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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
Page ii
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
Page 1-1
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,
Page 1-2
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.
Page 1-3
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.
Page 2-1
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
Page 2-2
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)
Page 2-3
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.
`
Page 3-1
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
Page 3-2
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).
Page 4-1
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,
Page 4-2
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.
Page 4-3
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
Page 5-1
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.
Page 5-2
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.
Page 5-3
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.
Page 5-4
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.
Page 6-1
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.
Page 6-2
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
Page 7-1
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
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
Michael Baker International
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:
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:
10 feet after 0 hours
Total Penetration in NOTES:
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
Sample Type: S = Split Spoon C = Core UP = Undisturbed Piston V = Vane Shear Test
Proportions Used: Trace = 1 - 10%, Little = 10 - 20%, Some = 20 - 35%, And = 35 - 50 %
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
Medium dense red brown fine to coarse SAND,
some fine to medium gravel, little silt (moist)
De
pth
(ft)
SAMPLES
Ge
ne
raliz
ed
Str
ata
De
scri
ptio
n
Material Description and Notes
Ele
va
tio
n (
ft)
Sa
mp
le
Typ
e/ N
o.
Blows on Sampler per 6
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
Groundwater Observations:
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:
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:
Total Penetration in NOTES:
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
Sample Type: S = Split Spoon C = Core UP = Undisturbed Piston V = Vane Shear Test
Proportions Used: Trace = 1 - 10%, Little = 10 - 20%, Some = 20 - 35%, And = 35 - 50 %
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.
Blows on Sampler per 6
inches Pen. (in.)
Rec. (in.)
RQ
D %
Groundwater Observations: 10 feet after 0 hours
Depth
(ft)
SAMPLES
Genera
lized
Str
ata
Description
Material Description and Notes
Project Description: Phase 4A New Haven Hartford Springfield Railroad Corridor
4" ID Flush Joint 1 3/8" ID Split Barrel (S-) NQ2
Hammer Wt.: 300 Fall: 30'' 140 lb 30'' Diedrich D-50 with automatic hammer
320-0005 870814.37
6/29/2017 1029162.02
6/29/2017 48.68
FILL
VARVED
CLAY
Terracon / C. Johnston Connecticut DOT Boring Report Hole No.: W-P-3
VN Engineers / Sai Akula Windsor
Michael Baker/R. States
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:
Total Penetration in NOTES:
1 of
No. of Samples: 4 EOB - End of Boring GWL - Groundwater level SM-001-M REV. 1/02
Sheet
Earth: 17 ft. Rock: 0 1
35 -1
40 -6
Sample Type: S = Split Spoon C = Core UP = Undisturbed Piston V = Vane Shear Test
Proportions Used: Trace = 1 - 10%, Little = 10 - 20%, Some = 20 - 35%, And = 35 - 50 %
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.
Blows on Sampler per 6
inches Pen. (in.)
Rec. (in.)
RQ
D %
Groundwater Observations: 10 feet after 0 hours
Depth
(ft)
SAMPLES
Genera
lized
Str
ata
Description
Material Description and Notes
Project Description: Phase 4A New Haven Hartford Springfield Railroad Corridor
4" ID Flush Joint 1 3/8" ID Split Barrel (S-) NQ2
Hammer Wt.: 300 Fall: 30'' 140 lb 30'' Diedrich D-50 with automatic hammer
870330.69
7/18/2017 1029340.78
7/18/2017 34.21
FILL
Terracon / C. Johnston Connecticut DOT Boring Report Hole No.: W-P-4
VN Engineers / Sai Akula Windsor
Michael Baker/R. States 320-0005
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:
Total Penetration in NOTES:
1 of
No. of Samples: 3 EOB - End of Boring GWL - groundwater level SM-001-M REV. 1/02
Sample Type: S = Split Spoon C = Core UP = Undisturbed Piston V = Vane Shear Test
Proportions Used: Trace = 1 - 10%, Little = 10 - 20%, Some = 20 - 35%, And = 35 - 50 %
Sheet
Earth: 12 ft. Rock: 0 1
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
Material Description and Notes
Ele
vation (
ft)
Sam
ple
Type/ N
o.
Blows on Sampler per 6
inches Pen. (in.)
Rec. (in.)
RQ
D %
Hammer Wt.: 300 Fall: 30'' 140 lb 30'' Diedrich D-50 with automatic hammer
Groundwater Observations: 5 feet after 0 hours
7/18/2017 28.55
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 870323.40
7/18/2017 1029374.84
Terracon / C. Johnston Connecticut DOT Boring Report Hole No.: W-P-6
VN Engineers / Sai Akula Windsor
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:
Total Penetration in NOTES:
1 of
No. of Samples: 3 EOB - End of Boring GWL - Groundwater level SM-001-M REV. 1/02
Sheet
Earth: 17 ft. Rock: 0 WOH - Weight of Hammer 1
35 -7
40 -12
Sample Type: S = Split Spoon C = Core UP = Undisturbed Piston V = Vane Shear Test
Proportions Used: Trace = 1 - 10%, Little = 10 - 20%, Some = 20 - 35%, And = 35 - 50 %
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
Material Description and Notes
Ele
vation (
ft)
Sam
ple
Type/ N
o.
Blows on Sampler per 6
inches Pen. (in.)
Rec. (in.)
RQ
D %
Hammer Wt.: 300 Fall: 30'' 140 lb 30'' Diedrich D-50 with automatic hammer
Groundwater Observations: 15 feet after 0 hours
7/17/2017 28.48
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 870448.80
7/17/2017 1029451.86
Terracon / C. Johnston Connecticut DOT Boring Report Hole No.: W-P-8
VN Engineers / Sai Akula Windsor
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:
Total Penetration in NOTES:
1 of
No. of Samples: 4 EOB - End of Boring GWL - Groundwater level SM-001-M REV. 1/02
Sheet
EOB
Earth: 17 ft. Rock: 0 1
35 -8
40 -13
Sample Type: S = Split Spoon C = Core UP = Undisturbed Piston V = Vane Shear Test
Proportions Used: Trace = 1 - 10%, Little = 10 - 20%, Some = 20 - 35%, And = 35 - 50 %
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
Material Description and Notes
Ele
vation (
ft)
Sam
ple
Type/ N
o.
Blows on Sampler per 6
inches Pen. (in.)
Rec. (in.)
RQ
D %
Hammer Wt.: 300 Fall: 30'' 140 lb 30'' Diedrich D-50 with automatic hammer
Groundwater Observations: 10 ft' after 0 hours
7/17/2017 27.23
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 870415.06
7/17/2017 1029476.45
Terracon / C. Johnston Connecticut DOT Boring Report Hole No.: W-P-9
VN Engineers / Sai Akula Windsor
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:
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
VN Engineers / Sai Akula Windsor
3" ID Flush Joint Split barrel 1 3/8 inch I.D. NQX
Michael Baker/R. States 320-0005 870156.78
12/13/2017 1029148.63
Hammer Wt.: 300 Fall: 30'' 140 lb Diedrich D-50, automatic hammer
Groundwater Observations:
12/13/2017 42.22
Project Description: Phase 4A New Haven Hartford Springfield Railroad Corridor
Depth
(ft
)
SAMPLES
Genera
lized
Str
ata
Description
Material Description and Notes
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
Sample Type: S = Split Spoon C = Core UP = Undisturbed Piston V = Vane Shear Test
S-8 25 - 35 - 33 - 45
Sheet
Proportions Used: Trace = 1 - 10%, Little = 10 - 20%, Some = 20 - 35%, And = 35 - 50 %
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:
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:
S-9 9 9
Total Penetration in:
Earth:40.8 ft. Rock: 2 of
No. of Samples: 9
Terracon / C. Johnston Connecticut DOT Boring Report Hole No.: W-R-1
VN Engineers / Sai Akula Windsor
Michael Baker/R. States 320-0005 870156.78
12/13/2017 1029148.63
12/13/2017 42.223
Project Description: Phase 4A New Haven Hartford Springfield Railroad Corridor
3" ID Flush Joint Split barrel 1 3/8 inch I.D. NQX
Hammer Wt.: 300 Fall: 30'' 140 lb Diedrich D-50, automatic hammer
Groundwater Observations:
30''
15 feet at 0 hours
Depth
(ft
)
SAMPLES
Genera
lized
Str
ata
Description
Material Description and Notes
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
Sample Type: S = Split Spoon C = Core UP = Undisturbed Piston V = Vane Shear Test
Proportions Used: Trace = 1 - 10%, Little = 10 - 20%, Some = 20 - 35%, And = 35 - 50 %
NOTES: Bedrock infered at 40 feet. Sheet
EOB - End of boring, GWL - Groundwater level 2
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:
Total Penetration in NOTES:
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
Sample Type: S = Split Spoon C = Core UP = Undisturbed Piston V = Vane Shear Test
Proportions Used: Trace = 1 - 10%, Little = 10 - 20%, Some = 20 - 35%, And = 35 - 50 %
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,
some fine to medium gravel, little silt (moist)
De
pth
(ft)
SAMPLES
Ge
ne
raliz
ed
Str
ata
De
scri
ptio
n
Material Description and Notes
Ele
va
tio
n (
ft)
Sa
mp
le
Typ
e/ N
o.
Blows on Sampler per 6
inches Pe
n (
in.)
Re
c (
in.)
RQ
D %
Hammer Wt.: 300 Fall: 30'' 140 lb 30'' Diedrich D-50 with automatic hammer
Groundwater Observations: 11 feet after 0 hours
7/17/2017 32.21
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 870605.86
7/17/2017 1029442.4
Terracon / C Johnston Connecticut DOT Boring Report Hole No.: W-R-2
VN Engineers / Sai Akula Windsor
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:
Total Penetration in NOTES:
1 of
No. of Samples: 8 SM-001-M REV. 1/02
Sample Type: S = Split Spoon C = Core UP = Undisturbed Piston V = Vane Shear Test
Proportions Used: Trace = 1 - 10%, Little = 10 - 20%, Some = 20 - 35%, And = 35 - 50 %
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
S-5 2 - 1 - 2 - 5 24 24 Soft red brown VARVED CLAY (wet)
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
Medium red brown VARVED CLAY (wet)
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
Material Description and Notes
Ele
va
tio
n (
ft)
Sa
mp
le
Typ
e/ N
o.
Blows on Sampler per 6
inches Pe
n. (i
n.)
Re
c. (i
n.)
RQ
D %
NQ2
Hammer Wt.: 300 Fall: 30'' 140 lb 30'' Diedrich D-50 with automatic hammer
1029196.96
6/15/2017 43.16
Project Description: Phase 4A New Haven Hartford Springfield Railroad Corridor
Hole No.: W-S-1
VN Engineers / Sai Akula Windsor
Michael Baker/R. States 320-0005 870280.84
10 feet after 0 hours
Terracon / C. Johnston Connecticut DOT Boring Report
6/15/2017
4" ID Flush Joint 1 3/8" ID Split Barrel (S-)
Groundwater Observations:
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:
S-9 2 2
Total Penetration in NOTES:
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
Sample Type: S = Split Spoon C = Core UP = Undisturbed Piston V = Vane Shear Test
Proportions Used: Trace = 1 - 10%, Little = 10 - 20%, Some = 20 - 35%, And = 35 - 50 %
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
Groundwater Observations:
Depth
(ft)
SAMPLES
Genera
lized
Str
ata
Description
Material Description and Notes
Ele
vation (
ft)
Sam
ple
Type/ N
o.
Blows on Sampler per 6
inches Pen. (in.)
Rec. (in.)
Project Description: Phase 4A New Haven Hartford Springfield Railroad Corridor
4" ID Flush Joint 2" OD Split Barrel (S-) NQ2
Hammer Wt.: 300 Fall: 30'' 140 lb 30'' Diedrich D-50 with automatic hammer
6/15/2017 1029196.96
6/15/2017 43.16
VN Engineers / Sai Akula Windsor
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:
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:
Total Penetration in NOTES:
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
Sample Type: S = Split Spoon C = Core UP = Undisturbed Piston V = Vane Shear Test
Proportions Used: Trace = 1 - 10%, Little = 10 - 20%, Some = 20 - 35%, And = 35 - 50 %
Sheet
35 12
S-8 6 - 6 - 7 - 7 24 20 Stiff red brown VARVED CLAY (wet)
VARVED
CLAY
30 17
S-7 WOH -3 - 2 - 3 24 24 Soft red brown VARVED CLAY (wet)
25 22
S-6 5 - 5 - 7 - 4 24 21 Stiff red brown VARVED CLAY (wet)
20 27
S-5 1 - 1 - 2 - 3 24 24 Soft red brown VARVED CLAY (wet)
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
Material Description and Notes
Ele
va
tio
n (
ft)
Sa
mp
le
Typ
e/ N
o.
Blows on Sampler per 6
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
Groundwater Observations: 9.5 feet after 0 hours
6/15/2017 46.72
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 870278.84
6/14/2017 1029151.37
Terracon / C. Johnston Connecticut DOT Boring Report Hole No.: W-S-2
VN Engineers / Sai Akula Windsor
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:
S-10 3 3
Total Penetration in NOTES:
Earth: 45.2 ft Rock: 2 of
No. of Samples: 10
Proportions Used: Trace = 1 - 10%, Little = 10 - 20%, Some = 20 - 35%, And = 35 - 50 %
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
Sample Type: S = Split Spoon C = Core UP = Undisturbed Piston V = Vane Shear Test
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
Material Description and Notes
40
Ele
vation (
ft)
Sam
ple
Type/ N
o.
Blows on Sampler per 6
inches Pen. (in.)
Rec. (in.)
RQ
D %
Hammer Wt.: 300 Fall: 30'' 140 lb 30'' Diedrich D-50, Automatic hammer
Groundwater Observations: 9.5 feet after 0 hours
6/15/2017 46.72
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 870278.84
6/14/2017 1029151.37
Terracon / C. Johnston Connecticut DOT Boring Report Hole No.: W-S-2
VN Engineers / Sai Akula Windsor
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:
Total Penetration in NOTES:
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
Sample Type: S = Split Spoon C = Core UP = Undisturbed Piston V = Vane Shear Test
Proportions Used: Trace = 1 - 10%, Little = 10 - 20%, Some = 20 - 35%, And = 35 - 50 %
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
coarse GRAVEL, little silt (wet)
VARVED
CLAY
Medium red brown VARVED CLAY (wet)
18
35
25 23
S-6 WOH -WOH -WOH - 5 24 24 Very soft red brown VARVED CLAY (wet)
13
30
28
S-5WOH -WOH -WOH -
WOH 24 24 Very soft red brown VARVED CLAY (wet)
33
S-4 WOH -WOH -WOH - 3 24 24 Very soft red brown VARVED CLAY (wet)
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
Groundwater Observations:
De
pth
(ft)
SAMPLES
Ge
ne
raliz
ed
Str
ata
De
scri
ptio
n
Material Description and Notes
Ele
va
tio
n (
ft)
Sa
mp
le
Typ
e/ N
o.
Blows on Sampler per 6
inches Pe
n. (i
n.)
Re
c. (i
n.)
4" ID Flush Joint 1 3/8" ID Split Barrel (S-) NQ2
Hammer Wt.: 300 Fall: 30'' 140 lb 30'' Diedrich D-50 with automatic hammer
320-0005 870289.91
6/14/2017 1029103.31
6/14/2017 47.78
Project Description:
Michael Baker/R. States
Phase 4A New Haven Hartford Springfield Railroad Corridor
Terracon / C. Johnston Connecticut DOT Boring Report Hole No.: W-S-3 (OW)
VN Engineers / Sai Akula Windsor
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:
Total Penetration in NOTES:
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
Material Description and Notes
GLACIAL
TILL
Groundwater Observations:
Depth
(ft)
SAMPLES
Genera
lized
Str
ata
Description
Hammer Wt.: 300 Fall: 30'' 140 lb 30'' Diedrich D-50 with automatic hammer
Earth: 45.3 ft. Rock: WOH - Weight of hammer, GWL - Groundwater level, EOB - End of boring 2
80 -32
85 -37
Sample Type: S = Split Spoon C = Core UP = Undisturbed Piston V = Vane Shear Test
Proportions Used: Trace = 1 - 10%, Little = 10 - 20%, Some = 20 - 35%, And = 35 - 50 %
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.
Blows on Sampler per 6
inches Pen. (in.)
Rec. (in.)
Project Description: Phase 4A New Haven Hartford Springfield Railroad Corridor
4" ID Flush Joint 1 3/8" ID Split Barrel (S-) NQ2
6/14/2017 1029103.31
6/14/2017 47.78
VN Engineers / Sai Akula Windsor
Michael Baker/R. States 320-0005 870289.91
Terracon / C. Johnston Connecticut DOT Boring Report Hole No.: W-S-3 (OW)
10 feet at 0 hours, 12/7/2017: 5.4 feet, 12/13/2017: 6.7 feet, 2/21/2018: 10.7 feet
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:
Total Penetration in NOTES:
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
Sample Type: S = Split Spoon C = Core UP = Undisturbed Piston V = Vane Shear Test
Proportions Used: Trace = 1 - 10%, Little = 10 - 20%, Some = 20 - 35%, And = 35 - 50 %
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-5 3 - 3 - 3 - 3 24 24 Soft red brown VARVED CLAY (wet)
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
Material Description and Notes
Ele
va
tio
n (
ft)
Sa
mp
le
Typ
e/ N
o.
Blows on Sampler per 6
inches Pe
n. (i
n.)
Re
c. (i
n.)
RQ
D %
(w
)
Hammer Wt.: 300 Fall: 30'' 140 lb 30'' Diedrich D-50 with automatic hammer
Groundwater Observations: 5.5 feet after 0 hours
6/26/2017 40.58
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 870404.95
6/26/2017 1029166.43
Terracon / C. Johnston Connecticut DOT Boring Report Hole No.: W-S-4
VN Engineers / Sai Akula Windsor
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:
Total Penetration in
1 of
No. of Samples: 8
Terracon / C. Johnston Connecticut DOT Boring Report Hole No.: W-S-5
VN Engineers / Sai Akula Windsor
Michael Baker/R. States 320-0005 870492.45
6/13/2017 1029147.42
6/13/2017 40.01
Project Description: Phase 4A New Haven Hartford Springfield Railroad Corridor
4" ID Flush Joint 1 3/8" ID Split Barrel (S-) NQ2
Hammer Wt.: 300 Fall: 30'' 140 lb 30'' Diedrich D-50 with automatic hammer
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.
Blows on Sampler per 6
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
Material Description and Notes
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
Sample Type: S = Split Spoon C = Core UP = Undisturbed Piston V = Vane Shear Test
Earth: 40 Rock: 10 Rock chips in cuttings at 33 feet 2
NOTES: WOH - Weight of hammer, GWL - Groundwater level, EOB - End of boring
Proportions Used: Trace = 1 - 10%, Little = 10 - 20%, Some = 20 - 35%, And = 35 - 50 %
Sheet
SM-001-M REV. 1/02
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:
5 feet after zero hours, 8.8 feet at 12/6/2017, 5.2 feet at 12/13/2017
Total Penetration in NOTES:
2 of
No. of Samples: 8
870492.45Michael Baker/R. States 320-0005
6/13/2017 1029147.42
Windsor
Terracon / C. Johnston Connecticut DOT Boring Report Hole No.: W-S-5
VN Engineers / Sai Akula
Project Description: Phase 4A New Haven Hartford Springfield Railroad Corridor
40.016/13/2017
4" ID Flush Joint 2" OD Split Barrel (S-) NQ2
Hammer Wt.: 300 Fall: 30'' 140 lb 30'' Diedrich D-50 with automatic hammer
Material Description and Notes
Ele
vation (
ft)
Sam
ple
Type/ N
o.
Blows on Sampler per 6
inches Pen. (in.)
Rec. (in.)
33
SILTSTONE
Groundwater Observations:
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
Sample Type: S = Split Spoon C = Core UP = Undisturbed Piston V = Vane Shear Test
Proportions Used: Trace = 1 - 10%, Little = 10 - 20%, Some = 20 - 35%, And = 35 - 50 %
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:
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:
Total Penetration in NOTES:
1 of
No. of Samples: 8
Terracon / C. Johnston Connecticut DOT Boring Report Hole No.: W-S-6
VN Engineers / Sai Akula Windsor
Michael Baker/R. States 320-0005 870518.92
6/19/2017 1029203.24
6/19/2017 41.14
Project Description: Phase 4A New Haven Hartford Springfield Railroad Corridor
4" ID Flush Joint 1 3/8" ID Split Barrel (S-) NQ2
Hammer Wt.: 300 Fall: 30'' 140 lb 30'' Diedrich D-50 with automatic hammer
Groundwater Observations: 10 feet after 0 hours
Depth
(ft)
SAMPLES
Genera
lized
Str
ata
Description
Material Description and Notes
Ele
vation (
ft)
Sam
ple
Type/ N
o.
Blows on Sampler per 6
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
S-5 2 - 3 - 2 - 4 24 17 Medium red brown VARVED CLAY (wet)
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
Sample Type: S = Split Spoon C = Core UP = Undisturbed Piston V = Vane Shear Test
Proportions Used: Trace = 1 - 10%, Little = 10 - 20%, Some = 20 - 35%, And = 35 - 50 %
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:
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:
Total Penetration in: NOTES:
Earth: 35.3 ft. Rock: 1 of
No. of Samples: 8
Sample Type: S = Split Spoon C = Core UP = Undisturbed Piston V = Vane Shear Test
Proportions Used: Trace = 1 - 10%, Little = 10 - 20%, Some = 20 - 35%, And = 35 - 50 %
Sheet
Very soft reddish brown VARVED CLAY (wet)
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
Material Description and Notes
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
Groundwater Observations:
30''
10 feet at 0 hours
De
pth
(ft)
SAMPLES
12/14/2017 41.10
Project Description: Phase 4A New Haven Hartford Springfield Railroad Corridor
3" ID Flush Joint Split barrel 1 3/8 inch I.D. NQX
Michael Baker/R. States 320-0005 870518.65
12/14/2017 1029265.89
Terracon / C. Johnston Connecticut DOT Boring Report Hole No.: W-S-7
VN Engineers / Sai Akula Windsor
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:
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:
Total Penetration in NOTES:
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.
Sample Type: S = Split Spoon C = Core UP = Undisturbed Piston V = Vane Shear Test
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
Groundwater Observations:
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
Blows on Sampler per 6
inches
1029277.04
Phase 4A New Haven Hartford Springfield Railroad Corridor
SAMPLES
Project Description:
6/19/2017
VN Engineers / Sai Akula
CME 75 with automatic hammer
Ele
vation (
ft)
Fall: 30''
44.08
Terracon / S. Shaw
870596.66
W-S-8
Michael Baker/R. States
Connecticut DOT Boring Report
Windsor
Hole No.:
320-0005
Material Description and Notes
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)
Soft red brown VARVED CLAY (wet)
Soft red brown VARVED CLAY (wet)
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
Proportions Used: Trace = 1 - 10%, Little = 10 - 20%, Some = 20 - 35%, And = 35 - 50 %
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
9 feet after 0 hours
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:
S-9 4 4
Total Penetration in NOTES:
2 of
No. of Samples: 9
Windsor
Michael Baker/R. States 320-0005 870596.66
Project Description: Phase 4A New Haven Hartford Springfield Railroad Corridor
4" ID Flush Joint 1 3/8" ID Split Barrel (S-) NX
Terracon / S.Shaw Connecticut DOT Boring Report Hole No.: W-S-8
VN Engineers / Sai Akula
6/19/2017 1029277.04
6/21/2017 44.08
Depth
(ft)
SAMPLES
Genera
lized
Str
ata
Description
Material Description and Notes
Ele
vation (
ft)
Sam
ple
Type/ N
o.
Blows on Sampler per 6
inches Pen. (in.)
Rec. (in.)
RQ
D %
Dense red brown fine to coarse SAND and fine to
coarse GRAVEL, little silt (wet)
45 -150/4"
Hammer Wt.: 300 Fall: 30'' 140 lb 30'' CME 75 with automatic hammer
Groundwater Observations:
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)
9 feet after 0 hours
Sample Type: S = Split Spoon C = Core UP = Undisturbed Piston V = Vane Shear Test
Proportions Used: Trace = 1 - 10%, Little = 10 - 20%, Some = 20 - 35%, And = 35 - 50 %
Sheet
EOB
60
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:
S-8 9 9
Total Penetration in NOTES:
1 of
No. of Samples: 8
Terracon / C. Johnston Connecticut DOT Boring Report Hole No.: W-S-9
VN Engineers / Sai Akula Windsor
Michael Baker/R. States 320-0005 870696.50
6/27/2017 1029225.87
6/27/2017 44.01
Project Description: Phase 4A New Haven Hartford Springfield Railroad Corridor
4" ID Flush Joint 1 3/8" ID Split Barrel (S-) NQ
Hammer Wt.: 300 Fall: 30'' 140 lb 30'' Diedrich D-50 with automatic hammer
Groundwater Observations:
De
pth
(ft)
SAMPLES
Ge
ne
raliz
ed
Str
ata
De
scri
ptio
n
Material Description and Notes
Ele
va
tio
n (
ft)
Sa
mp
le
Typ
e/ N
o.
Blows on Sampler per 6
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
S-3 2 - 2 - 4 - 2 24 24 Medium red brown VARVED CLAY (wet)
15 29
S-4 1 - 1 - 1 - 2 24 24 Soft red brown VARVED CLAY (wet)
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
Sample Type: S = Split Spoon C = Core UP = Undisturbed Piston V = Vane Shear Test
Proportions Used: Trace = 1 - 10%, Little = 10 - 20%, Some = 20 - 35%, And = 35 - 50 %
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
9 feet after 0 hours
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:
S-9 1 1
Total Penetration in NOTES:
2 of
No. of Samples: 8
Terracon / C. Johnston Connecticut DOT Boring Report Hole No.: W-S-9
VN Engineers / Sai Akula Windsor
Michael Baker/R. States 320-0005 870696.50
6/27/2017 1029225.87
6/27/2017 44.01
Project Description: Phase 4A New Haven Hartford Springfield Railroad Corridor
4" ID Flush Joint 1 3/8" ID Split Barrel (S-) NQ
Hammer Wt.: 300 Fall: 30'' 140 lb 30'' Diedrich D-50 with automatic hammer
Groundwater Observations:
De
pth
(ft)
SAMPLES
Ge
ne
raliz
ed
Str
ata
De
scri
ptio
n
Material Description and Notes
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 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
EOB - End of boring, GWL - Groundwater level 2
70 -26
75 -31
80 -36
9 feet after 0 hours
SM-001-M REV. 1/02
Sample Type: S = Split Spoon C = Core UP = Undisturbed Piston V = Vane Shear Test
Proportions Used: Trace = 1 - 10%, Little = 10 - 20%, Some = 20 - 35%, And = 35 - 50 %
Sheet
Earth: 40.1 Rock: 10 feet
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:
Total Penetration in NOTES:
1 of
No. of Samples: 13
(36%)
(41%)
(43%)
(42%)
Terracon / C. Johnston Connecticut DOT Boring Report Hole No.: W-S-10 (OW)
VN Engineers / Sai Akula Windsor
Michael Baker/R. States 320-0005 870802.75
6/28/2017 1029305.81
6/28/2017 49.58
Project Description: Phase 4A New Haven Hartford Springfield Railroad Corridor
4" ID Flush Joint 1 3/8" ID Split Barrel (S-) NQ
Hammer Wt.: 300 Fall: 30'' 140 lb 30'' Diedrich D-50 with automatic hammer
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
Material Description and Notes
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
Medium dense red brown fine to coarse SAND,
some fine to medium gravel, little silt (moist)
S-2
Sample Type: S = Split Spoon C = Core UP = Undisturbed Piston V = Vane Shear Test
Proportions Used: Trace = 1 - 10%, Little = 10 - 20%, Some = 20 - 35%, And = 35 - 50 %
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.
Blows on Sampler per 6
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
Medium red brown VARVED CLAY (wet)
S-4 2 - 2 - 3 - 3 24 24 Medium red brown VARVED CLAY (wet)
S-5 1 - 1 - 1 - 2 24 24 Soft red brown VARVED CLAY (wet)
24
Soft red brown VARVED CLAY (wet)
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:
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:
S-13 1 1
S-14 1 0
Total Penetration in NOTES:
2 of
No. of Samples: 13
Terracon / C. Johnston Connecticut DOT Boring Report Hole No.: W-S-10 (OW)
VN Engineers / Sai Akula Windsor
Michael Baker/R. States 320-0005 870802.75
6/28/2017 1029305.81
6/28/2017 49.58
Project Description: Phase 4A New Haven Hartford Springfield Railroad Corridor
1 3/8" ID Split Barrel (S-) NQ
Hammer Wt.: 300 Fall: 30'' 140 lb 30'' Diedrich D-50 with automatic hammer
Groundwater Observations:
De
pth
(ft)
SAMPLES
Ge
ne
raliz
ed
Str
ata
De
scri
ptio
n
Material Description and Notes
Ele
va
tio
n (
ft)
Sa
mp
le
Typ
e/ N
o.
Blows on Sampler per 6
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
EOB - End of boring, GWL - Groundwater level SM-001-M REV. 1/02
Sample Type: S = Split Spoon C = Core UP = Undisturbed Piston V = Vane Shear Test
Proportions Used: Trace = 1 - 10%, Little = 10 - 20%, Some = 20 - 35%, And = 35 - 50 %
Well installed: screen from 5 to 15 feet, tip at 20 ft, 2 feet stickup Sheet
Earth: 60.2 ft Rock: 0
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:
Total Penetration in: NOTES:
Earth:52 feet Rock: 1 of
No. of Samples: 10 SM-001-M REV. 1/02
40 9
Sample Type: S = Split Spoon C = Core UP = Undisturbed Piston V = Vane Shear Test
Proportions Used: Trace = 1 - 10%, Little = 10 - 20%, Some = 20 - 35%, And = 35 - 50 %
Sheet
EOB - End of boring, GWL - Groundwater level, WOH - Weight of hammer 2
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
Material Description and Notes
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
Hammer Wt.: 300 Fall: 30'' 140 lb Diedrich D-50, automatic hammer
Groundwater Observations:
870922.08
1029321.12
12/15/2017 49.37
Project Description: Phase 4A New Haven Hartford Springfield Railroad Corridor
Hole No.:
12/15/2017
3" ID Flush Joint Split barrel 1 3/8 inch I.D.
W-S-11
VN Engineers / Sai Akula Windsor
Michael Baker/R. States
VARVED
CLAY
GWL
30''
16 feet at 0 hours
Terracon / C. Johnston Connecticut DOT Boring Report
320-0005
SILT
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:
Total Penetration in: NOTES:
Earth:52 feet Rock: 2 of
No. of Samples: 10 SM-001-M REV. 1/02
Sample Type: S = Split Spoon C = Core UP = Undisturbed Piston V = Vane Shear Test
Proportions Used: Trace = 1 - 10%, Little = 10 - 20%, Some = 20 - 35%, And = 35 - 50 %
Sheet
EOB - End of boring, GWL - Groundwater level, WOH - Weight of hammer 2
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
Material Description and Notes
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''
Groundwater Observations:
12/15/2017 49.37
Project Description: Phase 4A New Haven Hartford Springfield Railroad Corridor
3" ID Flush Joint Split barrel 1 3/8 inch I.D. NQX
Michael Baker/R. States 320-0005 870922.08
12/15/2017 1029321.12
Terracon / C. Johnston Connecticut DOT Boring Report Hole No.: W-S-11
VN Engineers / Sai Akula Windsor
16 feet at 0 hours
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:
S-1 12 12
S-8 4 0
S-9 12 12
Total Penetration in: NOTES:
Earth: 50.2 ft Rock: 1 of
No. of Samples: 11
FILL
GLACIAL
TILL
SM-001-M REV. 1/02
Sample Type: S = Split Spoon C = Core UP = Undisturbed Piston V = Vane Shear Test
Proportions Used: Trace = 1 - 10%, Little = 10 - 20%, Some = 20 - 35%, And = 35 - 50 %
Sheet
EOB - End of boring, GWL - Groundwater level 2
50/4"Refusal, no recovery
35 421 - 50/5" Refusal, reddish brown fine SAND, some fine to
medium gravel, little silt (wet)
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)
S-5 2 - 1 - 2 - 2 24 24 Soft 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 %
Groundwater Observations:
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
Material Description and Notes
Project Description: Phase 4A New Haven Hartford Springfield Railroad Corridor
12/6/2017
NQX
Hammer Wt.: 300 Fall: 30'' 140 lb Diedrich D-50, automatic hammer
Terracon / C. Johnston Connecticut DOT Boring Report Hole No.:
1029309.83
12/6/2017 38.90
GWL
VARVED
CLAY
W-S-12
VN Engineers / Sai Akula Windsor
Michael Baker/R. States 320-0005 870401.2
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:
S-11 4 4
S-12 2 2
Total Penetration in: NOTES:
Earth: 50.2 ft Rock: 2 of
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
Proportions Used: Trace = 1 - 10%, Little = 10 - 20%, Some = 20 - 35%, And = 35 - 50 %
55 -16
60 -21
-6
75 -36
Very dense reddish brown SILT and fine to medium
GRAVEL (wet)
80 -41
Sample Type: S = Split Spoon C = Core UP = Undisturbed Piston V = Vane Shear Test
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"
Groundwater Observations:
De
pth
(ft)
SAMPLES
Ge
ne
raliz
ed
Str
ata
De
scri
ptio
n
Material Description and Notes
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.)
Project Description: Phase 4A New Haven Hartford Springfield Railroad Corridor
3" ID Flush Joint Split barrel 1 3/8 inch I.D. NQX
Hammer Wt.: 300 Fall: 30'' 140 lb Diedrich D-50, automatic hammer 30''
12/6/2017 1029309.83
12/6/2017 38.90
VN Engineers / Sai Akula Windsor
Michael Baker/R. States 320-0005 870401.2
Terracon / C. Johnston Connecticut DOT Boring Report Hole No.: W-S-12
EOB - End of boring, GWL - Groundwater level
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:
Total Penetration in:
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
Sample Type: S = Split Spoon C = Core UP = Undisturbed Piston V = Vane Shear Test
Proportions Used: Trace = 1 - 10%, Little = 10 - 20%, Some = 20 - 35%, And = 35 - 50 %
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
Material Description and Notes
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
Groundwater Observations:
30''
12/8/2017 38.90
Project Description: Phase 4A New Haven Hartford Springfield Railroad Corridor
3" ID Flush Joint Split barrel 1 3/8 inch I.D. NQX
Michael Baker/R. States 320-0005 870401.20
12/8/2017 1029309.83
Terracon / C. Johnston Connecticut DOT Boring Report Hole No.: W-S-12 (core)
VN Engineers / Sai Akula Windsor
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:
Total Penetration in:
Earth: 0 Rock: 10 feet 2 of
No. of Samples:
Terracon / C. Johnston Connecticut DOT Boring Report Hole No.: W-S-12 (core)
VN Engineers / Sai Akula Windsor
Michael Baker/R. States 320-0005 870401.20
12/8/2017 1029309.83
12/8/2017 38.90
Project Description: Phase 4A New Haven Hartford Springfield Railroad Corridor
3" ID Flush Joint Split barrel 1 3/8 inch I.D. NQX
Hammer Wt.: 300 Fall: 30'' 140 lb Diedrich D-50, automatic hammer
Groundwater Observations:
30''
De
pth
(ft)
SAMPLES
Ge
ne
raliz
ed
Str
ata
De
scri
ptio
n
Material Description and Notes
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%
Gray SILTSTONE, fine grained, intensely fractured,
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
Sample Type: S = Split Spoon C = Core UP = Undisturbed Piston V = Vane Shear Test
Proportions Used: Trace = 1 - 10%, Little = 10 - 20%, Some = 20 - 35%, And = 35 - 50 %
NOTES: See W-S-12 for soil sampling. Sheet
EOB - End of boring 2
SM-001-M REV. 1/02
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:
S-7 10 10
S-8 1" 1"
Total Penetration in NOTES:
1 of
No. of Samples: 8
6/30/2017 1029323.23
6/30/2017
Phase 4A New Haven Hartford Springfield Railroad Corridor
Groundwater Observations:
De
pth
(ft)
SAMPLES
GLACIAL
TILL
15 19
S-4
47 - 50/4"
Sample Type: S = Split Spoon C = Core UP = Undisturbed Piston V = Vane Shear Test
Change at 22 feet inferred from increased drill resistance. Sheet
10GWL
24
4
S-3
33.94
Project Description:
Proportions Used: Trace = 1 - 10%, Little = 10 - 20%, Some = 20 - 35%, And = 35 - 50 %
EOB - End of boring, GWL - Groundwater level SM-001-M REV. 1/02
Terracon / C. Johnston Connecticut DOT Boring Report Hole No.: W-S-13
Windsor
320-0005
VN Engineers / Sai Akula
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
Material Description and Notes
Ele
va
tio
n (
ft)
Sa
mp
le
Typ
e/ N
o.
Blows on Sampler per 6
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
S-5 5 - 5 - 6 - 11 24 16 Stiff red brown VARVED CLAY (wet)
25 9
S-6 21 - 49 - 44 - 30 24 17Very dense red brown fine SAND, and fine to
medium gravel, little silt (wet)
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
10 feet after 0 hours
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:
S-9 1 0
Total Penetration in NOTES:
2 of
No. of Samples: 8
EOB
-21
-26
60 60 28Gray SILTSTONE, fine grained, highly fractured,
highly weathered, weak
-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
Project Description: Phase 4A New Haven Hartford Springfield Railroad Corridor
4" ID Flush Joint
-650/1" Refusal, no recovery
Groundwater Observations:
De
pth
(ft)
Sa
mp
le
Typ
e/ N
o.
Blows on Sampler
per 6 inches
(minutes per foot) Pe
n. (i
n.)
40
10 feet after 0 hours
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
Material Description and Notes
Ele
va
tio
n (
ft)
6/30/2017 1029323.23
VN Engineers / Sai Akula Windsor
Hole No.: W-S-13
Michael Baker/ R. States 320-0005 870448.41
Terracon / C. Johnston Connecticut DOT Boring Report
65 -31
1 3/8" ID Split Barrel (S-) NQ2
Hammer Wt.: 300 30''
EOB - End of boring, GWL - Groundwater level 2
70 -36
75 -41
80 -46
SM-001-M REV. 1/02
Sample Type: S = Split Spoon C = Core UP = Undisturbed Piston V = Vane Shear Test
Proportions Used: Trace = 1 - 10%, Little = 10 - 20%, Some = 20 - 35%, And = 35 - 50 %
Sheet
Earth: 40.1 ft. Rock: 10 feet
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:
Total Penetration in:
Earth: 45.1 ft Rock: 1 of
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
Sample Type: S = Split Spoon C = Core UP = Undisturbed Piston V = Vane Shear Test
Proportions Used: Trace = 1 - 10%, Little = 10 - 20%, Some = 20 - 35%, And = 35 - 50 %
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
S-3 2 - 2 - 2 - 2 24 24 Soft reddish brown VARVED CLAY (wet)
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 %
Groundwater Observations:
30''
9 feet at 0 hours
De
pth
(ft)
SAMPLES
Ge
ne
raliz
ed
Str
ata
De
scri
ptio
n
Material Description and Notes
Project Description: Phase 4A New Haven Hartford Springfield Railroad Corridor
NQX
Hammer Wt.: 300 Fall: 30'' 140 lb Diedrich D-50, automatic hammer
Split barrel 1 3/8 inch I.D.3" ID Flush Joint
VN Engineers / Sai Akula Windsor
Michael Baker/R. States 870619.08
40.44
1029324.63
12/11/2017
Terracon / C. Johnston Connecticut DOT Boring Report
320-0005
Hole No.:
12/11/2017
W-S-14
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:
Total Penetration in:
Earth: 45.1 ft Rock: 2 of
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
Sample Type: S = Split Spoon C = Core UP = Undisturbed Piston V = Vane Shear Test
Proportions Used: Trace = 1 - 10%, Little = 10 - 20%, Some = 20 - 35%, And = 35 - 50 %
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
Material Description and Notes
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''
Groundwater Observations: 10 feet at 0 hours
12/11/2017 40.44
Project Description: Phase 4A New Haven Hartford Springfield Railroad Corridor
3" ID Flush Joint Split barrel 1 3/8 inch I.D. NQX
Michael Baker/R. States 320-0005 870619.08
12/11/2017 1029324.63
VN Engineers / Sai Akula Windsor
Terracon / C. Johnston Connecticut DOT Boring Report Hole No.: W-S-14
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:
Total Penetration in:
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,
some fine to medium gravel, little silt (moist)
-2
Sample Type: S = Split Spoon C = Core UP = Undisturbed Piston V = Vane Shear Test
Proportions Used: Trace = 1 - 10%, Little = 10 - 20%, Some = 20 - 35%, And = 35 - 50 %
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)
Groundwater Observations:
30''
3" ID Flush Joint
5
De
pth
(ft)
SAMPLES
Ge
ne
raliz
ed
Str
ata
De
scri
ptio
n
Material Description and Notes
24 18
Project Description: Phase 4A New Haven Hartford Springfield Railroad Corridor
12/5/2017
RQ
D %
NQX
Hammer Wt.: 300 Fall: 30'' 140 lb Diedrich D-50, automatic hammer
Terracon / C. Johnston Connecticut DOT Boring Report Hole No.:
1029373.79
12/6/2017 38.34
Split barrel 1 3/8 inch I.D.
6 feet at 0 hours, 12/6/2017: 8.8 feet, 12/13/2017: 5.2 feet, 2/21/2018: 4.8 feet
W-S-15 (OW)
Michael Baker/R. States Windsor
Michael Baker/R. States 320-0005 870779.66
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:
Total Penetration in:
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
Sample Type: S = Split Spoon C = Core UP = Undisturbed Piston V = Vane Shear Test
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
Very soft reddish brown VARVED CLAY (wet)
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
Material Description and Notes
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
Groundwater Observations:
Ele
va
tio
n (
ft)
Re
c. (i
n.)
De
pth
(ft)
1029369.66
12/12/2017 40.26
Project Description: Phase 4A New Haven Hartford Springfield Railroad Corridor
Hole No.: W-S-16
VN Engineers / Sai Akula Windsor
Michael Baker/R. States 320-0005 870859.49
30''
10 feet after 0 hours
Terracon / C. Johnston Connecticut DOT Boring Report
12/12/2017
4" ID Flush Joint 1 3/8" ID Split Barrel (S-)
Proportions Used: Trace = 1 - 10%, Little = 10 - 20%, Some = 20 - 35%, And = 35 - 50 %
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:
11 ft at 0 hours
S-10 11 9
Total Penetration in:
Earth: 46 feet Rock: 2 of
No. of Samples: 10 SM-001-M REV. 1/02
Sample Type: S = Split Spoon C = Core UP = Undisturbed Piston V = Vane Shear Test
Proportions Used: Trace = 1 - 10%, Little = 10 - 20%, Some = 20 - 35%, And = 35 - 50 %
NOTES: Sheet
EOB - End of boring, GWL - Groundwater level 2
-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
Groundwater Observations:
De
pth
(ft)
SAMPLES
Ge
ne
raliz
ed
Str
ata
De
scri
ptio
n
Material Description and Notes
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.)
Project Description: Phase 4A New Haven Hartford Springfield Railroad Corridor
3" ID Flush Joint Split barrel 1 3/8 inch I.D. NQX
Hammer Wt.: 300 Fall: 30'' 140 lb Diedrich D-50, automatic hammer 30''
12/12/2017 1029369.66
12/12/2017 40.26
VN Engineers/Sai Akula Windsor
Michael Baker/R. States 320-0005 870859.49
Terracon / C. Johnston Connecticut DOT Boring Report Hole No.: W-S-16
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:
S-10 4 0
Total Penetration in:
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, weak
Gray SILTSTONE, fine grained, intensely 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
Proportions Used: Trace = 1 - 10%, Little = 10 - 20%, Some = 20 - 35%, And = 35 - 50 %
NOTES: Change at 43 feet inferred from rollerbit chatter and cuttings. Sheet
C-2 60 60 0
Sample Type: S = Split Spoon C = Core UP = Undisturbed Piston V = Vane Shear Test
-17EOB
60 -22
SILTSTONE
EOB - End of boring 2
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
Groundwater Observations:
De
pth
(ft)
SAMPLES
Ge
ne
raliz
ed
Str
ata
De
scri
ptio
n
Material Description and Notes
18 - 25 - 26 - 30
Sa
mp
le
Typ
e/ N
o. Blows on sampler
per 6 inches
(minutes per foot)
Pe
n. (i
n.)
Project Description: Phase 4A New Haven Hartford Springfield Railroad Corridor
3" ID Flush Joint Split barrel 1 3/8 inch I.D. NQX
Hammer Wt.: 300 Fall: 30'' 140 lb Diedrich D-50, automatic hammer
12/5/2017 1029373.79
12/6/2017 38.34
Michael Baker/R. States Windsor
Michael Baker/R. States 320-0005 870779.66
Terracon / C. Johnston Connecticut DOT Boring Report Hole No.: W-S-15 (OW)
6 feet at 0 hours, 12/6/2017: 8.8 feet, 12/13/2017: 5.2 feet, 2/21/2018: 4.8 feet
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
Michael Baker International
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
Michael Baker International
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
I&C Specification Systemwide
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)
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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.
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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
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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)
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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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(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
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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