Specs.pdf

W912WJ-22-X-00XX

STORM WATER LIFT STATION

Raymark Superfund Site Stratford, Connecticut

Construction Solicitation and Specifications

NOVEMBER 2021

Raymark Conveyance Pump Station

PROJECT TABLE OF CONTENTS

DI VI SI ON 00 - PROCUREMENT AND CONTRACTI NG REQUI REMENTS

00 32 00 GEOTECHNICAL DATA

00 41 00 BIDDING SCHEDULE

DI VI SI ON 01 - GENERAL REQUI REMENTS

01 11 00 SUMMARY OF WORK

01 22 00 MEASUREMENT AND PAYMENT

01 32 01 PROJECT SCHEDULE

01 33 00 SUBMITTAL PROCEDURES

01 33 29 SUSTAINABILITY REPORTING

01 35 26 GOVERNMENTAL SAFETY REQUIREMENTS

01 35 29 HEALTH, SAFETY, AND EMERGENCY RESPONSE PROCEDURES FOR

CONTAMINATED SITES

01 42 00 SOURCES FOR REFERENCE PUBLICATIONS

01 45 00 QUALITY CONTROL

01 45 01 RESIDENT MANAGEMENT SYSTEM CONTRACTOR MODE (RMS CM)

01 50 00 TEMPORARY CONSTRUCTION FACILITIES AND CONTROLS

01 55 00 TRAFFIC REGULATION

01 57 20 ENVIRONMENTAL PROTECTION

01 57 23 TEMPORARY STORM WATER POLLUTION CONTROL

01 71 23 FIELD ENGINEERING

01 72 00 SURVEYING

01 74 19 CONSTRUCTION AND DEMOLITION WASTE MANAGEMENT

01 78 00 CLOSEOUT SUBMITTALS

DI VI SI ON 02 - EXI STI NG CONDI TI ONS

02 11 14 SOIL AND SEDIMENT HANDLING AND MANAGEMENT

02 13 00 SITE DECONTAMINATION

02 24 50 CONSTRUCTION WATER TREATMENT

02 81 00 TRANSPORTATION AND DISPOSAL OF HAZARDOUS MATERIALS

DI VI SI ON 03 - CONCRETE

03 30 00 CAST-IN-PLACE CONCRETE

03 42 13.00 10 PLANT-PRECAST CONCRETE PRODUCTS FOR BELOW GRADE

CONSTRUCTION

03 45 33 PRECAST STRUCTURAL CONCRETE

DI VI SI ON 05 - METALS

05 21 00 STEEL JOIST FRAMING

05 30 00 STEEL DECKS

05 50 13 MISCELLANEOUS METAL FABRICATIONS

05 51 33 METAL LADDERS

05 52 00 METAL RAILINGS

DI VI SI ON 06 - WOOD, PLASTI CS, AND COMPOSI TES

06 10 00 ROUGH CARPENTRY

DI VI SI ON 07 - THERMAL AND MOI STURE PROTECTI ON

07 11 13 BITUMINOUS DAMPPROOFING

07 21 13 BOARD AND BLOCK INSULATION

PROJECT TABLE OF CONTENTS Page 1

07 22 00 ROOF AND DECK INSULATION

07 52 00 MODIFIED BITUMINOUS MEMBRANE ROOFING

07 60 00 FLASHING AND SHEET METAL

07 84 00 FIRESTOPPING

07 92 00 JOINT SEALANTS

DI VI SI ON 08 - OPENI NGS

08 11 13 STEEL DOORS AND FRAMES

08 71 00 DOOR HARDWARE

08 91 00 METAL WALL LOUVERS

DI VI SI ON 09 - FI NI SHES

09 90 00 PAINTS AND COATINGS

DI VI SI ON 10 - SPECI ALTI ES

10 44 16 FIRE EXTINGUISHERS

DI VI SI ON 22 - PLUMBI NG

22 13 29 SUBMERSIBLE CHOPPER PUMPS

DI VI SI ON 23 - HEATI NG, VENTI LATI NG, AND AI R CONDI TI ONI NG ( HVAC)

23 03 00.00 20 BASIC MECHANICAL MATERIALS AND METHODS

23 07 00 THERMAL INSULATION FOR MECHANICAL SYSTEMS

23 09 33.00 40 ELECTRIC AND ELECTRONIC CONTROL SYSTEM FOR HVAC

23 31 13.00 40 METAL DUCTS

23 34 23.00 40 FANS

23 37 13.00 40 DIFFUSERS, REGISTERS, AND GRILLES

23 81 00 DECENTRALIZED UNITARY HVAC EQUIPMENT

23 82 43.00 40 ELECTRIC DUCT HEATERS

23 82 46.00 40 ELECTRIC UNIT HEATERS

DI VI SI ON 26 - ELECTRI CAL

26 05 00.00 40 COMMON WORK RESULTS FOR ELECTRICAL

26 05 19.10 10 INSULATED WIRE AND CABLE

26 05 26.00 40 GROUNDING AND BONDING FOR ELECTRICAL SYSTEMS

26 05 71.00 40 LOW VOLTAGE OVERCURRENT PROTECTIVE DEVICES

26 08 00 APPARATUS INSPECTION AND TESTING

26 09 23.00 40 LIGHTING CONTROL DEVICES

26 20 00 INTERIOR DISTRIBUTION SYSTEM

26 24 13 SWITCHBOARDS

26 24 16.00 40 PANELBOARDS

26 28 01.00 10 COORDINATED POWER SYSTEM PROTECTION

26 28 21.00 40 AUTOMATIC TRANSFER SWITCHES

26 29 23 ADJUSTABLE SPEED DRIVE (ASD) SYSTEMS UNDER 600 VOLTS

26 32 15.00 ENGINE-GENERATOR SET STATIONARY 15-2500 KW, WITH

AUXILIARIES

26 41 00 LIGHTNING PROTECTION SYSTEM

26 51 00 INTERIOR LIGHTING

26 60 13.00 40 LOW-VOLTAGE MOTORS

DI VI SI ON 31 - EARTHWORK

31 05 22 GEOTEXTILES USED AS FILTERS

PROJECT TABLE OF CONTENTS Page 2

31 11 00 CLEARING AND GRUBBING

31 23 00.00 20 EXCAVATION AND FILL

31 60 00 FOUNDATION PREPARATION

DI VI SI ON 32 - EXTERI OR I MPROVEMENTS

32 31 13 CHAIN LINK FENCES AND GATES

32 92 19 TOPSOIL & SEEDING

32 93 00 EXTERIOR PLANTS

DI VI SI ON 33 - UTI LI TI ES

33 40 00 STORM DRAINAGE UTILITIES

DI VI SI ON 35 - WATERWAY AND MARI NE CONSTRUCTI ON

35 20 14 STOPLOGS

35 20 15 FLAP GATES

35 20 16.53 SLIDE GATES

35 45 01 VERTICAL PUMPS, AXIAL-FLOW AND MIXED-FLOW IMPELLER-TYPE

DI VI SI ON 40 - PROCESS I NTERCONNECTI ONS

40 05 13 PIPELINES, LIQUID PROCESS PIPING

40 05 13.96 WELDING PROCESS PIPING

40 60 00 PROCESS CONTROL

-- End of Project Table of Contents --

PROJECT TABLE OF CONTENTS Page 3

SECTION TABLE OF CONTENTS

DIVISION 00 - PROCUREMENT AND CONTRACTING REQUIREMENTS

SECTION 00 32 00

GEOTECHNICAL DATA

PART 1 GENERAL

1.1 SUMMARY

1.2 REFERENCES

1.3 EXAMINATION OF SAMPLES

1.4 ANALYSIS OF SAMPLES

1.5 INTERPRETATION

PART 2 PRODUCTS (Not Applicable)

PART 3 EXECUTION (Not Applicable)

-- End of Section Table of Contents --

DOCUMENT 00 32 00 Page 1

SECTION 00 32 00

GEOTECHNICAL DATA

PART 1 GENERAL

1.1 SUMMARY

A geotechnical exploration program including laboratory testing was performed in November 2019 by drilling companies under subcontract to AECOM. The locations of borings performed during the field work are shown on the drawings. The results of the geotechnical exploration program are presented in the Geotechnical Data Report attached at the end of this section.

The geotechnical exploration program also includes an environmental sampling program. The results of the environmental sampling are summarized and attached at the end of this section.

1.2 REFERENCES

The publications listed below form a part of this specification to the extent referenced. The publications are referenced to in the text by basic designation only.

ASTM INTERNATIONAL (ASTM)

ASTM D422 (1963; R 2007; E 2014; E 2014)

Particle-Size Analysis of Soils ]

1.3 EXAMINATION OF SAMPLES

Pertinent subsurface information is shown in the attachment at the end of the specifications. Sample materials obtained from the subsurface explorations are not available for examination.

1.4 ANALYSIS OF SAMPLES

Analysis of samples included grain size analysis in accordance with

ASTM D422.

1.5 INTERPRETATION

Subsurface investigation data are provided only for information purposes and for the convenience of the Contractor. The data shown in the attachment at the end of the specifications is for the specific locations indicated only and no assurance is given that these conditions are representative of conditions between sampling locations or areas adjacent thereto. The responsibility lies with the Contractor to interpret subsurface conditions that may affect his work.

DOCUMENT 00 32 00 Page 2

PART 2 PRODUCTS (Not Applicable)

PART 3 EXECUTION (Not Applicable)

-- End of Section --

DOCUMENT 00 32 00 Page 3

AECOM

250 Apollo Drive Chelmsford, MA 01824 www.aecom.com

978.905.2100 tel

978.905.2101 fax

PURPOSE OF REPORT

AECOM is providing engineering services for the design and construction of a new Stormwater Lift Station and Conveyance System Upgrades at Operable Unit 4 (OU4) of the Raymark Industries, Inc. Superfund Site which is located in Stratford, Connecticut. The purpose of this memorandum is to provide geotechnical design recommendations and to discuss construction considerations for the proposed pump station and associated conveyance system box culvert and drain structures.

The proposed lift station (pump station) is expected to be approximately 70' X 62' in plan dimension. The top of mat foundation slab is at EL. -17.0. An electrical building will be placed on top of the pump station wet well structure. The finished grade is expected to be at approximately EL. 9.5 based on NAVD 88 Datum. It is anticipated the existing site elevations will be within one foot from the final finished grade.

The proposed box culvert conveyance system will extend from Frog Pond Lane, through the DPW yard, East Main Street, and Avery Street to an open channel discharge. The dimensions of the box culvert are excepted to vary from 3 ft X 5 ft to 3 ft X 6.5 ft to 3 ft X 10 ft. The whole alignment will be approximately 1,700 Linear Feet. The invert of the box culvert is anticipated to be between EL. -2.00 and EL. 4.49.

REGIONAL GEOLOGY

The town of Stratford is located in the eastern part of Fairfield County in Connecticut. The proposed project site surficial soils mainly consist of Stratford outwash sediments (sow) and artificial fill based on surficial geologic map of Milford Quadrangle published by USGS (R.F.

Flint, 1964, 1965, and 1967). In the southern part the Stratford outwash consists of sand with less than 25 percent gravel, most of it pebble size. The gravel content increases farther upstream along the Housatonic River, to about 50 percent in the B. J. Carten pit east of Popes

To Project Files Page 1

CC Michael Malenfant, Mark Meserve, Doug Gove, Hasan Abedi

Subject

Geotechnical Department USACE – Stormwater Lift Station System Upgrade - Stratford, CT Project Number: 60610884 Geotechnical Design Memorandum (GDM), Rev. 1

From P. Jarast/W. Song

Date July 28, 2020

Island and is mostly of cobble size. The origin of artificial fill varies, from those obtained from nearby areas to distant sources. The exact fill origin for the project site is unknown.

The project site is underlain by Derby Hill Schist formation (Od) based on bedrock geologic map of the Milford Quadrangle published by USGS (C.E. Fritts, 1965). The bedrock is described as mainly medium to fine grained, thinly laminated, greenish-gray to medium dark-gray chloritic muscovite schist.

SUBSURFACE INVESTIGATION

A subsurface investigation program consisting of two stages was conducted by AECOM at the site from November 18, 2019 to November 22, 2019 and from June 15, 2020 to June 17, 2020. The investigation included drilling of fourteen (14) test borings, installation of one (1) monitoring well and the submittal of selected soil and rock samples for laboratory testing.

The test borings were drilled by Aztech Environmental Technologies of Ballston Spa, New York and Glacier Drilling of Durham, Connecticut. The borings ranged in depths from about 16 to 38 feet. The test boring locations and boring logs are provided in Attachment 1- Geotechnical Data Report (GDR).

Utility locating effort including “Call Before You Dig” (CBYD) mark-out was implemented prior to the start of borehole drilling. The test borings were advanced using steel casing ranging from 3-inch to 6-inch. Standard penetration test (SPT) split-spoon soil sampling was conducted typically at 2-foot intervals at shallower depths and then at 5-foot intervals at deeper depths in accordance with ASTM D1586. The SPT soil samples were logged by an AECOM representative in accordance with ASTM D2488. The number of blows required to advance the split-spoon samplers for each 6-inch were recorded on the boring logs.

Obstructions such as boulders and cobbles, or other difficult drilling conditions were noted on the boring logs. Bedrock was cored and sampled in selected borings when encountered.

Groundwater levels at each boring location were estimated at the time of drilling and were recorded on the boring logs. The groundwater depth ranged from 3.0 feet to 12.5 feet below the existing ground surface during drilling when encountered. In addition, boring STM-PS- SB09 (MW) was converted into a monitoring well with 20 feet depth. The monitoring well installation log and subsequent well readings are provided in Attachment 1- GDR.

Twenty-two (22) soil samples collected during the subsurface investigation were submitted for grain size distribution and moisture content analyses. In addition, one (1) rock sample was submitted for unconfined compression test. The laboratory test work was conducted by GeoTesting Express in Acton, Massachusetts. The geotechnical laboratory test report is also provided in Attachment 1 - GDR.

Previous investigations were conducted at the project site in 2007 by ALTA Environmental Corporation and in 2017 by AECOM. The approximate locations of the previous borings and pertinent boring logs are provided in Attachment 1- GDR.

SITE SPECIFIC GEOLOGY

Box Culvert Conveyance System

Based on the geotechnical investigation findings, the subsurface conditions at the proposed box culvert conveyance system mainly consist of artificial fill overlying stratified fine sand and silt layer. Organic silt and peat were occasionally encountered below the artificial fill in borings STM-CL-SB02 and STM-CL-SB06 between respective depths of 12 feet to 16 feet and 11 feet to 14 ft below the ground surface. Historical borings in the area also shows the existence of organic silt and peat layer at varying depths between 1 foot to 14 feet. Bedrock was not encountered in all test borings along the box culvert alignment.

Artificial fill generally consists of poorly graded sand with various amounts of silt, silty sand or sandy silt (SP/SP-SM/SM/ML). The fill thickness varies from 6 feet to 12 feet. The standard penetration test blow counts in the fill layer ranged from 5 to 52, indicating the fill was not placed in a well-controlled manner with density varying from loose to very dense.

Organic silt and peat layer where encountered typically contains organics and peat with different amounts of fines, sand and gravel. Standard penetration test blow counts in this layer ranged from 0 to 5, indicating very soft to medium stiff consistency.

Stratified sand and silt layer is generally described as fine to coarse grained sand, fine sandy silt, silty fine sand or silt with different amounts of gravel (SP, SM, to ML). Standard penetration test blow counts in this layer ranged from 13 to 73, indicating the density varying from medium dense to very dense.

Pump Station

Based on the geotechnical investigation findings, the subsurface conditions at the proposed pump station mainly consist of artificial fill overlying stratified sand layer and then Schist bedrock. Organic silt and peat were also observed within the sand and silt layer in boring STM-PS-SB07 between depths of 5 feet to 8 feet below the ground surface.

Artificial fill generally consists of sand with various amounts of fines and gravel (SP/SP- SM/SM). The thickness varies from 5 feet to 8 feet. The standard penetration test blow counts in fill layer ranged from 1 to 20, indicating the density varying from very loose to medium dense.

Organic silt and peat layer encountered at boring STM-PS-SB07 contains organics and peat with different amount of fines and sand. Standard penetration test blow counts in this layer ranged from 1 to 2 indicating very soft material.

Stratified sand layer generally consists of fine to coarse sand with different amount of fines and gravel (SP/SP-SM/SW/SM/ML). The thickness varies from 13 feet to 20 feet. The standard penetration test blow counts in this layer ranged from 2 to 59, indicating the density varying from very loose to very dense.

The bedrock is described as greenish black, fine grained granofel, amphibolite of the oronoque schist group. The top of bedrock depth varies between 17.5 ft and 28 ft. The recovery varies from 80 to 86 percent and RQD varies between 16 and 67 percent which shows that the quality of rock ranged from very poor to fair.

GROUNDWATER CONDITIONS

Depths to groundwater were estimated during test boring drilling and static water levels were measured in the monitoring well. The depths of the groundwater measured during drilling varied between 3.0 and 12.5 feet below the ground surface (between EL -0.5 and 5.07 feet).

A groundwater depth of 9 feet (EL. 0.88 feet) was measured on November 21, 2019, after well development and equilibration in STM-PS-SB09 (MW). It should be noted that groundwater levels may fluctuate with precipitation, season, construction activities, run-off controls, and other factors. As a result, water levels during construction may vary from those observed during the subsurface investigation.

GEOTECHNICAL DESIGN RECOMMENDATIONS

Box Culvert Conveyance System

Most soils encountered below the conveyance system box culvert and drain structures are considered suitable for foundation support except for boring STM-CL-SB06. Most of the alignment and drain structures are expected to be supported by 6" crushed stone bedding on top of nonwoven geotextile fabric for separation. If encountered at the foundation subgrade, unacceptable material should be over-excavated and replaced with crushed stone wrapped with geotextile.

For box culvert, drain structures and headwall structure near boring STM-CL-SB06, thick deposits of weak soils are encountered. Helical piles embedded into medium dense to dense soils below 25 ft are recommended. Approximately 260 feet of box culvert, two drain structures and the headwall structure are expected to be supported by helical piles. A specialty contractor will be required to design the helical piles based on performance requirements that will be provided in the Contract Documents.

The helical piles should be designed to limit the total settlement of all foundations to less than 1 inch and a differential settlement of less than ½ inch between adjacent pile caps. The lateral deflection at the pile head should be less than 1 inch. The helical piles should also be designed to provide an allowable compression resistance of at least 45 kips. Helical piles spacing should be a minimum of 6 ft center-to-center for supporting the box culvert, drain structures and the headwall structure.

Pump Station

The proposed pump station is expected to be supported by a mat foundation. The related geotechnical recommendations regarding design of the proposed foundations are provided as follows:

Allowable Bearing Pressure

The proposed pump station foundation will be embedded 28 feet below the finished grade (top of foundation slab at EL. -17.0) and is anticipated to be supported by competent bedrock.

A gross allowable bearing capacity of 10 ksf is recommended. The settlement is expected to be negligible. The gross bearing capacity is defined as the actual service-level contact stress between the bottom of the mat foundation and the underlying soil, without considering buoyancy potentially provided by groundwater.

Foundation Preparation

A minimum 12-inch crushed stone cushion should be placed below the structural mat. The crushed stone gradation and physical property should conform to ASTM C33, Coarse Aggregate number 67. The crushed stone should extend a minimum of 12 inches beyond the edge of foundation with a downward slope of 1:1(H:V).

Modulus of Subgrade Reaction

A modulus of subgrade reaction of 220 pci is recommended for the proposed pump station mat foundation. The recommended modulus value has been adjusted to the area of the structures.

Design Groundwater Level

Based on Flood Insurance Rate Map published by FEMA for town of Stratford, CT (2013, #:

09001C0453G), the proposed pump station site is located within the special flood hazard areas (SFHAs), zone AE subject to inundation by 1% annual chance flood with base flood elevation determined as EL. 10 ft. The design groundwater level is recommended to be at EL. 10 ft for the possible highest levels. Uplift design should be considered for the mat foundations.

Lateral Earth Pressure

For lateral earth pressure calculations on the below grade structure walls, equivalent fluid pressures of 65 pcf and 95 pcf are recommended for the soil above and below the groundwater table, respectively. The equivalent unit weight of 95 pcf includes hydrostatic pressure.

A uniform vertical surcharge load of 300 psf at grade should be included to account for temporary construction loads. Wheel or outrigger loads for trucks and cranes should also be considered as point loads in the design of below grade walls in accordance with the attached Figure 1.

Site Class and Liquefaction Evaluation

For seismic design, a site class D is recommended in accordance with the 2018 Connecticut State Building Code. The foundation soils are not considered susceptible to liquefaction.

Contract Document

The GDR in Attachment 1 should be included in the Contract Documents for this project to provide the Contractor with information on likely geotechnical conditions to be encountered.

This geotechnical design memorandum should not be provided to the Contractor, as it is intended to provide advice to the design engineers.

CONSTRUCTION CONSIDERATIONS

Excavations

The Contractor will be responsible for the excavation in accordance with the applicable federal and state laws and regulations, including OSHA.

In areas where the horizontal distance between the edge of any excavation and the bottom of existing structures is less than twice the vertical distance between the bottom of the excavation and the bottom of the existing structure, excavation support systems will be required to prevent the undermining of existing structures. Major utilities may also be protected with temporary sheeting as determined by the contractor on a case by case basis.

Any excavation support system, if required, should be designed by the Contractor’s Professional Engineer registered in Connecticut.

Dewatering

Based on the groundwater levels encountered during the drilling, groundwater will likely be encountered for the proposed pump station and portions of box culvert conveyance system during excavation. The Contractor will be responsible for the dewatering system design and operations. The design of the dewatering system shall be performed by the Contractor’s Professional Engineer registered in Connecticut and in accordance with Dewatering Specification. Dewatering discharge should be in accordance with EPA permits in accordance with 40 CFR Part 122 and Connecticut Department of Energy and Environment Protection (CT DEEP) regulations.

Common dewatering methods include, but are not limited to, sump pumping, deep wells, well points, vacuum well points or any combination thereof.

Rock Excavation

Rock excavation will be required for the construction of the pump station. Based on the rock quality described in the boring logs, controlled blasting will likely be required to remove the rock, as the rock is likely too hard to be excavated mechanically.

Bedrock should be excavated and disposed of in accordance with Unified Facilities Guide Specification (UFGS) Section 31 23 00.00 20 Excavation and Fill. Controlled blasting will be permitted in accordance with the specifications. Preconstruction survey and vibration monitoring by the Contractor will be required for structures with 250 feet of blasting activities.

Re-Use of Excavated Materials

The onsite soils are likely unsuitable for re-use as structural fill or pipe bedding material.

However, most of the onsite soils except the organic soils and peat are likely suitable for re-use as common fill, assuming no additional requirement is placed by the local authorities.

If the Contractor chooses to re-use excavated material as common fill, it is the Contractor’s responsibility to screen the soil of large particles as specified and to moisture condition the excavated material to meet compaction and as-placed moisture requirements for the fill. The common fill should be free of organic silt or organic clay, peat, vegetation, wood or roots, stones or rock fragments over 6-inch in diameter, porous biodegradable matter, excavated pavement, construction debris, or refuse. It is recommended that common fill be compacted to at least 92% of modified Proctor in accordance with ASTM D1557.

The Contractor will be required in the specification to perform soil laboratory gradation tests and compaction tests on the on-site and borrow materials for further evaluation. The Contractor will be required to reduce moisture content of fill material, if necessary, in source area by working it over under warm and dry atmospheric conditions by exposing the greatest possible area to sun and air in conjunction with harrowing, plowing, spreading of material or any other effective methods.

If encountered at the foundation subgrade for the structure and utilities, unacceptable soils shall be over-excavated to an acceptable foundation material in accordance with Details 2-

9.3.2 for structures and 2-1.1.21 for pipelines and other utilities provided in Attachment 2.

Loose fill material and boulders over 6-inch in diameter shall be considered unacceptable material.

Construction Oversight

It is recommended that a qualified geotechnical engineer or qualified geotechnical representative, hired by the Owner, be present to monitor the construction activities. The geotechnical engineer should observe the exposed subgrade to determine if the foundation soils are suitable for drain structures and box culvert foundation support during the construction and provide direction for remediation if necessary. The geotechnical engineer should examine import fill material and onsite-generated soil the Contractor intends to re-use as fill and take representative samples to perform required soil laboratory testing. Placement of fill, any temporary dewatering required, and any temporary excavations should also be monitored for compliance with the contract documents. The geotechnical engineer should also observe the installation of helical piles. The onsite geotechnical representative should be prepared to identify and provide direction regarding challenges encountered during construction.

REPORT LIMITATIONS

This memorandum has been prepared for specific application to the subject project in accordance with generally accepted geotechnical engineering practices. The interpretations and evaluations presented in this report are based, in part, on preliminary information on the proposed layout of pump station and box culvert conveyance line made available prior to the development of the final design documents. In the event that any changes in the nature, elevations, design, or locations of the proposed facilities are implemented, the conclusions and recommendations presented herein may no longer be considered applicable.

ATTACHMENTS

Attachment 1: Geotechnical Data Report (GDR) Attachment 2: Geotechnical Details

Figure 1. Lateral Earth Pressure Due to Point and Line Loads

GEOTECHNICAL DATA REPORT

US Army Corps of Engineers Stormwater Lift Station System Upgrade

Stratford, Connecticut

July 2020

AECOM Project: New Stormwater Conveyance Line and Platt St. Pump Station, Stratford, Connecticut

AECOM Project No.: 60610884

1.1 PROJECT DESCRIPTION

AECOM is providing engineering services for the design and construction of a new Stormwater Lift Station and Conveyance System Upgrades at Operable Unit 4 (OU4) of the Raymark Industries, Inc. Superfund Site which is located in Stratford, Connecticut.

1.2 PURPOSE OF REPORT

The purpose of this Geotechnical Data Report (GDR) is to provide supporting data for the design and ultimate construction of the proposed new Stormwater Lift Station and Conveyance System Upgrades at the Raymark Industries, Inc. Superfund Site in Stratford, Connecticut. The data was collected during a subsurface investigation that involved the drilling of test borings and the laboratory testing of selected soil and rock samples. The subsurface investigation conducted at the site is one component of the design.

1.3 SUBSURFACE INVESTIGATION

The subsurface investigation at the Stratford facility was performed in two stages. The first stage investigation program was conducted from November 18, 2019 to November 22, 2019 and consisted of the drilling of nine (9) test borings and installation of one (1) monitoring well. The test borings ranged in depth from 16 to 38 feet and were drilled by Aztech Environmental Technologies of Ballston Spa, New York. Subsequently, a second stage investigation program was performed from June 15, 2020 to June 17, 2020 and consisted of the drilling of five (5) test borings. The test borings ranged in depth from 32 to 37 feet and were drilled by Glacier Drilling of Durham, Connecticut.

1.3.1 Drilling and Sampling

Utility locating effort including “Call Before You Dig” (CBYD) mark-out was implemented prior to the start of borehole drilling.

Test borings were drilled using 3-inch steel casing during the first stage investigation program.

Test borings were drilled using a combination of 4-inch and 6-inch casing during the second stage investigation program. Standard penetration test (SPT) split-spoon soil sampling was conducted typically at 2-foot intervals at shallower depths and at 5-foot intervals at deeper depths. The SPT soil samples were logged by an AECOM representative in accordance with ASTM D2488.

Bedrock was cored and sampled in selected borings when encountered.

The boring locations are shown on the attached boring location plans. The test boring logs from the subsurface investigation are provided in Attachment 1.

The boreholes not converted to observation wells were backfilled with soil cuttings. Boreholes drilled through pavement were finished with a cold bituminous patch that was tamped into place.

1.3.2 Groundwater Levels

Groundwater levels at each boring location were estimated at the time of drilling and were recorded on the boring logs. In addition, boring STM-PS-SB09 (MW) was converted to a monitoring well with 20 feet depth. Based on measurements in the monitoring well, the water level changed between 8 feet and 9 feet. The monitoring well installation log is provided in Attachment 1.

It should be noted that groundwater levels will fluctuate with changes in precipitation, season, construction activities, run-off controls, and other hydraulic factors.

1.3.3 Laboratory Testing

A laboratory testing program was performed to determine the engineering properties of encountered site soils and rocks. Representative soil samples were selected and tested for physical characteristics (i.e. moisture content and gradation) while representative rock sample was selected and tested for strength characteristics (i.e. unconfined compression). The soil and rock samples were tested by GeoTesting Express in Acton, Massachusetts.

A summary of the soil and rock laboratory testing is provided in Tables 1 and 2 respectively.

The laboratory test results are provided in Attachment 2.

Table 1: Summary of soil laboratory testing

Boring ID Sample ID Depth (ft) Sieve Analyses

(ASTM D6913)

Moisture Content

(ASTM D 2216)

STM-CL-SB01 SS-02/ SS-03 2-6 X X

STM-CL-SB02 SS-04 6-8 X X

STM-CL-SB02 SS-07 12-14 X X

STM-CL-SB02 SS-08 14-16 X X

STM-CL-SB03 SS-01/ SS-02/ SS-03 0-6 X X

STM-CL-SB04 SS-04 6-8 X X

STM-CL-SB05 SS-02/ SS-03 2-6 X X

STM-CL-SB06 SS-02/ SS-03 2-6 X X

STM-PS-SB07 SS-02 2-6 X X

STM-PS-SB07 SS-05 8-10 X X

STM-PS-SB07 SS-07 15-17 X X

STM-PS-SB08 SS-02/ SS-03 2-6 X X

STM-PS-SB08 SS-05 8-10 X X

Boring ID Sample ID Depth (ft) Sieve Analyses

(ASTM D6913)

Moisture Content

(ASTM D 2216)

STM-PS-SB08 SS-07 15-17 X X

STM-PS-SB09(MW) SS-02/ SS-03 2-6 X X

STM-CL-SB-101 SS-04 6-8 X

STM-CL-SB-102 SS-04 6-8 X

STM-CL-SB-103 SS-04 10-12 X

STM-CL-SB-104 SS-04 10-12 X

STM-CL-SB-105 SS-02 2-4 X

STM-CL-SB-105 SS-06 15-17 X

STM-CL-SB-105 SS-08 25-27 X

Table 2: Summary of rock laboratory testing

Boring ID Sample ID Depth (ft) Unconfined Compression

(ASTM D7012C)

STM-PS-SB07 RC-1 18.5-23.5 X

1.4 EXISTING DATA

Previous investigations were conducted at the project site in 2007 by ALTA Environmental Corporation and in 2017 by AECOM. A summary of this earlier investigation is provided in Table

3. The approximate locations of the previous borings and pertinent boring logs are provided in Attachment 3.

Table 3: Summary of Relevant Historical Borings

Boring ID Total Depth (ft) Boring ID Total Depth (ft)

B100-MW 16 OU6-1061 4

B101-MW 16 OU6-1062 4

B102 16 OU6-1063 4

Boring ID Total Depth (ft) Boring ID Total Depth (ft)

B103-MW 16 OU6-1064 4

B120 8 OU6-1065 4

B121 8 OU6-1066 4

B122 8 OU6-1067 4

B123 16 OU6-1068 4

B124 16 OU6-1069 4

B125 16 OU6-1070 15

B129 14 OU6-1071 4

B200-MW 16 OU6-1126 4

B400 12 OU6-1126A 4

B444-MW 16 OU6-1127 4

OU6-1058 4 OU6-1128 4

OU6-1059 4 OU6-1128A 15

1.5 REPORT LIMITATIONS

Subsurface conditions will vary beyond a borehole’s location and conditions at and beyond a borehole may change over time as a result of construction activity. Groundwater levels will fluctuate with precipitation, season, construction activities, run-off controls, and other factors. As a result, water levels during construction may vary from those observed during the investigation program.

1.6 REFERENCES

ASTM D1586-11, “Standard Test Method for Standard Penetration Test (SPT) and Split-Barrel sampling of Soils.” ASTM International, West Conshohocken, PA, 2011, www.astm.org.

ASTM D2487-11, “Standard Practice for Classification of Soils for Engineering Purposes (Unified Soil Classification System).” ASTM International, West Conshohocken, PA, 2011, www.astm.org.

ASTM D2488-09a, “Standard Practice for Description and Identification of Soils (Visual-Manual Procedure).” ASTM International, West Conshohocken, PA, 2009, www.astm.org.

STORMWATER NETWORK

UPGRADES

Stratford, Connecticut

AECOM

250 Apollo Drive Chelmsford, MA 01824

978.905.2100 tel 978.905.2101 fax www.aecom.com

STM-OC-SD01

STM-OC-SD02

STM-CL-SB06

STM-CL-SB05

STM-CL-SB04

STM-CL-SB03

STM-CL-SB02

STM-CL-SB01

D oc um en t P at h:

U

SC

H L3

PF

PS

W

1.

se rv ic es .e gg in c.

co m \6

6-

C H

L3 \4

_T ec hn ic al

\4

_G

IS

\M

XD

\U

SA

C E_

St ra tfo rd

_S to rm w at er

_F

SP

_F ig

_1 .m xd

PROJECT

CLIENT

CONSULTANT

REGISTRATION

REFERENCE

Date: 1/7/2020STAMP

SHEET TITLE

60548556.5.4

FIGURE NUMBER

PROJECT NUMBER

ISSUE/REVISION

1 CMD 8/28/2019

D oc um en t P at h:

U

SC

H L3

PF

PS

W

1.

se rv ic es .e gg in c.

co m \6

6-

C H

L3 \4

_T ec hn ic al

\4

_G

IS

\M

XD

\U

SA

C E_

St ra tfo rd

_S to rm w at er

_F

SP

_F ig

_1 .m xd

0 50 10025 Feet

PROJECT

CLIENT

CONSULTANT

REGISTRATION

REFERENCE

Date: 1/7/2020STAMP

SHEET TITLE

60548556.5.4

FIGURE NUMBER

PROJECT NUMBER

ISSUE/REVISION

Pr ep ar ed in A rc h

D (3

6" x

4"

) L an ds ca pe L ay ou t Notes:

1. Coordinate System: NAD 1983_2011 CT (feet), DATUM: NAD 1983_2011 Projection: Lambert Conformal Conic

2. Property boundaries were obtained from the Town of Stratford GIS database accessed on 9/18/2019.

Legend: KEY MAP

PROPOSED STORMWATER

CONVEYANCE & PLATT ST. PUMP

STATION WORK PLAN

DRAFT

PROPOSED ALIGNMENT

ALTERNATIVE 2

t t

!( Proposed Sediment Samples

#* Proposed Geotech Borings:

STM-CL: Max Depth 32'

STM-PS: Max Depth 100'

!( Historic Non-Raymark Waste Boring

!( Historic Raymark Waste Boring

") AECOM 2017/2018 PDI Raymark Waste Boring

") AECOM 2017/2018 PDI Non-Raymark Waste Boring

Proposed Stormwater Alignment

! Existing Structures

Existing Stormwater Network

STM-PS-SB09

STM-PS-SB07

STM-PS-SB08

PLATT STREET PUMP STATION

APPROX. LOC.

OF UPGRADE

0 20 4010 Feet

EEG 10/31/20192

EEG 12/09/20193

SongW Typewriter FIGURE 2 - Boring Location Plan

Pegah.Jarast Cloud

!H

!H!H

!H !H

!H

!H !H

!H

!H

!H

!H"/

!H!H

!H

!H

!H !H

!H

!H

!H

!H !H

!H

!H

!H

!H

OU6-1136

OU6-1135

OU6-1134

OU6-1137

OU6-1138

OU6-1139

OU6-1137A

OU6-1067

OU6-1068

OU6-1069

OU6-1071

OU6-1070

OU6-1066OU6-1065

OU6-1064OU6-1059

OU6-1058

OU6-1063

OU6-1061

OU6-1062

OU6-1080

OU6-1081

OU6-1083

OU6-1082

OU6-1084

OU6-1111

OU6-1110

OU6-1127

OU6-1126

OU6-1128

OU6-1128A

OU6-1126A

OU6-1080A

OU6-1137B

OU6-1135A

Notes:

DRAFT

Pr ep ar ed in A rc h

D (3

6" x

4"

) L an ds ca pe L ay ou t t

OU6 DPW LOT AND

EAST MAIN STREET PROPERTIES

PDI SAMPLE LOCATIONS

D oc um en t P at h:

W

:\9

_G

IS

\0 2_

M ap s\

PD

I R ep or t F in al

F ig ur es

\F ig ur e

7B _R

EV

.m xd0 50 10025 Feet

PROJECT

PRE-DESIGN INVESTIGATION

REMEDIATION DESIGN

RAYMARK SUPERFUND SITE

Stratford, Connecticut

CLIENT

CONSULTANT

t

REGISTRATION

REFERENCE

Date: 11/27/2019STAMP

PROJECT NUMBER

SHEET TITLE

Legend: KEY MAP

0 1.5 30.75 Miles

1. Coordinate System: NAD 1983_2011 CT (feet), DATUM: NAD 1983_2011 Projection: Lambert Conformal Conic

2. Operable Unit boundaries provided by United States Army Corps of Engineers (USACE)

60548556.5.4

!H Environmental Boring

"/ Geotechnical and Environmental Boring

Surveyed Property Boundary

OU6 Additional Properties Study Area

CITY OF STRATFORD

Figure 7B

FIGURE NUMBER

DPW LOT AOC-1

251 EAST MAIN ST

250 EAST MAIN ST

304 EAST MAIN ST

340 EAST MAIN ST

380 EAST MAIN ST

DPW LOT AOC-2

PROJECT NUMBER

7B

PROJECT NUMBERPROJECT NUMBER

ISSUE/REVISION

1 GPK 12/27/2018

AECOM

500 Enterprise Drive Suite 1A Rocky Hill, CT 06067-3913

860.263.500 tel 860.263.7777 fax www.aecom.com

Service Layer Credits: Aerial Imagery obtained from Capitol Region Council of Governments of Connecticut, collected between March 12 and April 16 2016, GIS Information Provided by Nobis Group, Surveyed Property Boundaries provided by GM2 Associates, Inc.

2 GPK 11/12/20192 GPK 11/11/20192 GPK 11/11/2019

FR

OG P

OND LA

NE

EAST MAIN STREET

PATTERSO

N AVENUE

RAIL LINE

AVERY STREET

PECK STREET

LAUG

HLIN RO

AD EAST

ALLYNDALE DRIVE

Client: AECOM Project: CT Stormwater Convey. Ln. Raymark Location: Stratford, CT Project No: GTX-311033 Boring ID: --- Sample ID: --- Depth : ---

Sample Type: --- Test Date: 12/09/19 Test Id: 533378

Tested By: ckg Checked By: bfs

Moisture Content of Soil and Rock - ASTM D2216 printed 12/13/2019 9:45:42 AM

Boring ID Sample ID Depth Description Moisture Content,%

STM-CL-SB01

STM-CL-SB02

STM-CL-SB02

STM-CL-SB02

STM-CL-SB03

STM-CL-SB04

STM-CL-SB05

STM-CL-SB06

SS- 02, SS-3

SS- 04

SS- 07

SS- 08

SS- 01. SS-2, SS-3

SS- 04

SS- 02- SS-3

SS- 02- SS-3

2-6

6-8

12-14

14-16

0-6

6-8

2-6

2-6

Moist, yellowish brown silty sand

Moist, brown silty sand

Moist, dark brown sandy silt

Moist, dark brown silty sand

Moist, yellowish brown silty sand

Moist, brown sand with silt and gravel

Moist, yellowish brown silty sand

Moist, grayish brown sand with silt

11.6

12.3

258.9

52.0

18.0

7.7

13.2

20.1

Notes: Temperature of Drying : 110º Celsius

Location: Stratford, CT Project No: GTX-311033 Boring ID: --- Sample ID: --- Depth : ---

Sample Type: --- Test Date: 12/09/19 Test Id: 533385

Tested By: ckg Checked By: bfs

Moisture Content of Soil and Rock - ASTM D2216 printed 12/13/2019 9:46:00 AM

Boring ID Sample ID Depth Description Moisture Content,%

STM-PS-SBO7

STM-PS-SBO7

STM-PS-SBO7

STM-PS-SB08

STM-PS-SB08

STM-PS-SB08

STM-PS-SB09 (MW)

SS- 02- SS-3

SS- 05

SS- 07

SS- 02, SS-3

SS- 05

SS- 07

SS- 02, SS-3

2-6

8-10

15-17

2-6

8-10

15-17

2-6

Moist, grayish brown sand with silt

Moist, olive gray sand with silt

Moist, yellowish brown silty sand

Moist, light yellowish brown sand

Moist, yellowish brown silty sand with gravel

Moist, grayish brown sand with silt

Moist, yellowish brown silty sand

20.8

23.2

20.6

7.0

13.6

17.3

5.9

Notes: Temperature of Drying : 110º Celsius

Location: Stratford, CT Project No: GTX-311033 Boring ID: STM-CL-SB01 Sample ID: SS-02, SS-3 Depth : 2-6

Sample Type: jar Test Date: 12/13/19 Test Id: 533356

Tested By: ckg Checked By: bfs

Test Comment: --- Visual Description: Moist, yellowish brown silty sand Sample Comment: ---

Particle Size Analysis - ASTM D6913/D7928 printed 12/13/2019 9:40:25 AM

0.0010.010.11101001000

Pe rc en t F in er

Grain Size (mm)

0.

in

% Cobble

% Gravel

4.7

% Sand

65.8

% Silt & Clay Size

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

0.375 in

#4

#10

#20

#40

#60

#100

#140

#200

Hydrometer

9.50

4.75

2.00

0.85

0.42

0.25

0.15

0.11

0.075

Particle Size (mm)

0.0326

0.0226

0.0133

0.0093

0.0067

0.0047

0.0034

0.0014

Percent Finer

Spec. Percent Complies

Coefficients D =0.8349 mm85

D =0.2407 mm60

D =0.1677 mm50

D =0.0767 mm30

D =0.0232 mm15

D =0.0108 mm10

C =22.287u C =2.263c

Classification

ASTM N/A

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

Sample/Test Description Sand/Gravel Particle Shape : ANGULAR

Sand/Gravel Hardness : HARD

Dispersion Device : Apparatus A - Mech Mixer

Dispersion Period : 1 minute

Est. Specific Gravity : 2.65

Separation of Sample: #200 Sieve

Location: Stratford, CT Project No: GTX-311033 Boring ID: STM-CL-SB02 Sample ID: SS-04 Depth : 6-8

Sample Type: jar Test Date: 12/13/19 Test Id: 533357

Tested By: ckg Checked By: bfs

Test Comment: --- Visual Description: Moist, brown silty sand Sample Comment: ---

Particle Size Analysis - ASTM D6913/D7928 printed 12/13/2019 9:40:27 AM

0.0010.010.11101001000

Pe rc en t F in er

Grain Size (mm)

0.

% Cobble

% Gravel

9.1

% Sand

54.7

% Silt & Clay Size

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

0.375 in

#4

#10

#20

#40

#60

#100

#140

#200

Hydrometer

9.50

4.75

2.00

0.85

0.42

0.25

0.15

0.11

0.075

Particle Size (mm)

0.0303

0.0222

0.0129

0.0091

0.0068

0.0047

0.0034

0.0014

Percent Finer

Spec. Percent Complies

Coefficients D =2.6641 mm85

D =0.4561 mm60

D =0.2544 mm50

D =0.0498 mm30

D =0.0154 mm15

D =0.0088 mm10

C =51.830u C =0.618c

Classification

ASTM N/A

AASHTO Silty Soils (A-4 (0))

Sample/Test Description Sand/Gravel Particle Shape : ANGULAR

Sand/Gravel Hardness : HARD

Dispersion Device : Apparatus A - Mech Mixer

Dispersion Period : 1 minute

Location: Stratford, CT Project No: GTX-311033 Boring ID: STM-CL-SB02 Sample ID: SS-07 Depth : 12-14

Sample Type: jar Test Date: 12/12/19 Test Id: 533358

Tested By: ckg Checked By: bfs

Test Comment: --- Visual Description: Moist, dark brown sandy silt Sample Comment: Sample contains organics

Particle Size Analysis - ASTM D6913/D7928 printed 12/13/2019 9:40:28 AM

0.0010.010.11101001000

Pe rc en t F in er

Grain Size (mm)

% Cobble

% Gravel

0.0

% Sand

32.5

% Silt & Clay Size

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

#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)

0.0361

0.0226

0.0130

0.0094

0.0068

0.0048

0.0034

0.0014

Percent Finer

Spec. Percent Complies

Coefficients D =0.9388 mm85

D =0.0357 mm60

D =0.0251 mm50

D =0.0109 mm30

D =0.0052 mm15

D =0.0034 mm10

C =10.500u C =0.979c

Classification

ASTM N/A

AASHTO Silty Soils (A-4 (0))

Sample/Test Description Sand/Gravel Particle Shape : ANGULAR

Sand/Gravel Hardness : HARD

Dispersion Device : Apparatus A - Mech Mixer

Dispersion Period : 1 minute

Location: Stratford, CT Project No: GTX-311033 Boring ID: STM-CL-SB02 Sample ID: SS-08 Depth : 14-16

Sample Type: jar Test Date: 12/12/19 Test Id: 533359

Tested By: ckg Checked By: bfs

Test Comment: --- Visual Description: Moist, dark brown silty sand Sample Comment: ---

Particle Size Analysis - ASTM D6913/D7928 printed 12/13/2019 9:40:31 AM

0.0010.010.11101001000

Pe rc en t F in er

Grain Size (mm)

0.

% Cobble

% Gravel

5.5

% Sand

72.3

% Silt & Clay Size

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

0.375 in

#4

#10

#20

#40

#60

#100

#140

#200

Hydrometer

9.50

4.75

2.00

0.85

0.42

0.25

0.15

0.11

0.075

Particle Size (mm)

0.0290

0.0217

0.0130

0.0096

0.0068

0.0048

0.0034

0.0014

Percent Finer

Spec. Percent Complies

Coefficients D =1.7373 mm85

D =0.7299 mm60

D =0.5762 mm50

D =0.2786 mm30

D =0.0310 mm15

D =0.0140 mm10

C =52.136u C =7.596c

Classification

ASTM N/A

AASHTO Stone Fragments, Gravel and Sand (A-1-b (0))

Sample/Test Description Sand/Gravel Particle Shape : ANGULAR

Sand/Gravel Hardness : HARD

Dispersion Device : Apparatus A - Mech Mixer

Dispersion Period : 1 minute

Location: Stratford, CT Project No: GTX-311033 Boring ID: STM-CL-SB03 Sample ID: SS-01. SS-2, SS-3 Depth : 0-6

Sample Type: jar Test Date: 12/12/19 Test Id: 533360

Tested By: ckg Checked By: bfs

Test Comment: --- Visual Description: Moist, yellowish brown silty sand Sample Comment: ---

Particle Size Analysis - ASTM D6913/D7928 printed 12/13/2019 9:40:32 AM

0.0010.010.11101001000

Pe rc en t F in er

Grain Size (mm)

0.

% Cobble

% Gravel

3.8

% Sand

47.4

% Silt & Clay Size

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

0.375 in

#4

#10

#20

#40

#60

#100

#140

#200

Hydrometer

9.50

4.75

2.00

0.85

0.42

0.25

0.15

0.11

0.075

Particle Size (mm)

0.0326

0.0207

0.0129

0.0092

0.0064

0.0048

0.0033

0.0014

Percent Finer

Spec. Percent Complies

Coefficients D =1.1269 mm85

D =0.1595 mm60

D =0.0806 mm50

D =0.0262 mm30

D =0.0102 mm15

D =0.0065 mm10

C =24.538u C =0.662c

Classification

ASTM N/A

AASHTO Silty Soils (A-4 (0))

Sample/Test Description Sand/Gravel Particle Shape : ANGULAR

Sand/Gravel Hardness : HARD

Dispersion Device : Apparatus A - Mech Mixer

Dispersion Period : 1 minute

Location: Stratford, CT Project No: GTX-311033 Boring ID: STM-CL-SB04 Sample ID: SS-04 Depth : 6-8

Sample Type: jar Test Date: 12/12/19 Test Id: 533361

Tested By: ckg Checked By: bfs

Test Comment: --- Visual Description: Moist, brown sand with silt and gravel Sample Comment: ---

Particle Size Analysis - ASTM D6913/D7928 printed 12/13/2019 9:41:18 AM

0.0010.010.11101001000

Pe rc en t F in er

Grain Size (mm)

0.

0.

% Cobble

% Gravel

35.3

% Sand

59.5

% Silt & Clay Size

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

0.5 in

0.375 in

#4

#10

#20

#40

#60

#100

#140

#200

12.50

9.50

4.75

2.00

0.85

0.42

0.25

0.15

0.11

0.075

5.2

Coefficients D =10.1016 mm85

D =3.4031 mm60

D =1.7750 mm50

D =0.6575 mm30

D =0.2753 mm15

D =0.1669 mm10

C =20.390u C =0.761c

Classification

ASTM N/A

AASHTO Stone Fragments, Gravel and Sand (A-1-b (1))

Sample/Test Description Sand/Gravel Particle Shape : ANGULAR

Sand/Gravel Hardness : HARD

Location: Stratford, CT Project No: GTX-311033 Boring ID: STM-CL-SB05 Sample ID: SS-02- SS-3 Depth : 2-6

Sample Type: jar Test Date: 12/12/19 Test Id: 533362

Tested By: ckg Checked By: bfs

Test Comment: --- Visual Description: Moist, yellowish brown silty sand Sample Comment: ---

Particle Size Analysis - ASTM D6913/D7928 printed 12/13/2019 9:41:32 AM

0.0010.010.11101001000

Pe rc en t F in er

Grain Size (mm)

% Cobble

% Gravel

0.0

% Sand

79.4

% Silt & Clay Size

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

#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)

0.0323

0.0220

0.0128

0.0094

0.0068

0.0048

0.0033

0.0014

Percent Finer

Spec. Percent Complies

Coefficients D =0.9962 mm85

D =0.4994 mm60

D =0.3629 mm50

D =0.1262 mm30

D =0.0420 mm15

D =0.0248 mm10

C =20.137u C =1.286c

Classification

ASTM N/A

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

Sample/Test Description Sand/Gravel Particle Shape : ---

Sand/Gravel Hardness : ---

Dispersion Device : Apparatus A - Mech Mixer

Dispersion Period : 1 minute

Location: Stratford, CT Project No: GTX-311033 Boring ID: STM-CL-SB06 Sample ID: SS-02- SS-3 Depth : 2-6

Sample Type: jar Test Date: 12/12/19 Test Id: 533363

Tested By: ckg Checked By: bfs

Test Comment: --- Visual Description: Moist, grayish brown sand with silt Sample Comment: ---

Particle Size Analysis - ASTM D6913/D7928 printed 12/13/2019 9:41:34 AM

0.0010.010.11101001000

Pe rc en t F in er

Grain Size (mm)

% Cobble

% Gravel

0.0

% Sand

88.7

% Silt & Clay Size

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

#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)

0.0357

0.0232

0.0135

0.0097

0.0069

0.0048

0.0034

0.0014

Percent Finer

Spec. Percent Complies

Coefficients D =0.6200 mm85

D =0.3215 mm60

D =0.2724 mm50

D =0.1794 mm30

D =0.1030 mm15

D =0.0391 mm10

C =8.223u C =2.560c

Classification

ASTM N/A

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

Sample/Test Description Sand/Gravel Particle Shape : ---

Sand/Gravel Hardness : ---

Dispersion Device : Apparatus A - Mech Mixer

Dispersion Period : 1 minute

Location: Stratford, CT Project No: GTX-311033 Boring ID: STM-PS-SBO7 Sample ID: SS-02- SS-3 Depth : 2-6

Sample Type: bag Test Date: 12/12/19 Test Id: 533364

Tested By: ckg Checked By: bfs

Test Comment: --- Visual Description: Moist, grayish brown sand with silt Sample Comment: ---

Particle Size Analysis - ASTM D6913/D7928 printed 12/13/2019 9:43:20 AM

0.0010.010.11101001000

Pe rc en t F in er

Grain Size (mm)

% Cobble

% Gravel

0.1

% Sand

92.4

% Silt & Clay Size

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

#4

#10

#20

#40

#60

#100

#140

#200

4.75

2.00

0.85

0.42

0.25

0.15

0.11

0.075

7.5

Coefficients D =0.3997 mm85

D =0.2586 mm60

D =0.2248 mm50

D =0.1726 mm30

D =0.1247 mm15

D =0.0951 mm10

C =2.719u C =1.211c

Classification

ASTM N/A

AASHTO Fine Sand (A-3 (1))

Sample/Test Description Sand/Gravel Particle Shape : ---

Sand/Gravel Hardness : ---

Location: Stratford, CT Project No: GTX-311033 Boring ID: STM-PS-SBO7 Sample ID: SS-05 Depth : 8-10

Sample Type: jar Test Date: 12/12/19 Test Id: 533365

Tested By: ckg Checked By: bfs

Test Comment: --- Visual Description: Moist, olive gray sand with silt Sample Comment: ---

Particle Size Analysis - ASTM D6913/D7928 printed 12/13/2019 9:43:43 AM

0.0010.010.11101001000

Pe rc en t F in er

Grain Size (mm)

% Cobble

% Gravel

0.1

% Sand

91.1

% Silt & Clay Size

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

#4

#10

#20

#40

#60

#100

#140

#200

4.75

2.00

0.85

0.42

0.25

0.15

0.11

0.075

8.8

Coefficients D =0.6209 mm85

D =0.3141 mm60

D =0.2640 mm50

D =0.1817 mm30

D =0.1157 mm15

D =0.0822 mm10

C =3.821u C =1.279c

Classification

ASTM N/A

AASHTO Fine Sand (A-3 (1))

Sample/Test Description

Location: Stratford, CT Project No: GTX-311033 Boring ID: STM-PS-SBO7 Sample ID: SS-07 Depth : 15-17

Sample Type: jar Test Date: 12/12/19 Test Id: 533366

Tested By: ckg Checked By: bfs

Test Comment: --- Visual Description: Moist, yellowish brown silty sand Sample Comment: ---

Particle Size Analysis - ASTM D6913/D7928 printed 12/13/2019 9:44:09 AM

0.0010.010.11101001000

Pe rc en t F in er

Grain Size (mm)

% Cobble

% Gravel

0.2

% Sand

78.5

% Silt & Clay Size

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

#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)

0.0371

0.0207

0.0136

0.0097

0.0066

0.0048

0.0034

0.0014

Percent Finer

Spec. Percent Complies

Coefficients D =0.2864 mm85

D =0.1545 mm60

D =0.1291 mm50

D =0.0891 mm30

D =0.0508 mm15

D =0.0374 mm10

C =4.131u C =1.374c

Classification

ASTM N/A

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

Sample/Test Description Sand/Gravel Particle Shape : ---

Sand/Gravel Hardness : ---

Dispersion Device : Apparatus A - Mech Mixer

Dispersion Period : 1 minute

Location: Stratford, CT Project No: GTX-311033 Boring ID: STM-PS-SB08 Sample ID: SS-02, SS-3 Depth : 2-6

Sample Type: bag Test Date: 12/12/19 Test Id: 533367

Tested By: ckg Checked By: bfs

Test Comment: --- Visual Description: Moist, light yellowish brown sand Sample Comment: ----

Particle Size Analysis - ASTM D6913/D7928 printed 12/13/2019 9:44:34 AM

0.0010.010.11101001000

Pe rc en t F in er

Grain Size (mm)

% Cobble

% Gravel

0.2

% Sand

96.4

% Silt & Clay Size

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

#4

#10

#20

#40

#60

#100

#140

#200

4.75

2.00

0.85

0.42

0.25

0.15

0.11

0.075

3.4

Coefficients D =0.3953 mm85

D =0.2853 mm60

D =0.2504 mm50

D =0.1926 mm30

D =0.1582 mm15

D =0.1413 mm10

C =2.019u C =0.920c

Classification ASTM Poorly graded SAND (SP)

AASHTO Fine Sand (A-3 (1))

Sample/Test Description

Location: Stratford, CT Project No: GTX-311033 Boring ID: STM-PS-SB08 Sample ID: SS-05 Depth : 8-10

Sample Type: jar Test Date: 12/10/19 Test Id: 533368

Tested By: ckg Checked By: bfs

Test Comment: --- Visual Description: Moist, yellowish brown silty sand with gravel Sample Comment: ---

Particle Size Analysis - ASTM D6913/D7928 printed 12/13/2019 9:44:51 AM

0.0010.010.11101001000

Pe rc en t F in er

Grain Size (mm)

0.

% Cobble

% Gravel

18.5

% Sand

61.1

% Silt & Clay Size

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

0.5 in

0.375 in

#4

#10

#20

#40

#60

#100

#140

#200

Hydrometer

12.50

9.50

4.75

2.00

0.85

0.42

0.25

0.15

0.11

0.075

Particle Size (mm)

0.0335

0.0227

0.0133

0.0097

0.0069

0.0048

0.0034

0.0015

Percent Finer

Spec. Percent Complies

Coefficients D =5.7599 mm85

D =0.4744 mm60

D =0.3143 mm50

D =0.1368 mm30

D =0.0439 mm15

D =0.0266 mm10

C =17.835u C =1.483c

Classification

ASTM N/A

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

Sample/Test Description Sand/Gravel Particle Shape : ANGULAR

Sa…