Golder Associates Inc.CONSULTING ENGINEERS 0 I X

SDMS DocID 000230841

PRE-DESIGN INVESTIGATION «TASK S-3

IDENTIFY SOURCES OF CAP MATERIALSINTERIM FINAL REPORT

INDUSTRI-PLEX SITEWOBURN, MASSACHUSETTS

Prepared for:

Industri-Plex Site Remedial Trust800 North Linbergh BoulevardSt. Louis, Missouri 63167

DISTRIBUTION:

8 Copies - Industri-Plex Site Remedial Trust6 Copies - U.S. Environmental Protection Agency1 Copy - Massachusetts Dept. of Environmental Protection1 Copy - NUS Corporation2 Copies - Golder Associates Inc.

September 1990 Project No.: 893-6255

GOLDER ASSOCIATES INC. • 20000 HORIZON WAY, SUITE 500, MT. LAUREL, NEW JERSEY 08054 • TELEPHONE (609) 27 H110 • FACSIMILE (609) 273-0778

OFFICES IN UNITED STATES • CANADA • UNITED KINGDOM • SWEDEN • AUSTRALIA

Golder Associates Inc.CONSULTING ENGINEERS

September 14, 1990 Project No. 893-6255

United States Environmental Protection Agency, Region 1Waste Management DivisionJ.F.K. Federal Building HRS-CAN3Boston, Massachusetts 02203

Attn: Joseph DeCola

RE: INDUSTRI-PLEX SITE PRE-DESIGN INVESTIGATIONTASK S-3 IDENTIFY SOURCES OF CAP MATERIALSINTERIM FINAL REPORT

Gentlemen:

On behalf of the Industri-Plex Site Remedial Trust, we aresubmitting the attached Cap Materials Interim Final Reportfor the Industri-Plex Site in Woburn, Massachusetts. Thisreport is being submitted in accordance with the Pre-DesignInvestigation Work Plan (PDI) Task S-3 reportingrequirements (PDI Sections 3.2.5.5 and 3.8.1.1.3, p. 50 and127) .

Please contact us if you have any questions.

Very truly yours,

GOLDER ASSOCIATES INC.

James W. VossPrincipal

KRM/krmC:CAPCL

cc: J. Naparstek, MDEPA. Ostrofsky, NUSD. L. Baumgartner, ISRTW. L. Smull, ISRT

GOLDER ASSOCIATES INC. • 20000 HORIZON WAY, SUITE 500, MT. LAUREL, NEW JERSEY 08054 • TELEPHONE (609) 273 1110 • FACSIMILE (609) 273-0778

OFFICES IN UNITED STATES • CANADA " UNITED KINGDOM • SWEDEN ' AUSTRALIA

September 1990______________-l-______________893-6255

1. 0 INTRODUCTION

This report is submitted in fulfillment of the Interim FinalReport deliverable for the Pre-Design Investigation (PDI)Task S-3, Identify Sources of Cap Materials, as specified inSections 3.2.5.5 (p. 50) and 3.8.1.1.3 (p. 127) of the PDIWork Plan.

1.1 PurposeThe purpose of this interim final report is to provide thegeotechnical characteristics, availability, and location ofpotential materials for the cap designs that will be used atthe Industri-Plex Site in Woburn, Massachusetts. Two capdesigns are specified in the Consent Decree. A permeablecover consisting of a geotextile overlain by clean, importedfill will be used in areas of the site where hides arepresent and/or the concentrations of metals (arsenic,chromium and lead) exceed action levels. An impermeablecover consisting of a flexible membrane liner to establishimpermeability and control odors, with a gas collectionsystem to collect gases will be placed on the East Hide Pile.

This interim final report discusses the background andreguirements set forth in various governing documents for thesampling and testing of the cap borrow sources; the samplingand laboratory testing protocols used in the investigation;and test results, interpretations and recommendations for thepotential borrow sources for the individual cap components.

1.2 Consent Decree ObjectivesOn April 24, 1989, a Consent Decree was entered between theIndustri-Plex Site Remedial Trust (ISRT), the United StatesEnvironmental Protection Agency (USEPA), and theMassachusetts Department of Environmental Protection (MDEP),which defines the scope of the remediation at the Industri-Plex Site in Woburn, Massachusetts. The objective of the

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remediation is stated in the Record of Decision (ROD),prepared by the USEPA in September 1986, page 27:

"...the objective of the remedial alternativesaddressing contaminated soils and sludges is to preventthe public from coming into direct contact with thesematerials."

The Consent Decree incorporates the Remedial Design/ActionPlan (RDAP) which outlines various remedial requirements. Asstated in the RDAP:

(p.l) "The remedial action for soils, sediments, andsludges contaminated with Hazardous Substances, otherthan those emitting odors (the East Hide Pile) , shallinclude site grading, capping with a permeable soilcover, excavation, dredging, and/or consolidation forall areas containing Hazardous Substances atconcentrations above established action levels (300 ppm= arsenic, 600 ppm = lead, 1000 ppm = chromium...)"

(p.7) "The remedial action shall consist ofstabilizing the side slopes of the East Hide Pile,installing a gas collection layer, capping with asynthetic membrane liner to establish impermeability,and soil cover in accordance with Attachment A..."

The RDAP requires the execution of a Pre-Design Investigation(PDI) which includes the identification of potential capmaterial sources. Specifically, the RDAP states that :

(p. 14) "(f) An investigation to evaluate sources ofcap materials for their ability to meet technical designrequirements as specified in (this) Consent Decree orotherwise approved by EPA and the Commonwealth."

This interim final report constitutes the results of the capmaterials investigation, which has been conducted to meet therequirements set forth in the RDAP and PDI.

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2.0 PROJECT REQUIREMENTS2.1 GeneralBorrow materials are required for the two types of cover asdiscussed in the RDAP:

1. A permeable cover over the areas where hides arepresent and/or the concentrations of arsenic,chromium, and lead are at/or exceed ROD actionlevels.

2. A Flexible Membrane Liner (FML) cover with a gascollection system over the East Hide Pile in orderto establish impermeability and control odors.

The construction of both caps require importation of soil andsynthetic materials. The specific requirements for each capand their individual components are discussed in thefollowing sections.

2.2 Permeable Cap RequirementsA cost effective permeable cover is discus.sed in theAlternative Cover Design Report (ACDR) prepared by ColderAssociates (Reference 5). This alternate cover design wassubsequently approved by the USEPA and MDEP. Specifically,the permeable cap components as approved by USEPA and MDEPare (from bottom to top):

1. A geotextile; and

2. A 16-inch thick imported soil fill.

The factors that were considered in the selection of thealternate cap included:

Elimination of direct contact of contaminated soilswith the public;

Effect of freeze/thaw cycle;

Effect of erosion;

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Durability and long-term reliability, and

Quality control during installation.

2.2.1 GeotextileThe geotextile will serve several functions. First, it willprovide a visual definition of the top of the contaminatedsoils and provide separation between the contaminated soilsand the imported borrow soil. The geotextile can bespecifically included in the institutional controls for thesite as a further means of reducing the chance of incidentalcontact through land use. Secondly, the geotextile willinhibit the upward migration of stones and constructiondebris from the existing soil matrix as a result offreeze/thaw. The geotextile, itself, is not subject tofreeze/thaw effects and will allow water to freely moveupward or downward. In addition, the geotextile can havesufficient mechanical strength and modulus to resistuplifting objects from the contaminated soils. Thirdly, itprovides a continuous barrier in the event the soil cover iseroded or locally disturbed. Lastly, the geotextilediscourages root penetration into contaminated soils.

The ACDR indicates several properties of the geotextile thatwill meet or exceed the engineering requirements andfunctions at the site. The geotextile shall be made ofpolypropylene or polyester. These materials are consideredto have a high degree of biological and chemical stability asdescribed in the ACDR. The effective opening size shall beapproximately 0.2 mm (No. 70 sieve size) to minimize thepotential of fine grained particles migrating between thecontaminated soil and the cover soil. Puncture strength isan important property of a geotextile, particularly inrelation to the vertical displacement of objects due tofreeze/thaw action. The ACDR indicates that a puncturestrength of 40 pounds is adequate to resist upward migration

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of objects due to freeze/thaw. The ACDR recommends that anon-woven geotextile with a unit weight of 4 ounces persquare yard is suitable to meet the functions required at thesite.

In addition, several measures should be taken to insure astable foundation for the geotextile. These steps includeclearing and grubbing, proof rolling, excavation of, orplacement of, additional fill over areas that may puncturethe geotextile or cause substantial settlements.

2.2.2 Cover SoilThe permeable cap cross section approved by USEPA and MDEPrequires a 16-inch thick cover soil overlying the geotextile.The cover soil has been designed to serve several functions.

First, the soil cover will function in conjunction with thegeotextile as a physical barrier to prevent direct contactwith contaminated soils. Secondly, it will help mitigate theimpact of freeze/thaw and erosion. The depth of frost duringan average winter was calculated to remain within a 16-inchcover. Regarding erosion, it was demonstrated in the ACDRthat the amount of erosion in locally damaged areas of thecover is not expected to be greater than 4 inches per year,therefore any damaged areas can be repaired as part of themaintenance program.

Thirdly, the soil cover must sustain vegetation growth. Thisis an important factor in evaluating its durability. Avegetated surface will greatly reduce erosion and alsocontrol the effects of freeze/thaw. Lastly, the ACDRdemonstrated that 12 inches of soil over the geotextile isthe upper bound for root penetration and protection of thegeotextile during construction. The likelihood ofphytotoxicity is reduced since roots are not likely to

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encounter contaminated soils. The potential for geotextiledamage during construction is also minimized by placing a 16inch layer of cover soil.

The ACDR does not specify or suggest a particular soil typeor gradation for the cover. It does reference certain coversoil properties necessary to achieve the desired functions.The report specifies the cover soil shall be a mineral soilwhich will not breakdown or degrade in the naturalenvironment. The cover soil shall also have the ability tosupport vegetative growth. The report indicates thatmaterials suitable for growth of a vegetative cover willeither have sufficient fines or would be blended with fine-grained soils. The ACDR states that it is expected the coversoil will generally have a fines content greater than 20percent which is equal to or greater than that for themajority of the site. The use of mulch and fertilizer canalso be used to enhance vegetative growth.

Strength and compressibility are not significant propertiesfor the 16 inch cover soil, since it will not be required towithstand significant loading. In fact, it is suggested thatthe soil cover be placed in a single lift and spread with lowground pressure equipment in order to minimize disturbance tothe underlying geotextile. It would also be difficult forrapid and persistent vegetative growth to take place on acompacted surface.

Strength, compressibility and compaction are of importance inareas where a significant thickness of fill will be requiredduring regrading operations. Strength and compressibilityrequirements are dependant on the type of land use (i.e.,roads, parking lots, open areas). In these areas, all filllayers, except the uppermost, shall be placed and compacted

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in controlled engineered lifts consistent with the futureland use of a particular area.

2.2.3 Quantity EstimateThe ACDR indicates that an area of approximately 43 acres ofthe Industri-Plex Site was delineated as having hide residuesand/or constituents in the upper 2 feet of soil that exceededthe action levels for arsenic, chromium, and lead. It isimportant to note that this area is based on samplingconducted during the Remedial Investigation (RI). Thedelineation of the permeable cap limits is currently beingrefined based on subsequent sampling conducted by Colder inaccordance with the PDI Task S-l objectives.

Based on the best available information (43 acres) , thevolume of imported borrow required for the cover soil isestimated to be on the order of 93,000 cubic yards for the 16inch layer, with 208,000 square yards of geotextile.

These estimated quantities will require adjustment based onthe final cap limits, design grading and drainaige patterns.Furthermore, the amount of geotextile will need to becalculated including overlap and waste. This can best beestimated when individual roll dimensions are available.

2.3 Impermeable Cap RequirementsThe RDAP specifies an impermeable cap will be placed over theEast Hide Pile in order to mitigate odors and collect gasesto be treated. The impermeable cap will include (from bottomto top):

1. A gas collection layer;2. A bedding layer;3. An impermeable synthetic geomembrane;4. A middle drainage layer; and,

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5. A vegetated top layer.

The RDAP divides the cap components into three layers; abottom impermeable layer consisting of the gas collectionlayer, bedding layer, and geomembrane; a middle drainagelayer; and a vegetated top layer. The following sectionswill discuss the functions and requirements of the three caplayers.

2.3.1 Impermeable LayerThe bottom impermeable layer shall consist of the followingin accordance with Attachment A of the RDAP:

1. A gas collection layer;

2. A bedding layer designed to prevent clogging of theunderlying gas collection layer, and provide astable base for overlying layers. The gascollection layer can also function as the beddinglayer, provided it will support the weight of thecap and not abrade the overlying geomembrane;

3. An impermeable synthetic membrane having a minimumthickness of 40 mil; and,

4. A final grade of at least 2 percent.

The purpose of the gas collection system is to collect andconvey the gas generated from the East Hide Pile through anetwork of piping to the temporary gas treatment system. TheRemedial Design Work Plan (Reference 7) indicates that thepiping shall be 6 inches in diameter and imbedded in gravel.The gravel will allow gas to flow to the piping system. Thethickness of gravel is not specifically mentioned in anydocument, however, the ROD indicates a gravel layer 12 inchesthick in Figure 12. It is anticipated that the gravel layerwould be a minimum of 12 inches thick to allow for sufficientcoverage around the piping system.

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One of the most important properties for a gas collectionlayer is its absolute permeability (generally expressed incm2), that depends exclusively on the properties of theporous media and measures the flow capacity of any fluidthrough that media. When applied to a specific fluid, acoefficient of permeability (generally expressed in cm/sec)is defined, which also depends on the fluid properties. Inthe case of liquid fluids, the coefficient of permeability isgenerally called hydraulic conductivity. Hydraulicconductivity values determined for one fluid allow thehydraulic conductivity for any other fluid to be calculated.

For the borrow areas potentially usable for the gascollection layer in this project, hydraulic conductivitytests have been conducted on samples using distilled water,as an indirect measurement of their flow capacity, and fromwhich hydraulic conductivity values could be determined forother fluids during the design stage. Since no specificationof absolute permeability or hydraulic conductivity has beengiven in any of the governing documents, a hydraulicconductivity of 1.0 x 10~3 cm/sec is proposed as the minimumrequired for this layer.

As stated in the RDAP, the function of the bedding layer isto prevent clogging of the underlying gas collection systemand provide a stable base for overlying layers. Since ageomembrane overlies the bedding layer, its function toprevent clogging is redundant. Also, the load from overlyinglayers is minimal and the gas collection system could alsofunction as the bedding layer. Therefore, the need for abedding layer will be re-evaluated as part of the design.

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The property of importance for the bedding layer is thegradation and texture of the particles. A coarse and angularbedding layer may abrade and imbed into the overlyinggeomembrane, compromising its integrity. Also, a beddinglayer that has a finer particle size distribution than thegas collection layer may migrate downward and clog the gascollection layer. As suggested in the Remedial Design WorkPlan (p. 23) it may be advantageous to use a geotextiledirectly on top of the bedding layer to provide a cushion andclean working surface for the placement of the geomembrane.If the bedding layer contains finer particles than theunderlying gravel, the use of a geotextile between thebedding layer and the gas collection layer would preventparticle migration downward.

A geomembrane having a minimal thickness of 40 mil isrequired by the RDAP to be placed on top of the beddinglayer. The function of the geomembrane is to establishimpermeability to prevent the migration of gases to the airand percolation of water into the East Hide Pile. Nomaterial type is specified. The choice for a geomembrane isbasically related to its durability, strength, andconstructability. The durability of a geomembrane is relatedto its chemical, physical, and mechanical properties. Themechanical properties are related, in part, to the sheetthickness. Strength properties and survivability areincreased with a thicker sheet.

High density polyethylene (HDPE) is widely used for landfillliners and closures, because it is more resistant to mostchemical substances than other geomembrane polymers(Reference 8). HDPE is also a low cost material relative toother liner options.

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Considering the advantages discussed above, as well asColder's experience, HDPE is tentatively recommended as theimpermeable layer component. There are various properties ofimportance for HDPE including thickness, strength, andpuncture resistance. The minimum standards for HDPE flexiblemembrane liner are outlined in the National SanitationFoundation (NSF) Standard Number 54 (Reference 9). Typicallythicknesses for HDPE liners are 40 or 60 mils. Generally,field testing allows for a variance in thickness of 10percent. The minimum strength requirements for 40 and 60 milHDPE are listed below:

40 mil 60 milTensile Strength at Yield (Ib/in. width) 70 120Tensile Strength at Break (Ib/in. width) 120 180Elongation at Yield (Percent) 10 10Elongation at Break (Percent) 500 500

The NSF does not give minimum requirements for punctureresistance. Typically landfill liner specifications forgeomembranes require puncture resistance of 40 and 60 poundsfor 40 and 60 mil HDPE, respectively.

2.3.2 Middle Drainage LayerA drainage layer is required to be placed on top of thegeomembrane. The RDAP specifies in Attachment A that themiddle drainage layer shall be:

"(1) of a thickness designed to accommodate the expectedamount of settling and the maximum volume of waterthat could enter the drainage layer, but in anyevent no less than 6 (six) inches;

(2) consisting of a material whose permeability exceeds1 x 10~3 cm/sec. , i.e., a sand in the SW or SPrange of the Unified Soil Classification System orcoarser material;

(3) designed and constructed with a bottom slope of atleast 2 percent; and,

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(4) designed and constructed to prevent clogging."

The function of the drainage layer is to transmit the maximumvolume of water that could enter the system to preventponding effects. The significant properties of the drainagelayer are gradation and hydraulic conductivity as specifiedby the RDAP. The gradation of the drainage layer isimportant since it is related to permeability. Theangularity is also important for the survivability of theunderlying geomembrane, to minimize abrasions and scratchesduring installation.

The thickness of the drainage layer will depend on designcalculations. The RDAP specifies a thickness of no less than6 inches. It must be considered that the thickness of coverover the geomembrane should be, at a minimum, equal to thedepth of frost penetration to allow for a functioningdrainage layer throughout the year. The ACDR indicated thatthe average frost depth will not penetrate a 16 inch cover.

2.3.3 Vegetated Top LayerA vegetated layer is required to be placed above the drainagelayer. The RDAP in Attachment A specifies the vegetated toplayer shall be:

"(1) of a thickness designed to accommodate the maximumdepth of root penetration and the rate ofanticipated soil loss, but in any event no lessthan 6 inches;

(2) capable of supporting vegetation that minimizeserosion and minimizes continued maintenance;

(3) planted with a persistent species with roots thatwill not penetrate beyond the vegetative anddrainage layers;

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(4) designed and constructed with a top slope ofbetween three (3) percent and five (5) percentafter settling and subsidence or, if designed andconstructed with a slope of greater than five (5)percent, an expected soil loss of less than two (2)tons/acre/year using the USDA universal soil lossequation; and,

(5) designed and constructed with a surface drainagesystem capable of conducting effective run-offacross the cap."

The functions and requirements of the upper vegetated layerare well outlined above. The properties relative to thesefunctions include gradation, organic content and soilfertility. These properties are important to properly designa consistent seed and fertilizer program for rapid andpersistent vegetative growth.

2.3.4 Quantity EstimateQuantity estimates for the various impermeable cap componentsare given in the Pre-Design Work Plan (p. 48) and arediscussed below. The estimates are based on a cap size ofapproximately 3.8 acres and the minimum thicknesses specifiedin the RDAP. The quantities are subject to change based onthe final cap design and dimensions.

The quantity of gas collection gravel required will be on theorder of 6,000 cubic yards, based on a 12-inch thick layer.

The amount of geomembrane required is 3.8 acres or about18,400 square yards. This estimate does not account foroverlap and waste, that can be calculated when the individualroll dimensions are available.

The amount of material for the middle drainage layer isestimated to be 3,000 cubic yards, based on the minimumthickness of 6 inches.

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The total volume required for the vegetated top layer isapproximately 6,000 cubic yards, based on a thickness of 12inches over the 3.8 acre area. This thickness is consistentwith that given in the ACDR as the upper bound for supportingvegetation and root penetration.

As discussed before, a bedding layer may not be required.In case it is included in the design, the required volumewould be 3,000 cubic yards, based on a minimum thickness of 6inches. Additionally, one or two geotextile layers may beincluded over the 3.8 acre area (18,400 square yards perlayer).

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3.0 POTENTIAL BORROW SOURCES3.1 SoilsColder contacted 15 local suppliers in the Boston area andinquired about the availability of borrow soils. Thesuppliers were asked to potentially supply the followingvolumes of borrow soils:

93,000 cubic yards fill6,000 cubic yards topsoil6,000 cubic yards gravel3,000 cubic yards sand

The topsoil borrow investigated corresponds to mineral soilmaterials containing organic matter, that were removed fromthe upper soil horizons during clearing and grubbingoperations at other sites, and stockpiled for future sale.This material is the most appropriate to constitute thevegetated top layer of the covers, since its origin isprecisely that. Although other alternatives are possible forthe vegetated top layer (mix of other materials, for example)it was preferred to investigate topsoil sources because it isreadily available in the area and it would require the leasttreatment to support vegetative growth.

Four of the fifteen suppliers indicated that they wereinterested in providing the required borrow quantities. Theyare:

Reddish Hauling, Inc.North Plymouth, Massachusetts

Joseph Roberto, Inc.Burlington, Massachusetts

E.H. Perkins ConstructionWayland, Massachusetts

Townsend Sand and GravelTownsend, Massachusetts

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These suppliers were asked to identify borrow sourcelocations. They indicated that borrow locations areavailable within the towns of Plymouth, Canton, Middleboro,Sterling, Hudson, Gardner, Taunton, Berkley, Townsend,Burlington, Winchendon, Billerica, Hubbardston, andAshburnham, Massachusetts.

Colder visited borrow pits owned or operated by JosephRoberto, Inc. and E.H. Perkins Construction. The TownsendSand and Gravel location was one of the sites visited withJoseph Roberto, Inc. Reddish Hauling, Inc. sources were notvisited due to their distance and location south of Boston.A total of five locations were visited with Joseph Roberto,Inc. These included borrow pits in Townsend, Ashburnham,Winchendon, Hubbardston, and Billerica, Massachusetts. Twosites were visited with E.H. Perkins Construction. Theseincluded the Kane Perkins site in Hudson and the QuinnPerkins site in Burlington, Massachusetts. The approximatelocations of these sites are illustrated in Figure 1.Photographs of each of the sites are included in Figures 2through 8.

The borrow sources were sampled on May 4, 1990 and July 18,1990 by Colder personnel. Generally, the samples were takenfrom either a stockpile or a cut-face. A reconnaissance wasmade of the site to verify, by visual inspection, thehomogeneity and types of soils present. Representativesamples were typically collected at a 1-foot depth and placedin 5-gallon buckets or sample bags for transport to ColderAssociates laboratory. The number of samples required of thesoil components of the caps is defined in Table 6 of the Pre-Design Work Plan and is reproduced in Table 1 of this report,together with the number of samples collected. Table 2indicates the potential use of the samples.

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The following is a brief summary of each site fromobservations and discussions with representatives of JosephRoberto and E.H. Perkins:

Townsend: One sample of sand (two 5-gallon buckets) wastaken from the site. The site is relatively flat withfew stockpiles. The soil is predominantly sand withvarying amounts of gravel. The site is approximately 25acres in size.

Ashburnham; One sample of sand (2 sample bags) wastaken from the site. The site has extensive highwallcuts exposed. The soil is a medium to fine sand,relatively homogeneous, with a few fine sand lenses.The site is on the order of 85 acres in size.

Winchendon; One sample of sand (2 sample bags) wastaken from a working face. The site has been inoperation periodically for about 2 years. It isestimated that approximately 25,000 to 50,000 cubicyards of sand are available. The sand is medium tocoarse and appears relatively homogeneous with a fewsilt and fine sand lenses. The top 2 feet to 4 feet ofthe cuts observed were mostly gravel and cobbles.

Hubbardston: One sample of sand (2 sample bags) wastaken from an unscreened stockpile. One sample of sandmixed with gravel (2 sample bags) was taken from ascreened stockpile. One sample of topsoil was takenfrom a stockpile. The site is approximately 151 acresin size and has been in operation since the early1960's. It is estimated that the site has about 21million cubic yards of reserve. The site does have ascreening operation. The topsoil stockpile was noted tobe limited and contained branches and cobbles that wouldrequire screening.

Billerica; One topsoil sample (2 sample bags) wastaken from a stockpile. The topsoil is stockpiled fromvarious locations in Massachusetts and southern NewHampshire. It is estimated that approximately 20,000cubic yards are available.

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Kane Perkins; Samples of screened and unscreenedtopsoil were collected. The site is approximately 200to 300 acres consisting of a concrete and processingplant. The topsoil is taken from farmland in the areawhich is being developed. Approximately 30,000 to40,000 cubic yards of screened and unscreened topsoil isavailable.

Ouinn Perkins; Two samples of 3/8-inch stone and onesample of 3/4-inch stone were collected. In addition,two samples of fill (concrete sand and prepared gravel)were taken. The site serves as a processing plant thatreceives material from six different sites. Each siteis approximately 200 to 300 acres with a combinedreserve on the order of 5 million cubic yards.

The Townsend site is located northwest of Woburnapproximately 55 miles. The truck route would involvetravelling 495 North to 93 South to 128 South. TheAshburnham, Hubbardston and Winchendon sites are locatedapproximately 65 to 70 miles west of Woburn. The truck routefrom these sites would be via Route 2 East to 495 North to 93South to 128 South. The Billerica site is locatedapproximately 10 to 15 miles northwest of Woburn. The routefrom the site would involve travelling Route 3 South to Route128 North. The Quinn Perkins site is located approximately 4miles off Route 128 South of Woburn. The Kane Perkins siteis located in Hudson about 30 miles west of Woburn. Thetruck route from Hudson would be via Route 30 East to Route128 North.

It is understood that MDEP permitting addresses theenvironmental sensitivity of borrow pits; hence, thesepermitted borrow sources should not be environmentallysensitive areas. Additional sources may be determined by theselected contractor prior to actual cap construction. Theseadditional sources would need to be investigated to assurethat the design specifications are met. Materialsspecifications, sampling and testing protocols, and approvalprocedures shall be specified as part of the bid documents

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that will be prepared in accordance with the Remedial DesignWork Plan.

3.2 GeosyntheticsColder visited the Geosynthetics Research Institute (GRI) atDrexel University in Philadelphia, Pennsylvania and developeda list of major geotextile and geomembrane manufacturers.The major geotextile manufacturers include:

Amoco Fabrics and Fibers CompanyAtlanta, Georgia

Hoechst Fibers IndustriesSpartansburg, South Carolina

Mirafi, Inc.Charlotte, North Carolina

Phillips 66 CompanyPasadena, Texas

Polyfelt, Inc.Evergreen, Alabama

Reemay, Inc. (formerly DuPont)Old Hickory, Tennessee

The major geomembrane manufacturers include:

Gundle Lining Systems, Inc.Houston, Texas

National Seal CompanyPalatine, Illinois

Poly-America Inc.Grand Prairie, Texas

Schlegel Lining TechnologyHouston, Texas

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Three manufactures of each type of geosynthetic werecontacted. The three geotextile manufacturers includedHoechst Fabrics which produces Trevira products, Amoco, andPolyfelt. The three geomembrane manufacturers includedGundle, National Seal, and Schlegel. Each manufacturer wasrequested to send representative samples of 4-ounce/yard non-woven polyester or polypropylene geotextile and 40 mil thickHOPE geomembrane to Colder's Environmental ConstructionServices Laboratory in Atlanta, Georgia. The specificproducts received included:

Amoco 4504Hoechst Fabrics Trevira 1114Polyfelt TS500Gundle Gundline HDNational Seal Enviroseal HOPESchlegel SLT Hyperflex

Schlegel does not produce 40 mil HOPE so their 60 mil productwas tested as a substitute. The product information forthese materials is included in Appendix A.

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4.0 LABORATORY TESTINGA comprehensive laboratory testing program was conducted toevaluate the geotechnical properties of the selected soilsand geosynthetics. The testing program was designed to meetthe objectives set forth in Table 6 of the Pre-Design WorkPlan and the requirements outlined in the Data QualityObjectives (DQO) included as Table 16 of the Pre-Design WorkPlan; these two tables are reproduced in Appendix D. Tables1 and 2 compare the testing program conducted with therequirements of the DQO and the PDI Work Plan. The followingsections discuss the methodology and samples tested for thesoils and geosynthetics.

4.1 Soils TestingSoils testing was conducted at Colder Associates GeotechnicalLaboratory in Mt. Laurel, New Jersey. Laboratory testing wasperformed on samples collected from selected borrow sourcesdiscussed in Section 3.1. The testing program was conductedto determine the geotechnical properties of the soil samplesfrom borrow sources that could be used to obtain fill, gascollection layer material (gravel), drainage layer material(sand), and topsoil.

The number of tests performed met or exceeded therequirements in the Pre-Design Work Plan as explained below.The test types to be conducted on each soil sample wereselected after considering its potential function as acomponent of the impermeable and permeable cover designs.Some of the samples can potentially meet the requirements andfunctions of more than one of the cap components. Forinstance, many of the samples could function as the sanddrainage layer and also as general fill. Thus, permeabilityand Proctor tests were also conducted on these samples.Table 2 summarizes the testing conducted on the soil samplesfor the individual cap components.

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The following narrative discusses the types of testsconducted, methodology and samples tested.

1. Moisture content was determined on all samples. Atotal of 15 moisture tests were conducted. Thesamples were tested in accordance with AmericanSociety for Testing and Materials (ASTM) StandardD2217-85.

2. Mechanical grain size distribution tests wereconducted on a total of 15 samples. Additionalhydrometer tests were conducted on those samplescontaining a significant amount of fines; a totalof 7 hydrometer tests were conducted. The testswere performed in accordance with ASTM StandardsD421, D422, and C136.

3. Atterberg limits (plastic and liquid limits) wereconducted on a total of 13 samples. These testswere not performed on the two Quinn Perkins gravelsamples that are obviously non-plastic. The testswere performed in accordance with ASTM StandardD4318-84.

4. Specific gravity was generally determined on thosesamples for which Modified Proctor and/orconsolidation tests were conducted. A total of 9tests were run including 7 sand samples and 2topsoil samples. These tests were conducted inaccordance with ASTM Standard D854-83.

5. Maximum and minimum density values of the two QuinnPerkins gravel samples and Hubbardston sand sampleswere determined. The tests were performed as analternative for the Modified Proctor tests due tothe absence of fines and the coarse nature of thesamples. The tests were performed in accordancewith ASTM Standards D4254 and D4253.

6. Modified Proctor tests were conducted on all sandsamples to establish moisture/density relation-ships. These samples are regarded as having thegreatest potential for use as general fill in areasrequiring extensive lifts. A total of 7 tests wereconducted. The tests were performed according toASTM Standard D1557.

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7. Rigid wall permeability tests were conducted on allsand and gravel samples for potential use as thesand drainage and gas collection components. Atotal of 9 tests were conducted. The tests wereconducted in accordance with Army Corps ofEngineers EM-111-2-1906, Appendix 7 (with recentupdates).

8. Four potential fill samples were chosen to conductconsolidated undrained (CU) triaxial strength testswith pore pressure measurement. The samples weregenerally compacted to 95 percent of the maximumdry density and tested with 3, 6, and 9 pounds persquare inch (psi) confining pressures. The testswere conducted in accordance with Army Corps ofEngineers EM-1110-2-1906, Appendix 10 (with recentupdates).

9. Consolidation tests were conducted on fourpotential fill samples. The tests were run on thesame samples as the strength tests. The tests wereperformed in accordance with ASTM Standard D2435-80.

10. Soil pH was determined for all sand and topsoilsamples to evaluate, in part, the potential forvegetative growth. The pH test was not conductedon the Quinn Perkins gravel samples or the combinedKane Perkins unscreened topsoil. A total of 12tests were performed. Five of the tests (ontopsoil samples) were conducted by the PennsylvaniaState University. The remaining tests wereperformed by Colder using ASTM Standard G51-77.

11. The organic content was calculated on the samesamples as soil pH. The test was performed inaccordance with ASTM Standard D2974.

12. Baker tests, developed at the Pennsylvania StateUniversity to determine growth potential andfertility, were conducted on five topsoil samples.These tests were conducted by the PennsylvaniaState University.

The soil properties determined in these tests are discussedin Sections 5.1.1 and 5.1.2.

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4.2 Geosvnthetics TestingGeosynthetics laboratory testing was conducted at ColderAssociates Environmental Construction Services Laboratory inAtlanta, Georgia. Samples were forwarded from selectedmanufacturers to the laboratory. The testing program wasconducted to verify manufacturers published properties formaterials that could be used in the permeable and impermeablecaps. The number of tests performed meets the requirementsoutlined in the Pre-Design Work Plan. Additionally, for thegeotextiles, the puncture resistance test was also conducted.

The following narrative discusses the types of testsconducted, their methodology, and the samples of geotextileand geomerobrane tested.

Geotextile

The mass per unit area (commonly referred to asweight) was determined for all three of thegeotextile samples. The results are reported inounces per square yard (oz/yd^) . The test wasperformed in accordance with ASTM Standard D3776.

The apparent opening size (AOS) or equivalentopening size (EOS) test was conducted on all threegeotextiles. The results are reported as theequivalent U.S. Standard sieve size or the sievesize in millimeters. The tests were conducted inaccordance with ASTM Standard D4751.

The DQO does not require the puncture resistancetest to be conducted on geotextiles. However, thetest was performed on all three geotextile samplessince its importance is indicated in the ACDR. Thetests were run in accordance with ASTM StandardD4833.

Geomembrane

1. Thickness was determined for all three geomembranesamples. The thickness is reported in mils. Thetests were conducted in accordance with ASTMStandard D374.

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September 1990 _______-25-__________————893-6255

2. Puncture resistance tests were conducted on allthree geomembrane samples. The tests wereconducted in accordance with the Federal TestMethod Standard (FTMS) No. 101C.

3. Tensile strength tests were conducted on all threegeomembrane samples. The strength at yield and atbreak were measured in pounds per inch. Theelongation at yield and at break were also measuredand reported as a percentage. The strength andelongation were calculated in the machine direction(MD) and the transverse direction (TD) of thegeomembrane sheet. The test was conducted inaccordance with ASTM Standard D638.

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5.0 GEOTECHNICAL TEST RESULTSThe following sections discuss the results of thegeotechnical laboratory testing on the potential borrow soiland geosynthetic sources.

5.1 SoilsLaboratory test results for potential borrow sources aresummarized in Table 3. The discussion of results has beensubdivided into sand and gravel, and topsoil.

5.1.1 Sand and GravelThe index properties (Atterberg Limits and particle sizedistribution) indicate the soils tested arecharacteristically non-plastic (NP) and are predominantlysands or gravels with varying amounts of silt content. Thefines content ranged from 0.3 percent for Townsend Sand andQuinn Perkins 3/8 inch gravel to 12.6 percent for WinchendonSand. Generally, the soils are classified as a poorly gradedsand or gravel (SP or GP) using the Unified SoilsClassification System (USCS), and sand to extremely gravellysand under the United States Department of Agriculture (USDA)system. The USCS and USDA classifications are indicated onthe grain size distribution curves in Appendix B. TheAtterberg limits results are also included on the grain sizedistribution sheets.

Specific gravity results ranged from 2.70 for Ashburnham Sandto 2.85 for Quinn Perkins Concrete Sand. The grain sizedistribution curves include the specific gravity results.

Modified Proctor compaction tests were conducted on sandsamples. The moisture/density relationships are presented inAppendix B. The maximum dry density values ranged from 103.0for Quinn Perkins prepared gravel to 129.0 pounds per cubicfoot (pcf) for Winchendon sand. Optimum moisture contents

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September 1990________________-27-________________893-6255

ranged from 6.0 to 15.0 percent for Hubbardston Sand andWinchendon Sand, respectively. The moisture/density curvesinclude degree of saturation lines based on the specificgravity of the soils. The maximum and minimum density of theQuinn Perkins gravel samples were determined. The minimumdry density for the 3/8 inch stone was found to be 89.1 pcfand the maximum dry density was 106.4 pcf. The minimum andmaximum dry density values for the 3/4 inch stone were foundto be 79.5 and 100.7 pcf, respectively.

The permeability values on sand samples range from 2.3 x 10~2

centimeters per second (cm/sec) for Ashburnham Sand to 5.8 x10~4 cm/sec for Quinn Perkins Prepared Gravel. Thepermeability tests for the Quinn Perkins 3/8 and 3/4-inchgravel indicate values of 1.6 x 10~2 and 3.6 x 10~2 cm/sec,respectively.

Total and effective stress Mohr's circles determined in thetriaxial tests are presented in Appendix B. Friction angleswere calculated for effective stress conditions and arepresented with the Mohr's Circles. These friction anglesrange from 33.4 to 39.8 degrees. The results of theconsolidation tests are also presented in Appendix B. Thecompression index (Cc) determined for the consolidation testsranges from 0.042 to 0.114.

The organic content and soil pH results are presented onTable 3. The organic content for sand samples ranged from0.3 percent for the Quinn Perkins Concrete Sand to 0.86percent for Quinn Perkins Prepared Gravel. Soil pH valuesrange from 4.5 to 5.8 on the Hubbardston and WinchendonSands, respectively.

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September 1990________________-28-________________893-6255

5.1.2 TopsoilThe index properties indicate the soils tested arecharacteristically non-plastic (NP) and are predominantlysand with varying amounts of silt. The fines content rangedfrom 23.2 percent for Kane Perkins Unscreened (1) Loam to32.7 percent for Kane Perkins Screened Loam. The samples aregenerally classified as a sand with some silt (SM) under theUSCS system and gravelly to extremely gravelly sandy loamusing the USDA system. The USCS and USDA classifications areindicated on the grain size distribution curves in AppendixB. The Atterberg limits are also presented on the grain sizedistribution sheets.

Specific gravity tests conducted on the Billerica andHubbardston Topsoil samples yielded values of 2.63 and 2.66,respectively. These values are included on the grain sizedistribution curves.

The organic content ranged from 3.6 to 8.2 percent for theHubbardston and Kane Perkins Screened Topsoil samples,respectively. The pH for topsoil samples ranged from 5.7 forKane Perkins Screened Topsoil to 6.2 for Kane Perkinsunscreened topsoil (1 and 2). Baker tests were alsoconducted on the topsoil samples, and show that the topsoilsamples tested are adequate to support vegetation growth withthe appropriate addition of fertilizer and limestone. Theresults of the Baker tests are presented in Appendix B, withrecommendations for fertilizer and limestone.

5.2 GeosvntheticsThe laboratory test results for the geotextile andgeomembrane samples are included in Appendix C; a summarytable for both geosynthetics and individual data sheets forthe samples are included. The product information for thegeosynthetics can be found in Appendix A.

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September 1990________________-29-________________893-6255

m The geotextiles were tested for mass per unit area, puncturestrength and apparent opening size (AOS). The mass per unitarea ranged from 4.0 oz/sq. yd. for Amoco 4504 to 5.0 oz/sq.

«nyd. for Trevira 1114. The puncture strength values rangedfrom 80.3 pounds for Polyfelt TS500 to 100.1 pounds for Amoco

* 4504. The AOS values ranged from 0.174 mm for Amoco 4504 to0.212 mm for both Trevira 1114 and Polyfelt TS500. The

* laboratory results for the individual samples meet or exceedthe typical values reported in the product information for

w the respective manufacturers.

The geomembrane samples from Gundle (40 mil), National Seal•

(40 mil) and Schlegel (60 mil) were tested for thickness,strength and puncture resistance. The average thickness of

* the Gundle and Schlegel samples was significantly higher thanthe minimum requirement; the average thickness of the 40 mil

m Gundle sheet was 53.1 mils and the average thickness of the60 mil Schlegel sheet was 75.3 mils. The strength test

m results are summarized in Appendix C. The strength at yieldand break, and elongation at yield and break are reported forboth machine direction (MD) and transverse direction (TD) .The puncture resistance values ranged from 56.0 pounds forNational Seal to 110.0 pounds for the Schlegel sheet.

•

Generally, the values reported from the laboratory meet or• exceed the typical values reported in the manufactures

product information. However, all three products did notB meet the typical values for elongation at yield. The

strength results from the laboratory testing for all threeproducts substantially meet the minimum requirements of NSF54.

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September 1990________________-30-________________893-6255

6.0 DISCUSSION AND CONCLUSIONS

6.1 SoilsThe following discussion compares the laboratory test resultswith the requirements and functions of the individual capcomponents.

The most important function of the 16 inch cover soilcomponent of the permeable cap is its ability to supportvegetative growth. Some alternatives to the use of topsoilcould be considered for the vegetated top layer (permeableand impermeable caps), since its purpose is exclusively tosupport vegetative growth. Blends of topsoil with sand, orgravel plant silt with sand loam could be designed. Thiswould require tilling or discing in clean areas of the site,as well as laboratory testing to design the mixes and verifythat the desired mixes are achieved during construction. Asmentioned in Section 3.1, the investigation of topsoilsources has been preferred because this material is the mostappropriate to support vegetative growth, requires the leasttreatment and control during construction, and is readilyavailable in the area.

The fertility tests on the topsoil samples do not indicateany deficiencies or toxicities to plants. In addition, theindex properties show the percentage of fines is consistentwith the recommendations in the Alternate Cover DesignReport. The sand and gravel samples have trace or littlefines, relatively low pH and a small percentage of organics;fertility tests have not been conducted, because it wasevident that the sand and gravel samples would not beappropriate to sustain the vegetative growth desired.

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September 1990________________-31-________________893-6255

Several options may be considered for the cover soil. Inareas where only the minimum cover thickness of 16 inches isrequired, topsoil or alternative mixes could be used for theentire thickness of the cover soil. Combination layers ofsand and topsoil could also be used; for instance, the top 6inches may be topsoil or alternative mixes, with theremaining 10 inches sand. In areas where a substantialthickness of fill is required for regrading in low areas,topsoil or alternate mixes should be used only for the top 16inches; sand fill should be used for the lower lifts andshould be placed and compacted in controlled engineeredlifts.

The results of the laboratory tests on the topsoil samplesinvestigated indicate that they are suitable for the topvegetated layer of the impermeable cap.

The specific requirements for the middle drainage layer ofthe impermeable cap involve material gradation andpermeability. All sand samples, except the Winchendon Sand,meet the gradation requirements. All sand samples met theminimum hydraulic conductivity value of 1 x 10~3 cm/sec. TheQuinn Perkins prepared gravel did not meet the requiredpermeability or gradation.

The preliminary requirement of a uniformly graded gravel (GP)for the gas collection system is met by the Quinn Perkins3/8" and 3/4" gravels. Both samples are sub-rounded to sub-angular, have only a trace of fines and relatively highhydraulic conductivity values.

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September 1990________________-32-________________893-6255

The laboratory testing program conducted on the soil samplesshould be considered as preliminary and should be used as aninitial evaluation of potential sites for borrow sources.The samples obtained from each site were taken fromstockpiles or cut-faces. It is unlikely that thesestockpiles and working faces will still exist at the time ofconstruction. It is also likely that development andconstruction in the site area may produce the quantities andtypes of soils needed, and consideration should be given toother potential borrow sources. In any event, additionalsampling and testing of the borrow materials to be used willbe required prior to construction. Once a site is chosen, asampling and testing program will be required at a specifiedfrequency to verify soil properties as borrow excavationprogresses (see Section 7.0).

6.2 GeosyntheticsThree samples of geotextile and geomembrane were tested forthe properties specified in the PDI Work Plan. The resultsof the geotextile testing were compared to the requirementsand functions set forth in the Alternate Cover Design Report.All three geotextiles, Amoco, Trevira, and Polyfelt meetthese requirements. The results of the geomembrane testswere compared with the NSF 54 standards. All threegeomembranes, from Gundle, National Seal, and Schlegel meetthe minimum standards.

The choice of geosynthetics appears to be one of experienceand cost. The test results should be regarded aspreliminary. Conformance testing will be needed at aspecified frequency for the actual materials used in thefield. Material specifications, sampling and testingfrequencies, and approval procedures shall be specified aspart of the bid documents that will be prepared in accordancewith the Remedial Design Work Plan (see Section 7.0).

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September 1990_______________-ii-________________893-6255

TABLE OF CONTENTS

Section Pac

Cover Letter i

Table of Contents ii

1.0 INTRODUCTION 11.1 Purpose 11.2 Consent Decree Objectives 1

2.0 PROJECT REQUIREMENTS 32.1 General 32.2 Permeable Cap Requirements 3

2.2.1 Geotextile 42.2.2 Cover Soil 52.2.3 Quantity Estimate 7

2.3 Impermeable Cap Requirements 72.3.1 Impermeable Layer 82.3.2 Middle Drainage Layer 112.3.3 Vegetated Top Layer 122.3.4 Quantity Estimate 13

3.0 POTENTIAL BORROW SOURCES 153.1 Soils 153.2 Geosynthetics 19

4.0 LABORATORY TESTING 214.1 Soils Testing 214.2 Geosynthetics Testing 24

5.0 GEOTECHNICAL TEST RESULTS 265.1 Soils 26

5.1.1 Sand and Gravel 265.1.2 Topsoil 28

5.2 Geosynthetics 28

6.0 DISCUSSION AND CONCLUSIONS 306.1 Soils 306.2 Geosynthetics 32

7.0 PROPOSED CONFORMANCE TESTING 33

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September 1990 -111- 893-6255

TABLE OF CONTENTS(continued)

REFERENCES

LIST OF TABLES

Table 1 - Summary of Borrow Source SamplingTable 2 - Summary of Laboratory Test RequirementsTable 3 - Laboratory Testing Summary of Potential

Soil Borrow Sources

IN ORDERFOLLOWINGPAGE 33.

LIST OF FIGURES

Figure 1 - Potential Borrow Source Location MapFigure 2 - Ashburnham Borrow PitFigure 3 - Townsend Borrow PitFigure 4 - Winchendon Borrow PitFigure 5 - Hubbardston Borrow PitFigure 6 - Billerica Topsoil StockpileFigure 7 - Kane Perkin's Screened and Unscreened

Topsoil StockpilesFigure 8 - Quinn Perkin's Sand and Gravel Stockpiles

LIST OF APPENDICES

Appendix A - Geosynthetics Product InformationAppendix B - Soil Borrow Laboratory DataAppendix C - Geosynthetics Laboratory DataAppendix D - Pre-Design Work Plan Tables 6 and 16

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September 1990________________-33-________________893-6255

7.0 PROPOSED CONFORMANCE TESTINGThe borrow source study presented in this report should beconsidered as preliminary and intended only to verify theexistence of sufficient and appropriate borrow materials inthe site vicinity. At the time of construction, contractorswill select the soil borrow areas and geosyntheticmanufacturers they propose to use and submit testinginformation for initial approval. During construction,conformance testing of the actual materials should beconducted to verify material properties. Some alternativesto the materials discussed in this report could also beconsidered during the final design process.

The final quality requirements for all materials, thesampling and testing protocols, and the approval procedureswill be specified as part of the bid documents to be providedto the potential contractors in accordance with the RemedialDesign Work Plan.

C:CAPMAT

Colder Associates

REFERENCES

American Society for Testing and Materials, AnnualBook of ASTM Standards. Concrete and Aggregates. 1990,Volume 04.02, 804p.

C 136-84a Sieve Analysis of Fine and CoarseAggregates, pp. 76-79.

American Society for Testing and Materials, AnnualBook of ASTM Standards. Textiles - Yarns. Fabrics andGeneral Test Methods. 1988. Volume 07.01.

D3776 Mass Per Unit Area of Woven Fabric pp.576-579.

American Society for Testing and Materials, AnnualBook of ASTM Standards. Plastics. 1990, Volume 08.01.

D374 Thickness of Solid Electrical Insulation,pp. 90-96.

D638 Tensile Properties of Plastics pp, 155-166.

American Society for Testing and Materials, AnnualBook of ASTM Standards. Soil and Rock. Building.Stones, Geotextiles, 1990, Volume 04.08, 1092p.

D2217-85 Wet Preparation of Soil Samples for ParticleSize Analysis and Determination of SoilConstants, pp. 277-279.

D421-85 Dry Preparation of Soil Samples for ParticleSize Analysis and Determination of SoilConstants, pp. 89-90.

D422-63 Particle Size Analysis of Soils, pp. 91-97.

D4318-84 Liquid Limit, Plastic Limit, and PlasticityIndex of Soils, pp. 591-600.

D854-83 Specific Gravity of Soils, pp. 168-170.

D4254-83 Minimum Index Density of Soils andCalculation of Relative Density, pp. 584-590.

D4253-83 Maximum Index Density of Soils Using aVibratory Table, pp. 572-583.

Colder Associates

REFERENCES (continued)

D1557-78 Moisture-Density Relations of Soils andSoil-Aggregate Mixtures Using 10-lb. (4.54-Kg) Rammer and 18-in. (457-mm) Drop, pp.217-221.

D2974-87 Moisture, Ash,, and Organic Matter of Peatand Other Organic soils pp. 369-371.

D4751-87 Determining Apparent Opening Size of aGeotextile pp. 915-918.

D4833-88 Index Puncture Resistance of Geotextiles,Geomembranes and Related Products, pp. 944-947.

5. Colder Associates Inc., May 1989, Alternate CoverDesign, Woburn, Massachusetts, prepared for MonsantoChemical Company, 69.

6. Colder Associates Inc., December 1989, Pre-Desiqn WorkPlan. Industri-Plex Site. Woburn. Massachusetts.prepared for Industri-Plex Site Remedial Trust, 134p.

7. Colder Associates Inc., July 1990, Remedial DesignWork Plan, Industri-Plex Site. Woburn. Massachusetts.prepared for Industri-Plex Site Remedial Trust, 64p.

8. Koerner, Robert M. 1990, Designing With Geosynthetics,Second Edition. Prentice Hall, Inglewood Cliffs, NJ,652p.

9. National Sanitation Foundation, National SanitationFoundation Standard 54 for Flexible Membrane Liners.revised November, 1985, 26p.

10. United States Army Corps of Engineers, 1970,Engineering and Design Laboratory Soils Testing (withupdates). EM-1110-2-1906.

C.'CAPREF

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JOB NO 893-6255DRAWN SN

S C A L E N/ADATE 03/14/90DWG NO MA01-131

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WINCHENDON BORROW PR-MILL GLEN ROAD

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APPENDIX A

Geosynthetics Product Information

Geotextile Product Information

Information on

Amoco Fabrics & Fibers Company900 Circle 75 Parkway

Suite 500Atlanta, Georgia

30339

Amoco Fabrics and Fibers Company

Amoco Fabrics and Fibers Company is the only producer of both woven and

nonwoven geotextile fabrics worldwide with manufacturing facilities in the

U.S., Canada, Brazil, Scotland, England, Germany, and Australia. With U.S.

manufacturing facilities in Roanoke, AL, Andalusia, AL, Bainbridge, GA,

Nashville, GA, and Hazlehurst, GA, Amoco makes products ranging from carpet

backing, carpet face yarns, industrial bags to nonwovens for hazardous waste

landfill filtering and cushioning applications. These are just a few of the

many varying applications in which Amoco is a leading supplier.

A.W. Olson is President of Amoco Fabrics and Fibers Company's North America

operations located at:

900 Circle 75 Pkwy.

Suite 550

Atlanta, GA 30339

Amoco's nonwoven fabric manufacturing facility is located on Alma Highway in

Hazlehurst, Georgia, 31539. The Plant Manager is Duke Campbell and Wesley

Morrison is the Quality Control Manager. A complete history of Amoco Fabrics

and Fibers is enclosed.

Amoco's nonwoven manufacturing process is a needle punched process which

utilizes staple polypropylene fibers. The weight range of fabrics produced is

2.1 ounces per square yard to 20 ounces per square yard. The maximum

continuous width for each product is 15 feet.

Fabric Quality Control

During the production of any nonwoven fabrics, samples reporting 10% of

production are taken to the Quality Control Lab for acceptance testing. These-

samples are tested for fabric weight, tensile strength, elongation, thickness,

trapezoidal tear strength, puncture strength and burst strength to verify

property conformance. Fabric permeability, ultraviolet strength retention and

apparent opening size properties are tested on a random basis at less frequent

intervals because of time requirements for each test.

If lab tests reveal property conformance, production continues and sampling

resumes on material at regular intervals. This frequency is considered

standard procedure but may increase if deemed necessary by the process

engineer. If the sample tested is not in conformance with any one of the

properties specified, the process is corrected and the next available sample

is taken to the Quality Control lab. Production quantities represented by

nonconforming samples are downgraded for later disposition. Standard

procedures resume once samples tested prove to be in conformance with

requirements.

Quality control data generated corresponds to master rolls of approximately

1000 linear yards. Each master roll is packaged into smaller finished rolls

for shipping in sizes specified for each product style. Piece or roll numbers

are assigned to individial finished roll for inventory indentification and

quality control purposes.

Test methods used in Amoco's Quality Control Department are current ASTM

standard procedures for testing fabrics. Testing equipment calibration is

performed at regular intervals based on industry standards or as recommended

by the equipment manufacturers. Calibration records, statistical process

control charts, and other quality control records are retained by the quality

control department.

POLYPROPYLENEThe most INERT textile polymer available

Polypropylene is obtained from propylene gas, a by-product of oil refining. It is resistantto commonly encountered soil chemicals, mildew, and insects and is non-biodegradable.In fact polypropylene is the polymer of choice for such commonly used products assynthetic grass for athletic fields, outdoor carpeting, battery cases, bleach bottles,antifreeze jugs, washing machine agitators, and thousands of other commonly used itemsthat are routinely exposed to a broad range of chemical and environmental conditions.Polypropylene is stable within a pH range of 3 to 13 making it one of the most stablepolymers available for fabric productions. When treated against ultraviolet exposure (as allAmoco Civil Engineering Fabrics are) polypropylene is stable to natural degradation andchemical attack.

•g 40

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Amoco45i212oz/yd*

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polyester

100 200 300 400I I I Stress (psl) , , ,

• With a specific gravity of 0.92,polypropylene needle punchedfabrics are over 40% bulkier thanequivalent weight polyeslerfabrics.

• As a result, polypropylene fabricsare much thicker per unit weightand provide better cushioning toprotect against both puncture andabrasion.

2 3 4 5Equivalent Head ol Water (Feet)

Typical Transmissivity Response versus Applied Normal Stress for Various Needled Nonwoven Geotextiles

Quality Ceotextiles For:1. Cushioning: A low cost way to help protect geomembranes from

puncture and abrasion.2. Separation: Provides a clean working surface to ensure better seams.3. Venting: Provides a venting path for gases and liquids, both laterally and

on slopes.4. Protection: Adds overall strength to geomembrane.

Amoco Fabrics and Fibers Company900 Circle 75 ParkwaySuite 300Atlanta, Georgia 30339(404) 984-4444

SPECIFICATIONS

AMOCO NONWOVENGEOMEMBRANE UNDERLINER FABRICS

Typical Properties

Weight, oz./s.y.Grab Tensile, Ibs.Grab Elongation, %Mullen Burst, psiPuncture, Ibs.Trapezoidal tear, Ibs.AOSCoefficient of Permeability, cm/secPermittivity, gal/min/ft2

Thickness, mils

Test Method

ASTM-D-4632ASTM-D-4632ASTM-D-3786ASTM-D-4833-88ASTM-D-4533ASTM-D-4751ASTM-D-4491ASTM-D-4491ASTM-D-1777

4504

4.0125/10060/552507055/4570-120.3515050

4506

6.0210/17060/5537010580/6570-140.3111085

4508

8.0285/23065/55495150105/8570-200.27100115

4510

10.0350/27070/60620180140/1101 00-200.2680130

4512

12.0425/31570/60740215165/130100-400.2570175

4516

16.0570/40070/60990285220/190100-400.2360215

Minimum Average Roll ValuesGrab Tensile, Ibs.Grab Elongation (min.)%Mullen Burst, psiPuncture, Ibs.

Trapezoidal tear, Ibs.AOS (minimum)Coefficient of Permeability, cm/secPermittivity, gal/min/ft2

Thickness, milsU.V. Resistance, %2

Test MethodASTM-D-4632ASTM-D-4632ASTM-D-3786ASTM-D-4833-883878(mod.)ASTM-D-4533ASTM-D-4751ASTM-D-4491ASTM-D-4491ASTM-D-1777ASTM-D-4355'

45048550225

553570.21004070

4506

15050350

906570.2907570

4508

20050450

1308070.2809070

4510

23550550

16595100.27011070

451227550650

200115100.26015070

4516

32550750

260130100.25019570

1. Fabric conditioned per ASTM-D-43552. Percent of minimum grab tensile after conditioning.

PACKAGING

Roll width, ft.Roll length, ft.Approx. weight, Ibs.Area, square yards

151,2005002,OOO

159005501,500

156005001,000

156006001,000

15450550750

15300500500

The information presented herein, while not guaranteed, is to the best of our knowledge true and accurate and the recipient assumes all responsibility for its use. No warranty or guarantee expressedimplied is made herein regarding the performance ot any product since the manner of use and handling are beyond our control. Nothing contained herein is to be construed as permission or asrecommendation to infringe any patent. *"

END USE APPLICATIONS AND RECOMMENDED SOLUTIONS

REQUIREMENT

Clean working surface to insure efficientseaming.

Higher abrasion and puncture resistanceto increase liner protection.

A higher functional surface to reduceliner slippage.

A separation/filtration system toreduce clogging of filtering system.

Sufficient venting/transmissivity toprovide lateral transmission of liquidsand gases.

The most inert material availableresistant to the widest range ofchemicals.

RECOMMENDED AMOCO UNDER-LINER FABRIC4504, 4506, 4508

4510,4512,4516

All Amoco Underliner Fabrics.

4504, 4506

4508.4510,4512

All Amoco poipropylene geomem-brane underliner fabrics.

IIIIII

pII

TREVIRA SPUN BONDENGINEERING FABRIC

THE PLAIN FACTS

Hoechst

aThe Plain Facts

The Plain Facts of engineering fabrics:

• Engineering Fabrics: Close-Up!• Product Uniformity

• Effect of Restraint• Effect of Puncture

• Soil Retention• Resistance to Heat

• Resistance to Creep

All too often, the comparison of properties, such as physical strength, etc., of engineering fabrics isbased upon published literature.

The need to understand the true nature and function of engineering fabrics in installations requires

•more information than just typical (average) physical values.

This literature provides, in a simple format, information to better understand the differences be-tween nonwoven and woven fabrics and between polyester and polypropylene fabrics.

The information provided will establish:• Needlepunched Nonwovens are multi-directional• Wovens are bi-directional• Needlepunched Nonwovens outperform Wovens in:

• Permeability• Soil retention• Conformability• Lateral restraint

• For any given installation, strength requirements for wovens are significantly higher than for Non-wovens (interface friction, 360° performance).

• Needlepunched Nonwovens have the necessary high aggregate/fabric friction to provide lateralrestraint.

• Wovens fail to provide lateral restraint due to low aggregate/fabric friction and accumulation ofmoisture at the soil/fabric interface.

• Needlepunched Continuous Filament Nonwovens are virtually uneffected by punctures basedupon strength.

• Wovens significantly weaken, elongate and tear after a puncturing.• Needlepunched Nonwovens are unsurpassed in retaining soil and maintaining water flow.• Polyester is unsurpassed in resistance to heat.• Polyester is unsurpassed in resistance to creep.« Polyester is unsurpassed in resistance to hydrocarbons.

10/82 The Plain Facts — Hoechst Fibers Industries PF-1

WOVEN and NONWOVEN

Woven engineering fabrics are constructed by meshing fiber strands in a perpendicular fashion.Since the woven fiber strands are oriented in only two directions, fabric strength and elongationcharacteristics are directionally dependent. Furthermore, significant directional strength dif-ferences exist for many woven fabrics (up to 40%).

Actual field loads are applied in multi-directional patterns. Thus the true measure of a woven or non-woven fabric is determined by examining the physical properties in a 360 degree analysis as provid-ed in this literature.

Nonwoven fabrics like TREVIRA® are constructed of fibers oriented in a random pattern.

The controlled, random orientation provides multi-directional strength and e ongation properties.Nonwoven fabrics' thickness and fiber orientation insure superior soil retention while allowing am-ple water permeation. Thicker nonwovens provide a plane for pore water pressure dissipation andwater flow within the fabric itself.

Nonwovens are pliable and conform far more readily to subgrade and ballast irregularities, thus pro-viding more intimate contact with the soil, and higher aggregate/fabric restraint.

HEATBONDED and NEEDLEPUNCHED

Heatbonding and needlepunching are manufacturing techniques to fashion fibers into nonwovenfabrics.

Heatbonding fibers into a nonwoven fabric is accomplished by pressing the fibers together underheat, partially melting the fibers together at the fiber overlaps.

Heatbonding fibers causes indentations in the fiber, causing stress concentrations, resulting inlower tear and puncture strengths, as well as causing the fabric to be board-like, thus reducing thefabric's conformability significantly.

Heatbonding severely inhibits the fabric's ability to conduct water within the plane of the fabric.Heatbonding significantly reduces the lateral restraint of aggregate in contact with the fabric due tolow aggregate/fabric friction.Needlepunching is a mechanical interlocking of the fibers without heat, pressure, or resins.Needlepunching produces a superior pliable, thick, multi-directional strength fabric with no stressconcentrations or directional weaknesses as wovens or heatbonded nonwovens.

Needlepunching allows the fabric to conform to the subgrade, while allowing for controlled soilretention and superior water flow characteristics over all other types of nonwoven bonding.

PF-2 The Plain Facts — Hoechst Fibers Industries 10/82

SUMMARY

"The Plain Facts" of engineering fabrics provided you with important concepts:

• Engineering Fabrics: Close-Up!• Effect of Restraint

• Product Uniformity• Effect of Puncture

• Soil Retention• Resistance to Heat

• Resistance to Creep

All too often, the comparison of properties, such as physical strength, etc., of engineering fabrics isbased upon published literature.

The information provided has established:• Needlepunched Nonwovens are multi-directional• Wovens are bi-directional• Needlepunched Nonwovens outperform Wovens in:

• Permeability• Soil retention• Conformability• Lateral restraint

• For any given installation, strength requirements for wovens are significantly higher than for Non-wovens (interface friction, 360° performance).

• Needlepunched Nonwovens have the necessary high aggregate/fabric friction to provide lateralrestraint.

• Wovens fail to provide lateral restraint due to low aggregate/fabric friction and accumulation ofmoisture at the soil/fabric interface.

• Needlepunched Continuous Filament Nonwovens are virtually uneffected by punctures basedupon strength.

• Wovens significantly weaken, elongate and tear after a puncturing.• Needlepunched Nonwovens are unsurpassed in retaining soil and maintaining water flow.• Polyester is unsurpassed in resistance to heat.• Polyester is unsurpassed in resistance to creep.• Polyester is unsurpassed in resistance to hydrocarbons.

The facts justify using a needlepunched continuous filament polyester nonwoven.

10/82 The Plain Facts — Hoechst Fibers Industries PF-15

PRODUCT DESCRIPTION

TREVIRA® Spunbond products are 100% polyester (poly-ethylene terephthalate), continuous fila-ment fabrics mechanically bonded by needling.TREVIRA Spunbond Type 11 fabrics are produced in weights from 4.5 through 16oz/yd2 and in a lightgrey color.

TYPICAL PHYSICAL PROPERTIES OF TYPE 11 PRODUCTSFabric TypeFabric Weight (oz/yd!)Thickness (Mils) (ASTM D-1777)Grab Strength (LB, MD/CD*) (ASTM D-1682)Grab Elongation (%, MD/CD) (ASTM D-1682)Trapezoid Tear Strength (LB, MD/CD) (ASTM D-1117)Puncture Strength — 5/16" (LB) (ASTM D-751)Mullen Burst Strength (PSI) (ASTM D-3786)Vertical Water Flow (GAUMIN/FT2) (HFI Test)EOS (CW-02215)Std. Roll Widths (FT)Rtrl Rnll I pnnth (F"n

1115

4.5

85130/11085/9550/45

6022032570 +

m

11206

100175/15585/9565/60

90300300

50-70

son ft

11278

125260/225

85/90100/95

125380280

70-1001° "i 1d

innn

•13510150

340/300W/95

130/130155500265

70 + -100 +5, & 16.0 ——

114513

175430/390

90/95185/180

200600~> 4 O

100-120

— — inn f

115516

210525/48590/95

205/200260800220

120 +

. finn ..

*MD = Machine Direction, CD = Cross Machine Direction. Special width and length rolls are available up'on request.

NOTE: Typical Physical Properties of Type 11 Products represent typical average values as opposed to spe: ification values. For recommendedend use specifications and physical propeties, contact your TREVIRA Spunbond Distributor.

HoechstHoechst Fibers IndustriesSpunbond Business UnitP. 0. Box 5887Spartanburg, SC 29304Telephone 1-800-845-7597

The information contained herein is offered free of charge, and is, to our best knowledge, t 'ue and accurate; however, allrecommendations or suggestions are made without guarantee, since the conditions of use ai ts beyond our control. There isno expressed warranty and no implied warranty of fitness for purpose of the product or products described herein. In submit-ting this information, no liability is assumed or license or other rights implied given with respec i to any existing or pending pa-tent, patent applications or trademarks. The observance of all legal regulations and patents i:; 'he responsibility of the user.

PF-16 The Plain Facts — Hoechst Fibers Industries 10/82

Trevira'Spun bonds are highly needled nonwovenengineering fabrics with excellent tensile properties,high filtration potential and outstanding permeability.

Trevira* Spunbond Type 11 products are100% continuous filament polyester nonwovenneedlepunched engineering fabrics. Theydeliver a combination of advantages un-matched by any other spunbonded geo-textiles. They're resistant to freeze-thaw, soilchemicals and ultraviolet light exposure.

Trevira* Spunbonds are excellent where therequirement is (1) tensile reinforcement, (2) pla-nar flow, (3) filtration, and (4) separation. Forexample, in roadways, railbeds, drainage sys-tems, pondliners, retaining walls. And muchmore. Trevira* Spunbonds are extraordinaryengineering fabrics.

TYPICAL PHYSICAL PROPERTIES OF TREVIRA* TYPE 11 PRODUCTSFabric PropertyFabric WeightThickness, tGrab Strength (MD/CD)1'Grab Elongation (MO/CD)Trapezoid Tear Strength (MD/CD)Puncture Resistance

(Vw" hemispherical tip)Mullen Burst StrengthWater Flow RatePermittivity ¥Permeability, kAOS

Standard Roll Widths2'Standard Roll Length2)

Unitoz/yd*milsIbs%IbsIbs

psigpm/ft*sec-'

cm/secSieve Size

mm

ft

Test MethodASTM D-3776ASTMD-1777ASTM D-4632ASTM D-4632ASTM D-4533ASTM D-3787

ASTM D-3786ASTM D-4491ASTM D-4491

k=¥tCW-02215

Mod. to 10 Min.

11123.660

110/9070/8550/40

50

1801502.040.31

70-100.210-.149

400

11144.265

135/11070/8560/50

60

2101401.900.31

70-100.210-.149

400

11206.090

205/17575/8580/75

90

3151301.770.40

70-100.210-.149

300

11257.4110

270/22575/85

105/95115

3901201.630.46

70-120.210-.125

— 12.5 and 1300

113510.5150

390/33075/85

135/120155

5501001360.52

70-120.210-.125

5.0 —————300

114513.5175

500/42590/95

175/170175

62580

1.090.48

100-140.149-.105

300

115516.2210

625/56090/95

205/200240

84055

0.750.40

100-170.149-.088

300"MD «= Machine Direction, CD = Cross Machine Direction. ''Other width and length rolls are available upon request.

MINIMUM AVERAGE ROLL VALUES (WEAKEST PRINCIPAL DIRECTION)OF TREVIRA* TYPE 11 PRODUCTS

Fabric PropertyFabric WeightThickness, tGrab StrengthGrab ElongationTrapezoid Tear StrengthPuncture Resistance

(y»" hemispherical tip)Mullen Burst StrengthWater Flow Rate3'Permittivity, ¥3>Permeability, k"AOS"

Unitoz/ycPmilsIbs%ibsIbs

psigpm/ft*sec-1

crn/secSieve Size

mm

Test MethodASTM D-3776 1ASTMD-1777ASTM D-4632ASTM D-4632ASTM D-4533ASTM D-3787

ASTM D-3786ASTM D-4491ASTM D-4491

k=¥tCW-02215

Mod. to 10 Min.

11123.45080603035

160

70.210

11144.055100604Q45

190

70.210

11205.780155656075

285

70.210

112571100200607595

360

70.210

113510013529065100130

500

70.210

114513.016037580140155

575

100.149

115516.020050080170200

765

100.149

''Insufficient testing has been performed to statistically establish "minimum average values" at the time of this printing. Please contact your Trevira Distributor or HoechstFibers (or additional information

"AOS "minimum average roll value" is a measure of the lacgest opening size in the fabric.^^_

Hoechst Fibers IndustriesA division of American Hoechst CorporationPO. Box 5887Spartanburg, SC 29304-5887 U.S.A.1 (800) 845-75971 (803) 579-5479Telex: 530 799

The information contained herein is ottered free ol charge, and is. to our bestknowledge, true and accurate; however, all recommendations or suggestions aremade without guarantee, since the conditions of use are beyond our control There isno expressed warranty and no implied warranty of merchantability or of fitness forpurpose of the product or products described herein. In submitting this information, nliability is assumed or license or other rights implied given with respect to any existingor pending patent, patent applications or trademarks The observance ol all legalregulations and patents is the responsibility of the user. Hoechst 1-87

I 1 l l l l l l l l f i

The outstanding quality ofPolyfelt geotextiles is a result ofthe following physical propertiesNeedlepunching of filaments provides• Three-dimensional porous structure and excellent filter

properties• Excellent elasticity to absorb dynamic installation forces• Optimal tensile elongation to avoid areas of excessive strain

at point stress (deformation under stones of up to 40% andmore are often required)

• Excellent interlocking with the shape of revetments or fillmaterial to prevent sliding failure

• Uniform tensile strength in all directions• High water permeability, both horizontally and vertically• Voluminous structure provides ideal protection for

geomembranes• Filter characteristics that remain stable even under stress

Use of continuous filaments ensures• High tensile strength even in low weight products• No unravelling of the filaments• Consistent high quality product (no addition of low quality

fibers or polymers)• Optimum filament structure

Use of UV stabilized polypropylene rawmaterial gives• Eight times higher ultra-violet stability compared to unstabiliz-

ed polypropylenes• No danger of hydrolysis (i.e. no molecular degradation

through water and heat)• Excellent stability against acid, alkaline and microbiological

attacks• Develops no by-products — it is absolutely environmentally

compatible• No changes due to various climatic conditions (frost, humidi-

ty, temperature changes)• Optimum long-term behaviour

Polyfelt is economicalPOLYFELT has proven itself a reliable geotextile for decadesby withstanding severe installation conditions worldwide.Installation on the construction site is easy.Delivery is prompt and reliable.POLYFELT roll sizes allow practical handling on site.POLYFELT can be cut with a knife.

POLYFELT is easy to join• by overlapping (at least 12")

• by welding (by means of gas burners, overlapping 4-6")• by sewing

The advantages of using Polyfelt are:• reduction or complete substitution of mineral filter layers

• reduced amounts of fill material for roads and embankments• extended life of buildings and structures• reduced construction time• increased load-bearing capacity• accelerated consolidation time• guaranteed continuous drainage function• substitutes soil replacement and therefore saves energy,

time, material and space requirements for containments• fast and easy placement — without specialist knowledgeEconomical and technical reliability is ensured with Polyfelt inthe execution of a wide variety of projects.

Polyfelt geotextilesare technically reliable

Every project has unique factors which influence decisions madeabout the type of geotextile to be selected.

POLYFELT products are manufactured in a range of gradesspecially designed to meet the demands of any geotextileapplication.

Detailed design information and POLYFELT applicationsengineers are available to provide technical support and designassistance specific to your project needs:

I POLYFELT's Design and Practice Manual — Precisely definesdesign criteria for the selection of the suitable geotextileproduct.

2. Test results using special soil/POLYFELT systems.

3. Recommendations for project design.

Design recommendations combine standard engineeringmethods and practice with the results of extensive scientificresearch and practical experience gained on major projects in-ternationally. These factors make possible exact determinationof the geotextile requirement and selection of the optimumPOLYFELT type with respect to economic benefits and technicalreliability.

"Specified by Experts Worldwide"Polyfelt's worldwide manufacturing, distribution and ap-plication engineering services are available to assist youwith your geotextile project. Please contact our regionaloffice nearest you.

North AmericaPolyfelt, Incorporated <Manufacturing, Quality Control and Customer Service200 Miller Sellers DrivePost Office Box 727 . , ' • •Evergreen, Alabama,36401 > % 'jij''-.1, .Telephone: 205-576-4756 "Customer Service: 600-225-4547Quality Control: 800-458-3567Telefax: , 205-578-4963Polyfelt, IncorporatedMarketing and Executive Headquarters1000 Abemathy RoadBuilding 400, Suite 1520At1an| "—-;a 30328, .Tolpnhnnp- >lOi pfifl ^nn

International Manufacturing andApplication Engineering OfficesPolyfelt Oe».m.b.H.St. Peter Strasse 25Post Office Box 675Linz, Austria A-4021Telephone: 43-732-666381Telefax: 43-732-667859Polyfelt, Incorporated200 Miller Sellers DrivePost Office Box 727Evergreen, Alabama 36401Telephone: 205-578-4756

International Sales OfficesPolyfelt Geosynthetlc* Pty LtdBrisbane, AustraliaUnit9220 Boundary StreetSpring Hill 4000

Telephone:Telefax:

(07) 839-7666(07) 832-5151

2(» 53

Polyfelt Ge«.m.b.H.St. Peter Strasse 25Post Office Box 675Linz, Austria A-4021

Telephone: 43-732-666381Telefax: 43-732-667859I ! I

Polyfelt FranceF-93160 Noisy-le-GrandTelephone. (1) 45-92-34-34Telex: 232167 elf

Polyfelt DenmarkOK-1552 Copenhagen VTelephone: (01) 12-56-22Telex: 16783 dag dk

Polyfelt Qeotynthetlcs Sdn. Bhd.4, Jalan SS 13/5. Subang Jaya47500 PetalingJaya. MalaysiaTelephone: 03-7347203 (D), 7333313

"—

General Information

- 1. Geotextile Classification

Structure NONWOVEN WOVEN KNITTED

RawMaterial

Polypropylene, Polyester, Polyamide,Polyethylene, Nylons, etc.

FiberType

ContinuousFilament

Staple Fiber

MonofilamentMultifilamentSlit FilmFibrillated

Mul t i f i l amen t

BondingProcess

Needlepunched

HeatbondingWeaving None

2. Polyfelt TS GeotextileCharacteristics

2.1 Composition

Polyfelt TS geotextile is comprised of approximately99 percent polypropylene. The remaining 1 percent ac-count for U.V. stabilizer and the color pigmentation.

2.2 Structure

Nonwoven: The fibers are arranged in an oriented orrandom pattern into a planar structure.

2.3 Fiber

Continuous Filament: The filartu-nts are produced bycontinuously extruding melted ;• >lymer through diesor spinnerets. Fiber and fabri ie made in one con-tinuous manufacturing facility

2.4 Bonding

Needlepunched: Thousands oset into a board, punch thro'jand withdraw, leaving fibers

2.5 Ultraviolet Stabilization

? -.mall barbed needles,y>< the loose fiber weben tangled.

Chemically U.V. stabilized: By adding proprietarychemical additive, Polyfelt TS geotextiles are able to

better resist the damaging effects of the sun and ab-sorb ultraviolet radiation. Most other geotextiles in themarket are stabilized using the additive carbon black.

3. Product Definition

Based on the above geotextile characteristics, PolyfeltTS is described as a polypropylene, nonwoven, con-tinuous filament, needlepuncKed chemically U.V.stabilized geotextile.

The manufacturing technique used to make PolyfeltTS geotextiles results in a labric with optimumtechnical properties which are required in engineeringconstruction. A summary of these properties are:

Excellent stress-strain beha\ iorGood flexibilityExcellent filtering characteristicsHigh water permeabilityExcellent mechanical protectionCan be welded togetherDoes not form by-productsHigh resistance to climatic ..renditionsHighly resistant to all chemical and biological attackChemically U.V. stabilized

1-2

TYPICAL ROLL PROPERTIES

ASTM_04632ASTM D4595

ASTM D4595Puncture Resistance

0.18-0.42 0.18-0.35 0.15-0.25 0.15-0.21 0.12-0.18 0.10-0.15 0.10-0.15

U.v. Resistance (500 hours) >85 >85 >85 >85

MINIMUM AVERAGE ROLL PROPERTIESPROPERTY

Grab TensileGrab ElongationPuncture ResistanceTrapezoidal TearMullen Burst

ASTM 04632ASTM D4632ASTM D4833ASTM D4533ASTM D3786

Ibs%IbsIbspsi

90504545135

110505050160

130506060200

140507065

220

170508575

260

205509585300

L_2455011595380

30060130105400

31080135110425

32080140120450

•MD/CD

polyfelt Width, ftLength, ftArea, yd2

Weight, Ibs

360600150

15360600180

360600215

360600235

360600

;.275

360600320

300467

; 310

13300433335

10300333300

10300333345

2-13 2-13 2-13

90

4545

100

5050

140

7065

400556148

Nonstandard roll dimensions are available on request and subject to a minimum quantity. Mechanical properties based on standard roll width.

125575799231

125360500200

11/89

1

Geomembrane Product Information

IIIII

For environmental lining solutions...the world comes to SLT.For environmental lining solutions...the world comes to SLT.For environmental lining solutions...tlie world comes to SLT.For environmental liiiiiin coh?ti 3iic...tlie \voii

7GrlcL''^ ^"Vi •- > Ly.v.'. r

.'. .. ."•• '••"•

/ T T ' • f ' ,-•• T f . .--.• <• -.*7 f >' f •"'•!"• •"• .'"" ' " • • • - ' • - ' -» • -j - Oi \" T'-\ <•: r. r\ • • • ' ' ? " - " ; • • < •

w C . *. ^-X. . i . - - . - . . v .; . . . . ..... .' t i \. J--'. -^ \ •* ':_s s ± *. \ '. J — - . - . ; . J . [

, , - . - . . , { ; ; . , - ' - . "- .. . . ,^^v- r . .-"/; , , . . - '•-

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• • F : .,•• . ..•-•*-"••'" • • • = • " . . ' :•/'''

Empire, FA Sanitary LandfillSLT is the pioneer inHOPE lining systems andthe technological leaderin helping solve today'scomplex liningproblems. Since the early1970's, we have beenproviding quality HOPEliners and exceptionalservice to our clientsworldwide. Withmanufacturing andTechnical Facilities in theU.S. and West Germany,we have been at theforefront of developingand installing state of thean lining systems longerthan anyone. Our multi-plant capability providesour customers assuranceof supply, and oursubsidiary companies inAustralia and Singaporecan provide high qualityinstallations anywhere in the world.

Technological LeaderSLT is the only manufacturer of HDPE lining systems withworldwide technical facilities. We are geared towarddeveloping new products and lining systems consistentwith stringent environmental requirements. Ourworldwide research efforts assure our customers of havingstate of the art products and installed lining systems whichwill be environmentally sound well into the future. Inaddition to innovations such as HyperFlex™, Polylock™,and DRST", we have continued to pioneer and developapplications for floating covers, tunnel linings and hightemperature resistance.

Turnkey ServiceSLT provides a total turnkey system, from engineering anddesign to quality installation. All of our employeesassociated with design, Quality'Assurance and installationof our liner systems are experienced and highly trained inmembrane technology and installation techniques.

Our clients are among the leaders in the mining, wastemanagement, power generation, chemical and petroleumindustries. We have successfully helped our clients solvelining problems in applications such as:

D Heap Leach PadsD Evaporation PondsD Dam LinersD Ash PondsD Canals

iiK^S?g*SS#& '•'•:

DD

DDD

DDDD

Q SecondaryContainmentSystems

D Sanitary LandfillsD Saltwater Disposal

SystemsD Hazardous Waste

LandfillsD Sewers and Hydro

TunnelsD Floating CoversD Overflow PondsD Rinse PondsD Methane BarriersFeatures ofSLT's CompleteTurnkey System:D A pioneer's experience

with over 500 millionsquare feet of linermanufactured andinstalled worldwide.

D Multi- plantmanufacturing

facilities with worldwide installation capability.Complete engineering service, support, and follow-up.Research & Technical facilities in the U.S. & WestGermany.Sheet thickness from 40 to 2-40 mil.34' wide seamless, monolithic sheet.Use of Statistical Process Control (SPC) formanufacturing and installation of liner.Patented extrusion-welding process.Highly experienced and trained installation crews.Recently expanded manufacturing capacity.NSF Certification.

Benefits from choosing SLT foryour next lining job:IH Confidence from knowledge that SLT has the

experience, knowledge and capability to handle themost complex and difficult lining assignment.

D Assurance of supply and quality installation anywherein the world.

D Assistance and support from our engineers withexperience in all aspects of lining system design andinstallation.

D State of the an lining materials and lining systemsdesigned to meet the most stringent environmentalrequirements.

D Wide selection of sheet thickness provides designflexibility and single source convenience and efficiency.

D Extra wide 34' sheet minimizes the number of seamsnecessary in field installation.

D Efficient and high quality turnkey installation.

D Use of Statistical Process Control (SPC) techniqueprovides high quality sheet with zero-defects, thusgreater assurance of superior environmental protectionand long term containment.

D SITs HyperFlex sheet improves dimensional stability,increases resistance to environmental stress cracking,and provides stronger weld strength than allcompetitive HDPE liner materials.

D A patented extrusion flat weld from SLT whichproduces a homogeneous installation seam withstrength equal to or greater than the parent material.

SLT has the innovative technology, experience andmanpower to handle any lining project, from the largest tothe smallest, anywhere in the world. Contact us today todiscuss the next project your company is planning. Youcan depend on the pioneer lining technology companythat continues to break new ground in lining systemadvancements.

For environmental lining solutions...the world comes to SLT.

SLT North America, Inc.Subsidiary ol SLT Environmental. Inc.Four Greenspoint Plaza16945 Nonhchase, Suite 1750

Houston, Texas 77060(713) 874-2150

For environmental lining solutions...the world comes to SLT.FcrenvirciimeiiUalmwf^GluiLQtis...the world comes to SIX

SLT North America, Inc.

TMHyperFlex1

Premium GradeHOPE Lining

Material

SLT HyperFlex™ is uniquely produced from a specially formulated virginHDPE geomembrane resin. HyperFlex™ has outstanding chemical resistance,mechanical properties, environmental stress crack resistance, dimensionalstability and thermal aging characteristics. HyperFlex™ contains approxi-mately 975% polymer and 2.5% carbon black, anti-oxidants, heat stabilizers,and contains no additives, fillers and extenders. HyperFlex™ has excellentresistance to U.V radiation and is suitable for exposed conditions.

PROPERTYThicknessDensity (g/cc)Melt Flow Index (g/10 Minutes)Tensile Properties Either Direction

Tensile Strength at Break (Ib/in Width)Tensile Strength at Yield (Ib/in Width)Elongation at Break (Percent)Elongation at Yield (Percent)Modulus of Elasticity (psi)Tear Resistance Initiation (Pounds)Low Temperature BrittlenessDimensional Stability Percent Each Direction

Volatile Loss (Max. Percent)Resistance To Soil BurialTensile Strength at Break or YieldElongation at Break or YieldOzone Resistance

Environmental Stress Crack Resistance (Minimum Mrs.)Puncture Resistance (Pounds)

Water Adsorption (Percent Weight Change)Coef. Linear Thermal Expansion 1CH/°CMoisture Vapor Transmission (g/m^ay)Oxidative Induction Time (Minimum Minutes)Compressed O2 at 800 psiPure O2 at 1 AtmosphereTensile Impact Strength (Ft Lb/in?)

TEST METHODASTM D751/1593/374

ASTM D792/1505ASTM D1238-E

ASTM D638 Type IVDumbell, 2 ipm

Gauge length perN.S.F. Std. 54

ASTM D1004 Die CASTM D746 BASTM D1204248°F 1 hr.

ASTM D1203 Meth. AASTM D3083

Percent ChangePercent Change

ASTM D1149 7 days100 pphm 104°F

ASTM D1693 Cond. CFTMS101CMethod 2065ASTM D570ASTMD696ASTM E96

ASTM D3895130°C200°C

ASTM D1822

NOMINAL VALUE60mil0.944<1.0

30018080015

80,00070

-120° F±1

0.10

±5±10No

Cracks5000

900.0079

1.20.001

2300100381

80mil0.944<1.0

40024080015

80,00094

-120°F±1

0.10

±5±10No

Cracks5000

1200.0079

1.20.0009

2300100381

100mil0.944<1.0

50030080015

80,000117

-120°F±1

0.10

±5±10No

Cracks5000

1600.0079

1.20.00085

2300100381

SLT HyperFlex™ is manufaaured 32.7 feet wide and up to 900 feet long and is the worlds largest monolithicgeomembrane lining material.

SLT NORTH AMERICA, INC.Subsidiary of SLT Environmental, Inc.Four Greenspoint Plaza 16945 Northchase, Suite 1750(713) 874-2150 FAX (713) 874-2168

Houston, Texas 77060

SL-0048B/2-90 "2 5M

.TMHyperFlexPremium Grade

HOPE LiningMaterial

Standard tests prove SLT's HyperFlex™ is superior to conventional Liners inmechanical properties and longevity. HyperFlex™ HDPE environmental liningmaterial has undergone a series of tests which have yielded drarratic resultswhen compared to conventional HDPE lining materials. These tests provethat HyperFlex™ offers these advantages over conventional HDPI: liners fromleading manufacturers:

• Environmental stress crack resistance is superior to other HDPE liners by afactor over 3 times. This significantly enhances longevity and e. iminatescracking and subsequent leaks.

• Dimensional stability is superior to other HDPE liners, especially in hightemperature exposure. This measures the level of inherent residual stresseswhich can result in failure and leaks.

• Superior resistance to cold climates, which reduces embrittlernent and failuredue to cold environments.

• Superior field seam strength, which enhances containment inkgrity.• Superior impact strength and increased toughness, thus provicmg integrity

under full load.

HyperFlex™ Performance Comparison

50- ___

s_ «- •3J5 40 - ^H;S 3.- •^ •en? 25 - ^HM-- • =° "- m = •10 " • 5 =H • = 5

SLT MFG. MFG.Hyptrflex"4 A B

ESCRENVIRONMENTAL STRESS CRACKRESISTANCE ASTM 01693 'C'

Comparative results oflaboratory simulation ofexpected combined effectsof stress and corrosion onthe liner material.

wa) 100 _ ^^^

-1 90- S- 80- ™^ 70- SSC 60- ^Bs- sE «- =U 30- ^S

i 20- ^2" 10~ u g g

SLT MFC MFG.HyperFlex™ A B

HEAT AGINGASTM D7W4

Various, liner materials wereheated in a laboratory ovenset at L:0"C for 90 days. Ten-sile properties of each material we';: determined beforeand afc t the oven aging. SLTHyperF"t:xT" liner performedamong ihe best by its excel-lent red • ition of tensile pro-perties liter heat aging.

100-

90-

u eo-S 70-

50-

-30 —

20 -

10 —

RESIDUAL STRESS ANALYSISHIGH TEMPERATURESHRINKAGEASTM D1693 SECTION 8.2

Exposure of liner materialto temperature of 300°F todetermine the dimensionalstability and existingresidual stress.

SLT MFG.HyperFlex'" A

TEAR RESISTANCEASTM 01004 DIE C 100 mil

Comparative laboratory resultsdemonstrate the superiorperformance of H\perFlex'"inresistance to tear.

160—i

150-

1W-

130-120-

110-

100-

90-

60-

70-

PUNCTURE RESISTANCEFTMS K) 1C Method 2065 100 mil

CompaKitivc laboratory resultsdemonM rate the superior per-forman. ••? of HyperFlex™ inresistance to puncture.

tooo-900-

800

700-

600-

500-

400-

300-

200-

100-

TENSILE IMPACT STRENGTH(TOUGHNESS) ASTM D1822

The air unt of energv requiredto ruptue the liner materialupon s.idden impact is simu-lated through pendulum-typeimpact u-sting. This measuresthe deg ee of toughness ofthe l iner

This data '.:• pnirided for in/ormational'pi."-"* >scs only and is notintended as , u •arrant)' or guar-antee SLT a-mmes no liability inconnection i itb :he use of this data.

Schlegel

Schlegel Lining Technology Inc.TECHNICAL BULLETIN

ifttigevbf lining . ,iso because

i the liner3efcontents of the ,

lathis type of .failure^Snsider carefully .^"^orCjOf .both; the

ifs; ptrje*6aiin!"!'

.. •.shpuld l^ cherriKM|||^^;requir i|

^ corns•••X. sincel

5f;>H';niatef.i-'sheett

General Chemical Resistance GuidelinesI

X= Generally GoodResistance

Aliphatic HydrocarbonsAromatic HydrocarbonsChlorinated SolventsOxygenated SolventsCrude Petroleum ProductsAlcoholsAcids:Organic

InorganicBases:OrganicInorganic

Heavy MetalsSalts

ButylRubber100°F 158°F

X XX X

X X

X X

X X

X X

X X

X X

X X

ChlorinatedPolyethyleneICPE)100=F 158°F

X X

x xX X

X X

X X

X X

X X

X X

X X

Chloro-sullonatedPolyethyleneICSPE)100°F 158°F

XX

X

X

X

X

ElaslicizedPolyolelin100°F 158°F

XXXXX

X

X

X

X

X

X X

X X

EthylenePropyleneDieneMonomer(EPDM)100°F 158°F

X

X X

X X

X X

X X

X X

X X

X X

X X

Poly-chloroprene(Neoprene)100°F 158°F

X XX X

XX XX X

X X

X X

X X

X X

X X

X X

X X

Polyethylene100° F 158° F

X XX X

X X

X X

X X

X X

X X

X X

X X

X X

X X

X X

mPolyvinyl •"*Chloride •IPVC) m^100°F 158°F B||

Ml?

x x Bfe————— Bii

X X Ix x lH

X X 1

x x I"1

x x f-:x x 1

iS^

ChemicalResistance

U = Unsatisfactory— = Not tested

Abbreviations

S = SatisfactoryL = Limited application possibleConcentrationsat sol. = Saturated aqueous solution, prepared at 20°C(68°F)sol. = aqueous solution with concentration above 10% butbelow saturation leveldli. sol. = diluted aqueous solution with concentration below 10%cust cone = customary service concentration

Chemical Resistance Table.Shown here are the results of tests reported by thesupplier of high density polyethylene granulate used tomanufacture SchlegeP sheet. The high densitypolyethylene is resistant to the chemicals listed. Thedegree of chemical attack on any material is influenced bya number of variable fac to rs and their interaction,including temperature, pressure, size of area under attack,exposure duration, and the uke. Where sheet will be expos-ed to a mixture of chemicals it is recommended that testsbe carried out for sheet resistance to that chemical mixture.Therefore, these ratings are offered as a guide only.

Medium

AAcetic acidAcetic acidAcetic acid anhydrideAcetoneAdipic acidAllyl alcoholAluminum chlorideAluminum fluorideAluminum sulfateAlumsAmmonia, aqueousAmmonia, gaseous dryAmmonia, liquidAmmonium chloride.Ammonium fluorideAmmonium nitrateAmmonium sulfateAmmonium sulfideAmyl acetateAmyl alcoholAnilineAntimony trichlorideArsenic acidAqua regia

BBarium carbonateBarium chlorideBarium hydroxideBarium sulfateBarium sulfideBenzaldehydeBenzeneBenzoic acidBeerBoraxBoric acidBromine, gaseous dryBromine, liquidButane, gaseousButanolButyric acidCCalcium carbonateCalcium chlorateCalcium chlorideCalcium hydroxideCalcium hypochlonteCalcium nitrateCalcium sulfateCalcium sulfideCarbon dioxide, gaseous dryCarbon disulfideCarbon monoxideChloracetic acid

Concentration

100%10%

100%100%

sat. sol96%

sat. sol.sat. sol.sat sol

sol.dil. sol

100%1 00%

sat. solsol.

sat sol.sat sol

sol.100%100%100%90%

sat. sol.HCI-HNO3 3/1

sat. sol.sat. sol.sat. sol.sat. sol

sol.100%

—sat sol

—sat. solsat sol

100%100%100%100%100%

sat. sol.sat. sol.sat. sol.sat sol.

sol.sat. solsat. sol.dil. sol.

100%100%100%sol.

Resistance at20° C 60° C

(68 °F) (140°F)

SSsLSSSSSSsssssssssssssU

ssssssLssssUUsss

sssssssLsLss

LsLLSsssssssssssssLLLSsU

sssssLLSSSsUUssL

SssssssLSUss

Medium

Carbon tetrachlondeChlorine, aqueous solutionChlorine, gaseous dryChloroformChromic acidChromic acidCitric acidCopper chlorideCopper nitrateCopper sulphateCresylic acidCyclohexanolCyclohexanoneDDecahydronaphthaleneDextrineDiethyl etherDioctylphthalateDioxaneEEthane diolEthanolEthyl acetateEthylene trichloride

FFeme chlorideFerric nitrateFerric sulfateFerrous chlorideFerrous sulfateFluorine, gaseousFluosilicic acidFormaldehydeFormic acidFormic acidFurfuryl alcohol

GGasoleneGlacial acetic acidGlucoseGlycerineGlycolHHeptaneHydrochloric acidHydrobromic acidHydrobromic acidHydrochloric acidHydrochloric acidHydrocyanic acidHydrofluoric acidHydrofluoric acidHydrogen

Concentration

100%sat sol

100%100%20%50%

sat sol.sat solsat solsat. solsat. sol

1 00%100%

1 00%sol

100%100%1 00%

100%40%100%100%

sat sol.sol.

sat. solsat solsat sol

1 00%40%40%50%

98-100%100%

96%sat. sol

100%sol.

100%10%50%100%10%

concentrated10%60%4%

100%

Resistance at20° C 60° C(68 °F) (140°F)

LLLUSSSSSSLSS

SsLSS

SSSU

sssssUsssss

sssss

ssssssssss

UUUULLssss_

sL

LS—LS

SLUU

sssssUS "sssL

LLSSS

USsssssLSS

Medium

Hydrogen peroxideHydrogen peroxideHydrogen sulfide. gaseous

LLactic acidLead acetateMMagnesium carbonateMagnesium chlorideMagnesium hydroxideMagnesium nitrateMaieic acidMercuryMercuric chlorideMercuric cyanideMercuric nitrateMethanolMethylene chlorideMilkMolassesNNickel chlorideNickel nitrateNickel sulfateNicotmic acidNitric acidNitric acidNitric acidNitric acid

oOils and GreaseOleic acidOrthophosphonc acidOrthophosphonc acidOxalic acidOxygenOzonePPetroleumPhenolPhosphorus trichloridePhotographic developerPicric acidPotassium bicarbonatePotassium bisuifatePotassium bisulfidePotassium bromatePotassium bromidePotassium carbonatePotassium chloratePotassium chloridePotassium chromatePotassium cyanidePotassium dichromatePotassium ferncyandidePotassium ferrocyamdePotassium fluondePotassium hydroxidePotassium hydroxidePotassium hypochloridePotassium nitratePotassium orthophosphatePotassium perchloratePotassium permanganatePotassium persulfatePotassium sulfatePotassium sulfitePropionic acidPropionic acidPyndineQQuinol (Hydroqumone)

Concentration

30%90%100%

100%sat. sol

sat solsat solsat solsat solsat sol

100%sat solsat sol

sol100%100%

—cust cone

sat solsat solsat soldii sol

25%50%75%

100%

——

100%50%95%

sat sol100%1 00%

sol100%

cust conesat solsat solsat sol

solsat solsat solsat solsat solsat solsat sol

solsat solsat solsat solsat sol

10%solsol

sat solsat solsat sol

20%sat solsat sol

sol50%1 00%100%

sat sol

Resistance at20° C 60° C(68 °F) (140 °F)

SSs

ss

ssssssssssLss

ssssssuu

ssssssL

ssssssssssssssssssssssssssssssss

s

sus

s—

ssssssssss—ss

sss—suuu

LLsLsLu

LsLs—ssssssssssssssssLssssssssLL

s

Medium Concentration

SSalicylic acidSilver acetateSilver cyanideSilver nitrateSodium benzoateSodium bicarbonateSodium biphosphateSodium bisulfiteSodium bromideSodium carbonateSodium chlorateSodium chlorideSodium cyanideSodium ferncyanideSodium ferrocyamdeSodium fluondeSodium fluondeSodium hydroxideSodium hydroxideSodium hypochloride 15%Sodium nitrateSodium nitnteSodium orthophosphateSodium sulfateSodium sulfideSulfur dioxide drySulfur trioxideSulfunc acidSulfunc acidSulfunc acidSulfunc acidSul furous acid

TTanmc acidTartanc acidThionyl chlorideTolueneTnethylamine

UUreaUnne

wWaterWine vinega r

Wines and iiauors

XXylene

YYeast

zZinc carbonateZinc chlorideZinc ( I I ) chlorideZinc (IV) chlorideZmc oxideZinc sulfate

Specific immersion testingto ascertain the suitability

sat solsat. solsat. solsat solsat solsat solsat sol

solsat solsat solsat solsat solsat solsat solsat. solsat solsat sol

40%sat sol

Resistance at20° C 60CC(68 °F) (140°F)

S SS Ss ss ss ss ss ss ss ss ss ss ss ss ss ss ss ss ss s

act ive chlorine S Ssat sot •sat solsat solsat solsat sol

100%100%10%50%96%

fuming30%

SO!sot

100%100%sol

sol

___

100%

sol

sat solsat solsat solsat solsat solsat sol.

should be

s ss ss ss ss ss su us ss ss uu us s

s ss sL UL US L

s ss s

s ss ss s

L L

s s

s ss ss ss ss ss s

undertakenof chemicals not listed

above with reference to special requirements.

Technical Data

In general, technical specifications for a plasticresin or plastic product can be divided into threeareas:1) Specifications which serve to characterize a givenresin in general, i.e., identify it with regard to otherresins;2) Specifications concerning a resin's processibility.These concentrate on the properties of the materialin the molten state as it is found in processing;3) Specifications concerning application suitability.These give an evaluation of the material's suitabilityin product form under particular stressing modesfound in field conditions (the individual application).

CharacterizationSpecifications such as density and mean molecularweight serve to identify a given polyethylene resin.In addition, they are important as indexes of thematerial's structure; thus any changes in thesevalues will be accompanied by changes in processingand application properties.

ProcessibilityIn processing, the important properties are thoseof the molten resin as it is processed as a meltto product form. The processibility of a thermo-plastic resin is characterized by properties suchas melting point (or melting point range) and meltindex. Further important properties here are thesusceptibility to melt fracture and thermal stability.

H H H H H H H H H H H HI I I I I I I I I I I Ic_c-c—c—c-c—c—c—c—c—c—cI I I I I I I I I I I IH H H H H H H H H H H H

Polyethylene: Chemical Structure

Application SuitabilityA material's suitability is evaluated by comparingthe stress expected in the specific applicationto the properties determined in material testing.Forms of attack to the sheet include:

• physical stressing• aggressive chemicals• ultraviolet degradation• high temperatures• biological attack

An extensive range o1 material properties can beused to evaluate performance under these formsof attack, including:

• strength properties (tensile, flexural, com-pressive, shear, etc )

• deformation and relaxation behavior• chemical resistance• stress crack resistance• weathering resistance• thermal stability• resistance to rodents, termites, root penetration,

and microbiologica attacks.

4.1

Physical Properties

Raw MaterialOne of the standard raw materials used forSchlegel® sheet is high density polyethylene.Lower and medium range resins are also processedby Schlegel Lining Technology, Inc.This high density polyethylene has a relativelyhigh molecular weight and a narrow molecularweight distribution. It contains a 2% carbon blackcomponent as stabilization against UV attack.Plasticizer loss, a problem for many other thermo-plastic materials, is not a problem for Schlegel sheetas HOPE does not contain plasticizers, or otherchemical additives.

This high density polyethylene has a low degreeof crystallinity which accounts for its excellentdeformation and stress crack properties. Its highflexibility is retained at extremely low temperatures.It has the wide chemical resistance spectrum typicalof high density polyethylene resins.This resin is also used in many other industrialapplications requiring high flexibility and tough-ness, including pipeline construction, chemicalprocess components, construction, and food-stuffs packaging.

4.2.1

Sfhlegel

DensityThe density of a polyethylene gives a very exactindication of the degree of crystallinity and thusan index of the mechanical properties, includingthose in aggressive media. For example, an increasein density will be accompanied by an increase intensile strength. On the other hand, the increaseddensity will also cause decreased deformationvalues. Thus the density must be kept within certainlimits to ensure constant product quality. The densityof the base resin for Schlegel® sheet is guaranteedwithin a narrow tolerance range as required formaintenance of constant mechanical properties.Melt Index (MFI)The melt index is primarily a measure of a material'sviscosity in the molten state. It gives the rate ofextrusion of a molten resin through a die of speci-fied length and diameter under prescribed con-ditions of temperature and piston load. It gives anindication of a material's mean molecular weight(chain length) and flow properties.The melt index of the processed sheet materialis not significantly different from the raw material.Spot checks have shown that the sheet melt indexis roughly equal to the raw material melt index,an indication that no thermal damage has occurredduring the production process.Average Molecular WeightThe relative solute viscosity indicates a plastic'smean molecular weight and thus the degree ofpolymerization. Specifications for the HOPE usedfor Schlegel sheet include a mean molecularweight of 150,000. Significant deviations from thismean molecular weight would lead to altered physicalproperties.

density

Density

Typical physical properties of middle- to high-density polyethyleneshown as a function ol density.

4.2.2

Schlegel

Coefficient of Linear Thermal ExpansionThe coefficient of linear thermal expansion isdefined as the fractional change in length over agiven temperature interval. This coefficient varieswith temperature as shown in the illustration.The value given in the Physical Properties Table of2 x 10-4/°C-1 is as measured at 80° C. The averagevalue between -30°C and +30°C as specified inASTM D 696 is 1.2 x 10-V°C-1.Polymeric materials have relatively high coefficientsof thermal expansion as compared to other con-struction materials. This must be kept in mind inplanning design and installation as well as insubsequent operation.

Water AbsorptionWater absorption in polyethylene is relatively lowdue to the extreme differences in polarity betweenthe substances. The U.S. standard for water absorp-tion of plastic materials is ASTM D 570. The waterabsorption of Schlegel® sheet according to thistest procedure is 0.085% for 4 days exposure.This is negligible considering the experimentalerror present in normal analytical testing.

Temperature (T)

Coefficient of linear thermal expansion (a) vs temperature (T).

4.2.3

Surface Hardness (Ball Indentation Hardness)Surface hardness is a measure of a material'sstrength; it does not, however, give an evaluationof behavior under field stressing modes. It issimply a value which can be used to comparevarious materials in a quantitative manner.Notched Impact StrengthThe notched impact strength of a material givesan indication of its deformation behavior undersudden high speed loading. This test is a relativelysimple method of determining a plastic's glasstransition temperature, the temperature belowwhich brittle fracture occurs. For Schlegel® sheet,this temperature is lower than -75° C, the lowesttemperature tested.Tensile PropertiesShort-term one-dimensional tensile testing is asimple, proven method of determining severalimportant properties in order to predict a liner'sfield behavior. The tensile behavior of an HOPEmaterial can be characterized by evaluating thefollowing five properties:

• Elongation at Yield• Yield Strength• Elongation at Break• Ultimate Tensile Stress• Modulus of Elasticity

The tensile properties (in particular the elongationvalues) depend on the cross head speed, specimendimensions, and method of extension measure-ment used in the testing. The accepted U.S. testingstandard (ASTM D 638) provides for several dif-ferent specimen dimensions and cross head speeds.The values given in the specifications correspond toSpecimen Type IV and Speed C in the ASTM standard.In Schlegel's routine quality control testing, theextension is determined over the entire narrowlength of the specimen and must be corrected by afactor of 1.25 or 1.33 (depending on the specimensize) to give the actual local deformation.One tensile property in particular is often usedto describe a material's strength. This is the modulusof elasticity, defined as the slope of the stress-strainplot in the linear (Hookian) zone. The value given inthe specifications is the slope for low stresses, wherea straight line is approximated. These are the loadingconditions almost exclusively encountered in fieldapplications.

4800-

4000-

3200 —————————— I

1\2400-*— ' —————— '

"-1600- 1

800 -4 ——— ———— -

n -J ————————

A_^^

Testir

//

g Method ASTsnment: 23° C.

(73° F)

/

WD63850% re/, hum -

200 400 600 800 1000

Elongation (£) in %

Typical stress-strain curve.

ThicknessThe latest guidelines from the IfBT (Institute forConstruction Technology in Berlin, West Germany)drafted specially for plastic earth basin liners specifypermissible deviations from the nominal thicknessof ±15%.Extensive thickness measurements of Schlegelsheet have shown a typical thickness deviation ofnot more than ±10%.

0 08 09 1.0 1.1 \.2

Typical sheet thickness relative to nominal thickness (tn).

4.2.4

Schlegel

Weathering ResistanceWeathering attack to a polymeric material can bedefined as changes in certain material propertiesdue to the effect of the field environment. In general,two types of attack are prevalent: UV attack andthermal oxidation attack.The resistance to UV attack is determined in theXenon Test 450 according to the German standardDIN 53 387. This is a simulation of sunlight usinga special light source with high ultraviolet com-ponents. At an ambient temperature of 25°C, a blackpanel temperature of 31 °C and a relative humidity of65%, Schlegel® sheet samples showed no changein mechanical properties. This test period corre-sponds to roughly 25 years under middle northernhemisphere climatic conditions.Testing of Schlegel sheet's thermal oxidationresistance at a constant temperature of 50°C givesan extrapolated service life (i.e. exposure periodover which no significant decrease in physicalproperties occurs) of more than 50 years.Combined UV and thermal oxidation resistancetesting (Xenon Test at an ambient temperatureof 80-90°C) resulted in no significant change intensile properties up to the yield point after 10,000

hours. This can be seen by the yield strength vs.exposure time curve in the illustration. Althougha decrease in the elongation at break had occurredover the exposure period, this is not important froman application standpoint as stresses found in fieldconditions are almost exclusively below the yieldpoint.

onga

tion

at B

reak

(t 0

) in

%O

_j

Uj

0-

4UUV

32001c£ 2400&>

Ito* 1600£j,

800

V"!U0at 1

\ _ Tensile Strength (Oy)

"•"•n^•• .

ngationIreak (c&)

~^^

Testing MelhoBlack panel

90° C(

~->^

3 ASTM D63Bemperature94° F)

0 2000 4000 6000

Exposure Time in Hours

8000

Typical tensile strength vs time at high temperature.

4.2.5

Typical Physical Properties of SCHLEGEL® Sheet

Property

Density

Melt Flow Rate

AverageMolecular Weight

Coefficient of LinearThermal Expansion

Water Absorption

Shore D Hardness

Impact ResistanceNotched

Percentage Elongationat Yield

Percentage Elongationat Break

Tensile Stressa1 Yield

Tensile Strengthat Break

Thickness

Symbol

D

F/T

~M

a

A W

H

EJ

'Y

CB

"y

"B

t

Test Method

ASTM D792Method B

ASTMD 1238Condition E

ASTM D2857

ASTM D 696

ASTMD 570

ASTM D 2240

ASTM D 256Method B

ASTM D638Speed CTest Specimen

Type IV

ASTM D374

Value

0.950.95

0.2

1.5x 10-

1.2x10- :

0.085

65

No break

15

800

2.800

3,500

0.10 (2.5

Units

g/cm3

g/10 min

——

°C-'

%/4 days

Shore D

ft. Ib/inchof Notch

%

%

psi

psi

in (mm)

4.2.6

Schlegel Long Term Physical Properties

Time ( T) in Hours

Typical deformation (c) vs time (T) under constant load (a}.

Long Term Physical PropertiesThe long term physical properties of thermo-plastic materials can be tested in two types ofphysical testing:

• creep testing• relaxation testing

Creep BehaviorIn creep testing, a specimen is subjected to aconstant nominal stress and the deformation deter-mined as a function of time. The rate of deformationwill increase for increased stress and/or increasedtest temperature.

1500

900

£ 600

i 500

Time ( Tj in Hours

Typical tensile stress (c) vs time (T) under constant load (a).

Relaxation BehaviorIn relaxation testing, a specimen is subjected to aconstant deformation and the stress is determinedas a function of time. If the deformation is smallenough or the relaxation time long enough, relaxationwill be complete, i.e. the specimen will return to theunstressed state.

Both types of long-term stressing are found in fieldapplications of plastic liners. Although the behaviorof Schlegel" sheet under these types of stressinghas been determined in laboratory testing as shownin the adjacent diagrams, this data cannot be usedfor dimensioning calculations as the exact stresslevels present in field applications are generallynot available.

4.3

Temperature Dependenceof Physical Properties

Elevated temperatures will generally cause reducedstrength and increased elongation values inpolymeric materials.StrengthThe yield strength vs temperature curve is typicalin that the strength decreases with increasingtemperature. The decrease occurs gradually overthe tested temperature range of -40°C to 80°C.Even at 80°C, the value of the yield strength is morethan 25% of the yield strength at 20° C. The yieldstrength at 80° C is nonetheless on the same orderof magnitude as low density polyethylene and othersynthetic liner materials at normal temperatures.DeformationAs can be seen in the elongation at break vstemperature curve shown, the elongation atbreak under uniaxial stress is higher at elevatedtemperatures, as is the case for all thermoplastics.The temperature dependence of the elongationat yield is similar to this function. Of particularinterest for lining applications is the fact that theelongation at break is still extremely high at -40°C.

5000'

4000

Typical yield strength (?») vs temperature (T).

' 3000

JOOO

Test Method ASTM D63B

-40-40

-20-4

032

40104

TV vperature (T)

.-0tie 60140

80176

too °c212 °F

JOOO

, 900

500

a 300

Typical elongation al break (e_) vs temperature (T).

Temperature {T )

4.4

Schlegel

Resistance to Rodents, Termites, RootPenetration and Microbiological Attack

Biological factors can be as dangerous to a syn-thetic liner as other forms of attack. This wouldinclude rodent gnawing, termite attack, fungusgrowth and root penetration.RodentsTesting carried out for a hydraulic engineeringproject showed that the wild rats used in the testingcould not break through an enclosure constructed ofSchlegel® sheet, even if otherwise faced withstarvation.TermitesTermite resistance testing performed by independenttesting laboratories showed favorable results forSchlegel sheet. As in the rodent testing, the animalswere unable to damage the Schlegel sheet specimenbeyond light surface scratches, even with no otherpossible source of nutrition available. The experi-ments were all conducted in a siege situation to death.

Microbiological AttackSoil burial testing conducted by independenttesting laboratories has shown no detectable de-crease in physical properties of Schlegel sheetafter soil exposure. The tests were conducted overperiods of up to two years. The high performanceof the sheet is possible because there are noplasticizers or other migrating materials in Schlegelsheet.Root PenetrationIn root penetration testing on Schlegel sheet,lupines were planted over a sheet specimen andallowed to grow for a six-week period. At the end ofthe test period, no root penetration or indentationhad occurred, although a bitumen slab exposed tothe same conditions was penetrated at numerouspoints by the roots.

4.5

Quality Control

Schlegel® sheet is manufactured to strict qualitycontrol specifications. Comprehensive testingthroughout the entire sequence from raw materialto finished product ensures the high quality stand-ards required in synthetic liner applications.Incoming raw material is tested by both the sup-plier and the Schlegel laboratory to ensure thatspecifications for density, molecular weight, meltindex and percent volatile components are met.Every incoming material lot is tested. Sheet ex-trusion is carefully supervised, with continuousinspection of all key variables including processtemperatures, extruder throughput, manufacturingspeed and sheet thickness.The final stage of quality control is inspection of allextrusion welded joints. This consists of ultrasonicnon-destructive testing of all overlap welds inconjunction with other testing procedures.Various forms of destructive testing are usedon a random sample basis for additional security:weld samples are cut out of the liner and stressedto failure, both directly at the site and in Schlegel'slaboratory. A complete site testing report is filledout by the testing technician, documenting thequality of the installed joint.

4.6

N C

V

ContainmentLiner

Systems\

\

1**

i

III

I

&*

\ A

National Seal Company offers a full line of flexible membrane liners,drainage netting and geotextiles:

National Seal Company recently installed the world's largest flatsheet extruder for making HOPE geomembranes. On our sophis-ticated, computer monitored and controlled extrusion line we areable to produce geomembranes up to 15 feet wide in any thicknessbetween 40 and 100 mils. And, our ±3% typical variation on thick-ness is far superior to the industry standard 10% tolerance.Our geomembranes are made of the highest quality, virgin resinFrom this resin we produce an extremely strong, durable andchemically resistant liner. As a testament to its durability, HOPEgeomembrane is the material of choice for use in hazardous wastedisposal sites.

National Seal Company also manufactures Poly-Net* — a drainagenetting made of the same durable resin as our flexible membraneliner. Because of the identity of the resins used for the geomem-brane and the drainage netting, you will always be assured that thegeomembrane and netting supplied by National Seal Company arechemically compatible.We make Poly-Net by extruding strands of polyethylene into adiamond shaped net. This three dimensional structure has greatstrength and very high transmissivity even under high compressiveloads.

It often happens that a layer of geotextile is added to a design toact as a filter for drainage netting or to act as a protective cushionunderneath or above a geomembrane. Geotextile can effectivelyincrease the puncture resistance of the liner system and can reducethe potential for geomembrane abrasion. The geotextile can alsoact as a pathway for escaping gas. Whenever your application callsfor the use of a geotextile, we can supply you with material manu-factured to the same high standard of quality applicable to allNSC's products.

.. \ * • * \ \ \ « ' » \ !> <

k \ \ '\ '\ \ N '\ 'x '^ ^ 'N' 'V-YYVV ,\ \ \ \ \ V\\\ \-'\'\-\'\'\'YYs; \ '\ \ A \ \ "\ \ \-\'\ \ \ \ \ \ Y|\ \ \ \ \ \ \ \ \ \ \ Y-\ \ v '> V1

RECOMMENDED THICKNESS SPECIFICATIONS

FOR

GEOSYNTHETIC INSTALLATIONS

With our computer controlled flat sheet die extrusion process, weare able to maintain minimum average roll thicknesses in accordancewith your specifications. National Seal Company recommends use ofthe following specifications.

SPECIFIED THICKNESS

MINIMUMAVERAGEROLL VALUE

LOWEST INDIVIDUALTHICKNESSALLOWED

40 mil

60 mil

80 mil

100 mil

40 mil

60 mil

80 mil

100 mil

38 mil

57 mil

76 mil

95 mil

Thickness shall be measured in accordance with ASTM D 751. Theminimum average roll thickness shall be as specified with noindividual thickness measurement on the sheet falling more than 5%below the specified value.

10/89

NSC

NATIONAL SEAL COMPANYROLLSTOCK SPECIFICATIONS

I. RESIN SPECIFICATION:

Each lot of resin will be analyzed by National SealCompany's Laboratory as follows:

SPECIFICATION TEST METHODDensity ASTM D 1505Carbon Black Content ASTM D 1603Melt Flow Index ASTM D 1238Moisture Content

II. SHEET SPECIFICATION;

Gauge ±5%Width 15.0'Carbon Black 2% to 3%Appearance Smooth surface, minimal haze.

III. QUALITY ASSURANCE and TESTING;

1. Sheet appearance will be monitored continuously byproduction personnel and at least once per hour by amember of our Laboratory.

2. Sheet thickness will be continuously monitored byautomatic gauging equipment located on the extruder.

3. Production will hold sheet thickness to within ±3%whenever possible. ±5% is our advertised tolerance.

4. National Seal Company's Laboratory wi 1 perform thefollowing tests every 10,000 pounds of material produced:

SPECIFICATION TEST METHODTensile Properties ASTM D 638Carbon Black Dispersion ASTM I) 3015Thickness ASTM I) 751Dimensional Stability ASTM D 1204

See National Seal Company's Quality Control Manual for a fulllisting of the tests which our Laboratory can perform. Pleasecontact your sales representative for pricing.

10/89

ENVIROSEAL HOPE GEOMEMBRANENational Seal Company's ENVIROSEAL geomembranes are extruded using domestic, virgin, first-quality, highmolecular weight, polyethylene resin and are manufactured specifically for the purpose of containmentin hydraulic structures. The HOPE compound used in ENVIROSEAL geomembranes has been formulatedto be chemically resistant, free of leachable additives and resistant to ultraviolet degradation.

40 MIL PHYSICAL PROPERTIESALL PROPERTIES MEET OR EXCEED NSF STANDARD 54 SPECIFICATIONS FOR HOPE

PROPERTY MINIMUM AVERAGE ROLL VALUES________(unless otherwise indicated)________

THICKNESS, ASTM D 751, NSF Mod., NominalMinimum AverageLowest Individual Reading

DENSITY, ASTM D 1505MELT FLOW INDEX, ASTM D 1238, Cond. E, Max.CARBON BLACK CONTENT, ASTM D 1603CARBON BLACK DISPERSION, ASTM D 3015MINIMUM TENSILE PROPERTIES, ASTM D 638, NSF ModStress at Yield

Stress at Break

Strain at YieldStrain at Break

TEAR RESISTANCE, ASTM D1004

PUNCTURE RESISTANCE, FTMS 101, 2065

BRITTLENESS TEMP, ASTM D 746 B, PassESCR, ASTM D 1693, NSF Mod., PassDIMENSIONAL STABILITY, ASTM D1204, NSF Mod, Max.

EnglishUnits Valuemils 40.0mils 38.8mils 38.0

Metric

percentrating

psippipsiPP'

percentpercent

ppiIbsppiIbs°F

hourspercent

2 to 3A1 orA2

220088

380015213

60070028

130052

-10315002.0

Unitsmmmmmm

g/cm3

g/10 minpercentrating

MPakg/cm

MPakg/cmpercentpercentkg/cm

kgkg/cm

kg°c

hourspercent

Value1.0160.9860.9650.941.0

2 to 3A1 orA2

15.215.826.227.213

60012512.723323.6-75

15002.0

NATIONAL SEAL SEAMING PROPERTIES(All NSC seams will demonstrate a Film Tearing Bond in Peel and Shear)

SHEAR STRENGTH, ASTM D 4437, NSF Mod.

PEEL ADHESION, ASTM D 4437, NSF Mod.(hot wedge fusion weld)PEEL ADHESION,-ASTM D 4437, NSF Mod.(fillet extrusion weld)

psiPP'psiPPipsiPPi

200080

150060

130052

MPakg/cmMPa

kg/cmMPa

kg/cm

A1089

13.814.310.310.78.979.31

NSC NATIONAL SEAL COMPANY

Farnsworth Center1245 Corporate Blvd. • Suite 300Aurora, Illinois 60504800-323-3820 • 708-820-5174FAX: 708-898-2567

ENVIROSEAL HOPE GEOMEMBRANEThe following data is provided for informational purposes only and is not intended as a specification, warrantyor guarantee. National Seal Company does not generally perform conformance testing for these properties.

40 MIL CHARACTERISTICS

PROPERTY MINIMUM AVERAGE ROLL VALUES________(unless otherwise indicated)________

EnglishUnits Value

MetricUnits Value

MODULUS OF ELASTICITY, ASTM D 882 psi 80,000 MPa 552HYDROSTATIC RESISTANCE, ASTM D 751 A psi 300 MPa 2.07COEF. LINEAR THERMAL EXPANSION, Nominal /°F 6.7 X10'5 /°C 1.2X10'4

SOIL BURIAL RESISTANCE, NSF 54, Max. Change percent 10 percent 10OIT, 200°C, 1 atm 02, Al pan minutes 100 sec 6,000TENSILE IMPACT, ASTM D 1822 ft Ibs/in2 238 kJ/m2 500VOLATILE LOSS, ASTM D1203A, Max. percent 0.1 percent 0.1OZONE RESISTANCE, ASTM D 1149, 168 hrs,100 pphm No Cracks No CracksWATER VAPOR TRANSMISSION, ASTM E 96, Max. g/hrm2 0.008

STANDARD ROLL DIMENSIONS TYPICAL ROLL VALUES

EnglishUnits Value

MetricUnits Value

WEIGHT Ibs 5,000WIDTH ft 15.0LENGTH ft 1,670AREA ft2 25,050

*VALUES ARE APPROXIMATECUSTOM ROLL SIZES AND HALF SIZE ROLLS ARE AVAILABLESHEET IS ROLLED ON 12" DIAMETER CORES

kgmmm2

2,2704.57509

2,327

A1089

NSC NATIONAL SEAL COMPANY

Farnsworth C«nter1245 Corporate Blvd. • Suite 300Aurora, Illinc s 60504800-323-3820 • 708-820-5174FAX: 708-898-2567

The advanced technology lining system.

•jo-1"3Jy -^3Sun-?

Mo'st extensive warranty in t^i^m^aKi&

Pnefniatenals manufactured 3n22%*ss|am)iBSsrtthc: *:-^:*^- ••--••-'- .-,- ; ;:;«:*Sia$iSSft*?si

^\vte

ATJ^O^u*WfSsj-Wir^-j

^S^2*«*mT

•.'.-..,:-••- v 3,-,.--, •-.(••».»,';«••-:, •vaaSBBEJssSSSfSiS^ > - - . - • .,»--:•-- . , - , - : - . - •. -r^ssswsws^VfSJMSassSSKSassBsp'wth-no factory searns for .": ^?^s^ • --<iundieiJning Systefjslnpffiia ifi pfpase of installation and rngiximum ii KlPlig?'-*** '"• ;: : «ii*- »s-s«:S*si «spiiner integrity. In addition'|p;Jiner ^^pSfef*^tejnaterials;-Gundle?;salso|offers -w|Kpg|l

PCuhdnet drainage,media ;and ^jj&ijjjj^^^XBundfab geotextile for various "!*jS| 340 ERichey RoadleachateaDDlications. • -•• f; iiSHHouston,Texas77073 Telex:4620281 GundlejHou %tfi'i®|

:: •.- ,.-,.-.- , T! r . .. . ' ^ > - / ' - v '^S.Zkl a 'A'"' <:'- • ' Cov-r7<fl\O-7C_e/\in''; :;:". -< r ^?*":JV;^^5??^

A CUFCtnt— Company

: Phone: (

Gundle Lining Systems Inc

rnGUNDLINE1 HD is a high quality formulation of High Density Polyethylene containing approximately97.5% polymer and 2.5% of carbon black, anti-oxidants and heat stabilizers. The product was designedspecifically for exposed conditions. It contains no additives or fillers which can leach out and causeembrittlement over time.

GUNDLINE HD SPECIFICATIONSPROPERTY TEST METHOD GAUGE (NOMINAL)

20 mil 30 mil( 05mm) (075mm)

40 mil(1 Omm)

50 mil(t 25mm)

60 mil(1.5mm)

80 mil 100 mil(20t rn | (25mm)

120 mil 140 mil( 3 0 m m ) (3.5mm)

Density (g/cc) (Minimum) ASTM D1505 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94Melt Flow Index(g/10 min.)(Max.)

ASTM D1238Condition E(190°C, 2.16kg.)

0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3

Minimum Tensile Properties ASTM D638 Type IV(Each direction) Dumb-bell at 2 ipm.1. Tensile Strength at Break

(Pounds/inch width)2. Tensile Strength at Yield

(Pounds/inch width)3. Elongation at Break

(Percent)4. Elongation at Yield

(Percent)

80

50

700

13

120

70

700

13

160

95

700

13

200

115

700

13

240

140

700

13

320

190

700

13

400

240

700

13

480

290

700

13

560

340

700

13

5. Modulus of Elasticity(Pounds per squareinchx 10s)

Tear Resistance Initiation(Min. Ibs.)Low Temperature/Brittleness(°F)Dimensional Stability(Each direction,% change max.)Volatile Loss (Max. %)Resistance to Soil Burial(Maximum percent changein original value)Tensile Strength at Breakand YieldElongation at Breakand YieldOzone Resistance

Environmental Stress Crack(Minimum hours)Puncture Resistance(Pounds)Water Absorption(Max. % wt. change)Hydrostatic Resistance(Pounds/square inch)Coefficient of LinearThermal Expansion(x 10-'cmT) NominalMoisture VaporTransmission (g/m! • day)Thermal StabilityOxidative Induction Time(OIT) (minutes, minimum)

ASTM D882

ASTM D 1004 Die C

ASTM D746 Procedure B

ASTM D1204212°F1 hr.

ASTM D1 203 Method AASTM D3083 usingASTM D638 Type IVDumb-bell at 2 ipm.% Change

% Change

ASTM D1 149 7 days100ppm, 104°FMagnificationASTM D1693'(10%lgepal, 50°C)FTMS101BMethod 2065ASTM D570

ASTM D751 Method AProcedure IASTM D696

ASTM E96

ASTM D3895130°C, 800psi02

1.1

15

-112

±2

0.1

±5

±10

Nocracks7x

1500

26

0.1

160

1.2

0.06

2000

1.1

22

-112

±2

0.1

±5

±10

Nocracks7x1500

40

0.1

240

1.2

0.05

2000

1.1

30

-112

±2

0.1

±5

±10

Nocracks7x1500

52

0.1

315

1.2

0.04

2000

1.1

37

-112

±2

0.1

±5

±10

Nocracks7x1500

65

0.1

402

1.2

0035

2000

1.1

45

-112

±2

0.1

±5

±10

Nocracks7x1500

80

0.1

490

1.2

0.03

2000

1.1

60

- V 2

_+. '>

0.1

•+• S

±1C

Nocracxs

7x150C

11(1

0.1

65CI

1.2

o.c.;1

200:)

1.1

75

-112

±2

0.1

±5

±10

Nocracks7x1500

140

0.1

810

1.2

0.01

2000

1.1

90

-112

±2

0.1

±5

±10

Nocracks7x1500

160

0.1

970

1.2

0.007

2000

1.1

105

-112

±2

0.1

±5

±10

Nocracks7x1500

180

0.1

1130

1.2

0.005

2000

'Note: Testing longer than 1500 hours is unnecessary because after 1500 hours polyethylene relaxes in the bent condition of the test.

•PRODUCT DESCRIPTION

JOINING SYSTEMSCritical to the success of any flexible membrane liner is the joining system. Gundle's patented ExtrusionWelding System is used to join individual panels of GUNDLINE* HD. Request your copy of the GundleExtrusion Welding bulletin for complete details.

CHEMICAL RESISTANCE

GUNDLINE HD Is resistant to a wide range of chemicals including acids, alkalis, salts, alcohols,amines, oils, and other hydrocarbons. Since combinations of chemicals of different concentrationsand temperatures have different characteristics, consult Gundle for specific application details.Write for Gundle's chemical compatibility information.

SUPPLY SPECIFICATIONS

The following describes standard roll dimensions for GUNDLINE HD.

THICKNESS WIDTH LENGTH AREA ROLL WEIGHT

mil203040506080

100120140

mm0.50.751.01.251.52.02.53.03.5

ft22.522.522.522.522.522.522.522.522.5

m6.866.866.866.866.866.866.866.866.86

ft1250840650500420320250210180

m38125619815212898766455

ft2

28,12518,90014,62511,2509,4507,2005,6254,7254,050

mz

2613175613591043878670522439377

Ib280028002800280028002800280028002800

kg127212721272127212721272127212721272

GUNDLINE HD is rolled on 6" I.D. hollow cores.Each roll is provided with 2 slings to aid handling on site.Dimensions and weights are approximate. Custom lengths available on request.

Gundle Lining Systems Inc

Gundle Lining Systems Inc19103 Gundle RoadHouston, Texas 77073U.S.A.

Phone: (713) 443-8564Toll Free: (800) 435-2008Telex: 4620281 Gundle HouFax: (713) 875-6010

These specifications are offered as a guidefor consideration to assist engineers withtheir specifications; however, Gundleassumes no liability in connection witfi theuse of this information.

^Gundle Lining Systems Inc. 8/88 zocssas Printed in the U.S.A.

Gundline HD High Density Polyethylene NSF ListedGundline-HD is a high quality formulation of

High Density Polyethylene containingapproximately 97.5% polymer and 2.5% of carbonblack, anti-oxidents and heat stabilizers. Theproduct was designed specifically for exposedconditions. It contains no additives or fillers whichcan erode the product over time.

SUPPLY SPECIFICATION The following describes

CHEMICAL RESISTANCE Gundline-HD isresistant to a wide range of chemicals includingacids, alkalis, salts, alcohols, amines, oils, andhydrocarbons. Since combinations of chemicals ofdifferent concentrations and temperatures havedifferent characteristics, consult Gundle forspecific application details. Write for Gundle'schemical compatibility information,

standard roll dimensions for Gundline-HD.

JOINING SYSTEMS Critical to the success ofany flexile membrane liner is the joining system.Gundle's patented Extrusion Welding System isused to jri n individual panels of Gundline-HD.Request -our copy of the Gundle ExtrusionWelding imlletm for complete details.

THICKNESSmil mm20 0 530 0 7540 1 060 1 580 20

100 2 5

WIDTHf t .

2252 2 522.522 52 2 522 5

m.6 7 56 7 56 7 56.756 75675

LENGTHft.

1250840650420320250

m.38125619812810076

AREAf t ?

28.12518,90014,6259,4507,1455,582

T '

;si317561359378664519

ROLL WEIGHTIb

280028002800280028002800

kg127212721272127212721272

Driline Polyolefin CopolymerCHEMICAL RESISTANCE Driline is resistant to

a wide range of chemicals including acids, alkalis,salts, alcohols, amines, oils, and hydrocarbons.Since combinations of chemicals of differentconcentrations and temperatures have differentcharacteristics, consult Gundle for specificapplication details. Write for Gundle's chemicalcompatibility information.

SUPPLY SPECIFICATION The following describes standard roll dimensions for Driline.

Driline is a high quality polyolefin copolymerparticularly suited for landfill lining, caps, andburied lining applications

Since Gundle Driline contains no plasticizers orvolatile additives that may migrate out over time, itoffers extended life in buried applications.

JOINING SYSTEM Critical to the success ofany flexil) >: membrane liner is the joining system.Gundle's patented Extrusion Welding System isused to jo; i individual panels of Driline. In additionto Extrusicn Welding, Hot Wedge and othermethods nay be used.

THICKNESSmil. mm20 0.530 075

WIDTH

2 2 522.5

m.6.756 7 5

LENGTHft. m.

1250 381840 256

f t ?

28,12518,900

AREA

'56

ROLL WEIGHTIb. kg.

2800 12722800 1272

Hyperlastic High Performance Polyolefin CopolymerHyperlastic is a high performance polyolefin

copolymer with exceptional elastic properties,making it ideal for buried lining applications.

Since Gundle Hyperlastic contains noplasticizers or volatile additives that may migrateout over time, it offers extended life in buriedapplications.

SUPPLY SPECIFICATION The following descri

CHEMICAL RESISTANCE Hyperlastic isresistant to a wide range of chemicals includingacids, alkalis, salts, alcohols, amines, oils, andhydrocarbons. Since combinations of chemicals ofdifferent concentrations and temperatures havedifferent characteristics, consult Gundle forspecific application details. Write tor Gundle'schemical compatibility information.

bes standard roll dimensions for Hyperlastic,

JOINING SYSTEM Critical to the success ofany flexible membrane liner is the joining system.Gundle's pitented Extrusion Welding System isused to jo n individual panels of Hyperlastic. Inaddition t; Extrusion Welding, other methods ofjoining used are: Adhesive, HF Electronic Weldingand Mechanical joints.

THICKNESSmil mm20 0.530 0 7540 1.0

WIDTHn.262423

m.7.937.327.01

LENGTHft.

600425350

m.183130107

AREAft.2

15.60010.2008,050

11. ?•-.51

<I52,'50

ROLL WEIGHTIb.

150015001500

kg607607607

Gundnet High Density Polyethylene NettingGundnet drainage netting can be used wherever

drainage of fluids is required. Gundnet is con-structed of two sets of HOPE strands which aresuperposed in such a way that a fluid can be easilyconveyed along the plane of the net.

Gundnet drainage netting is a high densitypolyethylene product which offers all the advan-tages of HOPE in waste containment, including:superior resistance to a wide variety of chemicals;excellent durability over time and high tensilestrength.

CHEMICAL RESISTANCE Gundnet offers thesame resistance to chemicals as Gundline-HD.Please refer to above.

TRANSMISSIVITY The property which is gen-erally of most interest when comparing differentdrainage layers is the flow rate of fluids through thedrainage medium. This is referred to as hydraulictransmissivity.

One layer of Gundnet exceeds the hydraulictransmissivity of a 0.3m (12 inches) conventionalsand and/or gravel drainage layer.

INSTALLATION Gundnet is unrolled and placedby hand to form a blanket for drainage where re-quired. Gurdnet rolls are of sizes and weightswhich do no: require heavy equipment for installa-tion, thereby reducing the risk of puncturing theunderlying iieomembrane.

Gundnet suct ions may be joined together bytying adjac: nt or overlying rolls together with con-ventional c.;Me ties as used in the electronicsindustry.

SUPPLY SPECIFICATION The following describes standard roll dimensions for Gundnet.

Gundnet

G1G2G3

THICKNESSmil210210168

mm5 05 04 0

WIDTHn.

4.796565.35

m.1 462.001 63

LENGTHft

65682 082 0

m202525

ARE"ft.2

314.25379438.7

m ?

29 250 040.8

ROLL WEIGHTIb.

5 0 78 2 761 7

kg23037 528 0

In order to provide a guide for engineers seekingsuitable plastic membranes for lining applications,this resistance guide has been tabulated from in-formation both obtained from our own labora-tories, as well as from a variety of other sources.

Our range of plastics are primarily inert, partic-ularly stable, ant) contain no plasticizers. Theyexhibit a resistance to a wide range of chemicals.Chemical resistance refers to the liners' ability towithstand two main kinds of attack by chemicals.The one is their resistance to chemical attack and

the other relates to their resistance to absorptionand swelling and consequent weakening.

It is important to note that mixtures of chemicalsdo not necessarily have the same effect or lack ofeffect on a plastic than do each of the individualcomponents. Chemical attack can be influenced bytemperature, contact time, concentration andcomposition. It is recommended that immersiontests tie carried out at the design stage of theproject in order to confirm the suitability of thetype of membrane selected.

02770/GUNBuyLine 4782

GUNDLINE * HD

CHEMICAL RESISTANCE RATING GUIDE - DATA BASED ON IMMERSION AT 25°C (77°F)O — No effectM — Moderate effectS — Severe eHect

WATERDistilled Water .....................Sea Water — Atlantic ..........Sea Water — Pacific ...........

INORGANIC ACIDSBoric Acid (10%) ..................Chlorosulphonic Acid (10%)Chromic Acid (10%) ............Chromic Acids (Cone.) ........Hydrochloric Acid (10%) ......Hydrochloric Acid (Cone.) ....Hydrofluoric Acid (Cone.) ....Nitric Acid (10%) ..................Phosphoric Acid (Cone.) ......Sulphuric Acid (10%) ...........Sulphuric Acid (Cone.) .........

INORGANIC BASESAmmonium Hydroxide (10%)Ammonium Hydroxide (Cone.)Barium Hydroxide (Cone.) ...Calcium Hydroxide (10%) ....Potassium Hydroxide (10%)Sodium Hydroxide (10%) ....Sodium Hydroxide (Cone ) ..

INORGANIC SALTS w. sowon)Aluminum Chloride ..............Aluminum Sulphate ............Ammonium Chloride ............Ammonium Nitrate ...............Ammonium Phosphate ........Barium Chloride ...................

Calcium Hypochlorite ..........Cupric Chloride ....................

Ferric Chloride .....................Ferric Nitrate ........................Ferrous Sulphate .................Magnesium Chloride ...........Magnesium Sulphate ...........Nickel Sulphate ...................Potassium Chloride .............Potassium Permangenate ...Potassium Bisulphite ...........Potassium Dichromate ........Sodium Borate (Borax) ........Sodium Bicarbonate ............Sodium Chloride ..................Zinc Chloride .......................Zinc Nitrate ... . . . . . . . . . . . . . . . . . . . . . . .Sodium Chloride - Saturated

ORGANIC ACIDSAcetic Acid (10%) ................Acetic Acid (Glacial) ............Chloracetic Acid (10%) ........

O

OOO

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0Mo

OLz

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ooo

Citric Acid (10%) ...............Formic Acid (10%) ............Lactic Acid (10%) .............Oleic Acid (100%) .............Oxalic Acid (10%) .............Phenol (10%) ....................Phenol (100%) ..................Picric Acid (10%) ..............Stearic Acid (100%) ..........Tannic Acid (10%) ............Tartaric Acid (10%) ....... .

ALCOHOLSBenzyl Alcohol ..................Ethyl Alcohol ....................

Methyl Alcohol ..................

Methyl Ethyl Ke)one .........Methyl Isobutyl Ketone .....Glycerol ............................

ALDEHYDESBenzaldehyde ...................Butraldehyde ....................

AMINESAniline ...............................

ESTERS

Dibutyl Sebacate ..............Dioctyl Phthalate ..............Ethyl Acetate ....................Tricresyl Phosphate ..........

ETHERS

Diethylene GlycolMonobutyl Ether ............

Ethyl Ether ........................Ethylene Glycol

Monoethyl Ether ............

HYDROCARBONSBenzene ...........................Cyclohexane .....................Ethylbenzene ....................

Hexane .............................Napthalene .......................Toluene ... . . . . . . . . . . . . . . . . . . . . . . . . .

HALOGENATEDHYDROCARBONSBenzyl Chloride ................Bromobenzene .. . . . . . . . . . . . . . . .Carbon Tetrachloride ........

>Is!••

.. io... [0... [o... |o

to... to

1°1°i

fefto0o'0oo1

;0. O. '0

. OO

.. OOOO. o

M

MM

.. M

. Mo

. MM

. M

. OM

.. M

. SSM

Uto ii

0 ,00 :o0 ;0*S IS:o 'oM JM« So |oPO !OO -Oo Io. • .s fsM IOM JOM OO 0M SS S0 0O OO O

S SS SS S

s sM S

S SM SM SM SM S

S S

S SS S

S S

S SS SS Ss ss ss ss ss s

s ss ss s

Ethylene Dichloride .............

OTHER SUBSTITUTEDHYDROCARBONSCarbon Disulphide ...............Nitrobenzene .......................

KETONES

DETERGENTS & OTHERCLEANING PRODUCTSCa!gonite(1%) .....................Chlorox (1%) .......................Chlorox (Cone.) ...................Joy (1%) ..............................Joy (Cone.) . . . . . . . . . . . . . . . . . . . . . . . . . .Lestoil(l%) . . . . . . . . . . . . . . . . . . . . . . . . .Lux Flakes (1%) ..................Rinse Dry (1%) ....................Rinse Dry (Cone.) .. . . . . . . . . . . . . . .Tide(i%) .............................

NATURAL FATS & OILSButter ...................................Castor Oil . . . . . . . . . . . . . . . . . . . . . . . . . . . .Cottonseed Oil . . . . . . . . . . . . . . . . . . . . .Lard .....................................

Olive Oil ...............................White Mineral Oil .................

OILS & FUELSA.S.T.M. No. 1 Oil ...............A.S.T.M. No. 2 Oil ...............A.S.T.M. No. 3 Oil ...............A.S.T.M. Fuel A .. . . . . . . . . . . . . . . . . .A.S.T.M. FuelB .. . . . . . . . . . . . . . . . . .A.S.T.M. Fuel C ...................Heating Fuel Oil ...................Jet Aircraft Engine Oil ..........

HYDRAULIC FLUIDSOromte8200 ... . . . . . . . . . . . . . . . . . . . . .Pydraul F.9 ..........................Pydraul 60 ...........................Skydrol ................................Skydrol 500 .........................

MISCELLANEOUSGelatine (sat. sol'n) . . . . . . . . . . . . .Glucose (sat. sol'n) .. . . . . . . . . . . . .Tincture of Iodine .................Prestone antifreeze .... . . . . . . . .Dowgard antifreeze .............

O

ks'Rt

in

ioE

;O:0O0OO0OOO

OOO0O0O

OOooooo0

MMMMM

OO

OO

O

1

U,s'*.

fsffi

r.

oood

o"

o0ooo

• o0o00oo

ssssssss

sssRfi

oos0o

CL

jz

^itr'

Lp

oo

oo

o""

"

0o00o

ssRftss

ssssssss

sssRR

| O

O2

OO

The information and recommendations contained inthis bulletin are based on data which we believe arereliable but all such information and recommenda-tions are given wifhout guarantee or warranty

LITHO IN U.S A 8 85

APPENDIX B

Soil Borrow Laboratory Data

Grain Size Distribution

PARTICLE SIZE DISTRIBUTION ASTM D-421 AND 422US STANDARD SIEVE OPENING SIZES

6" 3" 1 .5".75'.'375" 4 1O 2O 4O 6O1 OO 2OOI UU

go

so%

7OP

A 50

SS 50

I

N 40

G

20

1 O

o

X,V~\\

t - —— i- • i— — i— •

\

\

\

\

\

V100 10 1.0 o.r 0.01 0.001Grain size in Millimeters

COBBLEScoarse fine c med fine

GRAVEL SAND SILT CLAY: , . . . . . . . . . . . . . . . . . . j . . . . . . . . . . . . . . . . . . j

SAMPLE IDTownsendSand

W%4.0

LLNP

PLNP

PINP

OtherGs=2.74

DESCRIPTIONModerate yellowish brownm-f SAND, some f gravel,trace silt (SP)

Sample Type: Bulk Date Tested: 5/24/90 USDA: Very Gravelly Sand

ISRT/WOBURN/MA

893-6255.10

GOLDER ASSOCIATES INC.Consulting Engineers

PARTICLE SIZE DISTRIBUTION ASTM D-421 AND 422US STANDARD SIEVE OPENING SIZES

PASSING

100

go

so

70

6O

50

4O

3O

2O

10

O

6" 3" 1 .5".75'.'375" 4-—I——i—I———I———I—

1O 2O 4O 6O1OO2OO\———H———I——I——I——i—I——

100 10 1.0 0.1Grain size in Millimeters

0.01 0.001

COBBLEScoarse fine

GRAVELc med fine

SAND SILT CLAY

SAMPLE IDAshburnhamSand

W%2.9

LLNP

PLNP

PINP

OtherGs=2.70

DESCRIPTIONModerate yellowish brownm-f SAND.trace silt (SP)

Sample Type: Bulk Date Tested: 5/24/90 USDA: Sand

ISRT/WOBURN/MA

893-6255.10

COLDER ASSOCIATES INC.Consulting Engineers

I

o/o

pASS\NG

1OO r—

90

8O

7O

6O

50

40

30

2O

1 O

PARTICLE SIZE DISTRIBUTION ASTM D-421 AND 422US STANDARD SIEVE OPENING SIZES

6" 3" 1.5".75'.'375" 4—I——i—I———I———I———H———I-

1O 2O 4O 6O1OO2OO—I———rffl ii——I——I—r-+-

100 10 1.0 0.1Grain size in Millimeters

0.01 0.001

COBBLEScoarse fine

GRAVELc med fine

SAND SILT CLAY

SAMPLE IDWinchendonSand

W%7.0

LLNP

PLNP

PINP

OtherGs=2.75

DESCRIPTIONGrayish orangef SAND.some silt (SM)

Sample Type: Bulk Date Tested: 5/24/90 USDA: Sand

ISRT/WOBURN/MA

893-6255.10

COLDER ASSOCIATES INC.Consulting Engineers

PARTICLE SIZE DISTRIBUTION ASTM D-421 AND 422US STANDARD SIEVE OPENING SIZES

6" 3" 1.5".75'.'375" 4 1O 2O 4O 6O1OO ZOO

P

ASSING

uu

90

SO

7O

6O

5O

40

3O

2O

1 O

0

N\\

±,\V^

100 10 1.0 0.1 0.01 0.001Grain size in Millimeters

COBBLEScoarse fine c med fine

GRAVEL SAND SILT CLAY

SAMPLE IDHubbardstonSand

W%3.2

LLNP

PLNP

PINP

OtherGs=2.75

DESCRIPTIONDark yellowish orangec-f SAND, trace f gravel,trace silt (SP)

Sample Type: Bulk Date Tested: 5/24/90 USDA: Gravelly Sand

ISRT/WOBURN/MA

893-6255.10

GOLDER ASSOCIATES INC.Consulting Engineers

PARTICLE SIZE DISTRIBUTION ASTM D-421 AND 422

pASSING

100

go

50

7O

eo

so

40

3O

20

10

o

US STANDARD SIEVE OPENING SIZES6" 3" 1.5".75'.'375" 4 1O 2O 4O6O1OO2OOH—i—i——a^—i——it——i——

100 10 1.0 0.1Grain size in Millimeters

0.01 0.001

COBBLESSAMPLE ID

HubbardstonSand/Gravel

coarse fineGRAVEL

W%6.6

LLNP

f\

PLNP

med fineSAND SILT

PINP

OtherGs-2.82

CLAY

DESCRIPTIONModerate yellowish brownm-f SAND, little c-f gravellittle silt (SP-SM)

Sample Type: Bulk Date Tested: 5/24/90 USDA: Very Gravelly Sand

ISRT/WOBURN/MA

893-6255.10

GOLDER ASSOCIATES INC.Consulting Engineers

P

ASSING

100

go

5O

7O

SO

50

4O

3O

2O

10

O

PARTICLE SIZE DISTRIBUTION ASTM D-421 AND 422US STANDARD SIEVE OPENING SIZES

6" 3" 1 .5".75'.'375" 4-—I——i IB^ I———I———H———I-

1O 2O 4O 6O1OO2OOH———H———I——I——I——i—I——

100 10 1.0 0.1Grain size in Millimeters

0.01 0.001

COBBLEScoarse fine

GRAVELc med fine

SAND SILT CLAY

SAMPLE IDQUINN PERKINSPREPARED GRA

W%5.6

VEL

LLNP

PLNP

PINP

OtherGs.=2.81

DESCRIPTIONDark yellowish brownm-f SAND, some c-f gravel,little silt (SP-SM)

Sample Type: BULK Date Tested: 7/21/90 USDA: Very Gravelly loamy sand

ISRT/WOBURN/MA

893-6255

GOLDER ASSOCIATES INC.Consulting Engineers

PARTICLE SIZE DISTRIBUTION ASTM D-421 AND 422US STANDARD SIEVE OPENING SIZES

6" 3" 1.5".75'.'375" 4 1O 2O 4O6O1OO2OOI UU

90

o/o

7OP

A 60

SS 50

I

NG

20

10

o

\\\\\

\\\Vj

— I —— ,, ——————

-Q100 10 1.0 0.1 0.01 0.001

Grain size in Millimeters

COBBLEScoarse fine c med fine

GRAVEL SAND SILT CLAY

SAMPLE IDQuinn PerkinsConcrete Sand

W%2.2

LLNP

PLNP

PINP

OtherGs=2.85

DESCRIPTIONDark yellowish orangec-f SAND.trace silttrace gravel (SW)

Sample Type: Bulk Date Tested: 7/21/90 USDA: Very Gravelly Sand

ISRT/WOBURN/MA

893-6255.10

GOLDER ASSOCIATES INC.Consulting Engineers

pASSING

100

90

5O

7O

6O

5O

4O

3O

2O

1O

O

PARTICLE SIZE DISTRIBUTION ASTM D-421 AND 422US STANDARD SIEVE OPENING SIZES

6" 3" 1.5".75V375" 4 1O 2O 4O 6O1 OO ZOO-I- H————h -ffl- I———I———h

100 10 1.0 0.Grain size in Millimeters

0.01 0.001

COBBLEScoarse fine

GRAVELc med fine

SAND SILT CLAYSAMPLE ID

Quinn Perkins3/8 Stone

W%1.0

LL PL PI Other DESCRIPTIONGrey.multicoloredf GRAVEL.Iittle c sand,trace silt (GP)

Sample Type: Bulk Date Tested: 7/21/90 USDA: Extremely Gravelly Sand

ISRT/WOBURN/MA

893-6255.10

GOLDER ASSOCIATES INC.Consulting Engineers

PARTICLE SIZE DISTRIBUTION ASTM D-421 AND 422US STANDARD SIEVE OPENING SIZES

6" 3" 1.5".75'.'375" 4 1O 2O 4O 6O1 OO 2OOI UU

go

so%

7OP

A 60

SS 50

I

NG

20

10

o=l

* — a ——— ,, ——— 1-7 —— . ——— ,100 10 1.0 0.1 0.01 0.001

Grain size in Millimeters

COBBLEScoarse fine c med fine

GRAVEL SAND SILT CLAY

SAMPLE IDQuinn Perkins3/4" Stone

W%0.1

LL PL PI Other DESCRIPTIONMulti-colored (grays.whites)c-f GRAVEL.trace sand,trace silt (GP)

Sample Type: Bulk Date Tested: 7/21/90 USDA: Extremely Gravelly Sand

ISRT/WOBURN/MA

893-6255.10

GOLDER ASSOCIATES INC.Consulting Engineers

PARTICLE SIZE DISTRIBUTION ASTM D-421 AND 422US STANDARD SIEVE OPENING SIZES

P

A

ssING

1 OO

go

so

7O

6O

5O

4O

3O

2O

1O

O

6" 3" 1.5".75'.'375" 4—i—i—i——i——at—rf——i-

1O 2O 4O 6O1OO2OOH———H———I——I——I——r—I——

V100 10 1.0 0.1

Grain size in Millimeters0.01 0.001

COBBLESSAMPLE ID

BillericaTopsoil

coarse fineGRAVEL

W%30.3

LLNP

c medSAND

PLNP

PINP

fineSILT CLAY

OtherGs=2.63

DESCRIPTIONDusky yellowish brownm-f SAND, some silt,little f gravel (SM)

Sample Type: BULK Date Tested: 5/24/90 USDA: Very Gravelly Sandy Loam

ISRT/WOBURN/MA

893-6255.10

GOLDER ASSOCIATES INC.Consulting Engineers

PARTICLE SIZE DISTRIBUTION ASTM D-421 AND 422US STANDARD SIEVE OPENING SIZES

PASSING

100

9O

8O

7O

60

5O

4O

30

2O

1 O

O

6" 3" 1 .5".75'.'375" 4H——r—I————I———B———H————h-

1O 2O 4O 6O1OO2OO———I——I——I

X

100 10 1.0 0.1Grain size in Millimeters

0.01 0.001

COBBLES

SAMPLE IDHubbardstonTopsoil

coarse fineGRAVEL

W%22.0

LLNP

c medSAND

PLNP

PINP

fine

OtherGs=2.66

SILT CLAY

DESCRIPTIONDusky yellowish brownc-f SAND.some silt,some f gravel (SM)

Sample Type: BULK Date Tested: 5/24/90 USDA: Very Gravelly Sandy Loam

ISRT/WOBURN/MA

893-6255.10

GOLDER ASSOCIATES INC.Consulting Engineers

PARTICLE SIZE DISTRIBUTION ASTM D-421 AND 422US STANDARD SIEVE OPENING SIZES

6" 3" 1.5".75'.'375" 4- 1O 2O 4O 6O1OO2OOI UU

go

o/o

7OP

A 60

SS 50

IN 40

G

20

10

o

"^x

\\\

\\

V\

X'Nsi" -

100 10 1.0 0.1 0.01 0.001Grain size in Millimeters

COBBLEScoarse fine c med fine

GRAVEL SAND SILT CLAY

SAMPLE IDKane PerkinsLoam TopsoilScreened

W%16.8

LLNP

PLNP

PINP

Other DESCRIPTIONMedium to dark brown blackm-f SAND and SILT,little gravel (SM)

Sample Type: Bulk Date Tested: 7/21/90 USDA: Gravelly Sandy Loam

ISRT/WOBURN/MA

893-6255.10

GOLDER ASSOCIATES INC.Consulting Engineers

PARTICLE SIZE DISTRIBUTION ASTM D-421 AND 422US STANDARD SIEVE OPENING SIZES

P

ASSING

100

go

so

7O

6O

1O 2O 4O 6O1OO2OO———I——I

6" 3" 1.5".75'.'375" 4

100 10 1.0 0.1Grain size in Millimeters

0.01 0.001

COBBLESSAMPLE ID

KP LOAMUnscreened#1

coarse fineGRAVEL

W%15.4

LLNP

c med fineSAND

PLNP

PINP

Other

SILT CLAY

DESCRIPTIONDark yellowish brownm-f SAND and c-f GRAVELsome silt (SM)

Sample Type: BULK Date Tested: 8/16/90 USDA: Extremely Gravelly Sandy Loam

ISRT/WOBURN/MA

893-6255.10

GOLDER ASSOCIATES INC.Consulting Engineers

pASSING

PARTICLE SIZE DISTRIBUTION ASTM D-421 AND 422US STANDARD SIEVE OPENING SIZES

6" 3" 1.5".75'.'375" 4 1O 2O 4O 6O1OO2OO1 UU

go

5O

7O

6O

5O

40

30

2O

1 O

0

~ \" -

-i —— i — i — i —

\\\\\V *- .

100 10 1.0 0.1 0.01 0.001Grain size in Millimeters

COBBLEScoarse | fine c med fine

GRAVEL SAND SILT CLAYSAMPLE ID

KP LOAMUnscreened#2

W%17.5

LLNP

PLNP

PINP

Other DESCRIPTIONDark yellowish brownm-f SAND, some siltsome gravel (SM)

Sample Type: BULK Date Tested: 8/01/90 USDA: Extremely Gravelly Sandy Loam

ISRT/WOBURN/MA

893-6255.10

COLDER ASSOCIATES INC.Consulting Engineers

I

0/0

pASSING

100

go

so

7O

6O

5O

4O

3O

2O

10

O

PARTICLE SIZE DISTRIBUTION ASTM D-421 AND 422US STANDARD SIEVE OPENING SIZES

6" 3" 1.5".75'.'375" 4—I——r—I———I—BBH———J———I—

1O 2O 4O 6O1OO2OO—I———H———I——I——I

\

100 10 1.0 0.1Grain size in Millimeters

0.01 0.001

COBBLEScoarse fine

GRAVELc med fine

SAND SILT CLAY

SAMPLE IDKane PerkinsLoam TopsoilUnscreened

W%19.7

LLNP

PLNP

PINP

OtherComposit

DESCRIPTIONGrayish Brownm-f SAND, some siltsome gravel (SM)

Sample Type: Bulk Date Tested: 7/21/90 USDA: Very Gravely Sandy Loam

ISRT/WOBURN/MA

893-6255.10

GOLDER ASSOCIATES INC.Consulting Engineers

Modified Proctor Moisture/Density Curves

MOISTURE/DRY DENSITY CURVEASTMD-1557

DR

ENSITY

(pcf)

LINE OF SATURATION

4% 8% 12% 16%

MOISTURE CONTENT

20% 28%

SAMPLE IDENTITYTOWNSENDSAND

Wn%4.0%

WLNP

WPNP

IPNP

MAXIMUM DRY DENSITY (pcf) 119.0OPTIMUM MOISTURE (%) 12.0%

SAMPLE TYPE Bulk

DESCRIPTIONModerate yellowish brownm-f SAND, some f gravel,trace silt (SP)(Gs=2.74)

DATE TESTED 5/23/90

ISRT/WOBURN/MA

893-6255.10

GOLDER ASSOCIATES,INCConsulting Engineers

MOISTURE/DRY DENSITY CURVEASTMD-1557

DRY

DENSITY

(pcf)

4% 8% 12% 15% 20% 24% 28%

MOISTURE CONTENT

SAMPLE IDENTITYASHBURNHAMSAND

Wn%2.9%

WLNP

WPNP

IPNP

MAXIMUM DRY DENSITY (pcf) 1 05.0OPTIMUM MOISTURE (%) 13.5%

SAMPLE TYPE Bulk

DESCRIPTIONModerate yellowish brownm-f SAND.trace silt (SP)

(Gs=2.70)

DATE TESTED 5/23/90

ISRT/WOBURN/MA

893-6255.10GOLDER ASSOCIATESJNCConsulting Engineers

MOISTURE/DRY DENSITY CURVEASTMD-1557

4% 8% 12% 16% 20%

MOISTURE CONTENT

24?; 28%

SAMPLE IDENTITYWINCHENDONSAND

Wn%7.0%

WLNP

WPNP

IPNP

MAXIMUM DRY DENSITY (pcf) 1 03.0OPTIMUM MOISTURE (%) 15.0%

SAMPLE TYPE Bulk

DESCRIPTIONYellowish brownf SAND.some silt (SM)

(Gs=2.75)

DATE TESTED 5/23/90

ISRT/WOBURN/MA

893-6255.10GOLDER ASSOCIATES,INCConsulting Engineers

MOISTURE/DRY DENSITY CURVEASTM D-1557

DR

Y

NS

125124123122121120119118117

115

1131121 1 1

108107106

105

LINE OF SATURATION

VV

\

\

\

4% 6% 8% 10%

MOISTURE CONTENT

12% 14% 16%

SAMPLE IDENTITYHUBBARDSTONSAND

Wn%3.2%

WLNP

WPNP

IPNP

MAXIMUM DRY DENSITY (pcf) 1 1 3.0OPTIMUM MOISTURE (%) 6.0%

DESCRIPTIONDark yellowish orangec-f SAND, trace f gravel,trace silt (SP)(Gs=2.75)

SAMPLE TYPE Bulk | DATE TESTED 5/23/90

ISRT/WOBURN/MA

893-6255.10

GOLDER ASSOCIATESJNCConsulting Engineers

MOISTURE/DRY DENSITY CURVEASTMD-1557

DR

Y

NS

IT

8% 10% 12% 14%

MOISTURE CONTENT

16% 18% 20%

SAMPLE IDENTITYHUBBARDSTONSAND/GRAVEL

Wn%6.6%

WLNP

WPNP

IPNP

MAXIMUM DRY DENSITY (pcf) 114.5OPTIMUM MOISTURE (%) 10.0%

SAMPLE TYPE Bulk

DESCRIPTIONYellowish brownm-f SAND, little c-f gravel,little silt (SP-SM)(Gs=2.82)

DATE TESTED 5/20/90

ISRT/WOBURN/MA

893-6255.10

GOLDER ASSOCIATES,INCConsulting Engineers

MOISTURE/DRY DENSITY CURVEASTMD-1557

12% 14% 1SK. 18%

MOISTURE CONTENT

SAMPLE IDENTITYQUINN PERKINSPREPARED GRAVEL

Wn%5.6%

WLNP

WPNP

IPNP

MAXIMUM DRY DENSITY (pcf) 1 29.0OPTIMUM MOISTURE (%) 7.0%

SAMPLE TYPE Bulk

DESCRIPTIONDark yellowish brownm-f SAND, some c-f gravel,little fines (SP-SM)(Gs=2.81)

DATE TESTED 8/04/90

ISRT/WOBURN/MA893-6255.10

GOLDER ASSOCIATES,INCConsulting Engineers

MOISTURE/DRY DENSITY CURVEASTM D-1557

DRY

DENSITY

(pcf)

6%

I^U

119

118

117

116

115

114

113

112

111

110

109

108

107

106

105

104

103

102

1011 AA

/// / •>•——•!

\VX

\\

\

\

i

^\\

V

y—\\

v

\\

v\«\

LINESATU

V

\\

\\

\\

3FRATIC

\\

kJ\\

\\

N

<°nNf\

\\\\

8% 10% 12% 14% 16% 182 20%

MOISTURE CONTENT

SAMPLE IDENTITYQUINN PERKINSCONCRETE SAND

Wn%2.2%

WLNP

WPNP

IPNP

MAXIMUM DRY DENSITY (pcf) 1 1 2.0OPTIMUM MOISTURE (%) 9.5%

SAMPLE TYPE Bulk

DESCRIPTIONDark yellowish orangec-f SAND.trace silt,trace f gravel (SW)(Gs=2.85)

DATE TESTED 8/04/90

ISRT/WOBURN/MA

893-6255.10

GOLDER ASSOCIATES,INCConsulting Engineers

Rigid Wall Permeability

CLCCHPCONSTANT HEAD RIGID WALL PERMEABILITYCOE EM-1110-2-1906 APPENDIX VIICOLDER ASSOCIATES, PHILADELPHIA

PROJECT TITLE: ISRTAVOBURN/MA TECH: TK'ROJECTNUMBE 893-6255.10 DATE: 8/27/90

Samole Identification;Number:

ID:Type:USCS:

„ Recieved:Who:

Townsend Sand-

BULKSP/GP8/16/90JEW

Density/Remolding InformationProctor Density;Max.Rel Density;Min.Rel Density;Desired Density;Weight Soil Used;Moisture Content;

"est Method: Constant Head, Using Q=kia; where Q=quanity of flow ,per unit of time

k=coefficient of hydraulic conductivityi=gradient

, a=area of permeameterso q/dt=kia=k(dh/l)a

w

w

m

•

•

•

«

SOILCOLUMN

Inflow; height= 40.20

Head= 10.00

Outflow; height= 30.20

Height of Soil= 7.87

Datum Elevation=(0.0 in)

FLOW PER UNIT OF TIME (cc/sec) 0.998ALCULATJON COEFFICIENT: 9.71 E-03

AVERAGE HYDRAULIC CONDUCTIVITY: 9.7E-03

PERMEABILITY DATA

ParameterHeight SoilHeight InflowHeight OutflowHEADGradientDiameterAreaVolumeWeightCalc DensityMOISTURE CONTENTARE NO.Wt soil & tare.iWt soil & tare.fWt tareWt moistureWt dry soil

% MOISTURE

(inches) (cm)7.87

40.2030.2010.00

1.274.00

12.5798.96

6.40111.71

TC-2288.08287.45190.18

0.6397.27

0.6%

20.00102.1176.7125.40

1.2710.1681.08

1621.602903.00

111.71

PERMEABILITY RUNRUN NO.

12345

AVERAGE

STIME(sec) FLOW(cc)

100.1399.57

100.47100.80100.27100.25

100.00100.00100.00100.00100.00100.00

ATE: 8/28/90 TECH: TK CHECK: TMS

CLCChPCONSTANT HEAD RIGID WALL PERMEABILITYCOE EM-1110-2-1906 APPENDIX VIIGOLDER ASSOCIATES, PHILADELPHIA

PROJECT TITLE: ISRT/WOBURN/MA TECH: ATLANTA"ROJECT NUMBE 89306255-10 DATE: 7/23/90

Sample Identification;Number:

ID:'Type:USCS:

Recieved:- Who:

Ashburnham Sand-

BULKSP7/15/90RJI

Density/Remolding InformationProctor Density;Max.Rel Density;Min.Rel Density;Desired Density;Weight Soil Used;Moisture Content;

Test Method: Constant HeadUsing Q=kia; where Q=quanity of flow ,per unit of time

*• k=coefficient of hydraulic conductivityi=gradienta=area of permeameter

so q/dt=kia=k(dh/l)a

*N

«H

m

m

m

m

m

tm

SOILCOLUMN

Inflow; height= 13.75

Head= 13.75

Outflow; height= 0.00

Height of Soil= 13.50

Datum Elevation=(0.0 in)

«.OW PER UNIT OF TIME (cc/sec) 4.362CALCULATION COEFFICIENT: 5.38E-03

*/ERAGE HYDRAULIC CONDUCTIVITY: 2.3E-02

PERMED

ParameterHeight SoilHeight InflowHeight OutflowHEADGradientDiameterAreaVolumeWeight

ABILITY DATA

(inches) (cm)13.5013.750.00

13.751.026.00

28.27381.7021.94

Calc Density 99.32MOISTURE CONTENTARE NO.Wt soil &tare,iWt soil & tare, fWt tareWt moistureWt dry soil

% MOISTURE

TNo#305.24

305.0643.26

0.18261.80

0.07%

34.2934.930.00

34.931.02

15.24182.41

6255.019956.00

99.32

PERMEABILITY RUNRUN NO.

12345

AVERAGE

STIME(sec) FLOW(cc)

240.00240.00240.00240.00240.00240.00

1046.001045.001045.001053.001045.001046.80

HATE: 8/29/90 TECH: ATLANTA

CLCCHPCONSTANT HEAD RIGID WALL PERMEABILITYCOE EM-1110-2-1906 APPENDIX VIICOLDER ASSOCIATES, PHILADELPHIA

PROJECT TITLE: ISRT/WOBURN/MA TECH: TKDROJECT NUMBE 893-6255 DATE: 7/30/90

•ample Identification;Number:

ID-Type:USCS:

Recieved:m Who:

WINCHENDON SAND

BULKSP7/16/90RG

Test Method; Constant HeadUsing Q=kia; where Q=quanity of flow

— k=coefficient of hydraulici=gradienta=area of permeameter

so q/dt=kia=k(dh/l)a

Density/Remolding InformationProctor Density;Max.Rel Density;Min.Rel Density;Desired Density;Weight Soil Used;Moisture Content;

,per unit of timeconductivity

M

«

•1

m

«

m

if

m

SOILCOLUMN

Inflow; height= 42.10

Head= 11.60

Outflow; height= 30.50

Height of Soil= 4.50

Datum Elevation=(0.0 in)

IFLOW PER UNIT OF TIME (cc/sec) 2,045:ALCULATJON COEFFICIENT: 4.79E-03

(AVERAGE HYDRAULIC CONDUCTIVITY: 9.8E-03

PERME'

ParameterHeight SoilHeight InflowHeight OutflowHEADGradientDiameterAreaVolumeWeightCalc DensityMOISTURE CONTENTARE NO.Wt soil & tare, iWtsoil &tare,fWt tareWt moistureWt dry soil

% MOISTURE

ABILITY DATA

(inches) (cm)4.50

42.1030.5011.602.584.00

12.5756.55

2.8386.39

TOVENDRIED

0.001.000.00

-1.00

11.43106.9377.4729.46

2.5810.1681.07

926.671283.00

86.39

0.0%|

PERMEABILITY RUNRUN NO.

12345

AVERAGE

STIME(sec) FLOW(cc)

49.0048.7048.8049.0049.0048.90

100.00100.00100.00100.00100.00100.00

;ATE: 7/30/90 TECH: TK CHECK: TMS

CLCCHPCONSTANT HEAD RIGID WALL PERMEABILITYCOE EM-1110-2-1906 APPENDIX VIICOLDER ASSOCIATES, PHILADELPHIA

PROJECT TITLE: ISRT/WOBURN/MASS TECH: TKROJECT NUMBE 93-6255.10 DATE: 8/15/90

Sample Identification:Number:

ID:Type:USCS:

m Recieved:Who:

"•"381 Method; Cons

HUBBARDSTOWN SAN-

BULK

8/13/90TK

tant HeadUsing Q=kia; where Q=quanity of flow

Density/Remolding InformationProctor Density;Max.Rel Density;Min.Rel Density;Desired Density;Weight Soil Used;Moisture Content;

MAXIMUM ACHIEVABLE.per unit of time DENSITY: 113.6 pcf.

k=coefficient of hydraulic conductivityi=gradienta=area of permeameter

so q/dt=kia=k(dh/l)a

M

M

•I

«

•1

«

•

SOILCOLUMN

Inflow; height= 37.90

Head= 8.10

Outflow; height= 29.80

Height of Soil= 6.41

Datum Elevation=(0.0 in)

FLOWPERUNITOFTIME(cc/sec) 0.261&LCULATION COEFFICIENT: 9.74E-03

AVERAGE HYDRAULIC CONDUCTIVITY: 2.5E-03

PERMED

ParameterHeight SoilHeight InflowHeight OutflowHEADGradientDiameterAreaVolumeWeightCalc DensityMOISTURE CONTENTARE NO.Wt soil & tare, iWt soil & tare.fWt tareWt moistureWt dry soil

% MOISTURE

\BILITY DATA

(inches) (cm)6.41

37.9029.808.101.264.00

12.5780.57

5.29113.52

T0.000.000.000.000.000.00

0.0%

16.2896.2775.6920.57

1.2610.1681.10

1320.542402.00113.50

PERMEABILITY RUNRUN NO.

12345

AVERAGE

sTIME(sec) FLOW(cc)

383.00383.00385.00384.00384.00383.80

100.00100.00100.00100.00100.00100.00

8/10/90 TECH: TK CHECK: L,

CLCCHPCONSTANT HEAD RIGID WALL PERMEABILITYCOE EM-1110-2-1906 APPENDIX VIIGOLDER ASSOCIATES, PHILADELPHIA

"PROJECT TITLE: ISRT/WOBURN/MA TECH: TKPROJECT NUMBE 893-6255 DATE: 7/30/90

—ample Identification;Number:

ID:-„ Type:

USCS:Recieved:

Who:

HUBBARDSAND/GRAVELBULKSP-GP7/16/90RG

Density/Remolding InformationProctor Density;Max.Rel Density;Min.Rel Density;Desired Density;Weight Soil Used;Moisture Content;

Test Method: Constant HeadUsing Q=kia; where Q=quanity of flow ,per unit of time

k=coefficient of hydraulic conductivity** i=gradient

a=area of permeameterso q/dt=kia=k(dh/l)a

•1

*

*

SOILCOLUMN

Inflow; height= 42.00

Head- 1 1 .00

Outflow; height= 31.00

Height of Soil= 5.00

Datum Elevation=(0.0 in)

FLOW PER UNIT OF TIME (CC/sec) 0.193^LCULATION COEFFICIENT: 5.61 E-03

AVERAGE HYDRAULIC CONDUCTIVITY: 1 .1 E-03

PERMED

ParameterHeight SoilHeight InflowHeight OutflowHEADGradientDiameterAreaVolumeWeightCalc DensityMOISTURE CONTENTARE NO.Wt soil & tare.iWt soil & tare.fWt tareWt moistureWt dry soil

% MOISTURE

ABILITY DATA

(inches) (cm)5.00

42.0031.0011.00

2.204.00

12.5762.83

3.71102.12

TE-032118.90107.90

32.1011.0075.80

14.5%

12.70106.6878.7427.94

2.2010.1681.07

1029.631685.00102.12

PERMEABILITY RUNRUN NO.

12345

AVERAGE

STIME(sec) FLOW(cc)

240.00240.00240.00240.00240.00240.00

57.0049.0045.0041.0039.0046.20

VTE: 7/30/90 TECH: TK CHECK: TMS

CLCCHPCONSTANT HEAD RIGID WALL PERMEABILITYCOE EM-1110-2-1906 APPENDIX VIIGOLDER ASSOCIATES, PHILADELPHIA

PROJECT TITLE: ISRT/WOBURN/MA TECH: TKROJECT NUMBE 893-6255 DATE: 7/30/90

Sample Identification;Number:

ID:Type:USCS:

Recieved:- Who:

QUINN PERKINSPREPAREDGRAVELGP7/16/90RG

Density/Remolding InformationProctor Density;Max.Rel Density;Min.Rel Density;Desired Density;Weight Soil Used;Moisture Content;

Test Method: Constant HeadUsing Q=kia; where Q=quanity of flow ,per unit of time

* k=coefficient of hydraulic conductivityi=gradienta=area of permeameter

so q/dt=kia=k(dh/l)a

w

m

m

•

•

m

SOILCOLUMN

Inflow; height= 39.40

Head= 8.80

Outflow; height= 30.60

Height of Soil= 4.50

Datum Elevation=(0.0 in)

~.OW PER UNIT OF TIME (cc/sec) 0.092^VLCULATION COEFFICIENT: 6.31 E-03AVERAGE HYDRAULIC CONDUCTIVITY: 5.8E-04

PERME/

ParameterHeight SoilHeight InflowHeight OutflowHEADGradientDiameterAreaVolumeWeightCalc DensityMOISTURE CONTENTARE NO.Wt soil & tare.iWtsoil &tare,fWt tareWt moistureWt dry soil

% MOISTURE

ABILITY DATA

(inches) (cm)4.50

39.4030.60

8.801.964.00

12.5756.55

3.50107.07

TOVENDRIED

0.001.000.00

-1.00

0.0%

11.43100.0877.7222.36

1.9610.1681.07

926.671590.00107.07

PERMEABILITY RUNRUN NO.

12345

AVERAGE

o

TIME(sec) FLOW(cc)360.00360.00360.00360.00360.00360.00

41.0037.0032.5029.0026.00

33.10

j»\TE: 7/30/90 TECH: TK CHECK: TMS

CLCCHPCONSTANT HEAD RIGID WALL PERMEABILITYCOE EM-1110-2-1906 APPENDIX VIICOLDER ASSOCIATES, PHILADELPHIA

PROJECT TITLE: ISRT/WOBURN/MA TECH: TK"ROJECT NUMBE 893-6255 DATE: 7/30/90

vamole Identification;Number:

ID-Type:USCS:

Recieved:. Who:

QUINN PERKINSCONCRETE SANDBULKSP7/16/90RG

Test Method: Constant HeadUsing Q=kia; where Q=quanity of flow

k=coefficient of hydraulici=gradienta=area of permeameter

so q/dt=kia=k(dh/l)a

Density/Remolding InformationProctor Density;Max.Rel Density;Min.Rel Density;Desired Density;Weight Soil Used;Moisture Content;

,per unit of timeconductivity

«H

W

*

•I

•

m

-

SOILCOLUMN

Inflow; height= 41 .20

Head= 11.70

Outflow; height= 29.50

Height of Soil= 4.50

Datum Elevation=(0.0 in)

Pi.OW PER UNIT OF TIME (cc/sec) 2.019J^LCULATJON COEFFICIENT: 4.74E-03AVERAGE HYDRAULIC CONDUCTIVITY: 9.6E-03

PERMEABILITY DATA

ParameterHeight SoilHeight InflowHeight OutflowHEADGradientDiameterAreaVolumeWeightCalc DensityMOISTURE CONTENTARE NO.Wt soil & tare, iWt soil & tare.fWt tareWt moistureWt dry soil

% MOISTURE

(inches) (cm)4.50

41.2029.5011.702.604.00

12.5756.553.39

103.63T

E-026136.99135.3432.18

1.65103.16

11.43104.6574.9329.722.60

10.1681.07

926.671539.00103.63

1 .6%)

PERMEABILITY RUNRUN NO.

12345

AVERAGE

STIME(sec) FLOW(cc)

49.3049.7049.4049.6049.7049.54

100.00100.00100.00100.00100.00100.00

m\TE: 7/30/90 TECH: TK CHECK: TMS

CLCCHPCONSTANT HEAD RIGID WALL PERMEABILITYCOE EM-1110-2-1906 APPENDIX VIIGOLDER ASSOCIATES, PHILADELPHIA

"PROJECT TITLE: ISRT/WOBURN/MA TECH: TKPROJECT NUMBE 893-6255 DATE: 7/30/90

—ample Identification;Number:

ID:-Type:USCS:

Recieved:Who:

QUINN PERKINS3/8" STONEBULKGP7/16/90RG

Density/Remolding InformationProctor Density;Max.Rel Density;Min.Rel Density;Desired Density;Weight Soil Used;Moisture Content;

Test Method: Constant HeadUsing Q=kia; where Q=quanity of flow ,per unit of time

k=coefficient of hydraulic conductivity** i=gradient

a=area of permeameterso q/dt=kia=k(dh/l)a

m

m

m

m

*

m

SOILCOLUMN

Inflow; height= 38.00

Head= 6.90

Outflow; height= 31.10

Height of Soil= 9.50

Datum Elevation=(0.0 in)

FLOW PER UNIT OF TIME (CC/S6C) 0.939ALCULATJON COEFFICIENT: 1 .70E-02

AVERAGE HYDRAULIC CONDUCTIVITY: 1 .6E-02

PERMEl

ParameterHeight SoilHeight InflowHeight OutflowHEADGradientDiameterAreaVolumeWeight

kBILITY DATA

(inches) (cm)9.50

38.0031.10

6.900.734.00

12.57119.38

6.74Calc Density 97.57MOISTURE CONTENTARE NO.Wt soil & tare, iWt soil &tare,fWt tareWt moistureWt dry soil

% MOISTURE

TOVENDRIED

0.001.000.00

-1.00

24.1396.5278.9917.53

0.7310.1681.07

1956.293059.00

97.57

0.0%|

PERMEABILITY RUNRUN NO.

12345

AVERAGE

3TIME(sec) FLOW(cc)

106.40106.70106.30106.70106.30106.48

100.00100.00100.00100.00100.00100.00

ATE: 7/30/90 TECH: TK CHECK: TMS

CLCCHPCONSTANT HEAD RIGID WALL PERMEABILITYCOE EM-1110-2-1906 APPENDIX VIICOLDER ASSOCIATES, PHILADELPHIA

"PROJECT TITLE: ISRT/WOBURN/MA TECH: TKPROJECT NUMBE 893-6255 DATE: 7/30/90

mamDle Identification:Number:

ID:-Type:USCS:

Recieved:Who:

Test Method: Cons

QUINN PERKINS3/4" STONEBULKGP7/16/90RGtant Head

Density/Remolding InformationProctor Density;Max.Rel Density;Min.Rel Density;Desired Density;Weight Soil Used;Moisture Content;

Using Q=kia; where Q=quanity of flow ,per unit of timek=coefficient of hydraulic conductivityi=gradienta=area of permeameter

so q/dt=kia=k(dh/l)aM

**

m

•i

w

m

m

M

SOILCOLUMN

Inflow; height= 38.90

Head= 8.40

Outflow; height= 30.50

Height of Soil= 13.25

Datum Elevation=(0.0 in)

FLOW PER UNIT OF TIME (cc/sec) 1 .829ALCULATJON COEFFICIENT: 1 .95E-02

AVERAGE HYDRAULIC CONDUCTIVITY: 3.6E-02

PERME/

ParameterHeight SoilHeight InflowHeight OutflowHEADGradientDiameterAreaVolumeWeightCalc DensityMOISTURE CONTENTARE NO.Wt soil & tare, iWt soil & tare.fWt tareWt moistureWt dry soil

% MOISTURE

ABILITY DATA

(inches) (cm)13.2538.9030.50

8.400.634.00

12.57166.53

8.6589.75

TOVENDRIED

0.001.000.00

-1.00

0.0%

33.6698.8177.4721.34

0.6310.1681.07

2728.923925.00

89.75

PERMEABILITY RUNRUN NO.

12345

AVERAGE

TIME(sec) FLOW(cc)55.7054.1055.2054.3054.1054.68

100.00100.00100.00100.00100.00100.00

ME: 7/30/90 TECH: TK CHECK: TMS

Shear Strength Tests

TRIAXIAL COMPRESSION STRENGTH TESTCONSOLIDATED/UNDRAINED WITH PORE PRESSURE MEASUREMENT

WINCHENDON SAND

TOTAL STRESS MOHR'S STRENGTH CIRCLES (in psf)

1 2.O

1 1 .O

1O.O

9.O

B.O

7.O

6.O

S.O -

•*.O -

3.0 -

2.O -

1 .O -

O.O12

(Thousands)20

EFFECTIVE STRESS MOHR'S STRENGTH CIRCLES (in psf)

-8

12.O

i i .a

i o.o

9.O

B.O

•7.0

e.o -

s.o -

4. a —

3.O —

2.0 -

1 .O -

O.O

-34.3'

1 2usances)

ConsolidationPressure

(psi)369

InitialMoisture

(%)13.5-

18.6

Initial MoistDensity

(pcf)109.0

. .114.0

ISRT/WOBURN/MA893-6255.10

COLDER ASSOCIATES INC.MT. LAUREL, N.J.

TRIAXIAL COMPRESSION STRENGTH TESTCONSOLIDATED/UNDRAINED WITH PORE PRESSURE MEASUREMENT

ASHBURNHAM SAND

TOTAL STRESS MOHR'S STRENGTH CIRCLES (in psf)

•T2.O

1 1.0

1O.O

9.0

e.o

7.O

e.o

s.o

4..O

3.O

2.D

1 .O

o.o1 2

(Thousands)

EFFECTIVE STRESS MOHR'S STRENGTH CIRCLES (in psf)

1 2.O

i i .a

i o.o

9.O

8.0

•7.0

6.0 -

5.O -

•4..a -

3.O -

2.O -

1 -O -

o.o1 2

(Tt-io usancds)

ConsolidationPressure

(psi)369

InitialMoisture

(%)13.914.514.0

Initial MoistDensity

(pcf)113.4114.0113.5

ISRT/WOBURN/MA893-6255.10

GOLDER ASSOCIATES INC.MT. LAUREL, N.J.

TRIAXIAL COMPRESSION STRENGTH TESTCONSOLIDATED/UNDRAINED WITH PORE PRESSURE MEASUREMENT

HUBBARDSTON SAND

TOTAL STRESS MOHR'S STRENGTH CIRCLES (in psf)

1 2.O

1 1 .O

1 O.O

9.O

B.O

7.O

6.O

S.O

4.O

3.O

2.0

1 .0

O.O

1 2.O

1 1 .O

1O.O

9.0

S.O

y.o

6.O

S.O

4.0

3.0

2.0

1 .O

O.O

12(Th ousands)

1 6 2-*

EFFECTIVE STRESS MOHR'S STRENGTH CIRCLES (in psf)

12(Thousands)

1 6 2O

ConsolidationPressure

(psi)369

InitialMoisture

(%)5.75.75.7

Initial MoistDensity

(pcf)113.2111.0112.0

ISRT/WOBURN/MA893-6255.10

GOLDER ASSOCIATES INC.MT. LAUREL, N.J.

TRIAXIAL COMPRESSION STRENGTH TESTCONSOLIDATED/UNDRAINED WITH PORE PRESSURE MEASUREMENT

HUBBARDSTON SAND AND GRAVEL

TOTAL STRESS MOHR'S STRENGTH CIRCLES (in psf)

,12.0

1 1 .O

1 O.O

a. a

B.O

7.O

6.0

S.O

•4..O

3.O

2.O -

1 .O -

O.O1 2

(Thousands)

EFFECTIVE STRESS MOHR'S STRENGTH CIRCLES (in psf)

12(Thousands)

ConsolidationPressure

(psi)369

InitialMoisture

(%)11.711.010.9

Initial MoistDensity

(pcf)119.3119.1119.0

ISRT/WOBURN/MA893-6255.10

GOLDER ASSOCIATES INC.MT. LAUREL, N.J.

Consolidation Tests

CONSOLIDATION TEST FIGUREb»n.,Prr ISRT/Woburn/MA

Bnmwr. wn

HFsrRiPT.™ AshburnhSAMPLE NC

am Sand> DEPTH ELEV.

INITIAL n 7«;nSAMPLE HEIGHT u- /->U ,N SAMPLE AREA

INITIALMOISTURE CONTENTINITIALVOID RATIO

13.92 e

0.716

ATTERBERG LIMITS : L

REMARKS:

INITIAL/o BULK DENSITY

INITIALSATURATION

w —————— %

4.923

111.88

SQSPECIFIC 9. 7n

IN. GRAVITY Z ' /U

INITIAL "F'CF DRY DENSITY ^o.^l

52.5

*«

°/FINAL

'o SATURAf 1CN 100.0PCF

%

NP o/

0.80

0 60 —

<* 0.70Oo>

0.60

0

— I£=• ta» ^ •"(f-:t

[_];: = :

1 0.5

Scote AS SHOWNDate 9-6-90job NO. 893-6255

>-~_^

"• '• '—=

~~~*i

=1

v,

=a ^H

«

•

1-

«m •

\

m

m

=

=

= ;:;

: : : ;j

5

PRESSURE - KSF

••."•« .

Vj

«••^r

10 50

DrownGolder Associates check

Revie

•

100

RT

saRJI

Md PCR

CONSOLIDATION TEST FIGUREt>Bn.irrr ISRT/Woburn/MA

BORINR NO

HFcrmPT.™ Hubbardsl

SAMPLE NO.ton Sand and Gravel

DEPTH ELEV.

INITIALSAMPLE HEIGHT U . / 4 / ,N

INITIALMOISTURE CONTENTINITIALVOID RATIO

11.52 „/„

0.736

ATTERBERG LIMITS : L

REMARKS:

SAMPLE AREAINITIALBULK DENSITYINITIAL

' SATURATION

%

4.893

112.56

soSPECIFIC 9 eo-

IN. GRAVITY />B /

INITIAL Tnl ,~P'CF DRY DENSITY iui-i*J

42.0

Iw

°/FINAL

'o SATURAT 1C

% P ...

N 100.0PCF

%

NP OA

0.80

6oJ

o5* 0.70Oo>

0.60

0

— i «=i9. •• i* »

•>*m:

1 0.5

Scale AS SHOWNDo,e 9-6-90

Job No. 893-6255

"*>

::::!ss

::::=« —

•

^

— i

^*s==

f=

Sz

^ta

S•*

••

>S

=

_ ,

S

<*

^

h

S

•

S5

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PRESSURE - KSF

... _... —* i

VX_i

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•\

V

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V,W-

10 50

DrawnGolder Associates check

Review

. f

100

RT

edwe

RJI

. PCRd

CONSOLIDATION TEST FIGURE

frnnjFTT ISRT/Woburn/MA

BORING NO

r>F«5rRiPTir>N Winchend

SAMPLE NCan Sand

DEPTH ELEV.

INITIAWSAMPLE HEIGHT, 0.759 IN. SAMPLE AREA

INITIALMOISTURE CONTENTINITIALVOID RATIO

7.45 «

0.765

ATTERBERG LIMITS : L

REMARKS:

INITIALYO BULK DENSITY.

4.893

104.43

SQ.SPECIFIC

IN. GRAVITY <'-75INITIAL

f*CF DRY DENSITY ?I-WINITIAL _SATURATION 26.7

**

F% S

INALATURAJIC N 100.0

PCF

%NP •' ,/.

0.80

80 -

O

tt 0.70oo

0.60

0

- - f :: :".'-:;:

1 0.5

Scale AS SHOWN 'Dote 9-6-90Job No. 893-655

;-" U= m ^z^M< 55 h K, - ., ^

5

PRESSURE - KSF

I.>^

s*\

^J ^\

s,4

10 50

Drown

Golder Associates CK.CKRevie

100

LAS

ed*e

RJI

d

CONSOLIDATION TEST FIGUREbBniprT ISRT/Woburn/MA

pnniwr. wn

nr.r.,»r,nM Hubbar*

SAMPLE NO.ston Sand

DEPTH ELEV.

INITIAL.SAMPLE HEIGHT .755 IN.

INITIALMOISTURE CONTENTINITIALVOID RATIO

6.64 e

.606

ATTERBERG LIMITS. L

REMARKS:

K>

SAMPLE AREA.INITIABULKINITIASATUF

LDENSITY

LUTION

o/-

4.893

113.80

SQSPECIFIC o 7S

IN. GRAVITY ^ < / J

INITIALP'CF DRY DENSITY 106.71

30.2

*w

°/FINAL

'o SATURATIO

% p ...N 100.0

PCF

%NP •' 0/_

0.70

O

S Go.K 0.60oo>

0.50

0

bi ^ e «> - . , :• • • i i

t s . . .

1 0.5

Scale AS SHOWN 'Dot. 9/6/90Job No. 893-6255

i ,1 ' "*"==:: r — ~»

•*-*=: ,t^ mu 5S *l-

•*

• <

5

PRESSURE - KSF

..

L

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10 50

DrawnColder Associates ch.ck

Revie

100

LAS

taM9

RJI

d P C R

Baker Tests for Soil Fertility

-PENNSTATE

- t

August 23, 1990 i . : . AUG 2 9 (990I L.....! _j.

Mr. Bob I liesColder Assoc. Inc.20000 Horizon WaySuite 500Mt. Laurel, NS 08054

Dear Mr. Illes:

Enclosed are diagnostic soil test results for the five (5) samples you recentlysubmitted. By now you should have received the Merkle Lab soi.. test resultsand fertilizer and limestone recommendations for these samples.

Also enclosed is a mimeographed table which lists the ranges of values for theavailable amount (Ibs/acre) and availability (p value) for the individualelements. These ranges correspond to the low, normal, and hign rangesillustrated as a series of stars on the printout of results.

These diagnostic soil test results do not indicate any present, potentialproblems of deficiencies or toxicities to plants for the avail able levels ofheavy metals and trace elements determined.

If you have questions about these results and interpretations, please let me oryour County Extension Agent know.

Sincerely ,

Raymond F. ShippAssoc. Prof, of Agronomy

Enclosures: Diagnostic Soil Test Results, Sample P1888 through P1892Table of Soil Test Ranges

cc : D. BakerW. Doty

An Equa l Opponum:> L n : \ c i ^

-M01

6i'SI

•m» OS'9

ilium* £ 0 ' ! V

00 '6? I

md

UQJ;

J33

o'y

333

(Oi/*c/30

-=3HI -JOfl:•>.!7 '305-5M

older A E S D C . Inc. T h e P f i E v l v i f i j e &t i t e L i r i i veT i tvSc;l a r : , E ' - tv i ror^e- i ta i Chea . L e t .104 R f ; . ; i r c h U n i t AU n j v e r s . i t v F ' t r k . P A 14302

Identification Date Lib. KD.&:P1389 03/22/90 4777

"" Test Level

PhosphorusLb/A

Lb/AheHI :<t CEC

nl'f>

A of CEC

Lb/AExchangeable

I of CEC

Kg/KCi/N

Lb/Aptlr.

IronHVtfi i ib

Lb/ApFe

Avai I ableLb/A

pCuTotal Cu

Lb/A

INTERPRETED DATA FOR BAKER SOIL TEST

C o u n t y Soil L i n t i t / a : ) Soi l p'ri t aker Test pH CEt ' Ueo/100 o)i>8 340 1.00 i .20 t . i4 5.40

-KorsaJ-

140.00

73,00

1.79

3.74

1000.00 t

44.44

2.5S

2,1!0.7S

4.20 **

9.00 *

140.00

19.79iii

1.40 ********

15.140.00 1

-Hioh-

-Hioh-

! der As-bDC. i n c . The Pe r i l - ! . v ' l v e l i ; a Et iU I'"! V E r E i t ' ,

Sjil sn: Ern'-.rGriseriU; C'ej,. ^ a t ,10-4 R e E 7 , ; r : ! i U n i t AU r i i v e r E i rv ; 'a ri . PA S6S02

identification Date Lib, No.E:?!S90 03/22 .'90 6778

"" Test Level

INTERPRETED DATA FOR &AKER SGIL TEST

County Soil Li»e ;t/«ci Soil pH Biter Test pH CEC l*eq/100 g)63 340 1.00 5.80 6.70 5.SO

Lb/A

Lb/A

I of CEC

£>:cu inge ib ' i eL b / A

Exchar iceable1 of CEC

•Kg/Kr . / u _L C ^ n - j

AvailableLb/A

IronAviilibir

« Lb/A

AvailableLb/A

Tots! CuLb/A

-Low-

198.00

70.20 *

120.00 HHHI-H

>

3.i2

1320.00

56.90

2,06

0 ,72

4.30 HI

3.94 *!I

154.00

19.75

2.-40

14.91 mttmmtft0.00 !

- * t t * t t t t k - n t t i t f t t t t f t t

inc. The P e r - ' i E u v a r i i a State LTi iver i j* .vSoil B"-;! E r n i r e r i f t e n t a ! C n e & . L i b .10-i R e ^ i ' t r c h U n i t AUr; ive r = :U P a r k , PA 16S02

INTERPRETED EATA FOR BAKER SOIL TEST

"r tentHicat ior i Date L a b . No.E:F1891 03/22/90 4779

County Soil Life !t/ac) Soil pH taker TEE! pH CE[ >*eq/!00 g)43 340 1.00 5. BO 4.31 4.00

Test Level

ray 1Phosphorus

Lb/A

^•otaSSiUei

ExchangeableLb /A

^ExchangeableI of CEC

pK

T-Exchangeab le

Lb/A•Exchangeable

I of CECpMg

*alci«Exchangeab le

Lb /A^Exchangeable

A of CEC

*Catipn Balance

iCa+fol/H»2/K

*[.£/?:0

•;ar,gar:ese* Avai lab!e

Lb /Aphn

IronA v a i l a b l e

Lb/A"pFt

Copper• Ava i lab le

Lb/ApCu

• Total CuLb/A

i - ——————— "LOW ----------

76.00 mttt*n-f tfttmmtttti1»i

154.00 mttmmmmmm*i

3 ,33 tmttmmmtmtim!

3.69 tfHrtt i*t i f fftnt*tfn>tt

[144.00 * t * f f * t f t f * t

!i C . O O * * t t f t * f * *« - t t t t t f t» t * t f t

!3.24 mtff«-mmtfmt-mff

j1000.00 f-

!41 .47 t tHf t f t t

i2. 53 tmmtftmtmmmt

j5.06 *ttt*t*ttt»-t*tit****tti»t2.07 t t t * ^ t f * t f f t t f t t t t f t J * t f0.66 f f f t ^ t t f t f t t t t t f f f f f f t t f

1

tl

io.iu tit-^ti-i

3.3S *»»»»»»»

i216.00 mfmmtmttttfmt-f

!19.38 Hmmmtmtmftm

i

!1.20 tttn^ti

!15.00 tfHtt^nf**0.00 i

! ———————— i r,u _ _ _ _ _ _ _ _ _ _

t t f * t f t f t * * * t f * fH: f t f f»

1

1

1

1

1

m*mm**umm**t!

|1i

ti*f f-m

t!

f f f f l r t l t t t f f t t f f f f r t t f f f f f l f tU t

tttt

ttittttftmttttftmtmt f f f t t * t r f t t f f t * i * f i t f t t» i t t t t t» f * ( t * f f^

^ t f t t» :^ t^ t t t ^ t ) ^ f t : t ^ • t ^ *^^^* f^ f f f t t t t • *^^ t t f ^ f *^ f^ { *

IHitH!tt**tff t t t t f t t* lrt t t t f

—— ——————— ————————— Ur,'/r,:l ——————— —————— - -- ——

—————— Hi on- — —— -

t«*«**m*m**mmH

- ——— - ——— —— _U, -,k--- — — — ..

drier A S - E O C . Inc. The Pit •:ii\\et'.ii S t a t e ur iveSoil a;:! Envirorifitr.tai Che«.KM Re; ;-b'ch unit AUriiverv. t', Par!,. PA Ii3i2

ioerit i t ' icatioci Date Lab. tis£:FI392 03 /22 /90 6731

* Test Leve l

iriy !

Lb /A

Lb/ 'AharioesbleI D{ CEC

L b / Avchingeible

/: cf CEC

X of CEC

C alien Balance

f.g/KCa/tlc

AvailableLb/A

I ronA v a i l a b l e

I L • A> LU' K

pFe

, CopperA v a i l a b l e

Lb/ApCu

1 Total CuL L / f-

U i M

93. cO

120.00

9.o2

3.27i!

30C.OO »

1NTEP.PFETED DATA FOR BAKES 3GIL TEST

County Soil Lite it /a:) So;! pH Biker Test pH CEC63 340 1.00 S.70 6.25

-Noras ] -

<.ieq/10G e)

2.090.69 t t t f t t t t t t- t f t t f f t t tnft f t t f t t t f i t t f t t f t ibtt tJ-t t t f tnff t t f t t f f f t f f t t

7,00

3.64

142.00

19.64

-Hioh-

------hi oh——— -

PENNSTATEOFFICE OF THE DEANCOLLEGE OF AGRICULTURE

jLilySO, 1990/..

lames L. StarlingAssociate Dean for Adminis

J. /urgeonHead, Department of Agronomy

TO: Users of Penn States' Sewage Sludge and Sludge-Amended SoilsTesting and Educational Service Program

You may have recently received information from Dr. Dale E. Bakerannouncing his establishment of a private firm called Land ManagementDecisions, Inc. that will be doing analyses of sludges and soils. While Dr.Baker is now offering these services as a private venture, you should beaware that the Penn State College of Agriculture will continue to providesludge and soil analyses as part of its on-going educational service pro-gram. By continuing to send samples to Penn State, you will receive thesame service that has been offered in recent years. Sludge and soilsamples intended for the Penn State program should now be addressedto:

Merkle LaboratoryPenn State UniversityUniversity Park, PA 16802

If you have further questions or concerns, please feel free to call:Dr. R. F. Shipp, Associate Professor, Agronomy, at 814/863-1015 orDr. A. M. Wolf, Manager, Merkle Laboratory, at 814/863-0841.

JLS/grm

08/14/90DATE

6776LAB NO.

047165SERIAL NO.

OUT OF STATECOUNTY

00ACRES

KF'JN 2FIELD

UNSPECIFIEDSOIL

SOIL TEST REPORT FOR

THE PENNSYLVANIA STATE UNIVERSITYCOLLEGE OF AGRICULTURE

MERKLE LABORATORY - SOIL TESTINGUNIVERSITY PARK, PA 16802

(814 863-0841)

COPY SENT TO:

BOB ILLES20000 HORIZON WAYMT LAUREL NJ

RAY SHIPP140 AG ADMIN

08054 00000

SOIL NUTRIENT LEVELSflHB^HlHHiSoil pHPhosphate (P*OS)Potash (K 2 O)Magnesium (MgO)

6.232294

276

lb/AIb/Alb/A

RECOMMENDATIONS FORiYIELD GOAL

LIMESTONE:

HUl

2000

LOW xxxOPTJ-MUM.:;::::-;: HIGH liip^SS^m;xxxxxxxxxxxx ;:!:;:;:::;:;x;:;:;:::;:;:;:;:;:;:f; IllllillflllllXXXXXXXXXXXXXXJOJ3iX3QDQKXXXXXX:!lXXXXX tilll""""""""XXXXXXXXXXXXX ::::x;:;xxx:.;:::;x; -x^. 1111IIxxxxxxxxxxxxxx3qqQCQQDpj;::';::: IIIIII1

^^^^•••••. 11111SPECIFIED (For other crops see S" 2 column: 7 )

N/A

lb/A Calcium Carbonate Equivalent

See BackFor Commen

1 ,23.4

PLANT NUTRIENT NITROGEN (N) PHOSPHATE (P?05) POTASH (KZ0) MAGNESIUM (MgO)NEEDS: "1* lb/A ^lb/A U* lb/A *" lb/A

NO CROP WAS INDICATED - THEREFORE NO RECOMMENDATION IS GIVEN

FOR ALFALFA AND BARLEY, THE PH GOAL IS 7.0. FOR ALL OTHER CROPS, THELIMESTONE RECOMMENDATION, IF ANY, IS TO BRING THE PH TO 6.5. TO ESTIMATETHE LIME REQUIREMENT FOR PH 7.O FOR THESE CROPS, MULTIPLY THE EXCHANGEABLEACIDITY BY 1000.

IF MANURE WILL BE APPLIED, .SEE ST-10 "USE OF MANURE" :

LABORATORY RESULTSflH^^^^^^^^^^^H^^^^^^^^^^^HlBiHHHHHHHIHtti

6.2SOIL pH

140P lb/A

2.5ACIDITY

EXCHAI

0.10K

1GEABLE C

0.7Mg

ATIONS i

2.3Ca

meq/lOC

5.6CEC

g >

1.7K

%

12.8Mg

SATURATI

40.1Ca

DNOTHER TESTS:

08/14/90DATE

6778LAB NO.

047161SERIAL NO.

OUT OF STATECOUNTY

00ACRES

BILLERFIELD

UNSPECIFIEDSOIL

SOIL TEST REPORT FOR

THE PENNSYLVANIA STATE UNIVERSITYCOLLEGE OF AGRICULTURE

MERKLE LABORATORY - SOIL TESTINGUNIVERSITY PARK, PA 16802

(814 863-0841)

COPY SENT TO:

BOB ILLES20000 HORIZON WAYMT LAUREL NJ

RAY SHIPP140 AG ADMIN

08054 00000

SOIL NUTRIENT LEVELSSoil pH 5.8Phosphate (P205) 455Potash (K20) 84Magnesium (Mgo) 195

Ib/AIb/AIb/A

IECOMMENDATIONS FORYIELD GOAL

LIMESTONE:

LOWXXXXXXXX

:: OPTIMUM HIGH f|

iioaoaaaaQocii&ii ^xxxxxxxxxxx x-xxx-xxxxxxxxxxxxxxxxxxxxx

NOT SPECIFIED_____N/A

(For other crops see ST 2 column: 7

2000 Ib/A

PLANT NUTRIENT

Calcium Carbonate Equivalent

NITROGEN (N) PHOSPHATE (P20S) POTASH (K20) MAGNESIUM (MgO)NEEDS: V* Ib/A ^lb/A "1* Ib/A "1* Ib/A

« NO CROP WAS INDICATED - THEREFORE NO RECOMMENDATION IS GIVEN

» EXCESSIVE PHOSPHATE AND/OR POTASH LEVEL.

- FOR ALFALFA AND BARLEY, THE PH GOAL IS 7.O. FOR ALL OTHER CROPS, THELIMESTONE RECOMMENDATION, IF ANY. JS TO BRING THE PH TO 6.5. TO ESTIMATETHE LIME REQUIREMENT FOR PH 7,0 FOR THESE CROPS, MULTIPLY THE EXCHANGEABLEACIDITY BY 1000.

» IF MANURE WILL BE APPLIED, SEE ST-10 "USE OF MANURE"

See BackFor Comments

1 ,2

3 ,4

10

LABORATORY RESULTSfi^H^^^^I^^^^^^^HHHIH^HHHHHHI^HI^^HH^MH

5.8SOIL pH

198P Ib/A

2.0ACIDITY

EXCHAJ

0.09K

VGEABLE C

0.5Mg

ATIONS I

3.3Ca

meq/lOC

5.8CEC

g)

1.5K

%

8.7Mg

SATURATI

56.0Ca

ONOTHER TESTS:

08/14/90DATE

6781LAB NO.

047163SERIAL NO.

OUT OF STATECOUNTY

00ACRES

KPSCRFIELD

UNSPECIFIEDSOIL

SOIL TEST REPORT FOR

THE PENNSYLVANIA STATE UNIVERSITYCOLLEGE OF AGRICULTURE

MERKLE LABORATORY - SOIL TESTINGUNIVERSITY PARK, PA 16802

(814 863-0841)

COPY SENT TO:

BOB ILLES20000 HORIZON WAYMT LAUREL NJ 08054

RAY SHIPP140 AG ADMIN

00000

SOIL NUTRIENT LEVELSfl^^HH^^HfSoil pHPhosphatePotashMagnesium

(P Z 0 S ^(K 2 0>( M g O )

RECOMMENDATIONS FORJ

5.7371112207

IvDfYIELD GOAL

LIMESTONE: 2000

Ib/iIb/i

K^

lb/A

T rtT 1 . . . . rvpfp f UTTU • • . • • UT ^11 •'••'••'•'.•'• '•'•^PV'fVfW'^F\tf '•'•' '"'•'LivJ W . • . ' . • . Uir 4 ifc'M UM x . x • . • . W J. \JJl ::::>:x';' :. x£jvV-£«& w;^- Vfe. '• xox:;^

XXXXXX x^ixxxxxxxixx;:: Illll

xxxxxxxxxxxxxx5qoixxx;:':;x;:xx^ lllllll

SPECIFIED <por other crops see S" 2 column: g 'N/A

lb/A Calcium Carbonate Equivalent

See BackFor Comments

1 ,2

3, A

PLANT NUTRIENT NITROGEN (N) PHOSPHATE (P*0S) POTASH (K20) MAGNESIUM (MgO)NEEDS : NIA lb/A ^lb/A "" lb/A "1* lb/A

* NO CROP WAS INDICATED - THEREFORE NO RECOMMENDATION IS GIVEN

* EXCESSIVE PHOSPHATE AND/OR POTASH LEVEL.

* FOR ALFALFA AND BARLEY, THE PH GOAL IS 7.0. FOR ALL OTHER CROPS, ^HELIMESTONE RECOMMENDATION, IF ANY. IS TO BRING THE PH TO 6.5. TO ESTIMATETHE LIME REQUIREMENT FOR PH 7..0 FOR THESE CROPS, MULTIPLY THE EXCHANGEABLEACIDITY BY 1000. -

» IF MANURE WILL BE APPLIED, SEE -ST-10 "'USE OF MANURE"

* RE-TEST NEXT YEAR

10

LABORATORY RESULTSJH^^^^^^^^^^^^H^^^^^^^^^^^HMiHIHHi^^H^^^H

5.7SOIL pH

161P lb/A

2.5ACIDITY

EXCHA1

0.12K

JGEABLE C

0.5Mg

AT IONS (

2.0Ca

meq/lOC

5.2CEC

g)

2 . 3x

%

10.3Mg

SATURATI

38.4Ca

DNOTHER TESTS:

INTERPRETING SOIL TESTS FOR AGRONOMIC CROPS ST 43/85

A step-by-step explanation of the test report from the Soil and Forage Testing Laboratory.

10/03/64DATE

2076LAB NO.

065956SERIAL NO.

YORKCOUNTY

02ACRES

22 HFIELD

CHESTERSOIL

THE PENNSYLVANIA STATE UNIVERSITYCOLLEGE Of AGRICULTURE

MERKLE LABORATORY - SOIL C, FORAGE TESTINGUNIVERSITY PARK, PA 16802

P . A . P E N NR D 1A N Y T O W N , PA 10000

COPY SENT TO:

A C M E F E R T I L I Z E RM A I N STREETA N Y T O W N , P A 10000

Soil pH 6.1 XXXXXXXXXXXXX <:;X::; JV: %;. .Phosphate (P,0»^ 114 lb/A XXXXXXXXXSXX ';i:: ::.:' :; ' ~"Potash (K,0) 356 lb/A XXXXXXXX»taXXK2aepQUOOKXXXXXMagnesium (MgOl 276 lb/A xxxjogaOOUOTOWcx ;

JEW i', iMii'llMIIfflBiai H P LAIfT INK TORN MR KRiU (For om«r croot «« ST 2 colour 5YIELD GOAL 150.0 BUSHELS (1>ER »O!E) - s , "

LIMESTONE: <- ,^ Calcium Carbonatt lqulv«l*nt-x ^< i7 - \.

PLANT NUTRIENT NITROGEN (Kl PHOSPHATE (P r05) POTASH (K,0) MAGNEEJ'JM (MgO)NEEDS:

IRQ lb/A on 1 b/A ^ lb/A £ lb/A

^ 52152,52• L'SE A S T A R T E R F E R T I L I Z E R

• L lMES 'ONE R E C O M M E N D A T I O N , '.' AM. IS TO BRING THE SOIL PH TC 6.0 - 6 EM U u T ! P L V THE EACHAN 'SAB-E A C I M T V B y '000 TC E S T I M A T E THE LIME REOUIREMEN" FORPH 6.5 - 7 . 0 .

• IF MANURE W I L L BE APP.IEI . SEE S ~ - I C "USE OF MANJRf. '

f:i:]i :r:ini: jmj jlU!6.1 50 3.9 0 .36 0.7 5.C 10.0 3.8 7.1

SOIL pH P lb/A ACIDITY K Mg Ca CEC K MgEXCHANGEABLE CATIONS (ltieq/100 g) % SA"URATION

Se« BickFor Corrtmen

1 .2

3.t

5 . 1 1

6. 7

50.0

Ca

OTHER TESTS:

The Pennsylvania State UniversityCollege of Agriculture

RECOMMENDATIONS:The recommendation on the soil test report is made for a specificcrop and yield level. Detailed information for changing the recom-mendation to a different crop and or yield level is given in ST 2 "Ferti-lizer Recommendation Table." The soil test report indicates whichcolumn on ST 2 should be used to change the crop.

Limestone Recommendation Limestone is applied to neutralize theacidity in the soil and thus raise the soil pH into the optimum rangefor crop growth. The limestone recommendation is based on theamount of exchangeable acidity measured by the SMP lime require-ment soil test and the optimum soil pH level for the crop. For mostagronomic crops the optimum pH is 6.5 except for alfalfa, barley, andsoybeans which require a pH level near to 7.0.

For a desired pH of 7.0 the lime requirement is calculated as follows:Lime Requirement = Exchangeable Acidity X 1000

For a desired pH of 6.5 the lime requirement is calculated as follows:If the exchangeable acidity is greater than 4.0 thenLime Requirement = Exchangeable Acidity x 840

11 the exchangeable acidity is less than 4.0 and the soil pH is stillless than 6.5 then:

Lime Requirement = 2000 Ibs./AOtherwise no lime is recommended.

This recommendation is based on a liming material that is 100% cal-cium carbonate equivalent (CCE) in neutralizing power and on limingan acre furrow slice seven inches deep. If a liming material is usedthat is not near to 100% CCE (90 -110% CCE) then the rate shouldbe adjusted for lime quality. The "Liming Materials ConversionTable" gives the details for making this simple but important adjust-ment. If the limestone is going to be mixed with a larger volume ofsoil ie. If the plow depth is greater than 7 inches then the recommen-dation is adjusted as follows:

Plow DepthLess than 9 inches9 to 11 inchesMore than 12 inches

Adjusted Limestone RequirementNo adjustmentBasic requirement X 1.5Basic requirement X 1.8

Magnesium Recommendation If the magnesium level of the soil isbelow the optimum level for crop production then magnesium will berecommended to raise the level to optimum. The recommendedamount is simply the difference between the minimum optimum level(see above) and the actual soil test level. Agricultural limestone isgenerally the most economical and convenient source of magnesiumfor agronomic crops. In addition to the actual amount of magnesiumrecommended the magnesium recommendation is also given as theminimum percentage of MgO in the recommended amount of lime-stone that is required to meet the magnesium needs.

Nitrogen Recommendation There is currently no acceptable soiltest for nitrogen for Pennsylvania conditions. Thus all nitrogen rec-ommendations are based on average estimates of crop require-ments for nitrogen as determined by extensive crop response re-search under Pennsylvania conditions. The nitrogen

recommendations also take a previous legume crop into considera-tion. The nitrogen supplied by manure should also be considered indetermining the final nirogen recommendation. See ST 10 "Use ofManure" for details.Phosphorus Recommendation The phosphorus recommendationis based on gradually building the soil level into the optimum rangeand then maintaining it there. The optimum range is given above.The crop removal generally varies between 50 and 100 pounds ofP2O6 per acre depending on the crop and the yield level. It is knownthat several pounds of P;,0S are required to change the soil test byone pound therefore this recommendation assumes that this amountwill be applied for several years in order to gradually build the soillevel of phosphorus into tie optimum range.

The recommendation is calculated as follows:

MinimumOptimum +

P206

Crop Removal - Soil TestP205

NeededP205

Using the results from the example this calculation would be:140 + {.>5 - 114 = 81 Its. A

Potassium Recommendation The potassium recommendation isalso based on gradually building the soil level into the optimurr rangeand then maintaining it mere. The formula for calculating the potashneeded is the same as fc: phosphate:

MinimumOptimum +

K20CropPemoval -

K:,0

Soil Test = NeededK2O K20

Using the results from the example this example would be:

190 336 = -126 Ibs. AExcess K20

The optimum level is gken above and the crop removal generallyvaries between 30 and 100 pounds per acre for grain crops and be-tween 125 and 350 pounds per acre for forage crops. Although po-tassium will build up the soil faster than will phosphorus, this recom-mendation still assumes, that several years of applying therecommended amount w II be required to build the soil into the opti-mum range.

An important part of the recommendations are the messages andcomments that go with the recommendations for lime and plant nutri-ents. Immediately under :ne amounts of nutrients needed are severalmessages specific to the actual results and recommendations;. Alsoalong the right side of the; report are reference numbers which referto important general comments about the results and recommenda-tions which are found or the back of the report. These commentsand messages on the report and the material enclosed with the re-port are all part of the recommendation.

LABORATORY DATA:The actual laboratory data from the analysis of your soil sample is in-cluded at the bottom of ne report along with the results of any op-tional tests performed. II is generally not necessary to use this dataonce the interpretation and recommendation are determined.

Calculation of Available Manure Nutrients:Available N = Total N x N availability factor (Table 2).

Based on the time until incorporation (4 days in this example), the N availability factor = 0.3.Available N = 24 tons x 10 Ib. N per ton x 0.3 = 72 Ib. N per acre

- OR - 240 Ib. total N* per acre x 0.3 = 72 Ib. N per acre.Residual N = Total N x Residual N availability factor (Table 3)

Based on previous manure applications (Frequent in this example), Residual N availability factor =.15Residual N = 24 tons x 10 Ib. N per ton x 0.15 = 36 Ib. N per acre

- OR - 240 Ib. total N* per acre x 0.15 = 36 Ib. N per acreAvailable P205 and K20 = Total P205 and K2O.

Available P205 = 24 tons x 3 Ib. P205 per ton = 72 Ib. P205* per acre,Available K20 = 24 tons x 5 Ib. K20 per ton = 120 Ib. K20* per acre.

* If manure information was provided on the soil test information sheet the total N and total available P2O5 andK2O can be taken directly from the soil test report.

Calculation of Net fertilizer requirement: N P2Q5 K2QSoil test recommendation 160 150 100(-) Nutrients in manure (-) 72 72 120(-) Residual N from previous manure applications) (-) 3_6 _ __Net fertilizer nutrients required 52 78 (-20)**

("NOTE: 20 Ib. K20 in excess of crop requirement were applied in the manure)

Table 1 . Average total nutrient content of manure

Animal typeDairy cattleVealBeef cattleSwineSheepHorsePoultry:

freshmoistcrumblydry

IMPORTANT NOTE-

Manure% dry matter N

13 102 8

12 119 14

25 2320 12

25 3050 4070 6085 100

When possible, have manure analyzed

Ib. per tonP205

427

1185

20405570

K2C8

111011209

10203040

Table 2. Manure nitrogen availability based

Time of application andIncorporationApplied this year

incorporation within 2 daysincorporation within 3-4 daysincorporation within 5-6 daysincorporation after 7 days orno incorporation

Applied previous fall regardless of incorporation

on time of application and incorporation.

N availability factorPoultry manure Other manure

0.75 0.500.45 0.350.30 0.300.15 0.20

0.15 0.20

Table 3. Residual nitrogen availability from previous manure applications.

Residual N availability factorIncorporation_____________________Poultry manure Other manureRarely received manure in pastFrequently received manure (5-6 out of 10 years)Continuously received manure (9-10 out of 10 years)

07

12

01525

Prepared by: Douglas Beegle and Phillip Durst, Extension Agronomists.

LIMING MATERIAL CONVERSION TABLE FOR FIELD CROPS

The limestone recommendation on your soil test report is based on theuse of a liming material equivalent in neutralizing power to 100% cal-cium carbonate limestone. The recommendations are in pounds ofcalcium carbonate equivalent (CCE) per acre. The use of any limingmaterial that is not equivalent in neutralizing power to pure calciumcarbonate limestone (100% CCE) must be adjusted so that you actu-ally apply enough liming material to neutralize the acidity in yoursoil. All agricultural liming materials sold in Pennsylvania are re-quired by law to be labeled with their calcium carbonate equivalent(CCE). Using the CCE of your liming material, the amount requiredto supply the recommended amount of neutralizing power (CCE) foryour soil may be calculated as shown below or read directly from thetable.

It is also very important that a liming material be ground fine enoughto be effective. Pennsylvania law requires that agricultural limestonemeet the following standards:

95% through a 20 mesh screen60% through a 60 mesh screen50% through a 100 mesh screen

Calculation of Actual Lime Requirement:

Actual Liming _ Soil Test Limestone Recommendation x ^Material Required CCl'. of liming material to be used

Example:Soil Test Recommendation:***Limestone - Apply 4,000 His. of calcium carbonate

equivalent per acre.

Liming Material Label:Calcium Carbonate Equivalent (CCE) = 80%

Actual Liming Material Required:4000—— X 100 = 5,000 Ibs. liming material per acre.80

The above calculations for adjusting your limestone recommendationfor the CCE of your liming material assumes that you are using a ma-terial that at least meets the nvnimum fineness standard.

A high quality, finely ground liming material will react more quicklywith the soil and is thus advatcageous when more rapid neutralizationis required. However, there may be little advantage to paying a pre-mium for liming materials that are ground much finer than the mini-mum standards.

Directions for using the conversion table:Find your test limestone recommendation in the left hand column and then read across the table on that l ine until you come to the columnheaded by the % CCE nearest to that of your liming material. The number at that point is the pounds of ming material required to meet thelimestone recommendation on your soil test.

Because there is generally l i t t l e advantage to applying more than 8.000 pounds of CCE per acre in any cue application to agricultural land, th istable is divided into three sections suggesting how the total l iming material required can be split for mor.; efficient use. Separate the applicationsby 6 months time or at least by tillage operations. (See the right hand column).

Pounds per acre of CalciumCarbonate Equivalentrecommended on your soil test.

1000200030004000500060007000800090001000011000120001300014000150001600017000180001900020000

Percent Calcium Carbonate Equivalent C/iCCE) of Your Liming Material

70

1400290043005700710086001000011400129001430015700171001860020000214002290024300257002710028600

75

130027004000530067008000930010700120001330014700160001730018700200002130022700240002530026700

80

120025003700500062007500870010000112001250013700150001620017500187002000021200225002370025000

85

12002400350047005900710082009400106001180012900141001530016500176001880020000212002240023500

90

11002200330044005600670078008900100001110012200133001440015600167001780018900200002110022200

95

1100210032004200530063007400840095001050011600126001320014700158001680017900189002000021100

100

1000201 M30Hi401/1 )50H)60.1(17o:K)8000900010000110001200013000140(0150(1016000170i i.l180n:i190ti I2001 1:1

Divide Total into the

105 Applications

1000190029003800 1480057006700760086009500105001140012400 21330014300152001620017100 31810019000

To convert to 1000 sq. ft. rate, divide the recommended value in the table by 43.5.Prepared By: Douglas Beegle. Extension Agronomist.

APPENDIX C

Geosynthetics Laboratory Data

AUGUST 1990SUMMARY OF GEOMEMBRANE .

CONFORMANCE TEST RESULTSMATERIAL TYPE

COLDER ASSOCIATES, INC.893-6255.1

MASSACHUSSETTS

907-1086

ROLL:::^::::' :':-DESIGNATION

,G UNDUE m SC

THICKNESS(mils)

ASTM D 374

SPECIFICGRAVITYASTMD 1505

STRENGTH ATYIELD (ppi)MD/TD (1)ASTM D 638

STRENGTH ATBREAK (ppi)MD/TD (1)ASTM D 638

ELONGATIONAT YIELD (°/o)MD/TD (1)ASTM D 638

ELONGATIONAT BREAK (%)MD/TD (1)ASTM D 638

CARBON BLACK

ONTENT(%)ASTM D 1603

PUNCTURERESISTANCE (Ibs.)FTMS 101C

53.1

131.1132.7

218.1216.4

12.811.6

796782

73.5

40.7

107.9109.0

175.8162.9

12.312.1

826834

56.0

75.3

217.3210.7

406.4405.3

11.111.4

848890

110.0

(1) MD/TD corresponds to Machine Direction / Transverse Direction.

environmental construction services inc.

AUGUST 1 990 :^ :^ : : ; :;;:::::; ^-jf^H^--' .::K -^ : : : :^ff^::^m: -,::;-" I;K GEOMEMBRANETEST RESULTS

-V.::.:;-;;;:; ;.;:-:-V::;:,:;-'-:--- PROJECT NUMBER: 907-1 086 :;:l;::.:<':::;i::;- ':;-;.::H:.^^iii§:ii!f:i!

THICKNESS(mils)

1. 54.5

SPECIFICGRAVITY

I.

CARBON BLACKCONTENT

(%)

1.2. 53.0 2. - 2. -3. 50.9 3.4. 51.05. 55.36. 54.77. 52.08. 51.79. 53.610. 54.6

AVG 53.1

YIELD STRENGTH(Ib/in. width)

MD TD

1. 131.8 129.82. 131.0 129.73. 130.2 132.14. 128.3 135.55. 134.2 136.6

AVG 131.1 132.7

0.000

ELONGATIONAT YIELD

(%)MD TD

12.4 11.313.6 12.213.4 12.013.2 11.211.4 11.7

12.8 11.6 |

0.00

/•-,;,' ; 907-1 086

v ' '. " T" •

PUNCTURERESISTANCE

(Ibs.)

1. 75.42. 74.13. 73.54. 71.05. 73.5

73.5

ELONGATIONBREAK STRENGTH AT BREAK

(Ib/in. width)MD TD

217.8 210.4206.4 192.4230.4 222.4221.4 230.0214.6 226.8

218.1 216.4

(%)MD TD

790 790760 760810 770820 800800 790

796 782

environmental construction services inc.

AUGUST 1990 ' • • • . . . ; ; . , • : . . . ; . , . ->. . • - ; • : • , . : • . : , : . ^.iM^^ - • : : GEOMEMBRANE TEST RESULTS

;;|;?:: 1- ;:: ; • .;.; .; ,,;-• : PROJECT NUMBER: 907-1 08fe£" ; : ^^Bi ^::m-i^^M::'^

THICKNESS(mils)

1. 41.3

SPECIFICGRAVITY

1.2. 41.2 2.

CARBON BLACKCONTENT

(%)

1.2.

3. 40.0 3.4. 39.75. 40.66. 40.37. 40.88. 40.69. 41.010. 41.3

AVG 40.7

YIELD STRENGTH(Ib/in. width)

MD TD

1. 107.7 108.02. 108.0 110.93. 107.7 105.44. 107.4 109.55. 108.4 111.2

AVG 107.9 109.0

0.000

ELONGATIONAT YIELD

(%)MD TD

11.5 12.411.4 11.911.8 12.913.1 11.613.5 11.7

12.3 12.1 |

0.00

: :907-1086

PUNCTURERESISTANCE

(Ibs.)

1 56.02. 56.33. 55.04 55.85. 57.0

56.0

ELONGATIONBREAK STRENGTH AT BREAK

(Ib/in. width)MD TD

181.6 162.6189.6 167.2164.6 165.2175.0 166.6168.0 153.0

175.8 162.9

(%)MD TD

850 830860 820830 850810 850780 820

| 826 834

environmental construction services inc.

AUGUST 1990 :: ,/v.;.,". .'•.^•'^•^••^•^••••.••'"'.l ' 907-^1086•' ; ;• ; ; : • : : ; ; ; : : ' • ' ; . . . : ; GEOMEMBRANE TEST RESULTS '^^ :.£M%*$^-: * :;':'V ";:-:::-• ';:: ;:: : ' - . ' - • ' - /• ?:"? ,• -^M^K^^ '-C: • ' ^ Sj§^^:^

THICKNESS SPECIFIC(mils) GRAVITY

1.2.3.4.5.6.7.8.9.10.

AVG

76.6 1.76.1 2.73.6 3.78.573.970.874.576.177.574.9

75.3 | 0.000

CARBON BLACK PUNCTURECONTENT RESISTANCE

(%) (IbS.)

1. - 1. 107.32. - 2. 107.6

3. 107.84. 110.55. 117.0

0.00 | 110.0

ELONGATION EELONGATIONYIELD STRENGTH AT YIELD

1.2.3.4.5.

AVG

(Ib/in. width) (%)MD TD MD TD

216.9 207.8 10.5 11.

BREAK STRENGTH AT BREAK(Ib/in. width) (%)

MD TD MD TD

1 428.4 385.0 880 860226.7 219.8 11.4 11.0 451.6 447.2 900 1040213.3 201.8 11.5 11."1 414.8 385.6 870 860216.0 212.6 11.2 11.8 376.4 378.0 790 790213.8 211.6 11.0 11.8 361.0 430.8 800 900

217.3 210.7 | 11.1 11. <\ 406.4 405.3 | 848 890

environmental construction services inc.

AUGUST 1990 • S U M M A R Y OF GEOTEXTILECONFORMANCETEST RESULTS

COLDER ASSOCIATES. INC.893-6255.1

MASSACHUSSETTS

907-1086

ROLL ;s; : :: ::X:;AMOCODESIGN ATiojy|:f:l::> Vf

sHORCHST :•CELANESE

THICKNESS(mils)

ASTM D 1777

MASS/UNITAREA (oz/sq yd)ASTM D 3776

GRABSTRENGTH (Ibs)MD/TD(1)ASTM D 4632

TRAPEZOIDALTEAR STRENGTH(lbs)MD/TD{1)ASTM D 4533

BURSTSTRENGTH (psi)ASTM D 3786

PUNCTURESTRENGTH (Ibs)ASTM D 4833

4.0

100.1

APPARENTOPENING SIZE

(mm) 0.174(U.S. SIEVE NO.) 80

ASTM D 4751

PERMITTIVITY(sec-1)PERMEABILITY(cm/sec) (2)

ASTM D4491

5.0

98.7

0.21270

4.6

80.3

.21270

(1) MD/TD corresponds to Machine Direction I Transverse Direction.(2) Permeability calculated by multiplying measured thickness by permittivity.

environmental construction services inc.

: AUGUST 1990 y^ .^^MW?&:r%:.::;::^. '•'''-": -••' '^^•'.•.•^K^:. "--•y. ;; il :907ri|086:. 'r> '•'. ..:• ',. :.:::-::,>::;4;*::; : ;:QEOTEXTILE TEST Syi lksX :;-:-:.;4:-y :- S;if 'K'-' :

;;: . ^i^^ili^-iSOjv.^:i;k : ^d; ^o^RM -'^fefeiSli^vi

!:;;:::|p!^ : •jil lii*:^ ::r

APPARENTTHICKNESS OPENING

(mils) SIZE(mm)

1. - 1. 0.1802. - 2. 0.1803. - 3. 0.1804. - 4. 0.1805. - 5. 0.1506. - AVC7. - AVG 0.1748.9. - EQUIVALENT10. - SIEVE SIZE

AVG 0.0 80

MASS PERPERMITTIVITY UNIT AREA

(sec-1) (oz/sq yd)

1. - 1. 4.392. - 2. 4.193. - 3. 4.094. - 4. 3.77

5. 3.633 0.00 6. 4.15

7. 3.89PERMEABILITY 8. 3.64

(cm/sec) 9. 4.4610. 4.20

0.00 |AVG 4.0 |

TRAPEZOIDAL PUNCTUREGRAB STRENGTH TEAR

(pounds) (pounds)MD TD MD TD

1. -2. -3. - - - -4. - - - -5. - - - -5. - - - -7. - - - -8. - -9. -10. -

AVG| 0.0 0.0 0.0 0.(

BURST STRENGTH STRENGTH(Ib/sq in) (pounds)

111.3104.399.2

109.496.7

105.790.163.3

120.8100.6

D 0 100.1

environmental construction services inc.

•„ AUGUST ,1990

•' - :-.:::::-:. . ":':- '"- . - : ' - ' ' - V ; . ..:;:"

THICKNESS(mils)

1.2.3.4.5.6.7. - A\8.9.10.

AVG 0.0

: ^ ;,. •' - • ;/• :;•:.?;;. .y;::v I:: - : ::::; : s; "::'x ;: ^, .'. •: :'. '- :' " . i;.;, ., - ' j; ! : : ;: : : ". v; f " 07--1 086 I ;• :

. ,:• :. V?i ..:..:/ GEOTEXTILEiTEST RESULTS S 1 s ? 1 • ^• i :1?:,/:; .'- '' ' - . :- • " • - . " . ; . ; • - - .:;;']...;:';:1_;::::.;::;:v;:;::: : ::: :.:;;X,' -'••;.;;';.:•/ .:;:..'..-.:.-.-:-;::.;X;>:|::>;:::;:-.;."-;; , ."::1;:::v:;.:.::..:.-;Xl.. :••'• '• ' "': • • : " ' : : - -. ' ,-'&•'•' •'•-•••:: .•:?-•' - ;" - : -:: :'"

' PFlpJ' TMuw^Rii •- ::il:ls||:sB:-lfr;:;:'-f!; ^bJ:EGTJ^N/(M; f ^ ;: I'l l y l:--::-. :':Pj Iiaili$!l® . i ^^a-;

APPARENT MASS PEROPENING PERMITTIVITY UNIT AREA

SIZE (sec-1) (oz/sq(mm)

1. 0.212 1.2. 0.212 2.3. 0.212 3.4. 0.212 4.5. 0.212

AVG O.OC'G 0.212 |

1 . 4.982. 4.793. 4.744. 5.065. 4.97

) 6. 5.077. 5.09

yd)

PERMEABILITY 8. 5.02EQUIVALENT (cm/sec) 9. 5.23SIEVE SIZE

O.OC70

TRAPEZOIDAL

'0. 5.33)

AVG 5.0

PUNCTUREGRAB STRENGTH TEAR BURST STRENGTH STRENGTH

(pounds) (pounds) (Ib/sq in) (pounds)MD TD MD TD

1.2. - -3. - -4. - -5. - -6. - -7.8. - -9. - -10.

AVG 0.0 0

_ _--_-----

.0 0.0 0.0

99.196.7

106.6116.2

91.990.2

100.096.194.895.8

0 | 98.7

environmental construction services inc.

AUGUST 1990

THICKNESS(mils)

1.2.3.4.5.6.7. - A8.9.10.

AVG 0.0

: - : rt.t$m-&.«im. ,r^m?-:m&$m^*&^- • ' IJ :' ',.: Si 907^1 086 • .;;::;:•lilPf^JEC^iWM^ : Wiiii§ii^^:S::1 • -ji^^m^-:^:SiSlHiSEistf ' '^S^W^'M'i

APPARENT MASS PEROPENING PERMITTIVITY UNIT AREA

SIZE (sec-1) (oz/sq(mm)

1. 0.212 1. - 1. 4.502. 0.212 2.3. 0.212 3.4. 0.212 4.5. 0.212

AVG 0.0VG 0.212

2. 4.203. 4.824, 5.105. 4.82

0 (5, 4.797. 3.91

yd)

PERMEABILITY 8, 4.72EQUIVALENT (cm/sec) 9. 5.01SIEVE SIZE 10. 4.45

0.0: 70

TRAPEZOIDAL

0AVG 4.6

PUNCTUREGRAB STRENGTH TEAR BURST STRENGTH STRENGTH

(pounds) (pounds)MD TD MD TD

1.2.3.4.5.6.7.8.9.10.

AVG 0.0

— —........

0.0 0.0 0.0

(Ib/sq in) (pounds)

82.373.574.689.695.588.783.861.975.677.2

0 80.3

environmental construction services inc.

September 1990________________-9-________________893-6255

One of the most important properties for a gas collectionlayer is its absolute permeability (generally expressed incm2) , that depends exclusively on the properties of theporous media and measures the flow capacity of any fluidthrough that media. When applied to a specific: fluid, acoefficient of permeability (generally expressed in cm/sec)is defined, which also depends on the fluid properties. Inthe case of liquid fluids, the coefficient of permeability isgenerally called hydraulic conductivity. Hydraulicconductivity values determined for one fluid allow thehydraulic conductivity for any other fluid to be calculated.

For the borrow areas potentially usable for the gascollection layer in this project, hydraulic conductivitytests have been conducted on samples using distilled water,as an indirect measurement of their flow capacity, and fromwhich hydraulic conductivity values could be determined forother fluids during the design stage. Since no specificationof absolute permeability or hydraulic conductivity has beengiven in any of the governing documents, a hydraulicconductivity of 1.0 x 10~3 cm/sec is proposed as the minimumrequired for this layer.

As stated in the RDAP, the function of the bedding layer isto prevent clogging of the underlying gas collection systemand provide a stable base for overlying layers. Since ageomembrane overlies the bedding layer, its function toprevent clogging is redundant. Also, the load from overlyinglayers is minimal and the gas collection system could alsofunction as the bedding layer. Therefore, the need for abedding layer will be re-evaluated as part of the design.

Colder Associates

September 1990_________________-10-_________________893-6255

The property of importance for the bedding layer is thex gradation and texture of the particles. A coarse and angular

bedding layer may abrade and imbed into the overlyinggeomembrane, compromising its integrity. Also, a beddinglayer that has a finer particle size distribution than thegas collection layer may migrate downward and clog the gascollection layer. As suggested in the Remedial Design WorkPlan (p. 23) it may be advantageous to use a geotextile

X directly on top of the bedding layer to provide a cushion and-- ----- --•-• - -— ----- •-.-....... - • -• " --•—-•-•

clean working surface for the placement of the geomembrane.sI —-•" •'" - -' If the bedding layer contains finer particles than the

underlying gravel, the use of a geotextile between thebedding layer and the gas collection layer would preventparticle migration downward.

A geomembrane having a minimal thickness of 40 mil isrequired by the RDAP to be placed on top of the beddinglayer. The function of the geomembrane is to establishimpermeability to prevent the migration of gases to the airand percolation of water into the East Hide Pile. Nomaterial type is specified. The choice for a geomembrane isbasically related to its durability, strength, andconstructability. The durability of a geomembrane is relatedto its chemical, physical, and mechanical properties. Themechanical properties are related, in part, to the sheetthickness. Strength properties and survivability areincreased with a thicker sheet.

High density polyethylene (HOPE) is widely used for landfillliners jand closures, because it is more resistant to mostchemical substances than other geomembrane polymers(Reference 8). HOPE is also a low cost material relative toother liner options.

Colder Associates

September 1990_________________-11-_________________893-6255

Considering the advantages discussed above, as well asGolder's experience, HDPE is/ tentatively recommended as theimpermeable layer component. There are various properties ofimportance for HDPE including thickness, strength, andpuncture resistance. The minimum standards for HDPE flexiblemembrane liner are outlined in the National SanitationFoundation (NSF) Standard Number 54 (Reference 9). Typicallythicknesses for HDPE liners are 40 or 60 mils. Generally,field testing allows for a variance in thickness of 10percent. The minimum strength requirements for 40 and 60 milHDPE are listed below:

40 mil 60 milTensile Strength at Yield (Ib/in. width) 70 120Tensile Strength at Break (Ib/in. width) 120 180Elongation at Yield (Percent) 10 10Elongation at Break (Percent) 500 500 ">c . -. - •.•••'' .' - <; - j

The NSF does not give minimum requirements for punctureresistance. Typically landfill liner specifications forgeomembranes require puncture resistance of 40 and 60 poundsfor 40 and 60 mil HDPE, respectively.

2.3.2 Middle Drainage LayerA drainage layer is required to be placed on top of thegeomembrane. The RDAP specifies in Attachment A that themiddle drainage layer shall be:

"(1) of a thickness designed to accommodate the expectedamount of settling and the maximum volume of waterthat could enter the drainage layer, but in anyevent no less than 6 (six) inches;

(2) consisting of a material whose permeability exceeds1 x 10~3 cm/sec., i.e., a sand in the SW or SPrange of the Unified Soil Classification System orcoarser material;

(3) designed and constructed with a bottom slope of atleast 2 percent; and,

Colder Associates

September 1990________________-12-________________893-6255

(4) designed and constructed to prevent clogging."

The function of the drainage layer is to transmit the maximumvolume of water that could enter the system to preventponding effects. The significant properties of the drainagelayer are gradation and hydraulic conductivity as specifiedby the RDAP. The gradation of the drainage layer isimportant since it is related to permeability. Theangularity is also important for the survivability of theunderlying geomembrane, to minimize abrasions and scratchesduring installation.

The thickness of the drainage layer will depend on designc'aTeulations. The RDAP specifies a thickness of no less than6 inches. It must be considered that the thickness of coverover the geomembrane should be, at a minimum, equal to thedepth of frost penetration to allow for a functioningdrainage layer throughout the year. The ACDR indicated thatthe average frost depth will not penetrate a 16 inch cover.

2.3.3 Vegetated Top LayerA vegetated layer is required to be placed above the drainagelayer. The RDAP in Attachment A specifies the vegetated toplayer shall be:

"(1) of a thickness designed to accommodate the maximumdepth of root penetration and the rate ofanticipated soil loss, but in any event no lessthan 6 inches;

(2) capable of supporting vegetation that minimizeserosion and minimizes continued maintenance;

(3) planted with a persistent species with roots thatwill not penetrate beyond the vegetative anddrainage layers;

Colder Associates

September 1990________________-13-____________ 893-6255

(4) designed and constructed with a top slope ofbetween three (3) percent and five (!5) percentafter settling and subsidence or, if designed andconstructed with a slope of greater than five (5)percent, an expected soil loss of less than two (2)tons/acre/year using the USDA universal soil lossequation; and,

(5) designed and constructed with a surface drainage --system capable of conducting effective run-offacross the cap."

The functions and requirements of the upper vegetated layerare well outlined above. The properties relative to thesefunctions include gradation, organic content and soilfertility. These properties are important to properly designa consistent seed and fertilizer program for rapid andpersistent vegetative growth.

2.3.4 Quantity EstimateQuantity estimates for the various impermeable cap componentsare given in the Pre-Design Work Plan (p. 48) and arediscussed below. The estimates are based on a cap size ofapproximately 3.8 acres and the minimum thicknesses specifiedin the RDAP. The quantities are subject to change based onthe final cap design and dimensions.

/"^ • ' vThe quantity of gas collection gravel required will be on theorder of 6,000 cubic yards, based on" a 12-inch thick layer. *-,,,•/

^ c- u

The amount of geomembrane required is 3.8 acres or about18,400 square yards. This estimate does not account foroverlap and waste, that can be calculated when the individualroll dimensions are available.

The amount of material for the middle drainage layer isestimated to be 3,000 cubic yards, based on the minimumthickness of 6 inches.

Colder Associates

September 1990______________-14-______________893-6255

The total volume required for the vegetated top layer isapproximately 6,000 cubic yards, based on a thickness of 12inches over the 3.8 acre area. This thickness is consistentwith that given in the ACDR as the upper bound for supportingvegetation and root penetration.

As discussed before, a bedding layer may not be required.In case it is included in the design, the required volumewould be 3,000 cubic yards, based on a minimum thickness of 6inches. Additionally, one or two geotextile layers may beincluded over the 3.8 acre area (18,400 square yards perlayer).

Colder Associates

APPENDIX D

Pre-Design Work PlanTables 6 and 16

TABLE 6

Laboratory Testing :

Task S-3, Identify Sources of Cap Materials

Borrow Material Number of Samples

Topsoil 5Fill 4Drainage 3Gas Collection Layer 3

Laboratory Tests on Soils and Stone

Baker Test 5Sieve Gradation 15Atterberg Limits 9Organic Content 9Soil Ph 4Proctor (Modified) 4Permeability 6Consolidation 4Strength (Triaxial CD or CU) 4Soil Grain Specific Gravity 4

Laboratory Tests on Geosynthetics

Thickness 3Strength 3Puncture Resistance 3Weight 3Aperature Size 3

Colder Associates

TABLE 16(Cont.)DATA QUALITY OBJECTIVE SUMMARY

MEDIASoil

t

CONSENT DECREE OBJECTIVEb)The installation of the monitor-ing network shall be designed toprovide a ground water quality ...data base to allow post-closuremonitoring in areas of the eastand West Hide Piles adjacent to thewetlands. (Task S-2)

Evaluate sources of cap materialsfor their ability to meet tech-nical design requirements asspecified in the Consent Decree.(Task S-3)

DATA NEEDSGroundwater qualityadjacent to East andWest Hide Piles

Permeable coverfill material

Fast Hide Pi!oCover topsoil

ANALYSESTCL/TAL

Grain sizedistribution

Atterberg limit

Shear strength

Consolidation

Proctor density

Organic content

Soil pH

Soil Grain Spe-cific Gravity

Grain sizedistribution

Atterberg limit

Organic content

Soil lertihty

NUMBER OFSAMPLES

2

4

4

4

A

4

4

4

4

5

5

5

5

ANALYTICALLEVEL

IV

N/A

N/A

N/A

N/A

N/A

N/A

N/A

N/A

N/A

N/A

N/A

N/A

ANALYTICALMETHODCLP-RAS

ASTM-D422

ASTM-D4318

COEEM1110-2-1906

ASTM-D2435

ASTM-D1557

ASTM-D2974

ASTM-G51

ASTM-D854

ASTM-D422

ASTM-D4318

ASTM-D2974

Baker Test

RATIONALETwo wells located between the hidepiles and the wetlands will beused to assess shallow groundwaterquality and provide monitoringpoints lor O&M monitoring

Samples from each potentialborrow source will be tested todetermine material gradation, DSCclassification, consolidation.compaction, organic content,acidity and grain specific gravityfor suitability as fill

Samples from each potential topsoilborrow source will De tested todetermine material gradation forUSDA and DCS classification and^odetermine the nutrients requiredto establish vegetation.

Colder Associates

TABLE 16(Cont.)DATA QUALITY OBJECTIVE SUMMARY

MEDIASoil

CONSENT DECREE OBJECTIVE

An additional task has beenadded to perform a preliminary

; ; ' - •-•- •-• '^in in a****rt*;sfT}flnt (or

potential treatment plant sites(Task S-4)

DATA NEEDSEast Hide Pile coverdrainage layer sand

East Hide Pile covergas collection gravel

Permeable coverfilter fabric

East Hide Pile coverFlexible Memetnane Liner

Bearing capacity

ANALYSESGrain sizedistribution

Permeability

Grain sizedistribution

Permeability

Aperture Size

WeightStrength

Punctureresistance

Thickness

Environmentalcompatibility

Standardpenetrationlasts

Grain sizedistribution

Atterberg limit

Shear strength

Consolidation

NUMBER OFSAMPLES

3

3

3

3

3

33

3

3

3

48

15

15

6

4

ANALYTICALLEVEL

N/A

N/A

N/A

N/A

N/A

N/AN/A

N/A

N/A

N/A

N/A

N/A

N/A

N/A

N/A

ANALYTICALMETHOD

ASTM-D422

COEEM1110-2-1906

ASTM-D422

COEEM1110-2-1906

ASTM-D4751

ASTM-D3776ASTM-04632

ASTM-D4833

ASTM-D1777

LiteratureReview

ASTM-1586

ASTM-D422

ASTM-D4318

COEEM1110-2-1906

ASTM-D2974

RATIONALESamples from each potentialborrow source will be tested todetermine USDA classificationand flow capacity.

Samples from each potentialborrow source will be tested todetermine USDA classificationand flow capacity.

To ensure compliance with designspecification for weight andapertureTo insure that the FML will meetthe design specifications againsttearing, puncture or degradation.

Soils investigation is required tolocate potentially suitable sitesfor construction of water andgas treatment facilities.

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Colder Associates