnesite (magnesium carbonate) to the PRB composition was found to giveexcellent results in laboratory batch tests (see Appendix A). The terms "magnesite" or "MgCO3"are used here even though the actual composition is a more complex hydrate.Barium-rich and zinc-rich groundwaters were independently spiked with soluble manganesechloride to give approximately 20,000 ppb of manganese. In separate tests, the waters were thenall treated with the initial sand : gypsum : iron wall mixture of 100 : 20 : 5. To this mixturemagnesite was added in a series of batch runs analogous to those of our other studies.Manganese solubility was dramatically decreased at even the lowest levels of magnesiteaddition. Even with the initial magnesite addition, manganese was below the required 1,000 ppb.No adverse effects were observed on the removal of other metals.
Manganese Concentrations (ppb) at Increasing Magnesite LevelsMagnesite "Weiglit Ratio" *
0.00.81.63.26.3
Barium-rich feed water18,700 '477186141100(dl)
Zinc-rich feed water15,800260115
<100<100
* Magnesite "Weight Ratio" (WR) is the weight of magnesite with respect to sand,i.e., sand : gypsum : iron : MgC03 = 100 : 20 : 5 : WR
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SECTIONTHREE___________PBB Technology DemonstrationTo confirm these batch results, both laboratory column and field tests are currently being run.They use the weight ratio [sand : gypsum : iron : magnesite = 100 : 20 : 5 : 5] and followed thesame protocols as previously described for the tests without the magnesite addition.
3.5 IMPACT OF SITE GEOCHEMISTRY ON METALS MOBILITY AND TREATMENTEFFECTIVENESS
The in-situ tests illustrated the sensitivity of metals mobility to geochemical conditions. The lowlevels of zinc at the landfill boundary and the elevated manganese in the treatment borings aredirectly attributable to soil and groundwater chemistry.Clearly, zinc is immobile in a reduced environment where sulfides are present. Inside thelandfill, high zinc levels (where found) are due to the nature of the wastes deposited in thelandfill and low sulfide levels. Historic groundwater data show dramatically different pH andmetals conditions across the landfill. As zinc migrates to the boundary, the levels are reduced bythe metal sulfides present in other wastes. This explains the low levels of zinc found at thelandfill boundary.Barium is unaffected by oxidizing or reduced conditions. Hence, elevated barium levels havebeen detected throughout the landfill. The presence of sulfates in natural soils precipitatesbarium. Where present at the landfill boundary, barium levels are low.Manganese (where present in soils) is more mobile in reduced conditions created by metalsulfides in waste ones. Iron (zero-valent iron) in the treatment barrier dramatically lowers thereduction potential and mobilizes manganese. The addition of a slightly soluble carbonate(magnesium carbonate) to the treatment mix precipitates manganese.
3.6 WALL LIFE PROJECTIONSThree factors determine the wall life for the South Landfill PRB - groundwater contaminantlevels, groundwater flow from the waste material, and reactant capacity. Groundwatercontaminant levels are determined by waste characteristics and contact of groundwater withwaste. Groundwater flow can be controlled by the design of the landfill cap permeability (andsubsequent infiltration). Reactant capacity is a function of initial concentration and solubility(these constituents must dissolve at a level greater than that required for metal precipitation) andiron loading.The only factor that cannot be controlled is the concentration of contaminants in groundwater.Groundwater flow (cap permeability) and reactant capacity can be designed to ensure adequatewall life and long-term performance. Cap infiltration was estimated using the HELP(Hydrologic Evaluation of Landfill Performance) Model for the current cover and the proposedHDPE cap. The proposed cap has such a low infiltration rate (0.0031 irt/yr) that only a fewweeks of testing are equivalent to hundreds of years of treatment. In-situ data are included inAppendix B, and the HELP model calculations are included in Appendix D.
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SECTIONTHREE___________PRB Technology DemonstrationIn-situ testing has shown that the PRB with gypsum, iron, and magnesite meets the treatmentstandard, even after the equivalent of decades of infiltration as shown in the following table.Field and laboratory tests are continuing to extend the wall life prediction.
Permeable Reactive Barrier Wall Life Predictions from In-situ Tests
Cap TypeCurrent Conditions (3 ft. soil)
Soil (18 in.) + Drainage Layer + HOPE+ Basin Road
InfiltrationRate, in/yr.
60.0031
Wall Flux,cm3/cm2/day
1.240.00064
Field Year/gal treated
0.0012.22
Wall Life,Years0.04179
These cases represent a wall only 5.5 inches thick, the radius of the in-situ boring. In practice,the wall will be 18-inches thick, thus yielding an estimated wall life more than three times thatpredicted above (>250 years). This evaluation shows that the single barrier cap with drainagelayer tied into the existing roadway ensures centuries of treatment.
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SECTIONFOUR________________Rationale for Selection
The current proposed alternative was evaluated in detail and compared to the previously selected1993 ROD and 1995 ESD remedies in order to determine which would be the most effective inachieving the goals of CERCLA and in achieving the remedial action objectives for the Site.The following nine EPA criteria were used during the evaluation to guide remedy selection:
Q Overall protection of human health and the environmentQ Compliance with applicable or relevant appropriate requirements (ARARs)Q Long-term effectiveness and performanceQ Reduction of toxicity, mobility, or volume through treatmentQ Short-term effectivenessQ ImplementabilityQ CostQ State acceptanceQ Community acceptance
The first two criteria are threshold criteria and must be met by the chosen site remedy (exceptwhen an ARAR waiver is invoked). The next five criteria are the primary balancing criteria, andthe remaining two criteria are referred to as modifying criteria. The following sections present acomparison of the current proposed PRB remedy to the previously selected remedies for theSouth Landfill using the nine EPA criteria.
4.1 OVERALL PROTECTION OF HUMAN HEALTH AND THE ENVIRONMENTThe current proposed PRB remedy offers a greater degree of overall protection to human healthand the environment than either the original 1993 ROD remedy or the 1995 ESD remedy. In theoriginal ROD remedy, the stabilized waste would continue to leach small amounts ofcontaminants to the river and wetlands because the waste would not be isolated from thesurrounding environment.Both the 1995 ESD and the current PRB remedies include complete containment systems thatwill isolate the waste materials from the surrounding environment. The difference between thesetwo containment systems is that the PRB remedy incorporates a reactive barrier as pan of thecircumscribing wall. Contaminates in water from inside the landfill will be treated as it flowsthrough the reactive barrier component of the wall. In the unlikely event that the soil cover andcap fail, the PRB would continue to treat fluids exiting the landfill, safeguarding against releasesto the surrounding environment. Furthermore, the PRB remedy is a passive treatment system,relying upon natural processes to treat the landfill fluids. Unlike the 1995 ESD remedy, the PRBremedy is not dependent upon the continuous operation of a mechanical extraction and treatmentsystem for optimal performance.
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SECTIONFQUR __________ Rationale tor Selection
Sewer line workers and highway workers will continue to be protected by special health andsafety measures. Institutional controls preventing new utilities in the landfill will protect otherutility workers.
4.2 COMPLIANCE WITH ARARSMost of the major ARARs for the South Landfill are related to the protection of wetlands, withthe exception of Resource Conservation and Recovery Act (RCRA) Subtitle D closurerequirements and Delaware Regulations Governing Solid Waste (see Table 12 in the ROD). Allthree remedies meet their respective ARARs. Care will be taken during the design andconstruction of the PRB remedy to prevent any adverse effects in the South Wetlands and theChristina River. The riverbank cap ensures long-term containment of landfill material outside ofthe slurry wall and sewer line. Experience with the wetlands and vertical barrier remedies at thesite demonstrate that vegetation rapidly re-establishes in the armor stone, and the stone creates adiverse microenvironment for foraging fish and birds.
4.3 LONG-TERM EFFECTIVENESS AND PERFORMANCEThe PRB remedy has increased long-term effectiveness when compared to the 1993 RODremedy because it isolates the waste materials from surrounding environmental receptors via asystem of circumscribing walls, and it contains a cap that is less permeable than the soil covercontained in the original remedy. The 1993 ROD stabilization remedy does not isolate the wastematerials from the environment and is susceptible to fracturing, caused by differential settling,which could create free pathways for unimpeded contaminant migration.The PRB remedy also presents improved effectiveness over the 1995 ESD remedy because it isdesigned for long-term (decades) leachate migration through treatment materials that are eithersparingly soluble (gypsum and magnesite) or insoluble (iron). The 1995 ESD treatment agentsare extremely soluble, hence susceptible to flushing from the waste by infiltration. Due to thedifferences in solubility of the reactive materials in the two remedies, the PRB remedyperformance is not as dependent upon the cap integrity as the 1995 ESD remedy. Should thePRB remedy cap fail, infiltrated water would merely flow through the PRB and be treated.Placing monitoring wells within the barrier provides decades of advance warning to ensurecontaminants are treated and contained. Conversely, cap failure for the 1995 ESD remedy couldresult in flushing of the reactive agents and potential releases of waste materials to thesurrounding environment.The 1995 ESD remedy also requires the continuous operation of a groundwater extraction andtreatment system to ensure waste containment and remedy success. Any downtime experiencedby this pump-and-treat system could impact the performance and effectiveness of the 1995 ESDremedy. The effectiveness of the PRB remedy is not dependent upon external mechanicalsystems.
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SECTIONFOUR_______________Rationale for selection
4.4 REDUCTION OF TOXICITY, MOBILITY, OR VOLUME THROUGH TREATMENTAll three remedy options would significantly reduce the mobility of the metals throughtreatment. However, the original 1993 ROD remedy would increase the waste volume byapproximately three percent (15,000 cubic yards) (Kiber, 2000), and the 1995 ESD remedy isestimated to increase the total waste volume by five percent (DuPont, 1999). Anotherdisadvantage of the 1995 ESD remedy is that the groundwater treatment system will generateadditional waste materials that would require off-site disposal. The current proposed PRBremedy will immobilize migrating metals via precipitation and adsorption reactions within thewall, with no net increase in waste volume. This will aid the design and construction of thetreatment remedy and will minimize any decrease in floodplain volume.The use of slightly soluble gypsum and magnesite in the PRB will add calcium, magnesium,sulfate, and carbonate to groundwater. Calcium and magnesium are common metals and"hardness" ions with no toxicity to humans or animals. In fact, hardness ions have been found toreduce the toxicity of other metals in surface water. Likewise, sulfates and carbonates will nothave an adverse impact at these levels.
4.5 SHORT-TERM EFFECTIVENESSWhile all remedies are equally effective in the short term, the PRB remedy will be faster toimplement due to both its less invasive techniques and use of proven installation methods.Furthermore, the PRB remedy will not disturb the existing soil cover until the cap is installed,reducing potential risks for environmental releases and exposure to the waste materials. The1993 ROD and 1995 ESD remedies both require two construction seasons for implementation,including over 50 weeks for the 1993 ROD soil mixing. The PRB remedy requires only oneconstruction season to implement, thus minimizing impacts to traffic along South JamesStreet/Basin Road.
4.6 1MPLEMENTABILITYThe PRB technology is easier to implement than either the soil stabilization or the in-situchemical treatment methods due to its shorter construction period, use of proven constructionmethods, and inherent protection of the sewer line by less-intrusive equipment. Both the 1993ROD soil mixing remedy and the 1995 ESD remedy must cover the entire landfill area, ensuringthat all waste volume is treated in place. Conversely, the PRB remedy will be emplaced alongthe circumference of the landfill, and will need to treat only the volume of waste materialleaching from the landfill. The 1993 ROD and 1995 ESD remedies would require a longer timeframe to implement with greater interruptions to Basin Road traffic, even when multiple mixingunits or chemical infiltration units were considered. The PRB remedy would only sporadicallyrestrict traffic in one direction (at any time) for only a few weeks.
AR32U/0 1 S:\NEWPORT\NOV2000FEASIBIUTYREPT\7105SLW.DOC\18-JAN-01\7105\ 4-3
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SECTIONFOUR____ ___________Rationale lor SelectionThe PRB remedy is also easier to implement because it is a passive treatment remedy with anextended life span of several hundred years. Contaminants will be removed from thegroundwater as it flows through the treatment materials. Treatment success is not contingentupon continuous operation of a containment system. The 1995 ESD chemical treatment remedywould require the continuous operation and maintenance of a groundwater extraction andtreatment system to contain the waste materials.
4.7 COSTThe cost for the 1993 ROD, 1995 ESD, and PRB remedies were investigated in detail (seeAppendix C) and are summarized in the following table. Additional treatability studies wereperformed to confirm the cost of the 1993 ROD remedy (waste volume is approximately 500,000cubic yards). As illustrated, the PRB remedy is the most cost-effective option.
COST COMPARISON ($MM) :ROD, ESB and PRB Remedies :><
ItemSite PreparationFinal Cover/Capincluding RiverbankBasin RoadExcavationStabilization orTreatment (PRB)Slurry WallCost SubtotalOther Direct CostsConstruction SubtotalO&M (NPV)Contingency (5%)Total
ROD Remedy0.2
0.5
1.8
9.80.0
12.33.8
16.10.40.8
17.3
ESDRemedy0.2
2.8
0.0
14.30.217.53.120.61.41.1
23.1
PRB Remedy0.25
1.97
0.0
0.980.153.351.084.430.380.24
5,05
4.8 STATE AND COMMUNITY ACCEPTANCEDuPont expects that both the state and community will support the PRB remedy because it iscost-effective and reduces impact on the Basin Road traffic.
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SECTIONFIVE_____________________Summary
In summary, DuPont proposes changing the Newport South Landfill remedy from the 1995 ESDremedy to the current proposed PRB remedy. The PRB remedy includes a barrier-PRB wallsystem and cap that would isolate the waste materials from the surrounding environment andtreat waste constituents at the landfill boundary. The PRB remedy changes the waste treatmentfrom sodium sulfide/sulfate injection to the in-situ permeable reactive barrier treatmenttechnology. This technology will remove soluble metals permanently from the groundwater viaadsorption and precipitation reactions within the wall materials. The net present worth cost ofthe proposed PRB remedy for the South Landfill is $5,050,000.DuPont believes that this proposed remedy ranks significantly better than the original 1993 RODand 1995 ESD remedies with respect to the nine criteria used to evaluate remedies. DuPontbelieves this PRB remedy would protect human health and the environment, would comply withARARs, would be cost-effective, and would utilize permanent solutions and alternativetreatment technologies to the maximum extent practicable.
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SECTIONS IX_____________________References
DuPont. July 7, 2000. Permeable Reactive Barrier Treatment South Landfill NewportSuperfund Site Newport, Delaware.
EPA. August 26, 1993. Record of Decision, E. I. DuPont Newport Superfund Site, New CastleCounty, Delaware.
___. August 17, 1995. South Landfill ESD.
_____. February 7, 1996a. South Landfill Value Engineering Report Comments.
___. June 28, 1996b. South Landfill.
Kiber. February 2000. South Landfill Site Stabilization/Solidification Treatability Study. FinalReport.
RR32U75U S \NEWPORT\NOV 2000 FEASIBILITY R£PT\7105SLW.DOC\18-JAN-OU7105\ 6- 1
FICURES
AR32U755
PERMEABLE REACTIVE BARRIER REMEDY
Area to be CappedRiverbank Sectionto be StabbedGroundwaterBarrier Wal
El DuPontNewport Site
Riverbank
LocationJames
PermeableReactive
• Barrier WalSouth Disposal Site
iSouth Wetlands
VegetatedBoundary
Current Locationof South JamesStreet/Basin Road
LegendMonitoring WelPortion Owned byState of Delaware
James Street i' . 1 Wetlands
Uplands
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COVER SOIL. TYPICALLY GRAY TO BROWN. n ——— I SANO- COLUMBIA FORMATION, TYPICALLY ORANGESILT TO SILTY CLAY I ' " I TO ORANGE BROWN, FINE TO COURSE SAND,
i' * ' SOME GRAVEL
FILL MATERIAL \S \ CLAYEY SILT, MARSH DEPOSIT. TYPICALLYFILL MATERtAL \S \J/ __ |
PRB WALL
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Detail of PRB Wall
DuPont Newport SiteNewport, Delaware
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APPENDICES
AR32U759
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AR32U760
APPENDIX A
LABORATORY REPORT- DEVELOPMENT OF DATA FOR APERMEABLE REACTIVE BARRIER
AR32U76
A-1
BASIC BATA REPORT FOR RARIOM ANO ZINC TBEATMENT
flR32i*762
June 28, 2000
To: P. Brandt ButlerCRG/WCD
From: John A. WilkensCR&D
Newport South Landfill:Laboratory Development of Data for a
Permeable Reactive Wall
Permeable Reactive Wall — Developmental Basis
A permeable reactive wall (PRW), a.k.a. permeable reactive barrier, is an undergroundemplacement of reactive material in the path of flowing groundwater, such that aqueouscontaminants are removed or destroyed as groundwater passes through the wall. Manymetals can be removed by precipitation or sorption. Such a wall would be two- to three-feet thick, and deep enough to key into impermeable clay layers at the base of an aquifer.It would circumscribe the South Landfill except in the area where there would be abarrier slurry wall. Once emplaced, a wall requires virtually no routine maintenance, justmonitoring of the external groundwater for performance confirmation.
To determine whether PRW technology would work for barium and zinc removal fromthe Newport South Landfill, a series of batch and column experiments was performed inthe laboratory. First, scouting batch tests were made to see what materials had thecapability to remove the metals. Two materials, gypsum (CaSC>4.2H2O) and zero-valentiron showed excellent removal properties for barium and zinc, respectively. These werethen used in continuous-flow column tests to demonstrate their effectiveness together andwith the sand that would make up the bulk of the PRW. Wall life projections were thenmade based on the column tests and flows through the PRW under assumptions ofdifferent landfill cap configurations.
As a final technology demonstration, we employed a significant new in-situ field test thathas been demonstrated by the U.S. EPA and DuPont. A 12-inch diameter column of thePRW sand:gypsum:ZVI mix was emplaced in the ground in the presence of contaminatedgroundwater. Central in the column was a one-inch monitoring well. Performance wasdetermined by sampling the core water that had passed through six inches of reactivematerial. The results of this test further validate the laboratory projections.
RR32U763
Laboratory Batch Tests - Procedures
Batch tests were employed for screening reactive materials for use in a PermeableReactive Wall. Two types of water were tested, representing areas of high barium or zincconcentration. Appropriate materials were used for each removal action:
> Water from a barium-rich zone within the South Landfill• Material: CaSO4.2H2O (gypsum)
> Water from a zinc-rich zone within the South Landfill :~|• Materials: Zero-valent iron, millscale, steel slag, iron sulfide >
These tests covered a broad range of concentrations for each reactive material, to Idetermine the level at which each would potentially become effective. Reaction times 'were standardized at 24 hours; experience with kinetics experiments showed that this wasa good measure of relative performance. Groundwater and materials were put in 125 ccpolypropylene bottles, the headspace purged with nitrogen, and then agitated end-over-end for 24 hours. Samples of the liquid phase were then passed through a 0.45-micronfilter and analyzed for the constituents of interest. Control samples followed the sameprocedures except that no material was added.
Analytical Procedures
Sample analyses were performed by DuPont's Corporate Center for Analytical Sciences:
> Barium and zinc were analyzed using ICP-AES (inductively coupled plasma -atomic emission spectroscopy) down to 100 ppb and 25 ppb, respectively.
> Other metal concentrations were determined using ICP-MS to the following levels(ppb): aluminum 100, cadmium 4, calcium 100, copper 4, iron 100, lead 4,magnesium 100, manganese 100, nickel 100, potassium 100, and sodium 100.
> Anion concentrations were determined using 1C (ion chromatography) down to 500ppb: sulfate, chloride, fluoride, nitrate, nitrite, and phosphate.
Laboratory Batch Tests -- Results
Barium concentrations were reduced from 290,000 ppb to less than 500 ppb by theaddition of 0.5 weight percent of CaSO4.2H2O, through the precipitation of BaSO4. Thiswas substantially lower than the required 7,800 ppb standard. Additional gypsumconcentrations decreased barium levels to a minimum of approximately 150 ppb;illustrative results are shown in the following table:
i
i.
Wt. %CaSO4.2H2O0.514929
Barium cone.,PPb290,000492416224177143
Zinc concentrations were readily reduced from approximately 1000 ppb to less than 10ppb (vs. a goal of 120 ppb) by several materials, including zero-valent iron (Peerless -8+50 mesh), iron sulfide, steel-process mill scale, and steel slag, with the first twoshowing exceptional activity. Zero-valent iron, used as a PRW additive for chromiumremoval and dechlorination of organics, performed very well for zinc removal. Themechanism is not the cementation as in copper removal, but is probably sorption ontohydrous iron oxides surfaces. The performance of zero-valent iron is shown in the tablebelow:
Wt. % ZVI0.51
2 and higher
Zinc cone.,ppb10203839<10
Of the other metals of concern, cadmium, copper and lead were less than the detectionlimits of 4 ppb in both feeds and treated waters. Nickel was less than the goal of 73 ppbin feeds and all treated waters, and was reduced in all cases except mill scale. Manganesewas generally not reduced by the materials, and in some cases showed increases,although below the limit of 1000 ppb.
Laboratory run sheets follow for the independent batch experiments with gypsum forbarium removal and zero-valent iron for zinc removal. They give full details of theexperimental conditions and the concentrations of metals found at all levels of gypsumand ZVI addition.
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Laboratory Column Tests - Procedures
Continuous-flow column tests were then run to determine the performance over time of aproposed reactive wall mix on the South Landfill groundwater. Two independent testswere run, on barium-rich and zinc-rich waters. These waters were taken from thehighest-concentration wells for barium and zinc in the current field sampling, anddiffered from the sources (no longer available) used for the batch tests.
A standard Delaware Department of Transportation material, mason sand, was chosen asthe base material for the PRW. From permeability data (developed by KiberEnvironmental), it was determined that 20 weight percent gypsum could be mixed withthe mason sand and maintain a permeability (6 x 10 cm/sec). This is greater than that ofthe landfill material, and thus will permit flow of groundwater out of the landfill. Thecomposition of groundwater leaving the landfill at any point is not known with certainty,so that it is not possible to delineate zinc-removal and barium-removal portions of thePRW. Consequently, one wall composition was chosen to accommodate both the worst-case barium and zinc levels. Based on the batch tests and a projection of reactant needs,a mix composition was chosen with parts by weight of:
Sand : Gypsum : ZVI = 100 : 20 : 5.
For the laboratory experiments two independent column tests were run concurrently, onewith barium-rich feed water and one with zinc-rich feed water. The supply reservoirswere nitrogen blanketed with a positive-flow purge. Each test consisted of a reactivecolumn filled with the above mix, and a control column filled with sand alone. Thevertical Lucite® columns were 2-inches inside diameter. Reactive sections were eightinches long, with one inch of pure sand above and below the mix, and glass wool at theentrance and exit. The control columns contained ten inches of sand. An upward flow ofgroundwater was maintained at 500 cc/day through each column using low-flowperistaltic pumps, giving a throughput of four active void volumes per day.
Flow pressure drops across the reactive columns were measured to determine thepermeability of the columns, and to project whether there would be a decrease inpermeability as a PRW ages. For this, pressures were measured at the entrance and exitpoints of the reactive sections by independent manometers. This arrangement isillustrated in the drawing that follows.
J•'• >
JflR32k770 !
The feed flow to each (Ba, Zn) system wasmaintained by a peristaltic pump with low-flow heads. A rate of 500 cc/day/columngave four reactive void volumes of flowper day.
Zinc columns, with the reactive unit on theright. Eight inches of reactive mix waspreceded and followed by one inch of puresand. Plastic mesh spacers separatedreactive mixes from pure sand, and glasswool was used at the inlets and outlets. Forthe control column, a sand bed 10 inchesdeep was used. A small amount of thegypsum formed small balls, seen as whitespots, while most was uniformly dispersedthroughout the column.
Barium columns quickly turned dark grayin operation; the water gave off a strongsulfide odor. Manometer tubes were laterinserted in the upper and lower ports of thereactive columns to determine the pressuredrop across the reactive bed.
RR32U77I
Laboratory Column Tests -- Apparatus
Overview of column apparatus, showingtwo independent, concurrent tests. Left(zinc-rich) water reservoir fed left twocolumns, right (barium-rich) reservoir fedright two columns.
Nitrogen blanket over feed reservoirs wasmaintained by continuous low flow andexit bubblers filled with mineral oil.
RR32U72
OutletFlow
Newport South Landfill Column Test
Column Pressure Drop Measurements
outlet
Pressure drop across column= Plnlet " Pout lei
inlet
Inlet Flow
NOTES:
> Independent water manometers were used for pressure measurements at inlet andoutlet taps
> Outlet flow is at the level of Poutiei> Distance between Poutiet and Pjniei = 8 inches> Sand beds: 8 inches of reactive bed, with 1 inch of sand above and below reactive
section> Inlet and outlet taps are within sand beds, as close as possible to the beginning and
end of reactive sections
RR32U773
Laboratory Column Tests -- Results
Barium removal was readily accomplished from both the barium-rich and zinc-richgroundwaters. With the barium-rich feed, 500,000 ppb Ba was reduced to 1,000 ppb.With the zinc-rich feed, 70,000 ppb Ba was reduced to 100 ppb. These results wereconsistent over the one-month test, and demonstrate barium removal to well less than the7,800 ppb limit.
Zinc removal was difficult to quantify due to analytical complexities (possibleinterferences, etc.), but the performance was clear. The zinc-rich water feed variederratically from 100 to 1000 ppb Zn. Regardless of the input level, the zinc wasconsistently reduced to non-detect (25 ppb) in both the active and control columns overthe one-month test. Thus zinc levels were well below the standard of 120 ppb. With thebarium-rich feed water, no zinc was detected in the feed or effluent streams. This wasconsistent with the strong sulfide odor of this water, which implied that zinc had been fprecipitated in-situ as the sulfide. $
Of the other metals of concern, like with the batch tests, cadmium, copper and lead were tless than the detection level of 4 ppb in both feeds and treated waters. Nickel, at about 10 • *ppb in feeds, was less than 30 ppb in effluents, well below the goal of 73 ppb.Manganese, up to 0.1 ppm in feeds, was observed in zinc water column effluents at 0.2 to8 ppm, and in barium water column effluents at 0.2 ppm to non-detect (10 ppb). :
T.
Reactive column flow pressure drops were used to calculate the column materialpermeabilities after 45 days of flow. The hydraulic conductivities were 2.2 x 10"4 and 2.6x 10"4 cm/sec for the zinc and barium columns, respectively, the same magnitude as thefresh mixture tested by Kiber Environmental, ~6 x 10"4 cm/sec. No permeabilitydecrease was thus observed over many simulated wall lifetimes, and wall pluggingshould not occur.
Data sheets follow which show the progress through the continuous column tests. First isa table of the results from the zinc-rich water test, then one for the independent barium-rich water test. These follow zinc and barium removal, for which analysis was regularly idone. Third is a pair of tables showing the full scan of metals analysis, which was donefor a few days.
j15
Newport South LandfillBarium and Zinc Removal Column Tests
Date
3-183-193-203-213-223-233-243-253-263-273-283-303-314-34-54-74-104-124-14
RunDay
2345G7891011121415182022252629
Zinc WatFeed
Bappb70,50068,50072,50070,00074,60074,60068,00072,50071,50074,60071,80072,40079,30055,20054,00049,40054,40056,80070,500
Zn ppbnrnrnrnr
168158827
1.710950368195926966
1,0505406735816357
pr Columns ffrom weCor
Ba ppb4,83029,30053,50059,00061,80064,00094,70070,00066,40062,10056,10056,10062,20073,00053,00044,60055,00052,40052,700
trolZn ppb
nrnrnrnrndndndndndndndndndndndndndndnd
i RDw-11Re,active
Ba ppb640480453nr
114nr
183109113871731739196801336648
<100
Zn ppbnrnrnrnrndndndndndndndndndndndndndndnd
KEY-Feed = Supply reservoir for both Control and Reactive ColumnsControl = Exit (top) concentration from column filled with 100% sandReactive = Exit (top) concentration from column filled with reactive materials in sandnd = non-detect (25 ppb) for zincnr = no meaningful analytical result
AR32U75
Newport South LandfillBarium and Zinc Removal Column Tests
Date
3-183-193-203-213-223-233-243-253-263-273-283-303-314-34-54-74-104-124-14
RunDay
234567891011121415182022252629
Barium VjFeed
Ba ppb I Zn ppb496,000518,000551,000601,000600,000417,000293,000421,000430,000441.000402,000426,000513,000617,000587,000392,000348,000372,000420,000
ndndndndndndndndndndndndndndndndndndnd
ater Columns ffrom well RDW-21Control
Ba ppb 1 Zn ppb214,000473,000509,000464,000564.000475,000281,000418,000377,000416,000363.000439,000546,000381 ,000549,000448,000348,000395,000
nr
ndndndndndndndndndndndndndndndndndndnd
ReaBa ppb
1,1101,100800
1,000328344446609617661
1,0001,1601,1901,000863692824824nr
ptiveZn ppb
ndndndndndndndndndndndndndndndndndndnd
KEY:Feed = Supply reservoir for both Control and Reactive ColumnsControl = Exit (top) concentration from column filled with 100% sandReactive = Exit (top) concentration from column filled with reactive materials in sandnd = non-detect (25 ppb) for zincnr = no meaningful analytical result
»R32i«776u
Newport South Landfill laboratory Column TestFull Metals Analysis, ppb
NaMqAlKCaMnFeNiCuCdPb
NaMqAlKCaMnFeNiCuCdPb
Run Day 9
Zinc WaterFeed54,34518.393
<104,87569.008
114<1012<415<4
Control83.37930,026
196,36365,235
<10408<457<4<4
Reactive83.34927,821
176,480
606,986583
3,64622<4<4<4
Barium WaterFeed8,218118<10
300,0887,058<10<10<4<4<4<4
Control10,526
<10<10
33.4568,726<10<10<4<4<4<4
Reactive1 1 ,300
<1020
33.863592,178
<103.381
19<4<4<4
Run Day 20
Zinc WaterFeed I Control | Reactive41.45015,252
<104,09452,190
6237511<4<4<4
66,20722,040
155,45951.919
<10299<4<4<4<4
67,42023,177
<105,627
599,024209
3,61319<4<4<4
Barium WaterFeed I Control I Reactive7,699153<10
34,2527,553<10<10<4<4<4<4
11,193<10<10
40.1168.304<10<10<4<4<4<4
11,984<1032
40.084581 .750
<103.436
19<4<4<4
RR32U777
Wall Life Projections
Four components control wall life. Permeability maintenance, addressed above, wasdetermined to be good. Gypsum levels must be adequate for both barium removal and toaccommodate losses due to solubility in the effluent water. Iron levels must be adequatefor removing zinc. The column tests were a definitive physical demonstration that allfour parameters were more than adequate and would perform together as a whole.
The key to wall life projections is the amount of groundwater which will pass through thewall, requiring treatment. This groundwater flow is controlled by the nature of thelandfill cap, and wall life was projected for different landfill cap configurations. Thecap/infiltration performance was calculated using the HELP (Hydrologic Evaluation ofLandfill Performance) Model. The table below shows rainwater infiltration rates to thelandfill through the cap, the corresponding wall fluxes, the field years simulated by eachday of laboratory operation, and the wall life projected after 29 days of laboratory columnoperation. These cases represent a wall only eight inches thick, the length of our activecolumn. In practice, the wall will be two or three feet thick, thus giving an additional lifefactor of at least three times the lifetimes given below.
Cap Case
Current Conditions (3 ft. soil)[base case — no cap]
Asphalt (4 in.) + Stone (8 in.)Soil (18 in.) + Bentomat
InfiltrationRate,
in. H2O/yr6
0.10.02
Wall Flux,^ •»
cm /cm /day
1.24
.0207.00413
Field Years/Lab Day
.054
3.2716.4
Wall Life,Years
1.5
90450
Field Well-Column Test
As a final technology demonstration, we employed a significant new in-situ field testmethodology that has been demonstrated by the U.S. EPA and DuPont. A 12-inchdiameter column of the PRW sand:gypsum:ZVI mix was emplaced in the ground in thepresence of contaminated groundwater. Central in the column was a one-inch monitoringwell. Metals removal was determined by sampling the core water that had passedthrough six inches of reactive material. Accelerated wall life was simulated by drawingwater from the central well. The results of this test further validate the laboratoryprojections. Detailed results of this field pilot are reported separately.
,jflR32i*778 ]
Acknowledgements
This program was carried out in conjunction with numerous people in DuPont'sCorporate Remediation Group and Woodward Clyde Diamond, and Noel Scrivner ofDuPont Engineering Technology.
The analytical services for this program were performed by the DuPont Corporate Centerfor Analytical Sciences. The primary CCAS personnel involved were Jane Ramsey andMark McElwee.
The R&D program was performed by William Bazela and John Wilkens, of DuPontCentral Research & Development.
HR32U779
A-2
BASIC DATA REPORT FOR MANGANESE TREATMENT
ftR32l»780
December 15, 2000
To: P. Brandt ButlerCRGAVCD
From: John A. WilkensCR&D
Newport South Landfill:Manganese Removal from Groundwater:Laboratory Development of Data for
Permeable Reactive Barrier
Summary
This document summarizes our work demonstrating the removal of manganese fromNewport South Landfill groundwater. Previous laboratory studies and field tests havedemonstrated the viability of a permeable reactive barrier (PRB) for the removal of othermetals of concern, most notably barium and zinc. The laboratory portions of thistechnology were summarized in my memo of June 28.
Those previous studies achieved removal of all metals to EPA-specified levels except formanganese. Subsequent laboratory batch tests have demonstrated excellent manganeseremoval by the addition of magnesium carbonate (hydromagnesite mineral) to the PRBmix. Laboratory column studies and field tests are under way to confirm the batch resultspresented here.
Permeable Reactive Barrier — Technical Basis for Manganese Removal
Previous work demonstrated the simultaneous removal of barium and zinc fromgroundwater using gypsum (CaSO4.2H2O) and zero-valent iron, respectively, in standardmortar sand from DelDOT, with a weight ratio:
Sand : Gypsum : ZVI = 100 : 20 ; 5.
The presence of zero-valent iron in the PRB mix is believed to have made thegroundwater more reducing, thereby creating more-soluble Mn+2 from the relativelyinsoluble Mn+4. Various materials were investigated for suppressing manganesesolubility. Great laboratory success was found using a form of magnesium carbonateclosely related to its mineral hydromagnesite (4 MgCOa . Mg(OH>2 . 4 H2O). This willsubsequently be referred to as simply magnesium carbonate.
&R32U78
Laboratory Batch Tests — Results
Laboratory procedures are as presented in the June 28 memo.
Barium-rich and zinc-rich groundwaters were independently spiked with MnClj to giveapproximately 20,000 ppb of manganese. In separate tests, the waters were then alltreated with the initial wall mixture of "sand : gypsum : iron :: 100 : 20 : 5." To thismixture, MgCOs was added in a series of batch runs analogous to those of our otherstudies. Manganese solubility was dramatically decreased at even the lowest levels ofMgCO3 addition. Even with the initial MgCC>3 addition, manganese was below therequired 1,000 ppb. No adverse effects were observed on the removal of other metals.
.81.63.26.3
18,700477186141
IQO(dl)
15,800260115
100 (dl)
MgCO3 "Weight Ratio" is the weight with respect to sand, i.e.:______sand : gypsum : iron : MgCO3 : : 100 : 20 : 5 : WR
100(dl)•t*
Based on these results, a magnesium carbonate weight ratio of five has been chosen forthe reactive barrier composition, giving a total PRB composition of:
sand : gypsum : iron : MgCOs : : 100 : 20 : 5 : 5.
Laboratory run sheets for the above runs follow. They give full details of theexperimental conditions and the concentrations of metals found at all levels ofmagnesium carbonate addition.
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Laboratory Column Tests
Continuous-flow column tests have begun, to determine the performance over time of thenew reactive wall mix (100 : 20 : 5 ; 5) on the South Landfill groundwaters. The twoindependent tests use barium-rich and zinc-rich waters. The zinc water comes from thenew (November 2000) zinc control well where cuttings were used for backfill. Thisshould give us a good source of zinc without any effects of control sand. The bariumwater comes from RDW-2 as in our previous work, and should give us the highestpossible barium feed concentrations.
The laboratory apparatus and procedures follow the descriptions in the June 28 memo.
Wall Life Projections
Wall life projections will be made on the same basis as described in the June 28 memo,with one significant difference. The landfill cap will be changed from the previousBentomat cap to a 40-mil HOPE cap. This will further decrease the rainfall infiltrationby a factor often. This leads to a flow through the PRB of only ten percent of that usedin earlier wall life calculations, and hence to a laboratory simulation rate of 160 wall-life-projection years per day of lab operation (vs. 16 years/day in June).
Wall life will not be limited by magnesium carbonate losses due to solubility ingroundwater passing through the PRB. Based on such solubility losses, the wall lifewould be tens of millennia.
Field Reactive-WeU-Column Test
A field test to confirm the laboratory results is also beginning, under the leadership ofRusty Kahl. This will follow the protocols of the previous field trial, with the addition ofa third well. The additional well was back-filled with the original drilling cuttings to giveus a benchmark and supply of water unaffected by any PRB materials, including the sandcontrols.
Acknowledgements
This program was carried out in conjunction with numerous people in DuPont'sCorporate Remediation Group, the URS Diamond Group, and Noel Scrivner of DuPontEngineering Technology.
Analytical services were performed by the DuPont Corporate Center for AnalyticalSciences under the direction of Jane Ramsey.
The R&D program was performed by William Bazela and John Wilkens, of DuPontCentral Research & Development.
RR32U787
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RR32U788
APPENDIX B
PRB IN-SITU FIELD DATA
AR32i*789
Appendix B - Field InvestigationsTable of Contents
Appendix B.1 -Geoprobe Investigation
Figure B.1 Field test locationsFigure B.2 Cross-section A-A1Figure B.3 Cross-section B-B1
Geoprobe Field Logs
Appendix B.2 - Permeable Reactive Barrier In-Situ Test Boring Results
Figure B.4 Permeable Reactive Barrier Test Boring
Table B.1 Simulated Wall Life CalculationsTable B.2 Zinc-Rich Control Well: Soil CuttingsTable B.3 Zinc-Rich Control Well: Mason SandTable B.4 Zinc-Rich PRB Material Well: 5 Wt. Parts MgCO3Table B.5 Barium-Rich Control Well: Soil CuttingsTable B.6 Barium-Rich Control Well: Mason SandTable B.7 Barium-Rich PRB Material Well: 5 wt. parts MgCO3Table B.8 Barium-Rich PRB Material Well: 5 wt. parts MgCO3,
Rotosonic InstalledTable B.9 Barium-Rich PRB Material Well: 15 wt. parts MgCO3,
Rotosonic Installed
RR32U790
APPENDIX D.1
6EOPBOBE® INVESTIGATION
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REMARKS
-3-
PROJECT/NO.: Nwyrt -SlF————— 5^ DEpTH ___ DATE/TIMEDATE BEGAN: ———*/*/*>——!———— CVKUOEPTH____ DATE/TIMEDATE COMPLETED: Zfo/P°———— DRILUNG METHOD:FIFJ.D GEOLOGIST- -a> . J/f*T3<>* ^fr -MffttefiCHECKED BY: T.
NOTES:
AR32l»838F-186 BORING NO.
The W-C Diamond Group ^ i I Ir?el«L Lo<\
. uia^
UJu.
PRO%DATEDATERELCCHEC
11
-$-_
_jBLOWS PER
6-INCH
INCREMENTS Z
SAMPLE
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ccQ.
LOG OF BORING NO. _^~^COORDINATES
Kl F _ _
SURFACF Fl- -.„. - ,, ,
DESCRIPTION
504
IECT NO.: ——————————————— GWUDEPTH ...-DATF/TIMF ™ „ ._RFRANr —————— __ —— ; ———— . rwi-nFOTlrt HATF/TlllF
COMPLT1) GEOLOGIXED BY: .
fED: ———————————— DRILLING METHOD:ST- /r
/i.
SCS SYMBOL
J
REMARKS
NOTES:
R32l»839BORING NO.
The W-C Diamond Group
LOG OF BORING NO. 6S- 2-'j1.in
ScS
PROJDATEDATEFIELDCHEC
1!
\\
— i-
• ^—
-3-
-4-
v *ta
IB •••
7
z&
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P BLOWS PER
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NCREMEN TS
1 SAMPLE
RECOVERY (IN.)
1 PROFILE
COORDINATES
SURFACF Ft .
z V3
DESCRIPTION
feW.w , . b^AV
'T'. r u \ //u U\
FCT NP • Ntwto»t"T oUr rui-nrpTU n»Tr/nuffBEGAN: —— V*y00 — i ——— mu - nrpiw OATF /TILJFCOMPLETED: 2V2SA*J ———— npti i iMft UFTwnn.GEOLOGIST- ^ Kw; , . ( pr-k* _!/4fr Sl-f' '-5KED BY: - 1. Co fbtU
R
a
U)cREMARKS
NOTES:
Tmrno
1
F-188 BORING NO.
The W-C Diamond GroupA D*m>« of WS Captation a
LOG OF BORING NO. &s'z -f\j. t/iSad»-^ UJ
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PROJDATEDATEFIELDCHEC
£~5"&£
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P-» *••*
—— • ^——
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•« -
•* ™
— \D—
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1 3-
44 ——————————————————————————
isa|is< BL
OWS PER
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1 SAMPLE
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Q.
COORDINATES
fj F
SURFAPF Ft.
2/'3
DESCRIPTION
5tf43i'- —— — ——— —— ———— «J ——
i
Sfrft
_ ___ ltf&''
6r^ , tVd^^ S\i-T bi r-c-Ts>^ -P.gr> l /- - ^/ D L />1<-| uu-^ / Pes Wt r& cfl
^fe^AoCrtUfcvt^;
!
_ __._%:'S:Tnav i.'-h-T. SAiM» ^ «?f .-*-s
t&* __ _iW
/] fl- CT -Vr. &x."4c Or* UivtC
ECT NO.: ————————————— cw.nFPTW oATF/Tf"FBEGAN: ————————— '. ——— mM-rtFPTU nATP/nuFCOMPLETGEOLOGI.KED BY: .
ED: —————————— nRii t.iMR up-mOD: , , ,3T-
SCS SYMBOL
ID
REMARKS
NOTES:
flR3248l»l
The W-C Diamond Group««»—— -"-*«— ir«-IA u oc\ m
* 11
LOG OF BORING NO. &> zj"
UJu.
PROJDATEDATEFIELDCHEC
p
-\i-
Zo.
a°VI BL
OWS PER
6-INCH
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1 SAMPLE
RECOVERY
(IN.)
1 PROFILE
COORDINATES
N F
7 3/?- <3
DESCRIPTION
t^Nfo 5 T - VS^ It
i
ECTNO.: ————————————— cM.-nrPTM nATF/nurBFCAM- — ————— , CWL-nFPTH nATF/HUFCOMPLETED: —————————— HRH i INR urrwnn-GEOLOGIST- . _.KED BY: -
2ccws REMARKS
NOTES:
H D Q 9 It Q It 9AnOt.'rOHw
3
0;i
i
*
U
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F—
The W-C Diamond GroupA Kviiian of UK Corporation "&* _ I I-Id
LOG OF BORING NO. - /z.2u
i°(/>
"53s?a3»SCO
3 LUviau
UJcc
COORDINATES
SURFACE EU
DESCRIPTION
REMARKS
"Y"U / -I r^ . ^|U |
"^~
-7PROJECT* N0.:_! p hl————— GWL:DEPTH ___DATE/TIMEDATE BEGAN:——2-/2g/oo ———— GWL:DEPTH____DATE/HMEDATE COMPLETED: ——UgfeZ———— DRILLING METHOD:HELDCHFCKFO BY- T C<u«>
NOTES:
The W-C Diamond GroupA Civilian of UK Corporation Ip" > — f 1 I -. _
T
j".01
LOG OF BORING NO. &>-~l~
I
7
-
»
PROJECTDATE BEDATE COFIELD GECHECKED
t~-
1-
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ll_
\1-
4^ ——————————————————————
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6-INCH
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|
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I PROFILE
COORDINATESKJ F
StJRFArF PI-
^A %
DESCRIPTION
<r A. A
^ffcj
^ 4-r, -f. S * ^ W^U
— — — — _ _____ _— —— - ———————
&fJ& of SflMpL^ /9 1 2.
NO.: ————————————————— GWL: DFP7H OATF /HIJFRANr .._ ——— __ CVyL'HFPTH nATF/TlUF
MPLETED: —————————— rum i tun UFTwnn.OLOGIST-BY: -
F-iaa
^
USCS SYMBOL
REMARKS
NOTES:
ftR32U8«*UBORING NO.SHEET OF
The W4 Diamond Group a-*** i i iA Division of MS Corponoon V"W _ I I IU
LOG OF BORING NO. S "Z-ZJ3"
01UJ
Sis* 2»OCO Z
UJ
COORDINATES'ca
DESCRIPTION
REMARKS
-3 -
*
*PROJECT NO.: J ZL1 £———— CWL DEPTH ___ DATE/TIMEDATE RFr.AM. 3/2Y/00 GWL:DEPTH____DATE COMPLETED: */**/!><?———— DRILLING METHOD:FIELD GEOLOGIST - Jriii______ Ocoffp e V PV sleaVe~&CHECKED BY: —T. Cfti^bt^————— __________________
NOTES:
F-iaa BORING NO.
TThe W-C Diamond Group \
" Lo^ iLOG OF BORING NO. Gs-2"^ ,
UJ 1101 CD Z
U<tt2 [3(OO
CJUJcc
COORDINATES' ED
EEL-
OESCRIPT10N
REMARKS
•v~ U
-17.-
• f% i
ft:T AoPROJECT NO.:——————————————— CWUDEPTH ———— DATE/TIMEDATE BEGAN:——————————!———— GWL: DEPTH____ DATE/TIMEDATE COMPLETED: —————————— DRILLING METHOD: ______HELD GEOLOGIST:——————————— _________________CHECKED BY: ———————————————
NOTES:
i IIBORING NO.SHEET OF
The W-C Diamond GroupA Division of UKS Cotfonoon
LOG OF BORING NO. J^S ' 2j"• °1
uu.
PROJDATEDATEFIELDCHEC
I
~ \ ~
GUI%
IIui BLOWS PER
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INCREMENTS z
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W F _. ._
SURFACF F!.-
f7eU Loci
•?B ; 3/3DESCRIPTION
i\1^7
•
ECT NO.: ——————————————— GWL: DEPTH ...... -DATE/TIME. , -. ... ...BEGAN:,., ———————— . . —— ,.. . rua.nc-oTu AATF/TIUFCOMPLE1GCOLOGI
XED BY: .ST-
USCS
SYMBOL
REMARKS
NOTES:
The MN? Diamond GroupRe IA Loci
LOG OF BORING NO. 22
. inOuJ
II01PLE
woacc
COORDINATES
SURFACE EL:
DESCRIPTION
REMARKS
-4 - HB
-G -
4 ' ?j0V-*
PROJECT NO.: Myy^ SLF———— GWL: DEPTH ___DATE/TIMEDATE BEGAN: V"/pf , ———— CWL: DEPTH___DATE COMPLETED: V^00———— DRILLING METHOD:,FIELD GEOLOGIST:—*• &»U.CHECKED BY: —1
NOTES:
01. 01*—' oSHEET OF
The W-C Diamond GroupA ftwtiion of MS Catporwoon "&-1, j I I
( i €-|d U
LOG OF BORING NO. 5-2-Z-^- /^j". wi
-i .UJu.
II
igi
I[0_
"IM "
Z a.
^BLOWS PER
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COORDINATESM F
DESCRIPTION
— 1 ' f 3
1 T-C
'•O * *j lO'f v v / S i »vvty C_A— nXy poc/V T B~f cWf€'*i 5ic"r ^
^ — fPBOJFPT NO_! —————————— /-uj.nraTU o.-rr- .,r-
DATE BEGAN: ————————— —— __ «.. -nrOTH n*TF AHIFDATE COMPLETED: —————— .... . „. noniiMr uprunn-HELD GEOLOGI!CHECKED BY: -
?T*
'
SCS SYMBOL
D
REMARKS
NOTES:
RR32U8U9BORING NO.
The W-C Diamond GroupAffwMrfUKCixpwMiM i J-A i j I ^a
V
* 1
LOG OF BORING NO. LS'2S•
*— *
PRO*DATEDATERELCCHEC
i• P 1 .*J "*
•• H
v* hfl
^ * |HB
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&cc0.
COORDINATES
N F
c •; %
DESCRIPTION
^~) V* "*
10")
•
IECT NO.: ————————————— cw-nFP-m nA-rr/nue'BEGAN: ————————— I ——— CWjDEPTH DATE/HME _., _.COMPLETED: ———————————— ORR1INQ UFTHOD: .
1 GFOLOGJST-XED BY: -
H LJ "J -J 1. W fcflr-iaa n-.^^-rww^
SCS SYMBOL
3
REMARKS
NOTES:
BORING NO.SHEET OF
The W-C Diamond GroupAKnoionolMSCoraonaon « — -<\
7 Z ' /LOG OF BORING NO. 2 ^ ~^ ^3
t/ is R TSEBLOWS P
6-INCH
INCREMEN PLE Y
SRECO
COORDINATES
SURFACE EL:
DESCRIPTION
REMARKS
-3-
SPROJECT NO.: ffc*ftfrf5f-P———— CVi/L: DEpTH ___ DATE/TIMEDATE BEGAN:———2/«/oo—;———— Q^^pgp^____DATE/TIME ________ JnlUr.DATE COMPLETED: *!*#&>———— DRILLING METHOD: °FIELD GEOLOGIST:—!CHECKED BY: —U
F-188 BORING NO.
7/7CIV-C Diamond GroupA Qrvuiofl of URS Carp&tton
LOG OF BORING NO. &S Z"j"
UJu.
PROJDATEDATEFIELDCHEC
gp
^ - ——————————————————
3°
VI 0 51
SAMPLE
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M F
0
^b ; y3
DESCRIPTION
°M r
TV A hi**- e/ -T^MX-q ftui.1 '
Lf X /C\»yy S/uT - ^
ECT NO.: ————————————— CM -nrPiw nATF/nuFBEGAN- ———————————————— .^ __ . gw. . npPTM DATF /T1LIF
COMPLETED: ——————————— CURLING MFTHOD: ,,GEOLOGIST- __KED BY: -
F-iaa
!• '-
1
SCS SYMBOL
D
REMARKS
NOTES:
AR32^f852SORING NO.SHEET OF
The W-C Diamond Group <-* i i iA OMXHMI of URS Coiportoon r~~ s> ,_ I I II i €-| «1 I—
LOG OF BORING NO. £?5~2-^P ^j
• 1
uu.
PROJDATEDATEFIELCCHEC
11
LIS:
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NCREMEN TS z
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RECOVERY (
PROFILE
COORDINATES
M F
SURFACF FI ; ,
DESCRIPTION
i^fy1 I \y_____ ——————— - —— — " ; / i
ECT NO.: ——————————————— CWUDEPTH DATE/TIME ,., .... .flFfiAN- _ .. ., nu-nronj niTF fnnfCOMPLE1GEOLOGIKED BY:
fED: ———————————— DRILLING METHOD: - -ST- ...._,„. ,_ . ,,.
USCS
SYMBOL
REMARKS
NOTES:
* 03? U853
F—I8fl onpiwr. wn
APPENDIX B.2
PERMEABLE REACTIVE BARRIERIN-SITU TEST RORINB RESULTS
AR32l*85l*
U- 4DIAMETER
PVC PROTECTIVE
1" CAP
GRADE
MORTAR SAND
1" SCHEDULE 40 BLANK PVCFIELD LENGTH ADJUSTED
MINIMUM OF 1.5' OF BENTONITE SEAL
FLUSH THREADED COUPLING
FILTER PACK TO 2' ABOVE SCREEN- FIRST CONTROL WELL FILTER PACK
IS SOIL CUTTINGS- SECOND CONTROL WELL FILTER PACK
IS MORTAR SAND- TREATMENT WELL FILTER PACK ISIRON/GYPSUM/SAND/MAGNESIUMCARBONATE MIXTURE
5' LENGTH SLOTTED SCREEN
END CAP WITH SUMP/SEDIMENT TRAP
.nT?U«55
Corporate Remediation GroupAn AUianct b«tw**n
ZhiPont and 77l» URS Diamond
Barley Mill Plaza. Building 27Wilmington, Delaware 19805
PERMEABLE REACTIVE BARRIERTEST BORING
DuPont Newport FacilityNewport South Landfill
Newport, DelawaresouDffll
6/27/00
OOHHED
fvmtuWRK
WMMDEL
wnaviD
CM fU NO.7105AOO1
neuKB.4
Table B.1Simulated Wall Life Calculations
Permeable Reactive Barrier Field TestsNewport Superfund Site, Newport, Delaware
Case
Unit Wall Life Calculations .Current Conditions (31 of soil)
Asphalt (4") and Stone (8")
Soil (18") and Bentomat
Soil (18"), Drainage Layer, HOPE,and Basin Road
*.-.„ ;>~''-' i+t%li;r7inr""1"i-L9* lW<''§'#lf|; ii?f>w-;,:,!i,-H .-,.. (-i- £-\\Kj- I ;-, £-1 OfFl ij'V-"- #'•*••?<*•
Current Conditions (31 of soil)
Asphalt (4") and Stone (8")
Soil (18") and Bentomat
Soil (18"), Drainage Layer, HOPE,and Basin Road
;• -, 1 Ban" urr 1", 2f ii M ;Current Conditions (3* of soil)
Asphalt (4") and Stone (8")
Soil (18") and Bentomat
Soil (18"), Drainage Layer, HOPE,and Basin Road
*$*',"'S ' f P*1' 'UJfJ '."HiJsTS ^ KS S !
Current Conditions (3* of soil)
Asphalt (4") and Stone (8")
Soil (18") and Bentomat
Soil (18"), Drainage Layer, HOPE,and Basin Road
Cumulative FieldTest Flow(Liters) . ,
,--. '>••, ., \.<- •-••. • • ' " '1
1
1
1
"4V '--"-'S ^-f i'-: "*£••*'
265
265
265
265
ilit> W£209
209
209
209
s ii fesi S&JifeSfS fe ^ "* t &i!? ^ SP*S|W ^ ls •91.5
91,5
91.5
91.5
.Case,Wajl RUK,'"''•'.- ' ;«," J-'- 1 ' >'"' '
(cmA3/cmA2/day)-'-' "S'- '<4:&
1.24
0.0207
0.00413
0.00064
1.24
0.0207
0.00413
0.00064
1.24
0.0207
0.00413
0.00064
&V**, . jfl ^ t -Sg Tfeaj BMfej fcfe$ ^ | ^ ^ SR
1.24
0.0207
0.00413
0.00064
i^z : Simulated Wall Life lil
.••,.;'.:.;;.,'-\'(Years)->:u-.A.<;-iA.", v.>'** -:\:;'=--;s*is""-V ;;-s?,; ?' > 'yt*;- IL ':-
0.000303 (0.11 days)
0.01 8 (6.62 days)
0.091 (33.2 days)
0.587 (214 days)
0.080 (29.3 days)
4.8
24.1
155
0.063 (23.0 days)
4
19
122
fflgjfrffi j*'!' u f 'u - ui tt i ij y9wBWw i C ^ w!8S8BB?IS
0.028 (10.2 days)
2
48
54
The derivation of the wall life calculation is shown on the next page.
Table B.1 *Simulated Wall Life Calculations f
Permeable Reactive Barrier Field Tests |Newport Superfund Site, Newport, Delaware
Simulated wall life (Ttf) is derived from the equalityx, = x,
in which X is the horizontal distance that groundwater travels through the in-situ test material(denoted by subscript /) or the permeable reactive barrier (denoted by subscript w). Thedistance terms can be separated in order to isolate the simulated wall life:
in which ris total time of either the in-situ test or the simulated wall life in years, Vfa is the flowrate of the in-situ test in l_/d, At is the test flux area in cm2, and qw is the case wall flux incm3/cm2/day.
Because the volume for the in-situ test are taken from the total time of the test, the time unit /,is the same as the total time and so cancels 7). Solving for the wall life then gives the equation(with conversion factors):
The total volume of the in-situ test determines the simulated wall life because the other twoterms are constants. The case wall flux is a constant for the cap condition being simulated.The test flux area is a cylinder with a length equal to the screened length of the well and aradius at the mid-point between the well screen and the bore hole radius. The ends of thecylinder are assumed to be impermeable and therefore not to contribute to the flux area. Thusthe area is
A, =
RR32U857
Table B.2Z-1 : Zinc-rich control well backfilled with soil cuttings
Permeable Reactive Barrier Field Tests, Newport Superfund Site, Newport, Delaware"Zinc-1" Treatment
Well
•a meters
ra0-•D4)LL
"raoh-
Dissolved
pHRedoxConductivityTurbidityDissolved OxygenTemperatureAlkalinity to pH 8.3Alkalinity to pH 4.5ChlorideTSSMercurySulfateSulfideBicarbonateCarbonateArsenicSeleniumAluminumBariumCadmiumCalciumChromiumCobaltCopperIronLeadMagnesiumManganeseNickelPotassiumSodiumVanadiumZincMercuryArsenicSeleniumAluminumBariumCadmiumCalciumChromiumCobaltCopperIronLeadMagnesiumManganeseNickel3otassiumSodiumVanadiumZinc
Units
mV[amhoNTUmg/L°C
mg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/L
13-Dec-OO
ND (0.37)174374106
ND (0.00012)6.0
ND (0.53)174
ND(1)ND (0.0320)NO (0.0600)
0.032 J12.5
ND (0.0036)68.3
ND (0.0066)ND (0.0071)
0.005 J219
ND (0.0300)24.931.1
ND (0.0084)3.8215.3
0.0061 J0.139
ND (0.00012)ND (0.0320)ND (0.0600)ND (0.0190)
12.0ND (0.0036)
66.6ND (0.0066)ND (0.0071)
0.0032 J210
ND (0.0300)24.130.1
ND (0.0084)3.7114.9
0.0049 J0.107
15-Dec-OO
-27.8
126
ND (0.01 90)13.1
0.0042 J68.3
0.0048 J205
ND (0.0300)25.032.2
ND (0.0084)3.9716.2
0.123
0.0501 J12.3
ND (0.0036)62.7
ND (0.0027)198
ND (0.0300)23.0
. 29.8ND (0.0084)
- 3.7815.2
0.0750
18-Dec-OO
-46.5
60
0.082412.4
ND (0.0036)66.6
0.0035 J219
ND (0.0300)24.531-3
ND (0.0084)3.9815.8
0 0857
ND (0.01 90)12.6
ND (0.0036)66.3
ND (0.0027)214
ND (0.0300)24.532.1
ND (0.0084)3.9715.8
0.0857
20- Dec-00
6.4
0.15600
9.41ND (0.37)
16036094
ND (0.0001 2)ND (7.5)
5.1
ND (0.0320)ND (0.0600)
0.0914 J12.6
ND (0.0036)66.3
ND (0.0066)ND (0.0071)ND (0.0027)
222ND (0.0300)
25.131.5
ND (0.0084)4.0815.9
ND (0.0026)0.0814
ND (0.00012)ND (0.0320)ND (0.0600)
0.0457 J12.5
ND (0.0036)65.7
ND (0.0066)ND (0.0071)ND (0.0027)
221ND (0.0300)
24.830.7
ND (0.0084)4.0415.7
ND (0.0026)0.0432
Analyte not detected atconcentration shownResult was between theMDL and the PQLTables prepared by W. R.Kahl, checked by D. Vitek
&R32U858
Table B.2Z-1 : Zinc-rich control well backfilled with soil cuttings
Permeable Reactive Barrier Field Tests, Newport Superfund Site, Newport, Delaware"Zinc-1" Treatment
Welle£oEran0.TJ<UU_
~m"o1-
•ooo(A<Ab
pHRedoxConductivityTurbidityDissolved OxygenTemperatureAlkalinity to pH 8.3Alkalinity to pH 4.5ChlorideTSSMercurySulfateSulfideBicarbonateCarbonateArsenicSeleniumAluminumBariumCadmiumCalciumChromiumCobaltCopperIronLeadMagnesiumManganeseNickelPotassiumSodiumVanadiumZincMercuryArsenicSeleniumAluminumBariumCadmiumCalciumChromiumCobaltCopperIronLeadMagnesiumManganeseNickelPotassiumSodiumVanadiumZinc
Units
mVpmhoNTUmg/L°C
mg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/L
1 -Dec-00
94
12.7ND (0.0036)
70.3
0.0056 J206
0.0595 J27.232.9
ND (0.0084)
0.220
- 12.0ND (0.0036)
- 69.8
ND (0.0027). :. .. 204ND (0.0300)
27.032.4
ND (0.0084)
0.118
4-Dec-OO
90
12.6ND (0.0036)
75.0
ND (0.0027)2230.03 J26.533.1
ND (0.0084)
0.108
12.9ND (0.0036)
• - 77.4
ND (0.0027)225
ND (0.0300)27.334.0
ND (0.0084)
0.0991
6-Dec-OO
6.37
0.181.50
10.5ND (0.37)
15141094
ND (0.00005)ND(3)
ND (0.53)151
ND(1)ND (0.0320)ND (0.0600)
13.6ND (0.0036)
68.7ND (0.0066)ND (0.0071)
0.0047 J216
0.0481 J26.033.7
ND (0.0084)4.0216.4
0.0042 J0.139
ND (0.00012)ND (0.0320)ND (0.0600)
13.1ND (0.0036)
. 68.8ND (0.0066)ND (0.0071)ND (0.0027)
213ND (0.0300)
25.633.6
0.0294 J3.8716.0
0.0041 J0.0714
8- Dec-00
86
12.2ND (0.0036)
66.8
ND (0.0027)191
ND (0.0300)24.830.0
ND (0.0084)
0.250
11.4ND (0.0036)
65.4
ND (0.0027)181
ND (0.0300)24.329.5
ND (0.0084)
0.206
12-Dec-OO
6.21
0.1740
12.3
72
0.0822 J12.4
ND (0.0036)63.8
ND (0.0027)202
ND (0.0300)23.731.9
ND (0.0084)3.7915.6
0.152
0.0486 J12.4
ND (0.0036)64.3
ND (0.0027)201
ND (0.0300)23.732.3
ND (0.0084)3.8515.8
0. 40
Analyte not detected atNDlconcentration shown
Result was between theJ MDL and the PQLTables prepared by W. R.Kahl, checked by D. Vitek
J
IIAR32«*859 fl
Table B.3Z-2 : Zinc-rich control well backfilled with mason sand
Permeable Reactive Barrier Tests, Newport Superfund Site, Newport, Delaware"Zinc-2" Treatment
Wellu>ooEramCL•o0)U.
"raoH
TJU>
"oWinb
pHRedoxConductivityTurbidityDissolved OxygenTemperatureAlkalinity to pH 8.3Alkalinity to pH 4.5ChlorideTSSMercurySulfateSulfideBicarbonateCarbonateArsenicSeleniumAluminumBariumCadmiumCalciumChromiumCobaltCopperIronLeadMagnesiumManganeseNickelPotassiumSodiumVanadiumZincMercuryArsenicSeleniumAluminumBariumCadmiumCalciumChromiumCobaltCopperIronLeadMagnesiumManganeseNickelPotassiumSodiumVanadiumZinc
Units
mVj_imhoNTUmg/L°C
mg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/L
1 -Dec-00
201
3.45ND (0.0036)
152
0.0112 J30.7
0.0965 J19.01 1 .6
ND (0.0084)
0.334
1.18ND (0.0036)
152
ND (0.0027), 35.8
ND (0.0300)19.512.6
ND (0.0084)
0.263
4-Dec-OO
6.55
0.1500
13.2
55
3.26ND (0.0036)
119
ND (0.0027)76.1
ND (0.0300)18.817.9
ND (0.0084)
0.416
3.54ND (0.0036)
120
ND (0.0027)78.6
ND (0.0300)19.218.6
ND (0.0084)
0.412
6- Dec-00
6.7
0.14007.2ND (0.37)
20024796
ND (0.001 2)38.0
ND (0.53)200
ND(1)ND (0.0320)ND (0.0600)
5.44ND (0.0036)
99.5ND (0.0066)
0.0347 J0.0038 J90.2
ND (0.0300)18.519.6
ND (0.0084)7.2447.7
ND (0.0026)0.500
ND (0.00012)ND (0.0320)ND (0.0600)
5.17ND (0.0036)
100ND (0.0066)
0.0334 JND (0.0027)
92.6ND (0.0300)
18.920.2
ND (0.0084)7.3045.4
ND (0.0026)0.497
8-Dec-OO
61
6.02ND (0.0036)
91.2
ND (0.0027)97.3
ND (0.0300)18.817.5
ND (0.0084)
0.425
6.60ND (0.0036)
90.6
ND (0.0027)88.6
ND (0.0300)18.116.9
ND (0.0084)
0.402
12-Dec-OO
6.56
0.1370.20
9.96
89
0.0324 J6.96
ND (0.0036)94.3
ND (0.0027)96.4
ND (0.0300)18.018.5
ND (0.0084)7.1738.7
0.441
0.0336 J6.30
ND (0.0036)91.2
ND (0.0027)82.8
ND (0.0300)16.517.5
ND (0.0084)6.9436.4
0.402
Analyte not detected atconcentration shownResult was between theMDL and the PQLTables prepared by W. R.Kahl, checked by D: Viiek AR32i*860
Table B.3Z-2 : Zinc-rich control well backfilled with mason sand
Permeable Reactive Barrier Tests, Newport Superfund Site, Newport, Delaware"Zinc-2" Treatment
WellS.0)EraraQ.201LL
"rao
-o0)
"oU)(Ab
PHRedoxConductivityTurbidityDissolved OxygenTemperatureAlkalinity to pH 8.3Alkalinity to pH 4.5ChlorideTSSMercurySulfateSulfideBicarbonateCarbonateArsenicSeleniumAluminumBariumCadmiumCalciumChromiumCobaltCopperIronLeadMagnesiumManganeseNickelPotassiumSodiumVanadiumZincMercuryArsenicSeleniumAluminumBariumCadmiumCalciumChromiumCobaltCopperIronLeadMagnesiumManganeseNickelPotassiumSodiumVanadiumZinc
Units
mVurn hoNTUmg/L°C
mg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/L
13-Dec-OO
ND (0.37)193230107
ND (0.001 2)15.5
ND (0.53)193
ND(1)ND (0.0320)ND (0.0600)ND (0.01 90)
6.84ND (0.0036)
91.1ND (0.0066)
0.0230 JND (0.0027)
95.3ND (0.0300)
17.017.5
ND (0.0084)6.9233.2
0.0032 J0.393
ND (0.0001 2)ND (0.0320)ND (0.0600)ND (0.0190)
6.85ND (0.0036)
88.8ND (0.0066)
0.0220 JND (0.0027)
96.0ND (0.0300)
16.917.4
ND (0.0084)6.8233.8
0.0031 J0.395
1 5-Dec-OO
-36.7
111
ND (0.01 90)6.81
ND (0.0036)80.5
ND (0.0027)95.9
ND (0.0300)16.116.8
ND (0.0084)6.5333.3
0.400
0.0279 J6.87
ND (0.0036)78.7
ND (0.0027)96.7
ND (0.0300)15.716.0
ND (0.0084)6.3931.8
0.391
18-Dec-OO
-47.5
154
0.0546 J3.88
ND (0.0036)80.9
0.0027 J60.5
ND (0.0300)12.613.7
ND (0.0084)7.1434.7
0.477
ND (0.01 90)3.86
ND (0.0036)75.7
0.0027 J59.9
ND (0.0300)12.213.1
ND (0.0084)6.8034.4
0.368
20-Dec-OO
6.47
0.120.60
7.21ND (0.37)
15921094
ND (0.001 2)ND (7.5)ND(1.1)
ND (0.0320)ND (0.0600)
' 0.0565 J5.4
ND (0.0036)84.6
ND (0.0066)0.0204 J
ND (0.0027)82.1
ND (0.0300)15.716.4
ND (0.0084)7.0630.9
ND (0.0026)0.556
ND (0.00012)ND (0.0320)ND (0.0600)
0.0459 J6.74
ND (0.0036)90.1
ND (0.0066)0.0204 J
ND (0.0027)97.0
ND (0.0300)16.916.9
ND (0.0084)6.9033.2
ND (0.0026)0.536
... Analyte not detected atND concentration shown
Result was between theMDL and the PQLTables prepared by W. R.Kahl, checked by D. Vitek
'1
J«R32li86l
Table B.4Z-3 : Zinc-rich PRB material well (5 wt. parts MgCO3)
Permeable Reactive Barrier Field Tests, Newport Superfund Site, Newport Delaware"Zinc-3" Treatment
Welltao0Erara0_T)0)U_
2"o1-
•oID
"5winb
PHRed oxConductivityTurbidityDissolved OxygenTemperatureAlkalinity to pH 8.3Alkalinity to pH 4.5ChlorideTSSMercurySulfateSulfideBicarbonateCarbonateArsenicSeleniumAluminumBariumCadmiumCalciumChromiumCobaltCopperironLeadMagnesiumManganeseNickelPotassiumSodiumVanadiumZincMercuryArsenicSeleniumAluminumBariumCadmiumCalciumChromiumCobaltCopperIronLeadMagnesiumManganeseNickelPotassiumSodiumVanadiumZinc
Units
mVu,m hoNTUmg/L°Cmg/Lmg/Lmg/Lmg/Lrng/Lrng/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lrng/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/L
1 -Dec-00
137
1.56ND (0.0036)
395
ND (0.0027)11.2
0.0455 J2,0801.60
ND (0.0084)
0.180
:,. 0.0780 JND (0.0036)
402
ND (0.0027)5.49
ND (0.0300)2,2601.24
ND (0.0084)
0.0141 J
4-Dec-OO
8.95
100
11.6
14
0.135ND (0.0036)
460
ND (0.0027)3.93
ND (0.0300)1,9560.607
ND (0.0084)
ND (0.0086)
0.0285 JND (0.0036)
466
ND (0.0027)1.28
ND (0.0300)1,9500.689
ND (0.0084)
ND (0.0086)
6-Dec-OO
1617722310 J
ND (0.00012)7,500
ND (0.53)14532.1
ND (0.0320)ND (0.0600)
0.426ND (0.0036)
414ND (0.0066)ND (0.0071)ND (0.0027)
4.19ND (0.0300)
1.8600.693
ND (0.0084)9.3256.4
ND (0.0026)ND (0.0086)ND (0.00005)ND (0.0320)ND (0.0600)
0.0489 JND (0.0036)
414ND (0.0066)ND (0.0071)ND (0.0027)
3.06ND (0.0300)
1,8300.659
ND (0.0084)9.0552.3
ND (0.0026)ND (0.0086)
8-Dec-OO
9.21
0.9006
8.4 J
0.225ND (0.0036)
393
ND (0.0027)4.86
ND (0.0300)1,4600.688
ND (0.0084)
0.0265
0.0532 JND (0.0036)
403
ND (0.0027)1.84
ND (0.0300)1,4800.754
ND (0.0084)
ND (0.0086)
12-Dec-OO
8.68
0.8432.60
8.78
19
0.0483 J0.0624 J
ND (0.0036)380
ND (0.0027)6.24
ND (0.0300)1,6100.725
ND (0.0084)7.6548.9
ND (0.0086)
0.0428 J0.106
ND (0.0036)373
ND (0.0027)6.29
ND (0.0300)1,6100.820
ND (0.0084)7.5546.1
ND (0.0086)
ND
J
Analyte not detected atconcentration shownResult was between theMDL and the POLTables prepared by W. R.Kahl, checked by D. Vitek
Table B.4Z-3 : Zinc-rich PRB material well (5 wt. parts MgC03)
Permeable Reactive Barrier Field Tests, Newport Superfund Site, Newport Delaware"Zinc-3" Treatment
WellU)ooErara0.•aa>u.
2"5i-
TJO
"5IOtob
pHRedoxConductivityTurbidityDissolved OxygenTemperatureAlkalinity to pH 8. 3Alkalinity to pH 4.5ChlorideTSSMercurySulfateSulfideBicarbonateCarbonateArsenicSeleniumAluminumBariumCadmiumCalciumChromiumCobaltCopperIronLeadMagnesiumManganeseNickelPotassiumSodiumVanadiumZincMercuryArsen|cSeleniumAluminumBariumCadmiumCalciumChromiumCobaltCopperIronLeadMagnesiumManganeseNickelPotassiumSodiumVanadiumZinc
Units
mVu.mh.0NTUmg/L°C
mg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/L
1 3-Dec-OO
ND (0.37)21819915
ND (0.00012)6,500
ND (0.53)218
ND(1)ND (0.0320)ND (0.0600)ND (0.0 190)
0.0631 JND (0.0036)
397ND (0.0066)ND (0.0071)ND (0.0027)
6.43ND (0.0300)
1,4800.745
ND (0.0084)7.0241.8
ND (0.0026)ND (0.0086)
1 ND (0.0001 2)ND (0.0320)ND (0.0600)ND (0.0190)
0.0430 JND (0.0036)
400ND (0.0066)ND (0.0071)ND (0.0027)
5.36ND (0.0300)
1,4900.771
ND (0.0084)7.0443.0
ND (0.0026)ND (0.0086)
15-Dec-OO
-175.5
21
ND {0.01 90)0.0358 J
ND (0.0036)399
ND (0.0027)7.83
ND (0.0300)1,1700.871
ND (0.0084)6.0440.1
0.0122 J
0.0293 J0.0253 J
ND (0.0036)365
ND (0.0027)6.16
ND (0.0300)1,1300.802
ND (0.0084)5.8737.4
ND (0.0086)
18-Dec-OO
-190.1
201
ND (0.01 90)0.0645 J
ND (0.0036)420
ND (0.0027)2.6
ND (0.0300)1,6600.430
ND (0.0084)7.1434.7
ND (0.0086)
ND (0.01 90)0.0171 J
ND (0.0036)410
ND (0.0027)2.48
ND (0.0300)1,6300.527
ND (0.0084)7.6845.5
ND (0.0086)
20-Dec-OO
7.218725040
0.00012 J7,100
ND (0.53)
ND (0.0320)ND (0.0600)
0.0561 J0.0251 J
ND (0.0036)365
ND (0.0066)ND (0.0071)ND (0.0027)
4.64ND (0.0300)
1,7200.472
ND (0.0084)6.8232.3
ND (0.0086)ND (0.00012)ND (0.0320)ND (0.0600)
0.069 J0.0163 J
ND (0.0036)393
ND (0.0027)3.2
ND (0.0300)1,6200.500
ND (0.0084)6.8534.0
ND (0.0026)ND (0.0086)
Analyte not detected atND concentration shown
Result was between theMDL and the PQLTables prepared by W. R.Kahl, checked by D, Vitek
AR32t*863
Table B.5B-1 : Barium-rich control well backfilled with soil cuttings
Permeable Reactive Barrier Field Tests, Newport Superfund Site, Newport. Delaware"Barium-1"
Treatment Well£0)E2CDD_
"o>LL
—o1-
4)
"5inina
PHRedoxConductivityTurbidityDissolved OxygenTemperatureAlkalinity to pH 8. 3Alkalinity to pH 4.5ChlorideTSSMercurySulfateSulfideBicarbonateCarbonateArsenicSeleniumAluminumBariumCadmiumCalciumChromiumCobaltCopperIronLeadMagnesiumManganeseNickelPotassiumSodiumVanadiumZincMercuryArsenicSeleniumAluminumBariumCadmiumCalciumChromiumCobaltCopperIron ;LeadMagnesiumManganeseNickelPotassiumSodiumVanadiumZinc
Units
mV(am hoNTUmg/L°Cmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/L
1 -Dec-00 4-Dec-OO 6-Dec-OO
ND (0.37)10936.08.0 J
ND (0.00005)17.0
ND (0.53)109
ND(1)ND (0.0320)ND (0.0600)
0.184ND (0.0036)
34.2ND (0.0066)
0.0106 JND (0.0027)
2.61ND (0.0300)
10.510.2
ND (0.0084)3.1321.9
ND (0.0026)ND (0.0086)ND (0.00005)ND (0.0320)
0.160ND (0.0036). • - - 30.7ND (0.0066)
0.0091 JND (0.0027)
1.93ND (0.0300)
9.339.80
ND (0.0084)2.7219.9
ND (0.0026)0.0088 J
8-Dec-OO
5.98
41.41.21.8411.95
6.8 J
0.269ND (0.0036)
31.7
ND (0.0027)2.92
ND (0.0300)9.478.62
ND (0.0084)
0.0142 J
1.09ND (0.0036)
33.5
ND (0.0027)7.23
ND (0.0300)10.39.95
ND (0.0084)
0.0317
12-Dec-OO
5.2 J
0.0199 J0.179
ND (0.0036)31.1
ND (0.0027)2.55
ND (0.0300)8.828.60
ND (0.0084)2.8321.1
0.0094 J
0.0320 J0.185
ND (0.0036)33.6
ND (0.0027)2:61
ND (0.0300)9.249.00
ND (0.0084)2.9722.2
0.0150 J
ND
J
Analyte not detected atconcentration shownResult was between theMDL and the PQLTables prepared by W. R.Kahl, checked by D. Vifek
Table B.5B-1 : Barium-rich control well backfilled with soil cuttings
Permeable Reactive Barrier Field Tests, Newport Superfund Site, Newport, Delaware"Barium-1"
Treatment Well«5joEraraQ.T30)LL
"ra"oH
T30)>Ommb
pHRedoxConductivityTurbidityDissolved OxygenTemperatureAlkalinity to pH 8.3Alkalinity to pH 4.5ChlorideTSSMercurySulfateSulfideBicarbonateCarbonateArsenicSeleniumAluminumBariumCadmiumCalciumChromiumCobaltCopperIronLeadMagnesiumManganeseNickelPotassiumSodiumVanadiumZincMercuryArsenicSeleniumAluminumBariumCadmiumCalciumChromiumCobaltCopperIronLeadMagnesiumManganeseNickelPotassiumSodiumVanadiumZinc
Units
mVLimhoNTUmg/L°C
"mg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/L
13-Dec-OO
6.73
4.422.70
7.2ND (0.37)
11142.0
ND(4.1)ND (0.0001 2)
15.2ND (0.53)
111ND(1)
ND (0.0320)ND (0.0600)ND (0.01 90)
0.180ND (0.0036)
34.4ND (0.0066)
0.0088 JND (0.0027)
2.65ND (0.0300)
9.699.05
ND (0.0084)3.0122.1
ND (0.0026)0.0123 J
ND (0.00012)ND (0.0320)ND (0.0600)ND (0.0190)
0.177ND (0.0036)
34.2ND (0.0066)
0.0086 JND (0.0027)
2.47ND (0.0300)
9.588.94
ND (0.0084)2.9721.9
ND (0.0026)0.0112 J
15-Dec-OO
126.6
ND (4.1)
ND (0.01 90)0.185
ND (0.0036)33.4
0.0035 J2.62
ND (0.0300)9.199.14
ND (0.0084)3.0422.6
0.0163 J
ND (0.01 90)0.189 .
ND (0.0036)34.2
ND (0.0027)2.63
ND (0.0300)9.479.28
ND (0.0084)3.0122.7
0.0112 J
18-Dec-OO
12.5
6.0 J
0.0448 J0.189
ND (0.0036)33.9
ND (0.0027)2.65
ND (0.0300)9.458.80
ND (0.0084)3.1324.2
ND (0.0086)
ND (0.0 190)0.194
ND (0.0036)35.1
ND (0.0027)2.54
ND (0.0300)9.929.24
ND (0.0084)3.2624.8
ND (0.0086)
20-Dec-OO
ND (0.37)11639.6
ND(4.1)ND (0.0001 2)
14.5ND (0.53)
ND (0.0320)ND (0.0600)
0.0540 J0.195
ND (0.0036)33.9
ND (0.0066)0.0080 J
ND (0.0027)2.85
ND (0.0300)9.488.56
ND (0.0084)3.2224.2
ND (0.0026)0.0234 J
ND (0.0001 2)ND (0.0320)ND (0.0600)
0.0483 J0.214
ND (0.0036)36.8
ND (0.0066)0.0078 J
ND (0.0027)2.87
ND (0.0300)9.949.58
ND (0.0084)3.2125.7
ND (0.0026)0.0119 J
.Analyte not detected at^concentration shownResult was between theMDL and the PQLTables prepared by W. R.Kahl, checked by D. Vitek
RR32U868
Table B.6B-2 : Barium-rich control well backfilled with mason sand
Permeable Reactive Barrier Field Tests, Newport Superfund Site, Newport, Delaware
u>S"53ECDroQ,•o0)LL
"ra"oK
TJeo5(AIOb
"Barium-2"Treatment Well
PHRedoxConductivityTurbidityDissolved OxygenTemperatureAlkalinity to pH 8.3Alkalinity to pH 4.5ChlorideTSSMercurySulfateSulfideBicarbonateCarbonateArsenicSeleniumAluminumBariumCadmiumCalciumChromiumCobaltCopperIronLeadMagnesiumManganeseNickelPotassiumSodiumVanadiumZincMercuryArsenicSeleniumAluminumBariumCadmiumCalciumChromiumCobaltCopperIronLeadMagnesiumManganeseNickel3otassiumSodiumVanadiumZinc
Units
mV[amhoNTUmg/L°C
mg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/L
1 -Dec-00 4-Dec-OO 6-Dec-OO
ND (0.37)1452765
ND (0.00005)20.8
ND (0.53)145
ND(1)ND (0.0320)ND (0.0600)
4.63ND (0.0036)
44.5ND (0.0066)
0.0092 JND (0.0027)
1.74ND (0.0300)
9.405.62
ND (0.0084)6.1020.2
ND (0.0026)0.0158 J
ND (0.00005)ND (0.0320)ND (0.0600)
4.56ND (0.0036)
44.1ND (0.0066)
0.0083 JND (0.0027)
1.04ND (0.0300)
9.435.53
ND (0.0084)6.2120.1
ND (0.0026)ND (0.0086)
8- Dec-00
6.93
40.160
11.21
93
8.61ND (0.0036)
37.4
0.0120 J44.4
0.03908.745.62
0.0139 J
0.0985
5.54ND (0.0036)
43.5
ND (0.0027)1.72
ND (0.0300)9.556.25
ND (0.0084)
0.0215 J
12-Dec-OO
ND(4.1)
0.0327 J7.50
ND (0.0036)32.6
ND (0.0027)2.10
ND (0.0300)7.255.58
ND (0.0084)5.2018.9
ND (0.0086)
0.0201 J723
ND (0.0036)33.1
ND (0.0027)2.01
ND (0.0300)7.325.58
ND (0.0084)5.1218.4
ND (0.0086)
Analyte not detected atconcentration shownResult was between theMDL and the PQLTables prepared by W. R.Kahl, checked by D. Vitek AR32l*866
Table B.6B-2 : Barium-rich control well backfilled with mason sand
Permeable Reactive Barrier Field Tests, Newport Superfund Site, Newport, Delaware
<n5"55E2<D0.2LL
"(D"oh-
TJ0)
"ow>Mb
"Barium-2"Treatment Well
PHRedoxConductivityTurbidityDissolved OxygenTemperatureAlkalinity to pH 8.3Alkalinity to pH 4.5ChlorideTSSMercurySulfateSulfideBicarbonateCarbonateArsenicSeleniumAluminumBariumCadmiumCalciumChromiumCobaltCopperIronLeadMagnesiumManganeseNickelPotassiumSodiumVanadiumZincMercuryArsenicSeleniumAluminumBariumCadmiumCalciumChromiumCobaltCopperronLeadMagnesiumManganeseNickelPotassiumSodiumVanadiumZinc
Units
mVumhoNTUmg/L°Cmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/L
13-Dec-OO
ND (0.37)11433
10.0 JND (0.00012)
8.7ND (0.53)
114ND(1)
ND (0.0320)ND (0.0600)
0.0345 J7.50
ND (0.0036)33.3
ND (0.0066)0.0141 J
ND (0.0027)2.52
ND (0.0300)7.355.66
ND (0.0084)5.0818.3
ND (0.0026)ND (0.0086)ND (0.00012)ND (0.0320)ND (0.0600)ND (0.0190)
7.34ND (0.0036)
33.0ND (0.0066)
0.0141 JND (0.0027)
2.45ND (0.0300)
7.355.64
ND (0.0084)5.0018.0
ND (0.0026)0.0095 J
15-Dec-OO
6.8244.238.80.10
9.37
8.8 J
0.0506 J5.59
ND (0.0036)31.8
ND (0.0027)3.17
ND (0.0300)7.506.32
ND (0,0084)4,6919.8
0.0126 J
ND (0.01 90)6.30
ND (0.0036)32.2
ND (0.0027)3.08
ND (0.0300)7.666.27
ND (0.0084)4.8220.2
ND (0.0086)
1 8-Dec-OO
9.4
14.0
0.047 J4.31
ND (0.0036)33.7
ND (0.0027)3.61
ND (0.0300)8.856.49
ND (0.0084)4.3220.8
ND (0.0086)
ND (0.0190)5.71
ND (0.0036)33.0
ND (0.0027)3.64
ND (0.0300)8.526.29
ND (0.0084)4.4320.4
ND (0.0086)
20-Dec-OO
ND (0.37)11225.49.6 J
ND (0.0001 2)18.3
ND (0.53)112
ND (0.0320)ND (0.0600)
0.0376 J4.93
ND (0.0036)32.8
ND (0.0066)0.0190 J
ND (0.0027)5.31
ND (0.0300)8.455.46
ND (0.0084)4.2020.2
ND (0.0026)0.0147 J
ND (0.0001 2)ND (0.0320)ND (0.0600)
0.0402 J5.82
ND (0.0036)34.4
ND (0.0066)0.0202 J
' ND (0.0027)5.56
ND (0.0300)8.505.96
ND (0.0084)4.1220.8
ND (0.0026)0.0092 J
3-Jan-01 12:00Bottom
ND (0.37)11623.6410
ND (0.0001 2)6.7 J
ND (0.53)116
ND(1)ND (0.0320)ND (0.0600)
0.4104.80
ND (0.0036)31.0
ND (0.0066)0.0181 J
ND (0.0027)7.78
ND (0.0300)7.564.16
ND (0.0084)2.9016.5
ND (0.0026)0.0090 J
ND (0.0001 2)ND (0.0320)ND (0.0600)ND (0.01 90)
4.35ND (0.0036)
30.0ND (0.0066)
0.0167 JND (0.0027)
6.97ND (0.0300)
7.394.05
ND (0.0084)2.8716.5
ND (0.0026)ND (0.0086)
Analyte not detected atconcentration shownResult was between theMDL and the PQLTables prepared by W. R.Kahl, checked by D. Vitek HR32U867
Table B.6B-2 : Barium-rich control well backfilled with mason sand
Permeable Reactive Barrier Field Tests, Newport Superfund Site, Newport, Delaware
(0jjj"SiE2TOD_TJ
ii
_o1-
T30)
"oinb
"Barium-2"Treatment Well
pHRedoxConductivityTurbidityDissolved OxygenTemperatureAlkalinity to pH 8.3Alkalinity to pH 4.5ChlorideTSSMercurySulfateSulfideBicarbonateCarbonateArsenicSeleniumAluminumBariumCadmiumCalciumChromiumCobaltCopperIronLeadMagnesiumManganeseNickelPotassiumSodiumVanadiumZincMercuryArsenicSeleniumAluminumBariumCadmiumCalciumChromiumCobaltCopperionLeadMagnesiumManganeseNickel3otassiumSodiumVanadiumZinc
Units
mVurnhoNTUmg/L°C
mg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/L
3-Jan-01 15:00Bottom
ND (0.37)11124.61,070
ND (0.00012)ND(15)
ND (0.53)111
ND(1)ND (0.0320)ND (0.0600)
0.3504.36
ND (0.0036)29.8
ND (0.0066)0.0160 J
ND (0.0027)7.70
ND (0.0300)7.323.92
ND (0.0084)3.1417.2
ND (0.0026)0.0090 J
ND (0.00012)ND (0.0320)ND (0.0600)ND (0.0190)
4.28ND (0.0036)
30.0ND (0.0066)
0.0156 JND (0.0027)
6.70ND (0.0300)
7.363.95
ND (0.0084)3.1117.1
ND (0.0026)ND (0.0086)
3-Jan-01 12:00Top
J
ND (0.37)12320.9194
ND(0.00012)8.9 J
ND (0.53)123
ND(1)ND (0.0320)ND (0.0600)
2.325.23
ND (0.0036)30.6
ND (0.0066)0.0175 J
ND (0.0027)10.5
ND (0.0300)7.544.06
ND (0.0084)2.9516.6
0.0029 J0.0103 J
ND (0.0001 2)ND (0.0320)ND (0.0600)ND (0.0190)
4.37ND (0.0036)
30.2ND (0.0066)
0.0163 JND (0.0027)
7.15ND (0.0300)
7.404.04
ND (0.0084)3.0216.5
ND (0.0026)ND (0.0086)
3-Jan-01 15:00Top
%
ND (0.37)11325.215
ND (0.00012)12.4
ND (0.53)113
ND(1)ND (0.0320)ND (0.0600)
0.0608 J4.34
ND (0.0036)29.2
ND (0.0066)0,0157 J
ND (0.0027)7.23
ND (0.0300)7.203.85
ND (0.0084)3.0916.8
ND (0.0026)ND (0.0086)ND (0.00012)ND (0.0320)ND (0.0600)ND (0.0190)
4.26ND (0.0036)
29.7ND (0.0066)
0.0155 JND (0.0027)
6.73ND (0.0300)
7.263.89
ND (0.0084)3.1616.1
ND (0.0026)ND (0.0086)
11-Jan-01
ND (0.37)1022665
ND (0.00012)9.0
ND (0.53)102
ND(1)ND (0.0320)ND (0.0600)
2.595.44
ND (0.0036)27.7
ND (0.0066)0.0160 J
ND (0.0027)12.4
ND (0.0300)6.923.39
ND (0.0084)3.0816.5
ND (0.0026)ND (0.0086)ND (0.00012)ND (0.0320)ND (0.0600)ND (0.0 190)
3.85ND (0.0036)
29.3ND (0.0066)
0.0145 JND (0.0027)
7.94ND (0.0300)
6.823.57
ND (0.0084)3.1416.3
ND (0.0026)ND (0.0086)
12-Jan-01
ND (0.37)1072815
ND (0.00012)8.9
ND (0.53)107
ND(1)ND (0.0320)ND (0.0600)
0.4874.60
ND (0.0036)25.9
ND (0.0066)0.0151 J
ND (0.0027)9.94
ND (0.0300)6.523.16
ND (0.0084)3.1617.4
ND (0.0026)ND (0.0086)ND (0.0001 2)ND (0.0320)ND (0.0600)
0.0290 J4.36
ND (0.0036)25.4
ND (0.0066)0.0136 J
ND (0.0027)8.38
ND (0.0300)6.383.18
ND (0.0084)3.1816.9
ND (0.0026)ND (0.0086)
Analyte not detected atconcentration shownResult was between theMDLandthePQLTables prepared by W. R.Kahl, checked by D. Vitek
&R32U868
Table B.6B-2 : Barium-rich control well backfilled with mason sand
Permeable Reactive Barrier Field Tests, Newport Superfund Site, Newport, Delaware
oEraa.TJ<ULL
15"o1-
TJ
OIO•Ob
"Barium- 2"Treatment Well
pHRedoxConductivityTurbidityDissolved OxygenTemperatureAlkalinity to pH 8.3Alkalinity to pH 4.5ChlorideTSSMercurySulfateSulfideBicarbonateCarbonateArsenicSeleniumAluminumBariumCadmiumCalciumChromiumCobaltCopperIronLeadMagnesiumManganeseNickelPotassiumSodiumVanadiumZincMercuryArsenicSeleniumAluminumBariumCadmiumCalciumChromiumCobaltCopperIron_eadMagnesiumManganeseNickel3otassiumSodiumVanadiumZinc
Units
mVjamhoNTUmg/L°Cmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/L
12- Jan-01
ND (0.37)11227.115
ND (0.00012)8.9
ND (0.53)107
ND(1)ND (0.0320)ND (0.0600)
0.4874.60
ND (0.0036)25.9
ND (0.0066)0.0151 J
ND (0.0027)9.94
ND (0.0300)6.523.16
ND (0.0084)3.1617.4
ND (0.0026) ,ND (0.0086)ND (0.00012)ND (0.0320)ND (0.0600)
0.0290 J4.36
ND (0.0036)25.4
ND (0.0066)0.0136 J
ND (0.0027)8.38
ND (0.0300)6.383.18
ND (0.0084)3.1816.9
ND (0.0026)ND (0.0086)
15-Jan-01
ND (0.37)11227.119
ND (0.0001 2)9.6
ND (0.53)112
ND(1)ND (0.0320)ND (0.0600)
1.145.34
ND (0.0036)29.3
ND (0.0066)0.0160 J
ND (0.0027)10.5
ND (0.0300)7.053.43
ND (0.0084)2.7916.9
ND (0.0026)0.0175 J
ND (0.0001 2) .ND (0.0320)ND (0.0600)ND (0.01 90)
4.00ND (0.0036)
27.2ND (0.0066)
0.0141 JND (0.0027)
7.98ND (0.0300)
6.753.49
ND (0.0084)3.1817.0
ND (0.0026)0.0095 J
ND
J
Analyte not detected atconcentration shownResult was between theMDL and the PQLTables prepared by W. R.Kahl, checked by D. Vitek
ii
Table B.7B-3 : Barium-rich PRB material well (5 wt. parts MgCOS)
Permeable Reactive Barrier Field Tests, Newport Superfund Site, Newport, Delaware
u>S"wEraraD_T>d>U_
"ra"ot-
"Barium-3"Treatment Well
PHRedoxConductivityTurbidityDissolved OxygenTemperatureAlkalinity to pH 8.3Alkalinity to pH 4.5ChlorideTSSMercurySulfateSulfideBicarbonateCarbonateArsenicSeleniumAluminumBariumCadmiumCalciumChromiumCobaltCopperIronLeadMagnesiumManganeseNickelPotassiumSodiumVanadiumZincMercuryArsenicSeleniumAluminumBariumCadmiumCalciumChromiumCobaltCopperironLeadMagnesiumManganeseNickelPotassiumSodiumVanadiumZinc
Units
mVumhoNTUmg/L°Cmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/L,mg/L,mg/Lmg/Lmg/L
:- mg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/L
; ,.mg/Lmg/L
^mg/L;mg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/L
1 -Dec-00 4-Dec-OO
-
6-Dec-OO
ND (0.37)12072295
0.00011 J2,150
ND (0.53)120
ND(1)ND (0.0320)ND (0.0600)
4.420.0113
3300.0295 J0.0421 J0.13783.01.254133.71
0.0248 J3.0937.4
0.07391.19
ND (0.00005)ND (0.0320)ND (0.0600)
0.107ND (0.0036)
325ND (0.0066)ND (0.0071)ND (0.0027)
5.60ND (0.0300)
4191.97
ND (0.0084)2.0739.9
ND (0.0026)ND (0.0086)
8- Dec-00
7.7
0.310.20
5.08
435
6.500.0071 J
269
0.081648.30.6581833.72
0.0183 J
0.852
0.107ND (0.0036)
252
ND (0.0027)6.05
ND (0.0300)2321.85
ND (0.0084)
ND (0.0086)
12-Dec-OO
17
0.0711 J0.263
ND (0.0036)229
ND (0.0027)8.06
ND (0.0300)1881.84
ND (0.0084)1.6735.8
ND (0.0084)
0.0287 J0.275
ND (0.0036)241
ND (0.0027)8.67
ND (0.0300)1902.00
ND (0.0084)1.7837.6
ND (0.0086)
Analyte not detected atconcentration shownResult was between the MDL andthe PQLTables prepared by W. R. Kahl,checked by D. Vitek
Table B.7B-3 : Barium-rich PRB material well (5 wt. parts MgC03)
Permeable Reactive Barrier Field Tests, Newport Superfund Site, Newport, Delaware
e0)0)Etoco0_T>Vb_
2oH
"Barium-3"Treatment Well
PHRedoxConductivityTurbidityDissolved OxygenTemperatureAlkalinity to pH 8.3Alkalinity to pH 4.5ChlorideTSSMercurySulfateSulfideBicarbonateCarbonateArsenicSeleniumAluminumBariumCadmiumCalciumChromiumCobaltCopperIronLeadMagnesiumManganeseNickelPotassiumSodiumVanadiumZincMercuryArsenicSeleniumAluminumBariumCadmiumCalciumChromiumCobaltCopperIronLeadMagnesiumManganeseNickelPotassiumSodiumVanadiumZinc
Units
mVumhoNTUmg/L°C
mg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/L
13-Dec-OO
ND (0.37)13169.017
ND (0.0001 2)850
ND (0.53)131
ND(1)ND (0.0320)ND (0.0600)
0.0846 J0.302
ND (0.0036)206
ND (0.0066)ND (0.0071)ND (0.0027)
9.09ND (0.0300)
1291.87
ND (0.0084)1.6736.2
ND (0.0026)ND (0.0086)ND (0,00012)ND (0.0320)ND (0.0600)ND (0.0190)
0.230ND (0.0036)
221ND (0.0066)ND (0.0071)ND (0.0027)
8.85ND (0.0300)
1421.96
ND (0.0084)1.6736.3
ND (0.0026)ND (0.0086)
15-Dec-OO
7.575.70.1800
8.77
16
ND (0.0 190)0.235
ND (0.0036)189
ND (0.0027)9.27
ND (0.0300)1051.93
ND (0.0084)1.6935.5
0.0228 J
ND (0.01 90)0.431
ND (0.0036)194
ND (0.0027)9.56
ND (0.0300)1112.02
ND (0.0084)1.7535.7
ND (0.0086)
18-Dec-OO
-20.4
34
0.195 J0.459
ND (0.0036)167
ND (0.0027)10.6
ND (0.0300)67.72.2
ND (0.0084)1.8637.1
ND (0.0086)
ND (0.0190)0.362
ND (0.0036)157
ND (0.0027)9.63
ND (0.0300)69.61.98
ND (0.0084)1.8
37.2
ND (0.0086)
20-Dec-OO
ND (0.37)12872.050
ND (0.0001 2)440
ND (0.53)
ND (0.0320)ND (0.0600)
1.970.936
ND (0.0036)132
ND (0.0066)ND (0.0071)ND (0.0027)
11.9ND (0.0300)
62.21.65
ND (0.0084)1.6433.5
ND (0.0026)0.0248 J
ND (0.00012)ND (0.0320)ND (0.0600)
0.0582 J0.582
ND (0.0036)157
ND (0.0066)ND (0.0071)ND (0.0027)
9.63ND (0.0300)
70.01.92
ND (0.0084)1.6636.6
ND (0.0026)0.0101 J
3-Jan-01 12:00Bottom
ND (0.37)13245.760
ND (0.0001 2)245
ND (0.53)132
ND(1)ND (0.0320)ND (0.0600)
0.5821.39
ND (0.0036)100
ND (0.0066)ND (0.0071)ND (0.0027)
12.0ND (0.0300)
32.81.46
ND (0.0084)1.3531.8
ND (0.0026)ND (0.0086)ND (0.00012)ND (0.0320)ND (0.0600)ND (0.01 90)
0.637ND (0.0036)
103ND (0.0066)ND (0.0071)ND (0.0027)
10.9ND (0.0300)
35.71.42
ND (0.0084)1.2831.7
ND (0.0026)ND (0.0086)
Analyte not detected atconcentration shownResult was between the MDL andthe PQLTables prepared by W. R. Kahl,checked by D. Vitek
Table B.7B-3 : Barium-rich PRB material well (5 wt. parts MgCO3)
Permeable Reactive Barrier Field Tests, Newport Superfund Site, Newport, Delaware
tn0)"SErara0.T)<uLL
_o1-
"Barium-3"Treatment Well
pHRedoxConductivityTurbidityDissolved OxygenTemperatureAlkalinity to pH 8.3Alkalinity to pH 4.5ChlorideTSSMercurySulfateSulfideBicarbonateCarbonateArsenicSeleniumAluminumBariumCadmiumCalciumChromiumCobaltCopperIronLeadMagnesiumManganeseNickelPotassiumSodiumVanadiumZincMercuryArsenicSeleniumAluminumBariumCadmiumCalciumChromiumCobaltCopperIronLeadMagnesiumManganeseNickelPotassiumSodiumVanadiumZinc
Units
mV^mhoNTUmg/L°C
mg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/L
3-Jan-01 15:00Bottom
ND (0.37)13046.415
ND (0.00012)336
ND (0.53)130
ND(1)ND (0.0320)ND (0.0600)ND (0.01 90)
0.687ND (0.0036)
114ND (0.0066)ND (0.0071)ND (0.0027)
11.0ND (0.0300)
41.91.46
ND (0.0084)1.2831.3
ND (0.0026)0.457
ND (0.00012)ND (0.0320)ND (0.0600)ND (0.0190)
0.637ND (0.0036)
120ND (0.0066)ND (0.0071)ND (0.0027)
11.0ND (0.0300)
43,21.50
ND (0.0084)1.2831.3
ND (0.0026)ND (0.0086)
3-Jan-01 12:00Top
ND (0.37)13247.624
ND (0.00012)250
ND (0.53)132
ND(1)ND (0.0320)ND (0.0600)ND (0.01 90)
0.661ND (0.0036)
106ND (0.0066)ND (0.0071)ND (0.0027)
11.1ND (0.0300)
34.71.45
ND (0.0084)1.2931.3
ND (0.0026)ND (0.0086)ND (0.00012)ND (0.0320)ND (0.0600)ND (0.0190)
; 0.685 .ND (0.0036)
105ND (0.0066)
- ND (0.0071)ND (0.0027)
10.8ND (0.0300)
37.11.43
ND (0.0084)1.2631.3
ND (0.0026)ND (0.0086)
3-Jan-01 15:00Top
ND (0.37)13343.017
ND (0.00012)323
ND (0.53)133
ND(1)ND (0.0320)ND (0.0600)ND (0.01 90)
0.673ND (0.0036)
123ND (0.0066)ND (0.0071)ND (0.0027)
11.1ND (0.0300)
41.31.46
ND (0.0084)1.2631.3
ND (0.0026)ND (0.0086)ND (0.00012)ND (0.0320)ND (0.0600)ND (0.01 90)
0.625ND (0.0036)
124ND (0.0066)ND (0.0071)ND (0.0027)
10.7ND (0.0300)
41.01.46
ND (0.0084)1.3531.3
ND (0.0026)ND (0.0086)
9-Jan-01
ND (0.37)12846.2183
ND (0.0001 2)2882.4 J128
ND(1)ND (0.0320)ND (0.0600)
13.46.82
ND (0.0036)105
0.0172 J0.0132 J0.035239.20.27634.71.46
0.0109 J1.9630.4
0.02690.255
ND (0.0001 2)ND (0.0320)ND (0.0600)ND (0.0 190)
0.373ND (0.0036)
109ND (0.0066);ND (0.0071)ND (0.0027)
11.6ND (0.0300)
34.71.32
ND (0.0084)1.4931.3
ND (0.0026)ND (0.0086)
11 -Jan-01
ND (0.37)1215424
ND (0.0001 2)230
ND (0.53)121
ND(1)ND (0.0320)ND (0.0600)
0.188 J0.894
ND (0.0036)92.9
ND (0.0066)ND (0.0071)ND (0.0027)
12.6ND (0.0300)
25.31.32
ND (0.0084)1.3831.2
ND (0.0026)ND (0.0086)ND (0.00012)ND (0.0320)ND (0.0600)ND (0.01 90)
0.627ND (0.0036)
99.4ND (0.0066)ND (0.0071)ND (0.0027)
11.3ND (0.0300)
29.61.26
ND (0.0084)1.3230.7
ND (0.0026)ND (0.0086)
Analyte not detected atND concentration shown
Result was between the MDL andthe PQLTables prepared by W. R. Kahl,checked by D. Vitek
RR32l*872
Table B.7B-3 : Barium-rich PRB material well (5 wt. parts MgCO3)
Permeable Reactive Barrier Field Tests, Newport Superfund Site, Newport, Delaware
OT
3"SEra(00.32ii
2ol-
"Barium-3"Treatment Well
PHRed oxConductivityTurbidityDissolved OxygenTemperatureAlkalinity to pH 8.3Alkalinity to pH 4.5ChlorideTSSMercurySulfateSulfideBicarbonateCarbonateArsenicSeleniumAluminumBariumCadmiumCalciumChromiumCobaltCopperIronLeadMagnesiumManganeseNickelPotassiumSodiumVanadiumZincMercuryArsenicSeleniumAluminumBariumCadmiumCalciumChromiumCobaltCopperIronLeadMagnesiumManganeseNickelPotassiumSodiumVanadiumZinc
Units
mVumhoNTUmg/L°Cmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/L
12-Jan-01
ND (0.37)1294522
ND (0.00012)238
ND (0.53)129
ND(1)ND (0.0320)ND (0.0600)
0.2440.974
ND (0.0036)92.0
ND (0.0066)ND (0.0071)ND (0.0027)
13.9ND (0.0300)
25.51.37
ND (0.0084)1.3530.1
ND (0.0026)ND (0.0086)ND (0.00012)ND (0.0320)ND (0.0600)
0.0318 J0.658 -
ND (0.0036)97.6
ND (0.0066)ND (0.0071)ND (0.0027)
13.1ND (0.0300)
28.91.28
ND (0.0084)1.3731.2
ND (0.0026)ND (0.0086)
15-Jan-01
ND (0.37)1423827
ND (0.00012)211
ND (0.53)142
ND(1)ND (0.0320)ND (0.0600)
1.843.48
ND (0.0036)90.9
ND (0.0066)ND (0.0071)
0.0052 J17.3
0.049123.01.38
ND (0.0084)1.4931.0
0.0033 J0.0539
ND (0.00012)ND (0.0320)ND (0.0600)ND (0.01 90)
0.649ND (0.0036)
99.6ND (0.0066)ND (0.0071)ND (0.0027)
12.4ND (0.0300)
27.51.27
ND (0.0084)1.3230.0
ND (0.0026)ND (0.0086)
Analyte not detected atconcentration shownResult was between the MDL andthe PQLTables prepared by W. R. Kahl,checked by D. Vitek AR32l*873
Table B.8B-4 : Barium-rich PRB material well (5 wt. parts MgCO3), Rotosonic installed
Permeable Reactive Barrier Field Tests, Newport Superfund Site, Newport, Delaware
inS"Se«(0D_T3Q)LL
5tjh-
TJ0>
"oin<nb
"Barium-4"Treatment Well
pHRedoxConductivityTurbidityDissolved OxygenTemperatureAlkalinity to pH 8.3Alkalinity to pH 4.5ChlorideTSSMercurySulfateSulfideBicarbonateCarbonateArsenicSeleniumAluminumBariumCadmiumCalciumChromiumCobaltCopperIronLeadMagnesiumManganeseNickelPotassiumSodiumVanadiumZincMercuryArsenicSeleniumAluminumBariumCadmiumCalciumChromiumCobaltCopperIronLeadMagnesiumManganeseNickel3otassiumSodiumVanadiumZinc
Units
mVjirn hoNTUmg/L°Cmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/L
-,
11-Jan-01
39.81627826
ND (0.0001 2)6,1001.2 J
82.979.6
0.0322 JND (0.0600)
33.21.08
0.0283800
0.0296 J0.0147 J0.21230.61.491,4001.12
0.0182 J6.8234.1
0.03982.99
ND (0.0001 2)ND (0.0320)ND (0.0600)ND (0.01 90)
0.0756 JND (0.0036)
454ND (0.0066)ND (0.0071)ND (0.0027)
0.0620 JND (0.0300)
1,4100.370
ND (0.0084)5.3233.8
ND (0.0026)ND (0.0086)
12-Jan-01
41.11537129
ND (0.0001 2)7,200
ND (0.53)70.782.1
ND (0.0320)ND (0.0600)
0.3560.268
ND (0.0036)393
ND (0.0066)ND (0.0071)ND (0.0027)
0.517ND (0.0300)
1,4700.343
ND (0.0084)5.2635.7
ND (0.0026)0.0168 J
ND (0.00012)ND (0.0320)ND (0.0600)
0.0666 J- 0.0748 J
ND (0.0036)393
ND (0.0066)ND (0.0071)ND (0.0027)
0.0903 JND (0.0300)
1,4400.332
ND (0.0084)5.0534.9
ND (0.0026)ND (0.0086)
15- Jan-01
33.212149
ND(4.1)ND (0.0001 2)
5,600ND (0.53)
54.666.5
ND (0.0320)ND (0.0600)
0.850 J0.0826 J
ND (0.0036)418
ND (0.0066)ND (0.0071)ND (0.0027)
0.242ND (0.0300)
1,0700.248
ND (0.0084)3.9132.2
ND (0.0026)ND (0.0086)ND (0.00012)ND (0.0320)ND (0.0600)
0.0445 J0.0584 J
ND (0.0036)448
ND (0.0066)ND (0.0071)ND (0.0027)
0.1030ND (0.0300)
1,1200.259
ND (0.0084)3.8631.6
ND (0.0026)ND (0.0086)
17- Jan-01 10:00
37.211942
ND(4.1)ND (0.00012)
6,400ND (0.53)
44.574.4
ND (0.0320)ND (0.0600)
0.174 J0.119
ND (0.0036)465
ND (0.0066)ND (0.0071)ND (0.0027)
0.356ND (0.0300)
1,3200.178
ND (0.0084)3.1522.6
0.0030 JND (0.0086)ND (0.00012)ND (0.0320)ND (0.0600)ND (0.0 190)
0.0532 JND (0.0036)
450ND (0.0066)ND (0.0071)ND (0.0027)
0.0540 JND (0.0300)
1,2600.171
ND (0.0084)3.1329.2
0.0029 JND (0.0086)
ND Analyte not detected atconcentration shownResult was between theMDL and the PQLTables prepared by W. R.Kahl. checked by D. Vitek' AR324871*
Table B.8B-4 : Barium-rich PRB material well (5 wt. parts MgCO3), Rotosonic installed
Permeable Reactive Barrier Field Tests, Newport Superfund Site, Newport, Delaware
w£oEraraO.
~o>U_
_
O1-
T)<B
"5IftIflb
"Barium-4"Treatment Well
PHRedoxConductivityTurbidityDissolved OxygenTemperatureAlkalinity to pH 8.3Alkalinity to pH 4.5ChlorideTSSMercurySulfateSulfideBicarbonateCarbonateArsenicSeleniumAluminumBariumCadmiumCalciumChromiumCobaltCopperIronLeadMagnesiumManganeseNickelPotassiumSodiumVanadiumZincMercuryArsenicSeleniumAluminumBariumCadmiumCalciumChromiumCobaltCopperIronLeadMagnesiumManganeseNickel3otassiumSodiumVanadiumZinc
Units
mVLimhoNTUmg/L°C
mg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/LmoAmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/L
17-Jan-01 15:00
30.797.438
ND(4.1)ND (0.0001 2)
4,800ND (0.53)
36.061.4
ND (0.0320)ND (0.0600)ND (0.0190)
0.0515 JND (0.0036)
488ND (0.0066)ND (0.0071)ND (0.0027)
0.108ND (0.0300)
8620.130
ND (0.0084)2.6724.5
ND (0.0026)ND (0.0086)ND (0.0001 2)ND (0.0320)ND (0.0600)ND (0.01 90)
0.0504 JND (0.0036)
515ND (0.0066)ND (0.0071)ND (0.0027)
0.0440 JND (0.0300)
8800.139
ND (0.0084)2.7925.8
ND (0.0026)ND (0.0086)
19- Jan-01
25.27230
3,300
21.650.4
ND (0.0320)ND (0.0600)ND (0.0190)
0.0536 JND (0.0036)
ND (0.0066)ND (0.0071)ND (0.0027)
0.321ND (0.0300)
0.115ND (0.0084)
2.1621.8
ND (0.0026)ND (0.0086)
ND (0.0320)ND (0.0600)ND (0.0 190)
0.0520 JND (0.0036)
ND (0.0066)ND (0.0071)ND (0.0027)
0.1370ND (0.0300)
0.116ND (0.0084)
2.1120.9
ND (0.0026)ND (0.0086)
ND Analyte not detected atconcentration shownResult was between theMDL and the PQLTables prepared by W. R.Kahl, checked by D. Vitek AR32t*875
Table B.9B-5 : Barium-rich PRB material well (15 wt. parts MgCO3), Rotosonic installed
Permeable Reactive Barrier Field Tests, Newport Superfund Site, Newport, Delaware
£"SEreraQ.V<aLL
"rooH
-O0)
"ominQ
"Barium-5"Treatment Well
pHRedoxConductivityTurbidityDissolved OxygenTemperatureAlkalinity to pH 8.3Alkalinity to pH 4.5ChlorideTSSMercurySulfateSulfideBicarbonateCarbonateArsenicSeleniumAluminumBariumCadmiumCalciumChromiumCobaltCopperIronLeadMagnesiumManganeseNickelPotassiumSodiumVanadiumZincMercuryArsenicSeleniumAluminumBariumCadmiumCalciumChromiumCobaltCopperiron_eadMagnesiumManganeseNickel3otassiumSodiumVanadiumZinc
Units
mViimhoNTUmg/L°Cmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/L
9-Jan-01
40.9157111270
ND (0.001 2)5,900
ND (0.53)74.881.9
ND (0.0320)ND (0.0600)
11.21.77
0.0079 J590
ND (0.0066)0.0071 J0.0530
14.80.2971,2500.5140.0099 J6.6945.1
0.02180.470
ND (0.00012)ND (0.0320)ND (0.0600)ND (0.0 190)
0.0851 JND (0.0036)
438ND (0.0066)ND (0.0071)ND (0.0027)ND (0.0067)ND (0.0300)
1,4600.143
ND (0.0084)6.1944.6
0.0028 JND (0.0086)
11 -Jan-01
50.21541044.8 J
ND (0.001 2)7,500
ND (0.53)53.3100
ND (0.0320)ND (0.0600)
0.157 J0.0914 J
ND (0.0036)395
ND (0.0066)ND (0.0071)ND (0.0027)
0.198ND (0.0300)
1,7400.311
ND (0.0084)6.1754.5
ND (0.0026)ND (0.0086)ND (0.00012)ND (0.0320)ND (0.0600)
0.0515 J0.0571 J
ND (0.0036)395
ND (0.0066)ND (0.0071)ND (0.0027)
0.0137 JND (0.0300)
1,5700.244
ND (0.0084)5.8548.6
ND (0.0026)ND (0.0086)
12-Jan-01
43.913176
ND(4.1)ND (0.001 2)
6,900ND (0.53)
42.987.8
ND (0.0320)ND (0.0600)
0.0688 J0.0680 J
ND (0.0036)403
ND (0.0066)ND (0.0071)ND (0.0027)
0.0637 JND (0.0300)
1,5800.222
ND (0.0084)5.2544.0
ND (0.0026)ND (0.0086)ND (0.0001 2)ND (0.0320)ND (0.0600)
0.0611 J0.0544 J
ND (0.0036)417
ND (0.0066)ND (0.0071)ND (0.0027)ND (0.0067)ND (0.0300)
1,5300.213
ND (0.0084)4.7643.9
ND (0.0026)ND (0.0086)
15- Jan-01
4311164
ND(4.1)ND (0.0012)
6,400ND (0.53)
25.286.1
ND (0.0320)ND (0.0600)
0.0505 J0.0478 J
ND (0.0036)436
ND (0.0066)ND (0.0071)ND (0.0027)
0.116ND (0.0300)
1,3500.169
ND (0.0084)4.2344.6
ND (0.0026)ND (0.0086)ND (0.0001 2)ND (0.0320)ND (0.0600)
0.0275 J0.0435 J
ND (0.0036)445
ND (0.0066)ND (0.0071)ND (0.0027)
0.0101 JND (0.0300)
1,3200.153
ND (0.0084)4.0740.2
ND (0.0026)ND (0.0086)
17-Jan-01 10:00
38.910654
ND (4.1)ND (0.001 2)
7,000ND (0.53)
28.477.9
ND (0.0320)ND (0.0600)ND (0.0190)
0.0481 JND (0.0036)
447ND (0.0066)ND (0.0071)ND (0.0027)
0.188ND (0.0300)
1,1900.170
ND (0.0084)3.8982.6
ND (0.0026)ND (0.0086)ND (0.0001 2)ND (0.0320)ND (0.0600)ND (0.0190)
0.0400 JND (0.0036)
466ND (0.0066)ND (0.0071)ND (0.0027)
0.0169 JND (0.0300)
1,4200.106
ND (0.0084)3.7554.7
ND (0.0026)ND (0.0086)
ND Analyte not detected atconcentration shownResult was between theMDL and the PQLTables prepared by W. R.Kahl, checked by D. Vitek flR32l4876
Table B.9B-5 : Barium-rich PRB material well (15 wt. parts MgCO3), Rotosonic installed
Permeable Reactive Barrier Field Tests, Newport Superfund Site, Newport, Delaware
in
0>EcoCDQ.T)
LL
2o\-
T30)
"5•nIOb
"Barium-5"Treatment Well
pHRedoxConductivityTurbidityDissolved OxygenTemperatureAlkalinity to pH 8. 3Alkalinity to pH 4.5ChlorideTSSMercurySulfateSulfideBicarbonateCarbonateArsenicSeleniumAluminumBariumCadmiumCalciumChromiumCobaltCopperIronLeadMagnesiumManganeseNickelPotassiumSodiumVanadiumZincMercuryArsenicSeleniumAluminumBariumCadmiumCalciumChromiumCobaltCopperIronLeadMagnesiumManganeseNickelPotassiumSodiumVanadiumZinc
Units
mVMmhoNTUmg/L°Cmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/Lmg/L
17-Jan-01 15:00
36.297.250
ND(4.1)ND (0.001 2)
5,800ND (0.53)
24.772.5
ND (0.0320)ND (0.0600)ND (0.0190)
0.0375 JND (0.0036)
487ND (0.0066)ND (0.0071)ND (0.0027)
0.0854 JND (0.0300)
1,1200.102
ND (0.0084)3.2544.2
ND (0.0026)ND (0.0086)ND (0.00012)ND (0.0320)ND (0.0600)ND (0.0 190)
0.0365 JND (0.0036)
484ND (0.0066)ND (0.0071)ND (0.0027)
0.0106 JND (0.0300)
1,1100.102
ND (0.0084)3.2242.8
ND (0.0026)ND (0.0086)
19-Jan-01
35.287.039
3,600
16.770.3
ND (0.0320)ND (0.0600)ND (0.01 90)
0.0375 JND (0.0036)
ND (0.0066)ND (0.0071)ND (0.0027)
0.0524 JND (0.0300)
0.0663ND (0.0084)
2.2730.9
ND (0.0026)ND (0.0086)
ND (0.0320)ND (0.0600)N 0(0.0190)
0.0376 JND (0.0036)
ND (0.0066)ND (0.0071)ND (0.0027)ND (0.0067)ND (0.0300)
0.0564ND (0.0084)
2.1728.4
ND (0.0026)ND (0.0086)
ND Analyte not detected atconcentration shownResult was between theMDL and the PQLTables prepared by W. R.Kahl, checked by D. Vitek
'1.i
J
AR32U877
mzoXo
AR32i*878
APPENDIX C
DETAILED COST ESTIMATES
AR32I4879
SOUTH LANDFILL PROJECT REMEDY ALTERNATIVESCOST ESTIMATES
NEWPORT SUPERFUND SITE
NEWPORT, DELAWARE
prepared for:
DUPONT CORPORATE REMEDIATION GROUP
WILMINGTON, DELAWARE
prepared by:
URS CORPORATION
282 DELAWARE AVENUEBUFFALO, NEW YORK 14202
DECEMBER 2000
J:\35B-i9.00\lLxa.-l\SI.r Costs I2I90WESTIMATE COVER.doc1J/OB/I9W 7:58 AM
RR32U880
PERMEABLE REACTIVE WALL
ESTIMATE
C:\WINIX)WS\Dcsk!op\SLF Costs I2I700\ESTIMATE COVER.doc
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Memorandum
Date: December 14, 2000
To: File 05-00035849.00 '
From: Michael Azzarella
Subject: DuPont South Landfill - Cost Estimate
I have discussed the South Landfill project with Al Meyer who is the chief estimator at the URSDenver office. He has estimated many of these permeable reactive wall projects. We discussedthe specifics of this project and he provided me with the following costs:
1. Continuous trench excavation and placement of wall. An 18-inch wall will require one pass ata cost of approximately S160.00/LF. Need to add approximately S10/LF (for a total ofS170/LF) for any required benching operations and backfill over top of wall to existing grade.
2. Performance monitoring wells. Assume at each monitoring location along the wall thefollowing sets of wells to be installed: one 3-well cluster inside and outside the wall plus onewell into the wall. Well sets are typically installed every 150 to 200 feet along the length ofwall. Cost for each set equals approximately $10,000.
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AR32U90U f 8
URS Memorandum
Date: December 14, 2000
To: File 05-00035849.00
From: Michael Azzarella
Subject: DuPont South Landfill - Cost Estimate
I have discussed the South Landfill project with Al Meyer who is the chief estimator at the URSDenver office. He has estimated many of these permeable reactive wall projects. We discussedthe specifics of this project and he provided me with the following costs:
1. Continuous trench excavation and placement of wall. An 18-inch wall will require one pass ata cost of approximately S160.00/LF. Need to add approximately S10/LF (for a total ofS170/LF) for any required benching operations and backfill over top of wall to existing grade.
2. Performance monitoring wells. Assume at each monitoring location along the wall thefollowing sets of wells to be installed: one 3-well cluster inside and outside the wall plus onewell into the wall. Well sets are typically installed every 150 to 200 feet along the length ofwall. Cost for each set equals approximately $10,000.
J&R32U905
DUPONT NEWPORT SOUTH LANDFILLSOUTH JAMES ETREET TIE-IN ALTERNATIVES
COST ESTIMATE
ALTERNATIVE 3INCORPORATE EXISTING ROAD AS A CAP COMPONENT
REPLACE SHOULDER
DESCRITION UNIT QUANTITY UNIT TOTALCOST COST
Mobilization/Demobilization LS 1 $3,500 $3,500
Shoulder Repair- shoulder sawcutting LF 2,000 $1.16 $2,320- remove shoulder, 8'width SY 900 $0.60 $540- install bedding stone, 8' width CY 30 $118 $3,540- install asphalt pavement, 2" shoulder SY 900 $3.57 $3,213
Saw Cut Pavement for Barrier Wall LF 268 $5.96 $1,597
Pavement and Base Course Removal CY 25 $65 $1,620
Stone Base Course Installation CY 15 $99 $1,481
Asphalt Pavement - 5" Total Depth SY 60 $20.94 $1,256
Liner Installation Under Shoulder SY 1,000 $6.30 $6,300
Surveying DAY 7 $1,125 $7,875
Traffic Control LS 1 $18,200 $18,200
Subtotal $51,443Contingencies -10% $5,144Total $56,587Say $57,000
Note: For shoulder replacement, sawcut, remove and replace approximately 8' (41 each side)of shoulder.
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FACSIMILE TrSMTTTAL COVER. SHEET
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DuPont Advanced Fibers Systems
CC: John WHkexuLeslie Croeker - 1SG Corp.
John C. WokasierContructioQ Mow jerURS Qittiner Wot dward Clyde282 Delaware Av< nueBuSalo>NY 14262-1805
Dear John,
DuPont Kevtei t> agrees to provide Ac Newport South Landfill up to 200 tons ofGypsum atnocha ye F.O.B. our James River plant in Richmond, Virginia. Freightwill be billed to y< >ur project at ~$20-22/ton.
Please provide 30 days lead time when ordering. I understand from John Wakensthat the material vill not be needed until 2001.
Very truly yours,
William Lacy Gray, Jr.Contracted Mtnufecturing ManagerAdvanced Fibers Systems(804)383-4459
WLG/jwaISGWbkaaiim l*nw:dooKevlar® is a DuPont registered trademark
AR32U9IO
JOHN WOLFfc NEWPORT 302yy,>U4yu u i / £4 uu ii.os- mj.<
CorporateRemediation
FACSIMILE GroupTRANSMTTTAL Newport SuoeafundSHEET
A DuPont and URS Alliance
TorJohnWokasien From: JohnRWoifeCompany: URS Corp. Phone: 302-993-0490Phone: 716-856-5636 FAX: 302-994-3481FAX: 716-856-2545Total # of sheets faxed: 9
Urgent f ) For review ( 1 Reply f Information Requested ( X1
Message:
JohnAttached are the rate sheets you requested.
The price for Common Fill from Contractors Materials LLC is:$6.80 per Ton delivered, @ 1.5 ton per Cubic Yard.
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'00 10:58 " !D-'2ELflWflRE"COWWCTDRS ASK
Laborei» Loo*l No. 19*
Mantgeaient Onlt Allied Pirieion*Jurisdiction Mow caatla county, DelawareTora -of Agreement 7 Just* 99 tnru JO April 20O2Nag** 6 Contribution*(hourly) 6/7/99 5/1/20OO 5/1/2001flohadul* A <n £16.64 $.80 $.7B•ehedul* B l5" 16.09 Total TotalSchedule C 16.34 Bcononic leonomlcfiehedul* D 16.64 inoroaea inoreaae3ch«lul» I 17.09*eiwdui* r 19.09Ho«lth £ W*2.far* 3.70P«nf ion S»65Training • «due. Fund .46Annuity 2*00industry Adv*ncwwnt O.8»"
'mi» porc*nt»9« ii »ultipli»d by th«total of w*9*« and fringa contribution*paid.'Pay antir* day at hipheat rat* workatfduring day.
Datfuetiona Onion dua* - $-34 par hour workatf.Bffactiw 5/1/91 - Laborara »01itl«ail«aaua - 9.09 par bavr Merkad.
pramiint Pay If working on •tack*, allot, towarc, ateovar BO faat pay $.3§ ovar baaa w**a foraaeh additional 25 faat.1 if ft thru 19 avployaoa oa job, than lfor avary 19 omployaaa. Pay $1.00 parhour O»ar hlohaat paid anployaa•uparriaad. Non-working.
Poraman Pay 51, oo par hour ovar highaat paidavployae anparriaad.
Holiday* Naw Ya«r-«/ Manorial Day, July «, z«aborDay, Thankagiving, Chriatmao, GeneralBlaction Day if tfaclirad by Building ftConstruction Tradaa Council. Holiday* on6aturday or Sunday eaiabrata Friday andMonday, rafpvctivaly»
Ovartiwa 6 Holiday Pay Tiia firvt two hour* of ovartim* workadMonday tbrv Friday tnd tho firvt tonhour* workad on Batvrd»y will ba paid at1 l/2x waoaa, IK contribution* *nd Ixduoa. nil Sundaya, holiony* and owr twnhour* will bo paid *t ZK waga*, 1* con-tribution* and Ix du«». Oonoral Cl*ctl»r>Day, if workod, at Straight tima ratoa.
straight Tima Hour* - 8 hour* batwaen BiOO a.r». and 4:30 p.m..Monday thru Friday.
Shift* t Differential If 2 ihift* of ovar 6 hour* o&oh - equal
CBAS199 6/99
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pay and duration. Othorwiaai let -midnight to 7«3D *,*m. for B hour* pay,2nd - etraight time hour* and pay, 3rd -4:30 p.m. to midnight for 6 hour* pay.
Pav fi Pay Per "I «»•** **> ***** th** V1***** "*•P"y ' Friday. Withhold » deye. Make arrangement*a* to how and where Cheek* to ba cashed.
HoDorting Ti»e Mo ahow up time if work hot started duoHoporting xu*e ^ .thajr. If work atarta and lv .topped,
pay greater of 2 houra or actual tine.unlaea atoppod due to waathwr, than payactual tin* only- If T*" * h*u« P«T6 hour*. If call for men in a.m. of dayworked, pay 0 hour*. If call for o*n to«iork in p.». P«y * hour«.
Maal Par i odo 1/3 hour (unpaid} oach ehift. On continu-ll**1 oua ovmrtimei 1/3 hour (p»id) after 2
hour* work and after eeeh 4 hour* workedthereafter r provided work continue* afteroaal period, on non-*ohedulod overtimeallow raaaonabl* arrangement to get food.
ceffoe Break « mlmita* between »iSO a.m. and lliOOa.m. at work at at ion-
Tranapcrtation Mo paymont* prorided >eb in Local ••jurisdiction.
tay off/oiachargA If employ** for more ti»*» 3 day* on job,. pay end allow 1/2 boor to pmek tool*.
Work claaeif icatiOA* By Beboaula
Behedul* * I»abora«*f general end construction
rire watchmenylagmanBalamartderBTmek Bpottor*
schedule B Caulkeray operator* of pneumatic and
CBAS199 6/99
electric tool*; vibrating machine*> con- \crate aawa and JUIBP* (which ehall includethe hoofcwp of homo and/or pipe); pottendera; and aewer pipe layer*Demolition (where wall* Bra required tobe ridden down by band toole)Driller (except Core/ Diamond, or •Multiple Wagon)Fork Lift Laborerfiunite material and rebound worker* •Neeen end plaater tender*? end cement !workera . IMobile buggy operator*Operator* of power saw* (portable)
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Power end sewing Machine*Scaffold buildorashoringSignal man and hookup men, including whanwonting with digging and grading equip.Stripping of flat arch and form work, andcleaning and oiling thereofTool room attendant
Schedule C Burner* and Welder*Caisson Worker*, top men (when excavation*for calaaon* are dug eight feet or mor*below fch* natural grade l*v*i adjacentto the etartlng point of the caiaaonhole, the ret* *h*ll epply *t th* groundlevel)Concrete specialietDriller (Core* Diamond, of Multiple Wagon)Gunite industrial fume •tack, noctle, androd worker*Bandblaeter (nozzlemvn)TunnellingUnderpinnine Excavation <when an under-pinning eircavetion i* dug eight r*et ormore below the natural grade, or when anexcavation for a pier hole of five footaquare or lea* and eight feet or moredeep ia dug, the rat* ahall apply onlywhen a depth of eight feet is reached)Working under compressed air
Cchedul* D oalevon workere, bottom men <ee« qualifi-cation* for top men in Schedule C above)
schedule % BlastersLaborers angagad in unloading* placing,and aaeisting in tho installation of wallpoint myatan* or deep wall •ytama a* longas naeood on the job for auen work
Schedule P A*be*to* and/or Toxic or Wacardoue HaataWorker* (taaka related to aeboetoa and/or tonic M*BC* removal - certified andlicenced worker* only)bead Abatement Worker
CBAC199 6 99
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ut;£«t ow . ..j., ,»w., ,, w^ ^01*24 '00 10=59 ID:DELAWPRE CONTRACTORS PSN F6X: 302-994-3185
operating ttngiaecra X*ooal Mo. 542Motei A] 3 information for fit ate of Delaware Building t Heavy norK
Only.
. Managwnant Unit: Allied Division.Jurisdiction state of DelawareTvrn or Agreement l May 99 thru 30 April 3002Hourly Maaa wagon 5/1/99 5/1/OO 5/1/01Wa0e Ocoup I»Hourly Base Wage S22.45 $22.69 $22.94Health 6. welfare «.29 4.53 4.61
Surcharge .70 .90 1.OOitenslon 3.36 2.38 2.41Apprentice .22 .33 .23•II* .4S .*& •*«Annuity 3.SO *.OD 4.25 -v,
/&waa/e Ovoup !!• 7Hourly »**« Wage $22.35 (22.36 $32.62 > # 'Health 6 welfare 4.24 4.48 4.62 .u ~'
Surcharge .70 .90 i.OO jr xPonaion 3.33 2.35 2.3BApprentiee .22 .22 .22SOB .44 .45 .45 /X **Annuity 3.50 4.00 4.25
Group JtliHourly Baae Hage $30.19 £20.35 $20. »6KMLlth 4 walCara i.»3 4. IB 4.29
Surchaxga ,70 .90 1.00Pension 2.12 2.14 2.16Apprentice ,20 .21 .23SUB .40 .40 .41Annuity 3,50 4.00 4.25
Wage Group ZViHourly fiavc wage $19. •« 519.9* F20.2OJl«*lth. ft WclftAre 9 ,a7 4.10 4.3»
Surcharge .70 .90 i . ooponaioa 2,p$ 3.10 2.13Appreativ* .JO .30 .20
.40 .40 ,«Q3-40 4.00 4. 25
Wage Orenp ViHourly Base wagn StS.Ol 018.32 93*. 2V
t Molfarn 3.99 3. SO 3.93surcharge ,70 .50 1.00
l.vp i.»0 3.»»Apprentice . IS . ie . m
.36 .2C .3€3,50 4.00 4. 25
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'00 10=59 ID:DELAWflRE CONTRfiCTDRS
Wage Oroup VI iHourly Ba«* Wage $17.49 537.5? $17.72Health fc He L tare 3.59 1.71 3.84
Surcharge .70 .90 1.00Pension 3 .B4 1.94 1-86Apprentice .17 .19 .IBSUB .35 *95 -3bAnnuity 3. SO 4.00 4.2b
Toxic /Hazardous Waste Removal K«t*;20% added to all claceitications
Machine* with booms. 3iba, masts, mod leadfl: ICO teet and over -$.50 pftr hour additional will ba paid for each increment of25 feet over 10C teat.
Apprentice B*fce*Probation to 2"- 6 mem t ha 50%2"* aix (C) monbhe 35%3** six (6) month* 60%4" aix (C) month* CB%5" cix (fr) month* 70V6U six (6) month* 75%'701 six (*) months 80VB'*1 aix («) montha B5%
union due* - 3.7% of wagoa. PoliticalAction Fund * 0.2% o± wagaa,
Kngtnorr " 1 for 7 or norc engineers. lUte - fl.sopox hour ovor rat* on weekly beaia ofhighest paid engineer on same job.
Rngineer 1 for over 2b aoBJloyaes and for ea.cnBUltipla ot 23. Rate - $.90 per hourabove rate oa weakly basis or hlghcotpaid engineer on sen* job.
airt) Now Year'a, Momorial Pay, July 4. LAborXkay, «WDk»siving, Day after ThanksgivingOuriaUMM or day ao eoleferabed except wben E«aa*on Sunday and provided enpleyee works achedulvdwork day beCore and after the holiday .
Ovartlnw t Holiday Pay The first two houra of d&ily overtime,Monday thaw Fridagr «ad efee ffirau viylatbourB on Baturday enall ba paid at 1 l/2xwiagee plus contribution and deductionpexcantagcs Doted above. Sundays, holidaysond bour* in •Hooav of ton ore to be paidat 2x wage* plua contribution anddeduction percentages as noted above.
Time Hour* fl hour* between *:00 a.m. and 4tiQ p.m.,Monday CATU Friday. Bafrfoyer ma,y varystarting tine by l hour.
t Piffaroritial Tiite of starting let ohift at cinployor'Boption. No shift, in exceao of a houro
CBAC542 9/99 2
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ou-cx) i i a A w P C T R S PSN
work. niseuBD shift. dturarion with Local.Pay straight tijee co shift closest, toour sight Cine hours ana straight time plus5% to other ahifr.a,
Pay b Poy l>*y Dy caah or Check, at local's option, byquitting tine on regular pay day.Withhold 3 day* pay.
weekly Ouarantae If enployer'a1 job continue:* for over sflays, guarantee 40 tours per week atweakly rate for the days the job last*.
Reporting rive It oo wocxiy guarantee Bee above. Oo dallybaaia, i.«. Ivwv than 1 daye CD jobi4 hour* ehow-up and if started to work,pey $ hours, da Sundays and holJdayti6 hour* *bow-up, 0 nOurs if start work,pay e ovartiaw rato. Xf not started towork within 1 hour, disniea for the day.
Mo*] rerJode 1/2 hour, unpaid. On single shift work,at noon. On. sultipl* Phi ft work between3rd «nd 5th hour a.
lay Off /Discharge Pay in full upon termination.
Work Claeaifieatloaa By oroop
Wage Croup I Hand J ing steel and stone in connectionwith erection
Cranea doing hook workAny machine* handling machineryCable spinning machineHelicoptersConcrat* PunpsM«ehines similar to the above* including
remote control equipment;
wage oroup It All typea or crane*Ail types of backhoeeCablewaya
DregKoyBtone* ,All type* of ahovalvDarrickaTrench Bbovel*Trenching macninooPippin type backhoeenoiat with two towersAll Fivers; (ConcretO and Blacktop)All types overhead craneaBuilding; Hoiat* - double drum
(unless used aa • ingle drum)Milling Machinenucking machines in tunnoj
COAS&42 9/99 3
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01/24 '00 11:00 ID:DELPWflRE CONTRfiCTORS fiSN FflX:302-9W~8185
OradalloFront. -«nd loader a9 oat CaptainTandaat scrapers-Tower type crane opcrar.lon. nraesing,
dismantling, jumping. or jerkingDrills eelf-conteined (DrUlma»t«r type)Chipper with BoonTroa SpadeConerAt* breaking machines (Guillotine
type and remote typerork Mft, UO feet and over)Motor PuLrole (Fine Grade)Batch Plant with mixerftcraper* t Tournapull*KOllor* (High Craaa Pinl thing)Mechanic WelderSpreadersBundle Pallor ExtractorHydro Axleside Boombob Cat Type (All attachmento)voini»*r SawDirectional Boring MachineBulldosar* & TractornNaohinea oinxlar to tbe above
Croup III Conveyor* (Sxcept Building Conveyors)Building HoisCB (Single Drum)Aaphalt Want engineerXJgb or low prea0ur« boiaexiiMall DrilleraFork Uft truck* of a.1.3 type*Ditch witch type trencherMotor PatrolConcrete , Breaking machine*Hollar*Fine Grade Machine*Xlwator Operator (new construction)Stump grinderNachiaes siooMar to tho
Group rv Bo«awB pulwriBliig nixcrTi reman on Power EquipmentMaintenance Bnglnater (Power Moot)Farm Tractor*Porn I*fna OradarwItoad Finiohing NachineaPower BOOBSeed BpreadecGrease TruckMachines similar to the above
CBAC542 9/99 4
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Mage Group V Conveyor* (Building)Welding machines 'Heater* jWallpoint*ConpreaBors .Punpe JKieoallanecnia Equipment operator 'ttevmtor Operator* (ranmr«r.inn*)Kouao Car JMachine* eimilar to the above j
Wage Group vi Piraman . ,Dlloz-0 and Deck Slanda (Pcraonnal ]Moats) 'oraaaa Truck Malpor
' Iwage Group VII (A) (Bee wage group I)xoxi C/HAS ardouswan CD Monova)
Group VII (B) (Bee Wage Oroep XX)Toxic /HazardousNaate Removal
CBA6&42 »/99 5 LJ
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4i
"Nancy J Griskowitz" <[email protected]> on 02/03/200012:30:06 PM
To: "Brand! Butler" <[email protected]>. John Wokasien/Buffalo@URSGreinercc:
Subject: Re: SLF Drawing
The area bounded by the limits of waste is approximately 15.9 acres ascalculated by AutoCAD.
"Brandt Butler" <[email protected]> on 02/08/2000 04:33:35 PM
To "Jim L Aker" <Jim. [email protected]>. "Edward M Andrechak" ]<[email protected]>. "Craig L Bartlett" <[email protected]>."Matthew P Brill" <[email protected]>. "Brandt Butler <[email protected]>,"Nancy J Griskowrtz'' <[email protected]>, "John L Guglielmetti" |<[email protected]>, "Richard H Jensen" <[email protected]>. i"William R Kahl" <[email protected]>, "Richard C Landis"<[email protected]>, "Edward J Lutz" <[email protected]. corns-, Tom INowocten/Buffalo@URSGreiner, "William B Pew" <[email protected]>, "Noel C Scrivner" I<[email protected]>, "Stephen H Shoemaker" '<[email protected]>, "Marjorie E Vetter"<Marjorie.E. [email protected]>, "John E Vidumsky" <[email protected]>, "John " jA Wilkens" <[email protected]>, "John H WoHe" <[email protected]>. jJohn Wokasien/Buffalo@URSGreiner, [email protected]. [email protected]
cc:
Subject: South Landfill Team Update - Current Tasks and Notes from February 2nd Meeting $
Team,
Please note our new meeting schedule. £
Upcoming Meetings B:30am - 10:30am J
February 14 2-7-2374 - Team - Review Kiber, Xsta Results, Finalizecost estimate assumptions, set date for CRG Peer Review(302)709-8000 + 2653*AGENDA For February 14
XSta TestingKiber TestingCost EstimatesEPA Feedback ,Schedule and scope for Peer ReviewSchedule and scope for EPA MeetingLoose ends not coveredPath Forward & Schedule l
February ?? CRG Peer ReviewEarly March EPA-DuPont meeting to discuss path forwardMarch B Review status. Chose technology and design path. Scope
next phase.
(Attached (in Adobe Reader) is a copy of the current project schedule -please review it, especially your dates - before our next meeting - I plan I
to use it to monitor progress. ;]
[ (See attached file: npt309.pdf) ] ...
;-Current Tasks iJWilkens
Gathering analytical data, proposing permeable wall composition flScope lab scale flow-through-test with target wall composition |JIssue note with non-delivery months for James River gypsum
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43.
KiberIssue draft reportComplete gypsum/fill permeability tests and issue draft results
Kahl/GriskowitzScope geo-probe type testing for groundwater outside of southlandfill - develop requisite plansScope in-situ treatability testing for PRWCalculate waste volume and wall depths based on topo maps
ButlerSend out gw data package to teamDraft EPA submittal for presentation of new data and pathforward, emphasize low zinc release
WokasienFinalize cost-estimates with proposed wall composition
NowocienDevelop shipping cost for lime from Montague, Michigan
Meeting Notes - 2/2/2000Field Activities
Issued drawings with new dataDeveloping more info on geo-probe testing
field scope - determine depth to marsh, gw compositionpifPSA/HASP/WMPsurveyschedule
Develop scope while preparing for EPA presentationKiber
Completed verification testing - portland (3%), lime (3%), orgypsum (5*) are effective - now its a matter of costSet up permeability tests w/gypsum and common fill - expectresults 2/9/2000Draft report to issue 2/11/2000
WilkexisTests complete for screening dosages - awaiting analyticalresultsPropose wall composition for -100 year wall life (ifpractical)Next phase - use proposed wall composition/ratio and retreatgroundwater(Following the meeting, J. Aker requested a flow through testfor next phase, rather than the shaker tests)GW flow analysis shows 0.8 ppm zinc at 200 ml/min ->&6 gm/day(a handful of Cold-Ease tablets)Likely some synergistic reaction with Ba-rich and Zn-richwater - future study emphasis should shift to gw outside thewallSuggest review of results with EPA and present geoprobe-typesampling plan (w/decision tree) to see if low zinc outside thelandfill would eliminate need for treatment..Discussed need for sampling groundwater outside of landfill -Kahl will develop a scope for geo-probe-type testing - dataneeded - depth to top of marsh deposit and gw sample (-20locations outside landfill on east and south sides
Wokasien - Cost-EstimatesUpgraded cost-estimates were presentedLooking at cost comparison of various barium agents (PortlandCement - 3%. Hydrated Lime - 3%. and Gypsum - 5%1 - will putlowest cost in estimate
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Must confirm shipping costsRecalculating volume and depth of wall based on topo maps ofground surface and top-of-march surface
-npt309.pdf
il»R32li923 n
, General Requirements • ROII Overhead ft Miscellaneous DataR01100-050 General Contractor's OverheadThe table below shows a comnoor's overhead as a percentage of direct the owner supplied the materials or If a contract is for labor only. Note:•ust in two ways. The figures on the right arc for the overhead, markup Some of these markups arc included in the labor rates shown on Reference
on both mania] and labor. The figures on the left are based on Table R01100070.entire overhead applied only to the labor. This figure would be used if
Items of General Contractors Indirect Costsr field Supervisor)Main Office Expense (see details below)Tools and Mnor EquipmentWorkers' Compensation & Employers' Liability. See RO 11 00060Retd Office, Sheds, Photos, Etc.Performance and Payment Bond, 0.7% to 1.5V See R01100080Unemployment Tax See RO 11 00- 100 (Combined federal and State)Social Security and Medicare, See R01 100-100 •Sales Tax — add if applicable 42/80 x % as markup of total direct
costs inducing both material and labor. See R01 100090t Sub Total'Builder's Risk Insurance ranges from .141% to .586;i. Sse RGilOWHO'Public Liability InsuranceGrand Total
% of Direct CostsAs a Markupof Labor Onry
6.0%1621.018.11.52.37.07.7
59.8X0.6U63.6%
As i Maria? ofBoth Material «nd Labor
2.9%7.70.58.60.71.1333.7
28.5%031.5303%
GENERAL RIQUIRIMINT*
'Paid by Owner or Contractor
Main Office Expense\ General Contractor's main office expense consists of many items not of total volume. This equals about 7.7% of direct costs. The following arcIrtailcd in the front portion of the book. The percentage of main office approximate percentages of total overhead for different items usually•xpense declines with increased annual volume of the contractor. Typical included in a General Contractor's main office overhead. With differentnain office expense ranges from 2% to 20% with the median about 7.2X accounting procedures, these percentages may vary.
Item t Typical RangeManagers', clerical and estimators' salariesProfit sharing, pension and bonus plansInsuranceEstimating and project management (not including salaries)Legal, accounting and data processingAutomobile and igtit truck expenseDepreciation of overhead capital expendituresMaintenance of office equipmentOffice rentalUtilities including phone and lightMiscellaneous
Total
40% to 55%2 to 205 to B5 to 9
0.5 to 52 to 82 to 6
0.1 to 1.53 to 51 to 35 to 15
Average48%12673541428
100%
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RR32U92U
262 Delaware Avenue []Buffalo, New York 14202
(716)656-5636 -i
MEMO OF TELECOM {JOB NO.: 0<E>00£> 3 *T2.*>QO DATC: U*-0/JOB TITLE: ^ Cfa r ___ RLE UNDER: _______PERSON CALLING: p,, k TV *.**•«- PERSONCALLED:_REPRESENTING: _________________ REPRESENTING: _
TELEPHONE*:
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SUBJECT: __________________________________;______________ ' 1iJ
'———————————————————————————————————SUMMARY OF CONVERSATION: ____ ________________ *•*
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URSGreiner282 Delaware Avenue
Buffalo, New York 14202(716)856-5636
MEMO OF TELECOMJOB NO.: DATE:
JOB TITLE: QD poorY__ ._____ PILE UNDER:PERSON CALLING: tP4- fc, DAU,^*? PERSON CALLED:REPRESENTING: R.g.S. 6 UA C REPRESENTING:
TELEPHONE #: I - S 13 -SUBJECT: Per*. *rerAs4 l<= f?** ts,~ C U; A If
SUMMARY OF CONVERSATION:
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URSGreiner282 Delaware Avenue
Buffalo, New York 14202(716)856-5636 j
MEMO OF TELECOMJOB NO.: g-C^o^ 3C~72.<? &<=> DATE: '/JOB TITLE: Q/ pe^f RLE UNDERPERSON CALLING: T>.fr k•_£> A u. e- .y____ PERSON CALLED: /*/REPRESENTING: tu.g- ^-_________ REPRESENTING: ^-^ ^^_______ ]TELEPHONE #: ^- V/Z - y<.- 77<*? __________________SUBJECT. C^^x^gy £t/#f/- fle* *n *-4 '•'• 7?< " '£/c bts*U' H
SUMMARY OF CONVERSATION:
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By: PEERLESS METAL PWDR; 1313941024C; Apr-10-00 9:23; Page 1/2
ESS TM
Peerless Metal Powders & Abrasive
124 South Military Detroit, Michigan 48209313 841-5400 Fax 313 841-0240
FAX TRANSMITTAL
\Ve are transmitting M loi*l of /^< pages including this cover sheet. Please contact sender ifyou do not receive the entire transmission.
PLEASE DELIVER THE.FOLLOWINC PAGES TO:r^N .
NAME.
COMPAN
FAX * ' /Lf• if> <J> <* W!s"~ PHONE
DATE Q'/O OC)
MESSAGE:
00CM
-=rCMCOCC
Metal Powders & Abrasive iS!*'*?**°"2i!:
So, •3y: PEERLESS METAL PWDn; 13138410240; Apr-10-00 9:24; Page 2/2
April 7, 2000
John Wokasien FAX. 716-856-2545URS Consultants212 DelawareBul&lo,NY 14202
Dear John:
Thank you for the opportunity to quoie on your requirements for Cast Iron Aggregate at theDuPont - Newport, D£ site.
Ca* Iron Aggregate Size 8/50———————————S33Q/NT
Plus packaging in 30004 bulk bags, palletized—-3» 14/NT (521/per bag)
Prices ate FOB Detroit, MI. Terms - Net 30 Days.
T found tbe following freight rate Detroit. Ml to Newport, D£:
FlatbedTnick————•————————-————$i 125 - S5GVNT (based on 22.5 tons)
Should you require us to prepay and add the freight, please add 15% to the above freight price.
We appreciate the opportunity to give you this quote. As you are aware the cost of producing andtransporting iron is market driven and therefore can change over time; please contact us for a finalquote at The lime the irun u required fur the project
Very truly yours.
Paul W. Tousley ' ( Jtforccfi P. Warr&iyPresident & CEO ' Cast Iron Sales
PAVX'npw
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UAR32U929
MM A I Pnwriars & Ahraftivf* 124 South Military • DetroPi, Michtoan 48209
URS Telecon Memorandum
Date: November 21, 2000
To: Files: 05-00035849.00
From: Michael Azzarella
Subject: Newport South Landfill - Telephone Conversation with Brandt Butler
Today, I spoke with Brandt Butler and Michele Thompson of the Wilmington office about theNewport South Landfill project. Based on our conversations, the following issue was discussed:
1. Brandt and Michele want us to revisit the ROD and PRB cost estimates to finalize them fortheir assessment report. We need to consider the following:
a.) We need to evaluate different installation alternatives. We also need to consider theinstallation method so that material separation does not take place during wall
_^^ placement.b.V) We need to add magnesium carbonate to the PRB estimate. The material costs $1.55
per pound plus shipping from the Port of Newark in northern New Jersey.
The new mix of the wall will be:
100 parts per weight sand20 parts per weight gypsum5 parts per weight iron5 parts per weight magnesium carbonate
flR32i*930
03--27 *OC' 00=46 I D : DUTX3MT-ENV I RCNTlBfrAL FAX: 302-892-7643 PACE
Location
GW-8GW-9GW-10GW-11GW-12GW-13GW-14GW-15CW-16GW-17GW-19GW-20CGW-21GW-22AGW-22BGW-22C
Depth to Marsh deposit
1555-5955552c106616158
Pott-ir Fax Note 7671
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JAR32493I
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"Nancy J Griskowitz" <[email protected]> on 01/27/200002:27:38 PM
To John Wokasien/Buffalo@URSGreinercc "Brandt Butler" <[email protected]>
Subject: SLF Cost Estimate Information
Jonn,
The attached file contains two spreadsheets. The information on these Isheets replaces the groundwater pumping and chemical treatment sections ofthe ESD estimate. - ,
In addition, the Engineering and Project Support percentage of 10% that we ' 'include with our estimates includes but is not limited to treatabilitystudies, pilot studies, implementation design, contract administration, "Ihealth and safety compliance and field supervision. ;i
(See attached file: Cost Estimates 1-27.xls)
Please let me know if you have any additional questions.
Thanks, pNancy
- Cost Estimates 1-27.xls
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DUPONT NEWPORT SOUTH LANDFILLSOUTH JAMES STREET TIE-IN ALTERNATIVES
COST ESTIMATE
ALTERNATIVE 1REMOVE AND RECONSTRUCT NEW ROAD
LINER UNDER ROAD
DESCRITION UNIT QUANTITY UNIT TOTALCOST COST
Mobilization/Demobilization LS 1 $14,744 $14,744
Temporary Road (Install & Remove) SY 3,200 $13.44 $43,008
Excavation & Disposal of Existing Road CY 6,000 $8.26 $49,560(Disposal of Materials Onsite)
Subbase Fill and Compaction CY 4,000 $15.13 $60,520
Asphaltic Pavement___________- Base Course - Shoulders SY 1,950 $5.27 $10,277
- Base Course - Lane SY 3,100 $9.07 $28,117
- Binder Course - Shoulder SY 2,300 $3.57 $8,211
- Binder Course - Lane SY 2,750 $8.38 $23,045
Surveying DAY 10 $1,125 $11,250
Striping LF 3,000 $0.24 $720
Traffic Control LS 1 $37,955 $37,955
Additional Cap Installation* AC 1 $77.255 $77,255
Subtotal $364,662Contingencies - 5% $18,233Total $382,895Say $390,000
" From DuPont North Landfill Cap Cost Estimate
RR32U9UO
URS Memorandum
Date: December 15,2000
To: File 05-00035849.00
From: Michael Azzarella
Subject: DuPont South Landfill - Cost Estimate
I discussed the updated costs with Brandt Butler today. I indicated that URS has never preparedcost estimates for the ESD alternative to include a pump and treat extraction system. Brandtindicated that URS Diamond had prepared a draft cost estimate in the amount of $1,337,900. URSwill place this cost in the ESD estimate and reference this cost per URS Diamond.
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APPENDIX D
HELP CALCULATIONS
Cap and Barrier Flux Calculations Based on HELP Model Infiltration Rates
Cap Composite Infiltration Rate - Current Proposed Cap DesignHELP % Total Fraction
Surface Area Recharge Area Rchg Wall Flux Wall Life(ft2) (in/yr) (in/yr) (cm3/cm2/day) (yrs) x4
Asphalt Road 41064 0.04700 0.062 0.002907% Grade Cap 436323 0.00017 0.656 0.000111-3% Grade Cap 187864 0.00036 0.282 0.00010Totals 665251 0.00311
0.00064 2890 11559
HELP Model Wall Flux and Life CalculationsAssumes that we cannot s eg rag ate flow from above and in the waste, so just look at infiltration rates.
wall length = 2200 ftwall depth = 10 nwall thickness = 1.5 ftporosity= 0.3Flow = Area * infiltration rate
Designed Cap:Area = 15 acres residence time in wall = 21,313 dayslnfrate= 0.00311 in/year vel= 0.0021 cm/dayFlow= 0.0024 gpm flux= 0.00064 cm3/cm2/day
Current Conditions:Area = 15 acres residence time in wall = 11 daysInf rate= 6.0 in/year vet= 4.13 cm/dayFlow = 4.65 gpm flux = 1.24 cm3/cm2/day
Prepared by: M.M. Thomson1/19/01 &R32U965
Client: w ** - >» Project Name:
Project/Calculation Number:
Title:
Total number of pages (including cover sheet): ^
Total number of computer runs:
Prepared by: ^ ^ s4f#*w<57W Date:
Checked by: fai lg U^itOi^fa \ " Date:
Description and Purpose:
fife
Design bases/references/assumptions:
Remarks/conclusions:
Calculation Approved by:
f*tEXHIBIT 5.3-1 _-.URSGreiner C/C '
CALCULATION COVER SHEET
anager/Date ?Revision No.: Description of Revision: Approved by:
Abb£*Av*i -i-
/ /T /'Vi \
Project Manager/Date
ftR32i»966OAM 5.3- 10/01/97
URSG PROJECT: Dupont South LandfillURSG PROJ. No.: 05_35849.00
TITLE: HYDROLOGIC EVALUATION OF LANDFILL PERFORMANCE (HELP)
Prepared by: Kevin Farrington 12/18/00Checked by: Marek Ostrowski 12/18/00
1. OBJECTIVE
The objective of this analysis is to estimate the average annual infiltration for the proposed capping system and for theexisting asphalt road at he South Landfill facility.
2. DESIGN BASES
The proposed cap is described below:
Case 1: 6" of topsoil12" of barrier protection soil40 mil Geomembrane Liner12" of grading fillSLOPE=3%
Case 2: same as Case 1 except;SLOPE=7%
Case 3: 6" of topsoil12" of barrier protection soil0.5 cm lateral drainage layer40 mil geomembrane liner12" of grading fillSLOPE=3%
Case 4: same as Case 3 except;SLOPE=7%
The existing roadway is described below:
Case 1: 4" of asphalt2" of gravel12" of grading fill
Climatological Data
Climatological data was synthetically generated from the HELP database for the location of Wilmington, Delawarefor a time period of 50 years.
The evapotranspiration zone depth is the maximum depth from which water may be removed by evapotranspiration.Where surface vegetation is present, such as at the South Landfill, the evaporative zone depth should at least equal theexpected average depth of root penetration. In humid areas, such as Wilmington, DE, grasses may have rooting depthof 6 to 24 inches. The evaporative zone depth should be somewhat greater than the rooting depth, but may not exceedihc depth to the top of the topmost barrier soil layer or in this case the lop of the geomembrane. The evaporative zonedepth is, therefore, set al 15 inches for the proposed cover system and 0.2 inches for asphalt.
The maximum leaf area index (LAJ) is defined as the dimcnsionless ratio of the leaf area of actively transpiringvegetation to ihc nominal surface area of the land on which the vegetation is growing. The maximum LA1 wasselected to be 2.0, based on the typical value for a fair stand of grass. For the asphalt road, the maximum LA1 is 0.
RR32U967
URSG PROJECT: Dupont South LandfillURSG PROJ. No.: 05_35849.00
TITLE: HYDROLOGIC EVALUATION OF LANDFILL PERFORMANCE (HELP)
Runoff Parameters
According the proposed grading plan, landfill slopes will vary from 3% to 7%. Surface water collection swells willtypically be constructed even- 200 feet, with a longest flow length equal to 350 feet. The surface type for thecalculation of the CN curve number was based on a poor stand of grass.
For the asphalt cap, the CN number was user-specified at the value of 90 (Reference 1, Erie and Niagara CountiesSiorm Drainage Design Manual).
Soil Data
Soil and material types were selected from the HELP database. The following soil types were used:Topsoil: #9, Silty LoamBarrier Soil: #22, Compacted SiltGrading Fill: #22, Compacted SiltDrainage Net: #20Geomembrane: #35, High Density Polyethylene (HDPE)Asphalt: #16, Barrier SoilGravel. #2, Sand
Asphall was modeled as a barrier protection layer with a lateral drainage layer above it. This model best simulates thedrainage from a road surface, which is primarily in the lateral direction.
3. RESULTS
Detailed results are contained the attached Worksheet Data Files as follows:
CASE_________________________ NAME OF RESULTS FILECase I (Proposed cap @ 3% slope): A_3%Case 2 (Proposed cap @ 7% slope): B_7%Case 3 (Proposed cap plus lateral drainage layer, 3% slope); D_3%Case 4 (Proposed cap plus lateral drainage layer, 7% slope): E_7%Case 5 (Road): ROAD]
4. CONCLUSIONS
The average annual percolation through the proposed cover system is:
CASE____________________________ AVG. ANNUAL PERCOLATION RATECase 1 (Proposed cap @ 3% slope): 0.389 in/yrCase 2 (Proposed cap @ 7% slope): 0.389 in/yrCase 3 (Proposed cap plus lateral drainage layer, 3% slope): 0.00036 in/yrCase 4 (Proposed cap plus lateral drainage layer, 7% slope): 0.00017 in/yrCase 5 (Road): 0.047 in/yr
AR324968) (KnWoid'jifaft'.HKl.P-iiiriltwtHiH (Huh-sh ilocJ Vim*>.OWWoid\d»fnHEU1-mfilU»lji>n uialysis d.x:
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URSG PROJECT: Dupont South LandfillURSG PROJ. No.: 05_35849.00
TITLE: HYDROLOGIC EVALUATION OF LANDFILL PERFORMANCE (HELP)ADDENDUM #1
Prepared by: Kevin Farrington 1/11/01Checked by: Marek Ostrowski /////C?/ fr.G>.
1. OBJECTIVEThe objective of this addendum is to provide a comparative analysis between the average annual infiltration for theproposed capping system, including drainage layer, (previously calculated) and the same capping system when aGeosynthetic Clay Liner (GCL), such as bentonite mat, is placed directly beneath the geomembrane liner. This casewill be run for both the 3% and 7% slopes
2. DESIGN BASESThe proposed cap is described below:
ADD. Case 1:6" of topsoil12" of barrier protection soil0.2" drainage layer40 mil Geomembrane Liner0.6 cm Bentonite Mat12" of grading fillSLOPE=3%
ADD. Case 2:same as Case 1 except;SLOPE=7%
Climatological Data / Runoff ParametersSame as in original calculation
Soil Data
Additional Soil and material types selected from the HELP database:Geosynlheuc Clay Liner (GCL): #17, Benlonite Mat
3. RESULTS ^Detailed results are containedthe attached Worksheet Data Files as follows:
A
CASE_________________________ NAME OF RESULTS FILEADD. Case 1 (Proposed cap w/ GCL @ 3% slope) A_3%_GCLADD. Gise 2 (Proposed cap w/ GCL @ 7% slope) B_7%_GCL
CONCLUSIONS Tvs»e < < ° vcol "c .J4 pThe average annual percolation through the proposed cover system was previously calculated (see originalcalculation) as;
CASE____________________________ AVG. ANNUAL PERCOLATION RATECase 1 (Proposed cap @ 3% slope) 0.00036 in/yrCase 2 (Proposed cap @ 7% slope) 0.00017 in/yr
By comparison, the average annual percolation through the cap with the addition of a GCL is:
CASE__________. ••_______________ AVG. ANNUAL PERCOLATION RATEADD. Case 1 (Proposed cap w/ GCL @ 3% slope) 0.0000 in/yrADD Case 2 (Proposed cap w/ GCL @ 7% slope) 0.0000 injjrQ 3 ? U 9 6 9'-mfilWiilii'ii aiiJysB ADDENDUM 1 docJ \35K*> 00\Wor(!\dii»fl\HI-:Ll>-i]irilUi.lioii analysis ADDENDUM t due H M W C. "T J W <f
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AR32l*970 J
A 3%
** HYDROLOGIC EVALUATION OF LANDFILL PERFORMANCE **** HELP MODEL VERSION 3.07 (1 NOVEMBER 1997) **** DEVELOPED BY ENVIRONMENTAL LABORATORY * *** USAE WATERWAYS EXPERIMENT STATION **** FOR USEPA RISK REDUCTION ENGINEERING LABORATORY *** * * ** •* * ****+*********+********+*+**********+*******+*********************
PRECIPITATION DATA FILE: C:\HELP3\DATA4.D4TEMPERATURE DATA FILE: C:\HELP3\DATA7.D7SOLAR RADIATION DATA FILE: C:\HELP3\DATA13.D13EVAPOTRANSPIRATION DATA: C:\HELP3\DATA11.D11SOIL AND DESIGN DATA FILE: C:\HELP3\DATA10A.D10OUTPUT DATA FILE: C:\HELP3\a 3%.OUT
TIME: 14:44 DATE: 12/14/2000
*+++**********+***+**+*****++*++*+****+**++**+****+++*********++**+++**+****+*
TITLE: Dupont South Landfill
*******+**+*****++*********+***********+****************+**+^
NOTE: INITIAL MOISTURE CONTENT OF THE LAYERS AND SNOW WATER WERECOMPUTED AS NEARLY STEADY-STATE VALUES BY THE PROGRAM.
LAYER 1
TYPE 1 - VERTICAL PERCOLATION LAYER
Page 1
_MATERIAL TEXTURE NUMBER 9
THICKNESS = 6,00 INCHES 1POROSITY - 0.5010 VOL/VOL **FIELD CAPACITY = 0.2840 VOL/VOLWILTING POINT = 0.1350 VOL/VOL jINITIAL SOIL WATER CONTENT = 0.4569 VOL/VOL iEFFECTIVE SAT. HYD. COND. = 0.190000006000E-03 CM/SEC
NOTE: SATURATED HYDRAULIC CONDUCTIVITY IS MULTIPLIED BY 3.00 -]FOR ROOT CHANNELS IN TOP HALF OF EVAPORATIVE ZONE. !
LAYER
TYPE 1 - VERTICAL PERCOLATION LAYERMATERIAL TEXTURE NUMBER 22
THICKNESS = 12.00 INCHESPOROSITY = 0.4190 VOL/VOLFIELD CAPACITY = 0.3070 VOL/VOLWILTING POINT = 0.1800 VOL/VOLINITIAL SOIL WATER CONTENT = 0.4231 VOL/VOLEFFECTIVE SAT. HYD. COND. = 0.189999992000E-04 CM/SEC
LAYER
TYPE 4 - FLEXIBLE MEMBRANE LINERMATERIAL TEXTURE NUMBER 35
THICKNESS - 0.04 INCHESPOROSITY = 0.0000 VOL/VOLFIELD CAPACITY = 0.0000 VOL/VOLWILTING POINT = 0.0000 VOL/VOLINITIAL SOIL WATER CONTENT = 0.0000 VOL/VOLEFFECTIVE SAT. HYD. COND. - 0.199999996000E-12 CM/SECFML PINHOLE DENSITY = 1.00 HOLES/ACREFML INSTALLATION DEFECTS = 4.00 HOLES/ACREFML PLACEMENT QUALITY = 3 - GOOD
LAYER
Page 2
A_3%
TYPE 3 - BARRIER SOIL LINERMATERIAL TEXTURE NUMBER 22
THICKNESS = 12.00 INCHESPOROSITY - 0.4190 VOL/VOLFIELD CAPACITY - 0.3070 VOL/VOLWILTING POINT = 0.1800 VOL/VOLINITIAL SOIL WATER CONTENT = 0.4190 VOL/VOLEFFECTIVE SAT. HYD. COND. = 0.189999992000E-04 CM/SEC
GENERAL DESIGN AND EVAPORATIVE ZONE DATA
NOTE: SCS RUNOFF CURVE NUMBER WAS COMPUTED FROM DEFAULTSOIL DATA BASE USING SOIL TEXTURE # 9 WITH AFAIR STAND OF GRASS, A SURFACE SLOPE OF 3.%AND A SLOPE LENGTH OF 350. FEET.
SCS RUNOFF CURVE NUMBER = 81.70FRACTION OF AREA ALLOWING RUNOFF - 100.0 PERCENTAREA PROJECTED ON HORIZONTAL PLANE = 1.000 ACRESEVAPORATIVE ZONE DEPTH = 15.0 INCHESINITIAL WATER IN EVAPORATIVE ZONE - 6.562 INCHESUPPER LIMIT OF EVAPORATIVE STORAGE = 6.777 INCHESLOWER LIMIT OF EVAPORATIVE STORAGE - 2.430 INCHESINITIAL SNOW WATER = 0.000 INCHESINITIAL WATER IN LAYER MATERIALS = 12.847 INCHESTOTAL INITIAL WATER - 12.847 INCHESTOTAL SUBSURFACE INFLOW = 0.00 INCHES/YEAR
EVAPOTRANSPIRATION AND WEATHER DATA
NOTE: EVAPOTRANSPIRATION DATA WAS OBTAINED FROMWILMINGTON DELAWARE
STATION LATITUDE = 39.80 DEGREESMAXIMUM LEAF AREA INDEX = 2.00START OF GROWING SEASON (JULIAN DATE) = 107END OF GROWING SEASON (JULIAN DATE) - 298EVAPORATIVE ZONE DEPTH = 15.0 INCHES
Page 3
A_3%AVERAGE ANNUAL WIND SPEED = 9.20 MPHAVERAGE 1ST QUARTER RELATIVE HTJMIDITY - 67.00 §AVERAGE 2ND QUARTER RELATIVE HUMIDITY = 67.00 %AVERAGE 3RD QUARTER RELATIVE HUMIDITY - 72.00 %AVERAGE 4TH QUARTER RELATIVE HUMIDITY = 71 . 00 %
NOTE: PRECIPITATION DATA WAS SYNTHETICALLY GENERATED USINGCOEFFICIENTS FOR WILMINGTON DELAWARE
NORMAL MEAN MONTHLY PRECIPITATION (INCHES)
JAN/JUL FEB/AUG MAR/SEP APR/OCT MAY/NOV JUN/DEC
3.11 2.99 3.87 3.39 3.23 3.513.90 4.03 3.59 2.89 3.33 3.54
NOTE: TEMPERATURE DATA WAS SYNTHETICALLY GENERATED USINGCOEFFICIENTS FOR WILMINGTON DELAWARE
NORMAL MEAN MONTHLY TEMPERATURE (DEGREES FAHRENHEIT)
JAN/JUL FEB/AUG MAR/SEP APR/OCT MAY/NOV JUN/DEC
31.20 33.20 41.80 52.40 62.20 71.2076.00 74.80 67.80 56.30 45.60 35.50
NOTE: SOLAR RADIATION DATA WAS SYNTHETICALLY GENERATED USINGCOEFFICIENTS FOR WILMINGTON DELAWAREAND STATION LATITUDE = 39.80 DEGREES
r****** + **** + ** + + ****** + * + *** + ** + ***** + * + + ***** + ****** + ** + + * + **** + **-Jr**
AVERAGE MONTHLY VALUES IN INCHES FOR YEARS 1 THROUGH 50 *»___„_________„„________„
JAN/JUL FEB/AUG MAR/SEP APR/OCT MAY/NOV JUN/DEC
''}Page 4 jj
AR32i»97i»
A_3%PRECIPITATION
TOTALS 3.18 2.59 4.31 3.26 3.47 3.693.71 4.02 3.55 2.64 3.06 3.26
STD. DEVIATIONS 1.58 1.22 1.75 1.15 1.56 1.881.82 2.13 2.16 1.40 1.63 1.79
RUNOFF
TOTALS 2.070 1.690 2.600 0.471 0.216 0.2440.125 0.127 0.298 0.356 0.834 1.612
STD. DEVIATIONS 1.545 1.106 1.975 0.579 0.428 0.5690.441 0.261 0.724 0.885 1.417 1.701
EVAPOTRANSPIRATION
TOTALS 0.825 0.831 2.310 3.438 3.521 5.1883.928 3.810 2.295 1.415 1.232 0.907
STD. DEVIATIONS 0.294 0.444 0.495 0.655 1.103 0.9871.560 1.550 0.968 0.326 0.196 0.191
PERCOLATION/LEAKAGE THROUGH LAYER 4
TOTALS 0.0379 0.0265 0.0482 0.0469 0.0427 0.03050.0140 0.0135 0.0162 0.0261 0.0385 0.0484
STD. DEVIATIONS 0.0174 0.0163 0.0098 0.0038 0.0039 0.00670.0055 0.0071 0.0106 0.0175 0.0169 0.0149
AVERAGES OF MONTHLY AVERAGED DAILY HEADS (INCHES)
DAILY AVERAGE HEAD ON TOP OF LAYER
AVERAGES 11.0511 8.4076 14.1346 14.2626 12.5566 9.17673.9200 3.7521 4.7483 7.5303 11.6233 14.2109
STD. DEVIATIONS 5.2008 5.3479 2.9290 1.1640 1.1586 2.06221.6624 2.1372 3.2827 5.2429 5.2351 4.4518
Page 5
AR32I4975
A 3 %
AVERAGE ANNUAL TOTALS & (STD. DEVIATIONS) FOR YEARS 1 THROUGH 50
INCHES CU. FEET PERCENT
PRECIPITATION 40.74 ( 5.925) 147883.3 100.00
RUNOFF 10.642 ( 4.1098) . 38630.28 26.122
EVAPOTRANSPIRATION 29.699 ( 3.5446) 107807.45 72.900v
PERCOLATION/LEAKAGE THROUGH 0.38939 ( 0.05598) 1413.503 0.9558^'jLAYER 4
iAVERAGE HEAD ON TOP 9.615 ( 1.425)
OF LAYER 3
CHANGE IN WATER STORAGE 0.009 ( 0.8691) 32.06 0.022
****+ + ***********+*****+****+Tt+**+*****+* + ***^
D*+****+************+**************++***+**********^
PEAK DAILY VALUES FOR YEARS 1 THROUGH 50
(INCHES) (CU. FT.)
PRECIPITATION 5.26 19093.801
RUNOFF 3.630 13178.4365
PERCOLATION/LEAKAGE THROUGH LAYER 4 0.001974 7.16719
AVERAGE HEAD ON TOP OF LAYER 3 18.000
SNOW WATER 4.03 14622.6279
MAXIMUM VEG. SOIL WATER (VOL/VOL) 0.4518
MINIMUM VEG. SOIL WATER (VOL/VOL) 0.1620
Page 6 -j
AR32I4976 ]
A 3 %
D***************************+*++*+**********^
FINAL WATER STORAGE AT END OF YEAR 50
LAYER (INCHES) (VOL/VOL)
1 2.8967 0.4828
2 5.0771 0.4231
3 0.0000 0.0000
4 5.0280 0.4190
SNOW WATER 0.287
*****+*****+**************+**************+*********+*********++++++****++****+*****+********+***++******+***++**+*****+****************
Page 7
RR32U977
n+ ***** + ***+*******************+*******+*•*:*****•********•*•***** j
At************************************************************
** HYDROLOGIC EVALUATION OF LANDFILL PERFORMANCE **** HELP MODEL VERSION 3.07 (1 NOVEMBER 1997) **** DEVELOPED BY ENVIRONMENTAL LABORATORY **'** USAE WATERWAYS EXPERIMENT STATION **,** FOR USEPA RISK REDUCTION ENGINEERING LABORATORY *** •*• * *>+ * * *-~t*+++++++*++*********++**+*****++***+**+++**++*+**+********+**+*++**++***+++*+++**+***+*+****+*+************+****+********+**********^
PRECIPITATION DATA FILE: C:\HELP3\DATA4.D4TEMPERATURE DATA FILE: C:\HELP3\DATA7.D7SOLAR RADIATION DATA FILE: C:\HELP3\DATA13.D13EVAPOTRANSPIRATION DATA: C:\HELP3\DATA11.D11SOIL AND DESIGN DATA FILE: C:\HELP3\DATA10B.D10OUTPUT DATA FILE: C:\HELP3\b 7%.OUT
TIME: 14:46 DATE: 12/14/2000
TITLE: Dupont South Landfill
NOTE: INITIAL MOISTURE CONTENT OF THE LAYERS AND SNOW WATER WERECOMPUTED AS NEARLY STEADY-STATE VALUES BY THE PROGRAM.
, iLAYER 1
,1TYPE 1 - VERTICAL PERCOLATION LAYER
Page 1
AR32U978
B_7%MATERIAL TEXTURE NUMBER 9
THICKNESS = 6.00 INCHESPOROSITY = 0.5010 VOL/VOLFIELD CAPACITY = 0.2840 VOL/VOLWILTING POINT = 0.1350 VOL/VOLINITIAL SOIL WATER CONTENT - 0.4569 VOL/VOLEFFECTIVE SAT. HYD. COND. = 0.190000006000E-03 CM/SEC
NOTE: SATURATED HYDRAULIC CONDUCTIVITY IS MULTIPLIED BY 3.00FOR ROOT CHANNELS IN TOP HALF OF EVAPORATIVE ZONE.
LAYER
TYPE 1 - VERTICAL PERCOLATION LAYERMATERIAL TEXTURE NUMBER 22
THICKNESS = 12.00 INCHESPOROSITY = 0.4190 VOL/VOLFIELD CAPACITY = 0.3070 VOL/VOLWILTING POINT = 0.1800 VOL/VOLINITIAL SOIL WATER CONTENT = 0.4231 VOL/VOLEFFECTIVE SAT. HYD. COND. = 0.189999992000E-04 CM/SEC
LAYER
TYPE 4 - FLEXIBLE MEMBRANE LINERMATERIAL TEXTURE NUMBER 35
THICKNESS = 0.04 INCHESPOROSITY = 0.0000 VOL/VOLFIELD CAPACITY = .0.0000 VOL/VOLWILTING POINT = 0.0000 VOL/VOLINITIAL SOIL WATER CONTENT = 0.0000 VOL/VOLEFFECTIVE SAT. HYD. COND. ~ 0.199999996000E-12 CM/SECFML PINHOLE DENSITY = 1.00 HOLES/ACREFML INSTALLATION DEFECTS = 4.00 HOLES/ACREFML PLACEMENT QUALITY - 3 - GOOD
LAYER 4
Page 2
AR32l*979
13;
TYPE 3 - BARRIER SOIL LINERMATERIAL TEXTURE NUMBER 22
THICKNESS - 12.00 INCHESPOROSITY = 0.4190 VOL/VOL "1FIELD CAPACITY = 0.3070 VOL/VOL -IWILTING POINT = 0.1800 VOL/VOLINITIAL SOIL WATER CONTENT = 0.4190 VOL/VOL *]EFFECTIVE SAT. HYD. COND. = 0.189999992000E-04 CM/SEC , j
GENERAL DESIGN AND EVAPORATIVE ZONE DATA
NOTE: SCS RUNOFF CURVE NUMBER WAS COMPUTED FROM DEFAULTSOIL DATA BASE USING SOIL TEXTURE # 9 WITH AFAIR STAND OF GRASS, A SURFACE SLOPE OF 7 . %AND A SLOPE LENGTH OF 350. FEET.
SCS RUNOFF CURVE NUMBER = 82.10FRACTION OF AREA ALLOWING RUNOFF = 100.0 PERCENTAREA PROJECTED ON HORIZONTAL PLANE = 1.000 ACRESEVAPORATIVE ZONE DEPTH - 15.0 INCHESINITIAL WATER IN EVAPORATIVE ZONE = 6.562 INCHESUPPER LIMIT OF EVAPORATIVE STORAGE - 6.777 INCHESLOWER LIMIT OF EVAPORATIVE STORAGE = 2.430 INCHESINITIAL SNOW WATER = 0.000 INCHESINITIAL WATER IN LAYER MATERIALS = 12.847 INCHESTOTAL INITIAL WATER = 12.847 INCHESTOTAL SUBSURFACE INFLOW = 0.00 INCHES/YEAR
EVAPOTRANSPIRATION AND WEATHER DATA
NOTE: EVAPOTRANSPIRATION DATA WAS OBTAINED FROMWILMINGTON DELAWARE
STATION LATITUDE • = 39.80 DEGREESMAXIMUM LEAF AREA INDEX - 2.00START OF GROWING SEASON {JULIAN DATE) = 107END OF GROWING SEASON (JULIAN DATE) = 298EVAPORATIVE ZONE DEPTH - 15.0 INCHES
Page 3
AR32I4980
B_7%AVERAGE ANNUAL WIND SPEED = 9.20 MPHAVERAGE 1ST QUARTER RELATIVE HUMIDITY = 67.00 %AVERAGE 2ND QUARTER RELATIVE HUMIDITY = 67.00 %AVERAGE 3RD QUARTER RELATIVE HUMIDITY = 72.00 %AVERAGE 4TH QUARTER RELATIVE HUMIDITY = 71.00 %
NOTE: PRECIPITATION DATA WAS SYNTHETICALLY GENERATED USINGCOEFFICIENTS FOR WILMINGTON DELAWARE
NORMAL MEAN MONTHLY PRECIPITATION (INCHES)
JAN/JUL FEB/AUG MAR/SEP APR/OCT MAY/NOV JUN/DEC
3.11 2.99 3.87 3.39 3.23 3.513.90 4.03 3.59 2.89 3.33 3.54
NOTE: TEMPERATURE DATA WAS SYNTHETICALLY GENERATED USINGCOEFFICIENTS FOR WILMINGTON DELAWARE
NORMAL MEAN MONTHLY TEMPERATURE (DEGREES FAHRENHEIT)*
JAN/JUL FEB/AUG MAR/SEP APR/OCT MAY/NOV JUN/DEC
31.20 33.20 41.80 52.40 62.20 71.2076.00 74.80 67.80 56.30 45.60 35.50
NOTE: SOLAR RADIATION DATA WAS SYNTHETICALLY GENERATED USINGCOEFFICIENTS FOR WILMINGTON DELAWAREAND STATION LATITUDE = 39.80 DEGREES
*********************************************************************
AVERAGE MONTHLY VALUES IN INCHES FOR YEARS 1 THROUGH 50
JAN/JUL FEB/AUG MAR/SEP APR/OCT MAY/NOV JUN/DEC
Page 4
AR324981
B_7PRECIPITATION
TOTALS 3.183.71
STD. DEVIATIONS 1.581.82
RUNOFF
TOTALS 2.0690.131
STD. DEVIATIONS 1.5440.447
EVAPOTRANSPIRATION
TOTALS 0.8253.920
STD. DEVIATIONS 0.2941.561
PERCOLATION/LEAKAGE THROUGH LAYER
TOTALS 0.03790.0140
STD. DEVIATIONS 0.01740.0055
2.594.02
1.222.13
1.6890.136
1.1050.272
0.8303.804
0.4441.547
4
0.02650.0134
0.01630.0070
AVERAGES OF MONTHLY AVERAGED
DAILY AVERAGE HEAD ON TOP OF LAYER
AVERAGES 11.05923.9109
STD. DEVIATIONS 5.18711.6563
************************************
3
8.40833.7330
5.34672.1016
********
4.313.55
1.752.16
2.6030.303
1.9740.724
2.3092.292
0.4950.970
0.04820.0161
0.00980.0105
3.262.64
1.151.40
0.4720.355
0.5780.880
3.4391.415
0.6530.326
0.04690.0259
0.00380.0175
3.473.06
1.561.63
0.2190.832
0.4261.412
3.5141.231
1.1020.195
0.04270.0384
0.00390.0170
3.693.26
1 .881.79
0.2511.609 i
0.578 ;1.700 !
E
5.187 ''0.906 ;
0.9920.189
0.03040.0484
0.00670.0149
DAILY HEADS (INCHES)
14.13264.7102
2.92843.2494
********
14.25537.4921
1.16545.2336
**********
12.543511.5894
1.14825.2380
++++++++
9.154914.2021 (
l2.0836 '4.4463
******** j
Page 5
AR32l*982
* *
AVERAGE ANNUAL TOTALS & (STD. DEVIATIONS) FOR YEARS 1 THROUGH 50- — — — — — — _-___«_ — —. — — — — *— — — — — w__^__ _ _ _ _ _ * _ _ _ — __ — __ — — — — — — — _^ _ __ _ _ __ _ __ _ _ ____ — — ___^___ — — — — — _______._.__
INCHES CU. FEET PERCENT
PRECIPITATION 40.74 ( 5.925) 147883.3 100.00
RUNOFF 10.668 ( 4.1129) 38726.55 26.187
EVAPOTRANSPIRATION 29.673 ( 3.5313) 107713.36 72.837
PERCOLATION/LEAKAGE THROUGH 0.38879 ( 0.05608) 1411.323 0.95435LAYER 4
AVERAGE HEAD ON TOP 9.599 ( 1.428)OF LAYER 3
CHANGE IN WATER STORAGE 0.009 ( 0.8661) 32.06 0.022
D**********************************************************+*+************+****
PEAK DAILY VALUES FOR YEARS 1 THROUGH 50
(INCHES) (CU. FT.)
PRECIPITATION 5.26 • 19093.801
RUNOFF 3.630 13176.5449
PERCOLATION/LEAKAGE THROUGH LAYER 4 0.001974 7.16719
AVERAGE HEAD ON TOP OF LAYER 3 18.000
SNOWWATER 4.03 14622.6279
MAXIMUM VEG. SOIL WATER (VOL/VOL) 0.4518
MINIMUM VEG. SOIL WATER (VOL/VOL) 0.1620
Page 6
AR32U983
©B_7%
**+***************************************************************************
******************************************************************************
FINAL WATER STORAGE AT END OF YEAR 50 i..]
LAYER (INCHES) (VOL/VOL}
1 2.8966 0.4828
2 5.0771 0.4231
3 0.0000 0.0000
4 5.0280 0.4190
SNOW WATER 0.287
************************************************************************************************************************************************************
jPage 7
RR32U981* ny
->D_3%
C************************************************************************************************************************************************************* * * ** * * *** HYDROLOGIC EVALUATION OF LANDFILL PERFORMANCE **** HELP MODEL VERSION 3.07 (1 NOVEMBER 1997) **** DEVELOPED BY ENVIRONMENTAL LABORATORY **** USAE WATERWAYS EXPERIMENT STATION * *** FOR USEPA RISK REDUCTION ENGINEERING LABORATORY *** * * ** * * *************************************************************************************************************************************************************
PRECIPITATION DATA FILE: C:\HELP3\DATA4.D4TEMPERATURE DATA FILE: C:\HELP3\DATA7.D7SOLAR RADIATION DATA FILE: C:\HELP3\DATA13.D13EVAPOTRANSPIRATION DATA: C:\HELP3\DATA11.D11SOIL AND DESIGN DATA FILE: C:\HELP3\DATA10d.D10OUTPUT DATA FILE: C:\HELP3\d 3%.OUT
TIME: 14:50 DATE: 12/14/2000
******************************************************************************
TITLE: Dupont South Landfill
******************************************************************************
NOTE: INITIAL MOISTURE CONTENT OF THE LAYERS AND SNOW WATER WERECOMPUTED AS NEARLY STEADY-STATE VALUES BY THE PROGRAM.
LAYER 1
TYPE 1 - VERTICAL PERCOLATION LAYER
Page 1
AR324985
D_3%MATERIAL TEXTURE NUMBER 9
THICKNESS = 6.00 INCHESPOROSITY = 0.5010 VOL/VOLFIELD CAPACITY = 0.2840 VOL/VOLWILTING POINT = 0.1350 VOL/VOL '"jINITIAL SOIL WATER CONTENT = 0.2687 VOL/VOL *EFFECTIVE SAT. HYD. COND. = 0.190000006000E-03 CM/SEC
NOTE: SATURATED HYDRAULIC CONDUCTIVITY IS MULTIPLIED BY 3.00 '}FOR ROOT CHANNELS IN TOP HALF OF EVAPORATIVE ZONE. . }
'', *
LAYER 2
TYPE 1 - VERTICAL PERCOLATION LAYER —MATERIAL TEXTURE NUMBER 22 If
THICKNESS = 12.00 INCHES *"POROSITY = 0.4190 VOL/VOLFIELD CAPACITY = 0.3070 VOL/VOL f!WILTING POINT = 0.1800 VOL/VOL **INITIAL SOIL WATER CONTENT = 0.3443 VOL/VOLEFFECTIVE SAT. HYD. COND. = 0 . 189999992000E-04 CM/SEC '?
. k
LAYER
TYPE 2 - LATERAL DRAINAGE LAYERMATERIAL TEXTURE NUMBER 20
THICKNESS = 0.20 INCHESPOROSITY = 0.8500 VOL/VOLFIELD CAPACITY = 0.0100 VOL/VOLWILTING POINT = 0.0050 VOL/VOLINITIAL SOIL WATER CONTENT - 0.0993 VOL/VOLEFFECTIVE SAT. HYD. COND. = 10.0000000000 CM/SECSLOPE = 3.00 PERCENTDRAINAGE LENGTH = 350.0 FEET
LAYER 4
Page 2
AR32k986
D_3%TYPE 4 - FLEXIBLE MEMBRANE LINERMATERIAL TEXTURE NUMBER 35
THICKNESS - 0.04 INCHESPOROSITY = 0.0000 VOL/VOLFIELD CAPACITY = 0.0000 VOL/VOLWILTING POINT = 0.0000 VOL/VOLINITIAL SOIL WATER CONTENT = 0.0000 VOL/VOLEFFECTIVE SAT. HYD. COND. = 0.199999996000E-12 CM/SECFML PINHOLE DENSITY = 1.00 HOLES/ACREFML INSTALLATION DEFECTS = 4.00 HOLES/ACREFML PLACEMENT QUALITY = 3 - GOOD
LAYER
TYPE 3 - BARRIER SOIL LINERMATERIAL TEXTURE NUMBER 22
THICKNESS = 12.00 INCHESPOROSITY = 0.4190 VOL/VOLFIELD CAPACITY = 0.3070 VOL/VOLWILTING POINT = 0.1800 VOL/VOLINITIAL SOIL WATER CONTENT = 0.4190 VOL/VOLEFFECTIVE SAT. HYD. COND. = 0.189999992000E-04 CM/SEC
GENERAL DESIGN AND EVAPORATIVE ZONE DATA
NOTE: SCS RUNOFF CURVE NUMBER WAS COMPUTED FROM DEFAULTSOIL DATA BASE USING SOIL TEXTURE # 9 WITH AFAIR STAND OF GRASS, A SURFACE SLOPE OF 3.%AND A SLOPE LENGTH OF 350. FEET.
SCS RUNOFF CURVE NUMBER = 81.70FRACTION OF AREA ALLOWING RUNOFF = 100.0 PERCENTAREA PROJECTED ON HORIZONTAL PLANE = 1.000 ACRESEVAPORATIVE ZONE DEPTH - 15.0 INCHESINITIAL WATER IN EVAPORATIVE ZONE = 4.641 INCHESUPPER LIMIT OF EVAPORATIVE STORAGE = 6.777 INCHESLOWER LIMIT OF EVAPORATIVE STORAGE = 2.430 INCHESINITIAL SNOW WATER = 0.000 INCHESINITIAL WATER IN LAYER MATERIALS = 10.791 INCHES
Page 3
AR32l»987
D_3%TOTAL INITIAL WATER - 10.791 INCHESTOTAL SUBSURFACE INFLOW = 0.00 INCHES/YEAR
EVAPOTRANSPIRATION AND WEATHER DATA
NOTE: EVAPOTRANSPIRATION DATA WAS OBTAINED FROMWILMINGTON DELAWARE "]i
STATION LATITUDE - 39.80 DEGREESMAXIMUM LEAF AREA INDEX = 2 . 0 0 r]START OF GROWING SEASON (JULIAN DATE) = 107 -\END OF GROWING SEASON (JULIAN DATE) = 298EVAPORATIVE ZONE DEPTH = 15.0 INCHES *•*AVERAGE ANNUAL WIND SPEED = 9.20 MPHAVERAGE 1ST QUARTER RELATIVE HUMIDITY = 67.00 %AVERAGE 2ND QUARTER RELATIVE HUMIDITY = 67.00 %AVERAGE 3RD QUARTER RELATIVE HUMIDITY = 72.00 % '(AVERAGE 4TH QUARTER RELATIVE HUMIDITY = 71.00 % '
NOTE: PRECIPITATION DATA WAS SYNTHETICALLY GENERATED USINGCOEFFICIENTS FOR WILMINGTON DELAWARE
NORMAL MEAN MONTHLY PRECIPITATION (INCHES)
JAN/JUL FEB/AUG MAR/SEP APR/OCT MAY/NOV JUN/DEC
3.11 2.99 3.87 3.39 3.23 3 513.90 4.03 3.59 2.89 3.33 3.54
NOTE: TEMPERATURE DATA WAS SYNTHETICALLY GENERATED USINGCOEFFICIENTS FOR WILMINGTON DELAWARE
NORMAL MEAN MONTHLY TEMPERATURE (DEGREES FAHRENHEIT)
JAN/JUL FEB/AUG MAR/SEP APR/OCT MAY/NOV JUN/DEC—————— ______ J
31.20 33.20 41.80 52.40 62.20 71 2076.00 74.80 67.80 56.30 45.60 35 50 1
Page 4 i[LJ
AR32i»988
D_3%
NOTE: SOLAR RADIATION DATA WAS SYNTHETICALLY GENERATED USINGCOEFFICIENTS FOR WILMINGTON DELAWAREAND STATION LATITUDE = 39.80 DEGREES
****************************************************************+**************
AVERAGE MONTHLY VALUES IN INCHES FOR YE7ARS 1 THROUGH 50
JAN/JUL FEB/AUG MAR/SEP APR/OCT MAY/NOV JUN/DEC
PRECIPITATION
TOTALS 3.18 2.59 4.31 3.26 3.47 3.693.71 4.02 3.55 2.64 3.06 3.26
STD. DEVIATIONS 1.58 1.22 1.75 1.15 1.56 1.881.82 2.13 2.16 1.40 1.63 1.79
RUNOFF
TOTALS 0.753 0.934 0.747 0.023 0.022 0.0660.111 0.123 0.181 0.104 0.068 0.237
STD. DEVIATIONS 0.906 0.900 1.198 0.059 0.046 0.1520.363 0.245 0.403 0.274 0.131 0.658
EVAPOTRANSPIRATION
TOTALS 0.825 0.833 2.312 3.459 3.515 3.8313.331 3.684 2.316 1.525 1.265 0.914
STD. DEVIATIONS 0.296 0.448 0.497 0.654 1.101 1.4611.322 1.468 0.998 0.404 0.218 0.200
LATERAL DRAINAGE COLLECTED FROM LAYER 3
TOTALS 1.2857 0.7105 2.2601 0.6044 0.1898 0.23150.0840 0.1872 0.4144 0.7145 1.2391 1.6360
STD. DEVIATIONS 1.2664 0.9489 1.5039 0.5799 0.3525 0.52260.1958 0.4511 0.8766 1.1647 1.4371 1.4178
Page 5
AR32l*989
D 3 %
TOTALS
STD. DEVIATIONS
AVERAGES OF
DAILY AVERAGE HEAD ON TOP
AVERAGES
STD. DEVIATIONS
0.00000.0000
0.00000.0000
MONTHLY
0.00000.0000
0.00000.0000
AVERAGED
0.0001 00.0000 0
0.0001 0.0.0000 0,
DAILY HEADS
.0000 0.0000
.0000 0.0000
.0000 0.0000
.0000 0.0001
(INCHES)
i0.00000.0001 ' j
i0.00000.0000 - i
1!i
OF LAYER 4 :'
0.00850.0006
0.00840.0013
0.00520.0012
0.00690.0030
0.0150 0.0.0028 0.
0.0100 0.0.0060 0.
0041 0.00130047 0.0085
0040 0.00230077 0.0099
0.0016 -0.0109 i
0.0036 "T0.0094 .
- 1
AVERAGE ANNUAL TOTALS & (STD.
PRECIPITATION
RUNOFF
EVAPOTRANSPIRATION
LATERAL DRAINAGE COLLECTED
40.
3.
27.
9.
DEVIATIONS) FOR YEARS
INCHES
74 (
369 (
811 (
55710 (
1 THROUGH
CU. FEET
5.925)
2.1914)
3.4662)
3.60619)
50
PERCENT
147883.3 100.00 !
12228.96 8.269
100953.67 68.266
34692.281 23.45923
PERCOLATION/LEAKAGE THROUGH 0.00036 ( 0.00013) 1.301 0.00088LAYER 5
AVERAGE HEAD ON TOP 0.005 ( 0.002)OF LAYER 4
Page 6 jj
AR32U990 II
D_3%CHANGE IN WATER STORAGE 0.002 ( 0.7305) 7.08 0.005
****************** + ****************************************************** + **
D*****************************************************************************-,),.
PEAK DAILY VALUES FOR YEARS 1 THROUGH 50
(INCHES) (CU. FT.)
PRECIPITATION 5.26 19093.801
RUNOFF 2.410 8749.3164
DRAINAGE COLLECTED FROM LAYER 3 0.64627 2345.95239
PERCOLATION/LEAKAGE THROUGH LAYER 5 0.000021 0.07585
AVERAGE HEAD ON TOP OF LAYER 4 0.133
MAXIMUM HEAD ON TOP OF LAYER 4 0.263
LOCATION OF MAXIMUM HEAD IN LAYER 3(DISTANCE FROM DRAIN) 3.5 FEET
SNOW WATER 4.03 14622.6279
MAXIMUM VEG. SOIL WATER (VOL/VOL) 0.4480
MINIMUM VEG. SOIL WATER (VOL/VOL) 0.1620
*** Maximum heads are computed using McEnroe's equations. ***
Reference: Maximum Saturated Depth over Landfill Linerby Bruce M. McEnroe, University of KansasASCE Journal of Environmental EngineeringVol. 119, No. 2, March 1993, pp. 262-270.
******************************************************************************
Page 7
AR32499I
.,- -*-
D_3%
D**************************** + ****i* + + ******* + + + + i + i^^^ + A + ii + + ^^ + itititjr^^^^^^^
FINAL WATER STORAGE AT END OF YEAR 50
LAYER (INCHES) (VOL/VOL)
1 1.7220 0.2870
2 3.8457 0.3205
3 0.0062 0.0311
4 0.0000 0.0000
5 5.0280 0.4190
SNOW WATER 0.287
************************************************************************
Page 8 \ \;;-J
E-7%n*********************************************************************************************************************************************************.**** * * ** * * *** HYDROLOGIC EVALUATION OF LANDFILL PERFORMANCE **** HELP MODEL VERSION 3.07 (1 NOVEMBER 1997) **** DEVELOPED BY ENVIRONMENTAL LABORATORY ***+ USAE WATERWAYS EXPERIMENT STATION **** FOR USEPA RISK REDUCTION ENGINEERING LABORATORY *** * * ** * * *************************************************************************************************************************************************************
PRECIPITATION DATA FILE: C:\HELP3\DATA4.D4TEMPERATURE DATA FILE: C:\HELP3\DATA7.D7SOLAR RADIATION DATA FILE: C:\HELP3\DATA13.D13EVAPOTRANSPIRATION DATA: C:\HELP3\DATA11.D11SOIL AND DESIGN DATA FILE: C:\HELP3\DATA10e.D10OUTPUT DATA FILE: C:\HELP3\e-7%.OUT
TIME: 14:58 DATE: 12/14/2000
******************************************************************************
TITLE: Dupont South Landfill
******************************************************************************
NOTE: INITIAL MOISTURE CONTENT OF THE LAYERS AND SNOW WATER WERECOMPUTED AS NEARLY STEADY-STATE VALUES BY THE PROGRAM.
LAYER 1
TYPE 1 - VERTICAL PERCOLATION LAYER
Page 1AR32U993
E-7%MATERIAL TEXTURE NUMBER 9
THICKNESS = 6.00 INCHESPOROSITY = 0.5010 VOL/VOLFIELD CAPACITY = 0.2840 VOL/VOLWILTING POINT = 0.1350 VOL/VOLINITIAL SOIL WATER CONTENT = 0.2713 VOL/VOLEFFECTIVE SAT. HYD. COND. = 0.190000006000E-03 CM/SEC
NOTE: SATURATED HYDRAULIC CONDUCTIVITY IS MULTIPLIED BY 3.00FOR ROOT CHANNELS IN TOP HALF OF EVAPORATIVE ZONE. ']
LAYER
TYPE 1 - VERTICAL PERCOLATION LAYERMATERIAL TEXTURE NUMBER 22 [
THICKNESS = 12.00 INCHES - *POROSITY = 0.4190 VOL/VOLFIELD CAPACITY = 0.3070 VOL/VOL ?WILTING POINT = 0.1800 VOL/VOL ;INITIAL SOIL WATER CONTENT = 0.3460 VOL/VOLEFFECTIVE SAT. HYD. COND. = 0.189999992000E-04 CM/SEC '*
LAYER
TYPE 2 - LATERAL DRAINAGE LAYERMATERIAL TEXTURE NUMBER 20
THICKNESS = 0.50 INCHESPOROSITY = 0.8500 VOL/VOLFIELD CAPACITY = 0.0100 VOL/VOLWILTING POINT = 0.0050 VOL/VOLINITIAL SOIL WATER CONTENT = 0.0259 VOL/VOLEFFECTIVE SAT. HYD. COND. = 10.0000000000 CM/SECSLOPE = 7.00 PERCENT jDRAINAGE LENGTH = 350.0 FEET *•*
LAYER
Page 2 &R32U99U
E-7%TYPE 4 - FLEXIBLE MEMBRANE LINERMATERIAL TEXTURE NUMBER 35
THICKNESS = 0.04 INCHESPOROSITY = 0.0000 VOL/VOLFIELD CAPACITY = 0.0000 VOL/VOLWILTING POINT = 0.0000 VOL/VOLINITIAL SOIL WATER CONTENT = 0.0000 VOL/VOLEFFECTIVE SAT. HYD. COND. = 0.199999996000E-12 CM/SECFML PINHOLE DENSITY = 1.00 HOLES/ACREFML INSTALLATION DEFECTS = 4.00 HOLES/ACREFML PLACEMENT QUALITY = 3 - GOOD
LAYER
TYPE 3 - BARRIER SOIL LINERMATERIAL TEXTURE NUMBER 22
THICKNESS = 12.00 INCHESPOROSITY = 0.4190 VOL/VOLFIELD CAPACITY = 0.3070 VOL/VOLWILTING POINT = 0.1800 VOL/VOLINITIAL SOIL WATER CONTENT = 0.4190 VOL/VOLEFFECTIVE SAT. HYD. COND. = 0.189999992000E-04 CM/SEC
GENERAL DESIGN AND EVAPORATIVE ZONE DATA
NOTE: SCS RUNOFF CURVE NUMBER WAS COMPUTED FROM DEFAULTSOIL DATA BASE USING SOIL TEXTURE # 9 WITH AFAIR STAND OF GRASS, A SURFACE SLOPE OF 7.%AND A SLOPE LENGTH OF 350. FEET.
SCS RUNOFF CURVE NUMBER = 82.10FRACTION OF AREA ALLOWING RUNOFF = 100.0 PERCENTAREA PROJECTED ON HORIZONTAL PLANE = 1.000 ACRESEVAPORATIVE ZONE DEPTH = 15.0 INCHESINITIAL WATER IN EVAPORATIVE ZONE = 4.672 INCHESUPPER LIMIT OF EVAPORATIVE STORAGE = 6.777 INCHESLOWER LIMIT OF EVAPORATIVE STORAGE - 2.430 INCHESINITIAL SNOW WATER - 0.000 INCHESINITIAL WATER IN LAYER MATERIALS = 10.821 INCHES
Page 3
AR32l*995
(£9)1
E-7%TOTAL INITIAL WATER - 10.821 INCHESTOTAL SUBSURFACE INFLOW - 0.00 INCHES/YEAR
EVAPOTRANSPIRATION AND WEATHER DATA
NOTE: EVAPOTRANSPIRATION DATA WAS OBTAINED FROMWILMINGTON DELAWARE
STATION LATITUDE = 39.80 DEGREESMAXIMUM LEAF AREA INDEX = 2 . 0 0START OF GROWING SEASON (JULIAN DATE) = 107END OF GROWING SEASON (JULIAN DATE) = 298EVAPORATIVE ZONE DEPTH = 15.0 INCHESAVERAGE ANNUAL WIND SPEED = 9.20 MPHAVERAGE 1ST QUARTER RELATIVE HUMIDITY = 67.00 %AVERAGE 2ND QUARTER RELATIVE HUMIDITY = 67.00 %AVERAGE 3RD QUARTER RELATIVE HUMIDITY = 72.00 %AVERAGE 4TH QUARTER RELATIVE HUMIDITY = 71.00 %
NOTE: PRECIPITATION DATA WAS SYNTHETIC/ALLY GENERATED USINGCOEFFICIENTS FOR WILMINGTON DELAWARE
NORMAL MEAN MONTHLY PRECIPITATION (INCHES)
JAN/JUL FEB/AUG MAR/SEP APR/OCT MAY/NOV JUN/DEC
3.11 2.99 3.87 3.39 3.23 3.513.90 4.03 3.59 2.89 3.33 3.54
NOTE: TEMPERATURE DATA WAS SYNTHETICALLY GENERATED USINGCOEFFICIENTS FOR WILMINGTON DELAWARE
NORMAL MEAN MONTHLY TEMPERATURE (DEGREES FAHRENHEIT)
JAN/JUL FEB/AUG MAR/SEP APR/OCT MAY/NOV JUN/DEC
31.20 33.20 41.80 52.40 62.20 71.2076.00 74.80 67.80 56.30 45.60 35.50
Page 4 y
AR32U996
E-7%
NOTE: SOLAR RADIATION DATA WAS SYNTHETICALLY GENERATED USINGCOEFFICIENTS FOR WILMINGTON DELAWAREAND STATION LATITUDE = 39.80 DEGREES
*******************************************************************************
AVERAGE MONTHLY VALUES IN INCHES FOR YEARS 1 THROUGH 50
JAN/JUL FEB/AUG MAR/SEP APR/OCT MAY/NOV JUN/DEC
PRECIPITATION
TOTALS 3.18 2.59 4.31 3.26 3.47 3.693.71 4.02 3.55 2.64 3.06 3.26
STD. DEVIATIONS 1.58 1.22 1.75 1.15 1.56 1.881.82 2.13 2.16 1.40 1.63 1.79
RUNOFF
TOTALS 0.760 0.937 0.757 0.025 0.026 0.0720.118 0.133 0.192 0.109 0.075 0.246
STD. DEVIATIONS 0.907 0.900 1.201 0.062 0.051 0.1610.371 0.259 0.412 0.280 0.142 0.659
EVAPOTRANSPIRATION
TOTALS 0.826 0.834 2.312 3.462 3.516 3.8363.335 3.688 2.311 1.521 1.266 0.915
STD. DEVIATIONS 0.296 0.449 0.497 0.656 1.100 1.4641.320 1.473 1.000 0.406 0.217 0.200
LATERAL DRAINAGE COLLECTED FROM LAYER 3
TOTALS 1.2806 0.7061 2.2463 0.6016 0.1874 0.22210.0760 0.1747 0.4056 0.7063 1.2278 1.6310
STD. DEVIATIONS 1.2508 0.9409 1.4944 0.5742 0.3476 0.50960.1845 0.4273 0.8517 1.1499 1.4305 1.4095
Page 5
AR32U997
'1E-7%
PERCOLATION/ LEAKAGE THROUGH LAYER 5
TOTALS 0.0000 0.0000 0.0000 0.0000 0.0000 0.00000.0000 0.0000 0.0000 0.0000 0.0000 0.0000
STD. DEVIATIONS 0.0000 0.0000 0.0000 0.0000 0.0000 0.00000.0000 0.0000 0.0000 0.0000 0.0000 0.0000
AVERAGES OF MONTHLY AVERAGED' DAILY HEADS (INCHES)
DAILY AVERAGE HEAD ON TOP OF LAYER 4
AVERAGES 0.0037 0.0022 0.0065 0.0018 0.0005 0.0007 f0.0002 0.0005 0.0012 0.0020 0.0037 0.0047'*
STD. DEVIATIONS 0.0036 0.0030 0.0044 0.0017 0.0010 0.0015'0.0005 0.0012 0.0025 0.0033 0.0043 0.0041 '
***********************************************************+******************. •
******************************************************************************
AVERAGE ANNUAL TOTALS & (STD. DEVIATIONS) FOR YEARS 1 THROUGH 50
INCHES CU. FEET PERCENT
PRECIPITATION 40.74 ( 5.925) 147883.3 100.00
RUNOFF 3.451 ( 2.2060) 12525.81 8.470
EVAPOTRANSPIRATION 27.821 ( 3.4735) 100991.76 68.292
LATERAL DRAINAGE COLLECTED 9.46547 ( 3.56873) 34359.664 23.23431FROM LAYER 3
PERCOLATION/LEAKAGE THROUGH 0.00017 ( 0.00006) 0.602 0.00041 !LAYER. 5 i
AVERAGE HEAD ON TOP 0.002 ( 0.001) JOF LAYER 4 • j
Page 6
AR324998
E-7%CHANGE IN WATER STORAGE 0.002 ( 0.7344) 5.46 0.004
******************************************************************************
D******************************************************************************
PEAK DAILY VALUES FOR YEARS 1 THROUGH 50
(INCHES) (CU. FT.)
PRECIPITATION 5.26 19093.801
RUNOFF 2.442 8863.3369
DRAINAGE COLLECTED FROM LAYER 3 0.67747 2459.22949
PERCOLATION/LEAKAGE THROUGH LAYER 5 0.000010 0.03686
AVERAGE HEAD ON TOP OF LAYER 4 0.060
MAXIMUM HEAD ON TOP OF LAYER 4 0.118
LOCATION OF MAXIMUM HEAD IN LAYER 3(DISTANCE FROM DRAIN) 3.6 FEET
SNOW WATER 4.03 14622.6279
MAXIMUM VEG. SOIL WATER (VOL/VOL) 0.4470
MINIMUM VEG. SOIL WATER (VOL/VOL) 0.1620
*** Maximum heads are computed using McEnroe's equations. ***
Reference: Maximum Saturated Depth over Landfill Linerby Bruce M. McEnroe, University of KansasASCE Journal of Environmental EngineeringVol. 119, No. 2, March 1993, pp. 262-270.
******************************************************************************
Page 7
AR32«»999
E-7% ''
D******************************************************************************
FINAL WATER STORAGE AT END OF YEAR 50
LAYER (INCHES)
1 1
2 3
3 0
4 0
5 5
SNOW WATER 0
**************************************************************+*********•
.7296
.8451
.0069
.0000
.0280
.287
********************
(VOL/VOL)
0.2883
0.3204
0.0139
0.0000
0.4190
'********************************
********************************
. J
Page 8
AR325000
Roadlu****•*******-*-**********-*•**********************************************************************************************************************************.**** * * ** * * *** HYDROLOGIC EVALUATION OF LANDFILL PERFORMANCE **** HELP MODEL VERSION 3.07 (1 NOVEMBER 1997) **** DEVELOPED BY ENVIRONMENTAL LABORATORY *** + USAE WATERWAYS EXPERIMENT STATION **** FOR USEPA RISK REDUCTION ENGINEERING LABORATORY *** * + ** * * *************************************************************************************************************************************************************
PRECIPITATION DATA FILE: C:\HELP3\DATA4RD.D4TEMPERATURE DATA FILE: C:\HELP3\DATA7RD.D7SOLAR RADIATION DATA FILE: C:\HELP3\DATA13RD.D13EVAPOTRANSPIRATION DATA: C:\HELP3\DATA11RD.D11SOIL AND DESIGN DATA FILE: C:\HELP3\ROAD1.D10OUTPUT DATA FILE: C:\HELP3\ROAD1.0UT
TIME: 8:53 DATE: 12/15/2000
******************************************************************************
TITLE: Dupont South Landfill
******************************************************************************
NOTE: INITIAL MOISTURE CONTENT OF THE LAYERS AND SNOW WATER WERECOMPUTED AS NEARLY STEADY-STATE VALUES BY THE PROGRAM.
LAYER 1
TYPE 2 - LATERAL DRAINAGE LAYER
Page 1
AR32500I
RoadlMATERIAL TEXTURE NUMBER 20
THICKNESS = 0.20 INCHESPOROSITY = 0.8500 VOL/VOLFIELD CAPACITY = 0.0100 VOL/VOLWILTING POINT = 0.0050 VOL/VOLINITIAL SOIL WATER CONTENT = 0.0058 VOL/VOLEFFECTIVE SAT. HYD. COND. = 10.0000000000 CM/SECSLOPE = 2.00 PERCENTDRAINAGE LENGTH = 30.0 FEET
LAYER
TYPE 3 - BARRIER SOIL LINERMATERIAL TEXTURE NUMBER 16
THICKNESS = 4.00 INCHESPOROSITY = 0.4270 VOL/VOLFIELD CAPACITY = 0.4180 VOL/VOLWILTING POINT = 0.3670 VOL/VOLINITIAL SOIL WATER CONTENT = 0.4270 VOL/VOLEFFECTIVE SAT. HYD. COND. = 0.100000001000E-06 CM/SEC
LAYER 3
TYPE 1 - VERTICAL PERCOLATION LAYERMATERIAL TEXTURE NUMBER 2
THICKNESS = 2.00 INCHESPOROSITY = 0.4370 VOL/VOLFIELD CAPACITY = 0.0620 VOL/VOLWILTING POINT = 0.0240 VOL/VOLINITIAL SOIL WATER CONTENT = 0.0803 VOL/VOLEFFECTIVE SAT. HYD. COND. = 0.579999993000E-02 CM/SEC
GENERAL DESIGN AND EVAPORATIVE ZONE DATA_ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ ____ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ . i
JNOTE: SCS RUNOFF CURVE NUMBER WAS COMPUTED FROM A USER-
Page 2 . li-J
n
RoadlSPECIFIED CURVE NUMBER OF 90.0, A SURFACE SLOPEOF 2.% AND A SLOPE LENGTH OF 30. FEET.
SCS RUNOFF CURVE NUMBER = 91.20FRACTION OF AREA ALLOWING RUNOFF = 100.0 PERCENTAREA PROJECTED ON HORIZONTAL PLANE = 1.000 ACRESEVAPORATIVE ZONE DEPTH = 0.2 INCHESINITIAL WATER IN EVAPORATIVE ZONE = 0.001 INCHESUPPER LIMIT OF EVAPORATIVE STORAGE = 0.170 INCHESLOWER LIMIT OF EVAPORATIVE STORAGE = 0.001 INCHESINITIAL SNOW WATER = 0.000 INCHESINITIAL WATER IN LAYER MATERIALS = 1.870 INCHESTOTAL INITIAL WATER = 1.870 INCHESTOTAL SUBSURFACE INFLOW = 0.00 INCHES/YEAR
EVAPOTRANSPIRATION AND WEATHER DATA
NOTE: EVAPOTRANSPIRATION DATA WAS OBTAINED FROMWILMINGTON DELAWARE
STATION LATITUDE = 39.80 DEGREESMAXIMUM LEAF AREA INDEX • = 0.00START OF GROWING SEASON (JULIAN DATE) = 107END OF GROWING SEASON (JULIAN DATE) = 298EVAPORATIVE ZONE DEPTH = 0.2 INCHESAVERAGE ANNUAL WIND SPEED = 9.20 MPHAVERAGE 1ST QUARTER RELATIVE HUMIDITY = 67.00 %AVERAGE 2ND QUARTER RELATIVE HUMIDITY = 67.00 %AVERAGE 3RD QUARTER RELATIVE HUMIDITY = 72.00 %AVERAGE 4TH QUARTER RELATIVE HUMIDITY = 71.00 %
NOTE: PRECIPITATION DATA WAS SYNTHETICALLY GENERATED USINGCOEFFICIENTS FOR WILMINGTON DELAWARE
NORMAL MEAN MONTHLY PRECIPITATION (INCHES)
JAN/JUL FEB/AUG MAR/SEP APR/OCT MAY/NOV JUN/DEC
3.11 2.99 3.87 3.39 3.23 3.513.90 4.03 3.59 2.89 3.33 3.54
Page 3
AR325003
Roadl
NOTE: TEMPERATURE DATA WAS SYNTHETICALLY GENERATED USINGCOEFFICIENTS FOR WILMINGTON DELAWARE
NORMAL MEAN MONTHLY TEMPERATURE (DEGREES FAHRENHEIT)
JAN/JUL FEB/AUG MAR/SEP APR/OCT MAY/NOV JUN/DEC
31.20 33.20 41.80 52.40 62.20 71.2076.00 74.80 67.80 56.30 45.60 35.50
NOTE: SOLAR RADIATION DATA WAS SYNTHETICALLY GENERATED USINGCOEFFICIENTS FOR WILMINGTON DELAWAREAND STATION LATITUDE = 39.80 DEGREES
*******************************************************************************1
AVERAGE MONTHLY VALUES IN INCHES FOR YEARS 1 THROUGH 50 .i
JAN/JUL FEB/AUG MAR/SEP APR/OCT MAY/NOV JUN/DEC
PRECIPITATION ,
TOTALS 3.18 2.59 4.31 3.26 3.47 3.693.71 4.02 3.55 2.64 3.06 3.26
STD. DEVIATIONS 1.58 1.22 1.75 1.15 1.56 1.881.82 2.13 2.16 1.40 1.63 1.79
RUNOFF
TOTALS 1.327 1.410 1.414 0.313 0.389 0.5680.642 0.771 0.723 0.412 0.426 0.625
STD. DEVIATIONS 1.330 1.089 1.383 0.324 0.427 0.5770.747 0.794 0.841 0.504 0.530 0.834
EVAPOTRANSPIRATION
TOTALS 0.506 0.451 0.786 0.806 0.779 0.610
Page 4
AR32500U
Roadl0.556 0.622 0.445 0.337 0.432 0.415
STD. DEVIATIONS 0.185 0.161 0.278 0.362 0.394 0.3640.358 0.319 0.289 0.219 0.190 0.148
LATERAL DRAINAGE COLLECTED FROM LAYER 1
TOTALS 1.2330 0.6940 2.4677 2.1307 2.3078 2.50532.5025 2.6251 2.3837 1.8950 2.1509 2.0259
STD. DEVIATIONS 1.0807 0.8398 1.2210 0.7378 0.9308 1.18121.0328 1.3168 1.2243 0.8923 1.1075 1.0815
PERCOLATION/LEAKAGE THROUGH LAYER 2
TOTALS 0.0049 0.0028 0.0051 0.0041 0.0045 0.00380.0034 0.0035 0.0028 0.0027 0.0038 0.0059
STD. DEVIATIONS 0.0029 0.0018 0.0024 0.0017 0.0014 0.00180.0015 0.0015 0.0012 0.0015 0.0016 0.0029
PERCOLATION/LEAKAGE THROUGH LAYER 3
TOTALS 0.0041 0.0040 0.0037 0.0041 0.0042 0.00430.0043 0.0041 0.0040 0.0039 0.0033 0.0033
STD. DEVIATIONS 0.0012 0.0010 0.0009 0.0011 0.0010 0.00090.0008 0.0007 0.0006 0.0006 0.0006 0.0007
AVERAGES OF MONTHLY AVERAGED DAILY HEADS (INCHES)
DAILY AVERAGE HEAD ON TOP OF LAYER 2
AVERAGES 0.0069 0.0045 0.0123 0.0113 0.0113 0.01160.0114 0.0112 0.0102 0.0082 0.0107 0.0099
STD. DEVIATIONS 0.0049 0.0047 0.0052 0.0037 0.0042 0.00520.0042 0.0045 0.0046 0.0032 0.0050 0.0046
*******************************************************************************
*******************************************************************************
Page 5
AR325005
Roadl
AVERAGE ANNUAL TOTALS & (STD. DEVIATIONS) FOR YEARS 1 THROUGH 50
INCHES
PRECIPITATION 40.74 (
RUNOFF 9.019 (
EVAPOTRANSPIRATION 6.745 (
LATERAL DRAINAGE COLLECTED 24.92171 (FROM LAYER 1
PERCOLATION/LEAKAGE THROUGH 0.04729 (LAYER 2
AVERAGE HEAD ON TOP 0.010 (OF LAYER 2
PERCOLATION/LEAKAGE THROUGH 0.04729 (LAYER 3
CHANGE IN WATER STORAGE 0.006 (
G
PEAK DAILY VALUES FOR YEARS
PRECIPITATION
RUNOFF
DRAINAGE COLLECTED FROM LAYER 1
PERCOLATION/ LEAKAGE THROUGH LAYER 2
' AVERAGE HEAD ON TOP OF LAYER 2
MAXIMUM HEAD ON TOP OF LAYER 2
CU. FEET PERCENT.,
5.925) 147883.3 100.00
3.2335} 32738.21 22.138 ""
1.0502) 24484.69 16.557
3.80153) 90465.828 61.17379
t •0.00654) 171.645 0.1160"
0.001) -.t
0.00610) 171.653 0.1160: ]i
0.5005) 22.93 0.016 ;i***********************************iiii
********************************** i
1 THROUGH 50 i—— — j
(INCHES) (CU. FT.)
5.26 19093.801 i
3.338 12118.7061
1.86382 6765.67236
0.002999 10.88669
0.104
0.094 ,1
Page 6 ,-1i.-*
AR325006 Uy
RoadlLOCATION OF MAXIMUM HEAD IN LAYER 1
(DISTANCE FROM DRAIN) 1.4 FEET
PERCOLATION/LEAKAGE THROUGH LAYER 3 0.000414 1.50356
SNOW WATER 4.03 14622.6279
MAXIMUM VEG. SOIL WATER (VOL/VOL) 0.8500
MINIMUM VEG. SOIL WATER (VOL/VOL) 0.0050
*** Maximum heads are computed using McEnroe's equations. ***
Reference: Maximum Saturated Depth over Landfill Linerby Bruce M. McEnroe, University of KansasASCE Journal of Environmental EngineeringVol. 119, No. 2, March 1993, pp. 262-270.
******************************************************************************
0******************************************************************************
FINAL WATER STORAGE AT END OF YEAR 50
LAYER (INCHES) (VOL/VOL)
1 0.0305 0.1523
2 1.7080 0.4270
3 0.1605 0.0803
SNOW WATER 0.287
************************************************************************************************************************************************************
Page 7
AR325007
******************************************************************* *"*"*" **************************************************************************************'
*** ,.,*"* --- HYDROLOGIC EVALUATION OF LANDFILL PERFORMANCE * *:* HELP MODEL VERSION 3.07 (1 NOVEMBER 1997) *** DEVELOPED BY ENVIRONMENTAL LABORATORY *** USAE WATERWAYS EXPERIMENT STATION " __. *** FOR USEPA RISK REDUCTION ENGINEERING LABORATORY --*-*j.* **j.* *** * * * * * * ********************************************************************************* * * ****************************************************************
RECIPITATION DATA FILE: C:\HELP3\DATA4.D4EMPERATURE DATA FILE: C:\HELP3\DATA7.D7OLAR RADIATION DATA FILE: C: \HELP3\DATA13 .Dl3VAPOTRANSPIRATION DATA: C:\HELP3\DATA11.D11OIL AND DESIGN DATA FILE: C:\HELP3\A_3%_GCL.D10UTPUT DATA FILE: C:\HELP3\A 3% GCL.OUT
IME: 11:42 DATE: 1/11/2001
***************************************************l(r*.lt*;ilr *
TITLE: Dupont South Landfill
********************************************************* ******************** t *
NOTE: INITIAL MOISTURE CONTENT OF THE LAYERS AND SNOW WATER WERECOMPUTED AS NEARLY STEADY-STATE VALUES BY THE PROGRAM.
LAYER 1_______ j
; ITYPE 1 - VERTICAL PERCOLATION LAYER
MATERIAL TEXTURE NUMBER 9 '' |THICKNESS = 6.00 INCHES' JPOROSITY - 0.5010 VOL/VOLFIELD CAPACITY = 0.2840 VOL/VOLWILTING POINT = 0.1350 VOL/VOLINITIAL SOIL WATER CONTENT - 0.2687 VOL/VOL
page i AR325008 y
A_3%_gcl 'EFFECTIVE SAT. HYD. COND. - 0.190000006000E-03 CM/SEC
NOTE: SATURATED HYDRAULIC CONDUCTIVITY IS MULTIPLIED BY 3.00FOR ROOT CHANNELS IN TOP HALF OF EVAPORATIVE ZONE.
LAYER
TYPE 1 - VERTICAL PERCOLATION LAYERMATERIAL TEXTURE NUMBER 22
THICKNESS = 12.00 INCHESPOROSITY = 0.4190 VOL/VOLFIELD CAPACITY = 0.3070 VOL/VOLWILTING POINT = 0.1800 VOL/VOLINITIAL SOIL WATER CONTENT = 0.3443 VOL/VOLEFFECTIVE SAT. HYD. COND. = 0.189999992000E-04 CM/SEC
LAYER
TYPE 2 - LATERAL DRAINAGE LAYERMATERIAL TEXTURE NUMBER 20
THICKNESS = 0.20 INCHESPOROSITY - 0.8500 VOL/VOLFIELD CAPACITY = 0.0100 VOL/VOLWILTING POINT = 0.0050 VOL/VOLINITIAL SOIL WATER CONTENT = 0.0993 VOL/VOLEFFECTIVE SAT. HYD. COND. = 10.0000000000 CM/SECSLOPE = 3.00 PERCENTDRAINAGE LENGTH = 350.0 FEET
LAYER
TYPE 4 - FLEXIBLE MEMBRANE LINERMATERIAL TEXTURE NUMBER 35
THICKNESS = 0.04 INCHESPOROSITY = 0.0000 VOL/VOLFIELD CAPACITY = 0.0000 VOL/VOLWILTING POINT = 0.0000 VOL/VOLINITIAL SOIL WATER CONTENT = 0.0000 VOL/VOLEFFECTIVE SAT. HYD. COND. = 0.199999996000E-12 CM/SECFML PINHOLE DENSITY = 1.00 HOLES/ACREFML INSTALLATION DEFECTS = 4.00 HOLES/ACREFML PLACEMENT QUALITY = 3 - GOOD
Page 2 AR325009
A_3%_gcl
LAYER 5
TYPE 1 - VERTICAL PERCOLATION LAYERMATERIAL TEXTURE NUMBER 17
THICKNESS = 0.24 INCHESPOROSITY = 0.7500 VOL/VOLFIELD CAPACITY = 0.7470 VOL/VOLWILTING POINT = 0.4000 VOL/VOLINITIAL SOIL WATER CONTENT - 0.7470 VOL/VOLEFFECTIVE SAT. HYD. COND. = 0.300000003000E-08 CM/SEC
LAYER
TYPE 3 - BARRIER SOIL LINERMATERIAL TEXTURE NUMBER 22
THICKNESS = 12.00 INCHESPOROSITY = 0,4190 VOL/VOLFIELD CAPACITY = 0.3070 VOL/VOLWILTING POINT = 0.1800 VOL/VOLINITIAL SOIL WATER CONTENT = 0.4190 VOL/VOLEFFECTIVE SAT. HYD. COND. = 0.189999992000E-04 CM/SEC
GENERAL DESIGN AND EVAPORATIVE ZONE DATA
NOTE: SCS RUNOFF CURVE NUMBER WAS COMPUTED FROM DEFAULTSOIL DATA BASE USING SOIL TEXTURE # 9 WITH AFAIR STAND OF GRASS, A SURFACE SLOPE OF 3.%AND A SLOPE LENGTH OF 350. FEET.
SCS RUNOFF CURVE NUMBER = 81.70FRACTION OF AREA ALLOWING RUNOFF = 100.0 PERCENTAREA PROJECTED ON HORIZONTAL PLANE = 1.000 ACRESEVAPORATIVE ZONE DEPTH = 15.0 INCHESINITIAL WATER IN EVAPORATIVE ZONE = 4.641 INCHESUPPER LIMIT OF EVAPORATIVE STORAGE - 6.777 INCHESLOWER LIMIT OF EVAPORATIVE STORAGE = 2.430 INCHESINITIAL SNOW WATER = 0.000 INCHESINITIAL WATER IN LAYER MATERIALS = 10.970 INCHESTOTAL INITIAL WATER = 10.970 INCHESTOTAL SUBSURFACE INFLOW = 0.00 INCHES/YEAR
Page 3 AR3250IO
A 3% gel
EVAPOTRANSPIRATION AND WEATHER DATA
NOTE: EVAPOTRANSPIRATION DATA WAS OBTAINED FROMWILMINGTON DELAWARE
STATION LATITUDE = 39.80 DEGREESMAXIMUM LEAF AREA INDEX = 2.00START OF GROWING SEASON (JULIAN DATE) = 107END OF GROWING SEASON (JULIAN DATE) = 298EVAPORATIVE ZONE DEPTH = 15.0 INCHESAVERAGE ANNUAL WIND SPEED = 9.20 MPHAVERAGE 1ST QUARTER RELATIVE HUMIDITY = 67.00 %AVERAGE 2ND QUARTER RELATIVE HUMIDITY = 67.00 %AVERAGE 3RD QU7ARTER RELATIVE HUMIDITY = 72.00 %AVERAGE 4TH QUARTER RELATIVE HUMIDITY = 71.00 %
NOTE: PRECIPITATION DATA WAS SYNTHETICALLY GENERATED USINGCOEFFICIENTS FOR WILMINGTON DELAWARE
NORMAL MEAN MONTHLY PRECIPITATION (INCHES)
JAN/JUL FEB/AUG MAR/SEP APR/OCT MAY/NOV JUN/DEC
L/ ' '
3.11 2.99 3.87 3.39 3.23 3.513.90 4.03 3.59 2.89 3.33 3.54
NOTE: TEMPERATURE DATA WAS SYNTHETICALLY GENERATED USINGCOEFFICIENTS FOR WILMINGTON DELAWARE
NORMAL MEAN MONTHLY TEMPERATURE (DEGREES FAHRENHEIT)
JAN/JUL FEB/AUG MAR/SEP APR/OCT MAY/NOV JUN/DEC
31.20 33.20 41.80 52.40 62.20 71.2076.00 74.80 67.80 56.30 45.60 35.50
NOTE: SOLAR RADIATION DATA WAS SYNTHETICALLY GENERATED USINGCOEFFICIENTS FOR WILMINGTON DELAWAREAND STATION LATITUDE = 39.80 DEGREES
Page 4 AR3250I I
A_3%_gcl /
******************************************************************************
AVERAGE MONTHLY VALUES IN INCHES FOR YEARS 1 THROUGH 50
JAN/JUL FEB/AUG MAR/SEP APR/OCT MAY/NOV JUN/DEC
PRECIPITATION
TOTALS 3.18 2.59 4.31 3.26 3.47 3.693.71 4.02 3.55 2.64 3.06 3.26
STD. DEVIATIONS 1.58 1.22 1.75 1.15 1.56 1.881.82 2.13 2.16 1.40 1.63 1.79
RUNOFF
TOTALS 0.753 0.934 0.747 0.023 0.022 0.0660.111 0.123 0.181 0.104 0.068 0.237 ^i
STD. DEVIATIONS 0.906 0.900 1.198 0.059 0.046 0.152 "0.363 0.245 0.403 0.274 0.131 0.658 -,
EVAPOTRANSPIRATION '*
TOTALS 0.825 0.833 2.312 3.459 3.515 3.831 V|3.331 3.684 2.316 1.525 1.265 0.914 '! *
. STD. DEVIATIONS 0.296 0.448 0.497 0.654 1.101 1.461 j1.322 1.468 0.998 0.404 0.218 0.200 • '
LATERAL DRAINAGE COLLECTED FROM LAYER 3 \
TOTALS 1.2858 0.7105 2.2602 0.6044 0.1898 0.23150.0840 0.1872 0.4144 0.7145 1.2391 1.6361
STD. DEVIATIONS 1.2665 0.9489 1.5040 0.5799 0.3525 0.52260.1958 0.4511 0.8767 1.1647 1.4371 1.4179
PERCOLATION/LEAKAGE THROUGH LAYER 4
TOTALS 0.0000 0.0000 0.0000 0,0000 0.0000 0.0000 \0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 '
STD. DEVIATIONS 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000:10.0000 0.0000 0.0000 0.0000 0.0000 0.0000
PERCOLATION/LEAKAGE THROUGH LAYER 6 ];]
TOTALS 0.0000 0.0000 0.0000 0.0000 0.0000 0.00000.0000 0.0000 0.0000 0.0000 0.0000 0.0000 £1
STD. DEVIATIONS 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000
5 AR3250I2 1
_ _0.0000 0.0000 0.0000 0.0000 0.0000 0.0000
AVERAGES OF MONTHLY AVERAGED DAILY HEADS (INCHES)
DAILY AVERAGE HEAD ON TOP
AVERAGES 00
STD. DEVIATIONS 00
DAILY AVERAGE HEAD ON TOP
AVERAGES 00
STD. DEVIATIONS 00
****************************
AVERAGE ANNUAL TOTALS &
PRECIPITATION
RUNOFF
EVAPOTRANSPIRATION
LATERAL DRAINAGE COLLECTEDFROM LAYER 3
PERCOLATION/ LEAKAGE THROUGHLAYER 4
AVERAGE HEAD ON TOPOF LAYER 4
PERCOLATION/LEAKAGE THROUGHLAYER 6
AVERAGE HEAD ON TOPOF LAYER 6
OF LAYER 4
.0085 0.0052
.0006 0.0012
.0084 0.0069
.0013 0.0030
OF LAYER 6
.0000 0.0000
.0000 0.0000
.0000 0.0000
.0000 0.0000
*****************
(STD. DEVIATIONS
INCHES
40.74 {
3.369 ( 2
27.811 ( 3
9.55746 ( 3
0.00000 ( 0
0.005 ( 0
0.00000 ( 0
0.000 ( 0
Page 6
0.0150 0.0041 0.00130.0028 0.0047 0.0085
0.0100 0.0040 0.00230.0060 0.0077 0.0099
0.0000 0.0000 0.00000.0000 0.0000 0.0000
0.0000 0.0000 0.00000.0000 0.0000 0.0000
*************************
) FOR YEARS 1 THROUGH
CU. FEET
5.925) 147883.3 1
.1914) 12228.96
.4662) 100953.67
.60632} 34693.570 2
.00000) 0.006
.002)
.00000) 0.006
.000)
&R3250I3
0.00160.0109
0.00360.0094
0.00000.0000
0.00000.0000
*********
50
PERCENT
00.00
8.269
68.266
3.46010
0.00000
0.00000
A_3%_gcl
CHANGE IN WATER STORAGE 0.002 ( 0.7305) 7.08 0.005
*****************************************************************************
*****************************************************************************
PEAK DAILY VALUES FOR YEARS 1 THROUGH 50
(INCHES) (CU. FT.)
PRECIPITATION 5.26 19093.801
RUNOFF 2.410 8749.3164
DRAINAGE COLLECTED FROM LAYER 3 0.64629 2346.02808
PERCOLATION/LEAKAGE THROUGH LAYER 4 0.000000 0.00021
AVERAGE HEAD ON TOP OF LAYER 4 0.133
MAXIMUM HEAD ON TOP OF LAYER 4 0.263
LOCATION OF MAXIMUM HEAD IN LAYER 3(DISTANCE FROM DRAIN) 3,9 FEET
PERCOLATION/LEAKAGE THROUGH LAYER 6 0.000000 0.00021
AVERAGE HEAD ON TOP OF LAYER 6 0.000
SNOW WATER 4.03 14622.6279 - i
'1MAXIMUM VEG. SOIL WATER (VOL/VOL) 0.4480 J
MINIMUM VEG. SOIL WATER (VOL/VOL) 0.1620 ji
*** Maximum heads are computed using McEnroe's equations. ***
Reference: Maximum Saturated Depth over Landfill Linerby Bruce M. McEnroe, University of KansasASCE Journal of Environmental EngineeringVol. 119, No. 2, March 1993, pp. 262-270.
i******-*************************************************************.**********.i
Page 7 AR3250U
A_3%_gcl
******************************************************************************
FINAL WATER STORAGE AT END OF YEAR 50
LAYER (INCHES) (VOL/VOL)
1 1.7220 0.2870
2 3.8457 0.3205
3 0.0062 0.0311
4 0.0000 0.0000
5 0.1793 0.7470
6 5.0280 0.4190
SNOW WATER 0.287
**************************************************************************+**-*******************************************************************************
AR3250I5
****************************************************************************
** HYDROLOGIC EVALUATION OF LANDFILL PERFORMANCE** HELP MODEL VERSION 3.07 (1 NOVEMBER 1997) **** DEVELOPED BY ENVIRONMENTAL LABORATORY * i** USAE WATERWAYS EXPERIMENT STATION *-*** FOR USEPA RISK REDUCTION ENGINEERING LABORATORY *** * * |* * * 1***********************************************************************************************************************************************************'!i
PRECIPITATION DATA FILE: C:\HELP3\DATA4.D4TEMPERATURE DATA FILE: C:\HELP3\DATA7.D7SOLAR RADIATION DATA FILE: C:\HELP3\DATA13.D13EVAPOTRANSPIRATION DATA: C:\HELP3\DATA11.D11SOIL AND DESIGN DATA FILE: C: \HELP3\B_7%_GCL.D10OUTPUT DATA FILE: C:\HELP3\B 7% GCL . OUT
TIME: 11:44 DATE: 1/11/2001
******************************************************************************
TITLE: Dupont South Landfill
******************************************************************************
NOTE: INITIAL MOISTURE CONTENT OF THE LAYERS AND SNOW WATER WERECOMPUTED AS NEARLY STEADY-STATE VALUES BY THE PROGRAM.
LAYER 1
TYPE 1 - VERTICAL PERCOLATION LAYERMATERIAL TEXTURE NUMBER 9
THICKNESS = 6.00 INCHES :iPOROSITY = 0.5010 VOL/VOLFIELD CAPACITY = 0.2840 VOL/VOL jWILTING POINT = 0.1350 VOL/VOL UINITIAL SOIL WATER CONTENT = 0.2719 VOL/VOL
page i AR3250I6 J
B_7%_gclEFFECTIVE SAT. HYD. COND. = 0.190000006000E-03 CM/SEC
NOTE: SATURATED HYDRAULIC CONDUCTIVITY IS MULTIPLIED BY 3.00FOR ROOT CHANNELS IN TOP HALF OF EVAPORATIVE ZONE.
LAYER
TYPE 1 - VERTICAL PERCOLATION LAYERMATERIAL TEXTURE NUMBER 22
THICKNESS = 12.00 INCHESPOROSITY = 0.4190 VOL/VOLFIELD CAPACITY = 0.3070 VOL/VOLWILTING POINT = 0.1800 VOL/VOLINITIAL SOIL WATER CONTENT = 0.3490 VOL/VOLEFFECTIVE SAT. HYD. COND. = 0.189999992000E-04 CM/SEC
LAYER
TYPE 2 - LATERAL DRAINAGE LAYERMATERIAL TEXTURE NUMBER 20
THICKNESS = 0.20 INCHESPOROSITY = 0.8500 VOL/VOLFIELD CAPACITY = 0.0100 VOL/VOLWILTING POINT = 0.0050 VOL/VOLINITIAL SOIL WATER CONTENT = 0.0528 VOL/VOLEFFECTIVE SAT. HYD. COND. = 10.0000000000 CM/SECSLOPE = 7.00 PERCENTDRAINAGE LENGTH = 350.0 FEET
LAYER
TYPE 4 - FLEXIBLE MEMBRANE LINERMATERIAL TEXTURE NUMBER 35
THICKNESS = 0.04 INCHESPOROSITY = 0.0000 VOL/VOLFIELD CAPACITY = 0.0000 VOL/VOLWILTING POINT = 0.0000 VOL/VOLINITIAL SOIL WATER CONTENT = 0.0000 VOL/VOLEFFECTIVE SAT. HYD. COND. = 0.199999996000E-12 CM/SECFML PINHOLE DENSITY = 1.00 HOLES/ACREFML INSTALLATION DEFECTS = 4.00 HOLES/ACREFML PLACEMENT QUALITY = 3 - GOOD
Page 2 AR325017
B 7% gel
LAYER
TYPE 1 - VERTICAL PERCOLATION LAYERMATERIAL TEXTURE NUMBER 17
THICKNESS = 0.24 INCHESPOROSITY = 0.7500 VOL/VOLFIELD CAPACITY = 0.7470 VOL/VOLWILTING POINT = 0.4000 VOL/VOLINITIAL SOIL WATER CONTENT = 0.7470 VOL/VOLEFFECTIVE SAT. HYD. COND. = 0.300000003000E-08 CM/SEC
LAYER
TYPE 3 - BARRIER SOIL LINERMATERIAL TEXTURE NUMBER 22
THICKNESS = 12.00 INCHESPOROSITY = 0.4190 VOL/VOLFIELD CAPACITY = 0.3070 VOL/VOLWILTING POINT = 0.1800 VOL/VOLINITIAL SOIL WATER CONTENT = 0.4190 VOL/VOLEFFECTIVE SAT. HYD. COND. = 0.189999992000E-04 CM/SEC
GENERAL DESIGN AND EVAPORATIVE ZONE DATA
NOTE: SCS RUNOFF CURVE NUMBER WAS COMPUTED FROM DEFAULTSOIL DATA BASE USING SOIL TEXTURE # 9 WITH AFAIR STAND OF GRASS, A SURFACE SLOPE OF 7.%AND A SLOPE LENGTH OF 350. FEET. '
SCS RUNOFF CURVE NUMBER = 82.10FRACTION OF AREA ALLOWING RUNOFF = 100.0 PERCENTAREA PROJECTED ON HORIZONTAL PLANE = 1.000 ACRESEVAPORATIVE ZONE DEPTH = 15.0 INCHES ;INITIAL WATER IN EVAPORATIVE ZONE = 4.703 INCHESUPPER LIMIT OF EVAPORATIVE STORAGE = 6.777 INCHESLOWER LIMIT OF EVAPORATIVE STORAGE = 2.430 INCHES "iINITIAL SNOW WATER = 0.000 INCHES ^INITIAL WATER IN LAYER MATERIALS = 11.037 INCHESTOTAL INITIAL WATER = 11.037 INCHES ']TOTAL SUBSURFACE INFLOW = 0.00 INCHES/YEAR i-J
Page 3 AR3250I8 H*J
B 7% gel
EVAPOTRANSPIRATION AND WEATHER DATA
NOTE: EVAPOTRANSPIRATION DATA WAS OBTAINED FROMWILMINGTON DELAWARE
STATION LATITUDE = 39.80 DEGREESMAXIMUM LEAF AREA INDEX = 2.00START OF GROWING SEASON (JULIAN DATE) = 107END OF GROWING SEASON (JULIAN DATE) = 298EVAPORATIVE ZONE DEPTH = 15.0 INCHESAVERAGE ANNUAL WIND SPEED = 9.20 MPHAVERAGE 1ST QUARTER RELATIVE HUMIDITY = 67.00 %AVERAGE 2ND QUARTER RELATIVE HUMIDITY = 67.00 %AVERAGE 3RD QUARTER RELATIVE HUMIDITY = 72.00 %AVERAGE 4TH QUARTER RELATIVE HUMIDITY = 71.00 %
NOTE: PRECIPITATION DATA WAS SYNTHETICALLY GENERATED USINGCOEFFICIENTS FOR WILMINGTON DELAWARE
NORMAL MEAN MONTHLY PRECIPITATION (INCHES)
JAN/JUL FEB/AUG MAR/SEP APR/OCT MAY/NOV JUN/DEC
3.11 2.99 3.87 3.39 3.23 3.513.90 4.03 3.59 2.89 3.33 3.54
NOTE: TEMPERATURE DATA WAS SYNTHETICALLY GENERATED USINGCOEFFICIENTS FOR WILMINGTON DELAWARE
NORMAL MEAN MONTHLY TEMPERATURE (DEGREES FAHRENHEIT)
JAN/JUL FEB/AUG MAR/SEP APR/OCT MAY/NOV JUN/DEC
31.20 33.20 41.80 52.40 62.20 71.2076.00 74.80 67.80 56.30 45.60 35.50
NOTE: SOLAR RADIATION DATA WAS SYNTHETICALLY GENERATED USINGCOEFFICIENTS FOR WILMINGTON DELAWAREAND STATION LATITUDE = 39.80 DEGREES
AR325019Page 4
B 7% gel
**********************•*******************************************************;;
AVERAGE MONTHLY VALUES IN INCHES FOR YEARS 1 THROUGH 50 f I
JAN/JUL FEB/AUG MAR/SEP APR/OCT MAY/NOV JUN/DEC,,
PRECIPITATION
TOTALS 3.18 2.59 4.31 3.26 3.47 3.693.71 4.02 3.55 2.64 3.06 3.26
STD. DEVIATIONS 1.58 1.22 1.75 1.15 1.56 1.881.82 2.13 2.16 1.40 1.63 1.79
RUNOFF :iTOTALS 0.767 0.939 0.763 0.027 0.027 0.074
0.120 0.134 0.197 0.114 0.078 0.254'J
STD. DEVIATIONS 0.910 0.901 1.203 0.064 0.052 0.1640.368 0.261 0.423 0.288 0.146 0.675
; (.'
EVAPOTRANSPIRATION '*
TOTALS 0.825 0.834 2.312 3.464 3.509 3.849;3.332 3.693 2.308 1.518 1.265 0.914 ''
STD. DEVIATIONS 0.296 0.449 0.497 0.655 1.100 1.464 'I1.319 1.472 0.997 0.405 0.217 0.200
LATERAL DRAINAGE COLLECTED FROM LAYER 3 1
TOTALS 1.2741 0.7077 2.2290 0.6103 0.1895 0.21950.0731 0.1708 0.3979 0.7042 1.2230 1.6226 j
STD. DEVIATIONS 1.2368 0.9423 1.4823 0.5823 0.3459 0.50650.1776 0.4223 0.8381 1.1509 1.4253 1.400?!it
PERCOLATION/LEAKAGE THROUGH LAYER 4
TOTALS 0.0000 0.0000 0.0000 0.0000 0.0000 O.OOOC0.0000 0.0000 0.0000 0.0000 0.0000 0.0000
STD. DEVIATIONS 0.0000 0.0000 0.0000 0.0000 0.0000 O.OOOC j0.0000 0.0000 0.0000 0.0000 0.0000 0.0000
PERCOLATION/LEAKAGE THROUGH LAYER 6 •
TOTALS 0.0000 0.0000 0.0000 0.0000 0.0000 0.00000.0000 0.0000 0.0000 0.0000 0.0000 0.0000:' !
uSTD. DEVIATIONS 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000
Page 5 AR325020 0
B_7%_gcl f' /0.0000 0.0000 0.0000 0.0000 0.0000 0.0000
AVERAGES OF MONTHLY AVERAGED DAILY HEADS (INCHES)
DAILY AVERAGE HEAD ON TOP
AVERAGES 00
STD. DEVIATIONS 00
DAILY AVERAGE HEAD ON TOP
AVERAGES 00
STD. DEVIATIONS 00
AVERAGE ANNUAL TOTALS &
PRECIPITATION
RUNOFF
EVAPOTRANSPIRATION
LATERAL DRAINAGE COLLECTEDFROM LAYER 3
PERCOLATION/LEAKAGE THROUGHLAYER 4
AVERAGE HEAD ON TOPOF LAYER 4
PERCOLATION/LEAKAGE THROUGH
OF LAYER 4
.0036 0.0022
.0002 0.0005
.0035 0.0029
.0005 0.0012
OF LAYER 6
.0000 0.0000
.0000 0.0000
.0000 0.0000
.0000 0.0000
(STD. DEVIATIONS
INCHES
40.74 (
3.493 ( 2
27.823 ( 3
9.42189 ( 3
0.00000 ( 0
0.002 ( 0
0.00000 ( 0
0.00640.0012
0.00420.0025
0.00000.0000
0.00000.0000
0.0018 0.00050.0020 0.0036
0.0017 0.00100.0033 0.0042
0.0000 0.00000.0000 0.0000
0.0000 0. 00000.0000 0.0000
) FOR YEARS 1 THROUGH
5.925)
.2182)
.4711)
.55429)
.00000)
.001)
.00000)
CU. FEET
147883.3 1
12679.29
100999.26
0.00060.0046
0.00150.0040
0.00000.0000
0.00000.0000
50
PERCENT
00.00
8.574
68.297
34201.457 23.12733
0.004
0.004
0.00000
0.00000
AVERAGE HEAD ON TOP 0.000 ( 0.000)OF LAYER 6
Page 6 AR32502I
B_7%_gcl
CHANGE IN WATER STORAGE 0.001 ( 0.7333) 3.29 0.002 Hil
****************************•*******************»•*********•*******•**************,
D ' "I***********************************************+*****************************,!
PEAK DAILY VALUES FOR YEARS 1 THROUGH 50 r]
(INCHES) (CU. FT.)
PRECIPITATION 5.26 19093.801 n
RUNOFF . 2.392 8683.6396 T1
DRAINAGE COLLECTED FROM LAYER 3 0.64629 2346.02808
PERCOLATION/LEAKAGE THROUGH LAYER 4 0.000000 0.00009 i]
AVERAGE HEAD ON TOP OF LAYER 4 0.057 ,?
MAXIMUM HEAD ON TOP OF LAYER 4 0.117 :i
LOCATION OF MAXIMUM HEAD IN LAYER 3 "\(DISTANCE FROM DRAIN) 0.0 FEET -l
PERCOLATION/LEAKAGE THROUGH LAYER 6 0.000000 0.00009 f
AVERAGE HEAD ON TOP OF LAYER 6 0.000• 1
SNOW WATER 4.03 14622.6279 i
MAXIMUM VEG. SOIL WATER (VOL/VOL) 0.4488 [\
MINIMUM VEG. SOIL WATER (VOL/VOL) 0.1620 - "t
*** Maximum heads are computed using McEnroe's equations. *** .
Reference: Maximum Saturated Depth over Landfill Linerby Bruce M. McEnroe, University of KansasASCE Journal of Environmental EngineeringVol. 119, No. 2, March 1993, pp. 262-270. J
********************************************************. i
************+*********t]
AR325022
B_7%_gclD******************************************************************************
LAYER
1
2
3
4
5
6
SNOW WATER
**************************
(INCHES)
1.
3.
0.
0.
-0.
5.
0.
t ******
7391
8457
0040
0000
1793
0280
287
***********
(VOL/VOL)
0.
0.
0.
0.
0.
0.
2899
3205
0199
0000
7470
4190
**************************
Page 8 AR325023
>-J
X
mAR32502I4
APPENDIX E
PROPOSED CHANGES TO PERFORMANCE STANDARDS
AR32502S
APPENDIX E
PROPOSED MODIFICATIONS to the PERFORMANCE STANDARDS
The PRB remedy is consistent with the criteria set forth in 40 CFR Part 300, Section430(e)(9)(iii)—the National Contingency Plan—and was developed to ensure that thistechnology for the South Landfill is at least as protective of human health and theenvironment as the South Landfill remedy mandated in the 1993 ROD and 1995 ESD.The proposed performance standards are consistent with the proposed PRB remedychanges and would either add to or replace/delete (as indicated) the standards containedin Section 3 of the 1993 ROD and in the 1995 ESD.
3.2. In-Situ Stabilization —(Delete, including Performance Standards 3.2.1. to3.2.4.)
3.3. South Landfill Cap
DESCRIPTION: (Replaces existing Description) Once the groundwater barrier andpermeable reactive barriers are installed, the entire South Landfill shall be capped. Thecap shall include a synthetic geomembrane. South James Street/Basin Road will be leftin place, and the cap will be sufficiently tied into the existing road structure so as toeliminate, to the extent practicable, infiltration of precipitation along the roadway.
PERFORMANCE STANDARDS:3.3.12. (Replaces 3.3.8.) A landfill cap shall be installed that completely covers (to themaximum extent practicable) the South Landfill, including the portion owned by DuPontand the portion owned by the State of Delaware. The cap, at a minimum, shall extend tothe vertical barrier wall/permeable reactive barrier wall system and shall be constructedin such a way as to prevent infiltration of water between the edges of the cap and thebarrier/permeable walls.
3.3.13. (Replaces 3.3.10.) South James Street/Basin Road will be left in place. The capwill be tied into the existing road structure in such a way as to eliminate, to the extentpracticable, infiltration of water between the edges of the cap and the roadway.
3.3.14. The cap for the intertidal riverbank area will consist of a geosynthetic membraneand armor stone to control erosion and isolate the river from the landfill materials.
3.3.15. An inspection and maintenance plan for South James Street/Basin Road will beprepared to ensure infiltration is minimized. The plan will provide for an annualinspection and repair of potholes and cracks. In addition, the annual inspection willinclude an assessment of roadway integrity and specifically address the need for moreextensive repairs, such as resurfacing.
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AR325026
n3.5. South Landfill Institutional Controls
DESCRIPTION: (Replaces existing Description) Institutional controls shall be placed onthe DuPont property south of the Christina River and on the State of Delaware'scontaminated property to restrict future land use, to notify the public of past land use,and/or to ensure the protectiveness of the remedy. A health and safety shall be developedto protect future maintenance workers who may be required to come into contact withlandfill waste (such as sewer main workers or highway workers).
3.5.8. (Replaces 3.5.7.) A health and safety plan shall be developed to protect futuremaintenance workers who may be required to come into contact with landfill waste (suchas sewer main workers or highway workers).
3.6. Ground-water Barrier Wall
DESCRIPTION: (Replaces existing Description) A vertical barrier wall shall be installedfrom the ground surface to a low-permeable clay layer that lies below the waste materialin the South Landfill. The wall shall be constructed parallel to the riverbank and belocated along the south side of the New Castle County sewer main. The slurry wall willjoin the permeable reactive wall section at each end in order to form a continuous barrier.
PERFORMANCE STANDARDS:
3.6.6. (Replaces 3.6.1.) A vertical groundwater barrier wall designed to limit, to themaximum extent practicable, the migration of groundwater from the Christina River intothe landfill (or vice-versa) shall be installed. The permeability of the wall shall at least beequivalent to the permeability of a 3-foot-thick, IO7 cm/s barrier.
3.6.7. (Replaces 3.6.3.) The wall shall be placed parallel to the riverbank along the southside of the New Castle County sewer main. The impermeable barrier wall will be keyedinto the permeable reactive barrier wall sections to create a continuous barriercircumscribing the South Landfill wastes.
3.6.8. (Replaces 3.6.5.) The wall shall be installed prior to the capping and riverbankstabilization activities.
3.7. Ground-water Pump & Treat System - (Delete, including PerformanceStandards 3.7.1 to 3.7.5.)
3.8. Sulfate/Sulfide Treatment - (Delete, including Performance Standards 3.8.1 to3.8.10.)
a01/18/01 Page 2 S:\Newport\Nov 2000 Feasibility Rept\7105APfIjJJQlX4.docl Rept\7105APPENDIXjB.iAR325l)27
3.9. Permeable Reactive Barrier Wall
DESCRIPTION: A vertical, permeable reactive barrier (PRB) wall, consisting ofgypsum, zero-valent iron, magnesite, and sand will be installed to immobilize allconstituents of interest migrating from the site. The PRB wall shall be installed from theground surface to a low-permeable clay layer that lies below the waste material in theSouth Landfill. The wall shall be placed along the remainder of the landfill perimeter notbounded by the vertical ground-water barrier wall. The PRB wall will by keyed into thevertical groundwater barrier wall at each end in order to form a continuous barriercircumscribing the South Landfill.
3.9.1. A vertical PRB wall designed to immobilize all constituents of interest migratingfrom the site to levels below the treatment standards established in 3.8.5 shall beinstalled. The wall shall be 18-inches thick and shall be placed along the remainder ofthe landfill perimeter not bounded by the vertical groundwater barrier wall.
3.9.2. The PRB shall extend from the ground surface to an intermediate clay lens in theColumbia aquifer that is below the waste material. The PRB wall should extend threefeet into the clay lens.
3.9.3. The PRB wall will be keyed into the impermeable barrier wall section at each endto create a continuous barrier circumscribing the South Landfill wastes.
3.9.4. The PRB will be composed of reactive agents and sand in a 100:20:5:5 weight ratioof soil: gypsum: iron: magnesite (as Mg5(CO3)4(OH2)'4H2O).
3.9.5. Approximately ten monitoring wells will be installed, on 200-foot centers, in theouter 6 to 12 inches of the reactive barrier. The wells will be screened across the entirereactive zone.
3.9.6. Monitoring wells will be installed downgradient of the PRB. The wells will bescreened across the entire reactive zone.
3.9.7. The monitoring wells (both within the PRB and outside the landfill) will besampled for the constituents of concern (barium, lead, zinc, cadmium, manganese, copperand nickel) and iron on a quarterly frequency for one year and on a semi-annualfrequency thereafter upon approval by EPA. Field measurements of pH, eH, anddissolved oxygen will also be performed.
3.9.8. The PRB wall shall be installed prior to the landfill and riverbank cappingactivities.
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AR325029
APPENDIX r
SOUTH LANDHLI EXPLANATION OF SIGNIFICANTDIFFERENCES
AR325030
APPENDIX FSOUTH LANDFILL
EXPLANATION OF SIGNIFICANT DIFFERENCESE.I. DuPONT, NEWPORT SUPERFUND SITE
NEW CASTLE COUNTY, DELAWARE
EPA ANNOUNCES A REMEDY CHANGEThis Explanation of Significant Differences (ESD) describes EPA's revised remedy to addresscontamination in the South Landfill area of the E.I. DuPont, Newport Superfund Site which islocated in Newport, New Castle County, Delaware. Also known as the DuPont-Newport Site, itis referred to throughout this document as the "Site."
On August 26, 1993, the Environmental Protection Agency (EPA) issued a Record of Decision(ROD) for this Site formally outlining how EPA will address the Site contamination. The RODdiscussed seven areas of the Site: a ballpark, the north landfill and wetlands, the south landfill,the south wetlands, the Christina River, the Ciba-Geigy and DuPont Holly Run chemical plants,and the ground water.
In October 1993, new information was presented to EPA regarding the volume of waste in thesouth landfill. At that time, EPA was presented with several new alternatives that addressed therisks from the contamination in the south landfill. On August 17, 1995 EPA issued an ESDrevising the original remedy from in-situ soil mixing to in-situ chemical stabilization withhydraulic containment of the waste materials.
Subsequent to the issuance of the 1995 ESD, new information was presented to the EPAregarding the required volume of treatment materials and corresponding increase in net wastevolume generated by 1995 ESD remedy. EPA was later presented with new alternatives thataddressed the risks from the contamination in the south landfill.
Based on its review, EPA believes that changes are warranted in the way the south landfill willbe cleaned up. The current clean-up plan for the south landfill was outlined in the August 17,1995 ESD. This January 2001 ESD describes a new revised remedy for the south landfill andexplains why EPA is changing the remedy. The changes do not fundamentally alter thepreviously selected remedy for the south landfill with respect to scope or performance..Therefore, a ROD amendment is not required.
01/19/01 Pagel ^ _. _ n • 7105Appendix FAR325031
The Administrative Record file, which contains the information upon which EPA based thisremedy change, is available at the following information repositories: I
U.S. EPA Region III, Docket RoomMrs. Anna Butch (3HW14) j841 Chestnut Building, 9th floor *Philadelphia, PA 19107(215)597-3037
The Kirkwood Library -»6000 Kirkwood Highway < jWilmington, DE 19808(302) 995-7663 n
Town Hall of Newport15 N. Augustine St. rsNewport, DE 19804 j(302) 994-6403
SITE DESCRIPTION AND BACKGROUND j
The DuPont-Newport Superfund Site occupies approximately 120 acres on the banks of the |Christina River at James and Water Streets in Newport, Delaware. It is near the 1-95,1-495, and |Delaware State 141 interchange (see Figure 1). The Site includes land currently occupied by apaint pigment production facility (the Ciba-Geigy plant), a former chromium dioxide production jfacility (the DuPont Holly Run plant), two industrial landfills separated by the Christina River I(known locally by some as the Christiana River), and a baseball diamond (owned by DuPont andreferred to as the ballpark) located just northwest of the Ciba-Geigy plant across the Amtrak jrailroad (see Figure 2). Part of the Site is in the town of Newport and part of the Site is in !unincorporated New Castle County.
Originally built during the period from 1900 to 1902, the pigment plant was owned and operated Jby Henrik J. Krebs. The plant produced Lithopone, a white inorganic paint pigment. E.I. duPont de Nemours & Company (DuPont) purchased the plant in 1929 and continued to produceLithopone, but slowly changed and added processes to produce other organic and inorganicpigments. DuPont sold the pigment manufacturing operations to Ciba-Geigy Corporation in1984.
As part of the Ciba-Geigy pigment plant operations (although prior to Ciba-Geigy's ownership),waste and off-specification products were disposed of in the north and south landfills. The southlandfill, which operated from approximately 1902 to 1953, was used for the disposal of largequantities of Lithopone wastes. Waste sludges from the purification of zinc and barium oreswere pumped from the plant and discharged into the south wetlands, creating a landfill. Thewaste sludges contained numerous heavy metal contaminants. In the 1970's, the south landfillwas covered with soils from excavations for the construction of the Delaware Highway 141Christina River bridge.
01/19/01 " Page 2 ~~ 7105Appendix F7105AppendixF ' ?1
AR325032 0
Results of ground water samples collected in the late 1970's and early 1980's, indicated elevatedlevels of heavy metals (especially barium, cadmium, and zinc) and volatile organic compounds(mainly tetrachloroethene and trichloroethene) in the ground water. The Site was proposed to beincluded on the National Priorities List (NPL) in January 1987. It was added to the NPL inFebruary 1990.
On August 22, 1988, DuPont entered into an Administrative Order by Consent with EPA. Thismeant that DuPont agreed to perform a Remedial Investigation and Feasibility Study (RI/FS) forthe Site, which led to the August 26, 1993 ROD.
Attached are Figures 3, 4, and 5 from the ROD. Figure 3 contains data from soil samples fromacross the Site including sample TP-6, located in the south landfill, which shows high levels ofcontamination. Figures 4 and 5 show that the landfill extends to the east of where JamesStreet/Basin Road is located today. James Street/Basin Road, which once formed the border ofthe landfill, was relocated to accommodate construction of the Delaware State Highway 141bridge.
In 1993, the Delaware Department of Transportation (DelDOT) collected a number of soilsamples from the portion of the south landfill owned by the State of Delaware (currentlyunderneath and to the east of James Street/Basin Road). DelDOT did this to more accuratelydetermine the amount and extent of soil contamination. Data collected by DelDOT indicatedthat 85,000 cubic yards (instead of the 37,000 cubic yards estimated in the ROD) would requireexcavation, because the contamination was deeper than originally anticipated, representing a230% increase in cost.
In 1994 DelDOT and DuPont independently submitted alternate remedy proposals to the EPA inan effort to address the contamination in a less costly manner. In 1995, EPA selected analternate remedy for the south landfill and issued an Explanation of Significant Differences(1995 ESD) to modify the 1993 ROD. The revised remedy changed the treatment technologyfrom in-situ stabilization to chemical precipitation with sodium sulfide and sodium sulfate. The1995 ESD also upgraded the containment system from a soil cover to a low permeability cap, acircumscribing groundwater barrier wall, and a groundwater pump and treat system.Subsequent to the issuance of the 1995 ESD, new information was presented to the EPAregarding the required volume of treatment materials and corresponding increase in net wastevolume generated by 1995 ESD remedy. EPA was later presented with new alternatives thataddressed the risks from the contamination in the south landfill.
REMEDY CHANGE
The 1995 ESD remedy called for the in-situ stabilization of the south landfill wastes byprecipitation with sodium sulfate and sodium sulfide treatment agents. EPA originally estimatedthat the amount of reagents required for treatment was 82 tons. Data collected by DuPontindicates that 34,000 tons of reagents are actually necessary and would incur a 5 percent increasein the total volume of waste materials. EPA originally estimated the cost of the south landfillportion of the selected 1995 ESD remedy to be $11,600,000. Based on the new estimate of the
01/19/01 Page 3 7105AppendixF
ftR325033
materials required for treatment, EPA's revised cost estimate for the south landfill portion of theselected remedy is $23,110,000.In January 2001, DuPont presented an alternative remedy to address the south landfill in a lesscostly manner. This alternative would involve installing an impermeable groundwater barrierwall along the south bank of the Christina River coupled with a permeable reactive barrier (PRB)wall along the east and west sides of the south landfill and along the portion of the landfill ownedby the state. The treatment matrix in the PRB would immobilize contaminants present in thegroundwater migrating from the landfill. An engineered cap would be placed over the entirelandfill area, preventing rainwater from contacting the waste material. This technology is apassive treatment system and would not require operation of a groundwater extraction andtreatment system.
After careful review by EPA and Delaware Department of Natural Resources of EnvironmentalControl (DNREC), EPA is selecting this new proposal as the remedy at the south landfill. Therevised remedy involves changing the treatment technology from chemical precipitation withsodium sulfate and sodium sulfide to the PRB treatment technology and eliminating the pump-and-treat containment requirement.
DESCRIPTION OF REVISED REMEDYThe revised remedy for the south landfill includes a complete barrier system to physicallyseparate the waste material from the environment. The barrier system will consist of a low-permeability (IxlO"7 cm/s or less) slurry wall coupled with a permeable reactive barrier wall, asshown in Figure 10. The slurry wall will be placed parallel to the Christina River along the southside of the New Castle County sewer main, and the PRB wall will surround the remainder of thelandfill. Both barriers will be tied into the relatively impermeable marsh deposit below thelandfill (see Figures 11 and 12). The slurry wall and reactive barrier will contain, to the extentpractical, all of the waste material within the south landfill, including the portion on the State'sproperty, as shown in Figure 10.The riverbank will be capped by clearing existing vegetation, extending the synthetic cap to thelow mean tide (-1.6 ft MSL) elevation, and covering the riverbank with armor stone. Thelandward slurry wall, engineered cap, and riverbank cap will prevent further migration throughthe waste material not contained within the circumscribing slurry/reactive wall structures. Theriverbank stabilization measures will prevent further erosion and complete the containment of thewaste.The slurry wall will be 36-inches wide with a 3-foot key into the clayey-silt marsh deposit. Thepermeable reactive barrier (18-inches wide) will be a mixture of treatment agents and clean sandin the weight ratio of 100:20:5:5 (DelDOT mortar sand: gypsum: iron: magnesite). The gypsum(CaSO4'2H2O) and magnesite (Mg5(CO3)4(OH)2'4H2O) reactive materials are slightly soluble,and the (zero-valent, metallic) iron is insoluble in comparison to the highly soluble reactivematerials used in the 1995 ESD remedy. Therefore, these materials will not be readily flushedfrom the wall should infiltration rates increase. Results from field and laboratory investigationscalculate the PRB wall life to be hundreds of years.
01/19/01 Page4 • nOOCnOl. 7l05Appendix F :}
ii.iAR32503U
All groundwater originating in the waste material will pass through the permeable barrier fortreatment. The PRB is designed to reduce soluble metals concentrations to below the followinglevels.
Barium 7,800 ppb*Cadmium 4 ppbCopper 18 ppbLead 15 ppbManganese 1,000 ppbNickel 730 ppbZinc 120 ppbppb = parts per billion
Within the reactive wall, the iron will immobilize soluble zinc via surface adsorption reactions.The gypsum and magnesite will immobilize soluble barium and manganese as barium sulfate andmanganese carbonate precipitates, respectively. The treatment will not specifically targetcadmium, copper, lead, and nickel; however, the concentrations for these metals already meet theabove criteria.
Two additional contaminants of concern, arsenic and chromium, are also not expected to beimpacted by the PRB treatment. Chromium concentrations are already below levels consideredprotective and do not warrant further treatment. Recent sampling results indicated that arsenic isalso below levels considered protective of the environment and human health.Monitoring wells placed inside the permeable reactive barrier (see Figure 12) will confirmground-water treatment and provide an early warning against premature wall breakthrough toensure protection of human health and the environment. Approximately 10 monitoring wells (on200 foot centers) will be installed in the outside six inches of the barrier. In addition,downgradient wells will be installed to observe metals attenuation.A single-layer engineered cap will cover all of the waste material and extend beyond the limits ofthe slurry wall and reactive barrier to the riverbank and wetlands areas, respectively. The capwill have a maximum permeability of 10'7 cm/sec and will be designed as shown in Figure 11.The design includes a single barrier synthetic geomembrane layer, a drainage layer, protectivesoil, and topsoil. The cap design is a change from the 1995 ESD requirement for a dual-barriercap containing at least a synthetic geomembrane liner. The dual layer cap in the 1995 ESDremedy was essential for reducing ground-water to the maximum extent practical because thetreatment agents were extremely soluble and could be flushed from the waste by infiltratingrainwater. Maximum reduction of infiltration is not as critical to the current proposed PRBremedy because the treatment agents are either sparingly soluble or insoluble and also becauseany infiltrated water will be treated as it flows through the PRB.As in the 1995 ESD remedy, additional fencing and a vegetative barrier will be installed (asneeded) around the entire South Landfill area to control trespassing. The institutional controlshave already been established, including a notification attached to the deed regarding past landuse, restrictions on future land use, and health and safety requirements for maintenance workersof the sewer main that runs through the South Landfill. These steps will protect maintenanceworkers during future subsurface work.
01/19/01 Page5 R R 7 S 11 S 7105Appendix F
The present worth cost of this remedy is $5,050,000, adjusting the overall cost of the remedy inthe 1993 ROD from $47,700,000 to $38,450,000 (see Table 16B [replaces Table 16A in the 1995ESD]), For a complete listing of the applicable or relevant and appropriate requirements(ARARs) for the new remedy, see the attached Table 12A. Also attached are the modifiedPerformance Standards that, by this ESD are incorporated into the ROD. jRATIONALE FOR SELECTIONThe above alternative was evaluated in detail and compared to the previously selected 1993 ROD ]and 1995 ESD remedies in order to determine which would be the most effective in achievingthe goals of CERCLA and in achieving the remedial action objectives for the Site. EPA usesnine criteria, which are summarized in Table 1, to guide remedy selection. The first two criteria(overall protection of human health and the environment; compliance with applicable or relevantappropriate requirements [ARARs]) are threshold criteria and must be met by the chosen site .,remedy (except when an ARAR waiver is invoked). The next five criteria (long-term jeffectiveness and performance; reduction of toxicity, mobility, or volume through treatment;short-term effectiveness; implementability; and cost) are the primary balancing criteria. Theremaining two criteria (state acceptance and community acceptance) are referred to as modifyingcriteria.
jBelow is a comparison of the revised remedy for the South Landfill to the previously selected .remedy using the nine EPA criteria.
Overall Protection of Human Health and the Environment 1. t
The ROD stated: j
In summary, based on the potential impacts to human health and the environment, EPAhas determined that the following areas of the Site warrant remediation: i
iSouth landfill: This area continually releases contaminants to the ground water in the fillzone and/or Columbia aquifers which affects shallow ground water in the direction ofmigration and ground water discharge areas. The two discharge points are the river and ;the south wetlands which have AWQC (ambient water quality criteria) or SWQS (Statewater quality standards) exceedances and some sediments which exhibit unacceptable |environmental impacts. Future subsurface maintenance or construction activities wouldresult in unacceptable risks to humans.
This newly revised remedy offers a greater degree of overall protection to human health and theenvironment than either the original 1993 ROD remedy or the 1995 ESD remedy. In the originalROD remedy, the stabilized waste would continue to leach small amounts of contaminants to the !river and wetlands because the waste would not be isolated from the surrounding environment.Both the 1995 ESD remedy and this revised include complete containment systems that will |isolate the waste materials from the surrounding environment. The difference between these two L Jcontainment systems is that the PRB remedy incorporates a reactive barrier as part of thecircumscribing wall. Contaminated water from inside the landfill will be treated as it flows -: ]through the reactive barrier component of the wall. In the unlikely event that the soil cover and U
01/19/01 Page 6 ~ 7105Appendix F7105Appendix F f l
AR325036 [1
cap fail, the PRB would continue to treat fluids exiting the landfill, safeguarding against releasesto the surrounding environment. Furthermore, the revised remedy is a passive treatment system,relying upon the natural flow of groundwater and in-situ processes to treat the landfill fluids.Unlike the 1995 ESD remedy, the revised remedy is not dependent upon the continuousoperation of a mechanical extraction and treatment system for optimal performance.Sewer line workers and highway workers will continue to be protected by special health andsafety measures. Institutional controls preventing new utilities in the landfill will protect otherutility workers.
Compliance with ARARSBoth the 1995 ESD and the revised remedies meet all ARARs associated with the South Landfill.Most of the major ARARs for the South Landfill are related to the protection of wetlands, withthe exception of Resource Conservation and Recovery Act (RCRA) Subtitle D closurerequirements and Delaware Regulations Governing Solid Waste (see Table 12A). Care will betaken during the design and construction of the revised remedy to prevent any adverse effects inthe South Wetlands and the Christina River. The riverbank cap ensures long-term containmentof landfill material outside of the slurry wall and sewer line. Any wetlands that will be destroyedduring the remedial action will be replaced on a one-to-one basis.
Long-term Effectiveness and PerformanceThe revised remedy offers a greater degree of long-term effectiveness when compared to the1995 ESD remedy. The revised remedy is designed for long-term (hundreds of years)immobilization of metals by treatment materials that are either sparingly soluble (gypsum andmagnesite) or insoluble (iron). The 1995 ESD treatment agents are extremely soluble, hencesusceptible to flushing from the waste by infiltration. Due to the differences in solubility of thereactive materials in the two remedies, the revised remedy performance is not as dependent uponthe cap integrity as the 1995 ESD remedy. Should the revised remedy cap fail, infiltrated waterwould merely flow through the reactive barrier and be treated. Placing monitoring wells withinthe barrier provides decades of advance warning to ensure contaminants are treated andcontained. Conversely, cap failure for the 1995 ESD remedy could result in flushing of thereactive agents and potential releases of waste materials to the surrounding environment.The 1995 ESD remedy also requires the continuous operation and maintenance of a ground-water extraction and treatment system to ensure waste containment and remedy success. Anydowntime experienced by this pump-and-treat system could impact the performance andeffectiveness of the 1995 ESD remedy. The effectiveness of the revised remedy is not dependentupon external mechanical systems.
01/22/01 Page 7 7105Appendix F.doc
AR325037
nReduction of Toxicity, Mobility, or Volume through TreatmentBoth the revised remedy and the 1995 ESD remedy would significantly reduce the mobility ofthe metals through treatment. The 1995 ESD remedy is estimated to increase the total wastevolume by five percent (DuPont, 1999). The revised remedy will immobilize migrating metals ? 1via precipitation and adsorption reactions within the treatment matrix, with no net increase in ; *waste volume. This will aid the design and construction of the treatment remedy and willminimize any decrease in floodplain volume. Another disadvantage of the 1995 ESD remedy is flthat the ground-water treatment system will generate additional waste materials that would *'require off-site disposal. The revised remedy will not generate any additional waste materials.
Short-term Effectiveness nThe revised remedy ranks better than the original remedy in short-term effectiveness. The •revised remedy is expected to take less than one year to construct rather than the two to threeyears for the 1995 ESD and 1993 ROD remedies. The revised remedy will not disturb the niexisting soil cover until the cap is installed, reducing potential risks for environmental releases jand exposure to the waste materials. Impacts to traffic along South James Street/Basin Roadwould be reduced under the revised remedy. jThe ESD required installation of a dual-barrier cap under South James Street. This would have !required an extended road closure (~ one month), diversion of traffic, and relocation ofequipment by businesses requiring access to Route 141. The revised remedy will allow :uninterrupted travel, except during a few hours when the vertical barrier crossings are made.
iI mplemen tabilityBoth the revised remedy and the 1995 ESD remedy are implementable with the revised remedy .being easier to implement due to its shorter construction period, use of proven construction !methods, and inherent protection of the sewer line by less-intrusive equipment. Both the 1993ROD soil mixing and the 1995 ESD remedies must cover the entire landfill area, ensuring that all iwaste volume is treated in place. Conversely, the revised remedy will be emplaced along thecircumference of the landfill, and will treat only the volume of waste material leaching from thelandfill. Furthermore, the revised remedy is a passive treatment remedy. Treatment success is inot contingent upon continuous operation and maintenance of a containment and treatment •system.
CostThe revised remedy is less expensive than the 1995 ESD remedy. Utilizing the current estimates jof the volume of contaminated soil, the revised remedy has a present worth cost of $5,050,000compared to $17,370,000 for the original 1993 ROD remedy and $23,110,000 for the 1995 ESDremedy, (estimated to be $33,500,000 and $11,600,000 respectively in the August 17, 1995ESD).
01/19/01 Page 8 - m _. o r A - o 7105Appendix F
State AcceptanceIt is expected that the state will support the PRB remedy because it is cost-effective and reducesimpact on the Basin Road traffic.
Community AcceptanceAlthough no public comment period has been held (because no fundamental changes to the RODare being made), community acceptance of this remedy change is judged to be high. Some of themain concerns previously expressed by the public include the high cost of the remedy and theimpacts to traffic along South James Street/Basin Road. The revised remedy is less costly andwill incur fewer impacts to local traffic.
SUMMARYIn summary, EPA is changing the remedy for the South Landfill component of the August 17,1995 ESD and August 23, 1993 ROD. The revised remedy includes a circumscribingbarrier/PRB wall system and single barrier cap that would isolate the waste materials from thesurrounding environment. The revised remedy changes the waste treatment from sodiumsulfide/sulfate injection to the in-situ permeable reactive barrier treatment technology using zero-valent iron, gypsum, and magnesite. The net present worth cost of the revised remedy for theSouth Landfill is $5,050,000.It is believed that this revised remedy ranks significantly better than the original 1993 ROD and1995 ESD remedies with respect to the nine criteria used to evaluate remedies. It is also believedthat this revised remedy would protect human health and the environment, would comply withARARs, would be cost-effective, and would utilize permanent solutions and alternativetreatment technologies to the maximum extent practicable. The revised remedy will satisfy thepreference for treatment as a principal element.
01/19/01 Page 9 7105AppendixF
RR325039
TABLE 1
EPA CRITERIA FOR EVALUATING ALTERNATIVES
Threshold Criteria
• Overall Protection of Human Health and the Environment: Describes how the alternativeachieves and maintains protection of human health and the environment, and how risks posedthrough each pathway are eliminated, reduced, or controlled through treatment, engineeringcontrols, or institutional controls.
• Compliance with ARARs: Addresses whether an alternative will meet all of the applicable orrelevant and appropriate requirements (ARARs) of Federal and State environmental laws and/orjustifies invoking a waiver.
Primary Balancing Criteria
• Long-Term Effectiveness and Permanence: Considers the ability of the remedy to maintainreliable protection of human health and the environment over time once clean-up goals havebeen met.
• Reduction of Toxicity, Mobility, or Volume Through Treatment: Describes the anticipatedperformance of the treatment technologies that may be employed in an alternative.
• Short-Term Effectiveness: Examines the effectiveness of an alternative in protecting humanhealth and the environment during the construction and implementation of the remedy, until theclean-up levels are achieved.
• Implementability: Evaluates the technical and administrative feasibility of an alternative andthe availability of required materials and services.
• Cost: Considers the capital, as well as operation and maintenance (O&M) costs of thealternatives.
Modifying Criteria
• State Acceptance: Indicates whether the state agency, based on its review of the proposedremedy change, concurs with, opposes, or has no comment regarding the new remedy.
• Community Acceptance: A measure of the community's general acceptance of the newremedy.
01/19/01 . ., Page 10 • n O O C H I. fi 7l05Appendix FftR3250l»0
TABLE 16B
REMEDIAL COSTS FOR THE SOUTH LANDFILL
Direct CostsCap/Pavement/Riverbank $ 1,968,000Site Preparation $ 248,000Treatment $ 977,000Slurry Wall $ 152,000Total Direct Costs $ 3,345,000
Indirect CostsGeneral Condition, Profit,Overhead, Engineering, Support
$ 1,076,000
O&M (30yrs, 5%)(Monitoring, Maintenance) $ 385,000Total Cost $ 4,806,000
Contingency (5%) $ 240,000
Total Present Worth Costs $ 5,046,000
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These standards are designed
icaused by Nuclear Regulatory
The general requirement is thi
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achievable" be made. This reg
radiation dose
limit
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Delaware
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antive requirements sha
ll be met since the
on involves dredging of the Christina River.
no pe
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shall
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Regulations
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oo
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Wetlands (1969)
O
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ring design and implementalion of
nent remedy.
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apply in determining lo
cation of
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2302
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line.
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Regulations Governing Hazardous Waste
define "hazardous waste".' The regulations
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to th
e handling of s
uch hazardous waste.
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including waste determination manifests and pre-tn
requirements.
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Regulations
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acceptable management of hazardous wastes.
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Regulations
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Part 264
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FIGURE 1Site Location Map
E.I. DuPont, Newport Superfund Site
BANNING PARKA
CampgroundsA
Newport
SITEL *?_ " -•»-
Approximate distance to nearest public water^ rr-s. n|i|irujuiiidic uiMdiiuo lu ncaic^i |iuunc wdicif A \ supply well is 1.5 miles southeast of the Site( Iff ) i Ap|irox-Seila i
RR325052
|f §§s§§§§!§§§§;
FIGURE 4Relocated South James Street/Basin Road
Through Newport
Philadelphia Baltimore Railroad
CIBA-GEIGYNEWPORT PLANT
SOUTHDISPOSAL
SITE
<• SOUTH WETLANDS>
^ Extended Areaof Original Landfill
Original Location', ; of South James Street/
Basin Road
REFERENCE MAP: DelDOTContract No. 71-02-007Sheet No. 150 of 198Page 500047f of The Administrative Record. *.NOTE: Boring locations are approximate. RR 3 2 5 0 5 k*
DATUM
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wruva
Area to be CappedRfverbank Sectionto be StabizedGroundwaterBarrier Wal \ ^ s Original Location
of South JamesEL DuPont \S\ \ m ^ / ^ "Street/Bash Road
Newport Site
Riverbank ^ . . ..... ,,.....,. ., . H. .f.,.M""""''•" " Permeable
Reactive| Barrier WalSouth Disposal Site
South Wetlands•
VegetatedBoundary
Current Locationof South JamesStreet/Basin Road
LegendMonitoring WelPortion Owned byState of Delaware
James Street *.*.*.* Wetlands
Uplands
PERMEABLE REACTIVE BARRIER REMEDY_______________________AR325056 Figure 10
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LEGEND
COVER SOIL. TYPICALLY GRAY TO BROWN, r———i SAND, COLUMBIA FORMATION, TYPICALLY ORANGESILT TO SILTY CLAY I * ' I T0 ORANGE BROWN, FINE TO COURSE SAND.
'' " ' SOME GRAVELvT| FILL MATERIAL T7~™\ CLAYEY SILT, MARSH DEPOSIT, TYPICALLY CO
inPRB WALL
COcc:
Detail of PRB WallFigure 12
Barley Mill Plaza. Building?? . , an~,ao, D, „ „ .. .———————————' 6 P'ke&Route 141 ' Wilminglon. DE 1980S
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