rpt-chartpak-recon_fin_20220630.pdf
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Site Reconnaissance and
Preliminary Design for Dam Removal – Chartpak Dam
Village of Leeds, Northampton, MA
June 30, 2022
Prepared for: Massachusetts Division of Ecological Restoration Attn: Chris Hirsch 251 Causeway Street, Suite 400 Boston, Massachusetts 02114 Prepared by: Stantec Consulting Services Inc. 136 West Street, Suite 203 Northampton, Massachusetts 01060
Project Number 195602327.200
SITE RECONNAISSANCE AND PRELIMINARY DESIGN FOR DAM REMOVAL – CHARTPAK DAM
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Revision Description Author Quality Check Independent Review A Draft For Review MRC 2022.05.23 GEC 2022.05.24 RES 2022.05.27
B Final MRC 2022.06.23 GEC 2022.06.27 RES 2022.06.28
SITE RECONNAISSANCE AND PRELIMINARY DESIGN FOR DAM REMOVAL – CHARTPAK DAM
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This document entitled Site Reconnaissance and Preliminary Design for Dam Removal – Chartpak Dam was
prepared by Stantec Consulting Services Inc. (“Stantec”) for the account of Massachusetts Division of
Ecological Restoration (the “Client”). Any reliance on this document by any third party is strictly prohibited.
The material in it reflects Stantec’s professional judgment in light of the scope, schedule and other limitations
stated in the document and in the contract between Stantec and the Client. The opinions in the document are
based on conditions and information existing at the time the document was published and do not take into
account any subsequent changes. In preparing the document, Stantec did not verify information supplied to it
by others. Any use which a third party makes of this document is the responsibility of such third party. Such
third party agrees that Stantec shall not be responsible for costs or damages of any kind, if any, suffered by it
or any other third party as a result of decisions made or actions taken based on this document.
Prepared by (signature) Michael R. Chelminski, P.E.
Reviewed by
(signature)
Gordon E. Clark
Reviewed by
(signature)
Abigail N. Dempsey, P.E.
Independent Review by
(signature)
Rick E. Schultz, P.E.
SITE RECONNAISSANCE AND PRELIMINARY DESIGN FOR DAM REMOVAL – CHARTPAK DAM
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Table of Contents
EXECUTIVE SUMMARY .......................................................................................................... IV
1 INTRODUCTION .............................................................................................................1
1.1 PROJECT GOALS AND OBJECTIVES ...........................................................................1
1.2 SITE VISIT AND BACKGROUND INFORMATION ..........................................................2 1.2.1 Site Visit ......................................................................................................... 3
2 PROJECT AREA ............................................................................................................5
2.1 CHARTPAK DAM ............................................................................................................5
2.2 PROJECT REACH OF MILL RIVER ................................................................................6 2.2.1 Tributary Watershed ....................................................................................... 6
2.2.2 Longitudinal Profile Survey ............................................................................. 7 2.2.3 Upstream Reach ............................................................................................ 9 2.2.4 Downstream Reach ...................................................................................... 10 2.2.5 FEMA Information ........................................................................................ 12
2.3 CHARTPAK DAM IMPOUNDMENT ..............................................................................12 2.3.1 Impoundment Characteristics ....................................................................... 12 2.3.2 Impoundment Sediment ............................................................................... 13
2.4 ADJACENT AREAS ......................................................................................................16 2.4.1 Historical References ................................................................................... 16 2.4.2 Upstream and Downstream Infrastructure .................................................... 16
2.4.3 Natural Resources ....................................................................................... 20 2.4.4 Public Access ............................................................................................... 21 2.4.5 Abutting Parcels ........................................................................................... 21
3 HYDRAULIC MODELING .............................................................................................21
3.1 MODEL DEVELOPMENT ..............................................................................................21
3.1.1 Hydrology ..................................................................................................... 21 3.1.2 Hydraulic Model ........................................................................................... 22
3.2 MODEL RESULTS ........................................................................................................25
3.3 DAM REMOVAL HYDRAULIC CRITERIA .....................................................................27
4 DAM REMOVAL OPPORTUNITIES AND CONSTRAINTS ..........................................28
4.1 DAM SAFETY ...............................................................................................................28
4.2 PUBLIC SAFETY ..........................................................................................................28
4.3 CONSTRUCTION ACCESS AND STAGING .................................................................28
4.4 RECREATIONAL OPPORTUNITIES .............................................................................29
4.5 NATURAL RESOURCES ..............................................................................................29
4.6 SEDIMENT MANAGEMENT .........................................................................................29 4.6.1 Sediment Management Approaches ............................................................ 30 4.6.2 Sediment Management at Chartpak Dam..................................................... 32
4.7 ADJACENT INFRASTRUCTURE ..................................................................................33
4.8 HISTORIC RESOURCES ..............................................................................................34
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5 PRELIMINARY DAM REMOVAL APPROACH .............................................................35
5.1 OVERVIEW ...................................................................................................................35
5.2 PRELIMINARY APPROACH .........................................................................................35 5.2.1 Construction Access and Staging ................................................................. 36 5.2.2 Water and Sediment Management ............................................................... 37 5.2.3 Dam Removal Extents.................................................................................. 38
5.3 PRELIMINARY CONSTRUCTION SEQUENCING ........................................................38
6 ENVIRONMENTAL PERMITTING ................................................................................41
7 DISCUSSION ON ADDITIONAL RECOMMENDED DATA COLLECTION ...................42
7.1 SEDIMENT STUDY .......................................................................................................42
7.2 INTEGRATED FLUVIAL GEOMORPHIC, HYDRAULIC MODELING, AND
SEDIMENT TRANSPORT STUDY ................................................................................42
7.3 EVALUATION OF BEAVER BROOK ARCH ..................................................................43
7.4 PROPERTY OWNERSHIP ............................................................................................43
7.5 HISTORICAL RESOURCES INVESTIGATION .............................................................43
8 CONCEPTUAL PROJECT OPC AND SCHEDULE ......................................................43
8.1 DISCUSSION OF OPC AND OPCC ..............................................................................44
LIST OF TABLES
Table 1. Summary of bathymetric data collected on March 30, 2022; reference Figures B1.a and B1.b in Appendix B for locations of these data points. ...................................8 Table 2. Dams on the Mill River Downstream from Chartpak Dam ............................................11 Table 3. Summary of estimated sediment volumes in the impoundment ...................................15 Table 4. Sediment Sample Locations and Depths .....................................................................15 Table 5. Peak-flow hydrologic statistics .....................................................................................22 Table 6. Conceptual OPC and Schedule for Removal of Chartpak Dam ...................................45
LIST OF FIGURES
Figure 1. Image from the Sanborn Fire Insurance Map for Northampton, Massachusetts,
dated July 1902; Dam is located in the upper left corner of the image (see arrow) .........................................................................................................................18 Figure 2. Hydraulic Model Domains (existing and proposed conditions) ....................................24
Figure 3. Hydraulic Model profiles of simulated water surface elevations for existing and proposed conditions. ...................................................................................................25
Figure 4. Hydraulic Model Simulation Results ...........................................................................26 Figure 5. Amethyst Brook approximately 200 ft downstream from Bartlett Rod Shop Company Dam before, during, and after dam removal construction (October –
December 2012). ........................................................................................................31
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LIST OF APPENDICES
APPENDIX A SITE PHOTOGRAPHS .............................................................................. A.1
APPENDIX B FIGURES ................................................................................................... B.1
APPENDIX C SEDIMENT ANALYSIS SUMMARY TABLE AND
DOCUMENTATION ..................................................................................................... C.1
APPENDIX D HEC-RAS PROFILE SUMMARY TABLE .................................................. D.1
APPENDIX E OPCC FOR REMOVAL OF CHARTPAK DAM .......................................... E.1
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Executive Summary
This report documents a preliminary assessment and preliminary design for removal of Chartpak Dam
(National Inventory of Dams [NID] #MA00758, State Dam ID #2-8-214-11) on the Mill River in the village of
Leeds in the City of Northampton, Hampshire County, Massachusetts (Project). In coordination with the
City of Northampton, the dam owner expressed interest in exploring removal of the dam and the City of
Northampton coordinated with the Massachusetts Department of Fish & Game, Division of Ecological
Restoration (DER) to perform a preliminary dam removal study. DER subsequently contracted with Stantec
Consulting Services Inc. (Stantec) to perform a preliminary assessment and prepare preliminary design
materials for removal of Chartpak Dam.
The dam is located approximately 500 ft upstream of the Mulberry Street Bridge on the Mill River near the
Leeds Village Center and approximately 10 miles upstream from the confluence of the Mill River and the
Connecticut River Oxbow. The dam is privately owned by Massachusetts Realty Corporation. The dam was
built as part of a former mill but is no longer used for manufacturing.
The primary identified opportunities associated with removal of Chartpak Dam are elimination of
responsibilities associated ownership of the dam, improved public safety, and improved recreational
opportunities along the Mill River upstream from the dam. Chartpak Dam was constructed as part of a
former mill complex adjacent to the dam but is no longer used for commercial or industrial purposes. The
dam was not designed for downstream flood protection and is not operated or maintained for this purpose.
The primary identified constraint to removal of the dam is the relatively large volume of accumulated
sediment upstream from the dam. This study estimated the readily mobile volume of accumulated sediment
upstream from Chartpak Dam as approximately 35,000 CY and that this volume is approximately 60% of
the estimated total volume of sediment. The estimated volume of readily mobile sediment is large relative
to the expected assimilative capacity in the downstream reach of the Mill River. It is therefore expected that
removal of Chartpak Dam with instream sediment management (i.e., allowing sediment to naturally
remobilize) or failure of the dam would result in substantial aggradation of sediment in the downstream
reach of the Mill River and consequent increases in water surface elevations.
The opinion of probable cost (OPC) for removal of Chartpak Dam presented in Table 6 of this report is
$4,560,000. The OPC includes professional services (design and construction) and construction as
represented by an opinion of probable construction cost (OPCC) of $3,930,000 with a range of -30% to
+50%. The OPCC includes an estimated cost of $3,120,000 for active sediment management. The
estimated cost for active sediment management is approximately 80% of the total OPCC and approximately
76% of the total OPC. The OPCC without active sediment management is $810,000 and is considered by
Stantec to be within the range of expected costs for similar dam removal projects in New England. Based
on the information presented in the preceding paragraph, it is apparent the expected costs for active
sediment management dominate the OPCC for removal of Chartpak Dam. Additional studies and analyses
are recommended to evaluate potential approaches to reduce expected costs for sediment management.
SITE RECONNAISSANCE AND PRELIMINARY DESIGN FOR DAM REMOVAL – CHARTPAK DAM
Introduction
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1 INTRODUCTION
This report documents a preliminary assessment and preliminary design for removal of Chartpak Dam1
(National Inventory of Dams [NID] #MA00758, State Dam ID #2-8-214-11) on the Mill River in the village of
Leeds in the City of Northampton, Massachusetts (Project). The dam is privately owned by Massachusetts
Realty Corporation. The dam was built as part of a former mill but is no longer used for manufacturing.
Approximate coordinates of the dam are: 42.335406° N, 72.700428° W.
In coordination with the City of Northampton, the dam owner expressed interest in exploring removal of the
dam and the City of Northampton coordinated with the Massachusetts Department of Fish & Game, Division
of Ecological Restoration (DER) to perform a preliminary dam removal study. DER subsequently contracted
with Stantec Consulting Services Inc. (Stantec) to perform a preliminary assessment and prepare
preliminary design materials for removal of Chartpak Dam.
Appendix A contains representative photographs of the Project site. Appendix B contains existing conditions
figures (Figure B1.a and B1.b) at the Project site as well as a preliminary proposed conditions plan (Figure
B2) for removal. Appendix C contains a summary table of sediment analysis results and the laboratory
report. Appendix D contains a profile summary table with the hydraulic modeling results in tabular format
for existing and post-dam removal conditions. Appendix E contains a table with additional information on
opinions of probable cost for construction.
This report is not a dam inspection/evaluation report and is intended solely for use in evaluating the potential
for removal of Chartpak Dam. This report includes information and inferences by Stantec based on
information provided by others; Stantec has relied on and is not responsible for verifying or validating
information provided by others.
1.1 PROJECT GOALS AND OBJECTIVES
The primary Project goals and objectives include:
1) Improved public safety and eliminating required dam maintenance;
2) Improved recreational opportunities associated with the Mill River adjacent to Chartpak Dam;
3) Restoring connectivity of aquatic habitat and fluvial processes (e.g., biotic and abiotic fluxes) in the
Mill River at Chartpak Dam; and
1 Chartpak Dam is also referred to as “Orange Dam” (e.g., Emergency Preparedness Plan in the 2019 Phase 1 Inspection/Evaluation Report) and “Top Dam” (e.g., Leeds Mill River Tour Walking Map prepared by the Mill River Greenway Initiative).
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Introduction
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4) Restoring aquatic habitat in the impounded reach of the Mill River upstream from Chartpak Dam.
The dam is located approximately 500 feet (ft) upstream from where the Mulberry Street Bridge crosses
the Mill River and the Mass Central2 Rail Trail parallels the east (left3) side of the river in the Project area.
The proximity of the rail trail to the Mill River adjacent to Chartpak Dam contributes to substantial
recreational use of the river in the Project area. While the dam is located on posted private land, public
access along the rail trail provides ready access to the dam and the height of the dam and absence of
fencing or railings represent a fall hazard and entrainment and entrapment hazards associated with the
outlet conduit. Removal of Chartpak Dam could improve public safety at the dam by reducing or eliminating
fall hazards. In addition, dam removal could also support the improvement of recreational opportunities
along the adjacent reaches of the Mill River within the Project area.
Based on information presented in the 2019 Phase I Inspection/Evaluation Report (reference Section 1.2),
the dam has an Intermediate Size classification and a Significant Hazard Potential (Class II) classification
in accordance with Massachusetts Department of Conservation and Recreation (DCR) Office of Dam Safety
(ODS) dam safety rules and regulations in 302 CMR 10.00 as amended by Chapter 330 of the Acts of 2002.
Removal of the dam would eliminate safety hazards and maintenance requirements associated with the
dam.
Chartpak Dam limits sediment transport into the downstream reach of the river and is a barrier to upstream
fish passage. Removal of the dam would restore sediment transport and opportunities for upstream fish
passage at the dam. The normal pool impoundment extends approximately 700 ft upstream from the dam
and is relatively homogeneous with typical depths of water of 1 to 2 ft and a sandy bottom without a defined
channel. Removal of the dam is expected to result in substantial increases in heterogeneity and complexity
in the channel and therefore improve aquatic habitat and recreational opportunities.
1.2 SITE VISIT AND BACKGROUND INFORMATION
Information used in the preparation of this report included observations and surveys during a site visit on
Wednesday, March 30, 2022, background information provided by DER, and readily available public
information obtained by Stantec. Relevant information on Chartpak Dam and the adjacent reach of the Mill
River that was reviewed in the preparation of this report includes:
1. The “Phase I Inspection Report” for Chartpak Dam (NID #MA00758) dated December 1979,
prepared by the U.S. Army Corps of Engineers (USACE) as part of the National Dam Inspection
Program (1979 Phase I Report)
2 This rail trail is also referred to as the “Norwottuck Branch Rail Trail” and other names. 3 Directionals “left” and “right” are based on an observer facing downstream.
SITE RECONNAISSANCE AND PRELIMINARY DESIGN FOR DAM REMOVAL – CHARTPAK DAM
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2. The “Chartpak Dam Inspection/Evaluation Report” for Chartpak Dam dated February 8, 2019,
prepared by O’Reilly Talbot & Okun Associates, Inc. (2019 Phase I Report4)
3. Site and topographic survey performed by Heritage Surveys, Inc. on September 19, 2008, and
provided to Stantec in March of 2022 (2008 Survey Plan)
4. Federal Emergency Management Agency (FEMA) Flood Insurance Rate Map (FIRM) Nos.
2501670001A, Effective April 3, 1978 (FEMA FIRM panel)
5. Historical data and maps obtained through the Mill River Greenway Initiative website accessed at
< https://millrivergreenway.org/ > in February of 2022
6. The Northampton River Swimming Assessment & Design Recommendations dated August 23,
2021, prepared by Wright Ostermier Landscape Architects for the City of Northampton Planning &
Sustainability Department
7. Surficial geology information from the US Geological Survey Easthampton Quadrangle compiled
by Janet R. Stone and Mary L. DiGiacomo-Cohen dated 2018
8. Information obtained online from the Massachusetts Energy and Environmental Affairs Waste Site
& Reportable Releases Information data portal in March 2022
9. Information obtained from the Massachusetts Cultural Resource Information System (MACRIS)
online data server in February 2022 for the “Leeds Village” section in Northampton, Massachusetts
10. Information obtained from the Sanborn Fire Insurance Map from Northampton, Hampshire County,
Massachusetts, created by the Sanborn Map Company in July 1902
Information obtained during the site visit is provided in the following section.
1.2.1 Site Visit
Stantec visited the Project site on Wednesday, March 30, 2022, with representatives from the City of
Northampton, DER, and the Massachusetts In-Lieu Fee Program (ILFP). Representatives and students
from the University of Massachusetts Amherst attended the site visit but are not listed as they are not
participants in the Project. The site visit began at approximately 8:00 AM and concluded at approximately
4:30 PM.
Representatives of the City of Northampton who participated in the site visit included:
4 The format of the 2019 Phase I Report is not consistent with the DCR ODS Phase I Inspection/Evaluation Template.
SITE RECONNAISSANCE AND PRELIMINARY DESIGN FOR DAM REMOVAL – CHARTPAK DAM
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• Sarah LaValley (Conservation/Preservation Planner)
Representatives of DER and ILFP who participated in the site visit included:
• Nick Wildman (DER, Ecological Restoration Specialist)
• Carrie Banks (DER, Stream Restoration Continuity Planner)
• Elisabeth Cianciola (ILFP; Aquatic Mitigation Specialist)
Representatives of Stantec who participated in the site visit included:
• Michael Chelminski (Stantec, Principal)
• Gordon Clark (Stantec, Civil Designer)
Areas observed by Stantec during the site visit included Chartpak Dam, the associated impoundment, and
the downstream and upstream reaches of the Mill River. Areas adjacent to Chartpak Dam were observed
from the upland areas along the right and left sides of the Mill River and by wading in the river upstream
and downstream from the dam. The reach of the Mill River downstream from the dam was primarily
observed by wading in the river between the dam and the Mulberry Street Bridge approximately 500 ft
downstream from the dam. Observations were also performed facing upstream and downstream from the
Mulberry Street Bridge deck. The reach of the Mill River upstream from the dam was observed by wading
in and walking along the river and walking on the Mass Central Rail Trail between the dam and the
confluence of Beaver Brook approximately 1,950 ft upstream from the dam.
Information obtained by Stantec during the site visit included:
1. Representative photographs of the Project area (Appendix A)
2. Bathymetric and sediment probe data measurements in the dam impoundment and the adjacent
reaches of the Mill River using a graduated survey rod
3. Sediment sample locations in the Mill River upstream and downstream from the dam
Locations where the bathymetric, sediment probe, and sediment sample data were collected and
documented using a Global Navigation Satellite System (GNSS)-enabled Global Positioning System (GPS)
receiver. These locations are presented in the figures in Appendix B and are discussed in Section 2 of this
report.
Observations and information obtained during the site visit are described in subsequent sections of this
report.
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2 PROJECT AREA
This section presents information on the Project area obtained during the site visit and readily available
information obtained by Stantec. See Figure B1.a and Figure B1.b in Appendix B for the existing conditions
basemap and profiles, respectively.
2.1 CHARTPAK DAM
Information on Chartpak Dam in this section is based on information presented in the 1979 Phase I Report
and the 2019 Phase I Report as well as observations and data collected by Stantec during the March 30,
2022, site visit.
Chartpak Dam (National ID: MA00758; State ID 2-8-214-11) is located within Hampshire County in the
village of Leeds in the City of Northampton, Massachusetts. The dam is located approximately 500 ft
upstream of the Mulberry Street Bridge on the Mill River near the Leeds Village Center and approximately
10 miles upstream from the confluence of the Mill River and the Connecticut River Oxbow. The 2019 Phase
I Report states that the dam was built in the “mid to late 1800s”.
The 2019 Phase I Inspection Report states that the dam has an Intermediate Size classification and a
Significant Hazard Potential (Class II) classification in accordance with Massachusetts Department of
Conservation and Recreation (DCR) Office of Dam Safety (ODS) dam safety rules and regulations in 302
CMR 10.00 as amended by Chapter 330 of the Acts of 2002 and that the dam is in “Satisfactory” condition.
The dam is constructed of dry-laid, cut-stone masonry, is a run-of-river type structure with uncontrolled
primary and secondary spillways, an uncontrolled outlet conduit, and a low-level sluiceway. The reported
structural and hydraulic heights of the dam in Dam Safety Inspection Checklist in the 2019 Phase I Report
are 31 ft and 20 ft, respectively. The “Overall Length (ft)” on the same reference reports “Primary 95 ft,
Secondary 75 ft” and is apparently a reference to the primary and secondary spillways. The 1979 Phase I
Report lists the “Dimensions of Dam” length as 220 ft; this value appears to be the correct length of the
dam based on a preliminary review of aerial photographs by Stantec.
The primary spillway appears to be constructed of dry-laid, cut-stone masonry, is approximately 95 ft long
and varies in elevation along the crest due to deterioration of the stone masonry spillway cap. The
downstream face of the primary spillway is near-vertical. Some of the primary spillway appears to be
founded on bedrock based on observations of the downstream side of the dam.
The secondary spillway is located to the left of the primary spillway, is approximately 75 ft long, and appears
to be constructed of dry-laid, cut-stone stone masonry with a layer of concrete on the crest and upstream
face. The upstream and downstream faces of the secondary spillway appear to be battered at steep angles.
The transition between the left side of the primary spillway and the right side of the secondary spillway is
irregular and appears that some of the masonry has been displaced. The left side of the secondary spillway
SITE RECONNAISSANCE AND PRELIMINARY DESIGN FOR DAM REMOVAL – CHARTPAK DAM
Project Area
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abuts the Mass Central Rail Trail and a stone masonry retaining wall (Upper Left Retaining Walls) that
extends downstream from the dam along the west side of the rail trail.
The right spillway abutment is formed by a raised stone masonry section of the dam that overlies bedrock
on the right side of the river downstream from the dam and transitions into the right abutment of the dam in
a forested area adjacent to the right bank of the river. The 4.5-ft-diameter outlet conduit is located in the
raised stone masonry section of the dam and appears to be part of a former water withdrawal system. The
outlet conduit is uncontrolled and the inlet invert is approximately 2.5 ft lower than the primary spillway
crest.
The low-level sluiceway is located under the right side of the primary spillway to the left of the bedrock
outcrop on which the right side of the dam appears to be founded. The 2019 Phase I Report states that the
low-level sluiceway (“low level sluice gate”) is 2 ft wide, 3.5 ft tall, that its outlet invert is approximately 15 ft
below the crest of the primary spillway, and that it is not operable. Observations during the site visit suggest
that sediment has accumulated to a depth of approximately 12 ft above the outlet invert of the low-level
sluiceway. Battered wooden boards were observed along the upstream side of the spillway in the vicinity
of the low-level sluiceway during the site visit.
2.2 PROJECT REACH OF MILL RIVER
This section includes information and data collected in the Project reach of the Mill River adjacent to
Chartpak Dam during the site visit and obtained from readily available public data sources. The Project
reach of the Mill River is approximately 2,450 ft long and is defined in this report as the portion of the Mill
River between the Mulberry Street Bridge approximately 500 ft downstream from the dam to the confluence
of Beaver Brook with the Mill River approximately 1,950 ft upstream from the dam.
Information on the Project reach of the Mill River is presented before information on the Chartpak Dam
impoundment to provide context for impacts resulting from the dam.
2.2.1 Tributary Watershed
Information about the tributary watershed of the Mill River at Chartpak Dam was obtained from the U.S.
Geological Survey (USGS) StreamStats online tool. The tributary watershed at the dam is reported by
StreamStats as 36.4 square miles, the percentage of wetlands and waterbodies is 5.16 percent (%), and
the mean basin slope computed from a 10-meter Digital Elevation Model is 12.8%. Forest cover is reported
as 78% and developed land and impervious areas are reported as 6.11% and 0.87%, respectively.
The bankfull width and discharge from StreamStats are 68.6 ft and 198 cubic feet per second (cfs),
respectively. The reported bankfull width is in reasonable agreement with conditions observed during the
site visit but does not reflect potential confinement of the channel by bedrock. The median annual flow is
reported as 37.4 cfs. For reference, the reported flow at USGS Station No. 01171500, which is
SITE RECONNAISSANCE AND PRELIMINARY DESIGN FOR DAM REMOVAL – CHARTPAK DAM
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approximately 4 miles downstream from Chartpak Dam, was reported as 110 cfs at noon on the day of the
site visit (March 30, 2022).
2.2.2 Longitudinal Profile Survey
A longitudinal profile survey was performed along the Mill River between the Mulberry Street Bridge and
the confluence of Beaver Brook to providing information on hydraulic and fluvial geomorphic characteristics
of the river. This survey was performed using a GNSS-enabled GPS receiver to obtain horizontal coordinate
data and an optical autolevel and graduated survey rod to collect vertical measurements. The survey was
initiated in the river adjacent to the upstream side of the Mulberry Street Bridge and carried upstream to the
confluence of Beaver Brook by re-sectioning the optical autolevel. Survey measurement locations were
located with the GNSS-enable GPS and elevation measurements were rectified to an approximate
reference elevation using information presented on the 2008 Survey Plan.
Data collected as part of the longitudinal profile survey and locations of sediment samples collected as part
of this study are provided in Table 1. The longitudinal profile survey data are presented from downstream
to upstream and grouped by general location (i.e., downstream from the dam, in the normal pool
impoundment, and upstream from the normal pool impoundment).
Figures B1.a and B1.b in Appendix B present plan and profile views of the longitudinal profile survey data.
SITE RECONNAISSANCE AND PRELIMINARY DESIGN FOR DAM REMOVAL – CHARTPAK DAM
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Table 1. Summary of bathymetric data collected on March 30, 2022; reference Figures B1.a and B1.b in Appendix B for locations of these data points.
Location ID Northing (ft) Easting (ft) Elevation (ft, NAVD88) WSEL (ft, NAVD88)
Depth of Water (ft) Description
Downstream from Chartpak Dam
1 2956351.3 331601.3 327.53 329.03 1.5 BR - Upstream of Mulberry Street Bridge
2 2956418.2 331652.4 327.52 329.02 1.5 DS01 - Downstream of Riffle and 8" Pipe
3 2956473.4 331667.0 329.53 331.03 1.5 DS02 - Upstream of Riffle
4 2956577.8 331661.6 329.95 332.05 2.1 DS03
5 2956616.6 331672.3 329.33 332.13 2.8 DS04 - Pool
6 2956756.4 331723.9 331.55 332.35 0.8 DS05 - Downstream of Rock Dam
Chartpak Dam Normal Pool Impoundment
7 2956912.9 331712.1 349.05 351.25 2.2 US01 - Sand
8 2957018.3 331701.8 349.66 351.26 1.6 US02 - Sand
9 2957162.8 331666.6 349.96 351.36 1.4 US03
10 2957335.5 331644.7 348.86 351.26 2.4 US04
11 2957449.1 331622.3 348.74 351.24 2.5 US05
12 2957594.1 331650.2 349.09 351.49 2.4 US06
Mill River Upstream from Chartpak Dam Normal Pool Impoundment
13 2957714.0 331668.6 349.25 351.95 2.7 US07
14 2957783.7 331753.2 342.78 351.98 9.2 US08 - Downstream of Bedrock Pool
15 2957954.2 331790.4 349.15 352.17 3.02 US09
16 2958001.2 331754.3 351.63 352.63 1 US10 - Upstream of Riffle
17 2958159.4 331710.0 348.63 352.73 4.1 US11
18 2958299.7 331611.0 353.04 354.44 1.4 US12 - Upstream of Riffle
19 2958522.0 331595.6 351.99 354.99 3 US13
20 2958672.8 331606.7 354.21 356.21 2 US14
Sediment Sample Locations
21 2956706.8 331744.8 - - - CD-Sed-Samp-03; "CHARTPAK-3"
22 2956872.6 331735.9 - - - CD-Sed-Samp-02; 1.5 ft Below Top of Sediment; "CHARTPAK-2"
23 2957421.8 331643.5 - - - CD-Sed-Samp-01; 1.0 ft Below Top of Sediment; "CHARTPAK-1"
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2.2.3 Upstream Reach
The upstream section of the Project reach of the Mill River is from Chartpak Dam to the confluence of
Beaver Brook approximately 1,950 upstream from the dam. Observations during the site visit suggest that
the upstream Project reach has three general subreaches, including:
1. The normal pool impoundment (“Impoundment”) subreach that extends from the primary spillway
to approximately 700 ft upstream from the dam
2. The approximately 700-ft-long “Transitional” subreach that extends from approximately 700 ft
upstream to approximately 1,200 ft upstream from the dam
3. The approximately 550-ft-long “Upstream” subreach that from approximately 1,200 ft to the
confluence of Beaver Brook approximately 1,950 ft upstream from the dam
2.2.3.1 Impoundment Subreach
The Impoundment subreach is identified as the normal pool impoundment that extends approximately 700
ft upstream from the dam. This subreach includes the wetted channel of the Mill River and a floodplain
forest between the left side of the channel and the Mass Central Rail Trail to left of the wetted channel. The
primary factor for identifying this subreach is that it is geomorphically distinct from the upstream subreaches
and is expected to contain the majority of the accumulated sediment upstream from Chartpak Dam.
The Impoundment subreach is characterized by a relatively straight channel with sandy surficial sediments,
normal-flow wetted widths of approximately 80 ft at the dam to approximately 45 ft at the upstream end of
this subreach, and an estimated bankfull width of approximately 90 ft. The channel cross section is generally
planer (flat) with characteristic (typical) depths of 1 to 2 ft and a maximum estimated depth of approximately
3 ft during normal flows. Sediment probing in the Impoundment subreach during the site visit identified that
sandy material was present to depths of approximately 4 ft. It is suspected that some of the accumulated
sandy material is subject to ready remobilization during high-flow events.
Reference Section 2.3.2 for additional information on the Impoundment subreach, including other observed
characteristics and estimated volumes of accumulated sediment.
2.2.3.2 Transitional Subreach
The Transitional subreach is from the upstream limit of the Impoundment subreach and extends
approximately 700 ft upstream to the vicinity of where bedrock outcrops were observed on the left bank, in
the channel, and approximately 50 ft to the left of the left edge of the wetted channel during the site visit.
Characteristic features of this subreach are presence of apparent bedrock and gravel, cobble, and boulder
point bars and riffles. Sediment in this subreach is consolidated and manual probing during the site visit did
not break through the surficial armor layer.
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The noted presence of gravel and cobbles in the Transitional subreach suggest that coarser sediment (e.g.,
gravel, cobble) accumulates (aggrades) in this subreach during higher-flow conditions. The general
morphology of this reach from downstream to upstream is riffle/run-pool-riffle-run. The downstream riffle/run
includes a point bar on the left side of the channel at the downstream end of this subreach. This feature is
identified as a riffle/run as it transitions from a riffle where it leaves the upstream pool and transitions to a
run at the upstream limit of the Impoundment subreach. The pool upstream from the riffle is relatively deep
(measured depth of approximately 9 ft adjacent to a bedrock outcrop) with bedrock along the left side of
the channel and a gravel- and cobble-dominated point bar on the right side of the pool. The riffle upstream
from the pool is dominated by cobbles and boulders. The run at the upstream end of this subreach is
relatively deep (measured depth of approximately 4 ft) and confined by bedrock on the right side of the
channel, in the channel, and approximately 50 ft to the left of the left side of the channel.
While observations suggest that Chartpak Dam has resulted in aggradation of sediment in and upstream
from this subreach, the presence of bedrock in and adjacent to the channel appears to suggest confinement
of the pre-dam channel horizontal alignment.
2.2.3.3 Upstream Subreach
The upstream subreach is from the upstream limit of the Transitional subreach to the confluence of Beaver
Brook with the Mill River. The general morphology of this subreach includes a cobble-and boulder-
dominated riffle that transitions into the run at the upstream limit of the Transitional subreach, a pool in the
middle of this subreach, and a boulder-dominated riffle at the upstream end of the subreach adjacent to the
confluence of Beaver Brook. Surficial substrates in this subreach are dominated by cobbles and boulders
and create a surficial armor layer.
Bedrock was observed in the upstream end of the pool and in the riffle at the upstream end of this subreach
approximately 1,900 ft upstream from the dam adjacent to the confluence of Beaver Brook. Similar to the
Transitional subreach, observations during the site visit suggest that Chartpak Dam has resulted in some
aggradation of sediment in this subreach and that the horizontal alignment of the channel is confined by
bedrock. In addition, observed bedrock in the channel at the upstream end of this subreach and in the run
at the upstream limit of the Transitional subreach suggests that incision (vertical degradation) of this
subreach would be constrained by bedrock.
2.2.4 Downstream Reach
The approximately 500-ft-long downstream reach of the Mill River between Chartpak Dam and the Mulberry
Street Bridge was observed during the site visit and is included in the longitudinal profile survey (reference
Table 1 and Figure B1.b in Appendix B).
The channel of the Mill River is confined by bedrock along both sides of the channel for approximately 100
ft immediately downstream from the left side of the primary spillway and for approximately 50 ft downstream
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from the right side of the dam. In addition, bedrock protrudes from the channel at the base of the primary
spillway.
Approximately 100 ft downstream from the left side of the primary spillway, the bedrock along the left side
of the channel transitions to an approximately 10-ft-high, stone masonry retaining wall that extends
downstream to the Mulberry Street Bridge (Lower Left Retaining Wall). A stone masonry retaining wall with
an approximate height of 15 to 20 ft is located along the right side of the river downstream from the dam
(Right Retaining Wall). This retaining wall begins approximately 150 ft downstream from the dam and
extends downstream to the Mulberry Street Bridge.
Surficial substrates in the reach of the Mill River between Chartpak Dam and the Mulberry Street Bridge
are dominated by cobbles and boulders that are consolidated and manual probing during the site visit did
not break through the surficial armor layer.
Dams are a dominant feature in the Mill River downstream from the Mulberry Street Bridge. Table 2
summarizes information on dam along the downstream reach of the Mill River based on information
developed by DCR ODS.
Table 2. Dams on the Mill River Downstream from Chartpak Dam
NID Name Distance DS (mi.) City Hazard Class Owner
MA01254 Button Shop Dam #1 0.34 Northampton Significant Private
MA01255 Button Shop Dam #2 0.34 Northampton Significant Private
MA00756 Cooks Dam 0.65 Northampton Significant City of Northampton
MA00759 Vistron Dam 2.9 Northampton Significant Private
MA00755 Mill River Dam 4.2 Northampton Non-Jurisdictional Private
MA00754 Paradise Pond Dam 6.2 Northampton High Private
MA01010 Mill River Dam 7.1 Northampton Significant City of Northampton
Approximately 100 ft downstream of the Mulberry Street Bridge there are remnants of a partially-breached
dam (not identified in Table 2) that extends into the left side of the channel at the upstream limit of the
normal pool backwater from the Button Shop #1 Dam (NID #MA01254) and Button Shop 2 Dam (NID
#MA01255). Review of historical aerials suggests that this dam appears to have been breached or removed
between 1971 and 1995.
There do not appear to be upstream fish passage structures at the downstream dams and the Project reach
of the Mill River does not appear to be accessible to anadromous fish in the Connecticut River.
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2.2.5 FEMA Information
The Project reach of the Mill River is depicted on the Federal Emergency Management Agency (FEMA)
Flood Insurance Rate Map (FIRM) Panel 0001 A for Northampton, Massachusetts (Community No. 250167,
Effective Date April 3, 1978). The FIRM panel depicts a dam at the location of Chartpak Dam and an
increase in the water surface elevation of 19 ft upstream from the dam for the 100-year flood. The depicted
extents of the 100-year flood boundary upstream from the dam include depict substantial flooding along
River Road to the right (west) of the Mill River between approximately 500 ft upstream from the dam and
the confluence of Beaver Brook with the Mill River. A FEMA Flood Insurance Study was not available for
review as part of this study.
2.3 CHARTPAK DAM IMPOUNDMENT
The section presents information on the Chartpak Dam normal pool impoundment (identified as the
Impoundment subreach in Section 2.2.3), which extends approximately 700 ft upstream from the dam. The
following sections present additional information on observed characteristics and estimated volumes of
accumulated sediment in the normal pool impoundment.
2.3.1 Impoundment Characteristics
The 2019 Phase I Report reports the length, surface area, and storage volume of the normal pool
impoundment as 2,000 ft, 7 acres, and 6 acre-ft, respectively. Observations during the site visit suggest
that the normal pool impoundment extends approximately 700 ft upstream from the dam to the vicinity of a
point bar on the left side of the channel confines the river along the right bank where a riffle/run discharges
to the normal pool impoundment.
As described in Section 2.2.3.1, the normal pool impoundment is characterized by a relatively straight
channel with sandy surficial sediments, normal-flow wetted widths of approximately 80 ft at the dam to
approximately 45 ft at the upstream end of this subreach, and an estimated bankfull width of approximately
90 ft. In general, the impoundment is linear with a length approximately 10-times greater than its width. The
channel cross section is generally planer (flat) with characteristic (typical) depths of 1 to 2 ft and a maximum
estimated depth of approximately 3 ft during normal flows. The estimated surface area of the impoundment
based on a characteristic width of 60 ft is therefore approximately 1 acre. Based on observations during the
site visit, the characteristic (e.g., average) depth of the normal pool impoundment is approximately 2 ft and
the normal pool storage volume is therefore estimated as approximately 2 acre-ft.
Factors that may contribute to the differences in the estimated length, area, and storage volume of the
normal pool impoundment may include deterioration and resulting lowering of the primary spillway crest
elevation and accumulation of sediment in the river channel in the upstream area of the impoundment.
During high-flow conditions, the overtopping of the left channel bank is expected to result in inundation of
the floodplain forest between the left bank of the channel and the Mass Central Rail Trail. The right bank of
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the channel is relatively steep and discharge through the floodplain forest are expected to increase the
wetted width of the river by two to three times during high-flow conditions.
2.3.2 Impoundment Sediment
This section presents information on sediment composition, estimated volumes, and quality analyses based
on observations during the site visit and subsequent analyses.
2.3.2.1 Sediment Composition
Observations during the site visit indicate that surficial sediments in the normal pool impoundment vary
spatially but are dominated by sand-size sediments within the area approximately 600 ft upstream from the
dam. The dominant surficial substrates transition to gravel and cobble material in the vicinity of the point
bar along the left side of the channel further upstream in the impoundment. Surficial sediments in the
riffle/run that extends approximately 100 ft upstream to the upstream limit of the normal pool impoundment
(i.e., Impoundment Reach) include gravel, cobbles and boulders. Reference Section 2.2.3 for additional
information on surficial sediments in the Project reach of the Mill River upstream from Chartpak Dam.
Observations during the site visit and review of aerial photographs suggest that the right bank of the river
along the normal pool impoundment is composed of native material and not accumulated sediment. The
floodplain forest between the left bank of the normal impoundment and the Mass Central Rail Trail appears
to be formed, at least in part, by accumulated sediment upstream from the secondary spillway at Chartpak
Dam.
Based on observations during the site visit and experience with other, similar projects, it is expected that
that deeper accumulated sediment includes larger material, including gravels, cobbles, and boulders.
2.3.2.2 Sediment Volumes
Estimated volumes of total and readily mobile accumulated sediment were developed using information
obtained during the site visit, readily available information (e.g., aerial photographs), and experience based
on other dam removal projects. Observations during the site visit suggest that there are two general zones
of accumulated sediment upstream from Chartpak Dam:
1. From the dam to approximately 850 ft upstream from the dam
2. More than 850 ft upstream from the dam
The boundary between the two sediment zones is in the relatively deep pool near the downstream limit of
the Transitional subreach (reference Section 2.2.3.2). The basis for selecting this location is the observed
presence of bedrock along the left side of the pool, the assumption that bedrock is present at relatively
shallow (e.g., less than 10 ft) depths elsewhere in this pool, and that active sediment management (e.g.,
dredging) may not be feasible upstream from this location as part of dam removal (reference Section 4.6).
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Accumulated sediment within approximately 850 ft of the dam has visible impacts on the morphology of the
river and the adjacent floodplains, including the previously noted floodplain forest area between the left side
of the channel and the Mass Central Rail Trail. Accumulated sediment in this area has resulted in substantial
changing in the morphology of the river compared to observed conditions further upstream and downstream
from the dam. These factors include the relatively straight and homogeneous channel for approximately
700 ft upstream from the dam (i.e., Impoundment subreach), dominance of fine sediment (i.e., sand),
absence of bedrock and larger substrate (e.g., cobbles, boulders), and the generally flat floodplain forest
area.
While it is expected that Chartpak Dam has resulted in accumulation of sediment further upstream in the
Mill River, it is expected that the majority of the accumulated sediment is within 850 ft upstream from the
dam between the right bank of the existing channel and the Mass Central Rail Trail. The total volume of
accumulated sediment in within 850 ft upstream from Chartpak Dam was estimated based on a
characteristic width of 200 ft between the right bank of the existing channel and the Norwottuck Rail Trail.
This characteristic length is shorter than the measured lengths to account for pre-dam side slopes. The
maximum depth of sediment was estimated as 18 ft based the longitudinal profile survey performed as part
of this study. The estimated total volume of accumulated sediment within 850 ft upstream from the dam
was developed as the product of the length (850 ft), characteristic width (200 ft), and the average depth
based on a linear slope extending upstream from the dam to the existing bottom of the river 850 ft upstream
(i.e., 18 ft/2 = 9 ft). The estimated total volume of accumulated sediment is therefore approximately 60,000
cubic yards (CY).
Estimated volumes of readily mobile sediment were developed to inform 1) the volume of accumulated
sediment that would be expected to remobilize following removal or failure of Chartpak Dam and 2) the
volume of accumulated sediment that would need to be actively managed (e.g., removed as part of dam
removal construction to reduce downstream impacts as part of dam removal. The estimated volume of
readily mobile sediment is material that is expected to be mobilized with the near-term (i.e., one year) after
failure or removal of the dam. The estimate developed here is based on failure or removal of the primary
spillway of Chartpak Dam and does not consider potential mobilization of accumulated sediment along the
left side of the dam upstream from the secondary spillway.
The estimated of the volume of readily mobile sediment were developed using a LiDAR-derived existing
conditions terrain model and grading a synthetic trapezoidal channel with a bottom width of 50 ft and side
slopes of 1.5:1 (horizontal:vertical [H:V]) extending approximately 1,400 ft upstream from the dam to the
vicinity of the upstream end of the pool in the Transitional subreach. The difference in elevation along the
synthetic channel is approximately 22 ft and the average slope is therefore 0.0155 (~64 horizontal to 1
vertical [65H:1V]). The estimated volume of material in the synthetic channel is approximately 37,300 CY,
including inundated areas. The estimated volume of readily mobile sediment based on this estimate with a
correction to remove volume occupied by water is 35,000 CY, which is approximately 60% of the estimated
total volume of accumulated sediment presented in this report.
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The estimated volumes of sediment are summarized in Table 3. Note that the accumulated sediment in the
Mill River upstream from Chartpak Dam appears to be well consolidated and the volume estimates
presented in Table 3 do not include estimates for consolidated volumes based on dewatered sediment.
Table 3. Summary of estimated sediment volumes in the impoundment
Description Volume Estimate (CY)
Total Accumulated Sediment 60,000
Readily Mobile Sediment 35,000
2.3.2.3 Sediment Quality Analysis
Stantec collected three sediment samples, including two upstream and one downstream of the dam during
the March 30, 2022, site visit for laboratory analyses. The sediment samples were collected using a manual
bucket auger and the sample locations were documented using a GPS. Table 3 presents the sediment
sample locations and depth of water, depth to the bottom of the sample collection, the depth of sediment,
and the sample identifier.
Table 4. Sediment Sample Locations and Depths
Location ID Northing (ft) Easting (ft) Depth of Water (ft)
Depth of Sediment Sample (ft) Identifier
23 2957421.8 331643.5 2 1.0 CD-Sed-Samp-01 (CHARTPAK-1) 1.0 ft below top of sediment; in normal-pool impoundment
22 2956872.6 331735.9 2 1.5
CD-Sed-Samp-02 (CHARTPAK-2) 1.5 ft below top of sediment; in normal-pool impoundment
21 2956706.8 331744.8 0 0.5 CD-Sed-Samp-03 (CHARTPAK-3) collected from exposed sediment bar
Sediment samples were analyzed by Alpha Analytical, a Massachusetts-certified testing laboratory for a
broad range of analytes and are identified as “Lab No. 2216587”. Sediment samples were analyzed by
Alpha Analytical for metals, volatile organic compounds (VOCs), polycyclic aromatic hydrocarbons (PAHs),
polychlorinated biphenyls (PCBs [by congener]), extractable petroleum hydrocarbons (EPHs), DDT, DDE,
DDD, Aldrin, Endrin, Dieldrin, total organic carbon, and grain size.
Stantec entered the results of the laboratory analyses into a spreadsheet template provided by DER that
included ecological and human exposure threshold criteria and Massachusetts Contingency Plan Method
1 Standards criteria for soil and groundwater (S-1, S-2, GW-1) exposure thresholds and used conditional
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formatting to compare the laboratory results with criteria provided by DER in the spreadsheet template.
“Undetected” compounds based on the reported laboratory results were not compared to the threshold
criteria. This comparison used the freshwater ecological threshold criteria in based on the sample locations
being in freshwater. This comparison identified some exceedances of ecological Threshold Effects
Concentrations (TECs) for metals (lead and zinc), PAHs, pesticides, and EPHs. This comparison also
identified some exceedance of ecological Probable Effects Concentrations (PECs) for PAHs, pesticides,
and EPHs in Sample ID CHARTPAK-2. No exceedances of the S1, S2, or GW-1 thresholds were reported.
The results of the sediment sample analyses indicated some variation in exceedances between the sample
results. Sample IDs CHARTPAK-1 CHARTPAK-3 had the same reported exceedances of TECs for PAHs
(2 each) and pesticides (2 each) whereas Sample ID CHARTPAK-2 had multiple exceedances of metals,
PAHs, pesticides, and EPHs. Sample IDs CHARTPAK-1 and CHARTPAK-3 were obtained from relatively
shallow sediments while Sample ID CHARTPAK-2 was obtained from slightly deeper sediment. Based on
the apparent differences in reported results from the three sediment samples, it is expected that deeper
accumulated sediments may have higher concentrations of contaminants.
The results of the sediment sample analysis are presented in the DER “Standard Analyses for Dam
Removal Projects” summary table in Appendix C. This appendix also includes the laboratory results and
documentation received from Alpha Analytical.
2.4 ADJACENT AREAS
This section presents information on identified features adjacent to the dam and impoundment based on
observations during the site visit and review of readily available information.
2.4.1 Historical References
Preliminary information on potential historical resources associated with or adjacent to Chartpak Dam was
obtained from the Massachusetts Cultural Resource Information System (MACRIS). Review of preliminary
information obtained from MACRIS did not identify information (e.g., inventory forms) indicating that the
dam or immediately adjacent features are historical resources. Information obtained from MACRIS
identified that the Beaver Brook Arch (Massachusetts Historical Commission # NTH.900) is a historical
resource. Beaver Brook Arch is the existing bridge for the Mass Central Rail Trail over Beaver Brook at its
confluence with the Mill River approximately 1,950 ft upstream from Chartpak Dam.
2.4.2 Upstream and Downstream Infrastructure
The following section contains information related to upstream and downstream infrastructure relevant to
the removal of Chartpak Dam. Information noted in this section is based on readily available public data
and observations from the site visit.
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2.4.2.1 Retaining Walls
Prominent stone masonry retaining walls are located along the Mill River downstream from Chartpak Dam
to the Mulberry Street Bridge. The Right Retaining Wall is approximately 15 ft to 20 ft high and begins
approximately 150 ft downstream from the dam and extends approximately 350 ft downstream to the bridge.
The Lower Left Retaining Wall and its upstream end abuts bedrock approximately 100 ft downstream from
the left side of the primary spillway. This retaining wall forms the left side of the normal channel of the Mill
River, is approximately 10 ft high, and extends approximately 400 ft downstream to the Mulberry Street
Bridge.
The Upper Left Retaining Wall is located along the west side of the Mass Central Rail Trail and extends
downstream from the left side of the secondary spillway of Chartpak Dam. This retaining wall is
approximately 20 ft high at its intersection with the secondary spillway and extends approximately 200 south
(downstream) from the dam.
2.4.2.2 Remnant Mill Structures
Remnants of mill structures are located on the relatively flat plateau between the Lower Left Retaining Wall
and the Upper Left Retaining Wall along the left side of the Mill River downstream from Chartpak Dam.
Observed remnants include concrete and stone masonry structures. The noted remnants appear to be
depicted on the July 1902 Sanborn Fire Insurance Map that is discussed in the following section.
2.4.2.3 Sanborn Fire Insurance Maps
The July 1902 Sanborn Fire Insurance Map (Figure 1) of the area adjacent to Chartpak Dam was reviewed
as in the preparation of this report. Figure 1 depicts the location and extent of the old Nonotuck Silk Co.
and associated buildings, including structures where mill remnants were observed during the site visit as
described in Section 2.4.2.2. The map depicts a building identified as “paint shop” adjacent to the right
abutment of the dam and other buildings along the right side of the river downstream from these dam that
are no longer present based on observations during the site visit. The map does not depict other
infrastructure directly adjacent to the dam.
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Figure 1. Image from the Sanborn Fire Insurance Map for Northampton, Massachusetts, dated July 1902; Dam is located in the upper left corner of the image (see arrow)
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2.4.2.4 Mulberry Street Bridge
Mulberry Street Bridge is located approximately 500 ft downstream of Chartpak Dam. Mulberry Street
Bridge is single-span structure with vertical, cast-in-place concrete abutments that transition into the
upstream stone masonry retaining walls. The bridge deck superstructure is supported with steel girders.
The bridge appears to have been built in 1991 according to the Massachusetts Department of
Transportation GIS bridge layer.
2.4.2.5 Beaver Brook Arch Bridge
The Beaver Brook Arch is located on the Mass Central Rail Trail approximately 1,950 ft upstream from
Chartpak Dam and spans Beaver Brook immediately upstream from its confluence with the Mill River. This
bridge appears to be constructed of dry-laid stone masonry.
2.4.2.6 River Road
River Road runs parallel along the west side of Mill Brook in the reach upstream from the dam. The road
alignment follows the valley bottom and serves to confine the natural planform movement of Mill River.
Approximately 0.7 miles upstream from Chartpak Dam there appears to have been hard armoring (riprap)
placed along the right bank to reduce potential for erosion of the east side of River Road.
2.4.2.7 River Road Bridge
River Road Bridge is located approximately 0.9 miles upstream of Chartpak Dam. Preliminary review of
information for the preparation of this study suggests that the River Road Bridge is upstream from the
hydraulic and fluvial geomorphic influence of Chartpak Dam.
2.4.2.8 Northampton Flood Control System
The Northampton Flood Control System (NFCS) was constructed by the Army Corps of Engineers (USACE)
between March 1939 and June 1941. The NFCS was designed to protect a large portion of the City of
Northampton against flooding from the Connecticut River and the Mill River and included realigning the
reach of the Mill River downstream (east) from Smith College to the south and away from downtown
Northampton. The NFCS does not appear to influence hydraulic conditions in the Mill River adjacent to
Chartpak Dam.
2.4.2.9 Waste Sites and Reported Releases
Review of the MassDEP online database did not identify reported contaminant releases in the vicinity of
Chartpak Dam.
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2.4.3 Natural Resources
The Project reach of the Mill River, as described in Section 2.2, is bounded to the left (east) of the river by
the Mass Central Rail Trail and to the right (west) by River Road. The proximity of the road and rail trail,
and historical development, including Chartpak Dam, have resulted in alteration of land and appear to have
impacted natural resources.
The Project reach of the Mill River is mapped as a Coldwater Fisheries Resource by the Massachusetts
Division of Fisheries and Wildlife and is therefore considered to be valuable habitat for cold water fish
species. However, Chartpak Dam is a barrier to upstream fish passage and is therefore considered to
adversely impact Coldwater Fisheries Resources in the Project reach of the Mill River.
The U.S. Fish and Wildlife Service National Wetlands Inventory (NWI) mapping of the study area identifies
the Project reach as “Riverine”. Based on observations during the site visit, riverine habitat in the
approximately 600-ft reach of the Mill River immediately upstream from the dam (the Impoundment
subreach) is degraded and provides low-value habitat due to accumulated sediment. Two areas of NWI
Freshwater Emergent wetlands are depicted along the Mill River adjacent to the dam, including 1) along
the left side of the channel downstream from the dam and 2) adjacent to the right side of the river
approximately 600 ft upstream from the dam. The downstream wetland appears to be on a point bar
between the left edge of the channel and the Lower Left Retaining Wall on the left side of the river. The
upstream wetland is located between the right bank of the river and River Road and appears to receive
water from an adjacent wetland located along the west side of river road. This wetland area does not appear
to be hydrologically connected to the Mill River during normal flows in the river.
Publicly available Massachusetts Department of Environmental Protection (MassDEP) wetlands data
identifies “Wooded Marsh” wetlands in the same locations as the NWI Freshwater Emergent Wetlands.
Observations during the site visit suggest that the floodplain forest between the left side of the Impoundment
subreach and the Mass Central Rail Trail may have areas of wetlands. Delineation of wetlands in areas of
identified direct impacts should be performed as part of future design and permitting.
Publicly available Massachusetts Natural Heritage and Endangered Species Program (NHESP) data
identifies Priority Habitats of Rare Species (PH 2084) along and upstream and downstream from the Project
reach of the Mill River. The extent of this priority habitat appears to terminate approximately 4.25 miles
upstream of Chartpak Dam. Information presented in “Freshwater Mussels and the Connecticut River
Watershed” by Ethan Nadeau (Nadeau, 2008) indicates that the Mill River subwatershed in Northampton
has one of the highest mapped diversity of mussel species relative to other subwatersheds in the
Connecticut River watershed. Freshwater mussels are one of the most endangered groups of animals on
Earth (Nadeau, 2008) and of the 12 species of freshwater mussels that occur in the Connecticut River
watershed, eight are listed by one or more states as endangered, threatened, or special concern. The dwarf
wedgemussel (Alasmidonta heterodon) is one of the most endangered species in the Connecticut River
watershed and have been documented in the Mill River.
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2.4.4 Public Access
The Norwottuck Branch Rail Trail provides public access adjacent to the left side of the Mill River adjacent
to Chartpak Dam. While land adjacent to the dam appears to be privately owned and a path to the edge of
the river immediately upstream from the secondary spillway is gated with a chain and posted, Stantec
understands that trespassing by recreational users occurs.
Stantec understands that the Mill River adjacent to Chartpak Dam is used for recreation (e.g., swimming)
during warm weather and that the dam owner and others are aware of potential safety issues (e.g., fall
hazards) associated with the dam and adjacent retaining walls and entrainment and entrapment in the
outlet conduit.
2.4.5 Abutting Parcels
Preliminary review of online parcel mappings adjacent to Chartpak Dam was obtained from the
Commonwealth of Massachusetts MassMapper online tool. Two parcels are located adjacent to the right
side of the dam between the river and River Road and appear to comprise the location of the existing
Chartpak building, parking lot and adjacent land. One of these parcels extends across the river to the west
side of the Mass Central Rail Trail and includes the dam. Other parcels to the left of the river include 1) a
linear parcel along the alignment of the rail trail and 2) a parcel that appears to include the land with mill
remnants between the Upper Left Retaining Wall and the Lower Left Retaining Wall.
3 HYDRAULIC MODELING
Stantec developed a preliminary, one-dimensional, steady-state numerical hydraulic model (Model) of the
Project reach of the Mill River to evaluate and compare existing and proposed hydraulic conditions in the
Mill River adjacent to Chartpak Dam.
3.1 MODEL DEVELOPMENT
This section presents descriptions of the Model development, including hydrologic inputs (i.e., discharges),
development of the existing and proposed conditions geometries, input parameters, and boundary
conditions.
3.1.1 Hydrology
Hydrologic statistics for the use as inflow boundary conditions in the Model were developed using 1)
analysis of daily average flow data obtained from USGS Station No. 01171500 and 2) peak-flow regression
equations in StreamStats. A median annual flow statistic of 42 cfs was developed using daily average flow
data from the USGS station, which is located on the Mill River downstream from Chartpak Dam and linearly
scaled the median annual flow statistic based on drainage area.
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Peak-flow statistics were obtained from Massachusetts state-wide peak flow regression equations5 as
reported in StreamStats and are summarized in Table 5. StreamStats statistics were used for the peak flow
hydraulic analyses since they were similar to peak-flow statistics developed from data obtained from the
downstream USGS gage station. Use of the StreamStats statistics is considered to be appropriate for this
preliminary-level analysis.
Table 5. Peak-flow hydrologic statistics
Annual Exceedance
Probability (%) 50 20 10 4 2 1 0.5 0.2
Return Interval (years) 2 5 10 25 50 100 200 500 Discharge (cfs) 981 1,620 2,130 2,880 3,510 4,180 4,930 6,000
3.1.2 Hydraulic Model
The Model was developed using the U.S. Army Corps of Engineers (USACE) HEC-RAS (ver. 6.1.0)
software system. Geometric data for the Model was obtained from a digital terrain model (DTM) developed
from digital terrain data for the area adjacent to Chartpak Dam obtained from the 2008 Survey Plan. Digital
terrain data for areas further upstream and downstream from the dam was obtained from the 2015 LiDAR
dataset accessed through the MassGIS online data portal. Based on comparison of elevation data in the
compiled DTM and survey data collected during the site visit, the DTM appears to be reasonable for the
preliminary hydraulic analysis for this study.
The Model domain extends approximately 3,180 ft upstream and 860 ft downstream from Chartpak Dam
and the lateral extents include the wetted extents of the maximum modeled flow (the 500-year return-
interval peak flow). Chartpak Dam was incorporated into the existing conditions as an inline structure. The
4.5-ft-diameter outlet conduit was not included in the Model dam geometry as it does not appear to be
maintained and accumulated debris was observed on the inlet during the site visit. The Mulberry Street
Bridge and the breached dam downstream from the dam were not included in the Model due to insufficient
geometric information on these structures.
The Manning’s “n” values of 0.035 for the channel with 0.08 for the overbanks were applied to cross sections
in the Model domain. Flows and friction slopes were applied as upstream boundary conditions and a friction
slope of 0.005 was applied as the downstream boundary condition. Model simulations were performed for
existing and proposed conditions with the median annual flow and the eight high-flow discharges presented
in Table 5 with mixed computations flow regime to allow for subcritical and supercritical flow and transitions
between these flow regimes.
5 Zarriello, P.J.,2017, Magnitude of flood flows at selected annual exceedance probabilities for streams in Massachusetts: U.S. Geological Survey Scientific Investigations Report 2016–5156, 99 p. (https://dx.doi.org/10.3133/sir20165156)
SITE RECONNAISSANCE AND PRELIMINARY DESIGN FOR DAM REMOVAL – CHARTPAK DAM
Hydraulic Modeling
23
The proposed conditions Model geometry included 1) removal of the primary spillway between the right
side of the secondary spillway and the right abutment of the dam and 2) grading a trapezoidal channel in
the existing conditions DTM. The trapezoidal proposed conditions channel has a bottom width of 50 ft, side
slopes of 1.5H:1V, and extends approximately 1,400 ft upstream from the dam to the vicinity of the upstream
end of the pool in the Transitional subreach. Annotated figures of the existing and proposed conditions
Models are provided in Figure 2.
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Existing Conditions Model Proposed Conditions Model
Figure 2. Hydraulic Model Domains (existing and proposed conditions)
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Hydraulic Modeling
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3.2 MODEL RESULTS
Figure 3 presents water surface elevation profiles for the median annual discharge and the 100- and 500-
year peak flows for existing and proposed conditions. The model simulation results in this figure depict that
the preliminary design for removal of Chartpak Dam, which includes removal of the primary spillway and
right side of the dam, would reduce water surface elevations upstream from the dam and have little effect
on water surface elevations downstream from the dam. For the median annual discharge, the upstream
water surface elevations for existing and proposed conditions converge approximately 1,400 ft upstream
from the dam at the approximate upstream limit of the preliminary starter channel that would be constructed
as part of sediment removal. For the 100- and 500-year peak flows, the upstream water surface elevations
for existing and proposed conditions converge approximately 1,900 ft upstream from the dam in the vicinity
of the Beaver Brook Arch bridge.
Figure 3. Hydraulic Model profiles of simulated water surface elevations for existing and proposed conditions.
The profile summary table for simulated hydraulic parameters across each inflow for existing and proposed
conditions is presented in Appendix D.
Figure 4 presents plan depictions of the Model results for the median annual discharge and the 100-year
peak flow for existing and proposed conditions. Note the difference between existing and proposed
conditions in these figures are limited for the median annual discharge (i.e., no significant difference
between existing and proposed in inundation boundaries) but that differences for the 100-year peak flow
are pronounced for approximately 1,400 ft upstream from the dam.
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The results of the preliminary hydraulic model simulations suggest that Chartpak Dam could be removed
without adversely impacting the adjacent FEMA floodplain. Additional hydrologic and hydraulic analyses
are recommended as part of future Project studies.
Median Annual Discharge 100-Year Peak Flow
Figure 4. Hydraulic Model Simulation Results
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Hydraulic Modeling
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3.3 DAM REMOVAL HYDRAULIC CRITERIA
The following hydraulic criteria are required to be met to qualify as a dam removal project in Massachusetts:
1. ODS: Remnants of the dam proposed to remain will not form an impoundment of more than 6 ft in
depth or 15-acre-feet in volume, as required by definition of a non-jurisdictional structure, during
the spillway design flood.
2. MassDEP: Remnants of the dam proposed to remain will not impound water during the 500-year
storm (criterion used to assess eligibility for “ecological restoration project” status during as part of
the wetland protection act regulatory review.
3. FEMA: The proposed dam removal conditions will not result in a rise in water surface elevations.
The Model results indicate that depths of flow in the Mill River downstream from Chartpak Dam for the
simulated 100-year storm are approximately 9 ft and it is expected that the water depths upstream of the
dam following removal would be similar and therefore greater than the 6-ft depth ODS hydraulic criteria.
The Model simulation results for the proposed condition indicate that depths of water upstream from the
dam would be similar to natural riverine conditions in the Mill River upstream from the former impoundment
and downstream from the dam and that additional water is not impounded for the evaluated dam removal
condition. Therefore, the preliminary Model results indicate that the proposed dam removal geometry
appears to satisfy ODS criteria for a non-jurisdictional structure.
Ambient, natural riverine flow speeds in the Mill River downstream from the dam, which is assumed to be
an appropriate reference reach due to the lack of hydraulic influence of the dam, range from approximately
7 to 10 ft per second (fps) for the 500-year storm. Under the proposed dam removal conditions, preliminary
modeling results suggest the flow speeds upstream of the dam are greater than 10 fps and downstream
are approximately 7 to 10 fps. Therefore, remnants of the dam proposed to remain do not appear to result
in impounding of water during the 500-year storm and appear to satisfy the primary hydraulic criteria
associated with MassDEP’s dam removal ecological restoration project criteria.
The preliminary Model results also indicate that the proposed dam removal geometry would not result in an
increase in adjacent water surface elevations relative to existing conditions. Therefore, the proposed dam
removal geometry appears to satisfy FEMA hydraulic criteria.
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Dam Removal Opportunities and Constraints
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4 DAM REMOVAL OPPORTUNITIES AND CONSTRAINTS
Chartpak Dam was constructed as part of a former mill complex adjacent to the dam but is no longer used
for commercial or industrial purposes. The dam was not designed for downstream flood protection and is
not operated or maintained for this purpose.
The primary identified opportunities associated with removal of Chartpak Dam are elimination of
responsibilities associated ownership of the dam, improved public safety, improved recreational
opportunities along the Mill River upstream from the dam, and could potentially facilitate transfer of land
adjacent to the dam to the City of Northampton.
The primary identified constraint to removal of the dam is the relatively large volume of accumulated
sediment upstream from the dam. Additionally, aesthetic concerns raised by abutters to dam impoundments
and impoundment-focused recreational uses are typical for dam removals. These issues were not identified
as primary constraints to removal of Chartpak Dam, however, based on the paucity of abutters and limited
aesthetic appeal of the impoundment relative to the adjacent reaches of the Mill River.
The following sections presents identified opportunities and constraints for removal of Chartpak Dam.
4.1 DAM SAFETY
Chartpak Dam is a Significant Hazard Potential (Class II) classification in accordance with DCR dam safety
rules and regulations. Removal of the dam would eliminate costs and liabilities associated with ownership
and maintenance of the dam. Removal of the dam would also eliminate risks to downstream areas
associated with dam failure.
4.2 PUBLIC SAFETY
Removal of Chartpak Dam would eliminate public safety risks associated with failure of the dam and could
eliminate or reduce public safety risks associated with other dam-related hazards, such as fall hazards and
entrainment in the sluiceway.
4.3 CONSTRUCTION ACCESS AND STAGING
Construction access and staging are necessities for dam removal construction. Potential access routes to
the vicinity of Chartpak Dam are present on both sides of the Mill River adjacent to the dam, including 1)
access along the Mass Central Rail Trail along the left side of the river and 2) access from land between
the right side of the river and River Road.
The Mass Central Rail Trail could be used for construction access from Mulberry Street but is not suitable
for large-scale construction due to poor visibility along Mulberry Street at the intersection of the trail. In
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Dam Removal Opportunities and Constraints
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addition, use of the rail trail for primary construction access would prevent or substantially limit public use
of the rail trail during construction.
Chartpak Dam is located on a parcel of land that extends to the rail trail along the left side of the river and
to River Road on the right site of the river. There are existing, paved parking areas along River Road on
this parcel north of the existing Chartpak, Inc. buildings that could be used for construction staging and the
southern end of this parking area is within 300 ft of the right side of the dam.
The suggested approach for construction access and staging is to have the primary construction staging
area in the parking lot along River Road and to construct access roads to the dam from the parking area.
Construction equipment access to the downstream side of the dam would likely be required for construction
and is expected to require some access to and along the Mass Central Rail Trail. One potential constraint
is property ownership in the parcel immediately downstream of the dam to the left of the river, which appears
to be privately owned. There may be opportunity to access the dam by constructing an access ramp along
the downstream side of the secondary spillway. Additional discussion on construction access and
sequencing is provided in Section 5 of this report.
4.4 RECREATIONAL OPPORTUNITIES
Removal of Chartpak Dam could support restoration of more natural conditions along the channel of the
Mill River upstream from the dam and thereby foster improved recreational opportunities (e.g., swimming)
in the Mill River adjacent to the Mass Central Rail Trail in the village of Leeds.
Improved recreational opportunities are therefore identified as a primary opportunity associated with
removal of Chartpak Dam given the existing recreational uses along the Project reach of the Mill River. A
contributing factor associated with improved recreational opportunities is the potential transfer of land along
the Mill River that is currently owned by the dam owner to the City of Northampton as part of a dam removal
project.
4.5 NATURAL RESOURCES
Chartpak Dam has fragmented the Project reach of the Mill River by altering fluvial process and aquatic
and riparian habitat and movement of animals within and between these habitats. Removal of the dam
would restore transport of sediment and nutrients in the Mill River and restore aquatic and riparian habitat
and connectivity between these habitats, including opportunities for volitional upstream fish passage.
4.6 SEDIMENT MANAGEMENT
This section presents general information on sediment management that are used for dam removal projects
in New England and identified opportunities and constraints for sediment management as part of removal
of Chartpak Dam. The following sections present a general description of sediment management
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approaches that are frequently used for dam removals in Massachusetts and discussing of sediment
management for removal of Chartpak Dam.
4.6.1 Sediment Management Approaches
Factors that are typically addressed as part of sediment management as part of design and permitting for
removal of dams in Massachusetts include the volume, composition, and quality of accumulated sediment.
General approaches to sediment management as part of dam removal projects are active (e.g., dredging)
sediment management, “instream” sediment management, and hybrid approaches that use elements of
active and instream sediment management.
Active sediment management incorporates repositioning and removal of sediment and typically requires
substantial additional construction effort and costs relative to instream sediment management due to the
need to handle sediment as part of dam removal construction. Repositioning accumulated sediment within
a dam impoundment is a management approach that can reduce costs for active sediment management
but is contingent on having relatively low-energy areas where repositioned sediment can be placed.
Instream, or “passive”, sediment management is based on allowing accumulated sediment to naturally
remobilize as part of dam removal construction. Primary considerations for instream sediment management
are 1) the presence of environmental contaminants in the sediment, 2) the assimilative capacity of the
downstream reach of the project waterway, and 3) impacts to downstream natural resources and
infrastructure.
Elevated concentrations of environmental contaminants in accumulated sediment can limit or prevent use
of instream sediment management. Primary factors that are considered when evaluating instream sediment
management where elevated contaminant concentrations are identified are 1) the concentrations of
contaminants relative to applicable contaminant criteria, 2) whether elevated contaminant concentrations
are present in the downstream, and 3) the volume of sediment, and therefore contaminants, that would be
released. Assimilative capacity refers to the capacity of the downstream reach of a river to accommodate
the volume of sediment that would be remobilized following dam removal, including potential aggradation
of sediment in the downstream channel that could result in higher water surface elevations during floods
and reduction in open area and conveyance through bridges and culverts. Assimilative capacity is also
relevant when considering instream sediment management with elevated concentrations of environmental
contaminants.
The magnitude of potential impacts to downstream natural resources and infrastructure is the ultimate
criterion for instream sediment management and can result in adverse biological and physical impacts.
Potential biological impacts can result from release of sediment with contaminants, elevated turbidity, and
other factors. Potential physical impacts can result from alteration of habitat, such as sand increasing
embedment of coarse substrate reducing habitat for macroinvertebrates and fish spawning, and
aggradation of the waterway channel resulting in higher flood water surface elevations.
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Hybrid approaches that include elements of passive and active sediment management are commonly used
for dam removal projects in Massachusetts and may be practical necessities. For example, removal or
repositioning of sediment may be necessary to access parts of a dam as part of dam removal construction
even when instream sediment management is the approved sediment management approach.
Active repositioning of sediment can be integrated with instream sediment management to reduce near-
term remobilization of sediment as part of dam removal. Removal of Bartlett Rod Shop Company Dam on
Amethyst Brook in Pelham, Massachusetts in 2012 included repositioning of approximately 4,000 CY of
sediment within the former impoundment to reduce short-term impacts to the downstream reach of
Amethyst Brook. A primary objective of that project was to restore sediment delivery into the downstream
reach of the brook to improve spawning habitat for anadromous sea lamprey (Petromyzon marinus). Figure
5 is a time series of photographs facing upstream from approximately 200 ft downstream from the dam prior
to and during construction in late 2012 and after construction in 2013. Sea lamprey were observed
spawning in this reach of Amethyst Brook in June 2013.
Figure 5. Amethyst Brook approximately 200 ft downstream from Bartlett Rod Shop Company Dam before, during, and after dam removal construction (October – December 2012).
Another example of a hybrid sediment management approach was removal of Elm Street Dam at head-of-
tide on the Jones River in Kingston, MA in 2019. This project included passive sediment management for
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Dam Removal Opportunities and Constraints
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natural remobilization of approximately 3,000 CY of sediment with dredging and offsite disposal of
approximately 300 CY of accumulated sediment under the Elm Street Bridge located approximately 10 ft
upstream from the dam spillway. Primary factors that resulted in implementation of passive sediment
management for the Elm Street Dam removal project included relatively low concentrations of contaminants
and receipt of permits for instream sediment management. Conversely, removal of multiple dams on Town
Brook in Plymouth, MA, such as removal of Holmes Dam in 2020, included active sediment management
approaches to address elevated contaminant concentrations in the accumulated sediment.
Upper Roberts Meadow Dam on Roberts Meadow Brook in Northampton was removed in 2018 using
instream sediment management with staged removal of the dam to allow for consolidation of sediment
during dam removal construction. Roberts Meadow Brook is a tributary to the Mill River and its confluence
is along the right side of the river just downstream from the Mulberry Street Bridge and the dam was located
approximately 2 miles southwest of Chartpak Dam. The immediate downstream reach of Roberts Meadow
Brook was largely undeveloped and sediment that was mobilized during and after removal of the dam was
allowed to accumulate in the Roberts Meadow Reservoir and did not adversely impact the Mill River.
Apparent factors that contributed to the applicability of instream sediment management for removal of
Upper Roberts Meadow Dam were 1) that Roberts Meadow Brook had been channelized along the north
side of Reservoir Road and therefore had good sediment transport capacity and 2) that sediment was
allowed to accumulate in the downstream reservoir.
4.6.2 Sediment Management at Chartpak Dam
Sediment management is identified as a primary constraint to removal of Chartpak Dam due to the volume
of accumulated sediment relative to the apparent assimilative capacity of the downstream reach of the Mill
River. This identified constraint is based on 1) the relatively large volume of accumulated sediment relative
to the expected assimilative capacity of the downstream reach of the Mill River and 2) expected costs for
active sediment management. Note that the results of the sediment sampling presented in Section 2.3.2.3
indicate that contaminant concentrations obtained from sampled collected in the impoundment were not
substantially greater than from the sample collected downstream from the dam but that sediments that are
sequestered deeper in the impoundment could have higher contaminant concentrations.
The estimated volume of readily mobile sediment upstream from Chartpak Dam is approximately 35,000
CY (reference Section 2.3.2.2) and is approximately 60% of the estimated total volume of sediment. This
is a relatively large volume of sediment given that the downstream reach of the Mill River between the dam
and Mulberry Street Bridge approximately 500 ft downstream is confined by the Lower Left Retaining Wall
and the Right Retaining Wall between the dam the bridge. Other downstream infrastructure, including the
breached dam just downstream from the bridge and the Button Shot No. 1 and No. 2 dams approximately
2,000 ft downstream from Chartpak Dam, would reduce dispersal of sediment into the downstream reach
of the Mill River. It is therefore expected that removal of Chartpak Dam with instream sediment management
or failure of the dam would result in substantial aggradation of remobilized sediment in the channel of the
Mill River and consequent increases in water surface elevations.
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Dam Removal Opportunities and Constraints
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Based on the identified constraints to instream sediment management, active sediment management is
suggested as a prudent and appropriate approach for sediment management for removal of Chartpak Dam.
Removal of all sediment in the historical channel upstream from Chartpak Dam is not considered to be
possible, however, and the suggested sediment management approach is therefore a hybrid approach
incorporating active and instream sediment management. The objective of this approach is to remove a
sufficient volume of accumulated sediment to reduce the risk of adverse impacts to the downstream reach
of the river. The suggested approach is to construct a “starter channel” through accumulated sediment for
approximately 700 ft upstream from the dam (i.e., to the upstream limit of the Impoundment
subreach/downstream limit of the Transitional subreach). The estimated volume of sediment that would
need to be removed for this scenario would be approximately 75% of the total volume of readily mobile
sediment and is therefore approximately 26,000 CY. It is estimated that at least 10,000 CY of sediment
from the former impoundment would subsequently be remobilized downstream from the upstream limit of
construction. Potential impacts of this approach would need to be evaluated prior to identification of a
sediment management as part of dam removal design and permitting.
Repositioning of sediment into areas adjacent to the Mill River does not appear to be feasible due to the
proximity of the Mass Central Rail Trail adjacent to the left side of the river and River Road adjacent to the
right side of the river. The floodplain forest between the left side of the river in the Impoundment subreach
and the Mass Central Rail Trail would need to be cleared of trees if it were to be used as a sediment
placement area and removal of trees would be visually unappealing from the rail trail and could result in
subsequent erosion of repositioned sediment into the river. Land between the Impoundment subreach and
River Road appears to also have mature forest and poor suitability for repositioned sediment. It is therefore
suggested that sediment that is actively managed should be brought to an offsite location.
Active sediment management with removal and offsite disposal or reuse and limited instream sediment
management is the suggested sediment management approach for removal of Chartpak Dam. While the
expected cost to remove the estimated volume of sediment for active management (~26,000 CY) is
substantial, associated costs should be considered in light of the Project goals and objectives, including
elimination of risks from dam failure and consequent downstream release of accumulated sediment.
Reference Section 8 for information related to an opinion of probable cost for removal of Chartpak dam.
4.7 ADJACENT INFRASTRUCTURE
Infrastructure that is dependent on Chartpak Dam was not identified as part of this study and potential
impacts to infrastructure from removal of the dam is not identified as a constraint to dam removal except as
described with regard to instream sediment management.
It is not anticipated that dam removal would have an impact on Mulberry Street Bridge. The basis for this is
that Chartpak Dam is a run-of-river type structure, does not serve to provide flood attenuation and storage,
is not regulated as a flood control structure, and the existing retaining walls upstream from the bridge would
continue to confine the channel immediately upstream from the bridge. Therefore, it is not expected that
removal of the dam would alter hydraulic conditions at this bridge. However, based on the large volume of
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Dam Removal Opportunities and Constraints
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accumulated sediment in the Chartpak Dam impoundment, it is possible, that failure of the dam or dam
removal without sediment management could result in aggradation of sediment in the downstream channel
and consequent increases in water surface elevations.
It is not anticipated that dam removal would have an impact on Beaver Brook Arch Bridge, River Road, or
River Road Bridge. The basis for this is that it appears as though the bedrock in the channel at the
Transitional subreach would limit upstream head-cutting and erosion of the channel and would not impact
the vertical channel alignment in the vicinity of these upstream infrastructure.
4.8 HISTORIC RESOURCES
Disturbance of historic resources can be a constraint to dam removal and represent an additional cost for
dam removal planning, design and permitting, and construction. As described in Section 2.4.1, Beaver
Brook Arch is identified was identified in MACRIS as a historic resource in the study area. It is recommended
that subsequent dam removal planning and design further evaluate whether removal of Chartpak Dam
would adversely impact Beaver Brook Arch. While it is suspected that Beaver Brook Arch is upstream from
expected changes to the channel of the Mill River that could result following removal of Chartpak Dam,
review of historical design materials for this bridge (if available) and subsurface investigations (e.g., borings)
to evaluate whether the bridge is founded on bedrock are recommended.
Chartpak Dam is a good example of a stone masonry dam and is more than 50 years old, which is a criterion
that is sometimes used for designation of historic resource. However, the dam is not identified in MACRIS
and is a typical example of stone masonry dams and other structures. Note that the construction of Chartpak
Dam appears to be similar to that of Upper Roberts Meadow Dam. Similarly, the mill remnants downstream
from the left side of the dam are more than 50 years old but typical of remnant mill structures in New
England.
Coordination with historic resource agencies is recommended as subsequent efforts to advance the Project.
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Preliminary Dam Removal Approach
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5 PRELIMINARY DAM REMOVAL APPROACH
The following sections present a brief overview of a preliminary dam removal approach and construction
sequencing for the removal of Chartpak Dam.
5.1 OVERVIEW
Dam removal projects typically require identification and evaluation of opportunities and constraints.
Physical conditions that are often evaluated include impacts to natural resources (e.g., wetlands), sediment
quality and quantity and associated management needs, adjacent infrastructure, and historical resources.
Social factors also arise as part of the dam removal project process and are typically associated with
perceptions associated with expected alteration of dam impoundments from lentic (e.g., ponds, lakes) to
lotic (e.g., rivers, streams) conditions. Mitigation of physical impacts, such as installation of scour
countermeasures at impacted bridges and culverts, may be identified as necessary as part of a given dam
removal project. Similarly, accommodation of social concerns may also be identified as appropriate, such
as construction of trails and installation of signage for documentation or pre-dam removal conditions.
The primary identified opportunities associated with removal of Chartpak Dam are elimination of
responsibilities associated ownership of the dam, improved public safety, and improved recreational
opportunities along the Mill River upstream from the dam. The primary identified constraint to removal of
the dam is the relatively large volume of accumulated sediment upstream from the dam.
Removal of the Chartpak Dam can achieve the identified dam removal opportunities and the conceptual
dam removal approach therefore includes items that are intended to address the identified Project
objectives while accommodating the primary identified constraint (i.e., sediment management).
5.2 PRELIMINARY APPROACH
This section presents a preliminary approach for removal of Chartpak Dam. The primary elements of this
preliminary approach are 1) removal of sufficient elements of the dam to meet the dam removal criteria
presented in Section 3.3 and 2) a hybrid sediment management approach that is primarily based on active
sediment management.
The preliminary dam removal approach is to 1) remove approximately 26,000 CY of sediment upstream to
approximately 700 ft upstream from the dam and 2) remove the primary spillway between the right side of
the secondary spillway and the right abutment of the dam.
The following sections present the preliminary approach for removal of Chartpak Dam.
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Preliminary Dam Removal Approach
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5.2.1 Construction Access and Staging
The suggested primary construction staging area is the existing parking areas located along the east side
of River Road to limit restrictions on use of the Mass Central Rail Trail during dam removal construction.
The noted parking area appears to provide good access and egress to River Road and is within a few
hundred feet of the right side of the Mill River and Chartpak Dam. Temporary construction access roads
would need to be constructed between the primary construction staging area, Chartpak Dam, and the Mill
River. The suggested approach is to have at least two construction access roads, with one providing access
to the dam and the other providing access to the upstream end of the parcel that is owned by the owner of
Chartpak Dam. Access along the downstream access road would be focused on dam removal and water
management and access along the upstream road would be focused on water and sediment management
(reference Figure B2 in Appendix B for location of access roads).
It is expected that construction access to the left side of the dam adjacent to the secondary spillway and to
the base of the dam would be needed for dam removal. Potential access routes to the left side of the dam
would include either crossing the river upstream from the dam or along the Mass Central Rail Trail from
Mulberry Street. Both of these construction access approaches are considered feasible as part of this
preliminary design.
Access to the downstream side of the dam is generally more constrained than the upstream side of the
dam due to the steep slopes and retaining walls. Access for construction equipment to the downstream
side of Chartpak Dam from the right side does not appear to be feasible due to steep slopes on the right
side of the dam. Access to the downstream side of the dam from the left side of the river appears to be
feasible along existing grades approximately 150 ft downstream from the left side of the dam or through the
secondary spillway. Access from approximately 150 ft downstream from the dam would, however, require
access across a privately owned parcel. A potential alternative approach is to remove the top of the
secondary spillway adjacent to its intersection with the Upper Left Retaining Wall and construct and access
ramp to the base of the dam by placing material into the plunge pool at the base of the secondary spillway.
The ground elevation immediately upstream from the secondary spillway is approximately 17 ft above the
elevation of ground at the base of the secondary spillway and a construction access ramp constructed
along the length of the secondary spillway may therefore be suitable for construction equipment to access
the downstream side of the dam. Fill material for construction of a construction access ramp at this location
could be obtained from accumulated sediment in the impoundment or material removed from the dam.
Fill placed along the downstream side of the secondary spillway could remain in place following construction
to reduce or eliminate fall hazards associated with the secondary spillway. In additional, a potential
recreational amenity would be to augment the fill by placing stone masonry blocks removed from the
primary spillway to create a public space along the river. For example, cut stone masonry from the dam
could be placed to create a series of steps and benches along the downstream side of the secondary
spillway with a southwest exposure to capture the afternoon sun.
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Preliminary Dam Removal Approach
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5.2.2 Water and Sediment Management
Water and sediment management are necessarily coupled for dam removal and require appropriate
consideration as part of the design and permitting process and implementation during construction. As
described in Section 4.6.2, the suggested sediment management approach includes active management
of approximately 26,000 CY of accumulated sediment to approximately 700 upstream from Chartpak Dam
and an allowance for approximately 10,000 CY of sediment that would subsequently be remobilized
downstream from the upstream limit of construction. The preliminary approach for this hybrid sediment
management approach is to use terrestrial excavation equipment (e.g., excavators) to construct a “starter
channel” for approximately 700 ft upstream from the dam and to dispose of the excavated material offsite.
While some material could potentially be reused onsite, such as for fill downstream from the secondary
spillway, it is expected that most of the material would need to be taken to an offsite disposal facility.
The suggested approach for water management is to facilitate excavation of sediment by bypassing lower-
flow discharges through the approximately 700-ft-long work area using a temporary water diversion
conduit(s) and a temporary cofferdam at the upstream limit of work. A temporary water diversion conduit
could be discharged over the crest of the dam or through a lowered section of the low-level sluiceway. Use
of the low-level sluiceway would require work to reactivate it because the upstream end is embedded in
sediment and there doesn’t appear to be a gate operator. Removal of a section of the top course of stone
masonry blocks from the crest of the dam would likely be easier and could facilitate iterative lowering of the
spillway crest and the temporary water diversion conduit as work progresses for removal of sediment and
the dam. The size of a temporary diversion water diversion conduit and coffer dam would need to be
evaluated as part of subsequent design. To facilitate construction access from the right side of the
impoundment, a temporary water diversion conduit could be trenched into existing sediment.
An alternative water management alignment is to route a temporary water diversion conduit through the
floodplain forest along the west side of the Mass Central Rail Trail upstream from the secondary spillway.
This approach would require a breach in the secondary spillway and would need to be evaluated as part of
dam removal design. It is not expected that this approach would require substantial adjacent tree clearing.
Note that the upstream limit of work appears to be upstream from land owned by the dam owner and
coordination with and approval by current landowners on both sides of the river would be necessary for
access and construction.
The suggested sequence of water and sediment management is to remove most of the upstream sediment
prior to removal of most of the primary spillway. The basis for this approach is to limit remobilization and
transport of sediment into the downstream reach of the river during high-flow events that exceed the
capacity of the temporary water diversion conduit during construction. Regardless of the selected water
management approach, the approach must include contingencies for high-flow conditions that exceed the
capacity of the construction-phase temporary water diversion system.
SITE RECONNAISSANCE AND PRELIMINARY DESIGN FOR DAM REMOVAL – CHARTPAK DAM
Preliminary Dam Removal Approach
38
Active removal of accumulated sediment would be facilitated by dewatering and reestablishing the function
of the low-level sluiceway could be used to facilitate sediment dewatering. If the low-level sluiceway is
reestablished for dam removal construction, it is expected that a screen or filter system would need to be
installed to facilitate dewater of upstream sediments without sluicing sediment or clogging the low-level
sluiceway.
This water and sediment management approach assumes that sediment would be excavated and placed
in off-road haul trucks and transported to the primary construction staging area for loading into on-road haul
trucks for offsite disposal or beneficial reuse.
5.2.3 Dam Removal Extents
Following removal of most of the sediment targeted for active management, the primary spillway would be
breached. The suggested breach would include removal of the left side of the primary spillway adjacent to
the right side of the secondary spillway to the right side of the primary spillway adjacent to the right abutment
of the dam. Removal of ancillary structures adjacent to the right side of the dam is also recommended.
Note that any modifications to the dam during construction could compromise the integrity of the dam and
increase the risk of dam failure. Any proposed modifications of the dam would need to be approved by an
engineer for compliance with ODS dam safety rules and regulations. In general, no substantial modifications
to the dam, such as breaching of the secondary spillway for access to the downstream side of the dam,
should be performed before the primary spillway can be removed to reduce the potential for failure of the
dam during construction.
5.3 PRELIMINARY CONSTRUCTION SEQUENCING
This section presents a preliminary construction approach for removal of the primary spillway of Chartpak
Dam as described in the preliminary dam removal approach presented in Section 5.2, including the
preliminary construction-phase water and sediment management approach. This sequence is based on a
temporary water diversion conduit through the impoundment but is representative of an approach with a
conduit routed through the floodplain forest upstream from the secondary spillway.
The following list presents the sequence of the preliminary construction and water management approach.
Note that Phases 1, 2 and 3 begin and end with a description of water management associated with these
phases.
1) Construction Mobilization
a. Prepare primary staging area.
b. Construct access roads on left side of impoundment.
c. Construct preliminary access routes across impoundment.
d. Construction access roads on right side of impoundment.
SITE RECONNAISSANCE AND PRELIMINARY DESIGN FOR DAM REMOVAL – CHARTPAK DAM
Preliminary Dam Removal Approach
39
2) Phase 1: Installation of Temporary Water Management System
a. Flow in the Mill River is through the impoundment and over the primary spillway.
b. Install temporary water diversion conduit(s) from upstream limit of work to dam.
c. Perform minor modifications to the primary spillway (if needed and possible) to accommodate
water diversion conduit.
d. Install a temporary cofferdam at upstream limit of work.
e. Initiate commissioning of the temporary water management system (diversion of flow into the
conduit and discharge over the primary spillway).
f. Reestablish the low-level sluiceway (if possible) to facilitate dewatering of accumulated
sediment.
g. Flow remains diverted through the temporary water diversion conduits from the upstream
temporary cofferdam and discharged downstream from the dam.
3) Phase 2: Active Sediment Management
a. Flow is diverted through the temporary water diversion conduits from the upstream temporary
cofferdam and discharged downstream from the dam.
b. Actively manage sediment in the Impoundment subreach.
i. Excavate sediment and haul to primary staging area.
ii. Haul sediment to offsite location for disposal or beneficial reuse.
c. Remove elements of the dam above the elevation of the primary spillway right of the primary
spillway and in the adjacent upland area.
d. This phase may include construction of a river channel elements in the work area if that is part
of the designed and permitted work.
e. This phase may include incremental lowering of the primary spillway if that is part of the
designed and permitted sequence of work.
f. Flow remains diverted through the temporary water diversion conduits from the upstream
temporary cofferdam and discharged downstream from the dam.
4) Phase 3: Primary Spillway Removal
a. Flow is diverted through the temporary water diversion conduits from the upstream temporary
cofferdam and discharged downstream from the dam.
b. Incrementally remove (lower) the primary spillway.
c. Construct access to the downstream side of the spillway (if needed).
d. Complete removal of primary spillway.
SITE RECONNAISSANCE AND PRELIMINARY DESIGN FOR DAM REMOVAL – CHARTPAK DAM
Preliminary Dam Removal Approach
40
e. Restore disturbed areas along the banks of the Impoundment subreach.
f. Remove upstream temporary cofferdam to establish flow into the Impoundment subreach (note
that removal of the upstream temporary cofferdam could potentially be performed with access
along the Mass Central Rail Trail to avoid having the cross the channel in the work area).
g. Flow is through the Project reach of the Mill River.
5) Phase 4: Site Restoration, Cleanup, and Demobilization.
a. Restore site, including decommissioning of temporary access roads and final grading.
b. Perform site cleanup.
c. Demobilize.
SITE RECONNAISSANCE AND PRELIMINARY DESIGN FOR DAM REMOVAL – CHARTPAK DAM
Environmental Permitting
41
6 ENVIRONMENTAL PERMITTING
It is anticipated that environmental regulatory review and permitting requirements for this Project would be
similar to those encountered as a part of other small dam removal projects in Massachusetts and will include
local, state, and federal regulatory coordination and permits. Early coordination with the Northampton
Conservation Commission during the stakeholder outreach process, as well as pre-application coordination
with other local, state, and federal environmental regulators, is recommended to facilitate an efficient
regulatory review process.
Anticipated regulatory coordination, review, and permit requirements include:
1. Expanded Environmental Notification Form under Massachusetts Environmental Protection Act
2. Water Quality Certification from MassDEP
3. Notice of Intent under the Massachusetts Wetlands Protection Act and the City of Northampton
Wetlands By-Law
4. Authorization under Category II of the General Permit from the U.S. Army Corps of Engineers
5. Chapter 253 Permit from the Massachusetts DCR ODS would be required for dam removal
6. Chapter 91 Waterways authorization. It was not determined whether the Project site is located in
an area that is within the jurisdiction of the Massachusetts Public Waterfront Act (Chapter 91).
Potential requirement for a Chapter 91 License and/or Permit for this Project would need to be
evaluated during the design and permitting process
Additional permits or authorizations may be required based on Project development and coordination with
environmental regulators. Potential additional permits and authorizations are not included in the opinion of
probable cost (OPC) provided in this report (reference Section 8) may include:
1. Massachusetts Endangered Species Act Coordination: If the Project is determined to have the
potential to impact state-listed species, additional coordination (e.g., including development of a
Habitat Management Plan) may be required. As described in Section 2.4.3, a cursory review of the
NHESP indicates that the Project reach along the Mill River, including the location of Chartpak
Dam, is listed as priority habitat by the NHESP (PH 2084).
2. Additional Municipal Review and/or Permits: Additional municipal permits or reviews may be
identified based on a review of municipal ordinances and related coordination with the City of
Northampton.
3. Review by the Massachusetts Historical Commission.
4. Compliance with Section 106 of the National Historic Preservation Act.
SITE RECONNAISSANCE AND PRELIMINARY DESIGN FOR DAM REMOVAL – CHARTPAK DAM
Discussion on Additional Recommended Data Collection
42
7 DISCUSSION ON ADDITIONAL RECOMMENDED DATA COLLECTION
This section presents additional data collection and study needs based on the preliminary information
presented in this report. Note that subsequent studies for removal of the dam may identify other study
needs. The primary identified constraint to removal of Chartpak Dam is sediment management and further
evaluation of sediment management approaches and alternatives is recommended. Other potential
constraints include property ownership adjacent to the dam in the Project area and potential impacts to the
Beaver Brook Arch. An additional recommendation that is provided here is to foster communication and
collaboration between the dam owner and the City of Northampton to develop a comprehensive plan that
identifies roles and responsibilities for dam removal planning, design and permitting, and construction along
with potential land transfers that could occur as part of the Project.
7.1 SEDIMENT STUDY
Based on the relatively large volume of impounded sediment upstream from Chartpak Dam, additional
study is recommended to better quantify the volume and composition of impounded sediment. Based on
the expectation that sediments upstream from the dam may be vertically stratified, it is recommended that
borings be performed along the impoundment to provide information that can be used to evaluate
subsurface conditions, including the potential presence of bedrock.
7.2 INTEGRATED FLUVIAL GEOMORPHIC, HYDRAULIC MODELING,
AND SEDIMENT TRANSPORT STUDY
Based on the relatively large volume of accumulated sediment, uncertainty regarding the upstream limit of
effects from Chartpak Dam, and potential impacts to downstream resources from sediment release, it is
recommended that an integrated study be performed that addresses fluvial geomorphic, hydraulic and
sediment transport conditions for design and permitting for Chartpak Dam. The suggested study approach
is to develop a detailed hydraulic model of the Mill River upstream and downstream from Chartpak Dam
and use this model along with information obtained from field studies to evaluate potential changes in the
morphology, sediment transport, and water surface elevations in the Project reach of the Mill River as part
of dam removal. Based on the results of the sediment analyses (reference Section 2.3.2.3) and experience
with other dam removal projects in Massachusetts, it is not expected that fate-and-transport studies would
be necessary to evaluate potential impacts from existing contaminants in accumulated sediment in the dam
impoundment.
SITE RECONNAISSANCE AND PRELIMINARY DESIGN FOR DAM REMOVAL – CHARTPAK DAM
Conceptual Project OPC and Schedule
43
7.3 EVALUATION OF BEAVER BROOK ARCH
It is recommended that the Beaver Brook Arch be studied to obtain information regarding potential impacts
to this bridge following removal of Chartpak Dam. This study could potentially follow the recommended
“Integrated Fluvial Geomorphic, Hydraulic Modeling, and Sediment Transport Study” and may include
geotechnical boring information to inform the condition and type of the bridge foundation.
7.4 PROPERTY OWNERSHIP
It is recommended that that property owners along the Project reach of the Mill River in proximity to the
dam be identified. This information could be used to identify opportunities for construction access and to
address potential concerns regarding potential direct and indirect impacts to private properties as part of
the Project.
7.5 HISTORICAL RESOURCES INVESTIGATION
Preliminary evaluation described in this report did not identify any inventoried historical significance related
to Chartpak Dam and adjacent areas. However, given the age and construction of the dam, a historical
resource evaluation is recommended prior to dam removal. Note that Chartpak Dam appears to be of similar
construction to Upper Robert Meadows Pond Dam, which was removed in the summer of 2018.
8 CONCEPTUAL PROJECT OPC AND SCHEDULE
This section presents a conceptual, order-of-magnitude opinion of probable cost (OPC) for design and
permitting and an opinion of probable construction costs (OPCC) for removal of Chartpak Dam as described
in Section 5. The OPC is presented in Table 6, was prepared for planning purposes, and is commensurate
with the preliminary design phase of the Project. The OPC does not include costs for external project
management or for legal guidance or associated costs that may arise as part of the dam removal process.
Phase 4 of the OPC includes items for “Construction-Phase Professional Services – Office” and
“Construction-Phase Professional Services – Field”. The former item is for office services by the engineer,
such as review of submittals, review and responses to requests for information, and construction close-out
documentation. The latter item is for the engineer or their representative to be onsite during project
construction for a period of four months (~16 weeks). The OPC for design and permitting and the OPCC
construction for removal of Chartpak Dam in Table 6 are provided in Appendix E.
For planning purposes Table 6 includes an order of magnitude probable cost with a range of -30% to +50%
of the OPC to reflect the uncertainties inherent to this stage of Project planning, which is consistent with
the American Society for Testing and Materials (ASTM) E 2516-11 general guidance for accuracy ranges
SITE RECONNAISSANCE AND PRELIMINARY DESIGN FOR DAM REMOVAL – CHARTPAK DAM
Conceptual Project OPC and Schedule
44
for a Class 5 feasibility level estimate. Multiple additional factors may influence the actual costs of the
alternative presented in this report, and the results of further studies, coordination, and design development
may substantively affect the cost of the Project. DER and its Project partners may consider adding
contingencies to reflect uncertainty commensurate with the early planning phases of a project and the
assumptions and exclusions identified above. The schedule presented in Table 6 reflects a relative timeline
based on the start date of the Project. The quarters do not necessarily reflect actual quarters of the calendar
year.
8.1 DISCUSSION OF OPC AND OPCC
The OPC presented in Table 6 is $4,560,000 including professional services (design and construction) and
construction as represented by the OPCC with a range of -30% to +50%. The OPCC in the OPC is
$3,930,000 and includes an estimated cost of $3,120,000 for active sediment management as part of
construction. The estimated cost for active sediment management is approximately 80% of the total OPCC
and approximately 76% of the total OPC. The OPCC without active sediment management is $810,000 and
is considered by Stantec to be within the range of expected costs for similar dam removal projects in New
England.
Based on the information presented in the preceding paragraph, it is apparent the expected costs for active
sediment management dominate the OPCC for removal of Chartpak Dam. Additional studies and analyses
regarding potentially appropriate sediment management approaches are therefore recommended if
removal of Chartpak Dam is further pursued.
SITE RECONNAISSANCE AND PRELIMINARY DESIGN FOR DAM REMOVAL – CHARTPAK DAM
Conceptual Project OPC and Schedule
45
Table 6. Conceptual OPC and Schedule for Removal of Chartpak Dam
1 2 3 4 1 2 3 4 1 2 3 4
Coordination, Design, and
Permitting*
Construction
Project Management
Project Management $15,000
Wetland Delineation/Wildlife Assessment $10,000
Topographic Survey $10,000
Sediment Investigations $20,000
$35,000
Preliminary Evaluation of Beaver Brook Arch Bridge $5,000
Construction Access Review and Evaluation $10,000
Preliminary Historical Resources Investigation $10,000
Conceptual Sediment Management Plan $10,000
Conceptual (30%) Design Plan $20,000
Conceptual Basis of Design Report $30,000
Stakeholder Outreach and Coordination $5,000
$180,000
Project Management $11,000
Regulatory Agency Preliminary Coordination $10,000
Preliminary Sediment Management Plan $15,000
Basis of Design Report $15,000
Draft Preliminary-Level (60%) Design $50,000
Preliminary-Level (60%) Design $20,000
$121,000
Project Management $14,000
Environmental Permitting $100,000
Final Dam Removal Design $40,000
$154,000
Phase 4: Construction
$30,000
$3,930,000
Construction-Phase Professional Services - Office $80,000
Construction-Phase Professional Services - Field $64,000
Phase 4 Subtotal:$4,104,000
Subtotals:$455,000 $4,104,000
Total (Rounded):$4,560,000
Minimum / Maximum Probable Cost Range:$3,190,000 - $6,840,000
Phase 3 Subtotal:
Bidding Support
Construction
*Note: Actual costs for coordination, design, and permitting can vary substantially depending on multiple factors. The OPC presented here is based on Stantec's
experience with similar projects.
Phase 1: Feasibility Study and Conceptual Design
Integrated Fluvial Geomorphic, Hydraulic Modeling, and Sediment Transport Study
Phase 1 Subtotal:
Phase 2: Preliminary Design
Phase 2 Subtotal:
Phase 3: Permitting and Design
Work Item
Year/Quarter Opinion of Probable CostsYear 1 Year 2 Year 3
APPENDICES
SITE RECONNAISSANCE AND PRELIMINARY DESIGN FOR DAM REMOVAL – CHARTPAK DAM
Appendix A Site Photographs
A.1
Appendix A SITE PHOTOGRAPHS
SITE RECONNAISSANCE AND PRELIMINARY DESIGN FOR DAM REMOVAL – CHARTPAK DAM
Appendix A Site Photographs
A.2
Photo 1. Primary spillway and outlet works; note location of the low-level sluiceway
Photo 2. Right dam abutment, outlet conduit, and right side of spillway
SITE RECONNAISSANCE AND PRELIMINARY DESIGN FOR DAM REMOVAL – CHARTPAK DAM
Appendix A Site Photographs
A.3
Photo 3: Spillway and secondary spillway (background on right side of photo; see arrow) from right bank
Photo 4. Spillway (left side of photo) and secondary spillway (right side of photo)
SITE RECONNAISSANCE AND PRELIMINARY DESIGN FOR DAM REMOVAL – CHARTPAK DAM
Appendix A Site Photographs
A.4
Photo 5. Downstream face of secondary spillway (note spillway in background)
Photo 6. Downstream face of secondary spillway (left side of photo) and Upper Left Retaining Wall (right side of photo)
SITE RECONNAISSANCE AND PRELIMINARY DESIGN FOR DAM REMOVAL – CHARTPAK DAM
Appendix A Site Photographs
A.5
Photo 7. Secondary spillway crest (flow in background is from right to left)
Photo 8. Right abutment with primary and secondary spillways in background (flow is from left to right)
SITE RECONNAISSANCE AND PRELIMINARY DESIGN FOR DAM REMOVAL – CHARTPAK DAM
Appendix A Site Photographs
A.6
Photo 9. Primary spillway from left side of spillway
Photo 10. Primary spillway from right side of spillway
SITE RECONNAISSANCE AND PRELIMINARY DESIGN FOR DAM REMOVAL – CHARTPAK DAM
Appendix A Site Photographs
A.7
Photo 11. Upstream side of outlet conduit
Photo 12. Right spillway abutment overlying outlet conduit (flow is from right to left)
SITE RECONNAISSANCE AND PRELIMINARY DESIGN FOR DAM REMOVAL – CHARTPAK DAM
Appendix A Site Photographs
A.8
Photo 13. Chartpak dam (background) facing upstream from Mulberry Street Bridge
Photo 14. Mill River with dam remnants facing downstream from Mulberry Street Bridge
SITE RECONNAISSANCE AND PRELIMINARY DESIGN FOR DAM REMOVAL – CHARTPAK DAM
Appendix A Site Photographs
A.9
Photo 15. Lower Left Retaining Wall along left side of Mill River upstream from Mulberry Street Bridge
Photo 16. Right Retaining Wall along right side of Mill River between Chartpak Dam and Mulberry Street Bridge (facing downstream)
SITE RECONNAISSANCE AND PRELIMINARY DESIGN FOR DAM REMOVAL – CHARTPAK DAM
Appendix A Site Photographs
A.10
Photo 17. Bedrock along left bank of Mill River downstream from Chartpak Dam
Photo 18. Transition of bedrock to Lower Left Retaining Wall along left side of Mill River downstream from Chartpak Dam
SITE RECONNAISSANCE AND PRELIMINARY DESIGN FOR DAM REMOVAL – CHARTPAK DAM
Appendix A Site Photographs
A.11
Photo 19. Lower Left Retaining Wall along left side of Mill River downstream from Chartpak Dam
Photo 20. Upper Left Retaining Wall (left side of photo) and mill remnants on floodplain bench downstream from secondary spillway (facing downstream)
SITE RECONNAISSANCE AND PRELIMINARY DESIGN FOR DAM REMOVAL – CHARTPAK DAM
Appendix A Site Photographs
A.12
Photo 21. Chartpak Dam impoundment (facing upstream)
Photo 22. Left bank and floodplain forest upstream from Chartpak Dam (flow is from left to right)
SITE RECONNAISSANCE AND PRELIMINARY DESIGN FOR DAM REMOVAL – CHARTPAK DAM
Appendix A Site Photographs
A.13
Photo 23. Point Bar along left side of Mill River ~700 ft upstream from Chartpak Dam (facing downstream)
Photo 24. Pool upstream from point bar on left side of Mill River (facing upstream)
SITE RECONNAISSANCE AND PRELIMINARY DESIGN FOR DAM REMOVAL – CHARTPAK DAM
Appendix A Site Photographs
A.14
Photo 25. Bedrock outcrop approximately 1,450 ft upstream from Chartpak Dam (flow is from right to left)
Photo 26. Mill River ~ 1,600 ft upstream from Chartpak Dam (facing downstream)
SITE RECONNAISSANCE AND PRELIMINARY DESIGN FOR DAM REMOVAL – CHARTPAK DAM
Appendix A Site Photographs
A.15
Photo 27. Beaver Brook Arch Bridge at confluence of Beaver Brook and Mill River (flow is from left to right)
Photo 28. Mill River upstream from Beaver Brook confluence (facing upstream)
SITE RECONNAISSANCE AND PRELIMINARY DESIGN FOR DAM REMOVAL – CHARTPAK DAM
Appendix B Figures
B.1
Appendix B FIGURES
FLOWFLOWProject No.Scale
Revision Drawing No.Sheet
TitleClient/ProjectClient/Project LogoPermit/Seal
IssuedRevision
Consultant
Copyright Reserved
By Appd YYYY.MM.DDByAppdYYYY.MM.DD Dsgn.Chkd.YYYY.MM.DDDwn.
The Contractor shall verify and be responsible for all dimensions. DO NOT scale the
drawing - any errors or omissions shall be reported to Stantec without delay.
The Copyrights to all designs and drawings are the property of Stantec. Reproduction
or use for any purpose other than that authorized by Stantec is forbidden.
of
PRELIMINARY
NOT FOR
CONSTRUCTION
Not for permits, pricing or other official
purposes. This document has not been
completed or checked and is for
general information or comment only.
File Name: 02327_CHARTPAK-EX
ORIGINAL SHEET - ANSI D\\us0289-ppfss01\shared_projects\195602327\03_data\gis_cad\cad\drawing\leeds-chartpak\sheet\02327_chartpak-ex2022.06.27 10:10:49 AMTel:
www.stantec.com
Stantec Consulting Services Inc.
136 West Street Suite 203
Northampton MA 01060-3711
(413) 584-4776
A
B
C
1 2 3 4 5
Massachusetts Division of Ecological
Restoration
Site Reconnaissance and Conceptual Design
For Dam Removal - Chartpak Dam
Leeds, Massachusetts
195602327.200
32022.05.03
N N
0 Original Draft GEC MRC 2022.05.03 B1.a
Existing Conditions - Basemap
0
As Shown
1GECMRC/GEC RES
Project No.Scale
Revision Drawing No.Sheet
TitleClient/ProjectClient/Project LogoPermit/Seal
IssuedRevision
Consultant
Copyright Reserved
By Appd YYYY.MM.DDByAppdYYYY.MM.DD Dsgn.Chkd.YYYY.MM.DDDwn.
The Contractor shall verify and be responsible for all dimensions. DO NOT scale the
drawing - any errors or omissions shall be reported to Stantec without delay.
The Copyrights to all designs and drawings are the property of Stantec. Reproduction
or use for any purpose other than that authorized by Stantec is forbidden.
of
PRELIMINARY
NOT FOR
CONSTRUCTION
Not for permits, pricing or other official
purposes. This document has not been
completed or checked and is for
general information or comment only.
File Name: 02327_CHARTPAK-EX
ORIGINAL SHEET - ANSI D\\us0289-ppfss01\shared_projects\195602327\03_data\gis_cad\cad\drawing\leeds-chartpak\sheet\02327_chartpak-ex2022.06.27 10:11:06 AMTel:
www.stantec.com
Stantec Consulting Services Inc.
136 West Street Suite 203
Northampton MA 01060-3711
(413) 584-4776
A
B
C
1 2 3 4 5
Massachusetts Division of Ecological
Restoration
Site Reconnaissance and Conceptual Design
For Dam Removal - Chartpak Dam
Leeds, Massachusetts
195602327.200
32022.05.030Original Draft GEC MRC 2022.05.03 B1.b
Existing Conditions - Longitudinal Profile
0
As Shown
2GECMRC/GEC RES
FLOWProject No.Scale
Revision Drawing No.Sheet
TitleClient/ProjectClient/Project LogoPermit/Seal
IssuedRevision
Consultant
Copyright Reserved
By Appd YYYY.MM.DDByAppdYYYY.MM.DD Dsgn.Chkd.YYYY.MM.DDDwn.
The Contractor shall verify and be responsible for all dimensions. DO NOT scale the
drawing - any errors or omissions shall be reported to Stantec without delay.
The Copyrights to all designs and drawings are the property of Stantec. Reproduction
or use for any purpose other than that authorized by Stantec is forbidden.
of
PRELIMINARY
NOT FOR
CONSTRUCTION
Not for permits, pricing or other official
purposes. This document has not been
completed or checked and is for
general information or comment only.
File Name: 02327_CHARTPAK-PROP
ORIGINAL SHEET - ANSI D\\us0289-ppfss01\shared_projects\195602327\03_data\gis_cad\cad\drawing\leeds-chartpak\sheet\02327_chartpak-prop2022.06.27 10:11:20 AMTel:
www.stantec.com
Stantec Consulting Services Inc.
136 West Street Suite 203
Northampton MA 01060-3711
(413) 584-4776
A
B
C
1 2 3 4 5
Massachusetts Division of Ecological
Restoration
Site Reconnaissance and Conceptual Design
For Dam Removal - Chartpak Dam
Leeds, Massachusetts
195602327.200
32022.05.03
N
0 Original Draft GEC MRC 2022.05.03 B2
Proposed Conditions
0
As Shown
3GECMRC/GEC RES
SITE RECONNAISSANCE AND PRELIMINARY DESIGN FOR DAM REMOVAL – CHARTPAK DAM
Appendix C Sediment Analysis Summary Table and Documentation
C.1
Appendix C SEDIMENT ANALYSIS SUMMARY TABLE AND
DOCUMENTATION
DER Sediment Results SpreadsheetChartpak Dam1 of 4Standard Analyses for Dam Removal Projects (adjust if due dilligence suggests additional pollutant risks)Method 1 Soil Standards (MCP)Parameters UnitsDirect Contact Direct Contact Direct Contact(for comparison)CHARTPAK‐1CHARTPAK‐2CHARTPAK‐3Impound. Impound. DownstrmTEC/TELPEC/PELTEL PEL Method 2 (S‐1) Method 2 (S‐2) Method 2 (S‐3) S‐1 / GW‐1 Min Max Mean Metals, Total [mg/kg or ppm]Antimony, Totalmg/kg (ppm)1.015 1.16 1.011.01 1.16 1.06Arsenic (ppm) mg/kg (ppm) 9.79 33.00 7.24 41.60 20 20 50 200.3170.79 0.8320.32 0.83 0.65Beryllium, Totalmg/kg (ppm)0.19035 0.2177 0.189150.19 0.22 0.20Cadmium (ppm) mg/kg (ppm) 0.99 4.98 0.68 4.20 70 100 100 700.12690.60210.12610.13 0.60 0.29Chromium (TOTAL)(ppm) mg/kg (ppm) 43.40 111.00 52.30 160.00 100 200 200 1006.51 12.6 10.76.51 12.60 9.94 Chromium III (ppm) mg/kg (ppm) 1,000 3,000 5,000 1,000Not Reported Not Reported Not Reported Chromium VI (Hexavalent) (ppm) mg/kg (ppm) 100 200 200 100Not Reported Not Reported Not ReportedCopper (ppm) mg/kg (ppm) 31.60 149.00 18.70 108.0038.9 252 51.838.90 252.00 114.23Lead (ppm) mg/kg (ppm) 35.60 128.00 30.24 112.00 200 600 600 20011.7 45.4 1411.70 45.40 23.70Mercury (ppm) mg/kg (ppm) 0.18 1.06 0.13 0.70 20 30 30 200.0485 0.057 0.04850.05 0.06 0.05Nickel (ppm) mg/kg (ppm) 22.70 48.60 15.90 42.80 600 1,000 1,000 6006.55 13.4 10.36.55 13.40 10.08Selenium, Totalmg/kg (ppm)1.27 1.45 1.261.26 1.45 1.33Silver, Totalmg/kg (ppm)0.317 0.363 0.3150.32 0.36 0.33Thallium, Totalmg/kg (ppm)0.2538 0.29025 0.25220.25 0.29 0.27Zinc (ppm) mg/kg (ppm) 121.00 459.00 124.00 271.00 1,000 3,000 5,000 1,00029.4 360 3529.40 360.00 141.47PAHs (ug/kg or ppb)Acenaphthene ug/kg (ppb)7897 89 1,000,000 3,000,000 5,000,000 4,0002.551432.52.50 143.00 49.35Acenaphthylene ug/kg (ppb)6 1286 128 1,000,000 3,000,000 5,000,000 1,00011.7 50.7 21.211.70 50.70 27.87Anthracene ug/kg (ppb) 57 845 47 245 1,000,000 3,000,000 5,000,000 1,000,00010.2 550 16.410.20 550.00 192.20Benz[a]anthracene ug/kg (ppb) 108 1,050 75 693 7,000 40,000 300,000 7,00041.3 672 98.241.30 672.00 270.50Benzo[a]pyrene ug/kg (ppb) 150 1,450 89 763 2,000 7,000 30,000 2,00040.5 539 87.740.50 539.00 222.40Benzo[b]fluoranthene ug/kg (ppb) 70,000 400,000 3,000,000 7,00038.2 582 89.838.20 582.00 236.67Benzo[g,h,i]perylene ug/kg (ppb) 1,000,000 3,000,000 5,000,000 1,000,00026.8 320 54.126.80 320.00 133.63Benzo[k]fluoranthene ug/kg (ppb) 70,000 400,000 3,000,000 70,00028.6 348 67.628.60 348.00 148.07Chrysene ug/kg (ppb) 166 1,290 108 846 70,000 400,000 3,000,000 70,00038.8 570 90.938.80 570.00 233.23Dibenz[a,h]anthracene ug/kg (ppb) 331356 135 700 4,000 30,000 7005.58 81.5 13.45.58 81.50 33.49Fluoranthene ug/kg (ppb) 423 2,230 113 1,494 1,000,000 3,000,000 5,000,000 1,000,00079.7 1640 19979.70 1640.00 639.57Fluorene ug/kg (ppb) 77 536 21 144 1,000,000 3,000,000 5,000,000 1,000,0005.6 315 6.855.60 315.00 109.15Indeno[1,2,3‐cd]pyrene ug/kg (ppb) 7,000 40,000 300,000 7,00025.3 311 53.525.30 311.00 129.93Naphthalene ug/kg (ppb) 176 561 35 391 500,000 1,000,000 3,000,000 4,0007.54 58 14.77.54 58.00 26.75Phenanthrene ug/kg (ppb) 204 1,170 87 544 500,000 1,000,000 3,000,000 10,00045.2 1790 68.445.20 1790.00 634.53Pyrene ug/kg (ppb)195 1,520 1531,398500,000 1,000,000 3,000,000 1,000,00076.9 1170 17276.90 1170.00 472.97Total PAHs (ppb) ug/kg (ppb)1,610 22,800 1,68416,770484.47 9140.20 1056.25484.47 9140.20 3560.31PCBs (mg/kg or ppm)Total PCBs (ppm) mg/kg (ppm)0.06 0.68 0.020.18144 10.011 0.013 0.0110.011 0.013 0.012Pesticides (ug/kg)Sum DDD (ppb) ug/kg (ppb) 4.88 28.00 1.22 7.81 8,000 40,000 60,000 8,0001.02 1.175 1.011.010 1.175 1.068Sum DDE (ppb) ug/kg (ppb) 3.16 31.30 2.07 374.00 6,000 30,000 60,000 6,0001.02 1.175 1.011.010 1.175 1.068Sum DDT (ppb) ug/kg (ppb) 4.16 62.90 1.19 4.77 6,000 30,000 60,000 6,0001.91 2.205 1.8951.895 2.205 2.003Total DDTs (ppb) ug/kg (ppb)5.28 572.00 3.8951.703.950 4.555 3.9153.915 4.555 4.140Ecological Thresholds (aquatic) Human Exposure Thresholds (upland/floodplain)Dam Impoundment SamplesValues on this worksheet were copied from the corresponding "MA‐LLAND" worksheets obtained from the Alpha Analytical "ADEx" system. Reference the reporting received from Alpha Analytical for actual values.Summary Calculations ‐ CHARTPAKFreshwater Marine
DER Sediment Results SpreadsheetChartpak Dam2 of 4Standard Analyses for Dam Removal Projects (adjust if due dilligence suggests additional pollutant risks)Method 1 Soil Standards (MCP)Ecological Thresholds (aquatic) Human Exposure Thresholds (upland/floodplain)Dam Impoundment SamplesValues on this worksheet were copied from the corresponding "MA‐LLAND" worksheets obtained from the Alpha Analytical "ADEx" system. Reference the reporting received from Alpha Analytical for actual values.Summary Calculations ‐ CHARTPAKChlordane (ppb) ug/kg (ppb) 3.24 17.60 2.26 4.79 5,000 30,000 60,000 5,0008.5 9.8 8.48.400 9.800 8.900Dieldrin (ppb) ug/kg (ppb) 1.90 61.80 0.72 4.30 80 500 3,000 800.635 0.735 0.630.630 0.735 0.667Endrin (ppb) ug/kg (ppb) 2.22 207.00 10,000 20,000 20,000 10,0000.424 0.4905 0.4210.421 0.491 0.445gamma‐BHC (Lindane) (ppb) ug/kg (ppb) 2.37 4.99 0.32 0.990.339 0.3925 0.3370.337 0.393 0.356Heptachlor epoxide (ppb) ug/kg (ppb)2.47 16.002.74100 900 1,000 1001.91 2.205 1.8951.895 2.205 2.003EPH (mg/kg or ppm)C9‐C18 Aliphatic Hydrocarbons (ppm) mg/kg (ppm)12.8 11.2 13.21,000 3,000 5,000 1,0004.04 4.925 4.064.040 4.925 4.342C19‐C36 Aliphatic Hydrocarbons (ppm) mg/kg (ppm)12.8 11.2 13.23,000 5,000 5,000 3,0004.04254.064.040 25.000 11.033C11‐C22 Aromatic Hydrocarbons (ppm) mg/kg (ppm)16.5 12.2 16.71,000 3,000 5,000 1,0004.0422.84.064.040 22.800 10.300Physical CharacteristicsTotal Organic Carbon (%) %2.67 3.49 3.980.254 1.2 0.2440.244 1.200 0.566Solids, Total (added to list)%78.3 66.1 77.566.100 78.300 73.967Percent Water (%) %Not Reported Not Reported Not ReportedSieve No. 4 (% passing) % passing8.1 13.3 1.81.800 13.300 7.733Sieve No. 10 (% passing) % passing18.1 40.8 40.618.100 40.800 33.167Sieve No. 40 (% passing) % passing69.8 32.4 55.232.400 69.800 52.467Sieve No. 60 (% passing) % passing2.7 9.2 2.22.200 9.200 4.700Sieve No. 200 (% passing) % passing1.3 4.3 0.20.200 4.300 1.933Volatile Organic Compounds (VOCs)Acetone (ppm) mg/kg (ppb) 500 1,000 3,000 6.00.008 0.009 0.0080.008 0.009 0.008Tertiary‐Amyl Methyl Ether (TAME) mg/kg (ppb)Not Reported Not Reported Not ReportedBenzene mg/kg (ppb) 40 200 1,000 2.00.000155 0.000185 0.0001650.000 0.000 0.000Bromobenzene mg/kg (ppb)0.0006 0.00075 0.000650.001 0.001 0.001Bromochloromethane mg/kg (ppb)0.0006 0.00075 0.000650.001 0.001 0.001Bromodichloromethane mg/kg (ppb) 30 100 500 0.10.000155 0.000185 0.0001650.000 0.000 0.000Bromoform mg/kg (ppb) 300 1,000 3,000 0.10.00125 0.0015 0.00130.001 0.002 0.001Bromomethane mg/kg (ppb) 90 600 600 0.50.0006 0.00075 0.000650.001 0.001 0.001Butylbenzene, sec‐2 (sec‐Butylbenezene)mg/kg (ppb)0.00031 0.00037 0.000330.000 0.000 0.000Butylbenzene, n‐2 (n‐Butylbenzene)mg/kg (ppb)0.00031 0.00037 0.000330.000 0.000 0.000Butylbenzene, tert‐2 (tert‐Butylbenzene)mg/kg (ppb)0.0006 0.00075 0.000650.001 0.001 0.001Carbon Disulfide mg/kg (ppb)0.0031 0.0037 0.00330.003 0.004 0.003Carbon Tetrachloride mg/kg (ppb) 30 100 1000 10.00.00031 0.00037 0.000330.000 0.000 0.000Chlorobenzene mg/kg (ppb) 500 1000 3000 1.00.000155 0.000185 0.0001650.000 0.000 0.000Chlorodibromomethane mg/kg (ppb)Not Reported Not Reported Not ReportedChloroethane mg/kg (ppb)0.0006 0.00075 0.000650.001 0.001 0.001Chloroform mg/kg (ppb) 500 1000 1000 0.40.000465 0.00055 0.0004950.000 0.001 0.001Chloromethane mg/kg (ppb)0.00125 0.0015 0.00130.001 0.002 0.001Chlorotoluene, 2‐ (o‐Chlorotoluene)mg/kg (ppb)0.0006 0.00075 0.000650.001 0.001 0.001Chlorotoluene, 4‐ (p‐Chlorotoluene)mg/kg (ppb)0.0006 0.00075 0.000650.001 0.001 0.0011,2‐Dibromo‐3‐chloropropane PP mg/kg (ppb)0.00095 0.0011 0.0010.001 0.001 0.001Dibromoethane, 1,2‐ (EDB) mg/kg (ppb)0.00031 0.00037 0.000330.000 0.000 0.000Dibromomethane mg/kg (ppb)0.0006 0.00075 0.000650.001 0.001 0.001
DER Sediment Results SpreadsheetChartpak Dam3 of 4Standard Analyses for Dam Removal Projects (adjust if due dilligence suggests additional pollutant risks)Method 1 Soil Standards (MCP)Ecological Thresholds (aquatic) Human Exposure Thresholds (upland/floodplain)Dam Impoundment SamplesValues on this worksheet were copied from the corresponding "MA‐LLAND" worksheets obtained from the Alpha Analytical "ADEx" system. Reference the reporting received from Alpha Analytical for actual values.Summary Calculations ‐ CHARTPAKDichlorobenzene, 1,3‐ (m‐DCB) mg/kg (ppb) 100 500 500 3.00.0006 0.00075 0.000650.001 0.001 0.001Dichlorobenzene, 1,2‐ (o‐DCB) mg/kg (ppb) 1000 3000 5000 9.00.0006 0.00075 0.000650.001 0.001 0.001Dichlorobenzene, 1,4‐ (p‐DCB) mg/kg (ppb) 80 400 3000 0.70.0006 0.00075 0.000650.001 0.001 0.001Dichlorodifluoromethane (Freon 12) mg/kg (ppb)0.0031 0.0037 0.00330.003 0.004 0.003Dichloroethane, 1,1‐ (75‐34‐3)mg/kg (ppb) 500 1000 3000 0.40.00031 0.00037 0.000330.000 0.000 0.000Dichloroethane, 1,2‐mg/kg (ppb) 20 100 900 0.10.00031 0.00037 0.000330.000 0.000 0.000Dichloroethylene, 1,1‐mg/kg (ppb) 500 1000 3000 3.0Not Reported Not Reported Not ReportedDichloroethylene, cis‐1,2 mg/kg (ppb) 100 500 500 0.3Not Reported Not Reported Not ReportedDichloroethylene, trans‐1,2 mg/kg (ppb) 500 1000 3000 1.0Not Reported Not Reported Not ReportedDichloropropane, 1,2‐mg/kg (ppb) 30 100 1000 0.10.00031 0.00037 0.000330.000 0.000 0.000Dichloropropane, 1,3‐mg/kg (ppb)0.0006 0.00075 0.000650.001 0.001 0.001Dichloropropane, 2,2‐mg/kg (ppb)0.0006 0.00075 0.000650.001 0.001 0.001Dichloropropene, 1,1‐ mg/kg (ppb)0.000155 0.000185 0.0001650.000 0.000 0.000Dichloropropene, cis‐1,3‐3 (cis‐1,3‐Dichloropromg/kg (ppb)0.000155 0.000185 0.0001650.000 0.000 0.000Dichloropropene, trans‐1,3‐ 3 (trans‐1,3‐Dichlomg/kg (ppb)0.00031 0.00037 0.000330.000 0.000 0.000Diethyl Ether OXY mg/kg (ppb)0.0006 0.00075 0.000650.001 0.001 0.001Diisopropyl Ether (DIPE) OXY mg/kg (ppb)0.0006 0.00075 0.000650.001 0.001 0.001Dioxane, 1,4‐ PP, 1mg/kg (ppb) 20 90 500 0.20.025 0.0295 0.02650.025 0.030 0.027Ethyl Tertiary Butyl Ether (ETBE) OXY mg/kg (ppb)Not Reported Not Reported Not ReportedEthylbenzene mg/kg (ppb) 500 1000 3000 40.00.00031 0.00037 0.000330.000 0.000 0.000Hexachlorobutadiene mg/kg (ppb) 30 100 100 30.00.00125 0.0015 0.00130.001 0.002 0.001Hexanone (MNBK), 2‐ PP (2‐Hexanone)mg/kg (ppb)0.0031 0.0037 0.00330.003 0.004 0.003Isopropylbenzene (Cumene)2 (Isopropylbenzenmg/kg (ppb)0.00031 0.00037 0.000330.000 0.000 0.000Isopropyltoluene, p‐2 (p‐Isopropyltoluene)mg/kg (ppb)0.00031 0.00037 0.000330.000 0.000 0.000Methyl Ethyl Ketone (MEK) PP mg/kg (ppb) 500 1000 3000 4.00.0031 0.0037 0.00330.003 0.004 0.003Methyl Isobutyl Ketone (MIBK) PP mg/kg (ppb) 500 1000 3000 0.40.0031 0.0037 0.00330.003 0.004 0.003Methyl Tertiary Butyl Ether (MTBE) OXY mg/kg (ppb) 100 500 500 0.10.0006 0.00075 0.000650.001 0.001 0.001Methylene Chloride mg/kg (ppb)0.00155 0.00185 0.001650.002 0.002 0.002Naphthalene mg/kg (ppb) 500 1000 3000 4.00.00125 0.0015 0.00130.001 0.002 0.001Propylbenzene, n‐2 (n‐Propylbenzene)mg/kg (ppb)0.00031 0.00037 0.000330.000 0.000 0.000Styrene mg/kg (ppb) 70 300 3000 3.00.00031 0.00037 0.000330.000 0.000 0.000Tetrachloroethane, 1,1,1,2‐mg/kg (ppb) 80 400 500 0.10.000155 0.000185 0.0001650.000 0.000 0.000Tetrachloroethane, 1,1,2,2‐mg/kg (ppb) 10 50 400 0.0050.000155 0.000185 0.0001650.000 0.000 0.000Tetrachloroethylene mg/kg (ppb) 30 200 1000 1.0Not Reported Not Reported Not ReportedTetrahydrofuran (THF) mg/kg (ppb)0.00125 0.0015 0.00130.001 0.002 0.001Toluene mg/kg (ppb) 500 1000 3000 30.00.00031 0.00037 0.000330.000 0.000 0.000Trichlorobenzene, 1,2,4‐ mg/kg (ppb)2.00.0006 0.00075 0.000650.001 0.001 0.001Trichlorobenzene, 1,2,3‐mg/kg (ppb)0.0006 0.00075 0.000650.001 0.001 0.001Trichloroethane, 1,1,1‐mg/kg (ppb) 500 1000 3000 30.00.000155 0.000185 0.0001650.000 0.000 0.000Trichloroethane, 1,1,2‐mg/kg (ppb) 40 200 500 0.10.00031 0.00037 0.000330.000 0.000 0.000Trichloroethylene (TCE) mg/kg (ppb) 30 60 60 0.3Not Reported Not Reported Not ReportedTrichlorofluoromethane (Freon 11) mg/kg (ppb)0.00125 0.0015 0.00130.001 0.002 0.001Trichloropropane, 1,2,3‐mg/kg (ppb)0.0006 0.00075 0.000650.001 0.001 0.001Trimethylbenzene, 1,2,4‐2 (1,2,4‐Trimethylbenmg/kg (ppb)0.0006 0.00075 0.000650.001 0.001 0.001Trimethylbenzene, 1,3,5‐2 (1,3,5‐Trimethylbenmg/kg (ppb)0.0006 0.00075 0.000650.001 0.001 0.001
DER Sediment Results SpreadsheetChartpak Dam4 of 4Standard Analyses for Dam Removal Projects (adjust if due dilligence suggests additional pollutant risks)Method 1 Soil Standards (MCP)Ecological Thresholds (aquatic) Human Exposure Thresholds (upland/floodplain)Dam Impoundment SamplesValues on this worksheet were copied from the corresponding "MA‐LLAND" worksheets obtained from the Alpha Analytical "ADEx" system. Reference the reporting received from Alpha Analytical for actual values.Summary Calculations ‐ CHARTPAKVinyl Chloride mg/kg (ppb) 1 7 60 0.90.00031 0.00037 0.000330.000 0.000 0.000Xylenes mg/kg (ppb) 500 1000 3000 400.00.00031 0.00037 0.000330.000 0.000 0.0006) Stantec entered laboratory results into the MassDER template spreadsheet to provide insight for the preliminary reporting prepared by Stantec and is not intended to inform further studies. Stantec is not responsible for any errors or omissions in this spreadsheet as part of other studies. Reference the laboratory data provided to MassDER by Stantec for any subsequent analyses or studies.Data and Conditional Formatting Reference (Stantec, June 26, 2021)1) Reference Row 3, Columns C, D, G, H, I and K for conditional formatting colors and patterns.2) Sediment samples were collected in freshwater and conditional formatting was only applied to Freshwater Ecological Thresholds (aquatic).3) Conditional formatting was not applied to undetected values (green font per MassDER instructions).4) Conditional formatting was not applied where criteria values were not provided by MassDER.5) Conditional formatting was applied by Stantec to provide insight for the preliminary reporting prepared by Stantec and is not intended to inform further studies.
L2216587
Stantec
195602327
MASS DEP FY 2022 RECON
Client:
Project Name:
Project Number:
05/02/22
Eight Walkup Drive, Westborough, MA 01581-1019
Lab Number:
Report Date:
508-898-9220 (Fax) 508-898-9193 800-624-9220 - www.alphalab.com
136 West Street
Suite 203
Michael ChelminskiATTN:
ANALYTICAL REPORT
Certifications & Approvals: MA (M-MA086), NH NELAP (2064), CT (PH-0574), IL (200077), ME (MA00086), MD (348), NJ (MA935), NY (11148),
NC (25700/666), PA (68-03671), RI (LAO00065), TX (T104704476), VT (VT-0935), VA (460195), USDA (Permit #P330-17-00196).
Northampton, MA 01060
(413) 387-4514Phone:
The original project report/data package is held by Alpha Analytical. This report/data package is paginated and should be reproduced only in its
entirety. Alpha Analytical holds no responsibility for results and/or data that are not consistent with the original.
Serial_No:05022219:37
Page 1 of 87
L2216587-01
L2216587-02
L2216587-03
Alpha
Sample ID
CHARTPAK-3
CHARTPAK-2
CHARTPAK-1
Client ID
LEEDS, NORTHAMPTON, MA
LEEDS, NORTHAMPTON, MA
LEEDS, NORTHAMPTON, MA
Sample
Location
MASS DEP FY 2022 RECON
195602327
Project Name:
Project Number:
Lab Number:
Report Date:
L2216587
05/02/22
03/30/22 14:45
03/30/22 15:15
03/30/22 15:40
Collection
Date/TimeMatrix Receive Date
SEDIMENT
SEDIMENT
SEDIMENT
03/31/22
03/31/22
03/31/22
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Page 2 of 87
Project Name:
Project Number:
Lab Number:
Report Date:
Were all samples received in a condition consistent with those described on the Chain-of-
Custody, properly preserved (including temperature) in the field or laboratory, and
prepared/analyzed within method holding times?
Were the analytical method(s) and all associated QC requirements specified in the selected
CAM protocol(s) followed?
Were all required corrective actions and analytical response actions specified in the selected
CAM protocol(s) implemented for all identified performance standard non-conformances?
Does the laboratory report comply with all the reporting requirements specified in CAM VII A,
"Quality Assurance and Quality Control Guidelines for the Acquisition and Reporting of Analytical
Data?"
VPH, EPH, and APH Methods only: Was each method conducted without significant
modification(s)? (Refer to the individual method(s) for a list of significant modifications).
APH and TO-15 Methods only: Was the complete analyte list reported for each method?
Were all applicable CAM protocol QC and performance standard non-conformances identified
and evaluated in a laboratory narrative (including all "No" responses to Questions A through E)?
YES
NO
YES
YES
YES
N/A
YES
A
B
C
D
E a.
E b.
F
MADEP MCP Response Action Analytical Report Certification
L2216587MASS DEP FY 2022 RECON
195602327
Were the reporting limits at or below all CAM reporting limits specified in the selected CAM
protocol(s)?
Were all QC performance standards specified in the CAM protocol(s) achieved?
Were results reported for the complete analyte list specified in the selected CAM protocol(s)?
NO
NO
NO
G
H
I
A response to questions G, H and I is required for "Presumptive Certainty" status
This form provides certifications for all samples performed by MCP methods. Please refer to
the Sample Results and Container Information sections of this report for specification of
MCP methods used for each analysis. The following questions pertain only to MCP
Analytical Methods.
An affirmative response to questions A through F is required for "Presumptive Certainty" status
For any questions answered "No", please refer to the case narrative section on the following page(s).
05/02/22
Please note that sample matrix information is located in the Sample Results section of this report.
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Page 3 of 87
MASS DEP FY 2022 RECON
195602327
Project Name:
Project Number:
Lab Number:
Report Date:
L2216587
05/02/22
Case Narrative
The samples were received in accordance with the Chain of Custody and no significant deviations were encountered during the preparation
or analysis unless otherwise noted. Sample Receipt, Container Information, and the Chain of Custody are located at the back of the report.
Results contained within this report relate only to the samples submitted under this Alpha Lab Number and meet NELAP requirements for all
NELAP accredited parameters unless otherwise noted in the following narrative. The data presented in this report is organized by parameter
(i.e. VOC, SVOC, etc.). Sample specific Quality Control data (i.e. Surrogate Spike Recovery) is reported at the end of the target analyte list
for each individual sample, followed by the Laboratory Batch Quality Control at the end of each parameter. Tentatively Identified
Compounds (TICs), if requested, are reported for compounds identified to be present and are not part of the method/program Target
Compound List, even if only a subset of the TCL are being reported. If a sample was re-analyzed or re-extracted due to a required quality
control corrective action and if both sets of data are reported, the Laboratory ID of the re-analysis or re-extraction is designated with an "R"
or "RE", respectively.
When multiple Batch Quality Control elements are reported (e.g. more than one LCS), the associated samples for each element are noted in
the grey shaded header line of each data table. Any Laboratory Batch, Sample Specific % recovery or RPD value that is outside the listed
Acceptance Criteria is bolded in the report. In reference to questions H (CAM) or 4 (RCP) when "NO" is checked, the performance criteria
for CAM and RCP methods allow for some quality control failures to occur and still be within method compliance. In these instances, the
specific failure is not narrated but noted in the associated QC Outlier Summary Report, located directly after the Case Narrative. QC
information is also incorporated in the Data Usability Assessment table (Format 11) of our Data Merger tool, where it can be reviewed in
conjunction with the sample result, associated regulatory criteria and any associated data usability implications.
Soil/sediments, solids and tissues are reported on a dry weight basis unless otherwise noted. Definitions of all data qualifiers and acronyms
used in this report are provided in the Glossary located at the back of the report.
HOLD POLICY - For samples submitted on hold, Alpha's policy is to hold samples (with the exception of Air canisters) free of charge for 21
calendar days from the date the project is completed. After 21 calendar days, we will dispose of all samples submitted including those put
on hold unless you have contacted your Alpha Project Manager and made arrangements for Alpha to continue to hold the samples. Air
canisters will be disposed after 3 business days from the date the project is completed.
Please contact Project Management at 800-624-9220 with any questions.
Serial_No:05022219:37
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Case Narrative (continued)
MASS DEP FY 2022 RECON
195602327
Project Name:
Project Number:
Lab Number:
Report Date:
L2216587
05/02/22
MCP Related Narratives
Sample Receipt
The analyses performed were specified by the client.
In reference to question H:
A Matrix Spike was not submitted for the analysis of Total Metals.
Volatile Organics
In reference to question H:
L2216587-01 through -03: Initial Calibration did not meet:
Lowest Calibration Standard Minimum Response Factor: cis-1,2-dichloroethene (0.1759),
bromochloromethane (0.0787), trichloroethene (0.1673), 1,2-dichloropropane (0.1710), bromodichloromethane
(0.2093), cis-1,3-dichloropropene (0.2035),trans-1,3-dichloropropene (0.2051), 1,1,2-trichloroethane
(0.1068), chlorodibromomethane (0.1824)
Average Response Factor: bromochloromethane, trichloroethene, bromodichloromethane, cis-1,3-
dichloropropene, trans-1,3-dichloropropene, 1,1,2-trichloroethane
Verification: dichlorodifluoromethane (141%), chloromethane (133%)
L2216587-01 through -03: The associated continuing calibration standard is outside the acceptance criteria for
several compounds; however, it is within overall method allowances. Associated results are considered to be
biased high if the %D is negative and biased low if the %D is positive. A copy of the continuing calibration
standard is included as an addendum to this report.
PAHs/PCB Congeners by GC/MS
In reference to question B:
At the client's request, the analytical method specified in the CAM protocol was not followed.
Serial_No:05022219:37
Page 5 of 87
Case Narrative (continued)
MASS DEP FY 2022 RECON
195602327
Project Name:
Project Number:
Lab Number:
Report Date:
L2216587
05/02/22
EPH
In reference to question I:
All samples were analyzed for a subset of MCP analytes per client request.
Total Metals
In reference to question G:
L2216587-01, -02, and -03: One or more of the target analytes did not achieve the requested CAM reporting
limits.
In reference to question I:
All samples were analyzed for a subset of MCP analytes per client request.
Non-MCP Related Narratives
Grain Size Analysis
The WG1630720-2 Laboratory Duplicate RPDs for % total gravel (121%), % coarse sand (26%), % medium
sand (21%), % fine sand (25%), and % total fines (50%), performed on L2216587-03, are outside the
acceptance criteria. The elevated RPDs have been attributed to the non-homogeneous nature of the native
sample.
I, the undersigned, attest under the pains and penalties of perjury that, to the best of my knowledge and
belief and based upon my personal inquiry of those responsible for providing the information contained
in this analytical report, such information is accurate and complete. This certificate of analysis is not
complete unless this page accompanies any and all pages of this report.
Authorized Signature:
Title: Technical Director/Representative Date: 05/02/22
Serial_No:05022219:37
Page 6 of 87
MASS DEP FY 2022 RECON
195602327
Project Name:
Project Number:
L2216587Lab Number:
Report Date:
QC OUTLIER SUMMARY REPORT
05/02/22
Method Client ID (Native ID)Lab ID Parameter QC Type
Recovery/RPD
(%)
QC Limits
(%)
Data Quality
Assessment
Associated
Samples
Grain Size Analysis - Mansfield Lab
WG1630720-2
WG1630720-2
WG1630720-2
WG1630720-2
WG1630720-2
Batch QC (L2216587-03)
Batch QC (L2216587-03)
Batch QC (L2216587-03)
Batch QC (L2216587-03)
Batch QC (L2216587-03)
D6913/D7928
D6913/D7928
D6913/D7928
D6913/D7928
D6913/D7928
% Total Gravel
% Coarse Sand
% Medium Sand
% Fine Sand
% Total Fines
Duplicate
Duplicate
Duplicate
Duplicate
Duplicate
121
26
21
25
50
20
20
20
20
20
01-03
01-03
01-03
01-03
01-03
non-directional bias
non-directional bias
non-directional bias
non-directional bias
non-directional bias
Serial_No:05022219:37
Page 7 of 87
ORGANICS
Serial_No:05022219:37
Page 8 of 87
VOLATILES
Serial_No:05022219:37
Page 9 of 87
FF
Methylene chloride
1,1-Dichloroethane
Chloroform
Carbon tetrachloride
1,2-Dichloropropane
Dibromochloromethane
1,1,2-Trichloroethane
Tetrachloroethene
Chlorobenzene
Trichlorofluoromethane
1,2-Dichloroethane
1,1,1-Trichloroethane
Bromodichloromethane
trans-1,3-Dichloropropene
cis-1,3-Dichloropropene
1,3-Dichloropropene, Total
1,1-Dichloropropene
Bromoform
1,1,2,2-Tetrachloroethane
Benzene
Toluene
Ethylbenzene
Chloromethane
Bromomethane
Vinyl chloride
Chloroethane
1,1-Dichloroethene
trans-1,2-Dichloroethene
Parameter Result Dilution Factor
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
Qualifier Units RL
MCP Volatile Organics by EPA 5035 Low - Westborough Lab
SAMPLE RESULTS
Project Name:
Project Number:
Lab Number:
Report Date:
MASS DEP FY 2022 RECON
195602327
L2216587
3.3
0.66
0.99
0.66
0.66
0.66
0.66
0.33
0.33
2.6
0.66
0.33
0.33
0.66
0.33
0.33
0.33
2.6
0.33
0.33
0.66
0.66
2.6
1.3
0.66
1.3
0.66
0.99
05/02/22
CHARTPAK-3Client ID:
03/30/22 14:45Date Collected:
03/31/22Date Received:
LEEDS, NORTHAMPTON, MASample Location:
L2216587-01Lab ID:
Field Prep:Not Specified
Matrix:Sediment
Analytical Method:
Analytical Date:
Analyst:
141,8260D
04/11/22 09:42
JC
78%Percent Solids:
MDL
--
--
--
--
--
--
--
--
--
--
--
--
--
--
--
--
--
--
--
--
--
--
--
--
--
--
--
--
Sample Depth:
Serial_No:05022219:37
Page 10 of 87
Trichloroethene
1,2-Dichlorobenzene
1,3-Dichlorobenzene
1,4-Dichlorobenzene
Methyl tert butyl ether
p/m-Xylene
o-Xylene
Xylenes, Total
cis-1,2-Dichloroethene
1,2-Dichloroethene, Total
Dibromomethane
1,2,3-Trichloropropane
Styrene
Dichlorodifluoromethane
Acetone
Carbon disulfide
Methyl ethyl ketone
Methyl isobutyl ketone
2-Hexanone
Bromochloromethane
Tetrahydrofuran
2,2-Dichloropropane
1,2-Dibromoethane
1,3-Dichloropropane
1,1,1,2-Tetrachloroethane
Bromobenzene
n-Butylbenzene
sec-Butylbenzene
tert-Butylbenzene
o-Chlorotoluene
p-Chlorotoluene
1,2-Dibromo-3-chloropropane
Hexachlorobutadiene
Isopropylbenzene
p-Isopropyltoluene
Naphthalene
n-Propylbenzene
Parameter Result Dilution Factor
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
Qualifier Units RL
MCP Volatile Organics by EPA 5035 Low - Westborough Lab
SAMPLE RESULTS
Project Name:
Project Number:
Lab Number:
Report Date:
MASS DEP FY 2022 RECON
195602327
L2216587
0.33
1.3
1.3
1.3
1.3
1.3
0.66
0.66
0.66
0.66
1.3
1.3
0.66
6.6
16
6.6
6.6
6.6
6.6
1.3
2.6
1.3
0.66
1.3
0.33
1.3
0.66
0.66
1.3
1.3
1.3
2.0
2.6
0.66
0.66
2.6
0.66
05/02/22
CHARTPAK-3Client ID:
03/30/22 14:45Date Collected:
03/31/22Date Received:
LEEDS, NORTHAMPTON, MASample Location:
L2216587-01Lab ID:
Field Prep:Not Specified
MDL
--
--
--
--
--
--
--
--
--
--
--
--
--
--
--
--
--
--
--
--
--
--
--
--
--
--
--
--
--
--
--
--
--
--
--
--
--
Sample Depth:
Serial_No:05022219:37
Page 11 of 87
1,2,3-Trichlorobenzene
1,2,4-Trichlorobenzene
1,3,5-Trimethylbenzene
1,2,4-Trimethylbenzene
Diethyl ether
Diisopropyl Ether
Ethyl-Tert-Butyl-Ether
Tertiary-Amyl Methyl Ether
1,4-Dioxane
Parameter Result Dilution Factor
ND
ND
ND
ND
ND
ND
ND
ND
ND
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
1
1
1
1
1
1
1
1
1
Qualifier Units RL
MCP Volatile Organics by EPA 5035 Low - Westborough Lab
SAMPLE RESULTS
Project Name:
Project Number:
Lab Number:
Report Date:
MASS DEP FY 2022 RECON
195602327
L2216587
1.3
1.3
1.3
1.3
1.3
1.3
1.3
1.3
53
1,2-Dichloroethane-d4
Toluene-d8
4-Bromofluorobenzene
Dibromofluoromethane
109
104
100
110
70-130
70-130
70-130
70-130
Acceptance
CriteriaSurrogate % Recovery Qualifier
05/02/22
CHARTPAK-3Client ID:
03/30/22 14:45Date Collected:
03/31/22Date Received:
LEEDS, NORTHAMPTON, MASample Location:
L2216587-01Lab ID:
Field Prep:Not Specified
MDL
--
--
--
--
--
--
--
--
--
Sample Depth:
Serial_No:05022219:37
Page 12 of 87
Methylene chloride
1,1-Dichloroethane
Chloroform
Carbon tetrachloride
1,2-Dichloropropane
Dibromochloromethane
1,1,2-Trichloroethane
Tetrachloroethene
Chlorobenzene
Trichlorofluoromethane
1,2-Dichloroethane
1,1,1-Trichloroethane
Bromodichloromethane
trans-1,3-Dichloropropene
cis-1,3-Dichloropropene
1,3-Dichloropropene, Total
1,1-Dichloropropene
Bromoform
1,1,2,2-Tetrachloroethane
Benzene
Toluene
Ethylbenzene
Chloromethane
Bromomethane
Vinyl chloride
Chloroethane
1,1-Dichloroethene
trans-1,2-Dichloroethene
Parameter Result Dilution Factor
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
Qualifier Units RL
MCP Volatile Organics by EPA 5035 Low - Westborough Lab
SAMPLE RESULTS
Project Name:
Project Number:
Lab Number:
Report Date:
MASS DEP FY 2022 RECON
195602327
L2216587
3.7
0.74
1.1
0.74
0.74
0.74
0.74
0.37
0.37
3.0
0.74
0.37
0.37
0.74
0.37
0.37
0.37
3.0
0.37
0.37
0.74
0.74
3.0
1.5
0.74
1.5
0.74
1.1
05/02/22
CHARTPAK-2Client ID:
03/30/22 15:15Date Collected:
03/31/22Date Received:
LEEDS, NORTHAMPTON, MASample Location:
L2216587-02Lab ID:
Field Prep:Not Specified
Matrix:Sediment
Analytical Method:
Analytical Date:
Analyst:
141,8260D
04/11/22 10:09
JC
66%Percent Solids:
MDL
--
--
--
--
--
--
--
--
--
--
--
--
--
--
--
--
--
--
--
--
--
--
--
--
--
--
--
--
Sample Depth:
Serial_No:05022219:37
Page 13 of 87
Trichloroethene
1,2-Dichlorobenzene
1,3-Dichlorobenzene
1,4-Dichlorobenzene
Methyl tert butyl ether
p/m-Xylene
o-Xylene
Xylenes, Total
cis-1,2-Dichloroethene
1,2-Dichloroethene, Total
Dibromomethane
1,2,3-Trichloropropane
Styrene
Dichlorodifluoromethane
Acetone
Carbon disulfide
Methyl ethyl ketone
Methyl isobutyl ketone
2-Hexanone
Bromochloromethane
Tetrahydrofuran
2,2-Dichloropropane
1,2-Dibromoethane
1,3-Dichloropropane
1,1,1,2-Tetrachloroethane
Bromobenzene
n-Butylbenzene
sec-Butylbenzene
tert-Butylbenzene
o-Chlorotoluene
p-Chlorotoluene
1,2-Dibromo-3-chloropropane
Hexachlorobutadiene
Isopropylbenzene
p-Isopropyltoluene
Naphthalene
n-Propylbenzene
Parameter Result Dilution Factor
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
Qualifier Units RL
MCP Volatile Organics by EPA 5035 Low - Westborough Lab
SAMPLE RESULTS
Project Name:
Project Number:
Lab Number:
Report Date:
MASS DEP FY 2022 RECON
195602327
L2216587
0.37
1.5
1.5
1.5
1.5
1.5
0.74
0.74
0.74
0.74
1.5
1.5
0.74
7.4
18
7.4
7.4
7.4
7.4
1.5
3.0
1.5
0.74
1.5
0.37
1.5
0.74
0.74
1.5
1.5
1.5
2.2
3.0
0.74
0.74
3.0
0.74
05/02/22
CHARTPAK-2Client ID:
03/30/22 15:15Date Collected:
03/31/22Date Received:
LEEDS, NORTHAMPTON, MASample Location:
L2216587-02Lab ID:
Field Prep:Not Specified
MDL
--
--
--
--
--
--
--
--
--
--
--
--
--
--
--
--
--
--
--
--
--
--
--
--
--
--
--
--
--
--
--
--
--
--
--
--
--
Sample Depth:
Serial_No:05022219:37
Page 14 of 87
1,2,3-Trichlorobenzene
1,2,4-Trichlorobenzene
1,3,5-Trimethylbenzene
1,2,4-Trimethylbenzene
Diethyl ether
Diisopropyl Ether
Ethyl-Tert-Butyl-Ether
Tertiary-Amyl Methyl Ether
1,4-Dioxane
Parameter Result Dilution Factor
ND
ND
ND
ND
ND
ND
ND
ND
ND
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
1
1
1
1
1
1
1
1
1
Qualifier Units RL
MCP Volatile Organics by EPA 5035 Low - Westborough Lab
SAMPLE RESULTS
Project Name:
Project Number:
Lab Number:
Report Date:
MASS DEP FY 2022 RECON
195602327
L2216587
1.5
1.5
1.5
1.5
1.5
1.5
1.5
1.5
59
1,2-Dichloroethane-d4
Toluene-d8
4-Bromofluorobenzene
Dibromofluoromethane
110
109
109
111
70-130
70-130
70-130
70-130
Acceptance
CriteriaSurrogate % Recovery Qualifier
05/02/22
CHARTPAK-2Client ID:
03/30/22 15:15Date Collected:
03/31/22Date Received:
LEEDS, NORTHAMPTON, MASample Location:
L2216587-02Lab ID:
Field Prep:Not Specified
MDL
--
--
--
--
--
--
--
--
--
Sample Depth:
Serial_No:05022219:37
Page 15 of 87
Methylene chloride
1,1-Dichloroethane
Chloroform
Carbon tetrachloride
1,2-Dichloropropane
Dibromochloromethane
1,1,2-Trichloroethane
Tetrachloroethene
Chlorobenzene
Trichlorofluoromethane
1,2-Dichloroethane
1,1,1-Trichloroethane
Bromodichloromethane
trans-1,3-Dichloropropene
cis-1,3-Dichloropropene
1,3-Dichloropropene, Total
1,1-Dichloropropene
Bromoform
1,1,2,2-Tetrachloroethane
Benzene
Toluene
Ethylbenzene
Chloromethane
Bromomethane
Vinyl chloride
Chloroethane
1,1-Dichloroethene
trans-1,2-Dichloroethene
Parameter Result Dilution Factor
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
Qualifier Units RL
MCP Volatile Organics by EPA 5035 Low - Westborough Lab
SAMPLE RESULTS
Project Name:
Project Number:
Lab Number:
Report Date:
MASS DEP FY 2022 RECON
195602327
L2216587
3.1
0.62
0.93
0.62
0.62
0.62
0.62
0.31
0.31
2.5
0.62
0.31
0.31
0.62
0.31
0.31
0.31
2.5
0.31
0.31
0.62
0.62
2.5
1.2
0.62
1.2
0.62
0.93
05/02/22
CHARTPAK-1Client ID:
03/30/22 15:40Date Collected:
03/31/22Date Received:
LEEDS, NORTHAMPTON, MASample Location:
L2216587-03Lab ID:
Field Prep:Not Specified
Matrix:Sediment
Analytical Method:
Analytical Date:
Analyst:
141,8260D
04/11/22 10:36
JC
78%Percent Solids:
MDL
--
--
--
--
--
--
--
--
--
--
--
--
--
--
--
--
--
--
--
--
--
--
--
--
--
--
--
--
Sample Depth:
Serial_No:05022219:37
Page 16 of 87
Trichloroethene
1,2-Dichlorobenzene
1,3-Dichlorobenzene
1,4-Dichlorobenzene
Methyl tert butyl ether
p/m-Xylene
o-Xylene
Xylenes, Total
cis-1,2-Dichloroethene
1,2-Dichloroethene, Total
Dibromomethane
1,2,3-Trichloropropane
Styrene
Dichlorodifluoromethane
Acetone
Carbon disulfide
Methyl ethyl ketone
Methyl isobutyl ketone
2-Hexanone
Bromochloromethane
Tetrahydrofuran
2,2-Dichloropropane
1,2-Dibromoethane
1,3-Dichloropropane
1,1,1,2-Tetrachloroethane
Bromobenzene
n-Butylbenzene
sec-Butylbenzene
tert-Butylbenzene
o-Chlorotoluene
p-Chlorotoluene
1,2-Dibromo-3-chloropropane
Hexachlorobutadiene
Isopropylbenzene
p-Isopropyltoluene
Naphthalene
n-Propylbenzene
Parameter Result Dilution Factor
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
Qualifier Units RL
MCP Volatile Organics by EPA 5035 Low - Westborough Lab
SAMPLE RESULTS
Project Name:
Project Number:
Lab Number:
Report Date:
MASS DEP FY 2022 RECON
195602327
L2216587
0.31
1.2
1.2
1.2
1.2
1.2
0.62
0.62
0.62
0.62
1.2
1.2
0.62
6.2
16
6.2
6.2
6.2
6.2
1.2
2.5
1.2
0.62
1.2
0.31
1.2
0.62
0.62
1.2
1.2
1.2
1.9
2.5
0.62
0.62
2.5
0.62
05/02/22
CHARTPAK-1Client ID:
03/30/22 15:40Date Collected:
03/31/22Date Received:
LEEDS, NORTHAMPTON, MASample Location:
L2216587-03Lab ID:
Field Prep:Not Specified
MDL
--
--
--
--
--
--
--
--
--
--
--
--
--
--
--
--
--
--
--
--
--
--
--
--
--
--
--
--
--
--
--
--
--
--
--
--
--
Sample Depth:
Serial_No:05022219:37
Page 17 of 87
1,2,3-Trichlorobenzene
1,2,4-Trichlorobenzene
1,3,5-Trimethylbenzene
1,2,4-Trimethylbenzene
Diethyl ether
Diisopropyl Ether
Ethyl-Tert-Butyl-Ether
Tertiary-Amyl Methyl Ether
1,4-Dioxane
Parameter Result Dilution Factor
ND
ND
ND
ND
ND
ND
ND
ND
ND
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
1
1
1
1
1
1
1
1
1
Qualifier Units RL
MCP Volatile Organics by EPA 5035 Low - Westborough Lab
SAMPLE RESULTS
Project Name:
Project Number:
Lab Number:
Report Date:
MASS DEP FY 2022 RECON
195602327
L2216587
1.2
1.2
1.2
1.2
1.2
1.2
1.2
1.2
50
1,2-Dichloroethane-d4
Toluene-d8
4-Bromofluorobenzene
Dibromofluoromethane
112
105
98
111
70-130
70-130
70-130
70-130
Acceptance
CriteriaSurrogate % Recovery Qualifier
05/02/22
CHARTPAK-1Client ID:
03/30/22 15:40Date Collected:
03/31/22Date Received:
LEEDS, NORTHAMPTON, MASample Location:
L2216587-03Lab ID:
Field Prep:Not Specified
MDL
--
--
--
--
--
--
--
--
--
Sample Depth:
Serial_No:05022219:37
Page 18 of 87
Method Blank Analysis
Batch Quality Control
Project Name:
Project Number:
Lab Number:
Report Date:
MASS DEP FY 2022 RECON
195602327
L2216587
04/11/22 09:16
141,8260DAnalytical Method:
Analytical Date:
05/02/22
Analyst:MKS
Methylene chloride
1,1-Dichloroethane
Chloroform
Carbon tetrachloride
1,2-Dichloropropane
Dibromochloromethane
1,1,2-Trichloroethane
Tetrachloroethene
Chlorobenzene
Trichlorofluoromethane
1,2-Dichloroethane
1,1,1-Trichloroethane
Bromodichloromethane
trans-1,3-Dichloropropene
cis-1,3-Dichloropropene
1,3-Dichloropropene, Total
1,1-Dichloropropene
Bromoform
1,1,2,2-Tetrachloroethane
Benzene
Toluene
Ethylbenzene
Chloromethane
Bromomethane
Vinyl chloride
Chloroethane
1,1-Dichloroethene
trans-1,2-Dichloroethene
Trichloroethene
Parameter Result
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
RL
5.0
1.0
1.5
1.0
1.0
1.0
1.0
0.50
0.50
4.0
1.0
0.50
0.50
1.0
0.50
0.50
0.50
4.0
0.50
0.50
1.0
1.0
4.0
2.0
1.0
2.0
1.0
1.5
0.50
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
UnitsQualifier
MCP Volatile Organics by EPA 5035 Low - Westborough Lab for sample(s): 01-03 Batch: WG1626692-5
MDL
--
--
--
--
--
--
--
--
--
--
--
--
--
--
--
--
--
--
--
--
--
--
--
--
--
--
--
--
--
Serial_No:05022219:37
Page 19 of 87
Method Blank Analysis
Batch Quality Control
Project Name:
Project Number:
Lab Number:
Report Date:
MASS DEP FY 2022 RECON
195602327
L2216587
04/11/22 09:16
141,8260DAnalytical Method:
Analytical Date:
05/02/22
Analyst:MKS
1,2-Dichlorobenzene
1,3-Dichlorobenzene
1,4-Dichlorobenzene
Methyl tert butyl ether
p/m-Xylene
o-Xylene
Xylenes, Total
cis-1,2-Dichloroethene
1,2-Dichloroethene, Total
Dibromomethane
1,2,3-Trichloropropane
Styrene
Dichlorodifluoromethane
Acetone
Carbon disulfide
Methyl ethyl ketone
Methyl isobutyl ketone
2-Hexanone
Bromochloromethane
Tetrahydrofuran
2,2-Dichloropropane
1,2-Dibromoethane
1,3-Dichloropropane
1,1,1,2-Tetrachloroethane
Bromobenzene
n-Butylbenzene
sec-Butylbenzene
tert-Butylbenzene
o-Chlorotoluene
Parameter Result
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
RL
2.0
2.0
2.0
2.0
2.0
1.0
1.0
1.0
1.0
2.0
2.0
1.0
10
25
10
10
10
10
2.0
4.0
2.0
1.0
2.0
0.50
2.0
1.0
1.0
2.0
2.0
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
UnitsQualifier
MCP Volatile Organics by EPA 5035 Low - Westborough Lab for sample(s): 01-03 Batch: WG1626692-5
MDL
--
--
--
--
--
--
--
--
--
--
--
--
--
--
--
--
--
--
--
--
--
--
--
--
--
--
--
--
--
Serial_No:05022219:37
Page 20 of 87
Method Blank Analysis
Batch Quality Control
Project Name:
Project Number:
Lab Number:
Report Date:
MASS DEP FY 2022 RECON
195602327
L2216587
04/11/22 09:16
141,8260DAnalytical Method:
Analytical Date:
05/02/22
Analyst:MKS
p-Chlorotoluene
1,2-Dibromo-3-chloropropane
Hexachlorobutadiene
Isopropylbenzene
p-Isopropyltoluene
Naphthalene
n-Propylbenzene
1,2,3-Trichlorobenzene
1,2,4-Trichlorobenzene
1,3,5-Trimethylbenzene
1,2,4-Trimethylbenzene
Diethyl ether
Diisopropyl Ether
Ethyl-Tert-Butyl-Ether
Tertiary-Amyl Methyl Ether
1,4-Dioxane
Parameter Result
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
RL
2.0
3.0
4.0
1.0
1.0
4.0
1.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
2.0
80
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
UnitsQualifier
MCP Volatile Organics by EPA 5035 Low - Westborough Lab for sample(s): 01-03 Batch: WG1626692-5
1,2-Dichloroethane-d4
Toluene-d8
4-Bromofluorobenzene
Dibromofluoromethane
112
104
98
107
70-130
70-130
70-130
70-130
Surrogate %Recovery Qualifier
Acceptance
Criteria
MDL
--
--
--
--
--
--
--
--
--
--
--
--
--
--
--
--
Serial_No:05022219:37
Page 21 of 87
Methylene chloride
1,1-Dichloroethane
Chloroform
Carbon tetrachloride
1,2-Dichloropropane
Dibromochloromethane
1,1,2-Trichloroethane
Tetrachloroethene
Chlorobenzene
Trichlorofluoromethane
1,2-Dichloroethane
1,1,1-Trichloroethane
Bromodichloromethane
trans-1,3-Dichloropropene
cis-1,3-Dichloropropene
1,1-Dichloropropene
Bromoform
1,1,2,2-Tetrachloroethane
Benzene
Toluene
Ethylbenzene
Chloromethane
Bromomethane
79
88
86
100
85
98
88
106
93
98
83
98
90
95
96
98
100
85
91
92
96
76
90
80
90
94
104
88
105
93
110
97
102
89
101
97
101
101
101
104
90
92
95
100
76
91
70-130
70-130
70-130
70-130
70-130
70-130
70-130
70-130
70-130
70-130
70-130
70-130
70-130
70-130
70-130
70-130
70-130
70-130
70-130
70-130
70-130
70-130
70-130
1
2
9
4
3
7
6
4
4
4
7
3
7
6
5
3
4
6
1
3
4
0
1
20
20
20
20
20
20
20
20
20
20
20
20
20
20
20
20
20
20
20
20
20
20
20
Parameter
LCS
%Recovery
LCSD
%Recovery
%Recovery
Limits RPD
RPD
Limits
MCP Volatile Organics by EPA 5035 Low - Westborough Lab Associated sample(s): 01-03 Batch: WG1626692-3 WG1626692-4
Lab Control Sample Analysis
Batch Quality ControlProject Name:
Project Number:
Lab Number:
Report Date:
MASS DEP FY 2022 RECON
195602327
L2216587
05/02/22
Qual Qual Qual
Serial_No:05022219:37
Page 22 of 87
Vinyl chloride
Chloroethane
1,1-Dichloroethene
trans-1,2-Dichloroethene
Trichloroethene
1,2-Dichlorobenzene
1,3-Dichlorobenzene
1,4-Dichlorobenzene
Methyl tert butyl ether
p/m-Xylene
o-Xylene
cis-1,2-Dichloroethene
Dibromomethane
1,2,3-Trichloropropane
Styrene
Dichlorodifluoromethane
Acetone
Carbon disulfide
Methyl ethyl ketone
Methyl isobutyl ketone
2-Hexanone
Bromochloromethane
Tetrahydrofuran
87
97
96
94
95
95
97
94
88
101
99
91
86
83
100
77
85
86
83
74
73
92
71
88
97
99
95
97
96
98
96
94
106
104
94
92
88
105
78
79
86
85
81
83
96
79
70-130
70-130
70-130
70-130
70-130
70-130
70-130
70-130
70-130
70-130
70-130
70-130
70-130
70-130
70-130
70-130
70-130
70-130
70-130
70-130
70-130
70-130
70-130
1
0
3
1
2
1
1
2
7
5
5
3
7
6
5
1
7
0
2
9
13
4
11
20
20
20
20
20
20
20
20
20
20
20
20
20
20
20
20
20
20
20
20
20
20
20
Parameter
LCS
%Recovery
LCSD
%Recovery
%Recovery
Limits RPD
RPD
Limits
MCP Volatile Organics by EPA 5035 Low - Westborough Lab Associated sample(s): 01-03 Batch: WG1626692-3 WG1626692-4
Lab Control Sample Analysis
Batch Quality ControlProject Name:
Project Number:
Lab Number:
Report Date:
MASS DEP FY 2022 RECON
195602327
L2216587
05/02/22
Qual Qual Qual
Serial_No:05022219:37
Page 23 of 87
2,2-Dichloropropane
1,2-Dibromoethane
1,3-Dichloropropane
1,1,1,2-Tetrachloroethane
Bromobenzene
n-Butylbenzene
sec-Butylbenzene
tert-Butylbenzene
o-Chlorotoluene
p-Chlorotoluene
1,2-Dibromo-3-chloropropane
Hexachlorobutadiene
Isopropylbenzene
p-Isopropyltoluene
Naphthalene
n-Propylbenzene
1,2,3-Trichlorobenzene
1,2,4-Trichlorobenzene
1,3,5-Trimethylbenzene
1,2,4-Trimethylbenzene
Diethyl ether
Diisopropyl Ether
Ethyl-Tert-Butyl-Ether
100
81
88
100
98
100
102
104
95
96
79
110
104
106
95
99
97
102
102
100
89
85
90
104
87
94
106
98
101
102
105
96
98
85
111
104
107
99
100
101
104
103
102
97
87
95
70-130
70-130
70-130
70-130
70-130
70-130
70-130
70-130
70-130
70-130
70-130
70-130
70-130
70-130
70-130
70-130
70-130
70-130
70-130
70-130
70-130
70-130
70-130
4
7
7
6
0
1
0
1
1
2
7
1
0
1
4
1
4
2
1
2
9
2
5
20
20
20
20
20
20
20
20
20
20
20
20
20
20
20
20
20
20
20
20
20
20
20
Parameter
LCS
%Recovery
LCSD
%Recovery
%Recovery
Limits RPD
RPD
Limits
MCP Volatile Organics by EPA 5035 Low - Westborough Lab Associated sample(s): 01-03 Batch: WG1626692-3 WG1626692-4
Lab Control Sample Analysis
Batch Quality ControlProject Name:
Project Number:
Lab Number:
Report Date:
MASS DEP FY 2022 RECON
195602327
L2216587
05/02/22
Qual Qual Qual
Serial_No:05022219:37
Page 24 of 87
Tertiary-Amyl Methyl Ether
1,4-Dioxane
91
83
97
91
70-130
70-130
6
9
20
20
Parameter
LCS
%Recovery
LCSD
%Recovery
%Recovery
Limits RPD
RPD
Limits
MCP Volatile Organics by EPA 5035 Low - Westborough Lab Associated sample(s): 01-03 Batch: WG1626692-3 WG1626692-4
Lab Control Sample Analysis
Batch Quality ControlProject Name:
Project Number:
Lab Number:
Report Date:
MASS DEP FY 2022 RECON
195602327
L2216587
1,2-Dichloroethane-d4
Toluene-d8
4-Bromofluorobenzene
Dibromofluoromethane
100
106
106
100
70-130
70-130
70-130
70-130
103
107
104
101
Surrogate Qual%Recovery Qual%Recovery
LCS LCSD
05/02/22
Acceptance
Criteria
Qual Qual Qual
Serial_No:05022219:37
Page 25 of 87
SEMIVOLATILES
Serial_No:05022219:37
Page 26 of 87
FF
Naphthalene
2-Methylnaphthalene
Acenaphthylene
Acenaphthene
Fluorene
Phenanthrene
Anthracene
Fluoranthene
Pyrene
Benz(a)anthracene
Chrysene
Benzo(b)fluoranthene
Benzo(k)fluoranthene
Benzo(a)pyrene
Indeno(1,2,3-cd)Pyrene
Dibenz(a,h)anthracene
Benzo(ghi)perylene
Cl2-BZ#8
Cl3-BZ#18
Cl3-BZ#28
Cl4-BZ#44
Cl4-BZ#49
Cl4-BZ#52
Cl4-BZ#66
Cl5-BZ#87
Cl5-BZ#101
Cl5-BZ#105
Cl5-BZ#118
Parameter Result Dilution Factor
14.7
ND
21.2
ND
6.85
68.4
16.4
199
172
98.2
90.9
89.8
67.6
87.7
53.5
13.4
54.1
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
Qualifier Units RL
PAHs/PCB Congeners by GC/MS - Mansfield Lab
SAMPLE RESULTS
Project Name:
Project Number:
Lab Number:
Report Date:
MASS DEP FY 2022 RECON
195602327
L2216587
5.00
5.00
5.00
5.00
5.00
5.00
5.00
5.00
5.00
5.00
5.00
5.00
5.00
5.00
5.00
5.00
5.00
0.500
0.500
0.500
0.500
0.500
0.500
0.500
0.500
0.500
0.500
0.500
05/02/22
CHARTPAK-3Client ID:
03/30/22 14:45Date Collected:
03/31/22Date Received:
LEEDS, NORTHAMPTON, MASample Location:
L2216587-01Lab ID:
Field Prep:Not Specified
Matrix:Sediment Extraction Method:
Cleanup Method:
Analytical Method:
Analytical Date:
Analyst:
105,8270D-SIM/680(M)
04/19/22 17:45
GP
EPA 3570
EPA 3630
Extraction Date:04/07/22 17:20
Cleanup Date:04/14/22
78%Percent Solids:
MDL
--
--
--
--
--
--
--
--
--
--
--
--
--
--
--
--
--
--
--
--
--
--
--
--
--
--
--
--
Sample Depth:
Serial_No:05022219:37
Page 27 of 87
Cl6-BZ#128
Cl6-BZ#138
Cl6-BZ#153
Cl7-BZ#170
Cl7-BZ#180
Cl7-BZ#183
Cl7-BZ#184
Cl7-BZ#187
Cl8-BZ#195
Cl9-BZ#206
Cl10-BZ#209
Parameter Result Dilution Factor
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
1
1
1
1
1
1
1
1
1
1
1
Qualifier Units RL
PAHs/PCB Congeners by GC/MS - Mansfield Lab
SAMPLE RESULTS
Project Name:
Project Number:
Lab Number:
Report Date:
MASS DEP FY 2022 RECON
195602327
L2216587
0.500
0.500
0.500
0.500
0.500
0.500
0.500
0.500
0.500
0.500
0.500
2-Methylnaphthalene-d10
Pyrene-d10
Benzo(b)fluoranthene-d12
DBOB
BZ 198
74
90
77
103
89
30-150
30-150
30-150
50-125
50-125
Acceptance
CriteriaSurrogate % Recovery Qualifier
05/02/22
CHARTPAK-3Client ID:
03/30/22 14:45Date Collected:
03/31/22Date Received:
LEEDS, NORTHAMPTON, MASample Location:
L2216587-01Lab ID:
Field Prep:Not Specified
MDL
--
--
--
--
--
--
--
--
--
--
--
Sample Depth:
Serial_No:05022219:37
Page 28 of 87
Naphthalene
2-Methylnaphthalene
Acenaphthylene
Acenaphthene
Fluorene
Phenanthrene
Anthracene
Fluoranthene
Pyrene
Benz(a)anthracene
Chrysene
Benzo(b)fluoranthene
Benzo(k)fluoranthene
Benzo(a)pyrene
Indeno(1,2,3-cd)Pyrene
Dibenz(a,h)anthracene
Benzo(ghi)perylene
Cl2-BZ#8
Cl3-BZ#18
Cl3-BZ#28
Cl4-BZ#44
Cl4-BZ#49
Cl4-BZ#52
Cl4-BZ#66
Cl5-BZ#87
Cl5-BZ#101
Cl5-BZ#105
Cl5-BZ#118
Parameter Result
E
E
Dilution Factor
58.0
42.9
50.7
143
315
1790
550
1640
1170
672
570
582
348
539
311
81.5
320
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
Qualifier Units RL
PAHs/PCB Congeners by GC/MS - Mansfield Lab
SAMPLE RESULTS
Project Name:
Project Number:
Lab Number:
Report Date:
MASS DEP FY 2022 RECON
195602327
L2216587
5.95
5.95
5.95
5.95
5.95
5.95
5.95
5.95
5.95
5.95
5.95
5.95
5.95
5.95
5.95
5.95
5.95
0.595
0.595
0.595
0.595
0.595
0.595
0.595
0.595
0.595
0.595
0.595
05/02/22
CHARTPAK-2Client ID:
03/30/22 15:15Date Collected:
03/31/22Date Received:
LEEDS, NORTHAMPTON, MASample Location:
L2216587-02Lab ID:
Field Prep:Not Specified
Matrix:Sediment Extraction Method:
Cleanup Method:
Analytical Method:
Analytical Date:
Analyst:
105,8270D-SIM/680(M)
04/19/22 18:17
GP
EPA 3570
EPA 3630
Extraction Date:04/07/22 17:20
Cleanup Date:04/14/22
66%Percent Solids:
MDL
--
--
--
--
--
--
--
--
--
--
--
--
--
--
--
--
--
--
--
--
--
--
--
--
--
--
--
--
Sample Depth:
Serial_No:05022219:37
Page 29 of 87
Cl6-BZ#128
Cl6-BZ#138
Cl6-BZ#153
Cl7-BZ#170
Cl7-BZ#180
Cl7-BZ#183
Cl7-BZ#184
Cl7-BZ#187
Cl8-BZ#195
Cl9-BZ#206
Cl10-BZ#209
Parameter Result Dilution Factor
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
1
1
1
1
1
1
1
1
1
1
1
Qualifier Units RL
PAHs/PCB Congeners by GC/MS - Mansfield Lab
SAMPLE RESULTS
Project Name:
Project Number:
Lab Number:
Report Date:
MASS DEP FY 2022 RECON
195602327
L2216587
0.595
0.595
0.595
0.595
0.595
0.595
0.595
0.595
0.595
0.595
0.595
2-Methylnaphthalene-d10
Pyrene-d10
Benzo(b)fluoranthene-d12
DBOB
BZ 198
65
75
67
87
78
30-150
30-150
30-150
50-125
50-125
Acceptance
CriteriaSurrogate % Recovery Qualifier
05/02/22
CHARTPAK-2Client ID:
03/30/22 15:15Date Collected:
03/31/22Date Received:
LEEDS, NORTHAMPTON, MASample Location:
L2216587-02Lab ID:
Field Prep:Not Specified
MDL
--
--
--
--
--
--
--
--
--
--
--
Sample Depth:
Serial_No:05022219:37
Page 30 of 87
Phenanthrene
Fluoranthene
Parameter Result Dilution Factor
1780
1660
ug/kg
ug/kg
2
2
Qualifier Units RL
PAHs/PCB Congeners by GC/MS - Mansfield Lab
SAMPLE RESULTS
Project Name:
Project Number:
Lab Number:
Report Date:
MASS DEP FY 2022 RECON
195602327
L2216587
11.9
11.9
2-Methylnaphthalene-d10
Pyrene-d10
Benzo(b)fluoranthene-d12
DBOB
BZ 198
64
77
67
87
83
30-150
30-150
30-150
50-125
50-125
Acceptance
CriteriaSurrogate % Recovery Qualifier
05/02/22
CHARTPAK-2Client ID:
03/30/22 15:15Date Collected:
03/31/22Date Received:
LEEDS, NORTHAMPTON, MASample Location:
L2216587-02Lab ID:
Field Prep:Not Specified
D
Matrix:Sediment Extraction Method:
Cleanup Method:
Analytical Method:
Analytical Date:
Analyst:
105,8270D-SIM/680(M)
04/20/22 23:34
GP
EPA 3570
EPA 3630
Extraction Date:04/07/22 17:20
Cleanup Date:04/14/22
66%Percent Solids:
MDL
--
--
Sample Depth:
Serial_No:05022219:37
Page 31 of 87
Naphthalene
2-Methylnaphthalene
Acenaphthylene
Acenaphthene
Fluorene
Phenanthrene
Anthracene
Fluoranthene
Pyrene
Benz(a)anthracene
Chrysene
Benzo(b)fluoranthene
Benzo(k)fluoranthene
Benzo(a)pyrene
Indeno(1,2,3-cd)Pyrene
Dibenz(a,h)anthracene
Benzo(ghi)perylene
Cl2-BZ#8
Cl3-BZ#18
Cl3-BZ#28
Cl4-BZ#44
Cl4-BZ#49
Cl4-BZ#52
Cl4-BZ#66
Cl5-BZ#87
Cl5-BZ#101
Cl5-BZ#105
Cl5-BZ#118
Parameter Result Dilution Factor
7.54
ND
11.7
ND
5.60
45.2
10.2
79.7
76.9
41.3
38.8
38.2
28.6
40.5
25.3
5.58
26.8
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
Qualifier Units RL
PAHs/PCB Congeners by GC/MS - Mansfield Lab
SAMPLE RESULTS
Project Name:
Project Number:
Lab Number:
Report Date:
MASS DEP FY 2022 RECON
195602327
L2216587
5.10
5.10
5.10
5.10
5.10
5.10
5.10
5.10
5.10
5.10
5.10
5.10
5.10
5.10
5.10
5.10
5.10
0.510
0.510
0.510
0.510
0.510
0.510
0.510
0.510
0.510
0.510
0.510
05/02/22
CHARTPAK-1Client ID:
03/30/22 15:40Date Collected:
03/31/22Date Received:
LEEDS, NORTHAMPTON, MASample Location:
L2216587-03Lab ID:
Field Prep:Not Specified
Matrix:Sediment Extraction Method:
Cleanup Method:
Analytical Method:
Analytical Date:
Analyst:
105,8270D-SIM/680(M)
04/19/22 18:49
GP
EPA 3570
EPA 3630
Extraction Date:04/07/22 17:20
Cleanup Date:04/14/22
78%Percent Solids:
MDL
--
--
--
--
--
--
--
--
--
--
--
--
--
--
--
--
--
--
--
--
--
--
--
--
--
--
--
--
Sample Depth:
Serial_No:05022219:37
Page 32 of 87
Cl6-BZ#128
Cl6-BZ#138
Cl6-BZ#153
Cl7-BZ#170
Cl7-BZ#180
Cl7-BZ#183
Cl7-BZ#184
Cl7-BZ#187
Cl8-BZ#195
Cl9-BZ#206
Cl10-BZ#209
Parameter Result Dilution Factor
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
1
1
1
1
1
1
1
1
1
1
1
Qualifier Units RL
PAHs/PCB Congeners by GC/MS - Mansfield Lab
SAMPLE RESULTS
Project Name:
Project Number:
Lab Number:
Report Date:
MASS DEP FY 2022 RECON
195602327
L2216587
0.510
0.510
0.510
0.510
0.510
0.510
0.510
0.510
0.510
0.510
0.510
2-Methylnaphthalene-d10
Pyrene-d10
Benzo(b)fluoranthene-d12
DBOB
BZ 198
69
85
75
105
86
30-150
30-150
30-150
50-125
50-125
Acceptance
CriteriaSurrogate % Recovery Qualifier
05/02/22
CHARTPAK-1Client ID:
03/30/22 15:40Date Collected:
03/31/22Date Received:
LEEDS, NORTHAMPTON, MASample Location:
L2216587-03Lab ID:
Field Prep:Not Specified
MDL
--
--
--
--
--
--
--
--
--
--
--
Sample Depth:
Serial_No:05022219:37
Page 33 of 87
Method Blank Analysis
Batch Quality Control
Project Name:
Project Number:
Lab Number:
Report Date:
MASS DEP FY 2022 RECON
195602327
L2216587
04/19/22 09:20
105,8270D-SIM/680(M)Analytical Method:
Analytical Date:
Extraction Method:
Cleanup Method:
EPA 3570
EPA 3630
Extraction Date:04/07/22 17:20
05/02/22
Analyst:GP
Naphthalene
2-Methylnaphthalene
Acenaphthylene
Acenaphthene
Fluorene
Phenanthrene
Anthracene
Fluoranthene
Pyrene
Benz(a)anthracene
Chrysene
Benzo(b)fluoranthene
Benzo(k)fluoranthene
Benzo(a)pyrene
Indeno(1,2,3-cd)Pyrene
Dibenz(a,h)anthracene
Benzo(ghi)perylene
Cl2-BZ#8
Cl3-BZ#18
Cl3-BZ#28
Cl4-BZ#44
Cl4-BZ#49
Cl4-BZ#52
Cl4-BZ#66
Cl5-BZ#87
Cl5-BZ#101
Cl5-BZ#105
Cl5-BZ#118
Cl6-BZ#128
Parameter Result
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
RL
4.00
4.00
4.00
4.00
4.00
4.00
4.00
4.00
4.00
4.00
4.00
4.00
4.00
4.00
4.00
4.00
4.00
0.400
0.400
0.400
0.400
0.400
0.400
0.400
0.400
0.400
0.400
0.400
0.400
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
UnitsQualifier
PAHs/PCB Congeners by GC/MS - Mansfield Lab for sample(s): 01-03 Batch: WG1624848-1
Cleanup Date:04/14/22
MDL
--
--
--
--
--
--
--
--
--
--
--
--
--
--
--
--
--
--
--
--
--
--
--
--
--
--
--
--
--
Serial_No:05022219:37
Page 34 of 87
Method Blank Analysis
Batch Quality Control
Project Name:
Project Number:
Lab Number:
Report Date:
MASS DEP FY 2022 RECON
195602327
L2216587
04/19/22 09:20
105,8270D-SIM/680(M)Analytical Method:
Analytical Date:
Extraction Method:
Cleanup Method:
EPA 3570
EPA 3630
Extraction Date:04/07/22 17:20
05/02/22
Analyst:GP
Cl6-BZ#138
Cl6-BZ#153
Cl7-BZ#170
Cl7-BZ#180
Cl7-BZ#183
Cl7-BZ#184
Cl7-BZ#187
Cl8-BZ#195
Cl9-BZ#206
Cl10-BZ#209
Parameter Result
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
RL
0.400
0.400
0.400
0.400
0.400
0.400
0.400
0.400
0.400
0.400
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
UnitsQualifier
PAHs/PCB Congeners by GC/MS - Mansfield Lab for sample(s): 01-03 Batch: WG1624848-1
2-Methylnaphthalene-d10
Pyrene-d10
Benzo(b)fluoranthene-d12
DBOB
BZ 198
77
84
88
104
84
30-150
30-150
30-150
50-125
50-125
Surrogate %Recovery Qualifier
Acceptance
Criteria
Cleanup Date:04/14/22
MDL
--
--
--
--
--
--
--
--
--
--
Serial_No:05022219:37
Page 35 of 87
Naphthalene
Acenaphthylene
Acenaphthene
Fluorene
Phenanthrene
Anthracene
Fluoranthene
Pyrene
Benz(a)anthracene
Chrysene
Benzo(b)fluoranthene
Benzo(k)fluoranthene
Benzo(a)pyrene
Indeno(1,2,3-cd)Pyrene
Dibenz(a,h)anthracene
Benzo(ghi)perylene
Cl2-BZ#8
Cl3-BZ#18
Cl3-BZ#28
Cl4-BZ#44
Cl4-BZ#49
Cl4-BZ#52
Cl4-BZ#66
77
78
80
82
86
78
86
86
91
79
92
81
79
90
88
96
89
82
87
91
76
92
82
82
81
82
84
87
79
86
86
93
78
96
81
80
92
89
98
91
83
88
92
81
87
81
40-140
40-140
40-140
40-140
40-140
40-140
40-140
40-140
40-140
40-140
40-140
40-140
40-140
40-140
40-140
40-140
40-140
40-140
40-140
40-140
40-140
40-140
40-140
6
4
2
2
1
1
0
0
2
1
4
0
1
2
1
2
2
1
1
1
6
6
1
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
50
50
50
50
50
50
50
Parameter
LCS
%Recovery
LCSD
%Recovery
%Recovery
Limits RPD
RPD
Limits
PAHs/PCB Congeners by GC/MS - Mansfield Lab Associated sample(s): 01-03 Batch: WG1624848-2 WG1624848-3
Lab Control Sample Analysis
Batch Quality ControlProject Name:
Project Number:
Lab Number:
Report Date:
MASS DEP FY 2022 RECON
195602327
L2216587
05/02/22
Qual Qual Qual
Serial_No:05022219:37
Page 36 of 87
Cl5-BZ#87
Cl5-BZ#101
Cl5-BZ#105
Cl5-BZ#118
Cl6-BZ#128
Cl6-BZ#138
Cl6-BZ#153
Cl7-BZ#170
Cl7-BZ#180
Cl7-BZ#183
Cl7-BZ#184
Cl7-BZ#187
Cl8-BZ#195
Cl9-BZ#206
Cl10-BZ#209
84
87
86
86
86
88
92
88
89
83
91
85
95
94
95
84
84
85
86
86
88
91
87
88
83
87
84
95
94
94
40-140
40-140
40-140
40-140
40-140
40-140
40-140
40-140
40-140
40-140
40-140
40-140
40-140
40-140
40-140
0
4
1
0
0
0
1
1
1
0
4
1
0
0
1
50
50
50
50
50
50
50
50
50
50
50
50
50
50
50
Parameter
LCS
%Recovery
LCSD
%Recovery
%Recovery
Limits RPD
RPD
Limits
PAHs/PCB Congeners by GC/MS - Mansfield Lab Associated sample(s): 01-03 Batch: WG1624848-2 WG1624848-3
Lab Control Sample Analysis
Batch Quality ControlProject Name:
Project Number:
Lab Number:
Report Date:
MASS DEP FY 2022 RECON
195602327
L2216587
2-Methylnaphthalene-d10
Pyrene-d10
Benzo(b)fluoranthene-d12
DBOB
BZ 198
74
92
87
101
96
30-150
30-150
30-150
50-125
50-125
77
91
87
99
94
Surrogate Qual%Recovery Qual%Recovery
LCS LCSD
05/02/22
Acceptance
Criteria
Qual Qual Qual
Serial_No:05022219:37
Page 37 of 87
PETROLEUM
HYDROCARBONS
Serial_No:05022219:37
Page 38 of 87
FF
C9-C18 Aliphatics
C19-C36 Aliphatics
C11-C22 Aromatics
C11-C22 Aromatics, Adjusted
Parameter Result Dilution Factor
ND
ND
ND
ND
mg/kg
mg/kg
mg/kg
mg/kg
1
1
1
1
Qualifier Units RL
Extractable Petroleum Hydrocarbons - Westborough Lab
SAMPLE RESULTS
Project Name:
Project Number:
Lab Number:
Report Date:
MASS DEP FY 2022 RECON
195602327
L2216587
8.12
8.12
8.12
8.12
Chloro-Octadecane
o-Terphenyl
2-Fluorobiphenyl
2-Bromonaphthalene
66
67
71
72
40-140
40-140
40-140
40-140
Acceptance
CriteriaSurrogate % Recovery Qualifier
Condition of sample received:
Sample Temperature upon receipt:
Sample Extraction method:
Satisfactory
Received on Ice
Extracted Per the Method
Quality Control Information
05/02/22
CHARTPAK-3Client ID:
03/30/22 14:45Date Collected:
03/31/22Date Received:
Matrix:Sediment
LEEDS, NORTHAMPTON, MASample Location:
L2216587-01Lab ID:
Field Prep:
Extraction Method:
Cleanup Method1:
Analytical Method:
Analytical Date:
Analyst:
135,EPH-19-2.1
04/07/22 20:20
MEO
Not Specified
EPA 3546
EPH-19-2.1
Extraction Date:04/06/22 01:12
Cleanup Date1:04/07/22
Percent Solids: 78%
MDL
--
--
--
--
Sample Depth:
Serial_No:05022219:37
Page 39 of 87
FF
C9-C18 Aliphatics
C19-C36 Aliphatics
C11-C22 Aromatics
C11-C22 Aromatics, Adjusted
Parameter Result Dilution Factor
ND
25.0
22.8
22.1
mg/kg
mg/kg
mg/kg
mg/kg
1
1
1
1
Qualifier Units RL
Extractable Petroleum Hydrocarbons - Westborough Lab
SAMPLE RESULTS
Project Name:
Project Number:
Lab Number:
Report Date:
MASS DEP FY 2022 RECON
195602327
L2216587
9.85
9.85
9.85
9.85
Chloro-Octadecane
o-Terphenyl
2-Fluorobiphenyl
2-Bromonaphthalene
58
64
72
72
40-140
40-140
40-140
40-140
Acceptance
CriteriaSurrogate % Recovery Qualifier
Condition of sample received:
Sample Temperature upon receipt:
Sample Extraction method:
Satisfactory
Received on Ice
Extracted Per the Method
Quality Control Information
05/02/22
CHARTPAK-2Client ID:
03/30/22 15:15Date Collected:
03/31/22Date Received:
Matrix:Sediment
LEEDS, NORTHAMPTON, MASample Location:
L2216587-02Lab ID:
Field Prep:
Extraction Method:
Cleanup Method1:
Analytical Method:
Analytical Date:
Analyst:
135,EPH-19-2.1
04/07/22 20:55
MEO
Not Specified
EPA 3546
EPH-19-2.1
Extraction Date:04/06/22 01:12
Cleanup Date1:04/07/22
Percent Solids: 66%
MDL
--
--
--
--
Sample Depth:
Serial_No:05022219:37
Page 40 of 87
FF
C9-C18 Aliphatics
C19-C36 Aliphatics
C11-C22 Aromatics
C11-C22 Aromatics, Adjusted
Parameter Result Dilution Factor
ND
ND
ND
ND
mg/kg
mg/kg
mg/kg
mg/kg
1
1
1
1
Qualifier Units RL
Extractable Petroleum Hydrocarbons - Westborough Lab
SAMPLE RESULTS
Project Name:
Project Number:
Lab Number:
Report Date:
MASS DEP FY 2022 RECON
195602327
L2216587
8.08
8.08
8.08
8.08
Chloro-Octadecane
o-Terphenyl
2-Fluorobiphenyl
2-Bromonaphthalene
61
60
67
68
40-140
40-140
40-140
40-140
Acceptance
CriteriaSurrogate % Recovery Qualifier
Condition of sample received:
Sample Temperature upon receipt:
Sample Extraction method:
Satisfactory
Received on Ice
Extracted Per the Method
Quality Control Information
05/02/22
CHARTPAK-1Client ID:
03/30/22 15:40Date Collected:
03/31/22Date Received:
Matrix:Sediment
LEEDS, NORTHAMPTON, MASample Location:
L2216587-03Lab ID:
Field Prep:
Extraction Method:
Cleanup Method1:
Analytical Method:
Analytical Date:
Analyst:
135,EPH-19-2.1
04/07/22 21:30
MEO
Not Specified
EPA 3546
EPH-19-2.1
Extraction Date:04/06/22 01:12
Cleanup Date1:04/07/22
Percent Solids: 78%
MDL
--
--
--
--
Sample Depth:
Serial_No:05022219:37
Page 41 of 87
Method Blank Analysis
Batch Quality Control
Project Name:
Project Number:
Lab Number:
Report Date:
MASS DEP FY 2022 RECON
195602327
L2216587
04/07/22 18:35
135,EPH-19-2.1Analytical Method:
Analytical Date:
Extraction Method:
Cleanup Method:
EPA 3546
EPH-19-2.1
Extraction Date:04/06/22 01:12
05/02/22
Analyst:MEO
C9-C18 Aliphatics
C19-C36 Aliphatics
C11-C22 Aromatics
C11-C22 Aromatics, Adjusted
Parameter Result
ND
ND
ND
ND
RL
6.46
6.46
6.46
6.46
mg/kg
mg/kg
mg/kg
mg/kg
UnitsQualifier
Extractable Petroleum Hydrocarbons - Westborough Lab for sample(s): 01-03 Batch: WG1623886-1
Chloro-Octadecane
o-Terphenyl
2-Fluorobiphenyl
2-Bromonaphthalene
56
58
69
72
40-140
40-140
40-140
40-140
Surrogate %Recovery Qualifier
Acceptance
Criteria
Cleanup Date:04/07/22
MDL
--
--
--
--
Serial_No:05022219:37
Page 42 of 87
C9-C18 Aliphatics
C19-C36 Aliphatics
C11-C22 Aromatics
Naphthalene
2-Methylnaphthalene
Acenaphthylene
Acenaphthene
Fluorene
Phenanthrene
Anthracene
Fluoranthene
Pyrene
Benzo(a)anthracene
Chrysene
Benzo(b)fluoranthene
Benzo(k)fluoranthene
Benzo(a)pyrene
Indeno(1,2,3-cd)Pyrene
Dibenzo(a,h)anthracene
Benzo(ghi)perylene
59
68
62
51
55
55
58
60
61
61
60
62
62
61
60
58
61
59
60
56
59
71
68
52
56
58
62
66
68
68
68
70
69
68
68
65
68
67
68
64
40-140
40-140
40-140
40-140
40-140
40-140
40-140
40-140
40-140
40-140
40-140
40-140
40-140
40-140
40-140
40-140
40-140
40-140
40-140
40-140
0
4
9
2
2
5
7
10
11
11
13
12
11
11
13
11
11
13
13
13
25
25
25
25
25
25
25
25
25
25
25
25
25
25
25
25
25
25
25
25
Parameter
LCS
%Recovery
LCSD
%Recovery
%Recovery
Limits RPD
RPD
Limits
Extractable Petroleum Hydrocarbons - Westborough Lab Associated sample(s): 01-03 Batch: WG1623886-2 WG1623886-3
Lab Control Sample Analysis
Batch Quality ControlProject Name:
Project Number:
Lab Number:
Report Date:
MASS DEP FY 2022 RECON
195602327
L2216587
05/02/22
Qual Qual Qual
Serial_No:05022219:37
Page 43 of 87
Parameter
LCS
%Recovery
LCSD
%Recovery
%Recovery
Limits RPD
RPD
Limits
Extractable Petroleum Hydrocarbons - Westborough Lab Associated sample(s): 01-03 Batch: WG1623886-2 WG1623886-3
Lab Control Sample Analysis
Batch Quality ControlProject Name:
Project Number:
Lab Number:
Report Date:
MASS DEP FY 2022 RECON
195602327
L2216587
Chloro-Octadecane
o-Terphenyl
2-Fluorobiphenyl
2-Bromonaphthalene
% Naphthalene Breakthrough
% 2-Methylnaphthalene Breakthrough
56
57
69
70
0
0
40-140
40-140
40-140
40-140
58
62
71
71
0
0
Surrogate Qual%Recovery Qual%Recovery
LCS LCSD
05/02/22
Acceptance
Criteria
Qual Qual Qual
Serial_No:05022219:37
Page 44 of 87
PESTICIDES
Serial_No:05022219:37
Page 45 of 87
FF
Delta-BHC
Lindane
Alpha-BHC
Beta-BHC
Heptachlor
Aldrin
Heptachlor epoxide
Endrin
Endrin ketone
Dieldrin
4,4'-DDE
4,4'-DDD
4,4'-DDT
Endosulfan I
Endosulfan II
Endosulfan sulfate
Methoxychlor
Chlordane
Hexachlorobenzene
Parameter Result Dilution Factor
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
Qualifier Units RL
MCP Organochlorine Pesticides - Westborough Lab
SAMPLE RESULTS
Project Name:
Project Number:
Lab Number:
Report Date:
MASS DEP FY 2022 RECON
195602327
L2216587
2.02
0.674
0.842
2.02
1.01
2.02
3.79
0.842
2.02
1.26
2.02
2.02
3.79
2.02
2.02
0.842
3.79
16.8
2.02
2,4,5,6-Tetrachloro-m-xylene
Decachlorobiphenyl
2,4,5,6-Tetrachloro-m-xylene
Decachlorobiphenyl
50
78
49
61
30-150
30-150
30-150
30-150
Acceptance
Criteria
A
A
B
B
Surrogate % Recovery Qualifier Column
05/02/22
CHARTPAK-3Client ID:
03/30/22 14:45Date Collected:
03/31/22Date Received:
LEEDS, NORTHAMPTON, MASample Location:
L2216587-01Lab ID:
Field Prep:Not Specified
Matrix:Sediment Extraction Method:
Cleanup Method:
Analytical Method:
Analytical Date:
Analyst:
97,8081B
04/10/22 22:33
JAW
EPA 3546
EPA 3620B
Extraction Date:04/09/22 11:41
Cleanup Date:04/10/22
78%Percent Solids:
MDL
--
--
--
--
--
--
--
--
--
--
--
--
--
--
--
--
--
--
--
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
Column
Sample Depth:
Serial_No:05022219:37
Page 46 of 87
Delta-BHC
Lindane
Alpha-BHC
Beta-BHC
Heptachlor
Aldrin
Heptachlor epoxide
Endrin
Endrin ketone
Dieldrin
4,4'-DDE
4,4'-DDD
4,4'-DDT
Endosulfan I
Endosulfan II
Endosulfan sulfate
Methoxychlor
Chlordane
Hexachlorobenzene
Parameter Result Dilution Factor
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
Qualifier Units RL
MCP Organochlorine Pesticides - Westborough Lab
SAMPLE RESULTS
Project Name:
Project Number:
Lab Number:
Report Date:
MASS DEP FY 2022 RECON
195602327
L2216587
2.35
0.785
0.981
2.35
1.18
2.35
4.41
0.981
2.35
1.47
2.35
2.35
4.41
2.35
2.35
0.981
4.41
19.6
2.35
2,4,5,6-Tetrachloro-m-xylene
Decachlorobiphenyl
2,4,5,6-Tetrachloro-m-xylene
Decachlorobiphenyl
56
62
48
63
30-150
30-150
30-150
30-150
Acceptance
Criteria
A
A
B
B
Surrogate % Recovery Qualifier Column
05/02/22
CHARTPAK-2Client ID:
03/30/22 15:15Date Collected:
03/31/22Date Received:
LEEDS, NORTHAMPTON, MASample Location:
L2216587-02Lab ID:
Field Prep:Not Specified
Matrix:Sediment Extraction Method:
Cleanup Method:
Analytical Method:
Analytical Date:
Analyst:
97,8081B
04/10/22 22:44
JAW
EPA 3546
EPA 3620B
Extraction Date:04/09/22 11:41
Cleanup Date:04/10/22
66%Percent Solids:
MDL
--
--
--
--
--
--
--
--
--
--
--
--
--
--
--
--
--
--
--
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
Column
Sample Depth:
Serial_No:05022219:37
Page 47 of 87
Delta-BHC
Lindane
Alpha-BHC
Beta-BHC
Heptachlor
Aldrin
Heptachlor epoxide
Endrin
Endrin ketone
Dieldrin
4,4'-DDE
4,4'-DDD
4,4'-DDT
Endosulfan I
Endosulfan II
Endosulfan sulfate
Methoxychlor
Chlordane
Hexachlorobenzene
Parameter Result Dilution Factor
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
Qualifier Units RL
MCP Organochlorine Pesticides - Westborough Lab
SAMPLE RESULTS
Project Name:
Project Number:
Lab Number:
Report Date:
MASS DEP FY 2022 RECON
195602327
L2216587
2.04
0.678
0.848
2.04
1.02
2.04
3.82
0.848
2.04
1.27
2.04
2.04
3.82
2.04
2.04
0.848
3.82
17.0
2.04
2,4,5,6-Tetrachloro-m-xylene
Decachlorobiphenyl
2,4,5,6-Tetrachloro-m-xylene
Decachlorobiphenyl
54
84
53
67
30-150
30-150
30-150
30-150
Acceptance
Criteria
A
A
B
B
Surrogate % Recovery Qualifier Column
05/02/22
CHARTPAK-1Client ID:
03/30/22 15:40Date Collected:
03/31/22Date Received:
LEEDS, NORTHAMPTON, MASample Location:
L2216587-03Lab ID:
Field Prep:Not Specified
Matrix:Sediment Extraction Method:
Cleanup Method:
Analytical Method:
Analytical Date:
Analyst:
97,8081B
04/10/22 22:55
JAW
EPA 3546
EPA 3620B
Extraction Date:04/09/22 11:41
Cleanup Date:04/10/22
78%Percent Solids:
MDL
--
--
--
--
--
--
--
--
--
--
--
--
--
--
--
--
--
--
--
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
Column
Sample Depth:
Serial_No:05022219:37
Page 48 of 87
Method Blank Analysis
Batch Quality Control
Project Name:
Project Number:
Lab Number:
Report Date:
MASS DEP FY 2022 RECON
195602327
L2216587
04/10/22 19:50
97,8081BAnalytical Method:
Analytical Date:
Extraction Method:
Cleanup Method:
EPA 3546
EPA 3620B
Extraction Date:04/09/22 11:41
05/02/22
Analyst:JAW
Delta-BHC
Lindane
Alpha-BHC
Beta-BHC
Heptachlor
Aldrin
Heptachlor epoxide
Endrin
Endrin ketone
Dieldrin
4,4'-DDE
4,4'-DDD
4,4'-DDT
Endosulfan I
Endosulfan II
Endosulfan sulfate
Methoxychlor
Chlordane
Hexachlorobenzene
Parameter Result
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
RL
1.57
0.525
0.656
1.57
0.787
1.57
2.95
0.656
1.57
0.984
1.57
1.57
2.95
1.57
1.57
0.656
2.95
13.1
1.57
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
ug/kg
UnitsQualifier
MCP Organochlorine Pesticides - Westborough Lab for sample(s): 01-03 Batch: WG1625449-1
2,4,5,6-Tetrachloro-m-xylene
Decachlorobiphenyl
2,4,5,6-Tetrachloro-m-xylene
Decachlorobiphenyl
47
76
47
70
30-150
30-150
30-150
30-150
Surrogate %Recovery Qualifier Column
Acceptance
Criteria
Cleanup Date:04/10/22
MDL
--
--
--
--
--
--
--
--
--
--
--
--
--
--
--
--
--
--
--
Column
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
B
B
Serial_No:05022219:37
Page 49 of 87
Delta-BHC
Lindane
Alpha-BHC
Beta-BHC
Heptachlor
Aldrin
Heptachlor epoxide
Endrin
Endrin ketone
Dieldrin
4,4'-DDE
4,4'-DDD
4,4'-DDT
Endosulfan I
Endosulfan II
Endosulfan sulfate
Methoxychlor
Hexachlorobenzene
53
58
60
52
63
60
48
59
57
62
58
62
65
57
57
42
63
53
52
57
58
51
59
56
55
59
61
61
57
62
64
56
58
46
64
52
40-140
40-140
40-140
40-140
40-140
40-140
40-140
40-140
40-140
40-140
40-140
40-140
40-140
40-140
40-140
40-140
40-140
40-140
2
2
3
2
7
7
14
0
7
2
2
0
2
2
2
9
2
2
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
30
Parameter
LCS
%Recovery
LCSD
%Recovery
%Recovery
Limits RPD
RPD
Limits
MCP Organochlorine Pesticides - Westborough Lab Associated sample(s): 01-03 Batch: WG1625449-2 WG1625449-3
Lab Control Sample Analysis
Batch Quality ControlProject Name:
Project Number:
Lab Number:
Report Date:
MASS DEP FY 2022 RECON
195602327
L2216587
05/02/22
Qual Qual Qual Column
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
Serial_No:05022219:37
Page 50 of 87
Parameter
LCS
%Recovery
LCSD
%Recovery
%Recovery
Limits RPD
RPD
Limits
MCP Organochlorine Pesticides - Westborough Lab Associated sample(s): 01-03 Batch: WG1625449-2 WG1625449-3
Lab Control Sample Analysis
Batch Quality ControlProject Name:
Project Number:
Lab Number:
Report Date:
MASS DEP FY 2022 RECON
195602327
L2216587
2,4,5,6-Tetrachloro-m-xylene
Decachlorobiphenyl
2,4,5,6-Tetrachloro-m-xylene
Decachlorobiphenyl
54
87
53
79
30-150
30-150
30-150
30-150
A
A
B
B
52
84
52
76
Surrogate Qual Column%Recovery Qual%Recovery
LCS LCSD
05/02/22
Acceptance
Criteria
Qual Qual Qual
Serial_No:05022219:37
Page 51 of 87
METALS
Serial_No:05022219:37
Page 52 of 87
FF
Project Name:
Project Number:
Lab Number:
Report Date:
MASS DEP FY 2022 RECON
195602327
L2216587
05/02/22
SAMPLE RESULTS
CHARTPAK-3Client ID:
03/30/22 14:45Date Collected:
03/31/22Date Received:
Matrix:Sediment
LEEDS, NORTHAMPTON, MASample Location:
L2216587-01Lab ID:
Field Prep:Not Specified
Parameter Result
Dilution
FactorQualifierUnitsRL
Date
Analyzed
Analytical
Method Analyst
Date
Prepared
MCP Total Metals - Mansfield Lab
Antimony, Total
Arsenic, Total
Beryllium, Total
Cadmium, Total
Chromium, Total
Copper, Total
Lead, Total
Mercury, Total
Nickel, Total
Selenium, Total
Silver, Total
Thallium, Total
Zinc, Total
ND
0.832
ND
ND
10.7
51.8
14.0
ND
10.3
ND
ND
ND
35.0
mg/kg
mg/kg
mg/kg
mg/kg
mg/kg
mg/kg
mg/kg
mg/kg
mg/kg
mg/kg
mg/kg
mg/kg
mg/kg
10
10
10
10
10
10
10
1
10
10
10
10
10
2.02
0.630
0.3783
0.2522
2.52
2.52
0.757
0.097
1.26
2.52
0.630
0.5044
12.6
04/26/22 16:04
04/26/22 16:04
04/26/22 16:04
04/26/22 16:04
04/26/22 16:04
04/26/22 16:04
04/26/22 16:04
04/27/22 10:22
04/26/22 16:04
04/26/22 16:04
04/26/22 16:04
04/26/22 16:04
04/26/22 16:04
97,6020B
97,6020B
97,6020B
97,6020B
97,6020B
97,6020B
97,6020B
97,7471B
97,6020B
97,6020B
97,6020B
97,6020B
97,6020B
SV
SV
SV
SV
SV
SV
SV
DMB
SV
SV
SV
SV
SV
04/26/22 11:34
04/26/22 11:34
04/26/22 11:34
04/26/22 11:34
04/26/22 11:34
04/26/22 11:34
04/26/22 11:34
04/26/22 11:55
04/26/22 11:34
04/26/22 11:34
04/26/22 11:34
04/26/22 11:34
04/26/22 11:34
EPA 3050B
EPA 3050B
EPA 3050B
EPA 3050B
EPA 3050B
EPA 3050B
EPA 3050B
EPA 7471B
EPA 3050B
EPA 3050B
EPA 3050B
EPA 3050B
EPA 3050B
Prep
Method
Percent Solids: 78%
MDL
--
--
--
--
--
--
--
--
--
--
--
--
--
Sample Depth:
Serial_No:05022219:37
Page 53 of 87
Project Name:
Project Number:
Lab Number:
Report Date:
MASS DEP FY 2022 RECON
195602327
L2216587
05/02/22
SAMPLE RESULTS
CHARTPAK-2Client ID:
03/30/22 15:15Date Collected:
03/31/22Date Received:
Matrix:Sediment
LEEDS, NORTHAMPTON, MASample Location:
L2216587-02Lab ID:
Field Prep:Not Specified
Parameter Result
Dilution
FactorQualifierUnitsRL
Date
Analyzed
Analytical
Method Analyst
Date
Prepared
MCP Total Metals - Mansfield Lab
Antimony, Total
Arsenic, Total
Beryllium, Total
Cadmium, Total
Chromium, Total
Copper, Total
Lead, Total
Mercury, Total
Nickel, Total
Selenium, Total
Silver, Total
Thallium, Total
Zinc, Total
ND
0.790
ND
0.6021
12.6
252
45.4
ND
13.4
ND
ND
ND
360
mg/kg
mg/kg
mg/kg
mg/kg
mg/kg
mg/kg
mg/kg
mg/kg
mg/kg
mg/kg
mg/kg
mg/kg
mg/kg
10
10
10
10
10
10
10
1
10
10
10
10
10
2.32
0.726
0.4354
0.2903
2.90
2.90
0.871
0.114
1.45
2.90
0.726
0.5805
14.5
04/26/22 16:09
04/26/22 16:09
04/26/22 16:09
04/26/22 16:09
04/26/22 16:09
04/26/22 16:09
04/26/22 16:09
04/27/22 10:25
04/26/22 16:09
04/26/22 16:09
04/26/22 16:09
04/26/22 16:09
04/26/22 16:09
97,6020B
97,6020B
97,6020B
97,6020B
97,6020B
97,6020B
97,6020B
97,7471B
97,6020B
97,6020B
97,6020B
97,6020B
97,6020B
SV
SV
SV
SV
SV
SV
SV
DMB
SV
SV
SV
SV
SV
04/26/22 11:34
04/26/22 11:34
04/26/22 11:34
04/26/22 11:34
04/26/22 11:34
04/26/22 11:34
04/26/22 11:34
04/26/22 11:55
04/26/22 11:34
04/26/22 11:34
04/26/22 11:34
04/26/22 11:34
04/26/22 11:34
EPA 3050B
EPA 3050B
EPA 3050B
EPA 3050B
EPA 3050B
EPA 3050B
EPA 3050B
EPA 7471B
EPA 3050B
EPA 3050B
EPA 3050B
EPA 3050B
EPA 3050B
Prep
Method
Percent Solids: 66%
MDL
--
--
--
--
--
--
--
--
--
--
--
--
--
Sample Depth:
Serial_No:05022219:37
Page 54 of 87
Project Name:
Project Number:
Lab Number:
Report Date:
MASS DEP FY 2022 RECON
195602327
L2216587
05/02/22
SAMPLE RESULTS
CHARTPAK-1Client ID:
03/30/22 15:40Date Collected:
03/31/22Date Received:
Matrix:Sediment
LEEDS, NORTHAMPTON, MASample Location:
L2216587-03Lab ID:
Field Prep:Not Specified
Parameter Result
Dilution
FactorQualifierUnitsRL
Date
Analyzed
Analytical
Method Analyst
Date
Prepared
MCP Total Metals - Mansfield Lab
Antimony, Total
Arsenic, Total
Beryllium, Total
Cadmium, Total
Chromium, Total
Copper, Total
Lead, Total
Mercury, Total
Nickel, Total
Selenium, Total
Silver, Total
Thallium, Total
Zinc, Total
ND
ND
ND
ND
6.51
38.9
11.7
ND
6.55
ND
ND
ND
29.4
mg/kg
mg/kg
mg/kg
mg/kg
mg/kg
mg/kg
mg/kg
mg/kg
mg/kg
mg/kg
mg/kg
mg/kg
mg/kg
10
10
10
10
10
10
10
1
10
10
10
10
10
2.03
0.634
0.3807
0.2538
2.54
2.54
0.761
0.097
1.27
2.54
0.634
0.5076
12.7
04/26/22 16:14
04/26/22 16:14
04/26/22 16:14
04/26/22 16:14
04/26/22 16:14
04/26/22 16:14
04/26/22 16:14
04/27/22 10:28
04/26/22 16:14
04/26/22 16:14
04/26/22 16:14
04/26/22 16:14
04/26/22 16:14
97,6020B
97,6020B
97,6020B
97,6020B
97,6020B
97,6020B
97,6020B
97,7471B
97,6020B
97,6020B
97,6020B
97,6020B
97,6020B
SV
SV
SV
SV
SV
SV
SV
DMB
SV
SV
SV
SV
SV
04/26/22 11:34
04/26/22 11:34
04/26/22 11:34
04/26/22 11:34
04/26/22 11:34
04/26/22 11:34
04/26/22 11:34
04/26/22 11:55
04/26/22 11:34
04/26/22 11:34
04/26/22 11:34
04/26/22 11:34
04/26/22 11:34
EPA 3050B
EPA 3050B
EPA 3050B
EPA 3050B
EPA 3050B
EPA 3050B
EPA 3050B
EPA 7471B
EPA 3050B
EPA 3050B
EPA 3050B
EPA 3050B
EPA 3050B
Prep
Method
Percent Solids: 78%
MDL
--
--
--
--
--
--
--
--
--
--
--
--
--
Sample Depth:
Serial_No:05022219:37
Page 55 of 87
FF
Parameter
Parameter
Result
Result
Dilution
Factor
Dilution
Factor
Qualifier
Qualifier
Units
Units
RL
RL
Method Blank Analysis
Batch Quality Control
Project Name:
Project Number:
Lab Number:
Report Date:
MASS DEP FY 2022 RECON
195602327
L2216587
Date
Analyzed
Date
Analyzed
Analytical
Method
Analytical
Method
Analyst
Analyst
Date
Prepared
Date
Prepared
05/02/22
Antimony, Total
Arsenic, Total
Beryllium, Total
Cadmium, Total
Chromium, Total
Copper, Total
Lead, Total
Nickel, Total
Selenium, Total
Silver, Total
Thallium, Total
Zinc, Total
Mercury, Total
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
ND
mg/kg
mg/kg
mg/kg
mg/kg
mg/kg
mg/kg
mg/kg
mg/kg
mg/kg
mg/kg
mg/kg
mg/kg
mg/kg
10
10
10
10
10
10
10
10
10
10
10
10
1
1.60
0.500
0.3000
0.2000
2.00
2.00
0.600
1.00
2.00
0.500
0.4000
10.0
0.083
04/26/22 15:45
04/26/22 15:45
04/26/22 15:45
04/26/22 15:45
04/26/22 15:45
04/26/22 15:45
04/26/22 15:45
04/26/22 15:45
04/26/22 15:45
04/26/22 15:45
04/26/22 15:45
04/26/22 15:45
04/27/22 10:12
97,6020B
97,6020B
97,6020B
97,6020B
97,6020B
97,6020B
97,6020B
97,6020B
97,6020B
97,6020B
97,6020B
97,6020B
97,7471B
SV
SV
SV
SV
SV
SV
SV
SV
SV
SV
SV
SV
DMB
04/26/22 11:34
04/26/22 11:34
04/26/22 11:34
04/26/22 11:34
04/26/22 11:34
04/26/22 11:34
04/26/22 11:34
04/26/22 11:34
04/26/22 11:34
04/26/22 11:34
04/26/22 11:34
04/26/22 11:34
04/26/22 11:55
MCP Total Metals - Mansfield Lab for sample(s): 01-03 Batch: WG1630887-1
MCP Total Metals - Mansfield Lab for sample(s): 01-03 Batch: WG1630889-1
EPA 3050B
EPA 7471B
Digestion Method:
Digestion Method:
Prep Information
Prep Information
MDL
MDL
--
--
--
--
--
--
--
--
--
--
--
--
--
Serial_No:05022219:37
Page 56 of 87
Antimony, Total
Arsenic, Total
Beryllium, Total
Cadmium, Total
Chromium, Total
Copper, Total
Lead, Total
Nickel, Total
Selenium, Total
Silver, Total
Thallium, Total
Zinc, Total
Mercury, Total
167
91
95
94
92
86
94
95
98
96
89
82
85
163
88
96
94
89
84
90
92
93
92
92
79
87
20-250
70-130
75-125
75-125
70-130
75-125
72-128
70-130
66-134
70-131
70-130
70-130
60-140
2
3
1
0
3
2
4
3
5
4
3
4
2
30
30
30
30
30
30
30
30
30
30
30
30
30
Parameter
LCS
%Recovery
LCSD
%Recovery
%Recovery
Limits RPD RPD Limits
MCP Total Metals - Mansfield Lab Associated sample(s): 01-03 Batch: WG1630887-2 WG1630887-3 SRM Lot Number: D113-540
MCP Total Metals - Mansfield Lab Associated sample(s): 01-03 Batch: WG1630889-2 WG1630889-3 SRM Lot Number: D113-540
Lab Control Sample Analysis
Batch Quality ControlProject Name:
Project Number:
Lab Number:
Report Date:
MASS DEP FY 2022 RECON
195602327
L2216587
05/02/22
Qual Qual Qual
Serial_No:05022219:37
Page 57 of 87
INORGANICS
&
MISCELLANEOUS
Serial_No:05022219:37
Page 58 of 87
FF
CHARTPAK-3Client ID:
03/30/22 14:45Date Collected:
03/31/22Date Received:
Parameter Result
Dilution
Factor
Matrix:Sediment
LEEDS, NORTHAMPTON, MASample Location:
L2216587-01Lab ID:
Qualifier Units RL
SAMPLE RESULTS
Project Name:
Project Number:
Lab Number:
Report Date:
MASS DEP FY 2022 RECON
195602327
L2216587
Field Prep:
Date
Analyzed
Analytical
Method Analyst
Not Specified
Total Organic Carbon - Mansfield Lab
Grain Size Analysis - Mansfield Lab
General Chemistry - Mansfield Lab
Total Organic Carbon (Rep1)
Total Organic Carbon (Rep2)
Total Organic Carbon (Average)
% Total Gravel
% Coarse Sand
% Medium Sand
% Fine Sand
% Total Fines
Solids, Total
0.253
0.235
0.244
0.200
1.80
55.2
40.6
2.20
77.5
%
%
%
%
%
%
%
%
%
1
1
1
1
1
1
1
1
1
0.010
0.010
0.010
0.100
0.100
0.100
0.100
0.100
0.100
04/27/22 19:33
04/27/22 19:33
04/27/22 19:33
04/25/22 12:12
04/25/22 12:12
04/25/22 12:12
04/25/22 12:12
04/25/22 12:12
04/01/22 09:50
1,9060A
1,9060A
1,9060A
12,D6913/D7928
12,D6913/D7928
12,D6913/D7928
12,D6913/D7928
12,D6913/D7928
121,2540G
SP
SP
SP
SK
SK
SK
SK
SK
NG
Date
Prepared
-
-
-
-
-
-
-
-
-
05/02/22
MDL
--
--
--
NA
NA
NA
NA
NA
--
Sample Depth:
Serial_No:05022219:37
Page 59 of 87
FF
CHARTPAK-2Client ID:
03/30/22 15:15Date Collected:
03/31/22Date Received:
Parameter Result
Dilution
Factor
Matrix:Sediment
LEEDS, NORTHAMPTON, MASample Location:
L2216587-02Lab ID:
Qualifier Units RL
SAMPLE RESULTS
Project Name:
Project Number:
Lab Number:
Report Date:
MASS DEP FY 2022 RECON
195602327
L2216587
Field Prep:
Date
Analyzed
Analytical
Method Analyst
Not Specified
Total Organic Carbon - Mansfield Lab
Grain Size Analysis - Mansfield Lab
General Chemistry - Mansfield Lab
Total Organic Carbon (Rep1)
Total Organic Carbon (Rep2)
Total Organic Carbon (Average)
% Total Gravel
% Coarse Sand
% Medium Sand
% Fine Sand
% Total Fines
Solids, Total
1.37
1.04
1.20
4.30
13.3
32.4
40.8
9.20
66.1
%
%
%
%
%
%
%
%
%
1
1
1
1
1
1
1
1
1
0.010
0.010
0.010
0.100
0.100
0.100
0.100
0.100
0.100
04/27/22 19:33
04/27/22 19:33
04/27/22 19:33
04/25/22 12:12
04/25/22 12:12
04/25/22 12:12
04/25/22 12:12
04/25/22 12:12
04/01/22 09:50
1,9060A
1,9060A
1,9060A
12,D6913/D7928
12,D6913/D7928
12,D6913/D7928
12,D6913/D7928
12,D6913/D7928
121,2540G
SP
SP
SP
SK
SK
SK
SK
SK
NG
Date
Prepared
-
-
-
-
-
-
-
-
-
05/02/22
MDL
--
--
--
NA
NA
NA
NA
NA
--
Sample Depth:
Serial_No:05022219:37
Page 60 of 87
FF
CHARTPAK-1Client ID:
03/30/22 15:40Date Collected:
03/31/22Date Received:
Parameter Result
Dilution
Factor
Matrix:Sediment
LEEDS, NORTHAMPTON, MASample Location:
L2216587-03Lab ID:
Qualifier Units RL
SAMPLE RESULTS
Project Name:
Project Number:
Lab Number:
Report Date:
MASS DEP FY 2022 RECON
195602327
L2216587
Field Prep:
Date
Analyzed
Analytical
Method Analyst
Not Specified
Total Organic Carbon - Mansfield Lab
Grain Size Analysis - Mansfield Lab
General Chemistry - Mansfield Lab
Total Organic Carbon (Rep1)
Total Organic Carbon (Rep2)
Total Organic Carbon (Average)
% Total Gravel
% Coarse Sand
% Medium Sand
% Fine Sand
% Total Fines
Solids, Total
0.292
0.216
0.254
1.30
8.10
69.8
18.1
2.70
78.3
%
%
%
%
%
%
%
%
%
1
1
1
1
1
1
1
1
1
0.010
0.010
0.010
0.100
0.100
0.100
0.100
0.100
0.100
04/27/22 19:33
04/27/22 19:33
04/27/22 19:33
04/25/22 12:12
04/25/22 12:12
04/25/22 12:12
04/25/22 12:12
04/25/22 12:12
04/01/22 09:50
1,9060A
1,9060A
1,9060A
12,D6913/D7928
12,D6913/D7928
12,D6913/D7928
12,D6913/D7928
12,D6913/D7928
121,2540G
SP
SP
SP
SK
SK
SK
SK
SK
NG
Date
Prepared
-
-
-
-
-
-
-
-
-
05/02/22
MDL
--
--
--
NA
NA
NA
NA
NA
--
Sample Depth:
Serial_No:05022219:37
Page 61 of 87
FF
Parameter Result
Dilution
FactorQualifierUnitsRL
Method Blank Analysis
Batch Quality Control
Project Name:
Project Number:
Lab Number:
Report Date:
MASS DEP FY 2022 RECON
195602327
L2216587
Date
Analyzed
Analytical
Method Analyst
Date
Prepared
05/02/22
Total Organic Carbon (Rep1)
Total Organic Carbon (Rep2)
Total Organic Carbon (Average)
ND
ND
ND
%
%
%
1
1
1
0.010
0.010
0.010
04/27/22 19:33
04/27/22 19:33
04/27/22 19:33
1,9060A
1,9060A
1,9060A
SP
SP
SP
-
-
-
Total Organic Carbon - Mansfield Lab for sample(s): 01-03 Batch: WG1631824-1
MDL
--
--
--
Serial_No:05022219:37
Page 62 of 87
Total Organic Carbon (Rep1)
Total Organic Carbon (Rep2)
Total Organic Carbon (Average)
98
95
96
-
-
-
75-125
75-125
75-125
-
-
-
25
25
25
Parameter
LCS
%Recovery
LCSD
%Recovery
%Recovery
Limits RPD RPD Limits
Total Organic Carbon - Mansfield Lab Associated sample(s): 01-03 Batch: WG1631824-2
Lab Control Sample Analysis
Batch Quality ControlProject Name:
Project Number:
Lab Number:
Report Date:
MASS DEP FY 2022 RECON
195602327
L2216587
05/02/22
Qual Qual Qual
Serial_No:05022219:37
Page 63 of 87
Total Organic Carbon (Rep1)
Total Organic Carbon (Rep2)
0.253
0.235
0.883
1.09
103
103
-
-
-
-
75-125
75-125
-
-
25
25
Parameter
Native
Sample
MS
Found
MS
%Recovery
MSD
Found
MSD
%Recovery
Recovery
Limits RPD
RPD
Limits
Total Organic Carbon - Mansfield Lab Associated sample(s): 01-03 QC Batch ID: WG1631824-4 QC Sample: L2216587-01 Client ID: CHARTPAK-3
0.613
0.828
MS
Added
Matrix Spike Analysis
Batch Quality ControlProject Name:
Project Number:
Lab Number:
Report Date:
MASS DEP FY 2022 RECON
195602327
L2216587
05/02/22
Qual Qual Qual
Serial_No:05022219:37
Page 64 of 87
% Total Gravel
% Coarse Sand
% Medium Sand
% Fine Sand
% Total Fines
Total Organic Carbon (Rep1)
Total Organic Carbon (Rep2)
Total Organic Carbon (Average)
1.30
8.10
69.8
18.1
2.70
0.253
0.235
0.244
5.30
10.5
56.4
23.3
4.50
0.250
0.197
0.224
%
%
%
%
%
%
%
%
121
26
21
25
50
1
18
9
20
20
20
20
20
25
25
25
Units RPDParameterNative Sample Duplicate Sample RPD Limits
Grain Size Analysis - Mansfield Lab Associated sample(s): 01-03 QC Batch ID: WG1630720-2 QC Sample: L2216587-03 Client ID: CHARTPAK-1
Total Organic Carbon - Mansfield Lab Associated sample(s): 01-03 QC Batch ID: WG1631824-3 QC Sample: L2216587-01 Client ID: CHARTPAK-3
MASS DEP FY 2022 RECON
195602327
Project Name:
Project Number:
L2216587Lab Number:
Report Date:
Lab Duplicate Analysis
Batch Quality Control
05/02/22
Qual
Q
Q
Q
Q
Q
Serial_No:05022219:37
Page 65 of 87
*Values in parentheses indicate holding time in days
L2216587-01A
L2216587-01B
L2216587-01C
L2216587-01D
L2216587-01E
L2216587-01F
L2216587-01G
L2216587-01H
L2216587-01I
L2216587-02A
L2216587-02B
L2216587-02C
L2216587-02D
L2216587-02E
L2216587-02F
L2216587-02G
Vial MeOH preserved
Vial water preserved
Vial water preserved
Plastic 2oz unpreserved for TS
Plastic 2oz unpreserved for TS
Plastic 8oz unpreserved for Grain Size
Glass 250ml/8oz unpreserved
Glass 250ml/8oz unpreserved
Glass 250ml/8oz unpreserved
Vial MeOH preserved
Vial water preserved
Vial water preserved
Plastic 2oz unpreserved for TS
Plastic 2oz unpreserved for TS
Plastic 8oz unpreserved for Grain Size
Glass 250ml/8oz unpreserved
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
4.9
4.9
4.9
4.9
4.9
4.9
4.9
4.9
4.9
4.9
4.9
4.9
4.9
4.9
4.9
4.9
Y
Y
Y
Y
Y
Y
Y
Y
Y
Y
Y
Y
Y
Y
Y
Y
Absent
Absent
Absent
Absent
Absent
Absent
Absent
Absent
Absent
Absent
Absent
Absent
Absent
Absent
Absent
Absent
A Absent
Cooler Custody Seal
Cooler Information
MASS DEP FY 2022 RECON
195602327
MCP-8260HLW-21(14)
MCP-8260HLW-21(14)
MCP-8260HLW-21(14)
A2-TS(7)
A2-TS(7)
A2-HYDRO-TFINE(),A2-HYDRO-FSAND(),A2-
HYDRO-MSAND(),A2-HYDRO-TGRAVEL(),A2-
HYDRO-CSAND()
A2-TOC-9060-2REPS(28),A2-
PAH/PCBCONG(14)
A2-CR-MCP6020T-10(180),A2-AS-
MCP6020T-10(180),A2-CD-MCP6020T-
10(180),A2-ZN-MCP6020T-10(180),A2-AG-
MCP6020T-10(180),A2-BE-MCP6020T-
10(180),A2-SB-MCP6020T-10(180),A2-
HGPREP-AF(28),A2-HG-MCP7471T-
10(28),A2-NI-MCP6020T-10(180),A2-CU-
MCP6020T-10(180),A2-SE-MCP6020T-
10(180),A2-PREP-3050:2T(180),A2-TL-
MCP6020T-10(180),A2-PB-MCP6020T-10(180)
MCP-8081-10(14),EPH-20(14)
MCP-8260HLW-21(14)
MCP-8260HLW-21(14)
MCP-8260HLW-21(14)
A2-TS(7)
A2-TS(7)
A2-HYDRO-TFINE(),A2-HYDRO-FSAND(),A2-
HYDRO-MSAND(),A2-HYDRO-TGRAVEL(),A2-
HYDRO-CSAND()
A2-TOC-9060-2REPS(28),A2-
PAH/PCBCONG(14)
Project Name:
Project Number:
L2216587Lab Number:
Report Date:
Sample Receipt and Container Information
Container ID Container Type Cooler
Temp
deg C Pres Seal
Container Information
Analysis(*)
05/02/22
Were project specific reporting limits specified?YES
31-MAR-22 15:41
31-MAR-22 15:41
31-MAR-22 15:41
31-MAR-22 15:41
Frozen
Date/Time
Final
pH
Initial
pH
Serial_No:05022219:37
Page 66 of 87
*Values in parentheses indicate holding time in days
L2216587-02H
L2216587-02I
L2216587-03A
L2216587-03B
L2216587-03C
L2216587-03D
L2216587-03E
L2216587-03F
L2216587-03G
L2216587-03H
L2216587-03I
Glass 250ml/8oz unpreserved
Glass 250ml/8oz unpreserved
Vial MeOH preserved
Vial water preserved
Vial water preserved
Plastic 2oz unpreserved for TS
Plastic 2oz unpreserved for TS
Plastic 8oz unpreserved for Grain Size
Glass 250ml/8oz unpreserved
Glass 250ml/8oz unpreserved
Glass 250ml/8oz unpreserved
A
A
A
A
A
A
A
A
A
A
A
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
NA
4.9
4.9
4.9
4.9
4.9
4.9
4.9
4.9
4.9
4.9
4.9
Y
Y
Y
Y
Y
Y
Y
Y
Y
Y
Y
Absent
Absent
Absent
Absent
Absent
Absent
Absent
Absent
Absent
Absent
Absent
MASS DEP FY 2022 RECON
195602327
A2-CR-MCP6020T-10(180),A2-AG-
MCP6020T-10(180),A2-AS-MCP6020T-
10(180),A2-ZN-MCP6020T-10(180),A2-CD-
MCP6020T-10(180),A2-BE-MCP6020T-
10(180),A2-SB-MCP6020T-10(180),A2-HG-
MCP7471T-10(28),A2-HGPREP-AF(28),A2-NI-
MCP6020T-10(180),A2-SE-MCP6020T-
10(180),A2-CU-MCP6020T-10(180),A2-PREP-
3050:2T(180),A2-PB-MCP6020T-10(180),A2-
TL-MCP6020T-10(180)
MCP-8081-10(14),EPH-20(14)
MCP-8260HLW-21(14)
MCP-8260HLW-21(14)
MCP-8260HLW-21(14)
A2-TS(7)
A2-TS(7)
A2-HYDRO-TFINE(),A2-HYDRO-FSAND(),A2-
HYDRO-MSAND(),A2-HYDRO-TGRAVEL(),A2-
HYDRO-CSAND()
A2-TOC-9060-2REPS(28),A2-
PAH/PCBCONG(14)
A2-CR-MCP6020T-10(180),A2-AG-
MCP6020T-10(180),A2-ZN-MCP6020T-
10(180),A2-AS-MCP6020T-10(180),A2-CD-
MCP6020T-10(180),A2-BE-MCP6020T-
10(180),A2-SB-MCP6020T-10(180),A2-
HGPREP-AF(28),A2-HG-MCP7471T-
10(28),A2-NI-MCP6020T-10(180),A2-CU-
MCP6020T-10(180),A2-SE-MCP6020T-
10(180),A2-PB-MCP6020T-10(180),A2-PREP-
3050:2T(180),A2-TL-MCP6020T-10(180)
MCP-8081-10(14),EPH-20(14)
Project Name:
Project Number:
L2216587Lab Number:
Report Date:
Container ID Container Type Cooler
Temp
deg C Pres Seal
Container Information
Analysis(*)
05/02/22
31-MAR-22 15:41
31-MAR-22 15:41
Frozen
Date/Time
Final
pH
Initial
pH
Serial_No:05022219:37
Page 67 of 87
Report Format:Data Usability Report
GLOSSARY
Project Name:
Project Number:
Lab Number:
Report Date:
L2216587MASS DEP FY 2022 RECON
195602327 05/02/22
Acronyms
DL
EDL
EMPC
EPA
LCS
LCSD
LFB
LOD
LOQ
MDL
MS
MSD
NA
NC
NDPA/DPA
NI
NP
NR
RL
RPD
SRM
STLP
TEF
TEQ
TIC
Detection Limit: This value represents the level to which target analyte concentrations are reported as estimated values, when
those target analyte concentrations are quantified below the limit of quantitation (LOQ). The DL includes any adjustments
from dilutions, concentrations or moisture content, where applicable. (DoD report formats only.)
Estimated Detection Limit: This value represents the level to which target analyte concentrations are reported as estimated
values, when those target analyte concentrations are quantified below the reporting limit (RL). The EDL includes any
adjustments from dilutions, concentrations or moisture content, where applicable. The use of EDLs is specific to the analysis
of PAHs using Solid-Phase Microextraction (SPME).
Estimated Maximum Possible Concentration: The concentration that results from the signal present at the retention time of an
analyte when the ions meet all of the identification criteria except the ion abundance ratio criteria. An EMPC is a worst-case
estimate of the concentration.
Environmental Protection Agency.
Laboratory Control Sample: A sample matrix, free from the analytes of interest, spiked with verified known amounts of
analytes or a material containing known and verified amounts of analytes.
Laboratory Control Sample Duplicate: Refer to LCS.
Laboratory Fortified Blank: A sample matrix, free from the analytes of interest, spiked with verified known amounts of
analytes or a material containing known and verified amounts of analytes.
Limit of Detection: This value represents the level to which a target analyte can reliably be detected for a specific analyte in a
specific matrix by a specific method. The LOD includes any adjustments from dilutions, concentrations or moisture content,
where applicable. (DoD report formats only.)
Limit of Quantitation: The value at which an instrument can accurately measure an analyte at a specific concentration. The
LOQ includes any adjustments from dilutions, concentrations or moisture content, where applicable. (DoD report formats
only.)
Limit of Quantitation: The value at which an instrument can accurately measure an analyte at a specific concentration. The
LOQ includes any adjustments from dilutions, concentrations or moisture content, where applicable. (DoD report formats
only.)
Method Detection Limit: This value represents the level to which target analyte concentrations are reported as estimated
values, when those target analyte concentrations are quantified below the reporting limit (RL). The MDL includes any
adjustments from dilutions, concentrations or moisture content, where applicable.
Matrix Spike Sample: A sample prepared by adding a known mass of target analyte to a specified amount of matrix sample for
which an independent estimate of target analyte concentration is available. For Method 332.0, the spike recovery is calculated
using the native concentration, including estimated values.
Matrix Spike Sample Duplicate: Refer to MS.
Not Applicable.
Not Calculated: Term is utilized when one or more of the results utilized in the calculation are non-detect at the parameter's
reporting unit.
N-Nitrosodiphenylamine/Diphenylamine.
Not Ignitable.
Non-Plastic: Term is utilized for the analysis of Atterberg Limits in soil.
No Results: Term is utilized when 'No Target Compounds Requested' is reported for the analysis of Volatile or Semivolatile
Organic TIC only requests.
Reporting Limit: The value at which an instrument can accurately measure an analyte at a specific concentration. The RL
includes any adjustments from dilutions, concentrations or moisture content, where applicable.
Relative Percent Difference: The results from matrix and/or matrix spike duplicates are primarily designed to assess the
precision of analytical results in a given matrix and are expressed as relative percent difference (RPD). Values which are less
than five times the reporting limit for any individual parameter are evaluated by utilizing the absolute difference between the
values; although the RPD value will be provided in the report.
Standard Reference Material: A reference sample of a known or certified value that is of the same or similar matrix as the
associated field samples.
Semi-dynamic Tank Leaching Procedure per EPA Method 1315.
Toxic Equivalency Factors: The values assigned to each dioxin and furan to evaluate their toxicity relative to 2,3,7,8-TCDD.
Toxic Equivalent: The measure of a sample's toxicity derived by multiplying each dioxin and furan by its corresponding TEF
and then summing the resulting values.
Tentatively Identified Compound: A compound that has been identified to be present and is not part of the target compound
list (TCL) for the method and/or program. All TICs are qualitatively identified and reported as estimated concentrations.
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
Serial_No:05022219:37
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Report Format:Data Usability Report
Project Name:
Project Number:
Lab Number:
Report Date:
L2216587MASS DEP FY 2022 RECON
195602327 05/02/22
Terms
Analytical Method: Both the document from which the method originates and the analytical reference method. (Example: EPA 8260B is
shown as 1,8260B.) The codes for the reference method documents are provided in the References section of the Addendum.
Difference: With respect to Total Oxidizable Precursor (TOP) Assay analysis, the difference is defined as the Post-Treatment value minus the
Pre-Treatment value.
Final pH: As it pertains to Sample Receipt & Container Information section of the report, Final pH reflects pH of container determined after
adjustment at the laboratory, if applicable. If no adjustment required, value reflects Initial pH.
Frozen Date/Time: With respect to Volatile Organics in soil, Frozen Date/Time reflects the date/time at which associated Reagent Water-
preserved vials were initially frozen. Note: If frozen date/time is beyond 48 hours from sample collection, value will be reflected in 'bold'.
Initial pH: As it pertains to Sample Receipt & Container Information section of the report, Initial pH reflects pH of container determined upon
receipt, if applicable.
PAH Total: With respect to Alkylated PAH analyses, the 'PAHs, Total' result is defined as the summation of results for all or a subset of the
following compounds: Naphthalene, C1-C4 Naphthalenes, 2-Methylnaphthalene, 1-Methylnaphthalene, Biphenyl, Acenaphthylene,
Acenaphthene, Fluorene, C1-C3 Fluorenes, Phenanthrene, C1-C4 Phenanthrenes/Anthracenes, Anthracene, Fluoranthene, Pyrene, C1-C4
Fluoranthenes/Pyrenes, Benz(a)anthracene, Chrysene, C1-C4 Chrysenes, Benzo(b)fluoranthene, Benzo(j)+(k)fluoranthene, Benzo(e)pyrene,
Benzo(a)pyrene, Perylene, Indeno(1,2,3-cd)pyrene, Dibenz(ah)+(ac)anthracene, Benzo(g,h,i)perylene. If a 'Total' result is requested, the
results of its individual components will also be reported.
PFAS Total: With respect to PFAS analyses, the 'PFAS, Total (5)' result is defined as the summation of results for: PFHpA, PFHxS, PFOA,
PFNA and PFOS. In addition, the 'PFAS, Total (6)' result is defined as the summation of results for: PFHpA, PFHxS, PFOA, PFNA, PFDA
and PFOS. For MassDEP DW compliance analysis only, the 'PFAS, Total (6)' result is defined as the summation of results at or above the
RL. Note: If a 'Total' result is requested, the results of its individual components will also be reported.
The target compound Chlordane (CAS No. 57-74-9) is reported for GC ECD analyses. Per EPA,this compound "refers to a mixture of
chlordane isomers, other chlorinated hydrocarbons and numerous other components." (Reference: USEPA Toxicological Review of
Chlordane, In Support of Summary Information on the Integrated Risk Information System (IRIS), December 1997.)
Total: With respect to Organic analyses, a 'Total' result is defined as the summation of results for individual isomers or Aroclors. If a 'Total'
result is requested, the results of its individual components will also be reported. This is applicable to 'Total' results for methods 8260, 8081
and 8082.
Data Qualifiers
A
B
C
D
E
F
G
H
I
J
M
ND
NJ
-
-
-
-
-
-
-
-
-
-
-
-
-
Spectra identified as "Aldol Condensates" are byproducts of the extraction/concentration procedures when acetone is introduced in
the process.
The analyte was detected above the reporting limit in the associated method blank. Flag only applies to associated field samples that
have detectable concentrations of the analyte at less than ten times (10x) the concentration found in the blank. For MCP-related
projects, flag only applies to associated field samples that have detectable concentrations of the analyte at less than ten times (10x)
the concentration found in the blank. For DOD-related projects, flag only applies to associated field samples that have detectable
concentrations of the analyte at less than ten times (10x) the concentration found in the blank AND the analyte was detected above
one-half the reporting limit (or above the reporting limit for common lab contaminants) in the associated method blank. For NJ-
Air-related projects, flag only applies to associated field samples that have detectable concentrations of the analyte above the
reporting limit. For NJ-related projects (excluding Air), flag only applies to associated field samples that have detectable
concentrations of the analyte, which was detected above the reporting limit in the associated method blank or above five times the
reporting limit for common lab contaminants (Phthalates, Acetone, Methylene Chloride, 2-Butanone).
Co-elution: The target analyte co-elutes with a known lab standard (i.e. surrogate, internal standards, etc.) for co-extracted
analyses.
Concentration of analyte was quantified from diluted analysis. Flag only applies to field samples that have detectable concentrations
of the analyte.
Concentration of analyte exceeds the range of the calibration curve and/or linear range of the instrument.
The ratio of quantifier ion response to qualifier ion response falls outside of the laboratory criteria. Results are considered to be an
estimated maximum concentration.
The concentration may be biased high due to matrix interferences (i.e, co-elution) with non-target compound(s). The result should
be considered estimated.
The analysis of pH was performed beyond the regulatory-required holding time of 15 minutes from the time of sample collection.
The lower value for the two columns has been reported due to obvious interference.
Estimated value. This represents an estimated concentration for Tentatively Identified Compounds (TICs).
Reporting Limit (RL) exceeds the MCP CAM Reporting Limit for this analyte.
Not detected at the reporting limit (RL) for the sample.
Presumptive evidence of compound. This represents an estimated concentration for Tentatively Identified Compounds (TICs), where
1 The reference for this analyte should be considered modified since this analyte is absent from the target analyte list of the
original method.
-
Footnotes
Serial_No:05022219:37
Page 69 of 87
Report Format:Data Usability Report
Project Name:
Project Number:
Lab Number:
Report Date:
L2216587MASS DEP FY 2022 RECON
195602327 05/02/22
Data Qualifiers
P
Q
R
RE
S
V
Z
-
-
-
-
-
-
-
the identification is based on a mass spectral library search.
The RPD between the results for the two columns exceeds the method-specified criteria.
The quality control sample exceeds the associated acceptance criteria. For DOD-related projects, LCS and/or Continuing Calibration
Standard exceedences are also qualified on all associated sample results. Note: This flag is not applicable for matrix spike recoveries
when the sample concentration is greater than 4x the spike added or for batch duplicate RPD when the sample concentrations are less
than 5x the RL. (Metals only.)
Analytical results are from sample re-analysis.
Analytical results are from sample re-extraction.
Analytical results are from modified screening analysis.
The surrogate associated with this target analyte has a recovery outside the QC acceptance limits. (Applicable to MassDEP DW
Compliance samples only.)
The batch matrix spike and/or duplicate associated with this target analyte has a recovery/RPD outside the QC acceptance limits.
(Applicable to MassDEP DW Compliance samples only.)
Serial_No:05022219:37
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Alpha Analytical performs services with reasonable care and diligence normal to the analytical testing
laboratory industry. In the event of an error, the sole and exclusive responsibility of Alpha Analytical
shall be to re-perform the work at it's own expense. In no event shall Alpha Analytical be held liable
for any incidental, consequential or special damages, including but not limited to, damages in any way
connected with the use of, interpretation of, information or analysis provided by Alpha Analytical.
We strongly urge our clients to comply with EPA protocol regarding sample volume, preservation, cooling,
containers, sampling procedures, holding time and splitting of samples in the field.
LIMITATION OF LIABILITIES
1
12
97
105
121
135
141
Test Methods for Evaluating Solid Waste: Physical/Chemical Methods. EPA SW-846.
Third Edition. Updates I - VI, 2018.
Annual Book of ASTM Standards. (American Society for Testing and Materials) ASTM
International.
EPA Test Methods (SW-846) with QC Requirements & Performance Standards for the
Analysis of EPA SW-846 Methods under the Massachusetts Contingency Plan, WSC-
CAM-IIA, IIB, IIIA, IIIB, IIIC, IIID, VA, VB, VC, VIA, VIB, VIIIA and VIIIB, July 2010.
Test Methods for Evaluating Solid Waste: Physical/Chemical Methods. EPA SW-846.
Third Edition. Updates I - IIIA, 1997 in conjunction with NOAA Technical Memorandum
NMFS-NWFSC-59: Extraction, Cleanup and GC/MS Analysis of Sediments and
Tissues for Organic Contaminants, March 2004 and the Determination of Pesticides and
PCBs in Water and Oil/Sediment by GC/MS: Method 680, EPA 01A0005295, November
1985.
Standard Methods for the Examination of Water and Wastewater. APHA-AWWA-WEF.
Standard Methods Online.
Method for the Determination of Extractable Petroleum Hydrocarbons (EPH), MassDEP,
December 2019, Revision 2.1 with QC Requirements & Performance Standards for the
Analysis of EPH under the Massachusetts Contingency Plan, WSC-CAM-IVB, March 1,
2020.
EPA Test Methods (SW-846) with QC Requirements & Performance Standards for the
Analysis of EPA SW-846 Methods under the Massachusetts Contingency Plan, WSC-
CAM-IIA and IIB, November 2021.
Project Name:
Project Number:
Lab Number:
Report Date:
L2216587MASS DEP FY 2022 RECON
195602327
REFERENCES
05/02/22
Serial_No:05022219:37
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ASTM D6913/D7928
GRAIN SIZE ANALYSIS
Serial_No:05022219:37
Page 72 of 87
LL PL D85 D60 D50 D30 D15 D10 Cc Cu
Material Description USCS AASHTO
Project No.Client:Remarks:
Project:
Source of Sample: CHARTPAK-1 Sample Number: L2216587-03
Alpha Analytical
Mansfield, MA Figure
1.6749 0.9690 0.7999 0.5334 0.3521 0.2828 1.04 3.43
SPPERCENT FINER0
10
20
30
40
50
60
70
80
90
100
GRAIN SIZE - mm.
0.0010.010.1110100
% +3"Coarse
% Gravel
Fine Coarse Medium
% Sand
Fine Silt
% Fines
Clay
0.0 0.5 0.8 8.1 69.8 18.1 2.76 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200Particle Size Distribution Report
Serial_No:05022219:37
Page 73 of 87
Alpha Analytical
GRAIN SIZE DISTRIBUTION TEST DATA 5/2/2022
Location:CHARTPAK-1
Sample Number:L2216587-03
USCS Classification: SP
Sieve Test Data
Post #200 Wash Test Weights (grams): Dry Sample and Tare = 30.13
Tare Wt. = 0.00
Minus #200 from wash = 0.0%
Dry
Sample
and Tare
(grams)
Tare
(grams)
Sieve
Opening
Size
Weight
Retained
(grams)
Sieve
Weight
(grams)
Percent
Finer
30.13 0.00 3"0.00 0.00 100.0
#4 0.39 0.00 98.7
#10 2.44 0.00 90.6
#40 21.02 0.00 20.8
#60 3.90 0.00 7.9
#200 1.58 0.00 2.7
Fractional Components
Cobbles
0.0
Gravel
Coarse
0.5
Fine
0.8
Total
1.3
Sand
Coarse
8.1
Medium
69.8
Fine
18.1
Total
96.0
Fines
Silt Clay Total
2.7
D5
0.1285
D10
0.2828
D15
0.3521
D20
0.4148
D30
0.5334
D40
0.6582
D50
0.7999
D60
0.9690
D80
1.4736
D85
1.6749
D90
1.9560
D95
2.4685
Fineness
Modulus
2.86
Cu
3.43
Cc
1.04
Serial_No:05022219:37
Page 74 of 87
LL PL D85 D60 D50 D30 D15 D10 Cc Cu
Material Description USCS AASHTO
Project No.Client:Remarks:
Project:
Source of Sample: CHARTPAK-1 Sample Number: WG1630720-2
Alpha Analytical
Mansfield, MA Figure
2.0693 0.9514 0.7427 0.4508 0.2865 0.1889 1.13 5.04
SPPERCENT FINER0
10
20
30
40
50
60
70
80
90
100
GRAIN SIZE - mm.
0.0010.010.1110100
% +3"Coarse
% Gravel
Fine Coarse Medium
% Sand
Fine Silt
% Fines
Clay
0.0 2.6 2.7 10.5 56.4 23.3 4.56 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200Particle Size Distribution Report
Serial_No:05022219:37
Page 75 of 87
Alpha Analytical
GRAIN SIZE DISTRIBUTION TEST DATA 5/2/2022
Location:CHARTPAK-1
Sample Number:WG1630720-2
USCS Classification: SP
Sieve Test Data
Post #200 Wash Test Weights (grams): Dry Sample and Tare = 26.15
Tare Wt. = 0.00
Minus #200 from wash = 0.0%
Dry
Sample
and Tare
(grams)
Tare
(grams)
Sieve
Opening
Size
Weight
Retained
(grams)
Sieve
Weight
(grams)
Percent
Finer
26.15 0.00 3"0.00 0.00 100.0
#4 1.38 0.00 94.7
#10 2.74 0.00 84.2
#40 14.76 0.00 27.8
#60 4.22 0.00 11.7
#200 1.87 0.00 4.5
Fractional Components
Cobbles
0.0
Gravel
Coarse
2.6
Fine
2.7
Total
5.3
Sand
Coarse
10.5
Medium
56.4
Fine
23.3
Total
90.2
Fines
Silt Clay Total
4.5
D5
0.0814
D10
0.1889
D15
0.2865
D20
0.3393
D30
0.4508
D40
0.5815
D50
0.7427
D60
0.9514
D80
1.6934
D85
2.0693
D90
2.7667
D95
5.4956
Fineness
Modulus
2.91
Cu
5.04
Cc
1.13
Serial_No:05022219:37
Page 76 of 87
LL PL D85 D60 D50 D30 D15 D10 Cc Cu
Material Description USCS AASHTO
Project No.Client:Remarks:
Project:
Source of Sample: CHARTPAK-2 Sample Number: L2216587-02
Alpha Analytical
Mansfield, MA Figure
2.2967 0.7058 0.4250 0.1551 0.0911 0.0770 0.44 9.17PERCENT FINER0
10
20
30
40
50
60
70
80
90
100
GRAIN SIZE - mm.
0.0010.010.1110100
% +3"Coarse
% Gravel
Fine Coarse Medium
% Sand
Fine Silt
% Fines
Clay
0.0 2.2 2.1 13.3 32.4 40.8 9.26 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200Particle Size Distribution Report
Serial_No:05022219:37
Page 77 of 87
Alpha Analytical
GRAIN SIZE DISTRIBUTION TEST DATA 5/2/2022
Location:CHARTPAK-2
Sample Number:L2216587-02
Sieve Test Data
Post #200 Wash Test Weights (grams): Dry Sample and Tare = 67.20
Tare Wt. = 0.00
Minus #200 from wash = 0.0%
Dry
Sample
and Tare
(grams)
Tare
(grams)
Sieve
Opening
Size
Weight
Retained
(grams)
Sieve
Weight
(grams)
Percent
Finer
67.20 0.00 3"0.00 0.00 100.0
#4 2.90 0.00 95.7
#10 8.92 0.00 82.4
#40 21.78 0.00 50.0
#60 6.09 0.00 40.9
#200 21.32 0.00 9.2
Fractional Components
Cobbles
0.0
Gravel
Coarse
2.2
Fine
2.1
Total
4.3
Sand
Coarse
13.3
Medium
32.4
Fine
40.8
Total
86.5
Fines
Silt Clay Total
9.2
D5 D10
0.0770
D15
0.0911
D20
0.1080
D30
0.1551
D40
0.2384
D50
0.4250
D60
0.7058
D80
1.7709
D85
2.2967
D90
3.0954
D95
4.4739
Fineness
Modulus
2.24
Cu
9.17
Cc
0.44
Serial_No:05022219:37
Page 78 of 87
LL PL D85 D60 D50 D30 D15 D10 Cc Cu
Material Description USCS AASHTO
Project No.Client:Remarks:
Project:
Source of Sample: CHARTPAK-3 Sample Number: L2216587-01
Alpha Analytical
Mansfield, MA Figure
1.1437 0.6087 0.4925 0.3283 0.2265 0.1872 0.95 3.25
SPPERCENT FINER0
10
20
30
40
50
60
70
80
90
100
GRAIN SIZE - mm.
0.0010.010.1110100
% +3"Coarse
% Gravel
Fine Coarse Medium
% Sand
Fine Silt
% Fines
Clay
0.0 0.1 0.1 1.8 55.2 40.6 2.26 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200Particle Size Distribution Report
Serial_No:05022219:37
Page 79 of 87
Alpha Analytical
GRAIN SIZE DISTRIBUTION TEST DATA 5/2/2022
Location:CHARTPAK-3
Sample Number:L2216587-01
USCS Classification: SP
Sieve Test Data
Post #200 Wash Test Weights (grams): Dry Sample and Tare = 82.84
Tare Wt. = 0.00
Minus #200 from wash = 0.0%
Dry
Sample
and Tare
(grams)
Tare
(grams)
Sieve
Opening
Size
Weight
Retained
(grams)
Sieve
Weight
(grams)
Percent
Finer
82.84 0.00 3"0.00 0.00 100.0
#4 0.18 0.00 99.8
#10 1.51 0.00 98.0
#40 45.73 0.00 42.8
#60 20.23 0.00 18.3
#200 13.35 0.00 2.2
Fractional Components
Cobbles
0.0
Gravel
Coarse
0.1
Fine
0.1
Total
0.2
Sand
Coarse
1.8
Medium
55.2
Fine
40.6
Total
97.6
Fines
Silt Clay Total
2.2
D5
0.1361
D10
0.1872
D15
0.2265
D20
0.2613
D30
0.3283
D40
0.4022
D50
0.4925
D60
0.6087
D80
0.9879
D85
1.1437
D90
1.3536
D95
1.6732
Fineness
Modulus
2.25
Cu
3.25
Cc
0.95
Serial_No:05022219:37
Page 80 of 87
Alpha Analytical, Inc.ID No.:17873
Facility: Company-wide Revision 19
Department: Quality Assurance Published Date: 4/2/2021 1:14:23 PM
Title: Certificate/Approval Program Summary Page 1 of 1
Document Type: Form Pre-Qualtrax Document ID: 08-113
Certification Information
The following analytes are not included in our Primary NELAP Scope of Accreditation:
Westborough Facility
EPA 624/624.1: m/p-xylene, o-xylene, Naphthalene
EPA 625/625.1: alpha-Terpineol
EPA 8260C/8260D: NPW: 1,2,4,5-Tetramethylbenzene; 4-Ethyltoluene, Azobenzene; SCM: Iodomethane (methyl iodide), 1,2,4,5-Tetramethylbenzene;
4-Ethyltoluene.
EPA 8270D/8270E: NPW: Dimethylnaphthalene,1,4-Diphenylhydrazine, alpha-Terpineol; SCM: Dimethylnaphthalene,1,4-Diphenylhydrazine.
SM4500: NPW: Amenable Cyanide; SCM: Total Phosphorus, TKN, NO2, NO3.
Mansfield Facility
SM 2540D: TSS
EPA 8082A: NPW: PCB: 1, 5, 31, 87,101, 110, 141, 151, 153, 180, 183, 187.
EPA TO-15: Halothane, 2,4,4-Trimethyl-2-pentene, 2,4,4-Trimethyl-1-pentene, Thiophene, 2-Methylthiophene,
3-Methylthiophene, 2-Ethylthiophene, 1,2,3-Trimethylbenzene, Indan, Indene, 1,2,4,5-Tetramethylbenzene, Benzothiophene, 1-Methylnaphthalene.
Biological Tissue Matrix: EPA 3050B
The following analytes are included in our Massachusetts DEP Scope of Accreditation
Westborough Facility:
Drinking Water
EPA 300.0: Chloride, Nitrate-N, Fluoride, Sulfate; EPA 353.2: Nitrate-N, Nitrite-N; SM4500NO3-F: Nitrate-N, Nitrite-N; SM4500F-C, SM4500CN-CE,
EPA 180.1, SM2130B, SM4500Cl-D, SM2320B, SM2540C, SM4500H-B, SM4500NO2-B
EPA 332: Perchlorate; EPA 524.2: THMs and VOCs; EPA 504.1: EDB, DBCP.
Microbiology: SM9215B; SM9223-P/A, SM9223B-Colilert-QT,SM9222D.
Non-Potable Water
SM4500H,B, EPA 120.1, SM2510B, SM2540C, SM2320B, SM4500CL-E, SM4500F-BC, SM4500NH3-BH: Ammonia-N and Kjeldahl-N, EPA 350.1:
Ammonia-N, LACHAT 10-107-06-1-B: Ammonia-N, EPA 351.1, SM4500NO3-F, EPA 353.2: Nitrate-N, SM4500P-E, SM4500P-B, E, SM4500SO4-E,
SM5220D, EPA 410.4, SM5210B, SM5310C, SM4500CL-D, EPA 1664, EPA 420.1, SM4500-CN-CE, SM2540D, EPA 300: Chloride, Sulfate, Nitrate.
EPA 624.1: Volatile Halocarbons & Aromatics,
EPA 608.3: Chlordane, Toxaphene, Aldrin, alpha-BHC, beta-BHC, gamma-BHC, delta-BHC, Dieldrin, DDD, DDE, DDT, Endosulfan I, Endosulfan II,
Endosulfan sulfate, Endrin, Endrin Aldehyde, Heptachlor, Heptachlor Epoxide, PCBs
EPA 625.1: SVOC (Acid/Base/Neutral Extractables), EPA 600/4-81-045: PCB-Oil.
Microbiology: SM9223B-Colilert-QT; Enterolert-QT, SM9221E, EPA 1600, EPA 1603, SM9222D.
Mansfield Facility:
Drinking Water
EPA 200.7: Al, Ba, Cd, Cr, Cu, Fe, Mn, Ni, Na, Ag, Ca, Zn. EPA 200.8: Al, Sb, As, Ba, Be, Cd, Cr, Cu, Pb, Mn, Ni, Se, Ag, TL, Zn. EPA 245.1 Hg.
EPA 522, EPA 537.1.
Non-Potable Water
EPA 200.7: Al, Sb, As, Be, Cd, Ca, Cr, Co, Cu, Fe, Pb, Mg, Mn, Mo, Ni, K, Se, Ag, Na, Sr, TL, Ti, V, Zn.
EPA 200.8: Al, Sb, As, Be, Cd, Cr, Cu, Fe, Pb, Mn, Ni, K, Se, Ag, Na, TL, Zn.
EPA 245.1 Hg.
SM2340B
For a complete listing of analytes and methods, please contact your Alpha Project Manager.
Serial_No:05022219:37
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Serial_No:05022219:37
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Method Blank SummaryMethod Blank Summary Form 4Form 4 VolatilesVolatiles
Client : Stantec Lab Number : L2216587
Project Name : MASS DEP FY 2022 RECON Project Number : 195602327
Lab Sample ID : WG1626692-5 Lab File ID :V17220411A05
Instrument ID : VOA117
Matrix : SOIL Analysis Date : 04/11/22 09:16
Client Sample No. Lab Sample ID Analysis Date
WG1626692-3LCS WG1626692-3 04/11/22 07:30
WG1626692-4LCSD WG1626692-4 04/11/22 07:57
CHARTPAK-3 L2216587-01 04/11/22 09:42
CHARTPAK-2 L2216587-02 04/11/22 10:09
CHARTPAK-1 L2216587-03 04/11/22 10:36
Serial_No:05022219:37
Page 83 of 87
Calibration Verification SummaryCalibration Verification Summary Form 7Form 7 VolatilesVolatiles
Client : Stantec Lab Number : L2216587
Project Name : MASS DEP FY 2022 RECON Project Number : 195602327
Instrument ID : VOA117 Calibration Date : 04/11/22 07:30
Lab File ID : V17220411A01 Init. Calib. Date(s) : 03/22/22 03/22/22
Sample No : WG1626692-2 Init. Calib. Times : 20:28 23:58
Channel :
Compound Ave. RRF RRF Min RRF %D Max %D Area% Dev(min)
Fluorobenzene 1 1 - 0 20 114 0
Dichlorodifluoromethane 0.212 0.163 - 23.1* 20 88 0
Chloromethane 0.333 0.252 - 24.3* 20 87 0
Vinyl chloride 0.204 0.177 - 13.2 20 98 0
Bromomethane 0.115 0.103 - 10.4 20 110 0
Chloroethane 0.103 0.099 - 3.9 20 107 0
Trichlorofluoromethane 0.288 0.282 - 2.1 20 112 0
Ethyl ether 0.067 0.06 - 10.4 20 100 0
1,1-Dichloroethene 0.159 0.153 - 3.8 20 109 0
Carbon disulfide 0.497 0.425 - 14.5 20 105 0
Freon-113 0.17 0.169 - 0.6 20 113 0
Acrolein 0.021 0.017 - 19 20 94 0
Methylene chloride 0.204 0.161 - 21.1* 20 98 0
Acetone 40 33.863 - 15.3 20 107 0
trans-1,2-Dichloroethene 0.183 0.173 - 5.5 20 104 0
Methyl acetate 0.121 0.089 - 26.4* 20 86 0
Methyl tert-butyl ether 0.418 0.368 - 12 20 96 0
tert-Butyl alcohol 0.015 0.012 - 20 20 91 0
Diisopropyl ether 0.768 0.65 - 15.4 20 90 0
1,1-Dichloroethane 0.382 0.335 - 12.3 20 98 0
Halothane 0.14 0.136 - 2.9 20 108 0
Acrylonitrile 0.053 0.043 - 18.9 20 86 0
Ethyl tert-butyl ether 0.606 0.547 - 9.7 20 95 0
Vinyl acetate 0.399 0.337 - 15.5 20 87 0
cis-1,2-Dichloroethene 0.2 0.182* - 9 20 99 0
2,2-Dichloropropane 0.284 0.285 - -0.4 20 112 0
Bromochloromethane 0.09 0.083* - 7.8 20 99 -.01
Cyclohexane 0.395 0.37 - 6.3 20 105 -.01
Chloroform 0.356 0.307 - 13.8 20 95 -.01
Ethyl acetate 0.156 0.121 - 22.4* 20 88 0
Carbon tetrachloride 0.286 0.286 - 0 20 113 0
Tetrahydrofuran 40 28.406 - 29* 20 82 0
Dibromofluoromethane 0.264 0.264 - 0 20 115 0
1,1,1-Trichloroethane 0.298 0.293 - 1.7 20 110 0
2-Butanone 0.068 0.057 - 16.2 20 98 0
1,1-Dichloropropene 0.232 0.228 - 1.7 20 107 0
Benzene 0.686 0.626 - 8.7 20 99 0
tert-Amyl methyl ether 0.403 0.366 - 9.2 20 97 0
1,2-Dichloroethane-d4 0.268 0.269 - -0.4 20 116 0
1,2-Dichloroethane 0.264 0.219 - 17 20 94 0
Methyl cyclohexane 0.293 0.292 - 0.3 20 110 0
Trichloroethene 0.19 0.181* - 4.7 20 104 0
Dibromomethane 0.096 0.082 - 14.6 20 94 0
* Value outside of QC limits.
Serial_No:05022219:37
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Calibration Verification SummaryCalibration Verification Summary Form 7Form 7 VolatilesVolatiles
Client : Stantec Lab Number : L2216587
Project Name : MASS DEP FY 2022 RECON Project Number : 195602327
Instrument ID : VOA117 Calibration Date : 04/11/22 07:30
Lab File ID : V17220411A01 Init. Calib. Date(s) : 03/22/22 03/22/22
Sample No : WG1626692-2 Init. Calib. Times : 20:28 23:58
Channel :
Compound Ave. RRF RRF Min RRF %D Max %D Area% Dev(min)
1,2-Dichloropropane 0.206 0.176 - 14.6 20 93 0
2-Chloroethyl vinyl ether 0.1 0.078 - 22* 20 96 -.01
Bromodichloromethane 0.243 0.219* - 9.9 20 96 0
1,4-Dioxane 2000 1659.907 - 17 20 100 0
cis-1,3-Dichloropropene 0.256 0.247* - 3.5 20 98 0
Chlorobenzene-d5 1 1 - 0 20 112 0
Toluene-d8 1.205 1.283 - -6.5 20 117 0
Toluene 0.58 0.531 - 8.4 20 103 0
4-Methyl-2-pentanone 40 29.591 - 26* 20 93 -.01
Tetrachloroethene 0.24 0.255 - -6.3 20 113 0
trans-1,3-Dichloropropene 0.289 0.275* - 4.8 20 97 0
Ethyl methacrylate 0.202 0.171 - 15.3 20 93 -.01
1,1,2-Trichloroethane 0.135 0.118* - 12.6 20 92 0
Chlorodibromomethane 0.217 0.213 - 1.8 20 98 -.01
1,3-Dichloropropane 0.284 0.249 - 12.3 20 93 -.01
1,2-Dibromoethane 40 32.548 - 18.6 20 95 0
2-Hexanone 0.132 0.097 - 26.5* 20 86 0
Chlorobenzene 0.645 0.599 - 7.1 20 99 -.01
Ethylbenzene 1.072 1.029 - 4 20 102 0
1,1,1,2-Tetrachloroethane 0.229 0.229 - 0 20 101 0
p/m Xylene 0.394 0.399 - -1.3 20 102 0
o Xylene 0.377 0.373 - 1.1 20 100 0
Styrene 0.601 0.599 - 0.3 20 99 0
1,4-Dichlorobenzene-d4 1 1 - 0 20 110 0
Bromoform 0.227 0.226 - 0.4 20 102 0
Isopropylbenzene 2.012 2.088 - -3.8 20 106 0
4-Bromofluorobenzene 0.817 0.865 - -5.9 20 115 0
Bromobenzene 0.505 0.494 - 2.2 20 101 0
n-Propylbenzene 2.363 2.343 - 0.8 20 103 0
1,4-Dichlorobutane 0.712 0.591 - 17 20 87 0
1,1,2,2-Tetrachloroethane 0.348 0.297 - 14.7 20 89 0
4-Ethyltoluene 1.958 1.979 - -1.1 20 105 0
2-Chlorotoluene 1.412 1.336 - 5.4 20 100 0
1,3,5-Trimethylbenzene 1.681 1.708 - -1.6 20 104 0
1,2,3-Trichloropropane 0.29 0.242 - 16.6 20 90 0
trans-1,4-Dichloro-2-buten 0.14 0.117 - 16.4 20 88 0
4-Chlorotoluene 1.464 1.404 - 4.1 20 101 0
tert-Butylbenzene 1.516 1.582 - -4.4 20 106 0
1,2,4-Trimethylbenzene 1.689 1.698 - -0.5 20 103 0
sec-Butylbenzene 2.22 2.261 - -1.8 20 104 0
p-Isopropyltoluene 1.922 2.033 - -5.8 20 107 0
1,3-Dichlorobenzene 1.019 0.986 - 3.2 20 103 0
1,4-Dichlorobenzene 1.038 0.971 - 6.5 20 101 0
* Value outside of QC limits.
Serial_No:05022219:37
Page 85 of 87
Calibration Verification SummaryCalibration Verification Summary Form 7Form 7 VolatilesVolatiles
Client : Stantec Lab Number : L2216587
Project Name : MASS DEP FY 2022 RECON Project Number : 195602327
Instrument ID : VOA117 Calibration Date : 04/11/22 07:30
Lab File ID : V17220411A01 Init. Calib. Date(s) : 03/22/22 03/22/22
Sample No : WG1626692-2 Init. Calib. Times : 20:28 23:58
Channel :
Compound Ave. RRF RRF Min RRF %D Max %D Area% Dev(min)
p-Diethylbenzene 1.133 1.208 - -6.6 20 108 0
n-Butylbenzene 1.709 1.716 - -0.4 20 104 0
1,2-Dichlorobenzene 0.945 0.894 - 5.4 20 100 0
1,2,4,5-Tetramethylbenzene 1.898 1.934 - -1.9 20 105 0
1,2-Dibromo-3-chloropropan 40 31.478 - 21.3* 20 98 0
1,3,5-Trichlorobenzene 0.756 0.795 - -5.2 20 110 0
Hexachlorobutadiene 0.38 0.418 - -10 20 115 0
1,2,4-Trichlorobenzene 0.684 0.699 - -2.2 20 107 0
Naphthalene 1.385 1.31 - 5.4 20 96 0
1,2,3-Trichlorobenzene 0.626 0.61 - 2.6 20 103 0
* Value outside of QC limits.
Serial_No:05022219:37
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Performance Evaluation Mixture SummaryPerformance Evaluation Mixture Summary Form 15Form 15 PesticidesPesticides
Client : Stantec Lab Number : L2216587
Project Name : MASS DEP FY 2022 RECON Project Number : 195602327
Instrument ID : PEST10 Analysis Date : 04/10/22 18:36
PEM Standard : R1554584-1
Column 1 : RTX-5 Column 2 : RTX-CLPPesticides2
Parameter Signal 1 Signal 2
4,4'-DDE 433283.63404 265201.05658
Endrin 231036345.39202 168950984.93394
4,4'-DDD 820796.91461 858817.0506
4,4'-DDT 384811115.17203 259425055.97588
Endrin Aldehyde 301401.5649 386387.72904
Endrin Ketone 779010.35133 615298.36419
Parameter %Breakdown 1 %Breakdown 2
Endrin 0.465 0.589
DDT 0.325 0.431
Serial_No:05022219:37
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SITE RECONNAISSANCE AND PRELIMINARY DESIGN FOR DAM REMOVAL – CHARTPAK DAM
Appendix D HEC-RAS Profile Summary Table
D.1
Appendix D HEC-RAS PROFILE SUMMARY TABLE
Reach River Sta Profile Plan Q Total Min Ch El W.S. Elev Crit W.S.E.G. Elev E.G. Slope Vel Chnl Flow Area Top Width Froude # Chl Hydr Depth
(cfs)(ft)(ft)(ft)(ft)(ft/ft)(ft/s)(sq ft)(ft) (ft)
Reach 1 4145 Median Annual ExistDam_ss 42 366.83 367.57 367.57 367.72 0.026513 3.16 13.31 43.08 1 0.31
Reach 1 4145 Median Annual Prop-SS-M2 42 366.83 367.57 367.57 367.72 0.026513 3.16 13.31 43.08 1 0.31
Reach 1 4145 2-Year RI ExistDam_ss 981 366.83 369.17 369.17 369.96 0.01838 7.16 137.02 87.99 1.01 1.56
Reach 1 4145 2-Year RI Prop-SS-M2 981 366.83 369.17 369.17 369.96 0.018391 7.16 136.99 87.99 1.01 1.56
Reach 1 4145 5-Year RI ExistDam_ss 1620 366.83 369.8 369.8 370.89 0.017164 8.35 194.03 91.1 1.01 2.13
Reach 1 4145 5-Year RI Prop-SS-M2 1620 366.83 369.8 369.8 370.89 0.017176 8.35 193.99 91.1 1.01 2.13
Reach 1 4145 10-Year RI ExistDam_ss 2130 366.83 370.26 370.26 371.52 0.016374 9.03 235.91 93.16 1 2.53
Reach 1 4145 10-Year RI Prop-SS-M2 2130 366.83 370.26 370.26 371.52 0.01634 9.02 236.07 93.17 1 2.53
Reach 1 4145 25-Year RI ExistDam_ss 2880 366.83 371.06 370.82 372.38 0.012867 9.24 311.78 96.28 0.9 3.24
Reach 1 4145 25-Year RI Prop-SS-M2 2880 366.83 371 370.83 372.37 0.013618 9.41 305.91 96.07 0.93 3.18
Reach 1 4145 50-Year RI ExistDam_ss 3510 366.83 371.8 373.1 0.010332 9.14 384.02 98.51 0.81 3.9
Reach 1 4145 50-Year RI Prop-SS-M2 3510 366.83 371.7 371.28 373.07 0.011213 9.39 373.85 98.21 0.85 3.81
Reach 1 4145 100-Year RI ExistDam_ss 4180 366.83 372.52 373.83 0.008762 9.19 455.64 100.6 0.76 4.53
Reach 1 4145 100-Year RI Prop-SS-M2 4180 366.83 372.37 371.71 373.77 0.009644 9.49 441.09 100.15 0.79 4.4
Reach 1 4145 200-Year RI ExistDam_ss 4930 366.83 373.28 374.62 0.007651 9.28 533.06 102.78 0.71 5.19
Reach 1 4145 200-Year RI Prop-SS-M2 4930 366.83 373.11 372.17 374.54 0.008446 9.59 515.5 102.29 0.75 5.04
Reach 1 4145 500-Year RI ExistDam_ss 6000 366.83 374.3 375.69 0.006617 9.44 639.72 105.42 0.67 6.07
Reach 1 4145 500-Year RI Prop-SS-M2 6000 366.83 374.21 372.77 375.64 0.006915 9.58 630.17 105.21 0.68 5.99
Reach 1 3465 Median Annual ExistDam_ss 42 358.82 359.73 359.76 0.001873 1.4 29.97 41.61 0.29 0.72
Reach 1 3465 Median Annual Prop-SS-M2 42 358.82 359.73 359.3 359.76 0.001875 1.4 29.96 41.61 0.29 0.72
Reach 1 3465 2-Year RI ExistDam_ss 981 358.82 363.02 363.45 0.003385 5.25 192.6 57.07 0.49 3.37
Reach 1 3465 2-Year RI Prop-SS-M2 981 358.82 363.02 361.56 363.45 0.003386 5.25 192.58 57.07 0.49 3.37
Reach 1 3465 5-Year RI ExistDam_ss 1620 358.82 363.9 364.63 0.004407 6.91 244.13 60.98 0.59 4
Reach 1 3465 5-Year RI Prop-SS-M2 1620 358.82 363.89 362.52 364.62 0.004429 6.92 243.73 60.94 0.59 4
Reach 1 3465 10-Year RI ExistDam_ss 2130 358.82 364.43 365.41 0.00518 8.01 278.28 66.65 0.67 4.18
Reach 1 3465 10-Year RI Prop-SS-M2 2130 358.82 364.46 363.19 365.43 0.005085 7.96 280.07 66.76 0.67 4.2
Reach 1 3465 25-Year RI ExistDam_ss 2880 358.82 365.04 364.08 366.41 0.006385 9.48 319.37 68.81 0.75 4.64
Reach 1 3465 25-Year RI Prop-SS-M2 2880 358.82 365.14 366.45 0.006015 9.29 326.08 69.09 0.73 4.72
Reach 1 3465 50-Year RI ExistDam_ss 3510 358.82 365.47 364.77 367.18 0.007337 10.59 349.32 70.13 0.82 4.98
Reach 1 3465 50-Year RI Prop-SS-M2 3510 358.82 365.63 364.77 367.24 0.006721 10.28 360.21 70.63 0.78 5.1
Reach 1 3465 100-Year RI ExistDam_ss 4180 358.82 365.87 365.38 367.95 0.008315 11.69 377.87 71.44 0.87 5.29
Reach 1 3465 100-Year RI Prop-SS-M2 4180 358.82 366.1 365.38 368.01 0.007388 11.22 393.89 72.16 0.83 5.46
Reach 1 3465 200-Year RI ExistDam_ss 4930 358.82 366.29 365.99 368.78 0.009321 12.8 407.65 72.78 0.93 5.6
Reach 1 3465 200-Year RI Prop-SS-M2 4930 358.82 366.57 365.99 368.83 0.008106 12.2 428.2 73.64 0.87 5.81
Reach 1 3465 500-Year RI ExistDam_ss 6000 358.82 366.83 366.83 369.9 0.010604 14.23 447.37 74.35 1 6.02
Reach 1 3465 500-Year RI Prop-SS-M2 6000 358.82 366.97 366.83 369.91 0.009906 13.9 458.24 74.73 0.97 6.13
Reach 1 2888 Median Annual ExistDam_ss 42 356.31 356.88 356.88 357.07 0.024937 3.55 11.84 30.7 1.01 0.39
Reach 1 2888 Median Annual Prop-SS-M2 42 356.31 356.88 356.88 357.07 0.024937 3.55 11.84 30.7 1.01 0.39
Reach 1 2888 2-Year RI ExistDam_ss 981 356.31 358.97 358.97 359.74 0.016253 7.03 139.51 92.53 1.01 1.51
Reach 1 2888 2-Year RI Prop-SS-M2 981 356.31 358.97 358.97 359.74 0.016241 7.03 139.55 92.56 1.01 1.51
Reach 1 2888 5-Year RI ExistDam_ss 1620 356.31 359.7 359.6 360.61 0.01252 7.67 211.31 100.92 0.93 2.09
Reach 1 2888 5-Year RI Prop-SS-M2 1620 356.31 359.71 359.6 360.61 0.012383 7.64 212.05 100.96 0.93 2.1
Reach 1 2888 10-Year RI ExistDam_ss 2130 356.31 360.2 360 361.22 0.010886 8.12 262.35 103.23 0.9 2.54
Reach River Sta Profile Plan Q Total Min Ch El W.S. Elev Crit W.S.E.G. Elev E.G. Slope Vel Chnl Flow Area Top Width Froude # Chl Hydr Depth
(cfs)(ft)(ft)(ft)(ft)(ft/ft)(ft/s)(sq ft)(ft) (ft)
Reach 1 2888 10-Year RI Prop-SS-M2 2130 356.31 360.17 360.02 361.22 0.011294 8.21 259.33 103.11 0.91 2.52
Reach 1 2888 25-Year RI ExistDam_ss 2880 356.31 360.94 362.06 0.008708 8.47 339.9 105.62 0.83 3.22
Reach 1 2888 25-Year RI Prop-SS-M2 2880 356.31 360.8 360.56 362.02 0.009994 8.85 325.5 105.19 0.89 3.09
Reach 1 2888 50-Year RI ExistDam_ss 3510 356.31 361.55 362.72 0.007579 8.67 404.95 109.28 0.79 3.71
Reach 1 2888 50-Year RI Prop-SS-M2 3510 356.31 361.32 360.97 362.64 0.00919 9.24 379.7 107.62 0.87 3.53
Reach 1 2888 100-Year RI ExistDam_ss 4180 356.31 362.19 363.38 0.00674 8.75 477.54 116.05 0.76 4.12
Reach 1 2888 100-Year RI Prop-SS-M2 4180 356.31 361.86 363.26 0.008607 9.51 439.52 113.45 0.85 3.87
Reach 1 2888 200-Year RI ExistDam_ss 4930 356.31 362.91 364.09 0.00609 8.69 567.46 129.1 0.73 4.4
Reach 1 2888 200-Year RI Prop-SS-M2 4930 356.31 362.48 363.92 0.008071 9.63 512.14 123.54 0.83 4.15
Reach 1 2888 500-Year RI ExistDam_ss 6000 356.31 363.8 365 0.005091 8.78 683.4 133.23 0.68 5.13
Reach 1 2888 500-Year RI Prop-SS-M2 6000 356.31 363.34 364.78 0.00676 9.63 623.11 131.11 0.78 4.75
Reach 1 2736 Median Annual ExistDam_ss 42 354.94 355.65 355.67 0.002239 1.33 31.54 58.36 0.32 0.54
Reach 1 2736 Median Annual Prop-SS-M2 42 354.94 355.59 355.34 355.62 0.003253 1.5 28.08 57.76 0.38 0.49
Reach 1 2736 2-Year RI ExistDam_ss 981 354.94 357.84 358.28 0.005448 5.32 184.44 82.88 0.63 2.23
Reach 1 2736 2-Year RI Prop-SS-M2 981 354.94 357.83 357.14 358.28 0.005493 5.34 183.87 82.75 0.63 2.22
Reach 1 2736 5-Year RI ExistDam_ss 1620 354.94 358.82 359.36 0.005013 5.89 275.09 99.65 0.62 2.76
Reach 1 2736 5-Year RI Prop-SS-M2 1620 354.94 358.72 359.3 0.005623 6.12 264.79 98.75 0.66 2.68
Reach 1 2736 10-Year RI ExistDam_ss 2130 354.94 359.52 360.11 0.004285 6.13 347.25 105.03 0.59 3.31
Reach 1 2736 10-Year RI Prop-SS-M2 2130 354.94 359.3 359.97 0.005291 6.57 323.96 103.48 0.66 3.13
Reach 1 2736 25-Year RI ExistDam_ss 2880 354.94 360.46 361.1 0.003662 6.42 448.53 112.39 0.57 3.99
Reach 1 2736 25-Year RI Prop-SS-M2 2880 354.94 360.09 360.87 0.004849 7.06 408.12 109.64 0.64 3.72
Reach 1 2736 50-Year RI ExistDam_ss 3510 354.94 361.16 361.85 0.003277 6.63 529.43 116.09 0.55 4.56
Reach 1 2736 50-Year RI Prop-SS-M2 3510 354.94 360.71 361.55 0.004502 7.35 477.39 113.89 0.63 4.19
Reach 1 2736 100-Year RI ExistDam_ss 4180 354.94 361.86 362.58 0.003003 6.84 611.27 119.63 0.53 5.11
Reach 1 2736 100-Year RI Prop-SS-M2 4180 354.94 361.33 362.23 0.004161 7.62 548.84 116.86 0.62 4.7
Reach 1 2736 200-Year RI ExistDam_ss 4930 354.94 362.59 363.36 0.002833 7.04 701.09 130.12 0.53 5.39
Reach 1 2736 200-Year RI Prop-SS-M2 4930 354.94 362 362.95 0.003854 7.85 627.89 120.37 0.61 5.22
Reach 1 2736 500-Year RI ExistDam_ss 6000 354.94 363.52 364.34 0.002627 7.31 835.79 159.39 0.51 5.24
Reach 1 2736 500-Year RI Prop-SS-M2 6000 354.94 362.92 363.93 0.003532 8.08 745.96 141.14 0.59 5.29
Reach 1 2507 Median Annual ExistDam_ss 42 353.64 354.24 354.24 354.45 0.023877 3.65 11.49 27.58 1 0.42
Reach 1 2507 Median Annual Prop-SS-M2 42 353.64 354.42 354.52 0.007813 2.54 16.52 29.5 0.6 0.56
Reach 1 2507 2-Year RI ExistDam_ss 981 353.64 357.02 357.3 0.003174 4.24 231.16 96.66 0.48 2.39
Reach 1 2507 2-Year RI Prop-SS-M2 981 353.64 356.86 357.18 0.003939 4.54 215.9 95.87 0.53 2.25
Reach 1 2507 5-Year RI ExistDam_ss 1620 353.64 358.2 358.53 0.002379 4.63 349.61 102.71 0.44 3.4
Reach 1 2507 5-Year RI Prop-SS-M2 1620 353.64 357.88 358.29 0.003244 5.11 316.89 101.53 0.51 3.12
Reach 1 2507 10-Year RI ExistDam_ss 2130 353.64 359.01 359.38 0.002092 4.91 433.73 105.67 0.43 4.1
Reach 1 2507 10-Year RI Prop-SS-M2 2130 353.64 358.53 359.01 0.003067 5.55 383.8 103.93 0.51 3.69
Reach 1 2507 25-Year RI ExistDam_ss 2880 353.64 360 360.44 0.001929 5.33 540.64 109.23 0.42 4.95
Reach 1 2507 25-Year RI Prop-SS-M2 2880 353.64 359.39 359.96 0.002896 6.07 474.28 107.06 0.51 4.43
Reach 1 2507 50-Year RI ExistDam_ss 3510 353.64 360.74 361.23 0.00186 5.64 622.35 111.97 0.42 5.56
Reach 1 2507 50-Year RI Prop-SS-M2 3510 353.64 360.05 360.69 0.00278 6.43 545.95 109.4 0.51 4.99
Reach 1 2507 100-Year RI ExistDam_ss 4180 353.64 361.45 362 0.001821 5.94 703.3 114.89 0.42 6.12
Reach 1 2507 100-Year RI Prop-SS-M2 4180 353.64 360.71 361.42 0.002687 6.76 618.6 111.84 0.51 5.53
Reach River Sta Profile Plan Q Total Min Ch El W.S. Elev Crit W.S.E.G. Elev E.G. Slope Vel Chnl Flow Area Top Width Froude # Chl Hydr Depth
(cfs)(ft)(ft)(ft)(ft)(ft/ft)(ft/s)(sq ft)(ft) (ft)
Reach 1 2507 200-Year RI ExistDam_ss 4930 353.64 362.19 362.8 0.001806 6.25 789.39 118.79 0.43 6.65
Reach 1 2507 200-Year RI Prop-SS-M2 4930 353.64 361.41 362.18 0.002593 7.06 697.86 114.65 0.5 6.09
Reach 1 2507 500-Year RI ExistDam_ss 6000 353.64 363.11 363.8 0.001868 6.66 901.52 126.49 0.44 7.13
Reach 1 2507 500-Year RI Prop-SS-M2 6000 353.64 362.35 363.21 0.002492 7.42 808.86 119.69 0.5 6.76
Reach 1 2357 Median Annual ExistDam_ss 42 352.34 353.19 353.22 0.001548 1.33 31.52 43.96 0.28 0.72
Reach 1 2357 Median Annual Prop-SS-M2 42 352.34 352.82 352.76 352.94 0.015051 2.69 15.61 41.97 0.78 0.37
Reach 1 2357 2-Year RI ExistDam_ss 981 352.34 356.49 356.83 0.003036 4.65 210.98 72.78 0.48 2.9
Reach 1 2357 2-Year RI Prop-SS-M2 981 352.34 354.96 354.94 356.09 0.014011 8.53 114.98 50.53 1 2.28
Reach 1 2357 5-Year RI ExistDam_ss 1620 352.34 357.69 358.14 0.002757 5.38 301.37 77.04 0.48 3.91
Reach 1 2357 5-Year RI Prop-SS-M2 1620 352.34 356.02 356.02 357.31 0.013747 9.11 177.8 69.58 1 2.56
Reach 1 2357 10-Year RI ExistDam_ss 2130 352.34 358.48 359.01 0.002679 5.87 362.73 78.92 0.48 4.6
Reach 1 2357 10-Year RI Prop-SS-M2 2130 352.34 356.57 356.57 358.07 0.013166 9.81 217.04 73.35 1.01 2.96
Reach 1 2357 25-Year RI ExistDam_ss 2880 352.34 359.4 360.08 0.002753 6.6 436.41 80.57 0.5 5.42
Reach 1 2357 25-Year RI Prop-SS-M2 2880 352.34 357.26 357.26 359.05 0.012523 10.73 268.45 76.04 1.01 3.53
Reach 1 2357 50-Year RI ExistDam_ss 3510 352.34 360.07 360.86 0.002843 7.15 490.71 81.68 0.51 6.01
Reach 1 2357 50-Year RI Prop-SS-M2 3510 352.34 357.77 357.77 359.79 0.012091 11.4 308 77.24 1.01 3.99
Reach 1 2357 100-Year RI ExistDam_ss 4180 352.34 360.7 361.62 0.002954 7.7 542.72 82.65 0.53 6.57
Reach 1 2357 100-Year RI Prop-SS-M2 4180 352.34 358.31 358.31 360.53 0.011592 11.97 349.32 78.52 1 4.45
Reach 1 2357 200-Year RI ExistDam_ss 4930 352.34 361.34 362.4 0.003084 8.27 595.84 83.61 0.55 7.13
Reach 1 2357 200-Year RI Prop-SS-M2 4930 352.34 358.84 358.84 361.3 0.011302 12.59 391.69 79.66 1 4.92
Reach 1 2357 500-Year RI ExistDam_ss 6000 352.34 362.08 363.37 0.003373 9.12 657.97 84.72 0.58 7.77
Reach 1 2357 500-Year RI Prop-SS-M2 6000 352.34 359.54 359.54 362.33 0.011019 13.39 447.95 80.81 1 5.54
Reach 1 2149 Median Annual ExistDam_ss 42 351.88 352.98 352.99 0.000776 0.78 53.54 81.74 0.17 0.65
Reach 1 2149 Median Annual Prop-SS-M2 42 349.51 349.92 349.82 350 0.01324 2.21 19.01 51.38 0.64 0.37
Reach 1 2149 2-Year RI ExistDam_ss 981 351.88 356.22 356.35 0.001423 2.92 335.79 91.76 0.27 3.66
Reach 1 2149 2-Year RI Prop-SS-M2 981 349.51 351.93 351.77 352.84 0.016923 7.65 128.31 57.5 0.9 2.23
Reach 1 2149 5-Year RI ExistDam_ss 1620 351.88 357.4 357.61 0.001792 3.62 447.82 97.06 0.3 4.61
Reach 1 2149 5-Year RI Prop-SS-M2 1620 349.51 352.95 352.85 354.02 0.017621 8.3 195.28 82.99 0.95 2.35
Reach 1 2149 10-Year RI ExistDam_ss 2130 351.88 358.19 358.45 0.001992 4.05 526.3 102.92 0.31 5.11
Reach 1 2149 10-Year RI Prop-SS-M2 2130 349.51 353.49 353.34 354.7 0.016182 8.81 241.89 86.84 0.93 2.79
Reach 1 2149 25-Year RI ExistDam_ss 2880 351.88 359.14 359.48 0.002089 4.63 625.45 106.08 0.33 5.9
Reach 1 2149 25-Year RI Prop-SS-M2 2880 349.51 354.25 353.97 355.61 0.014512 9.33 308.62 89.1 0.88 3.46
Reach 1 2149 50-Year RI ExistDam_ss 3510 351.88 359.83 360.23 0.00218 5.08 699.01 108.16 0.34 6.46
Reach 1 2149 50-Year RI Prop-SS-M2 3510 349.51 354.85 354.43 356.31 0.013142 9.7 362.28 90.82 0.85 3.99
Reach 1 2149 100-Year RI ExistDam_ss 4180 351.88 360.48 360.95 0.002282 5.52 769.89 111.59 0.35 6.9
Reach 1 2149 100-Year RI Prop-SS-M2 4180 349.51 355.47 354.89 357.02 0.012007 10 419.22 92.74 0.82 4.52
Reach 1 2149 200-Year RI ExistDam_ss 4930 351.88 361.14 361.69 0.002389 5.97 850 128.35 0.37 6.62
Reach 1 2149 200-Year RI Prop-SS-M2 4930 349.51 356.17 355.35 357.79 0.01104 10.22 484.77 95.44 0.79 5.08
Reach 1 2149 500-Year RI ExistDam_ss 6000 351.88 361.9 362.57 0.002605 6.61 954.12 144.31 0.39 6.61
Reach 1 2149 500-Year RI Prop-SS-M2 6000 349.51 357.15 356.03 358.83 0.010223 10.43 580.6 100.45 0.75 5.78
Reach 1 1967 Median Annual ExistDam_ss 42 351.91 352.72 352.75 0.002559 1.54 27.21 44.5 0.35 0.61
Reach 1 1967 Median Annual Prop-SS-M2 42 346.67 347 346.96 347.11 0.019144 2.67 15.72 51.04 0.85 0.31
Reach River Sta Profile Plan Q Total Min Ch El W.S. Elev Crit W.S.E.G. Elev E.G. Slope Vel Chnl Flow Area Top Width Froude # Chl Hydr Depth
(cfs)(ft)(ft)(ft)(ft)(ft/ft)(ft/s)(sq ft)(ft) (ft)
Reach 1 1967 2-Year RI ExistDam_ss 981 351.91 355.3 355.84 0.005782 5.91 165.93 66.03 0.66 2.51
Reach 1 1967 2-Year RI Prop-SS-M2 981 346.67 348.91 348.91 349.97 0.014516 8.24 118.99 56.8 1 2.09
Reach 1 1967 5-Year RI ExistDam_ss 1620 351.91 356.23 357.01 0.005885 7.06 229.5 70.54 0.69 3.25
Reach 1 1967 5-Year RI Prop-SS-M2 1620 346.67 349.76 349.76 351.2 0.013292 9.61 168.52 59.37 1.01 2.84
Reach 1 1967 10-Year RI ExistDam_ss 2130 351.91 356.86 357.79 0.006085 7.73 275.54 75.6 0.71 3.64
Reach 1 1967 10-Year RI Prop-SS-M2 2130 346.67 350.36 350.36 352.05 0.012673 10.43 204.25 61.15 1.01 3.34
Reach 1 1967 25-Year RI ExistDam_ss 2880 351.91 357.68 358.8 0.005997 8.46 343.22 93.67 0.72 3.66
Reach 1 1967 25-Year RI Prop-SS-M2 2880 346.67 351.16 351.16 353.15 0.011883 11.34 254.03 63.56 1 4
Reach 1 1967 50-Year RI ExistDam_ss 3510 351.91 358.28 359.53 0.005755 8.99 405.06 115.7 0.72 3.5
Reach 1 1967 50-Year RI Prop-SS-M2 3510 346.67 351.75 351.75 353.99 0.011518 12 292.46 65.35 1 4.48
Reach 1 1967 100-Year RI ExistDam_ss 4180 351.91 358.88 357.87 360.25 0.005472 9.45 478.72 135.64 0.72 3.53
Reach 1 1967 100-Year RI Prop-SS-M2 4180 346.67 352.34 352.34 354.81 0.011224 12.62 331.33 67.12 1 4.94
Reach 1 1967 200-Year RI ExistDam_ss 4930 351.91 359.47 358.47 360.97 0.005249 9.93 576.59 198.2 0.72 2.91
Reach 1 1967 200-Year RI Prop-SS-M2 4930 346.67 352.94 352.94 355.67 0.011027 13.24 372.26 68.93 1 5.4
Reach 1 1967 500-Year RI ExistDam_ss 6000 351.91 360.33 359.09 361.86 0.004656 10.22 754.19 213.91 0.69 3.53
Reach 1 1967 500-Year RI Prop-SS-M2 6000 346.67 353.75 353.75 356.79 0.010703 13.98 429.33 71.38 1 6.02
Reach 1 1861 Median Annual ExistDam_ss 42 351.62 352.26 352.31 0.008557 1.78 24.68 81.06 0.57 0.3
Reach 1 1861 Median Annual Prop-SS-M2 42 345.13 345.5 345.58 0.011313 2.28 18.42 51.1 0.67 0.36
Reach 1 1861 2-Year RI ExistDam_ss 981 351.62 355.29 355.47 0.001379 3.41 312.43 102.37 0.33 3.05
Reach 1 1861 2-Year RI Prop-SS-M2 981 345.13 347.35 347.36 348.42 0.014781 8.3 118.23 56.67 1.01 2.09
Reach 1 1861 5-Year RI ExistDam_ss 1620 351.62 356.3 356.57 0.001527 4.26 417.39 106.08 0.37 3.93
Reach 1 1861 5-Year RI Prop-SS-M2 1620 345.13 348.07 348.22 349.67 0.015738 10.16 159.52 58.82 1.09 2.71
Reach 1 1861 10-Year RI ExistDam_ss 2130 351.62 356.98 357.32 0.001615 4.8 489.81 108.83 0.39 4.5
Reach 1 1861 10-Year RI Prop-SS-M2 2130 345.13 348.57 348.81 350.53 0.015885 11.23 189.71 60.34 1.12 3.14
Reach 1 1861 25-Year RI ExistDam_ss 2880 351.62 357.84 358.28 0.001719 5.47 599.73 139.11 0.41 4.31
Reach 1 1861 25-Year RI Prop-SS-M2 2880 345.13 349.23 349.59 351.67 0.016009 12.51 230.26 62.33 1.15 3.69
Reach 1 1861 50-Year RI ExistDam_ss 3510 351.62 358.48 359 0.001794 5.93 692.24 150.89 0.42 4.59
Reach 1 1861 50-Year RI Prop-SS-M2 3510 345.13 349.76 350.21 352.52 0.015827 13.34 263.16 63.89 1.16 4.12
Reach 1 1861 100-Year RI ExistDam_ss 4180 351.62 359.11 359.7 0.001875 6.37 795.1 180.06 0.44 4.42
Reach 1 1861 100-Year RI Prop-SS-M2 4180 345.13 350.27 350.8 353.36 0.015691 14.11 296.22 65.43 1.17 4.53
Reach 1 1861 200-Year RI ExistDam_ss 4930 351.62 359.75 360.4 0.001918 6.74 915.26 193.78 0.45 4.72
Reach 1 1861 200-Year RI Prop-SS-M2 4930 345.13 350.81 351.39 354.23 0.015472 14.84 332.16 67.06 1.18 4.95
Reach 1 1861 500-Year RI ExistDam_ss 6000 351.62 360.59 361.32 0.00192 7.17 1107.29 271.09 0.45 4.08
Reach 1 1861 500-Year RI Prop-SS-M2 6000 345.13 351.53 352.44 355.38 0.015019 15.73 381.55 69.24 1.18 5.51
Reach 1 1743 Median Annual ExistDam_ss 42 350.91 351.81 351.85 0.002189 1.58 26.56 37.13 0.33 0.72
Reach 1 1743 Median Annual Prop-SS-M2 42 343.31 343.62 343.6 343.74 0.02203 2.79 15.06 51 0.9 0.3
Reach 1 1743 2-Year RI ExistDam_ss 981 350.91 354.96 355.23 0.00293 4.2 238.54 102.26 0.47 2.33
Reach 1 1743 2-Year RI Prop-SS-M2 981 343.31 345.5 345.55 346.61 0.015673 8.45 116.14 56.65 1.04 2.05
Reach 1 1743 5-Year RI ExistDam_ss 1620 350.91 355.96 356.33 0.002614 4.92 343.82 115.15 0.46 2.99
Reach 1 1743 5-Year RI Prop-SS-M2 1620 343.31 346.32 346.41 347.84 0.014629 9.91 163.42 59.11 1.05 2.76
Reach 1 1743 10-Year RI ExistDam_ss 2130 350.91 356.63 357.07 0.002496 5.38 427.23 131.74 0.46 3.24
Reach 1 1743 10-Year RI Prop-SS-M2 2130 343.31 346.86 347 348.7 0.014467 10.89 195.67 60.74 1.07 3.22
Reach 1 1743 25-Year RI ExistDam_ss 2880 350.91 357.53 358.03 0.00249 5.81 589.03 245.1 0.47 2.4
Reach River Sta Profile Plan Q Total Min Ch El W.S. Elev Crit W.S.E.G. Elev E.G. Slope Vel Chnl Flow Area Top Width Froude # Chl Hydr Depth
(cfs)(ft)(ft)(ft)(ft)(ft/ft)(ft/s)(sq ft)(ft) (ft)
Reach 1 1743 25-Year RI Prop-SS-M2 2880 343.31 347.55 347.78 349.81 0.014394 12.07 238.56 62.83 1.09 3.8
Reach 1 1743 50-Year RI ExistDam_ss 3510 350.91 358.26 358.74 0.002509 5.82 805.43 341.62 0.47 2.36
Reach 1 1743 50-Year RI Prop-SS-M2 3510 343.31 348.03 348.39 350.67 0.014781 13.03 269.32 64.29 1.12 4.19
Reach 1 1743 100-Year RI ExistDam_ss 4180 350.91 358.97 359.42 0.002015 5.74 1076.65 439.83 0.44 2.45
Reach 1 1743 100-Year RI Prop-SS-M2 4180 343.31 348.54 348.98 351.51 0.014765 13.82 302.44 65.82 1.14 4.6
Reach 1 1743 200-Year RI ExistDam_ss 4930 350.91 359.71 360.12 0.001618 5.6 1407.65 455.24 0.4 3.09
Reach 1 1743 200-Year RI Prop-SS-M2 4930 343.31 349.05 349.58 352.39 0.014991 14.68 335.87 67.33 1.16 4.99
Reach 1 1743 500-Year RI ExistDam_ss 6000 350.91 360.66 361.02 0.00129 5.5 1846.33 487.83 0.36 3.78
Reach 1 1743 500-Year RI Prop-SS-M2 6000 343.31 349.69 350.39 353.57 0.015394 15.8 379.76 69.27 1.19 5.48
Reach 1 1590 Median Annual ExistDam_ss 42 350.51 351.69 351.7 0.000479 0.89 47.22 50.13 0.16 0.94
Reach 1 1590 Median Annual Prop-SS-M2 42 340.96 341.35 341.43 0.010938 2.26 18.62 51.21 0.66 0.36
Reach 1 1590 2-Year RI ExistDam_ss 981 350.51 354.74 354.88 0.001466 3.06 344.36 139.52 0.33 2.47
Reach 1 1590 2-Year RI Prop-SS-M2 981 340.96 343.19 343.21 344.26 0.0149 8.31 118 56.74 1.02 2.08
Reach 1 1590 5-Year RI ExistDam_ss 1620 350.51 355.81 356 0.001275 3.56 505.16 157.54 0.33 3.21
Reach 1 1590 5-Year RI Prop-SS-M2 1620 340.96 343.9 344.06 345.51 0.015814 10.17 159.37 58.89 1.09 2.71
Reach 1 1590 10-Year RI ExistDam_ss 2130 350.51 356.53 356.75 0.001201 3.87 619.14 168.67 0.33 3.67
Reach 1 1590 10-Year RI Prop-SS-M2 2130 340.96 344.42 344.65 346.37 0.015824 11.21 190.05 60.44 1.11 3.14
Reach 1 1590 25-Year RI ExistDam_ss 2880 350.51 357.45 357.71 0.001137 4.25 799.48 229 0.33 3.49
Reach 1 1590 25-Year RI Prop-SS-M2 2880 340.96 345.1 345.44 347.5 0.015731 12.43 231.7 62.48 1.14 3.71
Reach 1 1590 50-Year RI ExistDam_ss 3510 350.51 358.15 358.44 0.001098 4.52 968.28 252.31 0.33 3.84
Reach 1 1590 50-Year RI Prop-SS-M2 3510 340.96 345.62 346.05 348.35 0.015506 13.24 265.08 64.06 1.15 4.14
Reach 1 1590 100-Year RI ExistDam_ss 4180 350.51 358.85 359.17 0.00105 4.73 1150.15 260.71 0.33 4.41
Reach 1 1590 100-Year RI Prop-SS-M2 4180 340.96 346.13 346.63 349.19 0.015461 14.04 297.82 65.58 1.16 4.54
Reach 1 1590 200-Year RI ExistDam_ss 4930 350.51 359.57 359.9 0.000993 4.91 1339.27 264.25 0.32 5.07
Reach 1 1590 200-Year RI Prop-SS-M2 4930 340.96 346.66 347.23 350.07 0.015372 14.8 333.02 67.18 1.17 4.96
Reach 1 1590 500-Year RI ExistDam_ss 6000 350.51 360.5 360.85 0.000946 5.15 1585.94 268.32 0.32 5.91
Reach 1 1590 500-Year RI Prop-SS-M2 6000 340.96 347.36 348.05 351.22 0.015247 15.75 380.94 69.29 1.18 5.5
Reach 1 1481 Median Annual ExistDam_ss 42 350.5 351.64 351.65 0.00045 0.82 51.89 63.38 0.15 0.82
Reach 1 1481 Median Annual Prop-SS-M2 42 339.27 339.58 339.57 339.71 0.024535 2.88 14.59 51.07 0.95 0.29
Reach 1 1481 2-Year RI ExistDam_ss 981 350.5 354.48 354.7 0.001637 3.94 294.47 103.26 0.37 2.85
Reach 1 1481 2-Year RI Prop-SS-M2 981 339.27 341.45 341.51 342.59 0.015805 8.58 115.07 56.68 1.05 2.03
Reach 1 1481 5-Year RI ExistDam_ss 1620 350.5 355.48 355.82 0.001883 4.92 413.79 137.34 0.41 3.01
Reach 1 1481 5-Year RI Prop-SS-M2 1620 339.27 342.25 342.38 343.85 0.014721 10.16 161.77 59.11 1.06 2.74
Reach 1 1481 10-Year RI ExistDam_ss 2130 350.5 356.15 356.57 0.001965 5.47 509.77 150.2 0.43 3.39
Reach 1 1481 10-Year RI Prop-SS-M2 2130 339.27 342.79 342.97 344.73 0.014492 11.2 193.89 60.72 1.08 3.19
Reach 1 1481 25-Year RI ExistDam_ss 2880 350.5 357.03 357.53 0.002028 6.09 651.77 170.73 0.44 3.82
Reach 1 1481 25-Year RI Prop-SS-M2 2880 339.27 343.5 343.77 345.88 0.014144 12.42 237.83 62.86 1.1 3.78
Reach 1 1481 50-Year RI ExistDam_ss 3510 350.5 357.69 358.25 0.002063 6.52 772.47 189.76 0.45 4.07
Reach 1 1481 50-Year RI Prop-SS-M2 3510 339.27 344.05 344.39 346.76 0.01389 13.28 272.53 64.5 1.11 4.22
Reach 1 1481 100-Year RI ExistDam_ss 4180 350.5 358.36 358.98 0.002068 6.89 908.79 215.95 0.46 4.21
Reach 1 1481 100-Year RI Prop-SS-M2 4180 339.27 344.61 344.99 347.62 0.013414 13.98 309.64 66.21 1.11 4.68
Reach 1 1481 200-Year RI ExistDam_ss 4930 350.5 359.05 359.72 0.002072 7.24 1067.16 241.66 0.47 4.42
Reach 1 1481 200-Year RI Prop-SS-M2 4930 339.27 345.25 345.63 348.51 0.01269 14.57 352.37 68.13 1.1 5.17
Reach River Sta Profile Plan Q Total Min Ch El W.S. Elev Crit W.S.E.G. Elev E.G. Slope Vel Chnl Flow Area Top Width Froude # Chl Hydr Depth
(cfs)(ft)(ft)(ft)(ft)(ft/ft)(ft/s)(sq ft)(ft) (ft)
Reach 1 1481 500-Year RI ExistDam_ss 6000 350.5 359.98 360.68 0.001978 7.5 1303.95 258.36 0.46 5.05
Reach 1 1481 500-Year RI Prop-SS-M2 6000 339.27 346.1 346.47 349.69 0.011917 15.3 411.22 70.68 1.08 5.82
Reach 1 1303 Median Annual ExistDam_ss 42 350.7 351.52 351.53 0.001107 0.9 46.6 73.82 0.2 0.63
Reach 1 1303 Median Annual Prop-SS-M2 42 336.44 336.86 336.94 0.010614 2.23 18.83 51.52 0.65 0.37
Reach 1 1303 2-Year RI ExistDam_ss 981 350.7 354.12 354.33 0.002724 3.7 270.9 102.15 0.37 2.65
Reach 1 1303 2-Year RI Prop-SS-M2 981 336.44 338.65 338.71 339.76 0.015951 8.48 115.74 56.94 1.05 2.03
Reach 1 1303 5-Year RI ExistDam_ss 1620 350.7 355.09 355.39 0.002985 4.5 372.25 109.47 0.4 3.4
Reach 1 1303 5-Year RI Prop-SS-M2 1620 336.44 339.32 339.56 341.03 0.01702 10.46 155.05 58.99 1.13 2.63
Reach 1 1303 10-Year RI ExistDam_ss 2130 350.7 355.76 356.12 0.00308 4.95 455.44 134.19 0.41 3.39
Reach 1 1303 10-Year RI Prop-SS-M2 2130 336.44 339.81 340.14 341.9 0.017136 11.62 183.87 60.46 1.16 3.04
Reach 1 1303 25-Year RI ExistDam_ss 2880 350.7 356.65 357.06 0.003117 5.44 587.14 161.43 0.41 3.64
Reach 1 1303 25-Year RI Prop-SS-M2 2880 336.44 340.42 340.93 343.07 0.017415 13.07 221.75 62.33 1.2 3.56
Reach 1 1303 50-Year RI ExistDam_ss 3510 350.7 357.33 357.77 0.003092 5.71 701.53 174.13 0.41 4.03
Reach 1 1303 50-Year RI Prop-SS-M2 3510 336.44 340.9 341.54 343.96 0.017474 14.07 251.64 63.76 1.22 3.95
Reach 1 1303 100-Year RI ExistDam_ss 4180 350.7 358.03 358.49 0.003023 5.9 829.48 189.16 0.4 4.39
Reach 1 1303 100-Year RI Prop-SS-M2 4180 336.44 341.36 342.12 344.85 0.017605 15.03 281.2 65.15 1.25 4.32
Reach 1 1303 200-Year RI ExistDam_ss 4930 350.7 358.74 359.22 0.003018 6.09 970.99 222.5 0.4 4.36
Reach 1 1303 200-Year RI Prop-SS-M2 4930 336.44 341.83 342.75 345.78 0.017797 16.01 312.16 66.58 1.27 4.69
Reach 1 1303 500-Year RI ExistDam_ss 6000 350.7 359.71 360.2 0.002798 6.26 1209.51 253.91 0.39 4.76
Reach 1 1303 500-Year RI Prop-SS-M2 6000 336.44 342.45 343.58 347.01 0.017964 17.22 354.23 68.47 1.3 5.17
Reach 1 1165 Median Annual ExistDam_ss 42 350.51 351.36 351.38 0.001141 0.95 46.01 85.91 0.23 0.54
Reach 1 1165 Median Annual Prop-SS-M2 42 334.19 334.56 334.56 334.69 0.02745 2.95 14.25 52.35 1 0.27
Reach 1 1165 2-Year RI ExistDam_ss 981 350.51 353.79 354 0.002086 3.68 279.14 107.36 0.4 2.6
Reach 1 1165 2-Year RI Prop-SS-M2 981 334.19 336.39 336.47 337.52 0.01647 8.5 115.44 58.02 1.06 1.99
Reach 1 1165 5-Year RI ExistDam_ss 1620 350.51 354.75 355.05 0.002071 4.44 384.19 118.59 0.42 3.24
Reach 1 1165 5-Year RI Prop-SS-M2 1620 334.19 337.17 337.31 338.73 0.015566 10.02 161.68 60.44 1.08 2.68
Reach 1 1165 10-Year RI ExistDam_ss 2130 350.51 355.41 355.77 0.002042 4.88 469.08 136.37 0.43 3.44
Reach 1 1165 10-Year RI Prop-SS-M2 2130 334.19 337.67 337.9 339.58 0.015704 11.08 192.26 61.98 1.11 3.1
Reach 1 1165 25-Year RI ExistDam_ss 2880 350.51 356.29 356.72 0.001985 5.38 595.24 150.91 0.43 3.94
Reach 1 1165 25-Year RI Prop-SS-M2 2880 334.19 338.31 338.65 340.7 0.015845 12.41 232.2 63.94 1.14 3.63
Reach 1 1165 50-Year RI ExistDam_ss 3510 350.51 356.95 357.44 0.0019 5.73 702.14 171.88 0.43 4.08
Reach 1 1165 50-Year RI Prop-SS-M2 3510 334.19 338.77 339.23 341.57 0.016028 13.41 262.33 65.38 1.17 4.01
Reach 1 1165 100-Year RI ExistDam_ss 4180 350.51 357.61 358.16 0.001847 6.1 831.64 220.47 0.43 3.77
Reach 1 1165 100-Year RI Prop-SS-M2 4180 334.19 339.24 339.82 342.42 0.016086 14.32 293.17 66.83 1.19 4.39
Reach 1 1165 200-Year RI ExistDam_ss 4930 350.51 358.34 358.91 0.001688 6.28 993.06 224.84 0.42 4.42
Reach 1 1165 200-Year RI Prop-SS-M2 4930 334.19 339.72 340.41 343.33 0.01619 15.24 325.67 68.31 1.21 4.77
Reach 1 1165 500-Year RI ExistDam_ss 6000 350.51 359.32 359.91 0.001504 6.48 1225.12 258.78 0.41 4.73
Reach 1 1165 500-Year RI Prop-SS-M2 6000 334.19 340.36 341.24 344.53 0.016316 16.41 369.61 70.27 1.23 5.26
Reach 1 1004 Median Annual ExistDam_ss 42 349.6 351.33 350.18 351.33 0.000101 0.41 103.66 86.8 0.07 1.19
Reach 1 1004 Median Annual Prop-SS-M2 42 331.68 332.65 332.02 332.67 0.000536 0.89 47.2 53.36 0.17 0.88
Reach 1 1004 2-Year RI ExistDam_ss 981 349.6 353.47 351.73 353.63 0.002289 3.23 304.07 96.87 0.32 3.14
Reach 1 1004 2-Year RI Prop-SS-M2 981 331.68 335.46 333.95 335.8 0.003259 4.69 209.03 61.9 0.45 3.38
Reach River Sta Profile Plan Q Total Min Ch El W.S. Elev Crit W.S.E.G. Elev E.G. Slope Vel Chnl Flow Area Top Width Froude # Chl Hydr Depth
(cfs)(ft)(ft)(ft)(ft)(ft/ft)(ft/s)(sq ft)(ft) (ft)
Reach 1 1004 5-Year RI ExistDam_ss 1620 349.6 354.39 352.34 354.65 0.00286 4.12 393.44 98.78 0.36 3.98
Reach 1 1004 5-Year RI Prop-SS-M2 1620 331.68 336.29 334.81 336.89 0.004712 6.2 261.42 64.43 0.54 4.06
Reach 1 1004 10-Year RI ExistDam_ss 2130 349.6 355.02 352.77 355.36 0.00317 4.66 456.83 100.19 0.38 4.56
Reach 1 1004 10-Year RI Prop-SS-M2 2130 331.68 336.84 335.4 337.64 0.005674 7.16 297.49 66.11 0.6 4.5
Reach 1 1004 25-Year RI ExistDam_ss 2880 349.6 355.87 353.35 356.31 0.003441 5.29 561.76 165.94 0.4 3.39
Reach 1 1004 25-Year RI Prop-SS-M2 2880 331.68 337.56 336.17 338.64 0.006854 8.34 345.52 68.28 0.65 5.06
Reach 1 1004 50-Year RI ExistDam_ss 3510 349.6 356.55 353.78 357.04 0.003404 5.62 679.38 179.89 0.41 3.78
Reach 1 1004 50-Year RI Prop-SS-M2 3510 331.68 338.11 336.76 339.41 0.007655 9.16 383.35 69.95 0.69 5.48
Reach 1 1004 100-Year RI ExistDam_ss 4180 349.6 357.25 354.2 357.76 0.003285 5.86 808.3 189.68 0.4 4.26
Reach 1 1004 100-Year RI Prop-SS-M2 4180 331.68 338.63 337.35 340.17 0.008421 9.93 420.81 71.56 0.72 5.88
Reach 1 1004 200-Year RI ExistDam_ss 4930 349.6 358 354.67 358.53 0.003205 6.03 957.33 227.72 0.4 4.2
Reach 1 1004 200-Year RI Prop-SS-M2 4930 331.68 339.19 337.96 340.97 0.00915 10.69 460.99 73.24 0.75 6.29
Reach 1 1004 500-Year RI ExistDam_ss 6000 349.6 359.04 355.28 359.56 0.002967 6.12 1214.21 269.09 0.38 4.51
Reach 1 1004 500-Year RI Prop-SS-M2 6000 331.68 339.91 338.79 342.03 0.009617 11.67 514.64 75.44 0.78 6.82
Reach 1 956 Inl Struct
Reach 1 902 Median Annual ExistDam_ss 42 329.48 332.67 332.67 0.00007 0.44 96.1 69.9 0.07 1.37
Reach 1 902 Median Annual Prop-SS-M2 42 329.48 332.65 332.65 0.000028 0.32 132.35 77.49 0.04 1.71
Reach 1 902 2-Year RI ExistDam_ss 981 329.48 335.54 335.68 0.000876 2.97 330.53 87.79 0.27 3.77
Reach 1 902 2-Year RI Prop-SS-M2 981 329.48 335.5 335.61 0.000606 2.66 369.21 87.7 0.23 4.21
Reach 1 902 5-Year RI ExistDam_ss 1620 329.48 336.4 336.65 0.001272 3.98 407 89.91 0.33 4.53
Reach 1 902 5-Year RI Prop-SS-M2 1620 329.48 336.38 336.59 0.000929 3.62 447.36 89.87 0.29 4.98
Reach 1 902 10-Year RI ExistDam_ss 2130 329.48 336.98 337.31 0.00157 4.64 459.46 91.28 0.36 5.03
Reach 1 902 10-Year RI Prop-SS-M2 2130 329.48 336.98 337.26 0.001178 4.25 501.08 91.28 0.32 5.49
Reach 1 902 25-Year RI ExistDam_ss 2880 329.48 337.73 338.2 0.001954 5.44 529.19 93.2 0.4 5.68
Reach 1 902 25-Year RI Prop-SS-M2 2880 329.48 337.75 338.14 0.001508 5.03 572.59 93.25 0.36 6.14
Reach 1 902 50-Year RI ExistDam_ss 3510 329.48 338.32 338.88 0.002223 6.01 583.94 94.64 0.43 6.17
Reach 1 902 50-Year RI Prop-SS-M2 3510 329.48 338.35 338.83 0.001745 5.58 628.82 94.72 0.38 6.64
Reach 1 902 100-Year RI ExistDam_ss 4180 329.48 338.89 339.56 0.002475 6.54 638.75 96.17 0.45 6.64
Reach 1 902 100-Year RI Prop-SS-M2 4180 329.48 338.94 339.52 0.001974 6.1 684.94 96.3 0.4 7.11
Reach 1 902 200-Year RI ExistDam_ss 4930 329.48 339.49 340.27 0.002729 7.07 697.05 97.94 0.47 7.12
Reach 1 902 200-Year RI Prop-SS-M2 4930 329.48 339.55 340.23 0.002205 6.62 744.72 98.11 0.42 7.59
Reach 1 902 500-Year RI ExistDam_ss 6000 329.48 340.29 341.22 0.003055 7.73 776.35 100.58 0.49 7.72
Reach 1 902 500-Year RI Prop-SS-M2 6000 329.48 340.37 341.19 0.002512 7.26 825.91 100.88 0.45 8.19
Reach 1 753 Median Annual ExistDam_ss 42 331.94 332.59 332.64 0.004438 1.78 23.64 47.34 0.44 0.5
Reach 1 753 Median Annual Prop-SS-M2 42 331.94 332.59 332.64 0.004438 1.78 23.64 47.34 0.44 0.5
Reach 1 753 2-Year RI ExistDam_ss 981 331.94 335.02 335.38 0.006137 4.81 204.03 115.39 0.64 1.77
Reach 1 753 2-Year RI Prop-SS-M2 981 331.94 335.02 335.38 0.006137 4.81 204.03 115.39 0.64 1.77
Reach 1 753 5-Year RI ExistDam_ss 1620 331.94 335.84 336.3 0.004741 5.41 299.37 116.83 0.59 2.56
Reach 1 753 5-Year RI Prop-SS-M2 1620 331.94 335.84 336.3 0.004741 5.41 299.37 116.83 0.59 2.56
Reach 1 753 10-Year RI ExistDam_ss 2130 331.94 336.4 336.93 0.004291 5.85 364.74 117.57 0.58 3.1
Reach 1 753 10-Year RI Prop-SS-M2 2130 331.94 336.4 336.93 0.004291 5.85 364.74 117.57 0.58 3.1
Reach 1 753 25-Year RI ExistDam_ss 2880 331.94 337.15 337.78 0.003849 6.37 453.71 118.6 0.57 3.83
Reach River Sta Profile Plan Q Total Min Ch El W.S. Elev Crit W.S.E.G. Elev E.G. Slope Vel Chnl Flow Area Top Width Froude # Chl Hydr Depth
(cfs)(ft)(ft)(ft)(ft)(ft/ft)(ft/s)(sq ft)(ft) (ft)
Reach 1 753 25-Year RI Prop-SS-M2 2880 331.94 337.15 337.78 0.003849 6.37 453.71 118.6 0.57 3.83
Reach 1 753 50-Year RI ExistDam_ss 3510 331.94 337.75 338.45 0.003551 6.71 525.37 119.46 0.56 4.4
Reach 1 753 50-Year RI Prop-SS-M2 3510 331.94 337.75 338.45 0.003551 6.71 525.37 119.46 0.56 4.4
Reach 1 753 100-Year RI ExistDam_ss 4180 331.94 338.35 339.12 0.003323 7.03 597.4 120.3 0.55 4.97
Reach 1 753 100-Year RI Prop-SS-M2 4180 331.94 338.35 339.12 0.003323 7.03 597.4 120.3 0.55 4.97
Reach 1 753 200-Year RI ExistDam_ss 4930 331.94 338.99 339.83 0.003137 7.37 673.71 121.14 0.55 5.56
Reach 1 753 200-Year RI Prop-SS-M2 4930 331.94 338.99 339.83 0.003137 7.37 673.71 121.14 0.55 5.56
Reach 1 753 500-Year RI ExistDam_ss 6000 331.94 339.83 340.77 0.002946 7.79 776.39 122.27 0.54 6.35
Reach 1 753 500-Year RI Prop-SS-M2 6000 331.94 339.83 340.77 0.002946 7.79 776.4 122.27 0.54 6.35
Reach 1 678 Median Annual ExistDam_ss 42 331.45 332.19 332.23 0.006696 1.62 25.87 52.86 0.41 0.49
Reach 1 678 Median Annual Prop-SS-M2 42 331.45 332.19 332.23 0.006696 1.62 25.87 52.86 0.41 0.49
Reach 1 678 2-Year RI ExistDam_ss 981 331.45 334.38 334.8 0.009592 5.23 187.43 95.45 0.66 1.96
Reach 1 678 2-Year RI Prop-SS-M2 981 331.45 334.38 334.8 0.009592 5.23 187.43 95.45 0.66 1.96
Reach 1 678 5-Year RI ExistDam_ss 1620 331.45 335.36 335.85 0.007493 5.61 288.71 111.98 0.62 2.58
Reach 1 678 5-Year RI Prop-SS-M2 1620 331.45 335.36 335.85 0.007493 5.61 288.71 111.98 0.62 2.58
Reach 1 678 10-Year RI ExistDam_ss 2130 331.45 336 336.53 0.006711 5.83 365.39 124.95 0.6 2.92
Reach 1 678 10-Year RI Prop-SS-M2 2130 331.45 336 336.53 0.006711 5.83 365.39 124.95 0.6 2.92
Reach 1 678 25-Year RI ExistDam_ss 2880 331.45 336.85 337.43 0.005453 6.11 471.46 126.82 0.56 3.72
Reach 1 678 25-Year RI Prop-SS-M2 2880 331.45 336.85 337.43 0.005454 6.11 471.45 126.82 0.56 3.72
Reach 1 678 50-Year RI ExistDam_ss 3510 331.45 337.5 338.12 0.004843 6.33 554.57 127.91 0.54 4.34
Reach 1 678 50-Year RI Prop-SS-M2 3510 331.45 337.5 338.12 0.004844 6.33 554.56 127.91 0.54 4.34
Reach 1 678 100-Year RI ExistDam_ss 4180 331.45 338.14 338.81 0.004443 6.57 636.41 128.57 0.52 4.95
Reach 1 678 100-Year RI Prop-SS-M2 4180 331.45 338.14 338.81 0.004443 6.57 636.41 128.57 0.52 4.95
Reach 1 678 200-Year RI ExistDam_ss 4930 331.45 338.8 339.52 0.004158 6.83 721.85 129.26 0.51 5.58
Reach 1 678 200-Year RI Prop-SS-M2 4930 331.45 338.8 339.52 0.004158 6.83 721.85 129.26 0.51 5.58
Reach 1 678 500-Year RI ExistDam_ss 6000 331.45 339.68 340.48 0.003901 7.18 835.58 130.23 0.5 6.42
Reach 1 678 500-Year RI Prop-SS-M2 6000 331.45 339.68 340.48 0.003901 7.18 835.59 130.23 0.5 6.42
Reach 1 610 Median Annual ExistDam_ss 42 330.84 331.27 331.27 331.42 0.027469 3.08 13.64 47.02 1.01 0.29
Reach 1 610 Median Annual Prop-SS-M2 42 330.84 331.27 331.27 331.42 0.027469 3.08 13.64 47.02 1.01 0.29
Reach 1 610 2-Year RI ExistDam_ss 981 330.84 334.11 334.41 0.0033 4.44 220.85 88.36 0.5 2.5
Reach 1 610 2-Year RI Prop-SS-M2 981 330.84 334.11 334.41 0.0033 4.44 220.85 88.36 0.5 2.5
Reach 1 610 5-Year RI ExistDam_ss 1620 330.84 335.1 335.5 0.00333 5.12 316.49 102.67 0.51 3.08
Reach 1 610 5-Year RI Prop-SS-M2 1620 330.84 335.1 335.5 0.00333 5.12 316.49 102.67 0.51 3.08
Reach 1 610 10-Year RI ExistDam_ss 2130 330.84 335.74 336.22 0.00316 5.56 383.15 105.17 0.51 3.64
Reach 1 610 10-Year RI Prop-SS-M2 2130 330.84 335.74 336.22 0.00316 5.56 383.15 105.17 0.51 3.64
Reach 1 610 25-Year RI ExistDam_ss 2880 330.84 336.58 337.16 0.002972 6.09 473.24 107.77 0.51 4.39
Reach 1 610 25-Year RI Prop-SS-M2 2880 330.84 336.58 337.16 0.002972 6.09 473.24 107.77 0.51 4.39
Reach 1 610 50-Year RI ExistDam_ss 3510 330.84 337.22 337.87 0.002866 6.47 542.15 108.93 0.51 4.98
Reach 1 610 50-Year RI Prop-SS-M2 3510 330.84 337.22 337.87 0.002866 6.47 542.16 108.93 0.51 4.98
Reach 1 610 100-Year RI ExistDam_ss 4180 330.84 337.83 338.56 0.002801 6.86 609.53 109.8 0.51 5.55
Reach 1 610 100-Year RI Prop-SS-M2 4180 330.84 337.83 338.56 0.002801 6.86 609.53 109.8 0.51 5.55
Reach 1 610 200-Year RI ExistDam_ss 4930 330.84 338.47 339.29 0.00276 7.25 679.62 110.62 0.52 6.14
Reach 1 610 200-Year RI Prop-SS-M2 4930 330.84 338.47 339.29 0.002759 7.25 679.62 110.62 0.52 6.14
Reach River Sta Profile Plan Q Total Min Ch El W.S. Elev Crit W.S.E.G. Elev E.G. Slope Vel Chnl Flow Area Top Width Froude # Chl Hydr Depth
(cfs)(ft)(ft)(ft)(ft)(ft/ft)(ft/s)(sq ft)(ft) (ft)
Reach 1 610 500-Year RI ExistDam_ss 6000 330.84 339.31 340.24 0.002727 7.76 772.72 111.69 0.52 6.92
Reach 1 610 500-Year RI Prop-SS-M2 6000 330.84 339.31 340.24 0.002727 7.76 772.73 111.69 0.52 6.92
Reach 1 552 Median Annual ExistDam_ss 42 329.62 330.35 330.48 0.009698 2.89 14.51 25.07 0.67 0.58
Reach 1 552 Median Annual Prop-SS-M2 42 329.62 330.35 330.2 330.48 0.009698 2.89 14.51 25.07 0.67 0.58
Reach 1 552 2-Year RI ExistDam_ss 981 329.62 333.62 334.13 0.006556 5.74 170.86 77.96 0.68 2.19
Reach 1 552 2-Year RI Prop-SS-M2 981 329.62 333.62 334.13 0.006556 5.74 170.86 77.96 0.68 2.19
Reach 1 552 5-Year RI ExistDam_ss 1620 329.62 334.59 335.23 0.00567 6.4 253.29 87.95 0.66 2.88
Reach 1 552 5-Year RI Prop-SS-M2 1620 329.62 334.59 335.23 0.00567 6.4 253.29 87.95 0.66 2.88
Reach 1 552 10-Year RI ExistDam_ss 2130 329.62 335.21 335.96 0.005263 6.91 308.43 89.89 0.66 3.43
Reach 1 552 10-Year RI Prop-SS-M2 2130 329.62 335.21 335.96 0.005263 6.91 308.43 89.89 0.66 3.43
Reach 1 552 25-Year RI ExistDam_ss 2880 329.62 336.02 336.9 0.004915 7.54 381.75 92.02 0.65 4.15
Reach 1 552 25-Year RI Prop-SS-M2 2880 329.62 336.02 336.9 0.004915 7.54 381.75 92.02 0.65 4.15
Reach 1 552 50-Year RI ExistDam_ss 3510 329.62 336.62 337.62 0.004776 8.03 437.12 93.5 0.65 4.68
Reach 1 552 50-Year RI Prop-SS-M2 3510 329.62 336.62 337.62 0.004776 8.03 437.13 93.5 0.65 4.68
Reach 1 552 100-Year RI ExistDam_ss 4180 329.62 337.19 338.31 0.004719 8.52 490.77 94.83 0.66 5.18
Reach 1 552 100-Year RI Prop-SS-M2 4180 329.62 337.19 338.31 0.004719 8.52 490.77 94.83 0.66 5.18
Reach 1 552 200-Year RI ExistDam_ss 4930 329.62 337.77 339.03 0.004702 9.02 546.34 96.14 0.67 5.68
Reach 1 552 200-Year RI Prop-SS-M2 4930 329.62 337.77 339.03 0.004701 9.02 546.34 96.14 0.67 5.68
Reach 1 552 500-Year RI ExistDam_ss 6000 329.62 338.53 339.99 0.004704 9.67 620.46 97.95 0.68 6.33
Reach 1 552 500-Year RI Prop-SS-M2 6000 329.62 338.53 339.99 0.004704 9.67 620.47 97.95 0.68 6.33
Reach 1 469 Median Annual ExistDam_ss 42 329.31 330.06 330.09 0.002408 1.52 27.57 43.89 0.34 0.63
Reach 1 469 Median Annual Prop-SS-M2 42 329.31 330.06 330.09 0.002408 1.52 27.57 43.89 0.34 0.63
Reach 1 469 2-Year RI ExistDam_ss 981 329.31 333.24 333.59 0.005337 4.79 204.61 76.95 0.52 2.66
Reach 1 469 2-Year RI Prop-SS-M2 981 329.31 333.24 333.59 0.005337 4.79 204.61 76.95 0.52 2.66
Reach 1 469 5-Year RI ExistDam_ss 1620 329.31 334.23 334.72 0.005712 5.61 288.64 87.89 0.55 3.28
Reach 1 469 5-Year RI Prop-SS-M2 1620 329.31 334.23 334.72 0.005712 5.61 288.64 87.89 0.55 3.28
Reach 1 469 10-Year RI ExistDam_ss 2130 329.31 334.86 335.45 0.005858 6.17 345.23 90.41 0.56 3.82
Reach 1 469 10-Year RI Prop-SS-M2 2130 329.31 334.86 335.45 0.005858 6.17 345.23 90.41 0.56 3.82
Reach 1 469 25-Year RI ExistDam_ss 2880 329.31 335.68 336.41 0.006036 6.85 420.44 93.47 0.57 4.5
Reach 1 469 25-Year RI Prop-SS-M2 2880 329.31 335.68 336.41 0.006036 6.85 420.44 93.47 0.57 4.5
Reach 1 469 50-Year RI ExistDam_ss 3510 329.31 336.28 337.12 0.006144 7.35 477.6 95.18 0.58 5.02
Reach 1 469 50-Year RI Prop-SS-M2 3510 329.31 336.28 337.12 0.006144 7.35 477.61 95.18 0.58 5.02
Reach 1 469 100-Year RI ExistDam_ss 4180 329.31 336.86 337.82 0.006238 7.85 532.56 96.16 0.59 5.54
Reach 1 469 100-Year RI Prop-SS-M2 4180 329.31 336.86 337.82 0.006238 7.85 532.56 96.16 0.59 5.54
Reach 1 469 200-Year RI ExistDam_ss 4930 329.31 337.44 338.53 0.006383 8.37 588.82 96.97 0.6 6.07
Reach 1 469 200-Year RI Prop-SS-M2 4930 329.31 337.44 338.53 0.006383 8.37 588.82 96.97 0.6 6.07
Reach 1 469 500-Year RI ExistDam_ss 6000 329.31 338.2 339.47 0.006589 9.05 662.83 97.83 0.61 6.78
Reach 1 469 500-Year RI Prop-SS-M2 6000 329.31 338.2 339.47 0.006589 9.05 662.85 97.83 0.61 6.78
Reach 1 405 Median Annual ExistDam_ss 42 329.03 329.44 329.44 329.61 0.102953 3.33 12.62 37.14 1.01 0.34
Reach 1 405 Median Annual Prop-SS-M2 42 329.03 329.44 329.44 329.61 0.102953 3.33 12.62 37.14 1.01 0.34
Reach 1 405 2-Year RI ExistDam_ss 981 329.03 331.76 331.76 332.75 0.049572 7.99 122.72 62.63 1.01 1.96
Reach 1 405 2-Year RI Prop-SS-M2 981 329.03 331.76 331.76 332.75 0.049572 7.99 122.72 62.63 1.01 1.96
Reach River Sta Profile Plan Q Total Min Ch El W.S. Elev Crit W.S.E.G. Elev E.G. Slope Vel Chnl Flow Area Top Width Froude # Chl Hydr Depth
(cfs)(ft)(ft)(ft)(ft)(ft/ft)(ft/s)(sq ft)(ft) (ft)
Reach 1 405 5-Year RI ExistDam_ss 1620 329.03 332.62 332.62 333.86 0.042187 8.91 181.73 73.61 1 2.47
Reach 1 405 5-Year RI Prop-SS-M2 1620 329.03 332.62 332.62 333.86 0.042187 8.91 181.73 73.61 1 2.47
Reach 1 405 10-Year RI ExistDam_ss 2130 329.03 333.14 333.14 334.58 0.040185 9.62 221.44 78.04 1.01 2.84
Reach 1 405 10-Year RI Prop-SS-M2 2130 329.03 333.14 333.14 334.58 0.04018 9.62 221.45 78.04 1.01 2.84
Reach 1 405 25-Year RI ExistDam_ss 2880 329.03 333.81 333.81 335.52 0.038105 10.48 274.7 81.6 1.01 3.37
Reach 1 405 25-Year RI Prop-SS-M2 2880 329.03 333.81 333.81 335.52 0.038098 10.48 274.71 81.6 1.01 3.37
Reach 1 405 50-Year RI ExistDam_ss 3510 329.03 334.32 334.32 336.22 0.03662 11.06 317.47 84.72 1.01 3.75
Reach 1 405 50-Year RI Prop-SS-M2 3510 329.03 334.32 334.32 336.22 0.036628 11.06 317.44 84.71 1.01 3.75
Reach 1 405 100-Year RI ExistDam_ss 4180 329.03 334.84 334.84 336.91 0.035244 11.56 361.67 88.35 1.01 4.09
Reach 1 405 100-Year RI Prop-SS-M2 4180 329.03 334.84 334.84 336.91 0.035244 11.56 361.66 88.34 1.01 4.09
Reach 1 405 200-Year RI ExistDam_ss 4930 329.03 335.37 335.37 337.62 0.033915 12.03 409.68 92.12 1.01 4.45
Reach 1 405 200-Year RI Prop-SS-M2 4930 329.03 335.37 335.37 337.62 0.033919 12.03 409.66 92.12 1.01 4.45
Reach 1 405 500-Year RI ExistDam_ss 6000 329.03 336.02 336.02 338.54 0.032693 12.75 470.6 94.68 1.01 4.97
Reach 1 405 500-Year RI Prop-SS-M2 6000 329.03 336.02 336.02 338.54 0.0327 12.75 470.57 94.68 1.01 4.97
Reach 1 99 Median Annual ExistDam_ss 42 324.56 325.05 324.86 325.1 0.005005 1.81 23.2 49.44 0.47 0.47
Reach 1 99 Median Annual Prop-SS-M2 42 324.56 325.05 324.86 325.1 0.005005 1.81 23.2 49.44 0.47 0.47
Reach 1 99 2-Year RI ExistDam_ss 981 324.56 327.59 326.78 328.05 0.005 5.45 180.02 72.64 0.61 2.48
Reach 1 99 2-Year RI Prop-SS-M2 981 324.56 327.59 326.78 328.05 0.005 5.45 180.02 72.64 0.61 2.48
Reach 1 99 5-Year RI ExistDam_ss 1620 324.56 328.68 327.61 329.2 0.005001 5.75 281.59 104.82 0.62 2.69
Reach 1 99 5-Year RI Prop-SS-M2 1620 324.56 328.68 327.61 329.2 0.005001 5.75 281.59 104.82 0.62 2.69
Reach 1 99 10-Year RI ExistDam_ss 2130 324.56 329.18 328.28 329.81 0.005003 6.37 334.45 106.7 0.63 3.13
Reach 1 99 10-Year RI Prop-SS-M2 2130 324.56 329.18 328.28 329.81 0.005003 6.37 334.45 106.7 0.63 3.13
Reach 1 99 25-Year RI ExistDam_ss 2880 324.56 329.83 328.84 330.62 0.005001 7.12 404.4 108.71 0.65 3.72
Reach 1 99 25-Year RI Prop-SS-M2 2880 324.56 329.83 328.86 330.62 0.005001 7.12 404.4 108.71 0.65 3.72
Reach 1 99 50-Year RI ExistDam_ss 3510 324.56 330.32 329.27 331.23 0.005009 7.66 458.23 110.32 0.66 4.15
Reach 1 99 50-Year RI Prop-SS-M2 3510 324.56 330.32 329.28 331.23 0.005009 7.66 458.24 110.32 0.66 4.15
Reach 1 99 100-Year RI ExistDam_ss 4180 324.56 330.82 329.69 331.85 0.005004 8.15 513.09 112.36 0.67 4.57
Reach 1 99 100-Year RI Prop-SS-M2 4180 324.56 330.82 329.69 331.85 0.005004 8.15 513.1 112.36 0.67 4.57
Reach 1 99 200-Year RI ExistDam_ss 4930 324.56 331.33 330.12 332.49 0.005003 8.63 571.58 114.69 0.68 4.98
Reach 1 99 200-Year RI Prop-SS-M2 4930 324.56 331.33 330.12 332.49 0.005003 8.63 571.58 114.69 0.68 4.98
Reach 1 99 500-Year RI ExistDam_ss 6000 324.56 332.02 330.7 333.34 0.005001 9.21 651.73 118.31 0.69 5.51
Reach 1 99 500-Year RI Prop-SS-M2 6000 324.56 332.02 330.7 333.34 0.005001 9.21 651.73 118.31 0.69 5.51
SITE RECONNAISSANCE AND PRELIMINARY DESIGN FOR DAM REMOVAL – CHARTPAK DAM
Appendix E OPCC For Removal of Chartpak Dam
E.1
Appendix E OPCC FOR REMOVAL OF CHARTPAK DAM
Table E.1. Opinion of Probable Construction Cost; ASTM E 2516-11 Estimate Class 5 Order of Magnitude.
Item Units Quantity
Unit OPC
Cost
Extended OPC
Cost Notes
Mobilization/Demobilization Each 1 $360,000 $360,000 10% of Direct Construction
Water Management Each 1 $150,000 $150,000
Allowance; segregation barriers (e.g., sandbag
coffer dams, turbidity curtains)
Sediment Management CY 26,000 $120 $3,120,000
Allowance for active sediment management
including excavation and hauling offsite
Demolish Primary Spillway and Outlet
Works CY 722 $200 $150,000 130 wide ft x 10 ft long x 20 ft high (est)
Final Channel Grading Each 1 $50,000 $50,000 Allowance; Area Uncertain
Repair/Restoration of Access/Staging Each 1 $50,000 $50,000 Allowance; Removal of temporary access roads
Miscellaneous Work & Cleanup Each 1 $50,000 $50,000 Allowance
$3,930,000Total Direct Construction