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20190232 Flat Rock Centre CT Male Geotech Report December 27, 2018 Geotechnical Evaluation Proposed ParkingStructure Maple & High Rock Avenues FIE � City of Saratoga Springs a SaratogCounty, New York 1,;?0,1 Prepared for: Ryan E. McMaho Executive D. Saratoga gs • enter 522 Broadwa Saratoga Sprint ew York 12866 Prepared by: C.T. MALE ASSOCIATES 50 Century Hill Drive Latham, New York 12110 (518) 786-7400 FAX (518) 786-7299 C.T. Male Associates Project No: 13.3389 Unauthorized alteration or addition to this document is a violation of the New York ©Copyright 2018 State Education Law. C.T.MALE ASSOCIATES ENGINEERING,SURVEYING,ARCHITECTURE,LANDSCAPE ARCHITECTURE&GEOLOGY,D.P.C. C.T. MALE ASSOCIATES TABLE OF CONTENTS Page 1.0 INTRODUCTION 1 2.0 PROJECT DESCRIPTION 1 2.1 Location &Surface Features 1 2.2 Past Site Use 3 2.3 Underground Utilities 3 2.4 Proposed Parking Garage 3 3.0 SUBSURFACE INVESTIGATION PROGRAM 4 3.1 Test Borings 4 3.2 Cone Penetration Tests 6 3.3 Direct-Push Explorations 6 4.0 SUBSURFACE CONDITIONS 7 4.1 Site Geology 7 4.1 Overburden 7 4.3 Bedrock 7 4.4 Groundwater 8 5.0 GEOTECHNIC A. A A •N 9 5.1 Soil Liquefa .essment 9 5.2 Site Class Asses ent &Spectral Accelerations 9 5.3 Site Evaluation 10 6.0 GEOTECHNICAL RECOMMENDATIONS 11 6.1 Site Preparation and Excavation Considerations 11 6.2 Foundations 12 6.2.1 Drilled Shafts 12 6.2.2 Micropiles 15 6.2.3 Low Displacement Driven Piles 16 6.2.4 Spread Foundations 17 6.3 Corrosion Resistance 17 6.4 Below-Grade Walls and Retaining Walls 17 6.5 Floor Slabs On-Grade 18 6.6 Pavements 19 7.0 Construction Monitoring 20 8.0 CLOSURE 20 C.T. MALE ASSOCIATES TABLES Table 1: Monitoring Well Levels 8 Table 2: Seismic Design Parameters 10 Table 3: Structural Fill 12 Table 4: L-PILE Soil and Rock Input Parameters 14 Table 5: Design Parameters for Below-Grade &Site Retaining Walls 18 Table 6: Select Granular Material 18 Table 7: Minimum Pavement Sections 19 APPENDICES Appendix A: Topographic Survey Map Appendix B: Sanborn Maps Appendix C: Test Borings Logs Appendix D: Groundwater Monitoring Well Logs Appendix E: Geotechnical Laboratory Test Res Appendix F: Cone Penetration Test Data Appendix G: Shear Wave Velocity Plots Appendix H: Soil Liquefaction Analyse- Appendix I: Utility Map X' 1:ITS Exhibit A: Direct-Push Inves ., •ort C.T. MALE ASSOCIATES 1.0 INTRODUCTION This report presents the findings of an investigation and geotechnical evaluation of the subsurface conditions present at a site proposed for a new parking structure in the City of Saratoga Springs, New York. The approximate GPS coordinates for the site are 43.084296°N, 73.782500°W. The site's subsurface conditions have been investigated through the advancement of conventional test borings, cone penetration tests and direct push sampling, and the performance of laboratory tests on selected samples recovered from the same. From our evaluation of the conditions disclosed by this investigation, we have identified the Site Class and spectral accelerations applicable to the design of the structure and have developed recommendations for the design and construction of the structure's foundations, retaining walls, on-grade floor slabs, and pavements. Included with these recommendations are the re rements for the handling and disposal of petroleum impacted soils and gro ter which are expected to be encountered in some areas of the site during t - ructu construction. This study has been performed and update• our initial geotechnical evaluation, dated November 8, 2013, at the reques .nd a. orization of Mr. Ryan E. McMahon, Executive Director, Saratoga Springs C ° - uthority. It has been conducted in general accordance with the scope - -se v n e ur proposal dated September 11, 2018, under Purchase Order (PO) Nu r'# )181 `0-00. 2.0 PROJECT DESCRIPTIO 2.1 Location & Surf. • ea •s The site proposed for the ing structure is located between Maple Avenue and High Rock Avenue in the Ci of Saratoga Springs, New York. Currently it is utilized for public parking and, as such, the majority of it is surfaced with asphalt. The site is bounded to the west by Maple Avenue, to the east by High Rock Avenue, to the north by York Street, and to the south by Lake Avenue. The parking lot is divided into two areas, one large area which borders High Rock Avenue and a smaller area which borders Maple Avenue. The two are connected to one another by a short roadway. Separating these areas is a landscaped area, the eastern side of which slopes down from the "upper" smaller lot to the "lower" larger lot. Figure 1 below is an aerial view of the lot that illustrates the site's location relative to adjacent buildings and streets. - 1 - C.T. MALE ASSOCIATES Figure 1 Site Aerial View I PI r . : .., L rw _ '7,-11* . 7/411111illitgew ,-.• 147 ' I. ■ ' , . ii ti a - /' -- „A., a, .i r i r' F— — e - _ .. # ' - . . it- . I'D.,. NaNt.„4. is r r : •..../i i*4,„. IN- . "L 1 111111p,. . f v. , .• X _., -7.-F-4.- iogi/.. r—r '—'"' t:toi . %.* 'NI A , . - ci,:-. } . - _,_. .-•''IIPP :L tipt4,..,,, , . • ..- . /' Alit:: ---.. —I,:„.,,it i , . _ ° .-ir; ' ./ _ . „, .. ..._. . . L.. 111%, 1 — - o• •', ," ,.�, r. ,�. - .k,a., " :.■F,.. •11. ,,,, r . ,,'. . • 'L f ,ten::. 1. t s. ...• , . I. f' - ile , ,..• , . . i • , . / — _ r 4. , . ac Y P'I• ' _ ▪_ ___ ii,it,. aif:At '' .i.1- '' . - . . ir , a „lei. ,, , ' ..., ;yr.0'•'* /14-1'1'15' 1. .f Ill A _ - e 46;4:- r . . ... , R . .1„=„_,. ,r, - , . ,..r . dL _ . ..))1, 4 , . — --...- 11.,40., '4, ” �_ . .1 a .11, .-.,''. 1. a kir ili._` 4• Y fW m • .-7 • _ - -.del il ..•NV, - __ opt. a ,�, a ! -'. Grades across the site range from approximate elevation 269 feet adjacent to High Rock Avenue to elevation 294 feet at the Maple Avenue entrance/exit to the "upper" lot. Across the "lower" lot they gently rise from elevation 269 feet along High Rock Avenue to approximately elevation 276 feet along the lot's western edge. From the southern end of the "upper" lot to its northern end, the lot rises approximately 15 feet, from elevation 278 feet to 293 feet. The site grades are shown on the topographic survey map presented in Appendix A. -2 - C.T. MALE ASSOCIATES 2.2 Past Site Use In the past, several structures occupied the project site. Sanborn Maps, dating from 1884 to 1976, identify their approximate location and footprint. Copies of portions of these maps which encompass the project site are contained in Appendix B. Although it is not known if any of the structures that once occupied the site had basement levels, structures bordering Maple Avenue may well have had one or more levels that extended below the grade of this road. If such was the case, it is possible for the walls of these structures to remain below the existing site grades. Considering their date of construction, such walls would have been constructed of large blocks of limestone. Walls of similar construction may also be present below grade at other locations within the site. 2.3 Underground Utilities Stormwater runoff from the site is collected pri 1 catch basins located along the eastern edges of the "upper" and "lower" lo d is c yed between the same and offsite by 12-inch diameter PVC pipelines vert elevations 3 to 5 feet below existing site grades. One large diame - (36 reinforced concrete pipe (RCP) is present along the north property line, • '. • ormwater flows from areas west of the site to a trunk line along Hig r ock V -. Running parallel to this RCP on its north and south sides, respec ' s a 8-inch diameter vitrified clay sewer pipe which transmits sewage from • 'W the site to the east and underground electric lines. Running close to, . - o •oint traversing, this utility corridor is a gas main that services Mouzon ' ..e Re u t. Other utilities within the - - electric lines running to light poles present in the landscaped area between e "upper" and "lower" lots and underground telecommunication lines running along the eastern edge of the site beneath the parking stalls closest to High Rock Avenue. A water line which runs beneath the sidewalk bordering High Rock Avenue likely has a service lateral to Mouzon House Restaurant. The location of this service lateral, however, is unknown. C.T. Male was also retained, under this contract, to complete an underground utility survey. To complete this task, C.T. Male partnered with KCI Engineering of NY, P.C., of East Syracuse, to complete the utility survey. The generated utility map, as provided to us by KCI, can be found in Appendix I. 2.4 Proposed Parking Garage As we understand it, the new parking structure will have a footprint covering much of the area identified on Figure 1. The structure will be of pre-cast concrete construction with the anticipated spacing of columns supporting its upper levels being approximately 60 feet across the structure and 30 feet along its long dimension (north- south). With the structure expected to be of precast concrete double tee, beam and column construction, the dead load per upper floor level is estimated to be -3 - C.T. MALE ASSOCIATES approximately 110 pounds per square foot. For the anticipated column spacing of 30 feet by 60 feet, this dead load, when added to the building code specified live load of 40 psf for passenger vehicles, will result in an interior column load of approximately 270 kips per floor. The structure is anticipated to extend 3 to 5 levels above grade, with maximum column loads of 540 to 810 kips. Although the pavement grade of the structure's lowest level has yet to be established, entry from High Rock Avenue is planned thereby establishing the elevation of the structure's lowest level at approximate elevation 269 feet along its east side. It is anticipated that the grades of the lower level will gently rise to the west to provide at grade entry on its north and south sides from the paved drives servicing Mouzon House Restaurant to the north and the existing parking lot to the south. 3.0 SUBSURFACE INVESTIGATION PROGRA 3.1 Test Borings The site's subsurface conditions were inv gated ugh the advancement of conventional soil test borings on two separat ons. The recent investigation consisted of - ad ement of 4 test borings between November 13 and 15, 2018. The test • . were advanced by a subcontractor operating their own equipment, t rect supervision of staff from our firm. A Central Mine Equipment Mod, 4,0 AT\ ounted drill rig was used to advance the borings. All borings were adva . drock to determine the nature and thickness of the overburden soils ., of these locations, to define the bedrock type, strength, and quality. ocat s of these test borings, as established by a C.T. Male survey crew, are shown on - •ographic Survey contained in Appendix A. The previous investigation consisted of the advancement of 10 test borings between July 10 and 15, 2013. The test borings were advanced by a subcontractor operating their own equipment, under the direct supervision of staff from our firm. A Central Mine Equipment Model 75 truck-mounted drill rig was used to advance the borings. Six of the test borings were advanced to define the nature and thickness of the overburden and, at four of these locations, to define the bedrock type, hardness and quality. The remaining 4 test borings, prefixed with the letter designation "P", were advanced with the intention of defining the thickness of the pavement section and subgrade soil type. The locations of the test borings, as established by a C.T. Male survey crew, are also shown on the Topographic Survey contained in Appendix A. The test borings were advanced and cased against collapse through rotary drilling of 4- 1/4-inch inside diameter hollow stem augers. At the locations of test borings B-4, B-12, B- 101, and B-108, 3-inch inside diameter flush joint casing was telescoped through the augers to facilitate rock coring. As the test borings were advanced, the overburden was sampled and its penetration resistance determined in accordance with the procedures of ASTM Designation D-1586, -4 - C.T. MALE ASSOCIATES "Standard Method for Penetration Testing and Split-Barrel Sampling of Soils". Upon penetrating the existing pavement's asphalt cover, sampling and penetration resistance testing was conducted continuously or at standard intervals of 5 feet or less until termination of the test borings. The exceptions to this were at the location of test boring B-1 where the overburden was not sampled prior to encountering refusal and at the locations of those test borings advanced for defining the pavement section. Rock coring was performed at the locations of test borings B-1, B-4, B-8, B-10, B-12, B- 101, and B-108 upon encountering auger/casing refusal. It was performed for one or two runs of 5 feet or less at these locations in accordance with the procedures of ASTM Designation D-2113, "Standard Practice for Rock Core Drilling and Sampling of Rock for Site Exploration". Groundwater monitoring wells were installed at 5 r the test boring locations upon their termination, these being B-1, B-4, B-8, B-10, a► -12. The wells were constructed using 2-inch diameter Schedule 40 PVC pipes, - b• several feet of which were machine-slotted. The annular spaces betw- t dril oles and well screens were backfilled with quartz sand to a point appr• • ely 2 feet above the top of the well screen. A bentonite seal approximately --t in . . kness was placed above the screens' filter sand. Above this seal, native m, - - used to backfill the annular space between the PVC riser pipes and ri , es. A flush-mount curb box was installed at each location. A geotechnical engineer f - s 0 1 e monitored the test borings, recorded the standard penetration r: . a d classified the recovered soil and rock core samples, and placed re• enta e portions of the soil samples in jars and the rock cores in wooden core boxe subsurface Exploration Log was prepared for each test boring to present these classi ications and the records maintained in the field during their advancement. The logs are presented in Appendix C. A Monitoring Well Construction Log for each of the wells is included in Appendix D. Geotechnical lab testing was conducted on representative soil and rock samples from the subsurface investigation. Testing was performed in general accordance with the procedures of ASTM Designations D-6913, "Standard Test Methods for Particle-Size Distribution (Gradation) of Soils Using Sieve Analysis", D-4318, "Standard Test Methods for Liquid Limit, Plastic Limit, and Plasticity Index of Soils", D-2216, "Standard Test Methods for Laboratory Determination of Water (Moisture) Content of Soil and Rock by Mass", and D- 7012, "Standard Test Methods for Compressive Strength and Elastic Moduli of Intact Rock Core Specimens under Varying States of Stress and Temperatures", using Method C. The results of the completed tests can be found in the appropriate column of the boring logs and in Appendix E. -5 - C.T. MALE ASSOCIATES 3.2 Cone Penetration Tests To supplement the test boring program, 12 cone penetration tests (CPT's) were advanced across the site. This work was performed by a subcontractor, under the direct supervision of staff from our firm, on July 9, 2013. The locations of the CPT's, as established by a C.T. Male survey crew or using a hand-held GPS unit, are shown on the Topographic Survey contained in Appendix A. The CPT's were advanced in accordance with the procedures of ASTM Designation D- 3441, "Standard Test Method for Deep, Quasi-Static Cone and Friction-Cone Penetration Tests of Soil". Each was terminated upon encountering refusal at depths ranging from 4.1 to 20.8 feet below the ground surface. At several of the locations, premature refusal was encountered during advancement of the CPT. Upon encountering such refusal, the CPT location was offset several feet and the CPT re-advan . This procedure was repeated until the CPT was able to advance beyond the obst n. Plots of the cone's tip resistance, sleeve frictio ictio io, pore water pressure, and soil behavior type (SBT) are presented in e *x F, o e for each cone penetration test. Following these sheets is a descriptio the interpretation methods and the classification charts used in their prepa While cone penetration testing w. •ein;1117 o ed at the location of CPT-10, seismic shear wave measurements we . - a► meter intervals, beginning at a depth of approximately 5 feet and endi • of 14 feet. In the performance of these tests, seismic signals were gene .t . :round surface and were recorded by a geophone mounted within the c pe o eter and an up-hole digital oscilloscope. The recorded data was down •e• d analyzed by ConeTec to produce the shear wave velocity profile presented in •endix G. 3.3 Direct-Push Explorations As petroleum impacted soils were subjectively observed at several of the test boring and cone penetration test locations, 8 geoprobes were advanced in the vicinity of their locations in an attempt to define the area of the site where such soils may be present and to characterize the soils so as to define their handling and disposal requirements during construction. The locations of the geoprobes, as established by a C.T. Male survey crew, are shown on the Topographic Survey contained in Appendix A. The geoprobes were advanced on October 1, 2013 by a subcontractor using a four-foot long, two-inch diameter MacroCore sampler. The sampler was advanced at continuous four (4) foot intervals to the termination depth of each geoprobe. Following the recovery of the geoprobe soil samples, each was classified and field screened for the presence of detectable volatile organic compounds. The screening was performed using a MiniRAE 3000 PID (Photo Ionization Detector) equipped with a 10.6 eV lamp. Exhibit A contains a report, which includes the approximate locations of the subsurface explorations, logs of the sampling, and the findings of the investigation. - 6 - C.T. MALE ASSOCIATES 4.0 SUBSURFACE CONDITIONS 4.1 Site Geology The Surficial Geologic Map of New York identifies the site soils as Lacustrine sand (Is) deposits. These are sand deposits associated with large bodies of water, generally deposited near shore or near a sand source. They are well sorted, stratified, generally quartz sand, of variable thickness. The Geologic Map of New York, additionally, identifies the bedrock as Canajoharie Shale (Oc). The site's soils have also been mapped to a depth of at least 40 inches by the United States Department of Agriculture (USDA), Natural Resources Conservation Service (NRCS), websoil survey. On the eastern and southern portions of the site, the soils are mapped as Deerfield loamy fine sand (DeA), consisting of loamy fine sand, fine sand, and sand layers. Within the northern and northern-west portion of the site, the soils are ped as Galway loam (GaB), consisting of loam and fine sandy loam, with bed at depths of between 30 and 40 inches. On a small portion of the west side of t ite, soils are mapped as Windsor loamy sand (WnC), consisting of loamy sand s d. 4.1 Overburden At the exploration locations, the existin; . ent consisted of approximately 3 to 6 inches of asphalt over 6 inches o - :gr: s• .base. Underlying the surficial course of asphalt and subbase was unco r -d which, at some locations, had a petroleum odor and visible petroleum amination. In general, the uncontrolled fill was comprised of sand with v •tints of silt and gravel and contained numerous cobbles as well as bri con• te, .sh, glass and other deleterious materials. The thickness of the fill was . •d t' ary across the site, from 5.5 feet to 20 feet. Standard penetration resistances (N- ,es) within the fill ranged from 2 to more than 100, indicating that the deposit is of a loose to very compact relative density. The high penetration resistances were artificially elevated as obstructions such as concrete and brick were present within the fill and hindered advancement of the spilt-barrel sampler. Excluding standard penetration resistances elevated due to the presence of such obstructions, the maximum recorded N-value was 22. A sequence of elastic silt containing various amounts of clay and sand was found to be present beneath the uncontrolled fill. At some locations, the upper several inches of these soils were petroleum impacted. Interbedded within this deposit were occasional seams or layers of amorphous peat, which were generally 6 to 48 inches thick. The thickness of the silt deposit ranged from 3 to 8 feet and the deposit was found to be of a very soft to medium stiff consistency, with N-values ranging from 2 to 9. 4.3 Bedrock Underlying the silt, or the uncontrolled fill, was limestone bedrock. The limestone was generally moderately to severely weathered and had fractures typically spaced at - 7- C.T. MALE ASSOCIATES intervals of 1 to 6 inches. Several voids were present within the limestone. Joints were generally horizontal. Rock quality designations (RQD) of the recovered cores ranged from 0 to 105 percent. The apparent hardness of core samples was assessed according to Moh's scale. Although the limestone could not be scratched with a fingernail, a knife could be used to scratch the surface with modest effort. As such, it is judged to be moderately hard to hard with a rating of 4.5 on the Moh's scale. Compressive strength tests were performed on rock core samples obtained during the 2018 subsurface exploration. Test results indicate that the rock has compressive strength between 17,070 and 23,990 psi. 4.4 Groundwater The depth to groundwater was measured during • ng operations. Additionally, the water depths were measured at each of - •undwater monitoring wells approximately 3 weeks after their installation i the 3 drilling, and re-measured during the 2018 drilling. It should be note. filling operations were preceded by significant multiple weeks of rainfall, . •. wa evels may be elevated from typical conditions. Monitoring well groundwa � '• • are presented in Table 1. e1 M► 410 1 Water Levels Lo- '• Date Level (ft-bgs) MW-1 (. 14 -8/4/2013 16.92 MW-4 (B-4) 11/14/2018 5.20 8/4/2013 dry MW-8 (B-8) 11/14/2013 4.52 8/4/2013 5.97 MW-10 (B-10) 11/14/2018 5.45 MW-12 (B-12)(2) 8/4/2013 2.98 (1) No records were maintained at MW-1 from 2013, and this location was not measured in 2018 (2) The cover on MW-12 could not be opened for measuring during drilling operations in 2018, the bolts appear to have been damaged. Based on site grades and the observed groundwater table elevations, we believe the groundwater table falls diagonally across the site in a southeasterly direction. -8 - C.T. MALE ASSOCIATES 5.0 GEOTECHNICAL EVALUATION 5.1 Soil Liquefaction Assessment The liquefaction potential of the soils encountered at the location of CPT-01, CPT-06, and CPT-12A was evaluated using the computer program LiquefyPro, Version 5.5a. Input into the program included the soils' cone penetration resistance, the depth to the groundwater table, and the earthquake moment magnitude and peak ground acceleration. Analyses were performed using the mean and modal ("most likely") earthquake moment magnitudes of 5.70 and 4.90, respectively, and a peak horizontal ground acceleration of 0.166g, determined in accordance with the procedures outlined in ASCE 7. The liquefaction potential was evaluated according to Robertson & Wride's Method (1997) published in the Proceedings of the NC• Workshop on Evaluation of Liquefaction Resistance of Soils. Settlement ind the design seismic events was evaluated according to the Ishihara/Yoshimi - ethos he results of these analyses indicate that soil liquefaction should not oc' u► -r eit er earthquake event and that the seismically induced settlement should b: ss than one-tenth (1/10) of an inch. Graphical illustrations of the factor o - a seismically induced settlement for each of these analyses are presented in A IP' . 5.2 Site Class Assessment & ' • • al A elerations The average N-values within t 4. .. eet of the soil profile are used to determine the site class. Weighted lues within the overburden exceed 15 blows per foot, but are less th. 50 : ws per foot. With this understanding, and the understanding that soil co 't' s improve at the other boring locations, we find that the soil profile fits the Site ass D definition identified in Section 1613.3.2 of the Building Code of New York State and Chapter 20 of ASCE 7. For this site class, the Mapped Spectral Accelerations (Ss &Si), Site Coefficients (FA &Fv), and Design Spectral Response Accelerations (SDs & SDI)) listed in Table 2 are required for use in the design of structures. - 9 - C.T. MALE ASSOCIATES Table 2 Seismic Design Parameters Site Class or Design Parameter Description Parameter Site Class D 0.2 second Mapped Spectral Response Acceleration (SS) 0.211g 1.0 second Mapped Spectral Response Acceleration (Si) 0.076g Site Coefficient,Fa 1.6 Site Coefficient,Fv 2.4 Design Spectral Response Acceleration at Short Periods (SDs) 0.225g Design Spectral Response Acceleration at 1-Seco eriod (SDI) 0.122g 5.3 Site Evaluation The site's overburden is not capable of sup• i ' he re tively large column loads of the proposed structure. These loads should . . pported on the underlying bedrock through the use of deep foundations s -re e practicable, conventional spread foundations. Spread foundations shoul•, - -d at locations where it becomes more economical for their constructio► • b g in areas where the depth to bedrock is typically less than 5 feet bel, 410a - i‘. grade selected for the first level of the structure. In other areas, t I - c uc .n of shallow foundations on bedrock would require the sheeting/sho ; . le avations and, at many locations, the removal and disposal of a significan anti of petroleum impacted soil and groundwater, and other unsuitable fill mate . facilities regulated for their disposal. Accordingly, where bedrock is present at • -pths greater than approximately 5 feet below the design grade chosen for the structure's lowest (at-grade) level, drilled shafts or low driven piles can be used to support of the structure's columns. It should be noted that during the advancement of these test borings, premature refusal was experienced at various locations on what could be foundation remains of former structures on the site. Therefore, the use of micropiles can be adopted. Regardless of the type of deep foundation adopted, the construction of pilot holes (pre-drilling) for pile installation should be expected. In the paved areas, uncontrolled fill should be removed to a depth of at least 2 feet below final pavement grade, to eliminate "hard spots" as a result of constructing pavements above the uncontrolled fill. Structural fill should be placed and compacted below the pavement subbase to establish subgrade elevations. Excavations at the site should be expected to encounter a variety of materials. The materials may include, but are not necessarily limited to, soil, large masonry stones, broken concrete of varying size, steel pipe, fuel storage tanks, coal, ash, cinders, wood, plastic, plaster, porcelain and other miscellaneous building debris. Such materials must - 10 - C.T. MALE ASSOCIATES be removed from the site and disposed of at a landfill which accepts such materials. Petroleum impacted materials should also be expected to be encountered and must be handled and disposed of as required by the New York State Department of Environmental Conservation (NYSDEC). These potentially hazardous materials can also be abandoned in-place under the directive of a New York State licensed environmental engineer. Information regarding the environmental impacts at the project site, including disposal of soils, can be found in Exhibit A. It should be understood that Structural Fill used as backfill may itself become impacted by the infiltration of petroleum impacted groundwater. 6.0 GEOTECHNICAL RECOMMENDATIONS 6.1 Site Preparation and Excavation Considerations Site preparation should begin with decommissionin; electric service to the light poles within the parking lot and removal of the • stormwater drainage system. Underground utilities should be rerouted aro • the •Sect site. Asphalt pavement, concrete curbing and all trees, shrubs, gra of• vege ation and topsoil within the area proposed for development should then stripped and removed from the site. Excavation to establish final subgrade - - s' ture's lowest level may then begin and, upon reaching this subgrade e hould locally continue to remove obstructions from areas of foun. co i uction and between these areas to a depth of two feet below final pavem& 47 - Based on the subsurfac- - encountered and our experience with similar projects, we recomm- cla i the overburden soils as "Type C" soils in accordance with the • •. - nal Safety and Hazard Administration (OSHA) excavation standards. The pes of soils will require slopes no steeper than 1.5 horizontal to 1 vertical (1.5H:1V) for excavations deeper than 5 feet, but shallower than 20 feet. We recommend the excavations be performed by OSHA certified competent personnel, and that all OSHA guidelines for excavation be closely followed. All excavations should be continuously monitored for ground movement; if any signs of distress are observed, the geotechnical engineer-of-record should be notified immediately. As the excavation progresses with depth, temporary shoring, designed by a Professional Engineer licensed to practice in the State of New York, should be installed as required to properly retain adjacent roads, driveways, underground utilities to remain in service as well as landscaped properties. If the temporary shoring is externally tied-back to bedrock, rock anchors may be designed assuming an allowable grout to rock bond stress of 150 pounds per square inch. The temporary shoring should be designed and installed to limit lateral ground movements to 1 inch. Materials excavated on-site should be disposed of off-site as the materials are not considered suitable for use as fill or backfill. Petroleum impacted soil encountered during excavation will require special handling and should be separated from excavated soil not so impacted. The impacted soil should be placed on plastic and - 11 - C.T. MALE ASSOCIATES covered with the same until transported off-site. It should be properly disposed of at a facility permitted to accept such impacted material. The transporter of the impacted soil must be NYSDEC Part 364 Waste Transporter Permitted. NYSDEC should be notified of the handling of the petroleum contaminated soils. Petroleum contaminated groundwater removed from excavations or in the installation of drilled shafts or minipiles cannot be discharged to the ground surface. The groundwater must be containerized and properly disposed at a facility permitted to accept this untreated waste or it must be treated to meet City sewer discharge limits prior to being discharged to the City's sewer main. Structural Fill, an imported run -of -bank sand or sand and gravel which conforms to the limits of gradation listed in Table 3, should be used to backfill areas undercut below the final subgrade elevation of the structure's lowest leve Table 3 Structurall Sieve Size Perce b Weight 4 inch IV No. 40 -70 No. 0-15 The Structural Fill should 'n maximum loose lift thicknesses of 12 inches and each lift compacted to ry n equal to at least 95 percent of the material's maximum dry density is fined by ASTM Designation D-1557, "Standard Test Methods for Laboratory Comp Characteristics of Soil Using Modified Effort". 6.2 Foundations As discussed in Section 5.3 of this report, conventional spread foundations bearing on bedrock may be used to support the structure where bedrock is present a few feet (+/- 5 feet) below the final subgrade of the structure's lowest (at -grade) level. Where bedrock is present at greater depths, it will prove more practicable and cost effective to utilize drilled shafts, low -displacement piles, or minipiles to support the structure's columns and perimeter walls on bedrock. Deep foundations may also be used across the entire site; following are design and construction recommendations for each foundation type. 6.2.1 Drilled Shafts Straight shaft, drilled, cast -in-place, concrete piers can be used to support the multi- story parking structure. Due to the expected variations in the depth and quality of the bearing materials with increased distance away from the borings, C.T. Male should be retained to perform proper pier inspection and testing during pier drilling to verify that suitable bedrock has been sufficiently penetrated. The drilled piers should penetrate the overburden materials and bear on the more stable limestone rock formation across -12- C.T. MALE ASSOCIATES the site. For the design of piers bearing at least 5 feet into the limestone, an allowable net bearing pressure of 75,000 pounds per square foot can be used. Additional capacity of the drilled piers can be calculated using and allowable skin friction value of 6,000 pounds per square foot per foot of penetration beyond the minimum required embedment depth of 5 feet into the limestone rock formation. Allowable capacities of the drilled piers were determined using a reduction factor of 0.50 on the tip resistance, and 0.55 on the side resistance. Uplift forces can be resisted by the weight of the drilled pier and the computed allowable frictional load using the above recommended skin friction value of 6,000 pounds per square foot per foot of penetration. The weight of the drilled piers can be calculated using a concrete unit weight of 150 pounds per cubic foot. Piers must have a center to center spacing of 4 times the nominal s diameter. Piers shall not be installed within 6 nominal pier diameters (cente enter) of an adjacent pier until after concrete on the previous pier has been ' la or at least 12 hours. If this construction sequence cannot be achieved, a t nate uence should be adopted in a manner as to minimize the disturbance overburden materials and/or the unhardened concrete of adjacent piers. Drilled piers should have a minimum of 36 inches and be provided with enough steel reinforcement toe de to structural integrity. Where grade beams are constructed between drill h should be backfilled with Structural Fill (Table 3). This backfill sho b ce n maximum loose lift thicknesses of 12 inches and be compacted in co with aforementioned the 95 percent density specification using AST sig ion D-1557. So compacted, the net passive resistance to lateral loads imposed o rade beams may be computed assuming the backfill has an equivalent fluid we t of 225 pounds per cubic foot. Grade beams should extend at least 4 feet below adjacent grades. Exterior grade beams extending less than 4 feet below adjacent grades should be supported on non -frost susceptible crushed stone, commonly known as Item B-12, an equal blend of Number 1 and Number 2 stone, as specified in Section 703-2 and Table 703-4 of the January 1, 2019 New York State Department of Transportation Standard Specifications for Construction and Materials (NYSDOT Standard Specifications). Lateral load analysis of the piers can be analyzed using the computer program L -PILE, produced by Ensoft, Inc, using the parameters given in Table 4. -13- C.T. MALE ASSOCIATES Table 4 L -PILE Soil and Rock Input Parameters Material Type Unit Undra Strain Frictio k- Uniaxial Hoek- Poisso Geolo Mass Weigh ined Factor n Value Compre Brown n's gic Modulus, Em t, Y Cohes (E5o) Angle, (psi) ssive Materi Ratio, Streng (psf) (pcf) ion, c (D Strength al u th (psf) (degre , qu (psf) Index, Index, es) mi GSI Uncontrolled Fill 93 - - 27 90 - - - - - Above Water - Input Sand (Reese) Uncontrolled Fill 31 - - 23.5 60 - - - - - Below Water - Input Sand Reese Elastic Silt Above 100 500 0.02 - - - - - - - Water - Input Soft Clay (Matlock) Elastic Silt Below 38 250 0.015 - - - - - - - Water - Input Soft Clay Matlock Lean Clay Above 120 1500 0.007 Y - - - - - - Water - Input Stiff Clay Without Free Water Lean Clay Below 58 500 0. - 30 - - - - - Water - Input Stiff Clay With Free Water Medium Dense 128 - - 30 90 - - - - - Sand Above Water - Input Sand Reese Loose to Medium 105 - - 25 60 - - - - - Dense Sand Below Water - Input Sand (Reese) Top 5 Feet of 160 - - - - 3,168,000 8 0.30 55 277,776,327 Limestone Above Water - Input Massive Rock Top 5 Feet of 97.6 - - - - 2,458,000 5 0.23 50 208,854,382 Limestone Below Water - Input Massive Rock -14- C.T. MALE ASSOCIATES Excavation of the overburden soils can e accomplished using an earth auger. However, a rock bit outfitted with rock ripping teeth will be required to penetrate the limestone formation, and to drill through old foundations or other obstruction in the overburden, if encountered. Obstructions, not necessarily shown on this report, could be encountered at the time of construction. Seepage of groundwater into the pier excavations could occur, therefore, dewatering equipment and temporary casing should be onsite and ready to use prior to pier excavation. Any water and loose or sloughed material should be removed from drilled pier holes prior to placing concrete. To facilitate pier construction, concrete should be onsite ready for placement as pier excavations are completed. In no case should concrete be allowed to strike reinforcing steel or the excavation sides while it is being placed. Pier excavations should not be allowed to remain open for more than 2 hours without inspection and approval of the geotechnical engineer -of -record. Drilled piers shoul constructed in accordance with the latest edition of ACI 336.11 "Specification for the uction of Drilled Piers"". Straight shaft drilled piers bearing within suitable lime e be k, designed and constructed as recommended, are expected to undergo g- m se ements of less than 1/2 -inch, with negligible differential settlements. 6.2.2 Micropiles Micropiles can also be used in lie ril iers. They have an advantage over drilled shafts as they have a smaller di et an ay be installed in such a manner so as to minimize the volume of impac dgroundwater requiring special handling and disposal. Due to the pot ce of abandoned foundations, driving conditions may be too difficult f radi a driven pile foundations. Therefore, the use of micropiles may prove to beneficial and effective. Construction of micropiles, however, requires a highly s alined and experienced contractor in the construction of deep foundations. The micropiles should be socketed into limestone bedrock at least 5 feet. They should be of a 12 -inch nominal diameter above bedrock to allow for the formation of a rock socket with a nominal diameter of 10 inches. Due to the expected obstruction and the presence of shallow groundwater, we recommend that micropiles be equipped with permanent casing to the top of the bedrock. Micropiles socketed into the bedrock can be designed using an allowable grout -to -rock bond capacity of 8,200 pounds per square foot per foot of penetration into the bedrock with a minimum penetration of 5 feet. The final load carrying capacity of the pile should be taken as follows: RR= 8,200 * AS * Lb Where AS is the surface areas of the bonded length and Lb is the micropile bond length. All micropiles used for the project should be of Type "A", as defined in AASHTO LRFD Bridge Design Manual, 7th Edition, and constructed with both primary and secondary grouting to ensure sufficient load transfer and enhance grout -to -rock bond strength. All micropiles should be load tested in accordance with the procedures of ASTM -15- C.T. MALE ASSOCIATES Designations D-1143, "Standard Test Methods for Deep Foundations Under Static Axial Compressive Load" and D-3689, "Standard Test Methods for Deep Foundations Under Static Axial Tensile Load" using the "Quick Load Test Method". Additional guidance for load testing the micropiles can be found in Section 10.9.35.4 of the AASTHO LRFD Bridge Design Specifications, 7th Edition, and as required by Section 1705.8 of the 2017 New York State Building Code. Where grade beams are constructed between the micropiles, they should be constructed in the same manner as previously described in Section 6.2.1 of this report. 6.2.3 Low Displacement Driven Piles Based on the overburden materials encountered at some boring locations, low - displacement driven piles, such as H -piles, can be used at select locations of the structure provided no obstruction exist. Prior to mencing construction of these piles, it would be beneficial to conduct geop testing, such as the electrical resistivity test, to identify potential areas of ob ction ss the site. We estimate that this type of test will cost an additional $1 $15,0 . In lieu of completing the geophycial test, construction of pilot holes (p rilling) for pile installation should be accounted for during the bidding ph th roject. Piles should be spaced a minimum center -to -center distance eq u es the maximum pile width or 30 inches, whichever is greater. Pre -drilling should be complet nce with with NYSDOT Item 551.03020017 - Predrilling Holes for Pile 1 equired. Pilot holes should be drilled, bored, or augered through the ing ' is o form a hole at least 6 inches larger than the maximum diagonal axis a ement of the pile. Jetting of soils should not be permitted, Casing of the ho 111 likely be required, and should be advanced no more than 5 feet ahead of the bottom of the excavation as part of the pre -drilling process. All pilot holes for pile installation should be backfilled with cushion sand meeting the gradation requirements of Section 703-06 of the NYSDOT Standard Specifications. The casing can be removed after backfilling the installed piles. After pre -drilling through obstructions, the low -displacement piles can be driven to the sound, sedimentary limestone formation. Article 10.7.3.2.3 of the AASTHO LRFD Bridge Design Specifications, 7th Edition, should be followed for estimating the nominal resistance of driven piles on sound rock. The nominal bearing resistance should not exceed the structural capacity of the piles, as computed using AASTHO LRFD Bridge Design Specifications, 7th Edition, Article 6.9.4.1 with resistance factors from Articles 6.5.4.2 and 6.15. A pile driveability and pile driving acceptance criteria should be established, and piles should be load -tested as previously described in Section 6.2.2 of this report. In addition to the requirements in this report, construction, installation, and inspection of the driven piles should be in accordance with the 2017 New York State Building sw'v C.T. MALE ASSOCIATES Code, AASTHO LRFD Bridge Design Manual, 7th Edition, NYSDOT Standard Specifications, and NYSDOT Geotechnical Design Manual. Where grade beams are constructed between the piles, they should be constructed in the same manner as previously described in Section 6.2.1 of this report. 6.2.4 Spread Foundations Spread foundations, placed on a clean, dry, free of frost, rock surface, can be designed using an allowable bearing capacity of 30,000 pounds per square foot. The bedrock surface should be cleaned of loose soil, mud and standing water. PVC pipe with a diameter of 2 -inches should be installed in the center of each foundation to facilitate coring and grouting of the underlying bedrock following their construction. At each location bedrock should be cored for a depth of five (5 feet and water pressure testing performed to determine if any voids or fractures ar esent. Should any fractures or voids be encountered, cementitious grout be injected to infill the voids/ fractures. Resistance to sliding can be developed by coefficient of sliding equal to 0.603. Additional resistance can also be devel ed b weling the foundation footings into the competent limestone formation. ical engineer -of -record should be consulted during the design of does. 6.3 Corrosion Resi As noted in the boring to ant amounts of uncontrolled fill and hydrocarbon containing soils should exp e this site. Therefore, the effects of corrosion and deterioration from envir en aO conditions should be considered in the selection of pile and cement types. As ed in Exhibit A. preliminary pH testing indicated that tested samples had neutral pH levels. Although this preliminary testing shows otherwise, we expect the pH of onsite materials to be low, and sulfate concentrations high. Therefore, corrosion resistant piles and Type II cement (or equal), as described in ASTM Designation C-150, "Standard Specification for Portland Cement", with a water to cement ratio of 0.40 and an unconfined compressive strength of 5,000 pounds per square inch, should be selected. Testing for pH, sulfate, chloride, and resistivity are recommended before and during construction to verify the concentrations are within acceptable ranges for Type II cement. 6.4 Below -Grade Walls and Retaining Walls Soil parameters listed in Table 5 are recommended for use in analyzing the stability of below -grade walls and retaining walls required for the structure. Walls supported by spread foundations may be doweled to rock to provide resistance to sliding and overturning. Walls supported by deep foundations should be tied -back to bedrock considering that the "short" deep foundations will offer only modest resistance to lateral loads. Shoring used to retain Maple Avenue should be designed so that it may function as a permanent wall for the structure. A construction joint should be -17- C.T. MALE ASSOCIATES incorporated between the section of wall supported by deep foundations and that supported by spread foundations. Table 5 DesiLyn Parameters for Below -Grade & Site RetaininLy Walls Design Parameter Value Unit Weight of Soil Backfill 125 pcf Friction Angle of On -Site Soils 28° Friction Angle of Imported Soil Backfill 320 Earth Pressure Coefficients (Level Backfill) 0 to 10 • Active 0.31 • At -Rest 0.47 • Passive 1.77 Structural Fill placed to backfill walls sh Id bNne drained through the installation of foundation drains and either prefabric board or a column of No. 1 size crushed stone against the walls. 'J� 6.5 Floor Slabs On -Grade Concrete slabs at elevato subbase course of Selec ray material should consist c soundness criteria of Typ Specifications. Table 6lists th ^tr sT irway landings should be provided with a terial at least 12 inches in depth. This subbase er-run stone that conforms to the gradation and aterial, Section 304-2.02 of the NYSDOT Standard limits of gradation for this material. Table 6 Select Granular Material Sieve Size Percent Finer by Weight 2" 100 1/4" 25 to 60 No. 40 5 to 40 No. 200 0 to 10 Prior to placing the subbase, the subgrade should be thoroughly proof rolled and compacted using 6 or more passes of a smooth drum vibratory roller having a static weight of at least 1 ton. Any subgrade area that pumps or weaves under this passing roller should be undercut and stabilized through backfilling the undercut area with Structural Fill. 1":JE C.T. MALE ASSOCIATES The subbase should be compacted in accordance with the aforementioned 95 percent density specification. So compacted over a firm, stable subgrade, it should offer a modulus of subgrade reaction, k1, of 150 pci based on a 1 foot by 1 foot plate load test. For the design of different slab sizes, we recommend using the following: k1(1 + B)2 kl 2B where kS is the desired modulus of subgrade reaction for the actual slab size, and B is the actual slab width or diameter in feet. 6.6 Pavements Minimizing subgrade saturation is an important factor in maintaining subgrade strength. The pavement should be slopes approxim ly 1/4 inch per foot to provide rapid surface drainage, and positive surface draina ould be maintained away from the edge of paved areas. Maintenance oft p ent will be required for a satisfactory design life. This should include c sealin rface sealing, and patching of deteriorated areas. In addition, thicker t sections could be used to reduce the required maintenance and extend th2hLervi ' e of the pavement. The pavement sections in Table 7 can 'for the pavement at the site and for the lowest (at -grade) level of the e: e7 'n m avement Sections F xible Pavement 2" rse, PG 64S-22 402.1273QR over 3" Binder Course, PG 64S-22 402.2579QR over 12" Type 2 Subbase, Crusher -Run Stone over Separator Fabric (NYSDOT 207) over Compacted and Approved Sub rade Prior to placing the subbase, the subgrade should be proofrolled and compacted using a smooth drum vibratory roller with a static weight of at least 10 tons. The roller should complete at least 6 passes across the subgrade at a speed no greater than 3 feet per second. Any areas which pump or weave under the passing roller should be undercut and stabilized through the placement of Structural Fill. Depending upon the subgrade elevation selected for the structure's lower (at -grade) level, underdrains may be required beneath some areas of the pavement section. Placement and compaction of fill used to establish final subgrade and the pavement's subbase course should be in accordance with that recommended previously. NUE C.T. MALE ASSOCIATES 7.0 CONSTRUCTION MONITORING In accordance with the 2017 New York State Building Code, installation of deep foundations should be observed on a full-time basis by the project's geotechnical engineer -of -record. The materials used for site fill and backfill should be tested under the guidance of the project's geotechnical engineer -of -record to verify that they meet the specified gradation and to determine their maximum dry density for compaction. In-place density tests should be performed to verify that the fill and backfill is compacted to the degree specified. The geotechnical recommendations are based on the localized subsurface conditions at the test boring locations as described in this report. Conditions at the site may vary with increased distance away from the borings. F ermore, existing site conditions that could affect the geotechnical recommendat' ovided in this report may be discovered during construction. Therefor e r mend that monitoring of subsurface conditions during construction e med nder the supervision of C.T. Male Associates to verify that conditions ar nsistent with those described in the geotechnical report. Construction sho o ted by specialized and experienced contractors with experience of at least 5 their tasks. We recommend that C.T. Male Associates be contacted d the rly stages of the bidding process to assist with the selection of the constr o or. 8.0 CLOSURE This report has been p red assist in the development of the proposed parking structure for the Saratog s City Center between Maple Avenue, High Rock Avenue, York Street, and La Avenue. The recommendations have been developed from our interpretation of the project site's subsurface conditions disclosed through the advancement of conventional test borings and our understanding of the basis of design as it was described herein. No other warranties, expressed or implied, are made. Respectfully Submitted, C.T. MALE ASSOCIATES V -- John Scheetz, P.E. Geotechnical Engineer j.scheetz@ctmale.com I►1IE 14on- - - ___ Alseny Diop, P.E. Chief Geotechnical Engineer a.diop@ctmale.com C.T. 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" - z m av -U� ww-UD -m- w'U 0 & o 77 u CE 2� r. �cS E N u -'m E, 4 Aw' < z' E L) Z < LLI u Old LLI mw LL LLI cl: LLI LLI > 04 In . 7 z .0, < > Ow �'2 3: No .4 o o 0 1, � 0 0: 1, . �'� , 6 < z -,x 1,' 0 'S x� :.E u oGd uvE 9w w P Im ' '2 -a Z' tL- w�w z m, "10. -m 0— LLI E > N t z -"5 't t' O w- 2u �4 14 1� 4 L6 16 1� �5 0 1 w. I C.T. MALE ASSOCIATES R I Saratoga City Center Parking Lot Saratoga City Center Parking Lot Saratoga Springs, NY 12866 Inquiry Number: 4816980.3 December 29, 2016 6 Armstrong Road, 4th floor Shelton, CT 06484 EDR Toll Free: 800.352.0050 www.edrnet.com Certified Sanborn@ Map Report Site Name: Saratoga City Center Parking L Saratoga City Center Parking L Saratoga Springs, NY 12866 EDR Inquiry # 4816980.3 Client Name: C.T. Male Associates 50 Century Hill Drive Latham, NY 12110 Contact: Austin Lewandowski 12/29/16 The Sanborn Library has been searched by EDR and maps covering the target property location as provided by C.T. Male Associates were identified for the years listed below. The Sanborn Library is the largest, most complete collection of fire insurance maps. The collection includes maps from Sanborn, Bromley, Perris & Browne, Hopkins, Barlow, and others. Only Environmental Data Resources Inc. (EDR) is authorized to grant rights for commercial reproduction of maps by the Sanborn Library LLC, the copyright holder for the collection. Results can be authenticated by visiting www.edrnet.com/sanborn. The Sanborn Library is continually enhanced with newly identified map archives. This report accesses all maps in the collection as of the day this report was generated. Certified Sanborn Results: Certification # 10A6-4763-A97F PO # 13.3392 Project Saratoga City Center Lot ESA Maps Provided: 1976 1973 1972 1954 1952 1950 1948 1909 1900 1895 1889 1884 Limited Permission To Make Copies Sanborn® Library search results Certification #: 10A6-47B3-A97F The Sanborn Library includes more than 1.2 million fire insurance maps from Sanborn, Bromley, Perris & Browne, Hopkins, Barlow and others which track historical property usage in approximately 12,000 American cities and towns. Collections searched: Library of Congress University Publications of America EDR Private Collection The Sanborn Library LLC Since 1866 TM C.T. Male Associates (the client) is permitted to make up to FIVE photocopies of this Sanborn Map transmittal and each fire insurance map accompanying this report solely for the limited use of its customer. No one other than the client is authorized to make copies. Upon request made directly to an EDR Account Executive, the client may be permitted to make a limited number of additional photocopies. This permission is conditioned upon compliance by the client, its customer and their agents with EDR's copyright policy; a copy of which is available upon request. Disclaimer - Copyright and Trademark Notice This Report contains certain information obtained from a variety of public and other sources reasonably available to Environmental Data Resources, Inc. It cannot be concluded from this Report that coverage information for the target and surrounding properties does not exist from other sources. NO WARRANTY EXPRESSED OR IMPLIED, IS MADE WHATSOEVER IN CONNECTION WITH THIS REPORT. ENVIRONMENTAL DATA RESOURCES, INC. SPECIFICALLY DISCLAIMS THE MAKING OF ANY SUCH WARRANTIES, INCLUDING WITHOUT LIMITATION, MERCHANTABILITY OR FITNESS FOR A PARTICULAR USE OR PURPOSE. ALL RISK IS ASSUMED BY THE USER. IN NO EVENT SHALL ENVIRONMENTAL DATA RESOURCES, INC. BE LIABLE TO ANYONE, WHETHER ARISING OUT OF ERRORS OR OMISSIONS, NEGLIGENCE, ACCIDENT OR ANY OTHER CAUSE, FOR ANY LOSS OF DAMAGE, INCLUDING, WITHOUT LIMITATION, SPECIAL, INCIDENTAL, CONSEQUENTIAL, OR EXEMPLARY DAMAGES. ANY LIABILITY ON THE PART OF ENVIRONMENTAL DATA RESOURCES, INC. IS STRICTLY LIMITED TO A REFUND OF THE AMOUNT PAID FOR THIS REPORT. Purchaser accepts this Report "AS IS". Any analyses, estimates, ratings, environmental risk levels or risk codes provided in this Report are provided for illustrative purposes only, and are not intended to provide, nor should they be interpreted as providing any facts regarding, or prediction or forecast of, any environmental risk for any property. Only a Phase Environmental Site Assessment performed by an environmental professional can provide information regarding the environmental risk for any property. Additionally, the information provided in this Report is not to be construed as legal advice. Copyright 2016 by Environmental Data Resources, Inc. All rights reserved. Reproduction in any media or format, in whole or in part, of any report or map of Environmental Data Resources, Inc., or its affiliates, is prohibited without prior written permission. EDR and its logos (including Sanborn and Sanborn Map) are trademarks of Environmental Data Resources, Inc. or its affiliates. All other trademarks used herein are the property of their respective owners. 4816980 - 3 page 2 Sanborn Sheet Key e y r _ This Certified Sanborn Map Report is based upon the following SanbornL ' f Fire Insurance map sheets. ' S 1976 Source Sheets Volume 1, Sheet 25 1976 1973 Source Sheets Volume 1, Sheet 25 1973 1972 Source Sheets Volume 1, Sheet 25 1972 1954 Source Sheets Volume 1, Sheet 25 1954 Volume 1, Sheet 26 1976 Volume 1, Sheet 26 1973 A Volume 1, Sheet 26 1972 Volume 1, Sheet 26 1954 4816980 - 3 page 4 Sanborn Sheet Key This Certified Sanborn Map Report is based upon the following Sanborn Fire Insurance map sheets. 1952 Source Sheets Volume 1, Sheet 25 Volume 1, Sheet 26 1952 1952 l A-,;(1 gni arra Rhaatc Volume 1, Sheet 25 1950 1948 Source Sheets Volume 1, Sheet 26 1948 1909 Source Sheets Volume 1, Sheet 26 1909 Volume 1, Sheet 26 1950 Volume 1, Sheet 25 1948 Volume 1, Sheet 25 1909 rs Y� r� J .f e Volume 1, Sheet 25 Volume 1, Sheet 26 1952 1952 l A-,;(1 gni arra Rhaatc Volume 1, Sheet 25 1950 1948 Source Sheets Volume 1, Sheet 26 1948 1909 Source Sheets Volume 1, Sheet 26 1909 Volume 1, Sheet 26 1950 Volume 1, Sheet 25 1948 Volume 1, Sheet 25 1909 rs Y� J e Volume 1, Sheet 25 1909 4816980 - 3 page 5 Sanborn Sheet Key This Certified Sanborn Map Report is based upon the following Sanborn Fire Insurance map sheets. 1900 Source Sheets r t4:Mw F Volume 1, Sheet 25 1900 1895 Source Sheets Volume 1, Sheet 6 1895 1889 Source Sheets Volume 1, Sheet 6 1889 1884 Source Sheets Volume 1, Sheet 8 1884 3 � r _ F ` VA it I Volume 1, Sheet 8 1884 3 it I Volume 1, Sheet 26 1900 Volume 1, Sheet 10 1895 am Volume 1, Sheet 10 1889 Volume 1, Sheet 9 1884 4816980 - 3 page 6 EDW Certified Sanborn@ Map 1976 .._ 'f rj 1 �U 10 �r..•-'•CP • � � ��•� �,�,� � .. 5 rh r. Jr '40 %41 ti r: f ;• � � J �' ' ell h� .4 I 7 x � �`` ��p •;� 1 Y�44 h F •p�ra 1 1 �: y-� l /F ��'�.yy �I k ❑ n :+ Ir � z, i N G' GOVnn•, f_'^ ' it h 1`� r[J. — N `T •, f ;� 1 �1 Q��1 E/ � q7t y 41 H ■ p � 'eG !30 � �r,/�� P \ 1 r'r4 e _ nIle • drr / 1 I '� r 1 Oe -oral. T-qc !' cl fik F 5� 43' Ct t Ile 2,7 41 r sir • n@ e . c� T r, Q mt n �`` 7' -' r ' X41 r� y r+ '•.A 8 �S" -per. _\ Q U er.� i 1 f rrf ? X' ' ¢ ri M• 1 J. 3 0{� a ` a 1. ; • %j - •p ~T` r74 r / yrs 4*11! •,ej z� o Tp sySrr y3�- ¢E( ♦ L,r eSHpOFrnre 6flicE".Pr Bar ° "��rrr i q � ,yrRrs rvs Gtr sryG o ' G, - % _ + . ti,.r nw� Q �. �� 4# G. Qi' Iy_ T© s'ML'NT.']TEHM.ClGNTS'ELLC aeRErcor. GE carr hs. ria' 9 ansF eq fi. rya y rs sc . s _a p S, ! J1 P., r'k'pfN K�P� pry Nh'HCz L? 0 44 I o is.' I U f prJG t� V �C7j w f' ue 1 2s `4sf p?5'' x �M i Ol i� 6 ar 1T .rl ,PyF, 4's� r ' F. � � k�•�R ase . 178 _ _ *�� ?e7+r � �7 S]q ,F o,vr ? 2 Site Name: Saratoga City Center Parking Lot x •-tip <erEQr p,'r I • 75 ~ Frt L 6 �s-fK E A\( Address: Saratoga City Center Parking Lot y` ��R+� - — -, City, ST, ZIP: Saratoga Springs, NY 12866 a`�y P • c + �:' — - i Client: C.T. Male Associates Joy EDRInquiry: 4816980.3 Order Date: 12/29/2016 _ r _ Certification � 10A6-4763-A97F a lf Copyri ht 1976 1� --""f 1 r 4; r 4 - als e�F 1� ;_ ! This Certified Sanborn Map combines the following sheets. Outlined areas indicate map sheets within the collection. 0 Feet 150 300 600 ��. Volume 1, Sheet 26 Volume 1, Sheet 25 25 -t 26 �NJ 4816980 - 3 7 r� page Certified Sanborn@ Map ; -V 1973 _`- ._��--.�_-.,. 1 ff A � •+x U y �1 1 � �� A' 'b � V V � Bt. d'p Al rry - r FA \ 6 r tj //- d N ( I �' 1 p • fid-+ / y°J ''v'^qe Jj if 53 4,�rU !� '`o" ..d`,.r � r,f if• 'o. � r., � �❑ M' ¢ � '° " ff �--f_� rA / r• "°o rof rpt ry!'r ¢ ! 30�j a 1 r ■ p ar�2 la,F er � � n � °' .� �. d "107- Q _ rr UT ff * }.jp�� b I/ !/ �� ~� �` \'•0 1 .r a c� a� p1,/ (� ' -fir '�'` l � � r + �'4 � ■� � y'a y, r 2p V R SbL L �p Il h /A't L�j SI jVj 1 n r tj a Q��I• �:� J �� a ID �a ��[ � aJ � � D� ya ,S" �r ! ~tee F`A �� 4 -"� P �` ,�' i•. / � �iPlp Q + Fla r r tir Wow CL r Y ■ r to qv p N tti} - �„�� fr f � � �Y+ J oc'*►� I. R 17 x ter` ��°�H sir{ /9 d ` / •S fJ "� Jf sr x 1 I nN r, - y Jay'. •s� ~ `• R y �B ► N � � Gl� L� � . � . � � 4%v LL N /9 ,'�= y' 6 (� 4't ■' 4 N '+ c'd ©"`'. q .�9 '- Q _ }� ffJ/ W 'C / • OY N '� • �'�+ f ' e R /� �.,.�{�' 2/ 0 _ 0"� �/% � � f _,� ■ a �rM' � � , I Q A7 �f �F'`� � r �•pc � '}!� • r � �� :/ f � Y nv c M v pT 9 � � X94 � s � ! •� �� C3�ar. � � !� n p ~ .4 £Cwv , � � .F yrs, A '� � II /J ��• 'Rc�` �� lz **'.xr J d r s � � x J3�'� •r n'y 'P� h rryJ' G�� dcy S t 1r i.. �rI {_} ae1.�i'��, ap��YS rC� '�-l9yr ��Er � ��• � L.:Jf '7-1-`� '- Q 4� w`iIxYFOit/VG G�L.LiE.fT)' 9r�7r i..r - a i'v'y � Cs9r+reggs+�rr��°s on. sr o !,' ..` �► �=` AR��`/ Rr, A/ 6. or* 4&7-o Iv. Q� lir_ }'' C. •r 6.carvcw• tc n- 'yo-evai>44 s cvva �. z .• �J ,p 3s +YDfIf KEPI Oh HNNp 0 YA 6; uG• & ❑ 09 r � �1��-, rr _ _ +s•, �,r.4F a F� a �l ; �� a s,�'G 1+ f�( yew xc,,: It r i srr� Site Name: Saratoga City Center Parking Lot Av. Address: Saratoga City Center Parking Lot City, ST, ZIP: Saratoga Springs, NY 12866 Client: C.T. Male Associates EDRInquiry: 4816980.3 i t _ Order Date: 12/29/2016 Certification � 10A6-4763-A97FPY 9 Co ri ht 1973 . -- - 't �tid ' r � ti urf• SCi t�T- • � ';; .: t J •�-`� R r_ r„ fS • lr-r-„- ri'�■ ' / This Certified Sanborn Map combines the following sheets. Outlined areas indicate map sheets within the collection. Volume 1, Sheet 26 Volume 1, Sheet 25 26 26 .a,�r 0 Feet 150 300 600 �NJ 4816980 - 3 page 8 EDW Certified Sanborn@ Map '0 -! ..' h;(/I 1972 r +a * -F y f Ar IV f P 53f ! r r F i e m { � :r ' P d 4F = r d I -im # +# r If v it -powf] *r # 1 Ck a. r i � IrV if 4 � - N # It r }f }4.� 3 / M - lot � i � �� r rte, k • � r +'gra • j } r# rr' s J it J IF ot _ V t t J l ti qft 14 J Ff(IF • .L•� f 1 r � y 4;L- _ It r kn qt owe CY) F, 0 4k AL Art, a--F r 41 tip I i dodip _dRAL,k .rr_4 as ffa (D 411ke '7 �wo.r. rrr� } 'F* 'M +vigil �1'Nofto 'M 4 {*Fib t , &V49t,a'19 'I I+ 34 1 - 'y 4 j , y Sr r ij 16 I f + *C Ar Site Name: Saratoga City Center Parking Lot * r Address: Saratoga City Center Parking Lot City, ST, ZIP: Saratoga Springs, NY 12866• y �,,s ' _ Client: C.T. Male Associates 41 Iry s y ' . x i' }` ~ t F• r' ` r `* r ~ JQi �'trrs„rlsar rri'`; EDR Inquiry: 4816980.3 Order Date: 12/29/2016 - Certification � 10A6-4763-A97F Copyri ht 1972 s - This Certified Sanborn Map combines the following sheets. Outlined areas indicate map sheets within the collection. 0 Feet 150 300 600 Volume 1, Sheet 26 " Volume 1, Sheet 25 yd6 54� 25 hti 26 4816980 - 3 �.� . page 9 EDW Certified Sanborn@ Map 1954 fI I -e 1 7 1r d. V i r' ./ .1 • +�-�; r'• Fera - . i + • } f - #�A V r ' r' r'•r ■ r" X/�j Opp f �� r Az { + qtr• y� F !! Y - •: 1 * :.{ eta J o Ff �. s` . ,� dim :,�•: ¢ � ,` f �• 4 jr r dr , r � rY .. Fes, �.a '. t fr o a y ,� • pix,, r L!1 3� 5 -�` � ,� ,. 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'hamJ. .+gip p r f Y Y 'rp 1�F"P • p+fir }-# Y , '4J ' �.:�g Rei p.J -' �ril.tri`1' f j7 -r Y r�•p4 ffy i s e �y f+ rye Ww"ORY, IV 61 d5v* r,t�'r #o F� „��1 y'S r r ;s + { r+• _ C : ` e i -V {.r.,l, Yf , ,y,,_+ / tAP? L+°f 2J'C7_16&, i Iii' Y r. 4 �. �' r.F '� � � �� _ ~. � � 9 � F�-f i da�'�� .es■ � air-., +rel, 'r� �„ z • } t ■, 6e s.r 7R 1 afr ra+r .� • , 7" QL .. �.: ;�. � + t'�1-``e 't d �_ d .-.. r. 1� e. ,•�. tip P+J a�.j' T • • ' . Site Name: Saratoga City Center Parking Lot Address: Saratoga City Center Parking Lot 4� -1 - - • -- _____� ' City, ST, ZIP: Saratoga Springs, NY 12866 a SP`� , +^ r=� -� Client: C.T. Male Associates EDRInquiry: 4816980.3 Ir-•;.--�..z:�.�.,. �„.....,....=.-w...�.••Y� , Order Date: 12/29/2016 f y� F �, ` x� `•+ Certification � 10A6-4763-A97F - Copyri ht 1954 �• � ,�,�,, -� y - # 71 r -G, .ti ip:_ . _ . _,..��- f �$`-r • F'.,,. ate. i This Certified Sanborn Map combines the following sheets. Outlined areas indicate map sheets within the collection. 0 Feet 150 300 600 Volume 1, Sheet 26 ve Volume 1, Sheet 25 0? 25 h 26 11 N� ,N 4816980 - 3 page 10 Certified Sanborn@ Map 1952 r i 3gyp{ --' •- -i F �•°,y..• Ar / S ! r , r 1°� �• " ap Tfn. j1h W 10 p14 4r V f Ir 44-: r ar r ■ T� ,* !e 30 4r 14 At C 1 r kr ` + ! r qba t + All, r d { }�?. Pj F { {, A kLE 4F X 91 Ir In :# y a T %.L.:> jP in r �Q i d � I % i. }_ T a • .g e � d d 'f- _ ■r , i ,& � I R 1 •0 r+ S LL e +4lej = a r J4 IL CY) 14P r t + M -r r a+ f{f R it dr NZ -9� P� �* r 41 41• A . x , fd4 1r s p . 146 +' t 141 (D 1 --491 :$ Sqi f, jp , p " ro ex NkNA& +Z psi ~ ti , d� • Ind" r�".�JLfdrf,{�i.. r Lr 6t7 VP tii` y .taw •• �� r,g }• � �! Hrt —' --,_ 6 t ` ti- #• �' ; �f,�, its +5" ` JR _& Site Name: Saratoga City Center Parking Lot +` '• " �`"T +' Address: Saratoga City Center Parking Lot * ,T ° r.• ' " — .1 g '� ; f —e City, ST, ZIP: Saratoga Springs, NY 12866 7- WR z � $iiL Client: C.T. Male Associates -0 MM*e earl ft■!#r larzxl iYi4 swaf EDR Inquiry: 4816980.3 M» �' „'�� ML4211 Order Date: 12/29/2016,l F Certification � 10A6-4763-A97F + } ti 0 0a 0� � f a Copyri ht 1952 � Y.,. 5�� f '�* � ; {,dF" � � •� This Certified Sanborn Map combines the following sheets. Outlined areas indicate map sheets within the collection. 0 Feet 150 300 600 Volume 1, Sheet 26 Volume 1, Sheet 25 25 f 26 �N, 57,-G S"a yf x_ 4816980 3 page 11 Certified Sanborn@ Map 1950 t J f '# 4r s cf f + 16� } a � .F + ff •'tea Pro 4 ff 4y- �+r At rF i 9"¢ P. # i k ■ # ,WI16'j r 3 r 4 r A2 ap% Op J[F • F go FF t k ti 44PS Ck as LE 000 1 t r�. } {� u a r 1. 6 &y :'� 0 • - {� ' ++ f�z8._ $Alf r IDyjp r ! yds+ r 4 GROVELam 0. • ; rti ., 4r 40 dF %0 C 'r' q # IF 'ma=r 00, ! r ?9R. �. z o- 4P y 'k v }f+ ,1 a Wer 4P r + �_ � + f " � . r t ip r !+ +� 1r r .r :�' i rt+r +yam pr I.r y� .� !),F ze� Iq r dter it ra 1r W-*rAV r r 1 - F i �.- F t t _M1 'it ,r f r '� • ! `' mai �' i +�' Fr -41 r� MM ti W �° W' 41L tin• .. �Vl _ .T}' -� t 4y7�. stir . MIX - i + # L W r.. ' Ile r� 1b -7Ej fes. 'avr4 rte, •. y..,� dv Cir 7-�� t} J r t--mr.0i7. 4. 3 i� J +F F� r ra,zresrr+r rc� - aye+•r' �t.rt +',INhlfri ID Flo t L Air jr. jr r r Site Name: Saratoga City Center Parking Lot-�;- - -•rf{' r r t Address: Saratoga City Center Parking Lot 4� '.F+' 'T- ti ' y't,�p3. "gam' _ r# z F;'� ,pw City, ST, ZIP: Saratoga Springs, NY 12866 • , Client: C.T. Male Associates Ar_ -- EDR Inquiry: 4816980.3 "_e _ ....... Order Date: 12/29/2016 F ti yrs { _ _ - y ++ir Jig -0 Certification � 10A6-4763-A97F `k _ `d �. Copyri ht 1950f�r..+ WeF This Certified Sanborn Map combines the following sheets. Outlined areas indicate map sheets within the collection. 0 Feet 150 300 600 r / Volume 1, Sheet 26 Volume 1, Sheet 25 25 26k �NJ v r r, 4816980 - 3 page 12 Certified Sanborn@ Map :5 # I ■ + a Ir f ~ * 14 iF * ,+ rr • -4h,may + r0 { a �• 4 ° r a r r •fs' .f � OL Lu 41 IL rye ' � •- � � rg � � `. f � d a¢ f G ` + +`b` -, Jrf' iFl F f;' r ~ r qp } t 16, aLE p '7 •'2 ��y, �� . 4 k� fi � � � .1p. Y �,�-`;�.M1* .,66f, u � CL {#iJFKF .0+ j � N,vl _ t 2 • # �S' r{ • F �' 'r" � ` {#A YE41A _I JM 41' ro (Z� aT f _ . Illy ■' edIff ted+ g } } 1— E At o F -, f ` a � } � i 7 rall a d At or Ir ti _ v r r fep t IL ir joe— �'- 1 0 �r6 r irAr zw 4:1 A'r �' �5• ��'�� A f � � / � a iy �} �, f '4a d* t4II # ~ �Y r y • - y, ST +r e5 I j ■ Fes. 'fi=r F #+Jf r °""~. '' ' r ar f � C i �' �' �.� � �. ''� r` '�" "� �. rifF rrct r FFgAmUopffEm4m if 'Sy ;.j ° 9 WL GWJW aF 1 �' ��/ 06. W JL A , -� ,�� f..• t. a 4511.' ��F f � _y.C. �, �+ F �.RG µ .�.u• Site Name: Saratoga City Center Parking Lot TT #SrF �Iyl Address: Saratoga City Center Parking Lot ;' z City, ST, ZIP: Saratoga Springs, NY 12866 Client: C.T. Male Associates EDR Inquiry: 4816980.3 �_ - ■ ■ ~.�._� �■-+�+.+��+ Order Date: 12/29/2016 ,l F 4�- +' 3 # - * A �s Certification � 10A6-4763-A97F � r - Copyri ht 1948 + } P This Certified Sanborn Map combines the following sheets. Outlined areas indicate map sheets within the collection. 0 Feet 150 300 600 a� Volume 1, Sheet 25 P Volume 1, Sheet 26 � a 25 �NJ 4816980 - 3 page 13 s Certified Sanborn0 Map 1909 41 0 0 19 oar 0 OR 41 # A' 41 0 30 Jr 11 0 0 A 41 L5 Y t4l E 41 4L 'Fir, q 0 is k A? R Q N 4�1 ;z jy jr Apo 4V 17 -46 Lk im A CL AS - 73 Nt5 J10*0 41A 45' ORO E # 441 0 1 CL I/, Ir P •P LL 4(� -Rif N CY) A. Cy') 00 CO JIP 4 40� ftlw \Kv 71, qr A �7 & .9 tr, ,,ar sr rh l Qtr ` rr��f fr+ =c'` `'J, to AU;- #A WW X, - 2 PS -0 JrMW M CA ?s ' 0 EXr0ZJ - AW2 AWE&% OL 4- 'r , , J, " or P�-R xg�-r av Awym '6 Td 4' �>7 -D- Site Name: Saratoga City Center Parking Lot Address: Saratoga City Center Parking Lot .4 City, ST, ZIP: Saratoga Springs, NY 12866 0”, Client: C.T. Male Associates EDR Inquiry: 4816980.3 Order Date: 12/29/2016 Certification � 10A6-4763-A97F -z! dH Copydot 1909 This Certified Sanborn Map combines the following sheets. Outlined areas indicate map sheets within the collection. 1 0 Feet 150 300 600 Volume 1, Sheet 25 Volume 1, Sheet 25 Volume 1, Sheet 26 1 Z' A 25 N, 4816980 3 page 14 L r7 ry r[F ti �i7• n wI- du ry N .Y u d x q k x � p ry * kl p y z � ti' 44u ti ^�4 �❑ $ '" rl q H 9 q a r 4 W G P4 8 �, fl P 11 I ♦# ry BVI L% ry 32 N ~ �y rr N ry pi 1 F 6 y `• { N N S u N if a u C5 a A° +f' a r -� Ir- 'A x o J N a N l✓ H p r n @ u �S 4 � N # r a � n Q F`9" ❑ N 4 +� 4/ Certified Sanborn@ Map 1900 11`e�y C .rte NH p f 7 ? V .b �✓ 4I 1 �,. r + � o h pg i4•v ,, f !31 ^ 10 r�i`r B •r9 H 9t O r b H!/ rl yy� I H,rJr J I le CP t yrr p • 30 pn — 7 Fr ❑ '� �iyR �p p ff feFd rr H�r f o� ffI ,q lucl u 'fe 41 �� Hyy � p• % � a QMH ' �.� ' J , y7 •�, J H ❑ a` r �H k � ��-` x "R'IJy �n IH 11 I � L � • ,,dam ru +--' o lap f 4. r_ f'f �°.1 ° f / J/ Q�� r If✓ j C'�O,p't-a-r] Lf Lipo ; 4!5- r `� OCA a� 1rk fl rig} A� i 0 r1 / M • .� q ! �� rV _ a �` � I r ✓!rI Zj {r �yy � G � ya � 1M�.• I 0 D, DW Oj/• Z# CO r7 .ts 11 n� ry � 'r e a F. 40 dip N � Cr � a�'?6' �"+t a � p o ��r^ F�"a'IF r 11 �� P� S. _ `� j off' I - " ,�,�'�i�,� •,, � ►f` 1 r 0 —4C* 'rEd I!l ^1� Oft /}7 w& x J�4 h° r eve ❑ ffr e E / AAWY l�F /J/ a Cep 4p • *' fir-❑ '-L .3_ _1W pnvl < J a Jv'379. 7P r Site Name: Saratoga City Center Parking Lot Address: Saratoga City Center Parking Lot`__ City, ST, ZIP: Saratoga Springs, NY 12866 Client: C.T. Male Associated} EDR Inquiry: 4816980.3 y �` s=====_ ------ Order Date: 12/29/2016 Certification � 10A6-4763-A97F r � Q Copyright 1900 This Certified Sanborn Map combines the following sheets. Outlined areas indicate map sheets within the collection. Volume 1, Sheet 26 Volume 1, Sheet 25 25 26 1 x 0 Feet 150 300 600 �NJ 4816980 - 3 page 15 Certified Sanborn@ Map 1895 ---{+ -; - _ � f rr a f t 4 Z, y f Jr df r f Af � A ��,f dq ��r � � � � � ' � � 6 ::' � � •� � {may rr r4f z ti c 4 . 1 df fes-rF ✓ �{ di C �� 1Jr Ck IL dr i #i -0 'E .� CL Ir Lf y f{ } # / � N do .4 41A r_ d °F dv �+ f + # i } $ < it r F' rAr 0 E , r � 4 r .0! 4 j or Ir Ar i � d * ■ if C5 - io jr 0 JP lf f d i 3 if if co kh F F f r fir/ " � { d jo o kA fµ`— 1 { r r+ f ra • 1 { .01 }' jCT w or F � y � ; e� } { } + i IL L Site Name: Saratoga City Center Parking Lot A� Address: Saratoga City Center Parking Lot ~ '� Mh City, ST, ZIP: Saratoga Springs, NY 12866 Y + a ■. ti Client: C.T. Male Associates F� 16 EDR Inquiry: 4816980.3 Order Date: 12/29/2016 Certification � 10A6-4763-A97F rat Copyrig�ht 1895 r This Certified Sanborn Map combines the following sheets. Outlined areas indicate map sheets within the collection. Volume 1, Sheet 10 Volume 1, Sheet 6 �y � N 10 0 Feet 150 300 600 �NJ 4816980 - 3 page 16 Certified Sanborn@ Map 1889 Ar #4 0 { _ u tea; # a 11 Ido on �. 0 51 00 1 IF 00 Site Name: Saratoga City Center Parking Lot � k Address: Saratoga City Center Parking Lot + ;IMF ti City, ST, ZIP: Saratoga Springs, NY 12866 f `' Client: C.T. Male Associates EDR Inquiry: 4816980.3 d _ Order Date: 12/29/2016 ; Certification � 10A6-4763-A97F Copyright 1889 This Certified Sanborn Map combines the following sheets. Outlined areas indicate map sheets within the collection. at ti Volume 1, Sheet 10 Volume 1, Sheet 6 /X 0, /a{ art: 310 0 Feet 150 300 600 �NJ 4816980 - 3 page 17 Certified Sanborn@ Map P:X4__ ° a �— m Y Age r _ `f ��]] //// ,r`�. 4 .o— i ya• �� •� !! e f ��a �, :� a-"' •�,�,� � � 1 _`sem-- � � ^It•' ' �'� Y 01, it 47 4 C 1 o c x T y Z� 0 P AL d {} 6 L7 o 0V 1 z4. _J 3 4 r 1 �lTiC Ja�„Ar Rp�A'p 9r a _ a ��=�.'p�d`r rifer.._`_-•, � a.� a 1! Y 7 a r,3• ^r a o rayl - `Pe^.�,u 'Y �� + + r f C a ►s- � `� �-� � r r i r far ' I IF '�S`�t� u3 �ir' � '•* • 'tom �'P� > • , r � i i , It 4; + + N or�V1 _ x•�t I +� � � 6 f ° � �if��s `-- ��`� ��r ` � � + ? n�'h -r- r `,•'S'ce-,�� • { �`p r I � +r r } rs 1� '�� 'y�'.`• P}•mss IJ ti `� � �� o l+l�' f f I r 11 + r! r o i r {+ + If !� v✓ � ckc �w*� � ' �- � -�. 'rij,t �� .36eLrr•r 4 .�� ; ' x r f x J x t srrrr '4 � c .,�{- 2.a Z , - ��, 1 � � p S.r pr•E•� �t5� % �rs'r { + i �r c +ark � • _ �,x a /d �- r (r If 11 -MW w ro `.`'en�`*sso� 8 n L'� ��4 6 4.3e: ix L' {• 39 r dal Site Name: Saratoga City Center Parking Lot Address: Saratoga City Center Parking Lot City, ST, ZIP: Saratoga Springs, NY 12866 Client: C.T. Male Associates EDR Inquiry: 4816980.3 Order Date: 12/29/2016 Certification � 10A6-4763-A97F + y Copyright 1884 e+ ti This Certified Sanborn Map combines the following sheets. Outlined areas indicate map sheets within the collection. Volume 1, Sheet 9 re Volume 1, Sheet 8 x if 0 Feet 150 300 600 �NJ 4816980 - 3 page 18 C.T. MALE ASSOCIATES A 0 g Logs 0 J a _U Z 2 U W H 0 LU c� J U 0 co co co U) U LU 0 0 0 I- N N C.T. Male Associates BORING NUMBER B-101 50 Century Hill Drive PAGE 1 OF 1 Latham, NY 12110 • �„ Telephone: (518) 786-7400 Fax: (518) 786-7299 CLIENT Saratoga Springs City Center PROJECT NAME Proposed Parking Garage PROJECT NUMBER 13.3389 PROJECT LOCATION Saratoga Springs, NY DATE STARTED 11/15/18 COMPLETED 11/15/18 GROUND ELEVATION 287 ft HOLE SIZE 9 inches DRILLING CONTRACTOR SJB Services GROUND WATER LEVELS: DRILLING METHOD Hollow Stem Auger 4.25" ID AT TIME OF DRILLING --- Dry, before coring LOGGED BY J. Scheetz CHECKED BY A. Diop AT END OF DRILLING --- NOTES CME 550X ATV, 2" Split Spoon, NQ Rock Core through 3" Spin Casing T 0.1 hrs AFTER DRILLING 6.10 ft / Elev 280.90 ft After coring ATTERBERG � z w a LIMITS w U 0� >-U-1 U) w `- �.� }' LU 11-1 w0 O MATERIAL DESCRIPTION wm J �� w� > C� 0� OZJ J Q ~ cn w Y z �'-' �Z U) w o — �� U _v 0� U �. <J aZ w� m0> UZ OZ C �� <J two w C/)U 0O J a_Z aZ 0 6" Asphalt AU UNCONTROLLED FILL: Brown, dry, medium dense, fine to coarse SAND, little fine gravel, little debris (rock, brick) SS 9-9-8 1 44 (17) SS 12-6-5-5 (SP) SAND: Brown, dry, loose, fine to medium SAND, little silt 2 58 (11) 5 SS 3 42 1-2-3-4 (5) (MH) ELASTIC SILT: Brown, wet, mediu ig stic, CLAY & SILT, some fine sand SS 75 5-44-5 31 54 31 23 4 (8) 11 3-50/3" 5 5 LIMESTONE: Moderately strong, gray, moderately weathered, AU horizontal joints 10 Typical Down Pressure: 400 psi, Typical Core Run Drill Time: 15 min/foot RC 106 1 (60) RC 100 2 (46) 151 Boring backfilled with soil cuttings upon completion of drilling Bottom of borehole at 15.0 feet. C.T. Male Associates rr?7 BORING NUMBER B-107 FY #9 LQ 50 Century Hill Drive PAGE 1 OF 1 Latham, NY 12110 rWMTelephone: (518) 786-7400 Levi � 7-7-4-7 2 N Fax: (518) 786-7299 F SS � 2-2-2-2 3 CLIENT Saratoga Springs City Center PROJECT NAME Proposed Parking Garage 17 2-3-6-3 PROJECT NUMBER 13.3389 PROJECT LOCATION Saratoga Springs, NY (9) SS DATE STARTED 11/14/18 COMPLETED 11/14/18 GROUND ELEVATION 276 ft HOLE SIZE 9 inches (1) DRILLING CONTRACTOR SJB Services GROUND WATER LEVELS: 7-5-7-9 6 DRILLING METHOD Hollow Stem Auger 4.25" ID AT TIME OF DRILLING --- LOGGED BY J. Scheetz CHECKED BY A. Diop 1 AT END OF DRILLING 8.00 ft / Elev 268.00 ft Before pulling augers NOTES CME 550X ATV, 2" Split Spoon AFTER DRILLING --- ATTERBERG � z w a LIMITS w U 0� >_w U) w `- �.� }' w0 O MATERIAL DESCRIPTION wm J �� w� > C� 0� OzJ J Q ~ cn w Y z �'-' �z U) w o — �� U _v 0� U �. p� <J aZ w� m0> UZ OZ C �� <J two w C/)o_ o 0O U J a_ QZ 0 6" Asphalt FILL: Brown, dry, medium dense, fine to coarse SAND, Some fine to coarse Gravel -Becomes black, dry, medium stiff, Clayey SILT, little debris ( r 5 coal) at 4.0' (SP) GRAVELLY SAND: Black, wet, ve se, T to coarse SAND, slight petroleum odor 10 (MH) ELASTIC SILT: Gray, i f, pl SILT & CLAY, Some fine to medium Sand at 15 20 0 c� m a J U) 0 Cn z c� z J O U 2 m 2 U W H O LU CD -Grades medium stiff, Silty CLAY, trace fine sand at 15.0' -Grades very stiff, slightly plastic at 20.0' -Becomes Some Limestone Fragments (likely limestone formation) at 25.0' -Auger and spoon refusal at 24.6' due to limestone boring aacKriiiea wim soil cuttings upon completion or ariiiing Bottom of borehole at 24.6 feet. SS � � 10-15-13 (18) SS � 7-7-4-7 2 N (11) F SS � 2-2-2-2 3 (4) SS 17 2-3-6-3 4 (9) SS 4 1 -WH -1-1 5 (1) SS 25 7-5-7-9 6 (12) AU SS 33 4-3-3-2 7 (6) AU SS 14-9-12-16 8 17 (21) AU SS $ 20-48-50/1" 9 43 22 1 26 1 18 1 8 81 1 0 J _U z U W H O Uj c� J U 0 co co co U) U W j O 0 0 ti N N i C.T. Male Associates BORING NUMBER B-108 50 Century Hill Drive PAGE 1 OF 2 Latham, NY 12110 • �„ Telephone: (518) 786-7400 Fax: (518) 786-7299 CLIENT Saratoga Springs City Center PROJECT NAME Proposed Parking Garage PROJECT NUMBER 13.3389 PROJECT LOCATION Saratoga Springs, NY DATE STARTED 11/13/18 COMPLETED 11/14/18 GROUND ELEVATION 273 ft HOLE SIZE 9 inches DRILLING CONTRACTOR SJB Services GROUND WATER LEVELS: DRILLING METHOD Hollow Stem Auger 4.25" ID AT TIME OF DRILLING --- LOGGED BY J. Scheetz CHECKED BY A. Diop 1 AT END OF DRILLING 5.60 ft / Elev 267.40 ft Before rock coring NOTES CME 550X ATV, 2" Split Spoon, NQ Rock Core through 3" Spin Casing AFTER DRILLING --- ATTERBERG � z w a LIMITS w U 0� >_w U) w `- �.� }' p� w0 O MATERIAL DESCRIPTION wm J �� w� > C� 0� OzJ J Q ~ cn w Y z �'-' �z U) w o — �� U �� _v 0� U �. <J aZ w� m0> UZ OZ 0O C J <J �p QZ w C/)U a_z 0 5.5" Asphalt AU UNCONTROLLED FILL: Brown, dry, medium dense, fine to coarse SAND, Some fine Gravel,m trace silt, trace debris (brick) S 67 8-10-10 (20) SS 67 7-7-8-9 2 (15) -Becomes black, dry, DEBRIS (ash, coal, ceramics), Some fin medium Sand at 3.5' 5 -Becomes brown, fine to medium SAND, Some Debri k, ash, coal) at 4.0' S 3 83 5-4-5-6 (9) i -Grades Some Rock fragments at 6.0' SS 17 50-9-9-7 4 (18) SS 5 4 3-7-6-10 (13) 10 SS 0 7-10-12-8 6 (22) Becomes black, wet, loose, fine to coarse SAND, little silt, slight petroleum odor and odor sheen SS 2-2-4-3 7 58 (6) SS 8 0 5-1-3-4 (4) 15 S9 67 5-3-4-4 --------------------------- Becomes brown, wet, PEAT, little fine to medium sand ( ) SS 8 4-2-1-2 10 (3) 20 (MH) ELASTIC SILT: Gray, wet, medium stiff, highly plastic, SILT & CLAY SS 3-2-3-3 11 8 (5) 37 97 AU 25 (Continued Next Page) 0 J a _U Z U W H 0 LU c� J U 00 co co co U) H U W 0 0 0 ti N N rr?7 C.T. Male Associates BORING NUMBER B-108 FY #9 LQ 50 Century Hill Drive PAGE 2 OF 2 rWMTelephone: Latham, NY 12110 Levi (518) 786-7400 Fax: (518) 786-7299 CLIENT Saratoga Springs City Center PROJECT NAME Proposed Parking Garage PROJECT NUMBER 13.3389 PROJECT LOCATION Saratoga Springs, NY ATTERBERG � z W a LIMITS w U w W `- �.� }' p� WO O MATERIAL DESCRIPTION Wm J �� w� > C� 0� OZJ 0 Q ~ cn w Y Z U D'-' �z w �� U �� Lout 0� �J (� aZ ui m0> 0 UO 0 OZ �0 a� _J QZ w C/) U a_ Z 25 U_ (MH) ELASTIC SILT: Gray, wet, medium stiff, highly plastic, SILT & CLAY (continued) SS WH -WH -4-3 12 0 (4) (CL) LEAN CLAY: Gray, wet, very stiff, slightly plastic, Silty CLAY, AU Some fine sand 30 -Grades trace wood fragments at 30.0' S 20-13-9-9 25 35 20 15 13 (22) AU 35 -Auger refusal at 36.5' SS 14 40-50/1" Spin 3 casing to 37.0 to setup tor FOCK C ng 14 LIMESTONE: Moderately strong, gray, moderately weathered, horizontal joints Typical Down Pressure: 400 psi, Typical Core Run Drill Time: 5 min/foot RC 100 40 1 (105) Boring backfilled with soil cuttings upon completion of drilling Bottom of borehole at 42.0 feet. 0 J a _U z 2 U W H O LU c� J U 0 co co co U) U W j O 0 0 ti N N C.T. Male Associates BORING NUMBER B-109 50 Century Hill Drive PAGE 1 OF 2 Latham, NY 12110 • �„ Telephone: (518) 786-7400 Fax: (518) 786-7299 CLIENT Saratoga Springs City Center PROJECT NAME Proposed Parking Garage PROJECT NUMBER 13.3389 PROJECT LOCATION Saratoga Springs, NY DATE STARTED 11/15/18 COMPLETED 11/15/18 GROUND ELEVATION 280 ft HOLE SIZE 9 inches DRILLING CONTRACTOR SJB Services GROUND WATER LEVELS: DRILLING METHOD Hollow Stem Auger 4.25" ID AT TIME OF DRILLING --- LOGGED BY J. Scheetz CHECKED BY A. Diop 1 AT END OF DRILLING 12.40 ft / Elev 267.60 ft Before pulling augers NOTES CME 550X ATV, 2" Split Spoon AFTER DRILLING --- ATTERBERG �0� z w a LIMITS w U >_ U) w w 0 `- z �.� }' w0 O MATERIAL DESCRIPTION wm J �� w� > C� 0� OzJ J Q ~ ;= w Y z �'-' �z U) w o — �� U _v 0� U �. p� <J aZ w� m0> UZ OZ C �� <J �p w C/)U 0O J a_z QZ 0 6" Asphalt AU UNCONTROLLED FILL: Brown, dry, medium dense, fine to coarse SAND, little fine gravel SS 10-14-15 1 67 (29) S 75 10-11-11-12 2 (22) 5 SS 3 50 3-4-8-7 (12) -Becomes trace debris from 5.5' -Becomes loose at 6.0' SS 42 10-5-3-6 4 (8) -Becomes medium dense at 8.0' SS 28 12-29-2 5 (31) 10 -Some Debris (brick) and rods bending at 9.5' AU S6 50 1-4-3-4 ( ) (ML) SILTY CLAY: Brown, damp, medium stiff, CLAY & SILT (SP) SAND: Brown, wet, loose, fine to coarse SAND, trace fine gravel SS 67 4-3-6-5 18 11 7 (9) (CL) LEAN CLAY: Gray, damp, stiff, slightly plastic, Silty CLAY AU 15 25 51 S8 75 1-3-6-5 () AU 20 (Continued Next Page) 25 (CL) LEAN CLAY: Gray, damp, stiff, slightly plastic, Silty CLAY (continued) S9 100 7-5-4-8 () -Grades soft at 23.5' I `I AU 10 100 WH- 2H-2-2 AU 35 AU SS 2-9-20-14 12 67 (29) -Grades Some fine Gravel at 36.5' -Grades fine to coarse GRAVEL, little fine to coarse sand atJ37. SS 200 50/1" -Auger and spoon refusal at 37.1' due to limestone 13 Boring backfilled with soil cuttings upon completion of drilling Bottom of borehole at 37.1 feet. C.T. Male Associates BORING NUMBER B-109 50 Century Hill Drive PAGE 2 OF 2 rZ • __�_ Latham, NY 12110 Telephone: (518) 786-7400 Fax: (518) 786-7299 CLIENT Saratoga Springs City Center PROJECT NAME Proposed Parking Garage PROJECT NUMBER 13.3389 PROJECT LOCATION Saratoga Springs, NY ATTERBERG ui a_ z w a LIMITS w U w w `- �.� }' p� �0 O MATERIAL DESCRIPTION Wm J �� w� > C� 0� OZJ 0 Q ~ cn w Y Z v �'-' �z w �� U �� 0� �J (� aZ w� m0> 0 � � OZ �O �� J two QZ w 20 25 (CL) LEAN CLAY: Gray, damp, stiff, slightly plastic, Silty CLAY (continued) S9 100 7-5-4-8 () -Grades soft at 23.5' I `I AU 10 100 WH- 2H-2-2 AU 35 AU SS 2-9-20-14 12 67 (29) -Grades Some fine Gravel at 36.5' -Grades fine to coarse GRAVEL, little fine to coarse sand atJ37. SS 200 50/1" -Auger and spoon refusal at 37.1' due to limestone 13 Boring backfilled with soil cuttings upon completion of drilling Bottom of borehole at 37.1 feet. C.T. MALE ASSOCIATES SUBSURFACE EXPLORATION LOG NO.: B-1 DATUM: CRATE: 07115/2013 FINISH DATE: 07/1612013 I OF I F PROJECT: Saratoga Springs City Center Parking Garage CTM PROJECT NO.: 13.3392 LOCATION; High Rock Avenue, Saratoga Springs, NY GTM OBSERVER: R. Wakeman .--, LU SAMPLE BLOWS ON SAMPLER > LU U LU NO. 010 16112 1211 18124 N SAMPLE CLASSIFICATION NOTES 5 10 15 20 25 30 See Note 1. Moderate to severely weathered, moderately bard, medium bedded Dark Cray LIMESTONE - t2" void encountered t215 Note 1: No sampling performed of overburden prior to encountering auger refusal at depth of 18 ft. Run 1: 18.0' -22.0' N - size core Recovery = 40" RC D 69% Run 1 End of Boring @ 22.0' N = NO. OF BLOWS TO DRIVE 2" SAMPLER 12" WITH A 140 LB. WT. FALLING 30" PER BLOW DRILLING CONTRACTOR: Aquifer Drilling & Testing Inc. DRILL RIO TYPE; DME 75 Truck -Mounted Drill Rig METHOD OF INVESTIGATION: 3 -in. I.D. Flush Joint Casing GROUNDWATER LEVEL DATE i-EWL CASING STABIL.IZf47ION TIME THE SUBSURFACE INFORMATION SHOWN HEREON WAS OBTAINED FOR C.T. MALE DESIGN PURPOSES. IT IS MADE AVAILABLE TO AUTHORIZED USERS ONLY THAT THEY MAY HAVE ACCESS TO THE SAME INFORMATION AVAILABLE TO C.T. MALE. IT IS PRESENTED IN GOOD FAITH, BUT IS NOT INTENDED AS A SUBSTITUTE FOR INVESTIGATIONS, INTERPRETATION OR JUDGMENT OF SUCH AUTHORIZED USERS. SAMPLE CLASSIFICATION BY: Ra Wakeman Rear. 6110/2011 C.T. MALE ASSOCIATES SUBSURFACE EXPLORATION LOG BORING NO.. E-4 ELF ��.E�.: DArurr�: DATE: 07/1212013 FINISH! DATE: 071'12/2013 # SHEET 1 OF 1 PROJECT: Saratoga Springs City Center Parking Garage CTM PROJECT NO.: 13.3392 LOCATION: High Flock Avenue, Saratoga Springs, NY CTM OBSERVER: T. Morgan SAMPLE BLOWS ON SAMPLER _> SAMPLE �- LU 0 CL yam. w r NO. 0/6 6112 12f 18 18124 N CLASSIFICATION (VOTES 5 10 1� 20 25 30 ASPHALT (±3.011) Note 1: Upon completion of B- 4, a groundwater mon1tcring well was installed. See monitoring well installation log 'MW -4 for well installationdetails. lute -2: Feint petrcleurn odor noted upon portions of rock core removed from 'Run 1'. Run 1: 16.7'- 19.5' N - size care ' Recovery ; 301 RQD ; O% 1 — 8 7 6 15 0.8+ FILL Brown fine to medium SAND, little silt &.gratvel (Moist) - becomes Brownish-OraSAND & SILT, trace gravel ±1.01 -grades Some Silk asionarl iscellaneous deleterious mat grades I ittle silt, f concrete pieces beginning ±4.5' � occas!171%; ces (Moist - Loose to Firm) ±12.0F 6 5 5 1 1 g 10 1.1' 3 4 10 10 20 20 a, g' 4 20 6 i 7 13 0.3' 5 31 11' 6 5 17 0.1' S 4 4 3 3 7. 0. ro SILT & CLAY, trace fine sand (Moist - Medium Stiffs ±16.01 7 7 8 60/0.1 100+ Highly weathered ROCK fragments Severely weathered, moderately hard, medium bedded Dark Gray LIMESTONE with very close to close fracture spacing ZI Run 1 End of Boring @ 19.51 (Basing Refusal @ /16.7', Sampler refusal @t16. V) N µ NO. OF BLOWS TO DRIVE 2" SAMPLER 12" WITH A 140 LB. 1 . FALLING 30" PER BLOW DRILLING CONTRACTOR: Aquifer Drilling & Testing Inc, DRILL RIO TYPE: CME 75 Truck -Mounted Drill Rig -METHOD OF INVESTIGATION: 4-1f4 inch ID Hollow Sten Augers to 16.5 ft., Telescoping 3 -inch la Flush ,Joint Casing to 16.7 f#., NX Sixe Core Darrel and Automatic Safety Hammer GROUNDWATER LEVEL DATE LEVEL CASING STABILITJ�TI0N TIME THE SUBSURFACE INFORMATION SHOWN HEREON WAS OBTAINED FOR C.T. MALE DESIGN PURPOSES. IT IS MADE AVAILABLE TO AUTHORIZED USERS ONLY THAT THEY MAY HAVE ACCESS TO THE SAME INFORMATION AVAILABLE TO C.T. MALE. IT IS PRESENTED IN GOOD FAITH, BUT IS NOT INTENDED AS A SUBSTITUTE FOR INVESTIGATIONS, INTERPRETATION OR ,JUDGMENT OF SUCH AUTHORIZED USERS. SAMPLE CLASSIFICATION BY: T. Morgan Rear. 611 01201 1 C.T, MALE ASSOCIATES SUBSURFACE EXPLORATION LOG NO.: B_ fEL DATUM: DATE: 0711'112013 FINISH DATE: 0711112013 0 1 OF 1 PROJECT: Saratoga Springs City Center Parking Garage CTM PROJECT NO.: 13,3392 LOCATION: High Rock Avenue, Saratoga Springs, NY CTM OBSERVER: T. Morgan �. �r SAMPLE BLOWS ON SAMPLER LU Lj > LL N O . 0!5 6/12 12118 18/24 N SAMPLE CLASSIFICATION NOTES _10/ 15 20 2 0 1 3 50/0.2 — — 100+ ASP HALT (±4.0") Note 11: Standard penetration resistances not recorded during advancement of sample'S0'. Nate 2: Strong petrole-um odor noted beginning with ssmple 'S " ar�d continuing Ari#h depth. Visible sheen observed on sample 'S01. FILL: Brown tine to coarse SAND, little gravel, trace silt' concrete fragments in sampler shoe - becomes Brownish-Gra S , little clay, trace organics & gravel {Mo' 2. -becomes Brown o media D, little gravel & silt" o ccas ions } b ri cobble ag ments (Moist} ±4.0" (Moist - to Very Compact) ±5, 5' 2 3 5 5 5 10 -1,1' �4 � � 1 4 r1,$' 4 3 3 4 7 `1. ' 5 5 4 4 3 8 0.0' B rown is h -Dray S I LT & MY, trace fine sand & organics (Moist) grades Sora ine Sand, trace clay, no organics ±8.8' (Moist -Medium Stiff) 0 See Note 1 — 1.1' 7 17 5010.4 — 100+ 0.6' Possibly highly weathered ROCK fragments End of Boring @ 12,91 (Sampler Refusal) N = NO. OF BLOWS TO DRIVE 2" SAMPLER 12" WITH A 140 LB. VVT, FALLING 30" PER SLOW DRILLING CONTRACTOR: Aquifer Drilling & Testing Inc. DRILL RIO TYPE: DME 75 Truck -Mounted Drill Ring METHOD OF INVESTIGATION,, 4-114 inch Hollow Stern Augers with Automatic Safety Hammer GROUNDWATER LEVEL DATE LEVEL CAS�N3 STABILIZATION TIME THE SUBSURFACE INFORMATION SHOWN HEREON WAS OBTAINED FOR O.T. MALE DESIGN PURPOSES. IT IS MADE AVAILABLE TO AUTHORIZED USERS ONLY THAT THEY MAY HAVE ACCESS TO THE SAME INFORMATION AVAILABLE TO S.T. MALE. IT IS PRESENTED IN GOOD FAITH, BUT IS NOT INTENDED AS A SUBSTITUTE FOR INVESTIGATIONS, INTERPRETATION OR JUDGMENT OF SUCH AUTHORIZED USERS. SAMPLE CLASSIFICATION BY: T. Morgan Rev. 611012011 C.T. MALE ASSOCIATES SUB-SURFACE EXPLORATION LOG, NO.: B_8 FLE DATUM. DATE: 0711 1/2013FINISH DATi E: 0711112013 # 1 OF 1 EM PROJECT: Saratoga Springs City Center Parking Garage CTM PROJECT NO.: 13.3392 LOCATION: High Rock Avenue, Saratoga Springs, NY CTM OBSERVER: T, Morgan .� M SAMPLE BLOWS ON SAMPLED W > LU O CL U NO, 616 611:2112118 18124 N 0� SAMPLE CLASSIFICATION NOTES � 10 15 20 25 30 71 ASPHALT (t&011) Note 1: Upon completion or B. 8, a groundwater monitoring well was installed. See monitoring well installation log M-$ for well installation details. — 5 7 6 12 1.1' FILL: Brown fine SAND, little to Some Gravel, trace silt, occasional brick fragments (Moist) - becomes Brownish- ra T, little to Some Olay, l ittfe fine send f re ue q Tonal brick & coal fragments (Moist) - brick and cobbl acs ±42 Moist - L se to Compact) 0 4 5 6 0 1.0' � 1 � � � � � �. �' - 4 12 12 24 26 3 0.4' i robable highly weathered ROCK fragments End of Boring @ 8.0' (Auger Refusal @;t6.4'). N = NO. OF BLONDS TO DRIVE 2" SAMPLER 12" WITH A 140 LB, WT. FALLING 30" PER BROW DRILLING CONTRACTOR: Aquifer Drilling & Testing Inc. DRILL RIG TYPE: CME 75 Truck-Mounted Drill Rig METHOD OF INVESTIGATION: 4-1/4 inch follow Stern Augers with Automatic Safety Hammer GROUNDWATER LEVEL DATE LEVEL CASING S7 8TH E71�N THE SUBSURFACE INFORMATION SHOWN HEREON WAS OBTAINED FOR D.T. MALE DESIGN PURPOSES. IT IS MADE AVAILABLE TO AUTHORIZED USERS ONLY THAT THEY MAY HAVE ACCESS TO THE SAME INFORMATION AVAILABLE TO O.T, DALE. IT IS PRESENTED IN GOOD FAITH, BUT IS NOT INTENDED AS A SUBSTITUTE FOR INVESTIGATIONS, INTERPRETATION OR JUDGMENT OF SUCH AUTHORIZED USERS. SAMPLE CLASSIFICATION 0Y: T. Morgan Rev. 6/10/2011 C.T. MALE ASSOCIATES SUBSURFACE EXPLORATION LOG _8� FNO.: DAT�JM: DATE: 07115120 13 FINISH DATE: 07/1512013 'I OF 'I PROJECT, Saratoga Springs City Center Parking Garage CTM PROJECT NO,: 13.3392 LOCATION: High Rock Avenue, Saratoga Springs, NY CTM OBSERVER: R. Wakeman SAMPLE BLOWS ON SAMPLER _> �. Lu LU 0 U U NO. 016 6112 12118118/24 IN SAMPLE CLASSIFICATION NOTES 5 Run 1 Mode rat severe thered, moderately hard, Run 1: 7.3' -123 10 medium bedded rk LIMESTONE w1th close N - size core fracture spacing ReGovery = 57" id ±12. RQD = 8% End of Boring @ 12.3' 20 25 N = NO. OF BLOTS TO DRIVE 2" SAMPLER 12" WITH A 140 LE, VVT, FALLING 301' PER BLOT! GROUNDWATER LEVEL DRILLING CONTRACTOR: Aquifer Drilling & Testing Inc. AS,G STABErin orE LEvaCN DRILL RIO TYPE: CME 75 Truck -Mounted Drill Rig METHOD OF INVESTIGATION: 3-1n. 1,D, Flush ;Joint Casino THE SUBSURFACE INFORMATION SHOWN HEREON WAS OBTAINED FOR G,T. MALE DESIGN PURPOSES, IT IS MADE AVAILABLE TO AUTHORIZED USERS ONLY THAT THEM MAY HAVE ACCESS TO THE SAME INFORMATION AVAILABLE TO C,T, MALE. IT 1S PRESENTED IN GOOD SAMPLE CLASSIFICATION BY: FAITH, BUT IS NOT INTENDED AS A SUBSTITUTE FOR INVESTIGATIONS, INTERPRETATION OR JUDGMENT OF SUCH AUTHORIZED USERS. R. Wakeman Rev. 6/ 1012 011 C.T, MALE ASSOCIATES SUBSURFACE EXPLORATION LOG BORING NO.: B -'I ELEV,: DATUM: START DATE: 07/11/2013 FINISH DATE: 0711 11201 3 EG_ SHEET '1F PROJECT: Saratoga Springy iter Center Parking Garage CTM PROJECT NO.: 13.3392 LOCATION: Highs Rock Avenue, Saratoga Springs, NY CTM OBSERVER: T. Morgan _> N LU SAMPLE BLOWS ON SAMPLER LU 0 CL NO. 0/6 1 all 2 12118 18/24 N � .SAMPLE CLASSIFICATION NOTES 5 10 'I 20 25 0 ASPHALT (±4:011) Note 1: Upon completion of 13- 10, a groundwater monitoring well was installed. See monitoring vxrel� installation lag 'BIW -'I O' far well installation details. Date 2: Petroleum odor noted beginning with sample 'S4' and continuing with depth. r 1 — 4 6 11 10 0.7'. FILL: Brawn fine to medium SAND, little gravel, trach to little slit, occasional brick f eats (Moist) - cobble fragments t:2.0' - grades IAtle silt (Moist (Moist t - Very Lac o Loose) *6.5' 2 5 5 2 3 7 0.1 3 3 1 2 1 3 0.6' Gray SILT & CLAY, r Me sand, occasional varying (Moist to Wets _ lager of Dark Brown amorphous FEAT with frequent j1inreed' m sand partings ±f 0.5'- 11.6 gist to Wet - Very Soft to Soft) ±14,,5r 5 1 1 1 1 2 1.5' 6-..- 2 2 2 7 4. 2 - c�c.2 ^ ^ 0.6 Probable weathered ROCK fragments End of Boring @ 14.7 (Sampler Refusal) N = NO. OF BLOWS TO DRIVE 2" SAMPLER 12" WITH A 140 LB, WT. FALLING 30" PER BLOW DRILLING CONTRACTOR: Aquifer Drilling & Testing Inc. DRILL RIG TYKE: CME 75 Truck -Mounted Drill Rig METHOD OF INVESTIGATION: 4-114 inch Hollow Stern Augers with Automatic Safety Hammer GROUNDWATER LEVEL STARILIZATION GATE LEtifIr4 NASD TIME THE SUBSURFACE INFORMATION SHOWN HEREON WAS OBTAINED FOR C.T. MALE DESIGN PURPOSES. IT IS MADE AVAILABLE TO AUTHORIZED USERS ONLY THAT THEY MAY HAVE ACCESS TO THE SAME INFORMATION AVAILABLE To C.T. MALE. IT IS PRESENTED IN GOOD FAITH, BUT IS NOT INTENDED AS A SUBSTITUTE FOR INVESTIGATIONS., INTERPRETATION OR JUDGMENT OF SUCH AUTHORIZED USERS, SAMPLE CLASSIFICATION BY: T. Morgan Rev. 611012011 C.T. MALE ASSOCIATES SUBSURFACE EXPLORATION LOG BORING NO.: B-12 La ELEV.: DATUM: START DATE: 0711012013 FINISH BATE: 07/10/2013 # SHEET I OF I r� PROJECT: Saratoga Springs City Center Parking Garage CTM PROJECT NO.: 13.3392 LOCATION: High Rock Avenue, Saratoga Springs, NY CTM OBSERVER: T. Morgan _ SAMPLE BLOWS ON SAMPLER > � 0 CL U LU NO, 016 6112 12l1'8 18124 N SAMPLE CLASSIFICATION NOTES 5 19 15 20 25 30 ASPHALT (;L4.9 Note 1: Upon completion of B- 12} a groundwater monitoring well was installed, See monitoring well i nstaflation log 'l1�Jw-�l 2' for well installation details. Note 2: Petroleum odor noted on auger cuttings beginning at depth of ±5'. Run 1: 16.0' - 20.1' N - size care Recovery = 42" RQD = 50% 1 — 5 5 3 19 9.5' CRUSHED STONE (±6.01 :,;:r $ 10 3 13 1.4' FILL: fine SAND & SILT, trace gravel (Moist) -grades little silt � gr vac eI brick, glass & ash ±2,0' - becomes (Wet) ±45 -grades no brick, glass of ash :3.0' to Wet - Loose to Firm) ±8.0 3 6 3 2 3 5 1.0' 5 5 19 9 15 9.7' / 5 �4 3 2 1 5 00{Moist Brownish -Gray fine to medium SAND, little silt, trace gravel (Moist to Wet) -seam of Gra )MLT, Some Clay .±3.�' - 3.6' T grades tra . `It ±19.0' amorphous peat ±11 1.0' - 11.2' rades race to little silt ±1 2.0' rn of black amorphous peat ±12.41- 12.5' (Moist to Wet - Loose) ±12. ' 6 3 2 2 3 4 1.1 " 7 7 3 2 5 9,7" 2 4 3 ,5 9 50!0.2 — — — 100* 9.2' Run 1 Gray SILT, little to Some clay, trace fine sand (Moist to Wet - Medium Stiff) ±15.5' probable highly weathered ROCK fragments Moderate to severely weathered, moderately hard, medium bedded Dark Gray LIMESTONE with close to very close fracture spacing severely weathered seams ±16.7'- 17.1', :08.6- 13.7' End of Boring @ 20,11' (Auger & Casing Refusal @ ±13.0') N= NO. OF BLOWS TO DRIVE 2" SAMPLER 121' WITH A 140 LB. WT. FALLING 39" PER BLOW DRILLINGCONTRACTOR: Aquifer Drilling & Testing Inc. DRILL EVIG TYRE: DME 75 TrUGk-Mounted Drill ]dig METHOD OF INVESTIGATION: 4-114 inch ID Hollow Stem Augers to 15.7 ft., `Ir'alescoping 3 -inch ID Flush Joint Casing to 15.0 ft., NX Size Core Barrel and Automatic Safety Harnmer GROUNDWATER LEVEL DATE LEVEL CASING STABILIZATION TIME THE SUBSURFACE INFORMATION SHOWN HEREON WAS OBTAINED FOR C.T. MALE DESIGN PURPOSES. IT IS MADE AVAILABLE TO AUTHORIZED USERS ONLY THAT THEY MAY HAVE ACCESS TO THE SAME INFORMATION AVAILABLE TO D.T. MALE. IT IS PRESENTED IN GOOD FAITH, BUT IS NOT INTENDED AS A SUBSTITUTE FOR INVESTIGATIONS, INTERPRETATION OR JUDGMENT OF SUCH AUTHORIZED USERS. SAMPLE CLASSIFICATION BY: T. Morgan Rev. 611012011 C.T. MALE ASSOCIATES �IC�JL�J GENERAL INFORMATION T NOTES TO SUBSURFACE EXPLORATION LOGS The Subsurface Exploration Logs present the observations and records maintained at the site and the visual classification of the samples recovered from the test borings. The samples removed from the borings represent ornly a fraction of the total volume of the deposits at the site and may not necessarily be representative of the subsurface conditions between adjacent borings or between the sampled intervals. The data presented on the Subsurface Exploration Logs together with the recovered samples provide a basis of evaluating the character of the subsurface conditions, Evaluation of the information presented on the Subsurface Exploration Logs and the recovered sample classifications must be performed by qualified professionals. The information presented ire the following nous defines some of the procedures and terms used in preparing the logs. Defer to the "Key to Subsurface Exploration Logs' where the numbers for the following notes are shown below the columns of the portion of the example log illustrated. Mote 1. The figures in the Depth Coluxrun define tine scale of the Subsurface Exploration Log. Mote 2. The Sample Type Column shows graphically the type and de .nterval from which a sample was recovered. See Table I for a description of the symbols used to signify tl 'otos types of sampling techniques. Dote 3. The Sample No. is used for identification on sample con rs a r Laboratory Test Reports. Dote. Blows on Sampler -- shows the results of tine'I'enetr T fF,1'eco g the number of blows teqtured for each 6 tenches of penetration of a split spoon sampler unto The first 6 inches of penetration is considered to be a seating drive. The number of blows �requir for th nd and third 6 inch increments of the penetration is termed the penetration resistance, N. Unles ' e 11 a standard 2" O.D./ l -'W"' I.I D. split spoon sampler was driven with a x.40 lb. hammer falling 30 inn s.ib Note 5. Length of sample recovered. Mote 6. All recovered soil sai nples are vi ally ki ss' ' y an- enguiecrhng technician, hydrogeologist, environmental scientist{ geologist or geotechnical en er, ss noted otherwise. The method of visual classification is based primarily on the Urufled Soil C�lassific� 'on system (ASTM D2487-fl3) with regard to the particle size and plasticity., as noted hi 'Fable Il. Additr ally, tine relative portion, by weight, of two or more soil types is described for granular soils in accord once with "'Suggested Methods of Test for Idelntif'ication of Soils" by DW. Burminster, ASTM Special Tel Publication 479, June 1970 (See Table III). The description of ffie relative soil, density or consistency is ba upoin the penetration records as defined in Table IV. The description of the soil moisture is based upon the relative wetness of the soil sample recovered and is described as dry, moist, wet and saturated. Water introduced in the boring either naturally or during drilling may affect the moisture condition of the recovered sample. Special terms are used as required to describe materials in greater detail; several such terms are listed in Table V. The presence of boulders and large gravel is sometimes, but not necessarily, detected by an evaluation of sampler blows or through the "action" of the drill rig. Dote 7. The description of the tock shown is based on the recovered racy core. The terms frequently used in -the description are included in Table VI. Dote 8. The stratification lines represent the approximate boundary between soil types. Actual boutndaries may vary between sani.pling intervals and may be gradual in nature. Note 9. Miscellaneous observations and procedures rooted during drilling are shown in this colunm. Water level observations are indicated at the bottom of this column. It is important to realize the reliabllity of the water level observations depends upon the soil type (water does not readily stabilize in a borehole made through fine grained soils), and that drill water used to advance the boring may have ii-ffluelnced the observations, The. groundwater level typically will fluctuate seasonally. One or more perched or trapped water levels may exist in the ground seasonally. All of the available readings should be evaluated. If definite conclusions cannot be inade, it is often prudent to exar acne the conditions more thoroughly through test pit excavations or the installation of groundwater level observation wells. Dote 1, o. Rock Coring: Tlie length of core run is defined as the Xength of penetration of the care barrel. Core recovery is the length of core recovered divided by the core run. The RCT (Rock Quality Designation) is the total pieces of N (2JA"' diameter) core exceeding 4 inches in length divided by the core run. Fresh, irregular breaks distinguishable as being caused by drilling or recovery operations are ignored acid the pieces counted as intact lengths. RQD values are valid only for cores obtained with ITC size core barrels or larger. C.T. MALE ASSOCIATES = W=m PROJECT: LOCATION: SAMPLE 131-OWS ON SAMPLI W �7 N0. 0!6 619 2 12111 d 1 5 I I � KEY TO SUBSURFACE EXPLORATION LOGS SUBSURFACE EXPLORATION LOG ORING NO.: LEV.: DATUM: rART DATE: FINISH DATE: -1EET OF fY 0 N � Erown111 o ❑oe rse GTM PROJECT NO.: CTM INSPECTOR: SAMPLE CLASSIFICATION I opsoll (±0--) ❑me ,—trace Ine grave (Moist -Firm to Carnpact) *4'. 4 Grey LIME ,N EF d, Sound, d wo NOTES RUN #1: 5.5' to 8.5' NX Size Rook Care 100% Recovery 60% RQ0 . See General Inbrmallori & Nn«g - PE TABLE II � SOIL TYPE & PARTI TABLE III -'90IL TYPE PROPORZTIONS in ac❑❑rdance wio) [lie foil owl ng terms: Identification of sail type is made an basis of an estimate of particle sizes, The-folJowing terms are used In classifying soils consisting of Split Spoon and in the case of fine grained lolls also on basis of plasticity. mixture of two or more soil types. The est.1male is based an Soil Type Soil particle Size Sample weight of total sample. Soft 3 - 5 Boulder >1 L" Medium 6-15 Term Percent( of Total Sample Shelby Tube Cobble 2F 211-21 Natural breaks in Rock layers °and" ($,) 35 - 50 Sample Gravel - Coarse 311-31411 Coarse gained "Same" 20-35 - Fine 314" � 44 (Granular) "little' 10-20 Auger or Test Sand - Coarse #4 - #10 "trace" less than 10 Pit Sample - Medium #10 - ##40 - Fire f40 - -#200 Flock Core (When ( sampling p g gravelly soils with a standard split barrel Silt - Non Play (Granular) Fine gained sampler. the true parentage of gravel Is often not recovered due Clay -Blastic (cohesive} to the relatively small samplor diarneier.j TABLE IV - RELATIVE OOMPACTN ESS 0R S 014. CONSISTEN VY TABLE V - STRATIFICATION DESCRIPTIOW The relative compactness or consistency is described in ac❑❑rdance wio) [lie foil owl ng terms: Varved Horizontal uniform layers or seams of soils}. Granular Sails Cohesive Sails Scratched easily by penknife Term blows pGr Foot, N Terre Blows per Foot, N Layer - Soll deposit more than G" lhlck. Loose <11 fiery Sofl <3 Judned from the relative amounts of Finn 11 -30 Soft 3 - 5 seamy -Soil deposit less than (P thick. Compact 31 -50 Medium 6-15 Less than .08° Very Compact >50 Stiff 16-25 Parting _ Soil €iepmIt less than iib" thick. 211-21 Natural breaks in Rock layers Hard }26 2' to 4' (Large particles in the soils will often sfgnlficartly influence the blows per foot re❑orded daring the Penalra lion Tost. The blows Laminated - Irregular, horiz-ontaI an€t angled sea ms and partings per foot is nal always indicative of the actual consistency of cohesive soils,j of soil(s). i tAmL.r- Y i- F%wL-Pn % roi-ttavrr i%.rt'11 iuvj i r- rqL rn a Term Meaning Hardiness Soft Scratched by fingernail Mediurn Hard Scratched easily by penknife Hard Scratched with difficulty by penknife Very Hard Can riot be scratched by per knife wenthering Very Weathered Judned from the relative amounts of -Weathered dlslntegratfon, Iron sta�nlrg, care Sound recovery, clay seams, etc. Bedding Laminatedlfisslle Less than .08° Thin bedded 1 11211� 21 Medium bedded 211-21 Natural breaks in Rock layers Thick bedded 2' to 4' Massive Mare than 5' {Fracturing refers to natural breaks In the rock orienled at some angle to the rack lavers. C.T. MALE ASSOCIATES Grounder 1V�toring Well Logs 0 Loa �I�L4J C.T. MALE ASSOCIATES Well No. MW -4 MONITORING WELL CONSTRUCTION LOG Protective Enclosure 0 Curb Box Q Guard Pipe GROUND SURFACE 7 inch diameter drilled hole Well casing, 3 Inch diameter, ch 40 PVC 10 slco Backfill Grout E] slurry Bentonite pellets ft i-5 ftp Well Screen €?i?E 2 -inch diameter Sch 40 10 slot II'lil Gravel Pack Sand Pack Formation Collapse 19.5 ft's 19.5 ft's * Depth below ground surface. Project Number 13,3392 Project Nene Saratoga Springs City Center barking Garage Well No. -4 Boring No. B-4 Town/City Saratoga Springs County Saratoga State NY Install Dates} 7/12/2013 ng tractor Aquifer Drilling &Testing ng Method 3-ixi, diameter flush joint casing with NX size core barye f - fier Depth From Grade C.T. Male Observer Notes; 16.92 ft 8/4/2023 Date T. Morgan 4-1/4 in. diameter hollow sten augers were advanced to refusal at depth. of 16.6 ft.. 34n. diameter flush joint casing telescoped within hollow stem auger and driven to refusal at depth of 16.7 ft, prior to iniating rock coking. US Silica Co. Tilpro' Quartz Sand (50 lb. bag) - 6 bags Baroid 'i sole Plug' 3/8" Bentonite Chips (50 lb. bag) -1bag Quit rete Ready Mix Concrete (80 lb. bg) - 3/4 lag P Wconstleg.xls Rev. 12097 Lao X C.T. MALE ASSOCIATES Well No, MI/V-8 MONITORING WELL CONSTRUCTION LOG Protective Enclosure Curb Box Q Guard Pipe GROUND SURFACE 7 inch diameter. drilled hole Well casing, 4-114 inch diameter, hollow stem auger 1 Backfill rout *61 --1.7 ftN L] slurry Bentonite pellets i 1 .9 ft* Depth below ground surface. Project Number 13.3392 Project Name Saratoga Springs City Center Parking Garage Well No. BIW -8 Boring No. B-8 Town/City Saratoga Sprhigs County Saratoga State NY Installation Date(s) 7/11/2013 00g tactor Aquifer Drilling &Testing �D�g Method 41/4 -in. hollow stem augers ter Depth From Grade ft 8/4/2013 Date C.Y. Male Observer T. Morvan I Notes: Materials Used: US Silica Co. 'Filpro' uartz Sand (501b. bag) - 4 bags Baroid 'Hole Plug' 3 f Sri Bentonite Chips (501b. bag) -1/2 bag Quikrete Ready Mix Concrete (801b, bg) - /4 bag Wccanstlag.xh Rev, 12181 7 3.4 ftp `'�� •• ••� Well Screen 2 -inch diameter S ch 40 PVC 10 slot .,.. EJ Gravel Pack Sand Pack Formation Collapse E. E. IF, 694 V dd Depth below ground surface. Project Number 13.3392 Project Name Saratoga Springs City Center Parking Garage Well No. BIW -8 Boring No. B-8 Town/City Saratoga Sprhigs County Saratoga State NY Installation Date(s) 7/11/2013 00g tactor Aquifer Drilling &Testing �D�g Method 41/4 -in. hollow stem augers ter Depth From Grade ft 8/4/2013 Date C.Y. Male Observer T. Morvan I Notes: Materials Used: US Silica Co. 'Filpro' uartz Sand (501b. bag) - 4 bags Baroid 'Hole Plug' 3 f Sri Bentonite Chips (501b. bag) -1/2 bag Quikrete Ready Mix Concrete (801b, bg) - /4 bag Wccanstlag.xh Rev, 12181 7 U�tl C.T. MALE ASSOCIATES Well No. Mi/V-10 MONITORING WELL CONSTRUCTION LOG Protective Enclosure M Curb Box E] Guard Pipe ROUND SURFACE 7 inch diameter drilled hole casing, 4-1/4 inch diameter, _hollow stern auger 4 B ackfilr Grout 4 © slurry Bentonite a pellets 4.7 ft* 1I�ell Screen 2 -inch diameter Sch 40 PVG 10 slot ravel Pack ----------------- Sand Pack Formation Collapse 14,7 ft* 14.7 lt* w Depth below ground surface. Project Number 13.3392 Project Name Saratoga Springs City Center Parking Garage Well No. W-10 Boring No. B-10 Town/ iter Saratoga Springs County Saratoga State NY Installation Date(s) 7/11/2013 g actor Aquifer Drilling & Testuig �#g Method 4 -1/4 -in, hollow stem augers _ ter Depth From Grade 5,97 ft 8/4/2013 Date C.T. Male Observer T. Morgan I Notes: Materials Used: QTS Silica Co. 'Hero' Quartz Sand (50 Xb. Haag) . 7.5 bags Baroid 'Holo plug' / 8" Bentonite Chips (5o lb, bag) 1/2 bag Quik -rete Deady Mix Concrete (80 Xb. bg) 3/4 bag 11 Wccnstlog.xls Rev. 1214187 U�LU �I U X C.T. MALE ASSOCIATES Well No. MW -12 MONITORING WELL CONSTRUCTION LOG Protective Enclosure EE C u rb Box ❑ Guard Pipe ROUND SURFACE Project Number 13.3392 Project Name Saratoga Bpruzgs City Center harking Garage Well No. -12 Boring No. B-12 Town/City Saratoga Springs County Saratoga State TAY 7 incl diameter drilled hole Installation Data(s) 7/10/2013 Vlfell casing,iIII g ractor Aquifer Drilling & Testing 3 inch diameter, flush joint casing . _ D .9 Method 3-M" . diameter flush joint casing with Backfill N size core barrel Grout 2.0 ft'* ❑ slurry Bentonite pellets 5.8 ft''` 20.1 ft* * Depth below ground surface. Water Depth From Grade 2.98 ft 8/4/2013 Date C.T. Male Observer T, Morgan I Notes: 4^1/4 in. diameter hollow stem augers were advanced to refusal at depth of 15.8 ft.. 3 -in. diameter flush joint casing telescoped within hollow stem auger and driven to refusal at depth of 16:0 ft, prior to mi lathig rock corhig. Materials Used: US Silica Co. rpilpro' Quartz Sand (50 lb. bag) - 7.5 bags Baroid 'I Idle Plug' 3/8ri Bentonite Chips (50 lb. bag) -- 3/4 hag u rete Deady Mix Concrete ($0 lb. hg) -1/2 bag MWccnstlog.xls Rev, 12097 Well Screen 2 -inch diameter N; ••�• • ch 40 PVC 10 slat Gravel Pack Sand Pack Formation Collapse _�� __ :Till Ra I N 1M. 15.8 ftp' 20.1 ft* * Depth below ground surface. Water Depth From Grade 2.98 ft 8/4/2013 Date C.T. Male Observer T, Morgan I Notes: 4^1/4 in. diameter hollow stem augers were advanced to refusal at depth of 15.8 ft.. 3 -in. diameter flush joint casing telescoped within hollow stem auger and driven to refusal at depth of 16:0 ft, prior to mi lathig rock corhig. Materials Used: US Silica Co. rpilpro' Quartz Sand (50 lb. bag) - 7.5 bags Baroid 'I Idle Plug' 3/8ri Bentonite Chips (50 lb. bag) -- 3/4 hag u rete Deady Mix Concrete ($0 lb. hg) -1/2 bag MWccnstlog.xls Rev, 12097 C.T. MALE ASSOCIATES GeotechjjjNkLa�}t'�itory Test Results 0 C.T. MALE ASSOCIATES ENGINEERING, SURVEYING, ARCHITECTURE, LANDSCAPE ARCHITECTURE & GEOLOGY, D.P.C. [a* R] I de ATTERBERG LIMITS DETERMINATION Geotechnical Engineering Laboratory Project Proposed Parking Structure Job No. 13.3389 Lab No. Location of Project Saratoga Springs, NY Boring No. B-101 Sample No. SS -4 Description of Soil Silty Clay Depth of Sample 6'-8' Tested By R. Smaka Date 11/30/2018 Liquid Limit Determination Water content, w% 45.8 53.1 48.2 No. of blows N 65 29 46 Penetration D, mm 54 53 52 51 a 50 4-1 0 49 U -1 48 47 46 45 44 0 10 20 30 s • • • ' 40 50 60 70 Liquid limit = 54 Moisture Content (%) = 30.7 Plastic limit = 31 Plasticity index 1P = 23 Plastic Limit Determination Water content, w% - wp 31.7 30.4 40 50 60 70 Liquid limit = 54 Moisture Content (%) = 30.7 Plastic limit = 31 Plasticity index 1P = 23 Plastic Limit Determination Water content, w% - wp 31.7 30.4 C.T. MALE ASSOCIATES ENGINEERING, SURVEYING, ARCHITECTURE, LANDSCAPE ARCHITECTURE & GEOLOGY, D.P.C. [a* R] I de ATTERBERG LIMITS DETERMINATION Geotechnical Engineering Laboratory Project Proposed Parking Structure Job No. 13.3389 Lab No. Location of Project Saratoga Springs, NY Boring No. B-107 Sample No. Description of Soil Silty Clay Depth of Sample 20'-22' Tested By R. Smaka Date Liquid Limit Determination SS -8 11/30/2018 Water content, w% 26.3 28.9 23.1 No. of blows N 22 12 51 Penetration D, mm 35 30 25 a 20 a� 0 U 15 10 5 0 0 9. 10 20 30 0 , . . . . . . . . . . . . . . , . . . . . . . . . . . . • Liquid limit = 26 Plastic limit = 18 Plasticity index 1P = 8 Plastic Limit Determination Water content, w% - wp 18.3 18.2 40 50 60 Moisture Content (%) = 22.1 C.T. MALE ASSOCIATES ENGINEERING, SURVEYING, ARCHITECTURE, LANDSCAPE ARCHITECTURE &GEOLOGY, D.P.C. [a* R] I de ATTERBERG LIMITS DETERMINATION Geotechnical Engineering Laboratory Project Proposed Parking Structure Job No. 13.3389 Lab No. Location of Project Saratoga Springs, NY Boring No. B-108 Sample No. SS -13 Description of Soil Silty Clay Depth of Sample 30'-32' Tested By R. Smaka Date 12/1/2018 Liquid Limit Determination Water content, w% 32.8 37.9 30.6 No. of blows N 32 16 52 Penetration D, mm 40 35 30 25 -1 0 20 U 4-1v 15 10 5 0 0 • 10 20 30 9 , . . . . . . . . . . . . . * , . . . . . . . . . . . . . .!t Liquid limit = 35 Plastic limit = 20 Plasticity index 1P = 15 Plastic Limit Determination Water content, w% - wp 19.7 20 40 50 60 Moisture Content (%) = 24.5 C.T. Male Associates Sieve Analysis Et R I� Geotechnical Engineering Laboratory awl, Project: Proposed Parking Structure Sample ID: B-101, SS -7 Date Tested: 11/26/2018 Lab No: Location: Saratoga Springs, NY CTM Project No: 13.3389 Client: Saratoga Springs City Center Visual Description :Silty Clay Gravel Sand Silt & Clay Coarse Gravel Fine Gravel Coarse Medium Sand Fine Sand I Sand 2" 1" 3/4" 1/2" 3/$" 1/4" No. 4 No. 10 No. 40 No. 100 No. 200 Hydrometer 100 10 1 0.1 0.01 Particle Size (mm) 100 90 80 70 a� .75 60 m 50 ii 40 L 30 0- 20 20 10 —� 0 0.001 Sieve % Passing Composition 3 in. 100.00% Gravel Sand Fines 3/4 in. 100.00% Coarse Fine Coarse Medium Fine Silt Clay No.4 100.00% 0.00% 0.00% 1 6.10% 4.70% 8.70% 1 80.50% No. 10 93.90% No. 40 89.20% Sample Index Properties No. 200 1 80.50% 1310 (mm) - Coefficient of Uniformity, Cu - D30 (mm) - Coefficient of Curvature, Cc - D60 (mm) - Liquid Limit, LL - Plastic Limit, PL - Plasticity Index, PI - Moisture Content (%) 42.5 Sieve Analysis—B-1 07 SS-7.xlsx C.T. Male Associates Sieve Analysis Et R I� Geotechnical Engineering Laboratory awl, Project: Proposed Parking Structure Sample ID: B-108, SS -11 Date Tested: 11/27/2018 Lab No: Location: Saratoga Springs, NY CTM Project No: 13.3389 Client: Saratoga Springs City Center Visual Description :Silty Clay Gravel Sand Silt & Clay Coarse Gravel Fine Gravel Coarse Medium Sand Fine Sand I Sand 2" 1" 3/4" 1/2" 3/$" 1/4" No. 4 No. 10 No. 40 No. 100 No. 200 Hydrometer 100 10 1 0.1 0.01 Particle Size (mm) 100 90 80 70 a� .75 60 m 50 ii 40 L 30 0- 20 20 10 —� 0 0.001 Sieve % Passing Composition 3 in. 100.00% Gravel Sand Fines 3/4 in. 100.00% Coarse Fine Coarse Medium Fine Silt Clay No.4 100.00% 0.00% 0.00% 1 0.00% 0.00% 3.30% 1 96.70% No. 10 100.00% No. 40 100.00% Sample Index Properties No. 200 1 96.70% 1310 (mm) - Coefficient of Uniformity, Cu - D30 (mm) - Coefficient of Curvature, Cc - D60 (mm) - Liquid Limit, LL - Plastic Limit, PL - Plasticity Index, PI - Moisture Content (%) 36.7 Sieve Analysis—B-1 08 SS-11.xlsx C.T. Male Associates Sieve Analysis Et R I� Geotechnical Engineering Laboratory awl, Project: Proposed Parking Structure Sample ID: B-109, SS -7 Date Tested: 11/27/2018 Lab No: Location: Saratoga Springs, NY CTM Project No: 13.3389 Client: Saratoga Springs City Center Visual Description :Sand Gravel Sand Silt & Clay Coarse Gravel Fine Gravel Coarse Medium Sand Fine Sand I Sand 2" 1" 3/4" 1/2" 3/8" 1/4" No. 4 No. 10 No. 40 No. 100 No. 200 Hydrometer 100 10 1 0.1 0.01 Particle Size (mm) 100 90 80 70 a� .75 60 m 50 ii 40 L 30 0- 20 20 10 —� 0 0.001 Sieve % Passing Composition 3 in. 100.00% Gravel Sand Fines 3/4 in. 100.00% Coarse Fine Coarse Medium Fine Silt Clay No.4 95.10% 0.00% 4.90% 1 4.30% 36.90% 42.50% 1 11.40% No. 10 90.80% No. 40 53.90% Sample Index Properties No. 200 1 11.40% 1310 (mm) - Coefficient of Uniformity, Cu - D30 (mm) 0.21 Coefficient of Curvature, Cc - D60 (MM)l 0.53 1 Liquid Limit, LL - Plastic Limit, PL - Plasticity Index, PI - Moisture Content (%) 17.5 Sieve Analysis—B-1 09 SS-7.xlsx C.T. Male Associates Sieve Analysis Et R I� Geotechnical Engineering Laboratory awl, Project: Proposed Parking Structure Sample ID: B-109, SS -8 Date Tested: 11/27/2018 Lab No: Location: Saratoga Springs, NY CTM Project No: 13.3389 Client: Saratoga Springs City Center Visual Description :Silty Clay Gravel Sand Silt & Clay Coarse Gravel Fine Gravel Coarse Medium Sand Fine Sand I Sand 2" 1" 3/4" 1/2" 3/$" 1/4" No. 4 No. 10 No. 40 No. 100 No. 200 Hydrometer 100 10 1 0.1 0.01 Particle Size (mm) 100 90 80 70 a� .75 60 m 50 ii 40 L 30 0- 20 20 10 —� 0 0.001 Sieve % Passing Composition 3 in. 100.00% Gravel Sand Fines 3/4 in. 100.00% Coarse Fine Coarse Medium Fine Silt Clay No.4 100.00% 0.00% 0.00% 1 1.00% 17.40% 30.40% 1 51.20% No. 10 99.00% No. 40 81.60% Sample Index Properties No. 200 1 51.20% 1310 (mm) - Coefficient of Uniformity, Cu - D30 (mm) 0.21 Coefficient of Curvature, Cc - D60 (MM)l 0.53 1 Liquid Limit, LL - Plastic Limit, PL - Plasticity Index, PI - Moisture Content (%) 24.8 Sieve Analysis—B-1 09 SS-8.xlsx �. e- n�i�lshl'1tr-ri— ra�n�d �u�lr�s. M ra SDVOSIU- DRILLING y TESTING SERVICES REPORT OF TESTING Compressive Strength of Intack Rock Core Specimens ASTM D-7012 Project: C.T. Male Project 13.3389 Report Date: Dec. 11, 2018 Location: Saratoga Springs City Center Garage Test Date: Dec. 11, 2018 Client: CT Male Associates Project No.: ST18-097 Scope: Rock Core specimens were delivered to QC/QA Labora s, Inc. by the client. The specimens were saw cut to the required test length and the ends ground Smoot he tolerances required by the test method. The moisture content of the rock specimens when tested w ` s received" condition. The results of testing are as follows: Boring Run Depth(ft) Length ter in L/D Load lbs B-101 RG1 9.0 - 9.5 4. .95 2.22 51550 B-101 RC -2 13.0 - 13.5 1.96 2.19 60920 B-108 RC -1 38.9 - 39.5 1.96 2.22 72450 B-108 RC -1 41.6 - 42.0 4.32 1.96 2.20 68490 Respectfully Submitted, QC/QA Laboratories, Inc. William G. Stanton President Compressive Strength (psi) 17,070 20,172 23,990 22,679 C.T. MALE ASSOCIATES AP�iiND ConjidbitnefgWon Test Data 0 V— LL C? 0 C) F- Ln F- 0 C) n CD LU CL 0 P- _0 P- r - m C: Z 0 CO C) 0 o� N W- C: :3 0 _j OZ o 0 L) CD LO (;;aal) 41deCi v �-v g, V% fn '2% LO aw arc co uo W w 0 co Fn 0 iz CA a D 13 o din 3 3 iz i7l rn (n 0 C) n CD LU CL 0 P- _0 P- r - m C: Z 0 CO C) 0 o� N W- C: :3 0 _j OZ o 0 L) CD LO (;;aal) 41deCi v CN LL C) CD OL L) 6 C: C2 0 ro 0 W 0@4 im w 9164 - OF of LIN 0- a ON M 0 -LO TW IF - 0091) 41doo CD N r" r% - a YiX CD m m W 0 o CO r% - Z 0 U) 00 0 _j Z LZ 0 cn 0 ca LO v'r ci w C) E ` CD E 00 F= N LO CCD CD -C c: n >c c m [A 2% W JI LrI 0 (1) 050 O Fj 5 b �5 U) CD 0 ro 0 W 0@4 im w 9164 - OF of LIN 0- a ON M 0 -LO TW IF - 0091) 41doo CD N r" r% - a YiX CD m m W 0 o CO r% - Z 0 U) 00 0 _j Z LZ 0 cn 0 ca LO v'r ci w C) E ` CD E 00 F= N LO CCD CD -C c: n >c am CNJ OL L? 1 4 cor) (p ( ) L) 0 0 U) 5 (do 0) %q( co M�E IN L64 At C) 0 C) C) 0 cz� LO 0 LO C) 6 m m fn V) J C) C--) At C) 0 C) C) 0 cz� LO 0 LO C) 6 CD -t 0 Top. 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PIP" cl -f C) CD Ir- Ir- (Jaa�) qldeCl 9 CPT Interpre-tat ion Methods 11114141 -*-a Cr I ou C) Page 719 qt/ N Sol I Beh av Or Type 2 sensitive Ograired 1 organic materjai 1 63Y 1.5 sifty bay to Cla-Y 2 clayay adi 41n sillty ctay 2,5 sandy sitit to rya slit 3 nifty sand to Sandy sitt 4 sand to sl Ity sand 5 sand 6 grisvoly. sar-A to Banc I very stiff fine 9-ainad 2 sand to CIE -Yey sand :morisolldatad or ixmented ication Chart ConeTec InterpretatlDn Methods SZVV-Rev 05A CoNETEc Revised 2011-04-08 GPT Interpretation Methods IOU 10.0 M. Han-nwimelized Bq Chart 0.10+ ' ' ' F . , , mPmq -8.2 0.0 0.2 DA 016 3.0 1 1'.? 1A a Normalized Eq Ch loco A 01 (H) (1 __j DA 0.6 0.0 U) %_2 1A Bq J of arles and Dav Jos S BT C hart (19 93) I EAU" 100 ME 1 #M11 r I 10.11 Fr N Figure 3 — Alternate Soil Behaviour Type Charts ConeTec Interpretation Methods SZW-Rev 05A CON.FTEc Revised 201 1-04-08 -Page 8/9 C.T. MALE ASSOCIATES Shy"avIVelocity Plots 0 Client: C.T. Male Associates CONETEC Locati,on: City Center Parking Garage, Saratoga Springs, NY CPT Sounding: SCPT-1 0 Date. July 9, 2013 'glue Vs (ftisy 0 200, 400 600 800 1000 a 20.0 C.T. MALE ASSOCIATES Soil�uefrMon Analyses 0 WER C.T. Male Associates 13.3389 Plate A-1 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) LIQUEFACTION ANALYSIS Proposed Parking Structure Hole No.=CPT-1 Water Depth= 10.66 ft Magnitude=5.7 Acceleration=. 166g Shear Stress Ratio Factor of Safety Settlement Soil Description (ft) 0 1 0 1 5 0 (in.) 1 0 5 00 10� 00 15 00 20� fs 1=1 0� S = 0.06 in. CRR CSR fs 1 Saturated Shaded Zone has Liquefaction Potential Unsaturat. 25 30 35 WER C.T. Male Associates 13.3389 Plate A-1 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) W��C.T. Male Associates 13.3389 Plate A-1 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) LIQUEFACTION ANALYSIS Proposed Parking Structure Hole No.=CPT-1 Water Depth=10.66 ft Magnitude=4.9 Acceleration=. 166g Shear Stress Ratio Factor of Safety Settlement Soil Description (ft) 0 1 0 1 5 0 (in.) 1 0 � � u � � u � � u 5 � � � u u � � u 100 u 00 15� u � � u 00 u 200 fs 1=1 u S = 0.00 in. CRR CSR fs 1 Saturated Shaded Zone has Liquefaction Potential Unsaturat. 25 30 35 W��C.T. Male Associates 13.3389 Plate A-1 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) WER C.T. Male Associates 13.3389 Plate A-1 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) LIQUEFACTION ANALYSIS Proposed Parking Structure Hole No. =CPT -6 Water Depth=7.71 ft Magnitude=5.7 Acceleration=. 166g Shear Stress Ratio Factor of Safety Settlement Soil Description (ft) 0 1 0 1 5 0 (in.) 1 0 � 2 4 00 00 6� 00 8 10 fs1= 00 S=0.02 in. OrIQ CRR CSR fs T Saturated Shaded Zone has Liquefaction Potential Unsaturat. 12 14 WER C.T. Male Associates 13.3389 Plate A-1 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) W��C.T. Male Associates 13.3389 Plate A-1 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) LIQUEFACTION ANALYSIS Proposed Parking Structure Hole No.=CPT-6 Water Depth=7.71 ft Magnitude=4.9 Acceleration=. 166g Shear Stress Ratio Factor of Safety Settlement Soil Description (ft) 0 1 0 1 5 0 (in.) 1 0 � � u � � u � � u 2 � � � u � � u � � u 4 �u 00 � � u 6�u � � u ------- 00 u 8 u � � u 00 � � u 10 fs 1= � � u � S = 0.00 in. CRR CSR fs 1 Saturated Shaded Zone has Liquefaction Potential Unsaturat. 12 14 W��C.T. Male Associates 13.3389 Plate A-1 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) LIQUEFACTION ANALYSIS Proposed Parking Structure Hole No.=CPT-12A Water Depth=2.33 ft Magnitude=5.7 Acceleration=. 166g Shear Stress Ratio Factor of Safety Settlement Soil Description (ft) 0 0 1 0 1 5 0 (in.) 1 � 5� <: 00 00 10� 00 15� fs1=1 �� S = 0.13 in. CRR CSR fs 1 Saturated Shaded Zone has Liquefaction Potential Unsaturat. 20 25 30 35 W��C.T. Male Associates 13.3389 Plate A-1 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) LIQUEFACTION ANALYSIS Proposed Parking Structure Hole No.=CPT-12A Water Depth=2.33 ft Magnitude=4.9 Acceleration=. 166g Shear Stress Ratio Factor of Safety Settlement Soil Description (ft) 0 0 1 0 1 5 0 (in.) 1 � 5 � 00 00 10� 0o 15� fs1=1� S=0.01 in. CRR CSR fs 1 Saturated Shaded Zone has Liquefaction Potential Unsaturat. 20 25 30 35 W��C.T. Male Associates 13.3389 Plate A-1 You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com) C.T. MALE ASSOCIATES UN 0 W� o Ow "4 _- C p N<=WoY p• OF a w *'' _00 X ° of O N D N LU LO ro LL J N -00 O z ^ W W W N U� N ~ O QQ m < z :-s:LLI x w w z DD D F D� LL U� D O LO < < OJ Q Q Q Q Q LLI C/o D LLI L -I U �z <I CD 00 � CIL r D= DD N 00 Om z: -s: Q Q Lo N W DO' C) C\0 L) J O' D O Q LLL Q r LLQ �N w r O' LO D H OJ Oz a w CIS J Q Q � COX W W D� -EL Q UL- LL Q a Q w z 0� -1 J D cn W U -]= z CD CD CD QD z z z Q Q Q CD CD CD U) w w Q Q Q Qz � m � LQ m=��oMCr Ln LQ wz =z�QQ(SLu LQ z(S- �nO Cl -Ca - Lu O v6CE m Q O Q O v U O~ O Q O LQ z z ~ Z O, U 0 0 W O D LnW z m Q W C ti O U O � > j cn ~ O JLu L z Q Q Z z Z Z C D 0 D 0 0 J d' M OL J � Z Q q D D J W H D 0 D O' U O' Q O W W U In U� o ma, LLL U n Q D D Y cD Ul W Q U� U Q D �J D ELLI r rte+ N UL L) LO OC II OJ N DULD� Z X z J D <L LLI Oz� z D W D LLI O' D D LLI LLI D-1 --- DOLLI LLI <I<� D LL W O' W D D D �ULQD J LL z Q W O' Q CIL Q co :3: - W CL LL H D D� D D W } O' Er m D LLI Q z CL OQO'x w Q Q DD 3 w w x LL UL w w cn cn Q D J ED --i w w w Q z z D ()� J)f D D Q D X W <E LL Q � L) w D�xD W w� OJZD Hw O DCL LLI z J LL Q D O CD Z W Q D 00 00 0o Z Z 0 O QCODo J w a Z = J J J J J W D OJ OJ OJ OJ Q LLI LLI LLI LLI W U) Z J W X X X X W Q Z Q Q Q Q D D D R U) z DDDD � a d z (DD _ O U) Q CD U) O LL O Of w can Q O U �i z Z w H O a U i F --O U Z } W a OJ U U :UOiIa00-1 aji-� 1 DX x z 0 o O J m 0 a0 zo z o Q� m m z o ti Q z w o z o m ti Q z LU LU J 0 o z z J m m o o J Q LLJo o z � O a w m o a W O z m W L a z o o Cr o z W'z z z z ti 6 m �m mz z� z Z ti Q Z � o ti ti C, -Q o (,n w m w z m ~ -Y o o m o o l z w m © M LL,w � � o o LLjm� U m ti z Q m z W m o m w o z w� o o o o z w z m z j C o Q z Lj 0 Z) o oWo d z (DD _ O U) Q CD U) O LL O Of w can Q O U �i z Z w H O a U i F --O U Z } W a OJ U U :UOiIa00-1 aji-� 1 DX x C.T. MALE ASSOCIATES IT Directlillki Instigation Report 0 November 5. 2013 Subsurface Investigation Report High Rock Avenue Parking Loi High Rock Avenue � City of Saratoga Springs, Saratoga County, New York Prepared j SARATC 522 Broac Saratoga. E"', Spill No. 1303854 Prepared b; C.T. MALE ASSOCIATES 50 Century H111 Drive Latham, 1 e ork 12110 (518) 786-7400 FAX (518) 786-7299 C. T. Male Project No: 13.33 9 Unauthorized alteration or addition to this document is a violation of the New York State C) Capyrighl 201a Rducation Law. C7, VALE AS.SOE-7IAT7S, ENGINEERING, SURVEYING, ARCF URCTURP, & LANDSCAP11 ARCH1T TURES M C.T. MALE ASSOCIATES SUBSURFACE INVESTIGATION REPORT HIGH ROCK AVENUE PARKING IN LOT A ATO A SPRINGS, NEW OR 1.0 INTRODUCTION 0&0*090*0#*6 a *go pqlpfv *Pee@ 999f1p *ego ve &go** P **@Poo@ Poop poevol .0 METHOD of SUBSURFACE INVESTIGATION ttrroirtrr*.rrtrr■..,rrrr**itrrtirtrrrt*trrrttrl ■1 Geoprobe Locations & Method of Advancement, aa.rr.9,a.r....►a...ia+...aarr...r.....1 2 Soil Screening Sampling............................................................... r ► r r ► r r i r ■ ■ ■ r ■ ■ .3 Waste Characterization Sampling ...... ..■.ra■■■.r■■9■.9r■.,■.r....,rrrr...,.rr9,■ 90.9,,.,■■van* r■3 2.3.1 Composite Sample from Drums ■■■ofrr+a..r■6+0566a■a.■rrar■■■■■r■■6564640544544■6680053 .3.2 Composite Sample from eopres+.....a..►.r.+.i.►........■.......■.■.......■.....4 .4 Decontamination ............. 4....................... ...a..r..........■r■■....rr.....................■....r.i4 300 FINDINGS of THE SUBSURFACE INVESTIGATION,,,... 06*0*664 666*4 *5 ■1 Soil Conditions a eoprobe .Locations ......................................................... 5 3.2 Soil Screening Results ................ ,.., vi ! aa.!!■„r!!■,r.!■■„r!!.■,+.!}.■ 91 a 19909.0.00 f, r+v 4- 0!09...0.■96 3.3 Groundwater Conditions ...■.■...■,.................................,...,.......r....................7 400 ANALYTICAL RESU ��■ *ri...***.***•+..*�a*+*...***,*****f,****��.�***f�******.,.■**,■■■*.,+0900****.' 4+1 Subsurface Sol ■■■►a+■■■■zsr�■r.r.■r...■r..■r►.r■r.rrra.rrr■.■■r.■..+•00..00. ■..rrr..►■►..►rr•.....r.i..r■► 9 4.2 Waste C LNsa n .r ■,■. ra..,■Ova .r99, ..990.0099,.r■99.rr■.9..rr■9„9rr■99,.9.r.., 9r99,.rrr.rr9,.■.9. 1 +} Compo lfrom ■rr■r■■■r rrr■■.■rrr■■r■rr■■r■r;rrr■.■rr ■.■rr.■■rr■r.■rr■ ■ f� f{� {� l{' 4r * om"posl Sample from eoprobes+■rrrr■■r■arr■■rrr+■}a■r+■r■■r■r■...+ra■■rrara�■10 5.0 CONCLUSIONS A HRECOMMENDATIONS 5.1 Conclusions.,..00891.4a+11.++.rarrarra■r■■r■r■rr■■a■;■■■r■■■■■rrr■■ra■■■■■■■rr■■rra■■■■a■■■r■■■■r■■■r.r■■■r■■■rr10 5.2 Recommendations ................ I 1--aing I van., P.apea-P, 1, -&#**-812 TABLES WITHINTEXT 'SABLE 2.2-1 Soil Samples Collected For Laboratory Analysis TABLE 3.2-1 Summary of Elevated PID Readings FABLE 4.1-1 Summary of Soil Sampling Results and Regulatory Values APPENUIES APPENDIX A: Figures/Maps APPENDI B: Subsurface Exploration Logs APPENDIX C: Organic Vapor Headsp ace Analysis Logs APPENDIX D: Laboratory Analysis Report for Soil APPENDIX E.- Laboratory Analysis Report for Waste Characterization APPENDIX F: Drums Disposal Manifest C.T. MALE ASSOCIATES 1.0 INTRODUCTION In July of 2013, a geotechnical investigation was conducted at the J-iighl Rock Avenue Parking Lot in the City of Saratoga Springs, New York to determine the subsurface conditions present and provide earthwork and foundation recommendations for a new parking structure proposed for construction at the site. In the performance of that investigation, petroleum impacted soils were found present at a few of the explored locations, To characterize the petroleum impacted soils and define their handling and disposal requirements during construction of the proposed parking garage, a supplemental subsurface investigation has been performed. The methods and findings of this investigation are presented herein t Cher with a range of costs for the disposal of the petroleum impacted soils and a ate of the area and volume that may be present at the site. This supplemental investigation was conducted by C.T. Male Associates Engineering, Surveying, Architecture & Landscape Architecture, P.C. (C.T. Male) at the request and authorization of Mr. Mark Baker, Pres"iZent of the Saratoga Springs City Center Authority. .o METHOD ofeB %, F E INVESTIGATION .1 Geoprobe Location: Method of Advancement .s pant of the geotechnical investigation of the project site, cone penetration tests were advanced at twelve (12) locations within the project site, Their approximate locations, as identified with the prefix CPT, are depicted on t1ie Subsurface Investigation Plan included in Appendix A. At selected locations in close proximity to where these tests were performed., test borings were also advanced and groundwater monitoring wells installed. Petroleum impacted soils were subjectively observed at Several of these exploration locations, specifically at the following come penetration test .(CIT) locations. Letters indicated after the CET numbers represent a location in close proximity to the plain -ted location where a second or third attempt was made to extend the geoprobe past an underground. obstruction. • CPT -4B 0 CPT -08 • PT -06 * FT -10 • PT -7A 0 CPT -12A -1_ C.T. MALE ASSOCIATES For this supplemental investigation, eight 8) geoprobes were located in the vicinity of where petroleum impacts were observed during the geotechnical evaluation. Their approximate locations, identified as blue circles with the prefix SB, are shown on the Subsurface Investigation Plan in Appendix .. They were located as follows: Geoprobes SBA through B-4 were advanced within the pavement on the eastern portion of the site with SBA being the northern most location and B-4 being the southernmost location. eoprobes B-5 and 8-6 were completed within the pavement on the central portion of the site to the east of the vegetated berm. * Geoprobe B-7 was completed in the la rea along the berm to the west- southwest of geoprobe B-1. eoprobe B-8 was advanced e pavement on the northwestern portion of the site. The geoprobes were advanced on 0 01 by Aquifer Drilling and. Testing Inc. (ADS") of Waterford, New Yo using four -foot long two-inch diameter Macro ore sampler. The sampler vanced at continuous four (4) foot intervals to the termination de, th f %each geoprobe, The Subsurface Exploration Logs contained. in Appen i .,t reset the field classifications of the recovered samples. 212 Soil screening & sampling Following the recovery of the soil samples from the geoprobes, each sample was field screened for the presence of detectable volatile organic compounds with a MiniRAE 000 PIIS equipped with. a 10.6 eV lamp. The PIIS (photo ionization detector) meter was calibrated according to manufacturer recommendations prior to use. Based on field observations and. PID meter screening results, one soil sample representing the highest relative PIIS meter reading was collected from each geoprobe on October 1, 2013 for laboratory analysis. A new pair of clean nitrile gloves was used to transfer the soil to pre -labeled, laboratory -supplied clean containers. This included glass jars with Teflon -lined lids and. VOA. vials with preservative following the preparation requirements of EPS. Method 5035. The jars were sealed and subsequently placed into a cooler containing bagged ice and a � 2 � C.T. MALE ASSOCIATES transport Mani< supplied by the laboratory. The soil samples were -submitted for laboratory analysis for the full list of volatile organic compounds (VOCS) by EPA .Method o and semi volatile organic compounds (SVOCs) by Epi. Method 8270. The samples were transported to our office for pickup by phoenix Environmental Laboratories, Inc. of Manchester, Connecticut following proper chain of custody protocols. Based on field observations and PID meter screening results, the following subsurface samples were collected for laboratory analysis: TABLE 2.2-1 SOIL SAMPLES COLLECTED FOR LAI. I ATO ICY ANALYSIS eoprobe ID Sample Interval Feet below Ground Surface Notes B-1 6-8 SB- Sample placed on hold -.-not analyzed B- 8-10 Sample placed on hold - not analyzed SB -4 4-8 B- 10 - SB -6 Sam le laced on. hold - not anal zed i SB -8 Sara Xe la ed on hold - not analyzed As noted in Table .-1, four (4) of the soil samples were placed on hold at the laboratory as these soil samples did not exhibit significant petroleum related impacts. Based on the findings of testing samples with greater subjective petroleum impacts, it was determined that analysis of the on -hold samples was not necessary. 23 Waste Characterization sampling 2.3.1 composite Sample from. Drums Petroleum impacted soils generated as a result of the geotechnical investigation Frere collected in three (3) 55 -gallon steel drums and staged within the site for future disposal. At the completion of the supplementary ,geoprobe investigation, an equal amount of soil from each of these drums was collected, and thoroughly mixed together and placed in a sealed plastic bag. Portions of this composite sample were placed in pre -labeled., laboratory -supplied clean containers while gearing new clean � 3 � C.T. MALE ASSOCIATES nitrile gloves. The jars were sealed and subsequently placed into a cooler containing bagged ice and a transport blank supplied by the laboratory. The composite waste characterization sample was submitted for laboratory analysis for the targeted disposal facility, Veolia ES Technical Solutions, ITC located on 4301 Infirmary Road in West Carrollton, Ohio (EPA ID number OHDo 45 + The analysis included flash point; the full list of VOCs and SVOCs by EPA Method 8260 and 8270, respectively; total RCRA metals; and toxicity characteristic leaching procedure TTI') lead. 2,3.2 composite Sample from Geoprobes A composite soil sample exhibiting petroleum 1 is was also collected. on October if 2013 from the geoprobes for laborator al so The composite sample was comprised of grab samples from the follo in eopro es and depth intervals: B-1 (6` to 8), B- (8, to 101)*SB-4 4' to 8'), H- o' to 11') and. B-7 71 to 7.8')1. The composite sample was collected by plaein an equal amount of soil from each of the noted geoprobes, homogenizing/ mixing the soils in a sealed plastic bag and transferring a portion of the composite sample to pre -labeled, laboratory -supplied clean jars while wearing new nide gloves. The jars were sealed and subsequently placed into a cooler contairun lKgged ice and a transport blank supplied ed b the laboratory. The composite soil sample was submitted for laboratory analysis for the waste characterization parameters of two local disposal facilities, Town of Colonie Landfill in Colonic, New York, and the E MI thermal desorption (i.e. soil burning) facility in Fort Edward, New ori. The soil sample was tested for full. TTI' and IIS. characteristics for the Town of Colonie Landfill; and total petroleum hydrocarbons diesel range organics (TPH-DRO), VOCs, SVOCs, RCRA 8 Metals, and PCBs for the E Mr facility. A Decontamination To preclude the potential for cross contamination between geoprobe locations, drilling tools and sampling equipment that would contact the site soils were I Due to the limited volume of material from this sample location, the composite sample did not contain the sane volume of soil as the other samples used to p-roduce the composite sample. C.T. MALE ASSOCIATES decontaminated prior to the start of the investigation and between geoprobe locations utilizing a detergent/water wash and tap water rinse. All sail samples were handled with a new pair of nitrile gloves to deter cross contanmi C.T. MALE ASSOCIATES coarse sand. The geoprobe was terminated at a depth of 16 feet bgs. The soils appeared moist to wet from 12 to 12.5 feet bgs. At geoprobe B-5, fill materials consisting of brown fine to coarse sand, clay and traces of brick, concrete, coal and wood were encountered throughout its depth of exploration, 13.3 feet at which the geoprobe met refusal. A petroleum odor was noted from 8 to 13.3 feet bgs and the soils became wet at approximately 10.5 feet bgs. At geoprobe SB -6., fill materials consisting of sand, gravel, concrete and brick were observed to a depth of approximately .feet bgs. These soils were underlain by grey, orange clad containing some fine to coarse gravel, e geoprobe was terminated at a depth of 7 feet bgs upon encountering refusal. Groundwater was not encountered within the depths explored. petroleum odors or staining were not evident in the soils recovered from this geoprobe. eoprobe B-7 was advanced in thel a.rith topsoil being encountered to a depth of approximately I foot b s, e topsoil, an approximate I feet layer of fill was encountered folio by a1 0 foot layer of silt, sand and gravel. These soils were underlain by gre containing some fine to coarse gravel. The geoprobe was termina.t countering refusal at a depth of 7.8 feet. A 2 -inch layer of black stained fine sand 'exhibiting a petroleurn odor was noted in the bottom of the sampler: GroundwatIth' n the depths explored. The soils beneath the asphalt and subbase at geoprobe B-8 consisted primarily of sand, silt and gravel. From 10 to 12 feet bgs, the soils appeared to be comprised of fill as little coal and concrete were present within the recovered sample. The geoprobe was terminated at 14 feet bgs due to refusal. Groundwater was not encountered within the depths explored. Petroleum odors or staining were net evident in the soils recovered from this geoprobe. 3.2 soil Screening Results As presented on the Organic vapor Headspa.ce analysis Logs in Appendix Q, IIID readings above background were recorded for several soil samples with no distinct pattern of unifornmit. The following table provides a summary of IIID readings above 5 pasts per million (ppm) and/or where petroleum odors were present. C.T. MALE ASSOCIATES TABLE ,2-1 SUMMARY of IIID READINGS S ABO E BACKGROUND Exploration Nurnbet PID Reading rn Backgroiind Observations Reading m � � F 577.1 0.2 Petroleum odor/ grey stainin S-8-1(8-10-0) 144.2 0.5 Petroleum odor/ grey stalnlrl SB- --4-1 0.2 0.1 Slight p eum. odor/ grey -black stain' SF- 6-$) 0.6 0.1 Slight petroleum odor/no staining SB- 8-141 0.2 0.1 SIi ht petroleum odor/ no stalp SB- (6-8-F) 6.8 0.0 No odors/no stainirr SB-- 8--70{ 15.1 0.1 Slight petroleum odor/ grey staining B-- 10-1 1.5 0.1 Sh ht petroleum odor/no stainm SB- 4 7.0 0.1 No odors/no stamnin S 4-8 410.9 0.1 Strong etroleum. odor/black stain' in SB -4 (8-12) 651.4 0.1 etroleum odor/black stainin S 4(12-14-f)866.1 0. on e cum odor/black staining_ SB --4 (14- 14.x` 169.5 o, S Petroleum odor/black staining SB(10-111)2,325 o. petroleum odors re sty ini-n SB -(11-1Z)10 0.3 tr6onpetroleum odor re stain SF --5 (12-13.3/) 156.4 .3 19 Strong petroleum odor/ grey staff -ling SF -7 (7-7.8;) 11040 Petroleum odor/black stainDg 33 roundwateronditf s Soils became wet from ap, ximabely 4 feet b s (SB -2) to 10.5 feet (SB -5); however measurable groundwater was not encountered at SB -6, SB -7 or SB -8. These borings were located on the northwestern portion of the site. The direction of groundwater flow is inferred to be to the east based on the topography of the site. 4.0 ANALYTICAL RESULTS 4,1 Subsurface Soil Four (4) soil samples were snbrnitted for laboratory analysis. The solls were selected on the basis of the highest perceived impact, based on field screening results and subjective visual observations. The soil samples were analyzed for the full list of OCs by EISA Method 8260 and S OCs by EPA Method 8270. � 7 w C.T. MALE ASSOCIATES VOCs or SVOCs were not detected above the laboratory method detection limit in the sample collected from geoprobe B--1. One VOC, acetone, was detected above the limit of laboratory detection in the sample collected from geoprobe B-4, at a concentration slightly higher than its Soil Cleanup objective (SCO). Acetone is a common laboratory artifact and therefore not believed to be a site contaminant. VOCs were not detected above the limit of laboratory detection in the sample collected from geoprobe B-4. Three (3) VOCs were detected above the laboratory method detection limit in the soil sample collected from geoprobe SB -5; two ) of which (1,3,5-Trimethylbenzene and n -But lbenzene) were below their respective SCOs. 1,2,4-Trimeth .lbenzene was detected above the laboratory method detectio 't at a concentration of 9.8 ppm, above its SCO of 3.6 ppm. One ' V , -M Inap leve, was detected above the laboratory method detection limit in t nple co lected from geoprobe B-5, however, there is no SCO for comparison. Two (2) VOCs were detected in t x le from geoprobe B-7, with 1,3,5- 4 Trlmeth lbenzene being below its SCO d 1,2,4-Trimeth lbenzene was detected at a concentration of 14 ppm, above its SCO of 3.6 ppm. one 1) SVOC, 2 - Methylnaphthalene, was detected in the sample collected from geoprobe SB -5, however, there is no SCO for comparison. The table on the following page - summarizes the laboratory results for the samples collected from the geoprobes. Compounds which exceed their respective SCO are highlighted and are in bold type. Compounds analyzed but not detected above the laboratory method detection limit are not shown in the table, but are shown in the full laboratory report. A copy of the Bill laboratory analysis report is presented in. Appendix D. M C.T. MALE ASSOCIATES TABLE 4.1-1 SUMMARY of SOIL SAMPLING RESULT AND REGULATORY VALUES PARAMETER LOCATION ANIS CONCENTRATION (1) NYSDEc CP - 51/PART 375 SOIL CLEANUP GUIDANCE (2) OCS B-1 B-4 (4-8-P) SB -5 qo-111) B-7 (7-7.8) Acetone NIS {s t °€ Nle ND 0.05 + i 2 4-�Trimethylberizene NIS c {c iy o ... :'�IY--"w iFi f"vY:,£b TY.`:•x _. :'m i:r':r .'_ x 3.6 1,3,E Tri methylbenzene Nle ND 5.4 7.7 8,4 n-Butylbenzene NTS ND 1.5 NTS 12 Vocs 2 -Methylnaphthalene ND ND 0.37 NS All values are shown in pants per million 'W (1) only the compounds that were detected abov 1' of Yaboratory detection are listed. (2) N SDEC CP-51/Soil Cleanup Policy, October, m Part 375 Unrestricted Use Cos ND denotes Not detected above the xaboratOT tho dion limit. NS denotes No Standard 4. Waste characterizatio Two (2) composite soil s1 ere collected for waste characterization purposes, one (1) from the three XXon drums containing soils collected from the geotechnical invests atioA and one 1 from the geoprobes exhibiting evidence of �etroleum impacts. The re Its are further described in h� following sxbsecti ons a 4.2,1 composite Sample from. Drums The composite sample from the drains was analyzed for VOCs, SVOCs, total I I A. metals, and T LP lead. VOCs were not detected above the laboratory method detection limit. Five SVOCs were detected above the limit of laboratory detection at concentrations that are above unrestricted soil cleanup criteria. Eight RCRA metals were detected with two ) of the analytes exceeding unrestricted soil cleanup criteria. Those two analytes were lead at 66.7 ppm and mercury at 0.51 ppm. The complete analytical results were provided to the disposal facility and subsequently accepted for disposal. The drum contents were categorized as a non- hazardous waste for disposal on the basis of these results. -9- C.T. MALE ASSOCIATES 4,2.2 Composite sample from Geoprobes The composite soil sample from the geoprebes was analyzed for full TCLP and RCRA characteristics; TPH-DRO, VOCs, SVOCs, RCRA 8 Metals and PCBs. The RCRA characteristics include ignitabilit (measured by flash point), corrosivit, (measured by corrosivity toward Type SAE 1020 steel and pH), reactivity and toxicity. The flash point of the composite sample was greater than. Zoo' F. The sample tested negative for corrosivity and has a pH of 7.92, which is nearly neutral. The sample tested negative to reactivity on the basis of cyanide and sulfide. of the eight 8) T LP metals tested, only barium was detected above the laboratory method detection limit. Barium was detected at 0.69 milligrams per liter (mg/L) as opposed to the regulatory limit of 100 mg L. T LP herbicides, pesticides and SVOCs were not detected above the laboratory method detection limit. PCBs. TPH and SVOCs were not detected in the soil sample above the laboratory method detection limit. One VOC, 1,2,4-Trirneth lbenzene{ was detected at a concentration of 0.52. Seven (7) metals were detected above the laboratory method detection limit. erc ry was detected at a concentration of 0.22 ppm. Based on the analysis perf o ed, the p etroleurn impacted soil requires restricted handling. Based on the * CL1P testing and RCRA characteristics results, the sail sample would net be classified as a hazardous waste, and therefore would be disposed of as a non -hazardous waste (i.e. petroleum con.tarninated soil). 5;0 CONCLUSIONS AND RECOMMENDATIONS 5A Conclusions The three ) 5 -gallon drums of petroleum impacted soil cuttings previously generated during the geotechnical investigation of the project site were sampled for waste characterization and determined to be non -hazardous. The laboratory results were provided to veolia ES Technical. Solutions of West Carrollton, Ohio (Veolia) through. MC Enviror anental Services (MCES) of Queensbury, New York for acceptance. Upon acceptance by the facility, MCES picked up the drums on October -10- C.T. MALE ASSOCIATES 3, 2013 and transported thein to M ES}s facility for later bulk pickup by veolla. The manifest for transportation and disposal is provided as appendix F. Subjective assessment of the recovered soil samples from the supplemental geoprobe investigation of the site has revealed petroleum impacts specifically at the locations of geoprobes B-1, SB -2, SB -3. B-4* B-5 and SB -7. This assessment has been made due to evidence of soil staining, petroleum odors, and/or PID readings above background. An estimated horizontal limit of potential petroleum impacted soil rs depicted on an aerial photograph of the site contained in Appendix A and entitled "Inferred ]Extent of Petroleum Impacted Soil". Five 5 soil samples were selected for laboratory analysis from five (5) of the eoprobes which exhibited the highest PID eadin s above the water table. The soil samples were collected from geoprobes , -3, B-4, B-5 and B-7. Although the soil samples had a relatively high dei f organic vapors as measured with. a PID, only four (4) compounds were a ve the limit of laboratory detection. Of those four (4)detected, l o e and 1, ,4-trimeth lbenze were at concentrations above its re ect e s. Based on high level organic vapors detected with field instrIV Id very low level detection of compounds via laboratory analysis, ' e at petroleum contamination is the result of old, weathered petroleum u The results of this geoprobe investigation indicate that the petroleum contaminated soil remaining at the site does not significantly exceed NYSDEC regulatory values and therefore does not warrant aggressive removal of the petroleum impacted soil. However, if future construction activities at the site require the removal and handling of site soils, those soils that exhibit organic vapors above background (almost regardless of the analytical results), would require special or restricted handling, Restricted handling would rewire disposal at a permitted facility, the cost for transportation and disposal of which would be in the range of 55 to 70 per ton of soil. Using rough calculations on where horizontal and vertical petroleum impacts were encountered and observed, the total volume of petroleum impact soils at the site may be on the order 2,000 to 3,000 tons, 11 W C.T. MALE ASSOCIATES 5,2 Recommendations This report should be submitted to the NY DEC for their review and comment relative to the need for further assessment and/or remediation recommendations as the site is a NYSDEC spill site, Spill No. 1303854. Based on the findings of this geoprohe investigation, the soils, and possibly groundwater, on the eastern, northern and central portions of the site have been impacted by petroleum fuels. The soils, if removed/ disturbed during future development activities, will need to be transported for proper disposal at a facility permitted to accept this type of impacted soil. De atering activities, if required for construction, may generate petroleum impar ed; water that would also require treatment and/or restrictive discharge. As s , fu u're construction activities should he designed to minimize the generation o c soil and water. Furthermore, plans prepared as part of construction contrac cuments must include provisions to properly handle, manage and dispo o impacted soil and groundwater. It should he noted that the _ ar rization of soil from the geoprohes may be used to get 500 tons of impactedF sfflrWproved for disposal at the Town of Colonie Landf111 and 150- tons of impacted soil approved for disposal at the ESMI facility provided the analytical results meet their acceptance parameters. More analytical testing would he required when these quantities are exceeded or if the- facilities consider the analytical data outdated at the time of construction. If you have any questions regarding this report, please contact this office at 518) 786- 400. Respectfully submitted, C.T. MALE ASSOCIATES Aimee Gates Environmental Scientist as g/jam November 3, 2013 K:\Projects\133392\Env\\ Spill Investigation High Rock Larking Latdoc -1- Reviewed and approved by-, row Jeffrey A. Marx, P.E. Environmental Engineer C.T. MALE ASSOCIATES APPEND Figures aps 4 F a► - Jr 01. M 10 - - e4r Rt Or dI j�r o i IP I AP i .. r - . r e e04POF F. . , XULN Sp OF } Ob P ` IV re - r : Js_ e General Notes: 1 _ CPT series are borings advanced for geotechnical purposes a . CPT-06 was cone penetrometer test (no boring/well). �. _ The locations and features depicted on this map are approximate nd do not represent 2 field survey- w Legend Subsurface Investigation Plan Orf g na I CPT Locations - 4CrI1 200 it f Saratoga Springs Saratoga County, New York Fee t I* eoprobe Test Hoio - e � ee, "Ving Archleciu-� la"di r- pe hHeci�rre- t .r' Vafia Source: � Vr r1 Nice: N'rrS�dS � ��3392 arirtgl�or�so, .�in�i� Proj t Site L IWn 50 CF.1�TtJRY HILL 0RIVE, LATHAM. NEW YORK 12110 P d ; ?BN( rs),, 018) 786-7400 - FAX (51B) 78B 7 99''�VWW.CT� LE.00M Saratoga �rin�� Tax F'are�l� �'�� GW'n' Nawmhar 06, 01 L3 ArchItucrurin ` a u I riing 5yrilerm . Fjvgireai i n p ' C30 pincer irnr F S!5 C:,Iy r. M bi Tfh 11.rhkxrl POUNDED IN 1910 En%'1jVkrr"enLAl StrVICts - GOOgrap1flt Pnr0(MAjj0n SkrVites (01S) LAW rJeVe EMIL d 2ri;% yIn y lk Inferred extent of petro I etr roti impacted soil (th[ckness varies). '1, Refer to Geoprabe Subsurface +_ ' Irlvestigataon Report for more deta its. a � T ' -� ■ lF rhe � '7—— i -. - oe 0 T r" y P Ob or w �R ' J I _ sfirr 00 4r P . i WooI rr �" F jr, op I x Ns, 1 • " 1 4 V Oft it a F -IN�s N 164 Af Ge. n rl Notes. - 1, CPT series are borings advanced for geotechnical purposes . CPT -06 was a cone penetrometer test (no boring/ill). 9 P. . The locations and features depicted ori this a p ars z approximate nd do not represent a field survey. , Legend Inferred Extent of Petroleum Impacted Soil -OD- Original CPT LouArons ' 1 � t��i it of Saratoga Springs Saratoga County, NoYork 19 eoprcbe Test Hole Feet � C.T. MALE ASSOCIATES 1mr9 ring. SurV,•eyi�, Air Po limit i Liondsta� ke NWdurt-, R_C- a m isN�'SU'S C , Nt00V r BING �r�j�� r ��lr�t'} SU CENTURY 41 LL DRIVE, LATHAM, NEW YO K 12110 piljt , VVrf zu, W I&V Saratoga Springs Tax Parcels (201 2) 1516) M-7400 - FAX (5181786-7299 - WW -CT MALE. COM pard.- NOVOIrOt" Qu. �1(7 f Atchilknure' B uilifing Syuemv Erioweering ` rival Enonetring . POUND E0 114 1010 EnVirolli a ral V�Cti a Genararpr6c worm wicm Se rvices 10151 . [515: C S"tw I..erta Opmeopmen1!' Land 5urveylrg C.T. MALE ASSOCIATES- APPEN Subsurface-Ex 0 at�on Logs C.T. MALE ASSOCIATES EOPROBE SUBSURFACE EXPLORATION LOG Loa BODING NO.: SE -1 ELEV.: DATUM: START DATE: 10/1/13 FINISH DATE., 1011113 * SHEET I OF 1 PROJECT. High Dock Avenue Parking Lot CTI P ROJ ECT NO, 13.3392 LOCATION City of Saratoga Springs, Saratoga County, N) CTM OBSERVER: A. Gates SAMPLE r� J i AMPLE CLASSIFICATION NOTES CL z 1 As halt then Sub -base 2. DILL; Brown fine SAND, little fine gravel 2 FILL: Dark brown fine to coiarse SAND, little fire gravel 4 F�ulverized CONCRETE 3,3.5')/Black SILT and fine SAND Moist,1 "' seam of black organic 3 FILL: Brown line to -coarse SAND and fine GRAVEL material above concrete 2.8 FILL: Dark brawn fine SAND 4 FILL: Black and grq layers of fine SAND and curse S GRAVEL, Some mood Fra nients, trace silt Bret 5 ey-black fine to medium SAND 4.0 :12 Brown medium to soar ND No recovery insampler. Most 0.0 lost in borehole - little onto pavement, appeared, similar to 16 .. soils from 11-1�' bgs Boriiig Tert�iinated at 17' 20 24 28 GROUNDWATFR LEVEL READINGS DRILLING CONTRACTOR: ADT, Inc. G EOPR OBE TYPE: V�u Mount METHOD OF SAMPLING: 4' Macrocoxe Saatpfer GATE LEVEL. REFERENCE mrASURING POINT THE SUBSURFACE INFORMATION SHOWN HEREON WAS OBTAINED FOR C.T. MALE ASSESSMENT PURPOSES. IT IS MARL AVAILABLE TO AUTHORIZED USERS ONLY THAT THEY MAY HAVE ACCESS TO THE SAME INFORMATION AVAJ LABLE TO C.T. MALE. IT IS PRESENTED IN GOOD FAITH, BUT IS NOT INTENDED AS A SUBSTITUTE FOR J NVESTIGATIONS, SAMPLE CLASS FICATION gY INTERPRETATION OR JUDGMFU NT OF SUCH AUTHORIZED USERS, GATES Geoprr>he Subsurface Log xis Rev. 02/26/01 C.T* MALE ASSOCIATES EOPROBE SUBSURFACE EXPLORATION LOG i . EORING NO.. SB -2 ELEV.: DATUM �+ START DATE: 10/1/13 FINISH DATE: 10/1/13 i SHEE i 1 OfC1 Com._ PROJECT: High Rock Avenue Parking Lot CTM PROJECT NO.: 13.3392 LOCATION City of Sarato a Springs, Saratoga County, N) CTM OBSERVER: A. Gates SAMPLE AMPLE CLASSIFICATION NOTES I— w W z 0 NO, w 1 BILL: Brown fine to coarse SAID, little fine to niediurn Asphalt at Surface, 0A feet Subbase 1.5 gravel, trace brick 4 Wet, 6" concrete in bottom of 3 Brown. fine SAND, Some Silt xple 2. 1.7 Grey --black fine SAND, me' Clay 4 5 Brown fine to coarse SAND 4 1.4 Brown fine to coarse SAND and GRAVEL, trovr Brawn Fine SAND, Some No Recovery Boring Ter..,... ' ked at 15' 16 20 24 , 28 GROUNDWATER LEVEL READINGS DRILLING CONTRACTOR- ADT, Inc. GEOPROBE TYFF7: Van Mount METHOD OF SAMPLING: 4' Macrocore Sampler DATE LEVEL REFERENCE MLASURING POINT THE SUBSURFACE INFORMATION SHOWN HEREON WAS 0gTAINED FOR C1. MALE ASSESSMENT PURPOSES. IT IS MADE AVAILABLE TO AUTFf ORIZEI� USERS ONLY THAT THEY MAY HAVE ACCESS TO THE SAMF INFORMATION AVAPLABLE TO G,i'A4ALE, !T !S PRESENTED SAMPLE CLASSIFlUATION BY IN GOOD FAITH, BUT IS NOT INTENDED AS A SUBSTITUTE FOR INVESTIGATIONS, SATES INTERPRETATION OR JUDGMENT O F S UCH AUTHORIZED USERS. Geoprabe Subsurface LogAs Rev. 02/25/Di C.T. MALE ASSOCIATES EO ERO BE SUBS -IJ RFACE EXPLORATION LOG BORING NO.: SB -3 ELEV.: DATUM: START DATE: 1011/13 FINISH [SATE: 10/1/13 SHEET 1 OF I PROJECT: High Rock Avenue Parkmi g Let CTM PROJECT NO... 13.3392 LOCATION City of Saratoga Springs, Saratoga County, l CTM OBSERVER: A. Gales SAMPLE ix� SAMPLECLASSIFICATION NOTESL W NO, Asphalt at Surface, 0.7 feet Sub -base 1 FILL: Brown fine -coarse SAND & fine-inediuni GR1AVEL, e si 2.8 Becomes Grey 2 FILL: Grey -black filke-medium SAND, trace brick f c � 1" coal @ 3.9' bgs 4 Brown fine SAND 3 Dark brown fine SAND, little fine gravel 2.3 4 8 Brown fine SAID, little tine gravel Moist Grey CLAY Wet, 6" concrete in bottom of 2.6 Gra fine to coarse SANT 6 Gro CLAY 6" Black organic matter in 12 Grey fine to medium SAND 1F bottom of sample 6. Boring Terminated at 12' 1� 20 24 28 GROUNDWATER LEVE. READINGS DRILLING CONTRACTOR: ADT, Inc. GEGPRGBE TYPE: Vim Mom -it METHOD OF SAMPLING: 4# M,-1CT0n)re Smiipler DATE LEM ULRENGE MEASURING POINT THE SUBSURFACE INFORMATION SHOWN HEREON WAS OBTAINED FOR G. T, MALE ASSESSMENT PURPOSES. IT IS MADE AVAILABLE TO AUTHORIZED USERS ONLY THAT THEY MAY HAVE ACCESS TO THE SAME INFORMATION AVAILABLE TO G.T.MALE. IT iS PRESFNTED SAMPLE CLASSIFICATION BY IN GOOD FAITH, PLAT IS NOT INTENDED AS A SUBSTITUTE FOR INVESTIGATIONS, GATES INTERPRETATION GFS JUDGMENT OF SUCH AUTHORIZED USERS, Geoprobe Subsurface Log& Rev. 0212$101 C.T. MALE ASSOCIATES EOPROBE SUBSURFACE EXPLORATION LOG Lod BORING NO.: 5B-4 ELEV.: DATUM: START DATE: 10/1/13 FINISH DATE: 1011113 SHEET I OF 1 r PROJECT: High Roel Avenue Parking Lot CTM PROJECT NO.: 13.3392 LOCATION City of Saratoga Spfings f Saratoga County, ) CTM OBSERVER: A. Gates SAMPLE SAMPLE CLASSIFICATION NOTES NO, a 1 FILL: Brown fire to coarse SAND and GRAVEL, trace silt 7IAsphalt at Surface, 0.6 feet Subbase 2 FILL: drown CLAY, little silt 4 CONCRETE Darla brown fine SAND, little fine gravel 3 2.5 wet S Black stained fine SAND, Some Sitt, parse s 4 �.S 5 124?�f Rock >>rt last 3of sample 5 Black stained fine to coarse SAND 6 2.6 Black organic material, traceod Black stained SAND, little160ium to course sand 16 ring Term gated at 14.5' (Refusal) 20 24 28 GROUNDWATER LEVLL READINGS DRILLING CONTRACTOR: Ali"1', hic. GEOPRGSE TYPE; Vail I citilt METHOD OF SAMPLING: T macrocore Sampler SATE LEVEL REHRENCE MEASURING PONT THE SUBSURFACE INFORMATION SHOWN HEREON WAS OBTAINED FOR G.T. MALE ASSESSMENT PURPOSES. IT IS MADE AVAILABLE TO AUTHORIZED USERS ONLY THAT THEY MAY HAVE ACCESS TO THE SAME INFORMATION AVAILABLE TO G.T.MALE, IT IS PRESENTED SAMPLE CLASSIFICATION S� IN GOOD FAITH, SLIT IS NOT INTENDED AS A SUBSTITUTE FOR INVESTIGATIONS, SATES INTERPRFTATION OR JUDGMENT OF SUCH AUTFIGRIZED USERS. . I Geoprobe Subsurface t.og.xis Rev. 021-8101 C.T. MALE ASSOCIATES EOPROBE SUBSURFACE EXPLORATION LOG - Elt 0 LBO BORING NO.: SB -5 ELEV.: DATUM: * TART DATE: 1011 /13 FINISH DATE: 10/1113 SHEET I OF 1 PROJECT: High Rack Avenue Parking Lot CTM PROJECT NO.; 13.3392 LOCATION City of Saratoga. Springs, Saratoga County, V CTM OBSERVER.: A. Gates SAMPLE SAMPLE CLASSIFICATION NOTES IL z0 NO. 1 FILL: Brown fine to coarse SAND Asphalt at Surface, 0,6 feet Subbase 2.4 2 4 FILL; Dark brown fine to coarse SAND, Some Clay, trace 3 brick and concrete 3.5 ]FILL: Brown fine SAND, litte concrete{ fine to medium 4 gravel, clay, trace Eric , coal and wood 84.0 j 5 6 Wet 10,5' bgs 12 7 Ag 'na 173.3' (Refusal) 16 20 24 28 GROUNDWATER LEVEL READINGS DRILLING CONTRACTOR: ADT, Im. GEGPROBE TYPE: Van Momit METI-10C) OF SAMPLING: 4' macrocure Sampler DATE LEVEL EFERENOE MEASURING POINT THE SUBSURFACE INFORMATION SHOWN HEREON WAS OBTAINED FOR C7. MALE ASSESSMENT PURPOSES. IT IS MADE AVAILABLE TO AUTHORIZED USERS ONLY THAT TWY MAY HAVE ACCESS TO THE SAME INFORMATION AVAILABLF TO .T, MALE. JT IS PRESENTED SAMPLE CLASSIFICATION BY IN GOOD FAITH, BUT IS NOT INTENDED AS A SUBSTITUTE FOR i NVESTIGATIONS, GATES INTERPRETATION OR JUDGMENT OF SUCH AUTHORIZED USERS. Geoprobe $ubsurfaco Log.xls Rev. 02/28101 C.T. MALE IATE EOPROBE SUBSURFACE EXPLORATION LOG E 0 Loa BORING NO.: S-B--6- ELEV.: DATUM: START DATE: 10/1113 FINISH DATE: 10111113 SHEET 1 OF +I PROJECT.- .- High Rock Avenue Parking Lot CTM PROJECT NO., 13.3392 •Id-1Ni• 111X. — 1�nn..nnnn.l� LOCATION.City of SaTatoga Springs., Saratoga County, N� CTIA! OBSERVER: A. Gates SAMPLE � J L < _ >SAMPLE CLASSIFICATION N OTE Uj CL LU 1 FILL: Brown ffne SAND, some fine -medium Gravel, little concrete Asphalt at Surface, 016 feet Subbase 219 FILL: Dark brown fine SAND, little fine Gravel, trace brick .. 2 FILL, Grey -blown fine -coarse SAND &GRAVEL,trace brick No measurable groundwater 4 Grey -orange C1,AY, Some fine to coarse Gravel, trace silt encountered 4,0 4 S Boring Termina ted tisal" 16 20 24 28 GROUNDWATER LEVEL READINGS DRILL 11`4G CONTRACTOR: ADTinn, GEOPRGBE TYPE: Vicim Mo -Lint METHOD OF SAMPLING: 4' M11CrGCQre S�171pler DATE LEVEL REFEWNCE MEASURING POINT THE SUBSURFACE INFORMATION SHOWN HEREON WAS OBTAINED FOR G.T. MALE ASSESSMENT PURPOSES. IT IS MADE AVAILABLE TO AUTHORIZED USERS ONLY THAT THEY MAY FIAVF AOCFSS TO THE SAME �NFGRMATIGN AVAILADLE TO C.T.MALE. IT IS PRESENTED SAMPLE CLASSIFICATION BY IN GOOD FAITH, BUT IS NOT INTENDED AS A SUBSTITUTE FOR INVESTIGATIONS, GATES INTERPRETATION OR JUDGMENT OF SUCH AUTHORIZED USERS, CQoprobo Subsurface Log.xls Rev. 02j28/01 C.T. MALE ASSOCIATES EOPROBE SUBSURFACE EXPLORATION LOG BORING NO.: B47 ELEV.: DATUM: START DATE: 1011113 FINISH DATE: 10/1/13 SHEET 1 OF 'I a W Ql" 20 [a PROJECT: High Rock Avenue Parking Lot CTIVI PROJECT NO.: 13.3392 LOCATION City of Saratoga Springs, Saratoga County, N) GTM OBSERVER: A. Gates SAMPLE z � w AMPLE CLASSIFICATION NOTES W z ° NO. uu To sail, Brown fine SAND, sane rootlets Vegetation at surface 3.9 FILL: Brown fine SAND, Some fine to medium Gravel 2 Brown SILT and fide SAND, Some tine to rnedium COPIPW No measurable groundwater 4 Grey -orange CLAY, Some fine to coarse Gravel acatude-red 3 1.1 4 8 5 Black strained fine SAND (2" in bott Lkler Baring Terminated at l 1� 16 20 24 28 A GROUNDWATER LEVEE. READINGS UP,ILLING CONTRACTOR: ADT, hw. GEOPROEE TYPE: Viitt Mow -it METHOD OF SAMPLING 4' Macrocore S{ttnpler QA7L LEVEE. EFERENCE M5ASUR�NGPONT YH E SUBSURFACE IN FORMATION SH OWN H EREON WAS OBTAINE D FOR C. T. MALE ASSFSSMENT PURPOSES. IT IS MADE AVAILABLE TO AUTHORI&D USERS ONLY THAT THEY MAY HAVE ACCESS TO THE SAMF INFORMATION AVAILABLE TO G.T. MALL. IT IS PRESENTED SAMPLE CLASSIFICATION BY IN GOOD FAITH, BUT IS NOT INTENDED AS A SUBSTITUTE FOR �NVESTICATIONS, OATFS INTERPRETATION OR JUDGMENT OF SUCH AUTHORIZED USERS. Geoprobe Subsurface Log& Rev, 02/2810 C.T. MALE ASSOCIATES EOP ROBE SUBSURFACE EXPLORATION LOG 0 Lea BORING NO.: SB -8 IELEV.: DATUM: START DATE: 10/1/13 FINISH DATE: 1011113 ' SHEET 1 OF 1 PROJECT: High Rack Avenue Parking Lot CTM PROJECT AVO.: 13.3392 LOCATION City of Saratoga Springs, Saratoga Counter, N� CTM OBSERVER: A. Gates SAMPLE " J LL AMPLECLASSIFICATION _ � NOTES OTE CL 0 LLI NO. FILL: Brawn fine SAND aid SILT, Some fine to medium Ashalt at Surface 0,4' subbase 1 1.1 Gravel, trace silt INo measurable groundwater 4 No 2 FILL; Brown fine SAND and SILT 2.8 8 4 FILL: Brows, fine to coarse SAND, Soine fine t BTSOW 2.6 Gravel, trace silt r 5 FILL: Brown fine to coarse SAND and GRAVEL, little coal 12 and concrete 6 Brown CLAY, trace silt 1,3 Ilk brown fine -coarse SAND Sonic.Fine-coarse Gravel, trace clay in t 14' (Refusal) 16 20 24 GROUNDWATER LEVEL READINGS DF�II,I..JNG CONTRACTOR: AL�'I; t�ic. GEOPROBE TYPE i1T#Lil I1�Ioilllt !METHOD OF SAMPLING: 4' MACYOCOM SRURPIer DATE LEVEL EEERENGE MEASURING POINT THE SUBSURFACE INFORMATION SHOWN HEREON DNAs 013TAINED FOR G.T. MALE ASSESSMENT PURPOSES. IT IS MADE AVAILABLE TO AUTHORIZED USERS ONLY THAT THEY MAY HAVE ACCESS TO THE SAME INFORMATION AVAILABLE TO G,T.MALE. IT IS PRESENTED SAMPLE �LA� IFI�ATI��V EY IN GOOD FAITH, BLIT IS NOT INTLNIDED AS A SUBSTITUTE FOR INVESTIGATIONS, SATES INTERPRETATION OR JUDGMENT OF SUCH AUTHORIZED USERS. Geaprcbe Subsurface L09AS Rev. 02128/01 C. -T., MALE ASSOCIATES Organic Vapor Analysis Logs ORGANIC VAPOR HEADSPACE ANALYSIS LOG [a PROJECT: High Rock Ave Parking Lot PROJECT #: 13,3392 PAGE 1 OF 3 CLIENT: Saratoga City Center DATE LOCATION: City of Saratoga Springs, Saratoga County, NY COLLECTED: 10/1/13 INSTRUMENT: ini LAMP 10.6 EV DATE DATE INSTRUMENT CALIMR-R-TED: 9/26/71-3F 8Y: Eco -Rental ANALYZED-. 10/1/13 TEMPERATURE OF SOIL-#- Ar- tient ANALYST: Gates . . _ ._._ _r,.--.......___. SB4 1 0-2 Sail 0.3 0.3 No Odor, No Staining S13-1 2 2-4 Soil 0.3 No Odor, No Stahiin.g SB -1 3 4-6 Soil 2,6 0.2 No Odor, No Stami mi g SP -1 4. 6-8 -Soil 577,1 0.2 Petro Odor/Grey Staining SB -1 5 8-10 Soil 144.2 0.5 Petro Odor/ Grey Staining SB -1 6 10-12 Soil 3.2 0.4 No Odor, leo Staining SB -2 1 0-2 Soil 0.4 0,1 No Odor, No Staining SB -2 2 oil 0.2 0.1 Slight Petro Odor/Grey-Black Staining SB -2 3 -6 oil 0.3 0.1 leo Odor, No Staining SB_2 4 Soil 0. .1 Slight Peb-o Odor/ SIS SB -2 5 8-14 Soil 0,2 0.1 Slight Petro Odor/ ISS Sid -3 1 0-2 Soil 0.1 0.0 No Odor, No Stainhig SB -3 2 2-4 Soil 2.1 0.0 .leo Odor, No Staining SB -3 3 4-6 Soil. 4.9 0.1 No Odor, leo Staining SB -3 4 6-8 Soil 6.8 0.0 No Odor, No Staining SB -3 5 8-10 Soil 151 0.1 Slight Petlo Odor/Grey Staining SB -3 6 10-12 Soil 1.5 0.0 Slight Petro Odor/NS SB -4 1 0-2 Soil 0.2 0.0 No Odor, No Staining SF -4 2 2-4 Soil 7,0 0.1 No Odor, No Staining SB -4 3 4-8 Soil 470.9 0.3 Strong PeLro Odor/ Black Stain SB -4 4 8-12 1 Soil. 0.3 Sti-ong Petro Odor/ Black Stain *Instrwnent was calibrated ii ac�r e with manufacturer's teconuncnded procedure ttsing a calibration gas supplied by d -ie manufacfur•er **PPM represents conc en Emr ti of de tectable volatile and gaseous compounds iii pax•#s per milliary of air. ***Due to poor sample recovery the sainple is not 5u ficient enotigh to specify wh1ch porion of the recovered sample aiterwil wm collected . orpap.xls (Rev. 5/19/99) ORGANIC VAPOR HEADSPACE ANALYSIS LOG IPROJECT: High Rock Ave Parking Lot PROJECT 0: 13.3392 PAGE 2 OF 3 CLIENT: Saratoga City Center- DATE LOCATION: City of Saratoga Springs, Saratoga County, NY COLLECTED, 10/1/13 INSTRUMENT USED: MiniRAE 3000 LAMP 10.6- EV DATE DATE TRUMENT CA011BRATEM BY: Eco -Dental ANALYZED: 10/1/13 TEMPERATURE OF SOIL: Ambient ANALYST,* Gates mis MEET, _ - SB -4 5 1.2-14 SoiI 866,1 0,2 Strong Metro Odor/Black Stain SB -4 6 14-14.5 Soil 0.2 Strong .Metro Odor/ Bliac C Stain % SB -5 1 0-2 Soil 1., 0.5 No Odor, No Staining S13y5 2 2-4 Soil 1.0 0.4 No Odor, No Staining SB -5 3 4-6 Soil 0.1 No Odor, No Stauiin SB -5 4 6-8 Soil 1 0.1 No Odor, No StaitYing SB -5 5 8-10 Soil 1.8 01 No Odor, leo Staining SB -5 6 1 -11 1 Soil 2,,325 0.1 Strong Petro Odor/Grey Stain SB -5 7 va 1.039 0.1 Strong Petro Odor/ Grey St.-dn SB -5 8 72-1 " Soil 156.4 0.0 Strang Metro Odor/ Grey Strain SB -6 1 0-2 Soil 1.0 0.0 No Odor, No Stai-nine SB -6 2 2-4 Soil 1.1 0.1. No Odor, No Staining SB -6 3 4-6 Soil 1.6 0.0 No Odor, No Staining SB -6 4 6-7 Soil 2.0 0.1 leo Odor, No Staining SB -7 1 0-2 Soil 46.2 .il No Odor, No Staining SB --7 2 2-4 Soil 1..1 0.0 No Odor, No Staining SB -7 3 4-6 Soil 1..1 0.0 No Odor, No Stazxling SB -7 4 6-7 Soil 1..7 0.0 No Odor, No Staining SB -7 5 7-7.3 Sail 1.040 0.1 Petro Odor/Black Stain SB -8 1 0-4 Sail 0.3 0.0 No Odor, No Staining SB -8 2 4 Soil 1.4 0.1 No Odor, No Stai-ning *Instrunient was calibrated its accmdance vvikh manufacturer's reconurLended proceduto ming a calibraho-n gas supplied by [lie irutt ufactilrer **PPM repre$ents colt -centra hon of pie [cc table volatile -mid gaseotis c❑irnp❑tutds in parts per in llion of @ir. ***Due to poor sample recovery the sample is not sufficient enough to specify which portion of the recovered srunple interval was collecked , orgrap.xls (Rev. 5/19/99) ORGANIC VAPOR HEADSPACE ANALYSIS LOG PROJECT: High Rock Ave Parking Lot PP.03ECT #: 13.3392 RASE 3 OF 3 CLIENT, Saratoga City Center DATE LOCATION: City of Saratoga Springs, Sara toga County, NY COLLECTED: 10/7/13 INSTRUMENTUSED;-WiniRAELAMP 10.6 EV DATE T A! BYO* Eco -Rental ANALYZED: 10/1/13 TEMPERATURE OF SOIL: Ambient ANALYST: Gates SB -8 3 6-8 Soil 0.9 0.1 No Odor, leo Stapling SM 4 8-10 Soil J) No Odor, No Stainhig SB -8 5 10-12 S oii 1.0 0.0 No Odor, No Staining SB -8 6 12-14,Sail 0,0 No Odor{ No Stahiing *Insh-ument was calibrated hi accordance with nialtufactu rer's x ecoiruncilded procedure ush-ig a calibration gas supplied by Elio niantifacturer **PPM re-pre-sents coneetitration of detectable vola the md gaseot.1s compotu-ids hi parts per million of air. ***Due to poor Sample recovery the sample is 1101 sufficieW enough to specify which portion of the recovered sample interval was collected . orgvap.xis (Rev, 5/19/99) C.T. MALE ASSOCIATES Laboratory 1 - --for Soil t ------ - --- wararatories, Incl Thursday, October 10, 2013 Attn: Mr. Jeff Marx CT Male Associates 50 Century Hill Drive Latham, NY 12110 Project ID: HIGH ROCK AVE PARKING LOT Sample IIS#s: BF4889 , BF48895 - BF48896, BF48898 This laboratory is in compliance with the NELAu quire titsf procedures used except where indicated. This report contains results for the parameters ed,t�ler the sampling conditions described on the Chain Of Custody, as received b e laboratory. All soils, solids and -sludges are reported a dry weight basis unless otherwise noted in the sample comments, A scanned version of the COC form accompanies the analytical report and is an exact duplicate of the original. If you have any questions concerning this testing, please Bio not hesitate to contact Phoenix Client Services at ext. 200. Sincerely yours,. Phyllis Stiller Laboratory Director N E LAC - #NY11 81 CT Lab Registration #PH -0618 MA Lab Registration #MA -T-007 SIE Lab Registration #T-807 NH Lab Registration #213693-A,B NJ Lab Registration #CT -803 NY Lab Registration #11301 PA Lab Registration #68-03538 Ri Lab Registration x#63 VT Lab Registration #VT1 1301 087 East Middle Turnpike, P.O. Box 370, Manchester, CT 06040 Telephone ( 860) 645-1102 Fax (860) 645-0823 Analysis Report October 107 2013 aMDle Information Matrix: SOIL Location Cade:CT-MALE 8:50 Rush Request: Standard P. O A 13.3392 Environmental Laboratories, Inc. 587 East Middle Turnpike, P.0.13ox 370, Manchester, CT 05045 Tal. (560) 645-1102 Fax (860) 545-6823 FOR: Attn: Mr, Jeff Marx T Male Associates 50 Century Hill Drive Latham, NY 12110 Custody Information Collected by: Received by: Analyzed by: Laborato Project ID: HIGH ROCK AVE PARKING LOT Client ID: S13-11 6-8 1 - RL Parameter Result -PQ L A LPE sea below Units 0 NY 11301 Date Time 10/01/13 8:50 10/02/13 21:00 SDG ID: GBF4889 Phoenix ID: HF4889 Date/Time Ey Reference Percent Solid 85 % 10/03/ 13 W E160.3 Soil Extraction for SVGA Completed 10/03/13 JJ/FV SVS 3545 Field Extraction Completed _ 10101113 SW5035 Volatiles 1'1 1 a2 -Tetrachloroethane ND u g/Kg 10/05113 R/B' SW8260 1,11 -Trichloroethane ND 1200 ugfKg 10105/13 RIB SW8260 1,1,2,2 -Tetrachloroethane ND 700 ugft 10/05113 PJB SW8260 1,1,2 -Trichloroethane ND 1200 ug/Kg. 10!05113 RIB SW8260 1,1-Dich lorcethane N D 1200 ug/Kg 10105113 R/13 SW8260 1 1 -Dichloroethene ND 1200 ug/Kg 10105113 RIB SW8260 11-DIGhlcropropene ND 1200 up/Kg 10!05113 RIB SW8260 I,2,3^Trichlorobenzene ND 1200 ug/Kg 10!05113 RIB SW8260 1X2,3-Trich to ropropano ND 1200 ug/Kg 10105/13 RIB SW8260 1 r2,4-Trichlo mbenzene NO 1200 uglKg 10105113 RIB SW8260 1,2,4-TrimethAbenzene ND 1200 ug/Kg 10105113 RIB SW8260 12--Dibromo--3-ch loro propane ND 1'200 ug/Kg 10105113 IIB SW8260 1,2--Dibromoethane ND 1200 ugft 10I0af13 RJB Sof 50 12-Dichlorobenze6a ND 1200 ug/Kg 10105113 RJB SW8260 1,2-Dichloreethane ND 1200 ug/Kg 10105113 RID SW8260 1,2-DIChloropropano N D 1200 ugft 10/05/13 RIB $W8260 1 13,5-Trimethylbenzene NO 1200 ug ft 10105/13 RIB SW8260 1,3 -Dichlorobenzene ISD 1200 Ljg/Kg 10105113 IIB SVV8260 1,3-Dishleropropane ND 1200 uig1Kg 10105113 RJB SW8260 1,4 -Dichlorobenzene ND 1200 uig/Kg 10/05113 R1B SW8260 2,2--DiGhleroprapane ND 1200 ug/Kg 10/05113 R/D SW8260 2-ChIorotoluono ND 1200 ug/Kg 10/05/13 RIB SW8260 2-Hexanono ND 5800 ug/K9 10/05/13 RJB SW8260 2^IsoprepyltolLiene ND 1200 ug/Kg 10105/13 RID SW8260 � Page 1 of 20 Ver 1 Project ID: HIGH ROCK AVE PARKING LOT Phoenix I.D.: BF48892 Tient ID: B-1 6-8' RL/ Parameter Result PQL Units DaitelTime By Reference .4,Dhlorotoluene ND 1200 ug/Kg 10105/13 R/B SW8260 4-Mothyl-2-pontanone ND 5800 uu/Kg 10105113 R/B SW8260 Acetone ND 7000 ugfKg 10/05/13 RIB SW8260 Acrylonitrile ND 1200 ug/Kg 10/05/13 RIB SW8260 Benzene ISD 1200 ug/Kg 10105113 RIB SW8260 Bromobenzene ND 1200 ug/Kg 10/05113 RIFE SW8260 BromoGhloromethane ND 1200 uglKg 10/05113 R/B SW8260 Bromodichloromethane ND 1200 Ug/Kg 10105/13 R/B SW8260 Brornoform ND 1200 ug/Kg 10105113 IIB SW8260 Brorr omethane ND 1200 ugfKg 10105/13 R/B SW8260 Carbon Disulfide ND 1208 ug/Kg 10/05/13 R/B SW8260 Carbon tetrachloride ND 1200 ug/Kg 10/05113 RIB SW8260 hlorobenzene ND 1200 ug/Kg 10/05113 RIB SW8260 Chloroethane ND 1200 ug/Kg 10105113 RJB SW8280 Chloroform ND 1200 ug/K0 10105/13 RJB SW8260 Chloromethane ND 1200 ug 10105/13 R/B SW8260 cis-1,2-Dichloroethene ND 1208 g 10105113 IIB SW8260 cis-I 3-Dichlo ropropene ND +1200 10185113 R/B SW8260 Dibromoohloromethene ND 700 u 10/05113 RJB SW8260 Dibrannomethane ND 1200 ug/K 10105113 RIB SW8260 aichloradifluoromethane ND 1200 ug/Kg 10105113 RIB SWB260 Ethylbenzeno ND 112; ug/Kg 10/05113 R/B SW8260 Hexachlorobutadiene ND a ug1Kg 10105/13 R/B SW 8260 Isopropyibenzene ND ug/Kg 10105113 RIB SW8260 m&p-Xylene ND ug/Kg 10105/13 R/B SW8260 Methyl Ethyl Kfan ug/Kg 10/0/13 I/s SW8260 /Methyl t-butyl ether (MTBE) D 2 0 ugfKg 10/05113 RIB SW8260 !Methylene chloride N0 ug/Kg 1010511' 3 RIB SVS 02 60 Naphthalene ND 1200 ug/Kg 10/05/13 RJB SW8260 n-Butylbenzone SID 1200 ug/Kg 10105/13 R/B SWUM n-Prepylbenzerie ND 1200 ug/Kg 10105113 R/B SW 8260 o-Xylene ND 1200 ug/Kg 10105113 IIB SW8260 p-lsopropyltoluene ND 1200 ugfKg 10105113 R/B SW8260 sec-F u#ylbonzene ND 1200 ug/Kg 10/05113 RIB SW8260 Styrene ND 1200 ugfKg 10105113 RIB SW8260 tert-Butylbertzene ISD 1200 ug/Kg 10/05113 RJB SW8260 Tetrachloroethene ND 1200 ug/Kg 10105/13 R/B SWUM Totrahydrofuran (THF) ND 2300 ug/K0 10105113 RIB SW8260 � Toluene ND 1200 ogfKg 10105/13 RIB SW8260 Total Xylenes ND 1200 ug/Kg 10185113 R/B SW8260 trans-1,2-Diehloroethene ND 1200 ug/Kg 10105113 RIB SW8260 trans-1 a3-Diehloropropene ND 1200 ug ft10/05113 RIB SW8260 trans-1 F4-dichloro-2-butene ND 2300 ugft 10/05/13 RIB SWUM Trichloroethene ND 1200 ug/Kg 10105/13 R/B SW8260 Trichlorofluoromethane ND 1200 ug/Kg 10105113 RIB SW8260 Trichloratrif Iwo methane ND 1200 ug1Kg 10/05/13 RIB SW8260 Vinyl chloride ND 120fl ug/Kg 10/05113 RIB SW8260 QAfQC Surrvgatos * 1 a2-dichlorobenzene-d4 100 % /0/05113 RIB M -100 air ala Brornofluorobenzene 112 % 10/05/13 RIB 70-130% Page 2 of 20 Ver 1 Project ID: HIGH POCK AVE PARKING LOT Client ID: 13-1 6-8` R L! Parameter Result PQL Units Phoenix I.D.: BF48892 Data/Time By Deference * Dibromofluoromethane 96 % 10105/13 RIB 70 - 130 % * Toluene-d8 101 % 10105/13 RIB 70 -130 % SemiVolatiles 1,2,4,5-Tetrachlerohenzene ND 270 ug/Kg 1OY03113 IDD SW 8270 1,2,4-Trichlorohenzene ND 270 ugft 10103!13 DD SW 8270 1,2-Dichlorobenzene ND 270 ug/Kg /0/03113 DD SW 8270 1,2-Diphenylhydrazine ND 380 ug/Kg 10133/13 DD SW 3270 1,3-Dichlorobenzene ND 270 ugft 10103113 DD 8W 8270 1 A-Dichlorobenzene ND 270 ug/Kg 10103//3 DD SW 3270 2'45-Trichlorophenol ND 270 ug1Kq 10103113 DD SW 8270 2:4,6-Trichlorophenol ND 270 ugft 10103113 DD SW 8270 ,4-Dichlorophenol ND 270 ugft 10103113 DD SW 8270 2,4-Dirnethylpbonol Na 270 ug/Kg 10103113 DD SW 8270 ,4-Dinitrophenol ND 020 ug/Kg 10103/13 DO 5W 8270 ,4-Dinitretoluene - NO 270 ug/ 10103113 DO SW 8270 2,6-Dinitrotoluene ND 270 g 1 010311 3 DD SW 8270 2- h loronaphthalene ND 270 K 10103113 DD SW 8270 2-Chlerepheflol ND 270 10103113 DD -SW 3270 -Mothylnaphtbalene ND 270 Ugl 10103113 DD SW 8270 -Methylphenol (0-cresol) ND 270 40103113 DD SW 8270 2--Nltroaniline NO 620 ug/Kg 10103113 DD SW B270 2-Nitrophonol ND ugft 10103113 DD SVS! 8270 3&4-Mathylphenol (m&p4arasal) ND 0 ugft 10103113 DD SW 8270 3,T-Dichl0rehenzidine ND ug/Kg 10103113 DD SW 8270 3-Nitreaniline 20 ug/Kg 101x3113 DD SW 8270 4,6-Dinitr0-2-methylphenol 0 ugft 10/03/13 DD SW 8270 4-Bromophanyl phenyl ether ND 3 0 u0/K0 /0103113 DD SVV 8270 4-Chloro-3-methylphen0l ND 270 ugft 10103113 DD SVV 8270 4- hloroandine ND 270 ugft 110103113 DD SW 8270 4-Dhlomphanyl phenyl ether ND 270 ugft 101031/1.3 DD SW 8270 4-Nitroaniline ND 620 ug/Kg 10103113 DD SW 8270 4-ISIitrophenol ND 1100 ug/Kg 10103113 DD SW 8270 Acenaphthene ND 270 ug/Kg 10103113 DD SW 8270 Acenaphthylene SID 270 ugft 10103113 DD SW 8270 Acetophenone ND 270 ug/Kg 10103113 DD SW 8270 Aniline ND 1100 ug1Kg 10103/13 DD SW 8270 Anthracene ND 270 ug/Kg 10103113 DD SW 8270 Benz(a)anthracene ND 270 ug/Kg 10103113 DD SW 8270 Benzidine ND 480 ug/Kg 10103113 Da SW 8270 Benzo(a)pyrene ND 270 ugft /0103113 DD SW 8270 Denzo(b)flueranthene ND 270 ug/Kg 10103/13 DD SW 8270 Benzo(ghl)perylono ND 270 ugft 10103113 DD SW 8270 Benzo(k)fluoranthene ND 270 uglKg 10103113 DD SW 8270 Benzoic acid NO 1100 ug/Kg 10/03113 DD SW 8270 10 Benzyl butyl phthalate ND 270 ug/Kg 10/03113 DD SW 8270 Bis(2-chloroethoxy)rnethane ND 270 ug/Kg 10103/13 Da SW 8270 Bis(2-chloroethyl)ether ND 380 ug/Kg 10103113 DD SW 8270 Bis(2-chloro iso propyl)ether ND 270 ug/Kg 10103/13 DD SW 8270 1 Bis(2--ethy1hexy1)phtha1ate ND 270 ugft 10103113 DD SW 8270 Page 3 of 20 Vor 1 Project ID: HIGH ROCK AVE LARKING LOT Client ID: BBA 6-8' RL/ Parameter Result PQL Units Phoenix I.D.: BF4$8 2 Date/Time By Reference Carbazole ND 580 erg/Kg 10103113 DD SW 8270 Chrysene ND 270 uWKg 10103113 DD SW 8270 Dibenz(a, h)anthracene ND 270 ug/Kg 10103113 DD SW 8270 Dibenzofuran ND 270 ugft 10/03/13 DD Sly 8270 Diethyl phthalate ND 270 ug/Kg 10103/13 DD Svc 820 D imethylphthalate ND 270 ug/Kg 10103M 3 DD SW 8270 DITn^butylphthalate ND 27'0 ug/Kg 10103113 IDD -SW 8270 Di-n-octylphthalate ND 270 uglKg 10103113 DD SW 8270 Fluoranthene ND 270 ug/Kg 10103 13 DD SW 8270 Fluorene SID 270 ug/Kg 10/03113 DD SW 8270 Hexachlo rnbenzene ND 270 u g/Kg 10/03/13 D D Sly 8270 Flexachlcrobutadiene ND 270 ug/Kg 10103/13 DD SVS 8270 Hexachlorocyclopentadlene Na 270 ug/Kg 10103113 DD SW 8270 Hexachl0reethane ND 270 ug1Kg 10103113 DD SW 8270 Indeno(1 02,3-cd)pyrene ND 270 ug/Kg 10103113 DD SW 8270 Isophcrone Na 270 U01 10/03113 DD Sly 8270 Naphthalene ND 270 g 10103/13 DD SW 8270 Nitrobenzene ND 270 10/03/13 DD SW 8270 N -N itrosodimethylamine ND 380 u 10103113 DD SVS 8270 N-Nitrosodi-n-propylamine ND 270 ug/K 10103113 DD Svc 8270 N -N itrosod ip henyla mine ND 380 ug1Kg> 10103113 DD Svc/ 8270 Pentachlomnitrobonzene ND 3 ugft 10/03113 DD SW 8270 Pentachlorophenol ND ug/Kg 10/03/13 DD Sly 8270 Phonanthrene ND 0 ug/Kg 10/03/13 DD Sly 8270 Phendl ND u0/Kg 10/03/13 DD SW 8270 Pyrene 70 ug/Kg 10103113 DD SW 8270 Pyridine i;: ug/Kg 10103113 DD SW 8270 QXQC,Suirrogates % 2,4,6-Tribrornophenoi 00 % 10103113 DD 30-130% % 2-Fluorobiphenyi 03 % 101031/3 DD 30-130% % 2-Fluerophenel 80 % 10/03/13 DD 30-130% % Nitrobenzene -d5 66 % 10103113 DD 30-130% % PhenoW5 04 % 10103113 DD 30-130% % Torphenyl-dl4 71 ala 10103113 DD 30-130% Page 4 of 20 Ver 1 Project I D: HIGH RG AVE PARKING LOT Client ID: B-1 6-8' Phoenix 1.D4,* BF4889 R L/ Parameter Result PPL Units Cate/Time By Reference 1 = This parameter is not certified by NY NELAC far this matrix, ICY NELAC does not offer certification for all parameters at this time. 10 = This pararneter is not certified by NY N E LAC for this rrmatrix. F UPQL-=Reporting/Practical Quantitation Level (Equivalent to NEILAC LOQ, Limit of Quanitation) N D=Not Detected BRL=Below Reporting Level Comments: Per 1.4,6 of EFTA method 8270D, 1,2-aiphenylhydrazine is unstable and readily converts to Azobenzene. Azobenzene is used for the calibration of 1'2-Dlphenylhydraz1ne. Elevated reporting limits for volatiles due to the presence of non -target compounds, All soils, solids and sludges are reported on a dry weight basis unless otherwise noted in the sample comments. If there are any questions regarding this data, please call Phoan�x Client S-ervrues at extenslon 200. This report must not bo reproduced except In Ul as defined by the attached chain of custody. Phyllis hiller, Labora4 October 70, 2043 Reviewed and Released by bbl Alcisa, dice President Page 5 of 20 Ver 1 Analysis Report October 10, 2013 amr)le Information Matrix: BO IL Location cede:CT-MALE '11:50 Rush Request: Standard P.0.#-9 13,3392 xl' Environmental Laboratories, Inc. 687 East Middle Turnpike, R,O.Box-370, Marirheater, DT 00045 Tel. (800) 645-1102 Fax (860) 045--0823 FOR: Attn: Mr. Jeff Marx T Male Associates 50 Century Hill Drive Latham, IVY 12110 Custodv Information, Collected by: Received by: Analyzed by: Laborato Project ID: HIGH ROCK AVE PARKING LOT Client ID: BB -4 4-8~ RL/ Parameter Result PPL A LPB see'�baio W NY# 1130 Date Time 10/01/13 '11:50 10102113 1:00 SDG 1D: GBF48892 Phoenix ID: BF48895 Date/Time By Reference Percent Solid 82 % 10103M 3 W E160.3 Soil Extraction for SVOA Dornpleted 10103/13 JJ/Fl SW3545 Field Extraction Completed 10101113 SW5035 Volatiles 1# 1,1,2-Tatrachleroethane ND ug/Kg 10!09113 RM SW 8200 1,1,1 -Trichloroethane N D . 0.1 ug/Kg 10/09113 RM SAN 8260 1,1,2,2-Tetrach loreethene N D 3.7 ug/Kg 10/00/13 RM SW8260 1 '1 2 -Trichloroethane ND 6.1 ug/Kg 10100/13 RM SW8260 1,1-Dich leraethaee ND 6.1 ug/Kg 10109113 RM SW8260 1,1-Dichloreethene ND 0.1 ug/Kg 10100113 RM SW8260 1,1-Dichlereprapene Na 0.1 ug/Kg 10/09113 RM SW8260 1,2,3-Trichlorahenzene Na 01 ugfKg 10/00113 Rei SW 8200 1121-TdchlaroProPano ND 5.1 ug/Kg 40/00113 RM SW8260 1,2,4-Trichlorobenzene ND 8.1 ug/Kg 10109/13 RM SW8260 102,4-Trimethylbenzene ND 6.1 ug ft 10109113 RM SW 8200 1 2-Dibrerno-3-chleropropane Na 0.1 ug/Kg 10109/13 RM SW8260 1,-Dibrom0ethane ND 0.1 Lig/Kg 10100118 RM SW8260 11,2-Dichlerebenzeno ISD 0.1 ug/Kg 10/09/13 Rill Sly 8200 1,2-Dichlereeth2ne N D 0.1 ug/Kg i 0109M 3 RM SW8260 1,2-Dichlaropmpane ND 8.1 ug/Kg 10/09113 RM SW8260 133,5-Trimethylbenzene ND 8.1 ugft 10109110 RM SW 8280 I,3-Dichllorobenzene Na 6.1 ug;Kg 10109113 RM SW8260 1,3-Dichlaropropane Na 6.1 ug/Kg 10/09113 RM SW8260 1,4 -Dichlorobenzene ND 61 ug/Kg 10/09113 RM SW 8260 212-Dichlorepro pane ISD 0.1 ugfKg 10/09113 RM SVV8260 2-Chlarataluene ND 0.1 ug/Kg 10109/13 RM SW8260 2 -He none N D 30 u g/Kg 10109/13 FSM Svc 82 80 2-1sopropyltoluene ND 6.1 uglKg 10109//3 RM SW8260 � Page 6 of 20 Vey 1 Project ID: HIGH ROCK AVE PARKING LOT Phoenix I.D.: BF48895 Client ID: 13-4 4-8" RLJ Par am eter Result PQ L Units Date/Time By Ref erence 4-chlcrotcluene ISD 6.1 ug/Kg 10/09113 RM SW8260 4-Methyl--pentanone ND 30 uglKg 10/09/13 RM SW8260 Acetone 61 37 uglKg 10109/13 RM SW 8280 Acrylonitrile N D 0.1 ug/Kg 10189/13 RM SW8260 Benzene ND 6.1 ug/Kg 10/09113 RM SW 8260 Bromcbenzene ND 6.1 ug/Kg 10109113 RM SW 8260 Ercrncchleromethane ND 8.1 ugft 10/09113 RM SW8260 Bromodichloromethane ND 8.1 ug ft 10/09/13 RM SW8260 B rcmcfcrm ND 6.1 ug/Kg 10109113 RM N SW 0280 Brcmernethane ND 6.1 ug/Kg 10109113 RM SW0260 Carbon Disulfide Na 6.1 ug1Kg 10100/13 RM SW6260 Carbon tetrachloride ND 0.1 ug/Kg 10100/13 ISM SW 260 Chlorcbenzene ND 0.1 ug/Kg 10109110 RM SW8260 Chloroethane ND 6.1 ug/Kg 10109113 RM SW8260 Chloroform ND 6.1 ug ft 10/09113 RM SW8260 Chloromethane Na 8.1 ug/ 10/00/18 RM SW8260 cis-1,-Dichloroethene Na 6.1 g 10109/18 RM SW8260 cis-1,3-Dichloropropene Na 011 10100/13 RM W8260 Dibromochleromethane Na 3.7 u 10/00/13 RM SW8260 Dibromomethane ND 0.1ug/K 10/00110 RM SW8260 Dichlorodifluoromethane NIS 6.1 u 10/00110 RM SW8260 Ethylbenzene Hexachlerobutadiene ND Na 6 ug/K-g uglKg 10/09/13 10/00/10 RM RM SW8260 SW8260 Isopropylbenzene ND 1 uglKg 10100!13 RM SW8260 m&p-Xylene ND ug/Kg 10109/13 RM SW8260 Methyl Ethyl Ketene 7 ug/Kg 10109/13 RM SW8260 Methyl t-butyl ether (MTBE) ug ft 10/09113 RM SW 8230 Methylene chloride ND 6. ug/Kg 10109113 RM SW8260 Naphthalene ND 8.1 ug ft 10109/13 RM SW8260 n-Butylbenzene ND 8.1 uglKg 10/09/13 RM SW8260 n-Prepylbenzene ND 8.1 ug/Kg 10109/13 RM SW8260 o-Xylene ND 6.1 ug/Kg 10109/13 RM S 6260 p4sopropyltoluene ND' 6,1 ug/Kg 10/09113 RM SW8260 sec-Butylbenzene Na 6,1 ug1Kg 10/09113 RM SW 8260 Styrene ND 0.1 erg/Kg 10/09/13 RM SW8260 to rt-E utyl benzen a ND 0.1 ug/Kg 10/09/13 RM S W 82 8fl Tetrachleroethene ND 8.1 ug/Kg 10109/13 RM SW8260 Tetrahyd rofu ran (THF) NO 12 ug/Kg 10109/13 RM SW8260 Toluene ND 6.1 ug/Kg 10109/13 RM SW8260 Total Xylones Na 6.1 ug/Kg 10/09113 FSM SW8260 trans-1.2-Dieh loroethene ND 8.1 ug/Kg 10109113 Rif SW8260 trans-13-Dichloropropene ND 0,1 ug/Kg 10/09/13 RM SW8260 trans-1 #4-dichloro-2-butene ND 12 ug ft 10/09/13 RM SW8260 Trichloroethene ND 8.1 ug/Kg 10109/13 RM SW8260 Trichlorofluoromethane Na 6.1 ug/Kg 19109/13 RM SW8260 Trichlorotrifluoroethane Na 6.1 ug/Kg 10109113 RM 58280 Vinyl chloride ND 6.1 ug/Kg 10/09113 RM SW8260 Q6LCLC SUITO-gates * 1,2-dichlorobenzene-d4 100 % 19/09113 RM 70-130% * Bromofluorobenzene 99 ala 10109/13 RM 70-130% Page 7 of 20 filer 1 Project ID: HIGH ROCK AVE PARKING LOT Phoenix I.D.: BF48895 Client ID: B-4 4-8' R IJ Parameter Resuft PCNL Units Date/Time By Reference • Dihromofluoromethane 03 % 10/00113 RM 70 -130 % • TO I u en e-d8 111 % 10/09113 RM 70 -X130 % emiyo inti ies 1,2,4 5-TetraGhlorobenzene ND 280 ug/Kg 10103/13 DD SIN 8270 1,2'4--Trichlorohenzene ND 280 ug/Kg 10103/13 DD SW 8270 1 a2--Dichlorobenzene ISD 280 ugft 10103113 DD SW 8270 1 a2-Dipheny1hydrazine ND 400 ugft 10103113 DD SW 0270 1 3-Dichlorobenzene ND 280 ug/Kg 10108113 DD SW 0270 1,4-Dichlorobenzene ND 280 ug/Kg 10/08113 DD SW 8270 2.4,5-Trichlorophenol ND 280 ug/Kg 10/03113 DD SW 8270 2,4,6-Trichlorophenol ND 280 ug/Kg 10/03113 DD SW 8270 2,44Dichlorcphencl ND -200 ug/Kg 10103/13 DD SIN 8270 2,4-Dimethylphenol NO 280 ug/Kg 10103/13 DD SW 8270 2,4-Dinitrophencl ND 040 ugft 10103/13 DD SUV 8270 2,4-Dinitrotoluene ND 280 ugl 10103113 DD SW 8270 2,6-Dinitretoluene ND 280 0 10108113 DD, SW 0270 2- hloronaphthalene ND 280 u K 10103113 DD SW 8270 2- hlorophenol ND 280 ug/ 10/03118 DD SIN 8270 2-Methylnaphthalene ND 280 ug! 10/03/13 DD SW 8270 2-Methylphenol (c-cresol) ND 200 ug/kg 10103!1.3 DD SIN 8270 2-Nitroanilino ND 640 ug1Kg 10103/13 DD SW 8270 2-Nitrephonol ND ug/Kg 10103113 DD SW 8270 3&4-Methylphenol (rnfp-cresol) ND 0 uglKg 10103113 DD SW 8270 3,X-Diehlorobenzidine ND 2 ug/Kg 10103113 DD SW 8270 3-Nitreaniline 4 ug1Kg 10/03113 DD SIN 8270 4,6-Dinitro-2-rnethylphenel ND 0 ug/Kg 10/03113 DD SIN 8270 4-B ro rnophenyl phenyl ether ND 4 0 ug/Kg 10103113 ISD SW 8270 4-Chloro-3-meths phenol ND 280 ugft 10103113 DD SIM 8270 4- hloroaniline ND 280 ugfKg 10103113 DD SIN 8270 4-DhlOrophenyl phenyl ether ND 280 ug/Kg 10103113 DD SW -8270 4-Nitraaniline ND 040 ug/Kg 10105113 DD SW 8270 4-Nitraphanol ND 1200 ug/Kg 10/03113 DD SAN 8270 Acenaphthene ND 280 ugft 10103113 DD SW 8270 Acenaphthylene ND 280 ug/Kg 10/03/13 DD SW 82 (0 Acetophenone ND 280 ug/Kg 10103113 DD SIN 8270 Aniline ND 1200 ug/Kg 10103113 DD SW 8270 Anth racerie N D 280 ug/Kg 10103113 DD SW B270 Benz(a)anthracene ND 280 ug/Kg 10103113 DD SW 8270 Benzidine ND 480 ug/Kg 10103113 DD SW 8270 Benzo(a)pyrene ND 280 ug/Kg 10/03113 DD SIN 82`(0 Benzo(b)fluoranthene ND 280 ugft 10103/13 DD Ski 8270 Benzc(ghi)per�lene ND 200 ugft 10103/13 DD SVS 8270 Benzo(k)fluoranthene ISD 280 ug/Kg 10103113 DD SIN 8270 Benzoic acid ND 1200 ug/Kg 10103113 DD SW 8270 to Benzyl butyl phthalate ND 280 ug/Kg 10103113 DD SW 8270 B is(2-chlo reothexy)rnatliane ND 280 ug1Kg 10/03113 DD SW 8270 Bis(2-chloroethyl)ether ND 400 ugft 10/03113 DD SW 8273 Bis(2-chlereisaprepyl)ether ND 280 ugJKg 10103/13 DD SW 8270 � Bis(2-ethylhexyl)phthalate ND 280 ug/Kg 10103/13 DD Ski 8270 Dago 8 of 20 'dor 1 Project ID: HIGH POCK AVE PARKING LOT Phoenix I.D.: BP4889 Client ID: SB -4 4-8~ Pago 9 of 20 Ver 1 RLI Parameter Result PQL Units Date/Time By Reference Carbazole ND 600 ug/Kg 10108113 DD SW 8270 hrysene ND 280 ug ft 10103113 DD SW 8270 Dibenz(a,h)arnthraeene ISD 280 ug/Kg 10103113 DIS SW 8270 Dibenzofuran ND 280 uigft 10103113 ISD SW 8273 Diethyl phthalate ND 280 ug/Kg 10103113 DD SW 8270 Dlmethylphthalate ND 280 ug/Kg 10103113 DD SW 8270 Dhn-hutylphthalate ND 280 ug ft 10103113 DD SW 8270 DI-n-ectylphthalate NO 280 ugl n 10108113 DD SW 8270 Fluaranthene ND 280 ug/Kg 10103/13 DD s 8270 Flaorene ND 280 ug1Kq 10108113 DD SW 8270 He aehlarobenzene ND 280 ugft 10108113 DD SW 8270 Hexachlorobutadlene ND 280 unft 10103113 DD SW 8270 F- Eexachlerecyelepentadiene ND 280 ugWg 10103113 DD SVS 8270 Hexachleroethane ND 280 ug/Kg 10103113 DD SW 8270 Ind ene(`I,2,3-ed)pymne ND 280 ug/Kg 10103113 DD SW 8270 lsephorene ND 280 u 10103113 DD SW 8270 Naphthalene ND 280 10103113 DD SW 8270 Nitrobenzene ND 280 10103113 DD SW 8270 N -N itrosedimethylamine ND 400 u 10103118 DD SW 8270 N-Nitmsadi-n-propylamine ND 280 Xg 10108113 DD SW 8270 N-NitrOsodiphenylamine ND 400 10103113 DD SVV 8270 Pentachlcrcnftbenzene ND 4 ugiKg 10103113 DD SW 8270 Pentachlorophenol ND ug/Kg 10108113 DD SW 8270 Phenanthrene NIS ug/Kg 10103113 DD SW 8270 Phenol ND 2 ug/Kg 10103113 DO SW 8270 Pyrena ND 2 0 ug/Kg 10103113 DD SW 8270 Pyddino ND ug/Kg 10103113 DD SVV 8270 QA/QC Surrogates % 2,4,6-Tribromophenol 70 % 10108113 DD 30-130% 'A 2-Fluorobiphenyl 63 % 10103113 DD 30-130% * 2-Fluorophenol 80 % 10103113 DD 30-130% * Nitrobenzene -d15 57 % 10103113 DD 30-130% * Phenol -d5 03 %. 1010:3/13 DD 30-130% % Terphenyl-dl 4 70 % 10103113 DD 80 -130 % Pago 9 of 20 Ver 1 Project IIS: HIGH ROCK AVE PARKING LOT Client IIS: B-4 4-8` Phoenix E.D.: BF48895 RLI Parameter Result PQL Units Date/Time By Reference 1 = This parameter is not certified by NY N E LAC for this matrix. NY N ELAC does not offer certification for all parameters at this time. 10 = This parameter is not oertifled by NY NELAC for this matrix. RUPM=Deporting/Practical Quantitation Level (Equivalent to NELAC LOQ, Limit of Quanitation) ND=Not Detected B RL =Below Reporting Level Per 1.4.6 of EISA method 82700, 1,2-01phenylhydrazine is unstable and readily converts to Azobenzene. Azobenzene is used for the calibration of 1, ^Diphenylhydrazine. All soils, solids and sludges are reported on a dry weight basis unless otherwise noted in the sample comments, If there are any questions regarding this data, please call Phoenix Client Services at extension 200. This report must not be reproduced except In full as defined by the attached chain of custody. r Phyllis hiller, Laborete ester October 1 % 2013 Reviewed and Release y obbi Aloisa, vice President Page 10 of 20 Ver I y6W o.. X . Environmental Laboratories, Inc.�rl�. 587 East Middle Turnpike, R.O.Box 870, Manchester, CT 00045 Y 11301 Tel. (800) 045-1102 Fax (800) 045-0823 Analysis Re FOR: Attn: Mr. ,teff Mar T Mala Associates October 10, 2013 50 Century Hill Drive Latham, NY 12110 Sample Information Custody Information Date Time !Matrix: SOIL Collected by: AG 10101/13 13.00 Location Coda: T- IALE Receival by: LPB 10102/13 1:00 Rush Request: Standard Analyzed by: $ea below Laborato D SIDG ID: GBF48892 Phoenix ID: BF48896 Project ID: HIGH DOCK AVE PARKING LOT Client ID: B% X10-11% RL/ Parameter Result PQ Date/Time Ey Reference Percent Solid 88 % 10103/13 W El 60.3 Soil Extraction for SVOA Completed 10103113 JJ/FV SW3545 Field Extraction Compaeted 10101/13 SW 5035 Volatiles 1, 1,1,-TotrachlOroethane N a � ug/Kg 10/05/13 �� SW8260 1 J f1--Tr1chloroethane ND 1200 ugft 10105113 R1E SW 82O0 1 a 1,2,2-Tetrachlloroethano N a 720 ug/Kg 10105113 RIB SW8260 1,1,2-Trich Ioroethano N D 1200 ug/Kg 10105/13 RIE SW8260 1,1-Dichlaroothane N IS 1200 ugft 10105/13 R1B SW8260 1,1-Dish Ioroothene N D 1200 ug/Kg 10105/13 RIB SW8260 111-01chlorapropene N D 1200 ug/Kg 10105113 RIR SW8260 1,2,3-Trichlorohenzene ND 1200 ugft 10/05/13 RIB SW 8260 1,2,3-Trichloroprapane N D 12-00 ug/Kg 10/05/13 RIB SW 0200 1,24-Trichlorobenzene ND 1200 ug/Kg 10105113 R!R SW8260 12,4-Trimethylbenzene 9800 1200 uq ft 10105/13 R1B SWUM 12-Dib rnrnn-3-ch IDropropane N D 1200 ug/Kg 10105113 RIB SW8260 1,24Dibromoethane Na 1200 ug/Kg 10/05113 RIB SW8260 I,2-Dichlorobenzene ND 1200 ugft 10105113 RJB SW 8200 1,2-Dichloroethane N D 1200 ug1Kg 10/05113 RIR SW8260 I2-DiOhloropropane Na 1200 ugft 10!05113 R!S SW8260 1,3,5-Trimeth� benzene 5400 1200 ugft 10105113 R1B SW8260 1, 3-Dish!aro benzene ND 1200 u g/Kg 10105113 R1B SW8260 1,3-DichloroprOpsne ND 1200 ugft 10105113 RIB SW8260 I ,4-Dichlorobenzene N u 1200 ugft 10/05113 R/B SW 8260 2,20chloropropane Na 1200 ug/Kg 10/05113 RIE SW8260 2- hlorOtoluene Na 1200 ug/Kg 1O/05113 RIR SW8260 2--He none ND 0000 ug/Kg 10105113 R113 SW8260 -1sopropyltoluene ND 1200 ugft 10105/13 RIB SW8260 � Page 11 of 20 Ver 1 Project ID: HIGH FLOCK AVE PARKING LOT Phoenix 1,D.: BF48896 Client I D: B-5 10-11 ' RLQ Parameter Result PQL Units Date/Time By Referenc 4- hlurotoluene NIS 12Q0 uglKg 10/05/13 RIB SW 8260 4-Diethyl--pentanone ND 5000 ug/Kg 10/05/13 RIB SW8260 Acetone SID 7200 ug/Kg 10105/13 R/B SW8260 Acrylonitrile ND 1200 erg/Kg 10/05113 R/B SW8260 Benzene ND 1200 u g/Kg 101051/3 RIB SVS 825Q Bromohenzono ND 1200 ug/Kg 10105113 R/B SW8260 f romochloromethene ND 1200 ug/Kg 10/05/13 R/B SW8260 Bromodichloromethane ND 1200 ug/Kg 10/05/13 RIB SW8260 Brornoform ND 1200 ug/Kg 10/05/13 RM SW8260 B romomethane ND 1200 ug/Kg 10/05/13 R/B SW8260 Carbon Disulfide ND 1200 ug/Kg 10/05113 R/B SW8260 Carbon tetrachloride ND 1200 u g/Kg 101051/3 RIB SW 6250 Chlorohenzene ND 1200 ug/Kg 10/05113 R/B SW8260 Chloroethane ND 1200 ug/Kg 10/05/13 RIB SW8260 Chloroform ND 1200 ug/Kg 10/05/13 RIB SW8260 Chloromethane ND 1200 ug/ 10/05/13 RIB SW8260 cis --1 r2-Dichloroethene ND 1200 ug/ g 10105/13 PJB SW8260 cis-1,3-Dichloropropene ND 1200 ug/Kg 10105113 R/B SW 8288 Dibromochloromethone ND 720 ug/Kg 10/05/13 R/B SW8260 Dibromomothone ND 1200 ugfKg 10105113 R/B SW8260 Dichlorodifluoromethane ND 1200 ug/Kg 10/05/13 RIB SW8260 Ethylbonzeno ND 12 ug/Kg 10105!13 RIB SW8260 Hexachlorobutadiene ND 0 ug/Kg 10105113 R/B SW8260 lsopropylbenzene ND ug/Kg 10105113 RIB SW8260 rn&p-Xylene ND 1 u g/K!g 10105/13 RIB SW 8280 Methyl Ethyl Ketone 0 ug/Kg 10105113 R/B SW82GO Methyl t -butyl other (MTBE) 0 ug/Kg 10/05/13 R/B. SW8260 Methylene chloride ND 12 0 ug1Kg 10/05/13 RIB SW8260 Naphthalene ND 1200 ug/Kg 10105/13 RIB SW8260 n -B utylbonzene 1500 1200 ug/Kg 10105113 R/B SVV 8200 n-Propylbenzeno ND 1200 ug/Kg 10105113 RIB SVS 8200 c Xylene N D 1200 u g/Kg 10105113 RIB SVS 8250 p-Isopropyltoloone ND 1200 ug/Kg 10105113 RIB SW8260 sec-Butyibenzene ND 1200 ug/Kg 10/05/10 RIB SW8260 Styrene ND 1200 ug1Kg 10/05/13 RIB SW8260 tert-Butyibenzene ND 1200 ug/Kg 10/05/13 RJB SW8260 Tetrachlcroothene ND 1200 ug/Kg 10/05113 FIB SW 8280 Totrahydrofuran (THF) ND 2400 ug/Kg 10105113 RIB SW8260 � Toluene ND 1200 ug/Kg 10/05113 R/B SW8260 Total Xylenes ND 1200 ug/Kg 10/05/13 RIB Sly 8280 trans -1 2-DiGhloroathene ND 1200 ug/Kg 10/05/13 RIB SW 8260 trans -1 3-Dichloropropene ND 1200 ug/Kg 10105/13 RIB SVV8260 trans -1 A-dichloro--buteno ND 2400 ug/Kg 10/05113 RIB SW -8260 Trichloreetheno ND 1200 ug/Kg 10105/13 R/B SW8260 Trichlorofluoromethane ND 1200 ug/Kg 10/05113 R/B SW8260 Tri ch lorotrifluo methane N D 1200 ug/Kg 10/05/10 R1B SW 8260 Vinyl chloride ND 120 Q Lig/Kg 10/05/13 RIB SW8260 QA/QC Surrogates * I 2-dichlorobenzena-M 00 % 10105113 FIB 70-130% * Brornofluorobenzene 102 % 10105113 R/B 70-130% Page 12 of 20 Ver 1 Project ID: HIGH ROCK AVE PARKING LOT Client ID.- SB --5 10-11 % Phoenix I.D.: BF48$ 6 RL/ Parameter Result PQL Units Date/Tirne By Reference % Dibrernefluoromethane 00 % 10105/13 RIB 70 -130 % % Toluene -d8 104 % 10105113 RlB 70 -130 % e1'f'1iVol tIies 13214,5-TetrachIorobenzene ND 200 uglKg 10103/13 DD SW 8270 1X2,4-Trichlorobenzene ND 260 ugft 10103/13 DD SW 8270 1,2-Dichlero benzene ND 260 ug/Kg 10103113 DD SW 8270 1,2-Diphenylhydrazine ND 370 ug/Kg 10103113 DD SW 8270 1,3 -Dichlorobenzene ND 260 ug/Kg 10103/13 DD SW 8270 1,4 -Dichlorobenzene ND 260 ug/Kg 10103113 DD SW 8270 2,45 -Trichlorophenol ND 260 ug/Kg 10103113 DD SW 8270 2:4,6 -Trichlorophenol ND 260 ug/Kg 10103113 DD SVS 8270 2,4-Dishlorophenol ND 200 ugft 10103/13 DD SW 8270 2,4-Dimethylphanel ND 280 ug/Kg 10103/13 DD SVS B270 2,4-Dinitrcphenol ND 600 uglKg 10103113 DD SW 8270 2,4 -Din itrotoluene ND 260 ug Kg► 10103113 DD SW 0270 2,6-Dinitretcluene ND 260 uglKg 10/03113 DD SW 8270 2 -Ch lcronaphthalene ND 260 ugft 10103113 DD SW 8270 2 -Chlorophenol ND 260 ug 10103/13 DD SW 8270 2 -Methylnaphthalene 1000 2 G 0 ug/ 10103/10 DD SVS 8270 2-Methylphenol (o -cresol) ND 260 uglKg, 10103113 DD SW 8270 2-Nitroan iline ND 600 ugft 10103113 D D SW 8270 2--Nitrophenol ND ug/Kg 10f03113 DD SW 8270 3&4-Methylphenol (m&g-crewl) ND 0 uglKg 10103113 DD SW 8270 3,3'-Dlchlombenzidine ND uglKg 10103113 DD SW 8270• 3-Nitr oaniline 0a ug/Kg 10103113 DD SUIS 8270 4,6-Dinitm-2-rnethylphenol 0 ugft 10103113 DD SW 8270 4-Brernophenyl phenyl ether N 0 ug/Kg 10103113 DD SW 82`t0 4-Chloro-3-rnethylphenoi ND 260 ug/Kg 10/03113 D D SW 0270 4- hlcreaniline ND 260 ug/Kg 10/03113 DD SW 8270 4- hlerephenyl phenyl ether ND 260 ug/Kg 10103113 DD SW 8270 4-Nitrcaniline ND 600 uglKg 10103113 DD SW 8270 4-Nitrcphenol ND 1100 ug/Kg 10103113 DD SW 8270 Acenaphthene ND 260 ug/Kg 10103113 Da SW 8270 Acenaphthylene ND 260 ug/Kg 10103113 D D SIS 8270 Acetophenone ND 260 ug/Kg 10103113 DD SW 8270 Aniline ND 1100 ug/Kg 10103/13 DD SW 8270 Anthracene ND 260 uglKg 10103113 DD SW 8270 Benz(a)anthracene CJD 260 uglKg 10103113 DD SCJ 8270 Benzidine ND 450 ugft 10103/13 DD SW 8270 Benzo(a)pyrena ND 260 ug/Kg 10/03113 DD SW 8270 Benza(b)fluoranthene ND 260 ug/KO 10103113 DD SW 3270 Benzo(ghi)perylone ND 260 ug/Kg 10103113 DD SVV 8270 Benzn(k)fluoranthene Na 200 uglKg 10103113 DD SW 8270 Benzoic acid ND 1100 uglKg 10103113 DD SW 8270 Benzyl butyl phthalate ND 260 ug/Kg 10103113 DD SW 827'0 Bis(2--ch loroetho )methane ND 260 ug/Kg 10/03113 DD SW 3270 B is(2--chloroethyl )ether ND 370 u g ft 10103113 DD SW 8270 Bis(2-chlorelsopropyl)ether ND 260 ugft 10103/13 DD SW 8270 Bis(2-ethy1hexy1)phthalate ND 260 ug/Kg 10103113 DD SW 3270 Page 13 of 20 Ver 1 M F Project ID: HIGH FLOCK AVE PARKING LOT phoenix I.D.: BF48896 Client ID: Sly -5 10-11 % MW Page 14 of 20 Ver 1 P L/ Parameter Result PQ L Units Date/Time By Reference Carbazole ND 560 uglKg 10/03113 DD SVS 8270 ChrySene ND 260 uglKg 10103113 DD SW 8270 Dibenz(a,h)anthracene ND 200 ugft 10103/13 DD SW 8270 Dibenzofuran ND 260 ug/Kg 10103113 DD SW 8270 Dlcthyl phthalate ND 200 ug/Kg 10103113 DD SW 8270 Dilmethylphthalato ND 260 ug/Kg 10103113 DD 8W 8270 D�n-butylphthalate Na 263 ug/Kg 10103113 DD SW 8270 Di-n-octylphthalate ND 260 uglKg 10/03113 DD SW 8270 Flucranthene ND 260 ug/Kg 10/03113 DD SW 8270 Fluorene ND 200 ug/Kg 10/03/13 DD SW 8270 Hexachlorobenzene ND 260 ug/Kg 10103/10 DD SW 8270 Hexachiorobutadienc ND 260 ug/Kg 10103/13 DD SW 8270 Hexachloracycicpentadiene ND 260 ug/Kg 10103113 DD SIS 8270 He chloroethane ND 260 uglKg 10103113 DD SW B270 Indeno(1,2,3-cd)pyrane ND 260 ug/Kg 16103113 DD SW 8270 Isophorone ND 200 Ug 10103113 DD Sly 8270 Naphthalene ND 200 10103/13 DD SW 8270 N itrobenzene, ND 200 10103/13 DD SW 8270 N-Nitroscdirmthylamine ND 370 ug 10103/13 DD S 8270 N-Nitrosodi-n-propylarnine ND 260 uglK 10/03113 DD SW 8270 N -Nitro sod 1phenylamine ND 373 uglKg 10103113 DD Svc 8270 Pontachloron itrobenzene ND 3 ug/Kg 10103113 DD SW 8276 Pentachlorophenol ND L1914 10103113 DD SW 8270 Phenanthrene NO ug1Kg 10103113 DD SW 8270 Phenol ND ug1Kg 10103113 DD SVV 8270 Pyrene 0 uglKg 10103.1'13 DD SII 8270 Pyfldine uglKg 10103113 DD SW 8270 QAQC Surrogates * 2:4,6-Tribromophencl 83 % 10103113 DD 30-130% *-Fluorobiphenyl 50 % 10/03113 DD 30-130% 0/a-Fluorcphenol 74 % 10103%13 DD .30 - 130 % % Nitrobenzene -d5 80 % 10103113 DD 30-130% % PhenoW5 67 10103113 DD 30-130% % TerphenyW X14 73 10103113 DD 30-130% MW Page 14 of 20 Ver 1 Project ID.- HIGH ROCK AVE PARKING LOT Client ID: SB -510-1V Phoenix I.D.: BF48896 RL/ Parameter Result PCNL Units Date/Tirne By Reference 1 = This parameter is not certified by NY NELA far this matrix, NY NELAG does not offer certification for all parameters at this time. 10 T This parameter is not certified by NY NELAC for this rnatrrx. RLfPM=Reporting/Practical Quantitation Level (Equivalent to N ELA 11-00' Limit of Quanitation) N D=Not Detected BRL=Beiow Deporting Level Comments: Per 1.4.6 of EPA method 8270D, I ,2-Diphenylhydrazin a is unstable and readily converts to Azobanzene. Azobenzene is used for the calibration of 1,2-Diphenythydrazine. AIC soils' solids and sludges are reported on a dry waight basis unless otherwise noted in the sample comments. If thero are any questions regard Jng this data, please call Phoenix CIleht Servlr.e5 at extension 200. This report must riot be reproduced except in full as defined by the attached chain of custody. Phyllis Diller, Laborato ector October l O, 2013 Reviewed and- Released by: obbi Aloisa, Vice President Page 15 of 20 Vor I Analysis Report October fid, 2013 _ .. ... - - H.• Environmental Laboratories, Inc. 587 East Middle Turnpike, P.O, Box 370, Manchester, CT 06045 Tel. (860) 645-1102 Fax (860) 645-0823 w FOR: Attn: Mr. Jeff Mar CT Male Associates 58 Century (--fill Drive Latham, NY 12110 Sample Information Custody Information Matrix: SO IL Collected by: A Location Coda:CT-MALE El 60.3 Received by: LP13 Flush Request: Standard Analyzed by:- sea �� ""below P. O.##: 133392 r Laborato[y D a Project ID: HIGH FLOCK AVE PARKING LOT Client ID. 513-7 7-7.8' RLI Parameter Result PQL NY 91.101 Date Time 10/01/18 14:15 10/02/13 21:80 SDG ID: GBF48892 Phoenix ID: BF48898 DatolTime By Reference Percent Solid 94 p 10103/13 VV El 60.3 Soil Extraction for SVGA completed 10103/13 JJIFV SW3545 Field Extraction complete 1010111.3 SW5005 Volatiles 1,1,1,2 -Tetra oh loroothana ND 0 ug/Kg 10105!13 RIB SW 826.0 1 1,1 -Trichloroethane N D 1400 ug/Kg 10105/13 R/D _ SW8260 1,1 2',2-TatrachIoroathane ND 840 uglKg 10105113 RIB SW8260 1 a1 2-Trich Iorcathanc N D 1400 ug/Kg 10105113 R/B SUIS 8260 1'1-DrchIoreethane ND 1400 ppft 10105113 RlE SW8260 1 T1 RDirhloreethene ND 1400 ug/Kg 10/05113 RIB SW8260 1,1-Dichle rcprepene ISD 1400 ug/Kg 10105113 RIB SW8260 1,2,3-Trichlorebenzene ND 1400 ug/Kg 10/05/13 RIB SW8260 1,2,3-Trichleroprcpane ND 1400 uglKg 10105/13 RIE SW8260 1,2 t4-Trich Iorobonzene ND 1400 JglKg 10105113 R/B SUIS 8260 1 '2,4-Trirrrcthylbenzene 14000 1400 ug ft /0105113 R/B SW8260 1,2^Dibromo-3-chlcrcpr0pane ND 1400 ug/Kg 10/05113 RIB SW8260 11,2-Dibromeethane ND 1400 ugft10/05/13 RIB SW826-0 1,2 --Dichlorobenzene ND 1400 ug/Kg 10105/13 RIB SW8260 1,2-Dichlcrccthane Na 1400 ug/Kg 10105/13 RIE SW8260 1,-Dichler0'propane ND 1400 Ug/Kg 10105113 R/R SW 3260 1'3,5-Trimethyl benzene 7700 1400 upft 10/05113 R/B SW8260 1,3 -Dichlorobenzene ND 1400 u g/Kg 10/05113 1/8 SW8260 1, 3-Diehlc rcpropane ND 1400 u g/Kg /0/05110 RIB SW8260 11,4 -Dichlorobenzene ND X400 ug/Kg 10105/13 RIB SW 8260 2,2-Dichlorcpropana ND 1400 ug/Kg 10105/13 RIB SVV8260 - hlereteluene ND 1400 UglKg 10105113 RIB SW8260 2-Hexancnc ND 7000 ugfKg 10105110 R/B SW8260 -Isolampyltcluene ND 1400 ug/Kg 10/05113 R/B SW8260 � Page 16 of 20 Ver l Project ID: HIGH ROCK AVE PARKING LOT Phoenix I.D.: BF488 8 Client ID: 13-7 747.8' RL/ !Parameter Result PQL Units Cute/Time By Reference 44Ch Iorotoluene ND 1400 u g ft 10/05113 RIB SVV8260 4-Methyl--pentanone ND 7000 ug/Kg 10/05/13 R/B SW8260 Acetone ND 8400 ug/Kg 10105/13 RIB SW8260 Acrylonitrile ND 1400 ug/Kg 10/05/13 RIB SW8260 Benzene ND 1400 ug/Kg 10105113 RIB SW8260 Brornobenzene ND 1400 ugft 10108/13 RIB SVS 8250 Bromnchlo-romethane ND 1400 ug/Kg 10105113 RIB SWB260 B romodichlo romethane ND 1400 ug/Kg 10/05113 R/B SVV8260 Bromoform ND 1400 ugft 10/05/13 RIB SW8260 Bromomethane ND 1400 ug/Kg 10105/13 RIB SVV8260 Carbon Disulfide ND 1400 ugft 10105113 RIB SW8260 Carbon tetrachloride ND 1400 ug/Kg 10105113 RIB SW8260 Chlorobenzene ND 1400 ug/Kg 10100113 RIB SW8260 Chloroethane ND 1400 ug/Kg 10/06113 RIB SW8260 Chloroform ND 1400 ug/lig 10/05/13 RIB SW8260 Chloromethane ND 1400 u 10105113 Rte SW8260 cis-1,2-Dichloroethone ND 1400 0 10105113 RIB SW8260 cis--'1'3-Dich,loropropene ND 1400 10105113 RIB SW8260 Dibromoohloromethane ND 84:0 u 10/05113 RIB SW 8260 Dibromomethane ND 1400 /Kg 10/00113 RIB SW 8260 Dichlorodifluoromethane ND 1400 10105113 R/B SW8260 Ethyl'benzene ND 1 ug/Kg 10/05113 RIB SW8260 Hexaohlorobutadiene ND 0 ug/Kg 10105/13 RIB SW'8260 Isopropylbenzene ND -ug/Kg 10100113 RIB SW8260 rn&p- Arlene N D 1 ug/Kg 1.0105/13 RIB SW8260 Mothyl Ethyl Ketone N 00 ug/Kg 10/051/3 RIB SW 6200 Methyl t-butyl ether (MTBE) ND 2 0 ugft 10/05/13 RIB SVV8260 Methylene chloride ND 14 0 ug/Kg 10105/13 R/B SW8260 Naphthalene ND 1400 ug/Kg 10105/13 RIB SW 8260 n-Butylbenzene NO 1400 ug/Kg 10100113 RIB SW8260 B-Propylbenzene ND 1400 ug/Kg 10105113 RIB SW8260 o-Xylene N D 1400 ugft 10/05113 RIB SW8260 p-Isopropyltolueno i ND 1400 ug/Kg 10/05/13 R/B SW8260 sec-Butylbenzene ND 1400 ug/Kg 10105/13 RIB SW8260 Styrene N D 1400 ug/Kg 10105113 RIB SW 8,200 tort-Butylbenzene N D 1400 ug/Kg -10105113 RIB SW8260 Tetrachloroethene ND 1400 ug/Kg 10105113 R/B SW8260 Tetrahydrofuran (THF) ISD 2800 ugft 10/05113 IIB SW8260 � Toluene SID 1400 ug/Kg 10/05113 R/B SW8260 Total Xylenes ND 1400 u g/Kg 10/05/13 RIB SVS 8280 trans-1,-Dichloroethene ND 1400 ug/Kg 10108113 RID SW 8200 trans-1,3-Dieh loropropone ND 1400 ug1Kg 10105113 RIB -SW8260 trans- 1,4-dichloro- -butene ND 2800 ug/Kg 10106113 RIB SW8260 Trichloroethene ND 1400 ug/Kg 10105113 R/B SW8260 Trie.hlorof(ueromethane ND 1400 ug/Kg 10/05/13 R/B SW8260 Trish le rotrifluoroethane ND 1400 u g/Kg 10105113 RIES SVS 8230 Vinyl chloride ND 1400 uglKg- 10105/13 R B SW8260 Surrogates % 11,2-diohlombenzene-d4 97 % 10105113 IIB 70-130 % % Brornofluombenzene 102 % 10/05/13 R/B 70-130% Page 17 of 20 Ver 1 Project ID: HIGH ROCK AVE PARKING LOT Phoenix I.D.- HF488 8 Client ID: B-7 7-7.$' FAL/ Parameter Result PQL Units Date/Time By Reference % Dibromeflueromethane 97 % 10105113 R1a 70 -130. % % Toluene-d8 102 % 10105/13 R/B 70 -130 % Semi volatiles 1,2,4,5-Tetrachlorobenzene ND 300 ug/Kg 10/04/13 DD SW 8270 1,2,4--Trieh loroben zene ND 360 ug/Kg10/04/13 DD SVS 8270 1,2-Dichlorobenzene ND 300 ugft 10104113 DD SIS 8270 1,2-Dipheny1hydrazine ND 510 ugft 10104113 DD SW 8270 1,3-Dichlorobenzene ND 300 ug/Kg 10/04/13 DD SW 8270 1,4-Diehlerobenzeno ND 360 ugft 10104113 DD SW 8270 2,4,6-Trichlorophenol ND 300 ug1Kg 10104113 DD SVS 8270 2,4,6-Trichlorophenol ND 300 ug/Kg 10104113 DD SVV 8270 ,4-Dichlorophenol ND 300 ug/Kg 101041/3 DD SVS 8270 }4-Dimethylphenol ND 360 ug/Kg 10104113 DD SW 8270 2,4-Dinitrophenol ND 320 ug/Kg 10104113 DD SW 8270 2,4-Dinitrotoluene ND 300 Ugh 10104/13 DD SW 8270 2;6-Dinitreteluene ND 300 0 10/04113 DD S11I1 8270 2-Chloronaphthalone SVD 300 10104/10 DD SW 8270 2-Chlorophenol ND 300 u 10104113 DD SW 8270 2-Methylnaphthalene 370 300 ug1 10104113 DD SW 8270 2-Methylphenol (o-cresol) ND 360 ug/Kg 10104113 DD SIS 8270 2-Nitroanillne ND 820 ug/lig 10104113 DD SW 8270 -Nitrophenol ND ug/Kg 10/04113 DD SW 8270 3&4- Methyl phenol {m&p-cresol} ND 0 ugMg 10104113 DD S 8270 3,T-Dichlorobenzifte ND 3 ug/Kg 10104113 DD SW 8270. 3-Nitroaniline N 0 ug/Kg 10/04/13 DD SW 8270 4,6-Dinitro-2-methylphenol ND 0 ugft 10104113 DD SW 8270 4-Bromophenyl phenyl ether ND 0 0 ug/Kg 10104113 DD SVV 8270 4-Chloro-3-methy4phenel ND 360 ug/Kg 10/04/13 DD SW 8270 4- hloroaniline ISD 300 ugft 10/04113 DD SW 8270 4- hlerophenyl phenyl ether ND 300 ugft 10104113 DD SW 8270 4-Nitroaniline ND 820 ug/Kg 10104/13 DD SW 8270 4-Nitrophenol ND 1500 ug/Kg 10/04113 DD SVS 8270 Acenaphthene ND 38fl. ugft 10104113 DD SIS 8270 Acenaphthylene ND 360 ug/Kg 10/04113 DD SW 8270 Acetophenone ND 300 ug/lig 10/04113 ISD SW 8270 Aniline ND 1500 uglKg 10104/13 DD SVS 8270 Anthracene ND 300 ug/Kg /0104/13 DD SVS 8270 Benz(a)anthracene ND 300 ug/Kg 10104/13 DD SW 8270 Benzidine ND 620 ugft 10/04113 DD SUS 8270 Benzo(a)pyrene ND 360 ug/Kg 10/04113 DD SW 8270 Benzo(b)fluoranthene ND 360 ugft 10/04113 DD SW 8270 Benzo(g hi)perylene ND 300 ugft 10104113 DD SW 8270 Benzo(k)flueranthene SID 300 Lig/Kg 10104/13 DD SVS 8270 Benzoic acid ND 1500 ug/Kg 10/04/13 DD Sir 8270 10 Benzyl butyl phthalate ND 300 ugft 10/04113 DD SUS 8270 Bis(2-chlolroethoxy)methane ND 300 ugft 10/04113 DD SW 8270 Bis(2-chloroeth4)ether ND 010 ugl g 10/04/13 DD SW 8270 Elis(2-chloroisopropyl)ether NO 300 ugft 10104!13 DD SW 8270 1 B1s(2-ethylhexy1)phth@1@to ND 300 ugft 10104/13 DD SVS 8270 Page 18 of 20 Ver 1 Project ID: HIGH FLOCK AVE PARKING LOT Phoenix I.D.: BF48898 Client I D : B-7 7-7ff Page 19 of 20 Ver 1 RL/ Parameter Result P QL Units Data/Yi ne By lief ere n ce Carbazole ND 770 ugft 10104113 DD SW 8270 Chr sere ND 300 ugft 10104113 DD SW 8270 Dibenz(a,h)anth racene ND 380 u g/Kg 10104113 D D SW 8270 Dibenznfuran ND 300 ug/Kg 10104/13 DD Soli 8270 Diethyl phthalate ND 300 ugft 10104113 DD SW 8270 Dimethyiphthalate ND 300 ugft 10104113 DD SW 8270 Dkn-butylphthailate ND 360 ug/Kg 10104113 DD SW 8270 D1-n-ootylphthalate ND 380 uq/Kg 10104113 DD SW 8270 Fiunranthene ND 300 ug/Kg 10104113 DD SW 8270 Fluorene ND 300 ug1Xg 10104113 DD SW 8270 Hexachlnrobenzene ND 300 ug/Kg 10104113 DD Soli 8270 Hexachlorobutadiene ND 300. ugft 10104113 DD S1W 8270 H exachlorncyclopentadiene ND 300 ug/Kg 10104113 DD SW 8270 H exaehloreethaine ND 360 ug/Kg 10104113 DD SW 8270 Indeno(I, ,3-cd)pyrone ND 300 ug/Kg 10104!13 DD SW 8270 Isophorone ND 380 ugl 10104/13 DD SW 8270 !Naphthalene ND 300 0 10104113 DD SW 8270 Nitrobenzene ND 360 1K 10104113 DD SW 8270 N-Nitresedimethylamine N-Nitrosodi-n-propylamine ND ND 510 ug1 0 300 1K. 10104113 10104113 DD DD SW 8270 SW 8270 N-Nitrosodiphenyla mine ND 510 10104113 DD SVS 8270 Fentachloronitrobenzene ND 5 ug/K!g 10104113 DD SW 827'0 Pentachlorophenol ND ug/Kg 10104113 DD SW 8270 Phenanthrene ND 0 uglF�g 10104113 DD SW 8270 Phenol NQ ugft 10104113 DD SVS 8270 Pyrene;::!! 0 ug/Kg 10104113 DD SW 8270 Pyridine ND ug/Kg 10104113 DD SUS 8270 QA/QC Surrogates % 2!4,6-Tribromophenol 57 % 10104113 DD 30-130% % 2-Fluorobiphenyl 01 % 10104113 DD 30-130% % 2-Fluorophenol 04 % 10104113 DD 30-130% % Nitrobenzene -d5 62 % 10104113 DD '30 - 130 % % Phenol -d5 57 % 10104113 DD 30-130% % T'erphenyW 14 71 % 10/04113 DD 30-130% Page 19 of 20 Ver 1 Project ID: HIGH ROCK AVE PARKING LOT Phoenix I.D.: BF48898 Client ID: B-7 7-7.8" RL/ Parameter Result PQL Units Date/Time By Reference 1 = This Pararnoter is not certifled by NY NELAC for this matrix. NY NELAC does not offer certification for all parameters at this time. 10 = This Parameter is not certified by NY NELAC for this matrix. RLJPQL=ReportingJPraotical Quantitation Level (Equivalent to NELAC LOQ, Limit of Quenitation) ND=Not Detected BRLY=Below Deporting Level Comments: Per 1.4,6 of EPA method 8270D, 1 2-Diphenyf hydrazine is unstable and readily converts to Azcbenzene. Azobenzone is used for the calibration of 1,2-Diphonylhydrazine. All soils, solids and sludges are reported on a dry weight basis unless otherwise noted in the sample comments. It there! are any questions regarding this data, please call Phoenix Client Serv!ces at extension 200, This report must not be reproduced except in full as defined by the attached chain of custody. R r Phyllis Filler, Laborate ;ector October 1 O, 2013 Reviewed and Released by obbi Aloisa, Mice President Page 20 of 20 ver 'I W PHOENIX Environmental Laboratories Inc. 587 East Middle Turnpike' P.O.Box 379, Manchester, CT 98045 NY h 11301 . Tel. (8 6 0) 84 5-11 02 Fax ( 860) 645-0823 .QA/QC Report October 10, 2013 QAIQC Data SDG I.D.: GBF4889 Parameter Blank LCS LCSD % LCS RPD MS % MSD % MS RPD Ree Limits RPD Limits QA1QC Batch 256826, QC Sample No: BF49086 (BF48892 (25O ), BF48896 (278X) , BF48898 (313 ) ) Volatiles - Soil 1 ,1,1,2 -Tetrachloroethane ND 195 192 2.9 114 197 $.3 70-130 30 1,1,1 -Trichloroethane ND 103 102 1.0 112 85 27.4 70-130 30 1, 7,2,2 -Tetrachloroethane ND 98 9 1.9 115 111 3.5 70-130 33 1,1,2 -Trichloroethane ND 104 2.8 112 111 9.9 70 -130 30 1,1-Dichlocoethane ND 125 0 .9 95 85 11.1 70-130 30 1, 1 -Dichlaroethene ND 102 99 108 19.2 70 - 130 30 1,1-Dichioropropene ND 2 ' 91 1. ° 111 101 9.4 70-130 30 1,2, 3-Trichlorobenzene N D 100 2.0 114 112 1.8 70-130 30 1,2,3-Trichloropropano N D 9 101 6.1 109 195 2A 70-130 30 1, 2,4-Trichlorobenzene N D 1 100 96 4.1 112 119 1.8 70-130 30 1,2,4-Trimethylbenzene ND 104 101 2.9 110 191 2.8 70-130 30 1,2-131broma-3-chleropropane 1,2-Dibromoethane ND ND 104 101 192 194 1.9 2,9 119 113 108 198 1.8- 4.5 70 -13a 70-130 30 30 1,2-Dichlorobenzone ND 191 99 2,9 112 109 2.7 70-130 30 1,2-Dichioroethane ND 190 192 2,0 119 105 4.7 70-130 30 1,2-D'rchloropropane 101 193 2.0 112 198 3.6 70-130 30 I,3,5-'TirimelhAban zen X102e 99 3.9 119 197 2.8 70-130 30 1, 3 -Dichlorobenzene ND 102 191 1.0 112 198 3.6 70-130 30 1,3-Dichloropropane ND 101 191 9.9 115 108 6.3 70-130 30 1,4-D ichloro benzene N D 193 199 3.9 112 199 2.7 70-130 30 2,2-Dichloropropane ND 196 97 8.9 110 75 37.8 70-130 30 r 2-Chloirotoluene ND 104 192 1.9 119 107 2.8 70-130 30 2.-Hexanone ND 107 191 5.8 107 190 6.8 70-130 30 2-Isopropyltoluene ND 102 99 3.0 199 197 1.9 70-130 30 4-Chlorotoiuene ND 100 99 1.0 111 199 1.8 70-130 30 4-Methyl-2-penta sono N D 101 103 2.9 1D7 104 2.8 70-130 30 Acetone N D 102 111 8.5 99 94 5.2 70-130 30 Acrylonitrile ND 124 74 50.5 88 81 8.3 70-130 30 Benzone ND 101 191 0.0 112 197 4.9 70-130 30 Brornobenzene ND 102 192 0.0 113 110 2.7 70-130 30 Brarnochlaremethane ND 10.E 191 1.0 115 77 39.6 70-130 30 Bromadichleromothane ND 101 102 1.0 109 195 3.7 70-130 30 BremQform N D 105 194 1.9 109 103 5.7 70-130 30 Bromcrnothane ND 102 96 6,1 77 94 19.9 70-130 30 Carbon Disulfido ND 97 97 9.0 88 104 167 70-130 30 Carbon tetrachloride ND 102 191 1.0 193 77 33,5 70-130 30 r ChIcrobenzene -ND 104 192 1.9 114 199 4.5 70-130 30 Chloroethane ND 105 192 2.9 112 107 4.5 70-130 30 Chloroform ND 102 101 1.0 110 75 37.3 70-130 30 r Chloromethane ND 105 101 4.8 115 119 4A 70-130 30 cis -1, 2-Dichloroetheno ND 127 30 45.4 139 38 44.9 70-130 30 Page 1 of 5 QA/QC Data SDG I.D.: GBF48892 Mage 2 of 5 LCS LCSD LCS MS MSD MS Roo RPD Parameter Blank % % RPD % RPD Limits Limits Cls- 1,3-Dichloropropene ND 08 99 1,0 106 103 2.9 70-130 30 Dibromochloromethane ND 103 102 1.0 113 108 4.5 70-130 30 Dibromornethane ND 101 102 1.0 110 107 2.8 70-130 30 Dichlorodifluoromethane NO 108 100 1.0 107 08 8.8 70-130 30 Ethylbenzene ND 101 08 3.0 114 107 0.3 70-130 30 Hexachlorobutadiene ND 105 05 9.0 115 110 4.4 70-130 30 lsopropylbenzene ND 108 101 4.8 112 108 3.0 70-13o 30 m&p-Xylene ND 101 09 2.0 114 108 7.3 70-130 30 Methyl ethyl ketone ND 111 100 10.4 103 105 1.9 70-130 30 Methyl t -butyl ether (MTBE) ND 96 07 1.0 120 109 9.0 70-130 30 Methylene chloride ND 98 00 1.0 113 112 0,0 70-130 30 Naphthalene ND 102 101 1.0 114 113 0.0 70-130 30 n-Butylbenzene ND 104 100 3,9 100 100 2.8 70-130 30 n-Propylbenzene ND 104 100 3.9 1.08 108 0.0 70-130 30 o -Xylene ND 107 2.8 112 100 5.5 70-130 30 p-�isepropylteluene NIS 102 3.0 110 107 2.8 70-130 30 see-Butylbenzene ND 10 100 :0 111 107 3.7 70-130 30 Styrene ND 104 0.0 113 108 4.5 70-130 30 tert-Butylbenzone ND 4 02 1.9 111 108 2.7 70- 130 30 Tetrechloroothene ND 101 2.0 113 104 8.3 70-130 30 Tetrahydrofuran (THF) ND 100 0 1.0 '112 01 20.7 70-130 30 Toluene ND 101 0.0 111 108 2.7 70-130 30 trans -1 F2--Dichloroothene ND 10 101 1.0 113 110 4.4 70-130- 30 trans -71 ,3-Dichloropropene ND 97 99 2.0 108 102 3.8 70-130 30 tra ns- 1,4-dichloro-2-butene ND 102 100 2.0. 101 97 4.0 70-130 30 Trichloroethene ND 105 104 1.0 110 104 6.8 70-130 30 Trichlorofluoromethane ND 100 102 3.8 104 104 0.0 70-130 30 Trich.lorotrifluoroethane N 102 101 1.0 98 107 8.8 70-130 30 V(ny1 chloride ND 110 100 3.7 138 101 20.5 70-130 30 m % 1,2 -dichlorobenzene -d4 99 100 101 1.0 08 101 3.0 70-130 30 % Bromofluorobenzene 96 101 100 1,0 101, 00 2.0 70-130 30 % Dibrornofluoromethane 99 100 101 1.0 97 70 32.3 70-130 30 % Toluene -d8 99 100 102 2.0 09 00 0.0 70-130 30 Comment: Additional $200 criteria: 10% of compounds can be outside of acceptance criteria as long as recovery is 40-200%. QA/QC Batch 256616, QC Sample No, BF49045 (BF48895) Vola i les - Soil 1,1,1,2-TetrachIoroethana ND 101 99 2.0 105 103 1.9 70-130 30 1, 1, 1 -Trichloroothane ND 104 101 2,0 111 110 0,9 70-130 30 111,2,2-Tatrachloroethane ND 04 03 1.1 104 105 1.0 70-130 30 1,1,2 -Trichloroethene ND 102 102 0.0 103 105 1.0 70-130 30 1,1-Dichloroethane ND 101 00 2.0 118 108 10.7 70-130 30 1,1-Dichioroothene ND 95 104 9.0 120 111 7.8 70-130 30 1,1-Dichloropropene ND 103 102 1.0 110 113 5.2 70-130 30 1,2,3-Trichlorobe rzene ND 08 99 1.0 08 104 5.0 70-130 30 1,2,3-Trichloropropane ND 90 0$ 0.0 105 104 1,0 70-130 30 1, 2,4-Tricblorobenzene ND 08 102 4.0 101 102 1.0 70-130 30 1,2,4 -Tr rnethylbenzene ND 102 102 0.0 110 107 2.8 70-130 30 1,2-Dibramo-3-chloropropane ND 04 07 3.1 101 00 2.0 70-130 30 1,2-Dibromoethane ND 0$ 00 1.0 103 104 1.0 70-130 30 1,2 -Dichlorobenzene ND 97 08 1.0 103 102 1.0 70-130 30 1,2-Dichloroethane ND 100 100 D,0 101 103 2.0 70-130 30 Mage 2 of 5 ,QA/QC Data SDG J.D.: GBF48892 Page 3 of 5 LCS L 8D LCS MS MSD MS Rec RPD Parameter Blank % % PPD % % RPD Limits Limits 1,2-Dichlcrcpropane ND 98 99 1.0 105 105 0.0 70-1,30 30 1,3,5-Trimethylbenzene ND 101 100 1.0 111 107 3.7 70-130 30 1,3 -Dichlorobenzene ND 100 100 0,0 104 101 2.9 70-130 30 1,3-Dichloropro pane ND 99 98 1.0 100 104 1.9 70-130 30 1,4-Dichlorobenzeno N D 99 99 0.0 103 101 2.0 70-130 30 2,2-Dichloropropane ND 97 93 2.1 103 99 4.0 70-130 30 2-Dhlorotoluene ND 97 90 1.0 100 103 2.9 70-130 30 2-Hexanone ND 106 100 0.9 93 94 1.1 70-130 30 2-Isopropyltcluene ND 99 99 0.0 199 100 2.8 70-130 30 4- hlcrotoluene ND 97 98 1.0 100 102 3,8 70-130 30 4-Methyl-2-pentanone ND 100 103 3.0 90 199 4.1 70-130 30 Acetone N D 121 120 0.8 98 80 17.1 70-130 3a Acrylonitrile ND 100 98 2.0 118 107 9.8 70-130 30 Benzene ND 100 100 0.0 118 108 4.6 70-130 30 Bromobenzone ND 98 1.0 108 108 0.9 70 - 130 30 Bromochloromethane ND 100 1.0 112 113 0.9 70 -130 30 r B romodichloromethane N D 9 99 103 102 1.0 70-130 30 Bromoform ND 97 '0.0 99 98 1.0 70-130 3a Bromomethane NO 9 0.0 97 98 2.1 70-130 30 Carron Disulfide ND 102 10.3 115 104 10.0 70-130 30 Carbon tetrachloride ND 10 00 1.0 112 100 5.5 70-130 30 Dhlorobenzene ND 100 1.0 108 104 3.8 70-130 30 Dh loroothane ND 9 100 1.0 45 43 4.3 70-130 30 Chloroform ND 101 99 2.0 107 105 1.9 70-130 30 Chloromethane ND 101 98 3.0 103 99 4.0 70 -130 30 cis-1,2-Dlchloroethene NO 104 102 1.9 118 113 4.3 70-130 30 cis-1,3-Dichlcropropene ND 98 98 0.0 103 104 1.0 70-130 30 Dibrcmochlorometharne N E98 98 0.0 108 101 2.0 70-130 30 Dibromomethane ND 101 99 2.0 108 105 0.9 70 - 130 30 Dichlorodifluoromethane ND 101 99 2.0 100 95 5.1 70-130 30 Ethylbenzene ND 99 97 2.0 113 108 4.5 70-130 30 Hexach lorobutad iene N D 90 97 1.0 104 108 1.9 70 -13D 30 Isopropylbenzene ND 104 101 2.9 111 108 2.7 70-130 30 m&p_Xylene ND 101 100 1.0 113 107 5.5 70-130 30 Methyl ethyl ketone ND 89 92 3.3 84 88 1.2 70-130 30 Mothyl t -butyl ether (MTBE) ND 82 82 0.0 99 96 4.1 70-130 3a Methylene chloride ND 100 105 4.9 120 110 8.7 70 -130 30 Naphthalene ` ND 104 106 1.9 124 135 8.5 70-130 30 m n-Butylbenzeno ND L 101 102 1.0 110 103 4.7 70-130 30 n-Propylbenzene ND 101 101 0.0 112 105 8.5 70-130 30 o -Xylene ND 102 99 3.0 109 108 2.8 70-130 30 p-isopropyltoluene ND 101 101 0.0 112 108 3.6 70-130 30 sec-Butylbenzene ND 99 98 1.0 113 108 4.5 70-130 30 , Styrene ND 99 97 2.0 107 105 1.9 70-130 30 tert-Butylbenzene ND 103 102 1.0 113 110 2.7 70-130 30 Tetrachloroethene ND 102 102 0.0 115 107 7.2 70-130 30 Tetrahyrlrofuran (THF) ISD 97 98 1.0 102 101 1.0 70-130 30 Toluene ND 101 101 0.0 110 108 1.8 70-130 30 trans -1 ,2-Dlohlcreethene ND 102 105 2.9 117 109 7.1 70 -13D 30 trans- l,3-Dichloro propene ND 97 98 1.0 100 101 1.0 70-130 30 tra ns-1,4-dichloro-2-butene N D 90 90 0.0 95 94 1.1 70-130 30 Trichloroethene ND 108 103 1.9 115 109 5.4 70-130 30 Trich Icrofluoromethane N D 104 108 1.0 40 45 2.2 70 - 130 30 M Page 3 of 5 QA/QC Data SDG I.D.: GBF48892 Nip 4of5 LCS LCSID LCS MS MSD MS Rec RIND Parameter Blank % % RIGID % % RPD Limits Limits TriiohIorot rifIuoroethane ND 06 104 8.0 121 112 7,7 70-130 30 Vinyl chloride ND 106 106 0.0 110 104 5,6 70-133 30 * 1,2-dichloro-benzene-d4 100 99 08 1.0 101 100 1.0 70-130 30 * Bromofluorobenzene 66 101 101 0.0 101 103 2.0 70-130 30 * Dibromofluoromethane 95 100 100 0.0 96 100 4.1 70-130 30 % Toluene -d8 98 101 100 1.0 97 99 2.0 70-130 30 Comment: Additional 8260 criteria: 10% of compounds can be outside of acceptance criteria as long as recovery is 40-200%. QA/QC Battu 256049, QC Sample No: B F49413 (BF48892, BF48895, BF48896, BF48898) emivoiatiles - oll- 1,2,4,5-Tetrachlorobenzone ND 67 68 1.5 98 88 10.8 30-133 30 1,2,4-Trlchloro5enzene ND 65 65 0�0 95 87 8.8 30-130 30 1,2 -Dichlorobenzene ND 63 64 1.6 86 80 7.2 30-130 30 1,2-Cipheny1hyrlrazine ND 67 6.1 6.8 82 75 8.9 30-133 30 1 a -Dichlorobenzene NIS 62 "1.6 85 70 7.8 30-13o 30 1,4 -Dichlorobenzene NIS 62 64 .2 86 80 7.2 30-130 33 2,4,5 -Trichlorophenol ND 74 107 101 5.8 3o -13o 30 2,4,6 -Trichlorophenol ND 1 1 0, 99 91 8.4 30-130 3a 2,4-Dichlorophenol ND 70 1.4 "102 05 7.1 30-130 30 2,4 -Dimethylphenol ND 4 41 0.0 01 52 15.9 30-130 30 2,4-ainitrophenol ND 1 45.0 5.6 0.0 45.6 33 - 130 30 Mj 2,4-Dinitrotoluene NQ 78 82 5.6 91 75 18.0 30-130 30 2,6-Dinitrotoluene 2-Chloronaphthalane NQ 76 ND 64 78 65 2.6 1.6 02 94 81 87 12.7 7.7 33 - 133 30-130 33 3a 2 -Chlorophenol ND 61 63 3.2 89 82 8.2 30-130 30 2-Methyinaphthalone ND 63 64 .1.6 00 83 8.1 30-133 30 2-Methylphenol (o -cresol) N 58 60 3.4 01 98 7.4 3a- 130 30 2-Nitroaniline NQ 115 124 7.5 >150 147 NC 30-130 30 n, -Nitrophenol ND 61 61 0.0 82 72 13.0 30-130 33 384-Methylphenol (tri&p-cresol) ND 63 66 4.7 86 77 9.9- 30-130 30 3,3'-Dichlorobenzidine ND 123 136 10.0 88 72 20,0 30-130 30 i 3-Nitroaniline ND 73 76 4.0 106 101 4.8 30-130 30 4,6-Dinitro-2-mathylphenol ND 85 81 4.8 15 15 0.0 30-130 30 m 4-13romophenyl phenyl ether NQ 58 50 1.7 83 75 10.1 30 -133 30 4-Chloro-3-methy[phenol NQ 67 67 0.0 101 93 8.2 30 -130 30 4-Chlornaniline ND 51 54 5.7 47 49 4.2 30-130 30 4-Chlorophenyl phenyl other NI 68 71 4.3 97 88 0.7 30-130 30 4-Nitroaniline ND 73 76 4.0 90 84 6.0 30-130 30 4-Nitrophenol ND 65 67 3.0 81 83 2.4 30-130 30 Acenaphthene ND 65 67 3.0 82 76 7.6 3o -13o 30 Acenaphthylene NQ 64 67 4.6 05 87 8.8 30 -133 30 Acetophenone ND 65 68 4.5 04 88 6,6 30-130 30 Aniline ND 67 72 7.2 58 53 9.0 30-130 30 Anthracene ND 65 69 6.0 74 66 11.4 30 -130 30 Benz(a)anthracene ND 67 70 4.4 NC NC NC 30 -130 30 Benzidine ND 51 63 21,1 <5 <5 NC 33 -130 33 rn Benzo(a)pyrene ND 60 64 6.5 NC NC NC 30-130 30 BenzoMfluoranthene ND 67 71 5.8 NC NIC NC 30-130 30 13enza(ghi)peryfene ND 56 68 3.5 14 8.7 46.7 30-130 30 rrk,r Benzo(k)fluoranthene IND 65 70 7.4 46 NC NC 30 - 130 30 Benzyl butyl phthalate ND 68 69 1.5 113 99 13.2 30-130 30 Bis(2-chloroethoxy)methane ND 5o 50 0.0 83 76 8.8 30-130 30 Nip 4of5 QA/QC Data-, SDG I.D.: QBF48892 Additional 8279 criteria, 20% of compounds can be outside of acceptance criteria as long as recovery is at least 10%. (acid surrogates acceptance range .for aqueous samples: 15-110%, for soils 30-130%) 1 = This parameter is outside laboratory lesllesd specifled recovery limits. rn = This parameter is outside laboratory ms/msd specified recovery limits. r M This paranneter is outside laboratory rpd specified recovery limits, If there are any questions regarding this data, please call Phoenix Client Services at extension 200. RPI - Relative Percent Difference L - Laboratory Control Sample LCSD - Laboratory Control Sample Duplicate M - Matrix Spire Rhyll! Shuler,, Laboratory Director M DUp - Matrixpile Duplicate - Oeteb r �� 3 NC - No Criteria intf, Interference Page 5 of .5 LCS LSD LCS MS MSD MS Ree RPD Rotameter Blank % % RPD % % RPD Limits Limits 131's(2-chloroethyll)ether IND 56 56 1.8 83 77 7.5 30-130 30 Bis(2-chloroisopropyl)ether ND 69 51 2.6 79 64 9.6 30-130 30 S1s(2-ethylhexy1)phthalate ND 64 67 4.6 168 97 16.7 30-130 30 Carbazole ND 84 96 6.9 131 119 9.6 30- 130 30 Ch,rysene ND 68 71 4.8 NC ND NC 30-130 30 Dibenz(a,h)anthracono ND 68 - 72 5.7 41 35 15.6 30-130 30 Dibenzofuran ND 65 69 6.6 89 82 8.2 30-130 30 Diethyl phthalate ND 65 68 4,5 98 91 7.4 30-130 30 Dimethylphtha late ND 66 68 4.5 96 89 7.6 30-1-30 30 Di-n-hutylphthalate NCS 63 66 4.7 91 83 9.2 30-130 30 D i-n-octylphth a late ND 66 68 3.6 106 94 12.6 30-130 30 Fluoranthene ND 67 71 5,8 NC NC NC 30-130 30 Fluorene ND 66 69 4.4 87 79 9.6 30-130 30 Hexachloro benzene ND 61 63 3.2 94 86 8.9 30 -13D 30 Hexachlorobutadlene ND 66 0.6 94 88 6.6 30-130 30 Hexachlorocyolepentadiene ND 68 6.1 16 18 11.8 30-1:30 30 i- lexachloroethene ND 6 60 6 62 65 12.6 30-130 30 Indeno(l;2,3-ed)pyrene ND 72 23 17 36.6 30-130 30, Isophorane ND a 17 87 80 8.4 30-130 30 Naphthalene ND 6 63 4;9 88 82 7.1 30 -13D 30 Nitrobenzene ND 59 1 3.3 83 77 7.5 30-130 30 N-Nitrosodimethylamine ND 44 6.6 66 61 7.9 30-130 30 N-Nitresedi-n-prepylamine ND 66W 58 8.5 84 79 6.1- 30-130 30 N-Nitrasodiphenylamine ND 71 75 5.5 116 166 6.5 30-130 30 Pentachloranitrobenzene ND 68 71 4.3 84 72 15.4 30 -130 30 Pentachlorophenol ND r _ 63 57 16.6 81 85 4.8 30-130 30 Phenanthrene ND 65 69 6.6 NC NC NC 30-130 30 Phenol N 58 66 8.4 88 81 8,8 30-130 30 Pyrene N DqW 65 69 6.9 ND NC NC 30-13o 30 PyOdine ND 41 41 6.6 49 46 6.3 30-130 30 % 2,4,64 ibromophenol 68 57 58 1.7 96 91 5.3 30-130 30 % 2-Fluorobiphenyl 71 65 68 4.5 94 89 5.5 30-130 30 % 2-Fluorephenol 62 57 58 1.7 82 78 5.6 30-130 30 % N ltrobenzene-d5 71 61 68 3.2- 83 77 7.5 30-130 30 %- Phenol -d5 66 61 64 4.8 85 86 6.1 30-130 30 % Terphenyl-d 14 78 71 76 6.8 84 '89 4.9 30-130 30 Comment. Additional 8279 criteria, 20% of compounds can be outside of acceptance criteria as long as recovery is at least 10%. (acid surrogates acceptance range .for aqueous samples: 15-110%, for soils 30-130%) 1 = This parameter is outside laboratory lesllesd specifled recovery limits. rn = This parameter is outside laboratory ms/msd specified recovery limits. r M This paranneter is outside laboratory rpd specified recovery limits, If there are any questions regarding this data, please call Phoenix Client Services at extension 200. RPI - Relative Percent Difference L - Laboratory Control Sample LCSD - Laboratory Control Sample Duplicate M - Matrix Spire Rhyll! Shuler,, Laboratory Director M DUp - Matrixpile Duplicate - Oeteb r �� 3 NC - No Criteria intf, Interference Page 5 of .5 r m- 4A r 7+ N � ❑L L L� 'C C J 0 CL W C4-4 LU 0) co ■ LL �C .0 Ld C CD r z z cc . Cl) o} .0 C' < ❑ 3 � � CD CL U sU-�-" P -- C C 0 0 2 U> CD 6 E 4] ' cu G C d, 5 'Q sC •� C 0 F ,a 4D Ca .� .CD 7. Q2 a- 0 CL E W a; :3 F= 0 C C � � Ics ` CL � L CCL 4 0 'C A Lb r` Environmental ronmental LaboratorieInc. NY 11301 587 East Middle Turnpike, P.O.Bo . 3.70, Manchester, CT 06045 Tel. (860) 645-1102 Fax (860) 645-0823 NY Temperature Narration October 1.0, 2013 The samples in this delivery group were received at 4"C. (Note acceptance oritenia. is above fiwAng up to C'C) SING I.D.: GBF4 892 Page l of 1 s X, )k *� D 0 to I w 0 CD Z1� 8 C? Jr. I OA ` C OD OL 0. Lim �4i�) - r� 0 L Ld Q W W s.. 0LL_ OL ILLI s X, )k *� D 0 w 0 CD Z1� 8 C? Jr. I OA ` C OD e LMO �4i�) - 0 L Ld Q W W s.. 0LL_ M 0 00 i5 49 8 0 � EL ' LL., a:`V T a. 0 j`� 01di Z CL of— LU ccLO ? *� D OA ` Ld Q W W s.. 0LL_ ro � j`� 01di 0 E L (a CD a zI❑ Cl El ❑ to LU -a E V- Food U ti R Ad a cr -x ca Not LD ..� ANA •� C �, , V)O G. MOO a1 CP A C.T. MALE ASSOCIATES Laboratory Analysis Report fWaste Characterization bruy r o n x. e wa Ina Thursday, October 10, 201 Attn: Mr. Jeff Marx T Male Associates 50 century Mill Drive Latham, NY 12110 Project ID: HIGH ROCK PARKING LOT Sample IIS#s: BF48890 - BF488914 This laboratory is in compliance with the VELA uir nts of procedures used except where indicated. This report contains results for the parameters d, under the sampling conditions described on the Chain Of Custody, as received b� laboratory. All soils, solids and sludges are reported oh -40 weight basis unless otherwise noted in the sample cornmentsd A scanned version of the COC fo anies the analytical report and is an enact duplicate of the original. 'I If you have any questions cont;Ninthis testing, please do not hesitate to contact Phoenix Client Servicesla t. , Sincerely yours, Phyllis Spiller Laboratory Director NE LAC - #NY11 01 T Lab Registration ##PH -0618 MA Lab Registration ##MA -CT -007 ME Lala Registration ## T -o07 NIS Lab Registration #21693MA,B NJ. Lab Registration # T^o03 Nle Lab Registration #11301 PA Lab Registration ##68-03530 RI Lab Registration #63 VT Lab Registration #VT1 1301 5$7 East Middle Turnpike, P.O. Box 370, ManchOSter, CT 06040 Telephone (660) 645-1102 Fax (860) 645-0823 AC , EnvironmentalLaboratories, Inc.f n �. 587 East M Idols Turnp! ke, P.0. Ear€ 870, Ma r chester, CT 06045 NY 11301 Tel. (860) 646-1102 Fax (860) 645-0823 SDG Comments October 10, 2013 SDG I.D.: GBF48890 BF48890 - Client provided sail jar for volatile analysis. Phoenix prepared sample per method 5035. . BF48891 - Client provided sail jar for volatile analysis. rad sample per method 5035. Environmental Laboratories, Inc. 587 East Middle Tu rnpike, P.O. Bax 370, M an Chester, CT 00045 Tel. (600) 645-1102 Fax (800) 645-0823 Analysis Report FOR: Attn: Mr. Jeff Marx CT Male Associates October 10, 2073 50 Century Hill Drive Laleham, NY 12110 Sample_ Information Custody Information Matrix: SOIL Collected by: A Location Cede: CT -MALE Received by: LIQ B 3.3 . a rnglKg Rush Request: Standard Analyzed by: see " below Barium 40.2 Laborato[y D a Project ID: HIGH ROC PARKING LOT 4;;e Client ID: SB COMP 'Ah RL! �- Parameter Result PQ r A i�, C� pry NY# 1301 Date Time 10/01/13 16:00 10/02/13 21:00 SDG ID: BF48890 Phoenix ID: BF488 o Dateffime By Reference Antimony < 4.1 mg/Kg 10104/13 Arsenio 3.3 . a rnglKg 10104113 Barium 40.2 mg/Kg 10/04113 LK 55010 Beryllium .3 mg/kg 10/04113 Cadmium 1 1 mg/Kg 10/04113 Chremiu rn 8.58 0. 1 mg/Kg 10/0411 Lead 55.0 0.41 mg/Kg 10/04/13 Mercury 0.22 0.10 mglKg 10103/13 N ickel 0.50 0.41 mg/Kg 10104/13 Selenium < 1.7 1.7 mg1K0 10104/13 Silver < 0.41 0.41 mg/K9 10104113 TCLP Silver < 0.10 0.10 mgtL 10104113 EK S�F001 0 TCLP Arsenic < 0.10 0.10 mg/L 10104113 TCLP Barium 0.00 0.10 rrglL 10/04113 EK SYV 00'1 0 TLP Cadmium < 0.050 0.050 mg1L 10/04113 TCLP Chromium < 0.10 0.10 rng/L 10104/13 TCLP Mercury < 0.0002 0.0002 mgA- 10104110 TCLP Lead < 0.10 0,10 mg1L 10104/13 TCLP Selenium < 0.10 0.10 mg/L 10104/13 TCLP Metals Digestion Completed 10104/13 lel X1111 X008 Thallium < 37 3.7 rngXg 10104113 Vanadium 15.7 0.41 rng/Kg 10/04113 �, K S1�F 5010 Zine 48.9 0.41 rngf �g 10/04113 Pement Solid 84 % 10/03/13 Corrosivity Negative PoslNog 10/02113 DHIKDB SW846 Flash Point }200 200 degree F 10103/13 Ig nitabillty Passed 140 degree F 10103/13 pH - Soil 7.02 0.10 pH Units 1 0102/1 3 23:1 DH/KDg 4500-H 819D45 LIQ SV�001 0 LK SW 0010 L �� 6010L 80010 LK 1110010 L I� B1I110010 �� SW -7471 LIQ �1� 6010 L S1� 6010 LK �VIF0a10 �� SV�/0010 E� �1/U 0010 EK �1�116010 RS X11117470 E� X11116010 E X6010 L SW 0010 L� � 0010 W E160.3 � �V�110 fi 0 I X11111030 Page 1 of 13 filer I S Project ID: HIGH ROCK PARKING LOT Phoenix I.D.. B F488 0 Client ID. SB COMP Polvchiorlina ed BiDhenvl PCB -1016 PCP --1221 PCB -1232 PCB -1 242 PCB -'1248 PCB -1254 PCB --1 260 PDB -1262 PCB -1268 QAIQC Surrociates "A DCBP % T ill T LP Herbicides 2}4,5 -TP (Silvex) 214-D QA/QG Surrociates % D CAA `CLP Pesticides 4,4' -DDD 4p4' -DDE 414' -DDT a -BHC Ala ch Pc r Aldrin b -BHC Chlordane d^BHC Dieldrin Endosulfan Endosulfan II Endosulfan Sulfate RL/ Parameter Result PQL Units Date/Time By Reference Reactivity yenide < 5.0 5,0 rng1Kg 10104113 GD 811V 845-7.3 Reactivity Sulfide < 20 20 mg1Kg 10/04113 GD SW 840-7,3 � Reactivity Negative SW 802 Pos/Neg 10104/13 GD SW 846-7.3 � Soil Extraction for PCB Completed AW SW 8082 10103113 E BIV SW 3645 Soil Extraction for SVGA Completed 10104113 AW 10103113 JJIFV SW 3545 Mercury Digestion Competed /0104113 AW 10103113 111 SW7471 T LP Digestion Mercury Completed 10/04113 10/04113 111 E1311/7470 T LP Herbicides Extraction Completed qg ft 10104113 W1D SW8150 Mod TDLP Extraction for Metals Completed ug/Kg 10103/13 1 EPA 1311 T LP Extraction for Organics Completed 10103113 1 1311 TDLP Pesticides Extraction Completed 122 10104113 L SW 3510 TCLP Semi -Volatile Extraction Computed 30-150% ND 10104/13 L SVV3510 T LP Extraction Volatiles Completed DE SW8151 10103!13 Y EPA 1311 ug1L 10/07113 CE Sw 81511 81 Total Metals Digest Completed 1O107/13 10103113 Z1AC SW846 - 3050 Extraction Of TPH SM Completed ug1L 10103113 JJIF 354513550 Polvchiorlina ed BiDhenvl PCB -1016 PCP --1221 PCB -1232 PCB -1 242 PCB -'1248 PCB -1254 PCB --1 260 PDB -1262 PCB -1268 QAIQC Surrociates "A DCBP % T ill T LP Herbicides 2}4,5 -TP (Silvex) 214-D QA/QG Surrociates % D CAA `CLP Pesticides 4,4' -DDD 4p4' -DDE 414' -DDT a -BHC Ala ch Pc r Aldrin b -BHC Chlordane d^BHC Dieldrin Endosulfan Endosulfan II Endosulfan Sulfate Pogo 2 of 13 Ver 1 ND 390 1K /0104113 AW SAN 8082 ND 390 10/04113 AW SW 8082 Na 300 Ug/ 10104113 AW SW 802 ND 3O0 10104113 AW SW 8082 ND 300 Ug i 9 10104113 AW SW 8082 ND ug/Kg /0104113 AW S11V 8082 ND 90 ug/Kg 10/04113 AW SW 8082 ND qg ft 10104113 AW SW 80$2 0 ug/Kg 10104113 AW SW 8082 1 % 10104113 AW 30-150% 122 °ID 10104113 AW 30-150% ND 4.2 ugfL 10/07113 DE SW8151 ND 4.2 ug1L 10/07113 CE Sw 81511 81 alp 1O107/13 CE 30-150% N D 0.1 ug1L 10/07113 MH SW 8881 ND 0.1 ug1L 10107113 MH Sly 8881 ND 0.1 ug1L 10107113 MH SW 8081 ND 0.05 u g/L 10107113 MH SW 8031 ND 0.05 ug/L 10107113 MH sw 8081 ND 0.05 ug1L 10107113 MH SW 8081 Na 0,05 ug1L 10107!13 MH Sly 8081 ND 0.3 ug1L 10107113 MH 5V118081 ND 0.05 ug/L 10107113 M H Sw 8081 ND 0.1 ug1L 10107113 MH SW 8091 ND 0.05 ug/L 10107!13 MH SW 8081 SID 0"! ug1L 10/07113 MH 511 8 081 Na 0.1 ug1L 10107113 ISH SV118081 Pogo 2 of 13 Ver 1 Project ID: HIGH ROCK PARKING LOT Phoenix I.D.: BF48890 Client ID; SIB COMP YPH by GC (Extractable Product Fuel Oil ##21 Diesel Fuel ND R IJ mglkg Fuel Oil 94 ND 59 Parameter Result P Q L Units Date/Time By Reference Endrin ND 0.1 ug/L 10107/13 ISH SW 8081 Endrin Aldehyde ND 0.1 ug/L 10/07/13 ISH SW 8081 g -BHC (Undane) ND 0.05 ug/L 10107113 MH 'SW 8081 Heptachlor ND 0.05 ug/L 10/07/13 MH SW 8081 Heptachlor epoxide ND 0.05 ug/L 10107113 MH Sly -8081 Methoxychlor ND 0.2 -ug/L, 10/07/13 SIH SW 8081 Toxaphene ND 1.0 u91L 10/07113 MH SW 8081 QA/QC Surre-ciates ND 300 ug/Kg ND 1500 ugft %DCBP (Surrogate Rec) 63 ug/Kg % 10/07/13 SIH 30-150% %TCM (Surrogate Rec) 74 N D % 10/07113 MH 30-150% YPH by GC (Extractable Product Fuel Oil ##21 Diesel Fuel ND 59 mglkg Fuel Oil 94 ND 59 mg/kg Fuel Oil #6 ND 59 mg/fig Kerosene ND 59 M Meter 011 ND 59 ND Other Oil ND 59 300 Unidentified ND 59 ug/Kg "QC Surm-dates 300 ugft 520 % n-Pentaccsane 92 ND 000 Volatiles 1, 1 J 2 -Tetrachloroethane 1,11 J -Trichloroethane 1,1, ,-TetrYachlcrcethana 1, 11,2 -Trichloroethane 1 J-Dichloroethane 1,1 -Diehloroethene 1,1 -Dichloropropene 11, ,3-Tdchlorcbenzene 1,2,3 -Tri ch l0ropropane 1,2 4-Trichlorobenzene 1, 2 A -Tri m eth YI b e nze n e 1,2 -D i b ro mo -3 -ch I o ro p ro p a n e 1 2-Dibmrnoet'hane 1 2 -Dichlorobenzene 1,-Dichlomethane 1,2-Dich lorepr-o pane 1, 3 ,5 -Tri methylbenzene 1,3 -Dichlorobenzene 1,3-Dichloroprepane 1,4 -Dichlorobenzene ,2-Dichloropropane 2-hlereteluene 2-Hexanone 2-Iprepyltcluene 4-Dhloreteluene 4 -Methyl- -pentane ne Aceta n e 10104113 ND 0 uglKg ND 3 ugft ,ARB 8015M (D9 -D36) 1 10/04/13 ND 30151 (-D35) 1 ugft ND 3 U erg/Kg ND 4W300 ugft ND 300 ug/Kg NI) 300 ug/Kg ND 300 ug/Kg ND 300 ugft 520 300 ugft ND 000 ug/Kg N D 000 ug/Kg ND 300 ug/Kg ND. 300 uglKg ND 300 ug/Kg ND 000 ug/Kg ND 000 ug/Kg ND 300 u g/Kg N D 300 ug/Kg ND 800 ug/Kg ND 300 ug/Kg ND 1500 ugft ND 300 ug/Kg ND 300 ug/Kg N D 1500 ug/Kg N D 15x0 ug/Kg 10104113 JRB 8015M (Cg -C33) 1 10/04113 JRR 8015M (09-G36) 1 10/04/13 ,ARB 8015M (D9 -D36) 1 10/04/13 JRB 30151 (-D35) 1 10/04/13 JRB 8015M (D -9-C36) 1 10104113 JRB 8915M (D9 -C36) 1 10104/10 JRB 8016M (09-036) 1 10104113 JRB 50 -150 % 10/09/13 RM SW8260 10100/13 RM SW8260 10109/10 RM SW8260 10100/13 RM SW8260 10109113 RIM SVV8260 10/00113 RM SW 8280 10%00113 RM SW8260 10/09113 RM SW 8200 10109/13 RM SW8260 10109/13 RM SW8260 10100118 RM SW8260 10109113 FTI SW8260 10%09113 RM SW8260 10109113 RSI SW 8200 10/09/13 RM SW 8200 10109/13 RM SW8260 10/09/18 ISM SUI/ 8200 10109118 FTI SW8260 10/09113 FSM SW0260 10/00/13 REI SW 8250 10109/18 RM SVV 8260 10109/13 RM SW8260 10109/13 RM SW8260 10/09/13 RM SW8260 10109113 RM SW8260 10/09113 RM SW8260 10/09113 RM SW 8250 Doge 3 of 13 Ver 'I E Project ID: HIGH ROCK PARKING LOT Phoenix I . D, : B F48890 Tient ID: SB COMP Page 4 of 13 ver 1 RU Parameter Result POO Units Date/Tine By Reference Acrylonitrile ND 600 ug/Kg 10109113 RSI SW8260 Benzene ND 300 ug/Kg 10109113 RM SW8260 Bromobenzene ND 300 ug/Kg 10/09113 RM SW8260 B rornoch loro methane ND 300 ug/Kg 10/09113 RM SVV8260 Bromodichloromethane ND 300 ug/Kg 10100113 RM SW8260 Brornoform ND 300 ugft 10100/13 RIS SW8280 Brememethane ND 300 ug/Kg 10109113 RSI SW8260 Carbon Disulfide ND 300 ug/Kg 10100113 RM SW8260 Carbon tetrachloride ND 300 ug/Kg 10109113 RM SW8260 Chlorobenzene ND 000 ug/Kg 10/09113 FSM SW8260 Chloroethane ND 300 ugft 10100113 RM SW 8260 Chloroform ND 300 ug/KO /0109/13 RM SW 8260 Chloromethane ND 300 uglKg 10100/13 RIS SW8260 cis-12-Dichloroethene ND 300 ug/Kg 10109113 RM SW8260 cis-1,3-Dichloroprcpene ND 300 ug/Kg 10100113 ISM SW8260 Dibromochloromethane NIS 300 u01 10100113 RM SW8260 Dibromomethane ND 300 g 10109113 RM SW8260 Dichlorodifluoromethane ND 300 K 10109113 RIM S 8260 Ethylbenzene ND 300 u /0100113 RM SW8260 Hexachlorobutediene ND 300 g1K 10100113 RJB SVY8260 lsopropylhenzone ND 300 10100113 FSM SW 6260 m&PR ylene N D 3 ug/Kg 10100113 RM SW8260 Methyl Ethyl Ketone N D 0 ug/Kg 10109113 FSM SW8260 Methyl t -butyl ether (MTBE) ND 0 ug/Kg 10100113 RM SW8260 Methylene chloride ND ugtKg 10109113 RM SW 8260 Naphthalene 0 ug/Kg 10109113 RM SM260 n-Butylbenzene ug/Kg 10100113 FTI SW8260 n-Prepylbenzene N 0 ugft 10109113 FSM SW8260 o -Xylene ND 300 ugft 10109113 RM SW8260 p-Isopropyltoluene ND 300 ug/Kg 10109113 FSM SVV8260 sec -B utylbenzene ND 300 ugft 16109113 RM SVV 8260 Styrene ND 300 € g/Kg 10109/13 RM SW8260 Pert -•B utylbenzene N D 300 ug/Kg 10109113 RSI SVV 8260 Tctrachloroethene ND 300 ug/KO 10109113 RM SW8260 Totrahydrofuran (THF) ND 600 ug/KO 10109113 RM SW8260 Toluene ND 300 ug/Kg 10100113 RM SW8260 Total Xylenes ND 300 ugft /0109113 RM SW 8260 trans-1,-01chloroethena N D 300 Lig/Ko 10109113 RM SW8260 trans- 1,3-Dichloro propene ND 300 ug/Kg 10100113 RM SW8260 trams -1 A-dichloro-2-butene ND 600 ug/Kg 16109113 RM SW8260 Trichloroethene ND 300 ugft 10109113 RM SW826.0 Trichlorofluoromethane ND 300 ug/Kg 10100113 ISM SW8260 Trichlcretriflucroethane ND 300 ugft 10109113 RM SW8260 Vinyl chloride ND 300 ug/Kg 10109113 RM SW8260 QAIQC Surrogates % 1,2 -dichlorobenzene -d4 97, % 10109/13 ISM .70-130 % * Brcmcfluorohenzone 116 % 10100113 RM 70 -130 % * Dibromnfluoromethane 96 % 10/09113 RM 70-130% * Toluene -d8 163 % 10160/13 RM 70-130% Page 4 of 13 ver 1 Project ID: HIGH ROCK PARKING LOT Client ID: SB COMP Phoenix I.D,.- BF48890 RL/ parameter Result PQ L Units Date/Time By Ref erence T CLIA Volatiles 1 1 -Dlchleroethene ND 20 ug1L 1%0105113 Hill SW8260 1 r2-Dichloroothane ND 20 ug/L 10105113 HM SW8260 Benzene ND 20 ug1L 10105113 HM SW8260 Carbon tetrachloride ND 20 ug1L 10105113 HM SW 0260 Chlcrcbenzene ND 20 ug/L 10105113 HM SWB260 Chloroform ND 20 ug/L 10105113 HM SW8260 Methyl ethyl ketone ND 20 ug/L 10105113 HSI SW8260 Tetrachlcroethene ND 20 ug/L 10/05113 HM SW8260 Trichlomethene ND 20 ug1L 10/05!13 HM SW8260 ViN chloride ND 20 ug1L 110105113 HM SW8260 Q ur7rogates % 1,2 -dichlorobenzene -d4 101 % 10105113 HM 70-130% % Bramefluerebenzene 102 % 10105113 HM 70-130% % Dibrcrnefluercmethane 102 °Y( 10105113 HM 70-130% % Toluene -d8 105 10/05113 SIM 70 -1:30 e1'1 'movables r 1,2'4,5-Tetrachlcrebenzene ND 270 ug! 10103113 DD SW 3270 1,2,4-Trichlorobenzene ND 270 10103113 DD S 8270 1 a2-Dichlcrcbenzene ND 27 ugl 10103113 DD SW 8270 1 2-DiphenAhydrazine ND ug/Kg 10103113 DD SVV 3270 11,3 -Dichlorobenzene ND 70 ug1Kg 10/03/13 DD SVS! 8270 1,4-Diehlombenzene ND ug/!fig 10103/13 DD SW 3270 2,4 �5-Trichlorophenol 7 ug1Kg 10103/13 DD .'SVV 3270 2,4,6-Trlchlorcphencl ND 2 ug/Kg 1010333 DD Sly 8270 2,4-Dichlcrcphencl N[ 2 ug ft 10103113 DD SW 0270 2,4 -Dimethylphenol ND 70 ug1Kg 10103113 DD SVV 8270 ,4-Dinitrophenol ND 620 ug/Kg 10!03113 DD SVS! 8270 2,4 -Din itretoluene ND 270 ug/Kg 10103/13 DD SW 8270 ,6-Dinitroteluene ND 270 ug/Kg 10103113 DD SVS! 8270 2- h lorcnaphthalone ND 270 ug1Kg 10103113 DD SVV 3270 2 -Chlorophenol ND 270 ug/Kg 10103113 DD SW .8270 -Methylnaphthalene ND 270 ug/Kg 10103113 DD SVV 3270 2-Methylphenol (c -cresol) ND 270 ug1Kg 10/03/13 DD SVS! 8270 2-Nitroaniline ND 620 uglKg 10103/13 DD SW 8270 2-Nitrephenol ND 270 ug/Kg 10103113 DD SW 8270 3&4-Methylphenol (m&p-crasol) ND 390 u!g/Kg 10103113 DCS SW 6270 3 -Dlch lorobenzidine ND 270 ug/Kg 10103113 DD SVV 3270 3-Nitroanilino ND 020 ugiKg 10103113 DD SW 327'0 4, 6 -Din itro-2-nnethAphenol ND 1100 u giKg 10/03113 DD Sir $270 4-Bromophenyi phenyl ether ND 390 ug/Kg 10103113 DD SVS! 8270 4-Cblom-3- nethylphenol ND 270 ug/Kg 10103113 DD SVS 3270 4- hloreaniline ND 270 ug/Kg 10103113 DCS SIS! 8270 4- hlerophenyl phenyl ether ND 270 ug/Kg 10/03/13 DD SW 8270 4--Nitroaniline ISD 620 ug1Kg 10103113 DD SVS -8270 4-Nitropheno I ND 1100 u gig 10/03113 DD Soli 3270 Acenaphthene ND 270 ug/Kg 10103/13 DD SVS 8270 Acenaphthylene Na 270 ug/KO 10103113 DD SW 6270 Page 5 of 13 Ver 1 Project ID: HIGH ROCK PARKING LOT Client ID: SB COMP Parameter Result RU PQL Units Phoenix I.D.: B F48890 Date/Time By Peference Acetophenone ND 270 ug/Kg 10103/13 DD SW 8270 Aniline ND 1 100 u01Kg 10103113 DD SW 8270 Anthracene ND 270 r ug/Kg 10103/13 DD SIN 8270 Benz(a)anthracene ND 270 ugft 10/03113 DD SW 8270 Benzidine ND 460 ugft 10/03113 DD SIN 8270 Benzo(a)pyrene ND 270 ug/Kg 10/03113 DD SVS/ $270 Benzo(b)fluoranthene ND 270 ug/Kg 10/03/13 DD SIN 8270 Benzo(ghi)perylene ND 270 ug/Kg 10103/13 DD SAN 8270 Benzo(k)fluoranthene ND 270 ug/Kg 10103/13 DD SW 8270 Benzoic acid ND 1100 ug/Kg 10103/13 DD SVS 8270 10 Benzyl bt,tyl phthalate ND 270 ug/Kg 10103113 DD SW 8270 Bis(2-chloroethoxy)mothane ND 271 ug/Kg 10103113 DD SIN 8270 Bhs(2-chloroethyl)other ND 390 ug/Kg 10/03113 DD SIN 8270 Bis(2-ehloroiscpropyl)ether ND 270 ug/Kg 10/0311.3 DD SIN 8270 1 Dis(2-ethylhexyl)phtha1ate NO -270 ug/Kg 10/03113 DD SW 3270 Carbazole ND 580 Ug l 10/03113 DD SW 8270 C hrysene ND 270 g 10/03/13 DD SW 8270 Dibenz(a}h)anthracene ND 270 10103/13 DD SW 8270 D ibenzofu rare ND 270 10103/13 DD SW 8270 Diethyl phthalate ND 270 ugl 10103113 DD SAN 8270 Dimethylphthalate ND 270 ug/Kg 10103/13 DD SIS 8270 Di n--hutylphthalate ND 27 . ug/fig 10/031/3 DD SIN 8270 D n-ocfylphthalate ND ug/Kg 10/03113 DD SIN 8270 FluoranthnD ugft 10/03/13 DD SW 8270 Flucrene ND ug/Kg 10103/13 DD SW 8270 Hexar,hlorobenzene 70 Ug/Kg 10103/13 DD SAN 8270 H e' xaehlarebutadiene ND 0 ug/Kg 10103/18 DD SVV 8270 Hexachlorocyclopentadlene N 0 ug/Kg 10103113 DD SW 8270 Hexachloreethane ND 270 ug/Kg 10103113 DD SW 8270 Indone(1:203-cd)pyrene ND 270 ug/Kg 10/03113 DD SIS 8270 Isophorene ND 270 ug/Kg 10/03113 DDD SIN 8270 Naphthalene ND 270 ug/Kg 10/03113 DD SIN 8270 Niirehenzene ND 270 ug/Kg 10/03113 DD SW 8270 N-Nitrosodimethylarnine ND 390 ug/Kg 10/03/13 DD SW 8270 N-Wresedi-n-propylamine ND 270 ugft 10103/13 DD SVV 8270 N-Nitroscdiphenylernine ND 390 ugft 10103113 DEQ SW 8270 Pentaehleronitrohenzene ND 390 ug/Kg 10103/13 DD SW 9270 Pentachlorophenol ND 300 ug/Kg 10/03113 DD SIS 8270 Phenanthrene ND 270 ug/fig 10/03113 DD SIN- 8270 Phenol N D 270 ug/Kg 10/03113 DD SIS/ 8270 Pyrene ND 270 uglKg 10/03/13 DD SW 8270 Pyridine ND 300 ug/Kg 10103/13 DD SW 8270 QAIQC Surrogates % 24,6-Tribremcphenel 71 % 10103113 DD 30-130% 11/o 2-Flucrebiphenyl 02 % 10103113 DD 30-130% % 2-Fluorcphenel 67 % 10/03113 DD 30-130% % Nitrobenzene-d5 00 % 10/03113 DD 30-130% % Phenol-d5 00 % 10/03/13 DD 30-130% % Terphlenyl-dU 07 % 10/03/13 DD 30-13011/o Page 6 of 13 Ver 1 Project ID: HIGH ROCK PARKING LOT Client ID; SB COMP Phoenix I.D.: BF48890 RL/ Parameter Re:cult RQL Units Date/Tirne By Reference TLP Acid/Base-Neutral I 4 -Dichlorobenzene 2'4,5 -Trichlorophenol r4, 6 -Trish to rophenal 2,4-DIrlitrotoluene 2-Methyiphenol (a -cresol) W-Mathylphenal (m&p- resol) Hexachlombenzene Hexachlorobutadiene Hexachloroethane N itrDbenzene Pentachlorophenol Pyddine QAQC Surrogates �y w % ,4,6-Tribromophenoi % 2-FluDrobiphenyl % 2-Fluorophenol % Nitrobenzene -d5 % Phenol -0 % Terphenyl-d14 ND ND ND ND ND ND ND ND ND ND ND ND 104 80 74 101 83 33 33 03 03 03 83 33 83 83 83 83- ugIL ug/L ugiL ug1L ug1L ug/L ugIL ug1L u01L ug1L ug1L ug/L P� 10106/13 DD SMI 8270 10100113 DD SW 8270 10100113 DD SW 3270 10100110 DD SW 3270 10/00113 DD SW 8270 10100/13 DD SW 8270 10100113 DD SMI 8270 10100113 DD SW 8270 10100113 DD SW 3270 10/00113 DD SW 8270 /0100/13 DD SW 0270 10100113 DD SSI 8270 10100113 DD 15-130% 10100113 DD 30-130% 10/06/13 DD 15-130% 10100/13 DD 30-130% 10106113 DD 15-130% 10100113 DD 30-130% Page 7 of 13 Ver I Project ILS: HIGH BOCK PARKING SOT Client ICS: SB COMP Phoenix I.D.: BF48890 R IJ Parameter Result PPL 1.1nits Late/Time By Reference I = This parameter is not certlfled by NY NELAC for this rrratr]x, NY NELAC does not offer certification for all parameters at this time. 10 = This parameter is not certified by NY NELAC far th is matrix. B = Present in blank, no bias suspected. R1JPQL=Report1ng/Practical Quantitation Level (Equivalent to NELAC LOQ, Limit of Quanitation) ND=blot Detected BRL=Below Reporting Level Comments: Gorrosivity is based solely on the pH analysis performed above. Ignitability is based solely ori the results of the closed cup flashpoint analysis performed above. Passel is >140 degree F. Per 1.4,6 of EPA rnethod 8270D, 1 a-Diphenylhydrazine is unstable and readily converts to Azobenzene, Azobenzene is used for the calibration of 1,2-Dipheny1hydrazine. The reactivity, reported above, is based only -on the EPA Interim Guidance for Reac ' Cyanide and Reactive Sulfide. This method is no longer listed in the current version of w-846. This sample was not collected in aocordance with EFA method 5035. N require laboratory to qualify the volatile soil data as biased lour. Elevated reporting limits for volatiles due to the presence of non -target co rids. All soils, solids and sludges are reported on a dry weight basis unless othris oted in the sample comments. If there are any questions regarding this data, please call Phoenix Client Services at extension 200. This report must net be reproduced except in fu II as defined by the attached chain of cu stony. Phyllis Diller, Laboratory Director October 1 O, 2013 Reviewed and Released by: Bobbi Aloisa, dice President Page 8 of 13 ver I Air . �0q- .. �v'-"•---µ��rMillllllllllllllll.11lllii oma*^"` rrM1y . - - -- - X1:.11 }• Environmental Laboratories,` 587 East Middle `turnpike, P.0.13ox 370, Manchester, CT 00045 NY 11301 To[. (800) 845-1102 Fax (560) 645-0520 Analysis Report FOR: Attn: Mr. Jeff Marx CT Male Associates October 10, 2073 50 Century Hill Drive Latham, NY 12110 Sample Information Na Custody Information Date 10105113 Time Matrix. SOIL 1,1 11 -Trichloroethane Collected by: AG 10101/13 10/05113 16:30 Location Code: CT -MALE 1,1,2,2-Tetrachl0rnethane Received by: LPB 10102/13 10105113 21:00 Rush Request: Standard 1,1,2 -Trichloroethane Analyzed by- see below ug/Kg 10105113 AS P.O.#: 13.3392 I , 1 -Dichlo roeth a ne N D 0.1 ug/Kg 10105/13 A.S. SVV 8260 1 J-Dishlomethane Laborato 5.1 SDG ID: GBF48890 SW8260 Phoenix ID: BF48891 Project ID: HIGH ROCK PARKING LOT Client ID: DRUM COMP RLI Parameter Result PQL Units Data/Time By Reference Antimony < 319 mg/Kg 10104113 Lid SW6010 Arsenic 3.5 .5 mg/Kg 10/04113 LK SW 6010 - Barium 68.3 mgft 10104113 LK SW6010 Beryllium 0. mgft 10104/10 LK SW6010 Cadmium 5 9 rrig/Kg 10104/13 LK SW6010 Chromium . 0 �mglKg 10104113 LK SW6010 Lead 0 0.7 .3g mg/Kg 10104/13 LK SW 6010 Mercury 0.51 0.07 mgft 10/00115 RS SISI -7-471 Nickel 14.1 0.39 mg/Kg 10104113 LK SISI601 fl Selenium -< 1.5 1.5 mglKg 10/04/13 LK SW6010 Silver < 0.30 0.09 mg/Kg 10/04/10 LK SW6010 TCLP Lead < 010 0.10 mg1L 10104113 EK SW6010 T LP Metals Digestion Comp Rated 10104/13 1/1 SW 3005 Thallium < 3.5 3,5 mg/Kg 10/04115 W SW6010 Vanadium 22.5 0,30 mgft 10104113 LK SW6010 Zinc 64.6 0,30 mglKg 10104110 LK SW6010 Percent Solid 53 % 10103113 W E100.3 Soil Extraction for SVGA Completed 10103113 JJIFV 5W 3545 Mercury Digestion Cowpl6ted 10103/13 111 SW7471 T LP Extraction for Metals Completed 10/03/13 1 EFA 1311 Total Metals Digest Completed 10103113 Z/AG SW846 - 30-50 Vollatilles 1 11 11, -Tetrachloroethane Na 0.1 ugft 10105113 AS SW8260 1,1 11 -Trichloroethane ND 0.1 ug/Kg 10/05113 AS SW8260 1,1,2,2-Tetrachl0rnethane N D 5.1 u0/Kg 10105113 AS SW8260 1,1,2 -Trichloroethane ND 0.1 ug/Kg 10105113 AS SW8260 I , 1 -Dichlo roeth a ne N D 0.1 ug/Kg 10105/13 A.S. SVV 8260 1 J-Dishlomethane ND 5.1 ug/Kg 101061/3 AS SW8260 page 9 of 13 Ver 1 Project ID: HIGH ROCK PARKING LOT Phoenix I.D.: BF48891 Client ID: DRUM COMP RLI Parameter Result PPL Units DatelTime By Reference +1, +1-Dichloropropene ND 6,1 ug1Kg 10105/13 AS SW8260 1,2,3-Trich Iorobenzene ND 6.1 ug/Kg 10105/13 AS SW8260 1 '2,3--Trtch Io ropro pane ND 0.1 ug/Kg 10105113 AS SW8260 1 2,4-Trichlorobenzene ND 6.1 ugft 10105113 AS SW8260 1,2'4-Trimethybonzene Na 6,1 ug/Kg 10/05113 AS SW8260 11,2-Dibromo--chloropropane Na 0.1 ug/Kg 10105113 AS SW8260 1,-Dibromoethane ND 611 ug/Kg 10/05113 AS SW8260 1,2 -Dichlorobenzene ND 6,1 ug/Kg 10105/13 AS SW8260 12-Dichloroethane ND 011 ug/Kg 10105/13 AS SW8260 1,20chlorcprapane ND 0.1 ugft 1010113 AS SW 8200 1, 3ab-Trimethylbenzene ND 0,1 ug]Kg 10105113 AS Sly 8200 1,3 --Dichlorobenzene N a 0.1 ug/Kg 10105113 AS SW8260 113-Dichloropropane Na $.1 ugft 10105113 AS SW 82-60 14 -Dichlorobenzene Na 6.1 ug/Kg 10105113 AS SW8260 2,2-Dichloropropane ND 0.1 ug/Kg 10105113 AS SW8260 2 -Cis lorotoluene N D 0.1 u 1 g� 10105113 AS SW8260 2 -He anone ND 30 9 10105113 AS SW 8260 2-Isopropyltoluene Na 0.1 10105113 AS SW8260 � 4--Chlorotoluene Na 6.1 u 10105113 AS SW8260 4-Methyl-2-0entanone Na 30 ug1K 10/05113 AS SW8260 Acetone N D 01 ug/Kg 10105113 AS SW8260 Acrylonitrile N D 1 ug/Kg 10105/13 AS SW8260 Benzene ND ugft 10105113 AS SW 0200 Bromobenzene NO 1 ug/Kg 10/05113 AS SW 8200 Brornochioromethane Na ug/Kg 10105113 AS SVV8260 Bromodichicromethane N .1 ug/Kg 10105113 AS SW8260 B romoform N D ug/Kg 10105113 AS SW8260 Brorncmethane N .1 u g/Kg 10105113 AS SW8260 Carbon Disulfide ND 0.1 ug/Kg 10/05113 AS SW8260 Carbon tetrachloride ND 0.1 ug/Kg 10105113 AS SW 8250 Dhlorobenzene Na 0.1 ug/Kg 10105113 AS SW8260 hlomothane ND 5.1 ug ft 10/05113 AS SW8260 Chloroform ND 0.1 ugft 10105113 AS SW8260 Chloromethane ND 0.1 ug/Kg 10105113 AS SW8260 cis-1,2-Dichloroothene ND 0.1 ug/Kg 10105113 AS SW8260 cis-1,3001oropropene ISD 0.1 ug1Kg 3 AS SW 8200 Dibromochloromethane ND 0.1 ug/Kg 10105113 AS SW8260 Dibromomethane ND 5.1 ug/Kg 10/05113 AS SW8260 Dichlorodifluoromethane Na 0.1 ugft 10105113 AS SW8260 Ethylbenzcne ND 6J ug/Kg 10105113 AS SW8260 Hexachlorobutadiene ND 0.1 ugft 10105113 AS SW8260 iscpropylbenzene ND 0.1 ug1Kg 10105113 AS SW 8260 m&p- ylene ND 6.1 ug/Kg 10105113 AS SW8260 Methyl Ethyl Ketone ND 30 ugft 10105113 AS SW8260 Methyl t -butyl other (MTBE) Na 12 ug/Kg 10105113 AS SW8260 Mathylone chloride ND 0.1 ug/Kg 10105/13 AS SW8260 Naphthalene ND 0.1 ug/Kg 10105113 AS SW8260 n-Butylbenzene ND 6.1 ug/Kg 10105113 AS SW8260 n-Propylbenzene Na 8.1 ug/Kg 10105113 AS SW8260 o - Xylene ND 0.1 up/Kg 10/05113 AS SW8260 Page 10 of 13 Ver 1 Project ID: HIGH ROCK PARKING LOT Phoenix I.D.: DF48891 Client ID: DRUM COMP eInniyolatile I.2,4r5-Tetrachlerobenzene ND ugft RU DIS SW 8270 1,2,4-Trishlerobenzene ND Parameter Result IDOL Units Date/Time By Reference p-Isopropyltolueno ND 6.1 ug]Kg 10105113 AS SW8260 seG-BLitylbonzone ND 6.1 ug/Kg 10/05113 AS SW8260 Styrene ND 6.1 ugft 10105/13 AS SW 8280 tent-Buybenzene ND 8.1 ugft 10105118 AS SWB2f)0 Tetrachlorootheno ND 6.1 ug/Kg 10108113 AS SW8260 Tetrahydrofuran (THS`) ND 92 ug/Kg 10105113 AS SW 8260 � Toluene ND 6.1 ugft 10105113 AS SW8260 Total Xylenes ND 6.1 ug/Kg 10105113 AS SW8260 trans-l,2-Dichloroethene ND 8.1 ug/Kg 10!08113 AS SW8260 trans-1,3-Dichloropropene ND 6.1 ugft 10106113 AS SW8260 trans -1 4-dichloro- -butene NIS 12 ugft 10105/13 AS SW8260 Trichloroethene ND 8.1 ug/Kg 10105113 AS SW8260 Trichlorofluoromethane ND 8.1 ug/Kg 10135113 AS SW8260 Tdchlorotrifluoroethane ND 0,1 ugft 101051113 AS SW8260 Vinyl chloride ND 6.1 ugft 10105113 AS SW8260 QAIQC S u rro gates ugft 10104113 DD SV118270 2-Nitrophenol SID % 1, 2 -dichlorobenzene -d4 100 10104113 as 10/05/13 AS 70-130% % Bremefiuerabenzene 98 10!04113 DD 10105113 AS 70-130% Flo Dibromofluoromethane 102 10104113 DD 10105113 AS 70-130% % Toluene -d8 100 10/04/13 X10 10135113 AS 70-130% eInniyolatile I.2,4r5-Tetrachlerobenzene ND ugft 10104113 DIS SW 8270 1,2,4-Trishlerobenzene ND 0 ug/Kg 10104!13 DD SW 8270 1,2 -Dichlorobenzene N D'r', ug1K9 10!04113 DD SW 8270 1,2--Diphenylhydrazine 0 ug/Kg 10104/13 as S V 8270 1,3-Dichlcrcbonzone ug/Kg 10134113 DD SW 8270 1,4 -Dichlorobenzene ND ugXg 10104113 DID SW 8270 2,4,5 -Trichlorophenol ND 280 ug/Kg 10!04113 DD SW 8270 2,4,6-Tdchloropheriol ND 280 uq ft 101041"13 DD SW 8270 24-Dichlerophonol NCS 200 ug/Kg 110104!13 DD SW 8270 ,4 -Dimethylphenol ND 280 ug/Kg 10104/13 DD SW 8270 2,4-01nVophenol ND 830 ugft 10104113 DD SW 8270' 2,4-Dinitrotoluene ND 280 ugft 10104113 DD SVS 8270 2,60nitrotoluene ND 280 ug/Kg 10104113 DD SW 8270 2 -Ch lorona phtha lone ND 280 ug/Kg 10104113 DD SIS{ 8270 2 -Chlorophenol ND 280 ug1Kg 10/04113 DD SVV 8270 2 -Methylnaphthalene ND 280 ug/Kg 10104113 DD Sir 82' 0 -Methylphenol (o -cresol) ND 280 u.gfKg 10104/13 DD SW 8270 2-Nitroaniline ND 030 ugft 10104113 DD SV118270 2-Nitrophenol SID 280 ugft 10104113 as SW 8270 3&4-Methylphenol (m&p-cresol) ND 400 ug1Kg 10!04113 DD SW B270 3,3'-Dichlorobenzidine ND 280 ugft 10104113 DD SVV 8270 3-Nitroanilinc ND 630 ug/Kg 10/04/13 DD SVV 827 4:6-Dinitro-2-methylphenol ND 1100 uglKg 10104/13 DD SW 8270 4-Brcmcphonyl phenyl ether ND 400 ug/Kg 101041113 DD SVr 8270 4-Chloro-3-methylphenol ND 280 ug/Kg 10104113 DD SW 8270 4- hloroaniline ND 280 ug/Kg 10/04113 DD SW 8270 4-Chlorcphenyl phenyl ether Na 280 ugft 10104113 DD SW 8270 4-N itroaniline ND 030 u g ft 10104113 DD SVS 8270 Page 11 of 13 1 VGr I Project ID: HIGH ROCK PARKING LOT Phoenix I.D.: BF48891 Client ID: DRUM COMP RL./ Parameter Result PQ L Units Date/Time By Deference 4-Nitrophenol ND 1100 uglKg 10/04113 DD SW 8270 Acenaphthene ND 280 ug/Kg 10/04113 D D 8W 8270 Acenaphthylene ND 280 ug/Kg 10104/13 DD SVS 8270 Acetophenone ND 280 ug/Kg 10/04113 DD SW 8270 Aniline ND 1100 ug/Kg 10104/13 DD SW 8270 Anthracene ND 280 ug/Kg 10104/13 DD SW 8270 Bonz(a)anthraoono 200 280 ug/Kg 10104/13 DD SII $2`70 Benzidine ND 480 ugft 10104/13 DD 5W 8270 Benzo(a)pyrene ND 280 uglKg 10104/13 DD SW 8270 Benza(b)fluoranthene 410 280 uglKg 10/04113 DD SW 8270 Benzo(ghi)perlene ND 280 ug/Kg 10/04113 DD SW 8270 Benzo(kyluaranthene ND 280 ug/Kg 10/04/13 DD SVS 8270 Benzoic acid ND 1100 ug/Kg 10104/13 DD SW 8270 10 Benzyl butyl phthalate ND 280 ug/Kg 10104/13 DD SW 8270 Bis(2-chloroethoxy)methane ND 200 ug/Kg 10104/13 DD SW 8270 Bis(2- chloroethyi)ether ND 400 ug1" 10/04113 DD SVS 8270 Bis(2-chloroisopropyl)ether ND 280 0 10104113 DD SW 8270 1 Bis(2- ethyihe J)phthaiate ND 280 4K 10/04113 DD SW 0270 Carbazole ND 500 Ug/ 10/04113 DD SW 8270 hrysono ND 280 ug/ 10/04113 DD SW 8270 Dibonz(aah)anthraoene ND 280 ug/Kg 10/04113 DD SW 8270 D ibenzof saran ND 280 ug/Kg 10104113 DD SVS 8270 Diethyl phthalate ND ug/Kg 10104/13 DD SW 8270 D imethylphtha late ND 0 ug1Kg 10104/13 DD SVS 8270 Dikn-butylphthalate ND uglKg 10104113 DD SVS $270 Din-cot phthalate 80 ug/Kg 10/04113 DD SW 8270 Fluoranthene 0 ug/Kg 10/04113 DD SW 8270 Fluorene ND 2 0 uglKg 10/04113 DD SW 8270 HexaGhlorobenzene ND 280 ug/Kg 10104113 DD SW 8270 Hexachlorobutadiene ND 280 ug/Kg 10104113 DD SW 8270 Hexachlorocyclopentaidiene ND 280 ug/Kg 10104/13 DD SW 8270 Hexaehlomethano ND 280 ug/Kg 10104/13 DD SW 8270 lndono(1,2'3-cd)pyrene ND 230 ug1Kg 10/04113 DD SW 8270 Isuphorone ND 280 uglKg 10104113 DD SCJ 8270 Naphthalene ND 280 uglKg 10104113 DD SW 82M Nitrobenzene ND 280 ug/Kg 10/04113 DD SW 8270 N-Nitrosodimethylamine ND 400- ug/Kg 10104113 DD SVV 8270 N-Nitrosodi-n-propylamin0 ND 280 ug1Kg 10104113 DD SMI 8270 N-Nitrosodiphenyla mine ND 400 ugfKg 10104113 DD SW 8270 Pentach loronitrobenzene ND 400 u 0/Kg 10/04113 DD SW 8270 Pentachlorophenol N D 400 ugXg 10104113 DCS SW 8270 Phenanthrene 300 280 uglKg 10104113 DD SCJ 8270 Phenol ND 280 ug/Kg 10/04113 DD SW 8270 Pyrene 400 280 ug/Kg 10104113 DD SW 8270 Pyridine ND 400 u01Kg 10104/13 DD SW 8270 2A QC Surrogates % 2,4,6-Tribromophenel 82 % 10104113 DD 30-130% % 2-Fluorobiphenyl 70 % 10104113 DD 30-130% % 2-Fluorophenol 03 °lD 10/04113 DD 30-13-0% % N€trobenzeno-d5 73 alp 10104113 DD 30-130% Page 12 of 13 Ver 1 Project ID: HIGH -FLOCK PARKING LOT Phoenix I, D.: BF48891 Client ID: DRUM COMIC R Lf Parameter Result PQL Units Date/Time By Reference * Phenol -d5 BC % 1W4117 DD 30 - 130 % * Terphenyl-d'14 63 % 10104/13 DD 30 -130 % 1 =This parameter is not certified by NY NE LAC for this matrix. DIY NELAC does not offer certification for all parameters at this time. 10 = This parameter Is not certified by NY NELAC for this matrix, RIJPQL=RePor tIng/Practical Quantitation Level (Equivalent to NE LAC LOQ, Limit of Qua n itation) ND—Not Detected BRL=Below Deporting Level Comments: Per 1.4.6 of EISA method 8270D, I ,2-Dlph enylhyd ranine is unstable and readily converts to Azo benzene. Azobenzene is used for the . calibration of 1 2-DiphenAhydrazine. This sample was not collected in accordance with EFTA method 5035. INIELAC requires the laboratory to qualify the volatile soil data as biased low. All soils, solids and sludges are reported on a dry weight basis unless otherwi 'n the sample comments. If there are any questions regarding this data, please call Phoenix Client Services at sion 2 This report must not be reproduced oxGept in full as define(f by the attached chain study. r Phyll!s hil , La �ry-Director Octo e 10 0, 13 Reviewed an sed by: Bobbi Alolsa, lice President Page 13 of 13 Ver 1 QA/QC Report October 10, 2013 Parameter �i �- Environmental Laboratories, Inc. 587 East Middle Turnpike, P.O.Box 370, Manchester, CT 00045 Tei. (880 845-1102 Fax (800) 045-0823 A. C' N 1130.1 QA/QC Data SDG I.D.: GBF48890 Sample Dup Dup LDS LSD LCS MS MSD NIS Rao RPD Blanks Result Result RPD % % RPD % % RPD Limits Limits QAIQC Batch 255985, QC Sample No: B F48632 (B F48890, BF48891) 1 P Metals - T LP Extraction Arsenic BRL <0.01 <0.01 ND 108 105 2.8 103 108 2*9 75-125 20 Barium 0.02 0.51 0.48 8.10 104 102 1.9 98.0 97.7 1.8 75-125 20 Cadmium BRL 0.011 0.010 NC 102 98.3 PK' 3.7 92.7 90.7 4.2 75-125 20 Chromium BRL <0.010 <0,010 NC 99.47.5 1.9 93.2 90.4 3.4 75-125 20 Lead BRL 0.034 0.033 NC 98, 5.4 2.8 90.5 04.0 4.4 75 - 125 20 Selenium BRL 0.02 <0.01 NC 111100 108 1.9 75 - 125 20 Silver BRL <0.010 -<0.010 NC 4 3 1. 103 105 1.9 75-125 20 QA' QC Batch 255981: QC Sample No: BF48633 (BF4$890, B1748891) Marcury - Soil BRL 0.32 0.47 87. .5 13.2 92.8 NC NC 70-130 30 Comment: Additional Mercury critoria: LCS acceptance range for waters Is 80-120 r so s is 70-130%. QAIQC Batch 255984, QC Sample No: B F48691 (B F48890) Mercury - Water BRL <0.0002 <0.0002 NC 110 105 4.7 84.9 77.7 8.9 70-130 20 Comment: Additional Mercury criteria: LCS acceptance range for waters is 8e -120'/D and for soils is 70-130%. TQC Batch 256068, QC Sample NQ: BF48390 (BF4�890) 1 P Metals - Soil � Antimony BRL < IV <3.8 NC 118 113 2.8 90.2 97.0 8.2 75-125 30 Arsenic BRL 3.3 3.10 NC 108 107 0.9 97.8 100 2.4 75-125 30 Barium BRL 49.2 43.5 12.3 118 113 4.3 114 104 9.2 75-125 30 Beryllium BRL <0.33 <0.31 NC 112 111 0.9 101 103 2.0 75-125 30 Cadmium BRL <0.41 <038 NC 108 108 0:0 97.9 99.3 1.4 75-125 30 Chromium BRL 8.58 7.94 7.70 115 113 1.8 107 107 0.0 75-125 30 Lead BRL 55.9 09.9 22.3 100 108 0.9 00.8 00.8 9.4 75-125 30 Nickel BRL 9.50 9.79 3.00 112 112 0.0 103 102 1.0 75-125 30 Selenium BRL <1.7 <1.5 NC 91.8 90.7 1.2 88.0 88,0 2.0 75 - 125 30 Silver BRL <0.41 <0.38 NC 108 108 0.0 104 108 1.9 -75-125 30 Thallium BRL <3.7 <3.4 NC 110 108 1.8 99.2 101 1.8 75-125 30 Vanadium BRL 15.7 15.2 3.20 110 114 1.7 110 110 0.0 75-125 30 Zinc BRL 48.9 54.3 10.5 100 100 0.0 102 103 1.0 75-125 30 QA/QC Batch 256062, QC Sample No: BF48891 (BF48891) fP Metals - Soil Antimony BRL X3.9 <4.1 NC 115 123 8.7 97.4 93,8 3.8 75-125 30 Arsenic BRL 3.5 3.71 NC 103 118 11.0 105 102 3.9 7S-125 30 Barium BRL 88.3 71.0 3.90 111 120 7.8 >130 127 NC 75-125 30 Beryllium BRL 0.42 0.43 NC 105 121 14.2 107 104 2.8 75-125 30 Cadmium BRL 0,85 0.$0 NO 105 119 12.5 100 98.0 2.0 75-125 30 Ch romium BRL 12.0 12.7 5.70 109 124 12.9 110 100 5.2 75-125 30 Lead BBL 50.7 59.0 12.3 104 119 13.5 109 118 7.9 75-125 30 Page 1of10 QA/QC Data SDG I.D.: GBF48890 m = This parameter is outside laboratory ms/msd specified recovery limits. Rage 2 of 10 Sample Dup Dup LCS L.CSD LCS MS MSD NIS Rao RPD Parameter Blank Result Result RPD % % RPD % RPD Limits Limits Nickel RRL 14.1 14.8 4.80 105 120 13.3 106 102 3.8 75-125 30 Selenium BRL <1.5 <1.7 NC 86.6 98.4 12.8 94.7 92.4 2.5 75-126 30 S ilver BRL <0.39 <0.41 NC 105 116 10.0 112 109 2.7 75-125 30 Thallium BRL <3.5 <3.7 NC 105 118 11,7 104 101 2.9 75-125 30 Vanadium BRL 22,5 23.3 3.50 711 113 1.8 117 112 4.4 75-125 33 Zinc BRL 64.6 66.7 3.20 106 120 13.3 121 >130 NC 75 -125 30 rr, m = This parameter is outside laboratory ms/msd specified recovery limits. Rage 2 of 10 I QA/QC Report October 10, 2013 Parameter Al Environmental Laboratories, Inc. - - 587 East diddle Turnpike, P.O.-Box 370, Manchester, DT 06045 NY 0- 101 Tel. (860) 645-1102 Fax (860) 645-0823 QA/QC Data SDG I.D.: GBF48890 Sample Dup Dup LGS LCSD LCS MS MSD MS Rec RPD Blank Result Result RPD % % RPD % % RPD UmIts Limits OAIQC Batch 256137, QC Sample No: BF47079 (BF48890) Reactivity Cyanide RFL e-5.4 <5.4 NC 98.a 85-1115 30 QA/QC Batch 255840, QC Sample No: BF47596 (B F48890) Flash Point >200 >200 NC 101 85-115 35 QAIQC Batch 255979, QC Sample No: BF48123 (BF48890) pH - Sail $.76 16.83 1.00 98.1 jot 85-115 23 Page 3of10 A u Environmental Laboratories, Inc. 587 Best Middle Turnpike, P.O. Box 370, Manchester, CT 06046 #11301 QA/QC Report Tel. (860) 645-1102 Fax (860) 645-0823 October 10, 2013 QA/QC Data- SDG I.D.. GBF48890 1,S LCSD LCB MB MBD MS Rec RPD Parameter Blank % % RPD a RPD Limits Limits OA/OC Batch 255880, QC Sample No: B F47333 (B F48890) omiuniatilae 1,44 -Dichlorobenzene ND 79 77 2.6 30-130 20 2,4,5 -Trichlorophenol ND 95 102 7.1 30-130 20 2,4,0 -Trichlorophenol ND 138 89 1.1 30-130 20 2,4-Dinttrotoluone ND 92 0.B 30-130 20 2-Mothylphanol (o -cresol) ND 94 39 .5 30-130 20 3&4-Mothylphenol (m&p-cresol) ND $9 30-133 20 Hexachlorobenzene ND 5 30-130 20 Hoxachlorobutadiene ND 81 6.0 30 -130 20 Hexachloroethone ND B 79 1.3 30-130 20 Nitrobenzene ND 0 2.2 30-130 20 Pentachlorophenol ND 149 3.4 30-130 20 Pyridine * 2,4,6-Tr'rbrornophenol N D 101 37 112 41 108 10.3 3.6 30-130 15-130 20 20 * 2-Fluorobiphenyl $9 85 88 3.5 30-130 20 % 2-l~ luorophenol 67 84 75 11.3 15-130 20 "/6 Nitrobenzene -d5 7 91 89 2.2 30-130 20 Phenol -d5 65 61 $.3 15-130 20 % Terphenyl-d 14 84 V105 102 2.9 30-130 20 Comment: A LCS and LCS Duplicate were performed instead of a matrix spike and matrix spike duplicate. Additional 8270 criteria,- 20% of compounds can be outside of acceptance criteria as long as recovery is at least 10%. (Acid surrogates acceptance range for aqueous samples: 15-110%, for soils 30-130%) QA1QC Batch 255879, CSC Sample No; BF47353 (BF48890) Pesticides 4,4' -DDD ND 124 117 5.8 40-140 20 4.4' -DDE DE ND 104 101 2.9 40-140 -20 414' -DDT ND 110 106 3.7 40-140 20 a -BHC ND 94 91 3,2 40-140 20 a -Chlordane ND 95 93 2.1 40- 140 20 Alachlor ND NA NA NC 40-140 20 Aldrin ND 72 71 1.4 40-140 20 b -BHC ND 92 90 2,2 40-140 20 Chlordane ND NA NA NC 40 - 140 20 d -BHC ND 92 39 3,3 40-140 20 Dieldrin ND 93 95 3.1 40-140 20 Endosulfan I NO 93 91 2.2 40-140 20 Endosulfan 11 ND 100 97 3.0 40 -1 40 20 Endosulfan sulfate ND 112 103 3,4 40-140 20 Endrin ND 104 95 9.0 40-140 20 Endrin aldehyde ND 121 117 3.4 40-140 20 Page 4of10 QA/QC Data SDG I.D.; GBF'48890 A LCS and LDS duplicate were performed instead of a matrix spike and matrix spike duplicate, unless otherwise noted. Alpha and gamma chlordane were spiked and analyzed instead of technical chlordane. QAIQC Battik 256018, QC Sample No: B F47361 (BF48890) Chlorinated Herbicides 2,4,5 -TP (Sllwex) ND 2,4-D ND % DCAA (Surrogate Rec) 60 QA/QCQA/QC Batch 256344, QC Sample No: B F47850 (BF48890 (2X) � Volatiles - TCLP 1,1-Dichloroethene ND 1,2-Dichloroethane ND Benzene ND Carbon tetrachloride ND Chlorebenzene ND Ch leaform LDS LCSD LCS MS MSD MB ROD RPD Parameter Blank % % RPD % IN RPD Limits Limits g -BHC ND 34 91 3.2 40-140 20 g -Chlordane ND 96 93 3.2 40-140 20 Heptachlor ND 87 85 2.3 40-140 20 Hoptachlor opoxide ND 94 02 2.2 40-140 20 Methoxychlor ND 118 112 3.0 40-140 20 Toxaphene ND NA NA NC 40-140 20 DDBP 94 105 07 7.9 30-150 20 % TCMX 78 79 78 1.3 30-150 20 Comment: 40-140 30 % DCBP (Surrogate Rec) 90 90 00 2.1 A LCS and LDS duplicate were performed instead of a matrix spike and matrix spike duplicate, unless otherwise noted. Alpha and gamma chlordane were spiked and analyzed instead of technical chlordane. QAIQC Battik 256018, QC Sample No: B F47361 (BF48890) Chlorinated Herbicides 2,4,5 -TP (Sllwex) ND 2,4-D ND % DCAA (Surrogate Rec) 60 QA/QCQA/QC Batch 256344, QC Sample No: B F47850 (BF48890 (2X) � Volatiles - TCLP 1,1-Dichloroethene ND 1,2-Dichloroethane ND Benzene ND Carbon tetrachloride ND Chlorebenzene ND Ch leaform ND Methyl ethyl ketone ND Tetrachloroethene N D Trichloroethene N Vinyl chloride ND. % 1,2 -dichlorobenzene -d4 101 % Bromofluorobenzene 100 % Dibromofluoromethane 103 % Toluene -d8 103 Comment: 3.9 A blank MS/MSD was analyzed with this bet -ch. 66 7 17.0 .59 2.7 23.9 so 5 4.3 93 010-P 100 01 100 4.1 3.0. 3.0 101 105 1.9 99 102 3.0 1 98 98 0.0 101 97 4,0 102 100 6.0 100 104 3.9 119 120 0.8 101 104 2.0 09 102 3.0 104 102 1.9 93 99 1.0 40-140 20 40-140 20 30-150 2Q 112 - 109 2.7 70-130 30 102 100 2.0 70 -130 30 101 104 2.0 70-130 30 106 107 0.9 70-130 30 99 101 2.0 70-130 3Q 102 102 0.0 70-130 3a 133 127 3.3 70-13o 30 103 104 1.0 70-130 30 100 103 3.0 70-130 30 114 113 0.0 70-130 30 103 102 1.0 70-13o 30 104 103 1.0 70-130 30 101 101 0.0 70-130 30 100 100 0.0 70 - 13D 30 Add itiena18200 critoria: 10% of Compounds ran be outside of acceptance criteria as long as recovery is 40-200%. QA/QCQA/QC Batch 255907, QC Sample No: BF48673 (BF48890) Polychlorinated Biphenyls - Soil PCB -1010 ND 91 05 4.3 102 100 3.3 40-140 30 PCB -1221 ND 40-140 30 PC13-1232 ND 40-140 30 PCB -1242 ND 40-140 30 PCB -1248 ND 40-140 30 PDB -1254 MD 40-140 30 PCB -1 260 ISD 91 03 2.2 00 0$ 2.1 40-140 30 PCB -1262 ND 40-140 30 PCL3-1268 ND 40-140 30 % DCBP (Surrogate Rec) 90 90 00 2.1 93 101 3.0 30-150 30 % TCM (Surrogate Rec) 85 107 108 0.9 111 114 2.7 30-150 30 Page 6of 10 r rn QN-00 Data SDG 1.D.: aBF48890 QA1QC Batch 256616, QC Sample No: B F49045 ( B F488 0 (50X) ) Volatiles - Soil 1,1 X12 -Tetrachloroethane ND 101 00 2.0 105 103 1.9 70 -130 30 LCS LCSD L S MS MSD MS Rec RPD Parameter Blank % % RIND % % RPD Limits Limits QA/QC Batch 255946, QC Sample! No: BF48712 (BF48890) 70 -1:30 30 1, 1,2 -Trichloroethane ND 102 102 0.0 103 TPH by G Extractable Products - Soil 1.9 70-130 30 1,1-Dichlonoethane ND 101 09 2.0 Ext. petroleum HC ND 88 00 1.0 98 78 28.3 60-120 30 % n-Pentacosane 80 84 83 12 121 90 23.0 53 -153 30 QA1QC Batch 256616, QC Sample No: B F49045 ( B F488 0 (50X) ) Volatiles - Soil 1,1 X12 -Tetrachloroethane ND 101 00 2.0 105 103 1.9 70 -130 30 1,1,1 -Trichloroethane ND 104 101 2.9 111 110 0.0 70-130 30 1,1,2,2-Tatrachloroethane ND 94 83 1.1 104 105 1.0 70 -1:30 30 1, 1,2 -Trichloroethane ND 102 102 0.0 103 106 1.9 70-130 30 1,1-Dichlonoethane ND 101 09 2.0 118 100 10.7 70-130 30 1,1-Dichloroethene N D 98 104 0.0 120 111 7,8 70-130 30 1,1-Dichloropropene ND 103 102 1.0 110 113 8.2 70-130 30 1,2,3-Trlchlorobenzene ND 98 '1.0 08 104 5.9 70-130 30 1,2'3-Trich[oropropane HD 98 090 105 104 1.0 70-130 33 1,2,4-Trichlorobenzene ND 9 10� 9-0 101 102 1.0 70-130 30 1,24-Trimethylbenzene ND 02 0.0 110 107 2.8 70-130 30 1 ' 2- D i b romo-3-ch loro p ro p a ne ND 7 3.1 101 99- 2.0 70-130 30 1,2-Dibrcmoethane ND 09 1.0 103 104 1.0 70-130 30 1, 2 -Dichlorobenzene N D 07 8 1.0 103 102 1.0 70-130 30 1,2-Dichloroethane ND 100 0.0 101 103 2.0 70-130 30 1,2-Dichlcropropane ND 98 00 1.0 105 108 0.0 70 -13D 30 1,3,5-Trimethylbenzene ND 101 100 1.0 111 107 3.7 70-130 30 1,3 -Dichlorobenzene ND 100 100 0.0 104 101 2.9 70-130 30 1 3-Dichloropropane ND 00 08 1.0 100 104 1.8 70-130 30 1, 4 -Dichlorobenzene ND 09 09 0.0 103 101 2.0 70-130 30 2,2-Dichloropropane N 97 08 2.1 103 80 4.0 70-130 30 2-Chlorotoluene N 07 90 1.0 100 103 2.9 70--130 30 2-Hexarnone ND 105 108 0.9 03 94 1.1 70-130 30 2-Isopropyltoluene ND 09 09 0.0 100 100 2.8 70-130 30 4-Chlorotolueno ND 07 08 1.0 100 102 3.8 70-130 30 4-Mothyl-2-pentanone ND 100 103 3.0 90 100 4.1 70-130 30 Acetone ND 121 120 0.8 05 80 17.1 70-130 30 Acrylonitrile ND 100 08 2.0 118 107 0.8 70-130 30 Benzene ND 100 100 0.0 113 108 4.6 70 -130 30 Brornobenzene ND 98 00 1.0 108 105 0.0 70-130 30 Eromochloromethane ND 100 00 1.0 112 113 0.0 70-130 30 Dromodichloromethane ND 90 00 0.0 103 102 1.0 70-130 30 Bromoform ND 07 07 0.0 08 08 1.0 70-130 30 Bremomethane ND 00 00 0.0 07 06 2.1 70-130 30 Carbon Disuffide ND 92 102 10.3 115 104 10.0 70 -130 30 Carbon tetrachloride N D 101 100 1.0 112 108 5.5 70-130 30 Chlorobenzene ND 09 100 1.0 108 104 3.8 70-130 30 Chloroethane ND 00 100 1.0 45 43 4.5 70- 130 30 m Chloroform ND 101 00 2.0 107 105 1.0 70-130 30 Chloromethane ND 101 98 3.0 103 99 4.0 70-130 30 GIs- 1,2-Dichloroethene ND 104 102 1.0 118 113 4.3 70-130 30 cis -1 3-Dichloropropene ND 98 08 0.0 103 104 1.0 70-130 30 Dibromochlorornethane ND 08 08 0.0 103 101 2.0 70-130 30 aihramornethane ND 101 00 2.0 108 105 0.0 70-130 30 Dichlorodifluoromethane ND 101 00 2,0 100 05 5.1 70-130 30 Ethylbenzene ND 90 07 2.0 113 108 4.8 70-130 30 Page 6of 10 QA/QC Data SDG I.D.: GBF'48890 Pepe 7 of 10 LCS LCSD LCS SAS MSD {VIS Rec RPD Parameter Blank % % RPD % % RPD Limits Limits Hexachiorobutadiono ND 96 97 1.0 104 106 1.9 70 - 13D 30 Isopropylbenzene ND 104 101 2.9 111 106 2.7 70-130 30 m&p4xylene N D 101 100 1.0 113 107 5.5 70-130 30 Methyl ethyl ketone ND 69 92 3.3 64 05 1.2 70-130 30 Mothyl t -butyl ether (MTBE) ND 82 $2 0.0 99 95 4.1 70-130 30 Methylene chloride ND 100 105 4.9 120 110 3.7 70-130 30 Naphthalene ND 104 100 1.9 124 135 6.5 70-130 30 n-Butylbenzene ND 101 102 1.0 110 105 4.7 70-130 30 n-Propylbenzene ND 101 101 0.0 112 105 6.5 70 -13D 30 o -Xylene N D 102 99 10 100 106 2.8 70-130 30 p-Iscpropyltoluene ND 101 101 0.0 112 108 3.6 70-130 30 sec-Butylbenzene ND 99 96 1.0 113 106 4.5 70-130 30 Styrene ND 99 97 2.0 107 105 1.9 70-130 30 tort-Sutyl5enzene ND 103 102 1.0 113 110 2.7 70-130 30 Tetmchloroethene IND 102 0.0 115 107 7.2 70,130 30 Tetrohydreturan (THF) ND 97 1.0 102 101 1.0 70-130 30 Toluene ND 1 101 ,0 110 108 1.6 70 413D 30 trans-l,2-Dichioroethene ND 105 2. 117 109 7.1 70-130 30 trans-1,3-Dichloropropene ND 3 1.0 100 101 1.0 70-130 30 trans-1,4-dichloro-2-butene ND 96 0.0 95 94 1.1 70-130 30 Trichloroethene ND 105 03 1.9 115 109 6.4 70-130 30 Trichlorofluoromethane ND 103 1.0 46 45 2.2 70-130 30 R, Trichlorot0fluoroathane ND 96 104 3.0 121 112 7.7 70-130 30 Vinyl chloride ND 100 106 0.0 110 104 5.6 70-13o 30 % 1,2 -dichlorobenzene -d4 100 99 98 1.0 101 100 1.0 70-130 30 % Bromofluorobenzene 96 101 101 0.0 101 103 2.0 70-130 30 % Dibromofluoromethane 95 100 100 0.0 96 100 4.1 70-130 30 % Toluene -d8 101 100 1.0 97 99 2.0 70-130 30 Comment: Additional 8260 criteria: 10% of compounds can be outsi - of acceptance criteria as.lon0 as recoveryis 40-200%. QA/QC Batch 256049, QC Sample No: B F4941 BF48890, B F48891) ewilvoladles - Soil 1, 2}4, 5-Tetrac h lord be raze ne ND 67 68 1.6 93 88 10.6 30-130 30 1,2,4-Trichlorobenzene ND 65 66 0.0 95 87 8.6 30-130 30 1,2-Dlchiorobanzene ND 63 64 1.6 96 80 7.2 30-130 30 1 2-131phenylhydrazine ND 57 61 6.6 $2 75 6.9 30- 130 30 I,3 -Dichlorobenzene ND 62 63 1.6 65 79 7.3 30-130 30 1,4 -Dichlorobenzene ND 62 64 '3.2 66 60 7.2 30-130 30 2,4,5 -Trichlorophenol ND 70 74 5.6 107 101 5.5 30-13o 33 2,4,6 -Trichlorophenol ND 71 71 0,0 99 91 6,4 30..130 30 2,4-Dichlorophonol ND 69 70 1.4 102 95 7.1 30 -130 30 2,4 -Dimethylphenol ND 41 41 0.0 61 52 15.9 30-130 30 2,4-Dinitrophenol ND 40 31 45.0 6.6 9.0 46.6 30-130 30 rnx 2,4-Dinitrctoluene ND 78 92 5.0 91 76 13.0 30-130 30 2,6-Dinitretcluene ND 76 78 2,6 92 61 12.7 30 -13D 30 -Chioronaphthaleno NIS 64 65 1.6 94 87 7.7 30 -130 30 2 -Chlorophenol ND 61 03 3.2 69 62 8.2 30-130 30 2 -Methylnaphthalene ND 63 64 1.6 90 63 8.1 30-130 30 2-Mothylphonol (a -cresol) ND 58 60 3.4 91 98 7.4 30-130 30 2-Nitroaniline ND 115 124 7.5 >150 147 NC 30-130 30 rn 2-Nitrophenol ND 61 61 0.0 $2 72 13.0 30-130 30 3&4-Methylphenol (m&p-cresol) ND 63 66 4,7 85 77 9.9 30 -13D 30 Pepe 7 of 10 QA/QC Data SDG I.D.: GBF48890 Page 8 of 10 LCS LCSD LCS IVIS MSD MB Roe FPD Parameter Blank % % RPD % RPD Lirnits Limits 3,T-Diohlorebenzidine ND 123 135 10,0 88 72 20.0 30-130 30 3-Nltroanillino ND 73 70 4.0 195 101 4.8 30- 130 30 4,8-Dinitro-2-mathylphenol ND 85 81 4.8 15 15 0.0 30-130 30 M 4-Brornophenyl phenyl ether ND 58 59 1.7 83 75 10.1 30-130 30 4-Chloro-3-methylphenol ND 57 67 0.0 101 93 8.2 30-130 30 4-Chloroaniline ND 51 54 5.7 47 49 4.2 30-130 30 4-Chlerophenyl phenyt other ND 08 71 4,3 97 88 9.7 30-130 3a 4-Nitroartilirle ND 73 75 4,9 90 84 8.9 30-130 30 4-NitrQphenol ND 05 87 3.0 81 83 2.4 30-130 30 Acenaphthene ND 55 67 3.0 82 78 7.8 30-130 30 Acenaphthylene ND 84 87 4.8 95 87 8.8 30-130 30 Acetophenone ND 85 08 4.5 94 88 8.8 30-130 30 Aniline ND 67 .72 7.2 58 53 9.9 30-130 30 Anthracene ND 85 89 8.0 74 55 11.4 30-13o 30 Benz(a)anth raoano ND 07 4.4 NC NC NC 30-130 30 13enzid i n e ND 51 21.1 <5 <5 NO 30-130 30 m Bertzo(a)pyrene ND 5 54 NC NC NC 30-130 30 Benzo(b)fluoranthene ND 71 NC NC NC 30-130 30 Benzo(ghi)perylene ND 8 3.5 14 8.7 48.7 30-130 30 Mj Benzo(k)flueranthene ND 79 7.4 48 NC NC 30-130 30 Benzyl butyl phthalate ND 08 1.5 113 99 13.2 .30-130 30 Bis(2-chloroethoxy)methane ND- 59 0.0 83 75 8.8 30-130 30 Bis(2-chloroethyl)ether ND a 58 1.8 83 77 7.5 30-130 30 Bis(2-chloroisopropyl)ether ND 50 51 2,0 70 54 9.0 30-130 30 Bis(2-ethylhexyl)phthalate ND 54 67 4.8 108 97 10.7 30-130 30 Carbazole ND 84 90 6.9. 131 119 9.8 30-130 30 M Chrysene ND 58 71 4.3 NC NC NC 30-130 30 Dibenz(a,h)anthrace ne N 58 72 5,7 41 35 15.8 30-130 30 Dibenzefuran ND 85 89 5,9 89 82 8.2 30-130 30 Diethyl phthalate ND 85 58 4.5 98 91 7.4 30-130 30 Dimethylphthalate ND 55 88 4r5 98 89 7.8 30-130 30 Di-n-butylphthalate ND 83 80 4,7 91 83 9.2 30-130 30 Di-n-ectylphthalate ND 00 08 3.0 105 94 12.0 30-130 30 Pluoranthene ND 57 71 5.8 NC NC NC 30-130 30 Fl uorene ND 08 69 4.4 87 79 9.8 30-130 30 Hexaohlorobenzene ND 81 53 3.2. 94 88 8.9 30-130 30 Hexachlorobutadiene ND 66 06 0.0 94 88 5.8 30-130 30 Hexachlorocycicpentadione ND 08 64 0�1 18 18 11.8 '30-130 30 m Hexachloroethane ND 80 80 0.0 82 55 12.0 30-1,30 30 Indeno(1,2,3-cd)pyrene Nle 59 72 4.3 23 17 39.9 30- 130 30 M Isophorone NO 59 50 1.7 87 80 8.4 30-130 30 Naphthalene N D 80 03 4.9 88 82 7.1 30-130 30 Nitrobenzene ND 59 51 3.3 83 '77 7.5 30-130 30 N-Nitrosod1methylamirte ND 44 44 9.0 85 81 7.9 30-130 30 N-Nitrosodi-n-propylamine ND 58 58 3,5 84 79 6.1 30-1,30 30 N-Nitrosodiphonylamine ND 71 75 5.5 119 100 9.5 30-130 30 Pentachloronitrobenzene ND 58 71 4.3 84 72 15.4 30-130 30 Pentachlorophenol ND 03 57 10.0 81 85 4.8 30 -130 30 Phenanthrone ND 85 89 6,0 NC NC NIC 30-130 30 Phenol ND 58 09 3.4 88 81 8.3 30-130 30 Pirrone N D $ a 89 5.0 NC NC NC 30-130 30 Pyridine ND 41 41 0�0 49 46 5,3 30-130 30 % 2,4,0-Tribromophenol 58 57 58 1.7 98 91 5,3 30-130 30 Page 8 of 10 QA/QC Data SDG J.D.: GBF48890 Additional 8270 criteria: 20% of compounds can be outside of acceptance criteria as long as recovery is at least 10°x. (Acid surrogates acceptance range for aqueous samples: 15-110%, for soils 30-130%) QA/QC Batch 256256, QC Sample No: B F50175 (B F48891) LCS L S D LCS MS MSD MS Rec RPD Parameter Blank % % FPD % % NPD Limb Limits * 2-Fluorobiphenyl 71 95 58 4.5 94 89 5.5 30-130 30 * 2-Fluorophenol 52 57 58 1.7 82 78 5.0 30-130 30 % Nitrobenzene -d5 71 51 83 3,2 83 77 7.5 30-130 30 % Phenol -d5 06 81 04 4.8 85 80 8.1 30-130 30 % Terphenyl-d14 78 71 76 6.8 84 80 4.9 30-130 30 Comment: 1 .9 95 110 14.5 70-130 30 1 J-01chloropropene ND Additional 8270 criteria: 20% of compounds can be outside of acceptance criteria as long as recovery is at least 10°x. (Acid surrogates acceptance range for aqueous samples: 15-110%, for soils 30-130%) QA/QC Batch 256256, QC Sample No: B F50175 (B F48891) Volatiles - Soil 1,1,1,2 -Tetrachloroethane ND 112 110 1.8 114 115 0.9 70-130 30 1,1,1 -Trichloroethane ND 113 114 0.9 119 117 1.7 70-130 30 1,1,2,2-Tetrechloroethane ND 106 101 4.8 117 118 0.9 70-130 30 1,1,2 -Trichloroethane ND 111 109 1.8 112 115 2.0 70-130 30 1,1--Dichloroethane ND 120 25.4 145 88 48.9 70-130 30 mr 1-- 1'Dichlaroethene ND 118 1 .9 95 110 14.5 70-130 30 1 J-01chloropropene ND 111 120 118 3.4 70-130 30 1,2,3-Trichlorobe nzene ND $ 3 . 117 121 3.4 70-130 30 1,2,3-TrichIoropropane ND 108 2.7 112 115 2.0 70-130 30 1,2,4-Trichlorobonzene 1,2,4-Trimethylbenzene ND ND 1 1 100 1 5.8 0.0 117 118 118 118 0.9 0.0 70-130 70-130 30 30 1,2-Dibromo-3-chloropropane ND 108 103 4.7 108 109 2,8 70-130 30 1,2-Dibrornoethane 1,2-Dichlorohenzeno ND N d 108 109 105 107 2.8 1.9 111 118 112 119 0.9 0.8 70-130 70-130 30 30 1 2-Dichl❑roethane ND 109 105 2.8 115 115 0.0 70-130 30 1,2-aichloropropene ND 110 109 0.9 115 118 0.9 70-130 30 1,3,5 -Tri methyIbenzene ND 111 111 0.0 120 118 1.7 70- 130 30 1, 3 -Dichlorobenzene 199 108 0.9 117 118 0.9 70-130 30 1,3-Dichloropropane ND 189 100 2.8 114 118 1.7 70-130 30 1,4 -Dichlorobenzene ND 110 108 1.8 118 117 0.9 70-130 30 2,2-Dichloropropene ND 124 93 28.8 128 118 8.1 70-130 30 2-Chlorotoluone N d 113 111 1.8 118 117 0.9 70-130 30 2-1-loxa nono N d 112 100 11.3 100 103 3.0 70-130 30 2-Isopropyltoluene ND 114 113 0.9 120 120 0.0 70-130 30 4-Chlorotoluene ND 199 197 1.9 118 118 0.0 70- 130 30 4-Diethyl-2-pentanone ND 112 198 3.8 107 112 4.5 70-130 30 Acetone N D 149 136- 9.1 Ill 111 0.0 70-130 30 r Acrylonitrile ND 128 84 41.5 135 78 53,5 70-130 30 m,r Benzene Nd 109 109 0.0 117 118 0.9 70-130 30 Bromobenzene ND 109 108 0.9 117 117 0.0 70-130 30 Bromochloromethane ND 108 78 34.8 115 107 8.1 70-130 30 r Bromodichloromethane ND 109 108 0.9 113 114 0.9 70-130 30 Bromoforrn ND 112 105 5.5 105 109 3.7 70 -130 30 B ramornothane ND 124 115 5.7 85 111 25.5 70-130 30 Carbon Disulfide ND 108 110 1.8 93 110 18,7 70-130 30 Carbon tetrachloride Na 114 110 3.8 114 109 4.5 70-130 30 Chlorobenzene ND 112 109 2.7 119 118 0.8 70-130 30 Ch loroethano N D 128 122 3.2 114 109 4.5 70-130 30 Chloroform ND 112 99 12.3 118 112 5.2 70-130 30 Ch loromethane ND 122 119 2.5 109 122 11.3' 70-130- 30 cis-1,2-Dichloroethene ND. 137 92 39.3 142 105 29.0 70-130 30 I,rr,r cis-1,3-aichlompropane ND 107 105 1.9 113 113 0.0 70-130 30 Page 9 of 10 Q QC ..Data SDG I.D.: GBF48890 LCS LCSD LCS MS MSD MS Rec RPD Parameter Blank % % RPD % RPD Limits Limits Dibromochloromethano ND 1a3 105 2.8 112 111 0.0 70-130 30 Dibroranornethane ND 109 104 4.7 109 111 1.8 70-130 30 Dichlorodifluoromethane ND 141 144 2.1 110 113 0.3 70-130 30 i Ethylbenzene ND 111 103 2.7 121 113 2.5 70-130 30 Hexachlercbutadiene ND 117 114 2.0 134 129 3.3 70-130 30' m IsoFropylbenzene ND 114 114 0.0 1121 119 1.7 70-130 30 rn&p-Xylene ND 110 103 1,3 119 118 0,3 70-130 30 Methyl ethyl ketone ND 1a0 97 8.9 102 100 3.9 70-130 30 Methyl t -butyl ether (MTBE) ND 107 103 3.8 114 100 7.3 70-130 30 Methylene chloride ND 112 114 1.8 100 117 7.1 70-130 30 Naphthalene ND 109 104 4.7 115 119 3.4 70-130 30 n-Butyibenzene ND 110 113 2.0 123 123 0.0 70-130 30 n-Propylbenzene ND 115 113 1.3 122 120 1.7 70-130 30 o -Xylene ND 110 114 1.7 117 118 0.9 70-130 30 p-lsopropyltoluene ND 112 0.0 123 121 1.6 70-130 30 sec-Butylbenzene ND 113 0.9 123 122 0.8 70-130 30 Styrene ND 11 110 110 116 0.0 70-130 30 tort-Butylbenzene ND 115 123 122 0.8 70-130 30 Totmchloroethene ND 1 10 0.9 121 113 2.5 70 -13D 30 Tetrahydrofuran (THF) ND 101 3.5 110 114 3.6 70-130 30 Toluene ND 11 10 0.0 117 11$ 0.9 70 - 130 30 trans-1,2-Dichlorootheno ND 18 2.6 113 112 0.0 70-130 30 trans-1,3-Dichloropropene ND 105 103 1.9 110 113 2.7 70-130 30 trans -1 A-dichloro-2-butene ND 109 103 5.7 100 108- 1.9 70-130 30 Trichloroethene ND 114 115 0.9 117 116 0.9 70-130 30 Trichlorofluoromethane ND 124 125 0.8 109 110 0.9 70 -13D 30 Trichlorotrifluoroethano ND 124 125 0.3 100 114 7.3 70-130 30 1linyJ chloride N 130 130 0.0 107 107 0.0 70-130 30 % 1 2-dichlorobenzene-cl4 1 08W 100 99 1.0 99 101 2.0 70-130 30 % Bromofluorobenzene 90 101 98 3.0 09 100 1.0 70-130 30 % Dibromofluoromethane 70 105 104 1.0 100 95 5.1 70-130 30 % Toluene -d$ 99 101 99 2.0 99 99 0.0 70-130 30 Comment: Additional 8200 criteria: 10% Of compounds can he outside of acceptance criteria as long as recovery is 40-200%. I = This parameter is outside laboratory Icsllcsd specified recovery limits. m = This parameter is outside laboratory ms/msd specified recovery limits. r = This parameter is outside laboratory rpd specified recovery limits. If there are any questions regarding this date, please call Phoenix Client Services at extension 200. RPID - Relative percent Difference LCS - Laboratory Control Sample LSD - Laboratory Control Sample Duplicate P" - M S -- Matrix Spike Ph ll1 Smiler, Laboratory Director IVIS Dup - Matrix Spike Duplicate October 10, 2013 NC - No Criteria Intl - Interference Page 10 of 10 r 0y � C C Q co 0 CL w L LU 00 CU co Q)im ■ w�•w cu www � 'C CO C3 z z CD �T c►? Q CL C E co C � •— C C ■�� 10 Ir/ Q .- C C ICL M C �--• 0 0 c 4- � C ,C 'O C_ c 15 0 .e (q L) "C 4-1 4�— C} .A id n u 0 CL o 4a M a) CL [l 0 � ca N 0 0-0 CL to � AV L nvironmental Laboratories, Inc. 587 East Middle Turnpike, p.O.Box 370, Manchester, CT 06045 N 11301 Tel. (860) 645+1102 Fax (860) 6d5-0823 NY Temperature, Narration October 10, 2013 The sunples its this delivery group were received at 40C (Note acceptance eritcria is above freezing up to 6°C) SING I.D.: GBF48890 'age I of I Ws m ONE NON , mommommons mmmm MENNEN P C.T. MALE ASSOCIATES APPEN9 , Drum Di t osal Manifest I P f erlerataris Now � � -- ads-pon$rt Ceryl l . 7ti Traporterrrr 8, Designated Facility I. Garierator ID number 2, Page 1 of 3. Emergency Response P ae �, Wash Tra kln N►�r ibar i Addra0s Oen6r*es Sits Address (It different than moiling`aOdress) City GU 01A'Dw SlArIgn 141 l Rook No SAMOV 80(0'05', HY 121606 U0A 1284h US U.S. EPA la Numb -or MC T U.S. EPA 11) Number rte! 3p1W' •'ti {r �,�•a , fir �s!% p +sWl� � 2 Slte Address. yy [�`'� p �y�� }{ �.y}y �`�• M. 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