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- Miscellaneous - 1600 OSGOOD STREET 11/29/2018
PRELIMINARY GEOTECHNICAL ENGINEERING STUDY 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. 555 Long Wharf Drive New Haven, CT 06511 coy_R�_O�L Clayton Patterson Associate gnte, John . PIE. aging Principal 29 November 2018 LANSA /V Langan Project No.: 140182701 555 Long Wharf Drive New Haven, CT 06511 T: 203.562.5771 F: 203.789,6142 www.langani.com New Jersey•New York-Connecticut-Pen nsyl van ia-Ohio•Washington, DC-Virginia-Florida•Texas•North Dakota-Ca I ifornia•Abu Dhabi•Athens-Do h a-Dubai«Istanbul Preliminary Geotechnical Engineering Study 29 November 2018 1600 Osgood Street TOC Page i of ii North Andover, Massachusetts Langan Project No. 140182701 TABLE OF CONTENTS EXECUTIVE SUMMARY........................................................................................................... 1 INTRODUCTION ....................................................................................................................... 2 SITE DESCRIPTION .................................................................................................................. 2 PROPOSED DEVELOPMENT.................................................................................................... 3 REVIEW OF AVAILABLE INFORMATION ................................................................................ 3 RegionalGeology......................................................................................................... 3 Federal Emergency Management Agency Flood Map............................................... 3 Available Environmental Report (By Others) ............................................................. 3 Available Historic Information..................................................................................... 3 Available Geotechnical Information............................................................................ 4 Available Existing Foundation Information................................................................ 4 Available Environmental Exploration (Langan).......................................................... 4 PRELIMINARY SUBSURFACE EXPLORATION........................................................................ 4 Borings.......................................................................................................................... 5 Groundwater Observation Well .................................................................................. 5 LabratoryTesting......................................................................................................... 5 SUBSURFACE CONDITIONS................................................................................................... 6 GEOTECHNICAL DESIGN RECOMMENDATIONS .................................................................. 7 Additional Explorations............................................................................................... 7 SeismicDesign ............................................................................................................. 8 Foundations.................................................................................................................. 8 Ground Improvement .................................................................................................. 9 Settlement...................................................................................................................11 FloorSlabs...................................................................................................................11 Permanent Groundwater Control ..............................................................................11 PavementDesign.........................................................................................................12 GEOTECHNICAL CONSTRUCTION RECOMMENDATIONS ..................................................12 SitePreparation...........................................................................................................12 Subgrade Preparation.................................................................................................13 Excavation, Fill, Placement, and Compaction Criteria..............................................14 Temporary Groundwater Control ..............................................................................15 DESIGN, CONSTRUCTION DOCUMENTS &CONSTRUCTION QUALITY SERVICES..........15 LIMITATIONS...........................................................................................................................16 LANGAN Preliminary Geotechnical Engineering Study 29 November 2018 1600 Osgood Street TOC Page ii of ii North Andover, Massachusetts Langan Project No. 140182701 LIST OF FIGURES Figure 1 Site Location Map Figure 2 Surficial Material Map Figure 3 Bedrock Map Figure 4 FEMA Map Figure 5 Exploration Location Plan Figure 6 Subsurface Profile A-A' Figure 7 Subsurface Profile B-B' Figure 8 Subsurface Profile C-C' Figure 9 Ground Improvement Plan 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 Log Appendix F Langan Lab Testing Results Appendix G Pavement Design Spreadsheet LANGAN Preliminary Geotechnical Engineering Study 29 November 2018 1600 Osgood Street Page 1 of 17 North Andover, Massachusetts Langan Project No. 140182701 EXECUTIVE SUMMARY The following presents an executive summary of our Preliminary Geotechnical Engineering Study. The key geotechnical issues identified include: • the presence of existing structures to be demolished within the limits of the proposed warehouse, • the presence of silts and clays beneath the existing sand layer, • variable density in the upper sandy materia, • anticipated column loads from about 85 to 1,820 kips, • shallow groundwater encountered in parts of the site, and • 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 in the northern one-third of the proposed building area should be supported on a shallow foundation system bearing on ground improvement elements consisting of GeoConcrete Columns (GCCs) or Controlled Modulus Columns (CMCs) to achieve a minimum bearing pressure of 6,000 kips-per-square-foot (ksf). • Foundations and slabs in the southern two-thirds of the proposed building area should be supported on a shallow foundation system bearing on ground improved by deep dynamic compaction to achieve a minimum bearing pressure of 6,000 ksf. • A vapor barrier and a minimum 6-inch-thick layer of 3/-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. • Localized dewatering may be required throughout construction for deeper excavations, pits, etc. • Additional exploration work will be required to complete the geotechnical assessment of the site consisting of borings, test pits and final geotechnical study. LANGAN Preliminary Geotechnical Engineering Study 29 November 2018 1600 Osgood Street Page 2 of 17 North Andover, Massachusetts Langan Project No. 140182701 INTRODUCTION This report presents our preliminary geotechnical engineering study for the proposed distribution facility at 1600 Osgood Street in North Andover, Massachusetts. The purposes of this preliminary study were to explore subsurface conditions, evaluate feasible foundation options, and develop geotechnical engineering recommendations. Services were performed in accordance with our authorized proposal 0 August 2018). Our approach and recommendations were developed considering a preliminary site plan prepared by Langan 0 August 2018) and subsequent correspondence with Hillwood. Changes to the design scheme must be reviewed by Langan for effects on our recommendations. 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 157-acre roughly triangular-shaped site is bound by to the north, Route 25 to the east, wooded areas and Holt Road to the south, and wooded areas, a railroad and the Merrimack River to the west. Figure 1 shows the site location and surrounding properties. The majority of the site is occupied by a former manufacturing facility comprised of a three-story office building (about 133,000 square foot footprint), a manufacturing building (about 680,000 square foot footprint), and ancillary structures including an above ground storage tanks, cooling towers, a waste-water treatment facility, a smoke stack, etc. The remaining parts of the site 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 were recently installed on the asphalt paved parking areas to the west and north of the existing manufacturing facility. An operational power substation associated with the solar panels is 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. Existing grades within the proposed building footprint generally range from about el. +32 to el. +47. Generally site grades slope down from east to west. LANGAN Preliminary Geotechnical Engineering Study 29 November 2018 1600 Osgood Street Page 3 of 17 North Andover, Massachusetts Langan Project No. 140182701 PROPOSED DEVELOPMENT The proposed development consists of an about 697,000 square-foot warehouse on the western part of the site. The warehouse will have three internal mezzanine levels (i.e. up to four stories tall). All existing structures will be demolished, with the exception of a three-story office building to the east and the power substation to the north. The warehouse will have a finished-floor elevation (FFE) of about el. +45. Site plans show that the proposed development will also include parking areas (auto and trailer) to the north, east and south of the warehouse building, and a loading dock area on the west side of the site. Below- grade levels are not proposed. Structural loads provided by the structural engineer range from about 85 to 1,820 kips. REVIEW OF AVAILABLE INFORMATION Regional Geology The 2006 "Surficial Geologic Map of the Salem Depot — Northeast Massachusetts" (Figure 2) indicates the overburden is predominantly till and sand/gravel; the overburden material at the northern 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 and siltstone. Federal Emergency Management Agency Flood Map We reviewed the Flood Insurance Rate Map (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. A summary of the findings and recommendations in these reports are provided under a separate cover. Available Historic Information We reviewed topographic maps, aerial photographs, and Sanborn maps from 1888 to 2016 and have provided them in Appendix A. LANGAN Preliminary Geotechnical Engineering Study 29 November 2018 1600 Osgood Street Page 4 of 17 North Andover, Massachusetts Langan Project No. 140182701 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 river and generally follow the existing grades. 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. 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. 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 2,500 to 4,000 pounds-per-square- foot (psf). Available Environmental Exploration (Langan) In conjunction with our preliminary geotechnical exploration work, Langan conducted an environmental subsurface exploration. See Phase I Environmental Site Assessment and Supplemental Phase 11 Environmental Site Investigation Report (26 November 2018). PRELIMINARY SUBSURFACE EXPLORATION Langan performed a preliminary subsurface exploration consisting of thirteen borings within or adjacent to the proposed building footprint. A boring location plan is shown in Figure 5. LANGAN Preliminary Geotechnical Engineering Study 29 November 2018 1600 Osgood Street Page 5 of 17 North Andover, Massachusetts Langan Project No. 140182701 Borings Thirteen borings (LB-01 through LB-13) were drilled by New England Drilling Company between 6 and 27 September 2018, under full-time observation by a Langan field engineer. The borings were advanced with a truck-mounted Stratasfor F-15 drill rig using driven casing and mud rotary/ roller bit drilling techniques. Borings were advanced to about 10 and 105 feet below the existing grades (about el. -63 to el. +33). Standard Penetration Test (SPT) N-values' 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. Bedrock was cored in boring LB-10 using a 2'/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)2 and Rock Quality Designation (RQD)3 were determined for the core run provided in Appendix D. Groundwater Observation Well A groundwater observation well was installed in LB-09 (OW). The bottom of the well extends to about 29 feet below existing grades (about el. +3). Groundwater levels were monitored during the exploration. A well construction log is provided in Appendix E. Labratory Testing Selected samples were sent to a testing laboratory to confirm visual classifications and to determine index properties (physical and mechanical). Four Atterberg limit tests, eight grain-size analyses and eight moisture-content determinations were performed; the results are provided in Appendix F. 1 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. 2 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. 3 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. LANGAN Preliminary Geotechnical Engineering Study 29 November 2018 1600 Osgood Street Page 6 of 17 North Andover, Massachusetts Langan Project No. 140182701 SUBSURFACE CONDITIONS The subsurface conditions generally consist of a surficial layer of asphalt or topsoil underlain by layers of sand, silt/clay, glacial till, and finally bedrock. Top of bedrock was encountered about 50 to 96 feet below grade. Groundwater was first encountered in the borings about 4 to 20feet below existing grade. Generalized subsurface profiles are provided in Figures 6 through 8. A detailed description of subsurface materials encountered is provided below in order of increasing depth. Surf icial Materials —A surficial layer of asphalt pavement was encountered in all borings except LB-02 and LB-04. The asphalt pavement was about 4 to 6 inches thick and underlain by about 6 to 10 inches of a gravelly sub-base material. Topsoil — A surficial layer of topsoil was encountered in borings LB-02 and LB-04 about 3 to 12 inches thick. The topsoil generally consists of silty sand with varying proportions of roots and fine gravel. Sand — Below the surficial material an about 10 to 40 foot thick layer of sand was encountered in all borings. 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). Note that high SPT N-values within the sand layer are likely the result of obstructions (boulders, cobbles, or gravel) blocking the sampler. Laboratory testing of samples reported a fines content between about 21 and 21%. The measured moisture content was between about 4 and 9%. The sand layer is generally classified as SP-SM (poorly graded to silty sands) in accordance with the Unified Soil Classification System (USCS). Silt/Clay — Below the sand layer an about 3 to 45 foot thick layer of silt and clay was encountered in borings LB-01, LB-03, LB-04, LB-05, LB-07, LB-08, and LB-12. The silt/clay layer is generally composed of silt or clay with varying amounts of fine sand, clay or silt, and fine gravel. SPT N- values within the silt/clay layer vary from about 5 to 40 bpf. Laboratory testing of samples reported a fines content in the silt about 71%. The measured moisture content in the silt was about 21%. Atterberg test of the clay/silt layers reported a plastic limit between 21 and 23, a liquid limit between 30 and 37, and a plasticity index between 4 and 21. Moisture content with in the clay layer was measure between 28 to 33%. The silt layer is generally classified as ML; the clay layer is generally classified as CL in accordance with the USCS. Glacial Till — Below the silt/clay layer an about 10 to 70 foot thick layer of glacial till was encountered in all borings. 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). Note that high SPT N-values within the glacial till layer are likely the result of obstructions (boulders, cobbles, or gravel) blocking the LANGAN Preliminary Geotechnical Engineering Study 29 November 2018 1600 Osgood Street Page 7 of 17 North Andover, Massachusetts Langan Project No. 140182701 sampler. Laboratory testing of samples reported a fines content between about 19 and 41%. The measured moisture content was between about 9 and 15%. The glacial till layer is generally classified as GM-SM silty gravel to silty sands) in accordance with the USCS. Bedrock — Bedrock was inferred as evidence by refusal of the drilling equipment at about 49 to 106 feet below existing site grades (about el. -63 to el. +43). Bedrock was cored in boring LB-10 from about 49 to 54 feet (about el. -16 to el. -21) and comprised either sandstone or siltstone. The RQD and REC of the rock core sample were 0 and 100 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 20 feet below existing grade in all borings (about el. +22 to el. +41). Groundwater generally slopes down from east to west across the site and follows site grades sloping down towards the river. Within the proposed building footprint, groundwater was first encountered from about 4 to 15 feet below existing grade (about el. +29 to el. +39). Groundwater should be expected to fluctuate with seasonal activity, precipitation, pumping activities, etc. GEOTECHNICAL DESIGN RECOMMENDATIONS The following key geotechnical issues have been identified: • Existing structures to be demolished within the limits of the proposed warehouse. • Variable densities in the upper sands. • The presence of silts and clays. • Column loads up to about 1,100 to 1,800 kips. • Groundwater within about 6 feet of the proposed finished floor elevation within the building footprint and within about 4 feet of the finished floor elevation adjacent to the building footprint. Additional Explorations Test-pits and additional borings should be performed within the limits of the existing building after it is demolished. The borings would serve to further refine the subsurface characterization for the subsurface soils and the test pits would be to explore for removal of foundation remnants, unsuitable historic soils, and shallow groundwater. Additional borings should be drilled throughout the proposed building footprint. About 20 additional borings should be performed within the building footprint. Note, several of these boring will need to be located within the limits of the existing solar fields. The borings would serve to further delineate the horizontal and vertical extents of the silts and clays — if encountered, additional lab testing will also be performed. LANGAN Preliminary Geotechnical Engineering Study 29 November 2018 1600 Osgood Street Page 8 of 17 North Andover, Massachusetts Langan Project No. 140182701 Once the site development plans are further progressed, we can prepare a supplemental exploration plan. Once the supplemental exploration work is complete, a final geotechnical engineering report will be required. Seismic Design This section presents seismic design recommendations per the 91h Edition of the Massachusetts State Building Code (2015 International Building Code). 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 0.255 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: Fv 2.4 5% damped design spectral response acceleration at Sps 0.271 g short periods: 5% damped design spectral response acceleration at Sp, 0.122 g 1-sec period: Anticipated Risk Category -- II Seismic Design Category -- B 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. Foundations The proposed development consists of an about 697,000 square-foot warehouse with three internal mezzanine levels (i.e. up to four stories tall) and structural column loads up to about 1,820 kips. The materials encountered at the anticipated footing elevation consist of sand underlain by silts/clays and glacial till. In preparing our preliminary recommendations, we initially assessed a shallow foundation system with the provided column loads and an assumed bearing pressure of 4,000 pounds-per-square-foot for these criteria and the encountered soil conditions. We estimate LANGAN Preliminary Geotechnical Engineering Study 29 November 2018 1600 Osgood Street Page 9 of 17 North Andover, Massachusetts Langan Project No. 140182701 average settlements across the building footprint in excess of 4 inches, with the larger settlements observed in the northern one-third of the building. These settlements are likely unacceptable. Therefore, we assessed alternative approaches to support the building. We understand that the proposed construction schedule would likely not allow for a surcharge program, which would take several months. Therefore, we recommend the following preliminary foundation support approach (see Figure 9) for budgeting purposes: • Northern One-Third Buildinq Area (Zone 1) — Foundations in the northern one-third of the proposed building area should be supported on a shallow foundation system bearing on ground improvement elements consisting of GeoConcrete Columns (GCCs) or Controlled Modulus Columns (CMCs). • Southern Two-Thirds Buildinq Area (Zone 2) — Foundations in the southern two-thirds of the proposed building area should be supported on a shallow foundation system bearing on ground improved by deep dynamic compaction. After ground improvement work is complete, the proposed building can be supported on a shallow foundation system using a preliminary allowable bearing pressure of 6,000 pounds-per- square-foot. Recommendations for final allowable bearing capacities should be provided once the additional geotechnical study is completed. 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. 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 H:1V projection extending outward and downward from the edge of the foundation. Ground Improvement Northern One-Third (Zone 1) A ground improvement program should be implemented for the northern one-third of the building footprint (Zone 1 on Figure 9) to improve the surf icial sands and underlying silts and clays. Based on our experience, the ground improvement would consist of end-bearing rigid inclusions known as GeoConcrete Columns (GCCs) or Controlled Modulus Columns (CMCs). LANGAN Preliminary Geotechnical Engineering Study 29 November 2018 1600 Osgood Street Page 10 of 17 North Andover, Massachusetts Langan Project No. 140182701 GCCs or CMCs consist of drilling a hollow auger through the overburden soils and filling the excavated hole with a cement-based grout column using pressure through the hollow auger. The process of augering will generate some spoils — soil management is discussed under a spate Langan report. The GCCs or CMCs essentially improve the ground conditions by providing a stiff composite ground mass. The GCCs or CMCs 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 and should be able to install the GCCs or CMCs without delay. We expect that the GCCs or CMCs would be advanced to the top of the glacial till material throughout the building footprint. Generally the GCCs or CMCs would be shallower to the south and deeper to the north (i.e. up to about 60 feet deep). GCCs or CMCs are typically 10 to 20 inches in diameter and are installed beneath walls and footing on a grid pattern that is spaced depending on the underlying soils, loads, and settlement criteria. Six to twelve inches of granular material is required between the GCCs or CMCs and building foundations. The GCC or CIVIC diameter, spacing, grout mix and strength, and locations should be designed by a Professional Engineer licensed in Massachusetts and submitted to our firm for review. We recommend that spacing of GCCs or CMCs 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. Southern Two-Thirds (Zone 2) A ground improvement program should be implemented for the southern two-thirds of the building footprint (Zone 2 on Figure 9) to improve the surficial sands to achieve the higher allowable recommended bearing capacity. Based on our experience, the ground improvement could consist of deep dynamic compaction. Dynamic compaction consists of dropping a large weight (8 to 15 tons) from heights of between 30 and 60 feet on a grid system of between about 10 and 15 feet on center to compact loose, predominantly granular material. The energy applied to the ground surface by the weight dropping results in densification of the underlying soil, thereby reducing the compressibility of the soil and providing a more uniform, densified bearing layer for building foundations. Most often the procedure is completed in two passes (i.e., primary and secondary passes), followed by a lower-energy "ironing" pass. LANGAN Preliminary Geotechnical Engineering Study 29 November 2018 1600 Osgood Street Page 11 of 17 North Andover, Massachusetts Langan Project No. 140182701 The final dynamic compaction program (i.e. weight size, drop height, spacing, and number of passes) will be established by the dynamic compaction contractor's professional engineer. Concerns with dynamic compaction are typically about vibrations on adjacent buildings and utilities. The structural engineer should assess adjacent structures and utilities. Additionally, vibration monitoring must be performed during construction. Settlement Total settlement of the structure is 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 '/2 inch. The majority of the settlement is expected to 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. Slab-on-grade should be designed for a modulus of subgrade reaction of 125 pounds per cubic inch. , We recommend a minimum 6-inch-thick layer of 3/-inch clean crushed stone be included beneath the slabs to protect the prepared subgrade and to serve as a capillary break.A vapor barrier should be used 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. 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 3/-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 at the base of the footing having a minimum diameter of 6 inches. 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. LANGAN Preliminary Geotechnical Engineering Study 29 November 2018 1600 Osgood Street Page 12 of 17 North Andover, Massachusetts Langan Project No. 140182701 Pavement Design We have provided recommendations for minimum asphalt pavement sections using daily traffic loading provided by Langan (traffic consultant) of: 4,000 cars, 50 light trucks/busses, and 250 heavy trucks. The pavement sections were designed using a 15-year life expectancy and a California Bearing Ratio (CBR) of 15 for proofrolled 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 are provided in Appendix G. Refer to subsequent sections for subgrade preparation procedures. Table 2: Recommended Standard & Heavy Duty Flexible Pavement Sections Thickness Material Standard Duty Heavy Duty (Car Parking (Drive Aisles & Areas) Truck Areas) Top (Finish) Course (Class 2): 1.5 inches 1.5 inches Asphalt Pavement Binder Course (Class 1): 1.5 inches 3.0 inches Processed Aggregate and Gravel: 6.0 inches 13.0 inches Refer to Department of Transportation for additional requirements. 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. 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. 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. LANGAN Preliminary Geotechnical Engineering Study 29 November 2018 1600 Osgood Street Page 13 of 17 North Andover, Massachusetts Langan Project No. 140182701 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 off site 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 5 tons. 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/-inch 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. LANGAN Preliminary Geotechnical Engineering Study 29 November 2018 1600 Osgood Street Page 14 of 17 North Andover, Massachusetts Langan Project No. 140182701 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. 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 nonsoil 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 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. LANGAN Preliminary Geotechnical Engineering Study 29 November 2018 1600 Osgood Street Page 15 of 17 North Andover, Massachusetts Langan Project No. 140182701 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 20 feet below existing grade in all borings (about el. +22 to el. +41). Within the proposed building footprint, groundwater was first encountered from about 4 to 15 feet below existing grade (about el. +29 to el. +39). 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 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. 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 assistthe design team in preparing specification sections related to geotechnical issues such as earthwork, shallow foundations, backfill, and excavation support. Langan should also, when authorized, review the project plans and contractor LANGAN Preliminary Geotechnical Engineering Study 29 November 2018 1600 Osgood Street Page 16 of 17 North Andover, Massachusetts Langan Project No. 140182701 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 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. LANGAN Preliminary Geotechnical Engineering Study 29 November 2018 1600 Osgood Street Page 17 of 17 North Andover, Massachusetts Langan Project No. 140182701 Environmental issues (such as permitting or potentially contaminated soil and groundwater) are outside the scope of this study and are be addressed in a separate Langan evaluation. \\langan.com\data\NH\data7\140182701\Project Data\_Discipline\Geotechnical\Reports\2018-11 Preliminary Report\North Andover-Preliminary Langan Geotechnical Engineering_Report.docx LANGAN FIGURES LAN6AN 1 2 3 4 all W M* Nw r �... ,,�1, �uW�/wr'W"1.,.""' 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JiL,, "p�^,� � w„; M8"r ; >,""'.',u� .I "° i V U`V ' w,.a✓al F tw 8; ', "�d� �p r �, ,I '' n rwr •• r w�a� na"',r "" I w �d'"��i ° l ✓ '" Div^ l�r,�q �,n '8,W1 6"�"..J Fk I NA,„kl�yl ll�u" 4M1W" Ww140 'W,�„�w""w"' y ° r.» eW;aI. p . ". a F sp y w q " Wrma dr 'p I � ,t � � d I 2 fd 4 y a " p D U " Iaaih po .. «�w , 1, �� 1�WU�ub0�V p AMEN'', p �WvR e, REFERENCE: ENVIROMENTAL DATA RESOURCES, INC., AUGUST 15, 2018 TOPO MAP L A NGA N Project Drowing Title Project 1 Drowing No. 14082701 Langan Engineering and Dole Environmental Services,Inc. 1600 OSGOOD STREET SITE LOCATION OCTOBER 2018 555 Long Wharf Drive Drown By New Haven,CT 06511 MAP ZDR Checked By T:203.562.5771 F:203.789.6142 www.langan.com INORTH ANDOVER MASSACHUSETTS1 I LCI Sheet 1 of 1 0 Filename:\\langan.com\data\NH\data7\140182701\Project Data\CAD\Cl\SheetFlles\Geotech\Flgures\USGS.dwg Date:11/2612 01 8 Time:13:21 User:troller Style Table:Langan.stb Layout:ANSIA-BP 1 gg 2 3 4 Ajj SUBJECT ( III PROPERTY r, fff I C I IIII �I /� I T I L L / OODPLAIN � h ALLUVIUM , (SAND, G GRAVEL, SILT, ORGANICS) (rr REFERENCE: SURFICIAL GEOLOGICAL MAP OF SALEM DEPOT —NEWBURY EAST — WILMINGTON — ROCKPORT 16 — QUADRANGLE AREA IN NORTHEAST MASSACHUSETTS COMPILED BY BYRON D. STONE, JANET R. STONE, AND MARY L. DIGIACOMO—COHEN, DATED 2006. L A NGA N Project Drowing Title Project No. Drowing No. 140182701 Langan Engineering and Dote1600 OSGOOD STREET SURFICIAL OCTOBER 2018 Environmental Services,Inc.555 Long Wharf Drive Drown By L cc New Haven,CT 06511 MATERIAL MAP ZDRc. Checked By T:203.562.5771 F:203.789.6142 www.langan.com NORTH ANDOVER MASSACHUSETTSI I LC I Sheet 1 of 1 Filename'.Aangan.com\data\N HV\data7\140182701\Project Data\CAD\01\SheetFiles\Gectech\figures\surficial dwg Date'.10/18/2018 Time'.13'.48 User'.ivlashi Style Table'.Langan.stb Layout.ANSIA-BP 1 2 3 4 r" a1.1,11rr, Ar, „abl ly ,rr. ,'% f/r �N i ; "", /, �'%'' r�%'r �l r�� �/, r�f ✓;. „U /4'i r" 1i�, //ii�o/" If!% � I2U �F Jy/0/%,I�!Y/%/ii rii,rr%;lrlirrf , ! fl/r, '%'1f/��lli` 0�/f r //„ !e / /',<r�/Jlr/J r! ri 'r r ,l ""II"ry // ,rN ri r/, /% ql r� ;4 1 r% rr /ir / l✓�/ / �;11)1),„b/i l��(ifr',, / //l/, � ri•rs, C. , r r,. r ,,. / i;�,;'%// /r ,,, � f ':% 'rrN ri /%�i%fri r'� ��/�i r/91arW/�rr�pr�Ur/ ;l0%r"` W r :/iii ei Uii%,'''✓/r r„sr/ a, it>/�rf/,„ !;' ;; NCI1 D��,: ", r„%/ : '^Ij / A r 1/, r /;,u, i! %%r 1' „/ a �' /l9ir, 1 /G i1� , / i1, ': r „IV /�, /�, /eri r , ra, �>� ✓i'<i 1/i', , i I' -;� %n�,.J r r'. i,,," ,<„ ,�i;,, "., rig,, �/„��,,, , <; /N,/(,'✓ir'/ �%r r,r J r L, ariirruuy dll/h����// u� P rij r rir; ��'u" � /l�'" J%r'pg�,r r r/i ,,, '/�r ry;✓r / s. /;r.. rlr/>„ //iir�,�� ', ����,,, + 6,,,,, r //, /,;;; N/// ' W!,�/ ",r ,;f r//i% of I%/��j�li�,„f I/�% NO r r y ki// '7 r N r%l %l r,rrr���� / J �/yr rr ��, j r u�f p 1�rp i � u ,, ) rr ! ✓��'.. 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Ilr; : !i iy r ,N. //r;,<. ,„ In/l y /bl r g/V �� ; r yi r rU /rri i % ✓,/'Ira r G g/y,rra r H 1%.'��d/rl�I�jf!,.: ri „ ,' /Ilu �7,Y1 / „ Ills/�t„r/ ? %/i<'f2! i �jf9/li�/ �I rrr !„, i`rl' ,f�, l�. try " /,,. ,,u ra r 7 rr/� 'r/r p 1 II,, rr / /// / Ill , f rri R,r. '%�, /,V l r rya A Ni a f _ SANDSTONE & 1, /�//%i/ Ur TONE ' 1� 1 a / Il r ll/o t/ r f ,o�/0/ %rr D `11!Vllfrr J Yrr l r/ fp- /i ' 11 Ion r �r r�✓r� �iN r I �; rr � ;" � llr Jl G /r I I X� � ! %, r j ti/FF ��rr /// r /�% yj�Jr ��dITV16NINl' j I i"sq,( ' 0��� d;--:ff e Rif ,er r !„ ",, ( '.,n" %//"t / "Nrkr, k REFERENCE: BEDROCK GEOLOGIC MAP OF MASSACHUSETTS COMPILED BY ZEN, E—AN, COLDSMITH, RICHARD. RATCLIFFE. N.M.. ROBINSON, PETER, STANLEY, R.S., HATCH, N.L. SHRIDE, A.F., WEED, EGA, AND WONES, DR., DATED 1993 L A NGA N Project Crowing Title Project No. Drowing No. 140182701 Langan Engineering and Dole Environmental Services,Inc. 1600 OSGOOD STREET BEDROCK OCTOBER 2018 555 Long Wharf Drive Drown By 3 cc New Haven,CT 06511 MAP ZDRc. Checked By T:203.562.5771 F:203.789.6142 www.langan.com INORTH ANDOVER MASSACHUSETTSI I LC Sheet 1 of 1 Filename'.AangaIn com\data\N H\f\data 7\140182701\Project Data\CAD\01\Shes les\Gectech\figures\bedrock.dwg Date'.10/18/2018 Time'.13'.51 User'.ivlashi Style Table'.Langan.stb Layout.ANSII 1 2 3 4 u A I F i„ ill i �r i oy w i r w � r ��„r lF�; " SUBJECT B ;y I I� � y � * '� 1i (� t �? r �jp�itlj��� l ✓p � i ��C�i �� �6 i l l � ZONE AE: AREAS INSIDE THE 100—YEAR FLOOD ZONE X (SHADED): AREAS INSIDE THE 500—YEAR FLOOD MAP # 25009cO226F ZONE X (UNSHADED): AREAS OUTSIDE THE 100—YEAR FLOOD EFFECTIVE 3 JULY 2018 LANA� Project Drawing Title Project Drawing No. �/."'/ 140182701 Dote Langan Engineering and 1600 OSGOOD STREET OCTOBER 2018 Environmental ental Services,Inc. F EMA MAP 555 Long Wharf Drive Drown By New Haven,CT 06511 ZDR Checked By T:211.562.5771 F:203.789.6142 www.langan.com INORTH ANDOVER MASSACHUSETTS I I LCI Sheet 1 of 1 G Filename:\\langan.com\data\NH\dam7\140162701\Project Data1CAD\01\SheetFlles\Geotechlflgures'.FEMA.dvg Date:11,26/2018 Time:13:30 User.troller Style Table:Langan.stb Layout ANSIA-BP 2 3 4 5 6 7 B NOTES 1. ALL PROPOSED BORING LOCATIONS ARE APPROXIMATE n 2. ELEVATIONS REFERENCE NAVD-88. 3. TOPOGRAPHIC SURVEY PROVIDED TO LANGAN, - PREPARED BY BOCK & CLARK'S NATIONAL SURVEYORS NETWORK DATED 23 MAY 2002. 4. ALIL BOUNDARY INFORMATION P"ACTIVE DISPOSAL AND ACTIVITY AND ENTITLLAN ED USE �— - LIMITATION AREA" DATED MARCH 2O12, PREPARED 6 BY WESTON SOLUTIONS. s 6. BORINGS WERE PERFORMED BY NEBC USING .e - - - - MU -R0 TARY TECHNIQUES, E BETWE N 6 SEPTEMBER BUILDING (ASSUMED) � I< TOD27SEPTEMBERNI2018,, UNDER THE FULL TIME -501L BEARING CAPACITY SE7I.BFAItINOfiAPAGfPl.4XSE B a �_ _ r NnnTLOn rrPF s sPRFAo - wpc-a z;v �, OBSERVATION OF A LANGAN FIELD ENGINEER e FOL�t7RAT10N FODrfiNOFdbnra6. 6 PROPOSED B SITE PLAN", BY LANGAN DATED 01 E BUILDING INFORMATION TAKEN FROM CONCEPTUAL N", AUGUST 2018 Mot � d � E LEG v 1 LANGAN GEOTECHNICAL END LB-01 _ 13-AlSM3 BORING LOCATION �� SOIL BEARING GPAfS7S`�3KSf _ '� ` r- �V/ SB 1���. <SoPRuEN]1DD ujNrXw7 S o Lo$��1 1 `sFL ao EXISTING BUILDING IDtEuRERNNarAcm tIUNDATION MF�SFALLOW pRFAD7ZOi1NG Q APPROXIMATE AUL BOUNDARY ` s - PROPERTY LINE LE sulLoiNcs562 � LANGAN ENVIRONMENTAL (M1M soa BFARING'�'APACrIW+ _ PROPOSED DISTRi 5623. BORING LOCATIONS FOUNDATION'FYPE SIiAI _ _ F IU7Y 6%,850}SP SPREAD FOOTIN(5; _ " _' `H ILI.tlPLO . Roles SOAL DeEG C�dACKSF ATION H ® B3(MVy! 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LIMITS...OF :... ' PROPOSED BUILDING ��.. r. 40 ---3� T 19_ .r� — 6 — 39 77�_ 25 — 33 7. 17 48 196 1'7 44 22 3D 14 43 31 51 171 ? 11 3D $ 4. 31 100/5 GRADEEXISTIN 14 :.14 5 26- 17 38 20 2D 33.... .. 3300 e ro 4 30 00 187 13 ROPOSED .... 3 12 GRADE 33 ,D 6 45 97 100/4j$ D a z 14 31 ON iD0/3240 1011 12 100/ .5/4 502 z 5 29 L00/ 100/5 10� 100/2 D 8 100/4 100/3 100/5 100/5.5 114 o > 9 . . . . 50 2 100/3 /4 100/5.5 100/2 a J ,D 6 / 100/2 100/5 Dew LEA 5 LEA 20 69 _. -20 72 D 64 -30 aD -40 D -65 -65 ,+OD 2+00 3+00 4+e0 5+e0 6+00 7+00 6+00 9+00 t0+00 t,+00 t2+00 1—D 14+00 15+00 STATIgJ ALIGNMENT B-B'PROFILE ."=ew5on0 LB-14 ®cN '©; ae.x IBEoxs RER ouc I.2)\, El—TERED m B— • 10D 0 50 100 USOS SM W IS-` SlIKER M RER u ® ®°xI=Br cM `" �'__-_ n,na. SCALE IN FEET - HORIZONTAL SCALE ra,<dI rBTRRm11 E 2D 1 I 5 ,D 2D LANGAN Prove Drowing riue aro e u° prowl uo, ao1ez7D1 SCALE IN FEET LZRDB°CT.I- 1600 OSGOOD STREET 11i,i2ma N.T.S. "5L,,g Wharf Drive SUBSURFACE Drew"By 7 LITHOLOGY LEGEND PROFILE LEGEND VERTICAL SCALE me::eRre°,cTo6611 PROFILE B-B' y T.203.562.5771 F.203.789.6142�vv.vv.langen.c°m Cueckea e NOR'fHANODVER MASSACHUSEffS LHC sneer 3 or 4 Filename:\\langancom\data\NMdata]\140182701\Project Data\CAD\01\SheetFiles\Geotech\140182701-BL101-0101.dwg Date:11/282018 Ti—:13.13 User.lch,isman Style Table:Langan.stb Layout B43 r 2 3 4 5 6 7 8 60 LB--1 -LB-07LB-06 LB..-02 LB- 11 6° (el 37.5) (el 40) (el 43) (el 44) (el 46) A --(el 33) LIMITS OF PROPOSED BUILDING 60 60 T — ,0 33 65 54 7 _ b 39 ----_ — 36 147 X) 36 ,0 00 0 > 30 31 ?? 22 44 41 52 ,° a 52 11 — 171 22 117 a 2 188... - 14 - 14 EXISTING 65 O' zo <;. 100f4100/2 _ 38 t7 ...GRADE _ 25 _101 20 0 100/2100/2 33 20 — 10D 2 33 ..PROPOSED. _ 10 33 � ,0 iDD/1t0/4 $0 100 4 51 GRADE 42, 14 ,°w oafatoo/3 152 1005.57$ 100 . 41 w 100/4 0 00/4100/4100/2 100/5.5 00 5.. 100/5 33 ° tos�41'60 4 114. 100Y5.5 100/4 121 REc = so%100/? 100/5.5 100/4 100/ 10 .ROD = 0% 100/5 _10 c 177 20 -20 1 Oo/4 90 ,o .AAMan �PM-G -50 100/ 6atl -50 60 _ -60 -'5 -65 11m—Lx m—.4 RN,&Al Clq —0 2+00 3+00 ,+00 6+00 6+0p 7+00 B+00 9+00 10+00 11+00 STATION OWKICE ELE—IN) 6szi011111 tY'1°peNl NNE\LB-14 ALIGNMENT C-C PROFILE `+ (BLOR6 RER ME:LOOTS ENCwN1EREo N ROR SO 0 40 SO rll c.R.I.N SCALE IN FEET LITHOLOGY LEGEND tBL0Y5�"°.e., 07 1Roloc. HORIZONTAL SCALE LANGAN Prove°) DrOwing Title ar° N° orOwIR9 E 20 0 5 10 20 uO. aDlez7D1 Lznga°CT l°u 1600 OSGOOD STREET °°'e„/1/2ma N.T.& SCALE IN FEET °9wee°rme SUBSURFACE orOwNev 8 PROFILE LEGEND NewH—,CT06511 PROFILE C-C' v VERTICAL SCALE T203.562.5771 F.203.789.6142 r,mvv.langen.c°m Cneckea By NOR'fHANODVER MASSACHUSEffS 11112 sneel 4 or 4 Filename:\\lang.,c.m\data\NMdat.7\140182701\Project Data\CAD\01\SheetFiles\G..tech\140182701-BL101-0101.dwg Date:11/282018 Time:13.13 User.Ich,s—Style Table:Langan stb Layout C-C r 2 3 4 5 6 7 B NOTES w rz - - 1. ALL PROPOSED BORING LOCATIONS ARE - A\ APPROXIMATE -- - - - A 2. ELEVATIONS REFERENCE NAVD-88. Q e 3. TOPOGRAPHIC SURVEY PROVIDED TO LANGAN, _ PREPARED BY BOCK & CLARK'S NATIONAL SB-11 SURVEYORS NETWORK DATED 23 MAY 2002. SB-12(MW) 4. BORINGS WERE PERFORMED BY NEBC USING 1 MUD—ROTARY TECHNIQUES, BETWEEN 8 SEPTEMBER TO 27 SEPTEMBER 2018, UNDER THE FULL TIME OBSERVATION OF A LANGAN FIELD ENGINEER ® 5. PROPOSED BUILDING INFORMATION TAKEN FROM SB-1 O LB_)1 "CONCEPTUAL SITE PLAN", BY LANGAN DATED 01 AUGUST 2018 B SB 1b(k8 3 SB 2# LEGEND LANGAN GEOTECHNICAL LB-01 F BORING LOCATION ZONE 2 SR- EXISTING BUILDING ID Q c - MM m PROPERTY LINE ® LANGAN G ENVIRONMENTAL LOCATIONS BORING LB-07 _ PROPOSED BUILDING y B 13 _ S8 19 — = - 200 0 200 YSB- 9 - _ -.'' '?,, SCALE IN FEET L NGAN R o « O., TiB P.o e F No o.;"�go. 1 A ao,Bz7o Lengan CT lnc GROUND oe�.,,/2o,B ss L 9, ,Mdw, 1600 OSGOOD STREET IMPROVEMENT By FIG. 9 Nem Haven,CT o651 t ZDR T:zoasersm ezoaaesslaz vt,t.iaaeac.com PLAN Ch"� By NORTH ANDOVER MASSACHUSMS LC Sneer 1 0l 1 Filename:l\langen.combatalNHltleta11140182T011Projeci NetalCAD1011SbaatFiles\Geotacb1110182�01-8L101-0105.tiveg D-:11iM2018 Ti—:18:2 User.zmller Style Teble:L gen.stb Layout:ANSl B-BL m APPENDIX A AVAILABLE HISTORIC MAPS & PHOTOGRAPHS LAN6AN CEDW Historical Topo Map 1888, 1890 db �'� ��Wd� » r»r r� ''P� 0' fbj d a ( w �I d � � Mor, y IN AV § S o ww iy 4 � r \I41 f r o �'�wr»�w * r iI......... � i �f HAY°' � I� �� I�Ib1, J,f r �� � �1� �' ✓ d` � h ail a htl � � 114 ff hdr »» »1, �i if° alp ^!» y � JFIt / ro �� kfJF d° n �' ff o If � `�uyd''" y r�� f N IFS �!i� d T »� �� N% l»f i' rT' W. m� I - PI �y 6 N Nt r Mp d This report includes information from the following map sheet(s). 0 Miles 0.25 0.5 1 1.5 NW N NE TP, Lawrence, 1888, 15-minute SITE NAME: 140182702 N, Haverhill, 1890, 15-minute ADDRESS: 1600 Osgood Street North Andover, MA 01845 W CLIENT: Langan Environmental Services 11 l� N• SW S SE 5392521 - 4 page 18 CEDW Historical Topo Map 1893 Nli. r Yy f� �rM�7 / "Moll ' p� 'h p✓ �,� ^�0`5' W�, r� ,:,�; ✓i r ,wuw0 le "10 N �JIMIM1'a'✓f NVti.IwroWtl'UNNG d, � � I f j� ✓ld�u��� '��i5u omw✓darn � �""r �'�r pI�"' �o w✓ °" �^r �r ks Is 14 �'�r �Wu ,mMud 0 � y0 wartu, a*W° wxnynaw��^'""y uus"�r^ �, r If '> I 0014 0 rp r Nam J � � INS, IN e-41 le/I 0 9 ��yJ�, i r✓rxMw✓w„�; '�U "'"'".m"' p 6 fj f err✓ „� w � �/�r�a��� gym, �,wn ru ,� ✓�^ �' w, i Nff rowww✓.«rv+rerwaW � ?� ��d �� � �r'"' w.r;uy� !��� �u w,w�w eo1 ' 1)) ✓ may`"""u'w'✓warw,� J A ua fdrt 10 AN � o J, r'I . ym�✓� !rf �� w ,.«✓w'„��!' ��u,9�'emu �w' �a' �� 4 '7y. ,i ski y cd� ri,� �n" wv"i�� ��„ w,�iu� rr�✓ h wf3 uw'^vw, ,qw-monnm;ovw i ,ew Ord'"° j iw rww wx �v 3yd i 0y00 yl} p jtN od r1pN ,' u" ''"wmrw,a �p � G q'q a mryN 4 Vw This report includes information from the following map sheet(s). 0 Miles 0.25 0.5 1 1.5 NW N NE TP, Lawrence, 1893, 15-minute SITE NAME: 140182702 N, Haverhill, 1893, 15-minute ADDRESS: 1600 Osgood Street North Andover, MA 01845 W CLIENT: Langan Environmental Services 11 l� N• SW S SE 5392521 - 4 page 17 CEDW Historical Topo Map 1915 W k 1 A sryi (h / 11F r � '� � d/law�f m,�,%✓/" ,�r r j. a�' �� re ray 3 ��!��r �8 r arl tl /// °i :w � Pi l �a Fa i m z r I � l � Hy � '!NI �VIVI„VONAO 'gip AI�OII4�, w J r �� di1�� N➢ �� 7 '4ry, /� �' � � � J 4 w "'grew r 1 NM m!wl, w I� mf l h n�wr wr nw o C m a r ,� AAA •a4 �. ° �p�/ p f at � w�'wrww , ' l ✓ / f Nf f. >I 44 Wr , mr 1 J l w r11 4"w rJr�� i � � '4 ✓�'' sw�` �N� w� Nw � a ?� '�� �,��' �wy� f r ' �ir �� 411 JFlIN°�P 'jj, W IMP, � yr ;�, d r �ei4 wss /N �° SA , r Na nu A �" wf , IuiMl� i � / 'ra "ww ( SNP II�, �d➢` IyIx.% r 7 JI N11f r � 1 auui'` 1 '� Gf� /M'ry 'w N FN f:"➢ " r�01U. ,r n, r n 6( of'. Fi✓e 'w a fii. ° `m i I T ra rof This report includes information from the following map sheet(s). 0 Miles 0.25 0.5 1 1.5 NW N NE TP, LAWRENCE, 1915, 15-minute SITE NAME: 140182702 ADDRESS: 1600 Osgood Street North Andover, MA 01845 W CLIENT: Langan Environmental Services 11 l� N• SW S SE 5392521 - 4 page 16 CEDW Historical Topo Map 1918 unih,Nitl/r' d1 ,, � W➢J® � � �i r o ® V I� i Igo v rr r ur I tr r rlo r r i Puy � � l r r/ G � iwuiy � y r ri i u u r W r r / v r r G 9 tPu r � tz / � is I l r � / ➢ 'M;�'un''IyP ' f v I � i r This report includes information from the following map sheet(s). 0 Miles 0.25 0.5 1 1.5 NW N NE I P, Lawrence, 1918, 15-minute SITE NAME: 140182702 ADDRESS: 1600 Osgood Street North Andover, MA 01845 W CLIENT: Langan Environmental Services 11 l� N• SW S SE 5392521 - 4 page 15 L it 4 Y r, /, /iN' ri , ', '. riy ;r���J 0/n rk � ��fr rr/%��' �r✓�Pj �r - r r i it ,�� / I / � •+;'�1�,/� ,11 � N ,. ,I/✓r%�/� / / �t', "i(� rI/ii ;>�liV�,f�� (r J rj/ r�� Q r ��/,�f� /,� ,,, f l',�i 'x' �lir/,;' %������� '' ✓1r'� ri ri /r/ /i/��i/. r�� tl1g���jr/j////rl�� � ��1�//�i � �i, 0� ni�r... �rI r it �//p/��/G,%;/�/// �1`�� ✓ '��� /,,, %I� //!'„/riy �y�t ,:;r ����/����i j�I/ry1�'fl r r��/%� ✓ (r% ly � J' �y %i'1�1�/�,, �i � � a„✓�y,� ,,,,,� rirJ�//r�r '/r l��r ,/ r,7 '-1 �y r lrr I. y °4 r Ii l r r r 1' i r � 4 u r morrv�` G i I I rr,�,N' N✓i lG/ti �, �����/���/r //�/��rrr��//r/r' r��/li r f. o r' '' �l r/ r� �I r r jvL i SO INQUIRY#:5392521.8 YEAR: 1938 e� �l =625' CEDW Historical Topo Map 1943, 1944 k S f f i 4 A G V w SzTYI� 4(f� J "'N, yy G qgW W. W ht r �q auk ff "'INN "�*a",� ,1✓d �w� " ( f f,J,�r'��a�l "�aiJ� r1,., �^ �""'pry= l 1 �,,,� ;.�^'�Jb�p 7 j�f „t ✓ e," '"p�6�y..w " 'Py 'm ".{ AW „„p' i'p✓ ✓ l r »9w ''w d 't ° ;N tf xl ti fVil r a� D err Pi ' w R t . h I i '"""P"'��f�'^"✓ Jl� ' f ���' �� � a � r iYw)wt w°2 Asti dr ryq " " ti. ,4 r ^^ '' r VJ'k✓�t ^'"" ".", f �,MW "A �� �r y '� �11� .u� :� �..�r �„� � ��� i�r�� NA, M ,,,,,. Wr," w IN 1I�p % ✓;;,9 4' a �rl��, bf "r„ ;„ "' ✓�,m r, r / r'« N r rti Mpfi ter, t,p "r 4� y� �i '4.., � " zf ^'M1 k,PPfI r' ✓ �X �" � �",� d�:,," '� � � � �"':�."Jn' J N' � a A°d u" �r J u r " it ✓ti r �i� � , �; �, ""`�s ar �, � �� M �w.✓'�u'`µ"" � rl AW .�� i�I i �h� 'J'�d jrro, "ri ��r��Tr" ,d/i 41, 4 m� "� !. I w 4",ti a bw 4 r r y ur ' p ,J�M1' m� r i �, '� a d '� � .✓ "M � �r V P r w � ,, � t I � �V Y rb, �. mW� ti r j � ✓ ri ti i i ~~ y I I !, i4 5� �r "rok ""R� �:.�� 6P"r�l i � Il�i�,r-., +rl""a °� 'ti a�.`�yI ������� '.. �/ 1 1 J un'�F � r ��, m (1,r � 4+11 f i r ✓��" ��I� � d r✓ �It ��^ r„ n� "h �,� ti,� J r wpW,r� �"n"„� ti m ,i' ^ w '" :,: ✓b' .. ! r$h ,a �`�," t �;,�Qfi. G/ti/, � t M. w r„ ,� �'�r r ��ti d d �✓ V'I 1W 6M�rr: w+AN O 440 A" "� .. tl my Ydr�iWl'iG "„ *hrkx w•, d J"( Wf,�, �f ti� ��� f �l t,J � ���i�'��I�r ��4��w �'" �� "''4AMAI I�"� rJMd�IWi D, Yx � � � +k i"! �r'rn^�, "'"w'� ' rN � �, ✓r��t'��� A q;gN� J �«r. �:i r 4 I n rJ� meµ, F1 t V1 ,fig '�', , `�^" N�Bre �r � ' ��""', �"„„ JI u��� � �' hrb � k 'r Ve�. l ' B 7"JM 0, l � o � �w t",„°"4M 1��"� This report includes information from the following map sheet(s). 0 Miles 0.25 0.5 1 1.5 NW N NE TIP,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 W NW,Ayers Village, 1943, 7.5-minute North Andover, MA 01845 CLIENT: Langan Environmental Services N• SW S SE 5392521 - 4 page 14 CEDW Historical Topo Map 1944 ~w � w,, ��, a �r� '2i 4 a*m r �� n 17 t� ni P w Z h # Z, 4 Iy �q II� y 6y Q a 1� m� 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 11 l� N• SW S SE 5392521 - 4 page 13 CEDW Historical Topo Map 1946 ' � a "" m /err r k' r Sub"! w r .NW ry Lbw 4 ,� ff t 11 r k Wh "' 17y m'�M�r'S 'm + yn I R ✓ ,ry III4IIiI14N r A fr N k. P, , r edkMJ✓° J1� j ( n i z { k f fl i �q i r P OTAAL � r - r W�r� s m o 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 North Andover, MA 01845 W CLIENT: Langan Environmental Services 11 l� N• SW S SE 5392521 - 4 page 12 u � i f III � Y f { r 1 rf� i " I vil �V iul Y i Ili r'I' ' i rI , I vl f1 � 18 l { l r 1 1 I e r / Y yy �JK iIN,,.I I III 4 I Y Ili IY I u r If+M1Q4.1pR"Y#:5392521.8 N YEAR: 19524 A •-•-•-•-•-•-•-•-•-•-•- =625' ENS „h CEDW Historical Topo Map 1952, 1955 « r � A�° w � dr �� i�� I f� dw, �Jp 1 � �h rf� rf✓ ✓j � m � � .� i I ✓ "'�u 'Y I Y �,fr �. � :�. � � "�a'�� r '� '" �✓ff �� "' �� �1 � �1����h�«� y��� i �w � rl(-,� ���'. fa i,.,� ,. 1 y I y ky h r„� w �" �� �"�".��'�' �✓� �� .�w f f° g r r ,,((� f �i ra �,,,,,, �if 7 r�� fb E� ,w ,. rjI s�w 1 .rrr 1 s n g � i 444 f du r �« rkN r.r ai 4 r � w B If mh ,,,� ✓i'm i r r �� , bw # ✓ „w,.... IT gp � r a 7 f V" N✓ '"�r� .„ auW vl �°'�b, � �m 4 l �y�„�. , � r ����5 :,�5 � ,„.,� I � ��ti�,,,'t ✓ �� �.;,. "�"',:, �, ! ✓' m�( l � �^ mrr r a y,,,,�� W�11 � �„rG. ",„ n'" �� �;:;��;�Mw � ���i� Ir ���� i�'U �` � i h,, rw"� r w"✓ %%" "^�;" i r �C�, I I�4II 5,.� ". � �'i •e•. y,n t�� ,. r R"s I l k�M(;�'^I �✓ „'„! t �. IM �,�✓.� '�I I I�f (f Y ,«I �'✓/�(��f p Y riN��, �"��� 6 r li °m '"w s "✓ r «f i � r r 1�� A 1 ��" ,y �w� '� M " A `"'"'� 4 '��wa�":: """.' "9 P, r ,f" I + "�' r ✓�V �`I'r � "'r ,r'wr f�;m+^"%✓x m ny, � � r l +� � � ""p ,a "I � � to �f m, r r '''' ✓1"rrd ,;"'^n Il * ✓ �w * " "gym ,� JI, ,his w ✓+' «' Wy� f/f � rr��f � A'"�����,'^�.;^d+r S'�'�µ ��t 'M�« A �^�r��d�+, '� r � l�� � ' �� �'w � ,,.^- r ����, ✓�v / ����e "4wkr , f � Y^ it v'✓° '; 61 �"" ✓ � ��"i �r , � � ,� L'1k,��m Ir �n"a� �,, �"»"� � �r„m r° � ud r � ^�" 1 m�� � ✓. r ,' d� � i *arm" � ,w°" 99 �°' ",P�� r r � � ��a � r � ,��,mask Jr�y m*`w �, ✓ r t,m �^ f r �� v. ;� m+T � j r ^ r' rm r �, jr`, "✓ frG� "' Mw ��Il w i ��1 1 w ) L r „r W �.� r ,� ✓1 �'� � � rrr ill l au M.,. w0 � : Jrr �rri� ✓, ^firm�; '✓^" 'rw�"«4" f y,� � � , m� ti r erw.,m�f1 i � ' r �''✓ 'mmi �✓ (�« r i b Fw � � '; n * p ,� � W�, ✓ t r 1)r r r � 'dr f ✓�� m"�u""A'rr "'�, I A '.C " '�44 ,�iu � �'�' w 'li p r�" �' ��i r. err rsl li � � ° �� '"� ��k18 I �w k J l IW�Pq flY �B "��'( I Y 'h.` f A' Cf fi�I� � '..� � / " A �;ry �w� ^� ''V r ✓ �' b r!,! Y w�+ rr y�ki &" 'fVf a ✓ ;J r� 'r� .r s r ��,� y P „it '� ( . ".� ", ✓° �' , � r I w..�✓ � � n � �""4 a d° �r'^�w,„✓ � �M jw r m gym« r r' �m �f q ✓r �aN�riry�a;%� r« � v�A" s ""✓ � �;rf �, 7 ,ma. �-� r l i r r���' wr� ✓ d'��"i r �✓!r '� �L�tl 11' i f 1 '� f, r "�"s fir+°✓ 1i e n r�',...� "� �`' �y'�; "�. „� �,J r . " l ✓ r �'� t ���f"�� �r i��� d✓ m ��pt ��ro � F rl I J a r�d i yy y� 4 � Y y✓ 4 �F&RNw"`d �^/'a�. �r� u�ltma^� h@ i/�«ih'� �' � %r i r t a, ✓ � a a �,„ /�A nv'puhP� r III i ✓r✓Ww d d � N w 9�� �,< W�'��'`.l��"w,c� ;;;r�+�' a '� z. I d �� r --t.�"� � V I�'f' ✓�n r' r ✓ � r G I' gym" �f(4]mnxr,wrorli r m ��/ ,�,�•��m�+.�"" �"„m' r I � rv"��I ��, "� �� � +4�` �`. �' "" �� Gd l� � ,may h° „'fi ,� � ✓' r✓ r ,��`yi rm / I� �� i� I � f� �mrr �� a '1^� �� T d ♦F i, � � � � l � 't' II � y � ��v This report includes information from the following map sheet(s). 0 Miles 0.25 0.5 1 1.5 NW N NE TP,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 01845 W NW,SALEM DEPOT, 1955,7.5-minute NW,Ayers Village, 1955, 7.5-minute CLIENT: Langan Environmental Services l N• SW S SE 5392521 - 4 page 11 nddy� '✓n / // a I ,r ! r f 1 � F' //,, 1 I r Z � l r/� a 1 l i �// ✓� � ;7 /�- ✓ ✓ / f1 �° 1F Q ,} / � a'. Y� fl I '✓ �� 41 r�h,� Ir J r. a / �' aa/ 1 ✓ � el ' J / ✓(�I ✓ r��i/ r � la�� �b�v, �0✓�1 �'Ir,�� � J�/i. f'y' ��) 8 I /yP I �hp � I�4 6 t/ ✓1�: ' /%/ /�/l; I /,r w d I (+ illll Jll�� � I�i������ yrr��%`ll I I 1y�6 y/� � vd✓�f ', I I I II'il 11 r�i��/r1/ s✓i'�l/��j"`� �� ��I�����I�I� �i`�;�i" � r� y r� �il//y i I/^ r f'� �i�,✓ � I /7��1 i/�1 ;d r ! N r✓pr ir`✓�v'tr � 4uu II,�iV � ,rDr�m r�. u�ljll a �J! 1,, �d 1f/jQJ�� I r✓ I� I v rySrE /1/I- r p,yr vlf� r /l ld y jii I I I' � "iiil ri f f 1HN � � � /f//�� �, ,'�/r�/��' �1`�����/fr�C➢/ ���� 6 r✓'y/.:/�. � ��� � f�r e ���� I� � �� �' �yf �! �r/1 ✓ 1 ✓y/ a .!� :t✓d r ", "'� y rr Er�FJ/y I� / � ( // 1 /m ✓s rl//��� fw7 ' f �fU 6 ,r ��,� I� �� ��'� 6�G d�ll rt ry�/r ✓r i �p�)r y i�� r A v i✓��✓ rh ��trrl��f V� /e�i�� �:�d��5 ,o s; �ml�t i �r�Y r6y . "�✓''� li J//✓��l���r� ���pr� I I ��try"�✓ � � � 4 / r ✓l r y9 rl � / ✓ �r �„ I � I� � YI s 1 r 1 //inlryypNv�� lyr, '� a /` 1'',, 4✓ fi P IVI II ml�✓m Y � 4 n r�I l Ifs / I r �r% mrr u `� a Yl "wool I, p lili I U Y / I uP� lv /� o✓ v I/ r 6P I F i�/,✓'JN '// �`�°' �r ; r�'ra� dr ' l�r//r �pC"Jyf✓r��4U/�/m! i � r �r ✓ rd//yf� /�°�v ✓ ✓mil�r��/ I6 / �i, r i d>aa/N✓ / uS'✓ T � r P/+/ hlJXr � Y r/y r r ;k%I ' ����YI� r f ���"r'� ✓/YtW�r�rl{I - � / ✓ fl r ! 1VV / t o✓J r 9 � rr r, II ,� 4 �N r � �'' I it ��i r ��r(y��r"��� IVIv Ilr I II r✓e� � �( ✓ l �� kr � 'I✓��/��rl iri y �I//�' ,e r/r✓y! /� / III � � r r4 r �m '4✓r r�� r / ✓r//fi�/ y � /( r rf r✓ /r f� I N�ill�4�� ly iu P ' rll I �"III'I �IPI "II r �lii�(illlf `'� ,,� ;,, r����J 1 rv�� r'�;y 6Y /� r�lir� �/v���✓ r IIIII /IFp��/I ,✓ �m Id rl rr j )'�I I1'M1QUIR"1r#:5392521.8 YEAR: 1960 /// �r,/ /Gm✓ l / ....................................................... r 0 %w r / ��rd ��1�!� � � �� a(r� / t dr Y _ i EDH I,Ju„ G i I V i f r r, i I I, / s / a r r� w �f r r r /rl 1 �I lr/rr , f I I INQUIRY#:5392521.8 YEAR:...1_965........................................ 'J %� ii / /y% , CEDW Historical Topo Map 1966, 1968 a r � r - 1 Iwo F° M!xr 1M�iN �/ " o R N I,ud V a a In i it � m AIUUw U4 d" 9t4� r� i � � a r ` d a aro pew w 1I"I Pit�� A tt^ur�V N. MAUq" "7awfjw//N �w "i w uw 41010101 w^a' , 5 4'Uj/ U N a By 1M ri awy b r . v " w ,„',�"•U "a �"Y , r lid rr �ll � a ` 4' Jr %it' � r4mr� ,F ? ; ,. J UrU U , � , » ' d yoots¢5bTq4 �Ir r u M ✓ yr"yu✓ / �` 4 C��J , a v iU l + r � r � � ry� wr tit � G4 7 MMU CU;PA° ' ,M.NIh"U �p r/III "M �"� � + gMws � w �rti Irf�a a �� 1 �{''„r��/ e t U k, w rl wNW. d 'U�I �1G,��1;. �✓06 (r � '� .�r (!�'r,�; ?� u� This report includes information from the following map sheet(s). 0 Miles 0.25 0.5 1 1.5 NW N NE I P,South Groveland, 1966,7.5-minute SITE NAME: 140182702 SW, Lawrence, 1966, 7.5-minute ADDRESS: 1600 Osgood Street NW,Salem Depot, 1968, 7.5-minute North Andover, MA 01845 W CLIENT: Langan Environmental Services 11� l� N• SW S SE 5392521 - 4 page 10 / 1 r i I r� r d w, lu d ���'�✓ d j rl 6 r I i lu � 1 rr.l r „ °(a INQUIRY :5392521.8 i YEAR. 197w1 .... ........................ �//err/1��� EDN ------------------------------- 625 j j %r iij Yi // f // //'M/%OlIf rM � % o y, If / l - /; 0o i �/ ,pi r /// ' // / rr�j Ml rrri/ Ill Qjb,�/// �enVilr/ NO 11101 '1pi iMAll All , ON zI & / / %i f �+Y ai / 'iO n INQUIRY#:5392521.8 YEAR: ........................................ (rEDR' «r =625' ��%i//r i CEDW Historical Topo Map 1979 m � IiR f nV { sN� r �•� BNJSh JAV ri g f i,W' +w i 571 AP p N WHAG � 4 r 47 w ^y � � Id Iyy� �'"" rywA m { uf.P" � 'J�'" ✓ A9�.S P' S k ^', nt A M„ �', a w k Y ,,,✓ t / ;� r i 'a, W" JP JAG r �'.r TM" i �, ^" 0 ✓ ! -1 � ""',�` r . ��" �' �i ""�Ut7�1 �' ''r ,€J �L �, fi � r l�ra�F�4dl � � i'. � � �, ✓�„ u �a .ate � t�� x r � ✓'" r,� `^n� ➢" � d ELAN {{ --I 0 «�hill 1 ,.. f # 7 .It�r + n A 4 r 1,^+4b61Rk.NCE W)NICIPAV. AIRPORTIPA Iry. �d NA, ,q r fib a r • �� ," �� � *� d d r if ,f fr f 1 r 4ry, W f wy, l d r w p � �..FfµJ fJh r � r rompw -frp q .u6 'k�U ■ Poi, t� .q aso y, ! C This report includes information from the following map sheet(s). 0 Miles 0.25 0.5 1 1.5 NW N NE TP,South Groveland, 1979,7.5-minute SITE NAME: 140182702 SW, Lawrence, 1979, 7.5-minute ADDRESS: 1600 Osgood Street NW,SALEM DEPOT, 1979,7.5-minute North Andover, MA 01845 W CLIENT: Langan Environmental Services 11� l� N• SW S SE 5392521 - 4 page 9 a� r 6 l�f n � f 1+- 1 I I o �7ur�/%ire 1 r e/ . r INQUIRY#:5392521.8 YEAR:...1 N _986......................................... CEDW Historical Topo Map 1987 x V; r� � �*?cw� "se�� �r... "t„�@�r�w � �% :b 'N VIA 1 �w„w ` 1 i 4 u• °1N"ti 1� ,1 Qom- P / ■w w q w t ti� �j y x w T. r Jf 1f "A" ' � i w,� b ,w Rr'� [[ m IX Ki w y Wat F 5, HENCE""/ r r i r xv J �J, r ��w � a�� :�� �� „,�, � MGM�4� h i4„w��yy„� �m�, °��` � ��:.d,�� ��.✓`d m;,� .., 5 ,..," "'. w��r ,: �� Y,:.g�� � � rp�� M1 +''M :; ✓ d �"""w vih� W i� ,�� M ,.t' This report includes information from the following map sheet(s). 0 Miles 0.25 0.5 1 1.5 NW N NE TP, Lawrence, 1987, 7.5-minute SITE NAME: 140182702 N, Haverhill, 1987,7.5-minute ADDRESS: 1600 Osgood Street North Andover, MA 01845 W CLIENT: Langan Environmental Services 11 l� N• SW S SE 5392521 - 4 page 8 I P f � „�f,./ ,r,• r�/ � r�; ,Y ry ,. r��/'_ � f J � w p t/ r i i �^rd��iuu i � v r i , / r- 1 J � 'l �I�dll Ililll I �� I illlil III I rr , r I I III IIII / II iHiiiiiy Jr� r�rr� �% �/ 1 uuul INQUIRY :5392521.8 II IIIIIIII„iii µl YEAR:...1.................................................. EDP`------------------------------- O � - � �� > ,� �, rr/ f ,,r / �. /% �„ ,, � �i� ,� �ih E �� i � �A f ��� '� �'' I�, �',,, 1 G i i i , �/ III I �W �` �G � �� d; � a�i�,,y �� �' ��� ,y �' �� l � °ri� »� r �'��, �%, � x �'� � f,, � ' ` �� � / l /���',,� � J ��� i �/ �� w� ,��'� ors' � P i, ��� 'Fr��r �� �,, �� ,// .�� l�� �, ' t �� ���/� %%' �i, 'i% i i�'o� %�//%, ��%" /��/%f1 P 1'o�ri, ��IQ�VRY :5392521.8 f� YEAR.: 1995 "��Jr' i .._. .............................. E� ,�._._._._._._._._._._._ .-� =625' � ` n I J ,o u u f r- ,I y INQUIRY#:'5392521.8 N YEAR: Zoos CEDW Historical Topo Map 2012 k h _ w ° u �H ►� hush lwJ ;�i �lr �s Hill jjj one l�W'ILLdJMA F p.'C F,Fd74ak' �i sr 3� h l C 31 r r 4 L r N�'nP ard d ➢�" ' L' ti j d �t ff R t d w li h ( 17 1� i� C 5 f v 5. F .,. a u apw dF1Cd17 ✓i rtf " ,k 4°gyp �ruJ w �r � F� �I �g � 4 -�, � r� Corner Csoi4fCour "d. �y �i F IV— N, •rC�(J � r 11 f L tip 4P r 1 a r r �` 4 S,r" "�-P�JIr � l>� r .. r 1'l� / G 'w �� Y G� , b° J f y � . . s ill �° ,�1 j N $"r r rya h�3" f oz i. �' fLf)FARM�d� J Lawwrence- Yuunl6pal tlrp curt FARACR p �" yr i� f fr � d t V s , �� i r✓ ,� 4 �, I,/r N w }r'II Lawwrence — /J' m c 4 ' 4 �" h vGlf r / ✓ v, r ray r 4 w, VV tis s ,N'� ii 'r e II6 htl S i wi �S hi r' Pfdly �� n P t r q Sul, 4� � �4 d r �i� � O'Re iIly., �I This report includes information from the following map sheet(s). 0 Miles 0.25 0.5 1 1.5 NW N NE TP,South Groveland,2012,7.5-minute SITE NAME: 140182702 NE, Haverhill,2012, 7.5-minute ADDRESS: 1600 Osgood Street SW, Lawrence,2012, 7.5-minute North Andover, MA 01845 W NW,Salem Depot,2012, 7.5-minute CLIENT: Langan Environmental Services N• SW S SE 5392521 - 4 page 7 r r" �l �i %Y /��/,.,�� � �/�///��///////dl ill( lJrl/%(r➢!ni%%: /�li % / " If`M1QUVR''tir#.5392521.8 N i YEAF�:...201.2........................................ ED R' � r rr y, r �� rr i 5 ' �V�4�71(( m� � » r ' ✓ �� a`��ii �����if i �r E"4� �� 1���/�r� 4 ��/�j� �� , lmgrsl �1 �J( '✓,N/fir u ' ( r a � r INQUIRY :5392521.8 ;�� re YEAR 2016.: Epp ! f APPENDIX B AVAILABLE HISTORIC GEOTECHNICAL INFORMATION LAN6AN _ m , ter— . 1 i � , 3i' secs , r � y Oho ./�C�EEV E Q ✓'=.�W R CQO I.I ✓' a� F C w s r a 1 r j �x f1 i y` a � f W ----- v / d t _ `���,-�',��i'��� ••1 - ,vim ,/� v _ _ _ T � ' 4s IDFo „- �' ��' 'dal-""'� �C�\4 "- �;--� -f-"'�T��`'e• � '� ;/` \� �` rnl tf. u � o .5 y 44 7 VAC` �'y "✓ ', �.O N i U U R R.A D I N c: PLAN IZ OZ 61 81 LI 91 91 6I £i Zt II OI 6 8 L 9 9 V E Z [ GG, 6-1 lot .mo.� .`i 2 Y �A NOS KWO O3W"V -� e TAT r Vol ^ .a - <.<� T o I i �.' i I T .F c ✓�' �. As 0 o. � l 9 n s 9�`N Ob F;1 a �y�i i1.1 �wrq �tiiM y rvoi IMAM 3 n �- e jrxy , e a1- Fig a l r . EI a,>E - a a . 1 I v � _ m.. `tl ' s IZ OZ 61 91 LI 9I 91 N £I ZI If OI 8 8 L 9 9 6 £ Z T } APPENDIX C AVAILABLE EXISTING FOUNDATION INFORMATION LAN6AN 1 2 3 4 5 6 7 8 9 10 it 12 13 14 15 16 17 18 19 20 21 I�vo r- M N I s c - 4. �A J] ,m c - — a c z, 1n D 7 J� o F 6 W __H I: � 3 -..- J, __. i 0 0 s 5 r o a = 1 i e 1 _ �, s L _✓ ECT/O/J RA IlF F APPROVEDpONLY FOR � F A P 195 n 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18. 19 e�20A� s 21 IZ OZ 61 81 LI 91 Sl 6l £l ZI II! 01 6 8 L 9 S 6 £ Z [ nnmmcxe cai __ zt �s3 i -.;u �ba Li UO LL— T oa o, �- TT m f Y � e e i s r ix 3 = } I i r 3 I l 61 _ b - E�� UYLI Lam- ! � i n 3 I y� f�A 'sg•� ` ,. III � i* - - n r u II I� � z 4 h IZ OZ 61 91 LI 91 SI VI £1 ZI it 01 6 9 L 9 9 6 £ Z i 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 A B -N 13 Ll��E E:L.,EVA7-1,�1P 0"AFL/NE E LE VA�,,o ON E Lwc fp- c c J Ij 1-1 S E Z, E 7 Ir Yr IECTI-5 5 4A 'PLAN G Fo -Z-A H H EL-,E VA TION g,oy _1 TYRICAL Al- ---- -- AT I I I ll�l PLAN PLAN TYp COR "I'ER6 r- PIER rYPICAc CORINE OE:Ti4/L 711 1E7,'N- K K A LIE A -/IN L --C7 SECTION A A ;-7 m "I ILI, m STPUCTUP FORQ, AL CONCRETE 195-5016 SUAZP DE7,41Y - 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 IS 19 20 21 X�oa-r i t, s _ K I D C T /o J �eT 1'€` D I ro c via5 2— D � y D 1 � P I s Ili �. — so� F� x FI - ra � a . K r = L a 4 PY �` .� o- - .A�v cur s 5 p APPROVED ONLY FOR a,K 1 2 3 4 5 6 7 9 9 10 11 12 13 14 15 16 17 18 19 ���20Y 21 1 2 3 4 5 6 7 8 9 10 11 12 113 14 15 16 17 18 19 20 21 o-u � mFs dMSrz.a- as l L � Szg ce dC z� 6 6 I v 1 /�z a Br za� f ® e �r 9 � 9 mI—,11," 1— . 9 J SECT 1 Al D v t x.y1 E a < B I a r g , be ems. 1/ e I IIY lip 4F � E n f41, : u 1 c G a / a FI 0 _ } v r — s > ® 1- a �•o rc '' S C O\ 3-3" SEC'S'OU G-4° SE IO:U•'S S^ A f J 7 7 o /s r c A J s y � K .r A BOILER 'OU N 7ATIO ETR�tiG'-tE5 i {� L Ali i''-�4h 1 �k �� /f /f c 2 y rn es� Cv L 14, E/ n au ANCHOR T E EY Mr' cx so e szd� D +w s pa.r. ��a.e/m.ro/rnxr�3�n Ruy s,nk„-�ap.c<y.zs>r ea z. � _ � T,�JCTJ' —ECTI h 5/�(�,. APPROVED ONLY FOR =..�=..k� ...-.. ^-�«+ EOLER:��SE F�J�D;,,.53�..0 rPc,.* - 795- - 195—0M 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20Y� 21<E< 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 N a C J C F .0 SC EOUL A ai i40 a B � \ _ ;�� �` �--�--�.'-''�'"r�,—` ' � � �:•ter' I' TYPE E 4'G _...E 1 _ 1m: r YP D d oA,t, CGLDEI lL A Tr_ F T C D r � E 4 11 v 0 I {{I 7 i x'I:v +- =1�T�_::.-. ��- i DTI -L J _� — _ 1- =t G RE/b'F PL/i,U rJ=GJ�:3L U7GCCd✓PI 5 T ' 6 c�e sF. � � m _ IT ,- T�"r I 0 r -1 I q j 7 aaPo r. ro7 / 4 r. "n rte�s soar(eren t -- — } vzh c III Oti 7 T '1 vK t , I r,� S c Ut-7 SEc�c7ti 22 SEc�Io,U 93 3ao TK7/v 4-4 r _ _ �+.,� Tr L i e +2-1 L s I' � _—__. I T -.-,. _o_ z-1� `� � � ®PCL:G^FQl//CCC[.✓"' �,SPECT l�P/7 r C /` y i a I ' aL�7 �D�TlJ E�lG Od/ Yv CAL FcoT4✓_6FVWId TYr? ✓OF.-A[ /I 2 �' <1- / _ �a ,.o 5 � \'� APPRO.VED ONLY FOR 195-5030/ YS�,, �� CO,GC` FIE DE7/PS 1 2 3 4 5 6 7 8 9 10 11 12 11 14 11 16 17 IS 11 eRa 20A 21 - 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 S oe i A - �m I' � pc ndu'°E m sr. � I rI 3 r, J92 vL ✓ 'QG- °bF4M 41 a r E. J i 6 i 1 C '� n i._T"T" Y 1 iso c E r 0 L L �-ll C� u au _ F OJ I F F - Ij I� o w _ r^ �° I F i c s-a � �, - - s •o,J a-P eu 1011 G G p L..16� wZ ms. �/ O /' `' I !o ��1'�rs` _r�_✓ea - I oa t IOU 4 L TYPE 1, r oo/Izu � _I -• —�- s .w.,;, rvP/G4L GQ�.DE 6EAM "`a EX TEPIOP. _ l/I7EPta¢ „.-o SECT�O/J CC �" _'� Oi�F c1'JE74r COL,,JeQS 'X s � :Y/! I MaE — ow. 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F , . � - - ISSUEN°Z 11 68 IrP� F /SSUM.3/0-8-6N9 APF �l �i. !/ rers nFvs sa,f- rrma cfn e a eer.v arv�.�. �10 lHJ 0 O K, U `J '�J � �1 v sW e u �� n e ISSUEN 4/0/068✓P.4 ti Y o- e P r.r ° --1 —^�`s- } --p<f.,w.i, --i'.�' ,...� ,ij >uP✓. eECE�.n y_ �.� ss � ras sa✓aA /SS✓E11 8 123 69✓PA � v o -scr s n �o ewA q s T r vd� a f E I � I I Ill s 4l. r1y.o; w � sro I a ®� .— - y. tS o I � I �_R t=�r gal .n I l r _l. r , t=o7 �.a✓ ") �t=✓.✓r '- �' `& r i E I REFERENCE DWGS. 1 .s� s _ T " J j I I I _ G G r: Col --���-11LLLL _ EPr oN � `oz�— �i TACK I/FCCE/G/CFk i- , �� eM E..so o �� �� �.✓PA d y f'LfI/l/ SEcnoa9-9 ,�s„ c..,c"_vo.r �irr sE..orE�. ELEVATION A-A WEsrERN E;_e arc co oa—^=a 222-14-101 �/irz°•r'-�` 222-14-101 c Ecp 1 O C VIA 04 5 >-v C ,., — 3' s ✓� n i aENG ei f3 M G-A' Pat, c • c �u as � SnEt I e a. 2 0 y. f c S: I ��— e e•c a -+ ,: c •— - I I ❑❑ ❑ Ele— — _ y ❑- QQ. ❑ — <=a _ ❑❑ C� ❑� ❑ -❑ — < - I z W — �I - - - F-1I ^I a F ; I4 J is�+��—� �< �...- f3ie 53.a.✓s :a » o Y#� a � m _ _ �9 _o�� I �I ow a 1 . m � I k 3 J L4— �r a tee.-I I it m r FV Qck"do SZZ EA I : ; _g 'sJ `✓ r r z.»� `� V 'u J s.e. . ,,� 'L NK rec7 .�aZ a Z.. e r.a»yr 0 E REFERENCE OWES. u x B II u� B oe. r r r� •�� .1'�S�nOw:v F LEy. ^I � ✓'mR c ao _ - z a _�24 ®N a o s secaom = 1 ssE czn n�E zn s� Pv ` L .WMEV LPG I.,,,4 WESTERN ELECTRIC CO.,INC "o- o 222-81-1�J; was._-__ 01810MB N83�3M -3 5, 1"Wl� sn-ti a— .4 SOM3DN3U3J3U ilv_Lali _11Ell 'Zrsnurf -Lj is co»nriz-,;r 11 x.��< �L f _ L '� —+ a Fig ZWN �� — li�� �'b I .n3r.,a,� � � a »n as T --------------7�p Y 7 sa a. 15 xw Ps o�.or.o�son ov wnu> 3 ' -SUC M1'0[ 1111 ,oA IOn' SECTIOI j. TYP.STEP-DOWM FVG ELEIA ! — E', __ - — - .,s. TYPICAL PLAN ANC N1ALL5 TYP JaI GIJ IN`ERMEDIA t WALLS ; t i it i 12 r - 0 -`i —sci .t9 w d Foo *E 1 SPEC IOU SECT ON �' --- C o - I n � 38o � CONCRETE SLAB �HN � .TS6 ®T. IL. VA Y-iG MA4ro.. o ' at 13De aze �e 3.6. rt 'L-, `ter SECTION �� —iLAIv act, LL 3 SECTION 5 DctiA�-r o � N _ Tov aF PEo, a i � I i e$ — os I K- I L iL NOTESWALL I..TOP OF C,W.NG M �� Rs ..PPao�Eo FOUNDATION PLAtV vnL uaa r uu a,6 - v sue„". Gas t, SF-CTIONi [ ios s FOINDAT10Np PLAN 222.1073-105 e of wqu o.w. �q, S C71ONs 8 TVPICALPED!STAL DETAIL ao ATSTTECHNOLOGIES,INC 105 ° Tr 222-10T3 105 WE No,ISSUE aPP o *FoEvn N ` F d r av� 6l l2_u it w�wi i axL � 6S F SL A2� DE-TAIL T/P GONTROir JT. Dt"fAI L TYP DONS T�.a J T, DETA1 L- I� o K rz"- v � ?YP. a �^ K1 1 ,,... o.. vf `. ,� KJ ... T` W gL"Ap— +` w,3 e ,A�2� .rYe I , r 3b � owe o s 15E�GTION - -13 r li ), `-i I �II M7 J 9) ��'LLLJJJ o AM SAG ANNORPX/1.T f7ET �rww�n 222 w,s.119 3 ) _ d5!rm) T m 5 T,- ou T E L x= �'.. 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Fouuownou Rwu - Sncer 2 `R-Noted 195-5015G 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 0�20A 4 21 APPENDIX D LANGAN BORING LOGS LAN6AN LANGAN 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) (ft.) First Completion 24 HR. 4"10 Steel 20 Water Level �_ 10 1 N/A �_ N/A Casing Hammetafety Weight(Ibs) 300 Drop(in) 30 Drilling Foreman Sampler Pete 2-inch diameter split spoon I Field Engineer 0 Sampler Hammer Automatic Weight(Ibs) 140 Drop(in) 30 J Hall z a Sample Data J � �m Elev. e a Depth N-Value Remarks J .2E (ft) Sample Description a Scale E V ° .N� (Blows/ft) (Drilling Fluid,Depth of Casing, g� o`� `� a m Fluid Loss,Drilling Resistance,etc.) o +44.5 a 0 Z 10 20 30 40 +44.2 4"Asphalt aOft Light Brown f-c SAND,trace siltof ,trace f-gravel 5 0-.•; .••:.• (dry) 1 � rn 13 SS0.5m-2m..:;•::.:• 2 13 Light Brown f-c SAND,some silt,trace f-gravel, 0.0 2 12 S-2 at 2ft `.•:: : trace fractured gray rock :.: (dry) 3 U 10 9 9 SS2m-4m r'::•. 15 East to moderate drilling to 4' Uj c�.:•.: :;:::• Light Brown f-m SAND,some silt,trace f-gravel, o.0 4 15 9 trace fractured gray rock S-3 at 6ft O:•::.::.• (dry) 5 M U) 'o 18 1 SS4m-6m •..: U) U 23 33 o :•, Light Brown f-m SAND,some silt,trace f-gravel 00 18 S-4 at Eft (dry) Casing driven to 5' 18 7 U) U 1 •. •.+•.• SS6m-8m 23 (3 .,:.::., 33 O z ;:•;:;:`.;?.;:• Light Brown f-c SAND,trace silt,trace f-gravel, o.0 8 21 Hard drilling to 8' �,:• ::.• trace fractured rock �, o S-5 at 8ft Q (wet) (n U) 49 U 9 63 112 SS8m-10m z; 65 100/1" x :.:••. 10 ,':::•:.,' Light Brown f-c SAND,some silt,trace f-gravel, 33 S-6 at 1 Oft O 55 W trace fractured rock W ;.;:.:,•;.0 33 (wet) 11 (o U) O 4 — 41 SS 10 m-12 m •.•:.::., 48 49 ••:'• 57 13 60 ° Light Brown to Gray f-c SAND,some silt,trace o.0 14 I- 21 Hard drilling from 12'to 14' f-gravel ui °' S-7 at 14ft 33 SS14m-15m (wet) 15 .:••::: Dark Brown f-m SAND,some silt,trace wood,trace 00 U) rn 12 peat 0.0 U) U) 10 SS15m-16m (wet) 16 S-8 at 15.75ft o:.:':'::•'. 17 18 o : ..•,.: Q .•;:;;.;., 0.4 19 Hard drilling from 17.5'to 19' 0 . .. Light Brown f-m SAND,trace silt 0 13 9 z Q (wet) 20 cn S-9 at 19ft 13 LANGAN 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) Sample Data Em Elev. E a Depth N-Value Remarks (ft) Sample Description a Scale ° ° .N° (Blows/ft) (Drilling Fluid,Depth of Casing, +24.5 a v 20 z ~ V a`�m to 3o qo Fluid Loss,Drilling Resistance,etc.) o 0 12 m- m 14 21 22 z •:.•:•: 23 o . ..•.. Light Brown f-m SAND,trace silt 0.4 24 6 Moderate drilling from 21'to (wet) 24' 25 c� 9 S-10 at 24ft 12 SS24m-26m 12 a : :.•'.: 26 ' 27 N . •..•.. 28 :: Light Brown f-m SAND,trace silt 0.0 29 9 Moderate drilling from 26'to Uj `;':'.•::;'; (wet) 29' o 30 o0 11 1 S-11 at 29ft J •' U) 10 SS29m-31 m z •..••.:•;•. 41 31 12 60 32 '• +1 z.0 55 U ° 33 Z 65 C� <_ Light Gray to Brown CLAY and f-m SAND o.0 34 N 3 Moderate drilling from 31'to z (wet) 41 U) 0 34' w +9.5 0.0 35 8 S-12 at 34ft Light Gray to Brown f-m SAND,some clay,trace 6 Casing driven to 15' o ':::.:':•':. n o g w .;..•.. silt 50 inwet 8 SS34m-35m (wet) 36 S-13 at 35ft w•;:::.•::: z a :.::::•:.•::. SS35m-36m U cn:•.;:•:::• 37 < :•:.•:•: 38 ° Light Brown f-m SAND,trace clay,trace silt o.0 39 6 Moderate drilling from 37'to (wet) 39' 40 u) 21 S-14 at 39ft U) 12 SS39m-41 m 80 �:,•..:,.•: 15 Q 41 150 42 i' ':::'•`::: 150 0 :•;•: •.:• 43 100 Light Gray to Brown f-m SAND,some clay,trace Q• silt ao 44 " ••'• '••'• u� z Moderate drilling from 41'to (wet) z:•.: ..•:. n o 45 LANGAN 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) Sample Data Em Elev. E a Depth N-Value Remarks (ft) Sample Description a Scale ° ° .N m (Blows/ft) (Drilling Fluid,Depth of Casing, o`� `� "a m Fluid Loss,Drilling Resistance,etc.) -0.5 Q- 0 45 z 10 20 30 40 Light Gray CLAY and f-m SAND,trace silt 7 (wet) 150 � 3 S-16 at 45ft 46 SS45m-46m 200 47 165 z':•:.•':•: 48 •::?:,:; z •'• •':• 180 Light Gray Clayey f-m SAND,trace silt 0.3 49 3 Moderate drillling from 47 to (wet) 120 49' 0. ?. 50 U) N 5 0 S-17 at 49ft 70 5 Casing driven to 50' : •' 3 SS49m-51 m a :::.•'.: 51 :. .,..,. 52 N 53 Light Gray Clayey f-m SAND,trace silt 0.2 54 4 Easy drilling from 51'to 54' Uj :;;; (wet) S-18 at 54ft 0 55 00 � N 3 Layery of the clay and F-M J .•;:..:•:• cn 4 SAND z SS54m-56m 56 3 57 ° 58 o 0:• :...::. Q:•.: :• :• o.z 59 Easy drilling from 56'to 59' U •:::,;.:•;•• Light Gray Clayey f-m SAND,trace silt rn 3 Y 9 z ' (wet) in U S-19 at 59ft ° :.:: 5 Layery of the Clayey Sand, w••.•:::•;:. 0.z 60 � Light Brown to Gray Clayey f-m SAND,trace silt o 3 and Sandy Clay ° (wet) N .:•.,::•::::• ) cn 5 SS ° 'w •. :,:•;. 61 S-20 at 60ft •.•.••:.••. SS 60 m-61 m of •''••''• -18.0 Q 63 o ,• GO ° Light Gray f m SAND,trace clay,trace silt o.0 64 ° 15 Moderate drilling from 62'to 9 Y Y, a•:';:':::;•:' (wet) ° °° 64' 0 21 S-21 at 64ft N'' •'': Light Brown to Red f-m SAND,trace silt 0.1 65 N 23 SS 64 m-65 m (wet) 00 23 S-22 at 65ft 66 SS65m-66m 67 ' 68 Q:.'•::••:•:, o.0 69 Moderate drilling from 67'to 0 .•;: Light Brown f-m SAND,trace silt ch 16 9 ° rn Q::'.:::;;.::' (wet) 17 69 70 LANGAN 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) Sample Data Em Elev. E a Depth N-Value Remarks (ft) Sample Description a Scale ° ° .N m (Blows/ft) (Drilling Fluid,Depth of Casing, o`� `� "a m Fluid Loss,Drilling Resistance,etc.) -25.5 a 70 z to 20 40 N 22 m m U 23 71 72 z •:.•:•: 73 o . ..•.. Light Brown f-m SAND,trace silt,trace f-gravel 0.0 74 12 Moderate drilling from 71'to J (wet) .:: 74 r o•.•:•:••: cn v 18 S-24 at 74ft 75 N S 18 SS74m-76m 20 a :::.•'.: 76 77 78 :: ;•:;:: Light Brown f-m SAND,trace silt 0.0 79 14 Moderate drilling from 76'to `;':'.•::;'; (wet) 79' 80 N U) 0 14 1 S-25 at 79ft J' ' •' U 17 SS79m-81 m 81 19 82 Cn'' 0 83 0:• :...::. Q:•.: ::,:• o.0 84 Moderate drilling from 81'to �_ •::;,;.•;•.•:. Light Redish to Brown f-m SAND,trace silt 10 9 z ' (wet) 84' 11 S-26 at 84ft � 10 1 SS84m-86m o :•.. ' w•.: •.. c�':'•::•'::: 15 86 `:.:'.: :':. 87 Lu ..•..• Lu of Light Gray f-c SAND,some silt,trace clay,trace 0.0 89 15 Moderate drilling from 86'to a :•'•'::. f-gravel,fractured rocks 89' ::::.'•:'::: (wet) 90 N 0 10 221, S-27 at 89ft U 12 SS89m-91 m 91 17 92 93 z•.::•.::•. Light Gray f-c SAND,some silt,trace clay,trace Q :•::•::: f-gravel,fractured rocks 0.0 94 Moderate drilling fro 91'to 94' 000 0 31 9 (wet) S-28 at 94ft 95 LANGAN 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) Sample Data Em Elev. E a Depth N-Value Remarks (ft) Sample Description a Scale ° ° .N m (Blows/ft) (Drilling Fluid,Depth of Casing, o`� `� "a m Fluid Loss,Drilling Resistance,etc.) -50.5 a 95 z to zo 3o a 00 U 0 97 100/2" 96 97 z •:.•:•: 98 —101 :. .,..,. 102 N 103 -59.7 Light Grey Crushed Stone o.0 104 S29 SS 2 100/2" 1 0/ " Hard drilling from 96'to 104' 0 S-29at 104ft °o End of boring @ 104' F 105 Borehole backfilled with auger cuttings to grade. Pavement 106 patched with cold patch. SS104m-106m 107 0 ° 108 z c� a 109 U Z w 110 0 9 'w 111 z J a uv 112 is a 0 113 U 0 114 a 115 0 a 116 0 z 117 118 0 U a 119 U z J 120 LANGAN 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 Strata star 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) (ft.) First Completion 24 HR. 4"10 Steel 50 Water Level �_ 15 1 N/A �_ N/A Casing Hammetafety Weight(Ibs) 300 Drop(in) 30 Drilling Foreman Sampler Pete 2-inch diameter split spoon Field Engineer Sampler Hammer Automatic Weight(Ibs) 140 Drop(in) 30 Justin Hall z a Sample Data J Em Elev. Depth N-Value Remarks Sample Description (ft) Scale V ° .N�2 (Blows/ft) (Drilling Fluid,Depth of Casing, g a m Fluid Loss,Drilling Resistance,etc.) 0 +44.0z 10 20 30 40 .{.'.•"•:'+43 8 3"Brown silty f-m SAND,some roots 0 1installed casing (dry)[TOPSOI L] a: :•• Light brown f-m SAND,trace silt,trace f-gravel 1 U) ° 8 SS 0 m-2 m (dry) 13 18 ;:.':'•;'::. Light brown to dark brown f-m SAND,trace roots,trace 2 16 ••;:;.: • f-gravel,trace silt N (dry) 3 U) uu) v 2254'32 Drive casing to 3' 50/3" Wash with roller bit and water a 4 to 4' 0 Gray f-c SAND,some silt,some f-gravel 74 Hard drilling to 4' Ui U,.:•...:,. (dry) 78 SS 2 m-4 m °.: ::: 5 `h n `h 1 7 F,.::::.:.;•: � u 69 SS4m-6m c� 77 Light brown f-c SAND,some silt,some clay,trace frac.rock 6 30 (moist) 29 7 uu)) 00 2 cn 23 SS6m-8m O':'•:':•'::: 26 O .;•: ::'::.'•: Light brown silty f-SAND,trace f-gravel $ 11 Drive casing to 8' moist 12 Hard drilling N U) 9 22 .:.:;:.;. cn 10 SS8m-10m x:•.:'.::: 15 U ':•:.••':•': w .;..•,.. 10 .•: .••:.• Light brown silty f-c SAND,trace clay 30 w:.;• z ;:::•::;.' 11 U) 38 5 SS10m-12m J :•:':••:•: a .,•..••:•. 58 °••':'::•';• 12 Hard drilling from 12'to 15' is•.:,•.::::. a.•': .:•::• 13 o•. :.;. w 14 Drilled to 15' N •' '•'• Dark gray silty f-c SAND, some f-gravel 15 16 (wet) u) 18 16 U) ° 2 SS15m-17m z 17 Easy to Moderate drilling from 'a ::':.•.'.: 17'to 20' 18 O .;.•.•,.•. 20 LANGAN 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) Sam le Data °m Elev. Depth ; N-value Remarks (ft) Sample Description Scale ° ° .N m (Blows/ft) (Drilling Fluid,Depth of Casing, < +24.0 20 Z ~ Ir V o_ m to 20 3o qo Fluid Loss,Drilling Resistance,etc.) Dark gray silty f-c SAND,trace f-gravel 9 Drilled to (wet) 10 21 00U) U) m 10 ® SS20m-22m 11 22 Moderate drilling from 22'to 25' z':•:.•':•: 23 •::?:,:; 24 Q :•: :.':";.:..•,:.' Tan silty f-SAND 25 5 Drilled to 25' ::•. .:. (wet) a :•::••.•.:• 26 U) 0 ® SS 25 m-27 m ' 27 6 Moderate drilling from 27 to N . •..•.. 28 a 29 0•.•::•. .:. U) .;. Hard drilling @ 29.5' O +14.0 J Gray f-c SAND,some silt,some f-gravel 30 11 Drilled to 30' z (wet)[TILL] 0 26 Drive casing to 30' 01 0 31 N 16 42 SS30m-32m 14 32 Hard drilling from 32'to 35' U) U 0 33 z c? a 34 U , Z oGray f-c SAND,some silt,some f-gravel 35 3o Drilled to 35' L (wet)[TI LL] 64 z 36 0 0 00 36 1 0 SS 35 m-37 m J a 37 u0) 37 s Hard drilling from 37 to 40' a Q 38 0 U W 0 39 a Gray gravelly f-c SAND,some silt,trace clay 40 79 Drive casing to 40' 0 (wet)[TILL] U) �) 84 Drilled to 40' Q 41 100/5" SS 40 m-42 m o z 42 Hard drilling from 42'to 45' a 43 0 U a 44 U z J 45 LANGAN 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) Sam le Data °m Elev. Depth ; N-value Remarks (ft) Sample Description Scale ° ° .N m (Blows/ft) (Drilling Fluid,Depth of Casing, <1 "a m Fluid Loss,Drilling Resistance,etc.) -1.0 Z 10 20 30 40 Gray f-c SAND,some f-gravel,some silt,trace clay 45 02 00 81 Drilled to (wet)[TILL] 100/4" 1 ®/ 46 SS45m-47m 47 Hard drilling from 47 to 50' a 48 0 a J 49 O J 1 -6.3 Gray f-c SAND,some f-gravel,some silt 50 -1 4 100/4" 1 ®/ Casing @ 50' (wet)[TILL] a End of boring @ 50' 51 Borehole backfilled with auger cuttings to grade. 52 SS50m-52m 0 N N 53 a 54 c� U) ° 55 z 01 56 0 N 57 ° 58 z c� a 59 U Z w 60 0 9 'w 61 z J a uv) 62 is a Q 63 0 U 0 64 0 a N 65 O V a 66 0 z 67 9 68 0 U a 69 0 z J_ 70 LANGAN 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 Strata star 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) ft First Completion 24 HR. 4"10 Steel 4 Water Level( .) a 14 1 N/A 7- N/A Casing Hammetafety Weight(Ibs) 300 Drop(in) 30 Drilling Foreman Sampler Pete 2-inch diameter split spoon Field Engineer Sampler Hammer Automatic Weight(Ibs) 140 Drop(in) 30 Justin Hall z a Sample Data J �m Elev. Depth N-Value Remarks i 2E (ft) Sample Description Scale V ° .N (Blows/ft) (Drilling Fluid,Depth of Casing, g a m Fluid Loss,Drilling Resistance,etc.) p +43.0 0 Z 10 20 30 40 +4z.7 4"ASPHALT '� Light brown gravelly f-c SAND,trace silt 5 a (dry)[SUBBASE] 1 U) N • b 6 1 SS0.5m-2m ,4 '• +41.0 10 •;:; '::' Light brown f-m SAND,trace silt,trace f-gravel 2 16 (dry) u) v 17 3 cn U 20 7 SS2m-4m :•':•::':•:• 16 4 Install casing to 4' 0Light brown f-m SAND,trace silt,trace f-gravel 0 9 v (dry) Moderate drilling to 4' c�:. . 93 0:,...:,..:, 5 a,) J ':•'.:':': 73 1 6 SS4m-6m 43 :.::•. o Light brown f-m SAND,trace silt,trace f-gravel 6 43 N (dry) :•: 27 7 U)) 7 ao SS6m-8m 0: 68 Hard drilling to 8' Light brown f-m SAND,trace silt,trace f-gravel 49 9 z:':'•'' '' N n o c?:'•: :;;':'• (dry) U) U) 50 0..; ...,. SS8m-10m w 10 Hard drilling to 10' - Light brown f-m ar rn SAND,trace silt,trace f-gravel 37 9 LU ': .: : (dry) 41 w:•':•::':•:• 11 (0 U) 2 u z.,:;•: cn 41 SS10m-12m U) :cn ;C...l:• 12 31 ••:,•• • Q:':'•'':':' 13 w o ::::'•`•':; - 14 Hard drilling to 14' a Light brown to orange brown f-c SAND,some silt,trace 41 9 f-gravel •:: (wet) 15 23 2 �•.;:::.;.:.; cn n U 29 SS14m-16m 28 16 _ 17 z ;• o•.'•:::..:' 18 o.. .•.:.•,. Light brown to gray silty f-m SAND 19 00 4 Easy to moderate drilling to 19' z..:...::• cn � (wet) 5 20 LANGAN 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) Sam le Data °m Elev. Depth ; N-value Remarks (ft) Sample Description Scale V ° .N�2 (Blows/ft) (Drilling Fluid,Depth of Casing, +23.0 20 Z ~ a CD JD 20 30 40 Fluid Loss,Drilling Resistance,etc.) 10 m- m 00 � 12 21 22 z •:.•:•: 23 o . ..•.. Light brown to gray f-m SAND,trace f-gravel,some silt 24 8 Easy drilling to 24' J (wet) o u):,:.,:.•:, 25 U) u, 1 SS 24 m-26 m a :::.•'.: 26 ' 27 N . •..•.. 28 :: Light brown to gray f-m SAND,trace f-gravel,some silt 29 8 Easy drilling to 29' Uj''` .: (wet) U 0 6 0 30 u) N u 1 W. :.:.•. 8 SS29m-31 m 31co 11 o:::';:::::: 32 0 33 0:• :...::. a •':`:::• 34 U Light brown to gray silty f-SAND,trace clay 5 Easy drilling to 34' Z ' (wet) U :,'::•,:•:, 35 u) 1 [-- .;:'• SS34m-36m o 10 w• :,•;: 0 :'•::•'::: 7 36 38 U ..•..• ° Light brown to gray silty f-SAND,trace clay 39 4 Easy drilling to 39' a?•''•`•:•:•; (wet) o : 40 00 4 $ 4 SS39m-41 m o•: 41 42 0 43 o Q -1.01 44 c� Light brown clayey SILT ch 3 Easy drilling to 44' (wet) 6 `� 2 45 LANGAN 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) Sam le Data °m Elev. Depth ; N-value Remarks (ft) Sample Description Scale ° ° .N m (Blows/ft) (Drilling Fluid,Depth of Casing, a m Fluid Loss,Drilling Resistance,etc.) -z.o 45 z to zo so ao 6 SS 44 m-46 m U U 7 46 47 a 48 U a o Light brown clayey SILT 49 1 Easy drilling to 49' (wet) z 50 u) 4 SS49m-51 m 4 a 51 N V 52 0 N N 53 0 Light brown clayey SILT 54 z Easy drilling to 54' U) (wet) z ° 55 U) r° z SS54m-56m z 56 0 z N 0 57 0 ° 58 z c� 0 Light brown clayey SILT 59 z Easy drilling to 59' Z (wet) _ 1 F 60 U) N s SS59m-61 m 0 4 'w 61 z J a u0) 62 is a Q 63 0 U o z1.o 64 Easy drilling to 64' Gray silty CLAY 5 Y 9 a cn N 14 65 0 14 8 SS64m-66m 0 16 a 66 0 z 67 68 0 U 0 Gray silty CLAY 69 00 1a Easy to moderate drilling to 69' Q (wet) 1a 70 LANGAN 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) Sam le Data °m Elev. Depth ; N-value Remarks (ft) Sample Description Scale ° ° .N m (Blows/ft) (Drilling Fluid,Depth of Casing, <1 " Fluid Loss,Drilling Resistance,etc.) a CD-27.0 70 Z 10 20 30 co U) 0) 27 m m ch z 71 z 72 a 73 U a o Gray silty CLAY 74 17 Moderate drilling to 74' (wet) rn 18 75 � (0 21 9 SS74m-76m 17 a 76 N V 77 O N v 78 0 Gray silty CLAY 79 21 Moderate drilling to 79' Uj (wet) o zo ° 80 20 0, SS 79 m-81 m z U 81 21 0 N 82 u) 0 83 z c� Q a1.o 84 Moderate drilling to 84' 0 Gray silty f-m SAND 15 9 Z (wet)[TI LL] 17 w 85 uu) 0 32 SS 84 m-86 m o U) 15 w w 86 z1 z a uv) 87 is a Q 88 0 U ° Light brown silty f-m SAND 89 18 Moderate drilling to 89' a (wet)[TI LL] N 19 90 21 to SS89m-91 m 0 19 a 91 0 z 92 93 0 U 0 Gray f-SAND,trace f-gravel 94 ch 1a Moderate drilling to 94' Q (wet)[TILL] � 19 95 LANGAN 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) Sam le Data °m Elev. Depth ; N-value Remarks (ft) Sample Description Scale ° ° .N m (Blows/ft) (Drilling Fluid,Depth of Casing, <1 " Fluid Loss,Drilling Resistance,etc.) a m -sz.o z to zo 40 95 N cn v 16 SS 94 m-96 m U 21 96 97 a 98 0 a J Gray silty f-c SAND,some f-gravel, 99 za Moderate to hard drilling to 99' (wet)[TILL] v 22 100 � r° 28 ® SS 99 m-101 m 26 a 101 N V 102 0 N_ N 103 0 Gray silty f-c SAND,some f-gravel 104 63 Hard drilling to 104' o (wet)[TILL] N I 75 105 1 3 SS 104 m-106 m 88 62.5 End of boring @ 106' 106 50/0 Borehole backfilled with auger 0 cuttings to grade. Pavement 107 patched with cold patch. 0 ° 108 z c� a 109 0 Z w 110 0 9 LU 111 z J a uv 112 is a 0 113 U 0 114 a 115 0 a 116 0 z 117 118 0 0 a 119 0 z J 120 LANGAN 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 Strata star 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) (ft.) First Completion 24 HR. 4"10 Steel 40 Water Level �_ 10.5 1 N/A �_ N/A Casing Hammetafety Weight(Ibs) 140 Drop(in) 30 Drilling Foreman Sampler Mike 2-inch diameter split spoon Field Engineer Sampler Hammer Automatic Weight(Ibs) 140 Drop(in) 30 JP Boyd z a Sample Data J �m Elev. Depth N-Value Remarks (ft) Sample Description Scale V ° .N� (Blows/ft) (Drilling Fluid,Depth of Casing, g a m Fluid Loss,Drilling Resistance,etc.) +42.5 Z 10 20 30 40 >{Y." 1A: 10"BROWN SILTY SAND,some roots 0 z �.—. /;,�;T,•. (dry)[TOPSOIL] m 5 a1+385 +41.5 1 Q U) r- 1 1 B:7"Tan f-c SAND,trace f-gravel,trace silt,trace roots 11 SS 0 m-2 m (dry) 11 Tan f-c SAND,trace silt 2 8 (dry) 18 N 3 "' 15 S SS2m-4m a 4 16 0 Light brown sandy SILT,trace f-gravel 10 Moderate Drilling to 4' 0 (dry) 13 c� 5 U) - 12 2 SS4m-6m z chi 16 o Light brown sandy SILT,trace f-gravel 6 19 (dry) 23 7 25 a8 SS6m-8m 26 o : +34.5 to 8' • .. • Grayish tan gravelly f-c SAND,some silt 8 Moderate Drilling 9 (dry) uO N zz Drive casing to 8' U'•.:::•.:.. 21 SS8m-10m w 10 °:. : Hard drilling to 15' c?...:.:,., `•:. :: `•: 12 o : 13 Advanced casing to 13' 14 N15 ••;: No Recovery 9 16 SS15m-17m o :• 1 17 Applied mud @ 17' 0 18 Drive casing to 18' o ; a.,:;.::., 19 20 LANGAN 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) Sam le Data °m Elev. Depth ; N-value Remarks (ft) Sample Description Scale ° ° .N m (Blows/ft) (Drilling Fluid,Depth of Casing, +22.5 20 z ~ V o_ m to 20 3o qo Fluid Loss,Drilling Resistance,etc.) Dark gray silty f-m SAND,trace clay 10 Drilled o (wet) Hard drilling @ 20' 21 U (05 12 SS20m-22m 4 22 Q'•'' '•':'• 23Hard drilling @ 23' Q:• ;: Casing to 23' 24 Q•..• •:.: +17.5 Gray SILT,some clay,some sand,some f-gravel 25 Drilled to25' 2 (wet) 00 13 26 U) U 17 ® SS25m-27m m 22 27 Hard drilling to 30' 0 N v 28 a 29 U v; U o 1 1 1 1.12.5 Gray f-c SAND,some f-gravel,trace silt,trace clay 30 21 ? (wet)[TI LL] 0 31 U) 0 1431 4 SS30m-32m 23 32 Hard drilling to 35' U) U 0 33 z c? a 34 U , Z oGray f-c SAND,some silt,trace f-gravel,trace clay 35 26 Advanced casing to 35' W (wet)[TILL] 0 16 z 36 M 15 1 SS35m-37m J a 13 u0 37 s Hard drilling to 40' a Q 38 0 U W 0 39 0 a Gray f-c SAND,some silt,trace f-gravel,trace clay 40 10 Advanced casing to 40' 0 (wet)[TILL] 13 0 rn 9 F 41 n 16 SS40m-42m o 21 z 42 0 43 0 U a 44 c� z J 45 LANGAN 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) Sam le Data °m Elev. Depth ; N-value Remarks (ft) Sample Description Scale ° ° .N m (Blows/ft) (Drilling Fluid,Depth of Casing, <1 "a m Fluid Loss,Drilling Resistance,etc.) -2.5 Z 10 20 30 40 Gray f-c SAND,some f-gravel,some silt,trace clay 45 N 53 (wet)[TILL] v 90 46 100/4" 1 ®/ „ SS 45 m-47 m 47 Hard drilling from 47 to 50' a 48 U a J 49 O J 1 Gray f-c SAND,some f-gravel,some silt 50 � 0 65 (wet)[TILL] 50/2" 0/ a 8.5 51 Borehole backfilled with auger m End of boring @ 51' cuttings to grade. 52 SS50m-52m 0 N N 53 a 54 U U) ° 55 z 56 0 N 0 57 0 ° 58 z c� a 59 U Z w 60 0 9 'w 61 z J a uv) 62 is a Q 63 0 U 0 64 0 a N 65 O V a 66 0 z 67 9 68 0 U a 69 U z J_ 70 LANGAN 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 Strata star 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) (ft.) First Completion 24 HR. 4"10 Steel 4 Water Level �_ 10 1 N/A 7- N/A Casing Hammetafety Weight(Ibs) 300 Drop(in) 30 Drilling Foreman Sampler Mike 2-inch diameter split spoon Field Engineer Sampler Hammer Automatic Weight(Ibs) 140 Drop(in) 30 JP Boyd z a Sample Data J Em Elev. Depth N-Value Remarks Sample Description (ft) Scale V ° .N�2 (Blows/ft) (Drilling Fluid,Depth of Casing, g a m Fluid Loss,Drilling Resistance,etc.) p +41.5 0 Z 10 20 30 40 +41.0 6"ASPHALT PAVEMENT 9"f-GRAVEL,some silt,trace asphalt,trace sand o a •�' (moist)[SUBBASE] 1 U) U) "' 6 1 SS0.5m-2m +39.5 15 •;:; '::' Light brown f-c SAND,some silt,trace clay,some f-gravel 2 9 r (moist) U) 11 3 cn 0) 8 9 Drive casing to 3' :• : SS2m-4m 7 4 Drive casing to 4' c� Light brown f SAND,some silt,trace clay,trace wood fibers, 10 9 '• trace f-gravel Hard drilling when cleaning U:.::::::. 9 o:•' :•':• (moist) 5 t7 17 hole after installing casing J ...:.:•:•. U) 8 ISS4m-6m 13 :.::•. o Light brown f-c SAND,some silt,trace f-gravel 6 8 N (moist) :•••'• 16 7 uU) �° 1 35 SS6m-8m 69 n::•::'.'::: J Gray f-c SAND,trace silt , 48 Moderate drilling to 8' c? (moist) U) 100/5" '''•'''•' 9 SS 8 m-10 m w - 10 Hard drilling to 10' I-- - Gray f-GRAVEL,some silt,some f-m sand 24 9 o :,•::•`::, .: (wet) 13 w:• :•:::•:• 11 U) z.,::•::•• cn M 1 2 3 SS10m-12m 15 cn• :••;' 12 Hard drilling to 15' Q:':'•'':':' 13 w 0 14 :' •'':' +26.5 Olive CLAY,trace silt 15 4 0 (wet) 6 Q 16 U) U 7(01 SS15m-17m o 7 z 17 Easy drilling to 20' a 18 O U a 19 0 z J + 20 LANGAN 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) Sam le Data °m Elev. Depth ; N-value Remarks (ft) Sample Description Scale ° ° .N m (Blows/ft) (Drilling Fluid,Depth of Casing, +21.5 20 z ~ V o_ m to 20 3o qo Fluid Loss,Drilling Resistance,etc.) Tan SILT,trace fine sand 4 (wet) 5 21 U) U � 12 SS20m-22m 6 22 Easy drilling to 25' a 23 U a 24 J n +16.5 Light brown f-c SAND,trace f-gravel,some silt 25 13 (wet)[TI LL] 16 26 0) U) 14 0 SS25m-27m 27 14 Moderate to hard drilling to 30' 0 N v 28 a 29 U U) U 0 F Light gray to brown f-c SAND,some silt,trace f-gravel 30 9 ? (wet)[TILL] 0 c� 33i 31 u0) 1 1 o 68 SS30m-32m 85 0 32 U) Hard drilling from 32'to 35' 0 33 Drilling mud @ 32' z c� a 34 U Z o Gray silty f-c SAND,trace clay 35 0 71 w (wet)[TILL] � 100/5" 1 ®/ z 36 Hard drilling from 36'to 40' a SS35m-37m u0) 37 is a Q 38 0 U W 0 39 0 a Gray silty f-c SAND,trace clay 40 -1 5 100/5" Drilled to 40' 0 (wet)[TILL] 1 ®/ Hard drilling from 40.5'to 45' Q 41 SS40m-42m 0 z 42 9 43 0 U a 44 U z J 45 LANGAN 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) Sam le Data °m Elev. Depth ; N-value Remarks (ft) Sample Description Scale ° ° .N m (Blows/ft) (Drilling Fluid,Depth of Casing, <1 "a m Fluid Loss,Drilling Resistance,etc.) -3.5 Z 10 20 30 40 Gray silty f-c SAND,trace clay 45 -1 4 100/4" 1 ®/ „ Hard drilling to (wet)[TILL] 46 SS45m-47m 47 a 48 0 a J 49 O J 1 Gray silty f-c SAND,trace clay 50 0 �, 91 (wet)[TILL] 0 100/211 1 p/ a g.5 51 Borehole backfilled with auger End of boring @ 51' cuttings to grade. Pavement 52 patched with cold patch. SS50m-52m 0 N N 53 a 54 0 U) ° 55 z 01 56 0 N 0 57 0 ° 58 z c� a 59 0 Z w 60 0 9 'w 61 z J a uv) 62 is a Q 63 0 U 0 64 0 a N 65 O V a 66 0 z 67 9 68 0 0 a 69 0 z J_ 70 LANGAN 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 Strata star F-15 loft 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) ft First Completion 24 HR. 4"10 Steel 6 Water Level( .) a 4 1 N/A 7- N/A Casing Hammetafety Weight(Ibs) 300 Drop(in) 30 Drilling Foreman Sampler Pete 2-inch diameter split spoon Field Engineer Sampler Hammer Automatic Weight(Ibs) 140 Drop(in) 30 Justin Hall z a Sample Data J Em Elev. Depth N-Value Remarks Sample Description (ft) Scale V ° .N�2 (Blows/ft) (Drilling Fluid,Depth of Casing, g a m Fluid Loss,Drilling Resistance,etc.) p +43.0 0 Z 10 20 30 40 +4z.s 6"ASPHALT PAVEMENT 6"CONCRETE Gray f-c SAND,some f-gravel,trace asphalt 38 N •�' (dry)[SUBBASE] U) U SS 1 m-2 m ��. +41.0 23 •;:; ::' Light brown silty f-c SAND,some f-gravel 2 31 (dry) O oo 30 3 U) 35 5 SS2m-4m :•':•::':•:• 43 4 Hard drilling to 4' 0Light brown f-c SAND,some silt,trace f-gravel 22 9 Uj '• : '• (wet) Installed casing @4' (D:.::::::. o? 19 ° 5 uU) N 3 •:••.•• � 17 SS4m-6m 15 :.::•. o Light brown f-c SAND,some silt 6 17 Drive casing to 6' N (wet) 23 7 ch 21 SS 6 rn (�:•::': 34 Light brown f-c SAND,some f-gravel,trace silt 8 43 Hard drilling to 8' (wet) 81 a .;::•,.,. 9 U) 1 1 SS8m-10m _'•' '•':'• 53 U '••+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 a uv) 12 is a Q 13 0 U 0 14 a N 15 O V a 16 0 z 17 18 O U a 19 c� z J_ 20 LANGAN 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 Strata star 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) ft First Completion 24 HR. 4"10 Steel 24 Water Level( .) a 4 1 N/A 7- N/A Casing Hammetafety Weight(Ibs) 140 Drop(in) 30 Drilling Foreman Sampler Pete Lebassiere&Matt E 2-inch diameter split spoon Field Engineer i Sampler Hammer Weight(Ibs) Drop(in) 0 Automatic 140 30 Lee Chrisman z a Sample Data J Em Elev. Depth N-Value Remarks Sample Description (ft) Scale V ° .N�2 (Blows/ft) (Drilling Fluid,Depth of Casing, g a m Fluid Loss,Drilling Resistance,etc.) n +40.0 Z 10 20 30 40 +39.5 6"Asphalt Pavement 0Auger Through Asphalt Gray f-GRAVEL,some f-c sand 19 N (dry)[SUBBASE] 1 U) 0 16 S SS0.5m-2m +38.0 17 •;:; '::' Brown f-m SAND,some silt,some f-gravel 2 20 (dry) 3 U) N 15 2 2/ 8 SS2m-4m :•':•::':•:• 8 a - 4 Drive Casing to 4' 0Gray f-SAND,some silt,trace f-gravel,trace clay 0 9 Uj '• '• (wet) Wash w/roller bit and water to 0:.::::::. 1 p:,...:,..:, 5 M U) 0 2 �4' 1 Wash out to 4.5' Z ' No rig Chatter :.::•. o Gray f-SAND,some silt,trace f-gravel,trace clay 6 z m- m N' (wet) 7 u�i uu)) m 12 1 SS6m-8m n::•::'.'::: z Gray silty f-SAND,trace wood,trace clay 8 4 Drive Casing to 8' J ::::.:,:..• (we{) N � � Wash w/roller bit and water to 6 a •':' 9 U) 0 1 0• :: 8 No rig Chatter z':,'•: w 10 - No Recovery 5 0 w •:; •.; w::':::'••:•' 11 to 0 0 7 17 U) 0 10 SS10m-12m 17 0' :•':' 12 Drive Casing to 12' Wash w/roller bit and water to a:' :-' 13 14' '• No rig Chatter :': Wood in roller bit when w +26.o ° Gray SILT,trace wood fibers,trace f-sand 14 recovered 5 a (wet) 12 15 I- U) N S 21 S-7 Rock in Tip o SS14m-16m 20 Q 16 Roller bit to 19' o Add drilling Mud = 17 No Rig Chatter z 9 18 0 0 Q +z1.o 19 0 Gray f-m SAND,some silt,trace f-gravel,trace clay 24 Roller Bit to 24' Q (wet)[TILL] c0i� 22 No wood in S-8 20 LANGAN 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) Sam le Data °m Elev. Depth ; N-value Remarks (ft) Sample Description Scale ° ° .N m (Blows/ft) (Drilling Fluid,Depth of Casing, < +20.0 20 z ~ V o_ Co to 20 3o Fluid Loss,Drilling Resistance,etc.) Lo 37 m- m 00 U 38 21 22 a 23 0 a J o Gray clayey f-SAND,some silt,some f-gravel 24 24 (wet)[TILL] 37 Drive casing to 24' 25 N 8 Roller-bit to 24' 41 Light Rig Chatter 60 SS24m-26m a 26 N V 27 O N v 28 Gray clayey f-m SAND,some silt,some f-gravel 29 S10 8 100/4" 1 ®f °° Roller Bit to 29' U) (wet)[TILL] Casing at 24' 0 JI 30 SS29m-31 m z 0 31 N 32 Roller Bit to 34' No to Light Rig Chatter 0 33 Casing at 24' z c� Gray f-m SAND,some silt,some f-gravel 34 S11 7 00/5.5' _ (wet)[TILL] OC 15. F 35 SS34m-36m 0 9 z 36 Roller Bit to 39' a Medium Rig Chatter U) 37 Casing at 24' is a Q 38 0 U W ° Gray f-m SAND,some silt,some f-gravel 39 N 60 a (wet)[TILL] in 00/5.5' 40 ® 5° °° SS 39 m-41 m 0 a 41 0 z 42 9 43 0 U 0 Gray to Brown f-c SAND,some f-gravel 44 62 Roller bit to 49' Q (wet)[TILL] u`) (075 Light to no Rig Chatter 45 tu) LANGAN 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) Sam le Data °m Elev. Depth ; N-value Remarks (ft) Sample Description Scale ° ° .N m (Blows/ft) (Drilling Fluid,Depth of Casing, <1 "a m Fluid Loss,Drilling Resistance,etc.) -5.0 45 z 10 20 30 40 �0 00/5.5' m- m OC 15. 46 47 a 48 U a J o Gray to Brown f-c SAND,some silt,some f-gravel 49 v ss o -10.0 (wet)[TILL] U) 0 N 100/5" 1 ®/ 0 End of Boring @ 50' 50 SS 49 m-51 m a 51 Borehole backfilled with auger cuttings to grade. Pavement 52 patched with cold patch. 0 N N 53 a 54 U o; ° 55 z 01 56 0 N 0 57 0 ° 58 z c� a 59 U Z w 60 0 9 'w 61 z J a uv) 62 is a Q 63 0 U 0 64 0 a N 65 O V a 66 0 z 67 9 68 0 U a 69 U z J_ 70 LANGAN 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 Strata star 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) ft First Completion 24 HR. 4"10 Steel 4 Water Level( .) a 8 1 N/A 7- N/A Casing Hammetafety Weight(Ibs) 300 Drop(in) 30 Drilling Foreman Sampler Mike 2-inch diameter split spoon Field Engineer Sampler Hammer Safety Weight(Ibs) 140 Drop(in) 30 Justin Hall/JP Boyd z a Sample Data J �m Elev. Depth N-Value Remarks (ft) Sample Description Scale V ° .N� (Blows/ft) (Drilling Fluid,Depth of Casing, g a m Fluid Loss,Drilling Resistance,etc.) +33.0 z 10 20 30 40 +3z.8 3"ASPHALT 0 Light gray f-c SAND,trace silt,trace f-gravel woH +32.0 (dry)[SUBBASE] 1 u) `r' 4 17 Auger to 1'w/asphalt/concrete o Light brown f-c SAND,trace silt,trace f-gravel 13 cutter +31.0 (dry)[FILL] 2 SS 0.25 m-2 m Light brown f-m SAND,trace c-sand,trace silt,trace f-gravel 10 (dry) O 9 3 cn � 5 1 SS2m-4m 4 Advance casing to 4' c� NO RECOVERY 4 9 v Applied mud 4 •;::;:.;::•:; 5 a) U o 8 cn 4 SS4m-6m Eas drillin to 6' o Light brown f-m SAND,some f-gravel,some silt,some clay 6 z Y 9 (moist) ro Z 7 rn 8 SS6m-8m Light brown f-m SAND,some f-gravel,some silt,some clay 8 6 Easy drilling to 8' (wet) LO z Q '' 9 ( U m SS8m-10m O••:.•'::• 2 w 10- Light/dark gray f-m Easy SAND,some clay,some silt,trace f-gravel, WOH Y drilling to 10' o :,•::•`:::, w•.,.: trace c-sand W (wet) z.,:;.::., 11 U) � °' z SS10m-12m U 3 n• :,•:: 12 Q:':'•'':':' 13 w 0 14 N :• Light gray silty f-m SAND,trace clay 15 8 Easy drilling to 15' (wet) 4 U) v Q „; 16 u, z SS15m-17m z 17 z ;• o•.'•:::..:' 18 o.. .•.:.•,. z 19 20 LANGAN 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) Sam le Data °m Elev. Depth ; N-value Remarks (ft) Sample Description Scale ° ° .N m (Blows/ft) (Drilling Fluid,Depth of Casing, <I +13.0 Z ~ fr V o_—m to 20 3o qo Fluid Loss,Drilling Resistance,etc.) Gray silty f-SAND,trace clay 20 6 Easy drilling to (wet) 6 LO 21 U 8 id SS20m-22m 7 22 z •:.•:•: 23 •::?:,:; 24 Q :•: Gray silty f-SAND,trace clay 25 8 Easy drilling to 25' ::•. .:. (wet) 3 u) v o :•::•,.,::• 26 U) 02 SS 25 m-27 m • .••...'. 27 8 N . •..•.. 28 a: 29 0•.•::•. .:. o F::,.::',:':::•, Gray silty f-SAND,trace clay 30 4 Easy drilling to 30' 31 0 � 4 M 8 o ?:'.:•:::, W 4 SS 30 m-32 m ro •: 4 32 o 33 a:•.:•.::.:• 34 U':.'•::•::':. F ` Gray sandy SILT,trace clay 35 5 Easy drilling to 35' Lu (wet) z 36 7 09 9 SS35m-37m U•:'i'':::: 4 0 37 Q 38 Lu U •.:•'.•':. o : 39 -7.0 Gray SILT,some f-sand,trace clay 40 1 Easy drilling to 40' (wet) N 4 Q 41 N z SS40m-42m o z z 42 9 43 0 U a 44 U z J 45 LANGAN 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) Sam le Data °m Elev. Depth ; N-value Remarks (ft) Sample Description Scale ° ° .N m (Blows/ft) (Drilling Fluid,Depth of Casing, a m Fluid Loss,Drilling Resistance,etc.) 45 -12.0 Z 10 20 30 40 Gray SILT,some f-sand,trace clay 3 (wet) 46 U) N 3 2 SS45m-47m 2 47 Easy drilling @ 47' a 48 U a 49 J 1 n -17.0 Light gray c-f SAND,some f-gravel,trace silt,trace clay,trace 50 27 Hard drilling from 48'to 50' frac.rocks a (wet)[TILL] 51 I- U) (031 9 SS 50 m-52 m W 38 O 52 32 0 N_ N 53 a 54 U v; U 0 F Light gray c-f SAND,some f-gravel,trace silt,trace clay,trace 55 30 Moderate/hard drilling from 52' ? frac.rock to 59' (wet)[TILL] 56 U) "' 41 2 31 m m SS 55 -57 o (n 30 57 0 0 0 58 z c� a 59 U Z � Gray c-f SAND,some f-gravel,some silt,trace frac.rock,trace 60 1g Moderate/hard drilling from 57' ° clay,weathered rock @ top m to 60' 25 (wet)[TILL] 61 cis 39 4 SS60m-62m z U zs s End of boring @ 61.5' 50/211 Borehole backfilled with auger 062 cuttings to grade. Pavement patched with cold patch. Q 63 0 U 0 64 0 a N 65 O V a 66 0 z 67 68 0 U a 69 U z J_ 70 LANGAN 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 Strata star 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.) a 8 1 N/A 7- N/A Casing Hammetafety Weight(Ibs) 300 Drop(in) 30 Drilling Foreman Sampler Pete 2-inch diameter split spoon Field Engineer Sampler Hammer Safety Weight(Ibs) 140 Drop(in) 30 J Hall z a m Sam le Data J � �m Elev. DepthV. N-Value Remarks i (ft) Sample Description a Scale E V ° .N O (Blows/ft) (Drilling Fluid,Depth of Casing, g� o`� a Fluid Loss,Drilling Resistance,etc.) o +32.0 a 0 Z m 10 20 30 40 +31.5 6"ASPHALT Dark brown to gray f-c SAND,trace silt,trace f-gravel, 31 0- •�' trace asphalt, 1 +30.0 (dry)[SUBBASE] U) U) "' 2373 196, SS 0.5 m-2 m •;:; '::' Light brown f-c SAND,trace silt 1.z 2 12 r' (wet) U) M 18 3 U) 13 1 SS2m-4m 0.2 :•':•:':•:• 30 ;:•', Light gray to brown f-c SAND,trace silt,trace f-gravel o.0 4 12 Hard drilling to 4' Uj c�:.::::::. (wet) (? 18 o:,...:,..:, 5 M 1 U) 13 SS4m-6m 30 :.::•. o Light gray to brown f-c SAND,trace silt,trace f-gravel 0.1 6 34 (wet) 130 7 uU) 2 7 97 SS6m-8m 0:•:: : 87 - Drillin to 8' z Light gray to brown f-c SAND,trace silt,trace f-gravel 86 9 (wet) N U) 00 87 Casing installed to 8' Q •': .'•;•' 0.0 9 U) U) 137 SS8m-10m U•• ••;:• 100 z':,'•: w 10 Hard drilling to 10' - Light Brown to Gray f-c SAND,trace silt,trace f-gravel 29 9 o :,•::•`::, (wet) 48 w:• :•:::•:• 11 uU) � 7 U) 49 SS10m-12m v :;C...l:• 47 Q:':'•'':':' 13 w 0 0.1 14 Hard drilling to 14' a•,:., Light gray to brown silty m-c SAND,trace clay 29 9 (wet) Cobble @ 10.75' :' •'':':' n 00 59 15 n 128 m m� .• ., .• 69 SS14 -16 98 16 _•:'::' ::::' 17 z ;• o•.'•:::..:' 18 o.. .•.:.•,. +13.01 Light brown to gray silty f-c SAND,trace f-gravel o.0 19 53 Hard drilling to 19' Q (wet)[TILL] 00 L m 93 IVA 20 LANGAN 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) Sam le Data �m Elev. E Depth N-Value Remarks (ft) Sample Description a Scale ° ° .N m (Blows/ft) (Drilling Fluid,Depth of Casing, <1 +12.0 av 20 z ~ V 0`)m to 20 3o q Fluid Loss,Drilling Resistance,etc.) 00 U) (0 147 m- m 100/2" 21 22 a 23 0 a J o Light brown to gray silty f-c SAND,trace f-gravel a o 24 rn 43 Hard drilling to 24' (wet)[TILL] U) 0 100/3" 1 ®/ 25 SS24m-26m a 26 N_ N 27 O N v 28 0 Light brown to gray silty f-m SAND,trace f-gravel 0.0 29 1 p/ „ Observation well installed. +z.s wet TILL Refer to well construction log. ° 5'End of boring @ 29. 30 J, SS29m-31 m z 01 31 o N o 32 0 33 z c� a 34 U Z w 35 0 9 ww 36 z J a u° 37 is a Q 38 0 U 0 39 0 a N 40 O V a 41 0 z 42 9 43 0 U a 44 0 z J 45 LANGAN 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 Strata star 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) (ft.) First Completion 24 HR. 4"10 Steel 9 Water Level 8.5 1 N/A �_ N/A Casing Hammetafety Weight(Ibs) 140 Drop(in) 30 Drilling Foreman Sampler Pete 2-inch diameter split spoon Field Engineer Sampler Hammer Automatic Weight(Ibs) 140 Drop(in) 30 J Hall z a m Sample Data J � �m Elev. — Depth N-Value Remarks (ft) Sample Description a Scale V ° .N� (Blows/ft) (Drilling Fluid,Depth of Casing, g1 o`� a m Fluid Loss,Drilling Resistance,etc.) 0 +33.0a 0 z 10 20 30 40 +32.8 3"ASPHALT on inous SS sampling, Gray fine GRAVEL,some f-c sand 46 no auger a ' +31.8 (dry)[SUBBASE] 1 u) � 00 16 1 SS 0.25 m-2 m N•.`::';::: Light Brown f-c SAND,trace silt,trace f-gravel,trace 15 asphalt :::•`•::. (dry) 0.0 2 22 o ::..'.•;::.`::. Light Brown f-c SAND,trace f-gravel,trace silt .•;•..•;. (dry) 3 N � oo 22 2 cn 30 SS2m-4m `'''•' 27 c�•.,.:;.,.:•.. Gray f-c SAND,trace f-gravel,trace silt 31 0..:•...;. (dry) 52 0...•:.:... c� cn v 5 U) 75 1 7 SS4m-6m 75 Gray f-c SAND,trace f-gravel,trace silt o.0 6 90 (moist) 7 9888 1 6 SS6m-8m U):•';'•::'•';: 100/3" a ':.'. ':`': o.0 9 ,':;.:•;.,' Gray f-c SAND,trace silt 46 Hard drilling to 9' z •': (wet) 1? U) v Casing Installed to 9' F 10 100/4" SS 9 m-11 m 0 1 0/ w .,•..•.••. 12 a..:':.:.; 13 o::•:::,'::: 02 14 m Hard drilling to 14' Gray f-c SAND,some silt,trace clay,trace f-gravel U) ,� 35 9 a ' (wet) 1oo/2-- 1 01 :' •''.':' 15 �,:.: :•:::. SS14m-16m 16 17 0 18 0 . •..• 14.5 Light Grayish Brown f-c SAND,some silt,trace clay, trace f-gravel 0.1 19 Hard drilling to 24' a (wet)[TILL] S-7 SS 4 100/2" J_ 20 LANGAN 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) Sam le Data �m Elev. E Depth N-Value Remarks (ft) Sample Description a Scale ° ° .N m (Blows/ft) (Drilling Fluid,Depth of Casing, +13.0 a v 20 z ~ V a`�m to 20 30 qo Fluid Loss,Drilling Resistance,etc.) SS19m-21 m 21 22 a 23 0 a J o Light Grayish Brown f-c SAND,some silt,trace clay, 08 24 19 U Lo 125 Hard drilling to 29' trace f-gravel � 100/1. 1 p{ (wet)[TILL] 25 SS 24 m-26 m a 26 N N N 27 O N v 28 0 Light Grayish Brown f-c SAND,some silt,trace clay, 00 29 S-9 4 100/4" 1 ®/ „ Hard drilling to 34' U) trace f-gravel o (wet)[TILL] 30 SS 29 m-31 m i z 0 31 N 32 c� 33 z c� Light Grayish Brown f-c SAND,some silt,trace clay, 00 34 m 85 Hard drilling to 39' = trace frac rock ch 100/3" 1 ®/ W (wet)[TILL] 35 SS34m-36m o 9 WW 36 z J a . uv) 37 is a Q 38 ao U W ° Light Grayish Brown c-f SAND,some silt,trace f-gravel, 39 -S-11S 3 100/4 1 ®/ „ Hard drilling to 44' a trace frac rock (wet)[TILL] 40 SS 39 m-41 m 0 a 41 0 z 42 9 43 0 Light Grayish Brown c-f SAND,some silt,trace f-gravel, trace frac rock 0.0 44 1 3 100/4" 1 ®/ „ Hard drilling to 49' Q (wet)[TILL] J 45 LANGAN 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) Sam le Data �m Elev. E Depth N-Value Remarks (ft) Sample Description a Scale ° ° .N m (Blows/ft) (Drilling Fluid,Depth of Casing, o`� "a m Fluid Loss,Drilling Resistance,etc.) -12.0 a 45 z 10 20 30 40 SS 44 m-46 m 46 47 a 48 0 Q Light Grayish Brown c-f SAND,some silt,trace f-gravel, -1 SS 1 75/1" 5f -16.0 0.0 49 ° (wet)[TILL] Split spoon and auger refusal r @ 50 o SS48.5m-50.5m J p o W U7 O a 51 a o 0 CD ci of o b NX CORE BARREL 49 m-54 Gray Silt/Sandstone 52 U U o m w O o z of of N 53 a -21.0 54 0 End of boring @ 54' Borehole backfilled with auger U) cuttings to grade. Pavement 0 55 patched with cold patch. z 01 56 0 N 0 57 U) ° 58 z c� a 59 U Z w 60 0 9 'w 61 z J a uv) 62 is a Q 63 0 U 0 64 0 a ° 65 N O V a 66 0 z 67 9 68 0 U a 69 0 z J_ 70 LANGAN 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 Strata star 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) ft First Completion 24 HR. 4"10 Steel 8 Water Level( .) a 4 1 N/A 7 N/A Casing Hammetafety Weight(Ibs) 140 Drop(in) 30 Drilling Foreman Sampler Pete Lebassiere&Matt E 2-inch diameter split spoon Field Engineer i Sampler Hammer Weight(Ibs) Drop(in) 0 Automatic 140 30 Lee Chrisman a m Sample Data J � �m Elev. _E Depth N-Value Remarks (ft) Sample Description a Scale V W.N� (Blows/ft) (Drilling Fluid,Depth of Casing, g� o`� a m Fluid Loss,Drilling Resistance,etc.) o +46.0 a Z 10 20 30 40 +45.6 5"Asphalt Pavement Subbase 0 o er i throughPavement Gray f-c SAND 27 •�� (dry)[SUBBASE] 1 U00 m • ► U) 25 8 SS0.5m-2m +44.0 0.0 2 23 •;:;:::: Olive-brown f-m SAND,trace f-gravel 32 (dry) N U) �' N: U 0 42 3 70/3" ®/ , SS2m-4m a - 0.0 4 0Light-brown f-m SAND,some f-gravel 17 Hammer casing to 4' Uj '• :':'• (wet) Drill w/roller bit and water to 4' 0:.::::::. 16 o:.••:.•:. 5 (? U) N 3 Medium rig chatter 2-4' J ..• .'.•:•. F�:•:•:.:•.•::• � � zo Heavy Rig chatter at 4' Z ' SS4m-6m 17 :.•.:•. o Brown c-f SAND and f-gravel o.0 6 20 N (wet) 19 :•••'• 7 U) uU) (° 1 zz SS6m-8m 0:•:: :.:: 27 z :''• Brown f-m SAND,trace f-gravel o.0 8 16 Hammer casing to 8' �,;•.: •:.:;•. (wet) Drill w/roller bit and water to 8' • •'••' „? U) N 32 Medium rig chatter a .;.:: .: 9 n 1-7 -,.Medium :.•:: � 85 SS8m-10m _ 52 w 00 10 - Brown f-m . SAND,some f-gravel 32 .: (wet) 34 w:•':•::':•:• 11 3 cn 59 SS10m-12m 49 n :•':' 12 Done for the da Y at 12' (Casing at 8') Q:':'•'':':' 13 w•• ''••'>• +32.0 ° Light Grayish Brown to f-m SAND,trace silt,trace o.0 14 31 Hard drilling to 14' a f-gravel (wet)[TILL] (049 15 52 1 1 SS 14 m-16 m 0 41 a 16 0 z 17 18 o ' U 0 Light Gray f-c SAND,trace silt,trace f-gravel 0.0 19 8 Hard drilling to 19' Q (wet)[TILL] 00 4 SS 19 m-20 m 20 LANGAN 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) Sam le Data �m Elev. E Depth N-Value Remarks (ft) Sample Description a Scale ° ° .N m (Blows/ft) (Drilling Fluid,Depth of Casing, o`� "a m Fluid Loss,Drilling Resistance,etc.) +26.0 Q- 20 Z 10 20 30 40 Light Gray f-c SAND,trace silt,trace f-gravel rn 13 (wet)[TILL] 0.0 U) U) oo 24 SS 20 m-21 m 21 22 a 23 U a J Light Brown f-m SAND,some silt o.0 24 15 Moderate drilling to 24' r (wet)[TILL] 0 14 25 `' 1 17 SS24m-26m 18 a 26 m N 27 O N v 28 0 Light Brown f-m SAND,some silt o.0 29 13 Easy drilling to 29' U) (wet)[TILL]LL] 17 30 7 U`) 16 S SS29m-31 m z 0 31 16 N 32 0 0 33 z c� <_ Light Brown f-m SAND,some silt o.0 34 10 Easy drilling to 29' Z (wet)[TILL] _ 8 F 35 U) 6 1 SS34m-36m 0 9 10 'W 36 z J a . U)) 37 is a Q 38 0 U W 0 Light Gray f-c SAND,trace silt,trace f-gravel ao 39 18 Easy drilling to 39' a (wet)[TILL] U) 0 18 40 0 23 1 SS39m-41 m 0 24 a 41 0 z 42 9 43 0 U 0 Light Gray f-c SAND,trace silt,trace f-gravel o.0 44 10 Easy drilling to 44' Q (wet)[TILL] 0V�2 10 451 lag LANGAN 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) Sam le Data �m Elev. E Depth N-Value Remarks (ft) Sample Description a Scale ° ° .N m (Blows/ft) (Drilling Fluid,Depth of Casing, <I +1.0 a v 45 z ~ 0 V o_2, to 2 o qo Fluid Loss,Drilling Resistance,etc.) M 23 m m 43 46 47 a 48 0 a J Light Gray silty f-c SAND,trace f-gravel o.0 49 50 Hard drilling to 49' (wet)[TILL] 54 50 m 67 121 SS49m-51 m 88 a 51 m N 52 0 N_ N 53 0 Light Gray silty f-m SAND,trace f-gravel o.0 54S-1E SS 3 100/2" 1 01 " Hard drilling to 54' 0 (wet)[TILL] 0 J 55 SS54m-56m z 0 56 0 N 0 57 c� 0 58 z c� <_ Light Gray clayey f-c SAND,some silt,trace f-gravel o.0 59 54 Hard drilling to 59' Z (wet)[TILL] 74 w 60 103 17 SS59m-61 m 0 9 110 'W 61 z J a . uv) 62 is a Q 63 0 U W o 64 0 a N 65 O V a 66 0 z 67 9 68 0 0 Light Gray clayey f-c SAND,some silt,trace f-gravel,silt discs throughout clay/silt layer 0.0 69 40 Hard drilling to 69' Q (wet)[TILL] U) 89 70 LANGAN 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) Sam le Data �m Elev. E Depth N-Value Remarks (ft) Sample Description a Scale ° °.N m (Blows/ft) (Drilling Fluid,Depth of Casing, o`� "a m Fluid Loss,Drilling Resistance,etc.) -24.0 a 70 Z 10 20 30 40 100/4" 1 ®/ „ SS69m-71 m 71 72 a 73 U a J 74 O J 1 ° 75 of a 76 N M N 77 O N v 7° 0 Light Gray clayey f-c SAND,some silt,trace f-gravel, 79 20 Hard drilling to 79' U) silt/clay discs 37 Fo (wet)[TILL] 80 ® SS 79 m-81 m i 53 z_ U 81 87 0 N 0 82 0 0 83 z c� a 84 U ' Z w 85 0 o 0 WW 86 z J a . 0 87 Heavy Rig Chatter a Q 88 0 U W o 89 0 a ° 90 N O V a 91 0 z 92 Q 47 o Auger(rollerbit)@ 92.5 93 2 SS 0 100/0" 1 01 " Spoon Refused @ 92.5 0 EOB @ 92.5 Inferred top of rock Borehole backfilled with auger End of boring @93' 94 cuttings to grade. Pavement Q patched with cold patch. J 95 LANGAN 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 Strata star 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) ft First Completion 24 HR. 4"10 Steel 8 Water Level( .) a 20 1 N/A 7- N/A Casing Hammetafety Weight(Ibs) 300 Drop(in) 30 Drilling Foreman Sampler Mike 2-inch diameter split spoon Field Engineer Sampler Hammer Automatic Weight(Ibs) 140 Drop(in) 30 JP Boyd z a Sample Data J �m Elev. Depth N-Value Remarks (ft) Sample Description Scale V ° .N� (Blows/ft) (Drilling Fluid,Depth of Casing, g a m Fluid Loss,Drilling Resistance,etc.) p +41.5 0 Z 10 20 30 40 +41.3 2"ASPHALT of 4:•i:'iV.•:o a..:.p;•�•. 10"CONCRETE a:':•�`•':: +40.5 1 _ Brown f-c SAND,some gravel,trace silt 5 +39.5 6(dry) U) U) "' SS1 m-2m •;:;:::' Light brown f-m SAND,some gravel,trace silt 2 8 (dry) O 9 3 cn U 25 31 SS2m-4m :•':•:':•:• 29 4 Moderate drilling to 4' 0Light brown f-m SAND,some gravel,trace silt 28 9 v (dry) Installed casing @ 4' U:.:: . (? 25 o:,...:,..:, 5 U) N 2 27 31 :.::•. o Light brown f-m SAND,some gravel,trace silt 6 23 N (dry) `'' '• 29 7 N 5 36 SS6m-8m Moderate drilling to 8' Light brown f-SAND,some silt 13 9 �:••::.:,:..•• (moist) 8 Drive casing to 8' Q •':':•.'•.•'' 9 U) U 1 SS8m-10m _'•' '•':'• 8 w 10 - Light brown f-SAND,trace silt 13 o :,•::•`:::, .: (moist) 9 w:• :•:::•:• 11 U)) cn 00 1 SS10m-12m U 8 U)' :•':' 12 Easy 9 drillin to 12' Q:':'•'':':' 13 w o :'•::'•`•':: 14 Applied 14' •..: :..;•.. pp drilling mud @ 15 a •. .::.:.: N Light brown f-SAND,trace silt 8 Easy drilling to 15' (moist) .'. u) N Q '. 16 U) u, 7 1 SS15m-17m < . :..•.: o..::.::•. 10 _ 17 z ;• o•.'•:::..:' 18 0.. .•.:.•,. z a 19 :: - 20 LANGAN 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) Sam le Data °m Elev. Depth ; N-value Remarks (ft) Sample Description Scale ° ° .N m (Blows/ft) (Drilling Fluid,Depth of Casing, <I +21.5 Z ~ Ir V o_—m to 20 3o qo Fluid Loss,Drilling Resistance,etc.) Tan silty f-SAND 20 8 Easy drilling to (wet) 21 � m 9 1 SS20m-22m 8 22 z •:.•:•: 23 •::?:,:; 24 Q :•: Tan silty f-SAND 25 s Easy drilling to 25' ::•. .:. (wet) u) v o :•::••.,;:• 26 U) 08 1 SS 25 m-27 m • .••...'. 27 N . •..•.. 28 a: 29 0•.•::•. .:. F.:,.::'•:'::.•, (we)ilty f-SAND t 30 5 Easy drilling to 30' s 31 U) v 1 o ?:'.:•:::, W 5 SS 30 m-32 m 32 o 33 J•.•.:.:.:. a:•.:•.::.:• 34 U':.'•::•::':. �I....:, ' Tan silty f-SAND 35 s Easy drilling to 35' w• •::• (wet) z ;.::•.•;;• U) s SS35m-37m U) :• 37 38 39 1.51 Gray sandy SILT,some clay 40 3 Easy drilling to 40' (wet) a Q 41 � r° 4 9 SS40m-42m o z z 42 9 43 0 U a 44 U z J 45 LANGAN 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) Sam le Data °m Elev. Depth ; N-value Remarks (ft) Sample Description Scale ° ° .N m (Blows/ft) (Drilling Fluid,Depth of Casing, a m Fluid Loss,Drilling Resistance,etc.) -3.5 Z 10 20 30 40 Gray SILT 45 5Easy drilling to (wet) 4 46 U`) 5 9 SS45m-47m 6 47 a 48 0 a 49 J 1 Gray SILT,some clay 50 5 Easy drilling to 50' (wet) 7 a 51 "' 1 6 m m SS50 -52 N � � V 52 5 0 N N 53 a 54 0 U) 0 0 F Gray clayey SILT 55 3 Easy drilling to 55' z (wet) 0 56 U`) C14N Z 57 SS55m-57m N cO 6 0 57 0 ° 58 z c� a 59 0 Z o Gray CLAY 60 4 Easy drilling to 60' LU (wet) 4 z 61 U) N 4 SS60m-62m J a 5 U)) 62 is a Q 63 0 U 0 64 a Gray CLAY 65 5 Easy drilling to 65' (wet) r 4 Q 66 N Z SS65m-67m 0 6 z 67 9 68 0 0 a 69 c� z J_ 70 LANGAN 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) Sam le Data °m Elev. Depth ; N-value Remarks (ft) Sample Description Scale ° ° .N m (Blows/ft) (Drilling Fluid,Depth of Casing, a m Fluid Loss,Drilling Resistance,etc.) -28.5 Z 10 20 30 40 Gray CLAY 70 3Easy drilling to (wet) 4 71 U N 6 0 SS70m-72m 4 72 a 73 U a 74 J 1 33 5 75 n � Light brown silty f-m Moderate drilling to 75'SAND,trace clay 11 (wet)[TILL] rn 21 a 76 `' 1 20 SS75m-77m v 77 18 ro 0 N v 78 a 79 U U) U 0 F Light brown silty f-m SAND,trace clay 80 10 Moderate drilling to 80' ? (wet)[TILL] 0' 81 0 0 M 16 $iSS80m-82m 0 (n U 19 19 0 82 U) U • 83 z c� a 84 U Z � Light brown silty f-m SAND,trace clay 85 15 Moderate drilling to 85' (wet)[TILL] 15 z 86 0 16 1 SS85m-87m J a 10 u0) 87 is a Q 88 0 U W 0 89 0 a Light brown f-m SAND,some gravel,some silt,trace clay 90 35 Hard drilling to 90' 0 (wet)[TILL] N 58 Q 91 66 1 4 SS90m-92m o 45 z 92 9 93 0 U a 94 U z J 95 LANGAN 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) Sam le Data °m Elev. Depth ; N-value Remarks (ft) Sample Description Scale ° ° .N m (Blows/ft) (Drilling Fluid,Depth of Casing, <I "a m Fluid Loss,Drilling Resistance,etc.) -53.5 Z 10 20 30 40 Gray f-c SAND,some gravel,trace f-gravel 95 23 Drilled o (wet)[TILL] N U) (o zz 96 -54.8 50/3" ®/ „ SS 95 m-97 m Auger and split spoon refusal @ 96.5' Inferred top of rock 97 Borehole backfilled with auger End of boring @ 96.5' cuttings to grade. Pavement Q 98 patched with cold patch. U a 99 J 1 100 a 101 N 102 0 N N 103 a 104 U v; ° 105 z 106 0 N 107 ° 108 z a 109 U Z w 110 0 9 'w 111 z J a uv 112 is a 0 113 U 0 114 a 115 0 a 116 0 z 117 118 0 U a 119 U z J 120 LANGAN 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 Strata star 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) (ft.) First Completion 24 HR. 4"10 Steel 14 Water Level �_ 6.5 1 N/A �_ N/A Casing Hammetafety Weight(Ibs) 300 Drop(in) 30 Drilling Foreman Sampler Pete 2-inch diameter split spoon Field Engineer Sampler Hammer Automatic Weight(Ibs) 140 Drop(in) 30 J Hall z a Sample Data J �m Elev. Depth N-Value Remarks (ft) Sample Description Scale V ° .N� (Blows/ft) (Drilling Fluid,Depth of Casing, g a m Fluid Loss,Drilling Resistance,etc.) p +37.5 0 Z 10 20 30 40 of +37.2 4"Asphalt 0 Brown f-c SAND,some silt,trace f-gravel 26 (dry)[FILL] 1 in U (013 9 SS 0 m-2 m N +35.5 13 •;:; ';' No Recovery 2 12 N:.:' ':'::. 3 u`) 0 10 22 SS 2 m 4 m 12 :•':•:':•:• 13 4 Moderate drilling to 4' 0Brown f-c SAND,some silt,trace f-gravel 16 9 ui '. • •'. 0 ...:,.. 5 M U 1 5 SS4m-6m •:••.•• 5 •:'.:•. o :•;:•..,::• Light Brown to Gray Silty f-c SAND 8 N' (wet) - ':'•::'•`•:: 7 ::'::'':'• 7 U)) U)) (0 1 7 SS6m-8m n::•::'.'::: (':•:: :.:: 4 z Light Brown to Gray Silty f-c SAND,some silt 8 9 Easy drilling to 8' c?:'.: • (wet) 14 i ::••'.•' 9 U) U) 8 SS 8 m-10 m O••:,••::• 24 •' '•''• 32 w 10 [-- - Light Brown f-c SAND,trace silt,trace f-gravel 19 o :,•::•`::, w .. ::::.. (wet) (o U) o 15 3 U) u' 18 SS10m-12m 20 n' :•':' 12 Moderate drilling to 12' Q:':'•'':':' 13 w o ::::'•`•':; 14 a•,:., Light Brown f-c SAND,trace f-gravel,trace silt 13 Applied drilling mud @ 14' (wet) Moderate drilling to 14' o:•::; ;:: 15 1- U) 0 14 19 S 26 16 _•:::' :::: 17 z ;• o•.•:::..: 18 o.. .•.:.•,. zQ•;•:: ::::: +18.5 19 U Gray f-m SAND,some silt,trace f-gravel zo Moderate drilling to 19' a (wet)[TILL] c°Di) N 27 20 LANGAN 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 ; N-value Remarks (ft) Sample Description Scale ° ° .N m (Blows/ft) (Drilling Fluid,Depth of Casing, < +17.5 20 z ~ V o_ m to 20 3o Fluid Loss,Drilling Resistance,etc.) � N 53 m- m 49 21 22 a 23 0 a J Gray f-m SAND,some silt,trace f-gravel 24 36 Hard drilling to 24' (wet)[TILL] 25 u°)) 6983 1 2 SS 24 m-26 m 48 a 26 N N N 27 O N v 28 0 Gray f-m SAND,some silt,trace f-gravel 29 0 98 Hard drilling to 29' (wet)[TILL] iU 117 ° 30 100/211 1 01 " SS 29 m-31 m J F Z • 01 31 0 N 0 32 0 0 33 z c� <_ Gray f-m SAND,some silt,trace f-gravel 34 41 Hard drilling to 34' Z (wet)[TILL] _ 0 53 W 35 cn N 61 1 4 SS34m-36m 0 9 100/4" WW 36 z J a . c°n 37 is a Q 38 0 U W ° Gray f-m SAND,some silt,trace f-gravel 39 N 40 Hard drilling to 39' a (wet)[TILL] 0 M o U) U) 63 2.7 40 too/z 1 0/ „ Borehole backfilled with auger End of boring @ 40.2' cuttings to grade. Pavement 41 patched with cold patch. F �SS 39 rn-41 m 0 z 42 9 43 0 ° a 44 0 z J 45 APPENDIX E LANGAN OBSERVATION WELL INSTALLATION LOG LAN6AN LANGAN WELL CONSTRUCTION SUMMARY Well No. S1309/MW09 PROJECT PROJECT NO. 1600 OSGOOD STREET 140182701 LOCATION ELEVATION AND DATUM NORTH ANDOVER,MASSACHUSETTS Approx. 45.65 NAVD88 DRILLING COMPANY GEOLOGIC EARTH DRILLING EQUIPMENT DRILLER GEOPROBE 54 DT NYE SIZE AND TYPE OF BIT INSPECTOR 2.5"X 5'CORE BARREL J.HALL METHOD OF WELL INSTALLATION TEMPORARY WELL METHOD OF WELL DEVELOPMENT PUMP AND SURGE TYPE OF CASING DIAMETER(in) TYPE OF BACKFILL MATERIAL SOIL CUTTINGS NA TYPE OF SCREEN DIAMETER(in) TYPE OF SEAL MATERIAL BENTONITE V BOREHOLE DIAMETER(in) DIAMETER(in) TYPE OF FILTER MATERIAL CLEAN NO.2 SAND 2" TOP OF CASING ELEVATION DEPTH(ft) WELL DETAILS SUMMARY SOIL DEPTH el. NA NA CLASSIFICATION (FT) TOP OF BACKFILL ELEVATION DEPTH(ft) Cover Ground Surface 0.0 e l. 45.65 GRADE TOP OF SEAL ELEVATION DEPTH(ft) 2"PVC el. 44.65 1' Riser TOP OF FILTER ELEVATION DEPTH(ft) Backfill el. 43.65 2' TOP OF SCREEN ELEVATION DEPTH(ft) Top of Seal 1' el. 41.65 4' Seal Top of Filter 2' BOTTOM OF BORING ELEVATION DEPTH(ft) Top of Screen 4' el. 31.65 14' SCREEN LENGTH(ft) 10, SLOT SIZE(in) PVC 0.011, Screen GROUNDWATER ELEVATIONS DATE ELEVATION DEPTH TO WATER(ft) Sand 10/11/2018 38.73 6.92 Pack DATE ELEVATION DEPTH TO WATER(ft) Bottom of Well 14' DATE ELEVATION DEPTH TO WATER(ft) DATE ELEVATION DEPTH TO WATER(ft) DATE ELEVATION DEPTH TO WATER(ft) DATE ELEVATION DEPTH TO WATER(ft) APPENDIX F LANGAN LAB TESTING RESULTS LAN6AN Client: Langan Engineering Project: North Andover Location: North Andover, MA Project No: GTX-308996 Boring ID: --- Sample Type: --- Tested By: GA X " R E S S Sample 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 Client: Langan Engineering Project: North Andover Location: North Andover, MA Project No: GTX-308996 Boring ID: --- Sample Type: jar Tested By: GA X " R E S S Sample 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 Ln O O O Ln —^ O O O O O H O r� Ln M N l0 N 100 00 p p p p p p p p p 90 p p p p p p p p p 80 p p p p p p p p 70 p p p p p p p p a 60� p p p p p p p p c 50 � p p p p p p p p p a 40 r , p p p p p p p p p p 30 p p p p p p p p p p p a a p a a p a a a s 20 _p p p p p p p p p p 10 p p p p p p p p p 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 D6o=1.6135 mm D15=N/A o.s in 12.50 89 0.375 in 9.50 83 D5o=0.5233 mm Dlo=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 0.11 zs AASHTO Stone Fragments, Gravel and Sand #zoo (A-1-b (0)) 0.075 21 Sample/Test Description Sand/Gravel Particle Shape : ANGULAR Sand/Gravel Hardness : HARD Client: Langan Engineering Project: North Andover Location: North Andover, MA Project No: GTX-308996 Boring ID: --- Sample Type: jar Tested By: GA X " R E S S Sample 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 — CLn O O O Ln ^ O O O O O H O O r� Lf.M Nd- —i N Nd- l0 —i —i N 100 O 00 *kkkkkkkk p p p p p p p p p p 90 p p p p p p p p p p 80 p p p p p p p p p p 70 p p p p p p p p a 60 1 p p p p p p p p p c 50 a s a w a a a a a a a u a 40 r , p p p p p p p p p p 30 p p a p p p p p p p p p p 20 _p p p p p p p p p p p 10 p p p p p p p p p p 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=9.4150 mm D15=N/A 0.75 in 19.00 71 0.5 in 12.50 66 D5o=2.5659 mm Dio=N/A 0.375 in 9.50 60 CU =N/A Cc =N/A #4 4.75 54 #10 2.00 48 Classification #zo 0.85 43 ASTM N/A #40 0.42 37 #60 0.25 32 #100 0.15 26 AASHTO Stone Fragments, Gravel and Sand #140 0.11 22 (A-1-b (0)) #zoo 0.075 19 Sample/Test Description Sand/Gravel Particle Shape : ANGULAR Sand/Gravel Hardness : HARD Client: Langan Engineering Project: North Andover Location: North Andover, MA Project No: GTX-308996 Boring ID: --- Sample Type: jar Tested By: GA X " R E S S Sample 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 C Ln O 00 —r\ O O O O O H O Ln M Nd- 100 �o p p p p p 90 p p p p p p p p 80 p p p p p p p 70 p p p p p p p a 60� p p p p p p p c 50 � p p p p p p p p p a 40 r , p p p p p p p p p 30 p p p p p p p p p p p 20 p p p p p p p p 10 p p p p p p p p 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 mm D30=N/A 0.5 in 12.50 100 Deo=N/A Dis=N/A 0.375 in 9.50 99 #4 4.75 96 D5o=N/A Dlo=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 #140 0.11 81 #zoo 0.075 71 AASHTO Silty Soils (A-4 (0)) Sample/Test Description Sand/Gravel Particle Shape : --- Sand/Gravel Hardness : --- Client: Langan Engineering Project: North Andover Location: North Andover, MA Project No: GTX-308996 Boring ID: --- Sample Type: jar Tested By: GA X " R E S S Sample 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 Ln O O O Ln —^ O O O O O H O r� Ln M N l0 N 100 Q 00 p p p p p p p p 90 p p p p p p p p p p 80 p p p p p p p p p 70 p p p p p p p a 60 1 p p p p p p p p c 50 � p p p p p p p p p p a 40 r , p p p p p p p p p p 30 p p p p p p p p p p p p 20 p p p p p p p p p 10 p p p p p p p p p 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=0.3548 mm D15=N/A o.s in 12.50 97 0.375 in 9.50 97 D5o=0.2038 mm Dlo=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 #140 0.11 37 AASHTO Silty Gravel and Sand (A-2-4 (0)) #zoo 0.075 33 Sample/Test Description Sand/Gravel Particle Shape : ANGULAR Sand/Gravel Hardness : HARD Client: Langan Engineering Project: North Andover Location: North Andover, MA Project No: GTX-308996 Boring ID: --- Sample Type: jar Tested By: GA X " R E S S Sample 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 — CLn O O O Ln ^ O O O O O H O O r� Lf.M Nd- —i N Nd- l0 —i —i N 100 O 00 *kkkkkkkk p p p p p p p p p p 90 p p p p p p p p p p 80 p p p p p p p p p p 70 p p p p p p p p p p a 60� p p p p p p p p p c 50 a s a w a a a a a a a u a 40 r , p p p p p p p p p p 30 p p p p p p p p p p p p a s a p a a p a a a a 20 _p p p p p p p p p p p 10 p p p p p p p p p p 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 So 0.5 in 12.50 72 D5o=2.6362 mm Dlo=N/A 0.375 in 9.50 62 Cu =N/A Cc =N/A #4 4.75 54 #10 2.00 48 Classification #zo 0.85 43 ASTM N/A #40 0.42 38 #60 0.25 33 #100 0.15 28 AASHTO Stone Fragments, Gravel and Sand #140 0.11 24 (A-1-b (0)) #zoo 0.075 21 Sample/Test Description Sand/Gravel Particle Shape : ANGULAR Sand/Gravel Hardness : HARD Client: Langan Engineering Project: North Andover Location: North Andover, MA Project No: GTX-308996 Boring ID: --- Sample Type: jar Tested By: GA X " R E S S Sample 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 Ln O O O Ln —^ O O O O O H O r� Ln M N l0 N 100 00 p p p p p p p p 90 p p p p p p p p p p 80 p p p p p p p p p 70 p p p p p p p a 60� p p p p p p p c 50 � p p p p p p p p p p a 40 r , a a w a a a a a a s p p p p p p p p p p 30 p p p p p p p p p p p p 20 p p p p p p p p p 10 p p p p p p p p p 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 o.s in 12.50 95 0.375 in 9.50 94 D5o=0.1491 mm Dlo=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 #140 0.11 45 AASHTO Silty Soils (A-4 (0)) #zoo 0.075 39 Sample/Test Description Sand/Gravel Particle Shape : ANGULAR Sand/Gravel Hardness : HARD Client: Langan Engineering Project: North Andover Location: North Andover, MA Project No: GTX-308996 Boring ID: --- Sample Type: jar Tested By: GA X " R E S S Sample 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 Ln O O O Ln —^ O O O O O H O r� Ln M N l0 N 100 00 p p p p p p p p 90 p 80 p p p p p p p p 70 p p p p p p p p a 60� p p p p p p p c 50 � p p p p p p p p p p a 40 p p p p p p p p p p 30 p p p p p p p p p p p p 20 p p p p p p p p p 10 p p p p p p p p p 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 D5o=0.2119 mm D10=N/A #4 4.75 sz CU =N/A Cc =N/A #10 2.00 73 #20 0.85 65 Classification #40 0.42 ss ASTM N/A #60 0.25 52 #100 0.15 46 #140 0.11 40 AASHTO Silty Soils (A-4 (0)) #zoo 0.075 36 Sample/Test Description Sand/Gravel Particle Shape : ANGULAR Sand/Gravel Hardness : HARD Client: Langan Engineering Project: North Andover Location: North Andover, MA Project No: GTX-308996 Boring ID: --- Sample Type: jar Tested By: GA X " R E S S Sample 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 Ln O O O Ln —^ O O O O O H O r� Ln M N l0 N 100 Q 00 p p p p p p p p p 90 p p p p p p p p p 80 p p p p p p p p 70 p p p p p p p p a 60 1 p p p p p p p p c 50 � p p p p p p p p p a 40 r p p p p p p p p p p 30 p p p p p p p p p p p p 20 p p p p p p p p p 10 p p p p p p p p p 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 D5o=0.1205 mm Dlo=N/A #4 4.75 ss 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 #140 0.11 48 AASHTO Silty Soils (A-4 (0)) #zoo 0.075 41 Sample/Test Description Sand/Gravel Particle Shape : ANGULAR Sand/Gravel Hardness : HARD Client: Langan Engineering Project: North Andover Location: North Andover, MA Project No: GTX-308996 Boring ID: --- Sample Type: jar Tested By: GA X " R E S S Sample 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';Line irie 40 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . x CH or OH 30 . . . . . N 20 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ... . . . . . . . ... . . . . . . . ... . . . . . . . ,CL or OL 10 . . . . . . .s. . . . . . . . . . . . . . . ... . . . . . . . . . . . . . . . . . . . . . . . ... . . . .MH-6r-OH . . . .:. . . . . . . . CL-M L M L of OL 0 0 10 20 30 40 50 60 70 80 90 100 Liquid Linit 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 ��. 1 i PM Client: Langan Engineering Project: North Andover Location: North Andover, MA Project No: GTX-308996 Boring ID: --- Sample Type: jar Tested By: GA X " R E S S Sample 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 ����. 1 i PM Client: Langan Engineering Project: North Andover Location: North Andover, MA Project No: GTX-308996 Boring ID: --- Sample Type: jar Tested By: GA X " R E S S Sample 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';Line irie 40 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . x CH or OH 30 . . . . . N 20 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ... . . . . . . . ... . . . . . . . ... . . . . . . . ,CL or OL 10 . . . . . . .s. . . . . . . . . . . . . . ... . . . . . . . . . . . . . . . . . . . . . . . ... . . . .MH-6r-OH . . . .:. . . . . . . . CL-M L M L of OL 0 0 10 20 30 40 50 60 70 80 90 100 Liquid Linit 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 ��. 1 rM Client: Langan Engineering Project: North Andover Location: North Andover, MA Project No: GTX-308996 Boring ID: --- Sample Type: jar Tested By: GA X " R E S S Sample 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';Line irie 40 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . x CH or OH 30 . . . . . N 20 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ... . . . . . . . ... . . . . . . . ... . . . . . . . ,CL or OL 10 . . . . . . .s. . . . . . . . . . . . . . ... . . . . . . . . . . . . . . . . . . . . . . . ... . . . .MH-6r-OH . . . ... . . . . . . . CL-M L M L of OL 0 0 10 20 30 40 50 60 70 80 90 100 Liquid Linit 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 ��. 1 rM APPENDIX G PAVEMENT DESIGN SPREADSHEET LAN6AN 1 1/30/201 8 3:12 PM Project Information: Project Title: 1600 Osgood Street Project No.: 140182701 Project Town: lNorth Aindover, Performed By: I11 IC Project State: IMA Date: 10/18/2018 Client: Il lIiIllwood Design Information: o Design Life: 18 years 0 Reliability Factor(R): 0.90 • Initial Servicibility (Po): 4.2 0 Standard Deviation (Sd): 050 o Terminal Servicibility Index (TSI): Z8 0 Direction Distribution Factor(Do): 1.00 • Servicibility (Po-TSI): 1 A 0 Lane Distribution Factor (DI): 1.00 • Soil Description: SyViqI[) • USCS Symbol S1::� • California Bearing Ratio (CBR): 18 CBR Based on: I1::::,s irnated Value • Resilent Modulus (MR): 22500 PSI *MR = CBR*1,500 Summary of Results Standard Section Heavy Duty Section Design ESAL: 49,866 Design ESAL: 3,377,110 1.5 inch f= .us Concrete Surface Course = 1.5 inch 1.5 inch IM I 3.0 inch Bituminous Base Course 6.0 inch Dense Graded Aggregate 13.0 inch Project Drawing Title Project No. Drawing No. L A NGA N 140182701 Date 555 Lung Wharf Drive,New Haven,CT 06511 10/18/2018 P.01 T.203,5 F:203.18g.0142 I, angan.com NEWJERSEY NEW YORK CONNECTICUT PENNSYLVANIA OHIO 1600 Osgood Street Pavement Design c o Scale TA AMA Summary Sheet Not to Scale ., ._ Drawn By Sheet 1 of 4 North Andover MA LHC \\langan.com\data\NH\data7\140182701\Project Data\_Discipline\Geotechnical\Reports\2018-11 Preliminary Report\AppendicesVAppendix G-Pavement Design Spreadsheet.xlsx Figure 1 Summary&Input 1 1/30/201 8 3:12 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 = M004 (1 axle)(0.0004)+(1 axle)(0.0004) = 0.0008 /car (S) Rear Single Axle: 2 kips LEF = OM04 o Typical Light Duty Truck: Calculated ESALs (S) Front Single Axle: 8 kips LEF = OD47 (1 axle)(0.047)+(1 axle)(0.047) = 0.094 /truck (S) Truck Rear Axle: 32 kips LEF = OB87 o Typical Truck and Trailer(HS20): Calculated ESALs (S) Front Single Axle: 8 kips LEF = OD47 (Front axle)(0.047)+(Rear axle)(0.887) (S) Truck Rear Axle: 32 kips LEF = M87 +(Trailer Tandem)(0.887))&) = 1.821 /truck (S) Trailer Axle: 32 kips LEF = M87 (S)=single axle, (T) = Tandem, (3) = Triple Axles Traffic Loading o Design Life: 15 years (From Sheet P.01) Standard Pavement Section Vehicle Types Current Traffic Growth Factors Design Traffic ESAL Factor Design ESAL 2% f° aw w au gau Call, 4 17.29 25,248,389 0.0008 20,199 2% I.....liglht'"I"Irucks, 50 17.29 315,605 0.094 29,667 Standard Design ESAL:J 49,866 Heavy Duty Pavement Section Vehicle Types Current Traffic Growth Factors Design Traffic ESAL Factor Design ESAL 2% f°aw w au gau Call, 4 17.29 25,248,389 0.0008 20,199 2% I.....liglht'"I"Irucks, 50 17.29 315,605 0.094 29,667 4% I laavy "I"irucks, 250 20.02 1,827,152 1.821 3,327,244 Heavy Duty Design ESAL:1 3,377,110 Project Drawing Title Project No. Drawing No. L A NGA N 140182701 Date 555 Long Wharf Drive,New Haven,CT 06511 /� T.203.562,5771 F:203.789.6142 w INUgan rn 10/18/2018 P.O2 NEWA .IERSEV NEWVORK GGNNE6TBBT `FNNSVI.VANIA GHIO 1600 Osgood Street ESAL Calculation scale 1 o HINGTON,OC FLORIDA TEXAS NORTHOAKO"rA CALIFORNIA ABO DHABI ATHENS UGHA OUBAI ISTANBUL BANANA Not to Scale Drawn By North Andover MA LHC Sheet 2 of 4 \\langan.com\data\NH\data7\140182701\Project Data\_Discipline\Geotechnical\Reports\2018-11 Preliminary Report\AppendicesV\ppendix G-Pavement Design Spreadsheet.xlsx Figure 2_ESALS 1 1/30/201 8 3:12 PM Design Information (from P.01): _ ry • Reliability Factor(R): 0.90 e Standard Deviation (Sd) 0.50 e Resilent Modulus (MR): 22.5 • Servicibility (Po -TSI): 1.4 0. Traffic Information (from P.02): 49,866ROB (millions) 0.050 l e a y/y j uty ESN.s (1/\/18)s Z w 3,377,110 a (millions) 3.38 "° m From Nomograph: Vo Design Structural Number(SN) Af Standard Section: tw i 1 "�' O Juelp ' H PO I Oa 110414: E Iry HeavyDuty Section: Y � 3.1 E wuwr as jai pakowilis.3 NI Project Drawing Title Project No. Drawing No. L A NGA N 140182701 Date 555 Long 1 F Drive.New Haven.CT 06511 10/18/2018 P.03 TJ.JERS03 EY 2.5771 F:203 789CONNE.6CUT PENNS LVANIAem 1600 Osgood Street AASHTO Flexible NEW INGTON NEWLO ID CONNECTIDUT PENNSVLVAALI OHIO WASHINGTON,DC FLORIDA TEXAS NORTH DAKOTA CALIFORNIA Scale ABU DHABI ATHENS DOHA DUBAI ISTANBUL PANAMA Pavement Nomograph As Shown North Andover MA I Drawn By LHC Sheet 3 of 4 \\langan.com\data\NH\data7\140182701\Project Data\_Discipline\Geotechnical\Reports\2018-11 Preliminary Report\AppendicesVAppendix G-Pavement Design Spreadsheet.xlsx Figure 3 Nomograph 1 1/30/201 8 3:12 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 1.5 a1 0 44 0.66 Bituminuous Concrete Binder Course Class 1 D2 1.5 a2 034. 0.51 Dense Graded Aggregate Subbase D3 &0 1 a3 011 0.66 Calculated Structural Number for Section: 1.83 Check Calculated SN is > Design SN: OK Design Light Duty Structural Number SN: 1.5 (from P.03) Heavy Duty Section: Thickness Layer Material Spec (inch) Strength SN Bituminuous Concrete Surface Course Class 2 D1 1.5 a1 0 44 0.66 Bituminuous Concrete Binder Course Class 1 D2 10 a2 034. 1.02 Dense Graded Aggregate Subbase D3 110 1 a3 011 1.43 Calculated Structural Number for Section: 3.11 Check Calculated SN is > Design SN: OK Design Heavy Duty Structural Number SN: 3.1 (from P.03) "Minimum Recommended Standard Section in Practice = 1.5", 1.5", 6" "Minimum Recommended Heavy Section in Practice = 1.5", 2.5", 8" Project Drawing Title Project No. Drawing No. L A NGA N 140182701 Date 555 Long Wharf Drive,New Haven,CT 06571 10/18/2018 P.04 TJ.2W.Sfi2.5771 F:203 789CONNE.6CUT PENNS LVANIAem 1600 Osgood Street Flexible Pavement Section NEWJERSFYINGTON NEWLOID CEXAS TOUT PENNSVLVAALI OHIO WASHINGTON DC FLORIDA TEXAS NORTH DAKOTA CALIFORNIA Scale ANN DHABI ATHENS DOHA DUBAI ISTANBUL PANAMA Calculation As Shown F.._ Drawn By North Andover MA LHC Sheet 4 of 4 \\langan.com\data\NH\data7\140182701\Project Data\_Discipline\Geotechnical\Reports\2018-11 Preliminary Report\AppendicesVAppendix G-Pavement Design Spreadsheet.xlsx Figure 4 Flex Calc