Amendment_W912WJ22B0007_0005_Raymark Stormwater Lift Station Specification.pdf

W912WJ-21-X-00XX

STORM WATER LIFT STATION

Raymark Superfund Site Stratford, Connecticut

Construction Solicitation and Specifications

FEBRUARY 2022

Raymark Conveyance Pump Station

PROJECT TABLE OF CONTENTS

DIVISION 00 - PROCUREMENT AND CONTRACTING REQUIREMENTS

00 32 00 GEOTECHNICAL DATA

00 41 00 BIDDING SCHEDULE

DIVISION 01 - GENERAL REQUIREMENTS

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

01 91 00.15 10 TOTAL BUILDING COMMISSIONING

DIVISION 02 - EXISTING CONDITIONS

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

DIVISION 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

DIVISION 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

DIVISION 06 - WOOD, PLASTICS, AND COMPOSITES

06 10 00 ROUGH CARPENTRY

DIVISION 07 - THERMAL AND MOISTURE PROTECTION

07 11 13 BITUMINOUS DAMPPROOFING

PROJECT TABLE OF CONTENTS Page 1

07 21 13 BOARD AND BLOCK INSULATION

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

DIVISION 08 - OPENINGS

08 11 13 STEEL DOORS AND FRAMES

08 71 00 DOOR HARDWARE

08 91 00 METAL WALL LOUVERS

DIVISION 09 - FINISHES

09 90 00 PAINTS AND COATINGS

DIVISION 10 - SPECIALTIES

10 44 16 FIRE EXTINGUISHERS

DIVISION 22 - PLUMBING

22 13 29 SUBMERSIBLE CHOPPER PUMPS

DIVISION 23 - HEATING, VENTILATING, AND AIR CONDITIONING (HVAC)

23 03 00.00 20 BASIC MECHANICAL MATERIALS AND METHODS

23 05 93 TESTING, ADJUSTING, AND BALANCING FOR HVAC

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

DIVISION 26 - ELECTRICAL

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

DIVISION 31 - EARTHWORK

PROJECT TABLE OF CONTENTS Page 2

31 05 22 GEOTEXTILES USED AS FILTERS

31 11 00 CLEARING AND GRUBBING

31 23 00.00 20 EXCAVATION AND FILL

31 60 00 FOUNDATION PREPARATION

DIVISION 32 - EXTERIOR IMPROVEMENTS

32 31 13 CHAIN LINK FENCES AND GATES

32 92 19 TOPSOIL & SEEDING

32 93 00 EXTERIOR PLANTS

DIVISION 33 - UTILITIES

33 40 00 STORM DRAINAGE UTILITIES

DIVISION 35 - WATERWAY AND MARINE CONSTRUCTION

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

DIVISION 40 - PROCESS INTERCONNECTIONS

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, generator pad, and associated conveyance system box culvert and drain structures.

The proposed lift station (pump station) is expected to be approximately 82' X 72' in plan dimension. Top of mat foundation slab is mostly at EL. -16.0 except for a small depressed portion with top of mat slab at EL. -21.17. The finished grade is expected to be between EL.

9.0 and EL. 9.5. In addition, a generator pad with an approximate plan dimension of 30’ X 15’ will be constructed southeast to the lift station. The finished grade around the generator pad is expected to be at EL. 12.0.

The proposed box culvert conveyance system will extend along one of two alternate routes:

Alternate A extends approximately 1,730 linear feet from Frog Pond Lane, through the DPW yard and along East Main Street and Avery Street to an open channel discharge; Alternate B extends approximately 1,640 linear feet from Frog Pond Lane, through the DPW yard, across East Main Street and through the Ashcroft parking lot to an open channel discharge. The dimensions of the box culvert for each alternate route are expected to vary from 3 ft X 5 ft to 3 ft X 6.5 ft to 3 ft X 10 ft. The invert of the box culvert is anticipated to be between EL. -2.00 and EL. 4.49.

All elevations referred to in this report are in feet, and are based on the North American Vertical Datum of 1988 (NAVD 88), unless otherwise noted.

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. 2

From P. Jarast/W. Song

Date December 11, 2020

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 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 sand, silt and gravel (Stratford outwash sediments). 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. It seems that organic soils and peat layer may have been over-excavated and replaced in certain areas including the paved Ashcroft parking area due to the past construction. 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, silt and gravel layer is generally described as fine to coarse grained sand, fine sandy silt, silty fine sand or silt with different amounts of gravel (SP, SW, SM, to ML). Standard penetration test blow counts in this layer ranged from 4 to 73, indicating the density varying from very loose to very dense.

Pump Station Site

Based on the geotechnical investigation findings, the subsurface conditions at the proposed pump station site 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 consistency.

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-inch 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 (bottom of foundation slab at EL. -19.0) 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. By accouting for sea level rise, the future base flood is recommended to be EL. 11.5 by the project group.

Therefore, the design groundwater level is recommended to be at EL. 11.5 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.

Generator Pad

The proposed generator is expected to be supported by a slab-on-grade. A gross allowable bearing capacity of 500 psf is recommended. Soils within 4 feet depth below the finished grade should be excavated and replaced with compacted crushed stone, or select borrow compacted to 95% of the maximum dry density per ASTM D-1557.

The exposed foundation subgrade shall be inspected by a geotechnical engineer prior to backfilling. Excavated subgrade shall be proof rolled with minimum 4 passes in two perpendicular directions prior to foundation installation.

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.

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.

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

ATTACHMENT 1

Geotechnical Data Report (GDR)

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

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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

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0 50 10025 Feet

PROJECT

CLIENT

CONSULTANT

REGISTRATION

REFERENCE

Date: 1/7/2020STAMP

SHEET TITLE

60548556.5.4

FIGURE NUMBER

PROJECT NUMBER

ISSUE/REVISION

P re p a re d in A rc h

D x

L a n d sc a p e L a yo u 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

ATTACHMENT 1

Test Boring and Monitoring Well Logs (AECOM, 2019 & 2020)

AECOM GEOLOGIC LOG

PROJECT : SHEET BORING NO.

SITE LOCATION: JOB NO.: 1 of 1 LOCATION: Elevation: Total Depth:

N: E:

DRILL CONTRACTOR : ENG/GEO : BEGUN :

DRILL RIG : DRILLER : FINISHED :

Hole Size : Weather : Ground Water (Depth/Elev.) :

Drilling Method : Drilling Fluid : Top of Rock (Depth/Elev.) :

Blow Count Sample

Depth Sample N (per 6 in.) Recovery SAMPLE STRATIGRAPHIC

(ft) Type/No. Value or Drilling or REC & DESCRIPTION USCS DESCRIPTION

Rate(min/ft) RQD Class.

ft 0 SM

4 SM

5 ft 0.4 SP

0 SP

0 ML

10 ft

0 SM

0 SM

15 ft 0 SM

20 ft

SAMPLE TYPES: trace 0 to 5% SPT Resistance Approve/Date few 5 to 10%

SS=SPLIT SPOON little 15 to 25% Cohesionless Density: 0-4 Very Loose Cohesive Consistency: 0-2 Very Soft

ST=SHELBY TUBE some 30 to 45% 5-9 Loose 10-29 Med. Dense 3-4 Soft, 5-8 M/Stiff, 9-15 Stiff

R=ROCK CORE mostly >50% 30-49 Dense 50+ Very Dense 16-30 V-Stiff, 31+ Hard

Aztech Drilling W. Abrahams-Dematte 0830 - 11/18/19

Geoprobe 3200 Jeff Morgan 1000 - 11/18/19

Stratford Stormwater Conveyance Line (Raymark)

60610884.3.3 STM-CL-SB01

Town of Stratford Connecticut Stratford, CT

Frog Pond/East Main St./Avery St./Platt St. Pump Station 635023.172847 898416.512591 11.26 ft. 16 ft.

SS01 34 45/21 1.3 Fill

3" Casing 2" Splitspoon 100% Clouds, Temp. ~44F, wind 10-15 mph, drizzle 7 ft. below ground surface

SPT/splitspoon sampling with dry run casing none Bedrock not encountered.

SS02 7 4/4 1.3

13/7 Sample 2 to 6 ft:

%G=4.7 %S=65.8 %F=29.5

SS03 8 2/4 1.2

3/2

(stratified)

SS04 13 10/7 1.4

4/3 Fine Sand and Silt

SS05 19 6/9 1.7

6/6

8/10

SS06 16 10/8 1.7

1.0 ft. Same as above.

1.0 ft. Reddish light brown, FINE SANDY SILT, lens fine sand at 15.5 ft. bgs., medium-stiff, moist to wet.

SS08 13 9/7 2.0

7/7

EOB 16 ft.

S3=3" SPLIT SPOON

PID (ppm)

1.3 ft. Brown, FINE SAND and FINES, trace gravel and slag. Dense to loose, dry.

0.3 ft. Same as Above

1.0 ft. Red, SILTY SAND, fine to coarse sand (mostly fine to medium), little fines, trace fine gravel,soft, dry.

0.8 ft. Same as above plus glass.

0.4 ft. Tan FINE SAND, very loose, dry.

1.0 ft. Same as above, medium dense to loose.

0.4 ft. Red-brown, FINE SAND, trace medium sand, loose, wet.

1.7 ft. Light brown, FINE SANDY SILT, medium stiff to stiff, moist to saturated.

0.9 ft. Light brown, SILT, few fine sand, stiff, wet.

0.8 ft. Light brown, FINE SAND, some silt, trace medium sand, loose, wet.

2.0 ft. Light reddish brown to red brown, FINE SAND, trace silt, medium dense, wet.

6/4

SS07 13 5/6 2.0

10/12

SITE LOCATION: JOB NO.: 1 of 2 LOCATION: Elevation: Total Depth:

N: E:

DRILL CONTRACTOR : ENG/GEO : BEGUN :

DRILL RIG : DRILLER : FINISHED :

Hole Size : Weather : Ground Water (Depth/Elev.) :

Drilling Method : Drilling Fluid : Top of Rock (Depth/Elev.) :

Blow Count Sample

Depth Sample N (per 6 in.) Recovery SAMPLE STRATIGRAPHIC

(ft) Type/No. Value or Drilling or REC & DESCRIPTION USCS DESCRIPTION

Rate(min/ft) RQD Class.

ft 0 -

0 ML

5 ft 0 ML

0 SM

0.1 -

10 ft

SP-

SM

0.2 SW

ML/PT

15 ft 0 OL

SM

0 SW

20 ft

SAMPLE TYPES: trace 0 to 5% SPT Resistance Approve/Date few 5 to 10%

SS=SPLIT SPOON little 15 to 25% Cohesionless Density: 0-4 Very Loose Cohesive Consistency: 0-2 Very Soft

ST=SHELBY TUBE some 30 to 45% 5-9 Loose 10-29 Med. Dense 3-4 Soft, 5-8 M/Stiff, 9-15 Stiff

R=ROCK CORE mostly >50% 30-49 Dense 50+ Very Dense 16-30 V-Stiff, 31+ Hard

3" Casing 2" Splitspoon 100% clouds, temp 47F, 5-15 mph wind. 8-10 feet below ground surface*

SPT/splitspoon sampling with dry run casing none Bedrock not encountered.

Aztech W. Abrahams-Dematte 1055 - 11/18/19

Geoprobe 3200 Jeff Morgan 1530 - 11/18/19

Stratford Stormwater Conveyance Line (Raymark)

60610884.3.3 STM-CL-SB02

Town of Stratford Connecticut Stratford, CT

Frog Pond/East Main St./Avery St./Platt St. Pump Station 635331.440603 898524.878844 13.07 ft. 37

Fill

25/15

PID (ppm)

SS-01 52 65/27 1.1

0.4 ft. SLAG

0.4 ft. SLAG and Dark brown/black FINE-MEDIUM SAND, dry.

0.3 ft. COBBLE - granite.

SS-02 16 11/10 1.0

1.0 ft. Brown/black FINES (VFS)/SILT, trace fine sand and fine gravel, loose-medium dense, dry.

6/6

SS-03 7 9/5 0.9

0.9 ft. Same as above.

2/8

SS-05 18 9/10 1.2

1.2 ft. Asphalt Shingles *Groundwater is encountered within this run, but not possible to tell if above or below the shingles.

8/4

SS-04 10 5/7 0.8

0.3 ft. Same as above

0.5 Grey-brown, Silty SAND, fine to coarse sand, some fines, some fine gravel, loose, dry.

3/10

SS-06 12 5/8 1.0

1.0 ft. Black FINE-MEDIUM SAND, few silt, trace fine gravel, loose to very loose, saturated. Several chunks of asbestos material (not fibers).

1/1

4/1

SS-07 2 1/1 1.1

0.3 ft. Black, FINE-MEDIUM SAND, little coarse sand, few to trace silt, very loose, wet.

0.8 ft. Sandy SILT, some fine to coarse sand/ PEAT observed on field

SILT/PEAT

SS-09

50 25/25 1.5

1.5 ft. Yellow-brown, FINE TO COARSE SAND and GRAVEL, trace silt, medium dense, moist. Stratified sand

25/59 and fines.

SS-08 5 4/2 1.7

1.0 ft. Black ORGANIC SILT, trace fine sand and roots, very soft to soft, wet-saturated.

0.7 ft. Black-dark brown, Silty SAND, fine to coarse sand (mostly medium), little fines, moist, very soft.3/1 %G=5.5 %S=72.3 %F=22.2

Some to trace gravel.

S3=3" SPLIT SPOON

SITE LOCATION: JOB NO.: 2 of 2 LOCATION: Elevation: Total Depth:

N: E:

DRILL CONTRACTOR : ENG/GEO : BEGUN :

DRILL RIG : DRILLER : FINISHED :

Hole Size : Weather : Ground Water (Depth/Elev.) :

Drilling Method : Drilling Fluid : Top of Rock (Depth/Elev.) :

Blow Count Sample

Depth Sample N (per 6 in.) Recovery SAMPLE STRATIGRAPHIC

(ft) Type/No. Value or Drilling or REC & DESCRIPTION USCS DESCRIPTION

Rate(min/ft) RQD Class.

ft 0 SP

0 SP

25 ft

0 ML

30 ft

SW

35 ft

0 SW

40 ft

SAMPLE TYPES: trace 0 to 5% SPT Resistance Approve/Date few 5 to 10%

SS=SPLIT SPOON little 15 to 25% Cohesionless Density: 0-4 Very Loose Cohesive Consistency: 0-2 Very Soft

ST=SHELBY TUBE some 30 to 45% 5-9 Loose 10-29 Med. Dense 3-4 Soft, 5-8 M/Stiff, 9-15 Stiff

R=ROCK CORE mostly >50% 30-49 Dense 50+ Very Dense 16-30 V-Stiff, 31+ Hard

3" Casing 2" Splitspoon 100% clouds, temp 47F, 5-15 mph wind. 8-10 feet below ground surface*

SPT/splitspoon sampling with dry run casing

635331.440603 898524.878844 13.07 ft. 37

Aztech W. Abrahams-Dematte 1055 - 11/18/19

Geoprobe 3200 Jeff Morgan 1530 - 11/18/19

Stratford Stormwater Conveyance Line (Raymark)

60610884.3.3 STM-CL-SB02

Town of Stratford Connecticut Stratford, CT

Frog Pond/East Main St./Avery St./Platt St. Pump Station none Bedrock not encountered.

PID (ppm)

SS-10 73 55/41 1.2

1.2 ft. Yellow-brown FINE-MEDIUM SAND and GRAVEL, little-few silt, dense, moist. Sratified sand

(19.5-21.5) 32/20 and fines.

SS-11 15 12/8 1.3

1.3 ft. Yellow-brown, FINE SAND, trace fine gravel, silt, medium dense, moist to wet.

(21.5-23.5) 7/10

Trace gravel.

SS12 13 5/6 2.0

7/13

SS-13 18 12/9 1.7

0.6 ft. Same as above.

0.8 ft. Red MEDIUM_COARSE SAND, few to trace fine gravel, medium dense, moist.

0.3 ft. black/green schist and sand (rock frag).9/12

14/11

SS-14 22 2/8 1.1

EOB 37 ft.

SITE LOCATION: JOB NO.: 1 of 1 LOCATION: Elevation: Total Depth:

N: E:

DRILL CONTRACTOR : ENG/GEO : BEGUN :

DRILL RIG : DRILLER : FINISHED :

Hole Size : Weather : Ground Water (Depth/Elev.) :

Drilling Method : Drilling Fluid : Top of Rock (Depth/Elev.) :

Blow Count Sample

Depth Sample N (per 6 in.) Recovery SAMPLE STRATIGRAPHIC

(ft) Type/No. Value or Drilling or REC & DESCRIPTION USCS DESCRIPTION

Rate(min/ft) RQD Class.

ft 0 -

0 SM

5 ft 0 SM

0 SP

0 SP

10 ft

0 SP

0 SW

15 ft 0 SW

20 ft

SAMPLE TYPES: trace 0 to 5% SPT Resistance Approve/Date few 5 to 10%

SS=SPLIT SPOON little 15 to 25% Cohesionless Density: 0-4 Very Loose Cohesive Consistency: 0-2 Very Soft

ST=SHELBY TUBE some 30 to 45% 5-9 Loose 10-29 Med. Dense 3-4 Soft, 5-8 M/Stiff, 9-15 Stiff

R=ROCK CORE mostly >50% 30-49 Dense 50+ Very Dense 16-30 V-Stiff, 31+ Hard

Stratford Stormwater Conveyance Line (Raymark)

60610884.3.3 STM-CL-SB03

Town of Stratford Connecticut Stratford, CT

Frog Pond/East Main St./Avery St./Platt St. Pump Station 635549.7833 898572.3397 16.76 ft. 16 feet

3" Casing 2" Splitspoon 20% clouds, Temp. 50F, 5-10 mph 12.5 feet below ground surface

SPT/splitspoon sampling with dry run casing none Bedrock not encountered.

Aztech W. Abrahams-Dematte 0815 - 11/19/19

Geoprobe 3200 Jeff Morgan 0930 - 11/19/19

SS02 12 4/9 0.1

0.1 ft. Brown, Silty SAND, fine to coarse sand, some fines, trace fine gravel

3/4

Fill

5/2

PID (ppm)

SS01 7 2/2 1.3

0.4 ft. Topsoil, grass 0.9ft. Red-brown, FINE SANDY LOAM, loose, dry.

0.6

0.6 ft. Brown, F-SANDY SILT & GRAVEL, loose, dry.

* Recovery from 4-6 limited with split spoon. A acetate sleeve was used for sample volume. Texture consistent4/3

SS04 18 1/8 0.9

0.9 ft. Brown, FINE SAND and GRAVEL, some to little silt, loose, dry.

SS03 12 6/8

10/12

SS05 22 8/10 1.3

0.6 ft. Same as above.

0.7 ft. Tan, FINE SAND, medium dense, dry.

12/10

SS06 17 9/8 1.6

1.6 ft. Same as above, with change in color at depth to reddish-brown.

Stratified Sands

10/8 trace gravel.

9/9

SS07 24 12/14 1.4

0.5 ft. Same as above, tan and red.

0.9 ft. Tan-Red FINE-COARSE SAND, trace fine gravel, medium dense, wet.

SS08 19 11/10 1.1

1.1 ft. Same as above, trace fines (5%), medium dense, saturated.

9/10

Sample 0-6 ft:

%G=3.8 %S=47.4 %F=48.8

EOB 16 ft.

SITE LOCATION: JOB NO.: 1 of 1 LOCATION: Elevation: Total Depth:

N: E:

DRILL CONTRACTOR : ENG/GEO : BEGUN :

DRILL RIG : DRILLER : FINISHED :

Hole Size : Weather : Ground Water (Depth/Elev.) :

Drilling Method : Drilling Fluid : Top of Rock (Depth/Elev.) :

Blow Count Sample

Depth Sample N (per 6 in.) Recovery SAMPLE STRATIGRAPHIC

(ft) Type/No. Value or Drilling or REC & DESCRIPTION USCS DESCRIPTION

Rate(min/ft) RQD Class.

ft 0 SW

0 ML

5 ft 0 SW

SP-SM

0 ML

10 ft

0 ML

0 ML

15 ft 0 ML

20 ft

SAMPLE TYPES: trace 0 to 5% SPT Resistance Approve/Date few 5 to 10%

SS=SPLIT SPOON little 15 to 25% Cohesionless Density: 0-4 Very Loose Cohesive Consistency: 0-2 Very Soft

ST=SHELBY TUBE some 30 to 45% 5-9 Loose 10-29 Med. Dense 3-4 Soft, 5-8 M/Stiff, 9-15 Stiff

R=ROCK CORE mostly >50% 30-49 Dense 50+ Very Dense 16-30 V-Stiff, 31+ Hard

S3=3" SPLIT SPOON

EOB 16 ft.

SS08 33 7/16 2.0

1.4 ft. Yellow-brown FINES, stiff to very stiff, saturated to wet.

0.6 ft. Red-brown FINE SAND, trace medium sand and fine gravel, medium dense, moist-wet, <2% fines.17/16

SS06 13 6/7 1.6

1.4 ft. Light brown to yellow-brown FINE SAND and FINES/SILT, medium stiff, wet to saturated. Fines downward.

0.2 ft. Grey-brown SILT, medium stiff, moist.

9/9

6/8

SS07 16 9/7 1.8

0.8 ft. Light yellow-brown FINES (very fine sand), stiff, wet to saturated.

1.0 ft. Light browrn SILT, trace fine sand, stratified, stiff, wet.

SS05 24 20/13 1.5

0.4 ft. Same as above.

1.1 ft. Yellow-brown with red staining, stratified FINES (very fine sand).

Fine Sand and Silt

11/10 (stratified)

%G=35.3, %S=59.5 %F=5.2

SS03 15 8/7 0.9

0.9 ft. Red MEDIUM-COURSE SAND, trace gravel, loose, dry.

8/9

SS04 23 10/11 0.9

0.9 ft. Red to yellow-brown Poorly graded SAND with Silt and Gravel, fine to coarse sand, some fine to coarse gravel, few fines, medium dense, dry.

12/15

SS02 5 3/2 0.8

0.3 ft. Slough in.

0.5 Red-brown FINE SANDY SILT, trace fine gravel, soft, dry.

3/3

Fill

3/2

PID (ppm)

SS01 8 5/5 1.0

0.2 ft. Topsoil, FINE SANDY LOAM.

0.6 ft. Light brown FINE SAND, some medium sand, trace coarse sand, loose, dry.

0.2 ft. Brown SILT.

3" Casing 2" Splitspoon 100% Clouds, slight winds, Temp 44F 7 ft. below ground surface (tagged)

SPT/splitspoon sampling with dry run casing none Bedrock not encountered.

Aztech W. Abrahams-Dematte 1015 - 11/19/19

Geoprobe 3200 Jeff Morgan 1130 - 11/19/19

Stratford Stormwater Conveyance Line (Raymark)

60610884.3.3 STM-CL-SB04

Town of Stratford Connecticut Stratford, CT

Frog Pond/East Main St./Avery St./Platt St. Pump Station 635883.4083 898663.3786 10.30 ft. 16 ft.

SITE LOCATION: JOB NO.: 1 of 1 LOCATION: Elevation: Total Depth:

N: E:

DRILL CONTRACTOR : ENG/GEO : BEGUN :

DRILL RIG : DRILLER : FINISHED :

Hole Size : Weather : Ground Water (Depth/Elev.) :

Drilling Method : Drilling Fluid : Top of Rock (Depth/Elev.) :

Blow Count Sample

Depth Sample N (per 6 in.) Recovery SAMPLE STRATIGRAPHIC

(ft) Type/No. Value or Drilling or REC & DESCRIPTION USCS DESCRIPTION

Rate(min/ft) RQD Class.

ft 0

5 ft 0

0 SW

SP /

SW

10 ft

0 SW

0 SW

15 ft 0 SW

20 ft

SAMPLE TYPES: trace 0 to 5% SPT Resistance Approve/Date few 5 to 10%

SS=SPLIT SPOON little 15 to 25% Cohesionless Density: 0-4 Very Loose Cohesive Consistency: 0-2 Very Soft

ST=SHELBY TUBE some 30 to 45% 5-9 Loose 10-29 Med. Dense 3-4 Soft, 5-8 M/Stiff, 9-15 Stiff

R=ROCK CORE mostly >50% 30-49 Dense 50+ Very Dense 16-30 V-Stiff, 31+ Hard

S3=3" SPLIT SPOON

EOB 16 ft.

SS08 24 9/11 1.4

1.0 ft. Brown MEDIUM SAND, trace coarse sand and fines, loose to medium dense, wet.

0.4 ft. Borwn MEDIUM SAND and FINE GRAVEL, medium dense, wet.13/15

SS06 21 6/9 1.4

0.5 ft. Light brown FINE-MEDIUM SAND, loose, wet.

0.8 ft. Red-brown COARSE_MEDIUM SAND, trace fine sand, medium dense, wet.

0.1 ft. Black stone fragments.

15/15

12/15

SS07 29 5/14 1.3

0.6 ft. Light brown FINE-MEDIUM SAND, medium dense, wet.

0.7 ft. Yellow-brown MEDIUM-COARSE SAND and FINE GRAVEL, medium dense, wet.

SS05 21 6/12 1.3

1.3 ft. Red-brown COARSE-MEDIUM SAND, trace fine gravel at depth. Loose to medium dense, moist.

9/9

SS04 14 5/7 1.3

0.3 ft. Slough in.

1.0 ft. Light brown MEDIUM SAND, little-few fine sand, trace coarse sand, loose, dry to moist.

Stratified sands

7/8

Sample 2-6 ft:

%G=0 %S=79.4 %F=20.6

SM

SS02 9 9/6 1.3

0.5 ft. Black/gray FINE Silty SAND, GRAVEL

0.8 ft. Orange-red, Silty SAND (SM), fine to medium sand, few coarse sand, little fines, loose, dry.

3/5

SS03 14 9/7 2.0

0.2 ft. Same as above.

0.5 ft. Light brown FINE Silty SAND, lens blk. asphalt sand. 1.3

ft. Light brown Silty SAND, fine to medium sand, few coarse sand, little fines, loose, dry.7/6

Fill

25/17

PID (ppm)

SS01 41 31/16 1.0

1.0 ft. Asphalt, sand, gravel.

3" Casing 2" Splitspoon 100% clouds, slight wind, Temp 40F 7 feet below ground surface

SPT/splitspoon sampling with dry run casing none Bedrock not encountered.

Aztech W. Abrahams-Dematte 1300 - 11/19/19

Geoprobe 3200 Jeff Morgan 1430 - 11/19/19

Stratford Stormwater Conveyance Line (Raymark)

60610884.3.3 STM-CL-SB05

Frog Pond/East Main St./Avery St./Platt St. Pump Station 635928.3364 898900.134 8.62 ft. 16 ft.

SITE LOCATION: JOB NO.: 1 of 2 LOCATION: Elevation: Total Depth:

N: E:

DRILL CONTRACTOR : ENG/GEO : BEGUN :

DRILL RIG : DRILLER : FINISHED :

Hole Size : Weather : Ground Water (Depth/Elev.) :

Drilling Method : Drilling Fluid : Top of Rock (Depth/Elev.) :

Blow Count Sample

Depth Sample N (per 6 in.) Recovery SAMPLE STRATIGRAPHIC

(ft) Type/No. Value or Drilling or REC & DESCRIPTION USCS DESCRIPTION

Rate(min/ft) RQD Class.

ft 0 SP

5 ft 0

0 SP

0.1 SP

10 ft

0 SP

PT/CL

0 PT/CL

15 ft 0 SP/ML

0 SW/ML

20 ft

SAMPLE TYPES: trace 0 to 5% SPT Resistance Approve/Date few 5 to 10%

SS=SPLIT SPOON little 15 to 25% Cohesionless Density: 0-4 Very Loose Cohesive Consistency: 0-2 Very Soft

ST=SHELBY TUBE some 30 to 45% 5-9 Loose 10-29 Med.