Project Description & Introduction the Applicant, Mayflower Cape Cod

To: Ms. Mary Barry Date: April 4, 2018 Chair, Barnstable Planning Board

Project #: 14147.00

From: Jocelyn Mayer, PE Re: Stormwater Memorandum Griffin Ryder, PE Cape Cod Mall – Sears Repositioning Hyannis, Massachusetts

Project Description & Introduction

The Applicant, Mayflower Cape Cod, LLC, is proposing to redevelop a portion of the Cape Cod Mall, located at 793 Iyannough Road in the village of Hyannis in Barnstable, Massachusetts (the Site). The Project will include building modifications to accommodate new tenants within the exiting Sears anchor space, demolition of the existing 13,250- square foot Sears Auto building, reconfiguration of the eastern parking lot, access improvements, accessible parking upgrades, and associated landscape improvements.

With the exception of the accessible parking upgrades, the majority of the work associated with this Project will be limited to the eastern most parking lot, encompassing approximately 10-acres of the 35.57-acre mall parcel. The Cape Cod Mall property is generally bounded by Iyannough Road to the north, Falmouth Road/ commercial properties to the south, a Marriott Courtyard to the east, and Enterprise Road/ commercial properties to the west. See Figure 1, Site Locus Map.

Existing Conditions

Under existing conditions, the mall property is almost entirely impervious and is occupied by the mall building and associated parking. There are landscaped islands scattered throughout the existing parking fields, a planting strip along Iyannough Road and a buffer along portions of the eastern perimeter of the property. Between Iyannough Road and the front of the Mall, the Sites topography generally slopes down from the roadway at elevation 55 (NAVD88) to elevation 43 at an approximate 4.5% slope. The topography to the east of the building within the parking lot is generally flat with steeper slopes within the drive aisle adjacent to the eastern building face. Under existing conditions stormwater within the project area is collected by catchbasins and piped via a closed pipe drainage system to an existing detention basin to the south of the mall.

According to the National Resources Conservation Service (NRCS), surface soils on the Site include Urban Land. Based on geotechnical investigations in the area of proposed infiltration on-site soils are primarily sands, classified as Hydrologic Soil Groups (HSG) A. Based on the soil evaluation the Site is considered to be within an area of rapid infiltration (soils with a saturated hydraulic conductivity greater than 2.4 inches per hour).

Proposed Conditions

The majority of the site work is associated with the demolition of the existing 13,250-sqaure foot Sears Auto building and reconfiguration of the existing parking lot to the east of the Mall. The existing right-out onto Iyannough Road will be modified to incorporate a right-in/ right-out driveway and a new sidewalk will be constructed to provide a pedestrian connection from Iyannough Road to the new retail tenants. Overall, the Project will increase landscape and open space areas, resulting in a reduction of approximately 16,170-square feet in impervious area. The

101 Walnut Street PO Box 9151 Watertown, MA 02472 -4026

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Ref: 14147.00 April 4, 2018 Page 2

redevelopment project will maintain existing grading and drainage patterns to the maximum extent practicable. The Project is not subject to the Massachusetts Stormwater Management Standards as it is not located within a jurisdictional area as defined by the Wetlands Protection Act (WPA), however the Project has been designed to meet the Stormwater Management Standards in addition to providing for enhanced nitrogen removal, improvements to water quality as well as increase stormwater recharge.

Under proposed conditions, approximately 60,900-sqaure feet of pavement within the east parking lot will sheet flow toward proposed bioretention basins located within the new landscaped islands. The planted bioretention basins will enhance nitrogen removal and provide for 0.52-inches of water quality treatment, both improvements compared to existing condition. Furthermore, the basins are sized to exceed the 1-inch water quality volume required for the 13,250 square feet of roof top area that is being converted to pavement with the demolition of the Sears Auto building. The bioretention basins are equipped with stone diaphragms sized to provide adequate pretreatment and ultimately provide for 90% TSS removal prior to infiltration.

The Project will increase landscape and open space areas, resulting in a reduction of approximately 16,170-square feet of impervious area. The increase in pervious area on site will allow more stormwater to infiltrate, thus reducing peak discharge rates.

Figures

• Figure 1: Site Location Map

• Figure 2: Existing Conditions Figure

• Figure 3: Proposed Conditions Figure

Attachments

• Attachment 1

o NRCS Soil Survey

o Geotechnical Boring Logs & Gradation Summaries

• Attachment 2

o TSS Removal Calculations

o Water Quality Volume Calculations

• Attachment 3

o Long Term Best Management Practices – Maintenance/Evaluation Checklist

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\\vhb\proj\Wat-LD\14147.00 Simon CC Mall\reports\Stormwater\Figures\14147.00 Locus Map.dwg

Iyannough Road/Route 132

PROJECT LOCATION

Bearses Way 132

Falmouth Road/Route 28 Barnstable

Locus Map Figure 1 0 100.0002200.0004 400.0008Feet Cape Cod Mall Sears Redevelopment 793 Lyannough Road 3/15/2018 Barnstable (Hyannis), MA \\vhb\proj\Wat-LD\14147.00 Simon CC Mall\reports\Stormwater\Figures\14147.00-Drainage Figures.dwg

ROUTE 132 (IYANNOUGH ROAD ROAD)

Way Legend

CAPE COD MALL Cape Cod Mall Cod Cape

CINEMA

Existing Conditions Figure 2 0 50 100 200Feet Cape Cod Mall Sears Redevelopment April 04, 2018 Barnstable (Hyannis), MA \\vhb\proj\Wat-LD\14147.00 Simon CC Mall\reports\Stormwater\Figures\14147.00-Drainage Figures.dwg

ROUTE 132 (IYANNOUGH ROAD ROAD)

Way Legend

PROPOSED RETAIL GFA=46,050± SF

FFE=44.9± PROPOSED RETAIL GFA=77,450± SF

FFE=44.9± 1

CAPE COD MALL

EXISTING Mall Cod Cape CAPE COD MALL

CINEMA 2

Proposed Conditions Figure 3 0 50 100 200Feet Cape Cod Mall Sears Redevelopment April 04, 2018 Barnstable (Hyannis), MA

Ref: 14147.00 April 4, 2018 Page 3

° Attachment 1

o NRCS Soil Survey

o Geotechnical Boring Logs & Gradation Summaries

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Hydrologic Soil Group—Barnstable County, Massachusetts 70° 18' 22'' W 70° 17' 9'' W

391300 391400 391500 391600 391700 391800 391900 392000 392100 392200 392300 392400 392500 392600 392700 392800 392900 41° 40' 21'' N 41° 40' 21'' N 4614200 4614200 4614100 4614100 4614000 4614000 4613900 4613900 4613800 4613800 4613700 4613700 4613600 4613600 4613500 4613500 4613400 4613400 4613300 4613300

Soil Map may not be valid at this scale. 4613200 4613200

41° 39' 45'' N 41° 39' 45'' N 391300 391400 391500 391600 391700 391800 391900 392000 392100 392200 392300 392400 392500 392600 392700 392800 392900

Map Scale: 1:7,730 if printed on A landscape (11" x 8.5") sheet. Meters 70° 17' 9'' W

70° 18' 22'' W N 0 100 200 400 600 Feet 0 350 700 1400 2100 Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 19N WGS84

Natural Resources Web Soil Survey 3/1/2018 Conservation Service National Cooperative Soil Survey Page 1 of 4 Hydrologic Soil Group—Barnstable County, Massachusetts

MAP LEGEND MAP INFORMATION

Area of Interest (AOI) C The soil surveys that comprise your AOI were mapped at Area of Interest (AOI) 1:25,000. C/D Soils D Warning: Soil Map may not be valid at this scale. Soil Rating Polygons Enlargement of maps beyond the scale of mapping can cause A Not rated or not available misunderstanding of the detail of mapping and accuracy of soil A/D Water Features line placement. The maps do not show the small areas of Streams and Canals contrasting soils that could have been shown at a more detailed B scale. Transportation B/D Rails Please rely on the bar scale on each map sheet for map C Interstate Highways measurements. C/D US Routes Source of Map: Natural Resources Conservation Service Web Soil Survey URL: D Major Roads Coordinate System: Web Mercator (EPSG:3857) Not rated or not available Local Roads Maps from the Web Soil Survey are based on the Web Mercator Soil Rating Lines projection, which preserves direction and shape but distorts Background A distance and area. A projection that preserves area, such as the Aerial Photography Albers equal-area conic projection, should be used if more A/D accurate calculations of distance or area are required. B This product is generated from the USDA-NRCS certified data as B/D of the version date(s) listed below.

C Soil Survey Area: Barnstable County, Massachusetts Survey Area Data: Version 14, Oct 6, 2017 C/D Soil map units are labeled (as space allows) for map scales D 1:50,000 or larger. Not rated or not available Date(s) aerial images were photographed: Dec 31, 2009—Mar 22, 2017 Soil Rating Points A The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background A/D imagery displayed on these maps. As a result, some minor B shifting of map unit boundaries may be evident.

B/D

Natural Resources Web Soil Survey 3/1/2018 Conservation Service National Cooperative Soil Survey Page 2 of 4 Hydrologic Soil Group—Barnstable County, Massachusetts

Hydrologic Soil Group

Map unit symbol Map unit name Rating Acres in AOI Percent of AOI

1 Water 7.0 3.3% 245A Hinckley loamy sand, 0 A 16.6 7.8% to 3 percent slopes 245B Hinckley loamy sand, 3 A 4.7 2.2% to 8 percent slopes 264B Eastchop loamy fine A 0.6 0.3% sand, 3 to 8 percent slopes 602 Urban land 183.8 86.4% Totals for Area of Interest 212.8 100.0%

Natural Resources Web Soil Survey 3/1/2018 Conservation Service National Cooperative Soil Survey Page 3 of 4 Hydrologic Soil Group—Barnstable County, Massachusetts

Description

Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long-duration storms.

The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (A/D, B/D, and C/D). The groups are defined as follows:

Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission.

Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission.

Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission.

Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink-swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission.

If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. Rating Options

Aggregation Method: Dominant Condition Component Percent Cutoff: None Specified Tie-break Rule: Higher

Natural Resources Web Soil Survey 3/1/2018 Conservation Service National Cooperative Soil Survey Page 4 of 4

APPENDIX

Boring Logs

Legend for Graphic Log

Bituminous Concrete

Fill

Sand and Gravel

DATE STARTED: 2/7/18 DRILL COMPANY: Soil Exploration Corp. DATE COMPLETED: 2/7/18 DRILLER: Don Leger LOGGED BY: Intertek-PSI BORING B-1 COMPLETION DEPTH 9.0 ft DRILL RIG: Truck-Mounted Drill Rig Dry BENCHMARK: N/A DRILLING METHOD: Hollow Stem Auger

ELEVATION: N/A SAMPLING METHOD: SS Water LATITUDE: HAMMER TYPE: Automatic BORING LOCATION: LONGITUDE: EFFICIENCY N/A STATION: N/A OFFSET: N/A REVIEWED BY: Brianna Sylvester REMARKS: STANDARD PENETRATION TEST DATA N in blows/ft PL Moisture MATERIAL DESCRIPTION LL Additional 0 25 50 Remarks Moisture, % Sample No. GraphicLog Depth, (feet) Sample Type

Elevation (feet) STRENGTH, tsf USCS Classification Recovery (inches) Qu Qp SPT Blows per 6-inch (SS) Blows SPT 0 2.0 4.0 0 6" of bituminous concrete Dense 1 16 Top 5"- dark brown, fine to coarse sand, trace 11-17-18-18 to little silt, little gravel (fill) N=35 Brown, fine to coarse sand, trace to little silt, little gravel (fill) 2 15 Very dense, dark brown, fine to coarse sand, 27-50-38-18 >> trace to little silt, little gravel (fill) N=88 -5 5 Very dense, brown, fine to coarse sand, trace silt, little to some gravel 3 10 Medium dense, brown, fine to coarse sand, 12-13-14-15 trace silt, trace to little gravel N=27 Dense, brown, fine to coarse sand, trace silt, 4 15 trace fine gravel 14-14-23-25 N=37 Boring terminated at 9 feet bgs

Professional Service Industries, Inc. PROJECT NO.: 0446777 480 Neponset Street, Suite 9C PROJECT: Mayflower Cape Cod, LLC Redev. Canton, MA 02021 LOCATION: 769 Iyannough Road Telephone: (781) 821-2355 Hyannis, MA 02601

The stratification lines represent approximate boundaries. The transition may be gradual. Sheet 1 of 1 DATE STARTED: 2/7/18 DRILL COMPANY: Soil Exploration Corp. DATE COMPLETED: 2/7/18 DRILLER: Don Leger LOGGED BY: Intertek-PSI BORING B-2 COMPLETION DEPTH 27.0 ft DRILL RIG: Truck-Mounted Drill Rig While Drilling 14 feet BENCHMARK: N/A DRILLING METHOD: Hollow Stem Auger

Elevation (feet) STRENGTH, tsf USCS Classification Recovery (inches) Qu Qp SPT Blows per 6-inch (SS) Blows SPT 0 2.0 4.0 0 Less than an inch of bituminous concrete 1 1 Medium dense, dark brown, fine to coarse 7-10-11-10 sand, trace to little silt, trace gravel (fill) N=21 Medium dense, dark brown, fine to coarse 2 11 sand, trace to little silt, little gravel (fill) 12-15-11-7 Medium dense, brown, fine to coarse sand, N=26 trace silt, little to some gravel

-5 5 Medium dense, brown, fine to coarse sand, 3 12 trace silt, trace to little fine gravel 6-6-9-7 N=15

-10 10 Medium dense, brown, fine to coarse sand, 4 5 trace silt, trace gravel 6-5-9-8 N=14

-15 15 Medium dense, brown, fine to coarse sand, 5 3 trace silt, trace fine gravel 2-5-7-17 N=12

-20 20 Medium dense, brown, fine to coarse sand, 6 6 trace silt, trace fine gravel 6-5-21-20/1" N=26

-25 25 Medium dense, brown, fine to coarse sand, 7 7 trace silt, trace fine gravel 7-6-9-25 N=15 Boring terminated at 27 feet bgs

The stratification lines represent approximate boundaries. The transition may be gradual. Sheet 1 of 1 DATE STARTED: 2/7/18 DRILL COMPANY: Soil Exploration Corp. DATE COMPLETED: 2/7/18 DRILLER: Don Leger LOGGED BY: Intertek-PSI BORING B-3 COMPLETION DEPTH 27.0 ft DRILL RIG: Truck-Mounted Drill Rig While Drilling 14 feet BENCHMARK: N/A DRILLING METHOD: Hollow Stem Auger

Elevation (feet) STRENGTH, tsf USCS Classification Recovery (inches) Qu Qp SPT Blows per 6-inch (SS) Blows SPT 0 2.0 4.0 0 5.5" of bituminous concrete Dense, dark brown, fine to coarse sand, trace 1 12 to little silt, little to some gravel (fill) 18-20-17-18 Dense, brown, fine to coarse sand, trace silt, N=37 little gravel 2 0 Dense, no recovery 13-17-15-15 N=32

-5 5 Medium dense, brown, fine to coarse sand, 3 4 trace silt, trace to little gravel 14-11-7-7 N=18

-10 10 Medium dense, brown, fine to coarse sand, 4 12 trace silt, trace gravel 4-6-7-9 N=13

-15 15 Loose, brown, fine to coarse sand, trace silt, 5 13 trace gravel 3-3-4-10 N=7

-20 20 Medium dense, brown, fine to coarse sand, 6 16 trace silt, trace gravel 6-3-16-25 N=19

-25 25 Medium dense, brown, fine to coarse sand, 7 17 trace silt, trace gravel 4-5-6-11 N=11 Boring terminated at 27 feet bgs

The stratification lines represent approximate boundaries. The transition may be gradual. Sheet 1 of 1 FIELD CLASSIFICATION SYSTEM FOR SOIL EXPLORATION COHESIONLESS SOILS (Silt, Sand, Gravel and Combinations)

Density Particle Size Indentification

Very Loose 4 blows per foot or less Boulders 8 inch diameter or more Loose 5 - 10 blows per foot Cobbles 3 - 8 inch diameter Medium Dense 11 - 30 blows per foot Gravel Coarse 1 - 3 inches Dense 31 - 50 blows per foot Medium 1/2 - 1 inch Very Dense 51 blows per foot or more Fine 1/4 - 1/2 inch Sand Coarse 0.6 mm - 1/4 inch (diameter of pencil lead) Relative Properties Medium 0.2 mm - 0.6 mm (diameter of broom straw) Descriptive Term Percent Fine 0.05 mm - 0.2 mm Trace 1 - 10 (diameter of human hair) Little 11 - 20 Silt 0.002 mm - 0.05 mm Some 21 - 35 (cannot see particles) And 36 - 50

COHESIVE SOILS (Clay, Silt and Combinations)

Consistency Plasticity

Very soft 2 blows per foot or less Degree of Plasticity Plasticity Index Soft 3 - 4 blows per foot Medim Stiff 5 - 8 blows per foot None to slight 0 - 4 Stiff 9 - 15 blows per foot Slight 5 - 7 Very Stiff 16 - 30 blows per foot Medium 8 - 22 Hard 31 blows per foot or more High to very high over 22

CLASSIFICATION ON LOGS ARE MADE BY VISUAL EXAMINATION OF SAMPLES.

Standard Penetration Test Driving a 2.0" O.D., 1 3/8" I.D., sampler a distance of 2.0 feet into undisturbed soil with a 140 pound hammer free falling a distance of 30 inches. The number of hammer blows required to drive the sampler into the soil in 6-inch increments is recorded. The sum of the hammer blows for the second and third interval provides the Standard Penetration Resistance (N) and is a measure of soil strength. The reader is referenced to ASTM D1586.

Strata Changes Boundaries between soil layers are considered approximate based upon observed changes during the drilling operations or noted changes within representative samples.

Groundwater Observations were made to determine either the depth or elevation of water at the times indicated on the Soil Exploration Logs. The water so encountered may be groundwater or perched water. The depth or elevations indicated for water may fluctuate due to seasonal changes or other unknown factors.

Soil Profiles

Profile B-1 B-2 B-3 0

7-10-11-10 11-17-18-18 N=21 18-20-17-18 N=37 -2 N=35

12-15-11-7 27-50-38-18 N=26 13-17-15-15 N=32 -4 N=88

-6 12-13-14-15 6-6-9-7 14-11-7-7 N=27 N=15 N=18

-8 14-14-23-25 N=37

-10

6-5-9-8 4-6-7-9 N=14 N=13 -12 Elevation -14

-16 2-5-7-17 3-3-4-10 N=12 N=7

-18

-20

6-5-21-20/1" 6-3-16-25 N=26 N=19 -22

-24

-26 7-6-9-25 4-5-6-11 N=15 N=11

-28

Distance Along Baseline

Professional Service Industries, Inc. 480 Neponset Street, Suite 9C Mayflower Cape Cod, LLC Redev. Canton, MA 02021 Telephone: (781) 821-2355 PSI Project Number: 0446777

Material Test Reports

Professional Service Industries, Inc. Report No: MAT:0446777-1-S1 480 Neponset Street, Suite 9C Canton, MA 02021 Issue No: 1 These test results apply only to the specific locations and materials noted and may Phone: (781) 821-2355 not represent any other locations or elevations. This report may not be reproduced, Fax: (781) 821-6276 except in full, without written permission by Professional Service Industries, Inc. If a non-compliance appears on this report, to the extent that the reported non-compliance impacts the project, the resolution is outside the PSI scope of Material Test Report engagement. Client: SIMON PROPERTY GROUP CC: 225 W. WASHINGTON STREET INDIANAPOLIS, IN 46204

Project: MAYFLOWER CAPE COD, LLC REDEV. HYANNIS, MA Approved Signatory: Yannick Lastennet (Department Manager) Date of Issue: 2/23/2018 Sample Details Sample ID: 0446777-1-S1 Client Sample ID: Date Sampled: 02/07/18 Sampled By: Brianna Sylvester Specification: No Spec. Sieve Supplier: Source: Sample Description: Material: Sampling Method: Soil Boring Split Spoon Sample Soil Description: General Location: B-1 (7'-9')

Grading: ASTM C 136, ASTM C 117 Particle Size Distribution Drying by: Oven Date Tested: 2/9/2018 Tested By: Gary Brooks

Sieve Size % Passing Limits ¾in (19.0mm) 100 ½in (12.5mm) 98 3/8in (9.5mm) 97 No.4 (4.75mm) 94 No.10 (2.0mm) 88 No.20 (850µm) 68 No.40 (425µm) 28 No.50 (300µm) 16 No.80 (180µm) 9 No.200 (75µm) 5.6

COBBLES GRAVEL SAND FINES (5.6%) D85: 1.7591 D60: 0.7400 D50: 0.6222 Coarse Fine Coarse Medium Fine Silt Clay D30: 0.4400 D15: 0.2789 D10: 0.1936 (0.0%) (0.0%) (6.0%) (6.0%) (60.0%) (22.4%) Cu: 3.82 Cc: 1.35

Form No: 18909, Report No: MAT:0446777-1-S1 © 2000-2016 QESTLab by SpectraQEST.com Page 1 of 2 Professional Service Industries, Inc. Report No: MAT:0446777-1-S1 480 Neponset Street, Suite 9C Canton, MA 02021 Issue No: 1 These test results apply only to the specific locations and materials noted and may Phone: (781) 821-2355 not represent any other locations or elevations. This report may not be reproduced, Fax: (781) 821-6276 except in full, without written permission by Professional Service Industries, Inc. If a non-compliance appears on this report, to the extent that the reported non-compliance impacts the project, the resolution is outside the PSI scope of Material Test Report engagement. Client: SIMON PROPERTY GROUP CC: 225 W. WASHINGTON STREET INDIANAPOLIS, IN 46204

Project: MAYFLOWER CAPE COD, LLC REDEV. HYANNIS, MA Approved Signatory: Yannick Lastennet (Department Manager) Date of Issue: 2/23/2018 Sample Details

Sample ID: 0446777-1-S1 Client Sample ID: Date Sampled: 02/07/18 Sampled By: Brianna Sylvester Specification: No Spec. Sieve

Supplier: Source: Material: Sampling Method: Soil Boring Split Spoon Sample Soil Description: General Location: B-1 (7'-9') Other Test Results Description Method Result Limits Water content (%) ASTM D 2216 1.3 Method B Tested By Gary Brooks Date Tested 2/8/2018

Comments N/A

Form No: 18909, Report No: MAT:0446777-1-S1 © 2000-2016 QESTLab by SpectraQEST.com Page 2 of 2 Professional Service Industries, Inc. Report No: MAT:0446777-1-S2 480 Neponset Street, Suite 9C Canton, MA 02021 Issue No: 1 These test results apply only to the specific locations and materials noted and may Phone: (781) 821-2355 not represent any other locations or elevations. This report may not be reproduced, Fax: (781) 821-6276 except in full, without written permission by Professional Service Industries, Inc. If a non-compliance appears on this report, to the extent that the reported non-compliance impacts the project, the resolution is outside the PSI scope of Material Test Report engagement. Client: SIMON PROPERTY GROUP CC: 225 W. WASHINGTON STREET INDIANAPOLIS, IN 46204

Project: MAYFLOWER CAPE COD, LLC REDEV. HYANNIS, MA Approved Signatory: Yannick Lastennet (Department Manager) Date of Issue: 2/23/2018 Sample Details Sample ID: 0446777-1-S2 Client Sample ID: Date Sampled: 02/07/18 Sampled By: Brianna Sylvester Specification: No Spec. Sieve Supplier: Source: Sample Description: Material: Sampling Method: Soil Boring Split Spoon Sample Soil Description: General Location: B-2 (5'-7')

Grading: ASTM C 136, ASTM C 117 Particle Size Distribution Drying by: Oven Date Tested: 2/9/2018 Tested By: Gary Brooks

Sieve Size % Passing Limits ¾in (19.0mm) 100 ½in (12.5mm) 98 3/8in (9.5mm) 95 No.4 (4.75mm) 87 No.10 (2.0mm) 73 No.20 (850µm) 43 No.40 (425µm) 16 No.50 (300µm) 8 No.80 (180µm) 4 No.200 (75µm) 2.4

COBBLES GRAVEL SAND FINES (2.4%) D85: 4.1979 D60: 1.3804 D50: 1.0378 Coarse Fine Coarse Medium Fine Silt Clay D30: 0.6088 D15: 0.4069 D10: 0.3273 (0.0%) (0.0%) (13.0%) (14.0%) (57.0%) (13.6%) Cu: 4.22 Cc: 0.82

Form No: 18909, Report No: MAT:0446777-1-S2 © 2000-2016 QESTLab by SpectraQEST.com Page 1 of 2 Professional Service Industries, Inc. Report No: MAT:0446777-1-S2 480 Neponset Street, Suite 9C Canton, MA 02021 Issue No: 1 These test results apply only to the specific locations and materials noted and may Phone: (781) 821-2355 not represent any other locations or elevations. This report may not be reproduced, Fax: (781) 821-6276 except in full, without written permission by Professional Service Industries, Inc. If a non-compliance appears on this report, to the extent that the reported non-compliance impacts the project, the resolution is outside the PSI scope of Material Test Report engagement. Client: SIMON PROPERTY GROUP CC: 225 W. WASHINGTON STREET INDIANAPOLIS, IN 46204

Project: MAYFLOWER CAPE COD, LLC REDEV. HYANNIS, MA Approved Signatory: Yannick Lastennet (Department Manager) Date of Issue: 2/23/2018 Sample Details

Sample ID: 0446777-1-S2 Client Sample ID: Date Sampled: 02/07/18 Sampled By: Brianna Sylvester Specification: No Spec. Sieve

Supplier: Source: Material: Sampling Method: Soil Boring Split Spoon Sample Soil Description: General Location: B-2 (5'-7') Other Test Results Description Method Result Limits Water content (%) ASTM D 2216 2.9 Method B Tested By Gary Brooks Date Tested 2/8/2018

Comments N/A

Form No: 18909, Report No: MAT:0446777-1-S2 © 2000-2016 QESTLab by SpectraQEST.com Page 2 of 2 Professional Service Industries, Inc. Report No: MAT:0446777-1-S3 480 Neponset Street, Suite 9C Canton, MA 02021 Issue No: 1 These test results apply only to the specific locations and materials noted and may Phone: (781) 821-2355 not represent any other locations or elevations. This report may not be reproduced, Fax: (781) 821-6276 except in full, without written permission by Professional Service Industries, Inc. If a non-compliance appears on this report, to the extent that the reported non-compliance impacts the project, the resolution is outside the PSI scope of Material Test Report engagement. Client: SIMON PROPERTY GROUP CC: 225 W. WASHINGTON STREET INDIANAPOLIS, IN 46204

Project: MAYFLOWER CAPE COD, LLC REDEV. HYANNIS, MA Approved Signatory: Yannick Lastennet (Department Manager) Date of Issue: 2/23/2018 Sample Details Sample ID: 0446777-1-S3 Client Sample ID: Date Sampled: 02/07/18 Sampled By: Brianna Sylvester Specification: No Spec. Sieve Supplier: Source: Sample Description: Material: Sampling Method: Soil Boring Split Spoon Sample Soil Description: General Location: B-3 (0'-1.5')

Grading: ASTM C 136, ASTM C 117 Particle Size Distribution Drying by: Oven Date Tested: 2/9/2018 Tested By: Gary Brooks

Sieve Size % Passing Limits ¾in (19.0mm) 100 ½in (12.5mm) 93 3/8in (9.5mm) 90 No.4 (4.75mm) 78 No.10 (2.0mm) 67 No.20 (850µm) 51 No.40 (425µm) 35 No.50 (300µm) 27 No.80 (180µm) 20 No.200 (75µm) 13

COBBLES GRAVEL SAND FINES (13.0%) D85: 7.1170 D60: 1.3755 D50: 0.8140 Coarse Fine Coarse Medium Fine Silt Clay D30: 0.3419 D15: 0.0963 D10: N/A (0.0%) (0.0%) (22.0%) (11.0%) (32.0%) (22.0%)

Form No: 18909, Report No: MAT:0446777-1-S3 © 2000-2016 QESTLab by SpectraQEST.com Page 1 of 2 Professional Service Industries, Inc. Report No: MAT:0446777-1-S3 480 Neponset Street, Suite 9C Canton, MA 02021 Issue No: 1 These test results apply only to the specific locations and materials noted and may Phone: (781) 821-2355 not represent any other locations or elevations. This report may not be reproduced, Fax: (781) 821-6276 except in full, without written permission by Professional Service Industries, Inc. If a non-compliance appears on this report, to the extent that the reported non-compliance impacts the project, the resolution is outside the PSI scope of Material Test Report engagement. Client: SIMON PROPERTY GROUP CC: 225 W. WASHINGTON STREET INDIANAPOLIS, IN 46204

Project: MAYFLOWER CAPE COD, LLC REDEV. HYANNIS, MA Approved Signatory: Yannick Lastennet (Department Manager) Date of Issue: 2/23/2018 Sample Details

Sample ID: 0446777-1-S3 Client Sample ID: Date Sampled: 02/07/18 Sampled By: Brianna Sylvester Specification: No Spec. Sieve

Supplier: Source: Material: Sampling Method: Soil Boring Split Spoon Sample Soil Description: General Location: B-3 (0'-1.5') Other Test Results Description Method Result Limits Water content (%) ASTM D 2216 2.7 Method B Tested By Gary Brooks Date Tested 2/8/2018

Comments N/A

Ref: 14147.00 April 4, 2018 Page 4

° Attachment 2

o TSS Removal Calculations

o Water Quality Volume Calculations

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TSS Removal Calculation Worksheet

101 Walnut Street Project Name: Cape Cod Mall Redevelopment Sheet: 1 of 1 Post Office Box 9151 Project Number: 14147.00 Date: 4-Apr-2018 Watertown, MA 02471 P 617.924.1770 Location: Hyannis, MA Computed by: DJM Discharge Point: EX Dentention Basin - DP1 Checked by: GJR Drainage Area(s): Project Area 1. Pre-Treatment prior to Infiltration Amount Remaining Load BMP* TSS Removal Rate* Starting TSS Load** Removed (C*D) (D-E)

Bioretention Area 90% 100% 90% 10%

0% 10% 0% 10%

Pre-Treatment TSS Removal = 90%

2. Total TSS Removal including Pretreatment 1. Amount Remaining Load BMP* TSS Removal Rate* Starting TSS Load** Removed (C*D) (D-E)

Bioretention Area 90% 100% 90% 10%

0% 10% 0% 10%

* BMP and TSS Removal Rate Values from the MassDEP Stormwater Handbook Vol. 1. Treatment ** Equals remaining load from previous BMP (E) Train TSS 90% Removal =

\\vhb\proj\Wat-LD\14147.00 Simon CC Mall\ssheets\Stormwater\TSS Calcs Water Quality Volume Calculations

Project Name: Simon Cape Cod Mall Proj. No.: 14147.00

Project Location: Barnstable, MA Date: 4/4/2018 Calculated by: DJM Checked by: JRM Required Water Quality Area of New Pavement (sf): 13,250 Runoff Depth to be Treated (in): 1 Required Volume (cf): 1,104

Provided Water Quality Volume

Bioretention Basin #1

Volume Provided: Cumulative Elevation Area (s.f.) Volume (cu.ft.) 42 12 0 42.5 351 91 43 760 369 Bioretention Basin #2

Volume Provided: Cumulative Elevation Area (s.f.) Volume (cu.ft.) 40 682 0 41 1,792 1,237 42 2,375 2,279

Total Provided WQV Bioretention Basin #1 369 Bioretention Basin #2 2,279 Total (cf) 2,647

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Ref: 14147.00 April 4, 2018 Page 5

° Attachment 3

o Long Term Best Management Practices – Maintenance/Evaluation Checklist

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Cape Cod Mall Sears Redevelopment, Hyannis, MA Long Term Best Management Practices – Maintenance/ Evaluation Checklist

Best Management Inspection Date Cleaning/Repair Needed Date of Inspector Minimum Maintenance and Key Items to Check Performed by Practice Frequency Inspected yes no (List Items) Cleaning/Repair Monthly/Bi-annually -Remove trash monthly yes no Bioretention -Mow as needed Area/Rain Garden -Mulch, fertilize, prune and remove dead vegetation annually 4-foot Deep Sump Every 3 months -Inspect 4 times per year yes no and Hooded Catch -Clean units whenever the depth from outlet pipe to sediment basin is 2-feet or less yes no

yes no

Stormwater Control Manager

\\mawald\ld\14147.00 Simon CC Mall\reports\Stormwater\BMP Appendix G: Erosion and Sedimentation Control Measures Maintenance Checklist.doc