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REPORT Site:_ Break: Other:

Wetland Restoration Plan

Sullivan's Ledge Superfund Site New Bedford, MA

October 1996

• DBRIENCGERE ENGINEERS, INC.

5509.003

Report

Wetland Restoration Plan

Sullivan's Ledge Superfimd Site New Bedford, MA

Swiatoslav W. Kaczmar, Ph.D., CIH Vice President

October 1996

OBRIENGGERE ENGINEERS, INC.

5000 Brittonfield Parkway P.O. Box 4873 Syracuse, NY

Contents

1. Introduction 1 1.1. Remedial activities 1 1.2. Objectives 2 1.3. Overview of restoration plan 3

2. Description of baseline conditions 5 2.1. Baseline characterization of OU-1 5 2.2. Baseline characterization of Middle Marsh 5

3. Stream channel restoration methodology 7 3.1. Physical substrate restoration 7 3.2. Hydrology restoration 7 3.3. Vegetation restoration 8

4. Mitigation stream channel creation methodology 9 4.1. Physical stream creation 9 4.2. Hydrology 9 4.3. Vegetation establishment 10

5. Forested wetland restoration methodology 13 5.1. Physical wetland restoration 13 5.2. Hydrology restoration 14 5.3. Vegetation restoration 14

6. Emergent wetland restoration methodology 15

7. Monitoring 17

References 19

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List of tables

Table 1 Physical characteristics of identified segments Table 2 Summary of segment canopy vegetation Table 3 Summary of segment shrub vegetation Table 4 Summary of segment herbaceous vegetation Table 5 Planting summary for Unnamed Stream bank restoration (Hathaway

Rd. To Middle Marsh) Table 6 Planting summary for Unnamed Stream in Middle Marsh - channel

to mid-streambank Table 7 Planting summary for Unnamed Stream in Middle Marsh - mid-

bank to top of streambank Table 8 Planting summary for Mitigation Stream - shaded habitat Table 9 Planting summary for Middle Marsh - elevation > 62 ft AMSL Table 10 Planting summary for Middle Marsh - elevation < 62 ft AMSL Table 11 Planting summary Zone A Table 12 Planting summary Zone B Table 13 Planting summary Zone C Table 14 Target vegetation restoration densities

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List of figures

Figure 1 Plan of Unnamed Stream

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List of appendices

Appendix A - Ground water inflow estimates Appendix B - Stream flow analysis

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1. Introduction

1.1. Remedial activities

This section of the report has been prepared to present the approach for wetland and stream channel restoration required as a result of remedial activities at the Sullivan's Ledge Superfund Site in New Bedford, MA. The Wetland Restoration Plan was designed to meet Section FV.H.3.a of the Scope of Work which indicates that all clearing, site grading, soil and sediment excavation, cap installation and ancillary activities in or affecting wetlands or floodplains shall be performed in accordance with Executive Orders 11990 and 11988; 40 CFR Part 6, Appendix A; and Massachusetts Wetlands Protection Regulations, 310 CMR 10.00. The site has been divided into two Operable Units (OU). OU-1 consists of the landfill, the stream channel of the Unnamed Stream, and two water hazard ponds (Figure 1). OU-2 consists of wetland areas on either side of the Unnamed Stream. The Wetland Restoration Plan for OU-2 is being prepared by Dames and Moore, Inc. (1996). The Wetland Restoration Plan for OU-1 is being prepared by O'Brien & Gere Engineers, Inc., (O'Brien & Gere) and is presented herein.

Remediation in the area south of Hathaway Road will require:

• The channelization of 700 feet (ft) of a shaded stream into a pipe to minimize infiltration from this stream to a shallow ground water collection system.

• The loss of 0.2 acres of forested wetlands along the southern site boundary as a result of construction of the landfill cap.

Mitigation for the stream and wetlands south of Hathaway Road will be accomplished north of Hathaway Road and is included in this Wetland Restoration Plan.

Remedial activities north of Hathaway Road will consist of the following:

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Sullivan's Ledge Superfund Site

1.2. Objectives

The removal of sediment from 1,750 ft of the Unnamed Stream and from the two water hazard ponds. Excavation in the stream channel will temporarily impact bordering vegetated wetlands.

Excavation in the water hazards will temporarily impact approximately 0.6 acres of emergent wetland.

During excavation of the sediments in the Unnamed Stream, a 1,850 ft temporary diversion channel will be created to carry base flow and storm waters through the golf course to ponds outside the limits of OU-1. The channel is designed based on a 24-hr, 100-year storm event. Three hundred ft of this channel will be constructed through an OU-2 forested wetland (Middle Marsh) that does not require remediation as part of OU-2. Upon completion of excavation of the Unnamed Stream, 700 ft of the created diversion channel, outside of Middle Marsh, will be modified to mitigate the stream losses south of Hathaway Road. The 300 ft of the diversion channel through Middle Marsh will be backfilled and the area will require restoration to pre-channel conditions.

Based on the remedial activities planned for OU-1, the objectives of this Wetland Restoration Plan are the following:

• To restore the physical and vegetative characteristics of 1,750 ft of the Unnamed Stream north of Hathaway Road to pre-excavation conditions.

• To create a 700 ft stream north of Hathaway Road, similar in physical and vegetative characteristics to the Unnamed Stream south of Hathaway Road.

• To create 0.2 acres of forested wetlands to mitigate the loss of wetlands along the southern landfill boundary.

• To restore 0.6 acres of emergent wetlands surrounding the hazard ponds at the southern end of OU-1 to their pre-excavation condition.

• To restore 0.5 acres of forested wetlands in Middle Marsh, impacted by the construction of the temporary diversion channel.

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1. Introduction

1.3. Overview of restoration plan

The Wetland Restoration Plan was designed to meet the project objectives through the performance of the following tasks, which correspond to the subsequent sections of this Wetland Restoration Plan:

Section 2 Description of baseline conditions Section 3 Stream channel restoration methodology Section 4 Stream channel creation methodology Section 5 Forested wetland restoration methodology Section 6 Emergent wetland restoration methodology Section 7 Monitoring

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2. Description of baseline conditions

2.1. Baseline characterization of OU-1

The physical and vegetative characteristics of OU-1 were evaluated by O'Brien & Gere and summarized in a wetland characterization report (O'Brien & Gere, 1995a) that was approved by USEPA. Under that characterization effort, OU-1 was divided into six segments (Figure 1). Segment 1 consisted of the Unnamed Stream south of Hathaway Road. Segment 2 consisted of the Unnamed Stream north from Hathaway Road to the first cart path on the golf course. Segment 3 consisted of emergent wetlands on the banks of the Unnamed Stream north of the first cart path. Segment 4 consisted of the Unnamed Stream from the end of Segment 3 to the beginning of Middle Marsh. Segment 5 consists of the Unnamed Stream through Middle Marsh. Segment 6 consists of the two water hazard ponds. The physical characteristics of the segments are summarized in Table 1. The vegetative characteristics of each segment are presented in Tables 2, 3, and 4 for the canopy, shrub, and herbaceous layers, respectively. Topographic profiles of the Unnamed Stream within OU-1 were prepared by Danson Surveying and Engineering Co. (Danson, 1995).

2.2. Baseline characterization of Middle Marsh

The physical and vegetative characteristics of Middle Marsh were identified by Earthplans, Inc. and Dames & Moore, Inc. (1996) under OU-2 efforts. Their report indicated Middle Marsh to be predominantly palustrine forested, broad-leaved deciduous forest, dominated by red maple, green ash, elm and willows. Middle Marsh was found to have a well defined shrub and herbaceous layer over poorly drained soils in a hummock and hollow topography composed of 25 % hummocks. Ground water was found to discharge into Middle Marsh, portions of which are below the water table elevation.

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3. Stream channel restoration methodology

3.1. Physical substrate restoration

Restoration of the Unnamed Stream following the excavation of sediment will consist of backfilling, regrading, and planting. The stream depth, width, and bank slopes will be graded to approximately the pre-excavation configurations, as identified from the stream profiles (Danson, 1995). Although no bank soil samples were collected as part of baseline characterization efforts, the banks of the stream will be brought to the target configuration using embankment material and a suitable topsoil to support vegetative growth. The identified stream bed substrate in the Unnamed Stream from Hathaway Road to the water hazard ponds is a mixture of 75% sand, 17% gravel, 4% silt, 3% rubble, and 1% boulder (O'Brien & Gere, 1995a). A mixture of sand and gravel, with characteristics similar to the existing substrate, will be obtained and used as substrate in the Unnamed Stream. Final grading and a cross-section of the stream channel, showing the substrate, bank, and topsoil requirements are presented on Plan Sheet G-28.

3.2. Hydrology restoration

Water depths measured in the stream during baseline characterization efforts in July 1995, ranged between 0.4 ft and 0.8 ft (O'Brien & Gere, 1995a). The corresponding flow of 400,000 to 500,000 gal/day in the stream, measured during hydrology characterization efforts (See Appendix B), was low in the range of flows measured between July and December, 1995 (200,000 2,100,000 gal/day). Water quantities in the stream are a function of runoff inputs from the drainage and discharge from the water table. An evaluation of the stream hydrology under drought conditions was performed to evaluate whether the stream channel could run dry.

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Long term (>30 years) water table monitoring data from a nearby USGS overburden well (NOW-116) were evaluated to determine the water table elevation ranges during drought conditions. The average fluctuation in this well was 2.89 ft compared to about 1.75 ft for site wells. The water levels in the USGS well during the summer of 1995 (a precipitation deficit year of about 30%) were compared to water table elevation data during 30-year drought conditions (August 1964). The results indicate that the water level in the USGS well during the 30-year drought (5.2 ft bis) was only 0.4 ft lower than that in July 1995 (4.8 ft bis). Therefore, constructing the mitigation stream and restored streams to existing stream bottom elevations with similar materials will provide similar inputs from the water table for stream hydrology. It is anticipated that the interception and contribution of the water table to the stream hydrology will compensate for the split in stream flow and result in a perennial stream with similar habitat characteristics of the original stream. Estimates of ground water inflow rates are presented in Appendix A.

3.3. Vegetation restoration

Following the backfilling and grading activities discussed above, the banks of the stream between Hathaway Rd. and Middle Marsh will be seeded and planted with the species identified in Table 5. Tables 6 and 7 summarize the plantings that will occur on the banks of the stream in Middle Marsh. Seeds will be covered with a biodegradable membrane to minimize the erosion of the seed and planted vegetation in the event of a storm. The membrane will extend from the bottom of the stream to the tops of the banks on both sides of the stream and staked in place. Hydrophytic herbaceous species will be planted through the membrane from the bottom of the stream to the top of the bank to restore the bordering vegetated wetlands. Additionally, tree and shrub species will be planted at random along the streambank. Specifications for wetland plantings are presented in Specification No. 02940 and on Plan Sheets G-28, G-29, and G-30.

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4. Mitigation stream channel creation methodology

4.1. Physical stream creation

A portion of the temporary diversion channel, created for excavation activities in the Unnamed Stream, will be reconfigured to create a stream to mitigate the loss of the shaded stream south of Hathaway Road. As the temporary diversion channel will be constructed based on a 24-hr, 100-year storm, the channel will be filled with a mixture of sand and gravel to a depth equal to the Unnamed Stream. The banks will be graded with embankment material to create a stream approximately 10 ft wide, which is the width of the Unnamed Stream south of Hathaway Road (O'Brien & Gere, 1995a). The embankment material will provide a stable bank to support a layer of topsoil and the planted vegetation. Final grading and a cross-section of the stream channel, showing the substrate, bank, and topsoil requirements are presented on Plan Sheet G28.

4.2. Hydrology

The mitigation channel will parallel the existing Unnamed Stream channel and will receive approximately one half of the current Unnamed Stream discharge from south of Hathaway Road. Completion of the stream channel to a depth similar to the Unnamed Stream will result in a similar hydrology due to the combination of discharges from upstream and from the water table. It is anticipated that the interception and contribution of the water table to the stream hydrology will compensate for the split in stream flow and result in a perennial stream with similar habitat characteristics of the original stream. Estimates of ground water inflow rates are presented in Appendix A.

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4.3. Vegetation establishment

The banks of the created (mitigation) stream will be brought to the target configuration using a suitable topsoil to support vegetative growth. The banks will be seeded and planted with the species identified in Table 8. Seeds will be covered with a biodegradable membrane to minimize the erosion of the seed and planted vegetation in the event of a storm. The membrane will extend from the bottom of the stream to the top of the banks on both sides of the stream and staked in place. Hydrophytic herbaceous species, listed in Table 6, will be planted through the membrane from the bottom of the stream to the top of the bank to restore the bordering vegetated wetlands.

The portion of the Unnamed Stream south of Hathaway Road currently exists within a narrow, steep channel. As a result, the bordering vegetation is not dominated by hydrophytic species. However, it will be necessary to compensate for the habitat value of the shaded stream through the creation of similar habitat. Therefore, the area between the Unnamed Stream and the newly created stream, and the area east of the created stream, will be planted with tree, shrub, and herbaceous species to closely approximate the lost habitat. Table 6 presents a summary of the vegetation that will be planted to recreate the shaded habitat for the mitigation stream. The trees listed for planting were identified along the Unnamed Stream south of Hathaway Road during wetland characterization efforts (O'Brien & Gere, 1995 a). Specifications for wetland plantings are presented in Specification No. 02940 - Wetlands Restoration.

The number of trees to be planted will be consistent with the frequency and dominance observed during characterization efforts, except as described below:

• Tartarian honeysuckle and multiflora rose dominated the shrub layer. However, based on USEPA recommendations, these intrusive species will not be planted along the created stream. Sweet pepperbush, nannyberry, and spicebush, which were observed along other portions of the Unnamed Stream will be planted to replace the undesirable intrusive species and to improve the wildlife habitat value of the area.

• Although there was limited ground cover of herbaceous species in the area south of Hathaway Road, the ground will be seeded with herbs to provide cover and retard weed colonization until a more mature canopy develops. Shrubs will also be planted along the stream banks, through

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4.Mitigation stream channel creation methodology

the fiber membrane to assist in stabilizing the membrane and to provide wildlife cover and shade along the stream until the more mature canopy develops.

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5. Forested wetland restoration methodology

5.1. Physical wetland restoration

Forested wetlands of the Middle Marsh will be temporarily impacted by the construction of the diversion channel. Physical characteristics of the Middle Marsh wetlands are presented in Earthplans, Inc. and Dames & Moore, Inc. (1996). The diversion channel will cut through the Middle Marsh and into a constructed retention basin at the outlet of the marsh. Material will be placed in the diversion channel to restore the hummock and hollow topography of Middle Marsh. The retention basin will also be backfilled and a hummock and hollow forested wetland will be created to mitigate the loss of 0.2 acres of forested wetlands along the southern site boundary, south of Hathaway Road.

Soils in this portion of Middle Marsh are primarily very stony fine sandy loam with a well developed hummock and hollow organic layer (Earthplans, Inc. and Dames & Moore, Inc. 1996). Due to the potential presence of PCBs in the soil removed during channel excavation, excavated soils will not be replaced into the channel as backfill. Ordinary borrow will be obtained to backfill the diversion channel and retention pond to create the foundation for the 25% hummocks in the hummock and hollow topography to create conditions as similar to original soil composition and grades as practical. Hummocks will be approximately ten ft in diameter at the base, tapering to three to five ft at the crown. It is anticipated that approximately 135 hummocks will be formed in this 0.7 acre wetland. The hummocks will be formed by placing piles of the ordinary borrow backfill randomly throughout the area with a backhoe. The piles will be tamped with the bucket to form a solid base. The material will not, however, be compacted so much as to limit root penetration. Upon completion of hummock formation, 8 inches of a mixture of topsoil and peat borrow will be placed over the entire area with the backhoe to prepare the area for planting. Final grading and a cross-section of the stream channel, showing the substrate, bank, and topsoil requirements are presented on Plan Sheet G30.

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5.2. Hydrology restoration

The hydrologic characteristics of the Middle Marsh are presented in Earthplans, Inc. and Dames & Moore, Inc. (1996). The high seasonal water table in the wetland inundates the hollows, but the slightly elevated hummocks are maintained above the long term saturation level. Restoring the hummock and hollow topography to elevations occurring prior to the excavation of the diversion stream will result in a similar hydrology, capable of supporting the vegetation of a forested wetland.

5.3. Vegetation restoration

Planting of the wetland will target the two zones of the wetland: hummocks and hollows. The slight elevation of the hummocks results in less saturated soil conditions that promote tree and shrub development. The planting plan for tops of hummocks is summarized in Table 9. Although present in the Middle Marsh, white pine and multiflora rose will not be planted because they are not typical wetland plants. As recommended by USEPA, yellow birch will be planted in place of these species.

Hollow areas providea substantially different environment. Being frequently flooded, the hollow areas support a variety of herbaceous vegetation that is tolerant of standing water for long periods. The planting plan for the hollow areas is summarized in Table 10. Specifications for wetland plantings are presented in Specification No. 02940 - Wetlands Restoration.

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6. Emergent wetland restoration methodology

Removal of sediments from the water hazard ponds at the northern end of OU1 will temporarily impact emergent wetlands. Therefore, upon completion of the excavation activities, the shorelines will be graded to create shallow water areas that will be planted with hydrophytic vegetation to restore the wetlands. Excavated material from the ponds will not be replaced. The plantings in the ponds will be performed in zones, with Zone A being a shallow (21 to 4') water area, Zone B being an emergent area with planting one ft below the water level to two ft above the water level, and Zone C being the transition zone where hydrophytic vegetation tolerant of less wet conditions will be supported. The planting plan for Zones A, B, and C are summarized in Tables 11,12, and 13, respectively. Final grading and a cross-section of the stream channel, showing the substrate, bank, and topsoil requirements are presented on Plan Sheet G29. Specifications for wetland plantings are presented in Specification No. 02940 - Wetlands Restoration.

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7. Monitoring

Assessment of the success of the restored wetlands will be accomplished through periodic monitoring. Post-construction monitoring of stream flows and elevations and groundwater elevation will be performed consistent with O'Brien & Gere's ground water and surface water monitoring scoping document (1995b). Monitoring will be performed annually for the first three years after completion of the initial restoration, during the fifth year after initial restoration, and every five years after that, if necessary, until the wetland restoration success criteria have been met. Monitoring will occur in the late summer at the end of the growing season. The criterion for wetland restoration success is restoration to within 15% of pre-remediation percentages of herbaceous and woody cover identified under wetland characterization efforts. Table 14 summarizes the target densities for wetland restoration success evaluation.

Pre-remediation percent cover of herbaceous and woody vegetation will be as presented in the wetland characterization reports of O'Brien & Gere (1995a) for bordering vegetated wetlands of excavated streams, the created stream, and emergent wetlands surrounding the water hazard ponds. The wetland characterization plan for Middle Marsh (Earthplans, Inc. and Dames & Moore, Inc., 1996) presents cover percentages for restored and created forested wetlands.

Percent cover of the restored and created wetlands will be evaluated during each monitoring period based on the results of three random vegetative plot surveys in each of the following areas: Unnamed Stream between Hathaway Road and Middle Marsh, created (mitigation) stream between Hathaway Road and Middle Marsh, Unnamed Stream through Middle Marsh, Middle Marsh wetlands restored after backfilling diversion channel, forested wetlands planted in previous retention basin location, and through the water hazard ponds. Evaluations of herbaceous wetland restoration success will be based on comparisons of percent cover measured in 3 ft by 3 ft plots to baseline densities. Shrub wetland vegetation success will be based on comparisons of percent cover or stem densities measured in 10 ft by 10ft plots to baseline densities. Forested wetland vegetation success will be based on comparisons of percent cover or stem densities measured in 30 ft by 30 ft plots to baseline

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densities. A photographic log will be maintained as documentation of restoration progress over the monitoring period.

If monitoring results indicate excessive plant mortalities or inabilities to support hydrophytic vegetation, periodic maintenance will be performed to meet the wetland restoration criterion. Maintenance may include replanting or replacement of dead vegetation.

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References

Dames & Moore, Inc. 1996. Wetlands Restoration Plan, Sullivan's Ledge Operable Unit 2, New Bedford, Massachusetts. Salem, New Hampshire.

Danson Surveying & Engineering Co. 1995. Plan and Profile of Unnamed Stream. Figure prepared for O'Brien & Gere Engineers, Inc.

Earthplans, Inc. and Dames & Moore, Inc. 1996. Wetland Baseline Characterization Report, Sullivan's Ledge Superfimd Site, Operable Unit Two, Middle Marsh, New Bedford, MA. Bow and Salem, New Hampshire.

O'Brien & Gere Engineers, Inc. 1995a. Wetland Characterization Report, Sullivan's Ledge Superfimd Site New Bedford, Massachusetts. Syracuse, New York.

O'Brien & Gere Engineers, Inc. 1995b. Ground Water and Surface Water Monitoring Scoping Document, Sullivan's Ledge Superfimd Site New Bedford, Massachusetts. Syracuse, New York.

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Tables

Table 1. Physical characteristics of identified segments.

Segment# 1 2 3 4 5 6 Trib 1 Trib2

Lenath (ft) 700 150 550 450 600 250 700 160

Channel Width (ft)

9.3 6.6 5 5.6 6 188 4.2

Stream Depth (ft)

0.7 0.5 0.4 0.8 0.7 0-8 0.4

Velocity (ft/sec) 0.7 0.7 1.2 0.6 1.1 0 0

Substrate{%) boulder 4 2 rubble 10 8 2 2 gravel 22 18 10 35 5 3 sand 43 62 83 58 95 7 10 silt 2 4 5 5 90 20 10 organic 40 80

Notes: - data collected during site reconaissance conducted July 6 & 7, 1995. - stream flow data recorded for the time period of the site reconaissance indicates flow of 400,000 and 500,000 gal/day for the two sampling points. The range of flow for the stream for the time period of 7/6/95 to 12/21/95 was 200,000 to 2,100,000 gal/day, as presented in Appendix B.

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Table 2. Summary of segmen canopy vegetaf,on.

Segment# Wetland Indicator Status

1 2 3 4 5 6 Trib2

Red Maple Acerrubrum

FAC 24 (32%) 5 (17%) 39 (66%) 42 (100%)

White Ash Fraxinus americana

FACU 16 (22%) 7 (12%)

Black Willow Salix nigra

FACW+ 0(0%) 14 (48%)

Speckled Alder A/nus rugosa

NL 24 (32%) 8 (28%)

Cottonwood Popu/us deltoides

FAC 5 (7%)

Yellow Birch Betula alleahaniensis

FAC 3(4%) 9 (15%)

American elm Ulmus americana

FACW 1 (1%) 4 (7%)

Black Cherry Prunus serotina

FACU 1 (1%)

Red Pine Pinus resinosa

FACU 2 (7%)

Total # trees 74 29 59 42

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Tables

Table 3. Summary of segment shrub vegetation.

Segment#

Tartarian Honeysuckle FACU 136 (41%) 4 (4%) 8 (14%) 15(11%) 31 (10%) Lonicera tatarica

Northern Arrowwood FACW 40 (12%) 6(5%) 5(3%) 39 (12%) Viburnum recognitum

Multiflora rose Rosa multiflora

Black Raspberry Rubus occidentalis

Willow Salix SOD.

Red-Osier Dogwood Comus stolonifera

Wild Raisin Viburnum cassinoides

Sweet Pepperbush C/ethra alnifolia

Other Shrubs

Total# Shrubs

Wetland Indicator Status

FACU

NL

UPL, OBL

FACW+

FACW

FAC+

1

44 (13%)

41 (12%)

4 (1%)

63 (19%)

328

2

37 (32%)

12 (11%)

15 (13%)

13(11%)

114

3

6 (10%)

3 (5%)

26 (45%)

15 (26%)

58

4

35 (26%)

79 (59%)

2 (1%)

6 (4%)

137

5

75 (39%)

21(11%)

9 (5%)

44 (23%)

37 (19%)

191

6 Trib2

133(41%)

40 (12%)

47 (14%)

35 (11%)

325

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Table 4 Summarv of segmenthe"baceous vege tat"ion.

Segment# Wetland Indicator Status

1 2 3 4 5 6 Trib 2

% Ground Cover 37% 94% 95% 100% 46% 100% 72%

Unknown Grasses Graminae

10% 6% 1% 85% 10% 50% 7%

Reed Canary Grass Phalaris arundinacea

FACW+ 27% 44% 8% 14%

Reed Phragmites phragmites

FACW 29% 34% 18%

Goldenrod Solidago spp.

FACU-, OBL

13% 4% 4%

Spotted Touch-me-not Impatiens capensis

FACW 12% 22% 5% 5% 12%

Spotted Joe-Pye Weed Eupatoriadelphus macu/atus

FACW 15%

Rush Juncus spp.

FACU, OBL

2% 20%

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Tables

Table 5. Plantina summary for Unnamed Stream bank restoration(from Hathaway Rd. to Middle Marsh).

Common Name Scientific Name Indicator Status

Plant Type Size Number Spacing

Bluejoint Grass Calamagrostis canadensis FACW+ seed seed 61bs mixed and applied at 1 lb/1000 sq ft

Riverbank Wild-Rye Eleymus riparius FACW seed seed 61bs

Redtop Agrostis alba FACW seed seed 61bs

Spotted Joe-Pye Weed Eupatoriadelphis maculatum FACW seed seed 1 lbs

Wrinkled Goldenrod Solidago rugosa FAC root 2000 2-ft on-center, random species

Soft Rush Juncus effusus FACW+ plug 1000

Spotted Touch-me-not Impatiens capensis FACW plug 2000

Northern Arrow-Hood Viburnum recognitum FACW- container 18-24 in 160 5-ft on center, random species

Black Raspberry Rubus occidentalis NL plug 18-24 in 160

Black Willow Salix nigra FACW+ cuttings >12in 160

Red-Osier Dogwood Cornus stolonifera FACW+ container 18-24 in 160

Wild Raisin Viburnum cassinoides FACW container 18-24 in 160 random

Red Maple Acerrubrum FAC container 2-3ft 45 10-ft on center, random

Black Willow Salix nigra FACW+ cuttings >12in 90

Speckled Alder A/nus rugosa FACW+ container 18-24 in 45

Red Pine Pinus resinosa FACU container 2-3ft 10 random

October 31, 1996 O'Brien & Gere Engineers, Inc. SEM:pemU:IOIV82\PROJECTSIAE_MISC\SULLIVANIT-SULLIV.WPO


Table 6. Planting summary for Unnamed Stream in Middle Marsh - channel to mid-streambank


Planting Type Size Number Spacing

Soft Rush Juncus effusus FACW+ root 360 2-ft on center

Woolgrass Scirpus cyperinus FACW+ root 180 2-ft on center

Tussock Sedge Carex stricta OBL root 360 1-ft on center

Sensitive Fem Onoclea sensibilis FACW root 520 2-ft on center

Cinnamon Fem Osmunda cinnamomea FACW root 380 1-ft on center

Swamp Milkweed Asclepias incamata OBL root 150 2-ft on center

Burreed Sparganium americanum OBL root 50 4-ft on center

Northern Arrowhead Sagittaria latifolia FACW- root 50 4-ft on center

Bluejoint Grass Calamagrostis canadensis FACW+ seed 2 mixed and applied at 1 lb/1000 sq ft

Spotted Joe-Pye Weed Eupatoriadelphis maculatus FACW seed 2

Riverbank Wild-Rye Eleymus riparius FACW seed 20

Redtop Agrostis alba FACW seed 4

O'Brien & Gere Engineers, Inc. October 31, 1996 SEM•pemll•IDIVB21PROJECTS\AE_MISCISULLNANIT-SULLN.WPD

Tables

Table 7. Planting summary for Unnamed Stream in Middle Marsh - mid-bank to top of streambank.

SizeScientific Name Indicator Planting Type Spacing Status

Common Name Number

'

Red Maple Acerrubrum FAC balled and burlapped 1-1.5 in caliper 100 15-ft on-center

Fraxinus pennsylvanica balled and burlapped 1-1.5 in caliper Green Ash FACW 50

balled and burlapped Yellow Birch Betu/a alleghaniensis FAC 6-8 ft. 30

balled and burlapped Ulmus americana FACW- 6-8ftAmerican Elm 20

Sambucus canadensis FACU container 18-24 in 40 6-ft on center, random species

Elderberry

containerNorthern Arrowwood Viburnum dentatum FACW 3-4 ft 160

containerComus amomum FACW 3-4 ftSilky Dogwood 90

Clethra alnifolia container 3-4 ftFACW 90Sweet Pepperbush

Vaccinium corymbosom FACW 3-4 ft Highbush Blueberry container 60

FACW+ containerflex verticillata 3-4 ft 80Winterberry

Salix discolor containerFACW 3-4 ft Pussy Willow 80

rootCarex stricta OBL 310 1-ft on center Tussock Sedge

Juncus effusus FACW+ root 150 2-ft on center Soft Rush

Onoclea sensibilis FACW root 150Sensitive Fern 2-ft on center

Osmunda regalis rootRoyal Fern OBL 310 1-ft on center

FACW rootOsmunda cinnamomea Cinnamon Fern 310 1-ft on center

rootCarex crinita OBL 310 1-ft on center Fringe Sedge

October 31, 1996 O'Brien & Gere Engineers, Inc. SEM:pemll:\OIV821PROJECTSIAE_MISCISULLIVANIT-SULLIV.WPD


Table 7. Planting summary for Unnamed Stream in Middle Marsh - mid-bank to top of streambank.

Common Name Scientific Name

·.

Indicator Status


Blue Flag Iris versicolor OBL root 150 randomly

Swamp Milkweed Asclepias incamata OBL 1-qt pot 310 random groups of 10

Bluejoint Grass Calamagrostis canadensis FACW+ seed 21bs mixed and applied at 1 lb/1000 sq ft

Riverbank Wild-Rye Eleymus riparius FACW seed 31bs

Redtop Agrostis alba FACW seed 31bs

O'Brien & Gere Engineers, Inc. October 31, 1996 SEM•pemll•IDIV82\PROJECTS\AE_MISCISULLIVANIT-SULLIV.WPD

Tables

Table 8. Planting summary for Mitigation Stream - shaded habitat.


Planting Type

Size Number Spacing

Red Maple Acerrubrom FAG container 2-3ft 300 10-ft on center, random species

Green Ash Fraxinus pennsylvanica FACW container 2-3ft 200

Speckled Alder Aluns rugosa FACW+ container 2-3ft 300

Cottonwood Populus deltoides FAG container 2-3ft 40

Yellow Birch Betula alleghaniensis FAG container 2-3ft 30

American Elm Ulmus americana FACW- container 2-3ft 10

Black Cherry Prunus serotina FACU container 2-3ft 10

Northern Arrowwood Viburnum dentatum FACW- container 18-24 in 900 6-ft on center, random species

Red-Osier Dogwood Cornus stolonifera FACW+ container 18-24 in 900

Sweet Pepperbush Clethra alnifolia FAG+ container 18-24 in 900

Nannyberry Viburnum lentago FAG container 18-24 in 900

Spicebush Lindera benzoin FACW container 18-24 in 300

Bluejoint Grass Calamagrostis canadensis FACW+ seed seed 151bs mixed and applied at 1 lb/1000 sq ft

Upland Grass Mix Mixed seed seed 151bs

Riverbank Wild-Rye Eleymus riparius FACW seed seed 151bs

Redtop Agrostis alba FACW seed seed 151bs

October 31, 1996 O'Brien & Gere Engineers, Inc. SEM:pemll:IOIV821PROJECTSIAE_MISC1SULLIVAN\T·SULLIV.WPD


Table 9. Planting summary for Middle Marsh - elevation > 62 ft AMSL.



Red Maple Acerrobrom FAC balled and burlapped 1-1.5 in caliper 85 on hummock tops

Green Ash Fraxinus pennsylvanica FACW balled and burlapped 1-1.5 in caliper 25

Yellow Birch Betula al/eghaniensis FAC balled and burlapped 6-8ft 15

American Elm Ulmus americana FACW- balled and burlapped 6-8ft 5

Elderberry Sambucus canadensis FACU container 18-24 in 120 5 per hummock, random species, randomly placed Northern Arrowwood Viburnum dentatum FACW- container 3-4 ft 150

Silky Dogwood Comus amomum FACW container 3-4 ft 100

Sweet Pepperbush Clethra alnifolia FACW- container 3-4 ft 100

Highbush Blueberry Vaccinium corymbosom FACW- container 3-4 ft 60

Winterberry /lex verticil/ata FACW+ container 3-4 ft 110

Pussy Willow Salix discolor FACW container 3-4 ft 100



Sensitive Fern Onoclea sensibilis FACW root 150 2-ft on center

Royal Fern Osmunda regalis OBL root 400 1-ft on center

Cinnamon Fern Osmunda cinnamomea FACW root 400 1-ft on center

O'Brien & Gere Engineers, Inc. October 31, 1996 SEM:pemll:1DIV82IPROJECTSIAE_MISCISULLIVANIT-SULLIV.WPD

Tables

Table 9. Planting summary for Middle Marsh - elevation > 62 ft AMSL.



Fringe Sedge Carex crinita OBL root 400 1-ft on center

Blue Flag Iris versicolor OBL root 150 randomly

Swamp Milkweed Asclepias incamata OBL 1-qt pot 400 random groups of 10




October 31, 1996 O'Brien & Gere Engineers, Inc. SEM:pemll:IDIV82\PROJECTS\AE_MISCISULLIVANIT·SULLIV.WPD


Table 10. Planting summary for MiddleMarsh - elevation < 62 ft AMSL.




Woolgrass Scirpus cyperinus FACW+ root 600 2-ft on center


Sensitive Fern Onoclea sensibilis FACW root 1400 2-ft on center

Cinnamon Fern Osmunda cinnamomea FACW root 1200 1-ft on center

Swamp Milkweed Asclepias incamata OBL root 500 2-ft on center


Northern Arrowhead Sagittaria latifolia FACW- root 200 4-ft on center

Bluejoint Grass Calamagrostis canadensis FACW+ seed 2 mixed and applied at 1 lb/1000 sq ft

Spotted Joe-Pye Weed Eupatoriadelphis maculatus FACW seed 2

Riverbank Wild-Rye Eleymus riparius FACW seed 20

Redtop Agrostis alba FACW seed 4

O'Brien & Gere Engineers, Inc. October 31, 1996 SEM:pemll:IOIV82\PROJECTSIAE_M1SCISULLIVANIT-SULLIV.WPD

Tables

Table 11. Planting summary Zone A.

Common Name Scientific Name Indicator Status Planting Type Number Spacing

White Water Lilly Nymphaea odorata OBL root 500 2-ft on center

Yellow Water lilly Nuphar /uteum OBL root 500

Sago Pond Weed Potamogeton pectinatus OBL tuber 500

Long-Leaf Pond Weed Potamogeton nodosus OBL rhizome 500

October 31, 1996 O'Brien & Gere Engineers, Inc. SEM:pemll:IDIV821PROJECTSIAE_MISC1SULLIVANIT-SULLIV.WPD


Table 12. Planting summary Zone B.


Planting Type

Number Spacing

Arrow Arrum Peltandra virginica OBL plug 750 goups of 10, 1-ft on center

Pickerelweed Pontederia cordata OBL plug 700 groups of 10, 2-ft on center

Northern Arrowhead Sagittaria latifolia OBL root 400 5-ft on center

Water Plantain Alisma plantago-aquatica OBL plug 700 2-ft on center


O'Brien & Gere Engineers, Inc. October 31, 1996 SEM:pemll:IDIV82\PROJECTSIAE_MISC\SULLIVANIT-SULLIV.\I\IPD

Tables

Table 13. Planting summary Zone C.

Common Narrie Scientific Name Indicator Status

Planting Type

Number Spacing

Woolgrass Sci,pus cyperinus FACW+ root 1000 2-ft on center

Blue Flag Iris versicolor OBL root 1000 2-ft on center

Marsh Marigold Caltha palustris OBL plug 500 clusters


Sweet Flag Acorus calamus OBL plug 1000 2-ft on center


Spotted Joe-Pye Weed Eupatoriadelphis maculatum FACW seed 41bs



October 31, 1996 O'Brien & Gere Engineers, Inc. SEM:pemll:1DIV82\PROJECTSIAE_MISC\SULLIVAN\T-SULLIV.WPD


Table 14. Target vegetation restoration densities.

Location Baseline Density Target Vegetation Percent Cover

Unnamed Stream from Hathaway Road to Middle Marsh

Herbaceous 96% cover 81-96 % cover

Shrub 2/100 sq ft 5/100 sq ft

Canopy 0.6/100 sq ft 1/100 sq ft

Mitigation Stream

Herbaceous 37%" 22-37% cover

Shrub 71100 sq ft 7/100 sq ft

Canopy 1.6/100 sq ft 1.6/100 sq ft

Unnamed Stream in Middle Marsh

Herbaceous 46% 31-46% cover

Shrub 4/100 sq ft 4/100 sq ft

Canopy 1.3/100 sq ft 1.3/100 sq ft

O'Brien & Gere Engineers, Inc. October 31, 1996 SEM:pem\l:\DNB2\PROJECTSIAE_MISC1SULLNAN\T-SULLN.WPD

Tables

Table 14. Target vegetation restoration densities.

Location Baseline Density Target Vegetation Percent Cover

Restored Diversion Channel In Middle Marsh

Herbaceous 56% cover 41-56% cover

Shrub 69% cover 54-69% cover

Canopy 60% cover 45-60% cover

Water Hazard Ponds

Herbaceous 100% 85-100%

October 31, 1996 O'Brien & Gere Engineers, Inc. SEM:pemll:IOIV821PROJECTSIAE_MISCISULLNANIT-SULLN.WPD

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Appendix A

Ground Water Inflow Estimates

0 'BRIEN & GERE ENGINEERS, INC. MEMORANDUM

To: Files cc: J.M. O'Loughlin

From: Re:

R. G. Stromberg Ground water inflow estimates along diverted stream north of

T. A. Jordan A.M. Carreiro

Hathaway Road, Sullivan's Ledge Site File: 5509-003 Date: May 15, 1996

BACKGROUND

The stream sediments in the unnamed stream north of Hathaway Road through the middle marsh and including the water hazards will be excavated as part of the overall site remedy. Another parallel stream will be constructed to divert base flow and surface water flow which will later be converted into a permanent stream channel along with the current stream as part of the wetland' s restoration program.

OBJECTIVE

The primary objective of this exercise was to assess the amount of water entering the stream channels in question during the channel excavation work. A secondary objective was to assess whether surface water will continue to flow in both channels throughout the year after restoration work is complete. An evaluation of the drainage basin characteristics feeding the length of the unnamed stream in question was therefore warranted to estimate flow rates.from precipitation runoff and ground water recharge during average wet and dry seasons.

A map depicting the length of the stream in question along with the inferred drainage basin is shown on the map in Attachment A. The drainage basin boundaries were inferred from topography on the New Bedford North USGS Quadrangle map. The area of the basin was calculated to be about 6,500,000 square feet.

ASSUMPTIONS AND METHOD USED

• One assumption used in the analysis was that surface water entering the unnamed stream in the basis will be diverted around the current stream by a second channel mentioned above. This channel will be unlined and will capture precipitation runoff and ground water discharge from the eastern half of the basin. Therefore, precipitation runoff and ground water discharge into the excavated stream will occur primarily from the western half of the basin.

• Estimates were calculated for a typical year with respect to precipitation recharge. Significant changes to precipitation patterns during construction will likely result in higher or lower flows. Contingency planning will therefore be necessary to account for these conditions and are described later in the summary section of this memorandum.


Memo to: A. M. Carreiro May 15, 1996 Page 2

• The drainage basin in question was found to represent an area of shallow ground water discharge to the stream by measurements conducted in the Remedial Investigation (RI) in 1987. Surface water flow measurements collected in a portion of this stream by O'Brien & Gere in July 1995 to December 1995 confirmed this pattern even during a summer with a precipitation deficit. It was therefore assumed that this general characteristic will continue to occur during site work resulting in some continual ground water recharge to the stream.

• The ground water recharge to the stream is similar along it's entire length in the area studied. Some differences in topography and subsurface soil conductivity will likely result in variations to stream recharge.

• The stream bed will be excavated to a depth of 2-3 feet below it's current level within swampy organic materials. This should not result in significant alteration of the normal vertical ground water flow patterns around the stream by inducing ground water inflow from intercepting deeper water bearing strata such as glacial till or sandy strata.

The data used for this assessment included precipitation measured from January to December 1995 together with stream flows measured from July to December 1995. The stream flows were measured at two points 250 feet apart along a segment of the stream. The entire stream length in the area studied is about 2,100 feet in length. The points used for measurement were at the point of stream entry into the basin (culvert at Hathaway Road) and a temporary culvert 250 feet further downstream. Stream flow data from these culverts (A and B respectively) are plotted along with precipitation in the graphs in Attachment B.

This data was used to calculate the amount of precipitation recharge to the system during wet and dry seasons and the resultant affects on stream flows. This yielded information regarding the components to stream flow (surface water runoff and ground water recharge) and amounts lost to evapotranspiration during the spring and summer. It should be noted that bank storage along the stream may have a tendency to dampen surface water responses to precipitation.

Subsurface hydraulic conductivity data from shallow wells in the area (MW-SA, 8A, and lOA) was also used along with hydraulic gradients to further assess the ground water discharge component to the stream.



RESULTS

DRY SEASON

As is shown by the graphs in Attachment B, a precipitation deficit existed during July and August 1995. An analysis of precipitation deficit by O'Brien & Gere at another site in Palmer, Massachusetts during this time was estimated to be about 30%. This deficit was noted in most of Massachusetts during this period. The streamflow during the summer of 1995 (July-Aug) averaged about 200-300,000 gpd. An increase of 200,000 gpd was observed in the downstream monitoring station in July. By the end of August there was no measurable increase in flow. A few precipitation events in early August of about 1 inch each had little or no effect on flow volumes. Since this was a period of precipitation deficit and evapotranspiration was at it's seasonally highest rate, the increased stream flow in July between up and down stream measuring stations can be attributed primarily to ground water recharge. By the end of August, ground water recharge is nearly negligible as the stream was neither gaining or losing.

The rate of ground water recharge per 100 feet of stream segment in the early summer was estimated to be about 55 gpm. By late summer this had decreased to negligible amounts. The average discharge in July and August along a 100 foot stream segment was about 2.5 gpm. One half this value (1.25 gpm) was contributed from the western half of the drainage basin.

An estimate of the total shallow ground water flow into the stream from shallow ground water strata was made to compare to the measurements made above. The hydraulic conductivity data from several nearby shallow wells was used along with hydraulic flow gradients along a 100 foot stream segment.

The formula Q= KiA was used where:

Q = total flow into the stream along a given area of stream bed in .ft2 K = hydraulic conductivity in gpd/ft2 i = hydraulic gradient in ft/ft A = cross sectional area offlow along the stream in .ft2

The average hydraulic conductivity values from wells MW-5A,8A, and lOA measured in the RI and by Baker in 1992 was 7.34 gpd/ft2. There was good agreement between the two rounds of results. Data from well MW6A was not used because this was partially screened in bedrock and estimates were performed for the shallow overburden only.



The average gradient was calculated to be 0.013 ft/ft from ground water flow maps prepared in the quarterly monitoring reports. An area of 1,000 ft2 was used considering a length of 100 feet and a width of 25 feet (bank to mid-point of stream). The width of 25 feet accounted for shallow ground water moving through a 25 foot section of the shallow ground water system.

Applying the above formula yielded a ground water flow rate through the overburden into the stream of 0.16 gpm. This value is less than that estimated above which was performed by direct measurement of stream flow. The difference may be accounted for by the presence higher conductive materials such as sand lenses around the stream that weren't screened by the monitoring wells.

In summary, during a typical summer when precipitation is normal, most rainfall will be taken up by evapotranspiration resulting in little direct runoff or ground water recharge to the stream. During intense precipitation events such as thunderstorms in the summer, direct runoff will likely occur for a short period that will add to flows in the stream at varying amounts depending on the precipitation event.

Assuming that a two-inch rainfall occurs over a twenty four hour period in the summer. This will result in a total potential recharge of 7.8 million gallons to the drainage basin of 6,500,000 ft2. If half of it runs off into the stream (the other half is taken up by soil absorption), the increase in flow in a 100 foot stream segment may be temporarily 100-200 gpm dependent on the duration of the storm and antecedent conditions.

WET SEASON

A comparison of the graphs in Attachment B was made to assess the water basin hydraulics during a wetter part of the year (Oct. 1995- Jan. 1996). Precipitation and stream flow measurements were collected during this period. Precipitation during this time amounted to about 15 inches which is considered normal and was spaced relatively regularly throughout the period.

Correspondingly, the stream flows increased in both the up and downstream stations during this time when evapotranspiration rates typically decrease significantly.

The total precipitation recharge in the basin during this time (90 days) was 61 million gallons or about 470 gpm. In consideration of the fact that 10% of the total basin feeds the length between the two measuring stations (250 feet), a flow of 47 gpm in the 250 foot segment was estimated. The actual change in stream flow between the two stations totalled 6.3 million gallons or about 50 gpm. This indicates that just about all of the precipitation resulted in recharge to the stream through direct runoff or ground water recharge. Very little was lost to evapotranspiration as would be expected.



Under typical wet season conditions with average precipitation, the resultant flows in a 100 foot stream segment will average about 50 gpm. Under higher precipitation conditions, the flows will increase proportionally as little will be lost to evapotranspiration.

SUMMARY

The results of this evaluation indicated that flow rates in a 100-foot segment of the stream during excavation will typically range from a few gallons per minute to 55 gpm. Higher amounts (100-200 gpm) could exist in short term storms of high intensity.

During the wetter seasons (October - April), average flows will be around 50 gpm but will frequently be higher during storm events. During one storm in November when 2 inches of rain fell, the flow rates in the stream increased by 1 million gpd which translates into a flow of 275 gpm through a 100-foot segment.

Some contingency planning will be necessary to handle flow volumes in the stream bed resulting from intense storms. The likelihood of dirt run-off will increase in the wetter seasons when evapotranspiration is low and near surface soils are at or above field storage capacity.

After both streams are re-constructed, it appears that about 200,000 gpd (140 gpm) will continue to flow during a typically dry summer. This results mostly from up-stream contributions as little or no gaining was noted in the segment studied during the summer of 1995. During a drought period, flows will decrease further appreciating critical values for wetland sustenance. The basin hydraulics during drought conditions was not included in the scope of this assessment.

sl27: inflow. mcm

- ---

-- ----

Sullivan's Ledge Wetlands Evaluation Precipitation Summary 1995

2 ··-- -·-·---·--·-----·-·-----·

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0.5

0 J FM AM J JASON D

Months

·-- .. ~ -··· ------ ·- ·- ---

Sullivan's Ledge Wetlands Evaluation Flow Measurements, Culverts A & B

2000000 ·--·-·-- ·--·------··-·------·-·---·- -·--··-+-·--1--t,1-0

~ 1500000 - ..---·-·---..--.---·----il -··--·-----·--·-·------..·--·----·---- -...... .

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J F . M A M J J A s 0 N D Months ,1995

-- Culvert A --·-·· Culvert B

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CONTOUR INTERVAL 10 FEET267 MILS

DEPTH CURVES ANC SOUNDINGS IN FEET- 0ATUl'1 IS MEAN S"40RELINE SHOWN REPRESENTS Tt,tE .t1PPROXIHATE LINE OF HEAN

THE ~EAN RANGI: OF TICE: IS APPROXIMATl!:LV 3 7 F"F"l'"T

Appendix B -

. Stream Flow Analysis

-

~§§ D'BRIEN6GERE ENGINEERS, INC.

------------------ O'BRIEN 6 GERE ENGINEERS. INC.

February 2, 1996

Mr. David 0. Lederer Remedial Project Manager, Waste Management Division UNTIED STATES ENVIRONMENTAL PROTECTION AGENCY Massachusetts Superfund Section Waste Management Division - HRS-CAN3 JFK Federal Building Boston, MA 02203

RE: Sullivan's Ledge Superfund Site Stream Flow Analysis

FILE: 5509.003

Dear Dave:

O'Brien & Gere Engineers, Inc. ( O'Brien & Gere) has prepared this report on behalf of tnc Sullivan's Ledge Group (Group) to document the existing hydrologic conditions within Wetland Area 4 of the Sullivan's Ledge Superfund Site in New Bedford, Massachusetts.

Objective

The purpose of this study was to provide a baseline of hydrologic conditions during the growing season for future comparison to conditions observed during ground water extraction activities. This study included the observation of stream flow and depth of the Unnamed Stream as it enters and exits Wetland Area 4, as well as the ground water elevation data during the same period for Wetland Area 4. Precipitation data was also collected.

O'Brien & Gere Enaineers. Inc., an O'Brien & Gere Company 1200 Crown Colony-Drive/ Quincy, MA 02169 / (617) 479-1313 FAX (617) 479-1397

and offices in major U.S. cities

Mr. David 0. Lederer February 2, 1996 Page2

The stream flow analysis program, as defined in the scope of services dated May 25, 1995, was conducted from June 1995 through December 1995. Based on discussion with EPA on May 24, 1995, the scope has been modified. Specifically, at this time, only tabulated data from the monitoring program is to be presented. Conclusions and recommendations will be provided as part of a final report to be completed after the start-up of the active ground water extraction system and the collection of a second round of data. Results of the program are presented below.

Stream flow data

Surface water elevations and velocities were monitored in the Unnamed Stream, to calculate the flow volumes entering and leaving Area 4. Specifically, staff gauges were installed at the entry and exit points of Area 4 to determine depth of flow; flow velocity was measured using a hand held water flow meter. Since a culvert (Culvert A) exists at the entry monitoring location, a second culvert (Culvert B) was installed at the exit location of Wetland Area 4 to standardize the measurements. Culvert B consisted of a 8-ft section of concrete pipe with a diameter of 72 inches. The culvert was placed in the Unnamed Stream at a predetermined location and covered with dirt to direct the stream flow. The dimensions and characteristics of Culvert B were identical to those of Culvert A. Stream flow data are presented on Table 1 and Table 2.

Ground water data

Ground water elevations were monitored continuously during July, August, and September (the growing season). A data logger was installed in a prefabricated enclosure at monitoring well MW-lOA in Wetland Area 4. Tht: purpose of the logger was to continuously monitor the ground water elevation for later comparison to precipitation and stream flow data. This data is used to monitor typical daily, weekly and monthly fluctuations in the ground water level during the growing season. Data obtained from monitoring well MW- lOA is presented as Attachment A.

~recipitation data

New Bedford region precipitation data was obtained from the Northeast Regional Climate Center at Cornell University, Ithica, New York and is presented as Attachment B.

Mr. David 0. Lederer February 2, 1996 Page3

Summazy

Collectively, the data obtained will be used to evaluate the hydraulic water balance of Wetland Area 4. As discussed on May 24, this evaluation will be conducted after treatment plant start-up and collection of post-start-up data.

Please call me if you have any questions concerning the submittal.

Very truly yours,

O'BRIEN & GERE ENGINEERS, INC.

(L.r,,A, m D'/1 rIm~~ M. O'Loughlin, P.E. Senior Project Engineer

a:: A. Carreiro G. Gifford R. Connors T. Jordan D. Dwight (Metcalf & Eddy) J. Naperstek (MADEP) ' D. Farber K. Fries M. Fontaine (City of New Bedford) G. Garfield (Dames & Moore)

Table 1 STREAM FLOW ANALYSIS

Culvert A

1 0.3 18 2.46 141.06 1 0.2 18 2.46 141.06 297.01 0.41 300,000

07/21/95 0.2 18 2.46 141.06 297.01 0.41 300,000

07/28/95 0.9 0.25 18 2.32 132.84 256.83 0.45 300,000

08/03/95. 0.99 0.19 18 2.45 140.25 292.94 0.39 200.000 08/11/95 1 0.2 18 2.46 141.06 297.01 0.41 300,000

08/18/95 0.98 0.15 18 2.43 139.43 288.88 0.30 200,000

08/25/95 0.98 0.16 18 2.43 139.43 288.88 0.32 200.000 09/01/95 0.95 0.15 18 2.39 136.98 276.77 0.29 200,000

09/07/95 0.3 18 2.46 141.06 297.01 0.62 400,000 09/18/95 0.9 0.3 18 2.32 132.84 256.83 0.54 300,000

09/22/95 1 0.35 18 2.46 141.06 297.01 0.72 500,000 09/28/95 0.25 18 2.46 141.06 297.01 0.52 300,000

10/06/95 1.3 0.45 18 2.87 164.68 422.79 1.32 900,000 10/13/95 0.25 18 2.46 141.06 297.01 0.52 300,000

10/20/95 0.3 18 2.46 141.06 297.01 0.62 400,000 10/27/95 1.1 0.35 18 2.60 149.07 338.21 0.82 500,000 11/01/95 1.3 0.45 18 2.87 164.68 422.79 1.32 900,000 11/03/95 1.08 0.19 18 2.57 147.48 329.90 0.44 300,000 11/17/95 1.25 0.4 18 2.81 160.81 401.44 1.12 700,000

11/30/95 1.1 0.3 18 2.60 149.07 338.21 0.70 500,000 12/08/95 1.3 0.4 18 2.87 164.68 422.79 1.17 800,000 12/15/95 1.2 0.3 18 2.74 156.93 380.21 0.79 500,000 12/21/95 1.5 0.4 18 3.14 180.00 50ij.94 1.41 900,000

NOTE: Formula for phi (radians) = 2 * arccos (18"-depth/18")

Formula for phi (degrees) = phi (radians)* 180/pl

Formula for Area of flow = 1/2 r"' 2 (phi-sin phi) Formula for VFR = velocity (ft/s) * area (sqin) / 144 (sqln/sf)

Formula for Flow (gpd) = VFR cf/s * 7.41 gal/cf* 86400 a/day

Table 2 STREAM FLOW ANALYSIS

Culvert B

07/06/95 1 0.4 18 2.46 141.06 297.01 0.83

07/14/95 1 0.35 18 2.46 141.06 297.01 0.72

07/21/95 1 0.4 18 2.46 141.06 297.01 0.83

07/28/95 0.99 0.3 18 2.45 140.25 292.94 0.61

08/03/95 1 0.2 18 2.46 141.06 297.01 0.41 300,000

08/11/95 1 0.2 18 2.46 141.06 297.01 0.41 300,000

08/18/95 0.99 0.18 18 2.45 140.25 292.94 0.37 200,000

08/25/95 0.98 0.17 18 2.43 139.43 288.88 0.34 200,000

09/01/95 0.95 0.4 18 2.39 136.98 276.77 0.77 500,000

09/07/95 1 0.4 18 2.46 141.06 297.01 0.83 500,000

09/18/95 0.98 0.7 18 2.43 139.43 288.88 1.40 900,000

09/22/95 1 0.4 16 2.46 141.06 297.01 0.83 500,000

09/28/95 0.3 18 2.46 141.06 297.01 0.62 400,000

10/06/95 1.4 0.75 18 3.o1 172.35 465.77 2.43 1,600,000

10/13/95 1 0.5 18 2.46 141.06 297.01 1.03 700,000

10/20/95 1 0.45 18 2.46 141.06 297.01 0.93 600,000

10/27/95 0,4 18 2.46 141.06 297.01 0.83 500,000

11/01/95 1.3 0.7 18 2.87 164.68 422.79 2.06 1,300,000

11/03/95 1.2 0.5 18 2.74 156.93 380.21 1.32 900,000 11/17/95 1.45 0.8 18 3.07 176.18 487.34 2.71 1,700,000

11/30/95 1.2 0.6 18 2.74 156.93 380.21 1.58 1,000,000 12/08/95 1.5 0.7 18 3.14 180.00 508.94 2.47 1,600,000

12/15/95 1.3 0.55 18 2.87 164.68 422.79 1.61 1,000,000

12/21/95 1.7 0.8 18 3.41 195.32 595.08 3.31 2,100,000

NOTE: Formula for phi (radians) = 2 * arccos (18"-depth/18") Formula for phi (degrees) = phi (radians)* 180/pi Formula for Area of flow = 1 /2 r" 2 (phi-sin phi) Formula for VFR = velocity (ft/s) * area (sqln) / 144 (sqin/sf)

Formula for Flow (gpd) = VFR cf/s * 7.41 gal/cf* 86400 s/day

ATTACHMENT A

Page # 1 Terras Data File —> B:\SULLDL

Analog/01 MW-10A

Date Time ft

1995/06/26 12:56:44.40 1, 0323E+01 1995/06/27 00:56:44.60 1, 0326E+01 1995/06/27 12:56:44.50 1, 0280E+01 1995/06/28 00:56:44.60 1, 0243E+01 1995/06/28 12:56:44.50 1. 0240E+01 1995/06/29 00:56:44.60 1, 0215E4-01 1995/06/29 12:56:44.50 1, 0215E+01 1995/06/30 00:56:44.60 1, 0178E+01 1995/06/30 12:56:44.50 1. 0186E+01 1995/07/01 00:56:44.60 1. 0150E+01 1995/07/01 12:56:44.50 1. 0160E+01 1995/07/02 00:56:44.60 1. 0121E+01 1995/07/02 12:56:44.50 1. 0150E+01 1995/07/03 00:56:44.60 1. 0211E+01 1995/07/03 12:56:44.50 1, 0182E+01 1995/07/04 00:56:44.60 1. 0103E+01 1995/07/04 12:56:44.50 1. 0077E+01 1995/07/05 00:56:44.60 1. 0034E+01 1995/07/05 12:56:44.50 1. 0020E+01 1995/07/06 00:56:44.60 9. 9871E+00 1995/07/06 12:56:44.50 9. 9908E+00 1995/07/07 00:56:44.60 9. 9655E+00 1995/07/07 12:56:44.50 9. 9835E+00 1995/07/08 00:56:44.60 9. 9510E+00 1995/07/08 12:56:44.60 9. 9871E+00 1995/07/09 00:56:44.60 9. 9727E+00 1995/07/09 12:56:44.60 9. 9474E+00 1995/07/10 00:56:44.60 9. 8933E+00 1995/07/10 12:56:44.50 9. 8789E+00 1995/07/11 00:56:44.60 9. 8392E+00 1995/07/11 12:56:44.60 1.1.0316E+01 1995/07/12 00:56:44.60 1.0467E+01 1995/07/12 12:56:44.60 1.0492E+01 1995/07/13 00:56:44.60 1.0482E+01 1995/07/13 12:56:44.50 1. 0482E+01 1995/07/14 00:56:44.50 1. 0449E+01 1995/07/14 12:56:44.50 1. 0424E+01 1995/07/15 00:56:44.60 1.0366E+01 1995/07/15 12:56:44.50 1. 0334E+01 1995/07/16 00:56:44.50 1.0211E+01 1995/07/16 12:56:44.50 1. 0160E+01 1995/07/17 00:56:44.60 1.0095E+01 1995/07/17 12:56:44.50 1.0067E+01 1995/07/18 00:56:44.60 1. 0059E+01 1995/07/18 12:56:44.60 1. 0388E+01 1995/07/19 00:56:44.50 1. 0525E+01 1995/07/19 12:56:44.50 1. 0511E+01 1995/07/20 00:56:44.60 1. 0417E+01 1995/07/20 12:56:44.50 1. 0377E+01 1995/07/21 00:56:44.60 1. 0298E+01 1995/07/21 12:56:44.50 1. 0294E+01 1995/07/22 00:56:44.50 1. 0254E+01 1995/07/22 12:56:44.50 1.1.0229E+01


Date

1995/07/23 1995/07/23 1995/07/24 1995/07/24 1995/07/25 1995/07/25 1995/07/26 1995/07/26 1995/07/27 1995/07/27 1995/07/28 1995/07/28 1995/07/29 1995/07/29 1995/07/30 1995/07/30 1995/07/31 1995/07/31 1995/08/01 1995/08/01 1995/08/02 1995/08/02 1995/08/03 1995/08/03 1995/08/04 1995/08/04 1995/08/05 1995/08/05 1995/08/06 1995/08/06 1995/08/07 1995/08/07 1995/08/08 1995/08/08 1995/08/09 1995/08/09 1995/08/10 1995/08/10 1995/08/11 1995/08/11 1995/08/12 1995/08/12 1995/08/13 1995/08/13 1995/08/14 1995/08/14 1995/08/15 1995/08/15 1995/08/16 1995/08/16 1995/08/17 1995/08/17 1995/08/18 1995/08/18

Time

00:56:44.50 12:56:44.50 00:56:44.50 12:56:44.50 00:56:44.50 12:56:44.50 00:56:44.50 12:56:44.50 00:56:44.50 12:56:44.50 00:56:44.50 12:56:44.50 00:56:44.50 12:56:44.50 00:56:44.50 12:56:44.50 00:56:44.60 12:56:44.50 00:56:44.60 12:56:44.50 00:56:44.50 12:56:44.50 00:56:44.60 12:56:44.50 00:56:44.60 12:56:44.50 00:56:44.60 12:56:44.50 00:56:44.60 12:56:44.60 00:56:44.60 12:56:44.60 00:56:44.60 12:56:44.50 00:56:44.60 12:56:44.50 00:56:44.60 12:56:44.50 00:56:44.60 12:56:44.50 00:56:44.50 12:56:44.50 00:56:44.50 12:56:44.50 00:56:44.60 12:56:44.50 00:56:44.50 12:56:44.50 00:56:44.60 12:56:44.50 00:56:44.50 12:56:44.50 00:56:44.60 12:56:44.50

Analog#01 MW-10A ft

1, 0171E+01 1, 0178E+01 1, 0135E+01 1. 0077E+01 1, 0005E+01 1. 0049E+01 1.0067E+01 1. 1.0092E+01 1. 1. .0077E+01 1..0049E+01 9. .9510E+00 1..0196E+01 1..0204E+01 1..0222E+01 1..0168E+01 1..0117E+01 1..0005E-I-01 9. .9583E+00 9. .9005E+00 9. .8753E+00 9. .8067E+00 9. .7850E+00 9. .7381E+00 9. .7922E+00 9. •9835E+00 1..0056E+01 1.•0034E+01 1..0020E+01 1..0012E+01 1..0601E+01 1..0723E+01 1.•0723E+01 1.0673E+01 1. 0630E+01 1.0568E+01 1. 0529E+01 1. 0446E+01 1. 0402E+01 1. 0330E+01 1.0301E+01 1. 0240E+01 1. 0229E+01 1. 0189E+01 1. 0142E+01 1.0052E+01 1.0023E+01 9. 9547E+00 9. 9438E+00 9. 9005E+00 9. 9186E+00 9. 8644E+00 9. 8716E+00 9.; 8175E+00 9. ' 9.7850E+00


Date

1995/08/19 1995/08/19 1995/08/20 1995/08/20 1995/08/21 1995/08/21 1995/08/22 1995/08/22 1995/08/23 1995/08/23 1995/08/24 1995/08/24 1995/08/25 1995/08/25 1995/08/26 1995/08/26 1995/08/27 1995/08/27 1995/08/28 1995/08/28 1995/08/29 1995/08/29 1995/08/30 1995/08/30 1995/08/31 1995/08/31 1995/09/01 1995/09/01 1995/09/02 1995/09/02 1995/09/03 1995/09/03 1995/09/04 1995/09/04 1995/09/05 1995/09/05 1995/09/06 1995/09/06 1995/09/07 1995/09/07 1995/09/08 1995/09/08 1995/09/09 1995/09/09 1995/09/10 1995/09/10 1995/09/11 1995/09/11 1995/09/12 1995/09/12 1995/09/13 1995/09/13 1995/09/14 1995/09/14

Time

00:56:44.60 12:56:44.50 00:56:44.60 12:56:44.50 00:56:44.60 12:56:44.50 00:56:44.50 12:56:44.50 00:56:44.60 12:56:44.50 00:56:44.60 12:56:44.50 00:56:44.60 12:56:44.60 00:56:44.60 12:56:44.50 00:56:44.60 12:56:44.60 00:56:44.60 12:56:44.50 00:56:44.60 12:56:44.50 00:56:44.60 12:56:44.60 00:56:44.60 12:56:44.50 00:56:44.50 12:56:44.50 00:56:44.60 12:56:44.60 00:56:44.60 12:56:44.60 00:56:44.60 12:56:44.50 00:56:44.60 12:56:44.50 00:56:44.60 12:56:44.50 00:56:44.60 12:56:44.50 00:56:44.60 12:56:44.60 00:56:44.60 12:56:44.50 00:56:44.60 12:56:44.60 00:56:44.60 12:56:44.60 00:56:44.60 12:56:44.50 00:56:44.60 12:56:44.60 00:56:44.60 12:56:44.60

Analog#01 MW-10A ft

9.7128E+00 9.6876E+00 9.6551E+00 9.6659E+00 9.6298E+00 9.6298E+00 9.5757E+00 9.5540E+00 9.4999E+00 9.5071E+00 9.4890E+00 9.4963E+00 9.4313E+00 9.4133E+00 9.3844E+00 9.3952E+00 9.3808E+00 9.3988E+00 9.4096E+00 9.4024E+00 9.3699E+00 9.3772E+00 9.3411E+00 9.3266E+00 9.2905E+00 9.3122E+00 9.2941E+00 9.2689E+00 9.2400E+00 9.2364E+00 9.2039E+00 9.2111E+00 9.1714E+00 9.1714E+00 9.1498E+00 9.1606E+00 9.1425E+00 9.1317E+00 9.1137E+00 9.1353E+00 9.1137E+00 9.1173E+00 9.1317E+00 9.1570E+00 9.1425E+00 9.1353E+00 9.0523E+00 9.0451E+00 9.0270E+00 9.0270E+00 9.0162E+00 9.0631E+00 9.0920E+00 9.2147E+00


Analog#01 MW-10A

Date Time ft

1995/09/15 00:56:44.60 9.2147E+00 1995/09/15 12:56:44.60 9.2147E+00

ATTACHMENT B

NEW BEDFORD PRECIPITATION DATA 01/01/95 0.71 01/02/95 0.19 01/03/95 0.00 01/04/95 0.00 01/05/95 0.00 01/06/95 0.02 01/07/95 0.51 01/08/95 0.00 01/09/95 0.00 01/10/95 0.00 01/11/95 0.26 01/12/95 0.23 01/13/95 0.00 01/14/95 0.05 01/15/95 0.08 01/16/95 0.10 01/17/95 0.15 01/18/95 0.02 01/19/95 -1.00 01/20/95 0.00 61/21/95 0.05 01/22/95 0.03 01/23/95 0.10 01/24/95 0.00 01/25/95 0.00 01/26/95 0.00 01/27/95 -1.00 01/28/95 0.00 01/29/95 0.00 01/30/95 0.00 01/31/95 0.00 02/01/95 0.00 02/02/95 0.00 02/03/95 0.00 02/04/95 1.18 02/05/95 0.00 02/06/95 0.00 02/07/95 0.00 02/08/95 0.00 02/09/95 0.00 02/10/95 0.00 02/11/95 0.00 02/12/95 0.00 02/13/95 0.00 02/14/95 0.00 02/15/95 0.88 02/16/95 0.00 02/17/95 0.00 02/18/95 0.00 02/19/95 0.00 02/20/95 0.01

02/21/95 0.01 02/22/95 -1.00 02/23/95 0.15 02/24/95 0.14 02/25/95 0.00 02/26/95 0.00 02/27/95 0.05 02/28/95 1.11 03/01/95 0.00 03/02/95 -1.00 03/03/95 0.00 03/04/95 0.00 03/05/95 0.00 03/06/95 0.04 03/07/95 0.00 03/08/95 -1.00 03/09/95 0.91 03/10/95 0.00 03/11/95 -1.00 03/12/95 0.00 03/13/95 0.00 03/14/95 0.00 03/15/95 -1.00 03/16/95 0.03 03/17/95 0.42 03/18/95 0.07 03/19/95 0.00 03/20/95 0.00 03/21/95 0.18 03/22/95 0.08 03/23/95 0.06 03/24/95 0.04 03/25/55 0.00 03/26/95 0.00 03/27/95 0.00 03/28/95 0.00 03/29/95 0.00 03/30/95 0.03 03/31/95 0.03 04/01/95 0.00 04/02/95 0.00 04/03/95 0.00 04/04/95 0.01 04/05/95 0.00 04/06/95 0.00 04/07/95 0.09 04/08/95 0.18 04/09/95 0.41 04/10/95 0.29 04/11/95 0.00 04/12/95 0.09

04/13/95 0.32 06/04/95 0.18 04/14/95 0.17 06/05/95 0.00 04/15/95 0.00 06/06/95 0.09 04/16/95 0.00 06/07/95 1.40 04/17/95 0.00 06/08/95 0.02 04/18/95 0.00 06/09/95 0.00 04/19/95 1.61 06/10/95 0.00 04/20/95 0.00 06/11/95 0.07 04/21/95 0.28 06/12/95 0.60 04/22/95 0.03 06/13/95 0.08 04/23/95 0.00 06/14/95 0.15 04/24/95 0.00 06/15/95 0.00 04/25/95 0.00 06/16/95 0.00 04/26/95 0.00 06/17/95 0.00 04/27/95 0.00 06/18/95 0.00 04/28/95 0.05 06/19/95 0.00 04/29/95 0.00 06/20/95 0.00 04/30/95 0.14 06/21/95 0.00 05/01/95 0.66 06/22/95 0.00 05/02/95 0.05 06/23/95 0.00 05/03/95 0.00 06/24/95 0.00 05/04/95 0.00 06/25/95 0.06 05/05/95 0.00 06/26/95 0.00 05/06/95 0.00 06/27/95 0.00 05/07/95 0.00 06/28/95 0.00 05/08/95 0.00 06/29/95 0.00 05/09/95 0.00 06/30/95 0.00 05/10/95 0.09 07/01/95 0.00 05/11/95 0.24 07/02/95 0.11 05/12/95 0.00 07/03/95 0.00 05/13/95 0.01 07/04/95 0.00 05/14/95 0.02 07/05/95 0.00 05/15/95 0.29 07/06/95 0.00 05/16/95 0.00 07/07/95 0.00 05/17/95 1.10 07/08/95 0.03 05/18/95 0.04 07/09/95 0.00 05/19/95 0.21 07/10/95 0.00 05/20/95 0.00 07/11/95 0.38 05/21/95 0.00 07/12/95 0.00 05/22/95 0.00 07/13/95 0.00 05/23/95 0.00 07/14/95 0.00 05/24/95 0.00 07/15/95 0.15 05/25/95 0.10 07/16/95 0.00 05/26/95 -1.00 07/17/95 0.00 05/27/95 0.00 07/18/95 1.61 05/28/95 0.00 07/19/95 0.00 05/29/95 0.24 07/20/95 0.00 05/30/95 0.20 07/21/95 -1.00 05/31/95 0.00 07/22/95 0.00 06/01/95 0.00 07/23/95 0.00 06/02/95 0.00 07/24/95 0.00 06/03/95 0.52 07/25/95 0.04

07/26/95 0.00 07/27/95 0.00 07/28/95 0.92 07/29/95 0.01 07/30/95 0.00 07/31/95 0.00 08/01/95 0.00 08/02/95 0.00 08/03/95 0.96 08/04/95 0.01 08/05/95 0.09 08/06/95 1.29 08/07/95 0.00 08/08/95 0.00 08/09/95 0.00 08/10/95 0.00 08/11/95 0.00 08/12/95 -1.00 08/13/95 0.00 08/14/95 0.00 08/15/95 0.00 08/16/95 0.00 08/17/95 0.00 08/18/95 0.00 08/19/95 0.00 08/20/95 0.00 08/21/95 0.00 OS/22/95 0.00 08/23/95 0.00 08/24/95 0.00 08/25/95 0.00 OS/26/95 0.00 OS/27/95 0.02 08/28/95 0.00 OS/29/95 0.00 08/30/95 0.00 08/31/95 0.00 09/01/95 0.00 09/02/95 -1.00 09/03/95 0.00 09/04/95 0.00 09/05/95 0.00 09/06/95 0.00 09/07/95 0.00 09/08/95 -1.00 09/09/95 0.00 09/10/95 0.00 09/11/95 0.00 09/12/95 0.00 09/13/95 0.12 09/14/95 0.52 09/15/95 0.00

09/16/95 0.00 09/17/95 2.02 09/18/95 0.00 09/19/95 0.00 09/20/95 0.00 09/21/95 0.00 09/22/95 0.34 09/23/95 0.13 09/24/95 0.00 09/25/95 0.01 09/26/95 0.42 09/27/95 0.00 09/28/95 0.00 09/29/95 0.00 09/30/95 0.00 10/01/95 0.00 10/02/95 0.00 10/03/95 0.00 10/04/95 -1.00 10/05/95 1.54 10/06/95 1.21 10/07/95 0.58 10/08/95 0.00 10/09/95 0.00 10/10/95 0.00 10/11/95 0.00 10/12/95 0.00 10/13/95 0.00 10/14/95 0.02 10/15/95 0.48 10/16/95 0.00 10/17/95 0.00 10/18/95 0.00 10/19/95 0.00 10/20/95 0.00 10/21/95 0.84 10/22/95 0.00 10/23/95 0.00 10/24/95 0.00 10/25/95 0.00 10/26/95 0.00 10/27/95 0.00 10/28/95 0.94 10/29/95 0.00 10/30/95 0.00 10/31/95 0.00 11/01/95 0.00 11/02/95 1.27 11/03/95 0.00 11/04/95 0.26 11/05/95 0.00 11/06/95 0.00

11/07/95 11/08/95 11/09/95 11/10/95 11/11/95 11/12/95 11/13/95 11/14/95 11/15/95 11/16/95 11/17/95 11/18/95 11/19/95 11/20/95 11/21/95 11/22/95 11/23/95 11/24/95 11/25/95 11/26/95 11/27/95 11/28/95 11/29/95 11/30/95 12/01/95 12/02/95 12/03/95 12/04/95 12/05/95 12/06/95 12/07/95 12/08/95 12/09/95 12/10/95 12/11/95 12/12/95 12/13/95 12/14/95 12/15/95 12/16/95 12/17/95 12/18/95 12/19/95 12/20/95 12/21/95 12/22/95 12/23/95 12/24/95 12/25/95 12/26/95 12/27/95 12/28/95

1.35 0.17 0.00 0.00 0.70 0.00 0.06 1.84 039 0.00 0.00 0.05 0.23 0.01 0.13 0.00 0.03 -1.00 0.22 0.00 0.00 0.00 0.47 0.00 0.19 0.00 0.08 0.10 0.00 0.45 0.00 0.00 0.58 0.00 0.00 0.00 0.00 0.41 0.00 0.01 0.03 0.00 0.36 0.43 0.24 0.00 0.00 -1.00 0.00 0.00 -1.00 0.00

12/29/95 0.00 12/30/95 0.00 12/31/95 0.00 A

wetland restoration plan.wetland restoration plan was designed to meet sectio fv.h.3.n oaf the scope...

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