anborn head associates inc - vtrans.vermont.gov

187 Saint Paul Street, Suite 4-C Burlington, VT 05401

Scott Burbank, P.E. Vanasse Hangen Brustlin, Inc. 40 IDX Drive Building 100, Suite 200 South Burlington, VT 05403

November 8, 2019 File No. 4609.00

Re: Geotechnical Engineering Report Burlington PLAT(3) Burlington, Vermont

Dear Mr. Burbank: Enclosed is our Geotechnical Engineering Report for the proposed passenger loading platform in downtown Burlington, Vermont, VTrans Project Burlington PLAT(3). The report presents the results of our subsurface exploration program and geotechnical evaluations, and provides geotechnical engineering recommendations and construction considerations for the project. We trust this report meets the needs of the project. If you have any questions, please call Shawn Kelley at (802) 391-8514. Very truly yours, SANBORN, HEAD & ASSOCIATES, INC. Shawn P. Kelley, Ph.D., P.E. Project Director

Ian P. Donovan, P.E. Project Engineer

IPD/SPK/KPS/spk Encl. Geotechnical Engineering Report

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GEOTECHNICAL ENGINEERING REPORT Burlington PLAT(3)

Burlington, Vermont

Prepared for Vanasse Hangen Brustlin, Inc. File No. 4609.00 November 2019

TABLE OF CONTENTS

1.0 INTRODUCTION .......................................................................................................................... 1

2.0 SITE DESCRIPTION .................................................................................................................... 1

3.0 PROJECT DESCRIPTION ........................................................................................................... 1

4.0 SUBSURFACE EXPLORATION PROGRAM ......................................................................... 1

5.0 GEOTECHNICAL LABORATORY TESTING ........................................................................ 2

6.0 SUBSURFACE CONDITIONS .................................................................................................... 3 6.1 Undocumented Fill ............................................................................................................................. 3 6.2 Sand and Silt .......................................................................................................................................... 3 6.3 Silty Clay ................................................................................................................................................. 3 6.4 Groundwater Conditions ................................................................................................................. 3

7.0 GEOTECHNICAL ENGINEERING RECOMMENDATIONS ............................................. 4 7.1 Primary Geotechnical Engineering Considerations ............................................................. 4 7.2 Foundation Design Recommendations ..................................................................................... 4

7.2.1 General ............................................................................................................................................. 4 7.2.2 Estimated Foundation Settlement ....................................................................................... 5 7.2.3 Design Groundwater Elevation ............................................................................................. 5 7.2.5 Seismic Design .............................................................................................................................. 5

8.0 CONSTRUCTION CONSIDERATIONS ................................................................................... 5 8.1 Subgrade Preparation and Protection ....................................................................................... 5 8.2 Excavation Support and Dewatering.......................................................................................... 6 8.3 Fill Placement and Compaction .................................................................................................... 6 8.4 Reuse of In-Situ Soils ......................................................................................................................... 7 8.5 Preconstruction Survey ................................................................................................................... 7

9.0 CONSTRUCTION MONITORING ............................................................................................ 7 FIGURES Figure 1 – Locus Plan Figure 2 – Exploration Location Plan APPENDICES Appendix A – Limitations Appendix B – Test Boring Logs Appendix C – Geotechnical Laboratory Test Results Appendix D – Material Specifications

November 8, 2019 Page 1 20191108 Burlington PLAT(3) Geotech.docx 4609.00

1.0 INTRODUCTION Sanborn, Head & Associates, Inc. (Sanborn Head) has prepared this geotechnical engineering report for Vanasse Hangen Brustlin, Inc. (VHB) in support of the Burlington PLAT(3) project (Project) located between mile post (MP) 121.72 and MP 121.90 of the Vermont Rail (VTR) Northern Rail Line in Burlington, Vermont (Site). This report summarizes the subsurface exploration program and provides our geotechnical engineering evaluations and recommendations as they pertain to the Project. This work has been completed in accordance with our proposal dated June 22, 2019, accepted by VHB on June 28, 2019, and is subject to the limitations included in Appendix A. Elevations in this report are in feet (ft) and referenced to a plan provided by VHB (“Utilities King Street.pdf). 2.0 SITE DESCRIPTION The Site is generally located near the waterfront in Burlington, VT, approximately between King Street and College Street. The VTR Northern Rail line and an existing passenger platform currently located at the Site. A bike path maintained by the City of Burlington runs along the rail line at the Site. The Site is bounded to the north by College Street, to the east by a gravel parking lot and commercial structures, to the south by King Street, and to the west by commercial and industrial structures and parking areas. The site is generally flat, with an approximate elevation (El.) of 105 ft. Underground utilities at the Site include electric, telecom, water and sewer services, and switching relays for the existing rail line. Overhead utilities were not observed at the Site at the time of the exploration program. Figure 1 shows the site location. 3.0 PROJECT DESCRIPTION According to the Work Order Request issued by the Vermont Agency of Transportation (VTrans) on April 1, 2019, the Project generally consists of the addition of a rail siding between King Street and College Street east of the existing main line, and the construction of a 300-foot long Amtrak approved low-level train platform for passenger loading adjacent to the new siding. Various utility connections and upgrades are also proposed as part of the Project. The existing passenger loading platform at the Site will be demolished. We do not expect any significant grade changes at the new low-level train platform. We have assumed the new platform will either be a slab on grade or a slightly elevated concrete structural slab supported by isolated footings. We have assumed the canopy roof structure above the platform will be supported by shallow footings. 4.0 SUBSURFACE EXPLORATION PROGRAM Sanborn Head conducted a subsurface exploration program between June 25 and 26, 2019, consisting of eight (8) test borings (SB-1 through SB-8) as shown on Figure 2. Test borings SB-1 through SB-3 and SB-6 through SB-8 were used for environmental sampling purposes and were advanced to depths ranging from 3 feet (ft) below ground surface (bgs) to 6 ft bgs.


These shallow borings were either advanced by hand using a digging bar, post hole digger, and hand auger (SB-1, SB-2, and SB-8), or continuous split spoon sampling without casing with a Mobile Drill B-47 truck-mounted drill rig (SB-3, SB-6, SB-7). Test borings SB-4 and SB-5 were advanced in support of the geotechnical evaluation for the Project. These test borings were advanced with a Mobile Drill B-47 truck-mounted drill rig using drive and wash drilling techniques with 4-inch (in.) inside diameter flush jointed casing. Test boring SB-4 was advanced to a depth of 61 ft bgs, and SB-5 was advanced to a depth of 26 ft bgs. Samples from the shallow borings were collected either from cuttings from the hand excavated borings or using a 2-inch or 3-inch inside diameter split spoon sampler. For the deep borings, Standard Penetration Tests (SPTs) were completed and split-spoon samples were obtained in general accordance with ASTM D1586 (2-inch diameter sampler driven 24 inches by blows from a 140-pound hammer falling freely for 30 inches). It should be noted that the classifications of the soils encountered in the soil borings is based on samples obtained from the split-spoons, and the grain size of the soils sampled is limited by the inner diameter of the split-spoon. SPTs were generally performed semi-continuously from the ground surface to approximately 11 ft bgs, and at 5-foot intervals thereafter in the deep borings. The number of blows required to drive the sampler each 6-inch increment was recorded and the Standard Penetration Resistance (N-Value) was calculated as the sum of blows over the second and third 6-inch increments. Split spoon refusal was defined as less than 6 inches of penetration from 100 blows from a 140-pound hammer. The test borings were backfilled with drill cuttings and bentonite chips to the existing ground surface. Representative soil samples were collected from the split-spoon samples and stored in jars for later review and geotechnical laboratory testing. A Sanborn Head representative observed the test borings and classified the soil samples based on visual estimates of grain-size distribution and plasticity using a modified Burmister System. A description of the Burmister System is provided in Appendix B. Groundwater levels were measured following completion of the test borings. It should be noted that groundwater levels will vary depending on seasonal variations in temperature and precipitation. Additionally, groundwater levels observed in the test borings may not be representative of static conditions due to the introduction of fluid as part of the drilling process. Test boring logs, prepared by Sanborn Head, are included in Appendix B. 5.0 GEOTECHNICAL LABORATORY TESTING Geotechnical laboratory tests were performed on 4 soil samples obtained from the deep borings by GeoTesting Express, Inc. of Acton, Massachusetts. Grain size analyses were performed on 4 samples in accordance with ASTM D6913. Hydrometer analysis was performed on one of these samples in accordance with ASTM D7928. The complete geotechnical laboratory test results are included in Appendix C.


6.0 SUBSURFACE CONDITIONS In general, the subsurface conditions encountered at the proposed platform structure location (deep test boring locations) consist of asphalt surfacing, fill, sand and silt, and silty clay. Asphalt encountered was approximately 7 inches thick at the SB-4 location and approximately 6 inches at the SB-5 location. 6.1 Undocumented Fill

Undocumented Fill was encountered at all of the boring locations and was fully penetrated in both deep test borings to a depth of approximately 9 feet. The fill generally consists of loose to medium dense, brown to gray, fine to coarse SAND, with varying amounts of gravel and silt. Occasionally plywood pieces or coal fragments were observed in the fill stratum. SPT N-values in the fill ranged from 7 blows per foot (bl/ft) to 16 bl/ft, with an average of 13 bl/ft at the test boring locations. 6.2 Sand and Silt

Sand and silt was encountered in both deep test borings beneath the fill layer. The sand and silt layer was not fully penetrated in either test boring but is at least 52 ft thick at test boring SB-4. Where encountered, the sand and silt consists of medium dense to dense, gray, fine to coarse sand with varying amounts of silt, or loose, gray, silt with trace sand. SPT N-values in the sand and silt ranged from 3 bl/ft to 42 bl/ft, with an average of 17 bl/ft at the test boring locations. 6.3 Silty Clay

A layer of silty clay was encountered within the sand and silt stratum. Where encountered, the silty clay layer is between at least 2 ft and 10 ft thick, and generally consists of soft to stiff, gray, Silty CLAY, with varying amounts of sand. SPT N-values in the silty clay ranged from 3 bl/ft to 13 bl/ft, with an average of 7 bl/ft at the test boring locations. 6.4 Groundwater Conditions

Groundwater level measurements were made at the conclusion of drilling operations at each test boring location between June 25 and June 26, 2019. All measurements were taken from the ground surface. Groundwater was observed in test borings SB-4 and SB-5 at a depth of 6.6 ft bgs and 5.7 ft bgs, respectively (approximately El. 98.4 and 99.3). Groundwater was not encountered in any of the shallow test borings. Observed groundwater levels may not be indicative of stabilized groundwater levels, due to the introduction of fluid into the test borings during drilling operations. It should be further noted that groundwater levels may vary depending on seasonal variations in temperature and precipitation and may also be influenced by nearby utilities and structures, drilling methods, and other factors that differ from the conditions at the time the measurements were made.


7.0 GEOTECHNICAL ENGINEERING RECOMMENDATIONS The following recommendations have been made based on our current understanding of the proposed construction for the Burlington PLAT(3) project as described in this report. In general, these recommendations are based on the results of our subsurface exploration, generally accepted engineering practice, and the 2015 Vermont Fire & Building Safety Code (Code), which references the 2015 International Building Code (IBC). In addition, recommended design criteria are based on performance tolerances, such as allowable settlement, as understood to relate to similar structures. 7.1 Primary Geotechnical Engineering Considerations

Based on the subsurface information collected to date, we have identified the following primary geotechnical engineering considerations: Presence of Shallow Groundwater: Based on our observations during the subsurface

exploration program, we anticipate that groundwater may be encountered during construction;

Protection of Existing Structures and Utilities: Existing commercial structures are located directly adjacent to the Project Site which may require protection during construction of the Project. The rail and ties will also need to be protected during construction. Additionally, underground utilities are located within or adjacent to the limits of the Project and may require relocation.

Presence of Fill Materials and Compressible Soils: As described in Section 6, fill and soft clay soils are present at the site. These soils are not considered suitable bearing soils due to the compressibility of the soil and its varying density, which may lead to unacceptable total and/or differential settlements.

7.2 Foundation Design Recommendations

7.2.1 General

The proposed structure may be founded on spread footings bearing directly on suitable foundation bearing material or on a minimum of 2 feet of structural fill placed and compacted after the removal of unsuitable soil as described below. Suitable foundation bearing material includes the naturally deposited sand and silt stratum and proof rolled fill material; unsuitable soil includes fill, silty clay, and any other soft, loose, or disturbed soil present at the foundation subgrade level. An allowable bearing pressure of 2,000 pounds per square foot (psf) may be assumed for the naturally deposited sand and silt. A modulus of subgrade reaction for slab on grade construction of at least 150 pci should be achieved assuming the recommendations of this report are followed. Should a foundation bear within the fill or silty clay stratum, the fill or silty clay should be removed to at least 2 ft below the bottom of footing elevation, the resulting subgrade proof rolled (as described below under Section 8.1) and replaced with structural fill. The fill should extend at least 2 ft beyond the edge of the foundation, then outward and downward at a slope of one horizontal to one vertical (1H:1V) to suitable bearing soils or a minimum of 2 ft below


the bottom of footing elevation. If loose soils are observed during static proof rolling, the loose soils should be removed and replaced with compacted structural fill. In this scenario, an allowable bearing pressure of 2,000 psf and a modulus of subgrade reaction of 150 pci for a slab on grade may be assumed. The minimum recommended lateral dimension for isolated spread footings is 36 inches, while continuous footings should be at least 18 inches wide. All foundations supported on soil should bear at least 5 ft below any adjacent ground surface exposed to freezing. We have given a recommendation of not fully excavating the undocumented fill soils and only removing the top 2 feet of fill and proof rolling the resulting subgrade to check for soft spots below the new platform as a cost-effective alternative to the a full excavate and replace fill recommendation. To remove the risk of differential settlement, all of the undocumented fill should be removed but given this is a light loaded low-level platform structure with no grade changes (i.e., added common fill), we feel the risk is low and the cost-benefit of full excavation and replace does not warrant the cost of a full excavate and replace construction. 7.2.2 Estimated Foundation Settlement

Total settlement of the proposed structure, when designed for maximum bearing pressure as recommended herein, is expected to be less than 1 inch, with no more than 0.5 inch of differential settlement. The estimated foundation settlement presented herein is based on assumed loading conditions for similarly-sized structures and may need to be reevaluated with a more refined analysis during final design that includes actual foundation loads. 7.2.3 Design Groundwater Elevation

The Project Site lies outside of the 100-year flood zone as defined by the FEMA Flood Insurance Rate Map for Burlington, VT. For the purposes of the design, the design groundwater level should be 5 feet below grade. 7.2.5 Seismic Design

We recommend using the following design parameters as defined by the Code: Site Class: Based on our understanding of the proposed structure location and lowest

level elevation, Site Class E is recommended; and

Design Spectral Response Accelerations: SDS = 0.513g and SD1 = 0.247g.

It is our opinion that soils at the Site are not susceptible to liquefaction as defined by the IBC.

8.0 CONSTRUCTION CONSIDERATIONS 8.1 Subgrade Preparation and Protection

Abandoned foundations and utilities should be removed within and 5 ft beyond the limits of the proposed structure. Within the proposed structure footprint, the area should be cleared of topsoil, asphalt, concrete, surface vegetation, or other loose or deleterious materials.


We anticipate that foundation excavations can be made using conventional earthmoving equipment. Where possible, final excavation should be made using a smooth-edged bucket to minimize disturbance to the subgrade soils. Following excavation, the exposed, inorganic, granular subgrade should be proof compacted with at least 4 passes of a 10-ton vibratory roller (or equivalent) with the vibration off (i.e., static rolling) under the observation of the geotechnical engineer or his/her qualified representative. Any soft of loose zones identified by proof compaction should be repaired by excavation and replaced with compacted Structural Fill as specified in Appendix D. The exposed subgrade should be protected against precipitation and subgrade should not be allowed to freeze. Traffic on the exposed subgrade should be minimized. Slab-on-grade areas may be constructed on a subgrade consisting of reworked fill, provided the subgrade is proof compacted with at least 4 passes of a 10-ton vibratory roller (dynamic vibrations operating). The base course layer directly below the slab-on-grade should consist of at least 6 inches of compacted Gravel Fill or ¾-inch Crushed Stone that meet the specifications provided in Appendix D. The base course layer should be compacted to at least 95 percent of its maximum dry density as calculated by ASTM D1557, Method C (Modified Proctor). 8.2 Excavation Support and Dewatering

For isolated excavations for spread footings, the excavations may be laid back, if adequate space is available, or the use of trench boxes may be allowable to provide temporary support during construction of the footing. A dewatering system may be required during construction of the proposed structure. The Contractor will be responsible for the selection, design, and implementation of a suitable dewatering system that maintains a dry, undisturbed, and stable subgrade. Work should be sequenced to limit the amount of dewatering required at any one time. It is anticipated that dewatering can be achieved by pumping from filtered sumps installed below the bottom of the excavation, or at low points within the excavation. The Contractor must be prepared to operate the dewatering system continuously, as required to complete the work. The dewatering system should not adversely affect adjacent structures, utilities, or other Site features. All dewatering, handling, and disposal of pumped water and any special testing should be conducted in accordance with federal, state, and local codes, ordinances, regulations, permits and specifications. 8.3 Fill Placement and Compaction

Fill materials should conform to the specifications provided in Appendix D. Fill material to be placed to raise the grade in proposed building areas and within the zone of influence of any structures should consist of Structural Fill that meets the specifications provided in Appendix D. Structural Fill shall be placed in lifts not to exceed 12 inches thick, as placed, and compacted with suitable compaction equipment to at least 95 percent of its maximum dry density as calculated by ASTM D1557, Method C (Modified Proctor).


Common fill to be used to raise the grade outside the zone of influence of structures for site grading and landscaping should be placed in lifts not to exceed 12 inches thick as placed, and compacted with suitable compaction equipment to at least 95% of its maximum dry density as calculated by ASTM D1557. Where hand-guided compaction equipment is used, lift thickness should be reduced to 6 inches, as placed. 8.4 Reuse of In-Situ Soils

It is expected that some of the soil encountered at the Project Site will be suitable for stockpiling and reuse as Common Fill, provided it meets the requirements outlined in Appendix D. Excavated material that is to be reused as fill should be stockpiled in such a manner that promotes runoff and limits saturation of the material. 8.5 Preconstruction Survey

Prior to the start of demolition activities, a preconstruction survey of existing structures within 50 ft of the Site should be performed. The survey shall consist of a description of interior and exterior conditions, including all cracks, damage, or other defects and information to make it possible to evaluate the effect, if any, of the construction operations on the defect. Photographs shall be taken and included as part of the record. The Contractor’s record of the pre-construction survey shall consist of written documentation, video and photographs and shall be submitted to the owner following completion of the survey. 9.0 CONSTRUCTION MONITORING We recommend that Sanborn Head be provided the opportunity to review the design plans and specifications to confirm that the recommendations of this report have been properly incorporated. We further recommend that our firm be retained during earthwork construction to observe excavation activities, stockpiling and reuse of Site soils, subgrade preparation, and fill placement and compaction to check that the recommendations in this report are being implemented as intended in the field. The geotechnical engineer in the field should observe the work for compliance with the recommendations provided in this report, identify differences in subsurface conditions from those indicated by the subsurface exploration program should they become apparent, and assist in design changes should conditions differ from those anticipated prior to the start of construction.

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FIGURES

BURLINGTON, VERMONTVHB, INC.

FIGURE NO. 1

FILE NO. 4609.00SCALE: 1" = 200'

DATE: JULY 2019 CHECKED BY: IPD

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ORTHOPHOTO DOWNLOADED FROM THE VERMONT CENTERFOR GEOGRAPHIC INFORMATION, SOURCE DATE APRIL 2013

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GRAPHICAL SCALE

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NOTES:

1. THE BASE MAP WAS DOWNLOADED FROM THE VERMONT CENTERFOR GEOGRAPHIC INFORMATION, SOURCE DATE APRIL 2013.

2. EXPLORATIONS DESIGNATED SB-1 THROUGH SB-8 WERE ADVANCEDBY NEW ENGLAND BORING CONTRACTORS OF DERRY, NEWHAMPSHIRE AND OBSERVED BY SANBORN HEAD ON JUNE 25 AND 26,2019.

3. EXPLORATION LOCATIONS WERE OBTAINED BY SANBORN HEADFIELD PERSONNEL BY MEASURING OFF PROMINENT SITE FEATURES.EXPLORATION LOCATIONS SHOULD BE CONSIDERED APPROXIMATE.

LEGEND:

APPROXIMATE LOCATION AND DESIGNATION OF TESTBORING OBSERVED BY SANBORN HEADSB-3

APPENDIX A

LIMITATIONS

LIMITATIONS

Explorations

1. The analyses, recommendations, and designs submitted in this report are based in part on the data obtained from subsurface explorations. The nature and extent of variations between these explorations may not become evident until construction. If variations then appear evident, it will be necessary to re-evaluate the findings of this report.

2. The generalized soil profile described in the text is intended to convey trends in subsurface conditions. The boundaries between strata are approximate and idealized, and have been developed by interpretation of widely spaced explorations and samples; actual soil transitions may be more or less gradual than indicated. For specific information, refer to the soil boring logs.

3. Water level readings have been made in the soil borings at the times and under the conditions stated on the soil boring logs. These data have been reviewed and interpretations have been made in the text of this report. However, it must be noted that fluctuations in the level of the groundwater may occur due to variations in rainfall, temperature, and other factors differing from those occurring at the time measurements were made.

Review

4. In the event that any changes in the nature, design, or location of the proposed project are planned, the conclusions and recommendations contained in this report shall not be considered valid unless the changes are reviewed and conclusions of the report modified or verified in writing by Sanborn Head.

Construction

5. It is recommended that this firm be retained to provide soil engineering services during the excavation and earthwork construction phases of the work. This is to observe compliance with the design concepts, specifications, or recommendations and to allow design changes in the event that subsurface conditions differ from those anticipated prior to the start of construction.

Use of Report

6. This report has been prepared for the exclusive use of VHB, Inc. for the Burlington PLAT(3) project located in Burlington, Vermont, in accordance with generally accepted soil and foundation engineering practices. No other warranty, expressed or implied, is made.

7. This soil and foundation engineering report has been prepared for this project by Sanborn Head and Associates, Inc. for design purposes only and is not sufficient to prepare an accurate bid. Contractors wishing a copy of this report may secure it with the understanding that its scope is limited to design considerations only.

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APPENDIX B

TEST BORING LOGS

Rock descriptions indicated on the test boring logs are based on visual-manualobservation of the rock core samples obtained. Rock core is generally describedand classified as illustrated in the following example:

Hard to Very Hard1, slightly weathered2, grey-green3, fine grained4,RHYOLITE5; with joints6 spaced 4 to 12” apart and dipping6 from nearhorizontal to approximately 60°, open crack6 in core at 14.4', moderatelyfractured7.RQD = 58%.8

1. HARDNESS

VERY HARD: Cannot be scratched with knife or sharp pick. Breakingof hand specimens requires several hard blows of ageologist's pick.

HARD: Can be scratched with knife or pick only with difficulty.Hard blow of hammer required to detach handspecimen.

MODERATELY Can be scratched with knife or pick. Gauges or groovesHARD: to ¼-inch deep can be excavated by hard blow or a

geologist's pick. Hand specimens can be detached bymoderate blow.

MEDIUM HARD: Can be grooved or gauged 1/16-inch deep by firmpressure on knife or pick point. Can be excavated insmall chips to pieces about 1-inch maximum size byhard blows of the point of a geologist's pick.

SOFT: Can be gauged or grooved readily with knife of pickpoint. Can be excavated in chips to pieces severalinches in size by moderate blows of a pick point. Smallthin pieces can be broken by finger pressure.

VERY SOFT: Can be carved with knife. Can be excavated readilywith point of pick. Pieces 1-inch or more in thicknesscan be broken with finger pressure. Can be scratchedreadily by fingernail. Can often be indented withmoderate finger pressure.

2. WEATHERING CHARACTERISTICS:

COMPLETELY Rock reduced to soil. Rock “fabric” not discernible orWEATHERED: discernible only in small, scattered locations. Quartz

may be present as dikes or stringers.

VERY SEVERELY All rock except quartz discolored or stained. RockWEATHERED: "fabric" discernible, but mass effectively reduced to

“soil” with only fragments of strong rock remaining.

SEVERELY All rock except quartz discolored or stained. RockWEATHERED: "fabric" clear and evident, but reduced in strength to

strong soil. Some fragments of strong rock are usuallyleft.

MODERATELY Significant portions of rock show discoloration andWEATHERED: weathering effects. Rock has a dull sound under

hammer and shows significant loss of strength ascompared with fresh rock.

SLIGHTLY Rock generally fresh, joints stained and discolorationWEATHERED: extends into rock up to 1 inch. Joints may contain clay.

VERY SLIGHTLY Rock generally fresh, joints stained, some joints mayWEATHERED: show thin clay coatings.

FRESH: Rock fresh, crystals, bright, few joints may show slightstaining. Rock rings under hammer if crystalline.

3. COLOR: VISUAL PERCEPTION.

4. TEXTURE

The description of the average or predominant mineralogic grain size diameter ofigneous and metamorphic rocks and the constituent grain size diameter ofsedimentary and metasedimentary rocks.

VERY FINE-GRAINED: Too small to be seen with the unaided eyeFINE-GRAINED: Visible with unaided eye to 1/16 inch diameterMEDIUM-GRAINED: 1/16 inch to ¼ inch diameterCOARSE-GRAINED: Greater than ¼ inch

Bedding Thickness and Joint Spacing

Bedding / Joint Angle

8. ROCK QUALITY DESIGNATION (RQD)

A relative indication of the frequency of naturally occurring fractures observed along aspecified length of rock core. RQD values are determined only for rock core 2 inches(N) in diameter. RQD is defined as the sum in inches of all pieces of rock core 4 inchesor greater in length, divided by the length in inches of the core run. If the core is brokenby handling or drilling procedures, the pieces are fitted together and counted as onepiece, provided they constitute the required 4-inch length. Where the recovery for a corerun is greater than 100 percent, RQD values are adjusted to account for the portion of thecore left in the hole from the previous run. The length of the core sections is determinedby measuring down the centerline of the core.

Bedding Joints

Very Thin

MediumThick

ThinVery Close

Moderately CloseWide

Close

Perpendicular Distance

Massive Very Wide

Less than 2 inches

1 foot to 3 feet3 feet to 10 feet

2 inches to 1 foot

More than 10 feet

Description Angle

Horizontal

Moderately DippingSteep or High Angle

Shallow or Low Angle0° to 5°

35° to 55°55° to 85°

5° to 35°

Vertical 85° to 90°

Description and Classification of Bedrock5. ROCK TYPE

The geologic name for a rock processing a specific set of lithologic, compositional,and/or textured characteristics.

6. ROCK STRUCTURE

BEDDING: Compositional and textural layering in sedimentary rocks; the termmay be used with caution to describe layering in metamorphicand/or volcanic rocks (flow banding).

FOLIATION: Any planar fabric homogeneously distributed throughout the rockmass at the scale of observation. Bedding is foliation (primary).Most foliation in rock is secondary. Joints and/or fractures usuallyare not foliation.

PARTING: A plane or surface along which a rock is readily separated or isnaturally divided into layers.

FRACTURE: Any break in a rock, whether or not it is associated withdisplacement, due to mechanical failure by stress.

CRACK: A partial or incomplete fracture.

JOINT: A planar or near planar fracture occurring without displacementparallel to the fracture surfaces.

SHEAR: A fracture occurring with minor displacement parallel to theadjacent fracture surfaces.

FAULT: A fracture occurring with significant movement parallel to theadjacent fracture surfaces.

FAULT/SHEAR ZONE: A zone containing numerous faults or shears.

7. ROCK CONTINUITY

Any fracture in rock other than bedding plane partings.

EXTREMELY FRACTURED: Drill core stem less than 1 inchMODERATELY FRACTURED: Drill core stem 1 inch to 4 inchesSLIGHTLY FRACTURED: Drill core stem 4 inches to 8 inchesSOUND: Drill core stem greater than 8 inches

(c) 2013 Sanborn, Head & Associates, Inc.

Descriptive Term Size Range

Specks

Fragments

Pieces

Particles

< No. 200 Sieve

No. 4 Sieve to 3 in.

3 in. to 12 in.

No. 200 Sieve to No. 4 Sieve

Comparative Term

Blocks > 12 in.

Silt and Clay fines

Gravel

Cobbles

Sand

Boulders

Description and Classification of Soil

(c) 2018 Sanborn, Head & Associates, Inc.

Density of

Granular Soil

Consistency ofCohesive Soil

SPT N-Value

Very Loose

Medium Dense

Dense

Very Dense

Loose

Very Soft

Medium Stiff

Stiff

Very Stiff

Soft

Hard

0-4 <2

5-10 2-4

11-30 5-8

31-50 9-15

>50 16-30

>30

1. Density or Consistency: The density or consistency of a soil sample is based on

the Standard Penetration Test N-value according to the following table:

The Standard Penetration Resistance, or N-value in blows per foot, is the sum of the

blows recorded over the second and third 6-inch interval.

A number followed by "/3" indicates the distance that the sampler advanced. For

example "100/4" indicates that 100 blows of a 140 pound hammer falling 30 inches

advanced the sampler 4 inches. "WOR/24" indicates the weight of the drilling rods

without the hammer caused the sampler to advance 24 inches.

“WOH” indicates the static weight of the 140 pound hammer and the drilling rods

attached to the split spoon sampler were sufficient to cause the sampler to advance.

“WOR” indicates the static weight of the drilling rods attached to the split spoon

sampler was sufficient to cause the sampler to advance.

2. Color: The color of a soil sample is based on visual observation.

3. Soil Components

A. Description: The components of a soil sample are described by visually

estimating the percentage of each component by weight of the total sample

using a Modified Burmister System.

i. Major Component : The major soil component is written with upper

case letters for granular soil (e.g., SAND, GRAVEL) and a

combination of upper and lower case letters for fine grained soil (e.g.,

Silty CLAY, Clayey SILT).

ii. Minor Component : The minor soil components are written with the

first letter of each soil type in upper case, and the remaining letters in

lower case (e.g., Gravel, Silt). The minor components are identified

and prefaced in the description based on the following percentages:

iii. Note: The actual percentages of gravel soil may differ from that

measured when sampling with a standard split spoon sampler

because of the relatively small sampler diameter. Also, it is not

possible to identify the presence of boulders and cobbles using a

standard split spoon sampler.

B. Definitions

i. Granular Soil : A granular soil sample is defined by the following

particle sizes as referenced to a standard sieve:

Preface Percentage

and

little

trace

some

35-50

10-20

0-10

20-35

Material DescriptionStandard Sieve Limit

Gravel

Sand

coarse

coarse

medium

fine

fine

3 inch

3/4 inch

No. 4

No. 10

No. 40

Upper Lower

3/4 inch

No. 4

No. 10

No. 40

No. 200

MaterialDegree of

Plasticity

SILT

SILT & CLAY

Non-Plastic

Low

Medium

High

Slight

0

1 to 5

5 to 10

10 to 20

20 to 40

Plasticity

Index (PI)

Smallest Thread

Diameter (in.)

None

1/4

1/8

1/16

1/32

Clayey SILT

CLAY & SILT

CLAY

Silty CLAY

Very High 40+ 1/64

Material Description

TOPSOILSurficial soils that support plant life andwhich contain organic matter.

PEATDeposits of plant remains in which the

original plant fibers or root structure are

visible.

Soil Structure Produced by Deposition of Sediments

Stratified

Stratum

Random soil deposits of varying components of color.

Soil deposit > 12 inches thick.

Soil deposit 3 inches to 12 inches thick.

Soil deposit 1/8 inch to 3 inches thick.

Alternating soil deposits of varying thickness

(i.e., clays or silts).Varved

Layer

Parting/Lens

Seam

Soil deposit <1/8 inch thick.

ii. Fine Grained Soil : The degree of plasticity of fine-grained soils is

defined as follows:

iii. Organic Soil : An organic soil sample is classified by observation of

the sample structure as follows:

iv. Non-Soil Constituents : Non-soil constituents (artificial or

anthropogenic material, organic materials, cobbles and boulders) are

described as follows:

The following terminology is used to denote size ranges of non-soil

constituents such as man-made objects or fill material:

The following terminology is used to describe the frequency that a

non-soil constituent is observed by estimating the percentage of the

constituent by weight of the total sample:

4. Moisture Content : The moisture content of a soil sample is based on the

observable presence of water according to the following table:

5. Other Pertinent Characteristics : Pertinent characteristics observed in a soil sample

should be noted according to the following table:

Moisture is not apparent, dusty.

No visible water.

Dry

Wet

Moist

Visible free water.

Boulders

Cobbles 3 inch12 inch

12 inch

24 inch

36 inch

36 inch

24 inch

--

A-sized

B-sized

C-sized --

SUBSOILSoil underlying the topsoil which may

contain roots or plant fibers.

ORGANIC SILT

Deposit of plant remains in which the

original plant fibers or root structure have

decomposed.

Descriptor Percentage

very few

common

frequent

few

0-5

10-20

20-35

5-10

numerous 35-50

PID: 0 ppmv

PID: 0 ppmv

S-1

S-2

0 - 0.8

1 - 2-----0.8'-----

-----3'-----

---

---

-----0'-----TOPSOIL

FILL

S-1 (0 to 0.8'): Dark brown, fine to coarse SAND,some Silt, little Gravel, few Organic particles. Moist.TOPSOIL.

S-2 (1 to 2'): Tan/gray, fine to coarse SAND andGravel, trace Silt, common Cobbles. Moist. FILL.

Boring terminated at 3 feet. No refusal encountered.

Drilling Method: Hand Auger/ Digging Bar

Sampling Method: Grab

Date Started: 06/25/19

Logged By: I. Donovan

Sanborn, Head & Associates, Inc.

Project: Burlington PLAT(3)

Location: Burlington, Vermont

Project No.: 4609.00

Depth(ft)

0

2

4

6

8

10

12

14

16

18

20

22

24

26

28

30

32

Depthof Hole

Depthof CasingRef. Pt.

No Groundwater Encountered06/25/19

Stab.Time

3' 5 min.Drilling Company: New England Boring Contractors

Foreman: M. Matarozzo

Date Finished: 06/25/19

Checked By: S. Kelley

Groundwater Readings

Date---

Time

Sheet: 1 of 1

Depthto Water

Log of Boring SB-1Ground Elevation: 105 ± feetDatum: NAVD 1988

BO

RIN

G L

OG

P:\4

600S

\460

9.0

0\W

OR

K\B

OR

ING

LO

GS

\460

9.00

LO

GS

.GP

J 2

017

SA

NB

OR

N H

EA

D V

1.G

LB 2

017

SA

NB

OR

N H

EA

D V

1.G

DT

10

/29

/19

FieldTesting

Data

SampleNo.

Depth(ft)

Pen/Rec(in)

Log

StratumSample Information

DescriptionSpoonBlows

per 6 in

Geologic Description Remarks

PID: 0 ppmv

PID: 0 ppmvS-1 1 - 2

-----0.3'-----

-----3'-----

---

-----0'-----TOPSOIL

FILL

2" TOPSOIL.

S-1 (1 to 2'): Tan/gray, fine to coarse SAND, someGravel, trace Silt, very few Cobbles. Moist.










Depth(ft)

0

2

4

6

8

10

12

14

16

18

20

22

24

26

28

30

32

Depthof Hole



Stab.Time






Date11:00Time

Sheet: 1 of 1

Depthto Water


BO

RIN

G L

OG

P:\4

600S

\460

9.0

0\W

OR

K\B

OR

ING

LO

GS

\460

9.00

LO

GS

.GP

J 2

017

SA

NB

OR

N H

EA

D V

1.G

LB 2

017

SA

NB

OR

N H

EA

D V

1.G

DT

10

/29

/19

FieldTesting

Data

SampleNo.

Depth(ft)

Pen/Rec(in)

Log



per 6 in


PID: 0 ppmv

PID: 0 ppmv

S-1

S-21

0 - 2

2 - 4

-----0.5'-----

-----4'-----

24/11

24/12

-----0'-----ASPHALT

FILL

22558

1115147

6" ASPHALT.

S-1 (0.5 to 2'): Tan/brown, fine to coarse SAND andGravel, little Silt. Moist.

S-2 (2 to 4'): Brown, fine to coarse SAND, someGravel, little Silt. Moist.


NOTES:

1. Used rod extension on split spoon - does notcomply with ASTM D1586.

Drilling Method: Mobile Drill B-47 Rig

Sampling Method: 3" Spilt Spoon, Automatic Hammer







Depth(ft)

0

2

4

6

8

10

12

14

16

18

20

22

24

26

28

30

32

Depthof Hole



Stab.Time






Date11:55Time

Sheet: 1 of 1

Depthto Water


BO

RIN

G L

OG

P:\4

600S

\460

9.0

0\W

OR

K\B

OR

ING

LO

GS

\460

9.00

LO

GS

.GP

J 2

017

SA

NB

OR

N H

EA

D V

1.G

LB 2

017

SA

NB

OR

N H

EA

D V

1.G

DT

10

/29

/19

FieldTesting

Data

SampleNo.

Depth(ft)

Pen/Rec(in)

Log



per 6 in


PID: 0 ppmv

PID: 0 ppmv

PID: 0 ppmv

Tv: 0.17 tsf

G-1

S-1

S-21

S-3

S-4

S-5

S-6

S-7

0 - 4

4.5 - 6

6 - 8

9 - 11

14 - 16

19 - 21

24 - 26

29 - 31

-----0.6'-----

-----9'-----

-----19'-----

-----29.3'-----

---

18/14

24/20

---

24/13

24/16

24/17

24/18

-----0'-----ASPHALT

FILL

SAND & SILT

SILTY CLAY

SAND & SILT

NR

12657

5699

691021

10678

2122

3456

7" ASPHALT.

G-1 (0.6 to 4'): Tan, fine to coarse SAND andGravel, little Silt. Moist.

S-1 (4.5 to 6'): Gray, fine to coarse SAND, some Silt,little Gravel. Wet.

S-2 (6 to 8'): Dark brown/gray, fine to coarse SAND,some Gravel, little Silt, few Plywood pieces, very fewCoal fragments. Wet.

S-3 (9 to 11'): Medium dense, gray, fine to coarseSAND, little Silt, trace Gravel. Wet.

S-4 (14 to 16'): Medium dense, gray, fine to coarseSAND, trace Silt. Wet.

S-5 (19 to 21'): Stiff, gray, Silty CLAY and Sand.Wet.

S-6 (24 to 26'): Soft, gray, Silty CLAY, trace Sand.Wet.

S-7A (29 to 29.3'): Soft, gray, Silty CLAY, traceSand. Wet.

S-7B (29.3 to 31'): Loose, gray, fine to mediumSAND, trace Silt. Wet.

G-1 is grab sample. Drove 4"casing to 4' and pulled out of holefor sample.Used 3" split spoon for samples S-1and S-2.

Drilling Method: 4" Drive and Wash, Mobile Drill B-47 Rig

Sampling Method: 2"/3" Split Spoon, Automatic Hammer







Depth(ft)

0

2

4

6

8

10

12

14

16

18

20

22

24

26

28

30

32

Depthof Hole


6.6'06/26/19

Stab.Time






Date13:15Time

Sheet: 1 of 2

30'

Depthto Water

Ground Surface


BO

RIN

G L

OG

P:\4

600S

\460

9.0

0\W

OR

K\B

OR

ING

LO

GS

\460

9.00

LO

GS

.GP

J 2

017

SA

NB

OR

N H

EA

D V

1.G

LB 2

017

SA

NB

OR

N H

EA

D V

1.G

DT

10

/29

/19

FieldTesting

Data

SampleNo.

Depth(ft)

Pen/Rec(in)

Log



per 6 in


PID: 0 ppmv

S-8

S-9

S-10

S-11

S-12

S-13

34 - 36

39 - 41

44 - 46

49 - 51

54 - 56

59 - 61

-----61'-----

24/11

24/11

24/21

24/22

24/20

24/17

SAND & SILT

1255

WOH124

5458

77109

11152024

481116

S-8 (34 to 36'): Loose, gray, SILT, trace Sand. Wet.

S-9 (39 to 41'): Loose, gray, SILT, trace Sand. Wet.

S-10 (44 to 46'): Stiff, gray, CLAY and Silt, someSand. Wet.

S-11 (49 to 51'): Medium dense, gray, fine tomedium SAND, some Silt. Wet.

S-12 (54 to 56'): Dense, gray, fine to medium SAND,some Silt. Wet.

S-13 (59 to 61'): Medium dense, gray, fine tomedium SAND, some Silt. Wet.

Boring terminated at 61 feet. No refusalencountered.

NOTES:










Depth(ft)

34

36

38

40

42

44

46

48

50

52

54

56

58

60

62

64

66

Depthof Hole


6.6'06/26/19

Stab.Time






Date13:15Time

Sheet: 2 of 2

30'

Depthto Water

Ground Surface


BO

RIN

G L

OG

P:\4

600S

\460

9.0

0\W

OR

K\B

OR

ING

LO

GS

\460

9.00

LO

GS

.GP

J 2

017

SA

NB

OR

N H

EA

D V

1.G

LB 2

017

SA

NB

OR

N H

EA

D V

1.G

DT

10

/29

/19

FieldTesting

Data

SampleNo.

Depth(ft)

Pen/Rec(in)

Log



per 6 in


PID: 0 ppmv

PID: 0 ppmv

PID: 0 ppmv

PID: 0 ppmv

PID: 0 ppmv

PID: 0 ppmv

PID: 0 ppmv

S-1

S-2

S-31

S-4

S-5

S-6

S-7

0 - 4

4 - 6

6 - 8

9 - 11

14 - 16

19 - 21

24 - 26

-----0.6'-----

-----9'-----

-----24'-----

-----26'-----

---

24/14

24/24

24/12

24/12

24/11

24/9

-----0'-----ASPHALT

FILL

SAND & SILT

SILTY CLAY

17141110

111186

21810

481019

19251716

1334

6" ASPHALT.

S-1 (0.6 to 4'): Tan, fine to coarse SAND andGravel, trace Silt. Moist.

S-2 (4 to 6'): Brown, fine to medium SAND, little Silt.Wet.

S-3 (6 to 8'): Brown/gray, fine to medium SAND, littleSilt, few Plywood pieces. Wet.

S-4 (9 to 11'): Loose, gray, fine to medium SAND,little Silt, few Organic fragments. Wet.

S-5 (14 to 16'): Medium dense, gray, SILT, someSand. Wet.

S-6 (19 to 21'): Dense, gray, fine to coarse SAND,little Gravel, trace Silt. Wet.

S-7 (24 to 26'): Medium stiff, gray, Clayey SILT andSand, little Gravel.


NOTES:

1. Used rod extension on split spoon - does not comply with ASTM D1586.

Drove 4" casing to 4' and pulled outof hole for sample S-1.

Used 3" split spoon for samples S-2and S-3.

1/4" thick organic seams3"-5" from spoon tip









Depth(ft)

0

2

4

6

8

10

12

14

16

18

20

22

24

26

28

30

32

Depthof Hole


5.7'06/25/19

Stab.Time






Date15:10Time

Sheet: 1 of 1

14'

Depthto Water

Ground Surface


BO

RIN

G L

OG

P:\4

600S

\460

9.0

0\W

OR

K\B

OR

ING

LO

GS

\460

9.00

LO

GS

.GP

J 2

017

SA

NB

OR

N H

EA

D V

1.G

LB 2

017

SA

NB

OR

N H

EA

D V

1.G

DT

10

/29

/19

FieldTesting

Data

SampleNo.

Depth(ft)

Pen/Rec(in)

Log



per 6 in


PID: 0 ppmv

PID: 0 ppmv

PID: 0 ppmv

S-1

S-21

S-3

0 - 2

2 - 4

4 - 6

-----0.8'-----

-----6'-----

24/13

24/13

24/18

-----0'-----ASPHALT

FILL

13040106

12943

5356

10" ASPHALT.

S-1 (0.8 to 2'): Tan/dark brown, fine to coarseSAND, some Gravel, trace Silt, very few Organicfragments. Moist.

S-2 (2 to 4'): Tan/gray, fine to coarse SAND, littleSilt, trace Gravel. Moist.

S-3 (4 to 6'): Tan/gray, fine to coarse SAND, traceGravel, trace Silt. Moist.


NOTES:










Depth(ft)

0

2

4

6

8

10

12

14

16

18

20

22

24

26

28

30

32

Depthof Hole



Stab.Time






Date---

Time

Sheet: 1 of 1

Depthto Water


BO

RIN

G L

OG

P:\4

600S

\460

9.0

0\W

OR

K\B

OR

ING

LO

GS

\460

9.00

LO

GS

.GP

J 2

017

SA

NB

OR

N H

EA

D V

1.G

LB 2

017

SA

NB

OR

N H

EA

D V

1.G

DT

10

/29

/19

FieldTesting

Data

SampleNo.

Depth(ft)

Pen/Rec(in)

Log



per 6 in


PID: 0 ppmv

PID: 0 ppmv

S-1

S-21

0 - 2

2 - 4

-----0.3'-----

-----4'-----

24/12

24/0

-----0'-----ASPHALT

FILL

3332208

6433

4" ASPHALT.

S-1A (0.3 to 0.7'): Brown, fine to coarse SAND andGravel, trace Silt.

S-1B (0.7 to 1.1'): Concrete.

S-2A (2 to 4'): Dark brown, fine to coarse SAND,some Gravel, trace Silt. Moist.


NOTES:

1. Used rod extension on split spoon - does not comply with ASTM D1586.

Re-drove Split Spoon approximately1.5 feet to 4 feet for S-2A for 16"recovery.









Depth(ft)

0

2

4

6

8

10

12

14

16

18

20

22

24

26

28

30

32

Depthof Hole



Stab.Time






Date16:15Time

Sheet: 1 of 1

Depthto Water


BO

RIN

G L

OG

P:\4

600S

\460

9.0

0\W

OR

K\B

OR

ING

LO

GS

\460

9.00

LO

GS

.GP

J 2

017

SA

NB

OR

N H

EA

D V

1.G

LB 2

017

SA

NB

OR

N H

EA

D V

1.G

DT

10

/29

/19

FieldTesting

Data

SampleNo.

Depth(ft)

Pen/Rec(in)

Log



per 6 in


PID: 0 ppmvS-1 0 - 3

-----3.4'-----

--------0'-----

FILL

S-1 (0 to 3'): Dark brown / black, fine to coarseSAND, some Gravel, trace Silt, very few Coalfragments. Moist.

Boring terminated at 3.4 feet. No refusalencountered.









Depth(ft)

0

2

4

6

8

10

12

14

16

18

20

22

24

26

28

30

32

Depthof Hole



Stab.Time

3.4' 5 min.Drilling Company: New England Boring Contractors





Date---

Time

Sheet: 1 of 1

Depthto Water


BO

RIN

G L

OG

P:\4

600S

\460

9.0

0\W

OR

K\B

OR

ING

LO

GS

\460

9.00

LO

GS

.GP

J 2

017

SA

NB

OR

N H

EA

D V

1.G

LB 2

017

SA

NB

OR

N H

EA

D V

1.G

DT

10

/29

/19

FieldTesting

Data

SampleNo.

Depth(ft)

Pen/Rec(in)

Log



per 6 in


APPENDIX C

GEOTECHNICAL LABORATORY TEST RESULTS

Client: Sanborn, Head & Associates, Inc.Project: Burlington PLAT 3Location: Burlington, VT Project No: GTX-310273Boring ID: SB-4Sample ID: S-3Depth : 9-11

Sample Type: jarTest Date: 07/22/19Test Id: 513541

Tested By: ckgChecked By: bfs

Test Comment: ---Visual Description: Moist, dark gray silty sandSample Comment: ---

Particle Size Analysis - ASTM D6913

printed 7/22/2019 2:33:26 PM

0

10

20

30

40

50

60

70

80

90

100

0.0010.010.11101001000

Per

cent

Fin

er

Grain Size (mm)

0.37

5 in

#4

#10

#20

#40

#60

#10

0 #

140

#20

0

% Cobble

---

% Gravel

2.3

% Sand

85.0

% Silt & Clay Size

12.7Sieve Name Sieve Size, mm Percent Finer Spec. Percent Complies

0.375 in

#4

#10

#20

#40

#60

#100

#140

#200

9.50

4.75

2.00

0.85

0.42

0.25

0.15

0.11

0.075

100

98

93

80

60

41

23

16

13

CoefficientsD =1.1938 mm85

D =0.4217 mm60

D =0.3224 mm50

D =0.1830 mm30

D =0.0945 mm15

D =N/A10

C =N/Au C =N/Ac

Classification ASTM N/A

AASHTO Silty Gravel and Sand (A-2-4 (0))

Sample/Test DescriptionSand/Gravel Particle Shape : ANGULAR

Sand/Gravel Hardness : HARD




Test Comment: ---Visual Description: Moist, dark green silty sandSample Comment: ---


printed 7/22/2019 2:33:27 PM

0

10

20

30

40

50

60

70

80

90

100

0.0010.010.11101001000

Per

cent

Fin

er

Grain Size (mm)

#4

#10

#20

#40

#60

#10

0 #

140

#20

0

% Cobble

---

% Gravel

0.1

% Sand

73.6

% Silt & Clay Size


#4

#10

#20

#40

#60

#100

#140

#200

4.75

2.00

0.85

0.42

0.25

0.15

0.11

0.075

100

100

100

98

86

53

33

26


D =0.1670 mm60

D =0.1424 mm50

D =0.0904 mm30

D =N/A15

D =N/A10

C =N/Au C =N/Ac



Sample/Test DescriptionSand/Gravel Particle Shape : ---

Sand/Gravel Hardness : ---




Test Comment: ---Visual Description: Moist, dark olive silty sandSample Comment: ---


printed 7/22/2019 2:33:28 PM

0

10

20

30

40

50

60

70

80

90

100

0.0010.010.11101001000

Per

cent

Fin

er

Grain Size (mm)

#4

#10

#20

#40

#60

#10

0 #

140

#20

0

% Cobble

---

% Gravel

0.0

% Sand

85.3

% Silt & Clay Size


#4

#10

#20

#40

#60

#100

#140

#200

4.75

2.00

0.85

0.42

0.25

0.15

0.11

0.075

100

99

98

93

77

45

22

15


D =0.1912 mm60

D =0.1634 mm50

D =0.1197 mm30

D =0.0761 mm15

D =N/A10

C =N/Au C =N/Ac








Test Comment: ---Visual Description: Moist, dark gray silt with sandSample Comment: ---

Particle Size Analysis - ASTM D6913/D7928

printed 7/22/2019 2:33:29 PM

0

10

20

30

40

50

60

70

80

90

100

0.0010.010.11101001000

Per

cent

Fin

er

Grain Size (mm)

#4

#10

#20

#40

#60

#10

0 #

140

#20

0

% Cobble

---

% Gravel

0.0

% Sand

29.2

% Silt & Clay Size


#4

#10

#20

#40

#60

#100

#140

#200

Hydrometer

---

---

---

---

---

---

---

---

4.75

2.00

0.85

0.42

0.25

0.15

0.11

0.075

Particle Size (mm)

0.0277

0.0178

0.0123

0.0087

0.0061

0.0044

0.0032

0.0014

100

100

100

99

99

96

84

71

Percent Finer

31

24

20

15

11

9

7

4

Spec. Percent Complies


D =0.0573 mm60

D =0.0446 mm50

D =0.0262 mm30

D =0.0087 mm15

D =0.0052 mm10

C =11.019u C =2.304c


AASHTO Silty Soils (A-4 (0))



Dispersion Device : Apparatus A - Mech Mixer

Dispersion Period : 1 minute

Est. Specific Gravity : 2.65

Separation of Sample: #200 Sieve

APPENDIX D

MATERIAL SPECIFICATIONS

APPENDIX DMATERIAL SPECIFICATIONS

VHB, Inc.

Burlington PLAT(3) Burlington, Vermont

Structural Fill to be used as raise-in-grade fill below structures and within the zone of influence of structures shall consist of Gravel Fill or Common Fill, as specified below, provided it is placed and compacted in accordance with the recommendations presented in the Geotechnical Engineering Report. Gravel Fill to be used as raise-in-grade fill below the building pad and as the base course layer directly beneath the floor slab shall consist of hard, inert, durable gravel and sand. It shall conform to the material and gradation requirements for the following Vermont Agency of Transportation 2018 Standard Specifications for Construction (VTrans Specifications), Table 704.08A Granular Backfill for Structures, reproduced as follows:

Sieve Size Percent Passing by Weight

3-inch 100

No. 4 45-75

No. 100 0-12

No. 200 0-6

Common Fill to be used as general raise-in-grade fill in building areas below the base course layer shall consist of inorganic soil and shall be free from ice, snow, roots, organics, sod, loam, clay, rubbish, brick, ash, and other deleterious matter. Common Fill shall be “non-plastic” as determined by Atterberg Limits tests (ASTM D4318) and shall meet the following gradation requirements:

Sieve Size Percent Passing by Weight

6-inch 100

1-inch 85-100

No. 4 20-90

No. 40 10-60

No. 200 0-15

November 8, 2019 Page 2 Material Specifications.docx 4609.00

¾-Inch Crushed Stone to be used to stabilize footing subgrades, for foundation drains, and as specified on the Drawings shall consist of hard durable processed crushed stone that meets the requirements of Table 704.02B in the VTrans Specifications. The gradation requirements are reproduced as follows:

Sieve Size Percent Passing By Weight

1 inch 100 3/4 inch 90-100 3/8 inch 20-55

No. 4 0-10 No. 8 0-5

Drainage Pipe to be used as foundation drains shall consist of perforated, corrugated dual wall high-density polyethylene (HDPE) pipe, such as ADS N-12 (or equivalent) or Schedule 40 polyvinyl chloride (PVC) pipe. The perforation size shall be compatible with the Crushed Stone particle size.

P:\4600s\4609.00\Source Files\Appendix D - Material Specifications\Material Specifications.docx

anborn head associates inc - vtrans.vermont.gov

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