table of contentsthe focus of this report is recommendations for design and construction of the...

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TABLE OF CONTENTS

Page

1.0 General Information ........................................................................................................................ 1-1

1.1 Purpose ......................................................................................................................................... 1-1

1.2 Scope ............................................................................................................................................. 1-1

1.3 Proposed Construction ................................................................................................................. 1-1

1.4 Horizontal and Elevation Datum .................................................................................................. 1-2

1.5 Design Method .............................................................................................................................. 1-2

1.6 Existing Conditions ....................................................................................................................... 1-2

2.0 Geology and Existing Geotechnical Information .......................................................................... 2-1

2.1 Published Surficial and Bedrock Mapping ................................................................................... 2-1

2.2 Geologic, Hydrogeologic and Topographic Features .................................................................. 2-1

3.0 Subsurface Explorations ................................................................................................................. 3-1

3.1 Drilled Explorations ..................................................................................................................... 3-1

3.2 Laboratory Testing ........................................................................................................................ 3-1

4.0 Subsurface Conditions ..................................................................................................................... 4-1

4.1 Soil Profile .................................................................................................................................... 4-1

4.2 Strata Description ......................................................................................................................... 4-1

4.3 Groundwater Observations ........................................................................................................... 4-2

5.0 Evaluation and Recommendations ................................................................................................. 5-1

5.1 Issues and Implications ................................................................................................................. 5-1

5.2 Foundations .................................................................................................................................. 5-1

5.3 Micropile Recommendations ......................................................................................................... 5-2

5.4 Soil Properties and Parameters .................................................................................................... 5-3

5.5 Seismic Design .............................................................................................................................. 5-3

5.6 Susceptibility to Liquefaction ........................................................................................................ 5-4

5.7 Proposed Utilities ......................................................................................................................... 5-4

6.0 Construction Considerations .......................................................................................................... 6-1

6.1 Temporary Excavations and Dewatering ...................................................................................... 6-1

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6.2 Fill Materials ................................................................................................................................ 6-1

6.3 Re-use of Excavated Materials ...................................................................................................... 6-1

6.4 Special Provisions and Notices to Contractor .............................................................................. 6-2

7.0 Limitations........................................................................................................................................ 7-1

LIST OF APPENDICES

A. Figures

Figure 1 Topographic Location Map

Figure 2 Site Plan and Approximate Exploration Locations

Figure 3 Subsurface Profile

B. Boring Logs and Rock Core Photographs

C. Laboratory Testing Results

D. Special Provisions and Notices to Contractor

E. References

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1.0 GENERAL INFORMATION

1.1 Purpose

The purpose of this geotechnical engineering report is to present our geotechnical recommendations

for the design of the proposed Windsor Station, located in Windsor, CT (Figure 1, Appendix A)

associated with the proposed Hartford Line Commuter railroad, Connecticut Department of

Transportation (CTDOT) Project No. 0170-2296. This report includes discussion of site conditions,

subsurface explorations (Appendix B), laboratory testing (Appendix C), recommendations for

foundation design, suitability for re-use of site materials, incidental features, and construction

considerations. Recommended special provisions are included in Appendix D and references are

listed in Appendix E.

This report is prepared for use by CTDOT and the Michael Baker International (Michael Baker)

design team.

1.2 Scope

Michael Baker performed the following scope of geotechnical engineering services authorized by

the Connecticut Department of Transportation for Final Designs Scope - August 2016:

• Site reconnaissance and literature review

• Developed and implemented subsurface explorations and laboratory testing

• Prepared and analyzed field and laboratory testing data

• Developed recommendations for the proposed platforms, pedestrian bridge, and incidental

features

• Prepared this summary report

The focus of this report is recommendations for design and construction of the platforms and station

buildings. The station buildings support the pedestrian bridge over the railroad.

Two additional geotechnical reports will be issued, a second structure report specifically for a

parking deck to be constructed between the tracks and Windsor Town Hall, and a roadway report

providing geotechnical recommendations for roadways, retaining walls, surface parking,

subsurface utilities, and incidental construction.

1.3 Proposed Construction

The Hartford Line (previously known as “The New Haven-Hartford-Springfield Railroad”) is an

approximately 62-mile double tracked alignment with service to twelve stations. This phase

consists of design services for stations in North Haven, Newington, West Hartford, Windsor,

Windsor Locks, and Enfield, CT. Each station has two 500-foot platforms, east side and west side

station buildings, a pedestrian bridge over the tracks, new gated parking facilities, access roads,

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subsurface utilities, relocated utilities, and site illumination. The project plan is shown as Figure 2,

Appendix A.

The maximum anticipated excavation depth is approximately 15 feet (east side tower foundation)

and maximum fill depth of about 10 feet for the platforms, station buildings and pedestrian bridge.

Preliminary factored Service Loads for station building and platform foundations are 100 kips axial

and five kips lateral at the top of the pile. Foundation loads will change as design progresses.

In addition to these station elements, Windsor Station construction includes several retaining walls

and a parking structure. Recommendations for these elements will be addressed in separate

Geotechnical Parking Structure and Geotechnical Roadway reports.

1.4 Horizontal and Elevation Datum

Horizontal coordinates refer to Connecticut Grid System. Elevations in this report are in decimal

feet and refer to North American Vertical Datum 1988 (NAVD88).

1.5 Design Method

Design method and guidance follows:

• CTDOT Geotechnical Engineering Manual (2005 and subsequent revisions)

• International Building Code (IBC 2012)

• AASHTO LRFD Bridge Design Specifications (2012)

• ASCE 7-10, standards for minimum design loads

• CTDOT standard specifications Form 817

• FHWA-NHI-05-039 Micropile Design

1.6 Existing Conditions

The Windsor site is located about 300 feet south of the historical Windsor Station building and

bordered on the north by a commercial property and Amtrak right-of-way (ROW), on the east by

Mechanic Street, on the west by Windsor Town Hall, Windsor Post Office and a commercial

property, and to the south by a church and Amtrak ROW.

The existing grades range from about Elevation (El.) 30 feet (ft.) along Mechanic Street to El. 50

ft. by the United States Postal Service (USPS) office. The track tie levels increase towards the north

and vary from approximate El. 40 ft. to El. 41 ft.

The site is developed with landscaping and surface parking on both sides of the tracks. The surface

parking west of the tracks has a capacity for about 200 cars and serves Windsor Town Hall, the

USPS office, and nearby businesses. Asphalt pavement is in good condition with few cracks.

Access to this parking is through Maple Avenue between the Town Hall building and USPS office.

This area drains towards the middle and subsurface stormwater drains outlet across the tracks to

the east or connect to stormwater sewers along Mechanic Street.

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Surface parking east of the tracks slopes down from the tracks to Mechanic Street and has a capacity

of about 100 spaces. The asphalt pavement is in fair condition with observed temperature cracks

and localized alligator cracking. This area drains to catch basins along Mechanic Street. Two

one-story structures founded on slabs-on-grade located in the southeast corner of the site are used

as the Town of Windsor dog pound. The structures will be removed.

Existing utilities are subsurface drainage structures, storm water and sanitary sewers, water lines,

gas mains, power feeds, communications lines and railroad signals. A storm sewer and a sanitary

sewer cross below the tracks near the south end of the site.

Subsurface utilities along the tracks include signal wires and subsurface drainage east of the tracks

and subsurface power lines west of the tracks. As-built drawings of signal wires indicate these

conduits are offset six to ten feet west of the tracks and from four to six feet deep.

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2.0 GEOLOGY AND EXISTING GEOTECHNICAL INFORMATION

2.1 Published Surficial and Bedrock Mapping

Connecticut Department of Environmental Protection (CT DEP) in cooperation with the United

States Geologic Survey "Surficial Materials" map published 2009 indicates the predominant

deposit is fine meltwater sediments from dammed glacial lakes. Research by Alan Lueteneger, P.E.,

PhD, Professor of Civil and Environmental Engineering at University of Massachusetts - Amherst,

and Professor Alan Werner, PhD, Mount Holyoke College, demonstrate the complex nature of

several dammed glacial lake deposits that collectively are known as Connecticut Valley Varved

Clay.

Varved Clay deposits occurred over a period of at least four millennia and involved multiple

mechanisms. The glacial lake formed over many centuries as the glacier retreated. As the glacier

retreated streams formed alluvial deposits along the edges of the lake and the extent of the lake

increased eventually extending from what is now New Britain and Rocky Hill Connecticut, 280

miles north to Burke, Vermont, flooding the Connecticut River valley. Concurrent with the alluvial

deposits along the edges of the lake, within the body of the lake itself, lacustrine deposits

accumulated during annual freeze thaw cycles. In some areas these differing deposit mechanisms

overlap. The lacustrine-deposited layers are typically millimeters to centimeters in thickness and

alternate between fine sand, silt, and clay gradation. These clay-silt-sand cyclic layers are most well

known as Varved Clay, although the deposit also include a range of sand sized particles.

The glacial lake drained quickly when the natural dam at the south end of the lake failed

approximately 13,500 years ago. Subsequently, the upper layers of the no longer submerged Varved

Clay desiccated.

The upper varved fine deposits overlay Glacial Till. Glacial Till deposits are mapped throughout

the region and were deposited as glaciers moved south towards Long Island Sound, and during

subsequent glacial retreat. Glacial Till is a well graded heterogeneous mixture of clay to boulder

sized particles. Glacial Till is not stratified and is non-sorted. The ice thickness is estimated to have

been thousands of feet thick and the deposit is typically very dense.

The Bedrock Geological Map of Connecticut compiled in cooperation with the United States

Geological Survey (1985) identifies the underlying bedrock as Portland Arkose, a reddish brown

to gray brownstone or shale within the Hartford Basin. Portland Arkose is a sedimentary deposit

from the Jurassic Era. The formation consists of interbedded siltstone, sandstone, and shale with

variable mica content.

2.2 Geologic, Hydrogeologic and Topographic Features

A review of historical topographic maps (Figure A below) and aerial photograph (Figure B below)

show the presence of two additional tracks offset east of the current alignment. Subsequent

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development removed or covered the tracks. Historical mapping indicates a long gradual slope

downward to the east and the existing topography is stepped, inferring placement of fills.

`

Figure A: Partial view of U. S. Geologic Survey, North Hartford Quadrant, 1952 USGS ESRI interactive Historical

Topographic Map Explorer

Figure B: 1934 Aerial Photo. University of Connecticut Map and Geographic Information Center (UConn MAGIC)

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Figure C: Google.com Aerial View depicting existing conditions. Note artificial pond not shown on topographic maps.

Figure C shows an artificial pond east of the proposed site. The water level of the pond is

approximate El. 22 ft. and correlates to groundwater levels found in borings taken along the east

side of the site.

`

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3.0 SUBSURFACE EXPLORATIONS

3.1 Drilled Explorations

Subsurface explorations consisted of conventional rotary drilled borings and sampling following

Federal Highway Work Administration (FHWA) guidance for spacing, depths, and sampling

intervals, and ASTM 1586 Split-Barrel Standard Penetration Test (SPT) for recovering samples

and recording blow counts. Borings were designated W-P-1, W-P-2, W-P-3, W-P-4, W-P-6, W-P-8,

and W-P-9 (for in-situ permeability testing), W-R-1 and W-R-2 (roadway borings), and W-S-1

through W-S-16 (structure borings). Observation wells were installed in W-S-3, W-S-10 and W-S-

15; these borings include an “(OW)” suffix.

Borings were performed by Terracon Consultants, Inc. in July, September, and December 2017.

Borings were performed with Diedrich D-50 and CME-75 LCX rigs equipped with automatic

hammers. Hammers were 140 pounds with a 30-inch drop. The soil sampler was a conventional

1-3/8 inch inside diameter split barrel sampler. Rock cores were obtained with wire line NX or NQ

rock core sampling barrel.

Michael Baker and sub-consultant VN Engineers provided full time observation and logging during

performance of these borings; adjusted locations and depths in response to actual conditions

encountered; field-described soil samples; and prepared boring logs.

Boring logs record blows per six-inch increment driven. SPT "N" values referenced later in the

report are the sum of the 6- to 12-inch and 12- to 18-inch incremental blowcounts. Rock core

samples documented drilling rate in minutes per foot, recoveries, and rock quality designation

(RQD). Rock quality designation is ratio of the sum of competent core lengths greater than four

inches divided by sample penetration length expressed as a percentage.

Structure borings terminated with bedrock cores or split-spoon refusal. See Appendix A, Figure 2

for a boring location plan, Figure 3 for a generalized subsurface profile, and Appendix B for boring

logs and rock core photographs.

Michael Baker performed a program of in-situ permeability testing to evaluate suitability for siting

subsurface detention basins in accordance with CT Department of Energy and Environmental

Protection Stormwater Manual. The report was submitted to CTDOT August 25, 2017.

Blowcounts, samples recovered, groundwater observations, and other information, from these “W-

P-x” series of borings are incorporated into this report.

3.2 Laboratory Testing

Laboratory testing consisted of mechanical washed sieve gradation tests and natural moisture

contents to verify classifications and evaluate suitability of on-site soils for re-use. The fines content

(percent passing No. 200 sieve by weight) of tested samples ranged from approximately 5% to

2

94%. Testing on samples from surficial fills, less than five feet deep, indicate fines content varied

from approximately 5% to 15%. Laboratory test results are in Appendix C.

Samples W-S-10, S-2, and W-S-7, S-1, were tested for pH to evaluate corrosivity potential. Results

were 6.4 and 6.9, respectively. This range is considered a not-aggressive corrosion environment

(Table 5-5, FHWA NHI-05-039).

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4.0 SUBSURFACE CONDITIONS

4.1 Soil Profile

The subsurface profile, generalized from data obtained in borings, published geological maps, and

field observations, presented by layer in order of increasing depth, consists of:

• Up to seven feet of Fill

• Five feet of Silt (W-S-10 and W-S-12)

• Twenty to thirty feet thick deposits of Varved Clay

• Five to ten feet of Silt (W-S-10, W-S-11and W-S-15)

• Glacial Till, up to 23-feet thick

• Decomposed rock (W-S-13, W-S-14, and W-S-15 (OW))

• Siltstone bedrock.

This profile is consistent with published geologic surficial and bedrock mapping.

4.2 Strata Description

Fill - Borings encountered fill from the ground surface to about seven feet. The Fill consisted of a

heterogeneous granular mix of silt to gravel sized particles and trace amounts of debris or cinders.

Near surface samples displayed higher amounts of cinder content. The SPT "N" values ranged from

very loose to very dense, typically loose. Samples tested for gradation indicate a well graded

mixture of silt to fine gravel sized particles and typically less than 15% passing the No. 200 sieve.

Silt - A five-foot thick layer of Silt was encountered in borings W-S-10 and W-S-12 below surficial

fills and above the Varved Clay. The stratum is gap graded, consisting of only finely layered

(millimeter spacing) Silt or fine sand, and SPT N-values indicate a medium dense compactness.

The five to seven-foot sample from W-S-10 indicated 77% passing the No. 200 sieve.

Varved Clay - A layer of Varved Clay was encountered in all borings advanced and varied from

approximately 20 to 30 feet thick. This deposit varied from very soft (weight of hammer for one

foot) to stiff (SPT N value of 16). Varves were observed to have millimeter to centimeter spacing

and samples were wet. Varves near the top and bottom of the deposit had increased amounts of silt

and fine sand. Layering was typically millimeter scale, although a few samples presented

centimeter scale varves. The identifying feature of the deposit is the fine layering. Samples

predominantly composed of layered fine sand or silt size particles were classified as Varved Clay.

These samples exhibit some properties of cohesionless soil, but the deposits were consistently

millimeter to centimeter thick layers, indicating a similar depositional mechanism.

Silt - A deeper layer of reddish brown Silt was encountered in three borings and samples displayed

a similar composition to the upper localized Silt stratum; reddish brown, millimeter scale layers,

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medium dense to dense, and predominantly Silt with little fine sand. This layer may have been

deposited in a similar manner as the upper Silt layer, but prior to the overlaying lacustrine deposit.

It is distinguished from the Varved Clay stratum by narrow grading, predominately silt sized

particles and traces amounts of clay or sand.

Glacial Till - The transition from Varved Clay to Glacial Till was abrupt, typically changing to a

dense to very dense state within a five-foot sampling interval. The stratum was well graded from

silt to gravel size particles and considered an ablation till. It was generally two to five feet thick,

although a 20+-foot thick layer was encountered at borings W-S-4 and W-S-8. Samples from the

Glacial Till often included bedrock chips near the bottom of the stratum.

Decomposed Rock - The transition from Glacial Till to bedrock was difficult to discern because,

similar to the overlying Glacial Till, blowcounts for decomposed bedrock were dense, very dense,

or met refusal during sampling. The change was identified in borings W-S-13, W-S-14, and W-S-

15 (OW) as cuttings from the decomposed rock displayed an increased amount of sharp rock chips.

Split spoon samples typically penetrated less than six inches so sample recovery was limited.

Decomposed bedrock is shown on the profile only in borings that displayed a change in cuttings

such that we could positively identify differing materials.

Siltstone - Ten feet of bedrock was cored in four of the eight platform and station borings. Bedrock

was consistently encountered between approximate El. 5 ft. to El. -5 ft. Bedrock consisted of

sedimentary red-brown fine grained, moderately to extremely fractured, moderately weathered to

residual, weak to extremely weak siltstone.

Bedrock core recoveries averaged 55 inches (92%) and RQD varied from 0 to 66% with an average

of 22% and a median value of 22%. The RQD values from samples collected correspond to very

poor to poor rock mass quality (AASHTO Table 4.4.8.1.2A).

Rock Quality Designations decreased with depth in two of the four rail structure cores. A

seven-inch portion of W-S-12 bedrock core C-2 appeared to be residual soil meaning that it has the

strength characteristics of soil.

4.3 Groundwater Observations

Groundwater observations were made during drilling and stabilized groundwater readings were

taken in observation wells as summarized on the table following. Groundwater levels were taken

at the locations and times noted. Groundwater levels vary seasonally and with precipitation,

construction activities, and other factors. Groundwater levels will be different during construction.

The table below is a summary of groundwater level measurements in observation wells.

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Boring ID Ground Surface

Elevation (ft)

Elapsed Time Depth (feet) to

Groundwater

Groundwater

Elevation

W-S-3 (OW) 47.8 0 Hours 10.0 37.8

W-S-3 (OW) 47.8 6 Months 5.4 42.4

W-S-3 (OW) 47.8 6.5 months 6.7 41.1

W-S-3 (OW) 47.8 8.5 months 10.7 37.1

W-S-10 (OW) 49.6 0 Hours 9.0 40.6

W-S-10 (OW) 49.6 5.5 Months 14.1 35.5

W-S-10 (OW) 49.6 6 Months 14.0 35.6

W-S-10 (OW) 49.6 8 months 10.5 39.1

W-S-15 (OW) 38.3 0 Hours 6.0 32.3

W-S-15 (OW) 38.3 24 hours 8.8 29.5

W-S-15 (OW) 38.3 1 week 5.2 33.1

W-S-15 (OW) 38.3 2.5 months 4.8 33.5

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5.0 EVALUATION AND RECOMMENDATIONS

5.1 Issues and Implications

The key geotechnical issue associated with design and construction of the platforms, towers, and

the overhead pedestrian crossing are the presence of near surface uncontrolled fill deposits and soft

varved clay deposits.

Prior site use as a rail siding and subsequent changes in landscaping mean that fills have been

placed. Undocumented fills are not suitable for foundation bearing or engineered construction

support. These strata are not suitable for shallow foundations without improvement or replacement.

The Varved Clay deposit was consistently encountered as a soft to very soft strata and subject to

long term consolidation (settlement) under increased loads.

Rock mass quality is very poor. The RQD values in 12 of the 13 cores recovered was less than 35%

and the site average RQD was 22%. AASHTO (Table 4.4.8.1.2A) recommends treating very poor

rock mass as an equivalent soil type for bearing. Furthermore, a sample recovered from a second

core run, included a length of soil-like residual material.

Groundwater appears at levels that will require dewatering for deeper excavations and will likely

be present in subsurface utility trenches.

Foundation loads are preliminary and will change as design development proceeds. For this report

Michael Baker assumes loads similar to those at other stations already under construction. Lateral

loading analysis will proceed after loads are estimated.

5.2 Foundations

Conditions are not favorable for conventional shallow foundations for at least two reasons.

Subsurface conditions are not suitable to support anticipated loads because the anticipated bearing

strata is either compressible (Varved Clay) or is comprised of fill not engineered for foundations.

Also, experience from design and construction of other stations along the Hartford Line has proven

that the costs to install micropile supported foundations is less than the costs to install conventional

shallow foundations with the required railroad protective sheeting. Therefore, Michael Baker

recommends use of deep foundations.

Deep foundations pass structure loads through unsuitable bearing strata to deeper competent strata

at depth. Deep foundation types include driven H-piles, pipe piles, continuous flight auger cast

piles, or micropiles. Due to access limitations during construction Michael Baker recommends

micropiles over driven piles. Access limitations include limited horizontal working space near

active railroad tracks, restricted hours, and restricted access.

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Conventional micropiles and proprietary products such as drilled-in displacement micropiles

(StelCor™) are suitable foundation types. Drilled-in displacement micropiles rely on end bearing

and side friction to develop geotechnical capacity. Otherwise they are designed in a similar manner

to conventional micropiles. Because drilled-in displacement micropiles are a proprietary design,

Michael Baker’s recommendations are prepared for conventional micropiles. Specifications should

allow the contractor to use an alternative product.

Michael Baker also evaluated the use of auger cast piles, however FHWA does not recommend

auger cast piles in soft cohesive soils or below groundwater (GeoTechTools Continuous Flight

Auger Piles Factsheet, November 2012).

Bedrock has weak to residual strength characteristics, therefore Michael Baker recommends deep

foundations develop resistance in Glacial Till or Siltstone bedrock and assigning the same side

friction resistance to both strata.

5.3 Micropile Recommendations

Micropile design and installation should follow guidance provided by FHWA publication

NHI-05-039 “Micropile Design and Construction.”

Michael Baker recommends a nominal grout to ground resistance of 20 pounds per square inch

(psi) and a resistance factor, фqs, equal to 0.55 (AASHTO LRFD Design Manual Table

10.5.5.2.5-1). This grout to ground bond strength is low for Soft Shale, below the recommended

range for Sandstone, and towards the high range for micropiles bearing in Glacial Till. Verification

testing may prove that this is conservative, and may be re-evaluated should load test results indicate

greater geotechnical capacity.

Drilled-in displacement micropiles are feasible for the project. The difference between drilled-in-

micropiles and conventional micropiles is the diameter of the grout in contact with the ground. For

example, a 5.50-inch central shaft drilled-in micropile will yield a grout diameter of 16-inches,

increasing the grout to ground area by more than a factor of two. Drilled-in micropiles do not

penetrate bedrock, but the area of the leading drive plate may be used in end bearing.

The following table summarizes micropile recommendations.

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Micropile Recommendations

Parameter Value Source or Basis

Micropile Type Type A Gravity Grout only FHWA NHI-05-039

Bearing Strata Glacial Till and Siltstone, 30

to 45 feet deep

Boring logs

Nominal Grout to Ground

Bond

20 psi (average for Glacial

Till, low for Soft Shale)

Table 5-3 FHWA NHI-05-039

LRFD Resistance Factor,

grout to ground bond

фqs = 0.55 AASHTO LRFD Design

Manual Table 10.5.5.2.5-1

Minimum Bond Length

7-5/8 inch diameter micropile,

7-inch diameter rock socket

100 kips - 35 feet bond length

Lateral loads to be

determined.

Assumes bond zone is Glacial

Till, decomposed Siltstone, or

very weak Siltstone

Corrosion Protection Not aggressive, pH = 6.8

Design assumes 0.0625

inches (1/16th inch) section

loss.

Laboratory testing

AASHTO LRFD 10.7.5

Pile Spacing Greater of 30 inches or three

diameters clear space

FHWA NHI-05-039

Refer to CTDOT Form 817 Section 7.06 defining contractor design submittal requirements, a

schedule for verification and proof testing, and other requirements.

Please note that Connecticut supplements to IBC require the owner engage a registered design

professional to observe and document micropile installation.

5.4 Soil Properties and Parameters

Michael Baker recommends the following geotechnical parameters for design:

Strata In-situ unit

weight (pcf)

Saturated unit

weight (pcf)

Effective unit

weight (pcf)

Ф (phi) angle of

internal friction

Existing Fill 115 125 63 32°

Varved clay 105 105 43 20°

Glacial Till 130 130 68 38°

Siltstone 150 150 N/A 40°

Granular Fill* 125 125 63 36°

* See CTDOT Form 817 Section 2.13 for gradation and compaction

5.5 Seismic Design

Michael Baker recommends Seismic Site Class D for this location. This is based on the presence

of a thick (10 feet or more) layer of soft clay and following the Nbar method for site classification.

4

From Connecticut supplements to the IBC Spectral Accelerations for Windsor are Ss = 0.270 and

S1 is 0.085. Based on values from IBC Tables 11.4-1 and 11.4-2 seismic parameters SDS equals

0.164 and SD1 equals 0.191.

5.6 Susceptibility to Liquefaction

Following guidance from AASHTO 10.5.4.2, the site does not meet criteria for potential

liquefaction because it is within Seismic Zone 2 and not susceptible to liquefaction due to limited

ground acceleration and that the subsurface profile is predominantly cohesive.

5.7 Proposed Utilities

Proposed utilities for the platforms, station buildings, and overhead crossing are attached to the

structure above ground. Recommendations for subsurface utilities in the parking and roadway areas

are provided in the roadway geotechnical report.

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6.0 CONSTRUCTION CONSIDERATIONS

6.1 Temporary Excavations and Dewatering

Excavations may require dewatering and excavation for the west side tower will require temporary

support. A temporary earth retaining system (TERS) will likely extend below groundwater.

Recommended geotechnical parameters are presented in Section 5.4 Soil Properties and

Parameters.

Design for TERS must be prepared by a Connecticut licensed professional engineer experienced

with geotechnical engineering. Designs must be prepared in accordance to CTDOT Form 817

Section 7.02. The contractor’s registered design professional engineer should review subsurface

information to determine the validity of the recommended geotechnical parameters.

Michael Baker recommends excavations are dewatered to approximately two feet below subgrade.

We anticipate this can be accomplished with conventional sump pumping. Discharged groundwater

must be treated in accordance to Connecticut and federal regulations.

The contractor must have a trained competent person on-site to evaluate OSHA soil type

characterization and ensure compliance with applicable safety regulations. Michael Baker is not

responsible for excavation safety or site safety.

6.2 Fill Materials

Fill materials for platform, station, and tower construction are expected to be minimal. Backfills

placed must comply to CTDOT Form 817 Specifications 2.13 for the appropriate type (bedding,

pervious backfill, etc.)

Fill materials will be required for site features adjacent to the station, such as sidewalks supported

on retained earth east of the east-side platform. Recommendations for these features and materials

will be addressed in the Roadway Geotechnical Report to be issued separately.

6.3 Re-use of Excavated Materials

Existing onsite Fill may be suitable for reuse based on the particle size gradation of samples tested.

The materials should be cleaned of deleterious materials, such as cinders, wood, or debris.

Excavated Varved Clay and localized zones of Silt are not suitable for re-use due to excessive fines

content.

Any materials disposed off-site must be characterized in accordance with Connecticut

environmental regulations.

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6.4 Special Provisions and Notices to Contractor

Foundations are designed such that construction will occur outside the area of influence of railroad

loads. However, work will be performed within the Amtrak right-of-way. Therefore, adherence to

Amtrak safety and protection measures are necessary (Section 01141A). Amtrak’s specification for

site specific work plan and adherence to Amtrak safety rules is defined by Section 01142A. See

also Amtrak Engineering Practices EP3014 for additional information.

Should revisions to foundation construction require intrusion into the area of influence from track

loading, then Section 02261A applies. Section 02261A includes a sketch graphically depicting the

area of influence and sheeting requirements.

Other specifications may be required for other disciplines.

See Appendix D for the following:

Amtrak Engineering Practices EP3014 - MAINTENANCE AND PROTECTION OF

RAILROAD TRAFFIC DURING CONTRACTOR OPERATIONS

Section 01141A - SAFETY AND PROTECTION OF RAILROAD TRAFFIC AND

PROPERTY

Section 01520A - REQUIREMENTS FOR TEMPORARY SHIELDS FOR

DEMOLITION AND CONSTRUCTION OF OVERHEAD BRIDGES AND OTHER

STRUCTURES

Section 02261A - REQUIREMENTS FOR TEMPORARY SHEETING AND SHORING

TO SUPPORT AMTRAK TRACKS

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7.0 LIMITATIONS

The opinions expressed in this report are based on the results of available literature review,

subsurface exploration drilling, in-situ soil testing, laboratory testing, and engineering judgment.

The test borings depict pavement, soil, and groundwater conditions at the specific locations and

dates at which they were made. The pavement, soil, and groundwater conditions at other locations

on the site may differ from those occurring at the test boring locations.

The recommendations in this report were developed specifically for the proposed construction at

the site described and based on the findings and analyses described in this report. Changes to siting

or proposed construction will require review for applicability.

The professional services have been performed and findings obtained in accordance with generally

accepted geotechnical engineering principles and practices. No other warranty, expressed or

implied, is made as to the professionally-derived information included in this report. Michael Baker

International is not responsible for conclusions, opinions, and recommendations made by others

based upon the data included herein.

Michael Baker International

Appendix A

Figures

Geotechnical Structure Report Hartford Line Station Design

Windsor, CT

FIGURE 1 TOPOGRAPHIC LOCATION MAP

SOURCE: USGS Historical Topographic Map Explorer

By USGS and esri

Not to Scale

PROJECT LOCATION

http://www.mbakerintl.com/favicon.ico

DRAWING NOTES: 1. LOCATIONS ARE APPROXIMATE AND NOT TO SCALE. 2. SEE BORING LOGS FOR ADDITIONAL INFORMATION. LOCATION PLAN CHECKED BY RTS

FIGURE 2 SITE PLAN AND APPROXIMATE

EXPLORATION LOCATIONS

MARCH 16, 2018

W-S-2

W-R-1

W-P-1

W-S-3(OW)

W-S-1

W-S-5

W-S-9 W-S-6 W-S-4

W-S-8 W-S-7

W-S-10(OW)

W-S-11

W-P-2

W-P-3

W-S-13

W-S-14

W-S-15(OW)

W-S-16

W-R-2

W-P-4

W-P-9

W-P-8

W-S-12

STRUCTURE BORING ROADWAY BORING PERMEABILITY TEST

R

S

P

LEGEND

PROFILE LOCATION

STATIONS AND

PEDESTRIAN BRIDGE

PLATFORMS

PARKING

PARKING

W-P-6

Geotechnical Structure Report Hartford Line Station Design

Windsor, CT

FIGURE 3 SUBSURFACE PROFILE

LEGEND

W-S- BORING DESIGNATION (typ.)

C-1 CORE sample 1

REF. REFUSAL, >50 blows per 6-inch

DECOMP. DECOMPOSED ROCK (inferred)

NOTES

See boring logs for blow counts and additional information.

Strata lines are approximate and extrapolated from small diameter

borings.

Actual conditions will vary.

GLACIAL TILL

W-S-12 W-S-13 W-S-7

W-S-8 W-S-14 W-S-15

W-S-10

W-S-16

W-S-11

C-2

GLACIAL TILL

FILL

C-1

C-2

REF.

GLACIAL TILL

VARVED

CLAY

SILT

FILL

FILL

SILTSTONE

VARVED

CLAY

EL. 50 FT.

EL. 10 FT.

C-1 C-1

C-2 REF.

SILT

FILL

REF. REF.

VARVED

CLAY

EL. 40 FT.

EL. 30FT.

EL. 20 FT.

EL. 0 FT.

EL. -10 FT.

GROUND SURFACE

C-2

C-1

W-S-1

C-2

REF. C-1 DECOMP.

DECOMP.

NOT TO SCALE

SILT

SILT

http://www.mbakerintl.com/favicon.ico


Appendix B

Boring Logs and Rock Core Photographs

Driller:

Inspector: TOWN: Stat./Offset:

Engineer: Project No.: Northing:

Start Date: Route No.: Easting:

Finish Date: Bridge No.: Surface Elevation:

Casing Size/Type: Sampler Type/Size: Core Barrel Type:

Hammer Wt.: Fall:

9 feet after 0 hours

Total Penetration in NOTES:

1 of

No. of Samples: 2

Earth:17 ft. Rock: 0

Sample Type: S = Split Spoon C = Core UP = Undisturbed Piston V = Vane Shear Test

40

35

25

18

20

Material Description and Notes

Medium dense red brown fine to coarse SAND,

some fine to medium gravel, little silt (moist)

GWL

Soft gray brown SILTY CLAY (wet)

VARVED

CLAY

ASPHALT

FILL

Genera

lized

Str

ata

Description

48

Michael Baker/R. States

140 lb

6/29/2017

Phase 4A New Haven Hartford Springfield Railroad Corridor

SAMPLES

Project Description:

NQ2

Ele

vation (

ft)

0

Depth

(ft)

W-P-1Hole No.:

6/29/2017 1029115.28

Blows on Sampler per 6

inches

48.41

320-0005

Groundwater Observations:

VN Engineers / Sai Akula

Terracon / C. Johnston Connecticut DOT Boring Report

Windsor

30''Hammer Wt.: 300

870821.82

1 3/8" ID Split Barrel (S-)

28

1

Proportions Used: Trace = 1 - 10%, Little = 10 - 20%, Some = 20 - 35%, And = 35 - 50 %

GWL - Groundwater level

RQ

D %

Fall: 30''

Rec. (in.)

4" ID Flush Joint

EOB - End of Boring SM-001-M REV. 1/02

Sheet

Pen. (in.)

5

Sam

ple

Type/ N

o.

3 - 3 - 3 - 4

EOB

30

15

S-3 2 - 1 - 2 - 2

S-4 1 - 1 - 1 - 1

10

24

S-2

24

24

8

9

43

13

38

33

23

Diedrich D-50 with automatic hammer

24 Medium gray brown VARVED CLAY (moist)

Soft gray brown VARVED CLAY (wet)

S-1 8 - 5 - 8 - 7 24 8

24

Driller:






Hammer Wt.: Fall:



1 of

No. of Samples: 3

GWL

EOB - End of Boring GWL - Groundwater level SM-001-M REV. 1/02

Sheet

Earth: 15 ft. Rock: 0 1

35 14

40 9



20 29

25 24

30 19

EOB

15 34

S-3 1 - 2 - 2 - 2 24 21 Soft red brown VARVED CLAY (wet)

5 44

S-2 3 - 3 - 4 - 4 24 13 Medium red brown VARVED CLAY (wet)VARVED

CLAY

10 39

0ASPHALT 2 inches asphalt over 2 inches Subbase

49

FILLS-1 5 - 11 - 8 - 8 24 18



De

pth

(ft)

SAMPLES

Ge

ne

raliz

ed

Str

ata

De

scri

ptio

n


Ele

va

tio

n (

ft)

Sa

mp

le

Typ

e/ N

o.


inches Pe

n. (i

n.)

Re

c. (i

n.)

RQ

D %

Hammer Wt.: 300 Fall: 30'' 140 lb 30'' Diedrich D-50 with automatic hammer


6/29/2017 48.55

Project Description: Phase 4A New Haven Hartford Springfield Railroad Corridor

4" ID Flush Joint 1 3/8" ID Split Barrel (S-) NQ2

Michael Baker/R. States 320-0005 870832.33

6/29/2017 1029142.22

Terracon / C. Johnston Connecticut DOT Boring Report Hole No.: W-P-2

VN Engineers / Sai Akula Windsor

Driller:






Hammer Wt.: Fall:


1 of

No. of Samples: 3 EOB - End of Boring GWL - Groundwater level SM-001-M REV. 1/02

Sheet

Earth: 12 ft Rock: 0 1

35 14

40 9



20 29

25 24

30 19

15 34

10 39

S-3 1 - 1 - 2 - 2 24 24 Soft red brown VARVED CLAY (wet)EOB

S-2 3 - 4 - 4 - 5 24 24 Medium red brown VARVED CLAY (moist)

GWL

0ASPHALT

49Loose

Top 7 in - red brown fine to coarse SAND, some

fine gravel, little silt (moist)

Bottom 7 in - red brown VARVED CLAY (cm layers

(moist)

S-1 3 - 3 - 5 - 6 24 14

5 44

Ele

vation (

ft)

Sam

ple

Type/ N

o.


inches Pen. (in.)

Rec. (in.)

RQ

D %

Groundwater Observations: 10 feet after 0 hours

Depth

(ft)

SAMPLES

Genera

lized

Str

ata

Description





320-0005 870814.37

6/29/2017 1029162.02

6/29/2017 48.68

FILL

VARVED

CLAY




Driller:






Hammer Wt.: Fall:


1 of


Sheet


35 -1

40 -6



EOB

20 14

25 9

30 4

1915 S-4 4 - 3 - 2 - 2 24 24 Medium red brown VARVED CLAY (wet)

S-3 3 - 4 - 4 - 5 24 20

VARVED

CLAY

Medium red brown VARVED CLAY (wet)

5 29

S-2 15 - 15 - 12 - 11 24 15Medium dense

Top 6 in - red brown fine SAND, some silt, trace

brick

Bottom 9 in - Medium dense red brown fine to

coarse SAND, some fine to medium gravel, trace silt

(moist)10

GWL24

0 34

S-1 3 - 2 - 3 - 4 24 18TOPSOIL Medium red brown fine to coarse SAND and SILT

(moist)

Ele

vation (

ft)

Sam

ple

Type/ N

o.


inches Pen. (in.)

Rec. (in.)

RQ

D %


Depth

(ft)

SAMPLES

Genera

lized

Str

ata

Description





870330.69

7/18/2017 1029340.78

7/18/2017 34.21

FILL



Michael Baker/R. States 320-0005

Driller:






Hammer Wt.: Fall:


1 of

No. of Samples: 3 EOB - End of Boring GWL - groundwater level SM-001-M REV. 1/02



Sheet


30 -1

35 -6

40 -11

20 9

25 4

EOB

15 14

19

S-3 4 - 4 - 6 - 5 24 18 Stiff Red brown VAVRED CLAY (wet)

5GWL

24

S-2 5 - 6 - 6 - 6 24 22

VARVED

CLAY

Stiff Black brown VARVED CLAY (wet)

10

0ASPHALT 2 inches Asphalt over 2 inches base

29

FILLS-1 5 - 3 - 4 - 4 24 12 Loose black fine to coarse SAND and SILT (moist)

Depth

(ft)

SAMPLES

Genera

lized

Str

ata

Description


Ele

vation (

ft)

Sam

ple

Type/ N

o.


inches Pen. (in.)

Rec. (in.)

RQ

D %



7/18/2017 28.55




7/18/2017 1029374.84



Driller:






Hammer Wt.: Fall:


1 of


Sheet

Earth: 17 ft. Rock: 0 WOH - Weight of Hammer 1

35 -7

40 -12



EOB

20 8

25 3

30 -2

15GWL

13

S-4 7 - 7 - 6 - 5 24 15Stiff red brown VARVED CLAY, little fine to medium

gravel (wet)

S-3 2 - 3 - 5 - 6 24 24 Medium red VARVED CLAY (moist)

5 23

S-2 WOH - WOH - 4 - 5 24 5

VARVED

CLAY

Medium black VARVED CLAY (moist)

10 18

0ASPHALT 3.5" cover 3.5" subbase

28

FILLS-1 11 - 13 - 14 - 11 24 17

Medium dense red brown fine to coarse SAND, little

fine to medium gravel, little silt (moist)

Depth

(ft)

SAMPLES

Genera

lized

Str

ata

Description


Ele

vation (

ft)

Sam

ple

Type/ N

o.


inches Pen. (in.)

Rec. (in.)

RQ

D %



7/17/2017 28.48




7/17/2017 1029451.86



Driller:






Hammer Wt.: Fall:


1 of


Sheet

EOB


35 -8

40 -13



20 7

25 2

30 -3

15 12

S-4 8 - 18 - 14 - 11 24 13 GLACIAL TILLDense red brown fine to coarse SAND, little fine to

medium gravel, little silt (wet)

10GWL

17

S-3 5 - 6 - 7 - 6 24 24 Stiff red brown VARVED CLAY (wet)

VARVED

CLAY

5 22

S-2 4 - 7 - 9 - 15 24 24Medium dense red brown to dark gray SILT and fine

to coarse SAND, little fine to medum gravel (moist)

FILL

0ASPHALT 3 inches ASPHALT over 3 inches subbase

27

S-1 4 - 5 - 4 - 5 24 12 Loose brown fine to coarse SAND, little silt (moist)

Depth

(ft)

SAMPLES

Genera

lized

Str

ata

Description


Ele

vation (

ft)

Sam

ple

Type/ N

o.


inches Pen. (in.)

Rec. (in.)

RQ

D %


Groundwater Observations: 10 ft' after 0 hours

7/17/2017 27.23




7/17/2017 1029476.45



Driller:






Hammer Wt.: Fall:

Total Penetration in:

Earth: 40.8 ft. Rock: 1 of

No. of Samples: 9

Terracon / C. Johnston Connecticut DOT Boring Report Hole No.: W-R-1


3" ID Flush Joint Split barrel 1 3/8 inch I.D. NQX


12/13/2017 1029148.63

Hammer Wt.: 300 Fall: 30'' 140 lb Diedrich D-50, automatic hammer


12/13/2017 42.22


Depth

(ft

)

SAMPLES

Genera

lized

Str

ata

Description


Ele

vation (

ft)

Sam

ple

Type/

No. Blows on sampler

per 6 inches

(minutes per foot)

Pen.

(in.)

Rec.

(in.)

RQ

D %

Stiff reddish brown VARVED CLAY (moist)

0 42

S-1 2 - 3 - 4 - 4 24 14 Loose, reddish brown fine SAND, some silt (moist)FILL

Very soft reddish brown VARVED CLAY (moist)

10 32

15

5 37

S-2 5 - 5 - 5 - 6 24 20

S-5 WOH-WOH-WOH-WOH 24

30 12

24 Very soft reddish brown VARVED CLAY (wet)

VARVED

CLAY

S-6

27

20 22

25 17

Very soft reddish brown VARVED CLAY (wet)

VARVED

CLAY

S-4 WOH-WOH-WOH-WOH

NOTES: Wet spoon at 15 ft sample

35 7

40 2


S-8 25 - 35 - 33 - 45

Sheet


24 24 GWL

S-3 WOH-WOH-WOH-WOH 24 24

4 - 4 - 5 - 4 24 20 Very soft reddish brown VARVED CLAY (wet)

S-7 3 - 4 - 7 - 5Medium dense reddish brown CLAYEY SILT little fine

gravel (wet)

24 17Very dense reddish brown fine to ocarse SAND and

fine to coarse GRAVEL, little silt (wet)GLACIAL TILL

EOB - End of boring, GWL - Groundwater level 2

30''

15 feet at 0 hours

SM-001-M REV. 1/02

24 19

Driller:






Hammer Wt.: Fall:

S-9 9 9


Earth:40.8 ft. Rock: 2 of

No. of Samples: 9

Terracon / C. Johnston Connecticut DOT Boring Report Hole No.: W-R-1



12/13/2017 1029148.63

12/13/2017 42.223





30''

15 feet at 0 hours

Depth

(ft

)

SAMPLES

Genera

lized

Str

ata

Description


Ele

vation (

ft)

Sam

ple

Type/

No. Blows on sampler

per 6 inches

(minutes per foot)

Pen.

(in.)

Rec.

(in.)

RQ

D %

40Refusal. Reddish brown fine to coarse SAND and

fine to medium GRAVEL, little silt (wet)2

30 - 50/3"

EOB

45 -3

50 -8

55 -13

60 -18

65 -23

70 -28

SM-001-M REV. 1/02

75 -33

80 -38



NOTES: Bedrock infered at 40 feet. Sheet


Driller:






Hammer Wt.: Fall:


1 of

No. of Samples: 3

TOPSOIL

FILL

SM-001-M REV 1/02

Sheet

Earth: 12 ft. Rock: EOB - End of Boring GWL - Groundwater level 1

35 -3

40 -8



EOB

15 17

20 12

25 7

30 2

S-3 2 - 4 - 6 - 5 24 24 Stiff red brown VARVED CLAY (wet)GWL

5

VARVED

CLAY

27

S-2 3 - 4 - 7 - 9 24 20 Medium dense red brown VARVED CLAY (moist)

10 22

0 32

S-1 7 - 11 - 15 - 40 24 20Medium dense red brown fine to coarse SAND,


De

pth

(ft)

SAMPLES

Ge

ne

raliz

ed

Str

ata

De

scri

ptio

n


Ele

va

tio

n (

ft)

Sa

mp

le

Typ

e/ N

o.


inches Pe

n (

in.)

Re

c (

in.)

RQ

D %



7/17/2017 32.21



Michael Baker/R States 320-0005 870605.86

7/17/2017 1029442.4

Terracon / C Johnston Connecticut DOT Boring Report Hole No.: W-R-2


Driller:






Hammer Wt.: Fall:


1 of

No. of Samples: 8 SM-001-M REV. 1/02



GWL - groundwater level WOH - Weight of hammer Sheet

Earth: 40.2 Rock: 10 Increased difficulty advancing rollerbit advance and chatter at 35 feet. 2

35 8

S-8 17 - 20 - 23 - 38 24 19

GLACIAL

TILL

Dense red brown fine to coarse GRAVEL and fine to

coarse SAND, some silt (wet)

40 3

30 13

S-7 6 - 5 - 6 - 6 24 0 Medium dense, No Recovery

25 18

S-6 WOH -WOH -WOH - 5 24 24 Very soft red brown VARVED CLAY (wet)

20 23


28

S-4 1 - 2 - 3 - 4 24 24 Medium red brown VARVED CLAY (wet)

10 33

S-3 4 - 2 - 2 -3 24 24

VARVED

CLAY


15

5 38

S-2 3 - 4 - 4 - 5 24 24 Medium red brown VARVED CLAY (moist)

0 43

S-1 3 - 2 - 2 - 3 24 14Loose 6 inches TOPSOIL overlying fine SAND,

some silt (moist)

TOPSOIL

FILL

De

pth

(ft)

SAMPLES

Ge

ne

raliz

ed

Str

ata

De

scri

ptio

n


Ele

va

tio

n (

ft)

Sa

mp

le

Typ

e/ N

o.


inches Pe

n. (i

n.)

Re

c. (i

n.)

RQ

D %

NQ2


1029196.96

6/15/2017 43.16


Hole No.: W-S-1





6/15/2017

4" ID Flush Joint 1 3/8" ID Split Barrel (S-)


Driller:






Hammer Wt.: Fall:

S-9 2 2


2 of

No. of Samples: 8

Red/brown SILTSTONE, fine grained, highly

fractured, highly weathered, weak.

Very Dense red brown fine to coarse GRAVEL,

some fine to coare sand, little silt (wet) (ROCK

CHIPS)

SM-001-M REV. 1/02



Sheet

Earth:40.2 ft.

SILTSTONE

Rock: 10 feet EOB - End of boring GWL - Groundwater level 2

70 -27

75 -32

80 -37

EOB

55 -12

60 -17

65 -22

45 -2

C-2 7, 6, 4.5, 4.5, 4 60 59 62Red/brown SILTSTONE, fine grained, moderately

fractured, slightly weathered, weak.

50 -7

RQ

D %

40 350/2"

C-1 6, 6, 6, 5.5, 6 60 44 33

GLACIAL

TILL


Depth

(ft)

SAMPLES

Genera

lized

Str

ata

Description


Ele

vation (

ft)

Sam

ple

Type/ N

o.


inches Pen. (in.)

Rec. (in.)


4" ID Flush Joint 2" OD Split Barrel (S-) NQ2


6/15/2017 1029196.96

6/15/2017 43.16


Michael Baker / R. States 320-0005 870280.84

Terracon / C. Johnston Connecticut DOT Boring Report Hole No.: W-S-1

10 feet at 0 hours

Driller:






Hammer Wt.: Fall:


1 of

No. of Samples: 10

Earth: 45.2 ft. Rock: WOH - Weight of hammer, GWL - Groundwater level, EOB - End of boring 2

SM-001-M REV. 1/02

40 7



Sheet

35 12


VARVED

CLAY

30 17

S-7 WOH -3 - 2 - 3 24 24 Soft red brown VARVED CLAY (wet)

25 22


20 27


32

S-4 WOH -WOH - 3 - 2 24 14 Soft red brown VARVED CLAY (wet)

GWL37

S-3 WOH -WOH -WOH -3 24 24 Very soft red brown VARVED CLAY (wet)

15

5 42

S-2 3 - 4 - 6 - 7 24 24 Loose red brown VARVED CLAY (moist)

10

0 47

S-1 2 - 1 - 1 - 3 24 18Very loose Red TOPSOIL, fine to coarse SAND, little

fine gravel, trace silt (moist)

TOPSOIL

FILL

De

pth

(ft)

SAMPLES

Ge

ne

raliz

ed

Str

ata

De

scri

ptio

n


Ele

va

tio

n (

ft)

Sa

mp

le

Typ

e/ N

o.


inches Pe

n. (i

n.)

Re

c. (i

n.)

RQ

D %


Groundwater Observations: 9.5 feet after 0 hours

6/15/2017 46.72




6/14/2017 1029151.37



Driller:






Hammer Wt.: Fall:

S-10 3 3


Earth: 45.2 ft Rock: 2 of

No. of Samples: 10


Increased difficulty in rollerbit advance and chatter at 40 feet. Sheet

75

WOH - Weight of hammer, GWL - Groundwater level, EOB - End of boring 2

SM-001-M REV. 1/02

80


50

55

60

65

70

7

S-9 13 - 44 - 35 - 33 24 21Very dense red brown fine to coarse SAND and fine

to coarse GRAVEL, little silt (wet)GLACIAL

TILL

250/3" EOB

45Refusal, red brown fine to coarse SAND and fine to

coarse GRAVEL, little silt (wet)

Depth

(ft)

SAMPLES

Genera

lized

Str

ata

Description


40

Ele

vation (

ft)

Sam

ple

Type/ N

o.


inches Pen. (in.)

Rec. (in.)

RQ

D %

Hammer Wt.: 300 Fall: 30'' 140 lb 30'' Diedrich D-50, Automatic hammer


6/15/2017 46.72




6/14/2017 1029151.37



Driller:






Hammer Wt.: Fall:


1 of

No. of Samples: 10

10 feet at 0 hours, 12/7/2017: 5.4 feet, 12/13/2017: 6.7 feet, 2/21/2018: 10.7 feet

SM-001-M REV. 1/02

GLACIAL

TILL

Well installed, screen from 8 to 18 ft, tip at 20 ft, backfill spoils below. 2 ft. stickup

Earth: 45.3 ft. Rock: WOH - Weight of hammer, GWL - Groundwater level, EOB - End of boring

S-7 WOH -WOH - 4 - 5 24

40 8



Sheet

S-9 4-9-35-35 24 20

S-8 WOH -WOH -WOH - 5 24 24Very soft red brown VARVED CLAY, little medium

gravel (wet)

2

Dense red brown fine to coarse SAND and fine to


VARVED

CLAY


18

35

25 23


13

30

28

S-5WOH -WOH -WOH -

WOH 24 24 Very soft red brown VARVED CLAY (wet)

33


24

5

10

15

20

S-3 WOH - WOH - 2 -2 24 24 Soft red brown VARVED CLAY (wet)

RQ

D %

FILL

S-2 3 - 4 - 5 - 6 24 24Stiff red brown VARVED CLAY, little fine sand

(moist)

TOPSOIL

38

0 48

S-1 3 - 5 - 4 - 4 24 18Loose 6 inches red TOPSOIL overlying fine to

coarse SAND, some fine gravel, little silt (moist)

43GWL


De

pth

(ft)

SAMPLES

Ge

ne

raliz

ed

Str

ata

De

scri

ptio

n


Ele

va

tio

n (

ft)

Sa

mp

le

Typ

e/ N

o.


inches Pe

n. (i

n.)

Re

c. (i

n.)



320-0005 870289.91

6/14/2017 1029103.31

6/14/2017 47.78




Terracon / C. Johnston Connecticut DOT Boring Report Hole No.: W-S-3 (OW)


Driller:






Hammer Wt.: Fall:


2 of

No. of Samples: 10

EOB

Weathered bedrock possible at 45 feet, inferred from chatter and cuttings in wash. SM-001-M REV. 1/02

Sheet


GLACIAL

TILL


Depth

(ft)

SAMPLES

Genera

lized

Str

ata

Description


Earth: 45.3 ft. Rock: WOH - Weight of hammer, GWL - Groundwater level, EOB - End of boring 2

80 -32

85 -37



65 -17

70 -22

75 -27

50 -2

55 -7

60 -12

RQ

D %

45 3

S-10 50/2" 2 2Red brown fine coarse GRAVEL and fine to coarse

SAND, little silt (wet) (ROCK CHIPS)

Ele

vation (

ft)

Sam

ple

Type/ N

o.


inches Pen. (in.)

Rec. (in.)



6/14/2017 1029103.31

6/14/2017 47.78





Driller:






Hammer Wt.: Fall:


1 of

No. of Samples: 8

(41%)

(39%)

(31%)

(36%)

Earth: 38.5 ft. Rock:

S-8 13 - 18 - 29 - 33

1

EOB - End of Boring GWL - Groundwater level SM-001-M REV. 1/02

40 1



Sheet

24 21Dense red brown fine to coarse SAND, some fine to

medium gravel, little silt. (wet)

EOB

30 11

S-7 3 - 39 - 12 - 12 24 20Very Dense

Top 7 inches: VARVED CLAY

Middle 5 inches: red brown SILT

Bottom 8 inches: black fine to coarse SAND and fine

to coarse GRAVEL, little silt

(wet)GLACIAL

TILL35 6

25 16

S-6 4 - 3 - 3 - 5 24 16

20 21


S-4 1 - 1 - 1 - 3 24 24 Very soft red brown VARVED CLAY (wet)

Soft red brown VARVED CLAY (wet)

10 31

S-3 1 - 1 - 2 - 3 24 24

VARVED

CLAY

Soft gray brown VARVED CLAY (wet)

15 26

5 36

S-2 4 - 4 - 6 - 7 24 24Medium dense gray brown VARVED CLAY (wet)

FILL

GWL

0 41ASPHALT 4 inches asphalt over 4 inches subbase

S-1 15 - 25 - 24 - 26 24 17Dense red brown fine to coarse SAND and fine to

coarse GRAVEL, little silt (moist)

De

pth

(ft)

SAMPLES

Ge

ne

raliz

ed

Str

ata

De

scri

ptio

n


Ele

va

tio

n (

ft)

Sa

mp

le

Typ

e/ N

o.


inches Pe

n. (i

n.)

Re

c. (i

n.)

RQ

D %

(w

)



6/26/2017 40.58




6/26/2017 1029166.43



Driller:






Hammer Wt.: Fall:

Total Penetration in

1 of

No. of Samples: 8




6/13/2017 1029147.42

6/13/2017 40.01




Groundwater Observations: 5 feet after zero hours, 8.8 feet at 12/6/2017, 5.2 feet at 12/13/2017

Ele

va

tio

n (

ft)

Sa

mp

le

Typ

e/ N

o.


inches Pe

n. (i

n.)

Re

c. (i

n.)

RQ

D %

15 Loose red brown SILT, little fine sand (moist)

De

pth

(ft)

SAMPLES

Ge

ne

raliz

ed

Str

ata

De

scri

ptio

n


S-3 2 - 3 - 2 - 3

0ASPHALT 4" Asphalt cover over 4" sub-base

40

FILLS-1 4 - 3 - 2 - 3 24

5 35

S-2 2 - 2 - 3 - 3 24 0 Loose No Recovery

Soft brown VARVED CLAY (mm layers) (wet)

30 10

10 30

S-4 WOH - 2 - 1 - 2 24 21 Soft brown VARVED SILT (wet)

24 Medium brown VARVED CLAY (wet)

20

15 25

S-5 WOH -WOH - 2 - 2 24 24

20

25 15

S-7 WOH -WOH -3 - 4 24 24 Loose brown VARVED SILT (wet)

VARVED

CLAY

24 12 Loose red brown VARVED SILT (wet)

S-8 4 - 4 - 6 - 9 22 19 Stiff brown VARVED CLAY, little fine gravel (wet)

S-6 3 - 4 - 4 - 2 24

35

GLACIAL

TILL

5

S-9 50/2" 2 2Refusal, red brown fine to coarse GRAVEL, little fine

to coarse sand, trace silt (wet) (rock chips)

40 0


Earth: 40 Rock: 10 Rock chips in cuttings at 33 feet 2

NOTES: WOH - Weight of hammer, GWL - Groundwater level, EOB - End of boring


Sheet

SM-001-M REV. 1/02

Driller:






Hammer Wt.: Fall:

5 feet after zero hours, 8.8 feet at 12/6/2017, 5.2 feet at 12/13/2017


2 of

No. of Samples: 8

870492.45Michael Baker/R. States 320-0005

6/13/2017 1029147.42

Windsor




40.016/13/2017

4" ID Flush Joint 2" OD Split Barrel (S-) NQ2



Ele

vation (

ft)

Sam

ple

Type/ N

o.


inches Pen. (in.)

Rec. (in.)

33

SILTSTONE


Depth

(ft)

SAMPLES

Genera

lized

Str

ata

Description

60 66Brown fine grained, highly fractured, slightly

weathered, weak

50 -10

RQ

D %

40 0

C-1 2, 3, 2, 2.5, 2.5 60 54

-20

65 -25

70 -30

45 -5

C-2 2, 2, 2, 2, 2 60

-35

80 -40



EOB

55 -15

60

75

Brown fine grained, intensely fractured, highly

weathered, weak

SM-001-M REV. 1/02

Sheet

Earth: 40 ft. Rock: 10 ft. EOB - End of boring, GWL - Groundwater level 2

Driller:






Hammer Wt.: Fall:


1 of

No. of Samples: 8




6/19/2017 1029203.24

6/19/2017 41.14





Depth

(ft)

SAMPLES

Genera

lized

Str

ata

Description


Ele

vation (

ft)

Sam

ple

Type/ N

o.


inches Pen. (in.)

Rec. (in.)

RQ

D %

0 41

S-1 3 - 4 - 4 - 7 24 166 in. TOPSOIL Loose red brown fine to coarse SAND, little fine

gravel, little silt (moist)

FILL

5 36

S-2 1 - 3 - 4 - 2 24 18

GWL10 31

S-3 1 - 1 - WOH - WOH 24 15

VARVED

CLAY

Very soft red brown VARVED CLAY, little fine gravel

(wet)

15 26

S-4 1 - WOH - WOH - WOH 24 24 Very soft red brown VARVED CLAY (wet)

20 21


25 16

S-6 WOH - WOH - 2 - 2 24 24Soft red brown VARVED CLAY (wet)

24 16Very dense red brown fine to coarse SAND and fine

to coarse GRAVEL, little silt (wet)

30 11

S-7 WOH -1 - 3 - 6 24 21 Soft red brown VARVED CLAY (wet)

EOB

40 1



GLACIAL

TILL35 6

S-8 25 - 24 - 34 - 25

WOH - Weight of hammer, GWL - Groundwater level, EOB End of boring SM-001-M REV. 1/02

Loose

Top 13 in.: Red brown fine to coarse SAND, little fine

gravel, trace silt

Bottom 5 in.: Red brown VARVED CLAY (moist)

Sheet

Earth: 37 ft. Rock: Rock cuttings in wash at 33.5 feet 1

Driller:






Hammer Wt.: Fall:

Total Penetration in: NOTES:

Earth: 35.3 ft. Rock: 1 of

No. of Samples: 8



Sheet


EOB - End of boring, GWL - Groundwater level, WOH - Weight of hammer 1

24 24

11

S-5

SM-001-M REV. 1/02

6

15

25

20

30

35

40 1

WOH-WOH-WOH-WOH

Soft reddish brown VARVED CLAY (wet)

24 24 Very soft reddish brown, VARVED CLAY (wet)

S-7 24

31

S-3 24WOH-WOH-WOH-WOH

26

16

24 Very soft reddish brown VARVED CLAY (wet)

S-4 WOH-WOH-WOH-WOH

Ge

ne

raliz

ed

Str

ata

De

scri

ptio

n


Ele

va

tio

n (

ft)

Sa

mp

le

Typ

e/ N

o. Blows on sampler

per 6 inches

(minutes per foot)

Pe

n. (i

n.)

Re

c. (i

n.)

RQ

D %



30''

10 feet at 0 hours

De

pth

(ft)

SAMPLES

12/14/2017 41.10




12/14/2017 1029265.89



S-2 WOH-WOH-WOH-WOH

WOH-WOH-WOH-6

S-6

0 41

5 36

21

10

S-8

FILL

Loose reddish brown, fine to coarse SAND, little silt

(mosit)24 15S-1 2 - 3 - 3 - 5

3 - 2 - 2 - 2

50/4"

24

4 4

24 20

24 22

Very soft reddish brown VARVED CLAY (moist)

Refusal, reddish brown fine to medium GRAVEL,

little fine to coarse sand, little silt (wet)

Very soft reddish brown, VARVED CLAY (wet)

EOB

GLACIAL

TILL

GWL

VARVED

CLAY

Driller:






Hammer Wt.: Fall:


1 of

No. of Samples: 9

20

Earth: 45.3 ft Rock: 10 feet Roller bit chatter and increased resistance to advance at 33.5 feet.


40

24

25

14

4 -WOH -WOH - 1

6/21/2017

4" ID Flush Joint

Pen. (in.)

S-2

Genera

lized

Str

ata

Description

44

140 lb

24

TOPSOIL

24

0

24


Sam

ple

Type/ N

o.

Hammer Wt.: 300

FILL

18

Rec. (in.)

RQ

D %

3 - 5 - 4 - 3

10

24

24

2 - 2 - 2 - 2

Depth

(ft)

S-1

15

5

S-4


inches

1029277.04


SAMPLES


6/19/2017


CME 75 with automatic hammer

Ele

vation (

ft)

Fall: 30''

44.08

Terracon / S. Shaw

870596.66

W-S-8


Connecticut DOT Boring Report

Windsor

Hole No.:

320-0005


NX

39

Soft red brown VARVED CLAY (moist)

GWL

1 3/8" ID Split Barrel (S-)

30''

Loose 6 inches Topsoil over red brown fine to

coarse SAND, little fine gravel, trace silt (moist)



Very soft red brown VARVED CLAY (wet)15S-3 1 - WOH -1 - 2

S-5 24

24 WOH -1 - 1 - 1

WOH - 1 - 1 - WOH 24

34

29

19

VARVED

CLAY

24

Very soft red brown VARVED CLAY (wet)

2


Medium red brown VARVED CLAY, trace silt (wet)

WOH - Weight of hammer

30

WOH - 2 - 3 - 14

24S-6

24

Sheet

35

4

S-7

9

24

GLACIAL

TILL

EOB - End of boring, GWL - Groundwater level SM-001-M REV. 1/02


Driller:






Hammer Wt.: Fall:

S-9 4 4


2 of

No. of Samples: 9

Windsor



4" ID Flush Joint 1 3/8" ID Split Barrel (S-) NX

Terracon / S.Shaw Connecticut DOT Boring Report Hole No.: W-S-8


6/19/2017 1029277.04

6/21/2017 44.08

Depth

(ft)

SAMPLES

Genera

lized

Str

ata

Description


Ele

vation (

ft)

Sam

ple

Type/ N

o.


inches Pen. (in.)

Rec. (in.)

RQ

D %

Dense red brown fine to coarse SAND and fine to


45 -150/4"

Hammer Wt.: 300 Fall: 30'' 140 lb 30'' CME 75 with automatic hammer


55 -11

40

GLACIAL TILL

4

S-8 10 - 11 - 30 - 44 24 18

SILTSTONE

Red brown SILTSTONE, fine grained, moderately

fractured, highly weathered, weak (wet)50 -6

C-2 11.5, 9, 10, 9, 9 60 59 18Red brown SILTSTONE, fine grained, slightly

fractured, highly weathered, weak (wet)

-26

75 -31

80 -36

C-1 14.5, 15, 10, 10, 10 60 59 7

-16

Earth:45.3 ft Rock: 10 feet EOB - End of Boring 2

SM-001-M REV. 1/02

65 -21

70

Refusal, red brown fine to coarse GRAVEL, some

fine coarse sand, little silt ROCK CHIPS (wet)




Sheet

EOB

60

Driller:






Hammer Wt.: Fall:

S-8 9 9


1 of

No. of Samples: 8




6/27/2017 1029225.87

6/27/2017 44.01


4" ID Flush Joint 1 3/8" ID Split Barrel (S-) NQ



De

pth

(ft)

SAMPLES

Ge

ne

raliz

ed

Str

ata

De

scri

ptio

n


Ele

va

tio

n (

ft)

Sa

mp

le

Typ

e/ N

o.


inches Pe

n. (i

n.)

Re

c. (i

n.)

RQ

D %

0 44

S-1 4 - 4 - 10 - 11 24 12TOPSOIL Medium dense Topsoil overlying red brown fine to

coarse SAND, some fine to coarse gravel, little silt

(moist)FILL

5VARVED

CLAY

39

S-2 2 - 2 - 2 - 3 24 24 Soft red brown VARVED CLAY (moist)

GWL

10 34


15 29


20 24

S-5 3 - 3 - 4 - 5 24 24 Medium red brown SILTY CLAY (wet)

25 19

S-6 3 - 2 - 2 - 3 24 24 Soft red brown SILTY CLAY (wet)

30 14

S-7 4 - 7 - 9 - 8 24 0

GLACIAL

TILL

Medium dense no recovery

35 921 - 50/3" Very dense Red brown fine to coarse SAND, and

fine GRAVEL, little silt (wet)

40 4



Increased difficulty in advancing roller bit and chatter at 30 feet. Sheet

Earth: 40.1 ft Rock: 10 ft EOB - End of boring, GWL - Groundwater level 2

SM-001-M REV. 1/02


Driller:






Hammer Wt.: Fall:

S-9 1 1


2 of

No. of Samples: 8




6/27/2017 1029225.87

6/27/2017 44.01





De

pth

(ft)

SAMPLES

Ge

ne

raliz

ed

Str

ata

De

scri

ptio

n


Ele

va

tio

n (

ft)

Sa

mp

le

Typ

e/ N

o.


inches

(minutes per foot) Pe

n. (i

n.)

Re

c. (i

n.)

RQ

D %

40 GLACIAL TILL 450/1"

Very dense dark gray fine to coarse GRAVEL, some

fine to caorse sand, little silt (wet)

C-1 (2, 2, 2, 2, 2) 60 37 18

SILTSTONE

Dark gray SILTSTONE, fine grained, intensely

fractured, moderately weathered, weak

45 -1

C-2 (3.5, 1.5, 1.5, 3.5, 3) 60 53 32

Top 27"- Gray SILTSTONE, fine grained, intensely

fractured, moderately weathered, weak

Bottom 26" - Brown SANDSTONE, fine grained,

intensely fractured, highly weathered, very weak50 -6

EOB

55 -11

60 -16

65 -21


70 -26

75 -31

80 -36


SM-001-M REV. 1/02



Sheet

Earth: 40.1 Rock: 10 feet

Driller:






Hammer Wt.: Fall:


1 of

No. of Samples: 13

(36%)

(41%)

(43%)

(42%)




6/28/2017 1029305.81

6/28/2017 49.58




Groundwater Observations: 9 feet after 0 hours,12/7/2017: 14.07 feet, 12/12/2017:13.98 feet, 2/21/2018:10.5 feet

25

5 45

0 50

De

pth

(ft)

SAMPLES

Ge

ne

raliz

ed

Str

ata

De

scri

ptio

n


Ele

va

tio

n (

ft)

10 40

15 35

20 30

S-3 2 - 3 - 3 - 4 24 24

Earth: 60.2 ft Rock: 0 EOB - End of boring, GWL - Groundwater level 2

25

30 20

35 15

40



S-2



Sheet

10

S-6 2 - 1 - 2 - 2 24

S-1 7 - 7 - 4 - 3 24 18

FILL

Sa

mp

le

Typ

e/ N

o.


inches Pe

n. (i

n.)

Re

c. (i

n.)

RQ

D %

(w

)

5 - 5 - 8 - 9 24 24

SILT

Medium dense brown SILT, little fine sand (moist)

GWL

VARVED

CLAY




24


SILT

S-7 6 - 6 - 3 - 3 24 12 Medium dense red brown fine SAND and SILT (wet)

S-8 1 - 2 - 2 - 3 24 24 Loose red brown SILT (wet)

Well installed: screen from 5 to 15 feet, tip at 20 ft, 2 feet stickup SM-001-M REV. 1/02

Driller:






Hammer Wt.: Fall:

S-13 1 1

S-14 1 0


2 of

No. of Samples: 13




6/28/2017 1029305.81

6/28/2017 49.58


1 3/8" ID Split Barrel (S-) NQ



De

pth

(ft)

SAMPLES

Ge

ne

raliz

ed

Str

ata

De

scri

ptio

n


Ele

va

tio

n (

ft)

Sa

mp

le

Typ

e/ N

o.


inches Pe

n. (i

n.)

Re

c. (i

n.)

RQ

D %

(w

)

40 SILT 10

S-9 6 - 10 - 17 -26 24 22 Medium dense:

Top 10 in: red brown fine SAND and SILT (wet)

Bottom 12 in: red brown fine to coarse SAND, some

fine gravel, some silt (wet)

45 5

S-10 16 - 23 - 30 - 35 24 24Very dense red brown fine to coarse SAND, little fine

gravel, little silt (wet)

50 0

S-11 18 - 20 - 23 - 39 24 19Dense red brown fine to coarse SAND, some silt,

little fine gravel (wet)(10%)

55 -5

S-12 18 - 12 - 18 - 36 24 20Dense brown fine to coarse SAND, little fine gravel,

trace silt (wet) (ROCK CHIPS)

60 -1050/1" S-13: Refusal, red brown fine to medium GRAVEL,

trace silt (ROCK CHIPS) (wet)

S-14: Refusal, no recovery50/1"

EOB

65

GLACIAL

TILL

2

-15

70 -20

75 -25

80 -30

9 feet after 0 hours,12/7/2017: 14.07 feet, 12/12/2017:13.98 feet, 2/21/2018:10.5 feet




Well installed: screen from 5 to 15 feet, tip at 20 ft, 2 feet stickup Sheet

Earth: 60.2 ft Rock: 0

Driller:






Hammer Wt.: Fall:


Earth:52 feet Rock: 1 of


40 9



Sheet


35

25

30

14

S-8 WOH-WOH-WOH-WOH 24 24 Very soft, reddish brown VARVED CLAY (wet)

S-6

24

WOH-WOH-WOH-WOH 24 24 Very soft, reddish brown VARVED CLAY (wet)

S-7 WOH-WOH-WOH-WOH 24 24 Very soft, reddish brown VARVED CLAY (wet)

10 39

19

20 29

S-5 WOH-2-2-2 24 19 Soft, reddish brown VARVED CLAY (wet)

15 34

S-4 WOH-WOH-3 - 2 24 24 Soft, reddish brown VARVED CLAY (moist)

S-3 2 - 2 - 3 - 3 24 24 Medium, reddish brown VARVED CLAY (moist)

S-2 6 - 6 - 6 - 6 24 17Medium dense, reddish brown fine to coarse SAND,

little silt (moist)

0

FILL

49

S-1 2 - 2 - 3 - 3 24 4Loose, reddish brown fine to coarse SAND, little silt

(moist)

5 44

De

pth

(ft)

SAMPLES

Ge

ne

raliz

ed

Str

ata

De

scri

ptio

n


Ele

va

tio

n (

ft)

Sa

mp

le

Typ

e/ N

o. Blows on sampler

per 6 inches

(minutes per foot)

Pe

n. (i

n.)

Re

c. (i

n.)

RQ

D %

NQX



870922.08

1029321.12

12/15/2017 49.37


Hole No.:

12/15/2017

3" ID Flush Joint Split barrel 1 3/8 inch I.D.

W-S-11



VARVED

CLAY

GWL

30''

16 feet at 0 hours


320-0005

SILT

Driller:






Hammer Wt.: Fall:


Earth:52 feet Rock: 2 of




Sheet


70 -21

75 -26

80 -31

55 -6

60 -11

65 -16

S-11 23 - 40 - 49 - 50/4" 22 19Very dense red brown fine to coarse GRAVEL, some

fine to coarse sand, little silt (wet)

EOB

45

GLACIAL

TILL

4

S-10 18 - 22 - 38 - 45 24 18Very dense reddish brown fine to coarse SAND,

some fine to medium gravel, little silt (wet)

50 -1

40

SILT

9

S-9 7 - 8 - 9 - 10 24 20Medium dense, reddish brown SILT and fine SAND

(wet)

De

pth

(ft)

SAMPLES

Ge

ne

raliz

ed

Str

ata

De

scri

ptio

n


Ele

va

tio

n (

ft)

Sa

mp

le

Typ

e/ N

o. Blows on sampler

per 6 inches

(minutes per foot)

Pe

n. (i

n.)

Re

c. (i

n.)

RQ

D %

Hammer Wt.: 300 Fall: 30'' 140 lb Diedrich D-50, automatic hammer 30''


12/15/2017 49.37




12/15/2017 1029321.12



16 feet at 0 hours

Driller:






Hammer Wt.: Fall:

S-1 12 12

S-8 4 0

S-9 12 12



No. of Samples: 11

FILL

GLACIAL

TILL

SM-001-M REV. 1/02



Sheet


50/4"Refusal, no recovery

35 421 - 50/5" Refusal, reddish brown fine SAND, some fine to


9

40 -1

25 14

S-7 5 - 5 - 7 - 23 24 20Medium dense reddish brown VARVED CLAY, little

fine to medium gravel (wet)

30

10

15

20 19

S-6 3 - 2 - 1 - 1 24 24 Soft reddish brown VARVED CLAY (wet)

S-4 2 - 3 - 3 - 4 24 24 Medium reddish brown VARVED CLAY (wet)


24

Loose reddish brown fine SAND, some silt, trace

roots5 34

S-3 5 - 6 - 9 - 10 24 22 Medium dense reddish brown layered SILT (moist)

29

0 399 - 18

S-2 3 - 3 - 4 - 6 24 21

Black cinders, fine to coarse SAND, some fine

gravel, little silt (moist)

SILT

Ele

va

tio

n (

ft)

Sa

mp

le

Typ

e/ N

o. Blows on sampler

per 6 inches

(minutes per foot)

Pe

n. (i

n.)

Re

c. (i

n.)

RQ

D %


30''

10 feet at 0 hours

3" ID Flush Joint Split barrel 1 3/8 inch I.D.

De

pth

(ft)

SAMPLES

Ge

ne

raliz

ed

Str

ata

De

scri

ptio

n



12/6/2017

NQX


Terracon / C. Johnston Connecticut DOT Boring Report Hole No.:

1029309.83

12/6/2017 38.90

GWL

VARVED

CLAY

W-S-12



Driller:






Hammer Wt.: Fall:

S-11 4 4

S-12 2 2



No. of Samples: 11

Offset boring five feet north to obtain core samples. See "W-S-12 core" 2

SM-001-M REV. 1/02

EOB

Casing broke off in hole at 45 to 50 feet.

-1


55 -16

60 -21

-6

75 -36

Very dense reddish brown SILT and fine to medium

GRAVEL (wet)

80 -41


Refusal, reddish brown SILT and fine to medium

GRAVEL (wet)

50 -1150/2" Refusal, reddish brown SILT and fine to medium

GRAVEL (wet)

19 - 25 - 27 - 32

Sheet

65 -26

70 -31

Re

c. (i

n.)

RQ

D %

40

GLACIAL

TILL

S-10 24 16

4550/4"


De

pth

(ft)

SAMPLES

Ge

ne

raliz

ed

Str

ata

De

scri

ptio

n


Ele

va

tio

n (

ft)

Sa

mp

le

Typ

e/ N

o. Blows on sampler

per 6 inches

(minutes per foot)

Pe

n. (i

n.)




12/6/2017 1029309.83

12/6/2017 38.90




EOB - End of boring, GWL - Groundwater level

Driller:






Hammer Wt.: Fall:


Earth: 0 Rock: 10 feet 1 of

No. of Samples: 0

Rollerbit to inferred rock.

No earth samples taken.

SM-001-M REV. 1/02



NOTES: See W-S-12 for soil sampling. Sheet

EOB - End of boring 2

35 4

40 -1

930

20 19

25 14

15 24

5 34

10 29

0 39

De

pth

(ft)

SAMPLES

Ge

ne

raliz

ed

Str

ata

De

scri

ptio

n


Ele

va

tio

n (

ft)

Sa

mp

le

Typ

e/ N

o. Blows on sampler

per 6 inches

(minutes per foot)

Pe

n. (i

n.)

Re

c. (i

n.)

RQ

D %



30''

12/8/2017 38.90




12/8/2017 1029309.83

Terracon / C. Johnston Connecticut DOT Boring Report Hole No.: W-S-12 (core)


Driller:






Hammer Wt.: Fall:


Earth: 0 Rock: 10 feet 2 of

No. of Samples:

Terracon / C. Johnston Connecticut DOT Boring Report Hole No.: W-S-12 (core)



12/8/2017 1029309.83

12/8/2017 38.90





30''

De

pth

(ft)

SAMPLES

Ge

ne

raliz

ed

Str

ata

De

scri

ptio

n


Ele

va

tio

n (

ft)

Sa

mp

le

Typ

e/ N

o. Blows on sampler

per 6 inches

(minutes per foot)

Pe

n. (i

n.)

Re

c. (i

n.)

RQ

D %

40 -1

C-1 (4, 3, 6, 3, 2) 60 50 0%

SILTSTONE

Gray SILTSTONE, fine grained, intensely fractured,

highly weathered, weak

45 -6

C-2 (2, 1, 2.5, 3, 1.5) 60 44 19%


completely weathered, very weak to residual

7-inch soil-like layer embeded in core

-11EOB

50

55 -16

60 -21

65 -26

70 -31

75 -36

80 -41



NOTES: See W-S-12 for soil sampling. Sheet


SM-001-M REV. 1/02

Driller:






Hammer Wt.: Fall:

S-7 10 10

S-8 1" 1"


1 of

No. of Samples: 8

6/30/2017 1029323.23

6/30/2017



De

pth

(ft)

SAMPLES

GLACIAL

TILL

15 19

S-4

47 - 50/4"


Change at 22 feet inferred from increased drill resistance. Sheet

10GWL

24

4

S-3

33.94





Windsor

320-0005


Michael Baker/R. States 870448.41

1 3/8" ID Split Barrel (S-) NQ2

Hammer Wt.: 300 140 lb 30'' Diedrich D-50 with automatic hammerFall: 30''

4" ID Flush Joint

Ge

ne

raliz

ed

Str

ata

De

scri

ptio

n


Ele

va

tio

n (

ft)

Sa

mp

le

Typ

e/ N

o.


inches Pe

n. (i

n.)

Re

c. (i

n.)

RQ

D %

0 34

S-1 3 - 6 - 12 - 7 24 12TOPSOIL Medium dense brown, fine to coarse SAND, little

fine to medium gravel (moist)

FILL

5 29

S-2 1 - 1 - 2 - 2 24 24 Soft red brown VARVED CLAY (moist)

1 - 2 - 1 - 2 24 24 Soft brown VARVED CLAY (wet)

VARVED

CLAY

4 - 3 - 4 - 3 24 24 Medium red brown VARVED CLAY (wet)

20 14


25 9

S-6 21 - 49 - 44 - 30 24 17Very dense red brown fine SAND, and fine to


30

35 -150/1" Refusal, fine to gray coarse GRAVEL, trace silt

(broken rock chips) (wet)

40 -6

DECOMPOSED

BEDROCK

Refusal, red brown fine SAND, and fine to medium

gravel, little silt (wet)

Earth: 40.1 Rock: 10 feet Change at 33 feet inferred from spoon refusals and rock chips in wash 2


Driller:






Hammer Wt.: Fall:

S-9 1 0


2 of

No. of Samples: 8

EOB

-21

-26

60 60 28Gray SILTSTONE, fine grained, highly fractured,


-16

SILTSTONE

Gray SILTSTONE, fine grained, highly fractured,

highly weathered, weak60 57 32

45 -11

C-2 (3.5 , 4, 3.5, 4, 4)

50

55

60

C-1 (3, 3, 4, 5, 3.5)R

ec. (i

n.)

RQ

D %

SAMPLES


4" ID Flush Joint

-650/1" Refusal, no recovery


De

pth

(ft)

Sa

mp

le

Typ

e/ N

o.

Blows on Sampler

per 6 inches

(minutes per foot) Pe

n. (i

n.)

40


Fall: 30'' 140 lb Diedrich D--50 with automatic hammer

6/30/2017 33.94

Ge

ne

raliz

ed

Str

ata

De

scri

ptio

n


Ele

va

tio

n (

ft)

6/30/2017 1029323.23


Hole No.: W-S-13

Michael Baker/ R. States 320-0005 870448.41


65 -31

1 3/8" ID Split Barrel (S-) NQ2

Hammer Wt.: 300 30''


70 -36

75 -41

80 -46

SM-001-M REV. 1/02



Sheet

Earth: 40.1 ft. Rock: 10 feet

Driller:






Hammer Wt.: Fall:



No. of Samples: 9

2

and rock chips. SM-001-M REV. 1/02

Change at 37 feet inferred from increased drilling resistance, wash cuttings,

40 0



EOB - End of boring, GWL - Groundwater level, WOH - weight of hammer Sheet

S-8 16 - 16 - 36 - 50/4" 24 14Very dense reddish brown fine to coarse SAND, little

silt (wet)

DECOMPOSED

BEDROCK

30

GLACIAL

TILL

10

S-7 18 - 22 - 22 - 23 24 18Dense reddish brown fine to coarse SAND, some

fine to medium gravel, little silt (wet)

35 5

25 15

S-6 WOH-WOH-WOH-WOH 24 24 Very soft reddish brown VARVED CLAY (wet)

VARVED

CLAY20 20

S-5 4 - 5 - 5 - 5 24 15 Medium dense reddish brown VARVED CLAY (wet)

15 25

S-4 WOH-WOH-WOH-WOH 24 24 Very soft reddish brown VARVED CLAY (wet)

10 30


5 35

S-2 3 - 2 - 3 - 5 24 24 Loose reddish brown fine SAND and SILT (moist)

GWL

0

FILL

40

S-1 6 - 13 - 13 - 11 24 12 Medium dense black fine to coarse SAND and fine

to medium GRAVEL, little silt, little cinders (moist)

Ele

va

tio

n (

ft)

Sa

mp

le

Typ

e/ N

o. Blows on sampler

per 6 inches

(minutes per foot)

Pe

n. (i

n.)

Re

c. (i

n.)

RQ

D %


30''

9 feet at 0 hours

De

pth

(ft)

SAMPLES

Ge

ne

raliz

ed

Str

ata

De

scri

ptio

n



NQX


Split barrel 1 3/8 inch I.D.3" ID Flush Joint


Michael Baker/R. States 870619.08

40.44

1029324.63

12/11/2017


320-0005

Hole No.:

12/11/2017

W-S-14

Driller:






Hammer Wt.: Fall:



No. of Samples: 9

EOB - End of boring, GWL - Groundwater level, WOH - weight of hammer Sheet

Change at 37 feet inferred from increased drilling resistance, wash cuttings, 2

and rock chips. SM-001-M REV. 1/02

75 -35

80 -40



60 -20

65 -25

70 -30

50 -10

55 -15

S-10 50/1" 1 0 Refusal, no recoveryEOB

40

DECOMPOSED

BEDROCK

0

S-9 36 - 25 - 35 - 50/5" 23 17Very dense reddish brown fien tocarse SAND and

fine to medium GRAVEL, little silt (wet)

45 -5

De

pth

(ft)

SAMPLES

Ge

ne

raliz

ed

Str

ata

De

scri

ptio

n


Ele

va

tio

n (

ft)

Sa

mp

le

Typ

e/ N

o. Blows on sampler

per 6 inches

(minutes per foot)

Pe

n. (i

n.)

Re

c. (i

n.)

RQ

D %


Groundwater Observations: 10 feet at 0 hours

12/11/2017 40.44




12/11/2017 1029324.63



Driller:






Hammer Wt.: Fall:


Earth: 45 feet Rock: 10 feet 1 of

No. of Samples: 10

Medium dense, reddish brown SILT and fine SAND,

mm layers (wet)

[Varved Clay, see report text]

EOB - End of boring, GWL - Groundwater level, WOH - Weight of Hammer

Well installed - Screen from 15 ft to 5 ft deep, tip at 15 feet, roadbox. SM-001-M REV. 1/02

Medium dense, reddish brown fine to coarse SAND,


-2



NOTES: Observation well in offset hole. Sheet

2

GLACIAL

TILL

35 3

S-8 17 - 21 - 23 - 28 24 18Dense, reddish brown SILT, some fine to coarse

sand, some fine to medium gravel (moist)

40

13

S-6 7 - 8 - 8 - 8 24 18

S-7 10 - 10 - 16 - 50/4" 22 12

30 8

20 18

S-5 WOH/18" - 3 24 24 Very soft, reddish brown VARVED CLAY (wet)

25

23

S-4 1 - 1 - 2 - 8 24 24 Very soft, reddish brown VARVED CLAY (wet)

FILL

VARVED

CLAY

10 28

S-3 1 - 1 - 2 - 2 24 24 Soft, reddish brown VARVED CLAY (wet)

15

33

S-2 2 - 2 - 2 - 2 24 24 Soft, reddish brown VARVED CLAY (wet)

Ele

va

tio

n (

ft)

Sa

mp

le

Typ

e/ N

o. Blows on sampler

per 6 inches

(minutes per foot)

Pe

n. (i

n.)

Re

c. (i

n.)

0 38

S-1 3 - 3 - 4 - 5Loose, 6-inches topsoil overlying brown SILT and

fine SAND (moist)


30''

3" ID Flush Joint

5

De

pth

(ft)

SAMPLES

Ge

ne

raliz

ed

Str

ata

De

scri

ptio

n


24 18


12/5/2017

RQ

D %

NQX


Terracon / C. Johnston Connecticut DOT Boring Report Hole No.:

1029373.79

12/6/2017 38.34

Split barrel 1 3/8 inch I.D.


W-S-15 (OW)

Michael Baker/R. States Windsor


Driller:






Hammer Wt.: Fall:


Earth: 46 feet Rock: 0 feet 1 of

No. of Samples: 10

Very dense reddish brown SILT and fine to medium

GRAVEL (wet)

NOTES:

SM-001-M REV. 1/02


Sheet

EOB - End of boring, GWL - Groundwater level

Soft reddish brown VARVED CLAY (wet)

WOH-WOH-WOH-WOH 24 Very soft reddish brown VARVED CLAY (wet)

7 - 17 - 28 - 32 24 16Dense reddish brown SILT, some fine to medium

gravel (wet)

GLACIAL TILL

22


VARVED

CLAYWOH- WOH-WOH-WOH 24 Very soft reddish brown VARVED CLAY (wet)

WOH-WOH-WOH-WOH 24

4 - 9 - 15 - 10 24Medium dense reddish brown fine to coarse SAND

little fine to medium gravel (moist)

GWL

3 - 2 - 3 - 4 24

2

30 10

35 5

40 0

16

S-7

S-8 21 - 24 - 45 - 50/4"

20 20

S-5 18

25 15

24

S-6 24

5 - 2 - 2 - 2

10 30

S-3 24

15 25

S-4 24

0 40

S-1 12

5 35

S-2 24 Medium reddish brown VARVED CLAY (moist)

FILL

SAMPLES

Ge

ne

raliz

ed

Str

ata

De

scri

ptio

n


Sa

mp

le

Typ

e/ N

o. Blows on sampler

per 6 inches

(minutes per foot)

Pe

n. (i

n.)

NQ2

RQ

D %

Hammer Wt.: 300 Fall: 30'' 140 lb Diedrich D-50 with automatic hammer


Ele

va

tio

n (

ft)

Re

c. (i

n.)

De

pth

(ft)

1029369.66

12/12/2017 40.26


Hole No.: W-S-16



30''



12/12/2017

4" ID Flush Joint 1 3/8" ID Split Barrel (S-)


Driller:






Hammer Wt.: Fall:

11 ft at 0 hours

S-10 11 9


Earth: 46 feet Rock: 2 of




NOTES: Sheet


-20

65 -25

70 -30

80 -40

75 -35

60

Refusal, reddish brown SILT and fine to medium

GRAVEL (wet)-5

27 - 50/5"

50 -10

55 -15

RQ

D %

40

GLACIAL

TILL

0

S-9 39 - 41 - 48 - 50/4" 24 14Very dense reddish brown SILT and fine to medium

GRAVEL (wet)

45


De

pth

(ft)

SAMPLES

Ge

ne

raliz

ed

Str

ata

De

scri

ptio

n


Ele

va

tio

n (

ft)

Sa

mp

le

Typ

e/ N

o. Blows on sampler

per 6 inches

(minutes per foot)

Pe

n. (i

n.)

Re

c. (i

n.)




12/12/2017 1029369.66

12/12/2017 40.26

VN Engineers/Sai Akula Windsor



Driller:






Hammer Wt.: Fall:

S-10 4 0


Earth: 45.3 ft. Rock: 10 feet 2 of

No. of Samples: 10

DECOMPOSED

SILTSTONE

25%

30''

22Very dense, reddish brown SILT, some fine to

coarse sand, little fine gravel (moist)

55/4"

Refusal, dark gray fine to medium GRAVEL, little

fine to coarse sand, trace silt (wet) (rock chips)

Gray SILTSTONE, fine grained, highly fractured,



highly weathered, extremely weak

Well installed - Screen from 15 ft to 5 ft deep, tip at 15 feet, roadbox. SM-001-M REV. 1/02


NOTES: Change at 43 feet inferred from rollerbit chatter and cuttings. Sheet

C-2 60 60 0


-17EOB

60 -22

SILTSTONE


70 -32

75 -37

80 -42

65 -27

55

50 -12

C-1 (4.5, 9, 4, 7, 6) 60 56

(3, 3, 7, 7, 7)

Ele

va

tio

n (

ft)

45 -7

Re

c. (i

n.)

RQ

D %

40

TILL

-2

S-9 24


De

pth

(ft)

SAMPLES

Ge

ne

raliz

ed

Str

ata

De

scri

ptio

n


18 - 25 - 26 - 30

Sa

mp

le

Typ

e/ N

o. Blows on sampler

per 6 inches

(minutes per foot)

Pe

n. (i

n.)




12/5/2017 1029373.79

12/6/2017 38.34

Michael Baker/R. States Windsor




ROCK CORE PHOTOGRAPHS

Windsor, CT 2017

W-S-5 C-1: 40 to 45 feet, C-2: 45 to 50 feet

W-S-16 C-1: 40.2 to 45.2 feet, C-2 45.2 to 50.2 feet

W-S-8 C-1: 46 to 51 feet, C-2: 51 to 56 feet

W-S-9 C-1: 40.1 to 45.1 feet, C-2: 45.1 to 51.1 feet

W-S-13 C-1: 40.1 to 45.1 feet, C-2: 45.1 to 50.1 feet

W-S-13 C-2: Residual bedrock at 49.7 feet


Appendix C

Laboratory Testing Results

Boring Sample Depth w Gradation pH No. 200

W-P-9 S-2 6 X 59

W-S-10 S-11 51 10

W-S-10 S-2 6 X 6.8 77.1

W-S-10 S-3 11 36.3

W-S-10 S-4 16 41

W-S-10 S-5 21 42.6

W-S-10 S-6 26 42.1

W-S-10 S-7 31 X 94.1

W-S-11 S-2 6 X 5.3

W-S-4 S-1 2 X 14.9

W-S-4 S-3 11 41.1 X

W-S-4 S-4 16 39.3

W-S-4 S-5 21 31.4

W-S-4 S-6 26 35.8

W-S-7 S-1 1 X 6.4 5.4

W-S-9 S-1 1 X 15.2

Depths indicate middle of sample.

w = natural water content

Gradation indicates sample tested for washed sieve grain size distribution.

No. 200 column indicates percent passing No. 200 sieve by weight

pH - Measure of acidity / alkalinity

Summary of Laboratory Testing Results

4/18/2018


Appendix D

Special Provisions and Notices to Contractor

63-641 & 63-67163-641 102

63-641 & 63-67163-641 103

I&C Specification Systemwide

Rev 3 02/03/06

01141A‐1

SECTION 01141A -SAFETY AND PROTECTION OF RAILROAD TRAFFIC AND PROPERTY PART 1 -GENERAL 1.1 SCOPE

A. This specification describes the safety procedures and protection provisions for Contractors and Permittees entering and working upon railroad property.

B. Use of this specification is as required by Amtrak, as described in Amtrak Engineering Practice EP3014.

1.2 RELATED DOCUMENTS

A. Drawings and general provisions of the Contract, including General and Supplementary Conditions and other Division 1 Specification Sections, apply to this Section.

1.3 DEFINITIONS

A. CHIEF ENGINEER: Amtrak Chief Engineer

B. RAILROAD: National Railroad Passenger Corporation (Amtrak), and/or the duly authorized representative

C. ENGINEERING PRACTICE: Amtrak Engineering Practices establish a system of uniform practices,

notices and instructions for the Amtrak Engineering Department, providing current, permanent and temporary, departmental procedures and policies.

PART 2 -PRODUCTS (Not Used)

PART 3 -EXECUTION

3.1 PRE-ENTRY MEETING

A. Before entry of Permittee and/or Contractors onto Railroad's property, a pre-entry meeting shall be held at

which time Permittee and/or Contractors shall submit for written approval of the Chief Engineer, plans, computations and a detailed description of proposed methods for accomplishing the work, including methods for protecting Railroad's traffic. Any such written approval shall not relieve Permittee and/or Contractor of their complete responsibility for the adequacy and safety oftheir operations.

3.2 RULES, REGULATIONS AND REQUIREMENTS

63-641 & 63-67163-641 43


Rev 3 02/03/06

01141A‐2

A. Railroad traffic shall be maintained at all times with safety and continuity, and Permittee and/or Contractors shall conduct their operations in compliance with all rules, regulations, and requirements of Railroad (including these Specifications) with respect to any work performed on, over, under, within or adjacent to Railroad's property. Permittee and/or Contractors shall be responsible for acquainting themselves with such rules, regulations and requirements. Any violation of Railroads safety rules, regulations, or requirements shall be grounds for the immediate suspension of the Permittee and/or Contractor work, and the re-training of all personnel, at the Permittee's expense.

3.3 MAINTENANCE OF SAFE CONDITIONS

A. If tracks or other property of Railroad are endangered during the work, Permittee and/or Contractor shall immediately take such steps as may be directed by Railroad to restore safe conditions, and upon failure of Permittee and/or Contractor to immediately carry out such direction, Railroad may take whatever steps are reasonably necessary to restore safe conditions. All costs and expenses of restoring safe conditions, and of repairing any damage to Railroad's trains, tracks, right-of-way or other property caused by the operations of Permittee and/or Contractors, shall be paid by Permittee.

3.4 PROTECTION IN GENERAL

A. Permittee and/or Contractors shall consult with the Chief Engineer to determine the type and extent of protection required to insure safety and continuity of railroad traffic. Any Inspectors, Track Foremen, Track Watchmen, Flagman, Signalmen, Electric Traction Linemen, or other employees deemed necessary by Railroad, at its sole discretion, for protective services shall be obtained from Railroad by Permittee and/or Contractors. The cost of same shall be paid directly to Railroad by Pennittee. The provision of such employees by Railroad, and any other precautionary measures taken by Railroad, shall not relieve Permittee and/or Contractors from their complete responsibility for the adequacy and safety oftheir operations.

3.5 PROTECTION FOR WORK NEAR ELECTRIFIED TRACK OR WIRE

A. Whenever work is performed in the vicinity of electrified tracks and/or high voltage wires, particular care must be exercised, and Railroad's requirements regarding clearance to be maintained between equipment and tracks and/or energized wires, and otherwise regarding work in the vicinity of electrified tracks, must be strictly observed. No employees or equipment will be permitted to work near overhead wires, except when protected by a Class A employee of Railroad. Permittee and/or Contractors must supply an adequate length of grounding cable (4/0 copper with approved clamps) for each piece of equipment working near or adjacent to any overhead wire.

3.6 FOULING OF TRACK OR WIRE

A. No work will be permitted within twenty-five (25) feet of the centerline of track or the energized wire or

have potential of getting within twenty-five (25) feet of track wire without the approval of the Chief Engineer's representative. Permittee and/or Contractors shall conduct their work so that no part of any equipment or material shall foul an active track or overhead wire without the written permission of the Chief Engineer's representative. When Permittee and/or Contractors desire to foul an active track, they must provide the Chief Engineer's representative with their site-specific work plan a minimum of twenty-one (21)

63-641 & 63-67163-641 44


Rev 3 02/03/06

01141A‐3

working days in advance, so that, if approved, arrangements may be made for proper protection of Railroad. Any equipment shall be considered to be fouling a track or overhead wire when located (a) within fifteen (15) feet from the centerline of the track or within fifteen (15) feet from the wire, or (b) in such a position that failure of same, with or without a load, would bring it within fifteen (15) feet from the centerline of the track or within fifteen (15) feet from the wire and requires the presence of the proper Railroad protection personnel.

B. If acceptable to the Chief Engineer' s representative, a safety barrier (approved temporary fence or

barricade) may be installed at fifteen (15) feet fi·om centerline of track or overhead wire to afford the Permittee and/or Contractor with a work area that is not considered fouling. Nevertheless, protection personnel may be required at the discretion of the Chief Engineer's representative.

3.7 TRACK OUTAGES

A. Permittee and/or Contractors shall verify the time and schedule of track outages from Railroad before scheduling any of their work on, over, under, within, or adjacent to Railroad's right-of-way. Railroad does not guarantee the availability of any track outage at any particular time. Permittee and/or Contractors shall schedule all work to be performed in such a manner as not to interfere with Railroad operations. Permittee and/or Contractors shall use all necessary care and precaution to avoid accidents, delay or interference with Railroad's trains or other property.

3.8 DEMOLITION

A. During any demolition, the Contractor must provide horizontal and vertical shields, designed by a Professional Engineer registered in the state in which the work takes place. These shields shall be designed in accordance with the Railroad's specifications and approved by the Railroad, so as to prevent any debris from falling onto the Railroad's right-of-way or other property. A grounded temporary vertical protective barrier must be provided if an existing veliical protective barrier is removed during demolition. In addition, if any openings are left in an existing bridge deck, a protective fence must be erected at both ends of the bridge to prohibit unauthorized persons from entering onto the bridge.

B. Ballasted track structure shall be kept free of all construction and demolition debris. Geotextiles or canvas

shall be placed over the track ties and ballast to keep the ballast clean. 3.9 EQUIPMENT CONDITION

A. All equipment to be used in the vicinity of operating tracks shall be in "certified" first-class condition so as to prevent failures that might cause delay to trains or damage to Railroad's property. No equipment shall be placed or put into operation near or adjacent to operating tracks without first obtaining permission from the Chief Engineer's representative. Under no circumstances shall any equipment or materials be placed or stored within twenty-five (25) feet from the centerline of an outside track, except as approved by the Site Specific Safety Work Plan. To insure compliance with this requirement, Permittee and/or Contractors must establish a twenty-five (25) foot foul line prior to the start of work by either driving stakes, taping off or erecting a temporary fence, or providing an alternate method as approved by the Chief Engineer's representative. Permittee and/or Contractors will be issued warning stickers which must be placed in the operating cabs of all equipment as a constant reminder of the twenty-five (25) foot clearance envelope.

63-641 & 63-67163-641 45


Rev 3 02/03/06

01141A‐4

3.10 STORAGE OF MATERIALS AND EQUIPMENT

A. No material or equipment shall be stored on Railroad's property without first having obtained permission from the Chief Engineer. Any such storage will be on the condition that Railroad will not be liable for loss of or damage to such materials or equipment from any cause.

B. If permission is granted for the storage of compressed gas cylinders on Railroad property, they shall be

stored a minimum of 25 feet from the nearest track in an approved lockable enclosure. The enclosure shall be locked when the Permittee and/or Contractor is not on the project site.

3.11 CONDITION OF RAILROAD'S PROPERTY

A. Permittee and/or Contractors shall keep Railroad's property clear of all refuse and debris from its operations. Upon completion of the work, Permittee and/or Contractors shall remove from Railroad's property all machinery, equipment, surplus materials, falsework, rubbish, temporary structures, and other property of the Permittee and/or Contractors and shall leave Railroad's property in a condition satisfactory to the Chief Engineer.

3.12 SAFETY TRAINING

A. All individuals, including representatives and employees of the Permittee and/or Contractors, before entering onto Railroad's property or coming within twenty-five (25) feet of the centerline of the track or energized wire shall first attend Railroad's Safety Contractor/Leasee Employee Training Class. The Safety Orientation Class will be provided by Railroad's Safety Representative at Permittee's expense. A photo I.D. will be issued and must be worn/displayed while on Railroad property. All costs of complying with Railroad's safety training shall be at the sole expense of Permittee. Permittee and/or Contractors shall appoint a qualified person as their Safety Representative. The Safety Representative shall continuously assure that all individuals comply with Railroad's safety requirements. All safety training records shall be maintained with site specific work plan.

3.13 NO CHARGES TO RAILROAD

A. It is expressly understood that neither these Specifications, nor any document to which they are attached,

include any work for which Railroad is to be billed by Permittee and/or Contractors, unless Railroad gives a written request that such work be performed at Railroad's expense.

END OF SECTION 01141A

63-641 & 63-67163-641 46

63-641 & 63-67163-641 49

63-641 & 63-67163-641 50

63-641 & 63-67163-641 51

I&C Specification Systemwide Rev3 06/20/08

02261A ‐1

SECTION 02261A – REQUIREMENTS FOR TEMPORARY SHEETING AND SHORING TO SUPPORT AMTRAK TRACKS PART1-GENERAL 1.1 SCOPE

A. This engineering practice describes items to be included in the design and construction of temporary sheeting and shoring construction adjacent and proximate to Amtrak tracks.

B. Use of this specification is as required by Amtrak, as described in Amtrak Engineering Practice

EP3014. 1.2 RELATED DOCUMENTS

A. Drawings and general provisions of the Contract, including General and Supplementary Conditions and

other Division 1 Specification Sections, apply to this Section. 1.3 DEFINITIONS

A. CHIEF ENGINEER: Amtrak Vice President, Chief Engineer

B. RAILROAD: National Railroad Passenger Corporation (Amtrak), and/or the duly authorized

representative

C. ENGINEERING PRACTICE: Amtrak Engineering Practices establish a system of uniform practices, notices and instructions for the Amtrak Engineering Department, providing current, permanent and temporary, departmental procedures and policies.

1.4 SUBMISSION REQUIREMENTS

A. Unless otherwise directed in the Contract, the Contractor shall submit five sets of plans and calculations

to the authorized representative of the Chief Engineer, Structures, whose name and address will be provided at the project pre-construction meeting.

B. Submitted calculations and plans shall be signed and sealed by a Professional Engineer, registered in

the State in which the work will be performed.

C. The Contractor shall revise and resubmit plans and calculations as many times as necessary, until a complete and correct site-specific work plan for temporary sheeting and shoring has been approved.

PART 2 -PRODUCTS (Not Used)

63-641 & 63-67163-641 52


02261A ‐2

PART 3 -EXECUTION

3.1 CONTRACTORS INSTALLING TEMPORARY CONSTRUCTION SHEETING AND SHORING TO SUPPORT AMTRAK TRACKS SHALL CONFORM TO THE FOLLOWING :

A. Footings for all piers, columns, walls, or other facilities shall be located and designed so that any temporary sheeting and shoring for support of adjacent track or tracks during construction will not be closer than toe of ballast slope. The dimension from gage of rail to toe of ballast, along tangent track, is 7'-5"; see dimensions on Track standard plans for curved track dimensions.

B. USE OF SHEETING: When support of track or tracks is necessary during construction of the above-mentioned facilities, interlocking steel sheeting, adequately braced and designed to carry Cooper E80 live-load plus 50 percent impact allowance is required. Soldier piles and Jagging will be permitted for track suppOli ONLY when required penetration of steel sheet piling cannot be obtained, due to site-specific conditions that make steel sheet piling placement impracticable, in the opinion of the authorized, Amtrak design review engineer.

1. For usual soil conditions and limited excavations, sheeting is required when the near-track excavation extends beneath or nearer to the track than the Theoretical Railroad Embankment Line. The Theoretical Railroad Embankment Line is defined as a line that starts at grade, ten foot from the centerline of the outer track, and extends downward, away from the track, at a slope of 1-1/2 horizontal to one vertical.

2. For special soil conditions, such as soft organic soils and rock conditions, and for unusual excavation conditions, temporary supports for excavations may be necessary even when the limits fall beyond the Theoretical Railroad Embankment Line, requiring site specific analysis by a professional, geotechnical engineer.

3. See Sketch SK-l, "Normal Requirements for Sheet Piling Adjacent to Tracks".

C. Exploratory trenches, three feet deep and 15 inches wide in the fOlm of an "H", with outside dimensions matching the proposed outside dimensions of sheeting, shall be hand dug, prior to placing and driving the sheeting, in any area where railroad or utility underground installations are known or suspected. These trenches are for exploratory purposes only, and shall be backfilled and immediately compacted, in layers. This work shall be performed only in the presence of a railroad inspector.

D. Absolute use of track is required while driving sheeting adjacent to running track. Track usage shall be prearranged per standard procedures, through the Amtrak project representative.

E. Cavities adjacent to sheet piling, created by pile driving, shall be filled with sand, and any disturbed ballast shall be restored and tamped immediately.

F. Sheet piling cutoffs 1. During construction, sheeting shall be cut off at an elevation no higher than the top of tie. 2. At the completion of construction activities involving the use of sheet piling, sheet piling may be

pulled if there will be no adverse impact to the railroad track support bed, as determined by the Amtrak site engineer. This will generally be permitted when both of these conditions are met: a. the sheeting face is at least ten feet distant from the centerline of track, and b. the bottom of the excavation that the sheeting supported prior to backfilling, does not fall within an assumed influence zone under the tracks. The assumed influence

zone is defined as the area, as seen in cross-sectional view, falling beneath the Theoretical Underground Track Disturbance Line. This line is defined as a line that starts at the end and bottom of the ties, and extends from the track outward and downward at a one-to-one

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02261A ‐3

(45-degree) slope. 3. Sheet piling that is to be left in-place, shall be cut off below the ground line

a. at least eighteen inches below final ground line at the sheeting, and b. no higher than 24 inches below the elevation of the bottom of the nearest ties 4. See Sketch SK-l, "Normal Requirements for Sheet Piling Adjacent to Tracks".

G. The excavation adjacent to the track shall be covered, ramped and protected by handrails, barricades and warning lights, as required by applicable safety regulations, and as directed by Amtrak.

H. Final backfilling of excavation shall conform to project specifications.

I. The Contractor shall provide Amtrak with a detailed schedule of proposed construction operations, detailing each step of the proposed temporary construction operations in proximity to Amtrak tracks, so that Amtrak may review and approve the proposed operations, and may properly inspect and monitor operations.

J. Drawings for the proposed temporary sheeting and shoring shall be signed and sealed by a Licensed Professional Engineer. Complete design calculations, clearly referenced to the drawings, and easy to review, shall be provided with submission of drawings.

K. Where site specific conditions impose insurmountable restrictions to the design of temporary construction conforming to the limitations listed above, the design of temporary construction shall be developed in close coordination with Amtrak design review personnel. The Chief Engineer, Structures shall provide final approval of temporary construction that does not conform to the above limitations.

1. When Amtrak grants approval for sheeting closer than standard minimum clearances, the Contractor shall develop a survey plan, if not already required by the project, for the adjacent tracks, to be conducted prior to, during, and after the temporary sheeting construction operations. If settlement is detected, construction operations shall be suspended until the track has been returned to its initial condition, and stabilized, as determined by the Amtrak project site representative.

2. The Contractor shall stockpile ten (10) tons of approved ballast at the project site, and maintain that amount in ready reserve, to allow for the possible need to restore track profile.

L. Particular care shall be taken in the planning, design and execution of temporary construction, as relates

to railroad slope protection and drainage facilities. Erosion and sediment control best management practices shall be designed and employed, as approved by Amtrak. Any unintended disruption to railroad drainage facilities, caused by the temporary construction, shall be promptly remedied, as directed by the Engineer, solely at the Contractor's cost.

M. The following Information Sketch is attached:

1 Figure No. SK-l : Normal Requirements for Sheet Piling Adjacent to Track

END OF SECTION 02261A

63-641 & 63-67163-641 54

63-641 & 63-67163-641 55

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Michael Baker International Appendix E

References

References

1. American Association of State and Highway Transportation Officials (AASHTO) LRFD Bridge

Design Specifications, 2012

2. American Society of Civil Engineers, 7-10, Minimum Design Loads for Buildings and Other

Structures

3. Geotechnical Characteristics & Behavior of Connecticut Valley Varved Clay, Alan Luteneggar,

PhD., P. E., University of Massachusetts - Amherst, presentation at Connecticut Society of Civil

Engineers, April 2017

4. Glacial Lake Hitchcock, Al Werner, PhD, Mount Holyoke College, presentation at Connecticut

Society of Civil Engineers, April 2017

5. International Building Code, 2013 and Connecticut Supplements

6. Publication No. FHWA NHI-05-039, Micropile Design & Construction Reference Manual, 2005

7. State of Connecticut, Department of Transportation Standard Specifications for Roads, Bridges,

Facilities and Incidental Construction, Form 817, 2016

8. United Stated Geologic Survey, USGS ESRI Interactive Historical Topographic Map Explorer

historicalmaps.arcgis.com/usgs/

9. University of Connecticut Library - Map and Geographic Information Center (UConn MAGIC),

magic.lib.uconn.edu/mash_up/aerial_index.html

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