preliminary geotechnical engineering report · • 301 south allen street – 2 story slab on...

REPORT COVER PAGE

Preliminary Geotechnical EngineeringReport

__________________________________________________________________________

New Scotland VillageAlbany, New York

January 28, 2019Terracon Project No. JB185182

Prepared for:Jankow Companies, LLC c/o Hershberg & Hershberg

Albany, New York

Prepared by:Terracon Consultants-NY, Inc

Dba Dente GroupWatervliet, New York

Dente Group -A Terracon Company 594 Broadway Waterv l ie t, New York 12189P (518) 266 0310 F (518) 266 9238 terracon.com

REPORT COVER LETTER TO SIGN

January 28, 2019

Jankow Companies, LLC c/o Hershberg & Hershberg18 Locust StreetAlbany, New York 12203

Attn: Mr. Dan HershbergP: (518) 459-3096E: [email protected]

Re: Preliminary Geotechnical Engineering ReportNew Scotland Village563 New Scotland AvenueAlbany, New YorkTerracon Project No. JB185182

Dear Mr. Hershberg:

We have completed the Preliminary Geotechnical Engineering services for the above referencedproject. This study was performed in general accordance with Terracon Proposal No. PFDE-18-189 dated November 29, 2018. This report presents the findings of the subsurface exploration andprovides preliminary geotechnical recommendations concerning earthwork and the design andconstruction of foundations and floor slabs for the proposed project.

We appreciate the opportunity to be of service to you on this project. If you have any questionsconcerning this report or if we may be of further service, please contact us.

Sincerely,Terracon Consultants-NY, Inc.

John T. Odorisio, P.E. Fred A. Dente, P.E.Senior Engineer Principal

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REPORT TOPICS

INTRODUCTION ............................................................................................................. 1SITE CONDITIONS ......................................................................................................... 2PROJECT DESCRIPTION .............................................................................................. 2GEOTECHNICAL CHARACTERIZATION ...................................................................... 3PRELIMINARY SITE EVALUATION .............................................................................. 4RECOMMENDATION FOR ADDITIONAL EXLORATION ............................................. 4EARTHWORK................................................................................................................. 5SHALLOW FOUNDATIONS ........................................................................................... 7SEISMIC CONSIDERATIONS ........................................................................................ 8LIQUEFACTION ............................................................................................................. 8FLOOR SLABS............................................................................................................... 8LATERAL EARTH PRESSURES ................................................................................... 9PAVEMENTS .................................................................................................................. 9FROST CONSIDERATIONS ......................................................................................... 10GENERAL COMMENTS ............................................................................................... 10FIGURES ...................................................................................................................... 12

Note: This report was originally delivered in a web-based format. Orange Bold text in the report indicates a referencedsection heading. The PDF version also includes hyperlinks which direct the reader to that section and clicking on theGeoReport logo will bring you back to this page. For more interactive features, please view your project online atclient.terracon.com.

ATTACHMENTS

SITE LOCATION AND EXPLORATION PLANSEXPLORATION RESULTSSUPPORTING INFORMATION

Note: Refer to each individual Attachment for a listing of contents.

http://client.terracon.com/


INTRODUC TION

Preliminary Geotechnical Engineering ReportNew Scotland Village

563 New Scotland AvenueAlbany, New York

Terracon Project No. JB185182January 28, 2019

INTRODUCTION

This report presents the results of our subsurface exploration and geotechnical engineeringservices performed for the proposed development to be located at 563 New Scotland Avenue inAlbany, New York. The purpose of these services is to provide preliminary information andgeotechnical engineering recommendations relative to:

■ Subsurface soil conditions ■ Foundation design and construction

■ Groundwater conditions ■ Floor slab design and construction

■ Site preparation and earthwork ■ Seismic site classification per NYSBC

■ Excavation considerations ■ Lateral earth pressures

■ Dewatering considerations ■ Pavement design and construction

■ Stormwater considerations ■ Frost considerations

The geotechnical engineering Scope of Services for this project included the advancement of sixtest borings to depths ranging from approximately 8 to 76.5 feet below existing site grades.

Two (2) infiltration tests were performed in general accordance with procedures outlined in the NewYork State Stormwater Management Design Manual. The tests entailed the installation of a 4-inchdiameter PVC Pipe at the requested test depth and repeatedly filling the pipes with 24 inches ofwater and recording the drop in the water over a one-hour time period. The results are included asan attachment to this report.

Maps showing the site and boring locations are shown in the Site Location and ExplorationPlan sections, respectively.

This report is considered preliminary because planning for the project was in the early stages ofdevelopment. We should be permitted the opportunity to review plans for the site as they aredeveloped and, on this basis, determine whether additional investigations and/or modifications tothe recommendations contained herein are warranted.

Preliminary Geotechnical Engineering ReportNew Scotland Village ■ Albany, New YorkJanuary 28, 2019 ■ Terracon Project No. JB185182


SITE CONDITIONS

The following description of site conditions is derived from our site visit in association with thefield exploration and our review of publicly available geologic and topographic maps.

Item Description

Parcel Information

The site is located at the north east corner of New Scotland Avenue andSouth Allen Street in Albany New York. The parcel to be developed isbounded by South Allen Street to the north, the existing Key Bank propertyto the south and New Scotland Avenue to the southwest. The parcel wrapsaround the key bank property and continues east to the rear property line ofthe houses on West Lawrence Street. The northern limits of the parcelextend behind the residential structure located at 285 South Allen street.See Site Location

ExistingImprovements

The site is presently occupied by an existing one-story retail and post officebuilding in the south west corner of the site along New Scotland Avenue. Onthe central and northern portions of the site 3, three-story multifamilyresidential structures as well as a three-story townhouse building arepresent. On the south eastern corner of the proposed development a onestory, multi bay garage structure is present. The northeastern most corner ofthe parcel is a grass covered field which is lightly wooded.

Current GroundCover Grass and asphalt.

Existing TopographyGently sloping from the south to north from elevation 244 feet along newScotland Avenue down to elevation 220 feet along the northern most cornerof the parcel.

Geology Fill soils over glaciolacustrine deposits.

PROJECT DESCRIPTION

Our initial understanding of the project is as follows:

Item Description

Information ProvidedDrawing titled “Site Plan” prepared by Hershberg & Hershberg datedNovember 1, 2018 as well as e-mail communications.

Project Description Mixed use multifamily structures.



Item Description

Proposed Structures

Four structures as follows:· 563 New Scotland Avenue – 5 stories above grade with one

garage level below grade.· 311 South Allen Street – 4 story slab on grade.· 339 South Allen Street – 4 stories above grade with one garage

level below grade· 301 South Allen Street – 2 story slab on grade.

Building ConstructionAssumed concrete podium with wood/structural steel framing above forbuildings with basements. Slab on grade with wood framing for buildingswithout basements.

Finished FloorElevations

· 563 New Scotland Avenue – GF = 236 feet· 311 South Allen Street – FF = 237feet· 339 South Allen Street – GF = 226.50 feet· 301 South Allen Street- FF = 236 feet.

Maximum Loads Maximum column loads of 300 kips and wall loads of 5 kips per linear foot(klf)

Grading Up to approximately 6 feet of cut and approximately 10 feet of fillBelow-Grade Structures Below grade garagesPavements Access driveways and parking lots.

GEOTECHNICAL CHARACTERIZATION

We have developed a general characterization of the subsurface conditions based upon ourreview of the subsurface exploration, geologic setting and our understanding of the project. Thischaracterization, termed GeoModel, forms the basis of our geotechnical evaluation of sitepreparation and foundation options. Conditions encountered at each exploration point areindicated on the individual logs. The individual logs can be found in the Exploration Resultssection and the GeoModel can be found in the Figures section of this report.

As part of our analyses, we identified the following model layers within the subsurface profile. Fora more detailed view of the model layer depths at each boring location, refer to the GeoModel.

Model Layer Layer Name General Description

1 Fill CLAY, SILT AND SAND with various amounts of asphalt,organics and deleterious materials

2 Silt and Clay LEAN CLAY and VARVED SILT AND CLAY with fine sandlenses

Groundwater observations and measurements were made as the boreholes were completed andalso after 24 and 48 hours in select borings and these are noted on the individual subsurface logs.It should be noted that these measurements may not reflect the actual groundwater depths



because adequate time did not pass upon completion of the drilling for groundwater to achieve astatic level in the augers. Based on our observations ground water was encountered between 3.8and 24.5 feet below existing grades.

PRELIMINARY SITE EVALUATION

In general, the subsurface conditions found by our preliminary investigation are typical of thegeneral project area and the most limiting factor to site development will be the existing fill soilswhich are not considered suitable for support of the proposed structures.

Based on the preliminary plans provided to us, up to approximately 10 feet of fill andapproximately 6 feet of cut will be required to reach the finished floor elevations. The depth of thefill which mantels the site is highly variable and appears to be the deepest on the central andnorthern portion of the site. Based on the provided finished floor elevations and existing sitegrades, removal and replacement of the existing fills and replacement with structural fill isrecommended for support of the proposed structures. The majority of the on-site fill materialcontains significant deleterious material and is not suitable for re-use as structural backfill on site.The majority of the structural backfill will need to be imported for use on site.

As an alternative to complete removal and replacement of the existing fill considerations could bemade to adding basements to the structures that are presently planned without basements.Additionally, lowering the overall proposed site grades, where practical, as to place the finishedfloor elevations so that they are bearing within the natural silt and clay underlying the fill materialon site.

Regardless of the approach selected above, the proposed buildings can be supported ontraditional spread footings as detailed herein.

RECOMMENDATION FOR ADDITIONAL EXLORATION

We understand that the project is still in the preliminary stages of development and that a finalsite layout has not yet been determined. It is recommended that a supplemental site investigationconsisting of soil borings and test pits be performed upon completion of the final site layout tobetter delineate the depths and horizontal extents of the fill soils on site. The number and depthof which will be determined based on the final plans for the development.

The following report sections provide detailed recommendations to assist in preliminary planningfor design and construction. We should review plans and specifications as they are developedand prior to their release for bidding to allow us to refine our recommendations and developsupplemental investigation plans. The General Comments section provides an understanding ofthe report limitations.



EARTHWORK

Site Preparation

Prior to placing fill, existing structures, existing fill soils, asphalt, vegetation and root mat shouldbe removed. Prior to placing fills to raise site grades and/or after cuts are made to the plansubgrade elevations, the pavement and building subgrades should be proof-rolled using a steeldrum roller with a static weight of at least ten tons. The roller should operate in its non-vibratorymode, unless requested otherwise by the Geotechnical Engineer observing the work, and travelat a speed not exceeding three feet per second (two miles per hour). Areas excessively deflectingunder the proofroll should be delineated and subsequently addressed by the GeotechnicalEngineer. Excessively wet or dry material should either be removed or moisture conditioned andrecompacted.

Existing Fill

As noted in Geotechnical Characterization, fill to depths ranging from about 5 to 10.5 feet wereencountered on site. Support of buildings and slabs on grade on top of existing fills are notrecommended. Support of pavements, on or above existing fill soils, is discussed in below.However, even with the recommended construction procedures, there is inherent risk for theowner that compressible fill or unsuitable material, within or buried by the fill will, not bediscovered. This risk of unforeseen conditions cannot be eliminated without completely removingthe existing fill, but can be reduced by following the recommendations contained in this report.

If the owner elects to construct pavements on the existing fill, the following protocol should befollowed. Once the planned subgrade elevation has been reached the entire pavement areashould be proofrolled. Areas of soft or otherwise unsuitable material should be undercut andreplaced with either new structural fill or suitable, existing on site materials.

Fill Material Types

Fill required to achieve design grade should be classified as structural fill and general fill.Structural fill is material used below, or within 10 feet of structures, pavements or constructedslopes. General fill is material used to achieve grade outside of these areas. Earthen materialsused for structural and general fill should meet the following material property requirements:

Soil Type 1 USCS Classification Acceptable Parameters (for Structural Fill)

Granular GW, GP, GM,SW, SP, SM

Less than 3” maximum size andLess than 10% Passing No. 200 sieve



Soil Type 1 USCS Classification Acceptable Parameters (for Structural Fill)

On-Site Soils SP

Portions of the on-site material (in the vicinity ofborings B-3 and B-4) may be considered suitable foruse as fill, however laboratory testing will be required

to confirm its suitability.1. Structural and general fill should consist of approved materials free of organic matter and debris. Frozen

material should not be used, and fill should not be placed on a frozen subgrade. A sample of each materialtype should be submitted to the Geotechnical Engineer for evaluation prior to use on this site.

Fill Compaction Requirements

Structural and general fill should meet the following compaction requirements.

Item Structural Fill General Fill

Maximum LiftThickness

12 inches or less in loose thickness whenheavy, self-propelled compaction equipment isused4 to 6 inches in loose thickness when hand-guided equipment (i.e. jumping jack or platecompactor) is used

Same as Structural fill

MinimumCompactionRequirements 1

95% of max. below foundations and within 1foot of finished pavement subgrade95% of max. above foundations, below floorslabs, and more than 1 foot below finishedpavement subgrade

92% of max

Water Content

Range 1 Workable moisture levels, +/- 2% of optimum As required to achieve min.compaction requirements

1. Maximum density and optimum water content as determined by the modified Proctor test (ASTM D 1557).

Grading and Drainage

All grades must provide effective drainage away from the building during and after constructionand should be maintained throughout the life of the structure. Water retained next to the buildingcan result in soil movements greater than those discussed in this report. Greater movements canresult in unacceptable differential floor slab and/or foundation movements, cracked slabs andwalls, and roof leaks.

Exposed ground should be sloped and maintained at a minimum 5% away from the building forat least 10 feet beyond the perimeter of the building. After building construction and landscapinghave been completed, final grades should be verified to document effective drainage has beenachieved. Grades around the structure should also be periodically inspected and adjusted, asnecessary, as part of the structure’s maintenance program. Where paving or flatwork abuts the



structure, a maintenance program should be established to effectively seal and maintain jointsand prevent surface water infiltration.

Earthwork Construction Considerations

Shallow excavations for the proposed structure are anticipated to be accomplished withconventional construction equipment. Upon completion of filling and grading, care should be takento maintain the subgrade water content prior to construction of floor slabs. Construction trafficover the completed subgrades should be avoided. The site should also be graded to preventponding of surface water on the prepared subgrades or in excavations. Water collecting over oradjacent to construction areas should be removed. If the subgrade freezes, desiccates, saturates,or is disturbed, the affected material should be removed, or the materials should be scarified,moisture conditioned, and recompacted prior to floor slab construction.

There is the potential that a perched groundwater table could affect over-excavation efforts,especially for over-excavation and replacement of existing fill soils. A temporary dewateringsystem consisting of sumps with pumps could be necessary to achieve the required depth of over-excavation. Because the natural clay soils will be sensitive to disturbance and to aid in thedewatering of collected precipitation and perched groundwaters, prior to the placement of fill, thesubgrades may be covered with a 12-inch-thick layer of clean crushed stone (ASTM C33 Blend37). The stone layer should be placed and completely wrapped in a stabilization fabric such asMirafi 500x or equivalent.

As a minimum, excavations should be performed in accordance with OSHA 29 CFR, Part 1926,Subpart P, “Excavations” and its appendices, for a type B soil and in accordance with anyapplicable local, and/or state regulations. Temporary slopes that will remain open for more than2 weeks should be graded to at least 2.5H:1V slope.

SHALLOW FOUNDATIONS

For preliminary design proposes it is recommended that the existing fill be removed in its entiretybeneath the buildings and replaced with structural fill or that the site grading be altered to includebasements in all buildings at elevations of sufficient depths to allow for the foundations to bearupon the natural silts and clays. Footings should be designed for a bearing capacity of 3,000 psfwhen bearing upon suitably compacted structural fill or in the natural silt and clay.

For foundations within the silt and clay, a minimum six (6) inch thick base of clean crushed stoneshould be placed over a woven synthetic fabric to provide a stable working surface. The crushedstone should be an ASTM C33 Blend 57 aggregate and the fabric a Mirafi 500X or equivalent. Allfinal bearing grades should be firm, stable, and free of loose soil, mud, water, and frost.



SEISMIC CONSIDERATIONS

The seismic design requirements for buildings and other structures are based on Seismic DesignCategory. Site Classification is required to determine the Seismic Design Category for a structure.The Site Classification is based on the upper 100 feet of the site profile defined by a weightedaverage value of either shear wave velocity, standard penetration resistance, or undrained shearstrength in accordance with Section 20.4 of ASCE 7 and the International Building Code (IBC).Based on the soil properties encountered at the site and as described on the exploration logs andthe results of shear wave velocity testing completed in similar subsurface profiles in the generalproject area, it is our professional opinion that the Seismic Site Classification is D. Subsurfaceexplorations at this site were extended to a maximum depth of 76.5 feet. The site properties belowthe boring depth to 100 feet were estimated based on our experience and knowledge of geologicconditions of the general area. Additional deeper borings or geophysical testing may be performedto confirm the conditions below the current boring depth.

LIQUEFACTION

Based upon the composition and relative density of the site soils, their liquefaction should notoccur in response to earthquake motions.

FLOOR SLABS

If the building floor slabs will have a moisture sensitive covering or coating applied to their surfaces,they should be constructed upon a minimum six (6) inch thick base of crushed stone (NYSDOT No.1 and 2 size aggregate) with a vapor retarder, such as Stego Wrap 15 mil installed in accordancewith the latest revision of the ACI Guide for Concrete Floor and Slab Construction. If no moisturesensitive coverings or coatings are planned, the base material should be changed to crusher-runstone (NYSDOT Section 304 Type 2 material) and the vapor retarder may be deleted.

If exterior slabs, unheated buildings or shelters are planned, these slabs could experience somedegree of frost heave. This potential can be minimized by haunching the edges of the slab two tothree feet below grade and filling between the haunches with non-frost susceptible clean crushedstone (NYSDOT No. 1 and 2 size aggregate).

For the slab design, a modulus of subgrade reaction equal to 150 pounds per cubic inch (pci) maybe assumed at the top of the recommended stone base layer. Design parameters for floor slabsassume the requirements for Earthwork have been followed. Specific attention should be given topositive drainage away from the structure and positive drainage of the aggregate base beneath thefloor slab.



LATERAL EARTH PRESSURES

Design Parameters

The design of building walls where soils are level on the top may be designed utilizing the followingunfactored parameters. The design parameters provided assume that the backfill and foundationsoils consists of soils meeting the requirements for structural fill.

Lateral Earth Pressure Design Parameters

Soils angle of internal friction 24 degrees

Coefficient of At-Rest Earth Pressure (ko) 0.59Coefficient of Active Earth Pressure (Ka) 0.42

Coefficient of Passive Earth Pressure (kp) 2.37Total Unit Weight of Compacted Soil 120 pcf

Coefficient of Sliding Friction Soil (tanφf) 0.30

Backfill placed against structures should consist of granular soils. For the granular values to bevalid, the granular backfill must extend out and up from the base of the wall at an angle of at least45 and 60 degrees from vertical for the active and passive cases, respectively. Foundation drainsshould be installed to prevent surface infiltration and groundwater water from being trapped in thebackfill soils.

PAVEMENTS

General Pavement Comments

Portions of the parking lot will be supported on existing fill. Differential settlements of thepavement (a couple of inches or so) may be possible over time. Shimming of the drivewaysand/or parking lot may be required in the future to correct the differential settlements. However, itis usually more cost effective to perform periodic shimming maintenance by placing an additionalthin layer of asphalt, than to remove an extensive thickness of poor material and replace withStructural Fill prior to initial pavement construction.

Pavement Section Thicknesses

As a minimum, we suggest the following pavement sections be considered:

Asphaltic Concrete Design

Layer NYSDOT Item NumberThickness (inches)

Light Duty Heavy Duty

Asphalt Top #402.127303 1.5 2.0



Asphaltic Concrete Design

Layer NYSDOT Item NumberThickness (inches)

Light Duty Heavy Duty

Asphalt Binder #402.257903 2 3.0

Aggregate Base #304.12 10 16

Stabilization FabricMirafi 500x or equivalent

Single ply Singly Ply

FROST CONSIDERATIONS

The soils on this site are frost susceptible, and small amounts of water can affect the performanceof exterior slabs, sidewalks, and pavements. Exterior slabs should be anticipated to heave duringwinter months. If frost action needs to be eliminated in critical areas, we recommend the use ofnon-frost susceptible (NFS) fill or structural slabs. Placement of NFS material in large areas maynot be feasible; however, the following recommendations are provided to help reduce potentialfrost heave:

■ Provide surface drainage away from the mat toward the site storm drainage system.■ Install drains around the perimeter of the buidling and connect them to the storm drainage

system.■ Place NFS fill as backfill beneath slabs and pavements critical to the project.■ NFS base should consist of clean crushed stone, ASTM C-33 Blend 57 or NYSDOT No.1

and 2 sized aggregate.

GENERAL COMMENTS

Our analysis and opinions are based upon our understanding of the project, the geotechnicalconditions in the area, and the data obtained from our site exploration. Natural variations will occurbetween exploration point locations or due to the modifying effects of construction or weather.The nature and extent of such variations may not become evident until during or after construction.Terracon should be retained as the Geotechnical Engineer, where noted in this report, to provideobservation and testing services during pertinent construction phases. If variations appear, wecan provide further evaluation and supplemental recommendations. If variations are noted in theabsence of our observation and testing services on-site, we should be immediately notified sothat we can provide evaluation and supplemental recommendations.

Our Scope of Services does not include either specifically or by implication any environmental orbiological (e.g., mold, fungi, bacteria) assessment of the site or identification or prevention of



pollutants, hazardous materials or conditions. If the owner is concerned about the potential forsuch contamination or pollution, other studies should be undertaken.

Our services and any correspondence or collaboration through this system are intended for thesole benefit and exclusive use of our client for specific application to the project discussed andare accomplished in accordance with generally accepted geotechnical engineering practices withno third-party beneficiaries intended. Any third-party access to services or correspondence issolely for information purposes to support the services provided by Terracon to our client.Reliance upon the services and any work product is limited to our client, and is not intended forthird parties. Any use or reliance of the provided information by third parties is done solely at theirown risk. No warranties, either express or implied, are intended or made.

Site characteristics as provided are for design purposes and not to estimate excavation cost. Anyuse of our report in that regard is done at the sole risk of the excavating cost estimator as theremay be variations on the site that are not apparent in the data that could significantly impactexcavation cost. Any parties charged with estimating excavation costs should seek their own sitecharacterization for specific purposes to obtain the specific level of detail necessary for costing.Site safety, and cost estimating including, excavation support, and dewateringrequirements/design are the responsibility of others. If changes in the nature, design, or locationof the project are planned, our conclusions and recommendations shall not be considered validunless we review the changes and either verify or modify our conclusions in writing.

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FIGURES

Contents:

GeoModel

150

160

170

180

190

200

210

220

230

240

This is not a cross section. This is intended to display the Geotechnical Model only. See individual logs for more detailed conditions.

EL

EV

AT

ION

(M

SL

) (f

eet)

1/28/2019 Terracon Project No. JB185182New Scotland Village Albany, NY

First Water Observation

Second Water Observation

Third Water Observation

CLAY, SILT AND SAND with varius amounts of asphalt,organics and deleterious materials

LEAN CLAY and VARVED SILT AND CLAY with fine sandlenses

LEGEND

Fill

Lean Clay

Topsoil

Asphalt

Layering shown on this figure has been developed by the geotechnicalengineer for purposes of modeling the subsurface conditions asrequired for the subsequent geotechnical engineering for this project.Numbers adjacent to soil column indicate depth below ground surface.

NOTES:

GEOMODEL

Groundwater levels are temporal. The levels shown are representative of the dateand time of our exploration. Significant changes are possible over time.Water levels shown are as measured during and/or after drilling. In some cases,boring advancement methods mask the presence/absence of groundwater. Seeindividual logs for details.

Model Layer General DescriptionLayer Name

1

2

Fill

Silt and Clay

1

2

17

10.5

51.5

B-11

2

5.3

21.5

5

76.5

B-2

1

2

5.5

10.5

51.5

B-31

2

24.5

5 5

76.5

B-4

18

I-113.86

I-2


ATTACHMENTS


EXPLORATION AND TESTING PROCEDURES

Field Exploration

Number of Borings Boring Depth (feet) Location

4 51.5 to 76.5 buildings

2 6 to 8 Infiltration areas

Boring Layout and Elevations: Unless otherwise noted, Terracon personnel provided the boringlayout. Coordinates were obtained with a handheld GPS unit (estimated horizontal accuracy ofabout ±10 feet) and approximate elevations were obtained by interpolation from the “ExistingConditions, New Scotland Avenue Village” drawing prepared by Hershberg and Hershberg DatedNovember 1, 2018. If elevations and a more precise boring layout are desired, we recommendborings be surveyed following completion of fieldwork.

Subsurface Exploration Procedures: We advanced the borings with a trailer-mounted, rotarydrill rig using continuous flight augers. Five samples were obtained in the upper 10 feet of eachboring and at intervals of 5 feet thereafter. In the split-barrel sampling procedure, a standard 2-inchouter diameter split-barrel sampling spoon was driven into the ground by a 140-pound automatichammer falling a distance of 30 inches. The number of blows required to advance the samplingspoon the middle 12 inches of a normal 24-inch penetration is recorded as the Standard PenetrationTest (SPT) resistance value. The SPT resistance values, also referred to as N-values, are indicatedon the boring logs at the test depths.

The sampling depths, penetration distances, and other sampling information was recorded on thefield boring logs. The samples were placed in appropriate containers and taken to our soil laboratoryfor testing and classification by a Geotechnical Engineer. Our exploration team prepared fieldboring logs as part of the drilling operations. These field logs included visual classifications of thematerials encountered during drilling and our interpretation of the subsurface conditions betweensamples. Final boring logs were prepared from the field logs. The final boring logs represent theGeotechnical Engineer's interpretation of the field logs and include modifications based onobservations and tests of the samples in our laboratory.

Infiltration Testing

Two boreholes (I-1 and I-2) were advanced to a depth of 8 and 6 feet, respectively, below theexisting ground surface with offset borings to depths of 2 feet utilizing PVC pipe installed forinfiltration testing. The tests were performed in general accordance with NYDEC StormwaterManagement Design Manual - Appendix D. Infiltration rates are provided in the following table:


Infiltration No. Soil ClassificationApproximate

Depth to BottomTest 1 (ft)

Infiltration Rate

(in/hr)2

I-1

FILL - SILTY SAND, withwood, glass, plastic and

cinders very loose to mediumdense

2 12.3

I-2 FILL - SILTY SAND, withasphalt, medium dense 2 3.3

1. Below ground surface.2. Infiltration is not permitted into existing fill soils.

Dente Group, A Terracon Company 594 Broadway Watervliet, NY 12189P (518) 266-0310 F (518) 266-9238 terracon.com

INFILTRATION TEST RESULTS

PROJECT: New Scotland Village PROJECT NO. JB185182

PROJECT LOCATION: Albany TEST DATE: 1/16/2019

WEATHER: TESTER: J. Lamm

TestLocation

Test Depth(feet)

Trial No. Water Drop(inches)

Elapsed Time(hours)

Infiltration Rate(inches/hour)

I-1 2.0 1 13 1 13

2 12 1 123 12 1 12

NOTE: Infiltration tests performed in existing fill soils

I-2 2.0 1 3.5 1 3.5

2 3 1 33 3.5 1 3.5

NOTE: Infiltration testing performed in existing fill soils

Notes:(1) Testing was conducted in general accord with the “Infiltration Testing Requirements” contained

in Appendix D of the New York State Storm Water Management Design Manual.

(2) Test pipes were installed in boreholes made adjacent to test borings I-1 and I-2.

SOIL CLASSIFICATION AT TEST DEPTHTest Location I-1: FILL – SILTY SAND, with wood, glass, plastic and cinders very loose to

medium dense.Test Location I-2: FILL – SILTY SAND, with asphalt, medium dense


SITE LOCATION AND EXPLORATION PLANS

Contents:

Site Location PlanExploration Plan

SITE LOCATIONNew Scotland Village ■ Albany, New YorkJanuary 28, 2019 ■ Terracon Project No. JB185182

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SITE LOCA TION

EXPLORATION PLANNew Scotland Village ■ Albany, New YorkJanuary 28, 2019 ■ Terracon Project No. JB185182

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EXPLORATION P LAN

DIAGRAM IS FOR GENERAL LOCATION ONLY, AND IS NOT INTENDED FOR CONSTRUCTION PURPOSES MAP PROVIDED BY MICROSOFT BING MAPS

EXPLORATION RESULTS

Contents:

Boring Logs B-1 through B-4Boring Logs I-1 and I-2

8-3-3-3N=6

2-2-1-0N=3

1-1-0-0N=1

1-0-0-0N=0

1-2-4-5N=6

2-3-3-3N=6

0-1-2-0N=3

0-1-2N=3

FILL - LEAN CLAY (CL), brown, moist, medium stiff

FILL - CLAYEY SAND (SC), with wood, cinders, asphalt and ash, brown, moist, veryloose

FILL - LEAN CLAY (CL), with rootlets, dark brown, moist, medium stiff

LEAN CLAY (CL), mottled gray and brown, moist, medium stiff

VARVED SILT AND CLAY (CL), with sand lenses, gray, moist to wet, very soft to soft

2.0

8.0

10.5

20.0

219+/-

213+/-

210.5+/-

201+/-

Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.

TH

IS B

OR

ING

LO

G IS

NO

T V

ALI

D IF

SE

PA

RA

TE

D F

RO

M O

RIG

INA

L R

EP

OR

T.

GE

O S

MA

RT

LO

G-N

O W

ELL

JB

1851

82 P

RO

PO

SE

D D

EV

ELO

PM

.GP

J M

OD

ELL

AY

ER

.GP

J 1

/28/

19

WA

TE

R L

EV

EL

OB

SE

RV

AT

ION

S

DE

PT

H (

Ft.)

5

10

15

20

25

FIE

LD T

ES

TR

ES

ULT

S

WA

TE

RC

ON

TE

NT

(%

)LOCATION

Latitude: 42.6577° Longitude: -73.8008°

See Exploration Plan

GR

AP

HIC

LO

G

MO

DE

L LA

YE

R

DEPTH ELEVATION (Ft.)

Approximate Surface Elev.: 221 (Ft.) +/-

Page 1 of 3

Advancement Method:2 1/4" HSA

Abandonment Method:

594 BroadwayWatervliet, NY

Notes:

Project No.: JB185182

Drill Rig: CME 55

BORING LOG NO. B-1Jankow CompaniesCLIENT:Albany, NY

Driller: J. LAMM

Boring Completed: 01-14-2019

PROJECT: New Scotland Village

Elevations were interpolated from a topographicsite plan.

See Exploration and Testing Procedures for adescription of field and laboratory proceduresused and additional data (If any).

See Supporting Information for explanation ofsymbols and abbreviations.

New Scotland Avenue Albany, NYSITE:

Boring Started: 01-14-2019After 24 hours

WATER LEVEL OBSERVATIONS

1

2S

AM

PLE

TY

PE

0-1-1N=2

1-0-1N=1

1-0-0N=0

0-1-0N=1

0-1-0N=1

VARVED SILT AND CLAY (CL), with sand lenses, gray, moist to wet, very soft to soft(continued)


TH

IS B

OR

ING

LO

G IS

NO

T V

ALI

D IF

SE

PA

RA

TE

D F

RO

M O

RIG

INA

L R

EP

OR

T.

GE

O S

MA

RT

LO

G-N

O W

ELL

JB

1851

82 P

RO

PO

SE

D D

EV

ELO

PM

.GP

J M

OD

ELL

AY

ER

.GP

J 1

/28/

19

WA

TE

R L

EV

EL

OB

SE

RV

AT

ION

S

DE

PT

H (

Ft.)

30

35

40

45

50

FIE

LD T

ES

TR

ES

ULT

S

WA

TE

RC

ON

TE

NT

(%

)LOCATION



GR

AP

HIC

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Page 2 of 3


Abandonment Method:


Notes:


Drill Rig: CME 55


Driller: J. LAMM









2

SA

MP

LE T

YP

E

1-0-0N=0

VARVED SILT AND CLAY (CL), with sand lenses, gray, moist to wet, very soft to soft(continued)

Boring Terminated at 51.5 Feet51.5 169.5+/-


TH

IS B

OR

ING

LO

G IS

NO

T V

ALI

D IF

SE

PA

RA

TE

D F

RO

M O

RIG

INA

L R

EP

OR

T.

GE

O S

MA

RT

LO

G-N

O W

ELL

JB

1851

82 P

RO

PO

SE

D D

EV

ELO

PM

.GP

J M

OD

ELL

AY

ER

.GP

J 1

/28/

19

WA

TE

R L

EV

EL

OB

SE

RV

AT

ION

S

DE

PT

H (

Ft.)

FIE

LD T

ES

TR

ES

ULT

S

WA

TE

RC

ON

TE

NT

(%

)LOCATION



GR

AP

HIC

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Page 3 of 3


Abandonment Method:


Notes:


Drill Rig: CME 55


Driller: J. LAMM









2

SA

MP

LE T

YP

E

3-1-2-2N=3

4-5-4N=9

3-6-6N=12

1-2-2N=4

1-2-3N=5

TOPSOILFILL - LEAN CLAY (CL), trace organics, brown, moist, soft

LEAN CLAY (CL), some silt lenses, brown, moist, stiff

VARVED SILT AND CLAY (CL), with fine sand lenses, gray, wet, very soft to mediumstiff

0.3

5.0

15.0

227.5+/-

223+/-

213+/-


TH

IS B

OR

ING

LO

G IS

NO

T V

ALI

D IF

SE

PA

RA

TE

D F

RO

M O

RIG

INA

L R

EP

OR

T.

GE

O S

MA

RT

LO

G-N

O W

ELL

JB

1851

82 P

RO

PO

SE

D D

EV

ELO

PM

.GP

J M

OD

ELL

AY

ER

.GP

J 1

/28/

19

WA

TE

R L

EV

EL

OB

SE

RV

AT

ION

S

DE

PT

H (

Ft.)

5

10

15

20

25

FIE

LD T

ES

TR

ES

ULT

S

WA

TE

RC

ON

TE

NT

(%

)LOCATION



GR

AP

HIC

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DE

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Page 1 of 4


Abandonment Method:


Notes:


Drill Rig: CME 55


Driller: J. LAMM







Boring Started: 01-11-2019While drilling

After 48 hours


1

2

SA

MP

LE T

YP

E

2-4-3N=7

0-3-4N=7

0-0-2N=2

0-2-3N=5

0-1-0N=1

VARVED SILT AND CLAY (CL), with fine sand lenses, gray, wet, very soft to mediumstiff (continued)


TH

IS B

OR

ING

LO

G IS

NO

T V

ALI

D IF

SE

PA

RA

TE

D F

RO

M O

RIG

INA

L R

EP

OR

T.

GE

O S

MA

RT

LO

G-N

O W

ELL

JB

1851

82 P

RO

PO

SE

D D

EV

ELO

PM

.GP

J M

OD

ELL

AY

ER

.GP

J 1

/28/

19

WA

TE

R L

EV

EL

OB

SE

RV

AT

ION

S

DE

PT

H (

Ft.)

30

35

40

45

50

FIE

LD T

ES

TR

ES

ULT

S

WA

TE

RC

ON

TE

NT

(%

)LOCATION



GR

AP

HIC

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Page 2 of 4


Abandonment Method:


Notes:


Drill Rig: CME 55


Driller: J. LAMM








After 48 hours


2

SA

MP

LE T

YP

E

0-1-0N=1

0-1-0N=1

1-0-0N=0

1-0-0N=0

1-0-0N=0



TH

IS B

OR

ING

LO

G IS

NO

T V

ALI

D IF

SE

PA

RA

TE

D F

RO

M O

RIG

INA

L R

EP

OR

T.

GE

O S

MA

RT

LO

G-N

O W

ELL

JB

1851

82 P

RO

PO

SE

D D

EV

ELO

PM

.GP

J M

OD

ELL

AY

ER

.GP

J 1

/28/

19

WA

TE

R L

EV

EL

OB

SE

RV

AT

ION

S

DE

PT

H (

Ft.)

55

60

65

70

75

FIE

LD T

ES

TR

ES

ULT

S

WA

TE

RC

ON

TE

NT

(%

)LOCATION



GR

AP

HIC

LO

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DE

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Page 3 of 4


Abandonment Method:


Notes:


Drill Rig: CME 55


Driller: J. LAMM








After 48 hours


2

SA

MP

LE T

YP

E

0-0-4N=4




TH

IS B

OR

ING

LO

G IS

NO

T V

ALI

D IF

SE

PA

RA

TE

D F

RO

M O

RIG

INA

L R

EP

OR

T.

GE

O S

MA

RT

LO

G-N

O W

ELL

JB

1851

82 P

RO

PO

SE

D D

EV

ELO

PM

.GP

J M

OD

ELL

AY

ER

.GP

J 1

/28/

19

WA

TE

R L

EV

EL

OB

SE

RV

AT

ION

S

DE

PT

H (

Ft.)

FIE

LD T

ES

TR

ES

ULT

S

WA

TE

RC

ON

TE

NT

(%

)LOCATION



GR

AP

HIC

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Page 4 of 4


Abandonment Method:


Notes:


Drill Rig: CME 55


Driller: J. LAMM








After 48 hours


2

SA

MP

LE T

YP

E

12-9-6-7N=15

4-3-2-2N=5

1-0-1-1N=1

0-2-2-4N=4

1-2-2N=4

1-0-1N=1

ASPHALTFILL - CINDERS AND ASH FILL - POORLY GRADED SAND (SP), brown, moist, very loose to medium dense

FILL - POORLY GRADED SAND (SP), trace rootlets, dark brown, moist, looseLEAN CLAY (CL), mottled brown and gray, moist, soft

VARVED SILT AND CLAY (CL), with fine sand lenses, gray, wet, very soft to stiff

0.30.6

10.010.5

20.0

231.5+/-231.5+/-

222+/-221.5+/-

212+/-


TH

IS B

OR

ING

LO

G IS

NO

T V

ALI

D IF

SE

PA

RA

TE

D F

RO

M O

RIG

INA

L R

EP

OR

T.

GE

O S

MA

RT

LO

G-N

O W

ELL

JB

1851

82 P

RO

PO

SE

D D

EV

ELO

PM

.GP

J M

OD

ELL

AY

ER

.GP

J 1

/28/

19

WA

TE

R L

EV

EL

OB

SE

RV

AT

ION

S

DE

PT

H (

Ft.)

5

10

15

20

25

FIE

LD T

ES

TR

ES

ULT

S

WA

TE

RC

ON

TE

NT

(%

)LOCATION



GR

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HIC

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Page 1 of 3


Abandonment Method:


Notes:


Drill Rig: CME 55


Driller: J. LAMM








No measurable groundwater upon

completion of drilling


1

2S

AM

PLE

TY

PE

3-4-6N=10

0-1-3N=4

0-1-1N=2

1-0-0N=0

1-0-0N=0

VARVED SILT AND CLAY (CL), with fine sand lenses, gray, wet, very soft to stiff(continued)


TH

IS B

OR

ING

LO

G IS

NO

T V

ALI

D IF

SE

PA

RA

TE

D F

RO

M O

RIG

INA

L R

EP

OR

T.

GE

O S

MA

RT

LO

G-N

O W

ELL

JB

1851

82 P

RO

PO

SE

D D

EV

ELO

PM

.GP

J M

OD

ELL

AY

ER

.GP

J 1

/28/

19

WA

TE

R L

EV

EL

OB

SE

RV

AT

ION

S

DE

PT

H (

Ft.)

30

35

40

45

50

FIE

LD T

ES

TR

ES

ULT

S

WA

TE

RC

ON

TE

NT

(%

)LOCATION



GR

AP

HIC

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Page 2 of 3


Abandonment Method:


Notes:


Drill Rig: CME 55


Driller: J. LAMM











2

SA

MP

LE T

YP

E

0-1-0N=1

VARVED SILT AND CLAY (CL), with fine sand lenses, gray, wet, very soft to stiff(continued)



TH

IS B

OR

ING

LO

G IS

NO

T V

ALI

D IF

SE

PA

RA

TE

D F

RO

M O

RIG

INA

L R

EP

OR

T.

GE

O S

MA

RT

LO

G-N

O W

ELL

JB

1851

82 P

RO

PO

SE

D D

EV

ELO

PM

.GP

J M

OD

ELL

AY

ER

.GP

J 1

/28/

19

WA

TE

R L

EV

EL

OB

SE

RV

AT

ION

S

DE

PT

H (

Ft.)

FIE

LD T

ES

TR

ES

ULT

S

WA

TE

RC

ON

TE

NT

(%

)LOCATION



GR

AP

HIC

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Page 3 of 3


Abandonment Method:


Notes:


Drill Rig: CME 55


Driller: J. LAMM











2

SA

MP

LE T

YP

E

1-2-3-4N=5

8-8-10-10N=18

8-10-14-13N=24

6-7-9N=16

1-2-2N=4

0-2-1N=3

TOPSOILFILL - POORLY GRADED SAND (SP), brown, moist, medium dense

LEAN CLAY (CL), with silt and fine sand lenses, brown, moist, very stiff

VARVED SILT AND CLAY (CL), with fine sand lenses, gray, wet, very soft to very stiff

0.5

5.0

10.0

236.5+/-

232+/-

227+/-


TH

IS B

OR

ING

LO

G IS

NO

T V

ALI

D IF

SE

PA

RA

TE

D F

RO

M O

RIG

INA

L R

EP

OR

T.

GE

O S

MA

RT

LO

G-N

O W

ELL

JB

1851

82 P

RO

PO

SE

D D

EV

ELO

PM

.GP

J M

OD

ELL

AY

ER

.GP

J 1

/28/

19

WA

TE

R L

EV

EL

OB

SE

RV

AT

ION

S

DE

PT

H (

Ft.)

5

10

15

20

25

FIE

LD T

ES

TR

ES

ULT

S

WA

TE

RC

ON

TE

NT

(%

)LOCATION



GR

AP

HIC

LO

G

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DE

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Page 1 of 4


Abandonment Method:


Notes:


Drill Rig: CME 55


Driller: J. LAMM








24 hours after completion of drilling


1

2

SA

MP

LE T

YP

E

0-1-2N=3

0-5-4N=9

0-0-2N=2

0-2-1N=3

0-1-1N=2

VARVED SILT AND CLAY (CL), with fine sand lenses, gray, wet, very soft to very stiff(continued)


TH

IS B

OR

ING

LO

G IS

NO

T V

ALI

D IF

SE

PA

RA

TE

D F

RO

M O

RIG

INA

L R

EP

OR

T.

GE

O S

MA

RT

LO

G-N

O W

ELL

JB

1851

82 P

RO

PO

SE

D D

EV

ELO

PM

.GP

J M

OD

ELL

AY

ER

.GP

J 1

/28/

19

WA

TE

R L

EV

EL

OB

SE

RV

AT

ION

S

DE

PT

H (

Ft.)

30

35

40

45

50

FIE

LD T

ES

TR

ES

ULT

S

WA

TE

RC

ON

TE

NT

(%

)LOCATION



GR

AP

HIC

LO

G

MO

DE

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YE

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Page 2 of 4


Abandonment Method:


Notes:


Drill Rig: CME 55


Driller: J. LAMM










2

SA

MP

LE T

YP

E

0-0-3N=3

0-1-0N=1

0-1-0N=1

1-0-0N=0

1-0-0N=0



TH

IS B

OR

ING

LO

G IS

NO

T V

ALI

D IF

SE

PA

RA

TE

D F

RO

M O

RIG

INA

L R

EP

OR

T.

GE

O S

MA

RT

LO

G-N

O W

ELL

JB

1851

82 P

RO

PO

SE

D D

EV

ELO

PM

.GP

J M

OD

ELL

AY

ER

.GP

J 1

/28/

19

WA

TE

R L

EV

EL

OB

SE

RV

AT

ION

S

DE

PT

H (

Ft.)

55

60

65

70

75

FIE

LD T

ES

TR

ES

ULT

S

WA

TE

RC

ON

TE

NT

(%

)LOCATION



GR

AP

HIC

LO

G

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DE

L LA

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Page 3 of 4


Abandonment Method:


Notes:


Drill Rig: CME 55


Driller: J. LAMM










2

SA

MP

LE T

YP

E

1-0-0N=0




TH

IS B

OR

ING

LO

G IS

NO

T V

ALI

D IF

SE

PA

RA

TE

D F

RO

M O

RIG

INA

L R

EP

OR

T.

GE

O S

MA

RT

LO

G-N

O W

ELL

JB

1851

82 P

RO

PO

SE

D D

EV

ELO

PM

.GP

J M

OD

ELL

AY

ER

.GP

J 1

/28/

19

WA

TE

R L

EV

EL

OB

SE

RV

AT

ION

S

DE

PT

H (

Ft.)

FIE

LD T

ES

TR

ES

ULT

S

WA

TE

RC

ON

TE

NT

(%

)LOCATION



GR

AP

HIC

LO

G

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DE

L LA

YE

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Page 4 of 4


Abandonment Method:


Notes:


Drill Rig: CME 55


Driller: J. LAMM










2

SA

MP

LE T

YP

E

11-10-5-5N=15

4-4-4-3N=8

1-2-1-1N=3

1-0-1-1N=1

FILL - SILTY SAND (SM), with wood, glass, plastic and cinders, dark brown, moist,very loose to medium dense

Boring Terminated at 8 Feet

1.1

8.0

221+/-

214+/-


TH

IS B

OR

ING

LO

G IS

NO

T V

ALI

D IF

SE

PA

RA

TE

D F

RO

M O

RIG

INA

L R

EP

OR

T.

GE

O S

MA

RT

LO

G-N

O W

ELL

JB

1851

82 P

RO

PO

SE

D D

EV

ELO

PM

.GP

J M

OD

ELL

AY

ER

.GP

J 1

/28/

19

WA

TE

R L

EV

EL

OB

SE

RV

AT

ION

S

DE

PT

H (

Ft.)

5

FIE

LD T

ES

TR

ES

ULT

S

WA

TE

RC

ON

TE

NT

(%

)LOCATION



GR

AP

HIC

LO

G

MO

DE

L LA

YE

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Page 1 of 1


Abandonment Method:


Notes:


Drill Rig: CME 55

BORING LOG NO. I-1Jankow CompaniesCLIENT:Albany, NY

Driller: J. LAMM







Boring Started: 01-15-2019No measurable groundwater upon



1

SA

MP

LE T

YP

E

11-5-4-4N=9

2-2-4-4N=6

3-4-4-2N=8

FILL - SILTY SAND (SM), with asphalt fragments and gravel, dark brown, moist,medium dense

Boring Terminated at 6 Feet6.0 222+/-


TH

IS B

OR

ING

LO

G IS

NO

T V

ALI

D IF

SE

PA

RA

TE

D F

RO

M O

RIG

INA

L R

EP

OR

T.

GE

O S

MA

RT

LO

G-N

O W

ELL

JB

1851

82 P

RO

PO

SE

D D

EV

ELO

PM

.GP

J M

OD

ELL

AY

ER

.GP

J 1

/28/

19

WA

TE

R L

EV

EL

OB

SE

RV

AT

ION

S

DE

PT

H (

Ft.)

5

FIE

LD T

ES

TR

ES

ULT

S

WA

TE

RC

ON

TE

NT

(%

)LOCATION



GR

AP

HIC

LO

G

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DE

L LA

YE

R



Page 1 of 1


Abandonment Method:


Notes:


Drill Rig: CME 55

BORING LOG NO. I-2Jankow CompaniesCLIENT:Albany, NY

Driller: J. LAMM







Boring Started: 01-15-2019At completion of drilling


1

SA

MP

LE T

YP

E

SUPPORTING INFORMATION

Contents:General NotesUnified Soil Classification System De-scription of Rock Properties

New Scotland Village Albany, NY

January 28, 2019 Terracon Project No. JB185182

500 to 1,000

> 8,000

4,000 to 8,000

2,000 to 4,000

1,000 to 2,000

less than 500

Unconfined Compressive StrengthQu, (psf)

Split Spoon

Trace

PLASTICITY DESCRIPTION

Water levels indicated on the soil boring logs arethe levels measured in the borehole at the timesindicated. Groundwater level variations will occurover time. In low permeability soils, accuratedetermination of groundwater levels is notpossible with short term water levelobservations.

DESCRIPTION OF SYMBOLS AND ABBREVIATIONSGENERAL NOTES

> 30

11 - 30

1 - 10Low

Non-plastic

Plasticity Index

#4 to #200 sieve (4.75mm to 0.075mm

Boulders

12 in. to 3 in. (300mm to 75mm)Cobbles

3 in. to #4 sieve (75mm to 4.75 mm)Gravel

Sand

Passing #200 sieve (0.075mm)Silt or Clay

Particle Size

Water Level Aftera Specified Period of Time

Water Level After aSpecified Period of Time

Water InitiallyEncountered

Soil classification is based on the Unified Soil Classification System. Coarse Grained Soils have more than 50% of theirdry weight retained on a #200 sieve; their principal descriptors are: boulders, cobbles, gravel or sand. Fine Grained Soilshave less than 50% of their dry weight retained on a #200 sieve; they are principally described as clays if they are plastic,and silts if they are slightly plastic or non-plastic. Major constituents may be added as modifiers and minor constituentsmay be added according to the relative proportions based on grain size. In addition to gradation, coarse-grained soils aredefined on the basis of their in-place relative density and fine-grained soils on the basis of their consistency.

GRAIN SIZE TERMINOLOGY

RELATIVE PROPORTIONS OF FINESRELATIVE PROPORTIONS OF SAND AND GRAVEL

DESCRIPTIVE SOIL CLASSIFICATION

LOCATION AND ELEVATION NOTES

SAMPLING WATER LEVEL FIELD TESTSN

(HP)

(T)

(DCP)

UC

(PID)

(OVA)

Standard Penetration TestResistance (Blows/Ft.)

Hand Penetrometer

Torvane

Dynamic Cone Penetrometer

Unconfined CompressiveStrength

Photo-Ionization Detector

Organic Vapor Analyzer

Medium

0Over 12 in. (300 mm)

>12

5-12

<5

Percent ofDry Weight

TermMajor Component of Sample

Modifier

With

Trace

Descriptive Term(s) ofother constituents

>30Modifier

<15

Percent ofDry Weight

Descriptive Term(s) ofother constituents

With 15-29

High

Unless otherwise noted, Latitude and Longitude are approximately determined using a hand-held GPS device. Theaccuracy of such devices is variable. Surface elevation data annotated with +/- indicates that no actual topographicalsurvey was conducted to confirm the surface elevation. Instead, the surface elevation was approximately determined fromtopographic maps of the area.

Standard Penetration orN-Value

Blows/Ft.

Descriptive Term(Density)

CONSISTENCY OF FINE-GRAINED SOILS

Hard

15 - 30Very Stiff> 50Very Dense

8 - 15Stiff30 - 50Dense

4 - 8Medium Stiff10 - 29Medium Dense

2 - 4Soft4 - 9Loose

0 - 1Very Soft0 - 3Very Loose

(50% or more passing the No. 200 sieve.)Consistency determined by laboratory shear strength testing, field visual-manual

procedures or standard penetration resistance

STRENGTH TERMS

> 30

Descriptive Term(Consistency)

Standard Penetration orN-Value

Blows/Ft.

RELATIVE DENSITY OF COARSE-GRAINED SOILS

(More than 50% retained on No. 200 sieve.)Density determined by Standard Penetration Resistance

UNIFIED SOIL CLASSIFICATION SYSTEM

UNIFIED SOI L CLASSI FICATI ON SYSTEM

Criteria for Assigning Group Symbols and Group Names Using Laboratory Tests ASoil Classification

GroupSymbol Group Name B

Coarse-Grained Soils:More than 50% retainedon No. 200 sieve

Gravels:More than 50% ofcoarse fractionretained on No. 4 sieve

Clean Gravels:Less than 5% fines C

Cu ³ 4 and 1 £ Cc £ 3 E GW Well-graded gravel F

Cu < 4 and/or [Cc<1 or Cc>3.0] E GP Poorly graded gravel F

Gravels with Fines:More than 12% fines C

Fines classify as ML or MH GM Silty gravel F, G, H

Fines classify as CL or CH GC Clayey gravel F, G, H

Sands:50% or more of coarsefraction passes No. 4sieve

Clean Sands:Less than 5% fines D

Cu ³ 6 and 1 £ Cc £ 3 E SW Well-graded sand I

Cu < 6 and/or [Cc<1 or Cc>3.0] E SP Poorly graded sand I

Sands with Fines:More than 12% fines D

Fines classify as ML or MH SM Silty sand G, H, I

Fines classify as CL or CH SC Clayey sand G, H, I

Fine-Grained Soils:50% or more passes theNo. 200 sieve

Silts and Clays:Liquid limit less than 50

Inorganic:PI > 7 and plots on or above “A”line J

CL Lean clay K, L, M

PI < 4 or plots below “A” line J ML Silt K, L, M

Organic:Liquid limit - oven dried

< 0.75 OL Organic clay K, L, M, N

Liquid limit - not dried Organic silt K, L, M, O

Silts and Clays:Liquid limit 50 or more

Inorganic:PI plots on or above “A” line CH Fat clay K, L, M

PI plots below “A” line MH Elastic Silt K, L, M

Organic:Liquid limit - oven dried

< 0.75 OH Organic clay K, L, M, P

Liquid limit - not dried Organic silt K, L, M, Q

Highly organic soils: Primarily organic matter, dark in color, and organic odor PT PeatA Based on the material passing the 3-inch (75-mm) sieve.B If field sample contained cobbles or boulders, or both, add “with cobbles

or boulders, or both” to group name.C Gravels with 5 to 12% fines require dual symbols: GW-GM well-graded

gravel with silt, GW-GC well-graded gravel with clay, GP-GM poorlygraded gravel with silt, GP-GC poorly graded gravel with clay.

D Sands with 5 to 12% fines require dual symbols: SW-SM well-gradedsand with silt, SW-SC well-graded sand with clay, SP-SM poorly gradedsand with silt, SP-SC poorly graded sand with clay.

E Cu = D60/D10 Cc =6010

230

DxD

)(D

F If soil contains ³ 15% sand, add “with sand” to group name.G If fines classify as CL-ML, use dual symbol GC-GM, or SC-SM.

H If fines are organic, add “with organic fines” to group name.I If soil contains ³ 15% gravel, add “with gravel” to group name.J If Atterberg limits plot in shaded area, soil is a CL-ML, silty clay.K If soil contains 15 to 29% plus No. 200, add “with sand” or “with

gravel,” whichever is predominant.L If soil contains ³ 30% plus No. 200 predominantly sand, add

“sandy” to group name.MIf soil contains ³ 30% plus No. 200, predominantly gravel, add

“gravelly” to group name.NPI ³ 4 and plots on or above “A” line.OPI < 4 or plots below “A” line.P PI plots on or above “A” line.QPI plots below “A” line.

DESCRIPTION OF ROCK PROPERTIES

ROCK VERSION 1

WEATHERINGTerm DescriptionUnweathered No visible sign of rock material weathering, perhaps slight discoloration on major discontinuity surfaces.Slightlyweathered

Discoloration indicates weathering of rock material and discontinuity surfaces. All the rock material may bediscolored by weathering and may be somewhat weaker externally than in its fresh condition.

Moderatelyweathered

Less than half of the rock material is decomposed and/or disintegrated to a soil. Fresh or discolored rock ispresent either as a continuous framework or as corestones.

Highlyweathered

More than half of the rock material is decomposed and/or disintegrated to a soil. Fresh or discolored rock ispresent either as a discontinuous framework or as corestones.

Completelyweathered All rock material is decomposed and/or disintegrated to soil. The original mass structure is still largely intact.

Residual soil All rock material is converted to soil. The mass structure and material fabric are destroyed. There is a largechange in volume, but the soil has not been significantly transported.

STRENGTH OR HARDNESS

Description Field Identification Uniaxial CompressiveStrength, psi (MPa)

Extremely weak Indented by thumbnail 40-150 (0.3-1)

Very weak Crumbles under firm blows with point of geological hammer, can bepeeled by a pocket knife 150-700 (1-5)

Weak rock Can be peeled by a pocket knife with difficulty, shallow indentationsmade by firm blow with point of geological hammer 700-4,000 (5-30)

Medium strong Cannot be scraped or peeled with a pocket knife, specimen can befractured with single firm blow of geological hammer 4,000-7,000 (30-50)

Strong rock Specimen requires more than one blow of geological hammer tofracture it 7,000-15,000 (50-100)

Very strong Specimen requires many blows of geological hammer to fracture it 15,000-36,000 (100-250)Extremely strong Specimen can only be chipped with geological hammer >36,000 (>250)

DISCONTINUITY DESCRIPTIONFracture Spacing (Joints, Faults, Other Fractures) Bedding Spacing (May Include Foliation or Banding)

Description Spacing Description SpacingExtremely close < ¾ in (<19 mm) Laminated < ½ in (<12 mm)

Very close ¾ in – 2-1/2 in (19 - 60 mm) Very thin ½ in – 2 in (12 – 50 mm)Close 2-1/2 in – 8 in (60 – 200 mm) Thin 2 in – 1 ft. (50 – 300 mm)

Moderate 8 in – 2 ft. (200 – 600 mm) Medium 1 ft. – 3 ft. (300 – 900 mm)Wide 2 ft. – 6 ft. (600 mm – 2.0 m) Thick 3 ft. – 10 ft. (900 mm – 3 m)

Very Wide 6 ft. – 20 ft. (2.0 – 6 m) Massive > 10 ft. (3 m)Discontinuity Orientation (Angle): Measure the angle of discontinuity relative to a plane perpendicular to the longitudinal axis of thecore. (For most cases, the core axis is vertical; therefore, the plane perpendicular to the core axis is horizontal.) For example, ahorizontal bedding plane would have a 0-degree angle.

ROCK QUALITY DESIGNATION (RQD) 1

Description RQD Value (%)Very Poor 0 - 25

Poor 25 – 50Fair 50 – 75

Good 75 – 90Excellent 90 - 100

1. The combined length of all sound and intact core segments equal to or greater than 4 inches in length, expressed as apercentage of the total core run length.

Reference: U.S. Department of Transportation, Federal Highway Administration, Publication No FHWA-NHI-10-034, December 2009Technical Manual for Design and Construction of Road Tunnels – Civil Elements

preliminary geotechnical engineering report · • 301 south allen street – 2 story slab on...

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