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06/19/2020 - Geotechnical Engineering Study - - 1450 Osgood Street
GEOTECHNICAL ENGINEERING S for 1600 OSGOOD STREET NORTH ANDOVER MASSACHUSETTS Prepared For. HILLWOOD INVESTMENT PROPERTIES 4507 North Front Street Harrisburg, Pennsylvania Prepared By.- Langan Engineering & Environmental Services, Inc. 888 Boylston Street Boston, MA 02199 Clayton Patterson Associate John D. Plante, P.E. Managing Principal 19 June 2020 LAIVEiA /V Langan Project No.: 140182701 888 Boylston Street, Suite 510 Boston, MA 02199w 2 . 1 w 617.824,9101 www ,l nag r7�. r New Jersey-P York (�arne^tl �� Massachusetts tt Pennsylvania Washington,DC. West Virginia*Ohio*Florida*Texas*t.olordo o An7ona#1'' ir1 ,tcan+California Geotechnical Engineering Study 19 June 2020 1600 Osgood Street TOC Page i of ii North Andover, Massachusetts Langan Project No. 140182701 TABLE OF CONTENTS EXECUTIVESUMMARY..............................................................................................................1 INTRODUCTION...........................................................................................................................2 SITEDESCRIPTION......................................................................................................................2 PROPOSED DEVELOPMENT.......................................................................................................3 REVIEW OF AVAILABLE INFORMATION...................................................................................4 RegionalGeology............................................................................................................4 Federal Emergency Management Agency Flood Map.................................................4 Available Environmental Report (By Others)................................................................4 Available Historic Information .......................................................................................5 Available Geotechnical Information ..............................................................................5 Available Existing Foundation Information ..................................................................5 Available Environmental Explorations (Langan)..........................................................6...6 SUBSURFACE EXPLORATION ...................................................................................................6 Borings .............................................................................................................................6 Groundwater Observation Wells...................................................................................7 LaboratoryTesting..........................................................................................................7 SUBSURFACECONDITIONS......................................................................................................7 GEOTECHNICAL DESIGN RECOMMENDATIONS...................................................................10 Additional Post Demolition Explorations....................................................................10 SeismicDesign ..............................................................................................................11 Foundations...................................................................................................................12 GroundImprovement ...................................................................................................13 Settlement .....................................................................................................................14 FloorSlabs .....................................................................................................................14 Permanent Groundwater Control................................................................................15 SiteRetaining Walls......................................................................................................15 BelowGrade Walls........................................................................................................16 PavementDesign...........................................................................................................16 GEOTECHNICAL CONSTRUCTION RECOMMENDATIONS ...................................................17 SitePreparation.............................................................................................................17 ubgradePreparation...................................................................................................18 Excavation, Fill, Placement, and Compaction Criteria...............................................19 Temporary Groundwater Control................................................................................20 LAIVGAIV Geotechnical Engineering Study 19 June 2020 1600 Osgood Street TOC Page ii of ii North Andover, Massachusetts Langan Project No. 140182701 Soil Management of Excavated Soils During Construction......................................21 DESIGN, CONSTRUCTION DOCUMENTS & CONSTRUCTION QUALITY SERVICES..........21 LIMITATIONS.............................................................................................................................22 LIST OF FIGURES Figure 1 Site Location Figure 2 Surficial Material Figure 3 Bedrock Geology Figure 4 Effective FEMA FIRM Figure 5 Exploration Location Plan Figure 6 Subsurface Profile A-A' Figure 7 Subsurface Profile B-B' Figure 8 Subsurface Profile C-C' LIST OF APPENDICES Appendix A Available Historic Maps & Photographs Appendix B Available Historic Geotechnical Information Appendix C Available Existing Foundation Information Appendix D Langan Boring Logs Appendix E Langan Observation Well Installation Logs Appendix F Langan Lab Testing Results Appendix G Groundwater Elevation Data Appendix H Pavement Design Spreadsheet LAIVGAIV Geotechnical Engineering Study 19 June 2020 1600 Osgood Street Page 1 of 23 North Andover, Massachusetts Langan Project No. 140182701 EXECUTIVE SUMMARY The following presents an executive summary of our Geotechnical Engineering Study. The key geotechnical issues identified include: • the presence of existing structures to be demolished within the limits of the proposed fulfilment center, • the potential re-use of recycled materials (concrete and asphalt) on-site generated during demolition, • the presence of silts and clays beneath the existing sand layer, • variable density in the upper sandy material, • anticipated column loads up to about 1,990 kips, • shallow groundwater encountered in parts of the site, and • proposed fills up to about 15 feet in parts of the building footprint. A summary of the geotechnical-related construction premiums is included below. • Foundations and slabs for the proposed fulfilment center and water tank should be supported on a shallow foundation system bearing on ground improvement elements consisting of rigid inclusions, or an equivalently performing system, to achieve a minimum bearing pressure of 6 kips-per-square-foot (ksf). Alternately, the contractor may elect to excavate and replace material below the fulfilment center slab to eliminate slab supporting ground improvement elements. • New foundations around the perimeter of the existing office area should be supported on a shallow foundation system bearing on natural glacial till or compacted structural fill placed over natural inorganic soil. We understand no new structural columns are proposed within the existing footprint. Footings should be proportioned using an allowable bearing pressure of 4 ksf. • A vapor barrier and a minimum 6-inch-thick layer of 3/4-inch clean crushed stone be included beneath the slab. The vapor barrier for the proposed structure should be coordinated with the environmental requirements for the development. • Existing structures and utilities within the footprint of the proposed building should be completely removed and backfilled with structural fill, or at the discretion of the engineer. Existing utilities outside of the proposed building footprint should be removed or abandoned in place as specified herein. • Localized dewatering may be required throughout construction for deeper excavations, pits, etc. Dewater in accordance with state environmental regulations and permits. • Additional exploration work is recommended to refine the specialty contractor's ground improvement design and cost assumptions following demolition. L/Aa1VGA1V Geotechnical Engineering Study 19 June 2020 1600 Osgood Street Page 2 of 23 North Andover, Massachusetts Langan Project No. 140182701 INTRODUCTION This report presents our geotechnical engineering study for the proposed distribution facility and office renovations at 1600 Osgood Street in North Andover, Massachusetts. These findings and recommendations for earthwork, foundation and pavement design, and other geotechnical aspects of the proposed construction, were developed based on our December 2019 to January 2020 subsurface investigation and our November 2018 Geotechnical Engineering Study performed on the same property but using a different building and site layout (i.e., G+3 prototype). The current building and site layout is the AR Sort 640K G+4.5 prototype, as such, this report supersedes our November 2018 study. The data and information from both our additional borings and the borings described in our November 2018 Geotechnical Engineering Study were used to develop the findings and recommendations contained herein. Our approach and recommendations were developed considering permit site plans prepared by Langan (11 May 2019) and subsequent correspondence with Hillwood Investment Properties (Hillwood); any changes to the design scheme must be reviewed by Langan for effects on our recommendations. Environmental investigations and assessments were performed by our firm and were provided under separate cover. Elevations are referenced from a survey prepared by Bock and Clark's National Surveyors Network (23 May 2002), and a plan prepared by Weston Solutions (March 2012) referencing the NAVD 88 datum. SITE DESCRIPTION The 168-acre roughly triangular-shaped site is generally bounded by railroad tracks and the Merrimack River to the north, Route 125 to the east, wooded areas and Holt Road to the south, and wooded areas and industrial properties to the west. Figure 1 shows the site location and surrounding properties. The site is comprised of about 115 acres of developed land (comprised of over 40 buildings), 32 acres of landscaped areas in the north, and 21 acres of undeveloped woodlands and wetlands in the west and south. The majority of the developed land is a former manufacturing facility, comprised of a three-story 133,000 square-foot (sf) footprint office building, a former about 680,000 square-foot single story manufacturing building, and ancillary structures, including above ground storage tanks, cooling towers, a sanitary wastewater pump station, a decommissioned industrial waste-water treatment facility, tunnels, and smoke stack. The remaining portions of the developed land are primarily asphalt-paved roads and parking areas. The former manufacturing facility is no longer in operation and the site has been re-purposed into multiple tenants and operations. Solar panels are installed on the asphalt paved parking areas to L/'4a1VGA1V Geotechnical Engineering Study 19 June 2020 1600 Osgood Street Page 3 of 23 North Andover, Massachusetts Langan Project No. 140182701 the west and north of the existing manufacturing facility. An operational power substation associated with the solar panels is located to the north. Multiple underground utilities are present throughout the site including storm, sanitary, water, fire water service, fuel lines, gas, and electric. Additionally, based on a review of available information, some underground tunnels are present throughout the site connecting individual buildings. The site ranges in elevation from about elevation (el.) +26 to +37 on the northern portion of the property to about el. +70 to +120 in the southern portion of the property adjacent to Holt Road with topography decreasing from east to west towards the Merrimack River. The developed land ranges in elevation from about el. +47 to +68 along Route 125 and decreases to the west to about el. +28 to +39. Steep slopes are located on the southern and western portions of the developed land. The existing three-story office building has a finished floor elevation (FFE) of about el. +45.95, and the FFE of the former manufacturing building is about el. +47. PROPOSED DEVELOPMENT The site was proposed for a proposed G+3 sort fulfillment center. The development plans have changed to reflect the tenant's current AR Sort 640K G+4.5 prototype and will consist of the following: • All existing structures will be demolished, with the exception of a three-story office building to the east; • Renovations to the existing three-story office building including new loading dock areas, canopies, and fagade improvements requiring underpinning of existing foundations; • Construction of a 5-story fulfilment center building with a footprint of about 823,500 square-feet, having a finished floor elevation of about el. +47; • Construction of associated loading dock aprons, car and trailer parking lots, and dolly pads; • Construction of multiple stormwater management features across the development site; • Installation of new site utilities across the development area and a new water tank on the northwest corner of the proposed fulfilment center; and, • Construction of two retaining walls about 5 to 14 feet and 10 to 32 feet in height will be located at the western and southern portions of the proposed site-layout. We understand the existing office building may require underpinning and adding tiebacks to the existing foundations and retaining walls. The nature and extent of the reinforcing will be further evaluated by the contractor and the structural engineer. Existing grades within the proposed fulfilment center footprint generally range from about el. +32 to el. +47. L/Aa1VGA1V Geotechnical Engineering Study 19 June 2020 1600 Osgood Street Page 4 of 23 North Andover, Massachusetts Langan Project No. 140182701 Based on information provided to us by the project structural engineer, Browder + LeGuizamon & Associates, Inc., transmitted electronically on 07 January 2020, we understand the following for the AR Sort 640K G+4.5 prototype building: • Maximum Interior Gravity Column Loads = DL:1,040 Kips and LL.950 Kips; • Minimum Perimeter Gravity Column Loads = DL:360 Kips and LL.290 Kips, • Ground Floor Slab Load = 500 Ibs/ft2; • Maximum allowable total settlement for columns, walls, and slab: 1-inch; • Maximum allowable differential settlement: 1/2-inch; and, • Minimum Overall Floor Flatness / Floor Levelness = Ff50 / F135, per section 03 3100 of the tenant design guide (DB-47). If the structural loads are revised, we must evaluate the recommendations provided herein. We understand a module solar farm is proposed on the northern landscaped area of the site which beyond this current scope of this work. Additional explorations to understand potential options for solar support is recommended and can be studied if authorized and once the area becomes accessible. REVIEW OF AVAILABLE INFORMATION Regional Geology The 2006 "Surficial Geologic Map of Salem Depot — Northeast Massachusetts" (Figure 2) indicates the overburden is predominantly sand/gravel and till; the overburden material at the northwestern edge of the site (beyond the proposed building area) consists of floodplain alluvium (sand, gravel, silt, and organics). The 1983 "Bedrock Geologic Map of Massachusetts" (Figure 3) indicates the bedrock below the site is sandstone, siltstone and schist. Federal Emergency Management Agency Flood Map We reviewed the Flood Insurance Rate Maps (FIRM) for Essex County, Massachusetts published by the Federal Emergency Management Agency (FEMA), Map No. 25009CO226F effective 3 July 2018 (Figure 4). The eastern side of the site is in located in Zone X(unshaded), "areas determined to be outside the 0.2% floodplain (500 year floodplain)"; the western and northern parts of the site are located in Zone X (shaded) and Zone AE (based flood elevation of el. +31). Note the areas of the proposed development are outside of Zone AE. Available Environmental Report (By Others) Multiple environmental reports prepared by others have been prepared for the site. These reports include groundwater depths and elevations — this information was used herein. A summary of L/Aa1V5A1V Geotechnical Engineering Study 19 June 2020 1600 Osgood Street Page 5 of 23 North Andover, Massachusetts Langan Project No. 140182701 the environmental findings and recommendations presented in these reports was provided under separate cover as part of the 12 December 2018 Supplemental Phase II Environmental Site Investigation (ESI) report by Langan. Available Historic Information We reviewed topographic maps, aerial photographs, and Sanborn maps from 1888 to 2016 and have provided them in Appendix A. A brief summary of the site history is provided below. 1888 to 1918 — The site is primarily undeveloped and generally slopes downward from the southeast to the northwest. Two streams are present running through the site leading towards the Merrimack River and generally follow the existing grades from east to west. A railroad is present between the site and the river to the north and a roadway is present along the eastern edge of the site running north-south. 1938 — 1955 — The site is generally as it was between 1888 and 1918. Starting around 1938, select parts of the site have been cleared and appear to be used for farming activities. Several small structures and roads are present throughout the site. 1960 to 2016 — Starting around 1960, the main building at the site was constructed with parking areas to the north, east, and south. In the succeeding years, parking areas were built to the west and several outparcel buildings were built throughout the site. Available Geotechnical Information We reviewed forty-two historic boring logs (Appendix B) documenting borings drilled across the site in 1955 prior to the construction of the existing site buildings. The borings were advanced about 12 to 89 feet below the existing grade at the time. The historic information is generally consistent with our findings with the exception of several locations where peat, debris, and sandy loam conditions were encountered at the ground surface (these conditions were not encountered during our exploration work). These materials were generally encountered around the historic stream locations and may have been removed as part of past development activity. Available Existing Foundation Information We reviewed foundations plans for the existing buildings (Appendix Q. The foundation plans show the existing structures are founded on shallow spread footings. Allowable bearing pressures for the existing buildings range from about 3,000 to 4,000 pounds-per-square- foot (psf). Select bearing pressures of existing buildings are provided on Figure 5. L/'4a1VGA1V Geotechnical Engineering Study 19 June 2020 1600 Osgood Street Page 6 of 23 North Andover, Massachusetts Langan Project No. 140182701 Available Environmental Explorations (Langan) In conjunction with our geotechnical exploration work, Langan conducted an environmental subsurface exploration. See our Updated Phase I Environmental Site Assessment (22 May 2020) and our Supplemental Phase II ESI Report (17 December 2018) provided under separate cover; relevant information is incorporated herein. SUBSURFACE EXPLORATION Langan performed a preliminary subsurface exploration consisting of 13 borings in September 2018 and a supplemental investigation consisting of 21 exterior borings and 3 interior borings between December 2019 and January 2020 within or adjacent to the proposed building footprint. An exploration location plan is provided as Figure 5. Borings Thirteen borings (designated LB-01 through LB-13) were advanced between 6 and 27 September 2018 by New England Drilling Contractors (NEBC) under full-time Langan observation. The borings were advanced with a Stratasfor F-15 truck-mounted drill rig using mud rotary/roller bit drilling techniques. Borings were advanced to about 10 to 106 feet below the existing grades (about el. -63 to el. +33). Bedrock was cored in boring LB-10 using a 2-7/8-inch NX double-tube core barrel. The core barrel was equipped with a diamond cutting bit in accordance with ASTM D2113, Rock Core Drilling. Rock type, percent recovery (REC)l and Rock Quality Designation (RQD)2 were determined for the core run provided in Appendix D. Twenty-four borings (designated as LB-101(OW) through LB-107, LB-109 through LB-112, LB- 114 through LB-117, and LB-122(OW) through LB-130) were advanced between 13 December 2019 and 20 January 2020 by Seaboard Drilling Inc. (Seaboard) under full-time Langan observation. Exterior borings were advanced with a Mobile Drill B-53 truck-mounted drill rig using mud rotary/roller bit and hollow-stem-auger drilling techniques. Interior borings were advanced with a Diedrich D-50 ATV rig and a skid rig using mud rotary/roller bit and hollow-stem-auger drilling techniques. Borings were advanced to about 5 to 97 feet below the existing grades (about el. -55 to el. +41). Bedrock coring was not performed during this exploration phase. 1 Rock Core Recovery(REC)is defined as the ratio of the total length of rock recovered to the total core run length,expressed as a percent. 2 The RQD is defined as the ratio of the summation of each rock piece greater than 4 inches long (for NX cores)to total core run length, expressed as a percent. L/'4a1VGA1V Geotechnical Engineering Study 19 June 2020 1600 Osgood Street Page 7 of 23 North Andover, Massachusetts Langan Project No. 140182701 Standard Penetration Test (SPT) N-values3 were documented and soil samples were generally obtained continuously to a depth of about 12 feet and every 5 feet thereafter. Disturbed soil samples were obtained using a standard 2-inch-outer-diameter split-spoon sampler driven by a 140-pound automatic hammer in accordance with ASTM D1586, Standard Penetration Test. Recovered soil samples were visually examined and classified in the field in general accordance with the Unified Soil Classification System (USCS). Soil classifications, N-values, and other field observations were recorded on our field logs provided in Appendix D. Groundwater Observation Wells Groundwater observation wells were installed at boring locations LB-101(OW) through 1_13- 104(OW), LB-106(OW), and LB-122(OW) through LB-128(OW). The bottom of the wells extend about 9 to 29 feet below existing grade. Groundwater levels were monitored during the explorations. Well construction logs with groundwater elevation data are provided in Appendix E. Laboratory Testing Selected samples were submitted to a testing laboratory to confirm visual classifications and to determine index properties (physical and mechanical). Seven Atterberg limit tests, 12 grain-size analyses and moisture-content determinations, and 12 USDA soil texture classifications were performed; the results are provided in Appendix F. SUBSURFACE CONDITIONS The subsurface conditions generally consist of a surficial layer of asphalt, concrete or topsoil underlain by layers of granular fill, sand, silt/clay, glacial till, and finally bedrock. Top of bedrock was encountered about 49 to 104 feet below grade, or about el. +22 to +41. Groundwater was first encountered in the borings about 4 to 27 feet below existing grade. Generalized subsurface profiles are provided in Figures 6 through 8. A detailed description of subsurface materials encountered is provided below in general order of increasing depth. Surficial Materials Asphalt- A surf icial layer of asphalt pavement was encountered in all borings except LB- 02, LB-04, LB-101(OW), LB-1 12, LB-114, LB-117, and LB-128(OW) through LB-130. The asphalt pavement was about 2 to 8 inches thick, but more typically 4 to 6 inches thick, 3 The Standard Penetration Test(SPT)is an in situ testing technique used to infer soil density and consistency.The SPT N-value is defined as the number of blows required to drive a 2-inch-diameter split-barrel sampler 12 inches after an initial penetration of 6-inches using a 140-pound hammer falling freely from 30 inches. L/'4a1V5A1V Geotechnical Engineering Study 19 June 2020 1600 Osgood Street Page 8 of 23 North Andover, Massachusetts Langan Project No. 140182701 and underlain by about 6 to 10 inches of a gravelly granular sub-base material. About 6 to 10 inches of concrete was observed below the asphalt in boring locations LB-06, LB-1 2, LB-1 WON and LB-116. Topsoil — A surficial layer of topsoil was encountered in borings LB-02, LB-04, LB- 101(OW), and LB-128(0W) through LB-130 and was observed to be about 3 to 12 inches thick. The topsoil generally consists of silty sand with varying proportions of roots and fine gravel. Concrete Slab—The existing warehouse floor slab was pre-cored at boring locations LB- 112, LB-1 14, and LB-117 and was observed to be about 6 inches thick. Fill An about 0.5 to 18 foot thick layer of fill was encountered below the surficial material in all borings except borings LB-105, LB-111, LB-114, and LB-122(OW). Deeper fills were observed at boring locations adjacent to the existing buildings and fill thicknesses more typically ranged between 1 and 8 feet across the site. The fill is generally composed of fine to coarse sand with varying amounts of silt, gravel, clay and organics. We encountered buried topsoil at borings LB-01 and LB-101 as indicated by organic contents of less than 4%. SPT N-values within the fill layer vary from about 5 blows per foot (bpf) to split-spoon refusal (greater than 100 bpf); however, blow counts typically range from about 15 to 45 bpf. Note that high SPT N-values within the fill layer are likely the result of obstructions (boulders, cobbles, gravel, or debris) blocking the sampler. Laboratory testing of samples reported a fines content ranging from about 5 -49%. The measured moisture content was about 21 %. The fill layer is generally classified as SP-SM (poorly graded to silty sands) in accordance with the USCS. Sand Below the surficial material or fill layer an about 2 to 42 foot thick layer of sand was encountered in all borings, except LB-08, LB-107, LB-110, LB-1 15, and LB-122(OW). In borings LB-01, LB-08, LB-104(OW), LB-105, LB-114, LB-127(OW), and LB-130 a secondary sand layer about 7 to 27 feet thick was encountered under the silt/clay layer. Several locations were terminated within the secondary sand layer at their intended depth. The sand is generally composed of fine to medium sand with varying amounts of silt, gravel and clay. SPT N-values within the sand layer vary from about 2 blows per foot (bpf) to split-spoon refusal (greater than 100 bpf). Typical blow counts in the upper sands range from about 15 to 40 bpf and the secondary sand layer ranges from about 9 to 39 bpf. Zones of loose sand were observed between 10 and 45 feet below ground surface in the northwestern portion of the proposed building footprint. Note that high SPT N- L/'4a1VGA1V Geotechnical Engineering Study 19 June 2020 1600 Osgood Street Page 9 of 23 North Andover, Massachusetts Langan Project No. 140182701 values within the sand layer are likely the result of obstructions (boulders, cobbles, or gravel) blocking the sampler and outlying low blow counts in the upper soils may be a result of sample disturbance. Laboratory testing of samples reported a fines content ranging from about 21 -31 %. The measured moisture content was between about 4 and 25%. The sand layer is generally classified as SP (poorly graded) in accordance with the USCS. Silt/Clay Below the sand layer an about 3 foot thick to more than 90 foot layer of silt and clay was encountered in borings LB-01, LB-03, LB-04, LB-05, LB-07, LB-08, LB-12, LB-102(OW) through LB-105, LB-107, LB-109, LB-112, LB-114, LB-122(OW), LB-125(OW) through LB- 127(OW), and LB-130. In borings LB-08, LB-107 and LB-122(OW) the silt/clay layer was observed directly below the fill layer. The silt/clay layer is generally composed of silt or clay with varying amounts of fine sand, fine gravel, and organics. SPT N-values within the silt/clay layer vary from about 5 to 52 bpf with typical values of about 7 to 21 bpf. Soft zones were observed between about 25 and 65 feet below ground surface in the northwestern portion of the proposed building footprint. Laboratory testing of silt samples reported fines contents of about 71 — 95%, moisture content of about 26 — 36%, Atterberg tests reported a liquid limit of 27, plastic limit of about 20 — 23, and a plasticity index of about 4 — 7. Laboratory testing of clay samples reported moisture content of about 28 — 31 %, Atterberg tests reported a liquid limit of about 30 - 37, plastic limit of about 21 — 22, and a plasticity index of about 9 — 16. The silt layer is generally classified as M L; the clay layer is generally classified as CL in accordance with the USCS. Glacial Till Below the fill, sand, or silt/clay layer glacial till was encountered between 6 and 92 feet below ground surface and varies in thickness from 12 to 79 feet. The glacial till is generally composed of fine to coarse sand with varying amounts of silt, clay, and fine gravel. SPT N-values within the glacial till layer vary from about 14 bpf to split-spoon refusal (greater than 100 bpf); however, typical values vary from about 29 to more than 50 bpf. Note that high SPT N-values within the glacial till layer are likely the result of obstructions (boulders, cobbles, or gravel) blocking the sampler. Laboratory testing of samples reported a fines content between about 19 and 58%. The measured moisture content was between about 8 and 16%. The glacial till layer is generally classified as GM-SM silty gravel to silty sands in accordance with the USCS. L/'4a1VGA1V Geotechnical Engineering Study 19 June 2020 1600 Osgood Street Page 10 of 23 North Andover, Massachusetts Langan Project No. 140182701 Bedrock Bedrock was inferred as evidence by refusal of the drilling equipment at about 49 to 104 feet below existing site grades (about el. -47 to el. -55.5). Bedrock was cored in boring LB-10 from about 49 to 54 feet (about el. -16 to el. -21) and was comprised of sandstone. The RQD and REC of the rock core sample were 0 and 50 percent respectively. The low RQD was partially due to weathering of the rock. Groundwater Groundwater was first encountered in the borings from about 4 to 27 feet below existing grade in all borings (about el. +22 to +41). Groundwater generally slopes down from east to west across the site and follows site grades sloping down towards the river in the west. A site-wide groundwater elevation survey was completed as part of Langan's December 2018 Supplemental Phase II ESI Report. Excerpts from the report, including a summary table of measured groundwater elevations and a groundwater contour map are provided in Appendix G. Stabilized groundwater measurements from December 2019 and January 2020 installed monitoring wells are summarized in Appendix G-Table G.1. Within the proposed building footprint, stabilized groundwater elevations were measured between about el. +20 and +38, or about 9 to 27 feet below the proposed fulfilment center finished floor. One monitoring well, SB13/LMW13, located on the northeast side of the existing manufacturing building observed measured groundwater elevations of about el. +44; however, this location is outside of the proposed fulfilment center footprint. Groundwater should be expected to fluctuate with seasonal activity, precipitation, etc. GEOTECHNICAL DESIGN RECOMMENDATIONS The following key geotechnical issues have been identified: • Existing structures to be demolished within the limits of the proposed fulfilment center, or at the discretion of the engineer. Existing utilities outside of the proposed building footprint should be removed or abandoned in place. • Variable densities in the upper sands. • The presence of silts and clays. • Column loads up to about 1,990 kips. • Groundwater within about 9 feet of the proposed finished floor elevation. L/'4a1V5A1V Geotechnical Engineering Study 19 June 2020 1600 Osgood Street Page 11 of 23 North Andover, Massachusetts Langan Project No. 140182701 Additional Post Demolition Explorations Test-pits and additional borings should be performed within the limits of the previously inaccessible areas within the existing building following demolition. The additional explorations would serve to further refine contractor assumptions and the subsurface characterization. Additional borings should be drilled throughout the proposed building footprint and along the proposed retaining wall alignments. About 15 additional borings should be performed within the building footprint and about 3 to 4 additional borings and supplemental test pits should be performed in proposed retaining wall areas, based on accessibility. Note, several of these boring will need to be located within the limits of the existing solar fields. The borings would serve to further evaluate shallow groundwater and delineate the horizontal and vertical extents of the silts and clays — if encountered, additional lab testing will also be performed. Following building demolition, we can prepare a supplemental exploration plan that will be coordinated with the ground improvement specialty contractor. Once the post-demolition exploration work is complete, a geotechnical engineering memorandum will be provided to supplement the findings of this report. Seismic Design This section presents seismic design recommendations per the 9t" Edition of the Massachusetts State Building Code (MSBC), CMR 780, which incorporates the International Building Code (IBC) 2015 by reference with state specific amendments. We have considered the soil conditions encountered in the borings to be consistent and representative of the soil conditions in the top 100 feet of soil at this site. Table 1. Seismic Design Values Description Parameter Recommended Value Mapped Spectral Acceleration for short periods: SS 0.251 g Mapped Spectral Acceleration for 1-sec period: S, 0.076 g Site Class: -- D — Stiff Soil Profile Site Coefficient: Fa 1.6 Site Coefficient: F„ 2.4 5% damped design spectral response acceleration at . SDs 0.268 g short periods: 5% damped design spectral response acceleration at • SD1 0.122 g 1-sec period: Anticipated Risk Category -- II Seismic Design Category -- B L/'4a1VGA1V Geotechnical Engineering Study 19 June 2020 1600 Osgood Street Page 12 of 23 North Andover, Massachusetts Langan Project No. 140182701 Description Parameter Recommended Value Seismically Induced Lateral Earth Pressures H is the height of the wall measured as the difference in elevation of finished ground surface or floor in front of and behind the wall.The earthquake force from the backfill Eq 1 0.81"1 shall be distributed as an inverted triangle over the height of the wall. For wall strength design,a load factor of 1.43 shall be applied to the earthquake force in accordance with Section 1610.2 of the building code. Based on the above spectral accelerations and the anticipated risk category we have estimated the Seismic Design Category (SDC). The structural engineer is responsible for confirming the appropriate use group, occupancy category, and final SDC for the proposed structure. It is our opinion that the soils at the site are not susceptible to liquefaction as defined in Section 1806.4 of the MSBC. Foundations Fulfilment Center and Water Tank The 823,500 square-foot fulfilment center with four internal mezzanine levels (i.e. up to five stories tall) has structural column loads up to about 1,990 kips. The materials encountered at the anticipated footing elevations consist of granular fill and sand underlain by silts/clays and glacial till. Given the thickness of the silts and clays, the quality of the existing fill and estimated settlement, we recommend that ground improvement be used to transfer loads and limit the overall settlement. We recommend the proposed fulfilment center and water tank be supported on a shallow foundation system bearing on ground improvement elements consisting of concrete columns in the fill and underlying soils; these systems are typically proprietary such as Rigid Inclusions (Rls — Keller Group), GeoConcrete Columns (GCCs - GeoPler) or Controlled Modulus Columns (CMCs - Menard). The contractor may elect to propose alternate ground improvement systems such as rammed aggregate piers, for evaluation by the design team. Alternate ground improvement systems must meet the performance criteria contained herein. Additional Information is provided below. After ground improvement work is complete, the proposed building and water tank can be supported on a shallow foundation system using a minimum allowable bearing pressure of 6,000 psf and may be able to increase up to 8,000 psf, pending coordinating with the specialty contractor. Higher capacities may be achieved depending on the selected ground improvement technology. For a higher bearing capacity, we recommend the contractor perform a pre-trial ground improvement program to further evaluate soil responses and refine the overall design. Revised bearing capacities will also need to be coordinated with the structural engineer. Geotechnical Engineering Study 19 June 2020 1600 Osgood Street Page 13 of 23 North Andover, Massachusetts Langan Project No. 140182701 Existing Three-Story Office Building In the vicinity of the existing three-story office building, the subsurface conditions generally consist of fill underlain by glacial till. New loading dock walls and wells (as defined on the structural drawings) can be supported on a shallow foundation system bearing on natural glacial till or compacted structural fill placed over natural inorganic soil. Footings should be proportioned using an allowable bearing pressure of 4,000 psf. Foundations should not be located so that one foundation is within the zone of influence of an adjacent foundation. The zone of influence is taken as a 1 HIV projection extending outward and downward from the edge of the foundation. We understand the existing office building may require underpinning and tiebacks of existing foundations and retaining walls. Per the structural drawings, the contractor will be submitting an as-built survey of the existing foundations and walls compared to new grades to determine the extent of underpinning and tieback requirements. This information should be provided to the structural engineer and shop drawings of proposed reinforcing will be required. Any additional support, lateral or underpinning, should be designed to limit movement of the existing structure during construction. Underpinning, tiebacks, or other lateral restraints should be design by designed by a professional engineer licensed in the Commonwealth of Massachusetts. General All exterior footings should be constructed 48 inches or deeper below the lowest adjacent grade for frost protection. Interior footings in heated spaces may be constructed at a convenient depth below the slab; however, all bottoms of footings should be at least 1.5 feet below the finished- floor elevation. Isolated column footings should have a minimum dimension of 3 feet and strip footings should have a minimum width of 2 feet even if smaller dimensions can be justified using the recommended allowable bearing pressure. Ground Improvement Fulfilment Center and Water Tank A ground improvement program should be implemented for the fulfilment center and water tank area to improve the surficial sands and underlying silts and clays. Based on our experience, the ground improvement would consist of end-bearing rigid inclusions (Rls, GCCs or CMCs), or a similarly performing system. Rigid inclusions consist of drilling a hollow auger into the overburden soils and filling the excavated hole with a cement-based grout column through the hollow auger. The process of L/'4a1V5A1V Geotechnical Engineering Study 19 June 2020 1600 Osgood Street Page 14 of 23 North Andover, Massachusetts Langan Project No. 140182701 augering will generate some spoils — soil management is discussed under a separate Langan report. The rigid inclusions essentially improve the ground conditions by stiffening the composite ground mass. The rigid inclusions installer should be aware of the potential for unfavorable subsurface soil and groundwater conditions (i.e., potential obstructions and shallow groundwater) in developing their scope of work. We expect that the rigid inclusions would be advanced to the top of the glacial till material throughout the building footprint. Generally, the rigid inclusions would be shallower to the south and deeper to the north. Rigid inclusions are typically 10 to 20 inches in diameter and are installed beneath walls, slabs and footings on a grid pattern that is spaced depending on the underlying soils, loads, and settlement criteria. One to three feet of granular material (such as dense graded aggregate or a mud mat) is required between the rigid inclusions and building foundations as a load transfer platform (LTP). The final design of the LTP will need to be coordinated with the ground improvement specialty contractor and the earthwork contractor. The rigid inclusions diameter, spacing, grout mix and strength, and locations should be designed by a professional engineer licensed in the Commonwealth of Massachusetts and submitted to our firm for review. We recommend that spacing of rigid inclusions and estimated settlement be verified before construction by performing a footing load test and/or modulus test within the proposed structure footprint. Because the subsurface conditions vary throughout the site, we recommend that a minimum of two load-test areas be selected to confirm the ground improvement specialty contractor's design assumptions that meet the performance criteria outlined below. Settlement Total settlement of the structures are estimated to be on the order of 1 inch or less, provided the bearing pressure recommended here is used and the subgrade preparation work described here is performed. Differential settlements of adjacent new structure columns are expected to be about 1/2 inch. The majority of the settlement is expected to take place during construction. The settlement criteria must be provided as part of the specifications for the ground improvement. We understand up to 15 feet of fill will be placed within the building footprint. The raise-in-grade should be placed prior to the commencement of ground improvement. It is anticipated that the settlement induced from the raise-in-grade in the uppers sands and in the fill will be nearly immediate and will take place during construction. Floor Slabs We recommend that ground-floor slabs be constructed as a slab-on-grade bearing on improved ground, as described above. The slab-on-grade should be designed for a modulus of subgrade L/Aa1V5A1V Geotechnical Engineering Study 19 June 2020 1600 Osgood Street Page 15 of 23 North Andover, Massachusetts Langan Project No. 140182701 reaction of 150 pounds-per-cubic-inch (pci) for point loading and short-term loading conditions. For product loading and long-term loading conditions, the modulus of subgrade reaction should be reduced to 80 pci. We recommend a minimum 6-inch thick layer of 3/4-inch clean crushed stone be included beneath the slabs to protect the prepared subgrade and to serve as a capillary break. Final crushed stone thickness should be coordinated with the sub-slab depressurization system (SSDS) and ground improvement. A vapor barrier should be used above the crushed stone and below the ground- floor slab to limit transmission of water vapor through the slab. Omission of a vapor barrier can lead to floor-covering problems including delamination and mold. The vapor barrier for the proposed structure should be coordinated with the environmental requirements for the development. The crushed stone layer of the proposed SSDS may also serve as the crushed stone base course layer below the concrete floor slab. SSDS design drawings are provided under separate cover. The overall thickness of the crushed stone may be altered to meet the porosity/permeability requirements of the SSDS and the system should be coordinated with the ground improvement installation. The contractor may elect to place up to 4-inches of a fine to medium sand (i.e., stone dust) above the vapor barrier for slab constructability considerations. The fine to medium protective sand layer should have a maximum particle diameter no greater than 3/16-inch and should consist of hard durable sand free from ice and snow, roots, sod and other deleterious matter. Fill placed above the vapor barrier should be free of volatile organic compounds (VOCs) as demonstrated by analytical testing and field screening. Alternative Floor Slab Design: The contractor may elect to excavate and replace soils below the slab-on-grade to eliminate slab supporting ground improvement elements for the proposed fulfilment center. We recommend a minimum three-foot over-excavation and replacement with structural fill within the slab limits. Reclaimed clean crushed concrete from the demolition of the existing buildings may be used as the structural fill for the final three feet below the slab-on-grade base course and/or SSDS provided the material is placed and compacted to the specified requirements. The crushed concrete fill should be crushed to the gradation requirements for MassDOT Item 1.03.1, Processed Gravel for Subbase. The contractor is advised that the Massachusetts Department of Environmental Protection (DEP) and the local Board of Health must receive a notification form at least 30 days in advance of crushing operations in order to comply with the DEP policy regarding recycling of Asphalt, Brick and Concrete (ABC Policy). The contractor should coordinate the re- use of ABC materials with the ground improvement specialty contractor. It is anticipated crushed concrete will only be allowed for re-use within the building footprint and will require additional approvals with the Town of North Andover. Reclaimed asphalt pavement should not be re-used within the building footprint. L/'4a1V5A1V Geotechnical Engineering Study 19 June 2020 1600 Osgood Street Page 16 of 23 North Andover, Massachusetts Langan Project No. 140182701 No additional over-excavation is required in cut areas where more 4 feet of soil will be removed to reach the proposed slab subgrade. Cut areas of less than 4 feet should be over excavated as outlined above. Permanent Groundwater Control Perimeter wall and footing drains should be installed to divert groundwater flow away from the structure during prolonged precipitation, snowmelt, or utility breaks. Manufactured geocomposite drainage panels or a 12-inch-wide layer of 34 inch clean crushed stone should be installed against the outside of all perimeter walls and should extend to within 1 foot of adjacent surface grade. The drainage panels (or crushed stone) should connect to a perforated footing drain pipe, having a minimum diameter of 6-inches, at the base of the footing. The footing drains should be connected to the site stormwater system and where possible drain by gravity. Where used, drainage panels should be secured in place and the filter-fabric side must face the soil. If clean crushed stone is used, it should be wrapped with a geotextile filter fabric. Site Retaining Walls We understand that site retaining walls may be necessary to achieve proposed site grades. Site fill-retaining walls may be designed as segmental retaining walls (SRW) consisting of geogrid reinforced modular block walls (such as Mesa, Keystone, Versa-lok, or Redi-Rock type walls) or gravity-type retaining walls in cut areas, depending on the location and size of the proposed wall. Segmental walls are not designed to withstand hydrostatic pressure (water buildup) behind the wall and surface water runoff should be diverted away from the retaining wall area. Foundation drains should be installed in accordance with the manufacturer's recommendations. Maintaining adequate drainage behind retaining walls is critical to their long-term performance. We recommend the following design criteria for a SRW system: Table 2: Segmental Retaining Wall Design Criteria Material Unit Weight Internal Friction Angle Cohesion (Pcf) (degrees) (Psf) Reinforced Fill (Structural Fill) 130 32 0 Retained Soil (Existing Soil) 130 32 0 Foundation Soil (Native Soil) 130 34 0 Other Design Criteria: Backfill Slope Angle Behind Wall—Varies-See Grading Plans. Traffic Surcharge Design Load Behind Wall—300 psf (adjacent to access roads only) Min. Factor of Safety Against Overturning—2.0 Min. Factor of Safety Against Sliding— 1.5 Min. Factor of Safety Against Geogrid Tensile Overstress— 1.5 Min. Factor of Safety Against Geogrid Pullout from Soil— 1.5 Seismic Design Load—Per IBC 2015 and MSBC9. Preliminary Net Allowable Soil Bearing Pressure—Not to exceed 4,000 psf(no ground improvement) Geotechnical Engineering Study 19 June 2020 1600 Osgood Street Page 17 of 23 North Andover, Massachusetts Langan Project No. 140182701 The proposed retaining wall design (including calculations) and construction means and methods signed and sealed by a professional engineer licensed in the Commonwealth of Massachusetts. Temporary excavation support may be required for the southern retaining wall. Additional explorations are proposed in this area to further evaluate subsurface conditions. Below Grade Walls Permanent below-grade walls, such as wells, which are considered to be fixed against rotation, should be designed to resist soil and surcharge pressures. Backfill should not be placed against below-grade walls until the wall concrete has reached its 28-day compressive design strength and has been approved by the structural engineer. We recommend that the below-grade foundation walls (i.e. fixed walls) be designed using a triangular earth-pressure distribution having an equivalent fluid weight 60 Ib/ft2 per foot of depth. An additional surcharge load, to account for traffic, stockpiles, etc., on the below-grade foundation walls should be included by adding a uniform stress equal to one-half the surcharge load in addition to the soil loading. The design lateral pressures provided presume that groundwater levels coincide with the bottom of wall and the use of free-draining clean stone as backfill or a manufactured drain panel behind the walls. If drainage is not provided, the below-grade foundation walls should be designed using a triangular earth-pressure distribution having an equivalent fluid weight 90 Ib/ft2 per foot of depth. Pavement Design We have provided recommendations for minimum asphalt pavement sections in accordance with Design Bulletin DB-0088 and using the daily traffic loading provided by Langan (traffic consultant) of: 4,000 cars, 50 light trucks/busses, and 350 heavy trucks. The pavement sections were designed using a 20-year life expectancy and a California Bearing Ratio (CBR) of 15 for proof rolled site soils or properly placed compacted fill. CBR testing must be performed by the contractor in pavement areas at the start of construction to confirm the design assumptions. Pavement design calculations for the fulfilment center are provided in Appendix H. Refer to subsequent sections for subgrade preparation procedures. Our recommendations for both the proposed fulfillment center and for the 3-story office building are provided in Table 3 below. L/'4a1V5A1V Geotechnical Engineering Study 19 June 2020 1600 Osgood Street Page 18 of 23 North Andover, Massachusetts Langan Project No. 140182701 Table 3: Recommended Standard & Heavy Duty Flexible Pavement Sections Thickness Material Standard Duty Heavy Duty (Car Parking (Drive Aisles & Areas) Truck Areas) AR Sort 640K G+4.5 Fulfillment Center Top (Finish) Course (MassDOT Item M3.11.03): 2.0 inches 2.0 inches Asphalt Pavement Binder Course (MassDOT Item . 2.0 inches 3.5 inches M3.11 .03). Based Course (Dense Graded Crushed Stone for Subbase, MassDOT Item M2.01.7 or Processed 6.0 inches 12.0 inches Gravel for Subbase, Item M1.03.1): 3-Story Office Building Top (Finish) Course (MassDOT Item M3.11.03): 1.5 inches 2.0 inches Asphalt Pavement Binder Course (MassDOT Item . 2.0 inches 2.0 inches M3.11 .03). Based Course (Dense Graded Crushed Stone for Subbase, MassDOT Item M2.01.7 or Processed 6.0 inches 12.0 inches Gravel for Subbase, Item M 1.03.1): Refer to Standard Specifications for Highways and Bridges, latest edition. GEOTECHNICAL CONSTRUCTION RECOMMENDATIONS Site Preparation Site development plans include demolition and removal of the existing site features. All existing foundations, floor slabs, and utilities should be completely removed within 10 feet of the proposed footprint and office additions. The contractor may evaluate the location, diameter and depth of existing utilities within the building footprint for submittal to the geotechnical engineer. Select utilities may be left in-place following coordination with the geotechnical engineer and the ground improvement specialty contractor. Below-grade structures outside of the building footprint can be abandoned in place provided they are removed to at least 3 feet below finished subgrade levels, 2 feet below proposed utilities, and to eliminate conflicts with new utilities or structures. Existing tunnels outside of the proposed building footprint should be completely removed; alternatively the ceilings can be removed and the tunnel can be completely infilled. Slabs and tunnels left in place should be sufficiently broken up to allow water to drain, and so that a geotechnical engineer can observe if voids exist beneath the slab. Existing asphalt pavement and concrete walkways should be completely removed. L/Aa IV GA IV Geotechnical Engineering Study 19 June 2020 1600 Osgood Street Page 19 of 23 North Andover, Massachusetts Langan Project No. 140182701 Existing utilities within the building footprint should be completely removed. Existing utilities outside of the proposed building footprint should be removed or abandoned in place by completely filling with grout. Excavations made to remove below-grade elements should be backfilled with approved, compacted fill in accordance with the Excavation, Fill, Placement, and Compaction Criteria section of this report and any environmental requirements. Clearing and grubbing of trees and vegetation designated for removal (including root systems) should be performed. Buried debris should be completely removed beneath proposed building slab and footing locations. Topsoil should be stripped from the proposed building and pavement areas, and should be stockpiled and protected from erosion. Topsoil should be evaluated by a landscape architect for reuse in landscape areas (if permitted by the environmental engineer). All clearing and stripping activities should be performed in strict accordance with the approved soil- erosion and sediment-control plan and the environmental reports prepared for the project. All demolition and site-clearing work should be performed in accordance with any environmental requirements established for the site, and all local, state, and federal regulations. All debris and trees and other vegetation should be properly disposed of offsite in accordance with applicable regulations. All construction work should be performed so as not to adversely impact the neighboring buildings, off site structures or utilities, including the existing utilities and trees that are to remain. Protection of these elements should be provided as necessary. Before beginning grading or placing fill, any miscellaneous trash, debris, or other unsuitable materials should be removed from the site. Subgrade Preparation All footing and utility-trench subgrades should be proofrolled with six overlapping coverages of a double-drum 1-ton walk-behind vibratory roller (such as a Bomag BW75 or equivalent). All slab subgrade areas should be proofrolled before placing any concrete or structural fill with six overlapping coverages of a vibratory drum roller having a minimum static drum weight of 10 tons. Additional recommendations for a load transfer platform specified by the ground improvement installer may be required. Soft areas identified during proofrolling should be excavated and replaced with approved structural fill as described in the Removal and Replacement section. The actual extent of necessary removal and replacement should be determined by a qualified Langan geotechnical engineer. Care should be taken when proofrolling near any existing underground utilities that are to remain. Soil footing subgrades should be excavated level and if any cobbles or boulders are encountered at the footing subgrade level such that a relatively level subgrade is not achieved, the cobbles or boulders should be removed and replaced with compacted structural fill, compacted 3/4-inch L/'4aIVGAIV Geotechnical Engineering Study 19 June 2020 1600 Osgood Street Page 20 of 23 North Andover, Massachusetts Langan Project No. 140182701 crushed stone, or lean concrete. All soil subgrades for footings or slabs should be compacted to the project specified compaction criteria. If foundations are not poured in a timely manner, the subgrade should be protected with a lean concrete mud mat to protect the footing subgrades. Steps should be taken by the contractor to control and remove surface-water runoff and precipitation. When soil is wet and subjected to construction traffic, previously acceptable subgrades can soften and become unacceptable. A smooth drum roller should be used to seal the surface and provide for better drainage. We also recommend crowning or sloping the subgrade to provide positive drainage off the subgrades. Excavation, Fill, Placement, and Compaction Criteria Excavation through the sand can likely be performed using conventional earthmoving equipment (e.g., backhoes, excavators, dozers, etc.). Larger excavation equipment will likely be required during demolition to remove existing foundation elements and below-grade structures. Excavations made for footings and utilities should be conducted to minimize disturbance to the subgrade (i.e., backhoe with a smooth-edge bucket). All excavations should be properly sloped or braced and conform with applicable OSHA regulations including, but not limited to, temporary shoring, trench boxes, temporary rock stabilization, or proper benching or both. All excavation and backfilling must be performed in accordance with the project environmental engineer's recommendations. As outlined in the DEP Bureau of Resource Protection —Wetlands Order of Conditions Item No. 67, all import soils shall be certified clean fill free of hazardous substances. Any imported fill will require a certificate of origin or analytical testing to certify the material is free from hazardous substances. The Conservation Commission may review the applicable documentation. The following types of fill can be used. Structural Fill — Structural fill should be well-graded sand and gravel having a maximum particle size of 3 inches and no more than 10% passing the No. 200 sieve. Additionally, the structural fill should be free of organics, clay, roots, concrete, other non-soil constituents, and other deleterious or compressible materials. Any approved imported structural fill should be certified clean fill free of hazardous substances and meeting all local, state, and regulations. Material Reuse — The contractor may reuse the on-site sand as structural fill provided the soils meet the requirements for structural fill outlined above and is approved by the L/Aa1VGA1V Geotechnical Engineering Study 19 June 2020 1600 Osgood Street Page 21 of 23 North Andover, Massachusetts Langan Project No. 140182701 environmental engineer. The overall amount of soil that can be reused will be dependent on the amount of fines present within the soil, the time of year the earthwork is carried out (e.g., potentially inclement weather), and the earthwork contractor's ability to stage, aerate and process the material to facilitate placement and compaction. The contractor may elect to process the existing asphalt pavement parking lots and concrete from on-site building demolition of abandoned concrete foundations and floor slabs. If reclaimed pavement or concrete is used, the materials should be processed by recycling existing on-site sources and not be produced from on-site pavement or concrete sources. Processed material should be crushed to the gradation requirements for MassDOT Item 1.03.1. Processed Gravel for Subbase. Reclaimed clean crushed concrete should be free from reinforcing steel and surface coatings, and processed by crushing as required by the ACB Policy. Re-use of processed materials will need to be approved by the Town of North Andover. It is anticipated crushed concrete will only be allowed for re-use within the building footprint. General Fill — On-site soils not meeting the requirements for structural fill can be used as general fill for site landscape and other nonstructural areas (e.g., landscaped areas) if environmentally suitable for reuse. The fill and silt layers may be used as general fill, if required. Compaction Criteria — All fill should be placed in uniform 12-inch-thick loose lifts and compacted. Fill in landscaped areas should be compacted to 90% of its maximum dry unit weight as determined by ASTM D1557; all other fill should be compacted to at least 95%. In restricted areas where only hand-operated compactors can be used, the maximum lift thickness should be limited to 8 inches. The appropriate water content at the time of compaction should be plus or minus 2% points of optimum as determined by the laboratory compaction tests of proposed fill. No backfill should be placed on areas where free water is standing or on frozen subsoil areas. Temporary Groundwater Control Groundwater was first encountered in the borings from about 4 to 27 feet below existing grade in all borings (about el. +22 to el. +41). Stabilized measurements within the proposed building footprint range from about 9 to 27 feet below existing grade (about el. +20 to el. +38). We anticipate that dewatering will be required during construction for deeper excavations, foundations, and site features. Water infiltration to the foundation excavation can likely be controlled using gravity-fed sump pumps via gravel trenches or sumps assisted with collector trenches; however, the final dewatering measures required should be evaluated and designed L/'4a1V5A1V Geotechnical Engineering Study 19 June 2020 1600 Osgood Street Page 22 of 23 North Andover, Massachusetts Langan Project No. 140182701 by the contractor. The dewatering measures implemented should adequately dewater all foundation-related excavations such that compaction of footing subgrades is feasible. Collection of rainwater runoff will also be needed during the excavation of the removal and replacement program and during the subgrade preparation work. Water runoff is expected to be controlled with the use of gravel-lined collection trenches, pits and submersible pumps. Care should be taken to ensure that drainage is provided during all phases of excavation work. Environmental pretreatment of groundwater, if necessary, is beyond the scope of this work. Collected water should be discharged in accordance with applicable regulations. Soil Management of Excavated Soils During Construction Based on numerous subsurface investigations performed at the site, the presence of contaminated soil and groundwater has been documented. The excavation and off-site disposal of soils during construction will be conducted under a Release Abatement Measure (RAM) Plan and in accordance with a Soil Management Plan and the Activity and Use Limitation (AUL). An Odor and Dust Control Plan and a site-specific Health and Safety Plan will also be required. Specifically, chlorinated solvents have been detected on the site which may off-gas during the removal of building slabs. The RAM Plan will be submitted to the DEP by Langan prior to construction. Soil management shall be in compliance with local, state, and federal regulations, and with the Massachusetts Contingency Plan (310 CM R 40.0000), as well as, the RAM Plan and AU L. The RAM Plan will be provided under separate cover. DESIGN, CONSTRUCTION DOCUMENTS & CONSTRUCTION QUALITY SERVICES During final design, Langan should be retained to consult with the design team as geotechnical questions arise. Technical specifications and design drawings should incorporate our recommendations. When authorized, we will assist the design team in preparing specification sections related to geotechnical issues such as earthwork, ground improvement, shallow foundations, backfill, and excavation support. Langan should also, when authorized, review the project plans and contractor submittals relating to materials and construction procedures for geotechnical work to confirm the designs incorporate the intent of our recommendations. Langan has explored and interpreted the site subsurface conditions and developed the foundation design recommendations contained here, and is therefore best suited to perform quality- assurance observation and testing of geotechnical-related work during construction in accordance with the state building code. Recognizing that construction observation is the final stage of geotechnical design, quality- assurance observation during construction by Langan is necessary to confirm the design assumptions and design elements, to maintain our continuity of responsibility on this project, and L/'4a1V5A1V Geotechnical Engineering Study 19 June 2020 1600 Osgood Street Page 23 of 23 North Andover, Massachusetts Langan Project No. 140182701 allow us to make changes to our recommendations, as necessary. The foundation system and general geotechnical construction methods recommended herein are predicated upon Langan's assisting with the final design and providing construction observation services for the owner. If Langan is not retained for these services, we cannot assume the role of geotechnical engineer of record, and the entity providing the final design and construction observation services must serve as the engineer of record. LIMITATIONS The conclusions and recommendations provided in this report result from our interpretation of the geotechnical conditions existing at the site inferred from a limited number of borings. Actual subsurface conditions may vary. Recommendations provided are dependent upon one another and no recommendation should be followed independent of the others. Any proposed changes in structures or their locations should be brought to Langan's attention as soon as possible so we can determine whether such changes affect our recommendations. Information on subsurface strata and groundwater levels shown on the logs represent conditions encountered only at the locations indicated and at the time of our exploration. If different conditions are encountered during construction, they should immediately be brought to Langan's attention for evaluation because they might affect our recommendations. This report has been prepared to assist the owner, architect, and structural engineer in the design process and is only applicable to the design of the specific project identified. The information in this report cannot be used or depended on by engineers or contractors involved in evaluations or designs of facilities (including underpinning, grouting, stabilization, etc.) on adjacent properties beyond the limits of that which is the specific subject of this report. 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M EB -J Langan International LLC co I- 0 Collectively known as Langan ESSEX COUNTY MASSACHUSETTS (N I @ Path:\\I�anga,n.com\data\NHV\other\EBurns\Projects\lnternal\NHV\140182701\140182701\140182701.aprx Date:2/4/2020 User:eburns Time:11:54AM 1 2 3 4 ........ RIP ... ........n "I WM05 g iimw .......... x 0 W //p P, 420 ME, 4R/"/ V06 IN IF "........... ld// T. .....-A-e ED, -g-,"A 0 "M N "T an� 06 J/ NOR,, PPROXIMATE , L ........... SITE LOCAT 7 -�4 g/'� 0111 B "/'/;//%......... NORA 7 �P V fg Z/A A 0 �7 ff A g//-';;�/.......... '41 0 3- 01 3/ J", &/ V 61- C 5/d/1 ? z/0 N', 11 4 P ir/F . .... WON- 0/0/1 .......... %AAAMIN -�N ga F 5 ASIN 0, "N 0// ... ........ /w/A, 11 1,= ................ ... ................... ..... .... .......... 0 0// g", N 2-/A idd A F/� "R /WAP A/M/,"'/',"�"�/'"/,, ' — " ,, "1 1/0 1-1 11 , I 1�1 ///� ""/��//-' " / A, g N �g///'/'/........... 4F1111f11M11'AMM, -"%w'� on/A N ............./"" HE AN AdD W" AW J J/ ........... 2- .............. 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Ile IF 10/6 C'� A 0 111111111010 ........... 11111111111111111 fell 111111111111110P 101,11111 101,11111 1 11,1111 I0, M 1111111111111111111111111 1111111111111111111111 ifil 111,11,11,fill ell 11,1111 111111111 Ill 001111111P, Ill I'll, 11,11 111111111 ell [111001 011111111111 111111111111111 01,11,111 Ri e01111111111 oll" 111111 lef 111111111I 0`0 111111, 1 F I F, 11" 0 loO 11111111111 feel 111111111, ell 0�1111111 ll'" if I,le 111110 111�1 '[11111,11 Ill eill Ill" 1111111111111111 'er lip,011 111111111 Ill l[l 0111111,1111111W 1111111W ill" lop or 00",Ill OF 0,011 [111111 11111 1111 1111 Ile l?11111 Or'or 11 eillll�,11"/le I �lr 1111111111" 11 00'0011 00 III elW If ell 1 11 1 1 11" 0 e 11,11111 11,11111, F eo 41 ii 11111111 F 11 Of fell 111111111111111111 101",1111111"11111111"ell 111111"111111111 1111111111l 11 '0111 oe oll"0e,of 01 X "or III'll eo,0",r/111111111�,,,,IF 1111111�efill 9,00111111111,1111110 111111, 00OF III of or Ill"11111111,001,If 01,0 11111" 11111" 0111111 1111111, 1 1111111111111111,0[11111 oill"111111111111 1111 0001 01,1111l 1111111l 01111l Ill 1111111111 1110 0 lip" '111111110 OF 1111111111l#1 101, Ill III Ole 0111 1 f,11I 1111111111'r 1,11, 00 (//0, P, 1,0111l lol 111111111 11IJ�1110 111110 #1 00 0 1, W" 1111111111111J, 11,11111, 11,11111,000 011, 111111111, 1111�, IF filer For // 111111"Or D 01111, 1111/0 11 0?ell",0�1 1111111, 04, 11111F Ill 01 1111IF lli" ell e0poefill "I'll' 1 11111111`0011,11101"li"ell 1/1 ill, F" 0`011 11110'lie ill"�Iiv 11,1111111111111 00"Or I, 111111111� 1111 11111, 11110 00, 11111 0 11,11111 11,1111, 11111111111�11111111l 0 1111111F lll"ll," 0', 11111, 1111,/, O'l'00, ?"4Z, 0 IP/1,11, A 11111111111111 1111111111111110 ll 000 11111111 ell 11,11,11111, 1111'"01110,ll�/ '0 '011,11111, x �01 W/O 100"', 1111111 AN/1 Of ill 0111 1111111111111111111 0l#1 A' ill eilF �11111111111 1111,111, 111111 1111111111111111111111 lll,i�11111111111 111111l 00", 1,�el 11111111111111111 0(�, 0' 1 01110 .50agr ill, ,,ill 0, 0 01,111,11111�'0111 1111111 11'001l"I'llo ll/111111111 110111 0 0 ill 10 11111111111 0 illillililill 00,'111/1 11111111111 111111 111111111 0,111111 11111111111 1 ool 11111111111111 01,1111, 111111111111111111 Ill Ill Fell 0, 111111111111 11,11111 11111111/1111 fill 11111 ee 111111111111 Oil olo", III #I[IIIJ e0 ell 01 11111111 11111111 Ill' 11l11111I Thh)-tO thick-bedded rtietamorphosed,ci-,)Icareous sandstone,siltstione,and ininor mus 10'1111111111111 1111111111111111111111111111le 01111,01 11,111111111 1111,�Jp lill,�011 0 11,11,111,11,11,111,1111 111111111111 1111101,00lo 11,11,111111,11111 0 oeo 11111111111111 f011111111110e,1111111 1111111111111 1111111111111 0111111111111111111 111111110 Ill oil 01,111111111 1111111111111�fl 11111111110,1111 0�0011 e011 111111111111 11 Al 11 0 111111111 �11 111111111111111111 0 011111 00[1111"1 11,111111, 11,111111, ,�01111111111111 lill,"ll",11,111111111 fell""111111111111fo f, 0 1 0 0 11111111111111101 11 11111111111%0'00�0111 1111111 111111 1111111111 1111111111f,011111111 covite schist 111,01111 01 1111101........... , 0 11111,1111 1111111111 ill 111111, xlloo�1 111110 11, ll e111111111111 lill"011111111 O'�J 00 l 0/000, "I'll 00", 0�1111111il llill 001 11 011111001 11111111[l 11 111 1111111111 eIll 1111111111 11,1111111 0,011 ill 0� 11IF 'IF oil, 01111100 ell�1111 Ill ,0 0eill 1111 l F 1111 0 11111111111 ell 11111111,111,111,11111111110,11,11111111111111111111111�11111 I Ill fe'll Ill�0%ol 00/1 0111111111111 el oil, flo lill 0111111111111A 011111111111111111111111 1 1 1 1 1 11 11111,00111 1111,11111,1111 11111111111111111111 lle 0110 1 111111111 111111111111 Ili Off 11101 ell 0111l 1111�Oel 111111111111"ll 111111111111111 Ill 01,111111, 11,111 1111111011 oo 111111111111111 11111 0�11 ill X111111,1111111111111110 111I 1111l ell 111111111111 1111 ol ,,lie fo, 1 110111 111111111 Ili Se Eliot Formation(SlIttrian)--Phyffite and calcareous phyllite 11111111111111 01,11,11, 00 1111111,01�111`111 11111111 0�1'?��,111111111 111111,111l 11 1111111111 11,1 ,ll'' 11,111 11,111111"111111111l 000,1111, 111111111111 01,11,1111, 0 Ili 111111le0111111111 11111111111111111 f,11111 110111 1111111,0�111111111111l 01 All '77-77` 111111111111111111,111111101111111111,0,11 0111111111111 11,11111 11111111,oil, 111111,1111111 11111111111111 11111111, 0111 l",01�oe Z1111111111111051111 11 11,111,111111,1111111111 11111111 11 ill 7/7 oil, 11,11111 1111 11,1111,11,ell '01 '01111 1101 r-, Andover Granite(SlIttrian or Ordoviciani)-Light-to mediurn-gray,foliate rne Urn 011111111111 2,000 0 2,000 0 iiiiiiiiiiiiiiiiiiiiiillillillillIlIllI 11,11111,11111111 10,111,1111 1101,1111 11110 to coarse-grained tnuscovitle-biotite granite;pegrriatite rnasses conin,ion.includes Actorli 011111111111���IIIIIIIIIIIIIIIIIIII 1111111111,ell Gray�iite(Silurian or Ordovician). Intrudes OZn 11111111111111 111111111111,111 SCALE IN FEET ....... ,11111111111,ZOO Notes: Basemap taken from"Bedrock Geology Map of Massachusetts", provided by USGS, 1983. Project Project No. Figure LA/VfiA/V 140184201 Long Wharf Maritime Center,555 Long Wharf Drive 1(500 Osgood Date New Haven,CT 06511 01/24/2019 T 203.562.5771 F:203.789.6142 www.langan.com Street BEDROCK Scale 3 Langan Engineering&Environmental Services,Inc. GI)LOGY 1:2,000 Langan Engineering,Environmental,Surveying,Landscape CIO Drawn By Architecture and Geology,D.P.C. TOWN OF NORTH ANDOVER Langan International MG Collectively known as Langan Submission Date C14 0 ESSEX COUNTY MASSACHUSETTS C14 iiiiiiiiiiiiiiiiiiiiiillillillillillillilliillillilillillillillillillillillillillillillillillillilliillillillillillillilliillillillillilliillillillillillillillillillillillillilliillillillillillillilliillI iiiiiiiiiiiiiiiiiiiiiilillillillillillillillillilliillillilI 1111111111111111111111 111 @ A pproximate Site Locati 7�I I, '10�1, A ,,Legend Site Boundary V APNIJ,, 1,111 1 po],I;�&I Other Boundaries 2 Limit Lines M, SFHA Flood Zone Boundary 1%Annual Chance Flood Hazard t .......... 71 Regulatory Floodway 12,000 0 SCALE IN FEET Special Flooldway Area of Undetermined Flood Hazard Notes: 1.Imagery provided through Langain's subscriptioIn to 0.2%Annual Chance Flood Hazard Nearmap.com.Flown,on 09/28/2019. 2.Effective FIRM provided by the Federal Future Conditions 1%Annual Chance Flood Hazard Emergency Management Agency. 3.Parcel data provided by MassGIS. Area with Reduced Risk Due to Levee 71 Project Drawing Title Project�No. Figure LAIVILM4 140182701 555 Long Wharf Drive 16�00 OSGOOID Date New Haven,CT 0,6511-6107 02/04/2020 T 203,562�5771 �F:203,789,6142 www,�Ianganxorn STREET Scale 11 4 Langan Engineering&Environmental Services,Inc. SITE LO"I CAT I(D"'N 1 =2000' Langan Engineering,Environmental,Survey�ng and NORTH ANDOVER Drawn By Landscape Architecture,DI.P.C. M EB -J Langan International LLC co I- 0 Coltectively known as Langan ESSEX COUNTY MASSACHUSETTS (N @ Path:\\I�anga,n.com\data\NHV\other\EBurns\Projects\lnternal\NHV\140182701\140182701\140182701.aprx Date:2/4/2020 User:eburns Time:11:53AM 1 2 3 4 5 6 7 8 NOTES=3_ TR (7 1. ALL BORING LOCATIONS ARE APPROXIMATE 2. ELEVATIONS REFERENCE NAVD-88. }` rW �N o A \ \\yy\\ t - = 3. TOPOGRAPHIC SURVEY PROVIDED TO LANGAN, PREPARED BY BUILDING 97s soaBF�wNcc��cnY•4 � � BOCK & CLARK S NAOF TIONAL SURVEYORS NETWORK DATED 23 _ _ IIA FOUNDATION rnr MALLOW SPREAD I MAY 2002. FOOTING 3E \ 4. AUL BOUNDARY INFORMATION TAKEN FROM PLAN ENTITLED BUILMNG 21: LB-1 I I- » = y � y �\ ACTIVE DISPOSAL AND ACTIVITY AND USE LIMITATION AREA o iLll NG CAP 4 MF = Ussu� �DA� � f � i \ \, DATED MARCH 2012, PREPARED BY WESTON SOLUTIONS. FM- _ ti _ \ - v 6. PROPOSED BUILDING INFORMATION TAKEN FROM SITE PLAN 3 _ - \_` � '>J-, - 1 " lx,,-, i.....r OVERALL', BY LANGAN DATED 8 NOVEMBER 2019. _\_ - -. f 7. EXISITNG BUILDING - _u G3o: .-;LB 128 01M BUILDING SOIL BEARING CAPACITY INFORMATION TAKEN - Ear - IILB-10 0 ( saLBEARINc 3=_ \ FROM STRUCTURAL CONCRETE FOUNDATION PLANS PREPARED caPAcm'4IcsF£` BY WESTERN ELECTRIC COMPANY INC.� � *OW DATED 25 JANUARY AAA- =_ ` SOIL BEARING 1955. - , s m, e e^'e FED o: t =4 = - FOUNDAIIONTYPE: 8. LB-01 SERIES BORINGS WERE PERFORMED BY NEBC USING Z\/ E = \ MUD-ROTARY TECHNIQUES, BETWEEN 6 SEPTEMBER TO 27 _ FOOTING LB-125(OW \a\\\\\\\ I\ IIIB-1 O3(O APPROXIMATE AUL SEPTEMBER 2018, UNDER THE FULL TIME OBSERVATION OF A ' I _ BOUNDARY - _ - \' L -11 LANGAN FIELD ENGINEER. 9. LB 100 SERIES BORINGS WERE PERFORMED BY SEABOARD LB-10 ;a BUILDING41: DRILLING USING HOLLOW STEM AUGER AND MUD-ROTARY SOIL BEARING CAPACITY 4 I Yya by __ _\ -3 ,,, SF TECHNIQUES, BETWEEN 13 DECEMBER 2019 AND 20 JANUARY 6 -v FOUNDA110N1YPE:SHALLOWSPREAD 2020, UNDER THE FULL TIME OBSERVATION OF A LANGAN FIELD \_\ o `\ \ FOOTING B1 ENGINEER.- > 3 > -`S a z .y �3 s LEGEND r \, y 1� LB-1 0 1 �� � �_ � �,....\, ,.... �� \ LANGAN GEOTECHNICAL BORING LOCATIONS 2 ,� 2019 2020 t t . �A� . _ 3 . ........................................... ........................................... \.... : ...... LANGAN GEOTECHNICAL BORING LOCATIONS L z A \ A A O 2018 123 v A B B t 3 I. 5 -H . \ SOIL BEARING Ilk FOUNDATION TYPE. �............................................................................................................................................ Q APPROXIMATE AUL BOUNDARY cm _Z a M' N f ^-a I D BEAN 3_FOUNDATION TYPE: L1/ NG l PROPERTY LINE X_ BUILDING 70: SIDIL BEARING CAPACIIY:4 la _ FOUNDATION SHALLOW SPREAD FOOTING - �n LB-122(O PROPOSED BUILDING LB-1 0 qu EXISTING BUILDING TO REMAIN F SUBSURFACE PROFILE E 250 0 125 250 L A N&A 1401 Project Drawing Title Project Drawing No. 0182701 Langan Engineering,Environmental,Surveying, 1600 OSGOOD EXPLORATION Date 02/05/2020 1 ij� Landscape Architecture and Geology,D.P.C. SCALE: 1 INCH = 250 FEET 5ewLongHav Wharf Drive STREET LOCATION PLAN Drawn By New Haven,CT 06511 KA J Checked By T:203.562.5771 F:203.789.6142 www.langan.com NORTH ANDOVER MASSACHUSETTS I CID Sheet 1 of 1 N 0 Filename:\\langan.com\data\NHV\data7\140182701\Project Data\CAD\01\SheetFiles\Figures\FG05-140182701-BL101-0101_supplemental_recover.dwg Date:2/5/2020 Time:16:11 User:kasciutto Style Table:Langan.stb Layout:All Series 1 2 3 4 5 6 7 8 NOTES 100 100 1. REFER TO FIGURE 5 FOR LOCATIONS OF _ EXPLORATIONS. 2. THE SUBSURFACE GEOLOGIC PROFILE IS INTENDED TO ILLUSTRATE TRENDS IN so 90 SUBSURFACE CONDITIONS, BASED ON DATA A FROM WIDELY SPACED EXPLORATIONS. THE PROFILE SHOULD BE CONSIDERED APPROXIMATE AND OTHER 80 -10 so INTERPRETATIONS OF THE DATA ARE @1 33 — — �B— 3 _ e1 POSSIBLE. ACTUAL CONDITIONS MAY DIFFER FROM THE INTERPRETATION SHOWN E HEREIN. OTHER INTERPRETATIONS ARE 70 - el-42.5 e1 415 el �3) f I A e%\ el 445: E 70 POSSIBLE AS ADDITIONAL DATA IS OBTAINED. 3. ELEVATIONS ARE IN FEET AND REFER TO NORTH AMERICAN VERTICAL DATUM OF so E o s 1988(NAVD88). I LIMITS OF PROPOSED 4. GROUNDWATER LEVELS WILL FLUCTUATE BUILDING WITH SEASON, PRECIPITATION AND NEARBY CONSTRUCTION ACTIVITY. 50 50 16 40 3 34 37' -13 • . 2 . �ffPa -9roded 15 rv';i Sand 00 00 30 18 1748 1 •• 14 3D Clay Gravel 32 '•• SZ uuu Y1� > 8 43 15 - - u 12100 1 :1 > 9 1682 Z 20 12- 3 •'• — 20 Z U5C5 Sllr tlscs Low 11M E PlasfkflY�Y Z 27 6 16 9 2ISTIN Z 10 14 14 G AIDE 45 15 13: 1 1 8 ,0 O Glacial Till Top>wtl > ' '• 5 PRO OSED 1 O > w .. GRA E '• w 14 16 0 41 �'' 8 2 1 1 0 w yell Conarefe 78 '9 8 1 LITHOLOGY LEGEND 29 6 50 —10 6 I —10 5 4 2 69 4 —20 —20 IDENTIFICATION NUMBER 72 28 (SURFACE ELEVATION) 23 64 45 (el 9.3) —30 39 —30 N—VALUESC:—t� ENCOUNTERED ELEVATION D 1 Q (BLOWS PER ONE FOOT) REFLECTIVE OF IN Q BL 0 \ ENCOUNTERED IN BORING 40 \\ MEASUREMEN ) NOT STABILIZED TSREFUSAL OF —40 —40 SPT SAMPLER 1UTHOLOGY 32 (BLOWS PER INCH)40 _ —50 35 —so -_ 8 50 —60 —60 —65 163 —65 N.T.S. PROFILE LEGEND 1+00 2+00 3+00 4+00 5+00 6+00 7+00 8+00 9+00 STATION E 80 0 40 80 20 0 5 10 20 ALIGNMENT A-A'PROFILE LANGAN Project Drawing Title Project No. Drawing No. 140182701 1600 OSGOOD STREET S °°t02/04/2020 Langan CT,Inc. SUBSURFACE SCALE IN FEET SCALE IN FEET 555 Long WharfDrive Drawn By 6 New Haven,CT 06511 PROFILE A-A' KA HORIZONTAL SCALE VERTICAL SCALE Checked By T:203.562.5771 F:203.789.6142 www.langan.com NORTH/1WD0NER MASSACHUSEII'S LHC Sheet 2 of 4 0 Filename:\\langan.com\data\NHV\data7\140182701\Project Data\CAD\01\SheetFiles\Geotech\140182701-BL101-0101.dwg Date:2/6/2020 Time:15:38 User:kasciutto Style Table:Langan.stb Layout:A-A 2 3 4 5 6 7 8 70 70 —13 —114 —07 L6-08 LB-109 LB-04' LB 110 I-B-1 12 LB—Okft) LB-05 LB LB-06 LB LB LB-1 Is 60 (e 33) (el 33.5) (el 42.5, 40) (el 46) (el 32) (el 41.5) (el 46) (el 4 el 43 (el 40) 37.5) (— so h1lT(Z rNC- LI A PR6POSED -T7 50 50 65/5 7 40 13 40 6 17 133 —7 5 0- 39 1 22 -6 77 55 r 17 4 17 A 26 n 1A 2 8 3230 2 31 51 171 �7 2 21 31 7� 4 A R I V 'J XIS I ING 4 4 GRADE 3 12 20 --------------------------—------- ------------------------ ---------------- Q7 ------------------ 41 —----- 20 27 33 00 6 13 00 128 30 ROPO�EQ 00 64�1 P 00 B 12 1 GRADE 33 0 14 01 240 > 10 301 1 nn/A 01% 10> 5 100/5 5 100 3 1'7 101 152 4 100/2 100/5 8 100 100 5.51 Z 0 —0 Z O 100/5.5 ii in I) 78 100/5 9 100/4 48 4-00/4 Ivu 9 100/15 > 6 100/2< 2 55 LLI-10 __J __J Lu 5 Ld 69 —20— —20 72 C 64 3 -30 .30 —40 —50 —50 —60 F T -60 —65 —65 D 1+00 2+00 3+00 4+00 5+00 6+00 7+00 8+00 9+00 10+00 11+00 12+00 13+00 14+00 15+00 IDENTIFICATION NUMBER STATION NOTES (SURFACE ELEVATION) L Asphalt up- ALIGNMENT B-B'PROFILE 1. REFER TO FIGURE 5 FOR LOCATIONS OF Sand LB-14 EXPLORATIONS. (111 9.3) 2. THE SUBSURFACE GEOLOGIC PROFILE IS GROUNDWATER ELEVATION INTENDED TO ILLUSTRATE TRENDS IN N—VALUES ENCOUNTERED IN BORING • SUBSURFACE CONDITIONS, BASED ON (BLOWS PER ONE FOOT) (NOT REFLECTIVE OF Clay 1.16, Gravel STABILIZED • DATA FROM WIDELY SPACED MEASUREMENTS) 100 0 50 100 20 0 5 10 20 EXPLORATIONS. THE PROFILE SHOULD BE CONSIDERED APPROXIMATE AND REFUSAL OF I SPT SAMPLER UTHOLOGY OTHER INTERPRETATIONS OF THE DATA (BLOWS PER INCH) uses Silt Uses LOW Plasticity Clay I ARE POSSIBLE. ACTUAL CONDITIONS 11m m SCALE IN FEET SCALE IN FEET MAY DIFFER FROM THE INTERPRETATION SHOWN HEREIN.OTHER HORIZONTAL SCALE VERTICAL SCALE INTERPRETATIONS ARE POSSIBLE AS Topsoil ADDITIONAL DATA IS OBTAINED. Glacial Till E 3. ELEVATIONS ARE IN FEET AND REFERProject Drawing Title Project No. Drawing No. TO NORTH AMERICAN VERTICAL DATUM LA NGA N 140182701 t) 38 E 9 811 OF 1988(NAVD88). Date 4. GROUNDWATER LEVELS WILL FLUCTUATE Fill C=rs% Langan CT,Inc. 1600 OSGOOD STREET SUBSURFACE 02/04/2020 N N.T.S. TH SEASON,PRECIPITATION AND 555 Long Whaff Driv8 Drawn By 7 NEARBY CONSTRUCTION ACT1\i1TY. New Haven,CT 06511 PROFILE B-B KA PROFILE LEGEND LITHOLOGY LEGEND NewBy T:203.562.5771 F:203.789.6142 www.langan.com I NORTH ANDOM MASSACHUSEM LHC Sheet 3 of 4 Filename:\\Iangan.com\data\NHV\data7\1 40182701\Project Data\CAD\01\SheetFiles\Geotech\l 40182701-BL1 01-01 01.dwg Date:2/6/2020 Time:15:42 Userkasciutto Style Table:Langan stb Layout:B-B 2 3 4 5 6 7 8 • 80 80 3 LB-07 Ll "6L LB-1 17-114 LB-1 i E LB-1 1 (el 46) (el 37 (el 40) (61 43) (el 43) (61 46) 5(el 42� "5 (el 46) (el 44) 70 L 0% 70 A ,el 313 —LIMIT S OF 14ROPOSED BUILDING 60- 60 50 T i 50 M.1ir -!Z- 8 40 —415— 1 — 7n/A 40 33 36 8/ 00 397ww- V 36 80/6 )0 --- gn 00 44 .31 6 5 70/3 52 > 30— 30> < 127 1 R, 171 22 M7 -IoG !z r I A EE, 65 14 :100/4 —7 1)r J. 33 GRADE 101 Z: 20— 20 Z 100/2 14 3 13 20 —3 < < 100/2 10 > inn/,t 5' -d 10 10 LLJ 4L 100 7 50/3 __J 12 100/5.5 GRAD 41 100/4 1 uup 2 100/2 0 1 Inn 15-s 100/5 0 If 100 114 rd� 100/5.'/ 70 5 100 4 4 f%f%In I- I VV/-r 100/4 100 5. KA. 100/ -10 100 -10 C 64 17 REC REC 50% —20 MO 00 —20 0% i nn, —30— -30 50/2 —40 —40 U Poorly—grad Asphalt 0/ Sand 100/ —50 —50 ®Clay Gravel D —60 —60 USCS SM USCS LOW -65F�71 5 11M E plasticity Clay 1+00 2+00 3+00 4+00 5+00 6+00 7+00 8+00 9+00 10+00 11+00 IDENTIFICATION NUMBER STATION Glacial Till Topsoil (SURFACE ELEVATION) NOTES ALIGNMENT C-C'PROFILE "*'�I-B—1 4 1 REFER TO FIGURE 5 FOR LOCATIONS OF (el 9.3) EXPLORATIONS. 20 0 5 10 20 80 0 40 80 GROUNDWATER ELEVATION 2. THE SUBSURFACE GEOLOGIC PROFILE IS INTENDED TO Fill Concrete N—VALUES ENCOUNTERED IN BORING ILLUSTRATE TRENDS IN SUBSURFACE CONDITIONS, (BLOWS PER ONE FOOT) BASED ON DATA FROM WIDELY SPACED EXPLORATIONS. THE PROFILE SHOULD BE CONSIDERED APPROXIMATE SCALE IN FEET SCALE IN FEET GEND REFUSAL OF AND OTHER INTERPRETATIONS OF THE DATA ARE VERTICAL SCALE HORIZONTAL SCALE LITHOLOGY LE SPT SAMPLER LITHOLOGY POSSIBLE. ACTUAL CONDITIONS MAY DIFFER FROM THE E (BLOWS PER 50 INTERPRETATION SHOWN HEREIN. OTHER Project Drawing Title Project No. Drawing No. INTERPRETATIONS ARE POSSIBLE AS ADDITIONAL DATA LA NGA N 140182701 IS OBTAINED. Date W6" 9 8 - WREQ 3. ELEVATIONS ARE IN FEET AND REFER TO NORTH Langan CT,Inc. 1600 OSGOOD STREET SUBSURFACE 01/17/2020 AMERICAN VERTICAL DATUM OF 1988(NAVD88). 555 Long Wha�Driv8 C Drawn By 8 N.T.S. _C1 New Haven,CT 06511 KA 4. GROUNDWATER LEVELS WILL FLUCTUATE WITH SEASON, PROFILE PROFILE LEGEND PRECIPITATION AND NEARBY CONSTRUCTION ACTIVITY. I Checked By T:203.562.5771 F:203.789.6142 www.langan.com NORTH ANDOM MASSACHUSEM. LHIC Sheet 4 of 4 Rename:\\Iangan.com\data\NHV\data7\1 4018270 1\Project Data\CAD\O 1\SheetFiles\Geotech\l 40182701-BL1 01-01 01.dwg Date:2/6/2020 Time:16:11 User:kasciutto Style Table:Langan.stb Layout:G-C APPENDIX A AVAILABLE HISTORIC MAPS & PHOTOGRAPHS LAIVEiAIV EDW Historical Topo Map 1888, 1890 P" ,"..............."Jow, A1111A A loll", Illy ............. NO "OF "4j I/'(P ,lm (f W f W, AW '10 444"446%, 1 00 , )l 0#011, j, 0INII, 111 P 00 g,�OovllW l"a ol� 0 J TI Y /1)T 'APT V J fI 10/1 "'Off, 01 low 2. Of W` ol, 11d W J, 0,if, w,k 0 e" % AM f I,TfI I A,_ If loll kt OZ, A,, P lo, IN IkI N A I),' V/" Iwo f 11"ok, "N g jr J, 6 \/"f f J j If W Ilk lk IF A, TI ......I. r 1% "N p le, W,f R, kk 'd ae, If` t It" ly of t jj, ol 00, 4�l, f 1% F`R, Y, M)", f $ f1f IF 0, ol, 10 W J If X ol� / 1/4111 Y i f 11 o' 'or 0, -Of % J, f 0 /P, I0, x q5 j/ If k k, 0 Jr If 1110 JJ f I" 111)) dw ,101 dw "ol "o ,/,r I Joy ~00 W&A off, if lf 4 r wo OP 4r NOW 4 jo N A H N'l ry 7"' N)V 1 oo f J� J/ /0, J)" 44L It; Al I Im Ado tj %q "N Ak, `Wk o /'K le jj ..........'l111"/"/,. % IF lllklh `........ll,", f lj "Jor loll, 0 A If# /IF 14 A f k If loll W 6 A o Iff "vj fmaI, AW"ll", Vy oWl'f g -Not, \jj, I,Ij /ol "#fj W, X Io, % jj I \Ikk "yk % om Ij), WIT" Ilk NI 7',//....... F 'A 0j" k, el '01 kx F 011 ......../I ell, This report includes information from the following map sheet(s). 0 Miles 0.25 0.5 1 1.5 NW N NE I F, Lawrence, 1888, 15-minute SITE NAME: 140182702 N, Haverhill, 1890, 15-minute ADDRESS: 1600 Osgood Street W E North Andover, MA 0 1845 11\Nltl CLIENT. Langan Environmental Services �N 1% SW S S E 5392521 4 page 18 EDRO Historical Topo Map 1893 IS 4, 0, /.00 A8, 0 N IS T 0 0,/0 1- d 1-11-1—A-1........................"I........................— 5,;1 'J IN 0 0010 hfW N* 1 000 00001, Or % *vfVffj,0f% A J 1""'),0 Or A, OF WA 111111000001 '00", 0 1 00 00 f 'or OF' JIF j '01F X Y6 '00 FA, "e, & OF POP- 011 Ol 1101W. OFF P11 I I Z NO 11 P, W*Kmg, /W I t Owvg r elf If 0V 4W J 01,1111 lo 00j, l'),Z", MOON% A, 600, 0 Ol" Rom 4flolflof Pqop")fl, /,),j 1% Af W,)Ak 00e ir Of )JI 1W W, 0 k" r 'N� 'qf W N 'lnh4fl OPP S J AP 1% ge Nf r N Vf f 1,4, 0 0IF N,A lor 00/ loo P", OF P01 0 Opp,",0%, '0 00 k"XI f 1)�';10 j//or k I,I Wl /I/� Nf Mj ex%'IN A, 11% k 04 11 % 09. 11��,11, 1,�1,11 A All J, %4% "t,!"/*/,, I//, , ,,,',,�,%,1, X'11"* "N' % t F/ Lj 4 "W" 010 If "'10h,'1k,A, NN,'N N "'fN N This report includes information from the following map sheet(s). 0 Miles 0.25 0.5 1.5 NW N NE I F, Lawrence, 1893, 15-minute SITE NAME: 140182702 N, Haverhill, 1893, 15-minute ADDRESS: 1600 Osgood Street W E North Andover, MA 0 1845 CLIENT. Langan Environmental Services 11J4 IF SW S SE 5392521 4 page 17 EDW Historical Topo Map 1915 P >/i OF A#, w 001,z, oo 1 4, j POP, 01 ld Its, "",wo Ole "ooi f,/401 % s qi A 'V "'fa 0011"I "wor r % ft 10 N /(Or ",/4 or/o/ /0 j j j( Jig' "IfF 4/ ,g 0/1 j f1w g 4 j "M mir, J /s/m POO �V/'o A 30 07 /IF ,Rf, 4"", 'F, f 'f!VY// PVP 0 "AAKIC A- t e�, 0 qgfj, /of, t 0 /00 V, ak, if, 0 A dr NNI P IF "ff 13, f ,I 'qk w1pm% of, Afk (0110 of, 'TA wo I/ T P1111 4 44 ON OWN% W/ 141/k It T, 45l 41 p, FA,riefIll a P/ P Of* J!, T o"Yo/a/0 V, 'e" ON, N I Off" AL/o/A d, ?y 100/ IN) j '11111,","C'N,"IN11/1" I' rr,P, A%, "N&4%, ftk/ A /A R/ 41 A; ly W, j, /Mv/ "I / OF A "k, /% M/// 0// qW 0 "146% 10, /1 0111 `0W oi/ 00P j,"IN Or 1%%) 0/1), OP waft" OR 71"�, ki, % 4j 1"'We" (w 0/0 p 4, lit "VO J j /11 L F J) "'a "o k A, do "N'r Wk, % oil 1"J", f #/\V N 1%f qv"�, ,,, '/`11/111,111), "'k 22 0 Vill, PAP, iq.......... k"16, f po !,a%Zo N", This report includes information from the following map sheet(s). 0 Miles 0.25 0.5 1 1.5 NW N NE IF, LAWRENCE, 1915, 15-minute SITE NAME: 140182702 ADDRESS: 1600 Osgood Street W E North Andover, MA 0 1845 J CLIENT. Langan Environmental Services SW S SE 5392521 4 page 16 EDW Historical Topo Map 1918 40 00�9,00 "WI)y ff ac c c c as"', lot A 141 WIMP" IV 'm!w AN, This report includes information from the following map sheet(s). 0 Miles 0.25 0.5 1 1.5 NW N NE I F, Lawrence, 1918, 15-minute SITE NAME: 140182702 ADDRESS: 1600 Osgood Street W E North Andover, MA 0 1845 CLIENT: Langan Environmental Services SW S SE 5392521 4 page 15 Iql,111)11,j,- ooi -AP,'A",Ile" f,I .......... A"vii "I"(W NO, vg;mmumamm mom, Fr", d IV M A/�;,�I jl�iffl RTIN IF,J, I N Q U I RY#: 5392521.8 YEAR: 1938 (rEDR 625' EDW Historical Topo Map 1943, 1944 1? 1% �0 'I,""A i" ............... I A A V, A Ile, A, IV A, n ......... / 1, 1 x V ........ ...... A 0 7 ......... _757——747, V,I i,1); �i" H� " I.......... 10 qj ............. ......... A ......... 'A'A'.........�"'7 'A' I 'A A, N ......I.. A, #J ......" Ilk" k j ,;; J ,,11 :11 N11" "'o In't'W (y 4').......i, V. ...... i'll, I"A%% A A XA Ad Z A'A r iiir 7. Seb, .......... i-41: (A V I ................ 1 "Al 7,;fA A % "i, At" �A` f,il A A, ""Moo. kf, "I,, C, A, J, -........... A i ......I......I........ "A f A 1k 11, A, 5, SWIfflio, S, Ij J' "I,A I 01, V, p ) i A A(I .......... A, I I I A if A/," f, I A,' Af IAVA, "A' NIV '0 op 19 A A, A, 'I I's A ............ N,"A, ............... 15 41 'A '14., 00, A r k4 A x", ........... 'I.NIN, 4 1",, �,Y`� Wn's , 11f"/"/, �I 0, NI, N "A"V ................ A1 O� "A' I............. -11 N'S 4j 4 "A ........... x A IN ply Al 4 A\� j Al ......... I......... A;" A v Al A V, % A`�'�j ""Ing A' A N .....i. ........ Oil, IWII01VI" V..,4 '— , .1� 'f,,�"", ,- A, N 1101'IV*0 (111 Z AA;096 All A, Al,", �N 'A Z Aw I,J, IN 1 0/ 0, Al 7z"', A, L 'V6 i'00 AV` (j ot 0 A�1,V1"d Z7 VI ..... -'W A r"A li�IT f� 'ke '4 N, W "A %oqt Z i i, A 01 Z .......... AV S.A. 000, ....... JI Al ............'I"4'" �' I ir 0, NIRS A' % -........ T, 00", A ej�............. r VI Ak It C� A";,d"AV ................. 110 J" 1 A 7 0, A AP .......*1 AI;j *&11111"C', A ..I..I..I..I..I..I.. W-I-Ar"i V1 IV A "llZ q , ,I �j� 0%,XN NNN" I iA,, q yk, N T11 )? A, 117 Al 1,A A,)Aid 4 AN A) IC f �Wk., A If ql�L, ,"""' - ", w"i" "k, ............... ............... 11 T11") A, F A, r > V I'A G "A A WOO Ill! A A 'A % I........... "'VIf .......... A ......... .......... .......... f =410Z I J, A, AIF r-kolf?'r, W "Re Jr KE VI ...... M Ail A, plrAi Ili If ............... W", N 411, % IIA, N, //N IIA, f A "v I, JI f �A ile 'VA, A A I z IA,"A" A a 49 00 'N This report includes information from the following map sheet(s). 0 Miles 0.25 0.5 1 1.5 NW N NE I F,South Groveland, 1944,7.5-minute SITE NAME: 140182702 NE,Haverhill, 1943,7.5-minute ADDRESS: 1600 Osgood Street SW, Lawrence, 1944,7.5-minute North Andover, MA 0 1845 W NW,Ayers Village, 1943,7.5-minute CLIENT: Langan Environmental Services I F2. SW S SE 5392521 4 page 14 EDW Historical Topo Map 1944 � r I uavnn a✓r � dY 1✓ "`"'m"`k ✓r r ,�✓ u f INtr1� eP Ipd�Nt D�gdr�Jµ Jar y,� N /`✓' 1 rN P,✓jam w �''kv,�,„ v y ,.,�., Iimr ", - fir r aw'�, J mIj ..................... ,F �q 0 I 47 "h�17�arras' �✓ 7r � 1 ty d °`'SIN✓ tlu; I�li�'"°^ a ;. ''�"y" II "el 000 N wI III JI v 4a,J. i I I w r � ��u P „�', ✓ry I���h��,w hl� '�"'��.�4'+7''� f Wli� ,� hry ��� "' mP'�' I �'",a,,_ 7 I gg////r�✓� I�I icy �h N��q " � ,� 1 ryN ` ✓I .. .nll�'. ✓ �I ✓l �� i. unwow ��'�W I�" aw, W'^rF�i V R klw„'ll" V .....;ti,✓ -�� , 'Jill ff Wµ NAry ��:.."I /✓„'� „� �;d'u f'"„ems, �� "` ""V , d �f 9° r ® o V , r QN I� I Ihv NKK S �7= rM I "I mt � / IV y ` 11� I� 'y ov➢ ,aaw 1 S f ! eu.swmu.:. rw ` „u v I mm I KE � IrI / y f NI a �1r 1 t This report includes information from the following map sheet(s). 0 Miles 0.25 0.5 1 1.5 NW N NE SW, LAWRENCE, 1944,7.5-minute SITE NAME: 140182702 ADDRESS: 1600 Osgood Street North Andover, MA 01845 _ W CLIENT: Langan Environmental Services SW S SE 5392521 - 4 page 13 EDW Historical Topo Map 1946 l t 0 9,yNuI°d' V r,Ir 4tx'4�j� /..� womol w W, ��� .,,f ti r r w, u b �n'm ha d e r„ q w i IV 4,1 �a�z'wh wN Nw a 77��f6f �s y�y� �l�i � 1 u R wug ow 1 w'a NF'"n,"q wy„, p�,r0eff � ) ""n b�Nry���,VV �V "'a w ! r uqr r u� ��,�yN1,�� r ��1���' r � ,,, o r�:. 01, 'M Mui N !Mb orkr w u. iOV" r 4P w 7 ti 1 bM mm i "'w"wun erg; , I� uw a n "i N rev ww a nn.mw a!r U n y>rtI'fo lj wtl'•J f uw m ofi: iAA I. a � i s rrza i.J ✓ fl 1 ;, r �3 a� / w uu� U yy I 1S rq d 01 r 9 t f OSP / I G � I TA „ 1, J I�r ti✓ 'y 90 ui n 1 v' This report includes information from the following map sheet(s). 0 Miles 0.25 0.5 1 1.5 NW N NE SW, Lawrence, 1946,7.5-minute SITE NAME: 140182702 ADDRESS: 1600 Osgood Street 7711 North Andover, MA 01845 W CLIENT: Langan Environmental Services SW S SE 5392521 - 4 page 12 ke, I N Q U I RY#: 5392521.8 N YEAR: 1952 625' CEDR EDW Historical Topo Map 1952) 1955 "0" "1 41 ...... .......... 3. N �,;,...........I N N� N Ir .......... P 0 At N 7" ,i I�Tt ,'1,,,0 1, M�, 'V WT Al, I.......... K �j $ M, 07" S, W ,z Cl IN ig, 8"M ...... o' WIR N IT, Ni ............ 11 .7 1 ........ .... ;F H`% z", —jr go 0- 10 110 a"o ,.......... Ji 6(5, I`NN .............. N ........ ro ON" of 401# 10, 4", �NIN 4S COPP, ei, 1 #�V,7 714"1 "N" if J,7 ....I........... j is" —31 .......... Ai 1,1*7 7�! ......... .......................... "Jife 7V' W 4 A I )f ? ,7j ve, # .............. vo IJ .......... �J ...... ........... '00 '141, 2 "T A"! MM 1 781 IN, /N.................. .........../,�z�!� 11% \4, A5,, 00 All 1�,�A irpor -...... (7,�7, -A, �R M I J ............. 14 .............I .......I...... c�,r X", P t a I q 'e, Njj� .......... ro IV 0 Z X 7,71 This report includes information from the following map sheet(s). 0 Miles 0.25 0.5 1.5 NW N NE I F,South Groveland, 1952,7.5-minute SITE NAME: 140182702 NE,Haverhill, 1955,7.5-minute ADDRESS: 1600 Osgood Street SW, Lawrence, 1955,7.5-minute North Andover, MA 0 1845 W NW,SALEM DEPOT, 1955,7.5-minute 1114 NW,Ayers Village, 1955,7.5-minute CLIENT: Langan Environmental Services SW S SE 5392521 4 page 11 ........ "F4 I N Q U I RY#: 5392521.8 YEAR: 1960 EDW 625' ................. IN op�l 16 ............ I......... IS I N Q U I RY#: 5392521.8 YEAR: 1965 =625' (rEDR EDW Historical Topo Map 1966, 1968 1 1 I", h 'i I NO, 11 Il k 10,1',�',"�,,,lf' ,I, ','; I I I I , 'a , '711! -,�,"r 1""""', It. I" I I I 4,","I', 1111" , I , "I ', , ,,,, I ��WE ,l� ""I , j ll� I Q "I 11(�l I � I'll'.,, "i ......*��,, ... 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Langan Environmental Services C, l/111,11", I*,' If V / I IS ) ,/ 4� 1 r ,� ), I I� I 11`1/� I'll � ["Ir" K� � 71z " f , �111/111o/ml�� `/D, " / / I / I I , "' , w A/11/11/1,I P 1,��I 1,�I ! _. 1P I I ___j SW S SE page 1 0 NIIAI, Ip Il"0 I�J 'I t Oil n-l' g,ggyg pl,l�l 60, INQUIRY#: 5 YEAR: 1971 625' (rEDR ......... ar "S Poll, 0/11 sm opp rdiselij) f �Affill IS /All" oommm i/P VP eladdill m A/, I m/ is V a A/All, my// W/ 0 All" A il w, a2lilmll pp/ m/ /,"TIM 0/0 Aliv /M( JAM AP All ,j/ P F ARM,// AM W,M ldfldill V J "'ji/a, .. ..... . ...... 'ell 2 JOIN Me, Off, ANN r,/m/o/moo,0 P "vo'pro Off, JORP iw/ .............. /�/pmvm offil d �mm ow it b Im /F// 'j- /a/aiii/a/ SOP, Aw", elg 0 40 4/ M/ �J/J/M/ fill, a ........... "AMP, W 7, Alf all Ol '01%, APR All ell liF, g ell "J/d JANY, doll Joe 1W kw SK, �Or ,Or IN, gp I N Q U I RY#: 5392521.8 YEAR: 1978 All 111/,111110 (rEDR jzj -Millim/l/olm 625' alLe. 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Langan Environmental Services (r, �%Q CLIENT. �, a,, "I /�W", .' 11 I ,/, '' ml?f / """, "�' I'll ''I - ''I " "',"' , 11 � I ` " I...... " il " " �I�� , ! _. 1P I I ___j SW S SE page 9 lsv mg I N Q U I RY#: 5392521.8 YEAR: 1986 625' C!EDW EDW Historical Topo Map 1987 1 'I,� 1,,,,��,," `_1'"" , , ,014, _""`i1V11 �, '' �111 1�1 j,", "I I ", 1, 1�1,7 1, ',- 1. 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I ,", , ":"", I 11 "I"'I,", , , I ,,, �1, 1, ', ", " 1, . ,-�, 11111� I NISI, ,` ,, 'II", ,I'll (f, "- , "(0,,, �11 " I I ( , ,,1:""',I',`,�, e115,11, � %T, I 11 I ( 11 I I 11 fll�ii ", ,� I ,�,,,�,, , 1`� I ' "., , � '0,4 4, I ,I� ",,�,,�Y,�,j 11/1 0 �' 0 " ',(�("I t/", I , ", N 4 * �t I( ;1/1' ,�,,' "�N�,,�I` - 0�111 't I , I x � �,, , , 11 I I f/11 I - ///I"�',�""f, I"" il,",',,)I, , "I'll, I `� ; I ____ " , � 11 I I��, ",::,, 0 , (X� IIe I � I I z�,,, ��"I" � , ,'V�/4%"I 1, 11"�`1 11",",- ,, ? 2', \, , ,"Opz ,/�',')( �,�,,� i�"i F,-, , - i,,,I, 0, �, � , SS ,11,ilol', , ,4,� -, I I I�\ 1,I 0 y '' It L 1. I I I""' ; - ���, ioo.�. = �I'll, ,V I This report includes information from the I I --i following map sheet(s). 0 Miles 0.25 0.5 1 1.5 NW N NE I F, Lawrence, 1987,7.5-minute SITE NAME: 140182702 N, Haverhill, 1987,7.5-minute ADDRESS: 1600 Osgood Street "I I - W E North Andover, MA 0 1 845 J . (r, " , I CLIENT. Langan Environmental Services , � , \ , "'I, I " I, 114 I I , I I "f�j,d t ," 7 " """'a , ,,,,,, , , I N,I"�, ,,,,,,,,,, �f - I I., "I I"I\� 1� ,�' I)-J /j, - �, � 11" I , " �""Itit" - I//�,/ '_�' 16\ i &11,', 'IV "\\ � 11�i & I'S, ) , `� I I I ! I 4. 1 ___j SW S SE page 8 ............ OIL !'�pppp, POP,? 4111 .................... A ............ A A/111 ly, IN/ ao/� PIN �MISS SM ff Will` .......M..... ......I...... INQUIRY#: 539 YEAR: 1995 750' EDW Al I N Q U I RY#: 5392521.8 YEAR: 1995 625' (rEDR all IF rg// /I 41A N' A V, g '11/3 ,Al, A% 011, All OPP, La ava Ad, I/M lam I 4s", j pip ,pq p ok :E VI offil v ;0///Aftl A/f/i lico/ "fri f(PIP I N Q U I RY#: 5392521.8 YEAR: 2008 625' c EDW EDW Historical Topo Map 2012 III.......... II'I A 77 D I........J�y.......... .......... If�,o IFERRY��6 WILLOW.All ne� z.... ........T IIT Irue I ............. 'War, IM 0 T j ............................... fI.......IL 3T IIL I4AN S PITA II110 ....................I............ 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"'1 ---P-'--- -- .fi-- ----- T y p i c A L i ti�c R i C< 5 _ -- - .O _ 103 10'3xt,1 y 6ea uzay 3& _J Coi.E-25CD+.c,ISS-47135} ' - Af8 mfArco qse� t__ do do ''Opp Nandt M,iCo i.LN 23 �? r) �F{ tfi�'.'t. w y _ a'ior��t No.4f-F2- iOre Anchor 9olFs.2 b � See P,s!°w'-2�- n Nor}h-Sx-fh Azrs - f 8 2 x!°a way 38 -- � 3 a? ; z Z v3 i d° d° ao '1 CC.;.Q z3E � °`aka i-I�7 P _-L� �.I LJ 5� - L.� \_ .../ `�. ,. J u `�,.1 1 - .- �__ ro Ise e. --` r-� I - 1 - i4 - I do d.. d o E� 23� jr',K - - Yips frc,:-,r r-;_/r.rug.c, -_ +$ 43-10' Cc!.Y-3 P;¢r 2¢Gd.DyA45-47131 _ i __._. l----------- ,..:-_ -t t i A-1 I T8 8'><8 6x 8 to ea w_a s -_ -� , - xl r ydle a ifM n.>.s4e rzuc. P�z�2._.&Z""a=z 18114-z!!e aw-Y; de._ CtY-5,&IP �_J.da.: s 4c-9.:tld d2rnr.e� aFP b't2-Ca¢a ay' do. C i Z-2+o 1.1 t 1 do dc� ,Mo re:Ftq Cr h`a.ny cl'yd��m ' �z I 3 7 2 7Z �4t=xG away' 44-0" c I Y6.b{10 do do I /rroro(onec to chvd f=C&t a ao c,o f�a n rxa-c=rrac i, F :`� iF' G� ? 7z`>x1!6''t1-�ta ea kay s�:o• 1c�t.c-�v<Y¢<ad.sas a�i wl z.4/Q �. ,` C` l+ i95 4;'32-G'1f 33 r'iI tJl6F�/y rcr 5s s r �' ': : t`-f i i 1i ! Y, 4 .1 2'Ox.2 Gal-3 4 6 ea wa _ - �Ja'rrq„ v 9:o�e --.__ ... t ,4..-4-.. -_- \4 ••: d ------ , �_.. _._.__. f 3a ! 2 I B 4`P1`-4 B G .:u_-L...._._4' -__. ay_ 1 r_ l /��\ OC LI ._.. 11�I I , I F� c, c Ci F Ca 1 - 17 71 A 0'A- r'� : l _l H a;> �seesectF ;; Sae 1�e7`aiflA� C7'r,o!a5 47r3a J2-P30,0 3.so'_o 20 0' £l .`✓=C ap'0' -780-0 ,Yo�`'-.r7`^ (EAJEkAL-IVCTE5-- _ H l`,concrete r o tc and ma;erl`af sna,.be - - �--/ - ;"n accordance-w.`?`Ruflding Code eeq remenfs \ r rCenttnUatron °`e.`at=cr,?cpee'BraekehtCone e,ef ,FarRernrorcea Co c eze"lACI-318)laces: t 2aF'041 see Jevg 195-47rro c .� r ed.rr n,&y t e Arr r rcan Cone"-e;c-Zn57`;TUtc. ' S Tt� E cb Cy �«N E IV 1 Atr eon r..P aha>;na+e a 28 deg sfrengfh of 2`o cunt �..�;h Scale/6°!-0" 17�. - 3..G.� t - 1 Fl.030 e 7 r r fr b s ne n'lv A°`; s 1 / -"e �s L AI.T�,e'eiorrr-af'ors :_:.:,-a at bra=xe"•)/i !"---! "f'.'eec ess ra i 4 ext.cUt"dF;ace �j-_ -.__�--._ -_--___ _.. (L------.�.�:-- 2Co" �. 4,4 - c.-_r n: :,n me basis of Cie.,Base \ L--- FI 47c-Y rr F e _ C ."q r-Sure oI 40,1J T t T cc rn c: he f✓r,n-s»ec i4= EI �t radar ioee:Jofe81 J Wv e _ '! 1° (T--2-'S r _ _ !�5@tZ OC evtec.F -..__-.__. 4 b.P.11 cxPaYrd cvr,,rrs c,f ,, hUJ:be r -- n n r - lip} f + y' fa� - - �a.rnre eC I un Jess sh >n d 7 a6 o^s c is r,rs sn1,`1 cc�ted 7 ��.�I� 4'd 6'S-ol.Yi•. 2x4"may /6@1Z--- = wher.F sho,, Ao'o tr c, t ccns¢ c rc-__,/cinf "Sw�tC"x tf'o shy 6 s., ,o th c,F of i r� . r�'' - aV L ,n,cr> �a tt3 `4 rnl ml I /_ �' of anc'nort L o/f s.re for fo (�, >" 0w9 rvs�ir7z ' !K? :r f t`I l� _ `.Se e,Sc F,ed;cr 1CdrnF •� `r r a- Y _� '^v `' Membr-ano orate Froof-no j { i .I j� a o rwg 145-47oom 1r "tf t� metro s ,,, z 1 -S °I q CSee Speer Flcatronsj_-Z I - d(nFe iar w'atJ sus Paces,nde°ated dt fxnas a t=ce"W,Jt regu,re r¢r ��„ ( t `�..5'ECT to FJ T)-� Yu9craq es a.,e d'a Specrf sett nr A,1,cis..,,D7. K 7_4F1 or Bm. <^c7 i 3 v ,Ler.,uo. ci I F I o fie«{",Rod PP � ,.�0�7^ �:!€TADS OF CoG U.y,'J Scale a N L Y i T? t-1T UD,4 >-5 14.,c-T 8 r1 r Oi 7Y�';--,�t f,IF.Tr=f2PRQ0>=fi.IG e�E?AfL 1 .Sump j Rcrlanf':leM for rlo'fr,St fast UVdlls T - c �_✓v c e Hf S. h1 A \ Scala 4 !-C" 'u:' (tL_ i 805TON hfl ASS E.LG >- T CNo t990 I r THIS PRINT IS Laoscr BUILDING FLOOR �\ ,1; a4gLL1 APPROVED ONLY FOR iC 7'�1 GQ C�tTE E EC-rt��c-E S v�l PLi,,N- CT i 30 WESTERN ELECTRIC COMPANY.(Nc. L•4-O' "sar nuo \`l i,_ DRAWING NO. T 195-413� P.",<»<".< 195-4710 -- Syf RItL'cP;6kNi PLANT ENGINEERING i - •.-� :.:'- sur+.P�."T a"c�"xE<�"° f 95$ROADWAY Y.7,N.Y. C 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 .. X300004-16i APP'D c' ISSuc*1 7-/4-5'4 A 7 - �-_4¢ 4 g.-- m l nt 4 Z 4 l' z .3=/O_'J. -io "JSSUE"2-6 04 54 P ers A -"^i - !� faoti qs see oeta t ,m roqu:.•ed th e -^ al ri ht>hsd ` - ' Q- /3;1'3 �-i- i3I/3, z c- 3„ -no�:sd f 3'w`frm r: ,k - L1t _/ssaE 3 9!8;4 I C? G c ' C, t I! C' T --- A o o Q o ---r - �_m � _ , -__ nj s_. �A,B-16 Aoosn 93 Rijn... ==r��'.i $ ( C C I I / B lss 64 i0�54 — #tss n�tlac z �w Rxh-aelL 4 J c, {1 QQ �� _ II sr r co/Fnc or ani c!any or colts CONTRACT, - [ _ •i-„ --� i I i l flev 47 4 El v 47 4 ETer.47 4 0,A ri. Di !. j i : ? L 1 Igg-pl _"1 Z-sets 3Ties-{ >e \�2 Leh 3Ties '8-7 \'.-.2-3Ties _.. 6-T 1. : !a �i43• ' � � I _Footzno R inf'see / ootinq 2esn 1 ooirnp 2e/ sPe I � \lr�I � I f� ,�1 schedu/e- g 5-13 schsdole-Owp.t9S�4R130 stherlu/e Owp,195-4Rijo _ ---- --- ! d sa=61 sEG7-/ON SECTION .SECTION rF, ;�- -- -- FOOTING TYPE �'.� FQQT/Ntj TYPES�-�3 �0071NC7.TYP£�Li D ' ! D �� I V V ��`'� - �7'»-'-��V - >_/Ii�1 c/ 7 �i C F c F c F F # o j 234' E 17 --+/I i i -Co/Rnchor&o/ts �- �Pt`JTE:ArcFo Sits--, _ CoL/Jni4or/jolis onN-SHXfS Q (A? Q ( f C� U ( L % a=a=a — - — P � L � PLAN L;A/V 4T� I -1 F (� ,� z3r,es 4e g V ! L F` ' L I \ /e I =o ;I F Fooh�9�mf ee L-FoofJ�.Peinf'.see ( I � -o I�I schedule•Owg.t45-4113a schedul-I>wp.i85-491 p �A p� !A /� SECTION SECTION I Dip OOTllvC7 TYP£4- FOOTNET TYPE�s " - t ( _ -^t-+----- ; --Scale =t_0 ae 3 I � A- i ' "� fir; L I - '`1 A 19s-4'ii3c I _ - 3"J-- -1.T- f� _- - See Socf E'-E' ase� s�5.a4,3o 780-C D t13 Th e vvl V�-4 4 i h,s S LQc'7 S' T U It l! X Y: Z RII PLAN-SECTION`2" ^-- -— - _ S- �l r 7 For General 1�lofes,see Devg 145-47t?0 Indications thus�3 a are elevations of top Tylp. 9 �_ _Y �— I '\y —1 ofconcrefe brackets. K TYPE& TYPE fZ TYPE O I i - C), SE RYtCC BLOC 5.. I ���E� 5. QETAIL ,.1.. L �N L L _ — -- — <v�-�- L DETz11L-"IAA A-I oFPHAND a a L: r - 30 # !\ I # `� �h.auurncr uL/¢%fG�' ��atN nr aq`nG Ty EC' TY PE\UaomNa N1 r c T [ s U o^AN P;_AI�OF FOO tt,ty C,\ ,-E I Ll�E OFFICE Bl-G szsQ CHAS.T.MAIN,INIO. -- --- 4-_ SOSTON.MASS.AND GNARLOTTE,N.G. For Elevation of footings Y reinforcing see Cwq 195$i\34 E PLAN tFH6 'i CTM No 1990-1-J 3 0 G THIS PRINT IS �•JLcLM < ]FLO-OR w^a sre- S-MUCTUC2AL C0�CRETE BUILDING APPROVED ONLY FOR ..n.F 195 4713I FOUNDATION PLAN-SHEET2 30 WESTERN ELECTRIC COMPANY.Ir+< DRAWING NO. SUPERINTENDENT-PLANT ENGINEERING � �Z c� 19G�Aaa.rawn.r.ax.ax<�a�c. �..77 af.!l ^ corn roan,a�ox�c«ixo ;/ 195 BROADWAY.N.Y.7.N.Y. ( 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 APP'D /ssuE#1 7-;4-.54 G fl ' (3` G H ' .D�� tssuE r2 id 0 c o 4120 0 M• A�8 0=o" 4 �- ! !o-i2-� ! I -- { ��er•1��axfe:nffofSe f ' i-F.e=£sf`pE No 3 ror Del,l T� I _ E=+- a�sJatl 1 I, I `I !gilts(Not rn,Foundation Conti>�I t�cz !t'e�:�5�.�y.XsS-a7r53 i �r re Ea pe`2 F-t,rgs sT 40"10'Pier Oni'F�rovide -__ S rJrc un el Sc-J95-Y715y I'i p Q 1 =ae^efa;t95-4713 dowels,n Footrrs K OI ^LY `NOTE This tcotfn9 fs i �Afl2cn¢foaf T ' I `c-!^.•-v - I : a -�- � - 90 n to ro:. nct centered Gr col—,fine Z anlc oedGnd re locofea r l I ( I - I�=oz 2=`*! ����-•-.>- x and one Foofn Y)ado, �...\'z Expo �✓y' `\j I�`:Ns (t'!,}I F_ G '�I�IC�' .. 0 h: 1\ :KJ �:` �`1 —.-1J:��— l-1 - I �! � Ta. r,.,..-„ C F` Y+! �7 ---- -- x - t '._`-1 t 8 :; .U ,�. .- ! ! N i _ of ;91 B�G�R16 Udd roGdplc,'farm 1. � a �:. I! II l I L ! f94'4ri i3e. G' C� I aF I S. i M; , t , ' _e�arat,on Sal nt f I i ( f ,d`-G S ScimP a f:r G>! 011,-�cs F81( n.bc f9 /� i {� (� '� � 7RfL lJ rhru r6��✓ I"� �21fsi l \J 1 �/ �'1 �) "�- Ll �'( l_/ Illttt '2:p1�f'Odeep ( e.da fa,s of toy,9pl lfern T.F.P. ! '�r — d L,I „Ts.P.Jlb�h9r7dlJr6 P<Plli}e d / -_ ! ��- I I f ! � I I � i I j r w i \ssvE 1O 8 s4 TRUCK COUP T-" (� isq� ! !I ; 1 1 1 c �nde t be f'taled �h. .R.,. T h.c.8. C 5�•i I is O iJ i Ij L.J V V LJ L -__ _ -_-_ - � __�c1�� C ' I jOKey „ftmB r5r&om5F6odua�laa+f�ao Cocnai. .o A.c.a oFl . fi— 1-1 _ ___..__ _ __.__ �-ff rav�sa.d 5ac1 GG — _—_ -IG a-!` v i —____�x -__- _aq __ 11 i :Att K a aied-ct FF PF.P �j : - .'.° A'L--IG da load Sac f.H-H : I i ! ! i I 1 I I ! �� �—T issues 6 1.24 54 OA OA oc 5 ! , to .� m _n r, _ i __ _-___ -- -_ -- - ----r^-__— j- _ — .__. - il�� _ -Tar Pape Snt .-__. �TRf'�C 1. ��yy ll�� C NOTE Thisf i I � i tn' CC ntered cn cclumn line U' O G �) C? Q C� ut C O C� z_z i s21 PLAN ELEVATOR PIT 2 j__ _ I i -,y E J�} -� - Scale='4't'O E DfEler•4-7=0' -Elcv.46`6 �9-{- I I I I I �`� 1 � i I �'I II j Ioc owl �/' r -�`/ ! 1 I �! Q ! `� 1u/ © "'�}" v O I b aF I u a Ef.45=& J.7.-—�- - -- _- --'— -—— - - -- - z t S.^a 12 EF t �z! F 'x,£f2EF #?J2FF = �� =Sm12EF Elevator Pit°t ' ! - ( 2 - fl � 1 I � ' � j I�oz coP�r iNate�s� '*ace r z ?�rc r >sc�12�a� �r � I ---- F F Q - — — i i � - X i s�raE F i C I F ? - �V -- ---- " fEPvator Ir- -1� tt8'9" <'9 aI.40=6 FoFoa.,rzg Steel u M I U - ! w" Sc-o5_r,-edule}"'r13�47t3o _ - . I i I ! I -: ! EIev38-2j , SECTION C-C _ I i oj oj ��-.,T \n,l i r1 Lf --- - -- " G �T i s-•� I ! i ! Elev-4S=5-r iE `5�(2EE"I 12EF 6 E v.45-'_10 a - _ I C F; v ! fir` i Lr' �I 4_l4 - i! r, � ;. (�+jj- ZEF =5�.2 I I 195.4R136-l e i _J t"=1 H � ii .� 0 /� -\ / �) Elev4O/ �.1 _.For F i;nc Sleet See 1'1 I rn I I I n t I A T U `� �• - _ V Q iV O • FcrFco ySteel,See 9chc-d.,le,Dvvg 5-47,'3p - G �, U n ®.2.:.,1 Sched�le,D.ygt95-47P3Q .r...5:`.t'z G !O'^ Elev 38'-2 u 9 c ( _ ! SECTION D-D El 1 b \ I 1 I L^Oz co PREY w tel op.U ftot s p - r I I ----- \ F Scrap CI J g � E,e„40'o a'-6 d PDAN SECTION`3:. z - - (� SECTION E.E } l rI T- I LLSC='t2 1 ,1Y�i "5.12 EF IIy - i ' ,I!6 ez.ccpPt,�rvrter Ta Paper cI= �� ` tep jc�t uiS r,P ? ES- �) IG oz.COPPer <t� '3 1C i QsgS o! G=9"Ke b- sa._ &"wide re ccr cre.e ro-e See dw 145-47t30. K -•Y - water stop ' � t'z M a_o l ofs cV rt E RR$on Cr see ra 1et-4.1J ! _..--= Ehu Gr --r--=' 6¢o.foca.,5ouih PJffm. ss-G indCates elevcr-F:o„top cf con Crete brae Ke+.and p,z-5. L _{ � 1 i I See Detcx�t. 5� L__ � f I � 'r!f 3¢c face.NortF• -- �- ---- l < - PlfFin.;va1l. ; f F r` > 5 SE TION A-A Et�,L38=4 t LFo�ooti gsteel,See — SECTION I I q.0 nI sound _ .,u e Dvvy t9ti-4',t3b DE�-A{L (�-�.` J ' C n Y L i -'I- i ,_uxsta,red.rY tithe-� ' � L _ I o I tS O �- 4 _ Gr�12 TF�- Tar P,zoe r t I S �_ ( f � �, � .�a 2EF RG�'z d S12 E_F {I� N �I � 'Y FNJi aGru�IHG B..ou ~•F qp\ M M e __ i i -I•-Tw%pP,tcrnt ~,' ._ - i I st vaf/pr"da.bum OE,ce 3toG} ,jF\�`, _�_'G'�1� aosTONNAASR AND MAIN, RLOTTC,N.C. A I b`A GE-1, C- .var re s _ Y L ``'Sr _ n J ?LAW p r� Cyr KE P #I 1-I\EIllNT E�L YATQR I 1 $e S��ulE w 145-¢71 Qt '�-•�-"_.�'�.! "• �3e�3eZ`7 2 E C� - THIS PRINT IS SL€Lt•f wf: 5j fr Eteu 3E'4 9 3 \ S GT k.�4 C�-G 2 c'-O T C v 1 SUI�D177. 13 OPPOSITE HAND �`I — — APPROVED ONLY FOR <».<..<.rP .»<,»_.« 3.>,z�=.< F. r SECTION B' .v<T-1 o.<. WESTERN ELECTRIC COMPANY.INc DRAWING NO. r, CT 3 195-47 i-.G pp�_' - - �SUPERINIENDENT-PLANT ENGINEERING � '1 AGE/i`7 i.� ' U "' 195 BROADWAY,N.Y.7,N.Y.- 'u" 95`-f./'F i 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 '` 18 19 20 21 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 1 xac4-161: APP•D /ssUe''J'1 7-14--4 C.TaM Nc.s.e(u,w d 0 "FA o.q 3�o a" i Y 78 o t I le(FZ)sc-0` Sue dwg no l95-4GJ32 !�'� � hl 4t,TVN r en{Seem � See delaifs Th''sheet _ r2-8� �,2-o t�mG Fxfio}o of, "� ..,__Jz-9 - ®�Z�i3onz facfi'ny�11 QatainirxA`Nall �' - ¢Rlary¢dand re7o cc(d m! - I ..see dv g.14y-}7i3=F '1 Ye EKp.Join}�lq�:d713� �� &cn�fao finq•,Yj add d ' (K1 L `K ' _�L Kl � 4 {V,} Q --+--.. _l M K -- -- I - -—Y -r...-_-— t�-� -�- -�—_�.._ -u-t' t --�; — --- - -w— - 23 -- - - i -- tssu�3 9'1$•5¢ _ - -- -----� -•-- ---.._ __------ __ ice, I ' qa s6gGzt, - I A,5 18 D E c .4E vF,P : A. ,F EC r> `�, �,fra c Marc Z to 4 f . 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SECTION 2-2" S£CTIOAIj-3" I'I �'; L- !3 o m IS5,3 - - t!� i H = ,� ,f 70L nv S c'tn��4 &}I �' f�fxp.lotnf see dwg.t95¢at36 n C 1e.47-O �TLCV9 �,F-or enel'd1.csn!retc gcF55 see dw 195-¢r13p. 4 I; - ,�¢ , i_ -- N o �I For details of Ti-uck Courr'�`,Q.C�, dir7g sea dr^rg:145.47a37, !'Chamfer �I -,>or e,revatcos Ede'fa,/s.of`Y:�s.`6'ira?l see dig.S-3Q6�of North Wall � I �-7yprcal Ftg. P.er i .! 2 c!.lyp. e�i d j For ti gs see scr%edu!drug?45-4-'it 30. K j i �)o: !4.z" la;�i 'ro �� �.Y iss-j llydltafes e/eu foP ofc'oncbracke}s. K i I �Iti � � i "'I �I 4, In j 13 ml L Q i I -__ SECTfON d-4 I T}P I r5 44 0; L I. ','�---Ta Per Joint -Scalel"'hb" Tic• }-e .. - �i Ic Lp $ �+ �, - -� I .nF } ,.c I M I _ Scar e 'fl(�- -*i �` nc M fr�s FeF ESCRPE"1'2 SECT/ON 9-5 � zo> N M F�._a_ #zsFErwGrF<.47r3z — 1 oFF c�Scac. f% GHAS.A MAIN,TTE SOSTON,MASS.AND GNARLOtTE.N.0 GTM.Na 1990-1-�''�04 Pl qA FTc5F1p_9-ESCAT-E�#3 THIS PRINT Is o".wN ev Fpg .�",....,r ., MERRIMA K VALEW F'oiz Loc.a i:oti�.-=f?s`ty:-'fq�'47i32 cw,ccm wPFP a"cu !`.". Sj dt.`4 ! BUILDING FLOOR APPROVED ONLY FOR ST UC�U2AL-CO IC-Q, POUNDATION PLAN-SHH-T'4 30 """` `'" _., . °`""""""" `"' WESTERN ELECTRIC COMPANY.INC. _ .� DRAWING NQ 195 4713 3 .,n,"�...."„"".a. r6 I'e� 9 95-�E 713 SUPERINTENDENT-PiANT ENGINEERING _ 195 EIROADWAY.N.Y.7.N.Y. 1 2 3 4 5 6 7- 8 9 10 11 12 13 14 15 16 17 18 19 20 21 1 2 3 4 5 6 7 8 9 10 it 12 13 14 15 16 17 18 19 20 21 X3 4-161 AP. 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N.. /,VGiCFL/.A�7XFSr7E e: - -- 31 D'P IL R vY.;,-rapio'k e_.PI_R �� N !! ��2 1,-I 10 � •II � �P S lV a} � T 1 � CAFIAI trD L'kP'UcFt�rT��7( b^ 98a134 - s - - -o C F II I OC1 \6u,rdra 4 C.I.A P hor 9 I 1-- 6olkt i'wrt�5' ec}ion - - -' r _ 5CC95-471&'7 ( -0�. ;2`CMm€er ,. `G ! - __ L6 J iro�3` - _ltz3 i-fN b-• 2 - -+ in tEl 32d� - _ �s�,w C. Oso tw I n I -- t93 _.- 3_ _- __ 19 o 95�E711 D61 31 =N 4- _ __ ___ - -_ _-- --_-_- -_ II TP Corc.tNW 7� w�i; .•__ ._{ I .tom 1--. : o �.:/ .,1 L •L Ei.4`0 � d _-- m _ -1C t:Y53t::i "k Al Rv T ev - J�. -, �� ,.-z�, ,�'�•. ._,�,i i'- - ---- - ---. a� � ga ;,o-7v4i5 l = L 9E�440'. ,EI.a9-o"• � �;I� : EL 46'0"of�I.� u -- I ' ✓T P}iqq 4 0- 'Z Chamfer-2 Z'C hamF.zr IL PL AN PLAN � ' DETAIL-� - TYR CORNER DET.A1L E E I ( la 4:' $ --`-- -- I �j 3,� o I, W' ,4rd7E"'F111cn 72:LNES W17-H \. L t• .m $UmP . i,. LION(.#ADQ�A Fhh rJR 7/,lF - _ !�I ,1>r4L`7RULf GIFT'f2t c�... 4`= ° ` 7t4-7577 nL�/1 - I (,a-. la-o' U': - tV- 3 - - b 'EI-49-0` `9... :o is - �". _<s ,�,� f� __ v ,boa t l \ e 3 II. SEE DETAIL. /I z,J o ix F - lit, -�, 1 ti-S'' 1=10' }VP-Trzr,_r:,_ v •. T _' w See De!e:l Ft-oa c <O I ` ' 11 \ I. - ( v!-SDrrg,t95-97193 /�� / moo•. f /? n Q -`-4 \-�' i SEE DETAIL-4G �_ /, �` (•( :'o '0 83'r8 o 8..1'-u..& _ 8_.:"C&l b 8.✓ '_-S ! \ _ _ i ri ,�- �. �. 1 t A ,. 'O' Ss PW4Smm Of OI F VI � �f 4; 5 L'g�i95-47143 4+1ptp e',,da /''t•t -s r ;o c n.rete n,aT H 4� !Z1 nr_,=pipe,tGro3fo�samp sr�zr H p� t,` rP^�� � n {rt�2 (" �} _ Tu\tnel$lao,See � - No.A N,o•� No.C No.D 4-3 .3 9 PI_A N A 1JoyE C Ev. `S C-� C,6- E 34.5--1 "-`E C I wAreu s eLcv.33.7 EEv 333 ~ _._. _-.._ Top ofat,E\.h36 Z1b =4=i4. " O ElEV.32.En O,c i r. g,C fT_t- --- r N§ J- -a.,a e j- -�-! y_ E 5 Ito ssa�fraV,laz Srno __--- j' CW wATEe `` _ ( Yt Co,kF01¢r- T!�. 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Ge ALL CIINC¢ETE SHALL HAVE A 28 DAY STRENGTI;OF 3,o c0 P,S.I. -1 8 0' '> v= r,a GCAust A :'e#VERY tir.Ro vrNs 4n Y -1- � d ,\ze.t.R<};, 3, ALL REtNFORG,NG BARS $HALL 6E.1dEVV 64lLET STEEL tNTE{L'.NEDIATE GRADE. �r LE"`"Y--_ :22 s,,„o sRAYEL>;Lt.TLe IYP,Cop-,FTG,4PI�R TyP IN FTG.eP1ER _ ; > J s' + 4 HAR e AY. A'TIej AiS,UEFOR M-ATtONS GO NP00.MtntCT'O ASTM-A30S DES\N TENSILE STRESS,20,DD0 4S,. GRY 4. ALL FQQ7'Nc,$ARE i?E.S lGNEO ON TH6! 4:C I,� Y CI AS ES OF MAX.ihfUM SOIL 'f VERY HARD GRAD SAA:vD L _-- 66ARIN',PRSS!IUQS OF 4,OUQ PCun^.i pE6 SgVACE FCOT - NE GRAVE..;LtT-.Ls L Y• L £Co?uhn -- 4-4 Ea.Face ;-1 j ANo S - 5. ALL EXPo5E,p-COZ=,IZP$-F CONCRETE SHALL 0E CHAMFSR.EQ 3j4 UNLE55 NoT 6: _L.46 3ca- -�� Frg�,-ss:�rrghf land col mm (� - t\,t2 I-0 any,adds s$c:t r0'14 i st,\Ow O7HE_",'�. #_ - ---- 5^ \TED tN kE T;E Stio:NN.ApOtYtOUAL ndt ate re quZred is G F E. CQN�T RUCTi ow .DINT SHALL 3E.LOc:- I GRAY to dr/ve senpl+n0 POe oaefaor, I. 1.:a :C,-(a l / ,} CON5T 2UGTtON JOINT LOCFaTtOn15 SHALL 86 SU13l:Cy-T.1 TVE -.VERY sA.uo, ur 7 140!G we.ghf Fatl np 30j ch t. 01 1 'H A40 g !- : �- e,zAvsL EuTT:.E eLAY. ! APDKOVAL OF7. THE ENCZ�NEER. FOR DET ILL OF PIPNCT To iyEEMFSUOD'=U N PoL''0ATiON NIAT T2,EFER.10 {' N K 6.ALL sPLtcE5 OR LAGs 1N 12Ewt'ORciuct TO F>E Z4 D AVl teS,u L'cNGTH- -t No.E No.E-I No.F No.Cx B bars A B r c ears c-aars, 2,,_ A-Ca, r -?( FOQ DE CIAtL$ SEE"vc,Its 4 1s 4. r K h € 10.FOR ALL 5ECT;QQ5 INOICATEt7 Ol, M5 PL A.J-e'ki-r NhT$F1CWN,2EFER T° LaA..Y VE w SECTloty C-C- SE-CT10i� ti-b ELEv,32.5� ELEy.37.5-2 nARo 19! S L t 0 _._ -,5• 3.O la ScA e`1a�= x � � '11,G`o:,rd�@'tu,add'r sce.S<e}94` LOAMY I YEtl01Y i 301\END 6 'LOAMY '� HATS - - -- $ANO E ! ( cR SAvnw - y - I i 3 o I YELLaw S.o' GRAVEL r--ILL s- "' R GRAVEL Ftu.' I? FOOTii�1Ca SCf--{EDUL-E s o A Rrs"`ni4 vet d y Ei.94TT. 2E'NFO RC ING ea { e L WA ER b2 41. 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I r _ P ___. -- -_ - ,-_---__._- _._- _.- \1 E..xp sa.:cS.'Cort->¢rs of Cocz cra�{e Sh>at\6a. b sat i Sca',l e C 7 7 P< op bF 3racker eF T ra d 3 a,ta�s of,ter w;s�s o n .o•.•c =. $1.5�=ti Ce.C_ r� ruclior,,Jeir,tS-�h'�tt Pia-4-c c�ta.-d wF.��-e S1-,own 1 2eT Line T1 2e=_Line 6?t t I Mfr".Line `li"t'' E�aat '��a l5a :4-0 3.lho ZAIG 0 {oo ze 0�: '�-o% �o E.Sr o' (`ECof� 1I _. ....-_... _... r_rJ ' \ . : :, / , ( -.� `../ „ V '�.,M,r.PJ4d y.„ - ' ' ' " ' " 24'-O". -�IG-O 24'-o to-b III O" 24'-O" S6o' 4'-O' 18 02'-0' lo-O" 12 C" SktfEt- L�z• ,4z ':+54''1: I�av,-�- �" To o£Vdati 4-S- To 9f Wall-EICm4'-5 z i "`- ow.�.t9S�Sot2G Shelti tt.G3'�Z P 2 I '-ra 2 d r��r.le✓ t' Z-- - SS,elr:L�!.�3'6 1.61-$ __- . .-.. _..___ _.___.- -...__ .'�': ._._-_ _.. -__ -�.___. -�._____ -_ _tit' __-.._ --_, 2 (� r$.D 6�� Z i �:�Se�O�t�,�;< rL�� `_you c\,.s«.e'C 8.tN ida-d Wire F'�brie,or Cotd Drawn Wit-¢.F.- n < 1` Z. -f':. \;- Sln�atl Cont'irm To Tt-te U, of Tv-- `-g"I• -&.. ,i. - - __.__ _-f--.Ei.ra3 =,:a;., i,1z ->'- ye Rmq rema.t,{s - 4 _ ,:s "'�•. 1' 2,IC y„ Standard Cper_cificotiRe nf'o r Wetcla.dTSMtu.ml�sira-7 - Fi 6€- r i�. �GI 95-5012t� m{m i t'cinG"AS A 1 3. ?i' - �f 1,.b, 1' D sicjr,-T¢rzsi la-Stress ZS000 R S.i. - f�_:I. Welded Wira-R-i-;_Must Lap Co--Rail M¢Sh Aj i':I L A N ,. Sid�S end�>,ds.L-•aps M,��{Yea.Wira_d Tea¢-t4n4r ,D ConsVr.}}S U 0OC F ?,,, �P Cons+r.�Ts�> I (' ii \ ;- ExF.�+. (. xsr K 5':,_ ET/�.1t;. L 9. Second Floor Stabs Designed 1�:?'h Normai 5^'resses For 75 .T r7 Ete,�f; rr ��. __-_- _____-_ __ D , rlS.F Live Load And Toc-A Concentrated Load Of 5� Ex Jt 6ofiom Bm Po<:EeF � tV ortt�6nFronce ;`�6offom 8m Fo�FetJ -�5l!�'- Seth!Eg {`-O" 2GOOki•On L�z'-�`5a1.,>et s^G�urea fl.(-1 n�@oint in T}tc Siab. V1 t-o-r Fdn p?}ails Nei-Shown-See 195-501 ZG. Col. -,f See Detached G / REF' Dian Details �CD l Y 1 Jtf �t - �s SV own I I 2emovable Sings Designed Wt}h\3ormni Stresses F•or 1ZEF _ _ 2 4� ___ --. o- Cal' Pemov op OfExaytinda1001�.S.F LiV¢�Loael- ,� da"4'c4 Der et T;o.. t:•\e 'v"•t"° - -� -. D o 501 r, .: . Co.. I E Z=0 vv•t9'"- \ '•'�'- �eF Worls,(Ao'cY L,nes,FromloToSo°ii O osite Hand G'! <�--- ol• d V t'P 12. loot-rill and Finish+o be placed by o+hers,see04,y 19s-sol2t. G n.2"aFl.vI.C�G.p' V2eF; : ..,. eJ1�-_,z�., ToE1.64'-5''Un1eSs0therwtlse �,1,., J, _ G; - ;LS \REF -�+o'r3r,c'K o e:F'ar S5 i� r ci:a y ''i,Wi, Downis hated._ To bP all brackets end columns to be .ed wi,h concrete to underside of J 1 2 4v 19. p EI.GI -�: 'C� w t'-2' 8`l:.on<Fstock _- -La wee t9S'50121 d Toq Shei+ 4yil ^Ei.69'-io2 .PToP Wall El.6a-5- et-r_�-4'.-_-_, ,---- - -- „_I ¢EL64'S -, z EI.�4-oz� k- ( Exp It:SeeDeT. a 4z r.`' :; N: " :S �'' con<re e jaist slab when pouring 2" floor 1eve1. el.64'n2z -2 f-"5-�.-, - Z -1-1`' ',l r -i _ Gu4-1o,n+to Exrs4:nd __ti --- -'-,�.y���L�:(o y o K_- '� �__-- --o •;'�r a�- 1'_Z„ t ,tv: S-Iz _„� Premoided(ts�nal}�% _i _ _ , r ;C. Solid stabs in AREA`NAYS designe.d with normal s:r.,ss25 for i00 I{ E1.63G2 _t Ground El � ~�'- 2, -- �� of sl--ygrso4'�rou"'1A?afer5tor_ -19iiM5� - !. live load plus IL-4-10 Truck loading.. -I - 1 -. Vo es ! - / GrovndEl.Uarles,r,.�.il _ �-�` �� '.�FI � � .„ , 'I - Ex,stinb Fdn Vl'gtls Scnt,E--i'-o" ;.I.Go'-o i• - 'opor a �) �JF G-7\oJ D-D, �G Existin¢FdnlNall Sec Wo!!rlevor'�on�.'�1 I`�' EI.SS O" - (C'c>r,};nuai,on SectS,m.To SeC�C-C) j I t -- - J hen Ex,st.Fdn.Wal)';t '+urilt HoiCs In Ex,s1-,n 2"Chamfer -.'-6 O3 CopFer Noter Srop,Ex end MAt3U1=ACTtX25NG pIDG. For Loca?-:or I SCn�E z=l'-o f -�i .-ram Tcl,Of Exist.Fdn.}o EI 6�-2z`. ShetF E1 roS-6'g Foc-51ab Con st nr SERVtC� �'�� I \, G1eon,Paiof With Neat Wa115,Fdn-�F,ii Wti}in - l,_ 'oe nd . Lt0-✓G�t4'R;rer„c;f2 2"Chamfer (o i lCement,PourNev�rWella 'Grou} lml�ed2odS' F- F,n2rdFi.16�'-O"-��I�' SeeDwdt95-50i2t. P�LCr=a. �brsk<ts t - rt- ToTp:cat L� oDow Is OrKe. JhileNec}Camera ShelfE1.64iC'z-� _- - -\ 3�; i- yJotidSec}: GZ- ,--re c'-�� ,i/ - ,.,,�tlit\Na' Sera Lc o,c a � t Go-:otz` Exp.yi'�Ex,�;dual, , ` p11oII}G4 52 , Or See,-Srowel r,n. LeveIiTrue To Grade (rjec?-F,'F,S,m i3sa'O i-tcand ' !„FF } 2'C-han2tr2-}F Exts1-I f�Fdri ails % 20 Sc�>_F U F �-- l N - I�l FICE Bt_Cc n c-",� -',oi. n Q Ooweis - �z o_ } -1 ELEVfa t tQt� KE��L�NeP ,, EC ?G�? J - k5 FI EI.470° _ EI.4 C Ga4e O" _ � 9 e„. CHAS.T.MAIN, INC. n; I %a_IJ �� � BOSTON,MASS.AND CHARLOTTE,N.C. E1.46'0'- N Cn ''l 1 O e ¢ �: Et.D6 r '�4z - 1. -E CTM.No.199o-C-,,st - .a- �, I.�O+}.F}E144 Q" 1 , THIS PRINT IS _ a �T �6" n -I' ,], `; BUILDING FLOOR 4 Ian..,of 5eclron eI,4 q-o'p F+5 t and S APPROVED ONLY FOR ;:r> .;o-sc - _ 2'•e o,�--, � t--- _9--G__ 62 "'' •Srmirar?o T icat -- - -- 9 N t t �ctv?t_Y `f"YP. �C V t..,F DETf-1\L AT CCT21JE2S 2<hanFer--� I vp oN G G o o ScaEc2 �er1_F �(yyii TYS�1Ci-1L Lt_SC-GT101J SE-GT10w` ?I '_Watt Sec,ton - Z 19rJ- )i� -- �-C E'IIl3 6/P-' DRAWING NO. orWaliP`e,nTSecTy�-vt-utl Sect. WESTERN ELECTRIC COMPANY,INc. E SC-1LE4,_o,. DETAIL"k., �b�`z F SCnLE%$'-I'O" SG/-aL-E3/�"=1'-0" PRINT ISSUED DATE S t SUPERINTENDENT-PLANT ENGINEERING A Mo��Cs '1 A G�G!'11 Q Scale-�'a"=1'-0" BY 195 BROAOWAY.N.Y.7.N.Y. 1�7 i.7 -J�l J 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 �1 ��v4-TES APP'D t //S�,SuU NO./ 7f:osy .. � r r i VI_BIZ" �`-- i�GEueaat 2sv[s,ous F �''F�° EG°, E�o `E�o 'EJoEi.es' _VI'-2is2•. E:.o .- _._-r`t I„ R \ / L � Y Y ' - • ( s•.q s I w�u 3 A A S i Exi�{_�1a�'SOA-'o----( i S t��ya_@ Z64',''o=t20 TGl__- 18-� ------------------- '�� i� L'•azN t ' .!o'' � �Je• e 1S a I r Ref.�•ine t1141q.;jl -. EI. �w�lg.Qtd9. ( 6 dt2 c 4 0J odz ! - 4i I I .a �-'`• �--� i .62•-10 I s e {.CF ,1 mom: N ' tilt t ___- ? issuF N 3 ta3a-s6 lEf,5B O�1.1 4 6 Y e ( �,�,p. .(Gj. $Al i tj�'. (a N I 'i:l I c ! ml � - —_ - e 4 Edo - - :.:. 4t N�4{12 J4-S6 FFr? ;` +61g 317 tP -7 `;1,_ - `.m2A'cc SB- its. d'rca2ad (I � 5 4A (4,40 � 0 � � '� ;:�w i ( I I ( 3 o `a.la,s} � s: 4 5 6 -°^4 - - Ii e `l w I r f - - rE�J--"------ -- `"i-'"--------�-, '`!- -- `i" a✓--_--'-- --_. tT.7-- -----Gi- � -i�-- �.- : n `� ,p Ai g ofr-x'a dJeea/ 1 � µ5:a� �;¢ G G �sl G L ;'' i 1e1,sq,t.. �B i ; 58--1- a y ! 5 i4oG. o A+os 4-"&aeJ J I i j� i IQ t tJ ' ( ( �' z !'1 *♦ �`.}\�. ` t-;�:— : (":`� ( -� ,,����,,' 'f d _ ___ UJxli Gompacizd Frt1 j We//m octc�d sil! 'a" C. i___-1-r-_ _--._ __.-:_ U--_L �._ __-- I�Jo I ! I "; Al Kt75a 70e `tam ,.. ( ( ! !61lO'�n (n� I. o I 1 1ei•..C.S;.k�iar `9R/4`o.e.✓ C: •'4 bar'so a s 4 'DLO" I I 4� � i 3. 2A'As xi I CO i 5 _J.- f 3 1550^ 6 1 i I' fit= to (I I I I T� }�C ��- I n,' ORICiNAt. D p a Et.6s&'Z D 2ELE�+>Fn I i EI:G,2 c� 1 •-t— _v T i n N i JI - -' I� E1AA`o�-� 2 co.. G i , s � a t � E}.59._t•• t _ _-� _f F t' _ I , -'ir�F_ SeCcarh�sf aaGltera ac'� _ UQ' ` ? _+) - .`------ ;�--- `-� ��3 . �[ I ( ' — l ao°- - ---2Ao SECTION R-R" SECTION",B g.. Am,; 1 _, --- - - -— - - -- - E I( I �' PLQN-NORTH ENTRgNCE Scare�"t 0 Scare 4 �Ii Scare a As shown. e 3 3 3 (3 it � I, D ( 15.Opposite'hand. 0 O �Q C� _ — --- -- - —— �' -- ; , i - Q' •_ r Nil 1 7 '1 I F F c9 t (! �2 p a oz AID 'o- -$ _- - _ -_- �. _ _r-;_ r--�... /-- ..(�_.. .-___._ r-i rr _ r' _.__._ _ ---.-_-. __- ,r'� •� •i/5 m Pif 'vim ScF.CTt v:4 c -t�! - - : o I I �E�v�I 0�.4•`6 �E t4'z�E1,465�p t s r 0 10" t,4 s L�Iti^t 3 E_Y �— l_Atoms — ( " ° I �4+6 f 2 6:3 Z_a6 :_ EQ,As Shown m s 9 ©� r. Scale 0" ,Opposite ha nd nl i F °5C14"e.c.E W Bott.i EL 42"G° o ° G fa Pp ( F - — F CQL_uMN G2out�No. (� 2A V 4A �5 � � t� or.r¢inf sQe I i Sect E•E SECT CJ E- I tJo.CoL�rMNS E..ACH cii"c�ur� 6 3 2 ZZ 2 8 4 I!. - ''-y - = I 2.4z'1 _ E a � 2 ' 2 2 �-142=o" rE� zs Scare j�N/uo"E r` --r , 40 9 ' El:4I=4" v — I I vc11�4uk r.,a PLAN ELE</RTDP PtT�2P,eQ/ 6�` —`'& SECTtC Ft NtSH Eb G^N�F'LOoR Et.�4;'O F�-6-I 8''`B E' 16 A'6 E<•i-6,- i , _ - -- "p- -_ -�—I 1 -,-� I 1�I._ ---_._—-__—_— ---_—__`__ �_ - s .a. �"E1.39,6 .._._ Scale q•, ,,u,. 33 r am�3 IzI rONg.t�5 5o12t) II _ 1�o I NN! (I 7NI " rT '-1 r'I= --z r j G — — /3 E+l'.u,,,�<<;t�._ ✓i 5cale e"=I'-0" H (N N Ex;sfiny Ftc�: ERa /ow.rgSsGiar; cF<"a.u. a a G'@b i�v, C /T n E`er I I S C 1ViV ' �,-!_-___.-___-- _________-_ _m_--_ `EJe%65=82`.-.� ,- _ .�I•, ' I R , Sca)¢'-" O" 47__ 14I 7� ( 'fete tt >nj v,1-•-6 (I EJevy r,�s _ -- Ui of pp!.Ce.ttnV>tton eF.Cart,n I 2' , Ca(u^:., as CO,V"r;:-`a &a! ;CO,.tntn:,;;P a5 i';'CoiUf;T(15C„mC OSi 11 i t !•: _ ,CC GTfi Sn'^ie as p1-. I �:_ �$lui•t Ie:u�.-4<e 3i-33 _ I� i NI O a:4 I m! �1! :4) <�.� -'S`� 3 odd%i°`6 bo s awes (i `?'-• , E/,v.64'7" : ,r•a t z of �,y„ _ s� ( a1- I' J m L_r Elev 65=e2" I :.:�. 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Q — 0 G sx asap/zo.<. bs:slss©�t2 G a° Ally 5 �dl rGE O rand - MANUFACTURING BLDG. Cc= SECT/OA/G G" 1 :Ez3 - — .__- 6 3.(NT5 t0 n :F c h �± 1 vcale !B'a.c./o�v°b.>ii j, ,'Vo,e osier.;a7<ron o.co,�mr,s nt,e-e in.;ca ed s�hedul=, 4�ra Pub tt; --r-g L rcr around ca&ie rr,coium.(15 see c;eC Orr 195-=T-z 3 :m "q ca re 1 y S F;�n /� q i �Erev 66'o"l !Ete✓65=8l2" e o tffl N ~� .-� �. 1 - �f}� '•'`4e 2,G.Bbff G�S-Fi G6�lbCy• . r r k Er¢v 5T'o" Eteu 6'g' �' f:(_ZfE/ed 6/=J2° 013 M CHAS.T.MAIN.INC. - ^-- r �`'4. �p�.�'S ` BOSTON,MASS.AND CHARLOTTE,N.C. v`-�o/ /4y£/-O" f } cc CTM.No.1990.1-SIG SEC 7-10/ THIS PRINT IS 'r' ° �.�'1'R4cTUR.hIONc.P.ET FLOOR APPROVED ONLY FOR ':� BUILDING CC+wm A,}SC1lECitx.E c�<=p1J.DE-wi-S 195-5 G 126 PRINT ISSUED DATE WESTERN ELECTRIC COMPANY,txc. DRAWING NO. BY SUPERINTENDENT-PLANT EN NEERIN6 iS`'o'zd 1 9 5-5012E 195 BROADWAY.N.Y.7.,N.Y. 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Q G.P,Gam I!o`-O ssa Dwy J95-50t6> 2 clear,(TYP. •a a ti 6<s Gonsrrw�r/on✓lnf ,' -- IFECT/QN c� SECT-/oN 3--3 SEC7�1C?N 4-4 s ry I E/e✓4 i f 6 7Y Slob Etey.47'0" E o e nl - N.P- - Sco%/z"_/=0" stole/z e I;0„ stole E 4l �¢ Etev 4/=0" -2`6 coat -+-_ L'a. -..z'Gban,fa.- ff.47,6 se+ram � �}�- I� I < 47'S EI. g y ono p ---- f-Ef 47 5i EJe Y5 - rgE >i Ext 047Q,t, aaPa � SEC7/oN ' x o- -- 14 -F- a,aa-x.s=o""aa ewx fry, :a ,�-S---u' _-' _Wald dklrra Fabric; - i --_ pour:dl`O„ n [ L t 't ar n mpa<r d trer`'f _ -- _. - axis>ingso,lhasbaan dtstrr6ad--_ ___--.,I�r'+t- ---- - ,-� .-__ - �ti.-- _.-- _i=`� Ptcn, 1f �- �_, i. ' - ° _ a I .. .�_kJal/ m m<rad Fi'!J 3-'3 �\z., ,n n''..6x6,'6 +u __ '�� �,✓'vtoo.J.a,n --._ P pramordad F F' I1-__-_ r _ __ (t=9p" 2 patch �Et.4b'-lJY7' Cnstr�ctro..Tornt� As att f't!¢.- rt-!:p" -�- r4- 15 \ CT1ON 5- SECTION 4A-4A tp >op aFCa7 Pars 13A'B' A e,' � _ - o with cw,crata �. ,1! 5 dowels 2'6"/ g E s a!z. 5 - Similae-o Sact'4.4'ex apt as spawn nei:l. b W IA I t EJ.97=3g"•fcx eel Sx 1, j ' �� S <; O Elev:47'0" ll I , 1 F 2 _nerz t/,ncle- (¢ 9 '�I IF147=8 wo' ' --- ` - J•h ou hty, d coof with eof r O"; p rjl hoes �x/_<ft rn _� --to 7yp,Ahor S' t - and e lbad doves/S- L3atf Gnc occ firers--_.I_-z cemsn>�prrar fo p/aciny new r-cre'fe. - ' --1 r�Arcnar Lao/rs '.: E/e✓.f7=Q" See 195 5-0l67 shelf�t`e% I I fouNra�T-io%/ ,QLAA/ FLoo� 5LA8 PL�+N �&=6z" -; Scale B"=l`•o" Scale e=/:o" H �y GENE2.�1L GONG2ETE NQTES H ,C 1 `�t `�f• \, Z-5 �`' 1 Z All cancrera wo k and mofariq/shq//be in ocrordonce•wi}h j Oowe/s lk Bu"td ny Code 2eYuiremenfs For,Peri7forced C»crate" 43" i 39' JI: 7 (AGI-3IBJ/ofss}d'r'ian,by the Amaricgn Concrete ^• /-3 bar 2.A//er cs ore hn/ch qve o 28 d cf sfrangfi-i F.3,000 pour>ds I 3.All�ei7forci»�bors Sho//be new biller e/eeL inf rmec"ore I i T � � � ref.-- N- Oowe;^ f, � � I �?c_E LE VA'T/Q/u 9 ode,ASTf✓!-A15,deformq}io»s conformi.�_q fo A.STM- _- ' R ' -� L r - A30S• Oes 9n�rsi/e.Stress 20,000 pounds per sv.inch. i 4.All ofigs are designed on the basis of moxlmum soil bear irg 4 000 pounds per square f o} 5.Al!xaossd cot»ers of con crate shq//be cham{ered-�q"unfess m i»fs be A A CO el',IcER OE-1 W IZ- • - c 6 Consfrucrran Ja spoil /ocq}ed where show dd,- %T f L/NE ;qnq�consfruc i' :zf/oc'o}ons shot/be sub�%ecf to iry i} a _;�� N' the oporovo/of fhefE»ginecrr 7. All colic_<s or logs i»reinforcr»sn fo be 24 d"qme}ers ire ten rh. __- � ! __ .._L �• eq =a - 3,0„ 8. V✓e/dad wr-re fnbr'c or o/d d or-r»yr/re for c ncrefe rein/rcinrf hall conform}o the uirnms»fs of the"Standard `Foo}iny t p ®I -P_ r 7 5ee.'met i/A .2ainforcir+y AST"desryno}ton AA95-37. Dssion T nsi/e Stresa 2gr 000 pis per SQuOre-Ch- 4 6"o.e. I t �a ftetKucd,Pl tl47o PLAN PLAN as a 2 p emo/ded Aspho/f Fif7_r d / 9.Yelds4 wire fabric reinfo tray must/op one full mesh of 47k ee and of ends and be v✓ired fayer'her. TYP.CO.E?FTG.�P/E,2 TYP!r T�er P/Ei2 --- ! offer Ccts cre•-ratted �S n{ro"0f� s i,�. to.Etevohons and sactrons on column lines fo.4-en/ookiny iop /eI,`- of Per E 46=0" 'Ref.•' ReFj it ,� t/. For Srrucrur<Pl Sfee/Frgminy see Ovy./95-50/67 �J � �4 A4 e h"Ile TYPICAL �OI�/\/E e� �ET,a IL ,r4ero, t2 For Pping and.5/eaves reoulredfhrough rva//s see we bezn f I,- ico/Ororvir s. L jE 7;L't J� °j i; 0 wry /3-For Laca}ion d Oefoils or 6/oor Drains and oddi}io»a/ �Tp of Pte s CAE/c v.46=p" '.,}I I _ K Z4VP Manhole�avar f ama. -r ( r n sea Mechorrico/Orav rn S. l.t Z Y,al1' Po 9 4 K x ,�-fT COL..-..xr ftl v'c..` 14 Anchor 8a/tsf'crnrshedb5`ect Fabrrcofcr(see t95-SOt67,'sefb i -1 8-6 Ff««khan Typo 60o KE tN°G203�) � y 6-6 or gevf--laver to (- � [=1 h�ernF' on io ! 7S /a Pet, �F'Slae Al de!'C exr be%,,,u,.e".•,,,y svr�vc er gaff 5'�ecf�oe .•I' ply $ : "'e",� ---.� r£t.47`0' �__... I �s I..- � g"cre+.-{.o,h 60#<f sl4a`arc e�fas notes. acn✓o l h boy 8L06.41 EXTEN51ON N v'�ud ` s/oh;r.l5aefi,cn d a�/o"Each`✓oy -1 B-Bors �`'+,••-C-Bars -� G-Bo s .A-Bo s - 4I �Ty A- 1ANUFACFURiN6 8106.i B 19 1 - iECTIEI�1 _ SERVICE CTION A-A SECT!©N. - r Ex,<t A9ason y mane°r f E BLDG. SE :Vfj 6SEP $co%/4"=I'O" Sco%l4"=l`•d" - - 714..t" - N�- - 4 OOTINta'SCF;F L7G1L E i -7 \f ewe/d -f € Lz2 t.2x�e' �� cao7r: REI",IORc/AA5 DETAIL X" FOOT TING SIZE `' ,2EluPA.2K5 TYP,OataJ al E,rn t.,vlann°ra �1' 6., xs � -� o" OFFICE BLDG, w Ala Eta 8'o Fe'o%t'6"4t'-D"/o-6 ID•'"°6 4 96 f -I� r M CHAS.T.MAIN,INC. ftK7TIN61 A-Ba s 8-Sors C 50 s Aft E!2 5'O"8�o""x/=5 4!'0" 7-5 8-6 2 6 B o tq. srat�9-/�o" I 61S,,6,13 46 xg-0`xl-`6"4/O I 5 T`6 02`517'6 t.I 1 KEY PLAN D!3 �4•'O'x�Od'xt-'6^.4t=0" 5-`5 7• .5 2 5 x 7-`o%y. (a v BOSTON,MASS.AND GHARI Tie,N.C. META/C A /- �^y q�/- ,r��^ �5/J $co%:..3 P'" CTM.No 7890 6.556 !-�V7-1AJi: e/C 7A-14.-S t may. }- .. THIS PRINT IS ev BAIM _l t P s�,J} UCTv AL CC�N SET` FLOOR __I I _ d'e APPROVED ONLY FOR <' FOUNL?ATION PLAN DETAILS BUILDING FLOOR ,w3sZ`/';"o<•s c y, ee Draw-9:r 195-47t97 f' _ Si_C76.41 EXTENSION `"I'1 %'ta77/>jc/'Lorafion WESTERN ELECTRIC COMPANY,Inc DRAWING NO. PRINT ISSUED DATE SUPERINTENDENT-PLANT ENGINEERING '�Q 5- t'\f(�- 195-501c O sUl/II�1��T�I/G /@,/z`.t:o BY „-gyp 95 l 166 195 BROADWAY,N.Y.7.N.Y. 1 2 3 4 5 6 7 8 - -9. 10' 11'.,- 12 13 14 15 16 17 18 19 20 21 1 2 3 4 5 6 7 8 9 10 it 12 13 14 15 16 17 18 19 20 21 ---_(�> APP`D - ,. - _ N.tFc- 6ca,-� r j KL CONTRAC •��d ,__. I 4z;Z Oi`�"y �T- .. T C N07E ADDED m I rrr P --j'C - >T•.•i !,.:rZ_, a o. r ^rx„ / - `-I AT H7 PLAN OETAtL -t sj. "Fi'A.90E0 rG ,__ tee:.. I tee.?tee:;>; ,e P ATsr-:� ADDED of ) \ I{ P.ISSLrtz�.�..J �..P, ¢14 6 ntE cco ' S eD S-SOl13 1 'I }; 4=,�;i� it t i it i b At38 C5;:<rn�n- o I z Q as 4 zTy� 2'r �, -PITo rae la aF�;«,E -=1 a Al F fe Sec f;onAx" I ""� k •-o .H � ti": ��.4. revrf C 9 _„c...,,., rI -i __- __.. j :._. ^ ,y A �/ie.5teevrs -i �. e'er `�--,'¢,i - �--� C'�ON/1-� �G riGr T'f/ - SEC7;J✓!✓ ,5.-G7-r G"v G.- 7lGN -__ f d revised o G1 _ f ,�,4 �, - Hd K 4( a-e-s;cr F e ' E/e✓47`6 ° i\ .r.., AFL -.}AI :.. `� _ F ""led p 4 R9 -6..o. I ' Ir J _ _ r q` ,\Q, r3Ji G O? �, a 155Uf#4 k/0.58 LllfC Ar�,- q ,ram _ M. .=:"e'; G- 4- \_J � _ - 4•__ - - _-___ -. -_ f y _. '� «o(fs��; �,. I�� ,.✓ - ..-..1�'. wt[ .e-..:� � _ ___ .__rG ._.__ __.._IG_ _ zi _ ril j T'6`JeCI, _ x! , i:, i! _,...,• i e.>, ,du � }revised. \tiL a+ 255UE 5 CicfG ,, 2.3.58 — =- St :.,f -.'4. GIiNA •- v ; Ir.�� „ ,--..... ..-.-- ... r 4Z C R tFASzC?TO D ) FE R 2029?i 4 L I ce o r2' D REMOVED(FUEL ou_ UR - FEJR D,e sJ z ._3-7-90 �rj I ;, E;.9I t : H � F'1 ;i ' E'A; t rr i e. ,r,._ 4 :I.I I� a I �.� _ o�o Z _+' � Y - _„e,'{'r c,./r 6 � a r ,c„r r� 5✓--<� `/_:q E' - �. j I._7�. ' J 4 I. ,.:.: �; ._.�.,,._.:;.-., .,-.....�..ry--_ <,C- , � i i I..:. !;� �-- i e ,, __ - "-e _.�.. -ter,: ,-`� •• r^- aP_5%' •- Via. � i � :'�,.:,. i. 'iI '�� .'� �::j�� r•,'�,_.-.- .._._.._- � I>�';_ >: pi 1, e I� r, r c,.1 r' - n i c n -Ax u# SECTION3 A 'r M -fi' Ai�._ iAt / , O /:.r i_ ,e':•': E, ( �I - G G/ h�-�--�- ' c m - I `� , -� t I I r " -<-•-__ L ., - <' � F I <:�. v,t 1 2-3Fes =?mp r:c.. r✓n- Az rf'I I, '"j - � L a xa: - �< w < 'iI S c_ c Y - a_ ax U f �f/ °r c F,ta �- - - G 7-A Z_ — - �I I r S e"'j',vi�,<Ac/., �_� _ ,-r. "- 4'J✓ �.r - r. _ �5CQrJE f.r . -cr='� _r:c,�r'^o• _=v,�r,- P!s`.r .-�' - ,".r__-:� I=6"angh6 Req'ISeO_,.„„ i �. ( ,���(.f11L..r'�.G. r �r rr „ r, - FOur v,Arroty r-I-A =� PLAN z GE$� .° s_. I� r; • � tea,`-t-o 202D7t0`-O" h�-�.ri!�/ p Jr Sa C . t �Cr i`i�•'G_�.r.Yr"Ou -' - - a' �.. 'Tr-/, "2J^,'�Cc_,sue,_-, , I An•` , r r I ,9 .,r; ,a, _ G - r.:E e r /r.yi? 5a15�:. - f _..,7c.- Wire mesh : lY.�Cv^.%c.- GF`r -c:E'_ - , r I.-'-:, r._jE/e v.4v-` ` 1, � -_. -_.t m, :1--.-_- ; f`ev r!t-6` _-__-___y -.__ --.__ v: , � �.'' ,,✓o ��._, ,I+II IIi y6 ..g C1 ro 9 - ?o /i7I1vr .rb f3�6•-- I v" � , t ru z , I 1 i,i t ( I' 1 4 onr , v .. r 1. i_<:. �_ u• See i 49 -. f rev C _ -' - - ,�r. b:I.i. - -- Q c..v care. i! �'� ;." f E t I \ / r•! ;Fiev=5-9 ., I i:.`.�!b ..-,. -4a.;�., , ._ - - Ii- F, I /cJv i<-/ � L =�-1�.—� �:-���Y t c:e.l;:c — —r-- — ----- J= ;a ; e.c. - -� a:; /"�,. ,�3c^_ '.�' _._-- --C-:�G;s 'C-ucrs�-'.'_-Je,'._4'. =E-'Jc" a'✓ri Tcm�ed 1. F,%! { _ t r `: :_ -"F(. r � i b I•,_','.-ry -_. �� - _ -' __-fi t5o.-s,-___ r f i� , �.� I '! c _ I•,_ ,-. ._,. �- S^e._e r.r Ge..-, r`r, Ne •_ - - e. 6'�' c� c,.' CT/O!J - " U � T <.- o« it - �-• t . -__ �'V--- cler.c3Z -- -sT f 1_-<N✓c eG ho. r .e.t'Gc.. •-e `,,,�, 4 -...... - _.._ __ i _ -O-¢N f �Y Pcley4.0'. �,. SAC ..,1• 1! :e. `� L` c c[ ry,EF` U4ys G.. -F ..�.. -._ ...rCr..___.:✓.✓:.:u �.:/f ECG , : - T /-.-' �G<'_" �C..-G �j :, 3�'.JosEaH'� Yf L J - - n G „ ... G'? v^ Lt +� `-- i r..n r• r_::Gam, f ..^-:. _ G�% /.:f :.� •."v VS`O'�! ':'Ai--4. 4. s __ __---_- _-G-r.Gr'�• - Rer^e.e ^cr c/;s- .,,.:.__:, �. r z - _. � ,.r...,.; 'e r _ - � Y p.. .1' 1 r F 0,6 Z. - { hr^ M e I R — — ��n.: \:��,'_,.,.-„ I J KEY c_o.--c..E r. a ,- ' / M F' ' „rr" CHAS.T.MAIN, iT- ! i P<_A\ BOSTON,MASS.AND CHARLOTTE,NC, W „ TM.No.199- - - :r;a--F C 0 6 56C r--: �;C rxd'2 Gever - f - c.-1..�r^C✓f.'cr - - `-_ - r"C,. 'il r: r' �... ct's ... _ P -.._. : X THIS PRINT 75 ( F I'� ETF 1 C1�d�d�{.EE` _ -- i .- J T�JC ��,� �..ti,_fZ 4 - p erg SG T:.J-tv s >, ee.�. f o o s /ea.' --A APPROVED APPROVED ONLY FOR F sot:, LDD on.wx a <an P ,a.cao a. sEcr,o«�x ecov Eo ar 5 - - n 1 y� A, pp ` � .,, : • _ F'DN..C-I,AIY,�LA t�S��, BUILDING f R cxccrcev er _ exwxeens<x.x,en�even ' r".. sexwnM y aex,on e�ee,n,�.�ex�.n �L oQ.40:—.. �.�10�. l---lit acxwn sTnvcrvnnv sxca DRAWING NO. C'7-!✓;4 ass..svn,n..nxr cxcn c 95-.5Q��� Sca.F Z'=/-✓ PRINT ISSUED DATE WESTERN ELECTRIC COMPANY Inc. BY SUPERINTENDENT-PLANT ENGINEERING _,i„- 195-5C7 195 BROADWAY.N 17O .Y.7.N.Y. 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 K•E......,«..... ..0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 -169 APP'D G B � � - SsaE ACf hiay/;/957 \ !}� " 3 f i L' 3/!" 13 .7-(/ 3-9"" 7-2" l3-5• :lo,.;/%4 7IG'4.rs, 4 1 Revfsed�redrnurn Y.G A Aif to«ssdor) v :toi ( l lI�ISa�dr<$Sectoo 6 C.r- I ' I ¢ rs 51. � ------- -- a �. P �3�dried I I _mod 7Yp 3 4 � ' I Fr'.5l-3i �4 a, i Etav,49�T-hkd f x' fan i so-yro.¢t!i 7,<-314zr /4.r t_t �m\:�•,r _ _t _- I 3c�fz. 49'3 HP TachE47=0" t �3aI-7_r Che`../C ✓ g'Woll =rU r n Bra a�kl fo.P-La lQS - .5•S tufa rietc --- ! �! I..+G e. \\ 'z,o,. hl t.ra," _ N A,.J2 cl _ `J E_CTIO�}�o_f�" j p #4ial?!1 � \� -'t- 3�4@I2 `. „(� 3, 3 4, I---- In-area cf 6 earm�'suj�Ccrs .3_.- .� ! /6 f t �f a c ; - �l6 C2l2771a" � 8; E!tl.rss ` e'xeasA".'3" r "�- � i, !'--, -x ✓/fled hrtrc ioorrc I 5ECT10K) Z-C -.. lace rs sho:un. ,3 471 ,3' 3" 3' h! -4 w 5 1 i'•p^ !X3 an r"x0=6"Sfrap r.,e•�Ghk'd. g a $ ✓� ch Zs0",c 1 X 1 ; Scole 38' L QI`"�L2x2x4 E 2ac, r 51 FIzv -- - Q� a Mafn'- d- �3 res,l VJ P�,r r DET IL a- :�,Fa A r - 5. 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F y /5 �,- 2�_ Sacf-3-3,�I _ t— -' -- -- � r:-=- I �- t sr>s trn e f des . _ ryv "�a,<2 ec.wof, n oel o v " lteeo.y SECTION 9-:" �. #6 T,8 I- I /�S'e e Fl i c v -O`er a —f ,1-0 10 I Prf<h 7,/ l 4' t j #GJZ ea. u 22 - `M T �--L.P.Tren<fj Exrs/r¢.rtt,-Z�®f h , El v 4¢=7" R-. Iran<h�'cAkd f� I -.� I z Ramcv«tap of axrsd= «. �; Sera.Sa�f"3-3� /,r :--:.� \\,.'�\:� \ - S I ' ';, watr t mts r Ye,rar9fi¢n ,...` Tsfm.,5o t d � 6 see S<{t_t sera��f°s-a` r` �.��\ �,�, F!49-0",—' u ' !-! i c`xr5t ny wolf ( ✓ ro 116 Retrr}:,rc�n somnas Sect4-r "I �t._'' Y o�� —r\' �"S/ab S¢a Q y 195-50.t70 I.j __Elev.5r�32 SECTION°�-3" SECTION "4-4" SECTlOi� �5 t 1 � - � SEC f v` f-�.,d ?g4�'�._--ll 9 ss "!5 P=3 B"` r--- i� t=5 /5I F:tocr 9550170 K SS K 91ar r°-e �'"'' d F%P•9 t4i/s see Dw�195-50212 - - ? Pur y k163 f� s9®t2e.Y ! — � EI 49 G%" y�,{r✓,� ! i�-�°,I i ' � /osr`dra�iu�ere 9"Cui�nys rnaeJsfrhy tdn ava!!s T:. 3-r_ --- rib?, 1 g d f�PP ny or 1 �r,�e ce r��s. shawns rr otra BOILER F-OU. JDATIe'�N.. 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EX7END 6 BAes y ISSUE NO. DATE APP'D 3-`G 2!-le••INTO IssuE N'.1 a Boas PPM I,ADDED SECTION G,@ F•I "-.AOJ ACEN7 WALL ..ADDED R.O.,EL.P I.4 ro CONT4NUE FOOTING -SECTIONS. - 9 `G e6 E,F. I-Co I'-G° DOWELS L MATCH R �' � 8.CHANGED RIM.@$GLj 4 REINFORCEMENT HORI2 WALL RE[NF. - 7HRU STEPS V ' A _�x I C ALLOLATLD 0.AMP,G•i'f = o • o t00'-2 "4e i2" -O m m _8,O.LLOGATLD 000A C•Il • _ (OUT..TO OUT OF.FOUNDATION WALL) 3,� 9 • e •m o • ISS UL NO,2 @•24•85 -_ I °�F} (O" U, I NOTE - Zt-O PROVIDE KEY AT EVERY MIN. _7 SECTION �"��"4e 10° ( I POUR JQtn1T FbR12. 1 :� ,I ia5 N.T 6, ; AND/OR.VERT.) I Q IDS TYP.STEP-DOWRI FTC.ELELI. I - -- --- - -- -- -- T----------r -- , d' STAIR"3 6 r + t --__-_- _.__ -i -1.4 i t 1 --1..-. ! -..I TY IF `O 7 TYPEF_--1 - ----._---- -_---.--_-1_L._ ;- - r� TYPE 6 _ TYPE 1' TYPE'B TYPE'&' - -, -- CONSTRUCTION I Q TYPICAL PLAN-END WALLS TYPICAL PLAN-INTERMEDIATE WALLS . - I Joi NITS N g.o,F,3d-O I I N '1 1 I IO UOCONTINIle FOUNDATION.,WALL REINFORCING I c I 'I ' I I CHAMFER PAST COWMN PEDISTAL, IrT=t` 1 (TYPICAL) 2.FOR 5ECeftES D,SeE L WALL _ ++ RE}NFQRCEh1EtJT.SSE PiAtl I CONTROL I ELEV.3fi-O SLAB ELEV,37',G y 2_0u F i ,701 NTS I ✓--T'iPE�A TYPE E f _j -_- T:eE'A L - _ �FouN 71aN WALL I- 1 (- I -_- ELEV:: '-.O FLEVF3 6 T.o, __ T.O.W 34-6 (ttPMAE} -� TOP OF WALL VARIES y °m� - 2•IIM-? rf2'-o' g•� T.D.W.3S`•d` - ,^ -_--- LO "4 e 10' (SEE CNN'T r I'a STAIR R2 W tTH TREAD ELEVATIONS N --- I IaI i N aEiow) ELEV. 11 r- I '4 10" 37'Iosi I O I T o'vV.3'7-d' I I '.. I O OIMTS 1---') I io'i-B.O F.30-a' t�I'1- I ELEV. i J{TYP - 5'-Io" .4-- 30-0' +, E';'E.w• O f-SLL SLOT,! COtJ STRUCTION N SNT,818 Fo0. I ' --� NTS [y ANGLE TYPE. I I 1 TYPE'A`_... �TYPE'E' -M _ ssG,w2.9 NW2.Q I _ @ SLCTVON 0A ' F_ T j �_ -�.o.F.33`6" m ! ( . m • • • 'p ( 1 O LL.51.10'11`I ( I 21 b1 - ___-_ v + i SEE PLAN - 1 ELEV, m • .O �- II -FDOT nU STEPS I '�4 E 15 SEE PLAN 1 t -y� JOINTS N I,. TYPICAL E.LEVATIO +I ( q FOR B.O,F --0' - I` AaoVE.rr•tcAL ' _ "4 e 10° 2 S T.o.W.3S•o F 1 v� L )( , FOOTING REINF. I I5'O NOTE N 5@la° O° 1 51=CTION 2 SECTI©N PILASTER FOOTING SIM%LIAR TO 6�104 I ,O SLOPtni6 WALLS P,D,F,33'•(" REINFORCIt 1Ca ,:� I,li1 1.�� IQrj(c�EXT.PERIMETER WALL} N.T.S. (Qrj (PEDISTAL TYPE'A")---tJ,T.S. 76aS°L.r. (7YPi AL) -I-61 - 6A.F.30 p)I e 5'D p 33-0'-^ 4 FFORAM �LUMNe MAlt l I B.O,F,33.y" 11F'IIt r9 rvice'e a TVFE c` -� C\ ITT-1-1 E CO II I'M, + 6 TYPE�F _ ' 1 .TYPE b' -p ,ME,F•�i� 3 PE'c iYGE'< ¢¢' yy _ - A 1L - -�y SLOPES s--- - .�-_-_1_-�--�---- ,\-- t1T'-I- �_OI 1-F' -T.O,W,35=o 0 QIt j 1O' DOCK ` T B.'1"33.6' 4tQ - I - o �W,3 b i2°E,W,E.R CONCRETE S �` G G- !��•e p T p�1�I 30.F 30 6 �, (�,�4 R VOI(`�TS I 5 6OF. �� T_ 38'-O' ELEV.DOCK ��U 105 30'-O 1 r - TRUCK DDtK 1 T.D.w.3B�D- F -TO,vt.$'7�-6" - I n. a5e12" = -- (CONTROL t CONSTRUCTION) SCALE %I o"=1Lpa I05 N.j.S. I o cHanFER '-- O 4 "or TO,W,37-0 , 1„ CTYHCAL) --� ELEV,37- I 10 44-G 3-6 N R'5-v - --- NO-i'!= - - i - 2'_G" 5!2'E,wE.F. IDS - FOR SLAB OETfatLS,SEE SNT.222-i073-t04 - au.F.26o.-� EXISTG.MAA;HOIE �rNTE2tl SLAG 7 H I �3.0.F SZ- _J -N `� j 6 eG 4 6 .4e12+ TYPE A *_-I - I p • O 6 104. TYPE 'O SEE PAN 4c12 I w )"�YPE Er '-L -I- , ES B b.D.P•90•D 1 -� T -_ �4e12" \ L EXISTG,-ELEC D'.?CT E.A.'AK e.o.F.zs'-6"" ELEV:33 5(CON A-� 3.O.W.3y'•O' 7- m 2'G tNGA5F4 Ih GOriC, 7 TO?of pt.d.ECEv.33'b': UNOTSS 6 5!2"T PLAN G_ •5" -- i-� F..OF .w.Eev,2s'3'z 4; ( ,�_ 5 eT PED2STAL ao Ei.EV.3>=�:3F 01�TEA*M - - -.-.3 SEC`C1ON 5 SECT i U NJ 2.6 DICHAR7� -A--�---� , a i ' H,o.w.39'•0: I NT s r.-,-c s 2- ELEV.33:6':-OF OF l7ULT Q.an1( i M - ci,EV 23.h t So,cF J YY EaNN� BA.w.34 6�, c PEo. ELEv.3,6!EOT GF C3LT Rrv'j r_ r M .-_ _,-'. N I O5 105 -7 TYP•A o L`f 2•G 6 I I I �A IDS P L A N A SLAIN 12'-a''a PLAN) F3 7`o 8,1:<5'-0' "TOP OF WALL R.O.F,3!'•0" °" I I Bo•F. 31'•0" 3.�, ELEV.36'-b" �_ Pe E F L I i SEE ARCHITeCTURaL 2_<4 3t_o++ PIED.TYPE 70P OF PIED. A'DIM. 8 DIM. PLAN RE.SECT. 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A B C G1 D E Q (SEE caaRT NOTED. LAPPED AND ANCHORED TO DEVELOP FULL N ADOYC 4}WIIERE ,WATER STOPS, ELECTRICCAL CONDUINCHOR T ETC.INTERFERE DrCOLi7tIN BASES SHALL BE GROUTED AS NOTES Sti_'+ O WITH PLACING OF REINFORCING STEEL, SGON AS PRACTICABLE AFTER ERECTION. (.,_TOP QF._GQl!)MN_.FOOTING_.SAME AS TOP OF ` THE REINFORCING BARS MAY BE BENT OR ' ELEV,30'-O SHIP TED SLIGHTLY TO CLEAR. il)SHALL WIRE FABRIC(SMOOTH WIRE) --- -- REINFORCING STEEL AREAS SHOWN SHALL SHALL CONFORM TO ASTI4 A-185,GRADE WALL FOOTING UNLESS NOTED. '6�IaE.w BE MAINTAINED. 60• 2.ALL.ANCHOR 50LT5 WILL 6E LOCA-I•EO PROM nS(GONT")J �.@ i2' LOCATION:MERRIMACK VALLEY WORKS SCALE:AS NOTED METAL 5UILDING FABRICATORS APPROV6E? FOUNDATION PI_AI V NOTE S�AxCtIOR BOLTS To BE sEC1tRED IN • PROPER LOCAION BEFORE CONCRETE IS CHEMKAL t CHEMICAL SHOP DRAWINGS. Rc-IMF.61M. b -SCALE:I/8"-ILo" TO 3 105 _ PLACED. 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A PROVIDE:AND/N5rALI A TEMPORARY HAA/DRA/L A EACfd Q 30'O 30 o Q s�wcuTExlsT.SLAB A.vD O 3p`o Q 3c-o Q CXCAVnT/0/J pER 9--rA/L-UNT/L A PLC WOOD COVE,Z Is \ 0, t Exlia VAT,--5O/L foF�Foor1,19 11VSTA1.L ED AFTE✓Z CONCliZ /=00T/NG5 A/AVF_11ARDE.VED, -- - Tc1.?PaRn.Ry Zx to cvT TO F1r \ �l {7,� 4 PROfBGTlOA/ 11'4X \) 3. -GAGE CONCRETE'Fog FOOTtNC/,TO ELEYAT/OAJ 4G-(o ' - 5AWW7 {I ` , ;Jf 3"Tr;,Zg�D f I PROV/D.E AND t,VSTALL TE,yPO/24Ry SWOA¢R,4DF PLYWOOD EL I .47-'o COVERS pEIZ•YYPiG4L F•O0T/-Vq CC-TA/L To F//L/r✓THE ---I '* ,, -x oCK�TLWT/L IF IS FILLED NIliN Tr/E COMPLETED CO1✓CR.EjE, _.. I -- I I I " } 7 F�. / (� �"t HIWF!ox(ox .ALL CoA-1n;-7-E SHALL BE COi(/TRO LLED Co,VC/2GTf-NAV//✓4 --- Z.- -- �on L�.�_._ - -_ -  -_ A 141NIMUM CO/✓IPRF_55J/E ST/ZE/✓CITF(OF3000,05r AT - � DQ/CL 2xla!S llE D TD_ i ! B 9 �I �T oVlJRcVatt?rsLTs aAc� L xcavAj,ou 2BDAys. !!! ';' ----- ------' �' , _r-•- C 4 T- Wr ry CONC1�ErE ( _� I' AG/5 G8 C/-R.4 E¢p L SHALL CONFORM TO AST/✓( O. -2%REQO IFc3o/N I i (I} N UAaa Z L3AR Z1Er2 J -•,T \O C ! N FoR DETA/LS r II C 8 4 1 Sczu�2E 4 FooTry�D�TA/L qo —--- 1� ';_ co�ST2. _ covice�TE S�A,5A/ojs5 ALL COAIcReJ-E SHALL BE COnITROLLED GONGR.c TE AIAVINCI A MIAIIMUNj CONlP2E55/YE STRENC/TH OF 3000P51 N' I �zi' ) + AT 28 D.D.y5. D �� 0 �I 1~ '�___i___� �_ !i 2,LILL,QErA/FOR CrIJf,STEEL St ALL CONFORM ro ASTM"A15566 !!Ir -_ -- �---I --' A �i (TRADE 40, OI Y E� GLL F/PES AND 4'0/✓DU1TS TO AAVG .N i- ¢"ASoVGTHESLAB AND AlAYE/"CLEARt NCE OAt CUT To (SG2uA2E} - j GELD RA TO �� ,I !! ...Co ALL S/DE5 OF'PiPE OR cO.uDUrT. FLPPLy KLEARSEAL CONCRETE CUMINA AA/D 11ARDEAZ1AJq -- -) - tTt Zx 4 2x4 - . AMnl�L/G 4Tj/OA1/S To liE NjADE L✓F/EA(WTO TGAONrEGSRE.�THEE Frs/R ST F14- . r/ 1S AL ACED AUD 7W E sE COA10 APPLJ CAj10A1157 SEVEU E :� �� I! I� 1DA115'LATER. E s 2x4 -- i j �zx¢ -� F r- \ I cx/5j PrPERA/L ¢TKPGywooDSrEEj Zx¢ �2x¢ ro /JUD e/CK o A/N 1 coNsrQ Jr. R T - EL 4 0 �_ '_I �✓FE v1 _ 1 z � cos/02 2x¢ CRNS7R f/, nF- l/f V �1 u ` B 8 - - ----1!--- - __ - - - -- SLAB 11/, CAVA ji-J C-0 z / It L/30 i i Q DEc ISCOL, t007-v cr LOAF Tz J� ) I 6-17 IS I ! -----— tSECFooT/N4 SCHEDULE 8 BI II : Dr=T,nrL o� Hr_p2 -_ -- ------- -cTr o� EQ— _ SC ,c./-rC?-t 0 L�AcKez Ron At/7� H F2¢ r- �I srls co uG G�wwLKlVy � -- 1:�, caysT.F<.�1JT I 'I i �! j I - � 7' / WF I II � / - -- - - ---- '! _ 1 It � i I(o 25 - ! '2 I :. - S F5, F23 F4 I EL GG ro !� i\ --- XJ � � Ij� gil -�!-- I /-r_p �ry _---.:-- .. \:� � � ro S.G5-c- o v I C Ext51-WALL �� Ewsj CoL. m 3 r-o It _/r0 W /2 SjD PJPE 3` T>IP Cot45r14 yu riorJ ��. V r'o <————)DEA/OTES G--57'/.vcr Foor11J,;s 1 rF vrs PZAA1 �f=COArcr SLnr3 \ ;�— '� couTRloX¢ scCTtoni /l-r� ,-r.3.4G<ER ROD AND �lJiTf/HooKED K O l O V BAUK�-P RooA4/27 SI/COA1E cAul�/N� g=r=o I srlLAr�ANC/oR /BG.G /=r'� -SIL,CONS CAUL!IN 3 e �ELD T LGx�xg t-0 .6ACKE,e?OD AND 5 K FUOT/N4 SC/-1GI�ULG ,3 L:KISr SNEET2�C/< !I S1L/coNE CpULr�INt� '3f31 64.. Lo.vr LGx�x 3 yvwP' MAR IV,, DrtirEA SlOAr DI ENS(ON REtNF. GVNIp ,� El Co(o'Ot, rJJEG/< I K 8 EW, ExsSl SMEc�72Oc. GL.&G-o ! �L- ! /' C4 X F23 / 4'6 r=4 �32L,i - i �' a x-fix-` L F24 ¢ S=CP r=Co 7 8 ---- - - i '- -- - 177 --per =' F25 3 GCO r=� 9->vP - _ �II L✓f!��+ + / 3 -G�-2?GG� L + q-DECK -Q-DEGK Cov7-161< B'1 SGC�10A1-�a/�-�^ °w!z �w12 I t•,r,o �OUNDA7iOM /t�lD YI i °`g I Cor/CRE'/ SLAB aTR RD.D„R6ET Y �! I-L1-\AlS tlo2 t ,fOD OCATION OR ORDcrt No. A 2i w24 ;[ i Ai2I W2q v12� Mz�ZZ AIIAIE A4Vrtt �'-=__,' �---�`_i ---- D",�•/,vGRAS'TRT Vi�L.n 5"r _ VI SGCrD� '7 SGC tOn!- ."A..R°". T 51=GTroti/-S-8 T /20 WESTERN ELECTRIC COMPANY,INC. 7QS�pVr0, 3.5 ►M��,..Pa,��w4ar•• 2 13 1 4 7 ( 8 19 10 11 12 13 14 1 15 16 17 98 1 19 20 21 22 123 CONCRETE NOTES:n acc ,ccotn lr"aoc�'•��v 1.All conerc[e woz,c shall be in ordance OW45 ,! with the ACL"Building code requirements Ha l7 REr'' for reinforced co crece"(ACI-31S),Latest WaLr Co<.G'N A , A 2C'•0" IO'0" V.0" � 20'0" 20'-0" Ha O COL. edition. of a si.ow.+t 20 S7 a!"Al I s4 0 3 8` t'-0' ' '� -4 y (o-O h'OT NErl F7G, I ( - ...Concrete is o have a 28 dap ultimate co.- REV.{EC7 l3M N f{q !-{6 f eressrv^gr Oegto ha 30002Fsiapco crece m s bs O 8 ulermacc 155%'S 6-!C•ES Co 'G s d 8•,8" i ompressien trength°Cofa4000 Psi. TI �i � � .�_ 3.Reinforcing steel shall conform to 1'4. II$ ASTI.Abis grade III* J Welded wire rernforcemont snail conform B &to t5M 8 8 i -�-- .9f to Asxw-A-185. B O n. - ( oA O ,�,- 20 •W 5.Lap alt bar sPlices 3b diamc eers unless otherwise noted oa d[awin 47a ss. 41b 9 6.All exposed edges of concrete above grade shall have chamfered edges. Anchor bolts to be supplied by structural - f ( ( `O -'Ir•! G 5 Ot - - I stet.fabricator and sec the contractor. y 1 `5�uDT, 007.G by �_. - - �T _ .._. •� -� ^LEA�i�ROUC{r.EN ExiST. a 4i C -i-►, -_� I - - -- -� o 1=LI - 47 I 2;8 WALL APPLY EPDXY 60NDW4 ' 8.Chairs and jor a}her devic 5 used{o C 20 AC7EtJT. 3'•O" sOPP siGbreln{arclnq 5h4II be place'l 23D 131 EX57.CONC.RAMP p` N CLAN P AN PLAN at¢-o°o�cenfic� ZD " DRILLf c-t HALL lvLt,IN Ex? . Z I CONC.WALL EKt9T$'ONG -. o EL 47-0 c.� i `cL 4"1�-O° �Z� _ EL 4'1'-0 �Z FLR.SLAB EL4T•0° 5' - ,L i r I �. `sr_ Tt",ER EL4{o-17�t D 181 - !S - ORI L{SET 4 ' O ZD 11!-�J Ft hLh 5c'V k20UT x 5.7UCx L SELcR"C b `"(P EF t'H 2E 8-#7 VERT'. w R VO"Ev.L PIE NJ y_ ."IT FOR RE LOCATED i COV PFCTrD YRAV L. S-5 VERT' B-SVERt SHown1) 35 VERT xIj ZUCK LEVELER.SE. Si ?Cc LOCA�IONh) J MATC HVfLS TO DRILL 3'S JERT.W _,I I �-- iv 3DWL.DRILL f�'0, b` Ct ^vWCt.2D=OR DETAILS. -- -- G FLR.EL.43'8 @ZO.C(PERIME'fE)L5. PtR,EL43-$` 2oUTE%P. 3' _ ET 4?.RIV`L.38'•5" - I I � J I I � _t`%EW hLA6 EL43_-0 � SEE SN.ra FOR DE'AlLS w - - E W ca o EL,41'-G Y',. - 3--5VER7 ro--�05 L.VAOMr SLAB SLA94APPY EPDXY 5ONPING DNL3 7 &-m6 G`NLh. tO...EL.VARIES. 45 �--CUTe REMovE=XIS'f ' I' IEAN£ROUG4EN EX15T.GONG. U�W�'EX�AYA?E FOR F i cL37(!n• EL.37-fc - �'2"r'TCT EL38'2" -'-TRUCKLEVELER PIT _ BEYOVC hEE SH.2D- F 1 EXIhT.G"CONL.SLAB To REhjfAIN EXCEPT AS SHOWN -- - _ EX?GRCUT DWLS,U lJOTE:CLEAIJ c ROUCcHEN�At`L�OI hTNC. PITCH r3tn`o _ _ 4Ga 0++' r 5URPACE5 INCONTACT WJNEW?IE2 4 o+ COL.{-iaJ476 (AS SHOWN} COL. �-ial Cf'�0.�AS SHO'h'N\ FrCT.APPLY EPDXY ZONDIN(r ACTENr �(J`�. NI/4.r76,ii/4JDo.,�'il/4Jr, EXIST.-RUCK LEVELER I r - 11 1115T.FIRST r"LR _ to ! TO BE RELOCATED.FILLPiT L TJSAa EL.47'-0 CO Hb/47b(oax,,auD} GO I. Ha/ tb(o�P NANO}- COL.Hf45o L/45 HI/42s. NI CON?ACTED GRAVEL N NEW IO'CONC.S A6 EXIST�It C�,AA LS SCALE:IZ'cf'0 Q Wf2LAYER54%4-W4xW4 SAME AS VEW IT SCALE:12"1=C SCALE:I2-10' SCALE:12"- 2-f o' T YJ,W.M. i li SHO`tJN ON 5H:ZD. G c II G L_ r Y fi Cr3n PHASE! P:iASEIS REF REF r s _..d I -- �' 2A ;Ar COIL.5LA3-'Ij} 12'PMJk CGN5i.yr LOL. COL. H DETAIL t'JL J 1� 1`_oCONC."YALIL �(�EW} I,i-, -�4^0 "L47-O' (iYP.IN ERsrct ZA .,E;eta 0` i- c27-0' 2'Q V) WALL RE'Nr') �_�11� I - �(iJ ze S II 2D 'EW 4@1Ef +7 2x4 KEY ! H a J *4F!Z -- 3i -� H DOCK NPA;,'ED j CA'LS DWLh OMPACTED -Z ,,��ss,,VE,.ERh.�Y?Fo2 _ -- - -- - Gvr-,.FILL/ �4�I2° eL.VRRIEh. ^:4�'Z t I x"tILOCATIONh.SEE h 43 \\ rExiyi.2AMP EW'EY (y: -ILL-) .� 6'"S 3 10' m 2D' (SH.ZD FOR DETAILS O r •� / ( 80TT. ! T _ VCOMPACTED `4;512✓N�S,SILL N s OE`AtL I$, -j GRAVEL FILL-� fSET'NEXPCTRout 1 3a o o ro - NEW E'43 O (' (iY?Cyp2NE2 Rflh'.2A - -- exl3T EL.42 2 _ I _ EXISt CONC�SLA�-.. 8 4 UO'E: Eh} `4,0.0 \9� I i `W 'A �+ ..RILL 5 S"T DWL9. i: 15Ee?LAU '^4 IN EXP CTRGUT .: u,' EX+hi.G LONG.5td3 _A_ _ I 12 - � - 2a -EXIST,FDN.VV 1 -I '0. a EL.3?I'8 L N F"aR l�ETAlLS OF 01Vl/N/JG Th'UG/G OOCI�( I a �- --� P LAN PLAN 3Er�2r F/-/ti SEE O✓✓c,'S EI"-2G2G/-/ s _ 2 Z a 5EE D'NG.Co FOR PLAT! DETAtL9 of NEW DRAINAGE(;I - -RENCH oTHEZSITE _. `- �- p- --- 4;a 0, S-CTIONJ 13J SECTION Z - x Y ,I s! 1 -l4-/02 �cc ai�o o< L U2 aNT PRER W RK. -- ---- - ----{- - --- - -0 ; FLR 5LA®EI�.4l-0 LZ 5LA8 EL47'O' _ DRAwllc LIST-I-- f SCALE:12'i'-0' 'Z SCAL E.IZ°�t•0 2 �"� -,i-.- ,L I HORIZ.WALL REINP.Mr, sss�E Nc-3 `- (TNRU COL FIR;IY? _� T� -R ELGG 6 41+ FOq coNCTRJ<ToN Sheet 1 Archieeeeural Plans 721LL 6ET-4DWLS TIWA1.s cL46 0" s-v-Es ( lA Architectural wall Sections 5-4" 1'0 LONG.WALL �_EXIST.j ACKER---- III : o IV EXP.�¢RUU?TYP. S� Elevations - (FLR.EL 41i-0"} I TO REMAIN( -REF t EF.WHERE SHOWN)! I w S Details I II I .9 Cot'•' - I ~ 6''7 VERT }' 1B Architectural Stair Flans I' O #� s Details ISSUE NO2 FOR 6105 -1' H - g.kto YEP.T ^4 DWLS TO My.�KN '•i a 1 5=4' 5' 1L0 L-,'" $ Nt '�Si Sheet 2 Structural aooaaation Plan 5.EG.1440-oA7-t0 I 11 j S ,�fN>:LR c' �) WALL REIhJF P 2A Structural First Floor Plan 4.16-85 r� 2a seraetural xerxanine Floor K !_! I -i- + -' 40Q ----. DR'LL�5EL"60IV,- j .o Framing Plan 6 Details K --- - 2 12 OC.(PEZWETEe) _ 2C Structural Framing Places IN EXP'g7zou'. a Elevations ISSUE NO.;-1 OR 3tD5 S.Ec l,qo•cal-;o ENIg7, I' ., 2II Sections;6 Deca11s2nns p q GWLS NALL L:1G - O G '4@(Z O.0 5-17--l cX(hi LONG S.Aa #6 B T yy,t Sheet 3 '1 C-Plans 6 Details COFJPAC�D EW.EE 'OC EL VARIES EXIST.CONC.SLA$ ` a: Sheet 4 Electrical Lighting SLA3.L.Ct-O' K4@i2" GRAVEL rILL� cs r 1 I APPLY'PDXY aOkDING 2"PMJF MOTE:CLEAN j ROiXTNe'N ALL EXihT. TO C.EL.VARI... 4A Electrical Power Plan EL 40'� 4B Electrical wiring Diagram COUG SURFACES ILl CONTACT n/NE'+V ACCEN;. g sn.1 EL 43•PJ 4C Electrical wiring Diagram Sh.2 OP t W SLA? �{- 'DER£,F 4.APPLY EPDXY 30NDING A4ENT' L Sheet 5 Sprinkler Ylan ! DRILL I f41a COL.N/43 I/43a Sheet b Civil Site Plan 5 Details YSET w EXP.GROLIrowls. COL.I I/4io, II a[-'4ejf0VL5, I'-O., SCALE:iq"-t O" G" }2" WAREHOUSE BUILDING n4clz"o.c. TRUCK DOCK MODIFICATIONS OWL". SEC-Div 13M STRUCTURAL r.n oo'„rcT i=ODUDAT10M PL A!! scALE:y:'-1'S 2 FOUNDATION PLAN - SChLE��Ila'`:l'-0" 4`4CON7.oot. ,..onoRonoea,.o. G:0' =4�'12'30T ..-AS SHOWN oc11.ea M SECT10K! 15 M, �; rtc_ac�o'w Rou or<<st-.stnrx'"S.L,ca ly L a M SCALE:12^�Y-o" 2 C�-F�4S.`T.@-brAfii\'.I,lit;. o R•.••R vc A JcyooV�",Z6 oa.wnoao. z Network Systems FPV108516 BQsr,•Ewro"x,„A„ta N(% [f;�t�N�u Tech nologi es.Inc. ,OS FPV108516 1 2 3 1 4 5 1 6 7 1 8 ► 9 1 10 1 11 1 12 (I© 13 1 14 1 15 ► 16 I 17 ► 18 1 19 1 20 ► 21 ► 22 1 23 1 2 ' 3 + 4 1 5 - 6 1 7 ( 8 I 9 ' 10 111 ( 12 ( 13 ( 14 15 ( 16 ( 17 ' 18 19 I 20 21 1 22 23 1 - NOTES: IS No, 1.'OR CONCRETE ANO STEEL GENERAL 6.24-89 FOR VENDOR 'A NOTES SEE OW6.FPV-108555.SH.6 Review A 37A 39 P /55UE 1,102 DRAIN e, DRAIN r r _ _. _ 1.3 -_ PIPE - ..._ ��• N ----� -- 9-ttr2 -.- -814 ---- -- 1=olzCOArS'7iJ yi TRENCH I ZP 0" -- - 2 3", r" Z- 3 1 r2' 2-2 8, FOUNDATIONS AR£TOO:CONSTRUCTED -----L I -8 3 f ( 2 2 7 PUMP P•777!- �~- j 2.3•• ISSUE N0.3 i - -- - --BREAK OUTEX157. 70 TNES,.D!NlHAN1 i AND SHACL NOT 8"-10� � (1.2' /-ALL EXP0560 CO,yC.Gtj ZFACES 2 3•I I I � �-L� 6-SLAB�REPLACE VARY MORE THAN%g". !gJ ' r• Wi7NrN THESE GrMrTS Ton,E- - I 1�- AFTER PIPING INSTALLED RMI 821•85 18'!•E 7r8\ ! ASI ETCH LINE ASI ETCH L/Nf FOR CONSTR. B r -I �q- -. - ----- COATED uifrSTONCLAD HToQEp1At �\ �(EXIS7.RELOCATED) (NEw) I 37A -j�J) -- EX!S7. B I 7'•6V8'�K-I I. - - 8• 39 :,� 8 8• /-6- 8' X.P.ACfO RES/STRNT r. �;I �48 -�.I` I I TOPPING.EC.47=0 ( 6'11/PART17r01Y I---�- 18 4f" 3 y' 3/ 7- 3 ' vim t 7 f ISSUE N0.4 138 2.5' ,816./3/a,i 3�Z I 4-b2 2t8 !3/a{.2t/!s ! I Q g - I {I�'. IROUGHCONC. , 3'z" , ° 1 - M-. _ -.°•}•°------- - _y �_._L- 1 S I 5@r2 EC.46'-!fi" EX IS, PAR7171On 2:3• j•.1 r2„ co/✓s7.aooEr✓ou _ -r - 4,, G !1%z I�1 0: 7/POLYORAIN, Foe alos 3° bE ! -- ( ) ( }DETnrL 7J f EL.46!!i"TYP I 'I 5.3II 1 3.5/8 �I. ( �..� j `� # !� I ;j 2(�) DRAIN E7CH LINE 1, III ) SR i ! ETtSl.NFRCIDI" ';�£L.46'114 ti try@!2�-, 6R TjGRR71NG,I-2-5 ADDL GVER� ,FrN.pRD aSAY1CUT 8^ ISSUE N0.S I !1 II ! (� T COI-C61.46•'11� N.Ff.f.-, 2 SCEEYES(TY1=.)> .I. EC.47=3' 7 EXIS7.SLA8- {---J r ROUGHCONC. CONTAINMENT jf- '<' / 4 % / i r-j r COItS7.RODENDUIq , i ! 708£REMOVfD -. r`j .. ` --- -- TICONC E1!46 rl4 EL.47�O ._ _.-- _I �iL.46=!/iq° I i REVISION-OR T _ - - %•,e POC YDRRIN lYP.) DRAIN INVERT P..P. 'v�: ;� ,1I I 1( 1 I: j i :o = _ `ei '"-�� BIDS!0'7-85 C `1y2.,fR.P. GRATING T-,-- ) e - #4 Ole(TYR) >q I • ISSUE NO.6 a 2-L'SP.?K.NO.SR2 - -- (ACIDRESJS7RNT) :."-e q4@!2(IYP.) � , CONST.AODENOUM) `r•\ �� REVISION FOR ASnEW ETCH LINE ---. o I !-_� f j (TYP) -- /4 A,V.C.SLfEVE #5@r2 rTYP ''�- 137DS 10-22-BS 22 G '� I �- ) / - i bR fi- ,;�� '%�I t I'„t7(FIN.PR05 1'9f8 !3!a Ili ele, I EA isT,FGOTINGtOEYQNDI� �__# 8fPtTEL.VRRIES €X15T.FOOTttiG/ BfON. "'�' I I.i ��h PVC SLEEVE M IEt.473'(EXACT) !-'� 5C12 !VARIES, • 3f fDN,Et,44•-6' f55UE I, ij (i YP,ER.PRO) # EL. 44 6" rV0.7 i. (TY)� _ ( 3C3" _3 9 SEESfCTISG; 4@12 'YP 4@12(,rP) 3'9' rzc--rsSUEo 3' ( ) 6g� r ! (� 1 # # #4 @!2 �a�x t i 4'FV.I.SlRRP ANCHORS FOrz r3ros I p 1; I,II I p I 5@r2 4@!2 8-85 I � , , 'm � - � C'12�O.C.!(MIN.2 ER.SLOE -I --- ---_ -�1___ji :. 1 1,I - (TYP.ER.PAD) P3SUCFvo 5 -_----_ _ __I� NOTE:ALL EXPOSED CONCRETE SURFACES 67 LAu - 3"H.D.GRLV.R.S. I y,, - _ - - „� SNRtt HAVE l4"THICK MIN.ACID 4'znTlftG$PLA7Faknts CONDUIT w/LOCF:NUT -r -� r 't'2 l-2#SADDL,�P y C SCEfY S E('T t Q/� /6E RESISTANT COATING,STONtLAO HI OR EQUAL SECT/O N 22E �-2 f , !`2'FR P,GRATING OL'ER P.V C. 2 3 `^' 1/•l9.85 fr BUSHING EA.END ^'=e - 1 -.�„I� 7 EL.46'•11 v' - n'; ,,• r t 1 3'S" 6" SLE£Vf5(7YR) CI I_d� e j SCALE f2=,1,0'* 6A SCALE ISSUE NO,9 ••I I''I .:: -5ff 0W6.FAV•108655 REXHIS1 CLED SH,6 FOP,PIPE TRENCH - EVS.CIR'6" OE'A/Z S POLYDRRtN E -,��---£R r 1- -- _ --- -----Ivy�-,------ - - - RRtn SEE 7l67CHLINE fOR alos -16-85 E T l 7 6l: 9C0" ld`5"' 2=1" y n10 DETAIL THIS SH. SUENQ t a D 1 t T ti Mlslofff ASI ETCH LINE- -^'.�I I v I S ' o� -m -+� r oq I• + \ 2.3.-_ FOPFARGRA IN sl r J SJ.. 6L('7" --3 5_�61 t•r0";i ¢POLYDRArry 2'3' �S[OPECOVER7{ (€XfS RELOCATED) ---- _I r '. LI ;� ✓^\ , �^ t -"r- --- fRAMf FOP FAR CARTING:. -Lj.. \i_.. .\.f•!-� oA-l! _t.,. I I I' 0£TArt 7J 4 8 B, £PLATFORM BtDS �, T ��^• r_• 1: I�� tiN StOP,.COVE!?(� ! j T1EXlSt.SLAB ! ( •-H.PEL.47'0" 71DRAINEL.46'Ni '~ "I !'RS .-TjFINPAO 8•86 ,,/- 6A 7 CURB EL.45-4" !` t I \ •.�, PV.C.SC EVf :.P'I.C.Stff if - �n EL.47'0" 2 `• I''`--------- EL.47.3" 3 I 3 ,. I r -t1EX1St.SLAB I I ''� 75St1E N0.tt 1 i I OR {FRAME EtEC�7.tONDUIt r-T//`r2"F.R.A.GRACING f 4 CUT-QUI FGR 1 s '�' 4 n -H.P tOPPJNG -° f� ?_SDK.:Z�' 131�1.3/q� ._I � BEYOND i EL.46.�77 V2 I PEST FG.ttR=TER DRAINS EL.41�-0• �I � £IYZ I�NS7RuCY1oN. Mi tij v I I \\ - _�. I IP.Y ` �f ..1-- _..-.1 t EL.47-0• REVIStOAtSC1RCCeD I r/ R.P.SLAB EL.47'-0" I _ It ` --T �I FOR ADDENIXNtb! rYP.RLL AROUND ----- I7'r' S .C.P • - y-� ` _Y_---- p-- e , Ii EL 4b�0" •,\) _ .,, Et.46�r/la 155UENa/2 F a _ ) ----------- - C. I - - - - _• (b�.:,.y.r?SCAB �t45 ' r r'I _ "6"(7YP)1(P.SLAB b� #4@12 .Q T( 228 BG _/ I --- - - #S RO FOR CONSTRUCTION 3=2%b d=4�b r-21 3'-ll1 7RENCH q - "� - IOPVC.SLEEVE SCOPE2 .L.48=0' e, _ •b� UGH ION _ 4 4 7=9 jENDof9+5LnnRD I I SEYON0 3-4 - ft.45 0" SLOPE 2Y } EL.4'•10_-_ _- r #4@!2 REVISIONS CIRCLED +ENO OI FRRISED PAD('7e( \ 7t 6fB•'SE I -_#4 P/2. - - FRAME„ q- - - 8 FDN. 1550E No r3 6E ��SEE 1v4 2N g TT CR 3 / ?PY6SIT 'EC43=!/� I!" •-_-_ EL.44'-6' FOR CONSTRUCTION f ,•�.�-1-_-�` 7 PADDITIONAL- 37A q ��.'-�EL.42'-f0., - E�.44"-b• �X� REY/510NS CIRCLED 3"N D GAL'vRNlZ£4 : 4 L/2 R ADDENDUM 6 R!G!D S?EEt CONDUl1 - NOTE:F0,E UNDERGROUND EL.42C4 G i61 I 4`-0' RA'0 EmfDDED PIPING RfFE-R - - - - g_gr_g6 G tomilES$atjsER)rr/ , TO DWG.FPV•108SSS SH.NQ.2N. a COCKY!!?S BUSN,INGS t� -_-- - /<107f:CONTRACTOR MALL P C.SLEPROVIDE I - r55UENol4 EACH EIfD -_-- SCALE Z`O•� 1bR S E C T t Q N 22G FOR cONSTRtK7bd / 7'1P BLOCKING PVC.SLEEVES Y{q /{/_ -- @t2 E.W. _ NOIE:RLI.CPNOUt75 J -{--- = 7'•6„Sp.x 14rHlflf pRAIN - I' I�rArN. r - REVIS/ouSciRllE �\ AS/'EOUIRED TO PPeVENT EXIST.FOOTING / DRt✓rRl.E 70 SCEEYES DURING I '-�- 33 SCALE<</�O' 6A JI PLACEMENT OF CONCRETE t�Yv) 2 Yo1L7-27-8r,8 SNRCL PROdECT 2' T/EL.46'-6- �_� 5NAPE G0T7fSUMP(WITN' 2-2 , Z 3" i 3`t!" 7-2�•86 RBOYE FIN.004'C. - 31¢ d•6 -�, LSTONCIAD)70 AVOID 76R, i- RCOM57RX8 5TANOIAIS WATER 8! 1'1 _1'7" I !l FOR coN57RGCi70rt 1.2'6, l'10 f FRP/BRA 71NG REYr510NS CIRCtEo ETCH LINE FOUNDA71ON PLAN -T/PtD et 4713 (� EL 46C1!V2 POtj'D RAlY 31g CAD I r7/EX15 t.St A WRADDENIWM 8 1'•1 SCALE 31"-1'0' .<z - I SLOPE 8-4-8G F.{ PAD DIMENSIONS GIVEN, 8- , :' .;;_ _v --'' I: _-�t EL.47-0 /4 RC70 Rf5157An7 COATING �1NRL.N RR£Ftl.OrMENS r � M1Vq[JGPIPE .I �f (T ) I EL.4G=I0' I $YP,ALL SURFACES I I�J� 12 D'L (?ERIMGiE2 r I EL d5:4 FORREIN NOT SHOWN I rtfFlN.PAD Et.4I'•3- _ DRAIN ~� 7 I __ SEE 5C-C710N I6L AB VE ' EEY@ d W.W.F. (EXACT) ✓,ram Q '- 4•%.V C.PIPE SLE VC - j; EL.aS'6" (3 RCO D SEE DWG HPPLY EPDXY 8ONDING - -T/ROUGH CONC. - !}Iq' - " \ ------- - - ! FPV-1085S5 SH.2P FOR COMPOUND UNDER PROS EL.97'-314'" I'_--" A� 1 ( "PdCSaT J-4"'OPVC.PIPE �--i- LOCR710N PRIOR TO PLACEMENT _L (QROOM FINISH) j 1�4 F.p.P GRATING t 3IFDN-i A EL.43.1y (7YP) I _ (ACID RESISTANT) SECT/O1J /Jfl EL.44-!p" -- 71ROUGHCONC. ,;'721MLFR,arvlC' 3L3" 6"2`6" �EL.42l0' I EL.46'tlYq' PV t SLEEVE EL.42=¢ I' �s VAL VC - - -� INV E6.4-3`4 �- EXIST �1 `#4 @/a DOWELS '4 ACIO RESISTANT _ I S E C 7 t 0 N lSd SEC 1'/0 N t9J (TYP.PAD PERIMETER) COATING(TYP•ALL - J SCACf t2_1.0 6A SCALE 314=1'D' 6A T,vA� •J ---�SURFACES) CUT 6 OFF 514APE 8077,OFSUNlA J _ -✓����- "`---fACf OF r7G (WITH STONttAD)70 AVOID , 2 PVO SHEE7(SHADED AREA STANDING WATER j COVERIN4 P+T"PROVIOC TYPICAL ETCH LINE PAD DETAIL 4-gemRCSISM"7CAu4e1,v, D E T A I L 7L1 SECTION 9J As - - 1 r �._ TO MAKC SUMP A,27r4NT SCALE 3%1t 0' 6R SCALE 3/ t`-O• G -03 _ 1 _ SCALE 12 t.0' 8' 41 I I (-Bf1lLDf�YG n0.70 A 8077/Pf7 39 37 _ 3'S ,• " ••, " • •" ALL ExpOSL-0 CQNC.SUZFACC-5 u0,7NIIJ M5 DE 2E55ED 1 - I i 3U}LAIN G �?UM�S�SW I'CIA fts A2&To 6E j 1 - fI s7t�1CD jo We s�i€(RP MEMBERS W�siAlA1LE55 SjEEL 60(,TS. r E 6„.6 6 N0.30 PAD 16 i 3 S '6 (-!0 J'PRD A2EA7o9EcoA7EJtu CErLCRE,E 69>,NM2Gt0 02 EQUAL OOOOOOOOOOOOOO ATClASED M(S,FASjEJERS 5pr Ae j• - WACNEDIOUNPERSICEOF�ANo/02FR //0!•b,!6 '6 Wa'4%gf.RP. 3#9 ! A C E G I X 9 0 Q S U W Y AA To 2ECEN6 siniac65S S1Lcap scaewS. - _ R!I/L AT/NG 0 C (M!t A r" 4 4< DETAIL 15C 1 a r • 4 EXP.130C TS See DARTPtaa'A\CUT 70P 0(-- ` w/TF R) 6 K 1:.°( PLAN r a o' SEE DWG 2N _--4-/4 4E-X,-.BOLTS - SiiT•G) EXIST FTC. ,I 2sr( j CL 47 0 R.P.GR F/CURB-, � i3'-'G..- S7 F EL 47 6 �---- t _ Y -'`__. ''� TYP EA.PAD 5;:3/8.%"FRP I - R,; Ar_ PITCH E COCRTIGrY TP SUIT G4"ACID RESIST- CNRIfNEL FRA.Mf EL.ab'S { Et.a6'6 T f DEPRESSED r I �' c e'. ---CC 4a:toYr '$� v a ��FlN,PRD J! t \ �1RB EL.46'!(N.P.`, _-- L D,2 0._ - - 2 PUmP,SASE tGRiING �/ EL.46L4\ EL.¢b-5 EC.47'0„ S1. r- - .45.2'� -- C.P'a.46.0@sUMF:I o -L-- ON 2' a, 9f lL 70 3¢"! �EC.43:42� �- ,,.�-__ �__�-EL d-s'4 - �� E.4GS �7fEX/S7 FTC. _.-.._...__ _ BLOCK �J BUILDING t4 3=%gF.R.P., 1' Sj I EL.46=6' I. BLOC y� EL. `11 I`; p jE� t A ETCHING&MATERIAL RECOVERY '6A° (4 SIDES) C4x3x� EL.a3(2"(CONG�, B �8",/0'CONC.P40 `' it"�FP. OST 3+6wopEr rNG! Imo- - #4012DOWELS ETCH LINE FOUNDATIONS 3DL7Townusu,Exp.bL7s(TyR) FRP �- TOP EL as',?" �7- or//a p(TrP 3:y 3:s'� 4cr2 Ew1 raI__ a7T.sunn PLAN,SECTIONS&DETAILS r `4'ACtD2E5t57.174�{Lc5U2FACG5 r° EA.CORNER) r T EC.45'0 nn•� � NOTE:PO PIT COCATtON.SEE"6'7, LtNE FUN PLRIi AaQiC (7);�-Yo REQUt2Ea,• �-4"F 4"x KEY -AS SHOE 'VI N 3"Er"/BfOt?fNT W. (CENTER UNDER PAD) ,c rn 1'A!?7!'L.AN A-RUMlA A190S IN P/7 (ratx'i SECT 10 N t2M SEC 7t 0 N n160 "«o eu °"o.IRENOUTH ""Z7.7ROWELI o M StAtE 318 f.0. ; .rt„�o....,..ov..� 7� isr.;SCRLE/8"=1-0" 6 SC1;LE%4"''!0` CIIr®5.3. i�IRI.IIRIC. IoTHCR ROYL. q.O MoovEy oq FPV108555. Network AW Technologies. Systemsnc. 60STpN•NEW YOI3K CHnH(.OTIE PORTtANO tOs FPV108555 1 2 ( 3 4 5 6 I 7 8 9 i 10 11 12 (eT 13 ( 14 15 ( 16 17 18 ( 19 ( 20 21 22 1 23 j APPENDIX D LANGAN BORING LOGS LAIVEiAIV LAJVEiAJV Log of Boring LB-01 Sheet 1 of 5 Project Project No. 1600 Osgood Street 140182701 Location Elevation and Datum North Andover,Massachusetts Approx.44.5(NAVD 88) Drilling Company Date Started Date Finished New England Boring Contractors 9/12/18 9/13/18 Drilling Equipment Completion Depth Rock Depth Truck Mounted Stratasfor F-15 104 ft 104 ft Size and Type of Bit Number of Samples Disturbed Undisturbed Core 3 7/8"Tricone Roller 29 -- -- Casing Diameter(in) Casing Depth(ft) First Completion 24 HR. 4"10 Steel 20 Water Level(ft.) �Z 19 1 N/A 7— N/A Casing Hamme§afety Weight(Ibs) 300 Drop(in) 30 Drilling Foreman Sampler Pete 2-inch diameter split spoon Field Engineer z Sampler Hammer Weight(Ibs) Drop(in) Q Automatic 140 30 Justin Hall Z Sample Data J J fn J �m Elev. co E Depth ; c N-ValueUJ Remarks a, (ft) Sample Description Scale E ° '�3 (Blows/ft) (Drilling Fluid,Depth of Casing, o`J z a m Fluid Loss,Drilling Resistance,etc.) J +44.5 10 20 30 40 a O Q +44.2 4"Asphalt -1 at Oft Dark to light brown f-c SAND,trace silt,some 5 f-gravel 1 U) (dry)[FILL] � � 13 SS 0.5ft-2ft 0 13 0o M Dark to light brown f-c SAND,trace silt,some 0.0 2 12 S-2 at 2ft f-gravel o (dry)[FILL] 3 1 o10 SS 2ft-3.75ft 9 N 0 Dark to light brown f-c SAND,trace silt,some 0.0 4 15 Easy to moderate drilling to 4' 6 f-gravel 18 S-3 at 6ft o (moist)[FILL] 5 CO 00 J, U) (0 23 SS 4ft-6ft z � 00 6 33 . Dark to light brown f-c SAND,trace silt,some 18 S-4 at 6ft N f-gravel 18 Casing driven to 5ft (moist)[FILL] 7 T co 23 SS 6ft-8ft (D 33 o Dark to light brown f-c SAND,trace silt,some 0.0 8 21 Hard drilling to 8ft z S-5 at 8ft 0 f-gravel U-) co o Q (moist)[FILL] g �' 49 SS 8ft-9.5ft U 63 z 65 � Gray to brown silty f-c SAND,some silt,some o.0 10 33 S-6 at 10ft f-gravel 55 (wet)[FILL] 11 cfl U) 0 3340 z 41 SS 10ft-12ft 48 49 co 12 0 � 57 0 13 ~ 60 w ° Gray to brown silty f-c SAND,some silt,some o.0 14 21 Hard drilling from 12ft to 14ft 0- f-gravel S7 � 33 U-7 at 14ft (wet)[FILL] 15 S 14ft-15ft co Dark brown to gray silt,some wood,trace organics �, 12 CD (wet) 0.0 s8 `o 1 o SS 15ft-16ft 16 S-8 at 15.75ft 0 z 17 'a o +26.5 ? °? °? ? 18 O Brown sand SILT - 0.4 19 Hard drilling from 17.5ft to 19ft Z y rn cn 0 13 S-9 at 19ft a (wet) � � 13 20 LAIVEiA]V Log of Boring LB-01 Sheet 2 of 5 Project Project No. 1600 Osgood Street 140182701 Location Elevation and Datum North Andover,Massachusetts Approx.44.5(NAVD 88) Sam le Data QJ iY m Elev. CU F Depth c N-Value Remarks Sam le Descri tlOn Q �, 0- °- �' (Blows/ft) (Drilling Fluid,Depth of Casing, (ft) p p o.� Scale � )a Fluid Loss,Drilling Resistance,etc.) +24.5 a 20 z m 10 30 40 rn _- cn o 12 t- t (n U) 14 21 22 z 23 a z Graysilt fine SAND 0.4 24 y Moderate drilling from 21ft to : 6 (wet) 24ft J cn cN 7 S-10 at 24f t L' Q• 25 194 12 SS 24ft-26ft 12 26 0 V- 27 M 0 CD N' 28 LO N Gray silty fine SAND,trace organics,trace clay 0.0 29 9 Moderate drilling from 26ft to (wet) 29ft 0 30 cn o0 11 S-11 at 29ft 21 � CO 10 SS 29ft-31 ft z 41 0i. 12 o: 31 N 60 00 32 v) 55 0 o. +11.5 ? ? ? ? 33 J H z 0 65 Light gray to brown CLAY,some silt o.0 34 s Moderate drilling from 31ft to _ (wet) 41 n o 34ft w +9'5 0.0 35 s12 $ S-12 at 34ft o Light Gray to brown clayey SILT 0 6 Casing driven to 15ft W (wet) 50 s 13 (0 g SS 34ft-35ft w 36 S-13 at 35ft z J SS 35ft-36ft W 37 0 Q 0 38 w ° Light brown SILT,some clay,trace fine sand o.0 39 6 Moderate drilling from 37ft to a (wet) 39ft CD rl- 40 COCO 921 S-14 at 39ft CO U) 12 SS 39ft-41 ft 80 15 a 41 Q 150 � +2.5 _ ? ? ? ? 42 z Q 150 43 0 100 Gray CLAY (wet) 0 o 44 2 Moderate drilling from 41ft to J 150 �, n � 4 44ft 45 - LAIVEiA]V Log of Boring LB-01 Sheet 3 of 5 Project Project No. 1600 Osgood Street 140182701 Location Elevation and Datum North Andover,Massachusetts Approx.44.5(NAVD 88) Sam le Data QJ iY m Elev. CU F Depth c N-Value Remarks Sam le Descri tlOn Q �, 0- °- �' (Blows/ft) (Drilling Fluid,Depth of Casing, (ft) p p o.� Scale � )a Fluid Loss,Drilling Resistance,etc.) -0.5 a0 45 z m 10 20 30 40 Gray CLAY,some silt cfl 7 44 t-45 t (wet) 150 U) CO S-16 at 45ft 46 3 SS 45ft-46ft 200 47 165 z 48 180 z J Gray CLAY,some silt 0.3 49 3 Moderate drillling from 47ft to (wet) 120 49ft 0 50 CO N 510 S-17 at 49ft Q 5 Casing driven to 50ft 70 3 SS 49ft-51 ft 51 CO -7.5 ? °? ? ? 52 CO77 0 CD 53 N Light Gray clayey SILT 0 2 54 4 Easy drilling from 51ft to 54ft (wet) S-18 at 54ft °� 55 = � N 3 Layer of clay and f-m SAND 4 SS 54ft-56ft z 56 3 0 ti N CO a 1 1 1 -12.5 ? ? ? ? 57 C� ° J 58 H z U 0 Light gray CLAY,some silt 0.2 59 N 3 Easy drilling from 56'to 59' z (wet) s 19 Cn 5 S-19 at 59ft w 0 2 60 Layer of Clayey Sand,and o Light gray CLAY,some silt N 3 Sandy Clay ui (wet) s2o �' 5 SS 59ft-60ft 'w 61 S-20 at 60ft z SS 60ft-61 ft -17.5 ? °? ? ? 62 0 ,I Q 0 63 w ° Light gray SILT,some clay,trace fine SAND o 0 64 15 Moderate drilling from 62ft to a (wet) Cn 64ft s21 -20.5 21 S-21 at 64ft 0.1 65 4. 0• Light brown to gray silty f-m SAND,trace clay 23 SS 64ft-65ft CD (wet) � 00 S-22 at 65ft s22 23 66 SS 65ft-66ft a . 67 a o 68 0 Q Light brown to gray silt f-m SAND trace clay 0.0 69 Moderate drilling from 67ft to z g g y Y y N W 16 a (wet) � Cn 17 69ft _ 70 LAIVEiA]V Log of Boring LB-01 Sheet 4 of 5 Project Project No. 1600 Osgood Street 140182701 Location Elevation and Datum North Andover,Massachusetts Approx.44.5(NAVD 88) Sam le Data QJ iY m Elev. CU F Depth c N-Value Remarks � Sam le Descri tlon Q ° (Blows/ft) (Drilling Fluid,Depth of Casing, (ft) p p o.� Scale � )a m Fluid Loss,Drilling Resistance,etc.) -25.5 a 70 z 10 20 o 4o N 22 t-7 t U) 23 71 72 z 73 z Light Brown silt f-m SAND trace f- ravel 0.0 74 Moderate drilling from 71ft to g Y g 12 0' (wet) a. 74ft J L N cn 18 S-24 at 74f t ' 35, 0 : 75 N 01. 18 SS 74ft-76ft 20 76 LO O 00 77 CO 0 N CD 78 LO N Light Brown silty f-m SAND,trace f-gravel 0.0 79 14 Moderate drilling from 76ft to (wet) 79ft 0 80 N Cn 0 141311 S-25 at 79ft � CO SS 79ft-81 ft z �i. 19 81 O: N CO 82 U) 0 J 83 z c� �' Light Brown silty f-m SAND,trace f-gravel o.0 84 10 Moderate drilling from 81ft to z (wet) 84ft _• w 85 ° Cn 0 1121 lo S-26 at 84ft � `n 0 1 o SS 84ft-86ft LU 15 z 86 J D_ CO 87 0 88 U 0.0 89 0. Light Brown silty f-m SAND,come f-gravel 15 Moderate drilling from 86ft to o_ (wet) 89ft C) r- 90 N co 022 10 S-27 at 89ft C: c' 12 SS 89ft-91 ft CD 17 91 ¢' 0 -47.5 ? 1? ? ? 92 z 93 0 Light Gray f-c SAND,some silt,trace clay,trace f-gravel,fractured rocks 0.0 94 31 Moderate drilling fro 91ft to (wet) Cn 0 44 94ft 95 LAIVEiA]V Log of Boring LB-01 Sheet 5 of 5 Project Project No. 1600 Osgood Street 140182701 Location Elevation and Datum North Andover,Massachusetts Approx.44.5(NAVD 88) Sam le Data QJ iY m Elev. CU F Depth c N-Value Remarks Sam le Descri tlOn Q �, 0- °- �' (Blows/ft) (Drilling Fluid,Depth of Casing, (ft) p p o.� Scale � )a Fluid Loss,Drilling Resistance,etc.) -50.5 a z m 10 20 30 4 • 95 N CO 0 97 t 4 - 5. t cn 96 97 z 98 c� z J 99 a J. L 100 O 0- 0 101 LO 0 °° 102 M 0 CD N ' N 103 N -59.5 Light Gray Crushed Stone 0.0 104 0 g y S29 SS 2 100/2" / Hard drilling from 96ft to 104ft 1 0 End of boring @ 104' S-29 at 104ft J� 105 z Borehole backfilled with auger 0� 106 cuttings to grade.Pavement patched with cold patch. SS 104ft-104.1 ft 107 U) 0 0 J 108 H z U Q 109 C) z 2 w 110 0 w 111 z J D_ 0 112 Q 0 113 w 0 114 o_ CD N 115 CO O 116 0 z 117 'a a 118 0 Q 119 c� z a J 120 LAJVEiAJV Log of Boring LB-02 Sheet 1 of 3 Project Project No. 1600 Osgood Street 140182701 Location Elevation and Datum North Andover,Massachusetts Approx.44(NAVD 88) Drilling Company Date Started Date Finished New England Boring Contractors 9/27/18 9/27/18 Drilling Equipment Completion Depth Rock Depth Truck Mounted Stratasfor F-15 50 ft N/A Size and Type of Bit Number of Samples Disturbed Undisturbed Core 3 7/8"Tricone Roller 14 -- -- Casing Diameter(in) Casing Depth(ft) First Completion 24 HR. 4"10 Steel 50 Water Level(ft.) �Z 25 1 N/A 7— N/A Casing Hamme§afety Weight(Ibs) 300 Drop(in) 30 Drilling Foreman Sampler Pete 2-inch diameter split spoon Field Engineer z Sampler Hammer Weight(Ibs) Drop(in) Q Automatic 140 30 Justin Hall z Q J Sample Data J QY m Elev. M E Depth ; c N-Value Remarks o Q (ft) Sample Description o Scale E m'70- (Blows/ft) (Drilling Fluid,Depth of Casing, J � +44.0 0- L m Fluid Loss,Drilling Resistance,etc.) a z 10 20 30 40 Q '/ ��/'+43.8 3"Brown silty f-m SAND, 01 0 1 Installed casing t some roots (dry)[TOPSOIL] Gray brown f-m SAND,some silt,trace f-gravel 01 1 U) 0' S SS Oft-2ft (dry)[FILL] 0.1 13 co 0.0 2 18 c77 o brown f-m SAND,some silt,trace f-gravel 01 16 0 o (dry)[FILL] 0.0 N 22 0.0 3 32 1544 Drive casing to 3ft N Wash with roller bit and water 0.0 4 50/3" to Oft c� Gray brown f-m SAND,some silt,trace f-gravel 0.2 74 Hard drilling to 4ft o (dry)[FILL] 0.5 M (, �, 78 SS 2ft-4ft J 01 5 v) U 69 SS 4ft-6ft z O +38.0 0.0 77 � 6 o• Gray silty f-c SAND,some clay,trace f-gravel 1.3 30 ti N (moist) 29 0 1.6 (n 00 524 • 7 �' r-- 23 SS 6ft-8ft 1.9 O' 1.0 26 O' Gray silty f-c SAND,some clay,trace f-gravel 8 0 11 Drive casing to 8ft ~ .1 (moist) Hard drilling cn r` 12 U' 0 3 9 cn SS 8ft-10ft z 1 0.2 10 _' 0.0 22 15 "' 10 w Gray silty f-c SAND,some clay,trace f-gravel 0.0 30 (moist) c?. 0.2 co � N 27 w 11 ci) � 540 SS 10ft-12ft J 0.1 38 �• 0.1 58 12 o Hard drilling from 12ft to 15ft 0 13 CU LLJ 0 14 15 Drilled to 15ft 0 Dark gray silty f-c SAND, some f-gravel 0.3 16 (moist) 0.2 ti 18 • 16 co 7 SS 15ft-17ft 0.2 Q•0 0.3 4 z 17 Easy to Moderate drilling from Q. a 17ft to 20ft 18 O Q 19 z a J 20 LAJVEiAJV Log of Boring LB-02 Sheet 2 of 3 Project Project No. 1600 Osgood Street 140182701 Location Elevation and Datum North Andover,Massachusetts Approx.44(NAVD 88) J � Sam le Data m Elev. M E Depth ; c N-Value Remarks � Sam le Descri tlon Q � Q- ° a) (Blows/ft) (Drilling Fluid,Depth of Casing, (ft) p p o Scale : a)� a)a) � +24 0 _ z � a L CO Fluid Loss,Drilling Resistance,etc.) a 20 10 20 30 40 Dark gray silty f-c SAND,trace f-gravel 01 9 Dri ed to t (moist) 10 0.0 21 00 0.1 cn `� CO 1 o SS 20ft-22ft 0.0 11 22 Moderate drilling from 22ft to 25ft z 23 a z J 24 0). J Q• Tan silty f-SAND - 25 5 Drilled to 25ft (wet) 0.2 5 ' 0.1 26 � � SS 25ft-27ft • 0.1 5 �• 6 CO 0.0 27 Moderate drilling from 27ft to 28ft N' +16.0 ? ? ? ? 28 N c� 29 oHard drilling @ 29.5ft J. Gray SILT,some f-c sand,some f-gravel 01 30 11 Drilled to 30ft z (wet)[TILL] o o Drive casing to 30ft o N 26 31 u)— 42 ti C) 0.0 u� `� 16 SS 30ft-32ft N CO 0.2 32 14 Hard drilling from 32ft to 35ft !VJ v ° 33 J z U Q 34 U Z ' 2 �• Gray SILT,some f-c sand,some f-gravel 0.0 35 30 Drilled to 35ft (wet)[TILL] 01 64 UJ z 0.0 36 U 00 36 SS 35ft-37ft J 0.0 37 37 o Hard drilling from 37ft to 40ft Q o 38 U w 0 39 CD CO• Gray SILT,some f-c sand,some f-gravel 0.0 40 79 Drive casing to 40ft N • (wet)[TILL] Drilled to 40ft • 0.1 41ch 84 SS 40ft-41.5ft 0.0 100/5 / ®® 40 • 0.0 42 z Hard drilling from 42ft to 45ft a a 43 o U Q 44 z J 45 LAJVEiAJV Log of Boring LB-02 Sheet 3 of 3 Project Project No. 1600 Osgood Street 140182701 Location Elevation and Datum North Andover,Massachusetts Approx.44(NAVD 88) J � Sam le Data m Elev. M E Depth ; c N-Value Remarks � Sam le Descri tlon Q Q- ° a) (Blows/ft) (Drilling Fluid,Depth of Casing, (ft) p p o Scale : a)� a)a) � L COFluid Loss,Drilling Resistance,etc.) -1.0 - - a 45 `? � a 10 20 30 40 Dri ed to 45 t Gray silty f c SAND,some f gravel 0.0 CO 00 81 (wet)[TILL] o o 100/4" / ®® SS 45ft-45.8ft 46 41 0.0 0.0 47 Hard drilling from 47ft to 50ft z 48 a 0 z J 49 i O J. 0 -6.3 Gray silty f-c SAND,some f-gravel 50 -1 4 100/4" 1)0/: Casing @ 50ft (wet)[TILL] SS 50ft-50.3ft End of boring @ 50 51 Borehole backfilled with auger LO cuttings to grade. CO 52 CO 0 N O 53 N c� 54 ° 55 z 0 1 56 0 ti N CO 57 U) c� 0 J 58 H z U Q 59 U z 2 w 60 0 w 61 z J D_ U) 62 0 Q 0 63 w 64 o_ CD N 65 00 O 66 0 = 67 z 68 0 Q 69 c� z a J 70 LAJVEiAJV Log of Boring LB-03 Sheet 1 of 5 Project Project No. 1600 Osgood Street 140182701 Location Elevation and Datum North Andover,Massachusetts Approx.43(NAVD 88) Drilling Company Date Started Date Finished New England Boring Contractors 9/19/18 9/19/18 Drilling Equipment Completion Depth Rock Depth Truck Mounted Stratasfor F-15 105.5 ft N/A Size and Type of Bit Number of Samples Disturbed Undisturbed Core 3 7/8"Tricone Roller 25 -- -- Casing Diameter(in) Casing Depth(ft) First Completion 24 HR. 4"10 Steel 4 Water Level(ft.) �Z 29 1 N/A 7— N/A Casing Hamme§afety Weight(Ibs) 300 Drop(in) 30 Drilling Foreman Sampler Pete 2-inch diameter split spoon Field Engineer z Sampler Hammer Weight(Ibs) Drop(in) Q Automatic 140 30 Justin Hall z Q J Sample Data J iY m Elev. E Depth ; c N-Value Remarks o Q>- (ft) Sample Description o Scale E m'70- (Blows/ft) (Drilling Fluid,Depth of Casing, J 0- L CO +43.0 z Fluid Loss,Drilling Resistance,etc.) a O 10 20 30 40 0 Q +42.7 4"Asphalt Light brown gravelly f-c SAND,trace silt' 0 3 5(dry)[SUBBASE] 1 0.2 cn U 6 SS 0.5ft-2ft " �S o.0 10 `y +41.0 °° 2 M Light brown f-m SAND,some silt,trace f-gravel 0.0 16 (moist) o• 0.0 N 17 37 L' 0.0 3 � `� 20 SS 2ft-4ft N 0.0 4 16 c� Light brown f-m SAND,some silt,trace f-gravel 0 Install casing to 4ft (moist) 0.0 Moderate drilling to 4ft M 93 JI•: o.o 5 u) '` 73 SS 4ft-6ft Z 0.0 (D; 43 ti Light brown f-m SAND,some silt,trace f-gravel,trace 0 0 6 43 ": organics °° 0.1 27 o' (moist) 7 u) 0.3 50 SS Eft-8ft O•O 0.1 68 P Light brown f-m SAND,some silt,trace f-gravel,trace 0 0 8 49 Hard drilling to 8ft organics cis 50 SS 8ft-9.1 ft 0.1 (moist) g v 0.1 z _ •" 0.0 w 10 Light brown f-m SAND,some silt,trace f-gravel,trace 01 37 Hard drilling to 1 Oft 0 organics Q• 0.0 c0 � 41 W (moist) 11 Ch 32 SS 10ft-12ft J 0.1 41 �• 0.0 3112 0 0 13 U w °: Light brown to orange brown f-m SAND,some silt,trace o 0 14 41 Hard drilling to 14ft a c-sand CD rl- (moist) o.0 15 ti co N 2340 co' 0.0 co 52 SS 14ft-16ft 0 0.0 28 16 0 z 17 18 O U Light brown to gray silt f-m SAND trace organics 19 Easy to moderate drilling to z• g g Y Y g 0.0 00 � r- 4 J; (moist) 6 5 19ft o.0 20 LAIVEiA]V Log of Boring LB-03 Sheet 2 of 5 Project Project No. 1600 Osgood Street 140182701 Location Elevation and Datum North Andover,Massachusetts Approx.43(NAVD 88) J � Sam le Data m Elev. M E Depth ; c N-Value Remarks � Sam le Descri tlon Q Q- ° (Blows/ft) (Drilling Fluid,Depth of Casing, (ft) p p o Scale a)a) +23 O _ a L m Fluid Loss,Drilling Resistance,etc.) a 20 z 20 30 40 0.0 00 CO r�- 10 t t 6 CO 0.0 12 21 22 z 23 a z J -.66 Light brown to gray silty f-m SAND,trace f-gravel,trace 0.0 24 8 Easy drilling to 24ft organics J 0.0 rn 5 ' (moist) 25 0 o.o U) U 8 SS 24ft-26ft 0.0 626 M CO 27 M 0 N CD 28 LO N 6. Light brown to gray silty f-m SAND,trace f-gravel,trace o 0 29 8 Easy drilling to 29ft �' organics 06 o. (wet) o.0 30 0.0 cn 8 SS 29ft-31 ft z 0.0 11 o: 31 N 00 32 U) 0 J 33 z c� <_' Gray silty f-SAND 34 5 Easy drilling to 34ft 0.0 z (wet) 0.0 r 3 w• 35 � I--- o.o v� `� 1 o SS 34ft-36ft 0 w• �?; 0.0 36 7 z J D_ U) 37 0,. 0 38 U 39 0. Gray silty f-SAND 0.0 4 Easy drilling to 39ft o_ 6 6 6 (wet) 0 0.0 N 4 40 U) 00 ' CO SS 39ft-41 ft C: 0.0 4 o• 0.0 4 41 0 z 42 43 0 U Q • -�.0 44 0 Light brown SILT,some f-sand 0.0 M 3 Easy drilling to 44ft J (wet) uh W 2 o.0 45 LAIVEiA]V Log of Boring LB-03 Sheet 3 of 5 Project Project No. 1600 Osgood Street 140182701 Location Elevation and Datum North Andover,Massachusetts Approx.43(NAVD 88) J � Sam le Data m Elev. M E Depth ; c N-Value Remarks � Sam le Descri tlon Q Q- ° (Blows/ft) (Drilling Fluid,Depth of Casing, Q� (ft) p p o� Scale � � �� ��J _ L COFluid Loss,Drilling Resistance,etc.) -2.0 a 45 z 0- 10 20 30 40 0.0 6 44 t-4 t CO N 0.0 (n 7 46 47 z 48 Q Light brown clayey SILT 0.0 49 1 Easy drilling to 49ft J (wet) 0.0 L 0.0 50 N 2 Q 0.0 6 4 SS 49ft-51 ft 0.0 4 51 M N 66 52 CO77 0 N CD 53 N Gray clayey SILT 0.0 54 2 Easy drilling to 54ft (wet) 0.0 2 55 u 00 0.0 2 SS 54ft-56ft � z 0� 0.0 56 2 0 ti N CO 57 c� 0 J 58 H z U 0 Light brown clayey SILT 0.0 59 2 Easy drilling to 59ft z (wet) = 0.0 CO 1 60 CO N 3 SS 59ft-61 ft 0 0.0 wo.0 61 4 z J Q_ CO 62 0 Q 0 63 w ° Easy Gray clayey SI LT 4 5 Y drilling 9 to 64ft 0_ (wet) 14 65 � SS 64ft-66ft � (n 14 CD 16 66 0 = 67 z 68 0 Gray clayey SILT 69 Easy to moderate drilling to z Y Y Y o.o 00 � 0) 18 69ft J (wet) 0.0 07 cn 18 70 LAJVEiAJV Log of Boring LB-03 Sheet 4 of 5 Project Project No. 1600 Osgood Street 140182701 Location Elevation and Datum North Andover,Massachusetts Approx.43(NAVD 88) J � Sam le Data m Elev. M E Depth ; c N-Value Remarks � Sam le Descri tlon Q Q- ° a) (Blows/ft) (Drilling Fluid,Depth of Casing, (ft) p p o Scale : a)� a)a) � _ Fluid Loss,Drilling Resistance,etc.) -27.0 a 70 z a L CO 10 20 30 0.0 27 t-7 CO 0') t 0.0 (n 22 71 -29.0 ? ? ? ? 72 z 73 Q Gray CLAY,some silt o 0 74 17 Moderate drilling to 74ft J (wet) o - '19, .0 75 � cu.) � 18 Q 0.0 v� 21 SS 74ft-76ft 0.0 76 17 o_ N 66 77 M 0 N CD N -35.0 ? ? ? ? 78 N 0 Gray clayey SILT o 0 79 21 Moderate drilling to 79ft (wet) 0.0 0 20 80to Ji 20 SS 79ft-81 ft 0 Cn cu.) �.0 z 0.0 81 21 0 N CO 82 i -40.0 ? ? ? ? 83 z Gray silty f SAND (wet)[TILL] v 0.0 84 15 Moderate drilling to 84ft z w 0.0 N cn o 17 32 o• 0.0 � 15 SS 84ft-86ft 5 � � w w o.0 86 21 z_ J D_ W 87 0 ¢ 0 88 U w 0 Gray silty f SAND o 0 89 18 Moderate drilling to 89ft a (wet)[TILL] 0.0 N 19 0• 0.0CD 90 CO 21 dto SS 89ft-91 ft 0.0 91 19 a 0 _ 92 z 93 0 U Gray to light brown silt f-SAND,trace f- ravel,some 94 M 18 Moderate drilling to 94ft z y 9 Y 9 cv cn 'Cl J clay o7 �' 19 95 LAJVEiAJV Log of Boring LB-03 Sheet 5 of 5 Project Project No. 1600 Osgood Street 140182701 Location Elevation and Datum North Andover,Massachusetts Approx.43(NAVD 88) J � Sam le Data m Elev. M E Depth ; c N-Value Remarks � Sam le Descri tlon Q Q- ° a) (Blows/ft) (Drilling Fluid,Depth of Casing, (ft) p p o Scale : a)� a)a) � L COFluid Loss,Drilling Resistance,etc.) -52.0 a 95 z a 10 20 40 (wet)[TILL] N 16 4 t- t 21 96 97 z 98 c� z Gray silty f-c SAND,some f-gravel, 99 25 Moderate to hard drilling to J• (wet)[TILL] 22 99ft o 100 � 2800 SS 99ft-101 ft 0) 26 101 N 06 102 CO 0 N CD 103 N Gray silty f-c SAND,some f-gravel 104 63 Hard drilling to 104ft (wet)[ ] TILL 75 0• N SS 104ft-105.5ft JI 105 -62.5 88 0 End of boring @ 106' C�0 106 Borehole backfilled with auger N cuttings to grade.Pavement CO o patched with cold patch. 107 U) c� 0 J 108 H z U Q 109 U z 2 w 110 0 w 111 z J D_ CO 112 0 Q 0 113 w 0 114 o_ CD N 115 CO O 116 0 z 117 'a a 118 0 Q 119 0 z a J 120 LAJVEiAJV Log of Boring LB-04 Sheet 1 of 3 Project Project No. 1600 Osgood Street 140182701 Location Elevation and Datum North Andover,Massachusetts Approx.42.5(NAVD 88) Drilling Company Date Started Date Finished New England Boring Contractors 9/24/18 9/25/18 Drilling Equipment Completion Depth Rock Depth Truck Mounted Stratasfor F-15 51 ft N/A Size and Type of Bit Number of Samples Disturbed Undisturbed Core 3 7/8"Tricone Roller 13 -- -- Casing Diameter(in) Casing Depth(ft) First Completion 24 HR. 4"10 Steel 40 Water Level(ft.) �Z 10.5 1 N/A 7— N/A Casing Hamme§afety Weight(Ibs) 140 Drop(in) 30 Drilling Foreman Sampler Mike 2-inch diameter split spoon Field Engineer z Sampler Hammer Weight(Ibs) Drop(in) Q Automatic 140 30 JP Boyd z Q J Sample Data J QY m Elev. E Depth ; c N-Value Remarks o Q>- (ft) Sample Description o Scale E '� (Blows/ft) (Drilling Fluid,Depth of Casing, J +42.5 z a L CO Fluid Loss,Drilling Resistance,etc.) a O 10 20 30 40 0 1A: 10"Brown silty f-c SAND,some roots 0.3 2 Q. i,'.'aaTi;•:� (dry)[TOPSOI L] m 5 -71+41.5 0.2 1 � � � 1 B:7"Light brown f-c SAND,trace f-gravel,some silt, 0 4 � 11 SS Oft-2ft M trace roots _00 (dry)[FILL] 0•2 2 11 M Light brown f-c SAND,trace f-gravel,some silt,trace 0.3 8 o roots 0.5 N 18 (dry)[FILL] 0 4 3 CO "' "' 15 33 SS 2ft-4ft N 0.3 4 16 c� Light brown sandy SILT,some f-gravel 0.2 10 Moderate Drilling to 4ft (dry) 0 0.0 CO (0 � 13 J 0.0 5 6 � 12 2.5 SS 4ft-6ft z 0i 0.1 16 6 Light brown sandy SILT,some f-gravel 0 2 19 N (dry) _ CO 23 0.0 '7 0.1 7 cn 25 SS 6ft-8ft c� 0 0.1 26 z Gray brown f-c SAND,some silt,some fine gravel o 0 8 21 Moderate Drilling to 8ft d Drive casing to 8ft (dry) 0.0 �' N 22 Q 9 c� SS 8ft-9.75ft U 0.0 21 v0.0 100/3" W 10 ° - Hard drilling to 15ft w 11 z J D_ CO 12 0 +29.5 o ? ? ? ? 13 Advanced casing to 13ft U w 0 14 o_ �• 15 CO' No Recovery 9 CD co 2 • 16 � 2 SS 15ft-17ft 0 1 z 17 Applied mud @ 17ft 18 Drive casing to 18ft 0 U Q 19 0 J • 20 LAJVEiAJV Log of Boring LB-04 Sheet 2 of 3 Project Project No. 1600 Osgood Street 140182701 Location Elevation and Datum North Andover,Massachusetts Approx.42.5(NAVD 88) J � Sam le Data m Elev. M E Depth ; c N-Value Remarks � Sam le Descri tlon Q Q- 0 a) (Blows/ft) (Drilling Fluid,Depth of Casing, (ft) p p o Scale 0 �U) +22 5 z a L CO Fluid Loss,Drilling Resistance,etc.) a 20 10 20 30 40 Dark gray to brown silty f-m SAND 01 10 Drilled to 20ft (wet) Hard drilling @ 20ft 0.0 21 ti cn co 7 12 • 0.0 `� 5 SS 20ft-22ft 0.0 4 22 z' 23 Hard drilling @ 23ft • Casing to 23ft z• J• +18.5 ? °? ? `? 24 0 J 0 Gray SILT,trace clay,some f-sand,trace f-gravel 01 25 2 Drilled to 25ft (wet) 0.0 00 � CIO 13 0.1 in 26 cn U 17 30 SS 25ft-27ft CO 0.0 22 CO 27 Hard drilling to 30ft M 0 CD +14.5 ? ? ? `? 28 N c� 29 U 0 o J. Gray silty f-c SAND,some f-gravel 0.0 30 21 (wet)[TILL] 0 0 31 �I 0.1 31 c n � 41'14 SS 30ft-32ft ti N 00 • 0.0 32 23 Hard drilling to 35ft !VJ v 0 33 J z U Q 34 U z ' 2 �• Gray sandy SILT,trace f-gravel 01 35 26 Advanced casing to 35ft (wet)[TILL] 0.0 0 16 z 36 �— co 0.0 15 SS 35ft-37ft J � 0.0 13 37 o Hard drilling to 40ft Q o 38 U w 0 39 o_ CD • Gray sandy SILT,trace f-gravel 0 2 40 10 Advanced casing to 40ft C (wet)[TILL] 0.2 13 41 u) 9� 0.1 u� U 16 SS 40ft-42ft a 0.1 21 z 42 Q 43 o , o U Q 44 z J 45 LAIVEiA]V Log of Boring LB-04 Sheet 3 of 3 Project Project No. 1600 Osgood Street 140182701 Location Elevation and Datum North Andover,Massachusetts Approx.42.5(NAVD 88) J � Sam le Data m Elev. M E Depth ; c N-Value Remarks � Sam le Descri tlon Q Q- ° a) (Blows/ft) (Drilling Fluid,Depth of Casing, (ft) p p o Scale O �U) _ L COFluid Loss,Drilling Resistance,etc.) -2.5 a 45 z a 10 20 30 40 Gray sandy SILT,trace f-gravel 0.0 53 (wet)[TILL] 0.0 46 � CO SS 4� 90 .oft 5ft-4 6 0.1 100/4" 0.0 47 Hard drilling from 47ft to 50ft z 48 a 0 z Q 4 J 9 i O J. 50 • Gray sandy SILT,trace f-gravel 0.1 00 65 SS 50ft-50.6ft 0 (wet)[TILL] / ®® -8.5 0.1 51 End of boring @ 51' 0.1 Borehole backfllled with auger cuttings to grade. 0.1 CO 52 CO77 0 N CD LO 53 N c� 54 ° 55 z 56 0 ti N CO 57 W c� 0 J 58 H z U Q 59 U z 2 w 60 0 w 61 z J D_ W 62 0 Q 0 63 w 64 o_ CD N 65 00 O 66 0 = 67 z 68 0 Q 69 0 z a J 70 LAIVEiAIV Log of Boring LB-05 Sheet 1 of 3 Project Project No. 1600 Osgood Street 140182701 Location Elevation and Datum North Andover,Massachusetts Approx.41.5(NAVD 88) Drilling Company Date Started Date Finished New England Boring Contractors 9/26/18 9/26/18 Drilling Equipment Completion Depth Rock Depth Truck Mounted Stratasfor F-15 51 ft N/A Size and Type of Bit Number of Samples Disturbed Undisturbed Core 3 7/8"Tricone Roller 14 -- -- Casing Diameter(in) Casing Depth(ft) First Completion 24 HR. 4"10 Steel 4 Water Level(ft.) �Z 10 1 N/A 7- N/A Casing Hamme§afety Weight(Ibs) 300 Drop(in) 30 Drilling Foreman Sampler Mike 2-inch diameter split spoon Field Engineer z Sampler Hammer Weight(Ibs) Drop(in) Q Automatic 140 30 JP Boyd z Q J Sample Data J iY m Elev. M E Depth ; c N-Value Remarks o Q (ft) Sample Description o Scale E m m'U (Blows/ft) (Drilling Fluid,Depth of Casing, J a L CO+41.5 Fluid Loss,Drilling Resistance,etc.) a O z 10 20 30 40 0 � +41.0 6"Adphalt Pavement 0.0 a� 9"f-GRAVEL,some silt,trace asphalt,trace sand 0.0 1 0 (moist)[SUBBASE] ' 0.0 uh � �' 6 121 SS 0.5ft-2ft 0.0 15 0o +39.5 2 M Brown f-c SAND,some silt,some f-gravel 0.0 9 CD (moist) 0 0.0 N 11 19- 0.0 3 co �' 8 Drive casing to 3 N ' SS 2ft-4ft 0.0 7 4 c� Light brown f SAND,some silt,trace wood fibers,trace 0 0 10 Drive casing to 4' U5 f-gravel Hard drilling when cleaning o� (moist) o 0 5 �, 9 hole after installing casing 0.0 8 SS 4ft-6ft z O +35.5 0.0 13 6 o• Light brown silty f-c SAND,trace f-gravel 01 8 ti CO N (moist) 16 0.1 7 35 SS 6ft-8ft 0.0 O O' 0.0 69 • Gray silty f-c SAND 8 U) co 48 Moderate drilling to 8' ~ 0.1 z cis co 100/5" SS 8ft-8.8ft O' 0.0 9 / v 0.1 z v 0.1 w Gray f-GRAVEL,some silt,some f-c sand - 0.0 10 24 Hard drilling to 10ft 0 (wet) 2 D c?. 0.0 co 13 w 11 � �' u co SS 10ft-12ft J 0.1 �� 15 o.0 12 o Hard drilling to 15ft 0 13 U +27.5 ? ? ? ? 14 O o_ 15 00 Olive CLAY,trace silt 0.1 4 (wet) 0.0 tiI U) 6 0.0 16 U) 7 SS 15ft-17ft 0.0 7 z 17 Easy drilling to 20ft Q +23.5 ? ? `? `? 18 0 O Q 19 c� z a J 20 LAJVEiAJV Log of Boring LB-05 Sheet 2 of 3 Project Project No. 1600 Osgood Street 140182701 Location Elevation and Datum North Andover,Massachusetts Approx.41.5(NAVD 88) J � Sam le Data m Elev. M E Depth ; c N-Value Remarks � Sam le Descri tlon Q Q- ° a) (Blows/ft) (Drilling Fluid,Depth of Casing, (ft) p p o Scale 0 �U) _ a L CO Fluid Loss,Drilling Resistance,etc.) +21.5 a 20 z 10 20 30 40 Light brown SILT,trace f-sand 0.1 4 (wet) 0.1 00 5 12 0.1 21 co U) 7 SS 20ft-22ft 0.1 6 22 Easy drilling to 25ft +18.5 ? ? `? ? 23 z 0 z J 24 a J L 25 0. Light brown silty f-c SAND,trace f-gravel 01 13 (wet)[TILL] 0.1 N 16 '0 0.1 26 cn U' 14 SS 25ft-27ft 0.1 14 27 M . 77 Moderate to hard drilling to 30ft N O 28 LO N c� 29 0 30 J• Light brown silty f-c SAND,trace f-gravel 0.0 9 (wet)[TILL] 01 0 33 31 , � SS 30ft-32ft 0 0.0 W 68 N CO 0.0 85 32 T Hard drilling from 32ft to 35ft 0 33 Drilling mud @ 32ft z c� Q 34 U z w 35 o• Gray silty f-c SAND 0.1 71 w (wet)[TILL] CO Q 0.0 100/5" ®® SS 35ft-35.8ft 1 z 0.0 36 / Hard drilling from 36ft to 40ft J D_ 0.000 37 0 Q 38 0 U w 0 39 o_ CD r silty f- AND 40 -1 5 100/5" Drilled to 40ft CO Gray s y c S 01 / '® SS 40ft-40.45ft C (wet)[TILL] 0.0 ' 41 Hard drilling from 40.5ft to 45ft 0.0 a 0 0.0 42 z 43 0 U Q 44 c� z a J 45 LAJVEiAJV Log of Boring LB-05 Sheet 3 of 3 Project Project No. 1600 Osgood Street 140182701 Location Elevation and Datum North Andover,Massachusetts Approx.41.5(NAVD 88) J � Sam le Data m Elev. M E Depth ; c N-Value Remarks � Sam le Descri tlon Q Q- ° a) (Blows/ft) (Drilling Fluid,Depth of Casing, (ft) p p o Scale O �U) _ L COFluid Loss,Drilling Resistance,etc.) -3.5 a 45 z � a 10 20 30 40 Gray silty f-c SAND o -1 4 100/4" / „ Hard drilling to 50ft (wet)[TILL] SS 45ft-45.3ft 0.146 0.0 0.0 47 z 48 a 0 z J • 49 i O J. -s.5 50 o Gray silty f-c SAND o.o CO �, 91 (wet)[TILL] v� CO I „ SS 50ft-50.6ft 40 0.1 51 End of boring @ 51' 0.0 Borehole backfilled with auger LO cuttings to grade.Pavement It o•� 52 patched with cold patch. CO77 CD N 53 N c� 54 ° 55 z 56 0 ti N CO 57 U) c� 0 J 58 H z U Q 59 U z 2 w 60 0 ui w 61 z J D_ U) 62 0 Q 0 63 w 64 o_ CD N 65 CO O 66 0 = 67 z 68 0 Q 69 c� z a J 70 LAJVEiAJV Log of Boring LB-06 Sheet 1 of 1 Project Project No. 1600 Osgood Street 140182701 Location Elevation and Datum North Andover,Massachusetts Approx.43(NAVD 88) Drilling Company Date Started Date Finished New England Boring Contractors 9/27/18 9/26/18 Drilling Equipment Completion Depth Rock Depth Truck Mounted Stratasfor F-15 10 ft N/A Size and Type of Bit Number of Samples Disturbed Undisturbed Core 3 7/8"Tricone Roller 5 -- -- Casing Diameter(in) Casing Depth(ft) First Completion 24 HR. 4"10 Steel 6 Water Level(ft.) �Z 4 1 N/A 7— N/A Casing Hamme§afety Weight(Ibs) 300 Drop(in) 30 Drilling Foreman Sampler Pete 2-inch diameter split spoon Field Engineer z Sampler Hammer Weight(Ibs) Drop(in) Q Automatic 140 30 Justin Hall z Q J �' Sample Data J iY m Elev. E Depth ; c N-Value Remarks o Q>- (ft) Sample Description o Scale E m'70- (Blows/ft) (Drilling Fluid,Depth of Casing, J 0- L CO +43.0 z Fluid Loss,Drilling Resistance,etc.) a O 10 20 30 40 0 a , +42 5 6"Asphalt Pavement 0.1 �' �• " � 6"Concrete 0.0 +42.0 Gray f-c SAND,some f-gravel,trace asphalt 0.0 1 38 (dry)[SUBBASE] o o Ch 23 SS 1 ft-2ft co +41.0 2 77 Light brown silty f-c SAND,some f-gravel 0.0 31 CD (dry) 0.1 N 30 00 550 N o.0 3 CO 35 SS 2ft-oft 0.0 4 43 c� Light brown silty f-c SAND,some f-gravel o 0 22 Hard drilling to 4ft U' (wet) Installed casing at 4ft 0.0 c+� 19 35 S � `� o.o N 17 SS 4ft-6ft � z (Di;; 0.0 15 Light brown silty f-c SAND,some f-gravel o 0 6 17 Drive casing to 6ft N (wet) N• 23 0.0 � �: 0.0 7 Ch �' 21 4. SS 6ft-8ft .:......... O• 0.1 34 O P Light brown silty f-c SAND,some f-gravel o 0 8 43 Hard drilling to 8ft 5; (wet) 81 0.1 U') Cf)- 0. 9 cis 0.0 90 SS 8ft-1 Oft z _ :: 0.0 53 w +33.0 10 o End of boring @ 10' Borehole backfilled with auger w cuttings to grade.Pavement w 11 patched with cold patch. z J D_ U) 12 0 Q 0 13 w 0 14 o_ 0 15 N co O 16 0 z 17 'a Q 18 0 O Q 19 c� z a J 20 LAJVEiAJV Log of Boring LB-07 Sheet 1 of 3 Project Project No. 1600 Osgood Street 140182701 Location Elevation and Datum North Andover,Massachusetts Approx.40(NAVD 88) Drilling Company Date Started Date Finished New England Boring Contractors 9/10/18 9/10/18 Drilling Equipment Completion Depth Rock Depth Truck Mounted Stratasfor F-15 50 ft N/A Size and Type of Bit Number of Samples Disturbed Undisturbed Core 3 7/8"Tricone Roller 13 -- -- Casing Diameter(in) Casing Depth(ft) First Completion 24 HR. 4"10 Steel 24 Water Level(ft.) �Z 4 1 N/A 7— N/A Casing Hamme§afety Weight(Ibs) 140 Drop(in) 30 Drilling Foreman Sampler Pete Lebassiere&Matt E 2-inch diameter split spoon Field Engineer z Sampler Hammer Weight(Ibs) Drop(in) Q Automatic 140 30 Lee Chrisman z Q Sample Data J QY m Elev. E Depth ; c N-Value Remarks o Q>- (ft) Sample Description o Scale E m'70- (Blows/ft) (Drilling Fluid,Depth of Casing, —J +40.0 0- L CO z Fluid Loss,Drilling Resistance,etc.) a 10 20 30 40 Q 6"As Pavement 0 Auger through Asphalt , +39.5 � Gray f-GRAVEL,some f-c sand 19 (dry)[SUBBASE] 1 U) 0 16 SS 0.5ft-2ft M ' � 33T 17 00 +38.0 2 77 Brown f-m SAND,some silt,some f-gravel 0.1 20 d o• ( ry) 0.3 15 3 N' N • s SS 2ft-4ft 0.2 0.4 4 s c� Gray f-SAND,some silt,trace f-gravel,trace clay 0 Drive Casing to 4ft (wet) Wash w/roller bit and water to O' M cn o 1 Oft °�•: 0.2 5 cn � Was out o 4.1 h t t ft� 5 Z• 0.3 No rig Chatter 3 Gray f-SAND,some silt,trace f- ravel,trace clay 6 2 SS Oft-6ft Y g Y N: (wet) 0.3 o � 1 7 � 240 SS 6ft-8ft 1 2 O' -J Gray silty f-SAND,trace wood,trace clay 8 4 Drive Casing to 8ft (wet) 0.3 Wash w/roller bit and water to Q � Cn 00 6 8ft 9 • s No rig Chatter _• 7 SS 8ft-1 Oft w 10 �• No Recovery 5 O 11 cfl v, 7 w• U) U) o 17 z. 10 SS 10ft-12ft � 12 17 o Drive Casing to 12ft Wash w/roller bit and water to Q: 14 13 ft No rig Chatter Wood in roller bit when ui +26.0 14 recovered ° Gray SILT,trace wood fibers,trace f-sand 5 a (wet) 12 0 15 cn c� 33 N Cn 21 S-7 Rock in Tip CD SS 14ft-16ft 20 16 Q Roller bit to 19ft o Add drilling Mud = 17 No Rig Chatter z 18 O Q +2�.0 19 0 Gray f-m SAND,some silt,trace f-gravel,trace clay 24 Roller Bit to 24ft(wet)[TILL] L 22 No wood in S-8 20 � � � -ft.. LAJVEiAJV Log of Boring LB-07 Sheet 2 of 3 Project Project No. 1600 Osgood Street 140182701 Location Elevation and Datum North Andover,Massachusetts Approx.40(NAVD 88) J � Sam le Data m Elev. M E Depth ; c N-Value Remarks � Sam le Descri tlon Q Q- ° a) (Blows/ft) (Drilling Fluid,Depth of Casing, (ft) p p o Scale : a)� a)a) � +20 O _ z � a L CO Fluid Loss,Drilling Resistance,etc.) a 20 1020304 00 CO LO 37 t- t W U) 38 21 22 z 23 a c� z J • Gray clayey f-SAND,some silt,some f-gravel 24 24 Drive casing to 24ft 0•' (wet)[TILL] Roller-bit to 24ft L 25 CO Cn N 37 Light Rig Chatter Q 41 SS 24ft-26ft 60 26 06 27 M O CD N ' 28 N Gray clayey f-m SAND,some silt,some f-gravel 29 S10 8 100/4" 1 / „ Roller Bit to 29ft • (wet)[TILL] Casing at 24ft 0 30 SS 29ft-29.3ft z 31 O ti N CO O ' 32 Roller Bit to 34ft No to Light Rig Chatter 0 33 Casing at 24ft z c� Gray f-m SAND,some silt,some f-gravel 34 S11 7 00/5.5' SS 34ft-34.4ft 10 /5. _• (wet)[TILL] w 35 0 w w 36 z Roller Bit to 39ft . 0- Medium Rig Chatter 0 37 Casing at 24ft 0 Q o 38 U w ° Gray f-m SAND,some silt,some f-gravel 39 cn �,) 60 a• (wet)[TILL] u) C' 00/5.5' SS 39ft-39.9ft o ®® N 40 00 0 a 41 a 0 z 42 a Q 43 0 0 U Grayto Brown f-c SAND some f- ravel 44 Roller bit to 49ft g M 62 (wet)[TILL] n Light to no Rig Chatter 75 45 LAJVEiAJV Log of Boring LB-07 Sheet 3 of 3 Project Project No. 1600 Osgood Street 140182701 Location Elevation and Datum North Andover,Massachusetts Approx.40(NAVD 88) J � Sam le Data m Elev. M E Depth ; c N-Value Remarks � Sam le Descri tlon Q Q- ° a) (Blows/ft) (Drilling Fluid,Depth of Casing, (ft) p p o Scale : a)� a)a) � L COFluid Loss,Drilling Resistance,etc.) -5.0 a 45 z � � a 10 20 30 40 44 t-45.4 t • cn 00/5.5 46 47 z 48 a c� z J & Gray to Brown f-c SAND,some silt,some f-gravel 49 �, 66 J• (wet)[TILL] C/) Cn N 100/5" ®® SS 49ft-49.9ft -1 0.0 50 Q End of Boring @ 50' 51 Borehole backfilled with auger cuttings to grade.Pavement °° 52 patched with cold patch. 77 CD 0 N 53 N c� 54 ° 55 z 0 1 56 0 ti N CO 57 U) c� 0 J 58 H z U Q 59 U z 2 w 60 0 ui w 61 z J D_ W 62 0 Q 0 63 w 64 o_ CD N 65 CO O 66 0 = 67 z 68 0 Q 69 c� z a J 70 LAJVEiAJV Log of Boring LB-08 Sheet 1 of 3 Project Project No. 1600 Osgood Street 140182701 Location Elevation and Datum North Andover,Massachusetts Approx.33(NAVD 88) Drilling Company Date Started Date Finished New England Boring Contractors 9/21/18 9/22/18 Drilling Equipment Completion Depth Rock Depth Truck Mounted Stratasfor F-15 61.5 ft N/A Size and Type of Bit Number of Samples Disturbed Undisturbed Core 3 7/8"Tricone Roller 16 -- -- Casing Diameter(in) Casing Depth(ft) First Completion 24 HR. 4"10 Steel 4 Water Level(ft.) �Z 8 T N/A 7— N/A Casing Hamme§afety Weight(Ibs) 300 Drop(in) 30 Drilling Foreman Sampler Mike 2-inch diameter split spoon Field Engineer z Sampler Hammer Weight(Ibs) Drop(in) Q Safety 140 30 Justin Hall/JP Boyd z Q J Sample Data J iY m Elev. M E Depth ; c N-Value Remarks o Q (ft) Sample Description o Scale E m m'U (Blows/ft) (Drilling Fluid,Depth of Casing, J +33.0 a L m Fluid Loss,Drilling Resistance,etc.) a O z 10 20 30 40 Q +32.8 3"ASPHALT �'. Light gray f-c SAND,trace silt,trace f-gravel WOH +32�0 (dry)[SUBBASE] 17 0 4 1 � L 4 Auger to 1 ft with 0- Light brown f-c SAND,trace silt,trace f-gravel 13 asphalt/concrete cutter (dry)[FILL] 0.1 2 SS t- 77 M Light brown f-m SAND,trace c-sand,some silt,trace 0.3 10 f-gravel CD (dry)[FILL] 0.2 0.2 3 u 5 91 SS 2ft-oft N 0.0 4 s c� NO RECOVERY 21 4 Advance casing to 4ft Applied mud 0 1.5 c+� 4 �, 8 o s 5 � `� 4 SS 4ft-6ft z 6 2 Light brown f-m SAND,some f-gravel,some silt o 5 2 Easy drilling to 6ft N (moist)[FILL] °° 0.4 2 0.5 7 U) 3 SS 6ft-8ft J +25.0 _ 1.1 8 4 z Gray sandy SILT,some f-gravel o 0 6 Easy drilling to 8ft (wet) 2 0 9 cis 0.2 2 SS 8ft-1 Oft z = 0.0 1 � Gray sandy SILT,trace f-gravel,trace organics 0.4 10 WOH Easy drilling to 1 Oft W (wet) 0.9 co 1 z 1 5 11 cn 2 SS 10ft-12ft J 2.0 3 1 2 0 0 13 w 0 14 o_ 0 N Gray sandy SILT,trace clay,trace organics 0.1 15 8 Easy drilling to 15ft CD (wet) _ 0.2 tiu) 4 0.1 16 co U 2 SS 15ft-17ft 0.2 2 z 17 'a Q 18 0 0 Q 19 cD z a J 20 LAIVEiA]V Log of Boring LB-08 Sheet 2 of 3 Project Project No. 1600 Osgood Street 140182701 Location Elevation and Datum North Andover,Massachusetts Approx.33(NAVD 88) J � Sam le Data m Elev. M E Depth ; c N-Value Remarks � Sam le Descri tlon Q � Q- ° a) (Blows/ft) (Drilling Fluid,Depth of Casing, (ft) p p o Scale : a)� a)a) � +13.0 z � a L CO Fluid Loss,Drilling Resistance,etc.) Graysand SILT trace clay,some f-sand a 20 10 20 30 40 Easy drilling to t Y Y� 0.0 6 (wet) 0.0 00 U) LO 6 0.1 21 6 � 8 SS 20ft-22ft 0.0 7 22 z 23 z +9.0 ? ? ? 24 a J Q•: Gray silty f-SAND,trace clay o 4 25 3 Easy drilling to 25ft (wet) 0.8 26 U)— 5 • 0.3 cn �' 2 SS 25ft-27ft CO 0.3 327 cYi O. N. O 28 LO N c� 29 0' J�• Gray silty f-SAND,trace clay 0.1 30 4 Easy drilling to 30ft ?' (wet) (Di'• 0.0 0 4 31 � W CO8 ' �'0.0 4 SS 30ft-32ft � N, °° 0.1 4 32 UT. J 33 F_ z J Q 34 v 0.0 z v 0.0 ' Gray sandy SILT,trace clay 0.0 35 5 Easy drilling to 35ft ° (wet) 0.0 4 w• 36 � `° 91 z. �' 5 SS 35ft-37ft � 4 0 37 Q -5.0 ? 38 0 w 0 39 CD 40 CO Gray sandy SILT,trace clay 0.0 1 Easy drilling to 40ft CD (wet) N 0.1 cn co 4 0.0 41 U) `V 2 SS 40ft-42ft 0.0 2 z 42 'a Q 43 0 0 Q 44 c� z a J 45 LAJVEiAJV Log of Boring LB-08 Sheet 3 of 3 Project Project No. 1600 Osgood Street 140182701 Location Elevation and Datum North Andover,Massachusetts Approx.33(NAVD 88) J � Sam le Data m Elev. M E Depth ; c N-Value Remarks � Sam le Descri tlon Q � Q- ° a) (Blows/ft) (Drilling Fluid,Depth of Casing, (ft) p p o Scale : a)� a)a) � _ L COFluid Loss,Drilling Resistance,etc.) -12.0 a 45 z a 10 20 30 40 Gray SILT,some f-sand,trace clay 0.1 3 (wet) 0.0 46 W v N 2 SS 45ft-47ft 0.0 � 3 0.0 2 47 Easy drilling at 47ft -15.0 ? ? `? ?z 48 c� z J 49 a J Q.• Light gray silty f-c SAND,some f-gravel 01 50 27 Hard drilling from 48ft to 50ft (wet)[TILL] 0.0 51 v co31 SS 50ft-52ft o_ 0.0 38 0.0 3252 77 0 CD 53 N c� 54 J�• Light gray silty f-c SAND,some f-gravel 0.1 55 30 Moderate/hard drilling from z (wet)[TILL] 01 41 52ft to 59ft 241 C) 0.1 56 v 31 SS 55ft-57ft N °° 0.1 30 ' 57 T !VJ v 0 J 58 H z U / Q 59 0 z 2 -•• Light gray silt f-c SAND some f- ravel 60 Moderate/hard drilling from ° (wet)[TILL] y g 0.1 cfl 19 57ft to 60ft w o'1 61 � 25 SS 60ft-61.65ft -28.5 0.0 39 Q ..)019" Borehole backfilled with auger End of boring @ 61.5' 0.0 62 cuttings to grade.Pavement patched with cold patch. Q 0 63 w 64 o_ CD / N 65 CO O 66 0 = 67 z 68 0 Q 69 c� z a J 1-70 LAJVEiAJV Log of Boring LB-09(OW) Sheet 1 of 2 Project Project No. 1600 Osgood Street 140182701 Location Elevation and Datum North Andover,Massachusetts Approx.32(NAVD 88) Drilling Company Date Started Date Finished New England Boring Contractors 9/6/18 9/7/18 Drilling Equipment Completion Depth Rock Depth Truck Mounted Stratasfor F-15 31 ft N/A Size and Type of Bit Number of Samples Disturbed Undisturbed Core 3 7/8"Tricone Roller 10 -- -- Casing Diameter(in) Casing Depth(ft) First Completion 24 HR. 4"10 Steel 8 Water Level(ft.) �Z 8 T N/A 7— N/A Casing Hamme§afety Weight(Ibs) 300 Drop(in) 30 Drilling Foreman Sampler Pete 2-inch diameter split spoon Field Engineer z Sampler Hammer Weight(Ibs) Drop(in) Q Safety 140 30 Justin Hall z Q J Sample Data J QY m Elev. E Depth ; c N-Value Remarks o Q>- (ft) Sample Description o Scale E m'70- (Blows/ft) (Drilling Fluid,Depth of Casing, J 0- L CO +32.0 z Fluid Loss,Drilling Resistance,etc.) a 0 10 20 30 40 Q0.0 � +31.5 6"Asphalt Dark brown to gray f-c SAND,trace silt,trace f-gravel, 31 trace asphalt, 1 U) LO 173 _ M ► (dry)[SUBBASE] SS 0.5ft 2ft 23 6; +30.077 1.2 2 M Light brown f-c SAND,some silt 12 CD (moist) N N � 18 • 3 31 co `" 13 SS 2ft-4ft N 0.2 30 ' Light gray to brown f-c SAND,some silt,some f-gravel o.0 4 12 Hard drilling to 4ft (wet) 18 -J 5 c� u) 13 SS 4ft-6ft z ��•' +26.0 30 0 • Light gray to brown f-c SAND,some silt,some f-gravel 0.1 6 34 N00 (wet) • � � 130 7 u) 97 SS 6ft-8ft 0 87 z Light gray to brown f-c SAND,some silt,some f-gravel 8 86 Drilling to 8ft(wet) Casing installed to 8ft Q 0.0 9 U) Cn � 87 SS 8ft-9.8ft U 100 _' 100/31 � gray Y Brown tosilt f-m SAND 10 29 Hard drilling to 1Oft o (wet) 48 Z 11 cn 49 9740 SS 10ft-12ft J 47 co 12 0 0 13 U w ° Light gray to brown sandy SILT,trace clay o.1 14 29 Hard drilling to 14ft 0-' (wet) Cobble at 10.75ft CD 2 00 rl- 15 v� 59 SS 14ft-16ft 069 0 98 a 16 a 0 z 17 'a a 18 0 U 0 Graysilt f-c SAND,trace f- ravel o.0 19 53 Hard drilling to 19ft Y g 00 cn(wet)[TILL] U) Cn � 93 -20- d " "I LAJVEiAJV Log of Boring LB-09(OW) Sheet 2 of 2 Project Project No. 1600 Osgood Street 140182701 Location Elevation and Datum North Andover,Massachusetts Approx.32(NAVD 88) J � Sam le Data m Elev. M E Depth ; c N-Value Remarks � Sam le Descri tlon Q Q- ° a) (Blows/ft) (Drilling Fluid,Depth of Casing, (ft) p p o Scale : a)� a)a) � +12 O _ z � a L CO Fluid Loss,Drilling Resistance,etc.) a 20 1020304 00 cn cD 147 t- .7 t 21 22 z 23 a c� z J Graysilt f-c SAND,some f- ravel ao 24 rn 43 Hard drilling to 24ft y g u� `� SS 24ft-24.8ft J. (wet)[TILL] 100/3" L 25 O 0- 0) 26 27 M O CD 28 N +2 5 Gray silty f-c SAND,some f-gravel o.0 29 _ 1)0 2 100 3" / ®® Observation well installed. W (wet)[TILL] Refer to well construction log. ° End of boring @ 29.5' 30 SS 29ft-29.25ft z 31 O ti N co 32 U) c� 0 J 33 H z U Q 34 U z 2 w 35 0 w 36 z J D_ U) 37 0 Q 0 38 w 0 39 o_ CD N 40 co O 41 0 z 42 'a Q 43 0 0 Q 44 c� z a J 45 LAJVEiAJV Log of Boring LB-10 Sheet 1 of 3 Project Project No. 1600 Osgood Street 140182701 Location Elevation and Datum North Andover,Massachusetts Approx.33(NAVD 88) Drilling Company Date Started Date Finished New England Boring Contractors 9/5/18 9/6/18 Drilling Equipment Completion Depth Rock Depth Truck Mounted Stratasfor F-15 54 ft 49 ft Size and Type of Bit Number of Samples Disturbed Undisturbed Core 3 7/8"Tricone Roller 13 -- 1 Casing Diameter(in) Casing Depth(ft) First Completion 24 HR. 4"10 Steel 9 Water Level(ft.) �Z 8.5 1 N/A 7— N/A Casing Hamme§afety Weight(Ibs) 140 Drop(in) 30 Drilling Foreman Sampler Pete 2-inch diameter split spoon Field Engineer z Sampler Hammer Weight(Ibs) Drop(in) Q Automatic 140 30 Justin Hall z Q J Sample Data J QY m Elev. E Depth ; c N-Value Remarks o Q (ft) Sample Description o Scale E m'70 CO (Blows/ft) (Drilling Fluid,Depth of Casing, J +33.0 a L m Fluid Loss,Drilling Resistance,etc.) a z 10 20 30 40 0 +32.8 3"Asphalt 0 t- t ontinous sampling, Gray f-GRAVEL,some f-c sand 0.0 46 no auger ' (dry) SUBBASE 1 31 0 • Light brown f-c SAND,trace silt,trace f-gravel,trace 0 0 �' 15 SS 0.25ft-2ft N asphalt 0.0 �. M: (dry) 0.0 2 22 Light brown f-c SAND,trace f-gravel,trace silt o• (dry) 0.0 3 N (0 � 22 526 N • o.o 3o SS 2ft-4ft 0.0 4 27 c�• Gray f-c SAND,trace f-gravel,trace silt 0.0 31 C/' (dry) 0.0 c+� 52 J,•: 5 v� U) 19 740 o.o 75 SS 4ft-6ft � z chi 0.0 75 ti Gray f-c SAND,trace f-gravel,trace silt 0.0 6 90 N• (moist) • 88 � o.0 7 u) � SS 6ft-7.8ft T 0.0 98 U). O. 100/3" O Z. 0.0 8 z _ J L Gray f-c SAND,trace silt 0.0 9 46 Hard drilling to 9ft _: (wet) �? Casing Installed to 9ft 0.0 10 U) 60 SS 9ft-10.3ft 1--- 0.0 100/4" / O w 0.0 11 z J D_ U) 12 0 13 U w cfl Hard drilling to 14ft °; Gray f-c SAND,some silt,trace clay,trace f-gravel 0.0 14 �, 35 9 0- (wet) U) SS 14ft-14.7ft o' 0.2 15 N 0.0 00 16 a z 17 0 18 O +14.5 Light grayish brown f-c SAND,some silt,trace clay, trace f-gravel 1910/ ®® Hard drilling to 24ft 0.0 S-7 SS 4 Q (wet)[TILL] 100/2 SS 19ft-19.15ft 0.1 20 LAJVEiAJV Log of Boring LB-10 Sheet 2 of 3 Project Project No. 1600 Osgood Street 140182701 Location Elevation and Datum North Andover,Massachusetts Approx.33(NAVD 88) J � Sam le Data m Elev. M E Depth ; c N-Value Remarks � Sam le Descri tlon Q � Q- ° a) (Blows/ft) (Drilling Fluid,Depth of Casing, (ft) p p o Scale : a)� a)a) � _ � a L CO Fluid Loss,Drilling Resistance,etc.) +13.0 a z 10 20 30 40 20 21 22 z 23 a c� z 00 Hard drillin 125 to 29ft • Light grayish brown f-c SAND,some silt,trace clay, 0.3 24 I W u7 g 0• trace f-gravel 0 s - - 1 / ®® SS 24ft-24.6ft o (wet)[TILL] 25 0- 0) 26 0 N 27 M O CD N ' 28 N Light grayish brown f-c SAND,some silt,trace clay, 0 0 29 S-9 4 100/4" 1 / „ Hard drilling to 34ft trace f-gravel SS 29ft-29.3ft 0 (wet)[TILL] 0.0 30 z 31 O ti N CO 0 ' 32 c� ° 33 z c� <_ Light grayish brown f-c SAND,some silt,trace clay, 0.0 34 85 Hard drilling to 39ft z trace frac.rock 0.0 Ch �' 100/3" 1 / ®® SS 34ft-34.7ft 40 W (wet)[TILL] 0.0 35 0 w w 36 z J D_ U) 37 0 Q o 38 U w 0 Light grayish brown c-f SAND,some silt,trace f-gravel, 0 0 39 -11 3 100/4" / „ Hard drilling to 44ft a• trace frac.rock SS 39ft-39.3ft CD • (wet)[TILL] o.0 40 CO 0.0 0 a 41 a 0 z 42 a 0 43 0 0 • Light grayish brown c-f SAND,some silt,trace f-gravel, • trace frac.rock 44 -1 3 100/4" Hard drilling to 49ft z• (wet)[TILL]CD o.o / SS 44ft-44.3ft o.0 45 LAIVEiA]V Log of Boring LB-10 Sheet 3 of 3 Project Project No. 1600 Osgood Street 140182701 Location Elevation and Datum North Andover,Massachusetts Approx.33(NAVD 88) J � Sam le Data m Elev. M E Depth ; c N-Value Remarks � Sam le Descri tlon Q � Q- ° a) (Blows/ft) (Drilling Fluid,Depth of Casing, (ft) p p o Scale : a)� a)a) � _ L COFluid Loss,Drilling Resistance,etc.) -12.0 a 45 z a 10 20 30 40 46 47 z Light grayish brown c-f SAND,some silt,trace f-gravel, 48 trace frac.rock z -16.0 (wet)[TILL] -1 S 1 75/1 J 49 Split spoon and auger refusal at 49ft J L 50 SS 48.5ft-50.5ft 0-o J o 0 w 51 Q o 0 co co r-O o_ N U � o o NX CORE BARREL 49ft-54ft 52 U o M Gray Silt/Sandstone x v o U-1 z N 53 N -21.0 54 Borehole backfilled with auger c� End of boring at 54ft g cuttings to grade.Pavement 0 55 patched with cold patch. z 56 0 ti N co 57 U) (D 0 J 58 H z U Q 59 U z 2 w 60 0 w 61 z J D_ U) 62 0 Q 0 63 w 64 o_ CD N 65 co O 66 0 = 67 z 68 0 Q 69 c� z a J 70 LAJVEiAJV Log of Boring LB-11 Sheet 1 of 4 Project Project No. 1600 Osgood Street 140182701 Location Elevation and Datum North Andover,Massachusetts Approx.46(NAVD 88) Drilling Company Date Started Date Finished New England Boring Contractors 9/10/18 9/12/18 Drilling Equipment Completion Depth Rock Depth Truck Mounted Stratasfor F-15 93 ft 93 ft Size and Type of Bit Number of Samples Disturbed Undisturbed Core 3 7/8"Tricone Roller 20 -- -- Casing Diameter(in) Casing Depth(ft) First Completion 24 HR. 4"10 Steel 8 Water Level(ft.) �Z 4 1 N/A 7- N/A Casing Hamme§afety Weight(Ibs) 140 Drop(in) 30 Drilling Foreman Sampler Pete Lebassiere&Matt E 2-inch diameter split spoon Field Engineer z Sampler Hammer Weight(Ibs) Drop(in) Q Automatic 140 30 Lee Chrisman z Q Sample Data J iY m Elev. E Depth ; c N-Value Remarks o Q>- (ft) Sample Description o Scale E m'70- (Blows/ft) (Drilling Fluid,Depth of Casing, J +46.0 0- L CO z Fluid Loss,Drilling Resistance,etc.) a 10 20 30 40 Q +45.6 5"Asphalt Pavement Subbase 0 Ro erbit through Pavement • 15 Gray f-c SAND 0 0 27 (dry)[SUBBASE] 1 U, 00 0.0 U) co 25 SS 0.5ft-2ft N •S 0.0 23 6i +44.0 2 Olive-brown f-m SAND,trace f-gravel 32 M• N (dry) 0.0 N N Cl) 0 42 SS 2ft-3.25ft 3 N0.0 0.0 ' Light-brown f-m SAND,some f-gravel - 4 17 Hammer casing to 4ft (wet) 0.0 Drill w/roller bit and water to o: M 16 4ft 5 `� 20 Medium ri chatter 2-4ft 0.0 g Z• Heavy Rig chatter at 4ft 0.0 17 Brown c-f SAND and f-gravel 6 20 SS 4ft-6ft ti N: (wet) 0.0 o 19 0.0 7 22 SS Eft-8ft O• 0.0 27 O Brown f-m SAND,trace f-gravel 8 16 Hammer casing to 8ft Z. (wet) 0.0 Drill w/roller bit and water to Q 9 `�' W C 32 8ft U• 0.0 85 Medium rig chatter _• •"'••• o.0 52 �SS 8ft-1 Oft w Brown f-m SAND,some f-gravel 10 32 °• (wet) 0.0 Q C-0 U) 34 11 )340 w• ci) � 59 SS 10ft-12ft J 0.0 • 49 0.0 12 co co Done for the day at 12ft (Casing at 8ft) 0 13 U • +32.0 14 ° Light grayish brown to f-m SAND,trace silt,trace 31 Hard drilling to 14ft a f-gravel 0.0 o• (wet)[TILL] o.o 15 u 49 SS 14ft-16ft 00 52 o 0.0 41 • 16 a 0 z 17 18 O U 0 Light gray f-c SAND,trace silt,trace f- ravel 19 8 Hard drilling to 19ft 9 9 Y 9 00 • (wet)[TILL] 0.0 u� Cn co 4 SS 19ft-20ft 20 LAJVEiAJV Log of Boring LB-11 Sheet 2 of 4 Project Project No. 1600 Osgood Street 140182701 Location Elevation and Datum North Andover,Massachusetts Approx.46(NAVD 88) J � Sam le Data m Elev. M E Depth ; c N-Value Remarks � Sam le Descri tlon Q Q- ° a) (Blows/ft) (Drilling Fluid,Depth of Casing, (ft) p p o Scale : a)� a)a) � _ � a L CO Fluid Loss,Drilling Resistance,etc.) +26.0 a 20 z 10 20 30 40 Light gray f-c SAND,trace silt,trace f-gravel M 13 (wet)[TILL] 0.0 cis CO 00 24 SS 20ft-21 ft 21 22 z 23 a c� z J Light brown f-m SAND,some silt 24 15 Moderate drilling to 24ft 0•' (wet)[TILL] 0.0 0 CO 14 Cn Q o.0 25 17 SS 24ft-26ft 0 0.0 18 26 0 M 27 M O CD N ' 28 N Light brown f-m SAND,some silt 29 13 Easy drilling to 29ft • (wet)[TILL] 0.0 r 17 °� 0.0 30 � 16 SS 29ft-31 ft z 0.0 U� 31 16 O ti N CO 32 c� ° 33 z c� C Light brown f-m SAND,some silt 34 10 Easy drilling to 29ft z (wet)[TILL] 0.0 s U � o.0 35 W 6 0 SS 34ft-36ft w 0.0 w 36 10 z J D_ CO 37 0 Q o 38 U w ° Light gray f-c SAND,trace silt,trace f-gravel 39 18 Easy drilling to 39ft a• (wet)[TILL] 0.0 18 N 0.0 40 � 23 SS 39ft-41 ft CD 0.0 24 a 41 a 0 z 42 a Q 43 0 0 U 0 Light gray f-c SAND trace silt trace f- ravel 44 Easy drilling to 44ft g g Y g 10 (wet)[TILL] 0.0 u� Cn 10 45 LAJVEiAJV Log of Boring LB-11 Sheet 3 of 4 Project Project No. 1600 Osgood Street 140182701 Location Elevation and Datum North Andover,Massachusetts Approx.46(NAVD 88) J � Sam le Data m Elev. M E Depth ; c N-Value Remarks � Sam le Descri tlon Q Q- ° a) (Blows/ft) (Drilling Fluid,Depth of Casing, (ft) p p o Scale : a)� a)a) � CO0.0 - 0 Fluid Loss,Drilling Resistance,etc.) +1.0 a 45 z a ` � 20 0 40 23 44 t-4 t CO CO 0.0 COCh 43 46 47 z 48 c� z J • Light gray silty f-c SAND,trace f-gravel 49 50 Hard drilling to 49ft J•' (wet)[TILL] 0.0 54 o 50 u 67 SS 49ft-51 ft 0.0 88 51 0 M 52 M 0 CD N ' 53 J== 0 Light gray silty f-m SAND,trace f-gravel 54 -1 SS 3 100/2" 1)0/211%Hard drilling to 54ft . (wet)[TILL] 0.0 SS 54ft-54.15ft J o.o 55 z 0.0 56 ti N CO 0 ' 57 c� ° 58 z c� J • 0 Light gray clayey f-c SAND,some silt,trace f-gravel 59 54 Hard drilling to 59ft z (wet)[TILL] 0.0 _• ti 74 U o.0 60 -r[--- c� �' Oro- 103 SS 59ft-61 ft ° 0.0 w 61 110 z J D_ CO 62 0 ¢ o 63 U w 0 64 CD N 65 CO O 66 a 0 = 67 z 68 0 • Light gray clayey f-c SAND,some silt,trace f-gravel,silt • discs throughout clay/silt layer 69 Hard drilling to 69ft 40 Q• (wet)[TILL] 0.0 �' 89 SS 69ft-70.3ft 70 LAJVEiAJV Log of Boring LB-11 Sheet 4 of 4 Project Project No. 1600 Osgood Street 140182701 Location Elevation and Datum North Andover,Massachusetts Approx.46(NAVD 88) J � Sam le Data m Elev. M E Depth ; c N-Value Remarks � Sam le Descri tlon Q � Q- ° a) (Blows/ft) (Drilling Fluid,Depth of Casing, (ft) p p o Scale : a)� a)a) � _ L COFluid Loss,Drilling Resistance,etc.) -24.0 a 70 z a 10 20 30 40 100/4" / 41141 0.0 71 72 z 73 0 z J 74 a J. L 75 O Q 76 M 77 M O CD 78 N Light gray clayey f-c SAND,some silt,trace f-gravel, 79 20 Hard drilling to 79ft silt/clay discs 0.0 37 -J (wet)[TILL] 0.0 80 u 53 )040 SS 79ft-81 ft z 0.0 0� 81 87 O . ti N CO 82 i ° 83 z c� Q 84 U z 2' w 85 0 w w 86 z J D_ U) 87 Heavy Rig Chatter 0 ¢ o 88 U w 0 89 CD N 90 CO O 91 a 0 = 92 z o -47.o Auger(rollerbit)at 92.5ft 93 -2 SS 0 100/0" / " Spoon Refused at 92.5ft 0 EOB at 92.5ft Inferred top of rock Borehole backfilled with auger End of boring at 93ft 94 cuttings to grade.Pavement z patched with cold patch. J 95 _LLL LAIVEiA]V Log of Boring LB-12 Sheet 1 of 5 Project Project No. 1600 Osgood Street 140182701 Location Elevation and Datum North Andover,Massachusetts Approx.41.5(NAVD 88) Drilling Company Date Started Date Finished New England Boring Contractors 9/18/18 9/18/18 Drilling Equipment Completion Depth Rock Depth Truck Mounted Stratasfor F-15 96.5 ft N/A Size and Type of Bit Number of Samples Disturbed Undisturbed Core 3 7/8"Tricone Roller 23 -- -- Casing Diameter(in) Casing Depth(ft) First Completion 24 HR. 4"10 Steel 8 Water Level(ft.) �Z 20 1 N/A 7— N/A Casing Hamme§afety Weight(Ibs) 300 Drop(in) 30 Drilling Foreman Sampler Mike 2-inch diameter split spoon Field Engineer z Sampler Hammer Weight(Ibs) Drop(in) Q Automatic 140 30 JP Boyd z Q J Sample Data J iY m Elev. M E Depth ; c N-Value Remarks o Q (ft) Sample Description o Scale E m '�� (Blows/ft) (Drilling Fluid,Depth of Casing, J � +41.5 z � a L CO Fluid Loss,Drilling Resistance,etc.) a 10 20 30 40 L 0 Q :.q�:;• •+41.3 2"ASPHALT o.o '-''� 10"CONCRETE 0.1 Brown f-c SAND,some gravel,trace silt 0.0 5 M .o 6 (dry) o cn �' SS 1 ft-2ft 6, +39.5 2 M Brown f-m SAND,some f-gravel,some silt o.1 8 o (dry) 0.0 3 CV 9 3 N 0.1 CO `� 25 SS 2ft-4ft 0.0 4 29 c� Brown f-m SAND,some f-gravel,some silt 0.1 28 Moderate drilling to 4ft U5 (dry) Installed casing at 4ft O 0.0 c+� N 25 -J 0.0 5 27 SS 4ft-6ft z (Di 0.1 31 6 Brown f-m SAND,some f-gravel,some silt o 0 23 N (dry) 00 29 0.0 7CN 0.1 36 SS 6ft-8ft (D 0.0 32 O +33.5 8 Moderate dri inll 8ft • Light brown silty f-SAND 01 13 9 to Z (moist) Drive casing to 8ft U) N 8 U• 01 9 cn U SS 8ft-1 Oft z 0.1 7 _' 0.1 8 w 10 0' Light brown silty f-SAND,trace f-gravel 0.0 13 ° (moist) 0.0 co 9 w• 11 u) � 00 7 SS 10ft-12ft J 0.0 °-• 8 0.0 12 o Easy drilling to 12ft 0 13 U LLJ 14 o Applied drilling mud at 14ft o' Easy drilling to 15ft 00. Light brown silty f-SAND,trace f-gravel 15 8 Y 9 CD (moist) 7 • o.o 16 � 1 ft-17ft 7 Q: SS 5 a 0 10 z 17 18 0 Q 19 c� z a 20 LAIVEiA]V Log of Boring LB-12 Sheet 2 of 5 Project Project No. 1600 Osgood Street 140182701 Location Elevation and Datum North Andover,Massachusetts Approx.41.5(NAVD 88) J � Sam le Data m Elev. M E Depth ; c N-Value Remarks � Sam le Descri tlon Q Q- 0 a) (Blows/ft) (Drilling Fluid,Depth of Casing, (ft) p p o Scale 0 �U) +21 5 _ z a L CO Fluid Loss,Drilling Resistance,etc.) a 10 20 30 40 Gray to light brown silty f-SAND 20 g Easy dri ing to t (wet) 7 o.0 21 00 � CO u� 9 SS 20ft-22ft 8 22 z 23 a z 24 0). J Q• Gray to light brown silty f-SAND 25 6 Easy drilling to 25ft 1. (wet) 7 0.1 26 W SS 25ft-27ft 8 M 7 27 M 0 N CD 28 Lo N 029 0 0 J� Gray to light brown silty f-SAND 30 5 Easy drilling to 30ft (wet) 0 6 0, o.0 31 U o: � 500 SS 30ft-32ft N 7 32 0 J 33 z c� Q 34 U Z 2 �• r t light brown silty f- AND 35 Easy drilling to 35ft 0 Gray bo syS 0.0 6 Y 9 LIJ (wet) ' 0.1 6 w' 36 12 z U 6 SS 35ft-37ft J 0.0 �• 0.0 637 0,. Q +3.5 ? ? ? ? 38 0 w 0 39 o_ 0 N Gray sandy SILT,trace clay 40 3 Easy drilling to 40ft CD (wet) 5 91 0.0 41 u) co SS 40ft-42ft 4 0 2 z 42 'a Q 43 0 0 Q 44 0 z a J 45 LAIVEiA]V Log of Boring LB-12 Sheet 3 of 5 Project Project No. 1600 Osgood Street 140182701 Location Elevation and Datum North Andover,Massachusetts Approx.41.5(NAVD 88) J � Sam le Data m Elev. M E Depth ; c N-Value Remarks � Sam le Descri tlon Q Q- ° a) (Blows/ft) (Drilling Fluid,Depth of Casing, (ft) p p o Scale 0 �U) _ L COFluid Loss,Drilling Resistance,etc.) -3.5 a 45 z � a 10 20 30 40 Gray sandy SILT,trace clay 5 Easy drilling to 45 t (wet) CO - 4 o 46 � 5911 SS 45ft-47ft (n 6 47 z 48 z J 49 a J Q Gray SILT,some clay 50 5 Easy drilling to 50ft (wet) 0.0 51 � � 7 SS 50ft-52ft 6 0 5 52 CO77 0 N 0 LO 53 N c� 54 0 0 J Gray SILT,some clay 55 3 Easy drilling to 55ft z (wet) 5 0.0 56 � N o W 2741 SS 55ft-57ft ti N CO 6 57 W J -16.5 ? ? ? ? 58 z c� Q 59 U z 2 � Gray CLAY 60 4 Easy drilling to 60ft (wet) 4 z o.0 61 W N 4 SS 60ft-62ft J � 5 CO 62 0 Q 0 63 w 64 o_ CD 65 CO Gray CLAY 5 Easy drilling to 65ft CD (wet) 4 Q o. 66 � N 2 SS 65ft-67ft a 0 6 = 67 z Q 68 0 0 Q 69 0 z a J 70 LAJVEiAJV Log of Boring LB-12 Sheet 4 of 5 Project Project No. 1600 Osgood Street 140182701 Location Elevation and Datum North Andover,Massachusetts Approx.41.5(NAVD 88) J � Sam le Data m Elev. M E Depth ; c N-Value Remarks � Sam le Descri tlon Q Q- ° a) (Blows/ft) (Drilling Fluid,Depth of Casing, (ft) p p o Scale 0 �U) _ L COFluid Loss,Drilling Resistance,etc.) -28.5 a 70 z � a 10 20 30 40 Gray CLAY,trace silt 3 Easy dri ing to 7 t (wet) 00 4 0.1 71 � N 610 SS 70ft-72ft � 4 72 -31.5 ? ? `? ? 73 z c� z J 74 a J Q.' Light brown silty f-m SAND,trace clay 75 11 Moderate drilling to 75ft (wet)[TILL] . 0.1 76 � 21 c 20 SS 75ft-77ft o_ n 18 77 M 0 CD N 78 LO N c� 79 J Moderate drilling• Light brown silty f-m SAND,trace clay 80 10 g to 80ft z (wet)[TILL] 0 16 0.1 81 `4 �— c'0 19 SS 80ft-82ft ti CO 19 82 T !VJ v 0 83 J H z U Q 84 U z 2 •' Light brown silt f-m SAND trace clay 85 Moderate drilling to 85ft g y y 15 o (wet)[TILL] 15 z o.0 86 16 SS 85ft-87ft J 10 CO 0 87 Q 88 0 U w 0 89 o_ CD / 90 Hard drilling to 90ft CO Light brown f-m SAND,some f-gravel,some silt,trace 35 9 C clay N (wet)[TILL] 0.1 91 `N v � 58 < cn 66 SS 90ft_92ft a 0 45 = 92 z / 93 0 U Q 94 c� z a J 95 LAJVEiAJV Log of Boring LB-12 Sheet 5 of 5 Project Project No. 1600 Osgood Street 140182701 Location Elevation and Datum North Andover,Massachusetts Approx.41.5(NAVD 88) J � Sam le Data m Elev. M E Depth ; 0 N-Value Remarks � Sam le Descri tlon Q Q- 0 a) (Blows/ft) (Drilling Fluid,Depth of Casing, (ft) p p o Scale 0 �U) L COFluid Loss,Drilling Resistance,etc.) -53.5 a 95 z � a 10 20 30 40 Gray f-c SAND,some gravel,some f-gravel 23 Drilled to 5 t (wet)[TILL] N CO co 22 SS 95ft-96.25ft 40 -54.8 0.1 96 50/3" Auger and split spoon refusal 97 at 96.5ft Inferred top of rock Borehole backfilled with auger End of boring @ 96.5ft cuttings to grade.Pavement z gg patched with cold patch. 0 z J 99 0 J L 100 0 0- a) 101 102 CO 0 0 N 103 N c� 104 J 105 z 0 1 106 0 ti N CO 107 c� 0 J 108 H z U Q 109 U z 2 w 110 0 w 111 z J D_ W 112 0 Q 0 113 w 0 114 o_ CD N 115 CO O 116 0 z 117 'a a 118 0 Q 119 c� z a J 120 LAJVEiAJV Log of Boring LB-13 Sheet 1 of 2 Project Project No. 1600 Osgood Street 140182701 Location Elevation and Datum North Andover,Massachusetts Approx.37.5(NAVD 88) Drilling Company Date Started Date Finished New England Boring Contractors 9/7/18 9/7/18 Drilling Equipment Completion Depth Rock Depth Truck Mounted Stratasfor F-15 40.5 ft N/A Size and Type of Bit Number of Samples Disturbed Undisturbed Core 3 7/8"Tricone Roller 12 -- -- Casing Diameter(in) Casing Depth(ft) First Completion 24 HR. 4"10 Steel 14 Water Level(ft.) �Z 6.5 1 N/A 7- N/A Casing Hamme§afety Weight(Ibs) 300 Drop(in) 30 Drilling Foreman Sampler Pete 2-inch diameter split spoon Field Engineer z Sampler Hammer Weight(Ibs) Drop(in) Q Automatic 140 30 Justin Hall Z Sample Data z Q J Remarks J iY m Elev. Depth ; c N-Value o Q>2 (ft) Sample Description Scale E '� (Blows/ft) (Drilling Fluid,Depth of Casing, J +37.5 z a L CO Fluid Loss,Drilling Resistance,etc.) 10 20 30 40 0 Q +37.2 4"Asphalt 0 0 Brown f-c SAND,some silt,trace f-gravel 26 �' (dry)[FILL] 1 C/) v 13 SS Oft-2ft •s 13 +35.5 rn 7 ; No Recovery.; 12 0 10 o• N• 3 N o 22 N • 12 SS 2ft-4ft 4 13 Brown f-c SAND,some silt,trace f-gravel 16 Moderate drilling to 4ft (dry)[FILL] 0 M cn 6 J I•. 5 (n u, 5 SS 4ft-6ft z (D�; 5 ti Light Brown to Gray Silty f-c SAND 6 8 N (wet) - 7 . 7 U) 7 SS Eft-8ft 0• 4 Light Brown to Gray Silty f-c SAND,some silt 8 9 Easy drilling to 8ft (wet) 14 Q 9 U) c SS 8ft-10ft U 24 z w 10 32 �• Light Brown f-c SAND,trace silt,trace f-gravel 19 ° (wet) U. 11 cfl U) 0 15 w. 3341 (n cn z. 18 SS 10ft-12ft co 12 20 co Moderate drilling to 12ft 0 13 U w °. Light Brown f-c SAND,trace f-gravel,trace silt 14 13 Applied drilling mud at 14ft 0- (wet) Moderate drilling to 14ft o � co 0 14 15 cn � 19 SS 14ft-16ft 0 26 Q 16 a 0 z 17 18 0 U • +18 5 19 Moderate drilling to 19ft 0 Gray f-m SAND,some silt,trace f-gravel 04 20 9 (wet)[TILL] c00n 27 20 LAJVEiAJV Log of Boring LB-13 Sheet 2 of 2 Project Project No. 1600 Osgood Street 140182701 Location Elevation and Datum North Andover,Massachusetts Approx.37.5(NAVD 88) Sam le Data m Elev. Depth ; c N-Value Remarks � Sample Description Q- ° a) (Blows/ft) (Drilling Fluid,Depth of Casing, Q>- (ft) p p Scale E 0 �U)J +17 5 z a L CO Fluid Loss,Drilling Resistance,etc.) 10 20 30 20 N 53 1 t- t 00 CO CO 49 21 22 z 23 a c� z J Gray f-m SAND,some silt,trace f-gravel 24 36 Hard drilling to 24ft J.' (wet)[TILL] s3 o 25 cn CO 69 SS 24ft-26ft 48 26 27 M O CD N ' 28 N Gray f-m SAND,some silt,trace f-gravel 29 0 98 Hard drilling to 29ft o (wet)[TILL] - N ci) C 117 SS 29ft-30.15ft J� 30 z 31 O ti N CO 0 ' 32 c� 0 33 z c� 0 • Gray f-m SAND,some silt,trace f-gravel 34 41 Hard drilling to 34ft _• (wet)[TILL] r W 35 � Cn N 53 1 44, SS 34ft-35.8ft 0 61 100/4" w 36 z J Q_ W 37 0 Q o 38 U w ° Gray f-m SAND,some silt,trace f-gravel 39 N 40 Hard drilling to 39ft a• (wet)[TILL] u� WCn 63 SS 39ft-40.15ft CD CNN • -2.7 40 / ®® Borehole backfilled with auger CO End of boring @ 40.2ftCD cuttings to grade.Pavement patched with cold patch. 41 0 z 42 'a Q 43 0 0 Q 44 c� z a J 45 LAJVEiAJV Log of Boring LB-101 (OW) Sheet 1 of 1 Project Project No. Hillwood-North Andover,MA 140182701 Location Elevation and Datum 1600 Osgood St 46.5 NAVD88 Drilling Company Date Started Date Finished Seaboard Drilling Inc. 12/26/19 12/26/19 Drilling Equipment Completion Depth Rock Depth Mobile Drill B-53 Truck Rig 12 ft N/E Size and Type of Bit Number of Samples Disturbed Undisturbed Core 4-1/4"Hollow-Stem-Auger 6 -- -- Casing Diameter(in) Casing Depth(ft) First Completion 24 HR. N/A N/A Water Level(ft.) �Z 7 1 N/A —7 N/A Casing HammeN/A Weight(Ibs) N/A 7 rop(in)N/A Drilling Foreman Sampler Jeff Nich 2-inch-diameter split spoon Field Engineer Q Sampler Hammer Weight(Ibs) Drop(in) z p Automatic 140 30 Zacher Roller J Sample Data �, �m Elev. Depth ; c_ N-Value Remarks � (ft) Sample Description SCale 0 0- °- a)'�`9 (Blows/ft) (Drilling Fluid,Depth of Casing, c�._ cn } � m m m COFluid Loss,Drilling Resistance,etc.) 0� o +46.5 O z a 10 20 30 40 •ate y;• .% 12"Dark brown sandy SILT,some organics,trace fine gravel woH - at t ,aaT�;•:�� (moist)[TOPSOI L] S-1A 2 0-2 7 U) 0 +45.5 1 U) M Light brown f-m SAND,some silt 5 M (dry)[FILL] s_16 5 N CD Grayish brown sandy SILT,trace fine gravel,trace clay 2 8 S-2 at 2ft 0 N (dry)[FILL] 11 N 3 N23 12 4 7 w Grayish brown sandy SILT,trace fine gravel,trace clay 6 Drill to 4.Oft. Cn (dry)[FILL] Easy drilling. 5 � � N 10 S-3 at Oft 13�w 6 z 3 w� 'r- Brown f-m SAND,some silt 6 4 S-4 at Eft 0 co (wet)[FILL] 4 — 7 U N 812 10 � +38.5 8 S-5 at 8ft Jay'•'�% Gray silty fine SAND,trace fine gravel,trace organics 6 i,'.�,aTi;•;a (wet)[BURIED TOPSOIL] Drill to 8ft Q co 00 3 +37.5 9 � Easy Drilling U U 1 z U 2 w Gray silty fine SAND,trace fine gravel 10 �� woH S-6 at 10ft ° (wet) c�; CO W CD w 11 ' • Ch W z_ 2 J • +34.5 12 2 o� Bottom of boring Boring terminated at 12ft Observation well installed, 0 13 refer to well construction log for information. w Excess cuttings were 0 14 drummed for further 0� characterzation. o_ 0 15 N 00 O 16 0 z 17 'a Q 18 0 0 Q 19 c� z a J 20 LAIVEiA]V Log of Boring LB-102 (OW) Sheet 1 of 1 Project Project No. Hillwood-North Andover,MA 140182701 Location Elevation and Datum 1600 Osgood St 45.5 NAVD88 Drilling Company Date Started Date Finished Seaboard Drilling Inc. 12/26/19 12/26/19 Drilling Equipment Completion Depth Rock Depth Mobile Drill B-53 Truck Rig 12.5 ft N/E Size and Type of Bit Number of Samples Disturbed Undisturbed Core 4-1/4"Hollow-Stem-Auger 6 -- -- Casing Diameter(in) Casing Depth(ft) First Completion 24 HR. N/A N/A Water Level(ft.) �Z 8.5 1 N/A 7— N/A Casing HammeN/A Weight(Ibs) N/A 7 rop(in)N/A Drilling Foreman Sampler Jeff Nich 2-inch-diameter split spoon Field Engineer Q Sampler Hammer Weight(Ibs) Drop(in) z p Automatic 14 30 Zacher Roller J Sample Data �, �m Elev. Depth ; c_ N-Value Remarks � (ft) Sample Description SCale 0 0- °- a)'�`9 (Blows/ft) (Drilling Fluid,Depth of Casing, c�._ cn } � m m m m Fluid Loss,Drilling Resistance,etc.) L Z a 10 20 30 40 +45.5 6"Asphalt 0 Predrill through Asphalt +45.0 2 Light brown f-m SAND,trace silt 21 S-1 at 0.5ft 0- (dry)[FILL] 1 M S-1A 0 15 U) 09 M Grayish brown f-m SAND,trace silt,some fine gravel U' N 14 N N (dry)[FILL] 2 CDS-1 B 14 NN +43.0 N Brown f-m SAND,trace silt S-2 at 2.5ft N 12 (dry) 3 N CO 10 U) U) N � 4 14 w 19 cn, Brown f-m SAND,trace silt 2 Drill to 4.5ft. w: (dry) 5 5 Moderate drilling. I;' S-3 at 4.5ft w � cn 7 o� 6 8 CO N Brown f-m SAND,trace silt 7 S-4 at 6.5f t (moist) 7 T � 6 • cn 00 U) Cb cn 7 0 8 Z 8 �?• Brown f-m SAND,trace silt - 7 Drill to 8.5ft. (wet) 9 Easy to moderate drilling. z I? cn u7 6 S-5 at 8.5ft U Cn co 5 � 10 5 O +35.0 ui Light brown sandy SILT,trace clay 6 S-6 at 10.5ft Z (wet) 11 5 � -t U co 1040 CO 12 +33.0 8 Bottom of boring Boring terminated at 12ft 0 13 Observation well installed, refer to well construction log w for information. 14 Excess cuttings were a drummed for further CD rl- 15 characterzation. N co O 16 0 z 17 'a Q 18 0 O Q 19 c� Z a J 20 LAIVEiA]V Log of Boring LB-103 (OW) Sheet 1 of 1 Project Project No. Hillwood-North Andover,MA 140182701 Location Elevation and Datum 1600 Osgood St 44 NAVD88 Drilling Company Date Started Date Finished Seaboard Drilling Inc. 1/3/20 1/6/20 Drilling Equipment Completion Depth Rock Depth Mobile Drill B-53 Truck Rig 13 ft N/E Size and Type of Bit Number of Samples Disturbed Undisturbed Core 4-1/4"Hollow-Stem-Auger 6 -- -- Casing Diameter(in) Casing Depth(ft) First Completion 24 HR. N/A N/A Water Level(ft.) �Z g T N/A 7— N/A Casing HammeN/A Weight(Ibs) N/A 7 rop(in)N/A Drilling Foreman Sampler Jeff Nich 2-inch-diameter split spoon Field Engineer Q Sampler Hammer Weight(Ibs) Drop(in) 0 p Automatic 140 30 Zachery Roller J Sample Data �, �m Elev. Depth ; c_ N-Value Remarks � (ft) Sample Description SCale 0 0- °- a)'�`9 (Blows/ft) (Drilling Fluid,Depth of Casing, c�._ cn } � m m m m Fluid Loss,Drilling Resistance,etc.) Q +44.0 z a 10 20 30 40 6"Asphalt 0 Predrill through asphalt and +43.5 underlying subbase •. +43.0 Gray brown f-m SAND,some fine gravel 1 0- • (dry)[FILL] 10 S-1 at 1ft Brown f-m SAND,trace silt M 8 N: (moist) 2 o181 N 10 0 13 00 N: 3 Brown f-c SAND,trace silt 15 S-2 at aft (moist) N cn Lo 12 2' 4 Cn � 14 w U) � 11 w• 13� *..*-*w ..*.. Brown f-c SAND,trace silt 5 3 Auger to 5ft ~' (moist) Moderate drilling w cn 00 5 S-3 at 5ft 6 � 1040 0 5 ti• 5 7 Brown fine SAND,some silt 7 S-4 at 7ft C/)' (moist) Ocn 7 J 8 � `� 512 z c� Q +35.0 _ 9 6 0 Brown SILT,some fine sand 2 Auger to 9ft z (wet) Easy Drilling w 10 L? co 00 4 S-5 at 9ft ~O Cn 5 Q 4 z Brown SILT,some fine sand 11 3 S-6 at 11ft (wet)� 8 co 12 u 000 8 7 Q +31.0 13 Boring terminated at 13ft o Bottom of Boring Observation well installed, U 0 14 refer to well construction log for information. a Excess cuttings were CD 15 drummed for further characterzation. 0 16 0 z 17 'a Q 18 0 0 Q 19 c� z a J 20 LAIVEiA]V Log of Boring LB-104(OW) Sheet 1 of 2 Project Project No. Hillwood-North Andover,MA 140182701 Location Elevation and Datum 1600 Osgood St 40 NAVD88 Drilling Company Date Started Date Finished Seaboard Drilling Inc. 1/6/20 1/6/20 Drilling Equipment Completion Depth Rock Depth Mobile Drill B-53 Truck Rig 24 ft N/E Size and Type of Bit Number of Samples Disturbed Undisturbed Core 4-1/4"Hollow-Stem-Auger 9 -- -- Casing Diameter(in) Casing Depth(ft) First Completion 24 HR. N/A N/A Water Level(ft.) �Z 21 1 N/A 7— N/A Casing HammeN/A Weight(Ibs) N/A 7 rop(in)N/A Drilling Foreman Sampler Jeff Nich 2-inch-diameter split spoon Field Engineer Q Sampler Hammer Weight(Ibs) Drop(in) 0 p Automatic 140 30 Zachery Roller J Sample Data �, �m Elev. Depth ; c_ N-Value Remarks UJ 2 (ft) Sample Description SCale 0 0- °- a)'�`9 (Blows/ft) (Drilling Fluid,Depth of Casing, c�._ cn } CO m m m Fluid Loss,Drilling Resistance,etc.) Q +40.0 z a 10 20 30 40 6"Asphalt 0 Predrill through asphalt and +39.5 underlying subbase • +39 o Gray brown f-m SAND,some fine gravel 1 (dry)[FILL] 13 S-1 at 1ft Brown to orangish brown f-c SAND,some fine gravel,trace silt 5 N: (dry) 2 � CDg 14 0 7 N: 3 Brown f-c SAND,some silt,some fine gravel 7 S-2 at aft (dry) �, 8 o_ cn N 0 4 � CO 17 u; U) �• 10 +35.0 5 w Gray to dark brown SILT,some organics,trace fine sand 7 Auger to 5ft z (dry) Easy Drilling w, 6 6 S-3 at 5ft 0 4 ti N CO 3 0 No Recovery 7 5 S-4 at 7ft CO 0 4 0 8 o z 4 0 5 0 Brown to orangish SILT,trace f-sand 9 3 Auger to 9ft z (dry) Easy Drilling w 10 L? CO N 3 S-5 at 9ft � � 3 3 z Brown to orangish SILT,trace f-sand 11 6 S-6 at 11 ft (dry) 3 CO 12 CO 2) N 8 0 5 Q 4 0 13 ui +26.0 ? ? ? ? 14 o• Auger to 15ft CO• Brown to orangish brown f-m SAND,some silt 15 7 (dry) Easy Drilling • '� u) o0 9 S-7 at 15ft 16 � 19< 10 0 11 z 17 18 0 U Q 19 c� z J 20 LAIVEiA]V Log of Boring LB-104(OW) Sheet 2 of 2 Project Project No. Hillwood-North Andover,MA 140182701 Location Elevation and Datum 1600 Osgood St 40 NAVD88 Sam le Data m Elev. Depth ; c N-Value Remarks Sample Description Q- ° a).� (Blows/ft) (Drilling Fluid,Depth of Casing, Q (ft) p p Scale E 0� �U)J +20 0 z )L CO Fluid Loss,Drilling Resistance,etc.) 10 20 30 40 Brown fine SAND,some silt 20 s Auger to 20ft (wet) Easy Drilling 21 00 � N 7 S-8 at 20ft W 9 10 22 S-9 at 22ft Brown fine SAND,some silt 7 (wet) 11 a• 23 Cn 11 z _J 12 J +16.0 24 o Bottom of Boring Boring terminated at 24ft Observation well installed, 0 refer to well construction log 5 for information. Excess cuttings were 26 drummed for further characterzation. M N N 27 0 N O N 00 N 28 29 u; W � 30 w z w� 0 31 ti N co 32 c� 0 J 33 H z U Q 34 U z 2 w 35 0 w 36 z J D_ W 37 0 Q 0 38 w 0 39 o_ CD 40 N co O 41 0 z 42 'a Q 43 0 0 Q 44 c� z a J 45 LAIVEiA]V Log of Boring LB-105 Sheet 1 of 3 Project Project No. Hillwood-North Andover,MA 140182701 Location Elevation and Datum 1600 Osgood St 47.5 NAVD88 Drilling Company Date Started Date Finished Seaboard Drilling Inc. 12/27/19 12/27/19 Drilling Equipment Completion Depth Rock Depth Mobile Drill B-53 Truck Rig 47 ft N/E Size and Type of Bit Number of Samples Disturbed Undisturbed Core 3-7/8in Tricone Roller Bit 13 -- -- Casing Diameter(in) Casing Depth(ft) First Completion 24 HR. 4 23 Water Level(ft.) �Z 8 T N/A 7— N/A Casing Hamme�aftey Weight(Ibs) 300 Drop(in) 30 Drilling Foreman Sampler Jeff Nich 2-inch-diameter split spoon Field Engineer Q Sampler Hammer Weight(Ibs) Drop(in) 0 p Automatic 140 30 Zachery Roller J Sample Data �, �m Elev. Depth ; c_ N-Value Remarks JJ 2 (ft) Sample Description SCale 0 0- °- a)'�`9 (Blows/ft) (Drilling Fluid,Depth of Casing, c�._ cn } CO m m m Fluid Loss,Drilling Resistance,etc.) L z a 10 20 30 40 +47 5 6"Asphalt 0 Predrill through asphalt +47.0 • Light brown silty f-m SAND,trace fine gravel 15 S-1 at 0.5ft � • (dry) 1 12 cn N N � U) 23 11 N 2 0 10 o; N Light brown silty f-m SAND,trace fine gravel 14 S-2 at 2.5ft N (dry) 3 N cn 00 11 U) 18 � 4 31 uj U) Light brown silty f-m SAND,some silt 19 Drive casing to 4.5ft. w: (moist) 5 21 Drill to 4.5ft. I - I- 1 U)- N Easy drilling. Z 26 S-3 at 4.5ft Ch - w�: 6 0 25 N Light brown fine SAND,some silt CO 12 S-4 at 6.5ft (moist) 7 T 26 (0 00 U 4�- C�. cn 0 _ 8 18 z 17 Light brown fine SAND,some silt 6 Drive casing to 8.5ft. • (wet) 9 Drill to 8.5ft. z I? cn 5 Moderate drilling. 12 _ CO CO 00 7 S-5 at 8.5ft w 10 0 7 Light brown fine SAND,some silt 5 ui S-6 at 10.5ft z (wet) 11 J cn 7 U U) cn 8 0 12 8 0 13 w 0 14 00 Light brown silty fine SAND 15 4 Drive casing to 15ft. CD (wet) Drill to 16ft. 16 ~ � 7 Easy drilling. Q• U) 7 S-7 at 15ft a 0 8 z 17 18 0 U Q +28.5 ? ? ? 19 c� z a J i 20 LAIVEiA]V Log of Boring LB-105 Sheet 2 of 3 Project Project No. Hillwood-North Andover,MA 140182701 Location Elevation and Datum 1600 Osgood St 47.5 NAVD88 Sam le Data m Elev. Depth ; c N-Value Remarks Sample Description Q- ° a).� (Blows/ft) (Drilling Fluid,Depth of Casing, Q� (ft) p p Scale � � �� ��J +27 5 z a L CO Fluid Loss,Drilling Resistance,etc.) 10 20 30 40 Light brown SILT,trace fine sand 20 4 Drive casing to 20ft. (wet) Drill to 20ft. - 00 21 U) C0 4 Easy drilling. 7 S-8 at 20ft 6 22 a 23 c� z Q J +23.5 ? `? `? ? 24 O J O Light brown CLAY,some silt,trace fine sand 25 4 Drive casing to 23ft. (wet) Drill to 15ft. 2 26 a? U) C 4 Easy drilling. C 5 S-9 at 25ft co 6 N 27 0 N O N 00 N 28 29 u; W w Light brown CLAY,some silt 30 4 Drill to 30ft. z (wet) Easy drilling. w 31 0 U) L 6 S-10 at 30ft o (n 6 12 ti N 00 6 32 Wo c� 0 J 33 H z U Q 34 U z 2 � Light brown CLAY,some silt 35 5 Drill to 35ft. ° (wet) 5 Easy drilling. w 36 oo S-11 at 35ft z (n 3 J � 4 CUD) 37 0 Q 0 38 U +8.5 ? ? ? ? 39 o• 40 • Gray silty fine SAND 6 Drill to 40ft. (wet) Easy drilling. �• N 10 • u) Lo S-12 at 40ft Q 41 v, < 10 0 13 z 42 43 0 U Q 44 c� z J 45 LAIVEiA]V Log of Boring LB-105 Sheet 3 of 3 Project Project No. Hillwood-North Andover,MA 140182701 Location Elevation and Datum 1600 Osgood St 47.5 NAVD88 Sam le Data m Elev. Depth ; c N-Value Remarks Sample Description Q- ° a).� (Blows/ft) (Drilling Fluid,Depth of Casing, Q� (ft) p p Scale � � �� ��J CO Fluid Loss,Drilling Resistance,etc.) +2 5 45 z a L 10 20 30 40 Orangish brown f-c SAND,trace silt 7 Drill to 45 t. (wet) Moderate drilling. `o S 46 o S-13 at 45ft U) cn � 'r-- 6 +0.5 6 Bottom of Boring 47 Boring terminated at 47ft Boring backfilled with auger a 48 cuttings to grade. z Excess cuttings were drummed for further 49 characterzation. Asphalt patch with cold patch. 50 0- 51 co M N N 52 0 N O N 00 N 53 54 u; W 55 w z wI 0 56 ti N co 57 c� 0 J 58 H z U Q 59 U z 2 w 60 0 w 61 z J D_ 0 62 Q 0 63 w 64 o_ CD 65 N co O 66 0 = 67 z 68 0 Q 69 c� z a J 70 LAJVEiAJV Log of Boring LB-106 (OW) Sheet 1 of 1 Project Project No. Hillwood-North Andover,MA 140182701 Location Elevation and Datum 1600 Osgood St 40 NAVD88 Drilling Company Date Started Date Finished Seaboard Drilling Inc. 1/6/20 1/6/20 Drilling Equipment Completion Depth Rock Depth Mobile Drill B-53 Truck Rig 13 ft N/E Size and Type of Bit Number of Samples Disturbed Undisturbed Core 4-1/4"Hollow-Stem-Auger 6 -- -- Casing Diameter(in) Casing Depth(ft) First Completion 24 HR. N/A N/A Water Level(ft.) �Z N/E 1 N/A 7— N/A Casing HammeN/A Weight(Ibs) N/A 7 rop(in)N/A Drilling Foreman Sampler Jeff Nich 2-inch-diameter split spoon Field Engineer Q Sampler Hammer Weight(Ibs) Drop(in) 0 p Automatic 140 30 Zachery Roller J Sample Data �, �m Elev. Depth ; c_ N-Value Remarks UJ 2 (ft) Sample Description SCale 0 0- °- a)'�`9 (Blows/ft) (Drilling Fluid,Depth of Casing, c�._ cn } � m m m m Fluid Loss,Drilling Resistance,etc.) Q +40.0 z a 10 20 30 40 +39.8 3"Asphalt 0 Predrill through asphalt and �°` ►" concrete pad ' 8"Concrete Pad 2 ••a°`• ••° +39.0 1 o Orangish brown gravelly f-c SAND,trace silt,trace clay 5 S-1 at 1ft N (dry)[FILL] 8 N 2 ub co121 0 13 N O `N 15 00 Orangish brown gravelly f-c SAND,trace silt,trace clay 3 13 S-2 at aft (dry)[FILL] 11 N U 4 n 8 u; v) W +35.0 51 7 w• Light brown f-c SAND,some fine gravel,trace silt 5 Auger to 5ft z (dry) Moderate drilling w,: 6 c? � - 7 S-3 at 5ft o 9 ti 7 �•' Light brown f-c SAND,some fine gravel,trace silt 7 7 S-4 at 7ft � (dry) 5 0 8 cn o0 J• cn z 6 J 6 6 .6.... Light brown f-c SAND,some fine gravel,trace silt 9 2 Auger to 9ft z• (dry) • Easy drilling _ •. • LO 2 S-5 at 9ft w 10 N 0 2 2 w 11 z Light brown f-c SAND,some fine gravel,trace silt 2 S-6 at 11ft 0- (dry) 4 12 `? u) N10 o � cn N 6 �• 6 ' +270 Boring terminated at 13ft Q Bottom of Boring 13 0 Observation well installed, 0 14 refer to well construction log for information. a Excess cuttings were CD 15 drummed for further characterzation. 0 16 0 z 17 'a Q 18 0 0 Q 19 c� z a J 20 LAJVEiAJV Log of Boring LB-107 Sheet 1 of 5 Project Project No. Hillwood-North Andover,MA 140182701 Location Elevation and Datum 1600 Osgood St 42 NAVD88 Drilling Company Date Started Date Finished Seaboard Drilling Inc. 1/6/20 1/7/20 Drilling Equipment Completion Depth Rock Depth Mobile Drill B-53 Truck Rig 97 ft N/E Size and Type of Bit Number of Samples Disturbed Undisturbed Core 3-7/8in Tricone Roller Bit 19 -- -- Casing Diameter(in) Casing Depth(ft) First Completion 24 HR. 4 14 Water Level(ft.) �Z 4.5 1 N/A 7— N/A Casing Hamme�aftey Weight(Ibs) 300 Drop(in) 30 Drilling Foreman Sampler Jeff Nich 2-inch-diameter split spoon Field Engineer Q Sampler Hammer Weight(Ibs) Drop(in) z p Automatic 140 30 Zacher Roller J Sample Data �, �m Elev. Depth ; c_ N-Value Remarks � (ft) Sample Description SCale 0 0- °- a)'�`9 (Blows/ft) (Drilling Fluid,Depth of Casing, c�._ cn } CO m m m Fluid Loss,Drilling Resistance,etc.) Q +42.0 z a 10 20 30 40 6"Asphalt O Predrill through asphalt +41.5 2 Brown f-c SAND,some silt,trace fine gravel 5 S-1 at 0.5ft 0- (dry)[FILL] 1 8 N 13 N 2 0 13 CD Brown f-c SAND,some silt,trace fine gravel 17 S-2 at 2.5ft 00 (dry)[FILL] 3 0 21 Ch CO o_ 40 4 w +37.5 29 Of Brown SILT,some fine sand - 11 Drive casing to 4.Oft. � (wet) 5 Drill to 4.5ft. zCY) � 8 Moderate drilling. w 5 S-3 at 4.5ft 6 0 5 ti CO Brown SILT,some fine sand 8 S-4 at 6.5ft (wet) 7 C:) 11 U) Ch � N121 c) 0 8 10 Z z 10 0 Brown to gray SILT,trace fine sand 8 Drive casing to 8.0ft. (wet) 9 Drill to 8.5ft. 6 Moderate drilling. 9 S-5 at 8.5ft 10 13 0 Brown to gray SILT,trace fine sand 9 S-6 at 10.5ft Z (wet) 11 10 (n 11 CO 12 0 9 Drive casing to 12.5ft. 0 13 Drill to 15ft. Moderate drilling. w 0 14 o_ 0 CO Brown to orange SILT,trace clay,trace fine sand 15 4 S-7 at 15ft CD (wet) Drill to 20ft 16 U) N 919 Moderate drilling < 10 0 10 z 17 'a Q 18 0 0 Q 19 c� z a J 20 LAIVEiA]V Log of Boring LB-107 Sheet 2 of 5 Project Project No. Hillwood-North Andover,MA 140182701 Location Elevation and Datum 1600 Osgood St 42 NAVD88 Sam le Data m Elev. Depth ; c N-Value Remarks Sample Description Q- ° a).� (Blows/ft) (Drilling Fluid,Depth of Casing, Q� (ft) p p Scale � � �� ��J +22 O z a L CO Fluid Loss,Drilling Resistance,etc.) 10 20 30 40 Brown to orange SILT,trace fine sand 20 7 S-8 at 20ft (wet) Drill to 25ft 21 � 9 Easy drilling 10 14 22 a 23 c� z J ' 24 O J O O 0� Brown SILT,some fine sand 5 s S-9 at 25ft (wet) Drill to 30ft 2 26 a? 0 7 Easy drilling � (n 9 LO N 11 N 27 0 N O N 00 N 28 29 u; W w Brown SILT,some fine sand 30 8 S-10 at 30ft z - Drill to 35ft �, 31 � 0 7 Easy drilling o (n 10 ti 00 13 32 c� 0 J 33 H z U Q 34 U z 2 � Brown SILT,trace fine sand 35 5 S-11 at 35ft ° (wet) s Drill to 40ft w 36 � co Easy drilling z � g J 10 co 37 0 Q 0 38 w 0 39 o_ 0 CID Brown SILT,trace fine sand 40 7 S-12 at 40ft CD (wet) N Drill to 45ft 41 � c s Easy drilling W 8 0 9 z 42 'a Q 43 0 0 Q 44 c� z a J :..::I I I I I I r 45 LAIVEiA]V Log of Boring LB-107 Sheet 3 of 5 Project Project No. Hillwood-North Andover,MA 140182701 Location Elevation and Datum 1600 Osgood St 42 NAVD88 Sam le Data m Elev. Depth ; c N-Value Remarks Sample Description Q- ° a).� (Blows/ft) (Drilling Fluid,Depth of Casing, Q� (ft) p p Scale � � �� ��J L COFluid Loss,Drilling Resistance,etc.) -3.0 45 z � a 10 20 30 40 Brown SILT,trace fine sand 7 S-13 at 45 t (wet) Drill to 50ft 46 v N 6 Easy drilling cn 7 9 47 a 48 c� z J & 49 O J O O � Brown SILT,some fine sand 50 s S-14 at 50ft (wet) Drill to 55ft 2 51 � s Easy drilling lt cnH 8 LO N 10 N 52 0 N O N 00 N 53 54 u; W w Brown SILT,some fine sand 55 8 S-15 at 55ft z (wet) 10 Drill to 65ft �, 56 � N Easy drilling o (n 12 ti 00 15 57 c� 0 J 58 H z U Q 59 U z 2 w 60 0 w 61 z J D_ 0 62 Q 0 63 w 64 o_ 0 co N Gray SILT,trace fine sand 65 s S-16 at 65ft CD (wet) cfl Drill to 75ft 66 v 00 10 Easy drilling < 13 0 14 = 67 z 68 0 Q 69 cD z a J 70 LAIVEiA]V Log of Boring LB-107 Sheet 4 of 5 Project Project No. Hillwood-North Andover,MA 140182701 Location Elevation and Datum 1600 Osgood St 42 NAVD88 Sam le Data m Elev. Depth ; c N-Value Remarks Sample Description Q- ° a).� (Blows/ft) (Drilling Fluid,Depth of Casing, Q� (ft) p p Scale � � �� ��J L COFluid Loss,Drilling Resistance,etc.) -28.0 70 z a 10 20 30 40 71 72 a 73 c� z J & 74 O J O 75 � Gray SILT,trace fine sand 8 S-17 at 75ft (wet) Drill to 85ft 2 76 0 918 Easy drilling � � 9 LO N 9 N 77 0 N O 00 N 78 c� 79 u; W w 80 z wI 0 81 ti N co 82 i 0 J 83 H z U Q 84 U z 2 � Gray SILT,some clay 85 8 S-18 at 85ft ° (wet) 5 Drill to 95ft z 86 C\1 � 0 4 Easy drilling J � 7 co 87 0 Q 0 88 w 0 89 o_ CD 90 N co O 91 0 = 92 z 93 0 Q 94 c� z a J 95 LAIVEiA]V Log of Boring LB-107 Sheet 5 of 5 Project Project No. Hillwood-North Andover,MA 140182701 Location Elevation and Datum 1600 Osgood St 42 NAVD88 Sam le Data m Elev. Depth ; c N-Value Remarks Sample Description Q- ° a).� (Blows/ft) (Drilling Fluid,Depth of Casing, Q� (ft) p p Scale � � �� ��J L COFluid Loss,Drilling Resistance,etc.) -53.0 95 z � a 10 20 30 40 Gray SILT,some clay 5 S-19 at 95ft (wet) 3 96 � N 840 (n 5 -55.0 4 Bottom of boring 97 Boring terminated at 97ft Boring backfilled with auger cuttings to grade. � 98 Asphalt patch with cold patch. Excess cuttings were 99 drummed for further characterzation. a 100 0- 101 LO LO M N N 102 0 N O N 00 N 103 104 u; W 105 w z w� 106 0 ti N co 107 W c9 0 J 108 H z U Q 109 U z 2 w 110 0 w 111 z J D_ 0 112 Q 0 113 w 0 114 o_ CD 115 N co O 116 0 z 117 'a a 118 0 Q 119 cD z a J 120 LAIVEiA]V Log of Boring LB-109 Sheet 1 of 3 Project Project No. Hillwood-North Andover,MA 140182701 Location Elevation and Datum 1600 Osgood St 33.5 NAVD88 Drilling Company Date Started Date Finished Seaboard Drilling Inc. 1/17/20 1/21/20 Drilling Equipment Completion Depth Rock Depth Mobile Drill B-53 Truck Rig 44 ft N/E Size and Type of Bit Number of Samples Disturbed Undisturbed Core 3-7/8in Tricone Roller Bit 12 -- - Casing Diameter(in) Casing Depth(ft) First Completion 24 HR. 4 14 Water Level(ft.) �Z 9 T N/A 7— N/A Casing Hamme�aftey Weight(Ibs) 300 Drop(in) 30 Drilling Foreman Sampler Doug Feeley 2-inch-diameter split spoon Field Engineer Q Sampler Hammer Weight(Ibs) Drop(in) z p Automatic 140 30 Zacher Roller J Sample Data �, �m Elev. Depth ; c_ N-Value Remarks UJ 2 (ft) Sample Description SCale 0 0- °- a)'�`9 (Blows/ft) (Drilling Fluid,Depth of Casing, c�._ cn } CO m m m Fluid Loss,Drilling Resistance,etc.) L z a 10 20 30 40 +33.5 6"Asphalt 0 Predrill through asphalt +33.0 2 Brown to light brown f-c SAND,some fine gravel,trace silt 0- (dry)[FILL] 1 9 S-1 at 1ft LO Brown to light brown f-c SAND,some fine gravel,trace silt N (dry)[FILL] 9 N 2 ub 81 0 9 N O N 00 +30.5 3 N 13 Brown to grayish brown silty f-m SAND,trace fine gravel S-2 at aft 11 (dry) N 12 , n w 4 U) c� �cfl1224. U) EE 14 w'0- Light gray silty fine SAND 5 Drive casing 13 g to 4.5ft. w (dry) Drill to 5.0ft.6 M 0 17 Moderate drilling. 15 S-3 at 5ft N 21 7 Light gray silty fine SAND S-4 at 7ft 16 (moist) O CO 11 J 8 21 Cn ( N 10 Drive casing to 9.0ft z' Drill to 9.0ft J 8 Light brown silty f-m SAND,trace coarse sand 9 2 S-5 at 9.0ft _ (wet) 3 LO U' w 10 can 94 0 6 5 w Light brown to gray silty fine SAND 11 z• 5 S-6 at 11.0ft ii• (wet) Drill to 15.0ft. n 12 `� N 512 Moderate drilling o 7 � 8 0 13 U w 0 14 o. r• 15 0• Brown silty f-c SAND,trace fine gravel 9 S-7 at 15ft (wet) Drill to 20.0ft. ' ti u) 0 14 Moderate drilling 27 Q; 16 co � 13 0 9 z 17 o• +15.5 ? ? ? ? 18 O Q 19 c� z a J 20 LAIVEiA]V Log of Boring LB-109 Sheet 2 of 3 Project Project No. Hillwood-North Andover,MA 140182701 Location Elevation and Datum 1600 Osgood St 33.5 NAVD88 Sam le Data m Elev. Depth ; c N-Value Remarks '2 Sample Description Q- ° a).� (Blows/ft) (Drilling Fluid,Depth of Casing, Q� (ft) p p Scale � � �� ��J +13.5 z a L CO Fluid Loss,Drilling Resistance,etc.) 10 20 30 40 _ at t Grayish brown SILT,teace f-m sand 20 7 (wet) Drill to 30.Oft 21 CO U) co 8 Moderate to hard drilling 6 6 22 a 23 c� z J ' 24 a J L Q +8.5 ? ? ? ? 25 � 26 co LO M N • N 27 0 N O 00 N 28 29 u; w Grayish brown silty SAND,some fine gravel 30 8 S-9 at 30ft z (wet)[TILL] ft Drill to 35.O 31 � 0 6 Hard drilling 0 35 ti N 00 15 ' 32 `T^^ !VJ v ° 33 z c� Q 34 U z 2 � Gray silty f-c SAND,some fine gravel 35 32 S-10 at 35ft (wet)[TILL] o Drill to 40.Oft CN 50 Hard drilling W 36 � � 2s J 50/5 co 37 0 Q o 38 U 39 o_ CD 40 co No Recovery 15 S-11 at 40ft 0 16 0 Q 41 WU)- 1394 o 12 z Gray f-c SAND,some silt,some fine gravel 42 13 S-12 at 42ft Q (wet)[TILL] W 22 43 W `� )541 33 U -10.3 50/4 • 44 Boring terminated at 44ft z Boring backfilled with auger J 45 LAIVEiA]V Log of Boring LB-109 Sheet 3 of 3 Project Project No. Hillwood-North Andover,MA 140182701 Location Elevation and Datum 1600 Osgood St 33.5 NAVD88 Sam le Data m Elev. Depth ; c N-Value Remarks Sample Description Q- ° a).� (Blows/ft) (Drilling Fluid,Depth of Casing, Q� (ft) p p Scale � � �� ��J L COFluid Loss,Drilling Resistance,etc.) -11.5 z � a 10 20 30 40 45 Asphalt patch with cod patch. Excess cuttings were 46 drummed for further characterzation. 47 a 48 c� z J 49 O J 50 0- 51 co LO M N N 52 0 N O N 00 N 53 54 u; W 55 w z wI 0 56 ti N co 57 c� 0 J 58 H z U Q 59 U z 2 w 60 0 w 61 z J D_ 0 62 Q 0 63 w 64 o_ CD 65 N co O 66 0 = 67 z 68 0 Q 69 c� z a J 70 LAJVEiAJV Log of Boring LB-110 Sheet 1 of 2 Project Project No. Hillwood-North Andover,MA 140182701 Location Elevation and Datum 1600 Osgood St 40 NAVD88 Drilling Company Date Started Date Finished Seaboard Drilling Inc. 1/3/20 1/3/20 Drilling Equipment Completion Depth Rock Depth Mobile Drill B-53 Truck Rig 27 ft N/E Size and Type of Bit Number of Samples Disturbed Undisturbed Core 3-7/8in Tricone Roller Bit 8 -- -- Casing Diameter(in) Casing Depth(ft) First Completion 24 HR. 4 14 Water Level(ft.) �Z 5 1 N/A 7— N/A Casing Hamme�aftey Weight(Ibs) 300 Drop(in) 30 Drilling Foreman Sampler Jeff Nich 2-inch-diameter split spoon Field Engineer Q Sampler Hammer Weight(Ibs) Drop(in) z p Automatic 140 30 Zacher Roller J Sample Data �, �m Elev. Depth ; c_ N-Value Remarks � (ft) Sample Description SCale 0 0- °- a)'�`9 (Blows/ft) (Drilling Fluid,Depth of Casing, c�._ cn } CO m m m Fluid Loss,Drilling Resistance,etc.) Q +40.0 z a 10 20 30 40 8"Asphalt 0 Predrillthrough asphalt 2 +39.0 1 N Brown to gray f-m SAND,some silt,trace fine gravel 5 S-1 at 1ft (moist)[FILL] 5 N 2 � o 0 5 N O N 3 N +37.0 S-2 at aft Brown f-m SAND,some silt,trace fine gravel 3 6 (dry)[TILL] N 8 0 4 v) n N 21 13 w cn 15 w. Brown to gray silty f-c SAND,trace fine gravel - 5 12 Drive casing to 4.5ft. ~ (wet)[TILL] Drill to 5.0ft. w, �'? � 0 12 Moderate drilling. 6 C U' 27 15 S-3 at 5ft CO 45 Brown to gray silty f-c SAND,trace fine gravel 41 S-4 at 7ft (wet)[TILL] co C 32 ° 8 Z z_ 23 19 9 Drive casing to 14.0ft. z Drill to 15.0ft. w 10 Moderate to hard drilling. �. 0 c� 'w 11 z J D_ cU) 12 o o 13 U w 0 14 o_ CD CO' Gray silty fine SAND,trace m-c sand 15 6 S-5 at 15ft • (wet)[TILL] Drill to 20.0ft. 16 CO 7 Moderate drilling � 11 o CO 16 z 17 Q 18 o , o U Q 19 z J ' 20 LAIVEiA]V Log of Boring LB-110 Sheet 2 of 2 Project Project No. Hillwood-North Andover,MA 140182701 Location Elevation and Datum 1600 Osgood St 40 NAVD88 Sam le Data m Elev. Depth ; c N-Value Remarks � Sam le Descri tlon Q- ° (Blows/ft) (Drilling Fluid,Depth of Casing, Q� (ft) p p Scale � � �� ��J +20 O z )L CO Fluid Loss,Drilling Resistance,etc.) 10 20 30 40 _ at t Brown silty f-c SAND,trace fine gravel 20 17 (wet)[TILL] Drill to 25.Oft 21 0 1633 Moderate to hard drilling 17 16 22 a 23 c� z Q J ' 24 O J O• • Grayish brown silty f-c SAND,trace fine gravel 25 27 S-7 at 25ft (wet)[TILL] Drill to 30.Oft � 26 ~ �- C)N 39 Hard drilling N 38 o N 40 N 27 Boring terminated at 27ft 0 o Boring backfilled with auger N 28 cuttings to grade. Asphalt patch with cold patch. Excess cuttings were 29 drummed for further u; characterzation. W 0- w +9.8 No Recovery 30 S-8 SS NR 50/2 / z w� Bottom of Boring 31 0 ti N co 32 c� 0 J 33 H z U Q 34 U z 2 w 35 0 w 36 z J D_ W 37 0 Q 0 38 w 0 39 o_ CD 40 N co 0 41 0 z 42 'a Q 43 0 0 Q 44 c� z a J 45 LAIVEiA]V Log of Boring LB-111 Sheet 1 of 1 Project Project No. Hillwood-North Andover,MA 140182701 Location Elevation and Datum 1600 Osgood St 32 NAVD88 Drilling Company Date Started Date Finished Seaboard Drilling Inc. 12/27/19 12/27/19 Drilling Equipment Completion Depth Rock Depth Mobile Drill B-53 Truck Rig 8.3 ft N/E Size and Type of Bit Number of Samples Disturbed Undisturbed Core 3-7/8in Tricone Roller Bit 4 -- -- Casing Diameter(in) Casing Depth(ft) First Completion 24 HR. 4 8 Water Level(ft.) �Z 3 1 N/A 7— N/A Casing Hamme�aftey Weight(Ibs) 300 Drop(in) 30 Drilling Foreman Sampler Jeff Nich 2-inch-diameter split spoon Field Engineer Q Sampler Hammer Weight(Ibs) Drop(in) 0 p Automatic 140 30 Zachery Roller J Sample Data �, �m Elev. Depth ; c_ N-Value Remarks UJ 2 (ft) Sample Description SCale 0 0- °- a)'�`9 (Blows/ft) (Drilling Fluid,Depth of Casing, c�._ cn } CO m m m Fluid Loss,Drilling Resistance,etc.) Q +32.0 z a 10 20 30 40 8"Asphalt 0 Predrillthrough asphalt 2 +31.0 1 LO• Brown f-m SAND,some silt,trace fine gravel 6 S-1 at 1 ft (moist) 2 cv 6 N' 2 cn o g 6 N, 11 N••: •• +29.0 - 3 S-2 at aft Dark brown to gray silty f-c SAND,some fine gravel 21 (wet)[TILL] N 19 4 cfl19 w 20 U) 25 w. Gray gravelly f-c SAND,some silt 5 44 Drive casing to 4.5ft ~ (wet)[TILL] Drill to 5.0ft w, C;' 52 Moderate drilling 6 `� 39 S-3 at 5ft CO 42 T , Gray silty f-c SAND,some fine gravel 47 S-4 at 7ft 0 (wet)[TILL] 0 55 J 8 50/3 z 5(/340 +23 4 5C 1 i Drive casing to 8.0ft. o No recovery S-5 SS NR 50/1 / Drill to 8.5ft 0 Bottom of Boring 9 Hard drilling z Roller bit refusal at 8.5ft w 10 S-5 at 8.5 0 0 Splitspoon refual at 8.5 w Boring terminated at 8.5ft w 11 Boring backfilled with auger cuttings to grade. Asphalt patch with cold n 12 patch. Excess cuttings were Q 13 drummed for further o characterzation. w 0 14 o_ 0 15 N CO O 16 0 z 17 'a Q 18 0 0 Q 19 c� z a J 20 LAJVEiAJV Log of Boring LB-1 12 Sheet 1 of 4 Project Project No. Hillwood-North Andover,MA 140182701 Location Elevation and Datum 1600 Osgood St 46 NAVD88 Drilling Company Date Started Date Finished Seaboard Drilling Inc. 12/16/19 12/18/19 Drilling Equipment Completion Depth Rock Depth Diedrich D-50 ATV Rig 71.5 ft N/E Size and Type of Bit Number of Samples Disturbed Undisturbed Core 3-7/8in Tricone Roller Bit 19 -- -- Casing Diameter(in) Casing Depth(ft) First Completion 24 HR. 4 23 Water Level(ft.) �Z 24.5 1 N/A 7— N/A Casing Hamme�aftey Weight(Ibs) 300 Drop(in) 30 Drilling Foreman Sampler Jeff Nich 2-inch-diameter split spoon Field Engineer Q Sampler Hammer Weight(Ibs) Drop(in) z p Automatic 140 30 Zacher Roller J Sample Data �, �m Elev. Depth ; c_ N-Value Remarks UJ 2 (ft) Sample Description SCale 0 0- °- a)'�`9 (Blows/ft) (Drilling Fluid,Depth of Casing, c�._ cn } CO m m m Fluid Loss,Drilling Resistance,etc.) o +46.0 z a 10 20 30 40 6"Concrete Slab 0 Predri through concrete s ab +45.5 2 Brown f-m SAND,some fine gravel,trace silt 7 S-1 at 0.5ft 0- (dry)[FILL] 1 14 o � 3 N 20 N 2 0 21 CD Brown f-m SAND,some fine gravel,some silt 17 S-2 at 2.500 ft N (dry)[FILL] 3 N N Ch co 29 01+42.0 4 65/5 I Drive casing to 4.5ft. w, U) - I I Drill to 4.5ft. Brown f c SAND,some fine gravel,some silt 5 12 Easy to moderate drilling 0-• (dry) N 11 S-3 at 4.5ft 0030 z cn w 19 �. 6 20 00 N Brown silty f-c SAND,some fine gravel • 18 S-4 at 6.5f t • (moist) 7 T 16 CO. (Cb U) 0094 00. 8 13 z 14 Brown silty f-c SAND,some fine gravel 17 Drive casing to 8.5 ft. (moist) 9 Drill to 8.5ft. z: U? cn N 18 Moderate drilling. • CO 17 S-5 at 8.5ft F 10 N — 8 0: • Brown silty fine SAND 7 S-6 at 10.5ft w (moist) 11 J � cn CO 6 U U) cn 12 0 12 6 Drill to 14.5ft. ~ 13 Easy to moderate drilling 0 U w 0 14 o_ Brown to gray silty fine SAND,trace fine gravel ti co 14 S-7 at 14.5ft o � N (moist) 15 50/3 004 ' / Boulder from 15.25ft to 15.5ft 3 0 Drill to 19.5ft. �• 16 Q. Moderate drilling 0 z 17 . 18 0 U Q 19 c� z Brown to gray silty f-m SAND,trace coarse sand 0 12 S-8 at 19.5ft 20 �' LAJVEiAJV Log of Boring LB-112 Sheet 2 of 4 Project Project No. Hillwood-North Andover,MA 140182701 Location Elevation and Datum 1600 Osgood St 46 NAVD88 Sam le Data m Elev. Depth ; c N-Value Remarks Sample Description Q- ° a).� (Blows/ft) (Drilling Fluid,Depth of Casing, Q� (ft) p p Scale � � �� ��J a L CO Fluid Loss,Drilling Resistance,etc.) +26.0 20 z 10 20 30 40 (moist) g W 0 7 21 11 Drill to 24.5ft. 22 Easy to moderate drilling a 23 z J 24 J L'6 6 Gray to black silty f-m SAND,trace wood,trace organics 4 S-9 at 24.5ft ' (wet) 25 6 � � 171 W 11 26 CO 13 Drive casing to 23ft.Casing CNN N 27 broke during drive. 0 Attempt open hole sampling. N' 00 Drill to 29.5ft. 28 N. Easy drilling 0 29 w 6 6 +16.5 Of Gray clayey SILT,trace fine sand 7 S-10 at 29.5ft w (wet) 30 8 o W 00 z 7 w� 31 8 N co Drill to 34.5ft. 32 Easy drilling c� ° J 33 H z U Q 34 U Gray clayey SILT 4 S-11 at 34.5ft w (wet) 35 � 3 O W o 90 cn 6 w 36 z 4 ri Drill to 39.5ft. U) 37 Easy drilling 0 Q +8.0 ? ? ? 38 o • U w 0 39 a Gray clayey SILT,trace f-c sand,trace fine gravel S-12 at 39.5ftCD g N. (wet)[TILL] 40 N g � C/) r-0 41 11 Q Drill to 44.5ft. 0 z 42 Easy drilling 'a a • 43 O U Q 44 c� J Gray SILT,some clay,some fine gravel,trace f-c sand U 7 S-13 at 44.5ft 45-- LAJVEiAJV Log of Boring LB-112 Sheet 3 of 4 Project Project No. Hillwood-North Andover,MA 140182701 Location Elevation and Datum 1600 Osgood St 46 NAVD88 Sam le Data m Elev. Depth ; c N-Value Remarks � Sam le Descri tlon Q- ° (Blows/ft) (Drilling Fluid,Depth of Casing, Q� (ft) p p Scale � � �� ��J L COFluid Loss,Drilling Resistance,etc.) +1.0 45 z a 10 20 30 40 (wet)[TILL] 10 23 cn -0 WCO46 � 13 17 Drill to 49.5ft. 47 Easy drilling a 48 c� z ¢ J 49 O J o. Gray SILT,trace clay,trace f-c sand,trace fine gravel 20 S-14 at 49.5ft (moist)[TILL] 50 � 27 W W 21 0- 51 a 22 N Drill to 54.5ft. N 52 Easy to moderate drilling 0 N O N N 53 54 u; E• Gray SILT,some f-c sand,trace clay,trace fine gravel 44 S-15 at 54.5ft w (moist)[TILL] 55 LO 51 40 z )6 � 45 z w1 56 o 44 N Drill to 59.5ft. 57 Easy to moderate drilling cn • c� 0 58 z c� J • ¢ 59 U ' Gray SILT,some f-c sand,trace clay,trace fine gravel 30 S-16 at 59.5ft I--- (moist)[TILL] 60 — C-0 co 0 40 co o0 34 44 w 61 z 61 J Drill to 64.5ft. U) 62 Moderate drilling 0 ¢ o 63 U w 0 64 a' Gray SILT,some f-c sand,trace clay,trace fine gravel 28 S-17 at 64.5ft CD N (moist)[TILL] 65 42 C U) N 40 38 66 < 57 ¢ Drill to 69.5ft. 0 = 67 Moderate drilling z 68 0 U Q 69 c� Q' o S-18 at 69.5ft 22 70 U) N LAJVEiAJV Log of Boring LB-112 Sheet 4 of 4 Project Project No. Hillwood-North Andover,MA 140182701 Location Elevation and Datum 1600 Osgood St 46 NAVD88 Sam le Data m Elev. Depth ; c N-Value Remarks � Sam le Descri tlon Q- ° (Blows/ft) (Drilling Fluid,Depth of Casing, Q� (ft) p p Scale � � �� ��J L COFluid Loss,Drilling Resistance,etc.) -24.0 70 z a 10 20 30 40 Gray SILT,some f-c sand,trace clay,trace fine gravel 32 (moist)[TILL] 00 N 46 71 U) co 57 72 a 73 c� z Q J & 74 O J L -28�8 No recovery - 50 3 / Drill to 74.5ft. 0 75 Moderat drilling Bottom of boring g S-19 at 74.5ft 76 Boring terminated at 74.75ft. N 77 Boring backfilled with auger 0 cuttings to grade. CD N Excess cutting were drummed N 78 for further characterzation. c� 79 u; W w 80 z w 0 81 ti N co 82 i 0 J 83 H z U Q 84 U z 2 w 85 0 w 86 z J D_ W 87 0 Q 0 88 w 0 89 o_ CD 90 N co O 91 0 = 92 z 93 0 Q 94 c� z a J 95 LAIVEiA]V Log of Boring LB-114 Sheet 1 of 2 Project Project No. Hillwood-North Andover,MA 140182701 Location Elevation and Datum 1600 Osgood St 46 NAVD88 Drilling Company Date Started Date Finished Seaboard Drilling Inc. 12/13/19 12/16/19 Drilling Equipment Completion Depth Rock Depth Diedrich D-50 ATV Rig 32.5 ft N/E Size and Type of Bit Number of Samples Disturbed Undisturbed Core 3-7/8in Tricone Roller Bit 10 -- 1 Casing Diameter(in) Casing Depth(ft) First Completion 24 HR. 4 15.5 Water Level(ft.) �Z N/A 1 N/A 7— N/A Casing Hamme�aftey Weight(Ibs) 300 Drop(in) 30 Drilling Foreman Sampler Jeff Nich 2-inch-diameter split spoon Field Engineer Q Sampler Hammer Weight(Ibs) Drop(in) z p Automatic 140 30 Zacher Roller J C: Sample Data �, �m Elev. Depth ; c N-Value Remarks (ft) Sample Description �' Scale (Blows/ft) (Drilling Fluid,Depth of Casing, } CO o m COFluid Loss,Drilling Resistance,etc.) o +46.0 U z a 10 20 30 40 p.':'�. 6"Concrete Slab 0 Predrillthrough concrete slab +45.5 • Orangish brown f-c SAND,some fine gravel,trace silt 15 S-1 at 0.5ft *-:* (dry)[FILL]*..*: 1 LO21 U)N 25 N 2 O 28 CN O• S-2 at 2.5ft N Orangish brown f-c SAND,some fine gravel,trace silt 34 00 N• (dry)[FILL] 3 N CO 00 47 40 0 4 3s w• 1+41.5 • Brown f-c SAND,some fine gravel,trace silt 24 Drive casing to 4 feet. � 5 Drill to 4.5ft. w C? CN 30 Moderate drilling. w 26 S-3 at 4.5ft 'r- - 6 0 22 ti CO Brown fine SAND,some silt,trace m-c sand,trace fine 23 S-4 at 6.5ft gravel 7 22 45 O � 8 24 Z z 25 �? Brown fine SAND,some silt,trace m-c sand,trace fine 19 Drive casing to 8ft. gravel 9 S-5A 22 Drill to 8.5ft. z cn oo 40 Moderate drilling. = Brown to black SILT,some fine sand CO- 18 S-5 at 8.5ft 10 O s-56 16 Grayish brown to black SILT,some fine sand,trace fine 11 17 S-6 at 10.5ft Z gravel 18 JCO cn N 15 CO 12 0 20 Q� Drill to 14.5ft. 0 13 Moderate drilling w 0 14 a S-7 at 14.5ft Grayish brown SILT,trace f-m sand CD 15 20 N +30.7 50/4 40 CD Drill to 19.5. C) Hard drilling 16 Boulder to 16.5 Q +29.5 0 z 17 18 0 U Q 19 c� z' cn N S-8 at 19.5ft J Orangish brown silty f-m SAND 9 -20--] � LAJVEiAJV Log of Boring LB-114 Sheet 2 of 2 Project Project No. Hillwood-North Andover,MA 140182701 Location Elevation and Datum 1600 Osgood St 46 NAVD88 -- Sam le Data QJ iY m Elev. Depth �, ; N-Value Remarks � Sam le Descri tlon �' Q- ° (Blows/ft) (Drilling Fluid,Depth of Casing, Q� (ft) p p .L Scale � � �� ��J 0 a L m Fluid Loss,Drilling Resistance,etc.) +26.0 20 z 10 20 30 40 . 10 00 co 22 12 21Ch 17 +24.5 Drill to 24.5ft. Moderate drilling 22 Till in spoon tip a 23 c� z Q J ' 24 a J' L Orangish brown to light brown silty f-c SAND,trace fine 13 S-9 at 24.5ft gravel 25 [TILL] co � 17 24 0- 26 LO 39 N Drill to 29.5ft. N 27 Moderate to hard drilling 0 N O N 00 N 28 29 u; E Orangish brown to light grayish brown f-c SAND,some 34 S-10 at 29.5ft w silt,some fine gravel 30 z [TILL] co 50 04 Boulder shift during drilling w cn 14 9 g 31 Tricone bit refusal at 30.5 0 14 Swtitched to core barrel co No Recovery o 0 o Drill to 34.5ft. 0:57 32 �j x CD o Moderate to hard drilling. +13.5 Bottom of boring z C-1 at 3 1.5ft 0 33 Boulders shifted while drilling z with tricone roller bit. Hole collapsed Q 34 Boring was terminated a U 31.5ft. z = Boring backfilled with auger LU 35 cuttings to grade. ui Excess cuttings were w 36 drummed for further z_ characterzation. J D_ U) 37 0 Q 0 38 w 0 39 o_ CD 40 N co O 41 0 z 42 'a Q 43 0 0 Q 44 0 z a J 45 LAIVEiA]V Log of Boring LB-1 15 Sheet 1 of 2 Project Project No. Hillwood-North Andover,MA 140182701 Location Elevation and Datum 1600 Osgood St 43 NAVD88 Drilling Company Date Started Date Finished Seaboard Drilling Inc. 12/23/19 12/26/19 Drilling Equipment Completion Depth Rock Depth Mobile Drill B-53 Truck Rig 25.5 ft N/E Size and Type of Bit Number of Samples Disturbed Undisturbed Core 3-7/8in Tricone Roller Bit 9 -- -- Casing Diameter(in) Casing Depth(ft) First Completion 24 HR. 4 14 Water Level(ft.) �Z 4.5 1 N/A 7— N/A Casing Hamme�aftey Weight(Ibs) 300 Drop(in) 30 Drilling Foreman Sampler Jeff Nich 2-inch-diameter split spoon Field Engineer Q Sampler Hammer Weight(Ibs) Drop(in) z p Automatic 140 30 Zacher Roller J Sample Data �, �m Elev. Depth ; c_ N-Value Remarks � (ft) Sample Description SCale 0 0- °- a)'�`9 (Blows/ft) (Drilling Fluid,Depth of Casing, c�._ cn } CO m m m Fluid Loss,Drilling Resistance,etc.) Q +43.0 z a 10 20 30 40 3"Asphalt 0 Predrill through asphalt +42.5 2 Brown f-m SAND,some silt,some gravel g S-1 at 0.5ft 0- (moist)[FILL] 1 8 CO � N 5 N 2 0 5 0 N Brown silty fine SAND,trace medium sand,trace fine gravel 14 S-2 at 2.5ft 00 (moist)[FILL] 3 13 � CO CO o_ 22 4 8 w +38.5 Cn 13� . Brown f-m SAND,some silt,trace fine gravel - 16 Drive casing to 4.5ft. (wet)[TILL] 5 Drill to 4.5ft. z (0 04 16 Easy drilling. w 20 S-3 at 4.5ft of 6 23 ti 00 Brown f-m SAND,some silt,some fine gravel 49 S-4 at 6.5ft (wet)[TILL] 7 34 C/Ocn o940 O � cn 8 25 z 13 �? i I Brown f-m SAND,some silt,some fine gravel 13 Drive casing to 8.5ft.Drill to (wet)[TILL] 9 18 8.5ft.Moderate drilling.S-5 at LO U) 8.5ft w 10 20 0 20 Brown f-m SAND,some silt,some fine gravel 8 W 7 S-6 at 10.5ft ui (wet)[TILL] 11 z 12 U c 14 CO 12 o 12 Drive casing to 14.0ft.Drill to 0 13 15.0ft.Moderate drilling U w 0 14 CD CO Brown sandy SILT,some fine gravel 15 15 S-7 at 15ft CD (wet)[TILL] 0 27 Q 16 ch �' `V 40 Drill to 20.0ft. Moderate drilling 0 50/4 z 17 a 18 0 U Q 19 z a J 20 LAIVEiA]V Log of Boring LB-115 Sheet 2 of 2 Project Project No. Hillwood-North Andover,MA 140182701 Location Elevation and Datum 1600 Osgood St 43 NAVD88 Sam le Data m Elev. Depth ; c N-Value Remarks � Sam le Descri tlon Q- ° (Blows/ft) (Drilling Fluid,Depth of Casing, Q� (ft) p p Scale � � �� ��J +23 0 z )L CO Fluid Loss,Drilling Resistance,etc.) '0 20 so 40 Brown sandy SILT,some fine gravel,trace clay 20 S-8 3 85/581/540 _ at t (wet)[TI LL] 21 22 a 23 c� z Q J ' 24 O J O• • Brown sandy SILT,some fine gravel 25 � co 80 S-9 at 25ft +1 7.5 wet TILL ( )[ ] Boring terminated at 25.5ft Bottom of Boring 26 Boring backfilled with auger cuttings to grade. N 27 Excess cutting were drummed N 0 for further charactization N O N 00 N 28 29 u; W � 30 w z wI 0 31 ti N co 32 U) cD 0 J 33 H z U Q 34 U z 2 w 35 0 w 36 z J D_ W 37 0 Q 0 38 w 0 39 o_ CD 40 N co O 41 0 z 42 'a Q 43 0 0 Q 44 c� z a J 45 LAIVEiA]V Log of Boring LB-1 16 Sheet 1 of 2 Project Project No. Hillwood-North Andover,MA 140182701 Location Elevation and Datum 1600 Osgood St 42.5 NAVD88 Drilling Company Date Started Date Finished Seaboard Drilling Inc. 12/20/19 12/23/19 Drilling Equipment Completion Depth Rock Depth Mobile Drill B-53 Truck Rig 39 ft N/E Size and Type of Bit Number of Samples Disturbed Undisturbed Core 3-7/8in Tricone Roller Bit 12 -- -- Casing Diameter(in) Casing Depth(ft) First Completion 24 HR. 4 15 Water Level(ft.) �Z 10 1 N/A 7- N/A Casing Hamme�aftey Weight(Ibs) 300 Drop(in) 30 Drilling Foreman Sampler Jeff Nich 2-inch-diameter split spoon Field Engineer Q Sampler Hammer Weight(Ibs) Drop(in) z p Automatic 140 30 Zacher Roller J Sample Data �, �m Elev. Depth ; c_ N-Value Remarks � (ft) Sample Description SCale 0 0- o- a)'�`9 (Blows/ft) (Drilling Fluid,Depth of Casing, c�._ cn } � m m m m Fluid Loss,Drilling Resistance,etc.) L z a 10 20 30 40 o +42.5 6"Asphalt O Predrill through asphalt and .�::...+42.0 12"Concrete underlying concrete pad ��'�••• �• •�::.:� 1 N v' '•�r:+41.0 N Brown f-c SAND,some silt,some fine gravel 8 S-1 at 1.5ft N (dry)[FILL] 2 CD N 10 04 cn O o � 10 N 3 42 +39.0 1 H No Recovery - 70 3 / S-2 at 3.5ft 4 Auger to 5ft. w' Moderate to hard auger. W ' Obstruction to 5ft 5 w; Light brown f-m SAND,trace coarse sand,trace fine gravel 3 S-3 at 5ft w (moist) z U 2 of 6 C ti 2 N' +35.5 2 •.' S-4 at 7ft T Light brown f-m SAND,trace coarse sand,trace fine gravel 7 2 (moist)[TILL] cn 9 O � o z 8 co 24 Drive casing to 7.5ft. • 5 Casing refusal at 7.5ft. O Mud rotary through C 9 obstruction. z Hard drilling Obstruction 2ft. F Brown silty f-m SAND - 10 1 thick S-5 at 1 Oft • (wet)[TILL] 5 w 11 u) � CN z_ g J 17 U Light brown f-m SAND some silt some fine ravel 12 16 S-6 at 12ft o g g Q� (wet)[TILL] Q 13 `�co � `0 16315 20 w 47 o 14 o_ 0 ' Roller bit ands Ilts oon Light brown silty fine SAND,some fine gravel,trace m-c sand 5 � 31 p p C' (wet)[TILL] 48 refusal at 15ft. • Offset 5ft.west • 16 50/3 1 5C/34o Direct drill to 15ft. o Hard drilling. _ 17 S-7 at 15ft Q Drill to 20.Oft. 18 Moderate drilling O U Q 19 c� z a J 20 LAIVEiA]V Log of Boring LB-116 Sheet 2 of 2 Project Project No. Hillwood-North Andover,MA 140182701 Location Elevation and Datum 1600 Osgood St 42.5 NAVD88 Sam le Data m Elev. Depth ; c N-Value Remarks � Sam le Descri tlon Q- ° (Blows/ft) (Drilling Fluid,Depth of Casing, Q� (ft) p p Scale � � �� ��J +22 5 z )L CO Fluid Loss,Drilling Resistance,etc.) 10 20 30 40 _ at t Gray varved CLAY,silt lenses 20 22 (moist)[TILL] I - LO 21 29 70/5 22 Drill to 25.0ft. Easy to moderate drilling a 23 c� z Q J ' 24 O J O' 0 Brown silty f-m SAND,some gravel 25 a? �, Q0 57 S-9 at 25ft (moist)[TILL] � 55/3 51/340 0- 26 N N N N 27 Drill to 30.0ft. O o Moderate to hard drilling N 00 28 29 w U) 0- 30 w Gray silty f-c SAND,some gravel,trace clay(moist)[TILL] - 50 3 / S-10 at 30ft z w� 31 O ti N co O ' 32 Drill to 35.0ft. Moderate to hard drilling 0 J 33 H z U Q 34 U z 2' � Gray silty f-c SAND,some gravel,trace clay(moist)[TILL] 35 -11 1 50/4 S-11 at 35ft 0 / w w 36 z Drill to 39.0ft. • Hard drilling co 37 0 Q o 38 U w ° +3'3 No Recovery 39 -1 SJ== S 0 50/2 / Roller bit refusal at 39.0ft. a Splitspoon refusal at 39.0ft. Bottom of Boring S-12 at 39ft co 40 Boring terminated at 39ft CD Boring backfilled with auger 41 cuttings to grade. QExcess cutting were drummed o for further charactization z 42 'a Q 43 0 0 Q 44 c� z a J 45 LAIVEiA]V Log of Boring LB-1 17 Sheet 1 of 1 Project Project No. Hillwood-North Andover,MA 140182701 Location Elevation and Datum 1600 Osgood St 46 NAVD88 Drilling Company Date Started Date Finished Seaboard Drilling Inc. 12/19/19 12/19/19 Drilling Equipment Completion Depth Rock Depth Skid Rig 4.5 ft N/E Size and Type of Bit Number of Samples Disturbed Undisturbed Core 4-1/4"Hollow Stem Auger 2 -- -- Casing Diameter(in) Casing Depth(ft) First Completion 24 HR. N/A N/A Water Level(ft.) �Z N/E 1 N/A 7— N/A Casing HammeN/A Weight(Ibs) N/A 7 rop(in)N/A Drilling Foreman Sampler Jeff Nich 2-inch-diameter split spoon Field Engineer Sampler Hammer Safet Weight(Ibs) 140 Drop(in) 30 Zachery Roller z J Sample Data �, �m Elev. Depth ; c_ N-Value Remarks � (ft) Sample Description SCale 0 0- °- a)'�`9 (Blows/ft) (Drilling Fluid,Depth of Casing, c�._ cn } CO m m m Fluid Loss,Drilling Resistance,etc.) o +46.0 z a 10 20 30 40 6"Concrete Slab 0 Predri through concrete s ab +45.5 2 Brown f-c SAND,some fine gravel,trace silt 26 S-1 at 0.5ft N (dry)[FILL] 1 31 00 N 16 N 2 0 9 N +43.5 CD N Brown f-c SAND,some fine gravel,some silt S-2 at 2.5ft N 14 (dry) 3 N N 17 31 Cn U) � 18 w 4 58 CO: Of No Recovery S-3 0 80/6 Auger to 4.5ft. � +41.0 5 / Moderate drilling. Bottom of Boring Auger and splitspoon refusal at w 5.0ft 0 6 ti N CO 7 U) c� 0 8 z c� Q 9 U Z 2 W 10 0 w 11 z J D_ CO 12 0 Q 0 13 w 0 14 o_ 0 15 N CO O 16 0 z 17 'a Q 18 0 0 Q 19 c� z a J 20 LAIVEiA]V Log of Boring LB-122 (OW) Sheet 1 of 1 Project Project No. Hillwood-North Andover,MA 140182701 Location Elevation and Datum 1600 Osgood St 34 NAVD88 Drilling Company Date Started Date Finished Seaboard Drilling Inc. 12/31/19 12/31/19 Drilling Equipment Completion Depth Rock Depth Mobile Drill B-53 Truck Rig 9 ft N/E Size and Type of Bit Number of Samples Disturbed Undisturbed Core 4-1/4"Hollow-Stem-Auger 4 -- -- Casing Diameter(in) Casing Depth(ft) First Completion 24 HR. N/A N/A Water Level(ft.) �Z 5 1 N/A 7— N/A Casing HammeN/A Weight(Ibs) N/A 7 rop(in)N/A Drilling Foreman Sampler Jeff Nich 2-inch-diameter split spoon Field Engineer Q Sampler Hammer Weight(Ibs) Drop(in) z p Automatic 140 30 Zacher Roller J Sample Data �, �m Elev. Depth ; c_ N-Value Remarks UJ 2 (ft) Sample Description SCale 0 0- 0- a)'�`9 (Blows/ft) (Drilling Fluid,Depth of Casing, c�._ cn } � m m COFluid Loss,Drilling Resistance,etc.) Q +34.0 z a 10 20 30 40 8"Asphalt 0 Predrill through asphalt 2 +33.0 1 Brown to gray SILT,trace fine gravel,some f-m sand,trace 12 S-1 at 1ft N clay N (moist) 2 � � 1224 o CD 12 N O N 00 15 N Brown to gray SILT,trace fine gravel,some f-m sand,trace 3 13 S-2 at aft clay Auger to 5ft (moist) 4 `' 1223 Moderate drilling 0 ChU)— 13 w U) Of 14 0- 5 - H w Grayish brown clayey SILT,trace f-m sand 3 S-3 at 5ft z (wet) w c? N 3 8) 6 co cn 5 ti N 00 4 0 Gray to orange varved clayey SILT,trace fine sand 7 5 S-4 at 7ft (wet) 4 Auger to 9ft 0 8 '7 co Lo Easy Drilling z 6 0 6 Q +25�0 9 Boringterminated at 9ft 0 Bottom of Boring z Observation well installed, w10 refer to well construction log � for information. 0 w Excess cuttings were w 11 drummed for further J characterzation. o_ U) 12 0 Q 0 13 w 0 14 o_ 0 15 N 00 O 16 0 z 17 'a Q 18 0 0 Q 19 c� z a J 20 LAIVEiA]V Log of Boring LB-123 (OW) Sheet 1 of 1 Project Project No. Hillwood-North Andover,MA 140182701 Location Elevation and Datum 1600 Osgood St 40 NAVD88 Drilling Company Date Started Date Finished Seaboard Drilling Inc. 12/31/19 12/31/19 Drilling Equipment Completion Depth Rock Depth Mobile Drill B-53 Truck Rig 9.5 ft N/E Size and Type of Bit Number of Samples Disturbed Undisturbed Core 4-1/4"Hollow-Stem-Auger 4 -- -- Casing Diameter(in) Casing Depth(ft) First Completion 24 HR. N/A N/A Water Level(ft.) �Z 3 1 N/A 7— N/A Casing HammeN/A Weight(Ibs) N/A 7 rop(in)N/A Drilling Foreman Sampler Jeff Nich 2-inch-diameter split spoon Field Engineer Q Sampler Hammer Weight(Ibs) Drop(in) 0 p Automatic 140 30 Zachery Roller J Sample Data �, �m Elev. Depth ; c_ N-Value Remarks UJ 2 (ft) Sample Description SCale 0 0- °- a)'�`9 (Blows/ft) (Drilling Fluid,Depth of Casing, c�._ cn } � m m m Fluid Loss,Drilling Resistance,etc.) Q +40.0 z a 10 20 30 40 +39.5 6"Asphalt O Predrillthrough asphalt . +39 o Gray brown f-m SAND,some fine gravel 1 0- • (dry)[FILL] 11 S-1 at 1ft 00 N Light brown f-m SAND,some silt,trace fine gravel � 9 N: (moist) 2 n04 CDCb 11 0 12 00 N' Light brown f-m SAND,trace silt,trace fine gravel 3 7 S-2 at aft (wet) 6 N cn u7 c� 4 U) 8 w U) � 9 w• w Light brown f-m SAND,trace silt silt,trace fine gravel 5 9 Auger to 5ft wEasy : (wet) drilling � 9 S-3 at 5ft is of 6 � 7 ti• 00 4 7 No Recovery S-4 at 7.Oft 2 0 cn !Y 8J J 8 CO U) Z z 4 c� Q +31.0 9 6 0 Bottom of Boring Auger to 9ft z Easy drilling w 1 O Boring terminated at 9ft 0 0 Observation well installed, w refer to well construction log w 11 for information. J Excess cuttings were drummed for further n 12 characterzation. 0 Q 0 13 w 0 14 o_ 0 15 N co O 16 0 z 17 'a Q 18 0 0 Q 19 c� z a J 20 LAIVEiA]V Log of Boring LB-124(OW) Sheet 1 of 1 Project Project No. Hillwood-North Andover,MA 140182701 Location Elevation and Datum 1600 Osgood St 42.5 NAVD88 Drilling Company Date Started Date Finished Seaboard Drilling Inc. 1/2/20 1/2/20 Drilling Equipment Completion Depth Rock Depth Mobile Drill B-53 Truck Rig 9 ft N/E Size and Type of Bit Number of Samples Disturbed Undisturbed Core 4-1/4"Hollow-Stem-Auger 4 -- -- Casing Diameter(in) Casing Depth(ft) First Completion 24 HR. N/A N/A Water Level(ft.) �Z 5 1 N/A 7- N/A Casing HammeN/A Weight(Ibs) N/A 7 rop(in)N/A Drilling Foreman Sampler Jeff Nich 2-inch-diameter split spoon Field Engineer Q Sampler Hammer Weight(Ibs) Drop(in) 0 p Automatic 140 30 Zachery Roller J Sample Data �, �m Elev. Depth ; c_ N-Value Remarks UJ 2 (ft) Sample Description SCale 0 0- °- a)'�`9 (Blows/ft) (Drilling Fluid,Depth of Casing, c�._ cn } � m m m Fluid Loss,Drilling Resistance,etc.) L z a 10 20 30 40 +42 5 6"Asphalt 0 Predrill through asphalt +42.0 2 •. +41.5 Gray brown f-m SAND,some fine gravel 1 o• (dry)[FILL] 15 S-1 at 1ft Brown f-m SAND,some silt 15 N' (dry) 2 uLO CD 17 0 12 00 N: 3 Brown f-m SAND,some silt 10 S-2 at aft (dry)6 6 �, 9 U) 17 0 4 U) 8 u; 13� 8 0- w Brown f-m SAND,some silt - 5 4 Auger to 5ft ~' (wet) Easy drilling w ;' �,•: C 4 S-3 at 5ft 0 6 � 3 ti• 00 2 7 Orangish brown to brown f-m SAND,some silt S-4 at 7ft 4 (wet) 6 0 8 co cn13 J z 7 c� Q +33.5 9 7 0 Bottom of Boring Auger to 9ft z Easy drilling w 10 Boring terminated at 9ft 0 0 Observation well installed, w refer to well construction log w 11 for information. J Excess cuttings were drummed for further n 12 characterzation. 0 Q 0 13 w 0 14 o_ 0 15 N 00 O 16 0 z 17 'a Q 18 0 0 Q 19 0 z a J 20 LAIVEiA]V Log of Boring LB-125 (OW) Sheet 1 of 1 Project Project No. Hillwood-North Andover,MA 140182701 Location Elevation and Datum 1600 Osgood St 49.5 NAVD88 Drilling Company Date Started Date Finished Seaboard Drilling Inc. 1/3/20 1/3/20 Drilling Equipment Completion Depth Rock Depth Mobile Drill B-53 Truck Rig 13 ft N/E Size and Type of Bit Number of Samples Disturbed Undisturbed Core 4-1/4"Hollow-Stem-Auger 6 -- -- Casing Diameter(in) Casing Depth(ft) First Completion 24 HR. N/A N/A Water Level(ft.) �Z 11 1 N/A 7— N/A Casing HammeN/A Weight(Ibs) N/A 7 rop(in)N/A Drilling Foreman Sampler Jeff Nich 2-inch-diameter split spoon Field Engineer Q Sampler Hammer Weight(Ibs) Drop(in) 0 p Automatic 140 30 Zachery Roller J Sample Data �, �m Elev. Depth ; c_ N-Value Remarks UJ 2 (ft) Sample Description SCale 0 0- °- a)'�`9 (Blows/ft) (Drilling Fluid,Depth of Casing, c�._ cn } � m m m Fluid Loss,Drilling Resistance,etc.) L z a 10 20 30 40 +49 5 6"Asphalt 0 Predrill through asphalt +49.0 2 +48.5 Gray brown f-m SAND,some fine gravel 1(dry)[FILL] 5 S-1 at 1ft Brown silty fine SAND 9 N: (dry) 2 co 002 15 0 21 00 N: 3 Brown silty f-m SAND,trace coarse sand 22 S-2 at aft (dry) N 22 0- n N 4 c 42 � `� 2 u; 0 W 17 w Brown f-m SAND,some silt 5 2 Auger to 5ft z: (dry) Easy drilling '-'-', 6 C;' � 00 3 S-3 at 5f t o U N 3 ti• 00 2 7 Brown silty f-m SAND 3 S-4 at 7ft (dry) 4 8 J . . . 8 S-4A(0cf) 4 �. z• +41.0 Brown SILT,trace fine sand s-46 7 0 (moist) 9 3 Auger to 9ft z Light brown varved SILT,trace fine sand lenses,trace clay Easy drilling 0 (wet) 10 L0 U) 03 S-5 at 9ft I---w 4 o z - 11 8 S-6 at 11 ft Light brown varved SILT,trace fine sand lenses,trace clay 4 (wet) U) 12 � U N 8 o� 7 Q 12 Q +36.5 13 Boring terminated at 9ft o Bottom of Boring Observation well installed, U 0 14 refer to well construction log for information. a Excess cuttings were CD 15 drummed for further characterzation. 0 16 0 z 17 'a Q 18 0 0 Q 19 c� z a J 20 LAIVEiA]V Log of Boring LB-126 (OW) Sheet 1 of 1 Project Project No. Hillwood-North Andover,MA 140182701 Location Elevation and Datum 1600 Osgood St 52 NAVD88 Drilling Company Date Started Date Finished Seaboard Drilling Inc. 1/2/20 1/2/20 Drilling Equipment Completion Depth Rock Depth Mobile Drill B-53 Truck Rig 13 ft N/E Size and Type of Bit Number of Samples Disturbed Undisturbed Core 4-1/4"Hollow-Stem-Auger 6 -- -- Casing Diameter(in) Casing Depth(ft) First Completion 24 HR. N/A N/A Water Level(ft.) �Z g T N/A 7— N/A Casing HammeN/A Weight(Ibs) N/A 7 rop(in)N/A Drilling Foreman Sampler Jeff Nich 2-inch-diameter split spoon Field Engineer Q Sampler Hammer Weight(Ibs) Drop(in) z p Automatic 140 30 Zacher Roller J Sample Data �, �m Elev. Depth ; c_ N-Value Remarks � (ft) Sample Description SCale 0 0- °- a)'�`9 (Blows/ft) (Drilling Fluid,Depth of Casing, c�._ cn } � m m m Fluid Loss,Drilling Resistance,etc.) L z a 10 20 30 40 +52 6"Asphalt 0 Predrill through asphalt +51.5 •• +51.0 Gray brown f-m SAND,some fine gravel 1 0- • (dry)[FILL] 9 S-1 at 1ft LO Brown silty f-m SAND 8 N' (dry) 2 u181 0 10 O N, 12 N••:��•�• +49.0 3 S-2 at aft Brown SILT,some f-m sand,trace clay 16 (moist) N 12 w 4 c � � 12 24. W 9 w No Recovery 5 4 Auger to 5ft Z Easy drilling w, 6 �' 0 6 S-3 at 5ft o 6 ti N 8 O Brown SILT,some fine sand 7 7 S-4 at 7ft (moist) 6 41 J 8 u12 6 CO z_ 5 0 Brown SILT,some fine sand - 9 4 Auger to 9ft z (moist) Easy Drilling w 10 L9 U) � � 6 S-5 at 9ft � 5 w 5 W 11 S-6 at 11 ft Brown SILT,some fine sand 6 U (moist) 6 co 12 u) u 0 6 7 Q +39 0 13 Auger to 13ft o Bottom of Boring Easy drilling U Boring terminated at 9ft ° 14 Observation well installed, a refer to well construction log CD 15 for information. N co Excess cuttings were CD drummed for further 16 Q characterzation. a 0 z 17 'a Q 18 0 0 Q 19 c� z a J 20 LAJVEiAJV Log of Boring LB-127 (OW) Sheet 1 of 2 Project Project No. Hillwood-North Andover,MA 140182701 Location Elevation and Datum 1600 Osgood St 55 NAVD88 Drilling Company Date Started Date Finished Seaboard Drilling Inc. 12/31/19 12/31/19 Drilling Equipment Completion Depth Rock Depth Mobile Drill B-53 Truck Rig 19 ft N/E Size and Type of Bit Number of Samples Disturbed Undisturbed Core 4-1/4"Hollow-Stem-Auger 8 -- -- Casing Diameter(in) Casing Depth(ft) First Completion 24 HR. N/A N/A Water Level(ft.) �Z 14.5 1 N/A 7— N/A Casing HammeN/A Weight(Ibs) N/A 7 rop(in)N/A Drilling Foreman Sampler Jeff Nich 2-inch-diameter split spoon Field Engineer Q Sampler Hammer Weight(Ibs) Drop(in) z p Automatic 140 30 Zacher Roller J Sample Data �, �m Elev. Depth ; c_ N-Value Remarks UJ 2 (ft) Sample Description SCale 0 0- o- a)'�`9 (Blows/ft) (Drilling Fluid,Depth of Casing, c�._ cn } CO m m m m Fluid Loss,Drilling Resistance,etc.) L z a 10 20 30 40 o +55.0 6"Asphalt 0 Predrill through asphalt and +54.5 subbase 2 Gray brown f-m SAND,some fine gravel 0- (dry)[FILL] 1 13 S-1 at 1ft M Grayish brown f-m SAND,some silt,some fine gravel N (dry)[FILL] 14 2 o0 0 2 N 13 0 N 00 +52.0 18 N 3 Brown gravelly f-m SAND,some silt 16 S-2 at aft (dry) N 22 , cn w 43 4 U 21cv U) EE 20 � w' Brown gravelly f-m SAND,some silt 5 Auer to 5ft 46 g z• (dry) Moderate drilling w�:• 6 �, 0 3551,, S-3 at 5ft o 16 N co +48.0 18 �' 7 Gray SILT,some fine snad 17 S-4 at 7ft (dry) o cn cfl 23 J 8 Cn cn 5241 29 z_ 29 0 Gray SILT,some fine snad 9 57 Auger to 9ft z d Moderate drilling 0 ( �) L? CO � 10 10 S-5 at 9ft W � 0 10 Q 8 z Gray sandy SILT,trace organics 11 7 S-6 at 11 ft 0- (moist) CO 7 U) 12CO (0 0 7 Q 6 0 13 U +41.0 ? ? ? ? 14 o• Auger to 15ft • Gray silty f-m SAND,trace coarse sand,trace fine gravel 15 2 u g 0 (wet) Moderate Drilling • '� u) cv 1 S-7 at 15ft 16 U) � 11 0 16 z• Gray f-c SAND,some silt,some fine gravel 17 8 Auger to 17ft Q; (wet) 15 Moderate drilling • 18 o S-8 at 17ft CO N 17 O U� Q' +36.0 19 11 z Bottom of Boring Auger to 19ft Q Moderate drilling J 20 LAIVEiA]V Log of Boring LB-127 (OW) Sheet 2 of 2 Project Project No. Hillwood-North Andover,MA 140182701 Location Elevation and Datum 1600 Osgood St 55 NAVD88 Sam le Data m Elev. Depth ; c N-Value Remarks Sample Description Q- ° a).� (Blows/ft) (Drilling Fluid,Depth of Casing, Q (ft) p p Scale E 0� �U)J +35.0 z )L CO Fluid Loss,Drilling Resistance,etc.) 20 10 20 30 40 Observation well installed, refer to well construction log 21 for information. Excess cuttings were drummed for further 22 characterzation. a 23 c� z J ' 24 a J 25 26 M N N 27 0 N O N 00 N 28 29 u; W w 30 z wI 0 31 ti N co 32 c� 0 J 33 H z U Q 34 U z 2 w 35 0 w 36 z J D_ 0 37 Q 0 38 w 0 39 o_ CD 40 N co O 41 0 z 42 'a Q 43 0 0 Q 44 c� z a J 45 LAIVEiA]V Log of Boring LB-128 (OW) Sheet 1 of 2 Project Project No. Hillwood-North Andover,MA 140182701 Location Elevation and Datum 1600 Osgood St 57 NAVD88 Drilling Company Date Started Date Finished Seaboard Drilling Inc. 1/2/20 1/2/20 Drilling Equipment Completion Depth Rock Depth Mobile Drill B-53 Truck Rig 29 ft N/E Size and Type of Bit Number of Samples Disturbed Undisturbed Core 4-1/4"Hollow-Stem-Auger 10 -- -- Casing Diameter(in) Casing Depth(ft) First Completion 24 HR. N/A N/A Water Level(ft.) �Z 27 1 N/A —7 N/A Casing HammeN/A Weight(Ibs) N/A 7 rop(in)N/A Drilling Foreman Sampler Jeff Nich 2-inch-diameter split spoon Field Engineer Q Sampler Hammer Weight(Ibs) Drop(in) 0 p Automatic 140 30 Zachery Roller J Sample Data �, �m Elev. Depth ; c_ N-Value Remarks � (ft) Sample Description SCale 0 0- °- a)'�`9 (Blows/ft) (Drilling Fluid,Depth of Casing, c�._ cn } � m m m COFluid Loss,Drilling Resistance,etc.) 0� a +57.0 O z a 10 20 30 40 •ate y;• .% 12"Brown silty f-m SAND,some fine gravel,some organics 2 -1 at Oft ,aaT�;•:�� (moist)[TOPSOI L] S-1A 2 2 70- � 0 +56.0 1 U) 7o,, o Orangish brown f-c SAND,trace silt,some fine gravel 5 (dry)[FILL] S-1 B 9 N +55.0 o• Grayish brown f-c SAND,some silt,some fine gravel 2 S-2 at 2ft N 14 CD (dry) N 21 N 3 N cfl 42 Cn 21 21 w ' Grayish brown f-c SAND,some silt,some fine gravel 4 6 Auger to 4ft (dry) 13 Moderate drilling 0-• 5 M (0 Lo S-3 at 4ft w 13 w 11 •: 6 Grayish brown f-c SAND,some silt,some fine gravel 13 S-4 at 6ft ti (dry) 14 C) 2 7 U) U) 13 cD 14 o'•�:��:•�'•• +49.0 J Gray silty f-m SAND,trace fine gravel,trace clay 8 Auger to 8ft 8 (moist)[TILL] Moderate drilling Q 9 � co N 102� S-5 at 8ft U 14 z v 20 o.• Gray silty f-m SAND,trace fine gravel,trace clay 10 7 S-6 at 10ft W (moist)[TILL] U)— LO 12 z 11 v9 17 J w 20 co 12 0 ¢ 0 13 U w 0 14 o_ CD c• Gray to orangish brown f-m SAND,some silt,some fine gravel 15 11 Auger to 15ft C (moist)[TILL] Moderate drilling • 16 � 13 S-7 at 15ft 13 0 8 z 17 18 0 U Q 19 z J 20 LAIVEiA]V Log of Boring LB-128 (OW) Sheet 2 of 2 Project Project No. Hillwood-North Andover,MA 140182701 Location Elevation and Datum 1600 Osgood St 57 NAVD88 Sam le Data m Elev. Depth ; c N-Value Remarks Sample Description Q- ° a).� (Blows/ft) (Drilling Fluid,Depth of Casing, Q� (ft) p p Scale � � �� ��J +37 O z )L CO Fluid Loss,Drilling Resistance,etc.) 10 20 30 40 u t Gray to orangish brown silty f-m SAND,some fine gravel 20 Auger to 31 A g (moist)[TILL] Moderate drilling 21 00 N 18 48 S-8 at 20ft W 30 22 22 a 23 c� z Q J ' 24 O J O• • Gray to light brown sandy SILT,trace clay 25 25 Auger to 25ft (moist)[TILL] Moderate drilling 2 26 rn � co 823 S-9 at 25ft o 15 N 18 N — CD Gray to light brown sandy SILT,trace clay 27 14 S-10 at 27ft N o (wet)[TILL] 0 29 00 N 28 � (2N13,10 W 32 33 � +28�0 29 Auger to 29ft 0 Bottom fo Boring 9 Easy drilling 0- 30 Boring terminated at 29ft Ui Observation well installed, w refer to well construction log 31 for information. ti Excess cuttings were co drummed for further 32 characterzation. c� 0 J 33 H z U Q 34 U z 2 w 35 0 w 36 z J D_ 0 37 Q 0 38 w 0 39 o_ CD 40 N co O 41 0 z 42 'a Q 43 0 0 Q 44 c� z a J 45 LAIVEiA]V Log of Boring LB-129 Sheet 1 of 2 Project Project No. Hillwood-North Andover,MA 140182701 Location Elevation and Datum 1600 Osgood St 63 NAVD88 Drilling Company Date Started Date Finished Seaboard Drilling Inc. 1/16/20 1/21/20 Drilling Equipment Completion Depth Rock Depth Mobile Drill B-53 Truck Rig 32 ft N/E Size and Type of Bit Number of Samples Disturbed Undisturbed Core 4-1/4"Hollow-Stem-Auger 10 -- Casing Diameter(in) Casing Depth(ft) First Completion 24 HR. N/A N/A Water Level(ft.) �Z 25 1 24.3 7— N/A Casing HammeN/A Weight(Ibs) N/A 7 rop(in)N/A Drilling Foreman Sampler Doug Feeley 2-inch-diameter split spoon Field Engineer Q Sampler Hammer Weight(Ibs) Drop(in) z p Automatic 140 30 Zacher Roller J Sample Data �, �m Elev. Depth ; c_ N-Value Remarks � (ft) Sample Description SCale 0 0- °- a)'�`9 (Blows/ft) (Drilling Fluid,Depth of Casing, c�._ cn } � m m m COFluid Loss,Drilling Resistance,etc.) 0� o +63.0 O z a 10 20 30 40 •ate y;• .% 12"Dark brown silty f-m SAND,some organics 3 -1 at Oft i,',aaT�;•:� (moist)[TOPSOI L] S-1A 5 2 7 +62.0 U) N 12 't Grayish brown f-c SAND,some fine gravel,trace silt 1 �' N 7 It (dry)[FILL] N S-1 B 7 N S-2 at 2.Oft C) Grayish brown f-c SAND,some fine gravel,trace silt 6 0 N (dry)[FILL] 00 N 5 3 Ch cfl 4 4 4 w Grayish brown silty f-c SAND,some fine gravel 3 Drill to 4.Oft. Cn (dry)[FILL] Easy drilling 0- 5 v �, 3 S-3 at 4.Oft w 3 z 1 w� Grayish brown silty f-c SAND,trace fine gravel 6 _ 2 S-4 at 6.Oft 0 N (dry)[FILL] co cn o 2 Brown f-c SAND,trace silt,trace fine gravel 7 U) (dry)[FILL] 3 O S-4B O 5 z Brown f-c SAND,trace silt,some fine gravel 8 3 Drill to 8.Oft. (dry)[FILL] Easy drilling Q 9 1? co N 2 S-5 at 8.Oft U CIO 2 Z 2 2 � Brown silty fine SAND,trace fine gravel 1 O 4 S-6 at 10.Oft (moist)[FILL] 3 w 11 � C) z_ 1 J D_ 1 co 12 0 Q 0 13 w 0 14 o_ 0 co Brown f-c SAND,trace silt,some fine gravel 15 2 Drill to 15.Oft. CD (moist)[FILL] Easy drilling 16 [ U) 3 Wood observed in cuttings 4 S-7 at 15ft 0 7 z 17 'a Q +45.0 ? ? ? ? 18 O U Q 19 c� z a J • 20 LAIVEiA]V Log of Boring LB-129 Sheet 2 of 2 Project Project No. Hillwood-North Andover,MA 140182701 Location Elevation and Datum 1600 Osgood St 63 NAVD88 Sam le Data m Elev. Depth ; c N-Value Remarks � Sam le Descri tlon Q- ° (Blows/ft) (Drilling Fluid,Depth of Casing, Q� (ft) p p Scale � � �� ��J +43.0 z )L CO Fluid Loss,Drilling Resistance,etc.) 10 20 30 40 Brown to gray silty f-m SAND,some fine gravel(moist)[TILL] 20 7 Drill to 20.Oft Moderate drillling 21 � 7 S-8 at 20.Oft 41 22 22 a 23 c� z Q J ' 24 O J O' • Brown to gray f-c SAND,some silt,some fine gravel - 25 12 Drill to 25.Oft (wet)[TILL] Moderate drilling 2 26 a? � co 15 Lot of gravel in cuttings C 020 S-9 at 25.Oft N 14 N 27 0 N O 00 N 28 29 w U) 0- w Brown to gray f-c SAND,some silt,some fine gravel 30 7 Drill to 30.Oft z (wet)[TILL] Moderate drilling w, 31 � N 21 s Lot of gravel in cuttings cn 15 S-10 at 30.Oft N 00 +31.0 15 o Boring terminated at 32ft Bottom of Boring 32 9 cD 0 J 33 H z U Q 34 U z 2 w 35 0 w 36 z J D_ W 37 0 Q 0 38 w 0 39 o_ CD 40 N co O 41 0 z 42 'a Q 43 0 0 Q 44 c� z a J 45 LAIVEiA]V Log of Boring LB-1 30 Sheet 1 of 2 Project Project No. Hillwood-North Andover,MA 140182701 Location Elevation and Datum 1600 Osgood St 62.5 NAVD88 Drilling Company Date Started Date Finished Seaboard Drilling Inc. 1/16/20 1/21/20 Drilling Equipment Completion Depth Rock Depth Mobile Drill B-53 Truck Rig 32 ft N/E Size and Type of Bit Number of Samples Disturbed Undisturbed Core 4-1/4"Hollow-Stem-Auger 10 -- Casing Diameter(in) Casing Depth(ft) First Completion 24 HR. N/A N/A Water Level(ft.) �Z 25 1 24.7 —7 N/A Casing HammeN/A Weight(Ibs) N/A 7 rop(in)N/A Drilling Foreman Sampler Doug Feeley 2-inch-diameter split spoon Field Engineer Q Sampler Hammer Weight(Ibs) Drop(in) z p Automatic 140 30 Zacher Roller J Sample Data �, �m Elev. Depth ; c_ N-Value Remarks � (ft) Sample Description SCale 0 0- °- a)'�`9 (Blows/ft) (Drilling Fluid,Depth of Casing, c�._ cn } � m m COFluid Loss,Drilling Resistance,etc.) o +62.5 O z a 10 20 30 40 •ate y;• .% 12"Dark brown silty SAND,some organics,trace fine gravel woH - at t ,aaT�;•:�� (moist)[TOPSOI L] S-1A 3 0-2 7 U) N +61.5 1 U) N Brown to gray f-m SAND,some silt,some fine gravel 3 N (dry)[FILL] s-16 9 N S-2 at 2.Oft CD Brown to gray f-m SAND,some silt,trace fine gravel 5 0 N (dry)[FILL] 00 N 14 3CIO 25 cfl 11 � 8 4 w Brown to gray f-m SAND,some silt,trace fine gravel 5 Drill to 4.Oft. Cn (dry)[FILL] Easy drilling 5 (0 0 5 S-3 at 4.Oft w 5 z 6 w� Brown to gray f-m SAND,some silt,trace fine gravel 6 8 S-4 at 6.Oft 0 (dry)[FILL] 7 7 c� 8 U) O 10 O z Brown f-c SAND,somr silt,trace fine gravel 8 6 Drill to 8.Oft. (dry)[FILL] Easy drilling Q 9 LO co 6 S-5 at 8.Oft v 12 z = 11 � Brown silty f-m SAND,trace coarse sand,trace fine gravel 1 O 9 S-6 at 10.Oft (dry)[FILL] 6 Z 11 � °�° J 4 w 4 co 12 0 Q 0 13 w 0 14 o_ 0 co Brown f-c SAND,somr silt,trace fine gravel 15 2 Drill to 15.Oft. CD (dry)[FILL] Easy drilling 16 uC) 1 S-7 at 15ft 4 0 6 z 17 'a o +44.5 ? ? ? ? 18 O Q 19 z a J 20 LAIVEiA]V Log of Boring LB-130 Sheet 2 of 2 Project Project No. Hillwood-North Andover,MA 140182701 Location Elevation and Datum 1600 Osgood St 62.5 NAVD88 Sam le Data m Elev. Depth ; c N-Value Remarks Sample Description Q- ° a).� (Blows/ft) (Drilling Fluid,Depth of Casing, Q� (ft) p p Scale � � �� ��J +42 5 z a L CO Fluid Loss,Drilling Resistance,etc.) 20 10 20 30 40 Brown to gray silty f-c SAND,trace fine gravel g Drill to 20.Oft (moist) Moderate drillling 21 00 �' 1 0 S-8 at 20.Oft W 16 43 22 a 23 z J +38.5 `? `? `? ? 24 O J O 0� Brown sandy SILT,trace clay - 25 5 Drill to 25.Oft (wet) Moderate drilling � 26 a? � N 8 S-9 at 25.Oft r� 7 N 6 N 27 0 N O N 00 +34.5 `? `? `? ? N 28 29 u; W 0- 30 w' Brown f-c SAND,some silt,some fine gravel 3 Drill to 30.Oft ~ (wet) Moderate drilling z• w,•' 31 � N 6 Lot of gravel in cuttings 5 S-10 at 30.Oft N CO +30.5 4 ' Boring terminated at 32ft r Bottom of Boring 32 9 c� 0 J 33 H z U Q 34 U z 2 w 35 0 w 36 z J D_ 0 37 Q 0 38 w 0 39 o_ CD N 40 co O 41 0 z 42 'a Q 43 0 0 Q 44 c� z a J 45 APPENDIX E LANGAN OBSERVATION WELL INSTALLATION LOGS LAIVEiAIV WELL CONSTRUCTION SUMMARY Well No. LB-101 (OW) PROJECT 1600 Osgood Street PROJECT NO. 140182701 LOCATION 1600 Osgood Street,North Andover,MA ELEVATION AND DATUM Approx. 46.5 NAVD88 DRILLING AGENCY Seaboard Drilling Inc. DATE STARTED 12/26/19 DATE FINISHED 12/26/19 DRILLING EQUIPMENT Mobile Drill B-53 Truck Rig DRILLER Jeff Nich SIZE AND TYPE OF BIT 4-1/4"Hollow Stem Auger(HSA) INSPECTOR Zachery Roller METHOD OF INSTALLATION Boring LB-101 (OW)was advanced to about 12ft with 4-1/4"HSA.The screen and riser for well was placed into the borehole.FilPro#2 sand was poured around the pipe to 1 ft.above the screen as the augers were removed.A 1 foot seal of 3/8"Bentonite Chips was placed.The rest of the augers were removed and the remaining borehole was backfilled with auger cuttings.PVC pipe was left 1-foot above grade. METHOD OF WELL DEVELOPMENT N/A TYPE OF CASING PVC DIAMETER 21n. TYPE OF BACKFILL MATERIAL Auger cuttings/Bentonite chips/#2 Sand TYPE OF SCREEN PVC DIAMETER 21n. TYPE OF SEAL MATERIAL 3/8"Bentonite Chips BOREHOLE DIAMETER 4-1/4" TYPE OF FILTER MATERIAL FilPro#2 sand TOP OF CASING ELEVATION DEPTH(ft) WELL DETAILS SUMMARY SOIL DEPTH el. 47.5 -1 CLASSIFICATION (FT) TOP OF BACKFILL ELEVATION DEPTH(ft) PVC Pipe�� -1.0 el. 46.5 0 Ground Surface 0.0 TOP OF SEAL ELEVATION DEPTH(ft) 2"PVC Seal Topsoil 1.0 eI. 46.5 0 Riser TOP OF FILTER ELEVATION DEPTH(ft) el. 45.5 1 TOP OF SCREEN ELEVATION DEPTH(ft) el. 44.5 2 Fill BOTTOM OF BORING ELEVATION DEPTH(ft) el. 34.5 12 SCREEN LENGTH 10ft. 8.0 SLOT SIZE .1 in. PVC Burned Topsoil 9.0 Screen GROUNDWATER ELEVATIONS DATE ELEVATION DEPTH TO WATER(ft) Sand 12/26/2019 39.50 7.00 Pack Sand DATE ELEVATION DEPTH TO WATER(ft) 1/3/2020 39.20 7.30 12.0 DATE ELEVATION DEPTH TO WATER(ft) 1/17/2020 39.70 6.80 DATE ELEVATION DEPTH TO WATER(ft) 1/30/2020 40.50 6.00 DATE ELEVATION DEPTH TO WATER(ft) DATE ELEVATION DEPTH TO WATER(ft) LANGAN CT,Inc. \\langan.com\data\NH\data7\140182701\Project Data\_Discipline\Geotechnical\Field Records\2020 Well Logs\Well Construction Log.xlsx WELL CONSTRUCTION SUMMARY Well No. LB-102 (OW) PROJECT 1600 Osgood Street PROJECT NO. 140182701 LOCATION 1600 Osgood Street,North Andover,MA ELEVATION AND DATUM Approx. 45.5 NAVD88 DRILLING AGENCY Seaboard Drilling Inc. DATE STARTED 12/26/19 DATE FINISHED 12/26/19 DRILLING EQUIPMENT Mobile Drill B-53 Truck Rig DRILLER Jeff Nich SIZE AND TYPE OF BIT 4-1/4"Hollow Stem Auger(HSA) INSPECTOR Zachery Roller METHOD OF INSTALLATION Boring LB-102(OW)was advance to about 12.5ft with 4-1/4"HSA.The screen and riser for well was placed into the borehole.FilPro#2 sand was poured around the pipe to 1 ft.above the screen as the augers were removed.A 1 foot seal of 3/8"Bentonite Chips was placed.The rest of the augers were removed and the remaining of the borehole was backfilled with auger cuttings.A curb box was installed at grade. METHOD OF WELL DEVELOPMENT N/A TYPE OF CASING PVC DIAMETER 21n. TYPE OF BACKFILL MATERIAL Auger cuttings/Bentonite chips/#2 Sand TYPE OF SCREEN PVC DIAMETER 21n. TYPE OF SEAL MATERIAL 3/8"Bentonite Chips BOREHOLE DIAMETER 4-1/4" TYPE OF FILTER MATERIAL FilPro#2 sand TOP OF CASING ELEVATION DEPTH(ft) WELL DETAILS SUMMARY SOIL DEPTH el. 45.5 0 CLASSIFICATION (FT) TOP OF BACKFILL ELEVATION DEPTH(ft) Cover- Ground Surface 0.0 el. 45.5 0 Backfill Asphalt 0.5 TOP OF SEAL ELEVATION DEPTH(ft) 2"PVC Seal el. 45 0.5 Riser Fill TOP OF FILTER ELEVATION DEPTH(ft) 2.5 el. 44 1.5 TOP OF SCREEN ELEVATION DEPTH(ft) el. 43 2.5 BOTTOM OF BORING ELEVATION DEPTH(ft) el. 33 12.5 SCREEN LENGTH 10ft. Sand SLOT SIZE .1 in. PVC Screen GROUNDWATER ELEVATIONS DATE ELEVATION DEPTH TO WATER(ft) Sand 10.5 12/26/2019 37.00 8.50 Pack DATE ELEVATION DEPTH TO WATER(ft) Silt 1/3/2020 35.70 9.80 12.5 DATE ELEVATION DEPTH TO WATER(ft) 1/17/2020 37.10 8.40 DATE ELEVATION DEPTH TO WATER(ft) 1/30/2020 36.20 9.30 DATE ELEVATION DEPTH TO WATER(ft) DATE ELEVATION DEPTH TO WATER(ft) LANGAN CT,Inc. \\langan.com\data\NH\data7\140182701\Project Data\_Discipline\Geotechnical\Field Records\2020 Well Logs\Well Construction Log.xlsx WELL CONSTRUCTION SUMMARY Well No. LB-103 (OW) PROJECT 1600 Osgood Street PROJECT NO. 140182701 LOCATION 1600 Osgood Street,North Andover,MA ELEVATION AND DATUM Approx. 44 NAVD88 DRILLING AGENCY Seaboard Drilling Inc. DATE STARTED 1/3/2020 DATE FINISHED 1/6/2020 DRILLING EQUIPMENT Mobile Drill B-53 Truck Rig DRILLER Jeff Nich SIZE AND TYPE OF BIT 4-1/4"Hollow Stem Auger(HSA) INSPECTOR Zachery Roller METHOD OF INSTALLATION Boring LB-103(OW)was advance to about 13ft with 4-1/4"HSA.The screen and riser for well was placed into the borehole.FilPro#2 sand was poured around the pipe to 1 ft.above the screen as the augers were removed.A 1 foot seal of 3/8"Bentonite Chips was placed.The rest of the augers were removed and the remaining of the borehole was backfilled with auger cuttings.A curb box was installed at grade. METHOD OF WELL DEVELOPMENT N/A TYPE OF CASING PVC DIAMETER 21n. TYPE OF BACKFILL MATERIAL Auger cuttings/Bentonite chips/#2 Sand TYPE OF SCREEN PVC DIAMETER 21n. TYPE OF SEAL MATERIAL 3/8"Bentonite Chips BOREHOLE DIAMETER 4-1/4" TYPE OF FILTER MATERIAL FilPro#2 sand TOP OF CASING ELEVATION DEPTH(ft) WELL DETAILS SUMMARY SOIL DEPTH el. 44 0 CLASSIFICATION (FT) TOP OF BACKFILL ELEVATION DEPTH(ft) Coverer Ground Surface 0.0 el. 44 0i F- i Asphalt 0.5 TOP OF SEAL ELEVATION DEPTH(ft) 2"PVC Fill 1.0 el. 43 1 Riser TOP OF FILTER ELEVATION DEPTH(ft) Backfill el. 42 2 TOP OF SCREEN ELEVATION DEPTH(ft) el. 41 3 Seal BOTTOM OF BORING ELEVATION DEPTH(ft) Sand el. 31 13 SCREEN LENGTH 10ft. SLOT SIZE .1 in. PVC Screen 9.0 GROUNDWATER ELEVATIONS DATE ELEVATION DEPTH TO WATER(ft) Sand 1/3/2020 35.00 9.00 Pack DATE ELEVATION DEPTH TO WATER(ft) 1/17/2020 34.00 10.00 Silt 13.0 DATE ELEVATION DEPTH TO WATER(ft) 1/30/2020 34.10 9.90 DATE ELEVATION DEPTH TO WATER(ft) DATE ELEVATION DEPTH TO WATER(ft) DATE ELEVATION DEPTH TO WATER(ft) LANGAN CT,Inc. \\langan.com\data\NH\data7\140182701\Project Data\_Discipline\Geotechnical\Field Records\2020 Well Logs\Well Construction Log.xlsx WELL CONSTRUCTION SUMMARY Well No. LB-104 (OW) PROJECT 1600 Osgood Street PROJECT NO. 140182701 LOCATION 1600 Osgood Street,North Andover,MA ELEVATION AND DATUM Approx. 40 NAVD88 DRILLING AGENCY Seaboard Drilling Inc. DATE STARTED 1/6/2020 DATE FINISHED 1/6/2020 DRILLING EQUIPMENT Mobile Drill B-53 Truck Rig DRILLER Jeff Nich SIZE AND TYPE OF BIT 4-1/4"Hollow Stem Auger(HSA) INSPECTOR Zachery Roller METHOD OF INSTALLATION Boring LB-104(OW)was advance to about 24ft with 4-1/4"HSA.The screen and riser for well was placed into the borehole.FilPro#2 sand was poured around the pipe to 1 ft.above the screen as the augers were removed.A 1 foot seal of 3/8"Bentonite Chips was placed.The rest of the augers were removed and the remaining of the borehole was backfilled with auger cuttings. A curb box was installed at grade. METHOD OF WELL DEVELOPMENT N/A TYPE OF CASING PVC DIAMETER 21n. TYPE OF BACKFILL MATERIAL Auger cuttings/Bentonite chips/#2 Sand TYPE OF SCREEN PVC DIAMETER 21n. TYPE OF SEAL MATERIAL 3/8"Bentonite Chips BOREHOLE DIAMETER 4-1/4" TYPE OF FILTER MATERIAL FilPro#2 sand TOP OF CASING ELEVATION DEPTH(ft) WELL DETAILS SUMMARY SOIL DEPTH el. 40 0 CLASSIFICATION (FT) TOP OF BACKFILL ELEVATION DEPTH(ft) Coverer Ground Surface 0.0 el. 40 0 Asphalt 0.5 TOP OF SEAL ELEVATION DEPTH(ft) 2"PVC Fill 1.0 el. 28 12 Riser TOP OF FILTER ELEVATION DEPTH(ft) Backfill el. 27 13 Silt TOP OF SCREEN ELEVATION DEPTH(ft) el. 26 14 Seal 13.0 BOTTOM OF BORING ELEVATION DEPTH(ft) el. 16 24 SCREEN LENGTH 10ft. SLOT SIZE .1 in. PVC Screen Sand GROUNDWATER ELEVATIONS DATE ELEVATION DEPTH TO WATER(ft) Sand 1/6/2020 19.00 21.00 Pack DATE ELEVATION DEPTH TO WATER(ft) 1/17/2020 18.90 21.10 24.0 DATE ELEVATION DEPTH TO WATER(ft) 1/30/2020 18.60 21.40 DATE ELEVATION DEPTH TO WATER(ft) DATE ELEVATION DEPTH TO WATER(ft) DATE ELEVATION DEPTH TO WATER(ft) LANGAN CT,Inc. \\langan.com\data\NH\data7\140182701\Project Data\_Discipline\Geotechnical\Field Records\2020 Well Logs\Well Construction Log.xlsx WELL CONSTRUCTION SUMMARY Well No. LB-106 (OW) PROJECT 1600 Osgood Street PROJECT NO. 140182701 LOCATION 1600 Osgood Street,North Andover,MA ELEVATION AND DATUM Approx. 40 NAVD88 DRILLING AGENCY Seaboard Drilling Inc. DATE STARTED 1/6/2020 DATE FINISHED 1/6/2020 DRILLING EQUIPMENT Mobile Drill B-53 Truck Rig DRILLER Jeff Nich SIZE AND TYPE OF BIT 4-1/4"Hollow Stem Auger(HSA) INSPECTOR Zachery Roller METHOD OF INSTALLATION Boring LB-106(OW)was advance to about 13ft with 4-1/4"HSA.The screen and riser for well was placed into the borehole.FilPro#2 sand was poured around the pipe to 1 ft.above the screen as the augers were removed.A 1 foot seal of 3/8"Bentonite Chips was placed.The rest of the augers were removed and the remaining of the borehole was backfilled with auger cuttings.A curb box was installed at grade. METHOD OF WELL DEVELOPMENT N/A TYPE OF CASING PVC DIAMETER 21n. TYPE OF BACKFILL MATERIAL Auger cuttings/Bentonite chips/#2 Sand TYPE OF SCREEN PVC DIAMETER 21n. TYPE OF SEAL MATERIAL 3/8"Bentonite Chips BOREHOLE DIAMETER 4-1/4" TYPE OF FILTER MATERIAL FilPro#2 sand TOP OF CASING ELEVATION DEPTH(ft) WELL DETAILS SUMMARY SOIL DEPTH el. 40 0 CLASSIFICATION (FT) TOP OF BACKFILL ELEVATION DEPTH(ft) Cover-i - i Ground Surface 0.0 el. 40 0 Asphalt/Concrete 1.0 TOP OF SEAL ELEVATION DEPTH(ft) 2"PVC el. 39 1 Riser Fill TOP OF FILTER ELEVATION DEPTH(ft) Backfill 5.0 el. 38 2 TOP OF SCREEN ELEVATION DEPTH(ft) el. 37 3 Seal BOTTOM OF BORING ELEVATION DEPTH(ft) el. 27 13 SCREEN LENGTH 10ft. Sand SLOT SIZE .1 in. PVC Screen GROUNDWATER ELEVATIONS DATE ELEVATION DEPTH TO WATER(ft) Sand 1/6/2020 N/E N/E Pack DATE ELEVATION DEPTH TO WATER(ft) 1/17/2020 N/E N/E 13.0 DATE ELEVATION DEPTH TO WATER(ft) 1/30/2020 N/E N/E DATE ELEVATION DEPTH TO WATER(ft) DATE ELEVATION DEPTH TO WATER(ft) DATE ELEVATION DEPTH TO WATER(ft) LANGAN CT,Inc. \\langan.com\data\NH\data7\140182701\Project Data\_Discipline\Geotechnical\Field Records\2020 Well Logs\Well Construction Log.xlsx WELL CONSTRUCTION SUMMARY Well No. LB-122 (OW) PROJECT 1600 Osgood Street PROJECT NO. 140182701 LOCATION 1600 Osgood Street,North Andover,MA ELEVATION AND DATUM Approx. 34 NAVD88 DRILLING AGENCY Seaboard Drilling Inc. DATE STARTED 12/31/2019 DATE FINISHED 12/31/2019 DRILLING EQUIPMENT Mobile Drill B-53 Truck Rig DRILLER Jeff Nich SIZE AND TYPE OF BIT 4-1/4"Hollow Stem Auger(HSA) INSPECTOR Zachery Roller METHOD OF INSTALLATION Boring LB-122(OW)was advance to about 9ft with 4-1/4"HSA.The screen and riser for well was placed into the borehole.FilPro#2 sand was poured around the pipe to 1 ft.above the screen as the augers were removed.A 1 foot seal of 3/8"Bentonite Chips was placed.The rest of the augers were removed and the remaining of the borehole was backfilled with auger cuttings.A curb box was installed at grade. METHOD OF WELL DEVELOPMENT N/A TYPE OF CASING PVC DIAMETER 21n. TYPE OF BACKFILL MATERIAL Auger cuttings/Bentonite chips/#2 Sand TYPE OF SCREEN PVC DIAMETER 21n. TYPE OF SEAL MATERIAL 3/8"Bentonite Chips BOREHOLE DIAMETER 4-1/4" TYPE OF FILTER MATERIAL FilPro#2 sand TOP OF CASING ELEVATION DEPTH(ft) WELL DETAILS SUMMARY SOIL DEPTH el. 34 0 CLASSIFICATION (FT) TOP OF BACKFILL ELEVATION DEPTH(ft) Coverer Ground Surface 0.0 el. 34 0 Asphalt 1.0 TOP OF SEAL ELEVATION DEPTH(ft) 2"PVC el. 32 2 Riser TOP OF FILTER ELEVATION DEPTH(ft) Backfill el. 31 3 TOP OF SCREEN ELEVATION DEPTH(ft) el. 30 4 Seal BOTTOM OF BORING ELEVATION DEPTH(ft) el. 25 9 Silt SCREEN LENGTH 5ft. SLOT SIZE .1 in. PVC Screen GROUNDWATER ELEVATIONS DATE ELEVATION DEPTH TO WATER(ft) Sand 12/31/2019 29.00 5.00 Pack DATE ELEVATION DEPTH TO WATER(ft) 1/17/2020 31.00 3.00 ME9.0 DATE ELEVATION DEPTH TO WATER(ft) 1/22/2020 30.70 3.30 DATE ELEVATION DEPTH TO WATER(ft) 1/30/2020 30.50 3.50 DATE ELEVATION DEPTH TO WATER(ft) DATE ELEVATION DEPTH TO WATER(ft) LANGAN CT,Inc. \\langan.com\data\NH\data7\140182701\Project Data\_Discipline\Geotechnical\Field Records\2020 Well Logs\Well Construction Log.xlsx WELL CONSTRUCTION SUMMARY Well No. LB-123 (OW) PROJECT 1600 Osgood Street PROJECT NO. 140182701 LOCATION 1600 Osgood Street,North Andover,MA ELEVATION AND DATUM Approx. 40 NAVD88 DRILLING AGENCY Seaboard Drilling Inc. DATE STARTED 12/31/2019 DATE FINISHED 12/31/2019 DRILLING EQUIPMENT Mobile Drill B-53 Truck Rig DRILLER Jeff Nich SIZE AND TYPE OF BIT 4-1/4"Hollow Stem Auger(HSA) INSPECTOR Zachery Roller METHOD OF INSTALLATION Boring LB-123(OW)was advance to about 9ft with 4-1/4"HSA.The screen and riser for well was placed into the borehole.FilPro#2 sand was poured around the pipe to 1 ft.above the screen as the augers were removed.A 1 foot seal of 3/8"Bentonite Chips was placed.The rest of the augers were removed and the remaining of the borehole was backfilled with auger cuttings.A curb box was installed at grade. METHOD OF WELL DEVELOPMENT N/A TYPE OF CASING PVC DIAMETER 21n. TYPE OF BACKFILL MATERIAL Auger cuttings/Bentonite chips/#2 Sand TYPE OF SCREEN PVC DIAMETER 21n. TYPE OF SEAL MATERIAL 3/8"Bentonite Chips BOREHOLE DIAMETER 4-1/4" TYPE OF FILTER MATERIAL FilPro#2 sand TOP OF CASING ELEVATION DEPTH(ft) WELL DETAILS SUMMARY SOIL DEPTH el. 40 0 CLASSIFICATION (FT) TOP OF BACKFILL ELEVATION DEPTH(ft) Coverer Ground Surface 0.0 el. 40 0 Asphalt 0.5 TOP OF SEAL ELEVATION DEPTH(ft) 2"PVC Fill 1.0 el. 38 2 Riser TOP OF FILTER ELEVATION DEPTH(ft) Backfill el. 37 3 TOP OF SCREEN ELEVATION DEPTH(ft) el. 36 4 Seal BOTTOM OF BORING ELEVATION DEPTH(ft) el. 31 9 Sand SCREEN LENGTH 5ft. SLOT SIZE .1 in. PVC Screen GROUNDWATER ELEVATIONS DATE ELEVATION DEPTH TO WATER(ft) Sand 12/31/2019 37.00 3.00 Pack DATE ELEVATION DEPTH TO WATER(ft) 1/17/2020 37.20 2.80 9.0 DATE ELEVATION DEPTH TO WATER(ft) 1/22/2020 37.10 2.90 DATE ELEVATION DEPTH TO WATER(ft) 1/30/2020 37.08 2.92 DATE ELEVATION DEPTH TO WATER(ft) DATE ELEVATION DEPTH TO WATER(ft) LANGAN CT,Inc. \\langan.com\data\NH\data7\140182701\Project Data\_Discipline\Geotechnical\Field Records\2020 Well Logs\Well Construction Log.xlsx WELL CONSTRUCTION SUMMARY Well No. LB-124 (OW) PROJECT 1600 Osgood Street PROJECT NO. 140182701 LOCATION 1600 Osgood Street,North Andover,MA ELEVATION AND DATUM Approx. 42.5 NAVD88 DRILLING AGENCY Seaboard Drilling Inc. DATE STARTED 1/2/2020 DATE FINISHED 1/2/2020 DRILLING EQUIPMENT Mobile Drill B-53 Truck Rig DRILLER Jeff Nich SIZE AND TYPE OF BIT 4-1/4"Hollow Stem Auger(HSA) INSPECTOR Zachery Roller METHOD OF INSTALLATION Boring LB-124(OW)was advance to about 9ft with 4-1/4"HSA.The screen and riser for well was placed into the borehole.FilPro#2 sand was poured around the pipe to 1 ft.above the screen as the augers were removed.A 1 foot seal of 3/8"Bentonite Chips was placed.The rest of the augers were removed and the remaining of the borehole was backfilled with auger cuttings.A curb box was installed at grade. METHOD OF WELL DEVELOPMENT N/A TYPE OF CASING PVC DIAMETER 21n. TYPE OF BACKFILL MATERIAL Auger cuttings/Bentonite chips/#2 Sand TYPE OF SCREEN PVC DIAMETER 21n. TYPE OF SEAL MATERIAL 3/8"Bentonite Chips BOREHOLE DIAMETER 4-1/4" TYPE OF FILTER MATERIAL FilPro#2 sand TOP OF CASING ELEVATION DEPTH(ft) WELL DETAILS SUMMARY SOIL DEPTH el. 42.5 0 CLASSIFICATION (FT) TOP OF BACKFILL ELEVATION DEPTH(ft) Coverer Ground Surface 0.0 el. 42.5 0 Asphalt 0.5 TOP OF SEAL ELEVATION DEPTH(ft) 2"PVC Fill 1.0 el. 40.5 2 Riser TOP OF FILTER ELEVATION DEPTH(ft) Backfill el. 39.5 3 TOP OF SCREEN ELEVATION DEPTH(ft) el. 38.5 4 Seal BOTTOM OF BORING ELEVATION DEPTH(ft) el. 33.5 9 Sand SCREEN LENGTH 5ft. SLOT SIZE .1 in. PVC Screen GROUNDWATER ELEVATIONS DATE ELEVATION DEPTH TO WATER(ft) Sand 1/2/2020 37.50 5.00 Pack DATE ELEVATION DEPTH TO WATER(ft) 1/17/2020 37.60 4.90 9.0 DATE ELEVATION DEPTH TO WATER(ft) 1/22/2020 37.50 5.00 DATE ELEVATION DEPTH TO WATER(ft) 1/30/2020 37.54 4.96 DATE ELEVATION DEPTH TO WATER(ft) DATE ELEVATION DEPTH TO WATER(ft) LANGAN CT,Inc. \\langan.com\data\NH\data7\140182701\Project Data\_Discipline\Geotechnical\Field Records\2020 Well Logs\Well Construction Log.xlsx WELL CONSTRUCTION SUMMARY Well No. LB-125 (OW) PROJECT 1600 Osgood Street PROJECT NO. 140182701 LOCATION 1600 Osgood Street,North Andover,MA ELEVATION AND DATUM Approx. 49.5 NAVD88 DRILLING AGENCY Seaboard Drilling Inc. DATE STARTED 1/3/2020 DATE FINISHED 1/3/2020 DRILLING EQUIPMENT Mobile Drill B-53 Truck Rig DRILLER Jeff Nich SIZE AND TYPE OF BIT 4-1/4"Hollow Stem Auger(HSA) INSPECTOR Zachery Roller METHOD OF INSTALLATION Boring LB-125(OW)was advance to about 13ft with 4-1/4"HSA.The screen and riser for well was placed into the borehole.FilPro#2 sand was poured around the pipe to 1 ft.above the screen as the augers were removed.A 1 foot seal of 3/8"Bentonite Chips was placed.The rest of the augers were removed and the remaining of the borehole was backfilled with auger cuttings.A curb box was installed at grade. METHOD OF WELL DEVELOPMENT N/A TYPE OF CASING PVC DIAMETER 21n. TYPE OF BACKFILL MATERIAL Auger cuttings/Bentonite chips/#2 Sand TYPE OF SCREEN PVC DIAMETER 21n. TYPE OF SEAL MATERIAL 3/8"Bentonite Chips BOREHOLE DIAMETER 4-1/4" TYPE OF FILTER MATERIAL FilPro#2 sand TOP OF CASING ELEVATION DEPTH(ft) WELL DETAILS SUMMARY SOIL DEPTH el. 49.5 0 CLASSIFICATION (FT) TOP OF BACKFILL ELEVATION DEPTH(ft) Coverer Ground Surface 0.0 el. 49.5 0 Asphalt 0.5 TOP OF SEAL ELEVATION DEPTH(ft) 2"PVC Fill 1.0 el. 48.5 1 Riser TOP OF FILTER ELEVATION DEPTH(ft) Backfill el. 47.5 2 TOP OF SCREEN ELEVATION DEPTH(ft) el. 46.5 3 Seal Sand BOTTOM OF BORING ELEVATION DEPTH(ft) el. 36.5 13 SCREEN LENGTH 10ft. SLOT SIZE .1 in. PVC Screen GROUNDWATER ELEVATIONS 8.5 DATE ELEVATION DEPTH TO WATER(ft) Sand 1/3/2020 38.50 11.00 Pack DATE ELEVATION DEPTH TO WATER(ft) Silt 1/17/2020 38.70 10.80Nil 13.0 DATE ELEVATION DEPTH TO WATER(ft) 1/22/2020 38.75 10.75 DATE ELEVATION DEPTH TO WATER(ft) 1/30/2020 40.45 9.05 DATE ELEVATION DEPTH TO WATER(ft) DATE ELEVATION DEPTH TO WATER(ft) LANGAN CT,Inc. \\langan.com\data\NH\data7\140182701\Project Data\_Discipline\Geotechnical\Field Records\2020 Well Logs\Well Construction Log.xlsx WELL CONSTRUCTION SUMMARY Well No. LB-126 (OW) PROJECT 1600 Osgood Street PROJECT NO. 140182701 LOCATION 1600 Osgood Street,North Andover,MA ELEVATION AND DATUM Approx. 52 NAVD88 DRILLING AGENCY Seaboard Drilling Inc. DATE STARTED 1/2/2020 DATE FINISHED 1/2/2020 DRILLING EQUIPMENT Mobile Drill B-53 Truck Rig DRILLER Jeff Nich SIZE AND TYPE OF BIT 4-1/4"Hollow Stem Auger(HSA) INSPECTOR Zachery Roller METHOD OF INSTALLATION Boring LB-126(OW)was advance to about 13ft with 4-1/4"HSA.The screen and riser for well was placed into the borehole.FilPro#2 sand was poured around the pipe to 1 ft.above the screen as the augers were removed.A 1 foot seal of 3/8"Bentonite Chips was placed.The rest of the augers were removed and the remaining of the borehole was backfilled with auger cuttings.A curb box was installed at grade. METHOD OF WELL DEVELOPMENT N/A TYPE OF CASING PVC DIAMETER 21n. TYPE OF BACKFILL MATERIAL Auger cuttings/Bentonite chips/#2 Sand TYPE OF SCREEN PVC DIAMETER 21n. TYPE OF SEAL MATERIAL 3/8"Bentonite Chips BOREHOLE DIAMETER 4-1/4" TYPE OF FILTER MATERIAL FilPro#2 sand TOP OF CASING ELEVATION DEPTH(ft) WELL DETAILS SUMMARY SOIL DEPTH el. 52 0 CLASSIFICATION (FT) TOP OF BACKFILL ELEVATION DEPTH(ft) Coverer Ground Surface 0.0 el. 52 0 Asphalt 0.5 TOP OF SEAL ELEVATION DEPTH(ft) 2"PVC Fill 1.0 el. 51 1 Riser TOP OF FILTER ELEVATION DEPTH(ft) Backfill Sand 3.0 el. 50 2 TOP OF SCREEN ELEVATION DEPTH(ft) el. 49 3 Seal BOTTOM OF BORING ELEVATION DEPTH(ft) el. 39 13 SCREEN LENGTH 10ft. Silt SLOT SIZE .1 in. PVC Screen GROUNDWATER ELEVATIONS DATE ELEVATION DEPTH TO WATER(ft) Sand 1/2/2020 43.00 9.00 Pack DATE ELEVATION DEPTH TO WATER(ft) 1/17/2020 43.15 8.85 13.0 DATE ELEVATION DEPTH TO WATER(ft) 1/22/2020 43.30 8.70 DATE ELEVATION DEPTH TO WATER(ft) 1/30/2020 42.90 9.10 DATE ELEVATION DEPTH TO WATER(ft) DATE ELEVATION DEPTH TO WATER(ft) LANGAN CT,Inc. \\langan.com\data\NH\data7\140182701\Project Data\_Discipline\Geotechnical\Field Records\2020 Well Logs\Well Construction Log.xlsx WELL CONSTRUCTION SUMMARY Well No. LB-127 (OW) PROJECT 1600 Osgood Street PROJECT NO. 140182701 LOCATION 1600 Osgood Street,North Andover,MA ELEVATION AND DATUM Approx. 55 NAVD88 DRILLING AGENCY Seaboard Drilling Inc. DATE STARTED 12/31/2019 DATE FINISHED 12/31/2019 DRILLING EQUIPMENT Mobile Drill B-53 Truck Rig DRILLER Jeff Nich SIZE AND TYPE OF BIT 4-1/4"Hollow Stem Auger(HSA) INSPECTOR Zachery Roller METHOD OF INSTALLATION Boring LB-127(OW)was advance to about 19ft with 4-1/4"HSA.The screen and riser for well was placed into the borehole.FilPro#2 sand was poured around the pipe to 1 ft.above the screen as the augers were removed.A 1 foot seal of 3/8"Bentonite Chips was placed.The rest of the augers were removed and the remaining of the borehole was backfilled with auger cuttings.A curb box was installed at grade. METHOD OF WELL DEVELOPMENT N/A TYPE OF CASING PVC DIAMETER 21n. TYPE OF BACKFILL MATERIAL Auger cuttings/Bentonite chips/#2 Sand TYPE OF SCREEN PVC DIAMETER 21n. TYPE OF SEAL MATERIAL 3/8"Bentonite Chips BOREHOLE DIAMETER 4-1/4" TYPE OF FILTER MATERIAL FilPro#2 sand TOP OF CASING ELEVATION DEPTH(ft) WELL DETAILS SUMMARY SOIL DEPTH el. 55 0 CLASSIFICATION (FT) TOP OF BACKFILL ELEVATION DEPTH(ft) Coverer Ground Surface 0.0 el. 55 0 Asphalt 0.5 TOP OF SEAL ELEVATION DEPTH(ft) 2"PVC el. 48 7 Riser Fill 3.0 TOP OF FILTER ELEVATION DEPTH(ft) Backfill el. 47 8 Sand TOP OF SCREEN ELEVATION DEPTH(ft) 7.0 el. 46 9 Seal BOTTOM OF BORING ELEVATION DEPTH(ft) el. 36 19 Silt SCREEN LENGTH 10ft. 14.0 SLOT SIZE .1 in. PVC Screen GROUNDWATER ELEVATIONS Sand DATE ELEVATION DEPTH TO WATER(ft) Sand 12/31/2019 40.50 14.50 Pack DATE ELEVATION DEPTH TO WATER(ft) 1/17/2020 40.40 14.60 19.0 DATE ELEVATION DEPTH TO WATER(ft) 1/22/2020 40.45 14.55 DATE ELEVATION DEPTH TO WATER(ft) 1/30/2020 43.30 11.70 DATE ELEVATION DEPTH TO WATER(ft) DATE ELEVATION DEPTH TO WATER(ft) LANGAN CT,Inc. \\langan.com\data\NH\data7\140182701\Project Data\_Discipline\Geotechnical\Field Records\2020 Well Logs\Well Construction Log.xlsx WELL CONSTRUCTION SUMMARY Well No. LB-128 (OW) PROJECT 1600 Osgood Street PROJECT NO. 140182701 LOCATION 1600 Osgood Street,North Andover,MA ELEVATION AND DATUM Approx. 57 NAVD88 DRILLING AGENCY Seaboard Drilling Inc. DATE STARTED 1/2/2020 DATE FINISHED 1/2/2020 DRILLING EQUIPMENT Mobile Drill B-53 Truck Rig DRILLER Jeff Nich SIZE AND TYPE OF BIT 4-1/4"Hollow Stem Auger(HSA) INSPECTOR Zachery Roller METHOD OF INSTALLATION Boring LB-128(OW)was advance to about 29ft with 4-1/4"HSA.The screen and riser for well was placed into the borehole.FilPro#2 sand was poured around the pipe to 1 ft.above the screen as the augers were removed.A 1 foot seal of 3/8"Bentonite Chips was placed.The rest of the augers were removed and the remaining of the borehole was backfilled with auger cuttings.A curb box was installed at grade. METHOD OF WELL DEVELOPMENT N/A TYPE OF CASING PVC DIAMETER 21n. TYPE OF BACKFILL MATERIAL Auger cuttings/Bentonite chips/#2 Sand TYPE OF SCREEN PVC DIAMETER 21n. TYPE OF SEAL MATERIAL 3/8"Bentonite Chips BOREHOLE DIAMETER 4-1/4" TYPE OF FILTER MATERIAL FilPro#2 sand TOP OF CASING ELEVATION DEPTH(ft) WELL DETAILS SUMMARY SOIL DEPTH el. 57 0 CLASSIFICATION (FT) TOP OF BACKFILL ELEVATION DEPTH(ft) Coverer Ground Surface 0.0 el. 57 0 Topsoil 1.0 TOP OF SEAL ELEVATION DEPTH(ft) 2"PVC Fill 2.0 el. 40 17 Riser TOP OF FILTER ELEVATION DEPTH(ft) Backfill el. 39 18 Sand TOP OF SCREEN ELEVATION DEPTH(ft) el. 38 19 Seal 8.0 BOTTOM OF BORING ELEVATION DEPTH(ft) el. 28 29 SCREEN LENGTH 10ft. SLOT SIZE .1 in. PVC Till Screen GROUNDWATER ELEVATIONS DATE ELEVATION DEPTH TO WATER(ft) Sand 1/2/2020 30.00 27.00 Pack DATE ELEVATION DEPTH TO WATER(ft) 1/17/2020 30.35 26.65 29.0 DATE ELEVATION DEPTH TO WATER(ft) 1/22/2020 30.50 26.50 DATE ELEVATION DEPTH TO WATER(ft) 1/30/2020 30.66 26.34 DATE ELEVATION DEPTH TO WATER(ft) DATE ELEVATION DEPTH TO WATER(ft) LANGAN CT,Inc. \\langan.com\data\NH\data7\140182701\Project Data\_Discipline\Geotechnical\Field Records\2020 Well Logs\Well Construction Log.xlsx APPENDIX F LANGAN LAB TESTING RESULTS LAIVEiAIV Client: Langan Engineering ,0011 Project: North Andover „o Location: North Andover, MA Project No: GTX-308996 Boring ID: --- Sample Type: --- Tested By: GA E X I' R ES SSample ID: --- Test Date: 10/30/18 Checked By: emm Depth : --- Test Id: 478773 Moisture Content of Soil and Rock - ASTM D2216 Boring ID Sample ID Depth Description Moisture Content,% --- LB- 02 15-17 ft Moist, gray silty sand with gravel 8.9 --- LB- 3 99-101 ft Moist, dark grayish brown silty gravel 11.0 with sand --- LB- 04 4-6 ft Moist, olive brown silt with sand 20.7 --- LB- 05 35-37 ft Moist, gray silty sand 9.8 --- LB- 06 2-4 ft Moist, light olive gray silty gravel with 4.0 sand --- LB- 7ALT 29-31 ft Moist, olive gray clayey sand with gravel 14.5 --- LB- 09 24-26 ft Moist, gray silty sand with gravel 9.0 --- LB- 11 49-51 ft Moist, gray silty sand 12.8 Notes: Temperature of Drying 1100 Celsius printed. 10/30/2018 1:54:56 PM Client: Langan Engineering ,0011 Project: North Andover „o Location: North Andover, MA Project No: GTX-308996 Boring ID: --- Sample Type: jar Tested By: GA E X I' R ES SSample ID: LB-02 Test Date: 10/30/18 Checked By: emm Depth : 15-17 ft Test Id: 478784 Test Comment: --- Visual Description: Moist, gray silty sand with gravel Sample Comment: --- Particle Size Analysis - ASTM D422 C: ._ — q Ln O 00 O O O O O Nt O 100 oo 90 80-- 70-- 60-- i.L (1) 50 m a� 40 30 20 10 0 1000 100 10 1 0.1 0.01 0.001 Grain Size(mm) %Cobble %Gravel %Sand %Silt&Clay Size 29.9 49.3 20.8 Sieve Name Sieve Size,mm Percent Finer Spec.Percent Complies Coefficients D85=10.6134 mm D30=0.1449 mm 0.75 in 19.00 100 D60=1.613 5 mm D15=N/A 0.5 in 12.50 89 0.375 in 9.50 83 D50=0.5233 mm D10=N/A #4 4.75 70 Cu =N/A Cc =N/A #10 2.00 62 #20 0.85 55 Classification #40 0.42 48 ASTM N/A #60 0.25 39 #100 0.15 31 #140 0.1 25 AASHTO Stone Fragments, Gravel and Sand (A-1-b (0)) #200 0.075 21 Sample/Test Description Sand/Gravel Particle Shape : ANGULAR Sand/Gravel Hardness : HARD printed. 10/30/2018 1:53:05 PM Client: Langan Engineering ,0011 Project: North Andover „o Location: North Andover, MA Project No: GTX-308996 Boring ID: --- Sample Type: jar Tested By: GA E X I' R ES SSample ID: LB-3 Test Date: 10/30/18 Checked By: emm Depth : 99-101 ft Test Id: 478777 Test Comment: --- Visual Description: Moist, dark grayish brown silty gravel with sand Sample Comment: --- Particle Size Analysis - ASTM D422 C: ._ C:,— �u) O O O .—� �—N O O O O O Nt O •-�O 00 *k 100 90 80 1 �H �1111 �1111 1 �1111 �1111 �1111 �1 � �1111 70 i.L (1) 50 m a� 40 u 30 20 10 0 1000 100 10 1 0.1 0.01 0.001 Grain Size(mm) %Cobble %Gravel %Sand %Silt&Clay Size 45.5 35.9 18.6 Sieve Name Sieve Size,mm Percent Finer Spec.Percent Complies Coefficients D85=21.6924 mm D30=0.2124 mm 1.0 in 25.00 100 D60=9.415 0 mm D15=N/A 0.75 in 19.00 71 0.5 in 12.50 66 D50=2.5659 mm D10=N/A 0.375 in 9.50 60 Cu =N/A Cc =N/A #4 4.75 54 #10 2.00 48 Classification #20 0.85 43 ASTM N/A #40 0.42 37 #60 0.25 32 #100 0.15 26 AASHTO Stone Fragments, Gravel and Sand (A-1-b (0)) #140 0.11 22 #200 0.075 19 Sample/Test Description Sand/Gravel Particle Shape : ANGULAR Sand/Gravel Hardness : HARD printed. 10/30/2018 1:53:06 PM Client: Langan Engineering ,0011 Project: North Andover „o Location: North Andover, MA Project No: GTX-308996 Boring ID: --- Sample Type: jar Tested By: GA E X IR R ES SSample ID: LB-04 Test Date: 10/30/18 Checked By: emm Depth : 4-6 ft Test Id: 478779 Test Comment: --- Visual Description: Moist, olive brown silt with sand Sample Comment: --- Particle Size Analysis - ASTM D422 �Ln 0 00 �—N 0 0 0 0 0 Nt 0 L n M 90 80-- 1 �H �1111 �11111 �1111 �1111 �1111 �1111 70 i.L (1) 50 m a� 40 u 30 20 10 0 1000 100 10 1 0.1 0.01 0.001 Grain Size(mm) %Cobble %Gravel %Sand %Silt&Clay Size 4.0 25.4 70.6 Sieve Name Sieve Size,mm Percent Finer Spec.Percent Complies Coefficients D85=0.1349 m m D30=N/A 0.5 in 12.50 100 D60=N/A D15=N/A 0.375 in 9.50 99 #4 4.75 96 D50=N/A D10=N/A #10 2.00 95 Cu =N/A Cc =N/A #20 0.85 94 #40 0.42 93 Classification #60 0.25 91 ASTM N/A #100 0.15 87 11#140 0. 81 #140 011 71 AASHTO Silty Soils (A-4 (0)) Sample/Test Description Sand/Gravel Particle Shape : --- Sand/Gravel Hardness : --- printed. 10/30/2018 1:53:07 PM Client: Langan Engineering ,0011 Project: North Andover „o Location: North Andover, MA Project No: GTX-308996 Boring ID: --- Sample Type: jar Tested By: GA E X I' R ES SSample ID: LB-05 Test Date: 10/30/18 Checked By: emm Depth : 35-37 ft Test Id: 478783 Test Comment: --- Visual Description: Moist, gray silty sand Sample Comment: --- Particle Size Analysis - ASTM D422 C: ._ — c:Ln O 00 O O O O O Nt O 100 oo 90 80 1 �H �1111 1 �1111 �1111 �1111 �1 � �1111 70 i.L � m (1)� 50 a� 40 u 30 20 10 0 1000 100 10 1 0.1 0.01 0.001 Grain Size(mm) %Cobble %Gravel %Sand %Silt&Clay Size 9.5 57.6 32.9 Sieve Name Sieve Size,mm Percent Finer Spec.Percent Complies Coefficients D85=2.6435 mm D30=N/A 0.75 in 19.00 100 D60=0.3 548 mm D15=N/A 0.5 in 12.50 97 0.375 in 9.50 97 D50=0.2038 mm D10=N/A #4 4.75 91 Cu =N/A Cc =N/A #10 2.00 82 #20 0.85 73 Classification #40 0.42 63 ASTM N/A #60 0.25 54 #100 0.15 44 AASHTO Silty Gravel and Sand (A-2-4 (0)) #140 0.11 37 #200 0.075 33 Sample/Test Description Sand/Gravel Particle Shape : ANGULAR Sand/Gravel Hardness : HARD printed. 10/30/2018 1:53:08 PM Client: Langan Engineering ,0011 Project: North Andover „o Location: North Andover, MA Project No: GTX-308996 Boring ID: --- Sample Type: jar Tested By: GA E X I' R ES SSample ID: LB-06 Test Date: 10/30/18 Checked By: emm Depth : 2-4 ft Test Id: 478782 Test Comment: --- Visual Description: Moist, light olive gray silty gravel with sand Sample Comment: --- Particle Size Analysis - ASTM D422 C: ._ C:,— �u) O O O .—� �—N O O O O O Nt O •-�O 00 *k 100 90 80-- 1 �H �1111 �1111 1 �1111 �1111 �1111 �1 � �1111 70 i.L � m (1)� 50 a� 40 u 30 20 10 0 1000 100 10 1 0.1 0.01 0.001 Grain Size(mm) %Cobble %Gravel %Sand %Silt&Clay Size 46.2 32.7 21.1 Sieve Name Sieve Size,mm Percent Finer Spec.Percent Complies Coefficients D85=20.3305 mm D30=0.1804 mm 1.0 in 25.00 100 D60=8.0314 mm D15=N/A 0.75 in 19.00 80 0.5 in 12.50 72 D50=2.6362 mm D10=N/A 0.375 in 9.50 62 Cu =N/A Cc =N/A #4 4.75 54 #10 2.00 48 Classification #20 0.85 43 ASTM N/A #40 0.42 38 #60 0.25 33 #100 0.15 28 AASHTO Stone Fragments, Gravel and Sand (A-1-b (0)) #140 0.11 24 #200 0.075 21 Sample/Test Description Sand/Gravel Particle Shape : ANGULAR Sand/Gravel Hardness : HARD printed. 10/30/2018 1:53:09 PM Client: Langan Engineering ,0011 Project: North Andover „o Location: North Andover, MA Project No: GTX-308996 Boring ID: --- Sample Type: jar Tested By: GA E X I' R ES SSample ID: LB-7ALT Test Date: 10/30/18 Checked By: emm Depth : 29-31 ft Test Id: 478778 Test Comment: --- Visual Description: Moist, olive gray clayey sand with gravel Sample Comment: --- Particle Size Analysis - ASTM D422 C: ._ — c:Ln O 00 O O O O O Nt O 100 oo 90 80 1 �H 1111 �1111 1 �1111 �1111 �1111 �1 � �1111 70 i.L (1) 50 m a� 40 u 30 20 10 0 1000 100 10 1 0.1 0.01 0.001 Grain Size(mm) %Cobble %Gravel %Sand %Silt&Clay Size 15.9 45.4 38.7 Sieve Name Sieve Size,mm Percent Finer Spec.Percent Complies Coefficients D85=5.0792 mm D30=N/A 0.75 in 19.00 100 D60=0.3210 mm D15=N/A 0.5 in 12.50 95 0.375 in 9.50 94 D50=0.1491 m m D10=N/A #4 4.75 84 Cu =N/A Cc =N/A #10 2.00 76 #20 0.85 70 Classification #40 0.42 63 ASTM N/A #60 0.25 57 #100 0.15 50 AASHTO Silty Soils (A-4 (0)) #140 0.11 45 #200 0.075 39 Sample/Test Description Sand/Gravel Particle Shape : ANGULAR Sand/Gravel Hardness : HARD printed. 10/30/2018 1:53:09 PM Client: Langan Engineering ,0011 Project: North Andover „o Location: North Andover, MA Project No: GTX-308996 Boring ID: --- Sample Type: jar Tested By: GA E X I' R ES SSample ID: LB-09 Test Date: 10/30/18 Checked By: emm Depth : 24-26 ft Test Id: 478780 Test Comment: --- Visual Description: Moist, gray silty sand with gravel Sample Comment: --- Particle Size Analysis - ASTM D422 C: ._ — c:Ln O 00 O O O O O Nt O 100 oo 90 70 i.L (1) 50 a� 40 u 30 20 10 0 1000 100 10 1 0.1 0.01 0.001 Grain Size(mm) %Cobble %Gravel %Sand %Silt&Clay Size 17.7 46.6 35.7 Sieve Name Sieve Size,mm Percent Finer Spec.Percent Complies Coefficients D85=5.7651 mm D30=N/A 0.75 in 19.00 100 D60=0.5255 mm D15=N/A 0.5 in 12.50 96 0.375 in 9.50 92 D50=0.2119 m m D10=N/A #4 4.75 82 Cu =N/A Cc =N/A #10 2.00 73 #20 0.85 65 Classification #40 0.42 58 ASTM N/A #60 0.25 52 #100 0.15 46 AASHTO Silty Soils (A-4 (0)) #140 0.11 40 #200 0.075 36 Sample/Test Description Sand/Gravel Particle Shape : ANGULAR Sand/Gravel Hardness : HARD printed. 10/30/2018 1:53:10 PM Client: Langan Engineering ,0011 Project: North Andover „o Location: North Andover, MA Project No: GTX-308996 Boring ID: --- Sample Type: jar Tested By: GA E X I' R ES SSample ID: LB-11 Test Date: 10/30/18 Checked By: emm Depth : 49-51 ft Test Id: 478781 Test Comment: --- Visual Description: Moist, gray silty sand Sample Comment: --- Particle Size Analysis - ASTM D422 C: ._ — c:Ln O 00 O O O O O Nt O 100 oo 90 80 1 �H �1111 1111 1 �1111 �1111 �1111 �1 � �1111 70 i.L � m (1)� 50 a� 40 u 30 20 10 0 1000 100 10 1 0.1 0.01 0.001 Grain Size(mm) %Cobble %Gravel %Sand %Silt&Clay Size 12.2 46.4 41.4 Sieve Name Sieve Size,mm Percent Finer Spec.Percent Complies Coefficients D85=2.6771 mm D30=N/A 0.75 in 19.00 100 D60=0.2165 mm D15=N/A 0.5 in 12.50 93 0.375 in 9.50 91 D50=0.1205 mm D10=N/A #4 4.75 88 Cu =N/A Cc =N/A #10 2.00 84 #20 0.85 78 Classification #40 0.42 70 ASTM N/A #60 0.25 62 #100 0.15 54 AASHTO Silty Soils (A-4 (0)) #140 0.11 48 #200 0.075 41 Sample/Test Description Sand/Gravel Particle Shape : ANGULAR Sand/Gravel Hardness : HARD printed. 10/30/2018 1:53:10 PM Client: Langan Engineering ,0011 Project: North Andover „o Location: North Andover, MA Project No: GTX-308996 Boring ID: --- Sample Type: jar Tested By: GA E X IR R ES SSample ID: LB-05 Test Date: 10/30/18 Checked By: emm Depth : 15-17 ft Test Id: 478766 Test Comment: --- Visual Description: Moist, olive clay Sample Comment: --- Atterberg Limits - ASTM D4318 Plasticity Chart 60 . . . . . . . . . . 50 . . . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. . . . . . . . "U':tine ine 40 . . . . . . . . : . . . . . . . . :. . . . . . . . : . . . . . . . . . . . . . . �l. . . . . : . . . . . . . .: . . . . . .: . . . . . . . . :. . . . . . . .. . . . . . . . . . . . . . ' CH or OH o . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .30 +, r N . i 20 . . . . . . . .�,... . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. . . . . . . . . :. . . . . . . . ,CL or OL 10 . . . . . . . . . . . . . .�.�. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .M H oar OH. . . . . . . . . . . . CL-ML' ML or OL 0 0 10 20 30 40 50 60 70 80 90 100 Liquid Limit Symbol Sample ID Boring Depth Natural Liquid Plastic Plasticity Liquidity Soil Classification Moisture Limit Limit Index Index Content,% ♦ LB-05 --- 15-17 ft 31 30 21 9 1.1 Sample Prepared using the WET method Dry Strength: MEDIUM Dilatancy: NONE Toughness: MEDIUM printed. 10/30/2018 1:54:11 PM Client: Langan Engineering ,0011 Project: North Andover „o Location: North Andover, MA Project No: GTX-308996 Boring ID: --- Sample Type: jar Tested By: GA E X I' R ES SSample ID: LB-08 Test Date: 10/30/18 Checked By: emm Depth : 35-37 ft Test Id: 478768 Test Comment: --- Visual Description: Moist, gray sandy silt Sample Comment: --- Atterberg Limits - ASTM D4318 Sample Determined to be non-plastic Symbol Sample ID Boring Depth Natural Liquid Plastic Plasticity Liquidity Soil Classification Moisture Limit Limit Index Index Content,% ♦ LB-08 --- 35-37 ft 32 n/a n/a n/a n/a Dry Strength: NONE Dilatancy: RAPID Toughness: n/a The sample was determined to be Non-Plastic printed. 10/30/2018 1:54:11 PM Client: Langan Engineering ,0011 Project: North Andover „o Location: North Andover, MA Project No: GTX-308996 Boring ID: --- Sample Type: jar Tested By: GA E X I' R ES SSample ID: LB-08 Test Date: 10/30/18 Checked By: emm Depth : 45-47 ft Test Id: 478765 Test Comment: --- Visual Description: Wet, gray silt Sample Comment: --- Atterberg Limits - ASTM D4318 Plasticity Chart 60 . . . . . . . . . . 50 . . . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. . . . . . . . "U':tine ine 40 . . . . . . . . : . . . . . . . . :. . . . . . . . : . . . . . . . . . . . . . . �l. . . . . : . . . . . . . .: . . . . . .: . . . . . . . . :. . . . . . . .. . . . . . . . . . . . . . ' CH or OH o . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .30 +, r N . i 20 . . . . . . . .�,... . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. . . . . . . . . :. . . . . . . . ,CL or OL 10 . . . . . . . . . . . . . .�.�. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .M H oar OH. . . . . . . . . . . . CL-ML' ML or OL 0 0 10 20 30 40 50 60 70 80 90 100 Liquid Limit Symbol Sample ID Boring Depth Natural Liquid Plastic Plasticity Liquidity Soil Classification Moisture Limit Limit Index Index Content,% ♦ LB-08 --- 45-47 ft 33 27 23 4 2.6 Sample Prepared using the WET method Dry Strength: MEDIUM Dilatancy: RAPID Toughness: LOW printed. 10/30/2018 1:54:18 PM Client: Langan Engineering ,0011 Project: North Andover „o Location: North Andover, MA Project No: GTX-308996 Boring ID: --- Sample Type: jar Tested By: GA E X IR R ES SSample ID: LB-12 Test Date: 10/30/18 Checked By: emm Depth : 65-67 ft Test Id: 478767 Test Comment: --- Visual Description: Moist, dark gray clay Sample Comment: --- Atterberg Limits - ASTM D4318 Plasticity Chart 60 . . . . . . . . . . 50 . . . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. . . . . . . . "U':tine ine 40 . . . . . . . . : . . . . . . . . :. . . . . . . . : . . . . . . . . . . . . . . �l. . . . . : . . . . . . . .: . . . . . .: . . . . . . . . :. . . . . . . .. . . . . . . . . . . . . . ' CH or OH o . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .30 +, r N . i 20 . . . . . . . .�,... . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. . . . . . . . . :. . . . . . . . ,CL or OL 10 . . . . . . . . . . . . . .�.�. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .M H oar OH. . . . . . . . . . . . CL-ML L. ML or OL 0 0 10 20 30 40 50 60 70 80 90 100 Liquid Limit Symbol Sample ID Boring Depth Natural Liquid Plastic Plasticity Liquidity Soil Classification Moisture Limit Limit Index Index Content,% ♦ LB-12 --- 65-67 ft 28 37 21 16 0.4 Sample Prepared using the WET method Dry Strength: HIGH Dilatancy: NONE Toughness: HIGH printed. 10/30/2018 1:54:18 PM Client: Langan Engineering Project: 1600 OSGOOD Gi es 111111111t��11 11 11 11 11 11 ng Location: Northandover, MA Project No: GTX-311147 Boring ID: --- Sample Type: --- Tested By: ckg E X 1�1 R E S S Sample ID: --- Test Date: 01/27/20 Checked By: emm Depth : --- Test Id: 538525 Moisture Content of Soil and Rock - ASTM D2216 Boring ID Sample ID Depth Description Moisture Content,% LB-105 - -- 15-17 ft Moist, light yellowish brown silty sand 24.9 LB-107 - -- 65-67 ft Moist, gray silt 24.9 LB-111 - -- 5-7 ft Moist, grayish olive silty sand with 8.2 gravel LB-115 - -- 25-27 ft Moist, olive gray sandy silt 15.8 Notes: Temperature of Drying : 1100 Celsius printed. 1/28/2020 10:33:59 AM Client: Langan Engineering Project: 1600 OSGOOD Gi es 111111111t��11 11 11 11 11 11 ng Location: Northandover, MA Project No: GTX-311147 Boring ID: LB-01/1-B-104 Sample Type: jar Tested By: cam E X 1�1 R E S S Sample ID: --- Test Date: 01/20/20 Checked By: emm Depth : 15.75-16/3-7 ft Test Id: 538526 Test Comment: --- Visual Description: Moist, grayish brown silt with gravel Sample Comment: --- Moisture, Ash, and Organic Matter - ASTM D2974 Boring ID Sample ID Depth Description Moisture Ash Organic Content,% Content,% Matter,% LB-01/1-B-104 --- 15.75-16/3-7 Moist, grayish brown silt with 27 96.5 3.5 ft gravel Notes: Moisture content determined by Method A and reported as a percentage of oven-dried mass; dried to a constant mass at temperature of 1050 C Ash content and organic matter determined by Method C; dried to constant mass at temperature 4400 C printed. 1/28/2020 10:34:20 AM Client: Langan Engineering Project: 1600 OSGOOD Gi es 111111111t��11 11 11 11 11 11 ng Location: Northandover, MA Project No: GTX-311147 Boring ID: LB-105 Sample Type: jar Tested By: ckg E X 1�1 R E S S Sample ID: --- Test Date: 01/22/20 Checked By: emm Depth : 15-17 ft Test Id: 538520 Test Comment: --- Visual Description: Moist, light yellowish brown silty sand Sample Comment: --- Particle Size Analysis - ASTM D422 0 0 � 000 000 100- 90 80 70-- 60-- i.L (1) 50 m a� 40 u 30 20 10 0 1000 100 10 1 0.1 0.01 0.001 Grain Size(mm) %Cobble %Gravel %Sand %Silt&Clay Size 0.0 68.4 31.6 Sieve Name Sieve Size,mm Percent Finer Spec.Percent Complies Coefficients D85=0.1334 mm D30=0.0714 mm #4 4.75 100 D60=0.1019 mm D15=0.0453 mm #10 2.00 100 #20 0.85 100 D50=0.0914 mm D10=0.0389 mm #40 0.42 100 Cu =2.620 Cc =1.286 #60 0.25 100 #100 0.15 96 Classification #200 0.075 32 ASTM N/A Hydrometer Particle Size(mm) Percent Finer Spec.Percent Complies --- 0.0367 8 AASHTO Silty Gravel and Sand (A-2-4 (0)) --- 0.0224 4 --- 0.0136 2 --- 0.0097 0 Sample/Test Description --- 0.0069 0 Sand/Gravel Particle Shape --- --- 0.0049 0 --- 0.0034 0 Sand/Gravel Hardness --- --- 0.0014 0 Dispersion Device : Apparatus A - Mech Mixer Dispersion Period 1 minute Est. Specific Gravity : 2.65 Separation of Sample: #200 Sieve printed. 1/28/2020 10:33:00 AM Client: Langan Engineering Project: 1600 OSGOOD Gi es 111111111t��11 11 11 11 11 11 ng Location: Northandover, MA Project No: GTX-311147 Boring ID: LB-107 Sample Type: jar Tested By: ckg E X 1�1 R E S S Sample ID: --- Test Date: 01/21/20 Checked By: emm Depth : 65-67 ft Test Id: 538518 Test Comment: --- Visual Description: Moist, gray silt Sample Comment: --- Particle Size Analysis - ASTM D422 0 0 � 000 000 100- 90 80 70-- 60-- i.L (1) 50 m a� 40 u 30 20 10 0 1000 100 10 1 0.1 0.01 0.001 Grain Size(mm) %Cobble %Gravel %Sand %Silt&Clay Size 0.0 4.7 95.3 Sieve Name Sieve Size,mm Percent Finer Spec.Percent Complies Coefficients D85=0.0596 mm D30=0.0183 mm #4 4.75 100 D60=0.0340 mm D15=0.0114 mm #10 2.00 100 #20 0.85 100 D50=0.0279 mm D10=0.0093 mm #40 0.42 100 Cu =3.656 Cc =1.059 #60 0.25 100 #100 0.15 100 Classification #200 0.075 95 ASTM N/A Hydrometer Particle Size(mm) Percent Finer Spec.Percent Complies --- 0.0324 58 AASHTO Silty Soils (A-4 (0)) --- 0.0206 34 --- 0.0128 18 --- 0.0093 10 Sample/Test Description --- 0.0065 6 Sand/Gravel Particle Shape --- --- 0.0048 4 --- 0.0034 2 Sand/Gravel Hardness --- --- 0.0014 0 Dispersion Device : Apparatus A - Mech Mixer Dispersion Period 1 minute Est. Specific Gravity : 2.65 Separation of Sample: #200 Sieve printed. 1/28/2020 10:33:02 AM Client: Langan Engineering Project: 1600 OSGOOD Gi es 111111111t��11 11 11 11 11 11 ng Location: Northandover, MA Project No: GTX-311147 Boring ID: LB-111 Sample Type: jar Tested By: ckg E X 1�1 R E S S Sample ID: --- Test Date: 01/21/20 Checked By: emm Depth : 5-7 ft Test Id: 538519 Test Comment: --- Visual Description: Moist, grayish olive silty sand with gravel Sample Comment: --- Particle Size Analysis - ASTM D422 cLn O O .�N I.l1M O O O� O O r-1 O 06 $k $k 4 $k $k *k *k 100 90 80 70 ���� L i..L -1-J a� 50 40 30 20 10 0 1000 100 10 1 0.1 0.01 0.001 Grain Size(mm) %Cobble %Gravel %Sand %Silt&Clay Size 30.8 39.4 29.8 Sieve Name Sieve Size,mm Percent Finer Spec.Percent Complies Coefficients D85=20.6998 mm D30=0.0759 mm 1 in 25.00 100 D60=1.2256 mm D15=0.0218 mm 0.75 in 19.00 78 0.5 in 12.50 73 D50=0.3475 mm D10=0.0121 mm 0.375 in 9.50 73 Cu =101.289 Cc =0.388 #4 4.75 69 #10 2.00 63 Classification #20 0.85 58 ASTM N/A #40 0.42 52 #60 0.25 47 AASHTO Silty Gravel and Sand (A-2-4 (0)) #100 0.15 40 #200 0.075 30 Hydrometer Particle Size(mm) Percent Finer Spec.Percent Complies Sample/Test Description --- 0.0355 21 Sand/Gravel Particle Shape : ANGULAR --- 0.0221 15 --- 0.0129 11 Sand/Gravel Hardness : HARD --- 0.0092 8 Dispersion Device : Apparatus A - Mech Mixer --- 0.0066 6 --- 0.0066 5 Dispersion Period 1 minute --- 0.0034 3 Est. Specific Gravity : 2.65 --- 0.0014 2 Separation of Sample: #200 Sieve printed. 1/28/2020 10:33:04 AM Client: Langan Engineering Project: 1600 OSGOOD Gi es 111111111t��11 11 11 11 11 11 ng Location: Northandover, MA Project No: GTX-311147 Boring ID: LB-115 Sample Type: jar Tested By: ckg E X 1�1 R E S S Sample ID: --- Test Date: 01/22/20 Checked By: emm Depth : 25-27 ft Test Id: 538521 Test Comment: --- Visual Description: Moist, olive gray sandy silt Sample Comment: --- Particle Size Analysis - ASTM D422 C: Ln 0 0 —r'. 0 0 0 0 0 0 100 0 90 80-- 1 �H �1111 �11111 1111 �11111 �1111 �1111 70 i.L (1) 50 m a� 40 u 30 20 10 1000 100 10 1 0.1 0.01 0.001 Grain Size(mm) %Cobble %Gravel %Sand %Silt&Clay Size 3.1 38.6 58.3 Sieve Name Sieve Size,mm Percent Finer Spec.Percent Complies Coefficients D85=0.4777 mm D30=0.0126 mm 0.5 in 12.50 100 D60=0.0820 mm D15=0.0053 mm 0.375 in 9.50 97 #4 4.75 97 D50=0.0452 mm D10=0.0035 mm #10 2.00 94 Cu =23.429 Cc =0.553 #20 0.85 90 #40 0.42 84 Classification #60 0.25 78 ASTM N/A #100 0.15 71 #200 0.075 58 AASHTO Silty Soils (A-4 (0)) Hydrometer Particle Size(mm) Percent Finer Spec.Percent Complies --- 0.0314 44 --- 0.0209 38 Sample/Test Description --- 0.0116 29 Sand/Gravel Particle Shape : ROUNDED --- 0.0086 23 --- 0.0064 17 Sand/Gravel Hardness : HARD --- 0.0046 13 Dispersion Device Apparatus A - Mech Mixer --- 0.0034 10 Dispersion Period 1 minute --- 0.0014 6 Est. Specific Gravity : 2.65 Separation of Sample: #200 Sieve printed. 1/28/2020 10:33:05 AM Client: Langan Engineering Project: 1600 OSGOOD Gi es 111111111t��11 11 11 11 11 11 ng Location: Northandover, MA Project No: GTX-311147 Boring ID: LB-105 Sample Type: jar Tested By: cam E X 1�1 R E S S Sample ID: --- Test Date: 01/27/20 Checked By: emm Depth : 30-32 ft Test Id: 538515 Test Comment: --- Visual Description: Moist, light yellowish brown clay Sample Comment: --- Atterberg Limits - ASTM D4318 Plasticity Chart 60 . . . . . . . . . . 50 . . . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. . . . . . . . "U':tine ine 40 . . . . . . . . : . . . . . . . . :. . . . . . . . : . . . . . . . . . . . . . . �l. . . . . : . . . . . . . .: . . . . . .: . . . . . . . . :. . . . . . . .. . . . . . . . . . . . . . CH or OH o . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .30 +, r N . i 20 . . . . . . . .�,.. . . . . . . . . . . . . . . . . . . . . . . . . .. . . . . . . . .. . . . . . . . . .. . . . . . . . ,CL or OL 10 . . . . . . . . . . . . . . ..�. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .M H oar OH. . . . . . . . . . . . CL-ML' ML or OL 0 0 10 20 30 40 50 60 70 80 90 100 Liquid Limit Symbol Sample ID Boring Depth Natural Liquid Plastic Plasticity Liquidity Soil Classification Moisture Limit Limit Index Index Content,% ♦ --- LB-105 30-32 ft 30 37 22 15 0.5 Sample Prepared using the WET method Dry Strength: HIGH Dilatancy: SLOW Toughness: LOW printed. 1/28/2020 10:28:47 AM Client: Langan Engineering Project: 1600 OSGOOD Gi es 111111111t��11 11 11 11 11 11 ng Location: Northandover, MA Project No: GTX-311147 Boring ID: LB-112 Sample Type: jar Tested By: cam E X 1�1 R E S S Sample ID: --- Test Date: 01/27/20 Checked By: emm Depth : 34.5-36.5 ft Test Id: 538517 Test Comment: --- Visual Description: Moist, gray silty clay Sample Comment: --- Atterberg Limits - ASTM D4318 Plasticity Chart 60 . . . . . . . . . . 50 . . . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. . . . . . . . "U':tine ine 40 . . . . . . . . : . . . . . . . . :. . . . . . . . : . . . . . . . . . . . . . . �l. . . . . : . . . . . . . .: . . . . . .: . . . . . . . . :. . . . . . . .. . . . . . . . . . . . . . CH or OH o . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .30 +, r N . i 20 . . . . . . . .�,.. . . . . . . . . . . . . . . . . . . . . . . . . .. . . . . . . . .. . . . . . . . . .. . . . . . . . ,CL or OL 10 . . . . . . . . . . . . . . ..�. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .M H oar OH. . . . . . . . . . . . CL-ML' ML or OL 0 0 10 20 30 40 50 60 70 80 90 100 Liquid Limit Symbol Sample ID Boring Depth Natural Liquid Plastic Plasticity Liquidity Soil Classification Moisture Limit Limit Index Index Content,% ♦ --- LB-112 34.5-36. 36 27 20 7 2.2 ft Sample Prepared using the WET method Dry Strength: HIGH Dilatancy: SLOW Toughness: LOW printed. 1/28/2020 10:28:47 AM Client: Langan Engineering Project: 1600 OSGOOD Gi es 111111111t��11 11 11 11 11 11 ng Location: Northandover, MA Project No: GTX-311147 Boring ID: LB-116 Sample Type: jar Tested By: cam E X 1�1 R E S S Sample ID: --- Test Date: 01/27/20 Checked By: emm Depth : 20-22 ft Test Id: 538516 Test Comment: --- Visual Description: Moist, light olive clay Sample Comment: --- Atterberg Limits - ASTM D4318 Plasticity Chart 60 . . . . . . . . . . 50 . . . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. . . . . . . . "U':tine ine 40 . . . . . . . . : . . . . . . . . :. . . . . . . . : . . . . . . . . . . . . . . �l. . . . . : . . . . . . . .: . . . . . .: . . . . . . . . :. . . . . . . .. . . . . . . . . . . . . . CH or OH o . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .30 +, r N . i 20 . . . . . . . .�,.. . . . . . . . . . . . . . . . . . . . . . . . . .. . . . . . . . .. . . . . . . . . .. . . . . . . . CL or O 10 . . . . . . . . . . . . . . ..�. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .M H oar OH. . . . . . . . . . . . CL-ML' ML or OL 0 0 10 20 30 40 50 60 70 80 90 100 Liquid Limit Symbol Sample ID Boring Depth Natural Liquid Plastic Plasticity Liquidity Soil Classification Moisture Limit Limit Index Index Content,% ♦ --- LB-116 20-22 ft 19 36 20 16 -0.1 Sample Prepared using the WET method Dry Strength: HIGH Dilatancy: SLOW Toughness: LOW printed. 1/28/2020 10:28:48 AM Client: Langan Engineering Project: 1600 OSGOOD Gi es 111111111t��11 11 11 11 11 11 ng Location: Northandover, MA Project No: GTX-311147 Boring ID: LB-101 Sample Type: jar Tested By: ckg E X 1�1 R E S S Sample ID: --- Test Date: 01/23/20 Checked By: emm Depth : 2-4 Test Id: 537330 Test Comment: --- Visual Description: Moist, olive silty sand Sample Comment: --- USDA Textural Classification Boring ID Sample ID Depth Sand, % Silt, % Clay, % Classification LB-101 --- 2-4 56 37 7 Sandy Loam Classifications based only on material passing the #10 sieve Sand: material passing 2.0 mm and retained on 0.05 mm diameter Silt: material passing 0.05 mm and retained on 0.002 mm diameter Clay: material passing 0.002 mm diameter o 70 60 'CLAY, o y a SJY SANDY CLAY 40, M =' �Y CLAD'LOAM 3 „C, . 201 I v Q -",r MvbY LOAM LOAM' VOA SILT' r m Sr b 100 `0 OY6 SA,N D printed. 1/23/2020 2:32:30 PM Client: Langan Engineering Project: 1600 OSGOOD Gi es 111111111t��11 11 11 11 11 11 ng Location: Northandover, MA Project No: GTX-311147 Boring ID: LB-101 Sample Type: jar Tested By: ckg E X 1�1 R E S S Sample ID: --- Test Date: 01/15/20 Checked By: emm Depth : 2-4 Test Id: 537318 Test Comment: --- Visual Description: Moist, olive silty sand Sample Comment: --- Particle Size Analysis - ASTM D422 C Ln O O o ll1 M O O O� O� O r-i O N 90 80 L i..L -1-J a� 50 40 30 20 0 1000 100 10 1 0.1 0.01 0.001 Grain Size(mm) %Cobble %Gravel %Sand %Silt&Clay Size 5.5 45.7 48.8 Sieve Name Sieve Size,mm Percent Finer Spec.Percent Complies Coefficients D85=0.9129 mm D30=0.0349 mm 0.5 in 12.50 100 D60=0.1258 mm D15=0.0102 mm 0.375 in 9.50 97 #4 4.75 94 D50=0.0793 mm D10=0.0054 mm #10 2.00 90 Cu =23.296 Cc =1.793 #20 0.85 85 #40 0.42 79 Classification #50 0.30 75 ASTM N/A #60 0.25 72 #100 0.15 64 AASHTO Silty Soils (A-4 (0)) #200 0.075 49 #270 0.053 41 Hydrometer Particle Size(mm) Percent Finer Spec.Percent Complies Sample/Test Description --- 0.0324 28 Sand/Gravel Particle Shape : ROUNDED --- 0.0212 22 --- 0.0127 17 Sand/Gravel Hardness : HARD --- 0.0092 14 Dispersion Device : Apparatus A - Mech Mixer --- 0.0066 11 --- 0.0046 9 Dispersion Period 1 minute --- 0.0033 8 Est. Specific Gravity : 2.65 --- 0.0014 5 Separation of Sample: #270 Sieve printed. 1/23/2020 2:30:29 PM Client: Langan Engineering Project: 1600 OSGOOD Gi es 111111111t��11 11 11 11 11 11 ng Location: Northandover, MA Project No: GTX-311147 Boring ID: LB-101 Sample Type: jar Tested By: ckg E X 1�1 R E S S Sample ID: --- Test Date: 01/15/20 Checked By: emm Depth : 2-4 Test Id: 537318 Test Comment: Only minus No. 10 sieve for USDA classification Visual Description: Moist, olive silty sand Sample Comment: --- Particle Size Analysis - ASTM D422 C Ln O O o U)M O O Oto O O N t r-i 100 ui6 iu0 $k $k $k $k *k $k 90 80 L i..L -1-J a� 50 40 30 20 0 1000 100 10 1 0.1 0.01 0.001 Grain Size(mm) %Cobble %Gravel %Sand %Silt&Clay Size 0.0 45.6 54.4 Sieve Name Sieve Size,mm Percent Finer Spec.Percent Complies Coefficients D85=0.3443 mm D30=0.0295 mm D60=0.0944 mm D15=0.0086 mm D50=0.0627 mm D10=0.0042 mm #10 2.00 100 Cu =22.476 Cc =2.195 #20 0.85 94 #40 0.42 88 Classification #50 0.30 83 ASTM N/A #60 0.25 80 #100 0.15 71 AASHTO Silty Soils (A-4 (0)) #200 0.075 54 #270 0.053 46 Hydrometer Particle Size(mm) Percent Finer Spec.Percent Complies Sample/Test Description --- 0.0324 32 Sand/Gravel Particle Shape : ROUNDED --- 0.0212 25 --- 0.0127 19 Sand/Gravel Hardness : HARD --- 0.0092 16 Dispersion Device : Apparatus A - Mech Mixer --- 0.0066 12 --- 0.0046 11 Dispersion Period 1 minute --- 0.0033 9 Est. Specific Gravity : 2.65 --- 0.0014 5 Separation of Sample: #270 Sieve printed. 1/23/2020 2:31:55 PM Client: Langan Engineering Project: 1600 OSGOOD Gi es 111111111t��11 11 11 11 11 11 ng Location: Northandover, MA Project No: GTX-311147 Boring ID: LB-102 Sample Type: jar Tested By: ckg E X 1�1 R E S S Sample ID: --- Test Date: 01/23/20 Checked By: emm Depth : 4.5-6.5 ft Test Id: 537331 Test Comment: --- Visual Description: Moist, pale brown sand Sample Comment: --- USDA Textural Classification Boring ID Sample ID Depth Sand, % Silt, % Clay, % Classification LB-102 --- 4.5-6.5 ft 97 3 0 Sand Classifications based only on material passing the #10 sieve Sand: material passing 2.0 mm and retained on 0.05 mm diameter Silt: material passing 0.05 mm and retained on 0.002 mm diameter Clay: material passing 0.002 mm diameter o 70 W 60 w' o y a SJY SANDY CLAY 40, M =' �Y CLAD' � 3 „C, . S ARUY CLAY MM 201 I v Q -",r MvbY LOAM LOAM' VOA SILT' r m Sr b 100 `0 OY6 SA,N D printed. 1/23/2020 2:33:24 PM Client: Langan Engineering Project: 1600 OSGOOD Gi es 111111111t��11 11 11 11 11 11 ng Location: Northandover, MA Project No: GTX-311147 Boring ID: LB-102 Sample Type: jar Tested By: ckg E X 1�1 R E S S Sample ID: --- Test Date: 01/21/20 Checked By: emm Depth : 4.5-6.5 ft Test Id: 537319 Test Comment: --- Visual Description: Moist, pale brown sand Sample Comment: --- Particle Size Analysis - ASTM D422 O O O O O O� OOO O O N 100- 90 80 70-- 60-- i.L (1) 50 m a� 40 u 30 20 10 0 1000 100 10 1 0.1 0.01 0.001 Grain Size(mm) %Cobble %Gravel %Sand %Silt&Clay Size 0.0 96.3 3.7 Sieve Name Sieve Size,mm Percent Finer Spec.Percent Complies Coefficients D85=0.4183 mm D30=0.2667 mm #4 4.75 100 D60=0.3433 mm D15=0.1952 mm #10 2.00 100 #20 0.85 99 D50=0.3172 mm D10=0.1668 mm #40 0.42 87 Cu =2.058 Cc =1.242 #50 0.30 43 #60 0.25 23 Classification #100 0.15 7 ASTM Poorly graded SAND (SP) #200 0.075 3.7 #270 0.053 3 AASHTO Fine Sand (A-3 (1)) Sample/Test Description Sand/Gravel Particle Shape : --- Sand/Gravel Hardness : --- printed. 1/23/2020 2:33:06 PM Client: Langan Engineering Project: 1600 OSGOOD Gi es 111111111t��11 11 11 11 11 11 ng Location: Northandover, MA Project No: GTX-311147 Boring ID: LB-103 Sample Type: jar Tested By: ckg E X 1�1 R E S S Sample ID: --- Test Date: 01/23/20 Checked By: emm Depth : 5-7 ft Test Id: 537332 Test Comment: --- Visual Description: Moist, grayish brown sand Sample Comment: --- USDA Textural Classification Boring ID Sample ID Depth Sand, % Silt, % Clay, % Classification LB-103 --- 5-7 ft 96 4 0 Sand Classifications based only on material passing the #10 sieve Sand: material passing 2.0 mm and retained on 0.05 mm diameter Silt: material passing 0.05 mm and retained on 0.002 mm diameter Clay: material passing 0.002 mm diameter o 70 W 60 w' o y a SJY SANDY CLAY 40, M =' �Y CLAD' � 3 „C, . S ARUY CLAY MM 201 I v Q -",r MvbY LOAM LOAM VOA SILT' r m Sr b 100 `0 OY6 SA,N D printed. 1/23/2020 2:35:36 PM Client: Langan Engineering Project: 1600 OSGOOD Gi es 111111111t��11 11 11 11 11 11 ng Location: Northandover, MA Project No: GTX-311147 Boring ID: LB-103 Sample Type: jar Tested By: ckg E X 1�1 R E S S Sample ID: --- Test Date: 01/15/20 Checked By: emm Depth : 5-7 ft Test Id: 537320 Test Comment: --- Visual Description: Moist, grayish brown sand Sample Comment: --- Particle Size Analysis - ASTM D422 C: Ln 0 0 0 0 0 000 0 O N N � LrAD 'q N N 100 90 70 i.L (1) 50 m a� 40 u 30 20 10 0 1000 100 10 1 0.1 0.01 0.001 Grain Size(mm) %Cobble %Gravel %Sand %Silt&Clay Size 0.2 95.2 4.6 Sieve Name Sieve Size,mm Percent Finer Spec.Percent Complies Coefficients D85=0.9840 mm D30=0.3045 mm 0.375 in 9.50 100 D60=0.5362 mm D15=0.1553 mm #4 4.75 100 #10 2.00 96 D50=0.4382 mm D10=0.1099 mm #20 0.85 83 Cu =4.879 Cc =1.573 #40 0.42 48 #50 0.30 29 Classification #60 0.25 23 ASTM Poorly graded SAND (SP) #100 0.15 14 5#200 0.07 4.6 #20 0.0 4 AASHTO Stone Fragments, Gravel and Sand (A-1-b (1)) Sample/Test Description Sand/Gravel Particle Shape : --- Sand/Gravel Hardness : --- printed. 1/23/2020 2:33:57 PM Client: Langan Engineering Project: 1600 OSGOOD Gi es 111111111t��11 11 11 11 11 11 ng Location: Northandover, MA Project No: GTX-311147 Boring ID: LB-103 Sample Type: jar Tested By: ckg E X 1�1 R E S S Sample ID: --- Test Date: 01/15/20 Checked By: emm Depth : 5-7 ft Test Id: 537320 Test Comment: Only minus No. 10 sieve for USDA classification Visual Description: Moist, grayish brown sand Sample Comment: --- Particle Size Analysis - ASTM D422 U') 0 0 0 0 0 000 0 O N N 't Lrt o •--I N N 90 70 i.L (1) 50 m a� 40 u 30 20 10 0 1000 100 10 1 0.1 0.01 0.001 Grain Size(mm) %Cobble %Gravel %Sand %Silt&Clay Size 0.0 95.2 4.8 Sieve Name Sieve Size,mm Percent Finer Spec.Percent Complies Coefficients D85=0.8244 mm D30=0.2957 mm D60=0.5086 mm D15=0.1494 mm #10 2.00 100 D50=0.4199 mm D10=0.1066 mm #20 0.85 87 Cu =4.771 Cc =1.613 #40 0.42 51 #50 0.30 30 Classification #60 0.25 24 ASTM Poorly graded SAND (SP) #100 0.15 15 5#200 0.07 4.8 #20 0.0 4 AASHTO Fine Sand (A-3 (1)) Sample/Test Description Sand/Gravel Particle Shape : --- Sand/Gravel Hardness : --- printed. 1/23/2020 2:34:58 PM Client: Langan Engineering Project: 1600 OSGOOD Gi es 111111111t��11 11 11 11 11 11 ng Location: Northandover, MA Project No: GTX-311147 Boring ID: LB-104 Sample Type: jar Tested By: ckg E X 1�1 R E S S Sample ID: --- Test Date: 01/23/20 Checked By: emm Depth : 9-11 ft Test Id: 537333 Test Comment: --- Visual Description: Moist„ olive gray silt Sample Comment: --- USDA Textural Classification Boring ID Sample ID Depth Sand, % Silt, % Clay, % Classification LB-104 --- 9-11 ft 32 68 0 Silt Loam Classifications based only on material passing the #10 sieve Sand: material passing 2.0 mm and retained on 0.05 mm diameter Silt: material passing 0.05 mm and retained on 0.002 mm diameter Clay: material passing 0.002 mm diameter o 70 60 'CLAY, o y a SJY SANDY CLAY 40, M =' SJ I CLAD'LOAM 3 „C, . 201 I v Q -",r MvbY LOAM LOAM' VOA SILT' r m Sr b 100 `0 OY6 SA,N D printed. 1/23/2020 2:39:22 PM Client: Langan Engineering Project: 1600 OSGOOD Gi es 111111111t��11 11 11 11 11 11 ng Location: Northandover, MA Project No: GTX-311147 Boring ID: LB-104 Sample Type: jar Tested By: ckg E X 1�1 R E S S Sample ID: --- Test Date: 01/23/20 Checked By: emm Depth : 9-11 ft Test Id: 537321 Test Comment: --- Visual Description: Moist„ olive gray silt Sample Comment: --- Particle Size Analysis - ASTM D422 O O O � O O 000 O O N 90 80 70 i.L (1) 50 m a� 40 m 30 20 10 0 1000 100 10 1 0.1 0.01 0.001 Grain Size(mm) %Cobble %Gravel %Sand %Silt&Clay Size 0.0 11.7 88.3 Sieve Name Sieve Size,mm Percent Finer Spec.Percent Complies Coefficients D85=0.0700 mm D30=0.0279 mm #4 4.75 100 D60=0.0447 m m D15=0.0181 m m #10 2.00 100 #20 0.85 100 D50=0.0386 mm D10=0.0148 mm #40 0.42 100 Cu =3.020 Cc =1.177 #50 0.30 100 #60 0.25 100 Classification #100 0.15 99 ASTM N/A #200 0.075 88 #270 0.053 72 AASHTO Silty Soils (A-4 (0)) Hydrometer Particle Size(mm) Percent Finer Spec.Percent Complies --- 0.0303 33 --- 0.0215 19 Sample/Test Description --- 0.0131 7 Sand/Gravel Particle Shape : --- --- 0.0095 4 --- 0.0067 2 Sand/Gravel Hardness : --- --- 0.0049 0 Dispersion Device : Apparatus A - Mech Mixer --- 0.0034 0 Dispersion Period 1 minute --- 0.0014 0 Est. Specific Gravity : 2.65 Separation of Sample: #270 Sieve printed. 1/23/2020 2:36:31 PM Client: Langan Engineering Project: 1600 OSGOOD Gi es 111111111t��11 11 11 11 11 11 ng Location: Northandover, MA Project No: GTX-311147 Boring ID: LB-106 Sample Type: jar Tested By: ckg E X 1�1 R E S S Sample ID: --- Test Date: 01/23/20 Checked By: emm Depth : 3-5 ft Test Id: 537334 Test Comment: --- Visual Description: Moist, brown silty sand with gravel Sample Comment: --- USDA Textural Classification Boring ID Sample ID Depth Sand, % Silt, % Clay, % Classification LB-106 --- 3-5 ft 84 15 1 Loamy Sand Classifications based only on material passing the #10 sieve Sand: material passing 2.0 mm and retained on 0.05 mm diameter Silt: material passing 0.05 mm and retained on 0.002 mm diameter Clay: material passing 0.002 mm diameter o 70 60 'CLAY, o y a SJY SANDY CLAY 40, M =' �Y CLAD' � 3 „C, . 201 I v Q -",r MvbY LOAM LOAM VOA SILT' r m Sr b 100 `0 OY6 SA,N D printed. 1/23/2020 2:43:40 PM Client: Langan Engineering Project: 1600 OSGOOD Gi es 111111111t��11 11 11 11 11 11 ng Location: Northandover, MA Project No: GTX-311147 Boring ID: LB-106 Sample Type: jar Tested By: ckg E X 1�1 R E S S Sample ID: --- Test Date: 01/23/20 Checked By: emm Depth : 3-5 ft Test Id: 537322 Test Comment: --- Visual Description: Moist, brown silty sand with gravel Sample Comment: --- Particle Size Analysis - ASTM D422 Ln .c Ln O O O N LnM O O O� Oo O O N 100- o o $k $k $k $kk$k $k $k $k 90-- 80 70 60-- LL 50 U � uu uu uu uu uu uu uu uu uu uu uu 40 30 20 10 1000 100 10 1 0.1 0.01 0.001 Grain Size(mm) %Cobble %Gravel %Sand %Silt&Clay Size 33.1 54.7 12.2 Sieve Name Sieve Size,mm Percent Finer Spec.Percent Complies Coefficients D85=12.8315 mm D30=0.2915 mm 0.75 in 19.00 100 D60=2.3962 mm D15=0.0950 mm 0.5 in 12.50 84 0.375 in 9.50 76 D50=1.0734 mm D10=0.0568 mm #4 4.75 67 Cu =42.187 Cc =0.624 #10 2.00 58 #20 0.85 47 Classification #40 0.42 36 ASTM N/A #50 0.30 30 #60 0.25 28 AASHTO Stone Fragments, Gravel and Sand #100 0.15 21 #200 0.075 12 (A-1-b �0�� #270 0.053 9 Sample/Test Description Hydrometer Particle Size(mm) Percent Finer Spec.Percent Complies Sand/Gravel Particle Shape : ROUNDED --- 0.0350 8 --- 0.0211 5 Sand/Gravel Hardness : HARD --- 0.0135 3 Dispersion Device Apparatus A - Mech Mixer --- 0.0095 2 --- 0.0095 1 Dispersion Period 1 minute --- 0.0048 1 Est. Specific Gravity : 2.65 --- 0.0034 1 Separation of Sample: #270 Sieve --- 0.0014 1 printed. 1/23/2020 2:41:59 PM Client: Langan Engineering Project: 1600 OSGOOD Gi es 111111111t��11 11 11 11 11 11 ng Location: Northandover, MA Project No: GTX-311147 Boring ID: LB-106 Sample Type: jar Tested By: ckg E X 1�1 R E S S Sample ID: --- Test Date: 01/23/20 Checked By: emm Depth : 3-5 ft Test Id: 537322 Test Comment: Only minus No. 10 sieve for USDA classification Visual Description: Moist, brown silty sand with gravel Sample Comment: --- Particle Size Analysis - ASTM D422 O O O O O O� O OO O O N 90 80 70 i.L 50 a� 40 u 30 20 10 0 p �iu �u�puu��u �uu 1000 100 10 1 0.1 0.01 0.001 Grain Size(mm) %Cobble %Gravel %Sand %Silt&Clay Size 0.0 79.1 20.9 Sieve Name Sieve Size,mm Percent Finer Spec.Percent Complies Coefficients D85=1.0302 mm D30=0.1165 mm #10 2.00 100 D60=0.4052 mm D15=0.0441 mm #20 0.85 81 #40 0.42 61 D50=0.2727 mm D10=0.0238 mm #50 0.30 52 Cu =17.025 Cc =1.407 #60 0.25 48 #100 0.15 35 Classification #200 0.075 21 ASTM N/A #270 0.053 16 Hydrometer Particle Size(mm) Percent Finer Spec.Percent Complies AASHTO Silty Gravel and Sand (A-2-4 (0)) --- 0.0350 13 --- 0.0211 9 --- 0.0135 4 Sample/Test Description --- 0.0095 3 Sand/Gravel Particle Shape : ROUNDED --- 0.0068 1 --- 0.0048 1 Sand/Gravel Hardness : HARD --- 0.0034 1 Dispersion Device Apparatus A - Mech Mixer --- 0.0014 1 Dispersion Period 1 minute Est. Specific Gravity : 2.65 Separation of Sample: #270 Sieve printed. 1/23/2020 2:42:55 PM Client: Langan Engineering Project: 1600 OSGOOD Gi es 111111111t��11 11 11 11 11 11 ng Location: Northandover, MA Project No: GTX-311147 Boring ID: LB-122 Sample Type: jar Tested By: ckg E X 1�1 R E S S Sample ID: --- Test Date: 01/23/20 Checked By: emm Depth : 1-3 ft Test Id: 537335 Test Comment: --- Visual Description: Moist, olive gray silt with sand Sample Comment: --- USDA Textural Classification Boring ID Sample ID Depth Sand, % Silt, % Clay, % Classification LB-122 --- 1-3 ft 35 62 3 Silt Loam Classifications based only on material passing the #10 sieve Sand: material passing 2.0 mm and retained on 0.05 mm diameter Silt: material passing 0.05 mm and retained on 0.002 mm diameter Clay: material passing 0.002 mm diameter o 70 60 'CLAY, o y a SJY SANDY CLAY 40, M =' SJ I CLAD'LOAM 3 „C, . 201 I v Q -",r MvbY LOAM LOAM VOA SILT' r m Sr b 100 `0 OY6 SA,N D printed. 1/23/2020 2:46:54 PM Client: Langan Engineering Project: 1600 OSGOOD Gi es 111111111t��11 11 11 11 11 11 ng Location: Northandover, MA Project No: GTX-311147 Boring ID: LB-122 Sample Type: jar Tested By: ckg E X 1�1 R E S S Sample ID: --- Test Date: 01/23/20 Checked By: emm Depth : 1-3 ft Test Id: 537323 Test Comment: --- Visual Description: Moist, olive gray silt with sand Sample Comment: --- Particle Size Analysis - ASTM D422 Ln .q Ln O O O N U)M O O OIt Mo O O N 100- o o $k $k $k $k $k$k $k $k $k 90-- 80-- 70-- 60-- LL 50 U � uu uu uu uu uu uu uu uu uu uu uu uu 40 30 20 10 1000 100 10 1 0.1 0.01 0.001 Grain Size(mm) %Cobble %Gravel %Sand %Silt&Clay Size 4.7 22.2 73.1 Sieve Name Sieve Size,mm Percent Finer Spec.Percent Complies Coefficients D85=0.1620 mm D30=0.0203 mm 0.75 in 19.00 100 0.5 in 12.50 95 D60=0.0484 mm D15=0.0105 mm 0.375 in 9.50 95 D50=0.0365 mm D10=0.0077 mm #4 4.75 95 Cu =6.286 Cc =1.106 #10 2.00 95 #20 0.85 94 Classification #40 0.42 91 ASTM N/A #50 0.30 90 #60 0.25 89 AASHTO Silty Soils (A-4 (0)) #100 0.15 84 #200 0.075 73 #270 0.053 63 Sample/Test Description Hydrometer Particle Size(mm) Percent Finer Spec.Percent Complies Sand/Gravel Particle Shape --- --- 0.0290 42 --- 0.0194 29 Sand/Gravel Hardness : --- --- 0.0123 19 Dispersion Device : Apparatus A - Mech Mixer --- 0.0091 11 --- 0.0091 9 Dispersion Period 1 minute --- 0.0047 6 Est. Specific Gravity : 2.65 --- 0.0034 4 Separation of Sample: #270 Sieve --- 0.0014 2 printed. 1/23/2020 2:45:19 PM Client: Langan Engineering Project: 1600 OSGOOD Gi es 111111111t��11 11 11 11 11 11 ng Location: Northandover, MA Project No: GTX-311147 Boring ID: LB-122 Sample Type: jar Tested By: ckg E X 1�1 R E S IS Sample ID: --- Test Date: 01/23/20 Checked By: emm Depth : 1-3 ft Test Id: 537323 Test Comment: Only minus No. 10 sieve for USDA classification Visual Description: Moist, olive gray silt with sand Sample Comment: --- Particle Size Analysis - ASTM D422 Ln .q Ln O O O N U)M O O OIt Mo O O N 100 6 6 0 $k $k $k $k $k$k $k $k $k 90-- 80-- 70-- 60-- LL 50 111 1111 1111 1111 1111 1111 1111 1111 1111 1111 1111 1111 U � uu uu uu uu uu uu uu uu uu uu uu uu 40 30 20 10 1000 100 10 1 0.1 0.01 0.001 Grain Size(mm) %Cobble %Gravel %Sand %Silt&Clay Size 0.0 22.7 77.3 Sieve Name Sieve Size,mm Percent Finer Spec.Percent Complies Coefficients D85=0.1182 mm D30=0.0194 mm D60=0.0443 mm D15=0.0102 mm D50=0.0340 mm D10=0.0073 mm Cu =6.068 Cc =1.164 #10 2.00 100 #20 0.85 99 Classification #40 0.42 97 ASTM N/A #50 0.30 95 #60 0.25 94 AASHTO Silty Soils (A-4 (0)) #100 0.15 89 #200 0.075 77 #270 0.053 67 Sample/Test Description Hydrometer Particle Size(mm) Percent Finer Spec.Percent Complies Sand/Gravel Particle Shape --- --- 0.0290 44 --- 0.0194 30 Sand/Gravel Hardness : --- --- 0.0123 20 Dispersion Device : Apparatus A - Mech Mixer --- 0.0091 12 --- 0.0091 9 Dispersion Period 1 minute --- 0.0047 6 Est. Specific Gravity : 2.65 --- 0.0034 4 Separation of Sample: #270 Sieve --- 0.0014 2 printed. 1/23/2020 2:46:11 PM Client: Langan Engineering Project: 1600 OSGOOD Gi es 111111111t��11 11 11 11 11 11 ng Location: Northandover, MA Project No: GTX-311147 Boring ID: LB-123 Sample Type: jar Tested By: ckg E X 1�1 R E S S Sample ID: --- Test Date: 01/23/20 Checked By: emm Depth : 1-3 ft Test Id: 537336 Test Comment: --- Visual Description: Moist, pale brown silty sand Sample Comment: --- USDA Textural Classification Boring ID Sample ID Depth Sand, % Silt, % Clay, % Classification LB-123 --- 1-3 ft 82 18 0 Loamy Sand Classifications based only on material passing the #10 sieve Sand: material passing 2.0 mm and retained on 0.05 mm diameter Silt: material passing 0.05 mm and retained on 0.002 mm diameter Clay: material passing 0.002 mm diameter o 70 60 'CLAY, o y a SJY SANDY CLAY 40, M =' �Y CLAD' � 3 „C, . 201 I v Q -",r MvbY LOAM LOAM VOA SILT' r m Sr b 100 `0 OY6 SA,N D printed. 1/23/2020 2:50:19 PM Client: Langan Engineering Project: 1600 OSGOOD Gi es 111111111t��11 11 11 11 11 11 ng Location: Northandover, MA Project No: GTX-311147 Boring ID: LB-123 Sample Type: jar Tested By: ckg E X 1�1 R E S S Sample ID: --- Test Date: 01/21/20 Checked By: emm Depth : 1-3 ft Test Id: 537324 Test Comment: --- Visual Description: Moist, pale brown silty sand Sample Comment: --- Particle Size Analysis - ASTM D422 C Ln O O o ll1 M O O O� O� O O N 90 80 i..L -1-J a� 50 40 30 20 0 1000 100 10 1 0.1 0.01 0.001 Grain Size(mm) %Cobble %Gravel %Sand %Silt&Clay Size 6.2 72.0 21.8 Sieve Name Sieve Size,mm Percent Finer Spec.Percent Complies Coefficients D85=0.6076 mm D30=0.1036 mm 0.5 in 12.50 100 D60=0.2440 mm D15=0.0425 mm 0.375 in 9.50 95 #4 4.75 94 D50=0.1927 mm D10=0.0287 mm #10 2.00 93 Cu =8.502 Cc =1.533 #20 0.85 90 #40 0.42 79 Classification #50 0.30 67 ASTM N/A #60 0.25 61 #100 0.15 39 # 00 05 22 AASHTO Silty Gravel and Sand (A-2-4 (0)) #270 0.053 18 Hydrometer Particle Size(mm) Percent Finer Spec.Percent Complies Sample/Test Description --- 0.0303 11 Sand/Gravel Particle Shape : ROUNDED --- 0.0210 6 --- 0.0134 3 Sand/Gravel Hardness : HARD --- 0.0095 2 Dispersion Device Apparatus A - Mech Mixer --- 0.0069 0 --- 0.0048 0 Dispersion Period 1 minute --- 0.0034 0 Est. Specific Gravity : 2.65 --- 0.0014 0 Separation of Sample: #270 Sieve printed. 1/23/2020 2:48:30 PM Client: Langan Engineering Project: 1600 OSGOOD Gi es 111111111t��11 11 11 11 11 11 ng Location: Northandover, MA Project No: GTX-311147 Boring ID: LB-123 Sample Type: jar Tested By: ckg E X 1�1 R E S S Sample ID: --- Test Date: 01/21/20 Checked By: emm Depth : 1-3 ft Test Id: 537324 Test Comment: Only minus No. 10 sieve for USDA classification Visual Description: Moist, pale brown silty sand Sample Comment: --- Particle Size Analysis - ASTM D422 Ln 0 00 U)M O O Oto O O N t 100 ui6 iu0 $k $k $k $k *k $k 90 80 i..L -1-J a� 50 40 30 20 0 1000 100 10 1 0.1 0.01 0.001 Grain Size(mm) %Cobble %Gravel %Sand %Silt&Clay Size 0.0 76.4 23.6 Sieve Name Sieve Size,mm Percent Finer Spec.Percent Complies Coefficients D85=0.4174 mm D30=0.0948 mm D60=0.2195 mm D15=0.0383 mm D50=0.1764 mm D10=0.0264 mm #10 2.00 100 Cu =8.314 Cc =1.551 #20 0.85 98 #40 0.42 86 Classification #50 0.30 73 ASTM N/A #60 0.25 66 #100 0.15 43 # 00 05 24 AASHTO Silty Gravel and Sand (A-2-4 (0)) #270 0.053 19 Hydrometer Particle Size(mm) Percent Finer Spec.Percent Complies Sample/Test Description --- 0.0303 12 Sand/Gravel Particle Shape : ROUNDED --- 0.0210 7 --- 0.0134 3 Sand/Gravel Hardness : HARD --- 0.0095 2 Dispersion Device Apparatus A - Mech Mixer --- 0.0069 0 --- 0.0048 0 Dispersion Period 1 minute --- 0.0034 0 Est. Specific Gravity : 2.65 --- 0.0014 0 Separation of Sample: #270 Sieve printed. 1/23/2020 2:49:31 PM Client: Langan Engineering Project: 1600 OSGOOD Gi es 111111111t��11 11 11 11 11 11 ng Location: Northandover, MA Project No: GTX-311147 Boring ID: LB-124 Sample Type: jar Tested By: ckg E X 1�1 R E S S Sample ID: --- Test Date: 01/23/20 Checked By: emm Depth : 1-3 ft Test Id: 537337 Test Comment: --- Visual Description: Moist, pale brown silty sand Sample Comment: --- USDA Textural Classification Boring ID Sample ID Depth Sand, % Silt, % Clay, % Classification LB-124 --- 1-3 ft 90 10 0 Sand Classifications based only on material passing the #10 sieve Sand: material passing 2.0 mm and retained on 0.05 mm diameter Silt: material passing 0.05 mm and retained on 0.002 mm diameter Clay: material passing 0.002 mm diameter o 70 W 60 w' o y a SJY SANDY CLAY 40, M =' �Y CLAD' � 3 „C, . S ARUY CLAY MM 201 I v Q -",r MvbY LOAM LOAM VOA SILT' r m Sr b 100 `0 OY6 SA,N D printed. 1/23/2020 2:53:02 PM Client: Langan Engineering Project: 1600 OSGOOD Gi es 111111111t��11 11 11 11 11 11 ng Location: Northandover, MA Project No: GTX-311147 Boring ID: LB-124 Sample Type: jar Tested By: ckg E X 1�1 R E S S Sample ID: --- Test Date: 01/21/20 Checked By: emm Depth : 1-3 ft Test Id: 537325 Test Comment: --- Visual Description: Moist, pale brown silty sand Sample Comment: --- Particle Size Analysis - ASTM D422 O O O O O O� OOO O O N 100- 90 80 70-- 60-- i.L (1) 50 m a� 40 30 20 10 0- �u�puu1 1uu 1000 100 10 1 0.1 0.01 0.001 Grain Size(mm) %Cobble %Gravel %Sand %Silt&Clay Size 0.0 87.1 12.9 Sieve Name Sieve Size,mm Percent Finer Spec.Percent Complies Coefficients D85=0.7002 mm D30=0.1751 mm #4 4.75 100 D60=0.3906 mm D15=0.0837 mm #10 2.00 99 #20 0.85 93 D50=0.3332 mm D10=0.0520 mm #40 0.42 65 Cu =7.512 Cc =1.510 #50 0.30 43 #60 0.25 38 Classification #100 0.15 26 ASTM N/A #200 0.075 13 #270 0.053 10 AASHTO Silty Gravel and Sand (A-2-4 (0)) Hydrometer Particle Size(mm) Percent Finer Spec.Percent Complies --- 0.0346 7 --- 0.0194 5 Sample/Test Description --- 0.0136 2 Sand/Gravel Particle Shape --- --- 0.0096 1 --- 0.0068 0 Sand/Gravel Hardness : --- --- 0.0048 0 Dispersion Device : Apparatus A - Mech Mixer --- 0.0034 0 Dispersion Period 1 minute --- 0.0014 0 Est. Specific Gravity : 2.65 Separation of Sample: #270 Sieve printed. 1/23/2020 2:51:24 PM Client: Langan Engineering Project: 1600 OSGOOD Gi es 111111111t��11 11 11 11 11 11 ng Location: Northandover, MA Project No: GTX-311147 Boring ID: LB-124 Sample Type: jar Tested By: ckg E X 1�1 R E S S Sample ID: --- Test Date: 01/21/20 Checked By: emm Depth : 1-3 ft Test Id: 537325 Test Comment: Only minus No. 10 sieve for USDA classification Visual Description: Moist, pale brown silty sand Sample Comment: --- Particle Size Analysis - ASTM D422 O O O O O O� OOO O O N 100- 90 80 70-- 60-- i.L (1) 50 u m a� 40 30 20 10 0 1000 100 10 1 0.1 0.01 0.001 Grain Size(mm) %Cobble %Gravel %Sand %Silt&Clay Size 0.0 87.0 13.0 Sieve Name Sieve Size,mm Percent Finer Spec.Percent Complies Coefficients D85=0.6816 mm D30=0.1722 mm #10 2.00 100 D60=0.3860 mm D15=0.0829 mm #20 0.85 94 D50=0.3299 mm D10=0.0511 mm #40 0.42 66 Cu =7.554 Cc =1.503 #50 0.30 44 #60 0.25 39 Classification #100 0.15 27 ASTM N/A #200 0.075 13 #270 0.053 10 AASHTO Silty Gravel and Sand (A-2-4 (0)) Hydrometer Particle Size(mm) Percent Finer Spec.Percent Complies --- 0.0346 7 --- 0.0194 5 Sample/Test Description --- 0.0136 2 Sand/Gravel Particle Shape --- --- 0.0096 1 --- 0.0068 0 Sand/Gravel Hardness : --- --- 0.0048 0 Dispersion Device : Apparatus A - Mech Mixer --- 0.0034 0 Dispersion Period 1 minute --- 0.0014 0 Est. Specific Gravity : 2.65 Separation of Sample: #270 Sieve printed. 1/23/2020 2:52:23 PM Client: Langan Engineering Project: 1600 OSGOOD Gi es 111111111t��11 11 11 11 11 11 ng Location: Northandover, MA Project No: GTX-311147 Boring ID: LB-125 Sample Type: jar Tested By: ckg E X 1�1 R E S S Sample ID: --- Test Date: 01/23/20 Checked By: emm Depth : 5-7 ft Test Id: 537338 Test Comment: --- Visual Description: Moist, yellowish brown silty sand Sample Comment: --- USDA Textural Classification Boring ID Sample ID Depth Sand, % Silt, % Clay, % Classification LB-125 --- 5-7 ft 85 15 0 Loamy Sand Classifications based only on material passing the #10 sieve Sand: material passing 2.0 mm and retained on 0.05 mm diameter Silt: material passing 0.05 mm and retained on 0.002 mm diameter Clay: material passing 0.002 mm diameter o 70 60 'CLAY, o y a SJY SANDY CLAY 40, M =' �Y CLAD' � 3 „C, . 201 I v Q -",r MvbY LOAM LOAM VOA SILT' r m Sr b 100 `0 OY6 SA,N D printed. 1/23/2020 3:16:58 PM Client: Langan Engineering Project: 1600 OSGOOD Gi es 111111111t��11 11 11 11 11 11 ng Location: Northandover, MA Project No: GTX-311147 Boring ID: LB-125 Sample Type: jar Tested By: ckg E X 1�1 R E S S Sample ID: --- Test Date: 01/21/20 Checked By: emm Depth : 5-7 ft Test Id: 537326 Test Comment: --- Visual Description: Moist, yellowish brown silty sand Sample Comment: --- Particle Size Analysis - ASTM D422 O O O O O O� OOO O O N 100- 90 80 70-- 60-- i.L (1) 50 u a� 40 m 30 20 10 0 1000 100 10 1 0.1 0.01 0.001 Grain Size(mm) %Cobble %Gravel %Sand %Silt&Clay Size 0.0 79.4 20.6 Sieve Name Sieve Size,mm Percent Finer Spec.Percent Complies Coefficients D85=0.4795 mm D30=0.1112 mm #4 4.75 100 D60=0.2662 mm D15=0.0501 mm #10 2.00 99 #20 0.85 96 D50=0.2080 mm D10=0.0272 mm #40 0.42 83 Cu =9.787 Cc =1.708 #50 0.30 65 #60 0.25 57 Classification #100 0.15 37 ASTM N/A #200 0.075 21 #270 0.053 15 AASHTO Silty Gravel and Sand (A-2-4 (0)) Hydrometer Particle Size(mm) Percent Finer Spec.Percent Complies --- 0.0320 12 --- 0.0231 8 Sample/Test Description --- 0.0126 4 Sand/Gravel Particle Shape : --- --- 0.0097 2 --- 0.0068 0 Sand/Gravel Hardness : --- --- 0.0048 0 Dispersion Device : Apparatus A - Mech Mixer --- 0.0034 0 Dispersion Period 1 minute --- 0.0014 0 Est. Specific Gravity : 2.65 Separation of Sample: #270 Sieve printed. 1/23/2020 3:15:40 PM Client: Langan Engineering Project: 1600 OSGOOD Gi es 111111111t��11 11 11 11 11 11 ng Location: Northandover, MA Project No: GTX-311147 Boring ID: LB-125 Sample Type: jar Tested By: ckg E X 1�1 R E S S Sample ID: --- Test Date: 01/21/20 Checked By: emm Depth : 5-7 ft Test Id: 537326 Test Comment: Only minus No. 10 sieve for USDA classification Visual Description: Moist, yellowish brown silty sand Sample Comment: --- Particle Size Analysis - ASTM D422 O O O O O O� OOO O O N 100- 90 80 70-- 60-- i.L (1) 50 m a� 40 m 30 20 10 0 1000 100 10 1 0.1 0.01 0.001 Grain Size(mm) %Cobble %Gravel %Sand %Silt&Clay Size 0.0 79.3 20.7 Sieve Name Sieve Size,mm Percent Finer Spec.Percent Complies Coefficients D85=0.4618 mm D30=0.1100 mm #10 2.00 100 D60=0.2632 mm D15=0.0494 mm #20 0.85 97 D50=0.2057 mm D10=0.0272 mm #40 0.42 83 Cu =9.676 Cc =1.690 #50 0.30 66 #60 0.25 58 Classification #100 0.15 37 ASTM N/A #200 0.075 21 #270 0.053 16 AASHTO Silty Gravel and Sand (A-2-4 (0)) Hydrometer Particle Size(mm) Percent Finer Spec.Percent Complies --- 0.0320 12 --- 0.0231 8 Sample/Test Description --- 0.0126 4 Sand/Gravel Particle Shape : --- --- 0.0097 2 --- 0.0068 0 Sand/Gravel Hardness : --- --- 0.0048 0 Dispersion Device : Apparatus A - Mech Mixer --- 0.0034 0 Dispersion Period 1 minute --- 0.0014 0 Est. Specific Gravity : 2.65 Separation of Sample: #270 Sieve printed. 1/23/2020 3:16:18 PM Client: Langan Engineering Project: 1600 OSGOOD Gi es 111111111t��11 11 11 11 11 11 ng Location: Northandover, MA Project No: GTX-311147 Boring ID: LB-126 Sample Type: jar Tested By: ckg E X 1�1 R E S S Sample ID: --- Test Date: 01/23/20 Checked By: emm Depth : 3-5 ft Test Id: 537339 Test Comment: --- Visual Description: Moist, light gray silt with sand Sample Comment: --- USDA Textural Classification Boring ID Sample ID Depth Sand, % Silt, % Clay, % Classification LB-126 --- 3-5 ft 31 66 3 Silt Loam Classifications based only on material passing the #10 sieve Sand: material passing 2.0 mm and retained on 0.05 mm diameter Silt: material passing 0.05 mm and retained on 0.002 mm diameter Clay: material passing 0.002 mm diameter o 70 60 'CLAY, o y a SANDY CLAY 40, M =' SJ TY CLAD'LOAM 3 „C, . 201 I v Q SA, r VOA SILT' r m b 100 `0 OY6 SA,N D printed. 1/23/2020 3:18:18 PM Client: Langan Engineering Project: 1600 OSGOOD Gi es 111111111t��11 11 11 11 11 11 ng Location: Northandover, MA Project No: GTX-311147 Boring ID: LB-126 Sample Type: jar Tested By: ckg E X 1�1 R E S S Sample ID: --- Test Date: 01/23/20 Checked By: emm Depth : 3-5 ft Test Id: 537327 Test Comment: --- Visual Description: Moist, light gray silt with sand Sample Comment: --- Particle Size Analysis - ASTM D422 O O O O O O't OO O O N O 100 90 80 70 i.L (1) 50 m a� 40 m 30 20 10 0 1000 100 10 1 0.1 0.01 0.001 Grain Size(mm) %Cobble %Gravel %Sand %Silt&Clay Size 0.0 24.8 75.2 Sieve Name Sieve Size,mm Percent Finer Spec.Percent Complies Coefficients D85=0.1271 mm D30=0.0156 mm #4 4.75 100 D60=0.0368 mm D15=0.0090 mm #10 2.00 100 #20 0.85 100 D50=0.0267 mm D10=0.0068 mm #40 0.42 99 Cu =5.412 Cc =0.973 #50 0.30 97 #60 0.25 96 Classification #100 0.15 88 ASTM N/A #200 0.075 75 #270 0.053 70 AASHTO Silty Soils (A-4 (0)) Hydrometer Particle Size(mm) Percent Finer Spec.Percent Complies --- 0.0287 53 --- 0.0207 40 Sample/Test Description --- 0.0119 21 Sand/Gravel Particle Shape : --- --- 0.0091 15 --- 0.0066 9 Sand/Gravel Hardness --- --- 0.0047 6 Dispersion Device : Apparatus A - Mech Mixer --- 0.0034 4 Dispersion Period 1 minute --- 0.0014 2 Est. Specific Gravity : 2.65 Separation of Sample: #270 Sieve printed. 1/23/2020 3:17:25 PM Client: Langan Engineering Project: 1600 OSGOOD Gi es 111111111t��11 11 11 11 11 11 ng Location: Northandover, MA Project No: GTX-311147 Boring ID: LB-127 Sample Type: jar Tested By: ckg E X 1�1 R E S S Sample ID: --- Test Date: 01/23/20 Checked By: emm Depth : 5-7 ft Test Id: 537340 Test Comment: --- Visual Description: Moist, olive gray silty sand with gravel Sample Comment: --- USDA Textural Classification Boring ID Sample ID Depth Sand, % Silt, % Clay, % Classification LB-127 --- 5-7 ft 64 30 6 Sandy Loam Classifications based only on material passing the #10 sieve Sand: material passing 2.0 mm and retained on 0.05 mm diameter Silt: material passing 0.05 mm and retained on 0.002 mm diameter Clay: material passing 0.002 mm diameter o 70 60 'CLAY, o y a SJY SANDY CLAY 40, M =' �Y CLAD'LOAM 3 „C, . 201 I v Q -",r MvbY LOAM LOAM VOA SILT' r m Sr b 100 `0 OY6 SA,N D printed. 1/23/2020 3:21:05 PM Client: Langan Engineering Project: 1600 OSGOOD Gi es 111111111t��11 11 11 11 11 11 ng Location: Northandover, MA Project No: GTX-311147 Boring ID: LB-127 Sample Type: jar Tested By: ckg E X 1�1 R E S S Sample ID: --- Test Date: 01/15/20 Checked By: emm Depth : 5-7 ft Test Id: 537328 Test Comment: --- Visual Description: Moist, olive gray silty sand with gravel Sample Comment: --- Particle Size Analysis - ASTM D422 CLn O O O U) -NN In m O O O� Oo O O N O O O 100 1111 1111 1111 90 80 uu uu ui� uu uu uu, ui uu uu 70 60 i.i e 50-- U 40 uu uu uu uu uu uu ui uu uu uu. uu uii 30 uu' uu uu uu` uu uu ui uu uu uu' ui uu ui 20 10 0 1000 100 10 1 0.1 0.01 0.001 Grain Size(mm) %Cobble %Gravel %Sand %Silt&Clay Size 32.4 40.4 27.2 Sieve Name Sieve Size,mm Percent Finer Spec.Percent Complies Coefficients D85=15.1941 mm D30=0.0887 mm 1 in 25.00 100 D60=1.3403 mm D15=0.0251 mm 0.75 in 19.00 89 0.5 in 12.50 82 D50=0.3625 mm D10=0.0123 mm 0.375 in 9.50 80 Cu =108.967 Cc =0.477 #4 4.75 68 #10 2.00 63 Classification #20 0.85 57 ASTM N/A #40 0.42 52 0#50 0.3 48 # 0 0. 46 AASHTO Silty Gravel and Sand (A-2-4 (0)) #100 0.15 39 #200 0.075 27 Sample/Test Description #270 0.053 23 Sand/Gravel Particle Shape : ANGULAR Hydrometer Particle Size(mm) Percent Finer Spec.Percent Complies --- 0.0326 17 Sand/Gravel Hardness : HARD --- 0.0211 13 Dispersion Device : Apparatus A - Mech Mixer --- 0.0129 10 --- 0.0129 8 Dispersion Period 1 minute --- 0.0065 7 Est. Specific Gravity : 2.65 --- 0.0046 5 Separation of Sample: #270 Sieve --- 0.0034 4 --- 0.0014 3 printed. 1/23/2020 3:19:24 PM Client: Langan Engineering Project: 1600 OSGOOD Gi es 111111111t��11 11 11 11 11 11 ng Location: Northandover, MA Project No: GTX-311147 Boring ID: LB-127 Sample Type: jar Tested By: ckg E X 1�1 R E S S Sample ID: --- Test Date: 01/15/20 Checked By: emm Depth : 5-7 ft Test Id: 537328 Test Comment: Only minus No. 10 sieve for USDA classification Visual Description: Moist, olive gray silty sand with gravel Sample Comment: --- Particle Size Analysis - ASTM D422 O O O O O O� O OO O O N 90 80 70 i.L (1) 50 m a� 40 u 30 20 10 0 p �iu �u�puu��u �uu 1000 100 10 1 0.1 0.01 0.001 Grain Size(mm) %Cobble %Gravel %Sand %Silt&Clay Size 0.0 56.5 43.5 Sieve Name Sieve Size,mm Percent Finer Spec.Percent Complies Coefficients D85=0.5198 mm D30=0.0355 mm #10 2.00 100 D60=0.1395 mm D15=0.0107 mm #20 0.85 91 #40 0.42 82 D50=0.0958 mm D10=0.0054 mm #50 0.30 77 Cu =25.833 Cc =1.673 #60 0.25 74 #100 0.15 62 Classification #200 0.075 44 ASTM N/A #270 0.053 36 Hydrometer Particle Size(mm) Percent Finer Spec.Percent Complies AASHTO Silty Soils (A-4 (0)) --- 0.0326 29 --- 0.0211 22 --- 0.0129 17 Sample/Test Description --- 0.0092 13 Sand/Gravel Particle Shape : ANGULAR --- 0.0065 12 --- 0.0046 8 Sand/Gravel Hardness : HARD --- 0.0034 7 Dispersion Device Apparatus A - Mech Mixer --- 0.0014 5 Dispersion Period 1 minute Est. Specific Gravity : 2.65 Separation of Sample: #270 Sieve printed. 1/23/2020 3:20:16 PM Client: Langan Engineering Project: 1600 OSGOOD Gi es 111111111t��11 11 11 11 11 11 ng Location: Northandover, MA Project No: GTX-311147 Boring ID: LB-128 Sample Type: jar Tested By: ckg E X 1�1 R E S S Sample ID: --- Test Date: 01/23/20 Checked By: emm Depth : 8-10 ft Test Id: 537341 Test Comment: --- Visual Description: Moist, dark gray silty sand Sample Comment: --- USDA Textural Classification Boring ID Sample ID Depth Sand, % Silt, % Clay, % Classification LB-128 --- 8-10 ft 63 29 8 Sandy Loam Classifications based only on material passing the #10 sieve Sand: material passing 2.0 mm and retained on 0.05 mm diameter Silt: material passing 0.05 mm and retained on 0.002 mm diameter Clay: material passing 0.002 mm diameter o 70 60 'CLAY, o y a SJY SANDY CLAY 40, M =' �Y CLAD' � 3 „C, . 201 I v Q -",r MvbY LOAM LOAM VOA SILT' r m Sr b 100 `0 OY6 SA,N D printed. 1/23/2020 3:24:24 PM Client: Langan Engineering Project: 1600 OSGOOD Gi es 111111111t��11 11 11 11 11 11 ng Location: Northandover, MA Project No: GTX-311147 Boring ID: LB-128 Sample Type: jar Tested By: ckg E X 1�1 R E S S Sample ID: --- Test Date: 01/23/20 Checked By: emm Depth : 8-10 ft Test Id: 537329 Test Comment: --- Visual Description: Moist, dark gray silty sand Sample Comment: --- Particle Size Analysis - ASTM D422 C Ln O O o ll1 M O O O� O� O O N 90 80 70 ����� i..L -1-J a� 50 40 30 20 0 1000 100 10 1 0.1 0.01 0.001 Grain Size(mm) %Cobble %Gravel %Sand %Silt&Clay Size 8.4 52.8 38.8 Sieve Name Sieve Size,mm Percent Finer Spec.Percent Complies Coefficients D85=1.5809 mm D30=0.0427 mm 0.5 in 12.50 100 D60=0.2044 mm D15=0.0113 mm 0.375 in 9.50 97 #4 4.75 92 D50=0.1262 mm D10=0.0055 mm #10 2.00 87 Cu =37.164 Cc =1.622 #20 0.85 80 #40 0.42 72 Classification #50 0.30 67 ASTM N/A #60 0.25 64 #100 0.15 54 # 00 05 39 AASHTO Silty Soils (A-4 (0)) #270 0.053 33 Hydrometer Particle Size(mm) Percent Finer Spec.Percent Complies Sample/Test Description --- 0.0260 23 Sand/Gravel Particle Shape : ANGULAR --- 0.0191 19 --- 0.0123 16 Sand/Gravel Hardness : HARD --- 0.0093 13 Dispersion Device Apparatus A - Mech Mixer --- 0.0064 11 --- 0.0046 9 Dispersion Period 1 minute --- 0.0033 8 Est. Specific Gravity : 2.65 --- 0.0014 6 Separation of Sample: #270 Sieve printed. 1/23/2020 3:22:48 PM Client: Langan Engineering Project: 1600 OSGOOD Gi es 111111111t��11 11 11 11 11 11 ng Location: Northandover, MA Project No: GTX-311147 Boring ID: LB-128 Sample Type: jar Tested By: ckg E X 1�1 R E S S Sample ID: --- Test Date: 01/23/20 Checked By: emm Depth : 8-10 ft Test Id: 537329 Test Comment: Only minus No. 10 sieve for USDA classification Visual Description: Moist, dark gray silty sand Sample Comment: --- Particle Size Analysis - ASTM D422 Ln 0 00 U)M O O Oto O O N t 100 ui6 iu0 $k $k $k $k *k $k 90 80 L i..L -1-J a� 50 40 30 20 0 1000 100 10 1 0.1 0.01 0.001 Grain Size(mm) %Cobble %Gravel %Sand %Silt&Clay Size 0.0 55.3 44.7 Sieve Name Sieve Size,mm Percent Finer Spec.Percent Complies Coefficients D85=0.4751 mm D30=0.0321 mm D60=0.1387 mm D15=0.0094 mm D50=0.0928 mm D10=0.0043 mm #10 2.00 100 Cu =32.256 Cc =1.728 #20 0.85 93 #40 0.42 84 Classification #50 0.30 77 ASTM N/A #60 0.25 74 #100 0.15 62 # 00 05 45 AASHTO Silty Soils (A-4 (0)) #270 0.053 38 Hydrometer Particle Size(mm) Percent Finer Spec.Percent Complies Sample/Test Description --- 0.0260 27 Sand/Gravel Particle Shape : ANGULAR --- 0.0191 22 --- 0.0123 18 Sand/Gravel Hardness : HARD --- 0.0093 15 Dispersion Device Apparatus A - Mech Mixer --- 0.0064 13 --- 0.0046 10 Dispersion Period 1 minute --- 0.0033 9 Est. Specific Gravity : 2.65 --- 0.0014 7 Separation of Sample: #270 Sieve printed. 1/23/2020 3:23:41 PM APPENDIX G GROUNDWATER ELEVATION DATA LAIVEiAIV Table G.1 Groundwater Elevations 1600 Osgood Street North Andover,Massachusetts Langan Project No.:140182701 02 )1 LB-103 OW LB-10 (OW LB T06 OW L122 O ? LB-1 3 OWY L8-124 O LB-125 0WJ LB-126 V1 LB-12 (?1 LB-128 OMntorin Well Location LB-1J1( 1 LB-1 Ground Surface Elevation(feet) 46.5 45:6 44. 40 0 40.0 34.0, 40.0 42:5 4:5 52.0 661.0 57.0 Ground Surface Ground Surface Ground Surface Ground Surface Grourj Surface Ground Surface Ground Surface, Ground Surface Ground Surface Ground Surface Ground Surface Ground Surface. Reference Point d e ou December 26,2019 Depth to Groundwater(feet) 7.0 8.5 NI NI NI NI NI NI NI NI NI NI Groundwater Elevation(feet) 39.5 37.0 NA NA NA NA NA NA NA NA NA NA December 31,2019 Depth to Groundwater(feet) NM NM NI NI NI 5.0 3.0 NI NI NI 14.5 NI Groundwater Elevation(feet) NA NA NA NA NA 29.0 37.0 NA NA NA 40.5 NA January 2-3,2020 Depth to Groundwater(feet) 7.3 9.8 9.0 NI NI NM NM 5.0 11.0 9.0 NM 27.0 Groundwater Elevation(feet) 39.2 35.7 35.0 NA NA NA NA 37.5 38.5 43.0 NA 30.0 January 6,2020 Depth to Groundwater(feet) NM NM NM 21.0 Dry NM NM NM NM NM NM NM Groundwater Elevation(feet) NA NA NA 19.0 >27 NA NA NA NA NA NA NA January 17,2020 Depth to Groundwater(feet) 6.8 8.4 10.0 21.1 Dry 3.0 2.8 4.9 10.8 8.9 14.6 26.7 Groundwater Elevation(feet) 39.7 37.1 34.0 18.9 >27 31.0 37.2 37.6 38.7 43.2 40.4 30.4 January 22,2020 Depth to Groundwater(feet) NM NM NM NM NM 3.3 2.9 5.0 10.8 8.7 14.6 26.5 Groundwater Elevation(feet) NA NA NA NA NA 30.7 37.1 37.5 38.8 43.3 40.5 30.5 January 30,2020 Depth to Groundwater(feet) 6.0 9.3 9.9 21.4 Dry 3.5 2.9 5.0 9.1 9.1 11.7 26.3 Groundwater Elevation(feet) 40.5 36.2 34.1 18.6 >27 30.5 37.1 37.5 40.5 42.9 43.3 30.7 Notes: 1."Depth to Groundwater"results are shown in feet below ground surface. "Groundwater Elevation"is given in feet and references the North American Vertical Datum of 1988(NAVD 88). 2.Ground surface elevations were estimated by Langan by interpolating between the ground surface contours shown on the existing conditions plan provided by Bock&Clark's National Surveyors Network. As such,the elevations should be considered approximate. 3.Abbreviations NI=Not Installed NA=Not Applicable NM=Not Measured 1 2 3 4 5 6 7 8 , u A '3 33 E t s i s o - A 1 0 n o _ r C NOTES t7 > SOIL BORING AND MONITORING WELL LOCATIONS ARE APPROXIMATE. ___ _ - _ _ _ PREPARED BY BOCK d CLARK S 1 2 TOPOGRAPHIC SURVEY PROVIDED TO LANGAN, --_- ,- -.--._..__--_ -- NATIONAL SURVEYORS NETWORK DATED 23 MAY 2002. ---- .. - ;_ `''S 2 U ` _ - 3. ALL BOUNDARY INFORMATION TAKEN FROM PLAN ENTITLED'ACTIVE DISPOSAL AND LL L,< £ m _ - 11 ' �` =�+ _ 2 '� L "'" ACTIVITY AND USE UMITATION AREA-DATED MARCH 2012,PREPARED BY WESTON 2 - < ',i 24 04< •-.2AA SOLUTIONS. - =W-<^ k��T µ ] = 4. MONITORING WELL LOCATIONS AND TOP OF PVC/CASING ELEVATIONS SURVEYED BY '=-' LANGAN BETWEEN 10 THROUGH 17 OCTOBER 2018,MEASURED IN ACCORDANCE WITH THE NORTH AMERICAN VERTICAL DATUM OF 1988(NAVDBB).DEPTH TO C _ 1 }t, � GROUNDWATER WAS GAUGED AND COMPARED TO THE SURVEYED ELEVATIONS,THESE ' 4 i --ate2 - GROUNDWATER ELEVATIONS ARE PRESENTED HERE- _ - _ 5. THIS PLAN SHOULD BE VIEWED AS A COLOR COPY AS THE BORING LOCATIONS, BOUNDARIES,AND CONTOURS ARE COLOR COORDINATED. WA 2L 30, { 33.55 ll� s I _ =4, LEGEND = © �® LANGAN SOIL BORING LOCATION t _ ws ` �' c F, LANGAN SOIL BORING AND MONITORING WELL LOCATION '7.20 a3 1' ,i - AND INFERRED GROUNDWATER ELEVATION (37.j� 1Kw�c I e .t zsozl EXISTING MONITORING WELL LOCATION SAMPLED BY LANGAN AND INFERRED GROUNDWATER ELEVATION (34.34) au + =`'-',�. - BOUNDARY ACTIVITY USE LIMITATION( )® � N AUL B _ --. EXISTING GROUNDWATER EXTRACTION WELL LOCATION � § _ -5 EXISTING SOIL VAPOR POINT LOCATION D -ate g a� op _ 45 a ;- - yo - r' �j3134j HISTORIC SOIL BORING LOCATION F !�?9�'', ♦ 19 59 MERRIMACK RIVER 4>`� ,. ; - I' s1 Os9 t1e -. ram ,© �\_� _ .. _ EXISTING GROUNDWATER WELL LOCATION ` �_ ' : I HISTORIC TEST PIT LOCATION - — '_; , �"-r (.` _ - - ;�-A v,-2 HISTORIC PRODUCTION WELL LOCATION :1 l INFERRED OVERBURDEN GROUNDWATER CONTOURS w za7) `- INFERRED BEDROCK GROUNDWATER F FLOW DIRECTION Excerpt from 12 December 20181 � 1 1 " SCALE IN FEET Supplemental Phase Environmental Site InvestigationLANGAN Project Drawing Title Project No. Drawing No. 140182701 report by Langan Langan Engineering and 1600 OSGOOD GROUNDWATER Date Environmental Services,Inc. STREET NOVEMBER2018 J 5 Long Wharf Drive NORTH ANDOVER I SOCO NTOU R MAP Drawn By JPH F Nee w Haven,CT 06511 Checked By T:203.562.5771 F:203.789.6142 www.langan.com NORTHANDOVER MASSACHUSETTS RJW Sheet 9 of 9 Filename:W-gan.cmn dk1MNH\dateT140182701Tmjact Data\_Discipline\EnvimnmentahReports\Phase 11 Work PlamSuppon\140182701-NI 401-0108-GW Contour Map.dug Data:11/19/2018 Tlme'.20:31 User:jhall Style Table:Laugai-h Layout.Bedrock Excerpt from12 December2018 Table "Supplemental Phase // Groundwater Elevations Environmental Site"Investigation 1600 Osgood Street report by Langan North Andove� Massachusetts Langan Project No.: l4Ol827Ol Depth to' PVCJ Casing Groundwater Depth to Bottom Well Name, , Groundwater Ele'vatioh, Elovat'ion' of Well,(re,et) '(Feet) (Estimated,) , (Estimated), LMwo7 12.45 16.70 46.00 33.57 Notes: 1. PVC and Casing elevations surveyed by Langan between 10 through 17 October 2018. Measured in accordance with the North American Vertical Datum of 1988 (NAVO88). Depth to groundwater was gauged and compared to the surveyed elevations. APPENDIX H PAVEMENT DESIGN SPREADSHEET LA/VfiA/V 6/19/2020 12:10 PM Project Information: Project Title: 1600 Osgood S�ti, c( Project No.: 14 1 Project Town: IIII°° iiii lllhAin6l)v&r Performed By: IIII Project State: IIIIMA Date: Client: Illh lullwood Design Information: o Design Life: 20 years o Reliability Factor(R): &.90 o Initial Servicibility (Po): 4 o Standard Deviation (Sd): 0 4.5 o Terminal Servicibility Index(TSI): 2 5 o Direction Distribution Factor(Do): 11,11,00 o Servicibility (Po-TSI): 1.7 o Lane Distribution Factor(DI): 11,11,00 o Soil Description: IIII","III o USCS Symbol: o California Bearing Ratio (CBR): 15 CBR Based on: I'llI : a o Resilent Modulus (MR): 15000 PSI *MR = CBR*11500 Summary of Results Standard Section Heavy Duty Section Design ESAL: 50,551 Design ESAL: 5,395,381 2.0 inch Bituminous Concrete Surface Course = 2.0 inch 2.0 inch 111111fmimmmmmm Bituminous Base Course 3.5 inch 6.0 inch Dense Graded Aggregate 12.0 inch Project Drawing Title Project No. Drawing No. AIVEiAiV 140182701 Date 555 Long Wharf Drove,New Haven,CT 06511 6/11/2020 P.01 T:203.562.5771 F:203.789.6142 www.langan.com NEWJERSEY NEWYORK CONNECTICUT PENNSYLVANIA OHIIO 1 600 Osgood Street Pavement Design WASHINGTON,bC FLORIDA TEXAS NORTH CDAKOTA CALIFORNIA Scale ABU DHABI ATHENS D OHA DUBAI ISTANBUL PANA A Summary Sheet ., ,j.I,, (lv�If,Iq1<,f�-',1 1 r lA Not to Scale hi),...� '1 f.d-,I. A I h I,,v I, P C. • lrir�q r r.cr V l v�. x r I, I, r, Drawn By Sheet 1 of 4 North Andover MA AC B Warehouse- Pavement Design Spreadsheet.xlsx 6/19/2020 12:10 PM Calculate Equivalent 18-kip Single Axle Loading (ESALs) Equivalent Single Axle Loads per Vehicle Load Equivalency o Typical Car. Factors: Calculated ESALs S Front Single Axle: 2 kips LEF = 0 0004. (1 axle)(0.0004)+(1 axle)(0.0004) = 0.0008 /car Rear Single Axle: 2 kips LEF = 4 o Typical Light Duty Van Calculated ESALs Front Single Axle: 6 kips LEF = 0 uyJl 5 (1 axle)(0.025)+(1 axle)(0.025) = 0.05 /truck S Truck Rear Axle: 6 kips LEF = o Typical Truck and Trailer: Calculated ESALs Front Single Axle 8 kips LEF = 0 04 I, (Front axle)(0.047)+(Rear axle)(0.96) Truck Rear Axle: 32 kips LEF = 0 96 +(Trailer Tandem)(0.96))&) = 1.97 /truck IIII Trailer Axle: 32 kips LEF = (S) =single axle, (T)=Tandem, (3) = Triple Axles Traffic Loading o Design Life: 20 years (From Sheet P.01) Standard Pavement Section Vehicle Types Current Traffic Growth Factors Design Traffic ESAL Factor Design ESAL 2(X. Illl iiii° iiii Cairs 4 000 24.30 35,474,160 0.0008 28,379 2% liii 24.30 443,427 0.05 227171 Standard Design ESAL: 50,551 Heavy Duty Pavement Section Vehicle Types Current Traffic Growth Factors Design Traffic ESAL Factor Design ESAL a iiii,s 4 24.30 35 5474 9160 0.0008 28,379 ....................rud�'(s 50 24.30 443,427 0.05 22,171 4% i .III iiii �lll4 250 29.78 2)717,250 1.967 513441830 Heavy Duty Design ESAL: 5,3957381 Project Drawing Title Project No. Drawing No. AIVEiA]V 140182701 Date 555 Long wharf Drove,New Haven,CT 06511 6/11/2020 P.02 T:203.562.5771 F:2C73.7$9.6142 www.langan.com NEW JERSEY NEW YORK CONNECTICUT PENNISYLVANIA OHIIO 1 600 Osgood Street ESAL Calculation Scale WASHINGTON,DC FLORIDA TEXAS NORTH DAKOTA CALIFORNIA ABU DHABI ATHENS DOHA DUBAI ISTANF3UL PANAMA �� DO Not to Scale raven By North Andover MA ACB Sheet 2 of 4 Warehouse-Pavement Design Spreadsheet.Asx Figure 2_ESALS 6/19/2020 12:10 PM Design Information (from P.01). �uwr wwwu�a�NNw�Nuarx NNromwrNNN�il—.ixa �..awwwwwNN�rewmNmw:w.+�cw gum uJ_.. frenun.:,w�w»�NN .� �wN�NNNrouwwmiwaw.im. -Win, o Reliability Factor(R): 0.90 o Standard Deviation (Sd); 0.45 o Resilent Modulus (MR): 15 �I - Nwwww.�w� o Servicibility(Po-TSI): 1.7 i NNE II Traffic Information (from P.02). �Nw e � f � � NN�Nre�roNN� ,;, rNo�Nr �i..NNu�w�NwoowwwuuNv m nwaNxolvoouN ww.��JNNt�aarm� ....rnrwJ�wNwww N�D�rusw�wwrtw�ww NwwamoNN www,N��w,w Ilnar�rN�,�� .0 ati �I �I 507551 ,mow ; (millions) 0.051 eww ';uil> .. wwvNmD iN Now �NNmn'r,N��w�NINwoN�' J��eN n�.: orv�ww,aa N�. rw,II,�,uaN.wmwNwwww� rcooJNNNN,N,NNN,NNNN,N+nI�nNm NN o��i oowo��nmNwwwwNN �� I�"` 0 III a y I1�11 III SA, Ns",�10 . .11,�,�,,�������,.�llrl��.�,�����������,,��,���,��,���,�,�������������'ll,�,,.1111— II I f� N Is (millions) 5.40 �� f �� Nu Namm wrwwr�Nw Yx'»wfnilAA wrNN MYll Wu rr o ruDDDrmr»r N�q �U IIIIyN auuroo.... WfUJm �.r vx om�r wu Dn�Np % � �f j D�. �� UPN Iln f � f uaw,mwwrilrJ�wwN tirawia,oim�wN�w.wew,rvmil .wNwa� cNJNUWJ1NJ�vu a �rriwxr«N,N �nNu �NoN.;;�:� N.,,J No�Nw� .,� D I . I rl wII�f J �ry NF!W 3�r� Nu i p� UNN,S� ry �I i NNHm a UuuooU�wnmwNNNw JmoIW-.NNo umNuow -Nw�NNw� Nrwrr,�wwn�� ��w... NN a so,dos vIN��.rm�mmmN J Mrwmm oNsN�No,«.,.v 1Nwv'«����nNNN J Noww I �ra fwwmr f_ I� 0 III From Nomograph: Design Structural Number(SN) Standard Section: 1.8 ® f (y&PNNdr Awl N �. Heavy Duty Section: I vt 3,,,5i �������IIIIV uN.,. � I U� I I F � Ny ^ � Iry,U�HU YMMNUPJDN JN PrWNDN!4wu.NIIr IIr U JJUU '�O n'•S�U JwNUINuaWpNp NN<n; fpa«ffffNuvv'Ns«mr'DewywmN'W(WN� wa.NauuJNxnNrwmun... ilNVVNUNPUJtN. uNmUUPoNNMNftAmNNmren wwwNrvr ...DINWUNAHIfANHf wi �Nnireireimu (It 14 r?MI I "rdN,�wn'n r—'ff T'1 NT-Tv"'r a ry�w:NNwry I' oT,r r T r"N �W�W�ii W �WW, �IIIIINN;; iW��IIC� ILI IOW � �� I 1 r, 0 MCI ray ; I i l 4 I�!I "^„u 0 0 0 Oft op pl- to � ���JNNNNw�..IIOMdUDgNUNhMir�MNrNlNikfRDWNNilfNNAWMJ�YM'AMil9MN✓NN�WNIIIfilN1NwJNINW➢1 NNm NN oNae:NN w,rsMMn a,�w;aNrwrumm uwuNw✓;k�liW.WIJN IUNkPo�IPUNDuu.UNWwawNNIXUNUOnI�, ( "r p 11 q io Project Drawing Title Project No. Drawing No. A IVEiA iV 140182701 Date 555 Long Wharf Drove,New Haven,CT 06511 6/11/202 0 P.03 T:203.562.5771 F:2C73.7$9.6142 www.langan.com NEW JERSEY NEW YORK CONNECTICUT PENNISYLVANIA OHI0 1 600 Osgood Street AASHTO Flexible WASHINGTON,DC FLORIDA TEXAS NORTH DAKOTA CALIFORNIA Scale ABU DHABI ATHFNS DOHA DUBAI ISTANBU PANAMA Pavement Nomograph m og ra p h . r r �,A I, As Shown f r IJ t al r Drawn By Sheet 3 of 4 North Andover MA ACB Warehouse-Pavement Design Spreadsheet.Asx Figure 3 Nomograph 6/19/2020 12:10 PM Flexible Pavement Section Calculation: Structural Number: Standard Section: SN = D1(a1)+D2(a2)+D3(a3) Thickness Layer Material Spec (inch) Strength SN Bituminuous Concrete Surface Course Class 2 D1 2 0 a1 0 4 0.88 Bituminuous Concrete Binder Course Class 1 D2 2 0 a2 0 4 4. 0.88 Dense Graded Aggregate I Subbase ID3 a3 °11 0.66 Calculated Structural Number for Section: 2.42 Check Calculated SN is > Design SN: OK Design Light Duty Structural Number SN: 1.8 (from P.03) Heavy Duty Section: Thickness Layer Material Spec (inch) Strength SN Bituminuous Concrete Surface Course Class 2 D1 2.0 a1 G.4,4 0.88 Bituminuous Concrete Binder Course Class 1 D2 5 a2 1.54 Dense Graded Aggregate I Subbase I D3 112 „„ a3 1.32 Calculated Structural Number for Section: 3.74 Check Calculated SN is > Design SN: OK Design Heavy Duty Structural Number SN: 3.5 (from P.03) *Minimum Standard Section Per DB-0088=2'; 2'i 6" Project Drawing Title Project No. Drawing No. AIVEiA]V 140182701 Date 555 Long wharf Drove,New htl CT 06511 6/11/2020 P.04 T:203.562.5771 F:2C73.7$9.6142 www.langan.com NEW JERSEY NEW YORK CONNECTICUT PENNISYLVANIA OHIO 1 600 Osgood Street Flexible Pavement Section WASHINGTON,DC FLORIDA TEXAS NORTH DAKOTA CALIFORNIA Scale ABU DHAB� ATHFNS DOHA DUBAI ISTANBU PANAMA C a I cu I ati o n �� As Shown raven By North Andover MA AC B Sheet 4 of 4 Warehouse-Pavement Design Spreadsheet.xlsx Figure 4 Flex Calc