HomeMy WebLinkAboutApplication - 1018 OSGOOD STREET 12/12/2012 44 Stiles Road • Suite One•Salem, New Hampshire 03079
TEL (603 893`,40 l�°`FAX (603) 893-0733
MHF Design Consultants, Inc. "wvVw`rrtTfdesign.com
2012 DEC 12 AIN 1:
December 11, 202 +i
MAS s
Mr. John Simons
North Andover Planning Board
Town of North Andover
1600 Osgood Street
North Andover,MA 01845
Re: 1018 Osgood Street
Watershed Special Permit
MHF # 305312
Dear Mr. Simons:
On behalf of JFJ Holdings,LLC, MHF Design Consultants,Inc., is pleased to provide the
attached Watershed Special Permit application regarding the proposed 2,250 square foot(sf)
coffee shop with drive thru to be located on Map 35,Lot 19 at 1018 Osgood Street. The
following is a brief description of the proposed site plan and the specific requirements as set forth
in the North Andover zoning bylaws for attaining a Watershed Special Permit.
1. Description of Proposed Project:
JFJ Holdings LLC proposes to develop a 2,250 sf coffee shop with drive thru along with
associated parking and two new driveways onto Osgood Street. The site is located on a
parcel that was recently rezoned to B-2 Business District. Although the entire parcel is
located in the Watershed Protection District as shown on the Town Of North Andover's
Zoning Map, it has been determined that a small portion of the site will be considered
subject to the Watershed Special Permit requirements. The portion of the site subject to
the Watershed Special Permit requirements is shown on the attached drainage map. The
remaining area of the lot is not considered tributary to the Watershed Protection District
as documented previously in our request and attached as part of this application.
2. Description of Premises:
The project site is a 0.65 acre parcel located on the westerly side of Osgood Street. The
parcel currently contains an uninhabited residential 2 story dwelling with detached garage
in a dilapidated and abandoned condition. The parcel is located adjacent to the Lawrence
Airport property and is sandwiched between two commercially developed properties_
ENGINEERS PLANNERS SURVEYORS
MHF Design Consultants, Inc.
A. Written Documentation:
Applications for a special permit must be supported by a legibly written or typed
memorandum setting forth in detail all facts relied upon. Addressing each of the below
points individually is required.with this application:
1. Encouraging the most appropriate use of land; The proposed use is allowed by NAZB,
which was recently rezoned from Industrial to the B-2 Business District.
2. Preventing overcrowding of land; The proposed use is within the density requirements
for the B-2 zoning district.
3. Conserving the value of land and buildings; The value of land and buildings on and
around the B-2 Business Zoning District will certainly be conserved(and increased), due to
the quality of the site development and the quality of building materials proposed.
4. Lessoning congestion of traffic; No adverse affects are expected based on the attached
Traffic Study:
5. Preventing undue concentration of population; The design intent is to compliment the
site relative to traffic arriving in North Andover along the Osgood Street corridor
6. Providing adequate light and air; Adequate lighting is proposed.
7. Reducing the hazards from fire and other danger;the proposed site is to conform to
Massachusetts building code along with North Andover site plan regulations for Fire
Protection.
8. Assisting in the economical provision of transportation,water, sewerage,schools,
parks, and other public facilities; The proposed utilities will not place a burden on the
Town's infrastructure.
9. Controlling the use of bodies of water,including watercourses; All site mitigation
measures are consistent with D.E.P.'s Stormwater Management Policy.
10.Reducing the probability of losses resulting from floods; All site mitigation measures
are consistent with D.E.P.'s Stormwater Management Policy.
11. Reserving and increasing the amenities of the Town;the proposed use will generate an
increase in tax revenues to the Town which supports funding of various existing and new
Town amenities.
B. NAZB Section 10.31, SPGA findings to be met:
i
MHF Design Consultants, Inc.
a. The specific site is an appropriate location for such a use, structure or
condition; Since the site is zoned for this type of use as a restaurant with drive
thru,the site is an appropriate location for the proposed project.
b. The use as developed will not adversely affect the neighborhood; The project
provides appropriate building setbacks from the adjacent zoning districts. The
character of the building will reflect the architectural style of the surrounding
buildings.
c. Social,economic, or community needs which are served by the proposal; The
project will fill an important service and need for local patrons of the surrounding
area and commuters along the Route 125 corridor and provide an added source of
revenue to the Town with potential new employment opportunities.
d. There will be no nuisance or hazard to vehicles or pedestrians; Parking lot
layout and driveways are designed to be pedestrian friendly and the site and site
driveways have been designed to accommodate any future sidewalk that may be
built along Osgood Street in this area.
e. Adequate and appropriate facilities will be provided for the proper operation
of the proposed use; The project is serviced by municipal sewer and water and
public utilities that adequately address the needs of the site.
£ The special Permit Granting Authority shall not grant any Special Permit
unless they make a specific finding that the use is in harmony with the
general purpose and intent of this Bylaw. Given the nature of the proposed
project and the understanding that the proposed use is current and allowed by
zoning,the project is in harmony with the general purposes and intent of Section 1
of the North Andover Zoning Bylaw.
C. SPECIFIC REQUIREMENTS TO BE MET FOR OBTAINING A WATERSHED
SPECIAL PERMIT
1. WATERSHED SPECIAL PERMIT CRITERIA
Section 4.136 of the Zoning Bylaw lists the criteria by which the Planning Board will
evaluate the Project as part of its site plan review special permit process. A description of these
criteria, and how the Project meets such criteria,are described as follows:
MHF Design Consultants, Inc.
2. WATERSHED PROTECTION DISTRICT CRITERIA(Section 4.136)
The Project is located partially within the Watershed Protection District boundaries so
only those portions of the Property within the defined District must comply with Section 4.136 of
the NAZB. Moreover, since the Property is located on a lot recorded on December 1, 1950(i.e.,
prior to the date of the enactment.of amendments to the District in 1994),the provisions relating
to the Conservation Zone and the enlargement of the Non-Disturbance Zone and the Non-
Discharge Zones do not apply to the Project as described in Section 4.136(2)(f)of the NAZB.
Accordingly,the following are the Zones applicable to the Project:
Table 2.Lots created on or prior to October 24, 1994
Non-Disturbance Non-Discharge
From Annual High 250 Feet 325 Feet
Water Mark
Of Lake
Cochichewick
From Edge of All 100 Feet 325 Feet
Wetland Resource
Areas Within the
Watershed District
Section 4.136(4) of the NAZB ("Special Permit Requirements")requires the following
information to be provided:
(a)A written certification by a Registered Professional Engineer, or other scientist
educated in and possessing extensive experience in the science of hydrology and hydrogeology,
stating that there will not be any significant degradation of the quality or quantity of water in or
entering Lake Cochichewick, is attached as Exhibit A.
(b) As demonstrated by the Site Plans and supporting information,there is no
reasonable alternative location outside the Non-Disturbance and/or Non-Discharge Buffer Zones,
for any discharge, structure, or activity,associated with the proposed use to occur.Additionally
only a small portuionof the lot is subject of the requirements of this section.
(c) As demonstrated by the Site Plans and supporting information in Exhibits B and
C, all on-site operations including,but not limited to, construction,waste water disposal, and
fertilizer applications will not create concentrations of nitrogen in groundwater, greater than the
Federal limit at the down gradient property boundary.
(d) Projections of down gradient concentrations of nitrogen,phosphorus and other
relevant chemicals at property boundaries and other locations deemed pertinent by the Board are
provided in Exhibit C.
(e) As demonstrated by the Site Plans and supporting information in Exhibits D and.
C, any runoff from impervious surfaces will,to the extent possible,be recharged on site and
diverted toward areas covered with vegetation for surface infiltration.
MHF Design Consultants, Inc.
Accordingly,the Applicant respectfully requests the Board to find that,as a result of the
proposed use in conjunction with other uses nearby,there will not be any significant degradation
of the quality or quantity of water in or entering Lake Cochichewick.
If you should have any questions,please contact our office at your convenience.
Very Truly ` urs; ,�
MH/F es' n Cays°iiltantnc.
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PLANNING DEPARTMENT �
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Special Permit —Watershed Permit Application 71
Please type or print clearly.
1.Petitioner: Mark Gross,PE c/o WIF Design Consultants,Inc.
Petitioner's Address: 44 Stiles Road,Suite One,Salem,NH 03079
Telephone number: 603-893-0720
2.Owners of the Land: JF7 Holdings,LLC
Address: 751 Main Street,Sanford,ME 04073
Number of years of ownership: Less than one year
3.Year lot was created: 1920+/-
4. Is the lot currently on septic or sewer?
Septic
If on sewer, please provide date the sewer connection was
completed:
5. Description of Proposed Project: Construction of a proposed 2,250 sf Donut Shop with a drive-thru
window.
6.Description of Premises: Existing Single Family Dwelling(Vacant)
7.Address of Property Being Affected: 1018 Osgood Street
Zoning District: B-2
Assessors Map: 035 Lot#: 0019
Registry of Deeds: Book#: 12798 Page#: 255
8.Existing Lot:
Lot Area(Sq. Ft): 28,230 Building Height: 28'+/-
Street Frontage: 149.23 Side Setbacks: 60743'
Front Setback: 28'+/- Rear Setback: 134'+/-
Floor Area Ratio: 0.08 Lot Coverage: 5%
9.Proposed Lot(if applicable): N/A
Lot Area(Sq.Ft): Building Height:
Street Frontage: Side Setbacks:
Page 1 of 2
1600 Osgood Street,North Andover,BIdg.20,Suite 2-36 Planning Dept.,Massachusetts 01845
Phone 978.688.9535 Fax 978.688.9542 Web www.townofnorthandover.com
Edited 8/6/07
Front Setback: Rear Setback:
Floor Area Ratio: Lot Coverage:
10. Required Lot(as required by Zoning Bylaw):
Lot Area(Sq. Ft): 25,000 Building Height: 35'
Street Frontage: 125' Side Setbacks: 25'
Front Setback: 25' Rear Setback: 30'
Floor Area Ratio: 0.75:1 Lot Coverage: 35%
11. Existing Building(if applicable):
Ground Floor(Sq.Ft.): 1,134 #of Floors: 2
Total Sq.Ft.: 1,868 Height: 2 stories
Use: Residential Type of Construction: Wood Frame
12.Proposed Building:
Ground Floor(Sq.Ft.): 2,250 #of Floors: 1
Total Sq.Ft. 2,250 Height: 25'6"
Use: Commercial Type of Construction: EFS
13. Has there been a previous application for a Special Permit from the Planning Board on these
premises? No If so,when and for what type of construction?
14.Section of Zoning Bylaw that Special Permit Is Being
Requested Section 4.136-Watershed Special Permit
15.Petitioner and Landowner signature(s):
Every application for a Special Permit shall be made on this form, which is the official form of the
Planning Board. Every application shall be filed with the Town Clerk's office. It shall be the
responsibility of the petitioner to furnish all supporting documentation with this application. The
dated copy of this application received by the Town Clerk or Planning Office does not absolve the
applicant from this responsibility. The petitioner shall be responsible for all expenses for filing and
legal notification. Failure to comply with application--requirements, as cited herein and in the
Planning Board Rules and Re.ujotions may result'in d ismissal by the Planning Board of this
application as incomplete,-.-"'
Petitioner's Signature z -'
Print or type name here:
Owner's Signature:
Print or type name here: Mark :'G ss en or Owner
16.Please list title of plans and documents you will be attaching to this application.
Exhibit A-Certification Letter
Exhibit B-Proposed Site Development Plans for Map 35 Lot 19 1018 Osgood Street,North Andover
Exhibit C-Excerpt from Storm water Management Report
Exhibit D Abutters List
Page 2 of 2
1600 Osgood Street,North Andover,Bldg.20,Suite 2-36 Planning Dept.,Massachusetts 01845
Phone 978.688.9535 Fax 978.688.9542 Web www.townofnorthandover.com
Edited 8/6/07
MHF Design Consultants, Inc.
EXHIBIT A
CERTIFICATION LETTER
44 Stiles Road •Suite One• Salem, New Hampshire 03079
TEL (603) 893-0720 • FAX (603) 893-0733
MHF Design Consultants, Inc. www.mhfdesign.com
December 11, 2012
North Andover Planning Board
Town of North Andover
1600 Osgood Street
North Andover,MA 01845
Re: 1018 Osgood Street
Map 35 Lot 19
Proposed Coffee Shop
with Drive-Thru
Cafua Realty Trust, LLC
Sub: Watershed Certification Letter
Dear Board Members:
On behalf of JFJ Holdings LLC,this letter serves as a certification by MPF Design
Consultants, Inc.that there will not be any significant degradation of the quality or quantity of
water in or entering Lake Cochichewick as a result of the above referenced project. The site has
been designed to minimize the impact of the project to the buffer zones associated with the
Watershed Protection District. Storm water management for the site incorporates recharge
through infiltration trenches as well as providing 80%TSS Removal per the D.E.P. Stormwater
Management Policy, and the use of lawn fertilizers will be limited to organic methods with
reduced nitrogen content.
Please feel free to contact our office at your convenience.
Sincerely yours,
MBF Desi onsultants,Inc.
Fr o teiro,P.E.
Pre de
cc: Mr. Greg Nolan, Cafua Realty Trust LLC
r-mr.INEERS PLANNERS SURVEYORS
MHF Design Consultants, Inc.
EXHIBIT B
SITE DEVELOPMENT PLANS AND SUPPORTING DOCUMENTATION
N,
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PRE DEVELOPMENT DRAINAGE PLAN
ASSESSORS LAP 35 LOT 19
1018 SGOOD STREET
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PREPMm FOR:
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MEMORANDUM
Date: September 15, 2012
To: Mark Gross, P.E., MHF Design Consultants, Inc.
From: Amanda Atwell, CPSS,
Michael Howard, CWS, PWS
Subject: Wetland Drainage Confirmation, 1018 Osgood Street, North Andover,MA.
On March 14, 2012, a wetland/soil scientist from Epsilon Associates, Inc. conducted a field visit to
1018 Osgood Street in North Andover, Massachusetts to delineate wetlands on the subject parcel
Any potential off-site wetlands in the vicinity of the parcel were also assessed and identified. One
wetland resource area, referred to as Wetland Series 1, was delineated by Epsilon. This wetland
consists of a scrub shrub bordering vegetated wetland ("BVW") and is subject to protection under
the Wetlands Protection Act(310 CMR 10.55) and North Andover Bylaw. Refer to Epsilon's March
27, 2012 Wetland Delineation Memo for additional detail.
On August 10, 2012, a wetland/soil scientist from Epsilon Associates, Inc. conducted a 2"d field visit
to determine if the delineated BVW flows east towards Lake Cochichewick (the Town's surface
water drinking supply) or west towards the Merrimack River. As explained in further detail below
Epsilon confirmed the BVW flows towards the Merrimack River and is not located in the Lake
Cochichewick watershed.
Watershed Analysis
A large wetland exists along the southern portion of Lawrence Municipal Airport between a small
shopping facility and the Casa Blanca Mexican Restaurant. This wetland, in part, flows under the
entrance driveway leading to the restaurant and into a pond/wetland located adjacent to Osgood
Street. This resource was recently delineated by others using "LEC Resource Area" flagging. A
twelve inch wide concrete headwall and corrugated metal pipe was located on the edge of this
2
wetland. Since the direction of flow was not apparent from field observations Epsilon consulted
with surveyors from MHF Design Consultants to collect additional data in order to determine if the
wetland flows towards Lake Cochichewick via this pipe OR if the pipe directs runoff away from
Lake Cochichewick into the wetland before flowing towards the Merrimack River. MHF confirmed
the pipe connects to a nearby catch basin located in Osgood Street. The elevation of the
aforementioned corrugated metal pipe is lower than the catch basin rim elevation. This indicates
that stormwater runoff from Osgood Street flows into the wetland and that the wetland and site
drainage do not flow towards Lake Cochichewick. More specifically, water from the wetland /
pond flows north to a large wetland complex located west of Commerce Way and north of the
industrial park. Although Epsilon did not gain access onto Lawrence Municipal Airport property,
use of topographic and aerial mapping allowed tracing of this system that flows into a stream along
the northeastern portion of the Airport(near Runway 23 end) and daylights at Holt Road and can be
traced along the eastern edge of the landfill. From there previous delineations and prior knowledge
of the area (M Howard, Epsilon), as well as topographic/aerial evidence confirms that an unnamed
stream flows under the railroad tracks and into the Merrimack River.
If you have any questions regarding this report, please do not hesitate to contact me at
978.461.6227 or via email at aatwellQepsilonassociates.com. Thank you.
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1018 Osgood Street, North Andover, MA
Figure 2
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Mark Gross
From: Atwell, Amanda[AAtwell@epsilonassociates.com]
Sent: Wednesday, August 22, 2012 11:20 AM
To: Mark Gross
Cc: Howard, Mike
Subject: 1018 Osgood Street
Attachments: headwall.pdf; Site visit.pdf
Hi Mark,
Sorry for the delay in getting back to you. My email from Monday didn't go through due to file size.
On Friday, August 101 visited the site to track water flow from the delineated wetland located onsite, and adjacent to the
proposed project site. I was able to trace flow northwest and to the wetland located adjacent to the Mexican Restaurant.
There is a culverted stream that flows under the access road to the Restaurant and into a small pond located east of the
building. This pond has a headwall(identified on the attached figure)that is located along Osgood Street. Direction of
flow within the channel adjacent to the headwall is not apparent in either direction. There is a catch basin immediately
upgradient(and likely under Osgood Street)from the headwall. It is likely that stormwater from the street enters the catch
basin then discharges into the pond. Survey should be able to identify these catch basins and direction of flow/discharge.
It may also be a good idea to take a few points within the channel indicating the directionality of flow. These catch basins
are in line with the stormwater retention basin constructed for Butcher Boy. I could not locate any outlets inline with our
headwall that have discharge points along the stormwater retention basin or along Lake Cochichewick. I have attached a
few photos of the area in question.
If water from the headwall flows into the pond, then we have topographic and photographic documentation that water
continues to flow to the north, crossing under Holt Road, along the toe of slope of the landfill, and ultimately into the
Merrimack River. We will write an memo for the North Andover Conservation Commission summarizing our site visit, the
USGS, and your survey findings.
<<headwall.pdf>> <<Site visit.pdf>>
Thank you,
Amanda
Amanda Atwell, CPSS
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headwall noted. located adjacent to restaurant road.
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MEMORANDUM
Date: March 27, 2012
To: Mark Gross, P.E., MHF Design Consultants, Inc.
From: Amanda Atwell, CPSS,
Michael Howard, CWS, PWS
Subject: Wetland Delineation Memo, 1018 Osgood Street, North Andover, MA.
On March 14, 2012, a wetland/soil scientist from Epsilon Associates, Inc. conducted a field visit to
1018 Osgood Street in North Andover, Massachusetts to identify and delineate wetlands. Wetlands
were delineated within the parcel and the general vicinity of the parcel was reviewed for wetlands
abutting the parceltthat could potentially impact the parcel through their buffer areas. Additionally,
wetlands within the vicinity were reviewed to determine the jurisdictional status of the delineated
wetland under the Wetlands Protection Act and/or North Andover Wetlands Bylaw.
The attached figures depict the parcel and relevant information reviewed as part of this wetland
delineation, including topographic mapping, MassDEP wetland mapping, Natural Heritage
Endangered Species Program mapping, Soils and FEMA mapping. The parcel is located north of
Osgood Street and southwest of Lawrence Municipal Airport's Runway 32. Wetlands are located in
the vicinity of the parcel, and Lake Cochichewick (North Andover's surface water drinking supply)
is located approximately 2,000 feet east of the parcel.
Wetland Series 1 was delineated within and abutting the parcel. This wetland consists of a scrub-
shrub bordering vegetated wetland (BVW) and is subject to the MassDEP Wetlands Protection Act
(310 CMR 10.55) and North Andover Bylaw. The wetland is part of a larger system that starts at a
culvert leading from the Airport. Water flows northeast within an emergent wetland located along
the edge of a parking lot, adjacent to the site, and wraps around the parking lot to the south. From
there, water pools near what appears to be a collapsed culvert and likely continues onto Airport
property to the northeast. Epsilon was not able to follow the flow of water onto the Airport due to
restricted site access, however it is likely that water from this system flows into the larger wetland,
stream, and pond system by Casa Blanca Mexican Restaurant. The streams and ponds continue
north and appear to flow into the Merrimack River. The wetlands do not appear to flow towards
Lake Cochichewick— which may be important relative to the Town's Watershed Protection Bylaw.
Further analysis and consultation with the Town is recommended to confirm jurisdiction under
2
these regulations. The extent of the BVW was identified using the 1 flag series, and includes
wetland flag 1-1 through 1-7. A wetland and upland data point were recorded as part of this
analysis, this information is also attached.
The scrub-shrub wetland is dominated by red maple (Acerrubrum), speckled alder (A/nus incana),
highbush blueberry (Vaccinium corymbosum), silky dogwood (Cornus amomum), and gray
dogwood (Cornus racemosa). The ground cover is dominated by sensitive fern (Onoclea sensibilis),
sedge (Carex so.), aster (Aster so.), and purple loosestrife (Lythrum salicaria). Representative photos
of the wetland, and off-site wetlands are attached.
This scrub-shrub BVW is subject to the MassDEP Wetlands Protection Act and North Andover
Wetlands Bylaw and a 100-foot buffer will extend from the wetland edge. The Wetlands Bylaw
also incorporates a 25-foot No Disturbance Zone and a 50-foot No Build Zone from the edge of
wetlands. Greater setbacks may be required for wetlands located in the Lake Cochichewick
watershed (consultation with the Conservation Commission and Planning Board is recommended
to confirm current setbacks). According to the current NHESP Atlas (2008), the parcel is not
mapped as Estimated or Priority Rare Species Habitat.
If you have any questions regarding this report, please do not hesitate to contact me at
978.461.6227 or via email at aatwell@epsilonassociates.com. Thank you.
Attachment A
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Attachment C
Data Forms
WETLAND DETERMINATION DATA FORM—Northcentral.and Northeast Region
Projecysite: 1018 Osgood Street CitylCounty: North Andover,Essex County Sampling Date: 3114/2012
ApplIcaril/Owner.,Mark Gross State: MA Sampling Point, 1-U
investigator(s): A.Atwell Section.Township,Range: North Andover
Landform(hillslope,terrace,etc,): Toe of slope Local relief(concave,convex,none), oonoeva
Slope(%); 2% Lat: 42,714777 Long: -71.117564 Datum:
Soil Map Unit Name: Urban Land NWI classification: None
L
Are climatic I hydrologic conditions on the site typical for this time of year? Yes Y No (If no,explain In Remarks)
Are Vegetation Soil_or Hydrology significantly disturbed? Are"Normal Circumstances"pre-sent? Yes No
Are VegetationSoilor HydrGI-agy naturally problematic? (if needed,explain any answers In Remarks.)
_
SUMMARY OF FINDINGS— Attach site map showing sampling point locations,transects,Important features,etc-
Hydrophytic Vegetation Present? Yes No V Is the Sampled Area
V(
Hydric Soil Present? Yes No V-1 within a Wetland? Yes No
Welland Hydrology Present? Yes No ✓ If yes,optional Weiland Site ID.-
Remarks: (Explain alternative procedures here or In a separate report.)
This data point is representative of the upland habitat located on the majority of the site.
HYDROLOGY
Wetland Hydrology Indicators: Secondary indicators(minimum of Itwo regulLad)
Prim,ai-vindicators(m)r.lmum of one is recluired;check 0'that apply, Surface Soil Cracks(86)
Surface Water(Al) Water-Stained Leaves(139) Drainage Patterns(WO)
High Water Table(A2) Aquatic Fauna(13137) — Moss Trim Lines(W6)
Saturation(Aj') Marl Deposits(B115) — Dry-Seasor.Water Table(C2)
Water Marks(B 1) Hydrogen Sulfide Odor(CI) — Crayfish Burrows(Ca)
Sediment Deposits(B2) Oxidized Rhizosph"is on Living Roots(C3) Saturation Visible on Aerial Imagery(C9)
Drift Deposits(C-3) Presence of Reduced'Iron(C4) Stunted or Stressed Plants(131)
Algal Mat or Crust(134) Recent Iron Reduction In Tilled Soils(C6) Geomorphic Position(132)
Iron Deposits(135) Thin Muck Surface(C7) Shallow Aquitard(133)
Inundation Visible on Aerial Imagery(137) Other(Explain in Remarks) Microtopographic Relief(D4)
Sparsely Vegetated concave Surface(138) FAC-Neutral Test(D5)
rField :)bservations:
Surface Water Present? Yes No Depth(inches):
V\kater Table Present? Yes No V Depth!Inches):
Saturation Present? Yes No Depth(inches): Wetland Hydrology Present? Yes No
J (Includes :,plll,!y ffl,,2e)
Describe Recorded Data(stream gauge,monitoring well,aerial photos,previous inspections),if available:
Remarks:
No primary or secondary indicators of hydrology were identified.
US Army Corps of Engineers Northoentral and Northeast Region-Interim Version
VEGETATION—Use scientific names of plants. Sampling Point: 1-U
Absolute Dominant Indicator Dominance Test worksheet:
Tree Stratum (Plot size:30 ) %Cover .Species? Status
Betula alba 25 yes FAG Number of Dominant Species 5
1. That Are OBL,FACW,or FAC: (A)
2 Pinus strobus 20 yes FACU
Acer rubrum 2 5 no FAG Total Number of Dominant L
3, Species Across All Strata: (B)
4. Percent of Dominant Species I
5. That Are OBL,FACW,or FAC: 40% (AIB)
B. —— Prevalence index worksheet: i
7. Total%Cover of: Muitioly by:
55 =Total Cover OBL species o x 1 @ 0
Sading/Shrub Stratum (Plot size: 15 } FACW species 0 x2= U i
1. Malus sp. 10 yes UPL FRC species 5 x3=.16
2. Betula alba 10 yes FAC FACU species 1 x4= 4 I
3.
Acer rubrum 5 no FAC UPL species 2 X5= 10 v
4. Rhamnus frangula 5 no FAC Column Tatals: .7 - -- (A) 29 (B}
5. Elaegnus urnbellata 10 yes UPL Prevalence Index =B/A= 291T
6 _ Hydrophytic Vegetation Indicators:
7 _ Rapid Test for Hydrophytic Vegetation j
40 =Total Cover — Dominance Test is>50%
Prevalence Index is 53.0'
Herb Stratum (Plot size: 5 }
S011da O S 20 iVi — Morphological Adaptations'(Provide supporting
1_ 9 p yes data in Remarks or on a separate sheet)
Z Poaceae 50 yes Ni Problematic Hydrophytic Vegetation'(Explain)
3.
'indicators of hydric soli and wetland hydrology must
4, ba present,unless disturbed or problematic.
i
5. Dafinitions of Vegetatlon Strata:
ti.
Tree-Woody plants 3 in.(7.6 cm)or more in diameter
7. at breast height(DFH),regardless of height.
8. Saptingtshrub-Woody plants less than 3 tn.DBH
5 and greater than 3.28 ft(1 m)tall.
1Q. Herb-AEI herbaceous(non-woody)plants,regardless f
11. of size,and woody plants less than 3.28 It tall.
12 Woody vines-All woody vines greater than 3.28 ft in
7height.
0
=Total Cover
Woody Vine Stratum (Plot size: }
1.
2.
3. Hydrophytic
4 Vegetation
Present? Yes No V
Total Cover
Remarks: (Include photo numbers here or on a separate sheet.) I
Vegetation does not meet the definition of hydrophytic.
I '
US Army Corps of Engineers Northcentral and Northeast Region-Interim Version
SOIL Sampling Point: -U
Profile Description: (Describe to the depth needed to document the indicator or confirm the absence of indicators.)
Depth Matrix Redox Features
(inches) Color(moist) % Color(moist) _% Type WE— Texture Remarks
€
0-6 10YR 3/2 100 SiL
6-12 1 RYR 4/3 72 10YR 5/4 20 L These colors are representative
10YR 7/6 8 of decomposed rocks in matrix.
i
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`I
4t ''
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'Type: C=Concentration,D=De lotion,RM=Reduced Matrix CS=Covered or Coated Sand Grains. location: PL=Pore Lining,M=Matrix. i
Hydric Solt Indicators: indicators for Problematic Hydric Solis:
I Histosol(Al) _ Poiyvalue Below Surface(S8)(LRR R, _ 2 cm Muck(A10)(LRR K,L,MLRA 14915)
f Histir-Epipedon(€a2) MLRA 149B) _ Coast Prairie Redox(A16)(LRR K,L,R)
I _ Black Hisfic(A3) Thin Dark Surface(S9)(LRR R,MLRA 149B) _ 5 cm Mucky Peat or Peat(S3)(LRR K,L,R)
Hydrogen,Sulfide(A4) — Loamy Mucky Mineral(F1)(LRR K,L) _ Dark Surface(S7)(LRR K,L)
E Stratifiedl.a ors A5' i_riartt Gia ed Matrix 172 Poi value Below Surface b8 LRR K,L i
Deeoctad Below vaFk Surface(.411) _ Depleted Mate ix(173) � Thin Dark Surface(S3)(LRR K,L)
_ Thislt Dark Surface(Al2) _ Redax Dark Surface(1=S) Iron-Manganese Masses(F12)(LRR K,L,R)
Sandy Mucky Mineral(S1) — Depleted Dark Surface(F7) Ftedmorgt Floodplain Soits(F1 g)(MLRA 4,496) .
_ Sandy Gleyed Matrix(S4) _ Redox Depressions(F8) _ Mesic Spodic(fA6)(IMLRA 144A,145,1488)
Sandy Redox(86) _ Red Parent Material(TF2) t
Stripped Matrix(SB) _ Very Shallow Dark Surface(TF1 2)
W Dark Surface(S7)(LRR R,MLRA 149!3) _ Other(Explain in Remarks)
l
'indicators of hydrophytic vegetation and wetland hydrology must be present,unless disturbed or problematic.
Restrictive Layer(if observed):
Type: Fill-and gravaV cribble could not penetrate
Depth(inches)_ 12 Hydric Soil Present? Yes No_ ✓_ _
Berra ks:
Auger refusal at 12 inches due to gravels/racks in subsurface. Soils are not hydric;.
r
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US Army Corps of Engineers Northcentral and Northeast Region—Interim Version
WETLAND DETERMINATION DATA FORM—Northcentral and Northeast Region
Project/Site: 1018 Osgood Street City/County: North Andover,Essex County Sampling Date: 3/14/2012
Applicant/Owner: Mark Gross $tofe: MA Sampling Point: 1-W
Investlgator(s): A.Atwell Section,Township,Range: North Andover
Landform(hiilslope,terrace,etc.): Toe of slope Local relief(concave,convex,none): concave
Slope(%): 2% Lat: 42.714873 Long: -71.117544 Datum:
Soil Map Unit Name: Urban Land NWI classification: None
Are climatic/hydrologic conditions on the site typical for this time of year? Yes--!L No (if no,explain in Remarks.)
Are Vegetation ,Soil or Hydrology significantly disturbed? Are"Normal Circumstances"present? Yes ✓ No
Are Vegetation ,Soil or Hydrology naturally problematic? (if needed,explain any answers io Remarks.)
tSUMMARY OF FINDINGS— Attach site map showring sampling point locatlon--,transects,important features,etc.
`i Hydrophytic Vegetation Present? Yes ✓ No Is the Sampled Area
E Hydric Soil Present? Yes ✓ No within a Wetland? Yes No
Wetland Hydrology Present? Yes ✓ No If yes,optional Wetland Site ID:
Remarks, (Explain alternative procedures here or In a separate report.)
This data point is representative of the small portion of the wetland system located on site.
HYDROLOGY
Watiand Hydrology Indicators: Secondary Indicators(minimum of two reauired)
Primairy I,rdicators(minimum of one is reggired:check all that apply) _ Surface Soil Cracks(66)
✓ Surface Water(A1) ✓ Water-Stained Leaves(B9) _ Drainage Patterns(B10)
High Water Table(A2) _Aquatic Fauna(B13) — Moss Trim Lines(616)
✓ Saturation(A3) _ Mari Deposits(B15) _ Dry-Season Water Table(C2)
Water Marks(61) Hydrogen Sulfide Odor(C1) _ Crayfish Burrows(C8)
Sediment Deposits(B2) Oxidized Rhizospheres on Living Roots(C3) _ Saturation Visible on Aerial imagery(C9)
M Drift Deposits(133) _ Presence of Reduced Iron(C4) __._ Stunted or Stressed Plants(Di)
_ Algal Mat or Crust(&t) Recent Iron Reduction In Tilled Solis(C6) W Geomorphic Position(132)
_ Iron Deposits(135) _Thin Muck Surface(C7) — Shallow Aquitard(03)
_ Inundation Visible on Aerial Imagery(B7) _ Other(Explain in Remarks) _ Microtopographic Relief(D4)
✓ Sparsely Vegetated Concave Surface(B8) ✓ FAC-Neutral Test(D5)
Field Observations:
Surface Water Present? Yes ✓ No Depth(inches): 0-1 in over 5%
Water Table Present? Yes ✓ No Depth(inches): at 2 in
gaturat!on Present? Yes ✓ No Depth(inches): at surface Wetland Hydrology Present? Yes ✓ No
(fridudes capillary fringe)
( Describe Recorded Data(stream gauge,monitoring well,aerial photos,previous inspections),if available:
iI Remarks:
The presence of primary indicators of hydrology indicate that wetland hydrology is present.
l
M
US Army Corps of Engineers Northcentral and Northeast Region—interim Version
VEGETATION—Use scientific names of plants. sampling Point: 1-W
Absolute Dominant Indicator DominanceTestworksheet•
Tree Stratum (Piot size: 30 ) %Cover Species? Status
1 Acer rubrum 40 yes FAC Number of Dominant Species
That Are OBL,FACW,or FAC: $ (A)
2.
Total Number of Dominant
3, Species Across All Strata: t3 (B)
4. Percent of Dominant Species
5 That Are aBL,FACW,or FAC: 100 (Ale)
6. Prevalence Index worksheet:
7• Total%Cover of Multiplyby;
40 =Total Cover QBL species x t=
Sapling/Shrub Stratum (Plot size: 15 ) FACW species x2=
1 Acer rubrum 15 yes FAC FAC species x3=
2 Alnus Incana 30 yes FACW FACU species x4=
UPL species x5=
3 Vaccinium corymbosum 10 yes FACW
4 Comus amomum 10 yes FACW Column Totals: (A)) (B}
5. Cornus racemosa 5 no FRC Prevalence Index =B/A=
6. Hydrophytic Vegetation Indicators:
7 ✓ Rapid Test for Hydrophyttc Vegetation
70 =Total CoverDominance Test is>60°%
^_ Prevalence Index is 53.0'
Herb Stratum (Plot size: 5 ) ,
Onoclea sensibiliS 40 es FACW Morphological Adaptations (Provide supporting
1, Y data in Remarks or on a separate sheet)
2 Carex sp. 10 yes NI Problematic Hydrophytic Vegetation'(Explain)
3 Aster sp. 5 no NI
L Krum salicarla 2 no FACW 'Indicators of hydric soil and wetland hydrology must
4. be present,unless disturbed or problematic.
5. Definitions of Vegetation Strata:
6.
Tree—Woody plants 3 In.(7.6 cm)or more in diameter
7. at breast height(DBH),regardless of height.
6. Sapiinglshrub—Woody plants less than 3 in.DBH
9 and greater than 3.28 ft(1 m)tall.
10. Herb—All herbaceous(non-woody)plants,regardless
11 of size,and woody plants less than 3.28 ft tall.
12. Woody vines—All woody vines greater than 3.28 ft In
57height.
=Total Cover
Woody Vine Stratum (Plot size: 30 )
1. Toxicodendron radicans 2 yes FAC
2.
3. Hydrophytic
4. Vegetation
Present? Yes ✓ No
2 =Total Cover
Remarks: (Include photo numbers here or on a separate sheet.)
Vegetation within this data point are greater than 50 percent FAC or wetter, therefore hydrophytic
vegetation is present.
US Army Corps of Engineers Northcentral and Northeast Region—Interim Version
SOIL Sampling Point:
Profile Description: (Describe to the depth needed to document the indicator or confirm the absence of indicators.)
Depth Matrix Redox Features
(inches) Color(moist) _ Color(moist) % TypeLLoJ Texture Remarks
0-5 10YR 2/1 100 SiL
5-8 10YR 3/1 90 10YR 4/2 8 C m SiL i
10YR 5/3 2 C m `
8-18 10YR 2/1 85 10YR 4/4 15 C m L manganese soft masses,too
,
f
f
'Type: C--Concentration,D=De letion,RM=Reduced Matrix,CS=Covered or Coated Sand Grains. 2Location: PL=Pore Lining,WMatrix.
Hydric Soil Indicators: indicators for Problematic Hydric Soils': i
_ Histosol(Al) ^ Po"lue Below Surface(S8)(LRR R. _2 cm Muck(A10)(LRR K,L,MLRA 1498)
_ Histic Epipedon(A2) MLRA 1496) _, Coast Prairie Redox(A16)(LRR K,L,R)
_ Black Histic(A3) _ Thin Dark Surface(S9)(LRR R.MLRA 1498) _ 5 cm Mucky Peat or Peat(S3)(LRR K,L,R)
Hydrogen Sulfide(A4) _ Loamy Mucky Mineral(F7)(LRR K,L) _ Dark Surface(S7)(LRR K,L)
_ Stratified Layers(A5) _ Loamy Gteyed Matrix(F2) _ Poiyvalue Below Surface(SB)(LRR K,L)
Depleted Below Dark Surface(A11) Depleted Matrix(F3) _ Thin Dark Surface(S9)(LRR K,L)
Thick Dark Surface(Al2) + Redox Dark Surface(F6) — Iron-Manganese Masses(F12)(LRR K,L,R)
Sandy Mucky Mineral(S1) _ Depleted Dark Surface(F7) _ Piedmont Floodplain Soils(F19)(MLRA 1498)
Sandy Gleyed Matrix(S4) _ Redox Depressions(F8) ^ Mesic Spodic(TA6)(MLRA 144A,146,1498)
Sandy Redox(S5) _Red Parent Material(TF2)
Stripped Matrix(S6) _.._ Very Shallow Dark Surface(TF12)
Dark Surface(S7)(LRR R,MLRA 149B) — Other(Explain in Remarks)
3lndicators of hydrophytic vegetation and wetland hydrology must be present,unless disturbed or problematic.
Restrictive Layer(If observed):
Type;
Depth(inches): Hydric Soli Present? Yes ✓ _ No
Remarks:
Hydric soils are present within this data point.
I '
C .
US Army Corps of Engineers Northoentral and Northeast Region–Interim Version
MHF Design Consultants, Inc.
EXHIBIT C
DRAINAGE REPORT
Section 1 EXECUTIVE SUMMARY
The stormwater analysis for the proposed commercial development is designed using proven and
accepted methods to meet or exceed state and local regulations for stormwater quantity and
quality. Treatment, discharge rates and flood control measures have been incorporated to
minimize downstream effects on abutting parcels and receiving areas.
The study watershed area is approximately 31,000 sf that drains towards the eastern property line '
and the Osgood Street drainage system to the south. Onsite stormwater controls consist of a
closed drainage system consisting of curbing and deep sump, hooded catch basins discharging to
detention and underground pipe and stone infiltration system prior to discharge to the design
point. Stormwater is also treated via a Stormceptor prior to discharging into the Osgood Street
drainage system. Roof runoff will be discharged into the pipe and stone infiltration system for
groundwater recharge. Additionally, a small paver patio located along the building front will be
constructed using permeable pavers.
For analysis purposes the site was modeled with a two (2) design points, DP#1, being the Osgood
Street drainage system and DP#2 being the eastern property line. The summary below shows that
there is no increase in the peak rates of runoff for the 1, 2, 10 & 100-year storm frequencies.
Table 1: Drainage Summary
Design Storm Pre-Development Post-Development Change
cfs) (cfs) Scfs
DESIGN POINT#1 Os oo�l S#reef brain. e S stEm
1- ear 0.20 0.20 0.00
2-year 0.32 0.26 -0.06
.10- ear 0.64 0.50 -0.14
100-year 1.10 0.92 0.18
1- ear 0.28 0.16 -0.12
2-year 0.49 0.37 . -0.12
10- ear 1.06 0.70
100-year 1.95 1.09
(All values shown are peak rates in CFS)
F:\Proleets`:Fno"30531 l'.Drainage'60531 I-Drainage Report.doc
Section 2 NARRATIVE
a)Project Description:
This project entitled Proposed Site Development Plans prepared for JFJ Holdings,LLC is located
on a 28,127 sf parcel of land located at 1018 Osgood Street in North Andover, MA,Assessors
Map 35 Lot 19. The site is located in the Business 2 (B-2)District along the north side of
Osgood Street, south of the Lawrence Airport.
JFJ Holdings, LLC is proposing to construct a 2,250 sf Donut Shop with drive thru.
Development includes but is not limited to the building construction, a new 25 space parking lot
layout, grading and associated utility connections. The site is accessed by a full access driveway
along Osgood Street.
The total onsite area of disturbance is approximately 25,000 sf, all of which is related to the
construction of the site development and utility connections.
The purpose of this report is to determine the pre- and post-development rates of stormwater
runoff generated by this site and the impact of that runoff on the surrounding properties.
b)Methodology:
The drainage system for this project was modeled using HydroCAD, a stormwater modeling
computer program that analyzes the hydrology, and hydraulics of stormwater runoff. HydroCAD
uses either the Rational steady state method, or SCS hydrograph and routing procedures to
estimate stormwater flow and volume.
In HydroCAD, each watershed is modeled as a subcatchment, streams and culverts as reaches
and ponds, and large wetlands and storage areas as ponds. SCS hydrograph and routing
stormwater models were used for both Pre-development conditions and Post-development
conditions.
The Pre-development and Post-development watersheds and sub-area characteristics were
determined using actual ground survey, and through visual inspection of runoff paths by walking
the site. Conservative estimates were used at all times in evaluating the hydrologic
characteristics of these watersheds.
c)Existing Conditions
Map 35 Lot 18 encompasses a 28,127 sf site and is currently occupied by a single family
dwelling. In addition to the dwelling structure there is a detached garage and paved driveway
within the site boundary. The site is surrounded by overgrown landscaping along the front and a
wooded buffer along the sides and in the rear. The house and garage structures are elevated
approximately 6-8' above the roadway and the slopes range from 2-10%throughout the site.
P'Trojects\Eng\30531, F\Drainage\3()531 I-Drainage Report.doc
Runoff generated from the existing development drains either easterly across the site or southerly
into the Osgood Street drainage system. A small wetland pocket is also located along the
northern corner of the lot. Any runoff generated from this development discharges further
downstream into a larger wetland system along the north of Osgood Street,eventually
discharging into the Merrimack River. In this case, none of the onsite runoff reaches Lake
Cochichewick and this is outlined in more detail in the Wetlands Memo from Epsilon Associates
dated September 15, 2012, found in Appendix A of this report.
The on-site soils consist of Paxton (305B), & Urban Land (602), and described by
Natural Resources Conservation Service (MRCS) as follows:
Paxton series (SCS Classification "C") consists of gently sloping to very steep, deep (5+
feet), well-drained soils on drumlins. They formed in compact glacial till. Paxton soils have
friable fine sandy loam surface soil and subsoil with moderate permeability over a firm or
very firm fine sandy loam substratum (hardpan) at 15 to 38 inches which has slow or very
slow permeability. Paxton soils have a very stony or extremely stony surface, except where
stones have been removed, and have stones below the surface. Major limitations are related
to slow permeability in the substratum, slope and stoniness.
Urban land series (SCS Classification "none") consists of Urban land and a gently sloping
and strongly sloping soils. The Urban land soil occurs as areas so intermingled that mapping
them separately was not practical. The map unit is on broad plains and low hills that are
partially covered by streets, parking lots, and buildings.
Based on a portion of the site consisting of Urban land having no known hydrologic soil
classification,the analysis used the hydrologic soil group classification C consistent with Paxton
series soils present on remainder of the site. Additionally, test pits were performed onsite
indicating loamy sand and sandy loam consistent with a"C" soil.
F,1Projec&%En9\3053I I`•,Draina`e\30531 I-Drainage Report.doc
Section 3 POST DEVELOPMENT
References:
1. SCS - TRSS (Second Ed., 1986) -for runoff curve numbers.
2. SCS - Rainfall Distribution Maps.
3. NRCS Soils Maps -Essex County.
4. DEP —Stormwater Management Handbook
This project is subject to both the D.E.P.'s Stormwater Management Policy and the North
Andover Wetlands Protection By-law with work being proposed within 100 feet of a wetland.
As shown herein,the proposed drainage system would provide the maximum feasible protection
of groundwater resources, and prevent possible damage to abutting property or natural features in
the area.
In order to safeguard against oil or gas introduction into the drainage systems, storm water runoff
from parking areas and driveways would be collected into hooded catch basins with deep sumps
(see Site Plan Details). Such pretreatment of storm water reduces both suspended solids and oils
in the drainage system and is recommended by DEP's Stormwater Management Handbook.
Water quality would then further be treated by means of Oil/Water Separators and a Stormceptor
designed to filter suspended solids/silt/debris. Before being discharged toward the property line,
the flow rate would be controlled by means of an underground infiltration/detention system.
Stormwater recharge is implemented by the underground recharge trenches (pipe and stone)
which will infiltrate pretreated site parking and roof runoff.
Another safeguard against future intrusion of contaminants into the groundwater is the
implementation of an Operation & Maintenance Plan & Long Term Pollution Prevention Plan
for Stormwater Management Systems (O&M& LTPPP), which would assure proper function
of drainage components and reduce TSS entering the system.
Further safeguards proposed on the Site Plan to prevent erosion include a line of silt fencing &
hay bales during construction, soil stockpiling areas and loam and seed for permanent
stabilization. If all the proposed erosion control devises and procedures are adhered to, then there
should be no damage to neighboring properties from work on this site.
The drainage system was designed utilizing a closed drainage system to achieve reduced rates of
runoff at the points of analysis and would maintain a similar drainage pattern to the existing
courses. The methodology is SCS TR-20, Type III rainfalls (l,2, 10 & 100 year events). This is
consistent with the requirements of the Town of North Andover and DEP's Storm water
Management guidelines. All pertinent calculations represented in the following pages were
developed utilizing Hydrocad Storm water modeling software.
All pipes used on the project are to be High Density Polyethylene (HDPE) dual-wall (corrugated
exterior, smooth interior). Pipe capacities and velocities are included in the Hydrocad printouts
(as part of the data for each "pond" in Hydrocad terminology).
FAProjects',1Eng\305311\Brainao,e\305311-Di-ainage Report.doc
Stormwater Quality Controls:
1. Street Sweeping to capture sediment prior to entering the drainage system. This would be
done on a scheduled basis. TSS Removal Rate= 5%
2. Hooded Catch Basins with Deep Sumps to capture,treat and redirect storm water toward
the proposed underground detention system. TSS Removal Rate=25%
3. Stormeeptor to treat storm water prior to discharge to the Town Drainage system. TSS
removal rate= 70%.
4. Oil/Water Separator to capture first flush(1/2" of runoff). TSS Removal Rate=25%
5. Infiltration Trenches to recharge pavement&roof areas. TSS removal rate= 80%
Groundwater Recharge:
In order to provide the maximum possible groundwater recharge,the site plans have incorporated
underground infiltration system to capture roof runoff and pretreated parking lot runoff.
Calculations supporting the rates and capacities are included below.
Storm water Quantity Controls:
The Underground infiltration/detention systems were designed such that it would control
discharges through outlet pipes for the 1, 2, 10 & 100-year events.
The overall stormwater management system thereby achieves the following:
• Control of runoff rates to abutting properties.
• Water quality maintenance—TSS removal from storm water of more than 80%through
street sweeping, deep sump hooded catch basins, Oil/Water Separators and Stormceptors.
• Groundwater Recharge—through the infiltration system.
The points of analysis are the eastern property line and the Osgood Street drainage system.
F:\Projects\En,ceJ)05-I I\Drainage\30531 I-Drainage Report.doc
Storm water Management & Water Ouality Calculations:
Note:All calculations are based on the area of proposed construction activities.Additional improvements
to the existing site development are indicated on the Site Plan.
Standard # 1: Untreated Stormwater
No new storm water conveyances are to discharge untreated storm water directly to or cause
erosion in wetlands or waters of the Commonwealth.
Standard # 2: Post Development Peak Discharge Rates
The storm water management system is designed so that post-development peak discharge rates
do not exceed pre-development peak discharge rates.
Standard # 3: Groundwater Recharge
Proposed recharge system: Infiltration Trenches
In accordance with Massachusetts stormwater policy, C soils require a Volume to recharge of
0.25 inches of runoff.
Total Proposed onsite impervious area= 18,970 sf
Proposed volume to be recharged:
C-soils= 0.25 inches x Ift/ 12" x 18,970 sf=395 c.f.
Total Site Volume to be recharged =395 c.f.
Site Volume recharge provided=Volume stored in trenches (bottom of stone to invert out):
=Depth of stone x Length of field x Width of field x Void Ratio
Total Volume Provided in Infiltration System #1
463 c.f. (See attached Hydrocad Stage-Storage figure)
463 c.f. Total Vol. Recharged is> 395 c.f. required (� ok)
Standard # 4: TSS Removal
Storm water volume required to be treated for quality:
= 1/2" x 1 ft/ 12" x 18,970 sf(developed) =790 c.f.
Volume stored within Oil/Water Separator#1:
= 10,918 x (71.08% impervious)x 1/2" x lft/12" = 323 c.f. (minimum required)
= 323 c.f.x 7.48 gal/c.f. =2,416 gallons (Use a 2,500 gallon O/W Separator)
Volume stored within Oil/Water Separator#2:
F:Trojects"Eng,30531 i\Drainage\3053I I-Drainage Report.doc.
=9,436 sf x (80.68%impervious)x 1/2" x Ift/12" =317 of(minimum required)
= 323 c.f. x 7.48 gal/c.f. =2,373 gallons (Use a 2,500 gallon O/W Separator)
Volume stored within Infiltration System#1 =463 c.f. (bottom of stone to invert out)
Total Volume stored/treated in BMP's =463 c.f. +323 c.f. +317 c.f.
= 1,103 c.f Total Volume Treated> 790 c.f. (4 ok)
Explanation of systems:
Parking and driveway areas would be treated by deep sump hooded Catch Basins and Oil/Water
Separators prior to discharge into a Stormceptor then the underground infiltration/detention
systems.
Rooftop runoff would be routed into underground infiltration system for recharge.
DrainalZe Area BMP TSS Removal Rate
Driveway/Parking Street Sweeping 5%
Driveway/Parking Catch Basin w/sump 25%
Driveway/Parking Stormceptor 70%
Driveway/Parking Oil/Water Separator 25%
Roof/Driveway/Parking Infiltration Systems 80%
Calculations: TSS Removal
System 1: Driveway/Parking Areas (Rear of Site):
Beginning Load: 1.00 x Street Sweeping removal rate (0.05) =0.05
Load Remaining = 1.00—0.05
= 0.95
Beginning Load: 0.95 x Catch Basin removal rate (0.25) =0.24
Load Remaining = 0.95 —0.24
= 0.71
Remaining Load: 0.71 x Oil/Water Separator(0.25) = 0.18
Load Remaining = 0.71 —0.18
= 0.53 (i.e. 47%Pretreatment Prior to discharge into Infiltration Systems, 44%
minimum pretreatment required by DEP 4 ok)
Remaining Load: 0.53 x Infiltration Systems removal rate (0.80)= 0.42
Load Remaining = 0.50—0.42
= 0.08
TSS Removal Rate=(1.00—0.08) = 92%
System 2: Driveway/Parking Areas (Front of Site):
Beginning Load: 1.00 x Street Sweeping removal rate (0.05)=0.05
F\Projects\Eng`30�,3i Mrainage\30531 i-Drainage Report.doc
Load Remaining = 1.00—0.05
=0.95
Beginning Load: 0.95 x Catch Basin removal rate (0.25)= 0.24
Load Remaining =0.95 —0.24
= 0.71
Remaining Load: 0.71 x Oil/Water Separator(0.25)=0.18
Load Remaining =0.71 —0.18
=0.53
Remaining Load: 0.53 x Stormceptor removal rate (0.70)=0.37
Load Remaining = 0.53 —0.37
=0.16
TSS Removal Rate=(1.00—0.16) =84%
Standard # 5: Higher potential pollutant loads
The site does not contain land uses with higher potential pollutant loads.
Standard # 6: Protection of critical areas
The site does not contain critical areas with sensitive resources.
Standard # 7: Redevelopment proiects
This site is not a redevelopment project.
Standard # 8: Erosion/sediment control
Erosion and sediment controls are incorporated into the project design to prevent erosion.
Standard #9: Operation/maintenance plan
Post-Development Phase
See Operation and Maintenance Plan and Long Term Pollution Prevention Plan in the back
of this report for additional information.
The owner is to be responsible for maintenance of all drainage structures in the project-
including drain pipes, structures and detention/infiltration systems.
Standard #10: Illicit Discharges:
To the best of our knowledge, the site does not contain any illicit discharges, see attached
Discharge Statement.
F:\Projects\Eng';305311\Drainage`13€ 5311-Drainage Report.doc
EXHIBIT D
ABUTTERS LIST
Site Plan Review Memorandum -- Planning Board
Abutter to Abutter( ) Building Dept. ( ) Conservation ( ) Zoning ( )
REQUIREMENT. MGL 40A,Section 11 states in part"Parties in Interest as used in this chapter shall mean the petitioner,
abutters,owners of land directly oppositeon any public or private way,and abutters to abutters within
three hundred(300)feet of the property line of the petitioner as they appear on the most recent applicable
tax list,not withstanding that the land of any such owner is located in another city or town,the planning
board of the city or town,and the planning board of every abutting city or town."
Subiect Property:
MAP PARCEL Name Address
35 19 William Chepulis 1018 Osgood Street North Andover,MA 01845
Abutters Properties
Map Parcel Name Address
35 16-OOOO.A Abdi Behjat 360 Audubon Road Wakefield,MA 01880
35 20 Great Pond Crossing,LLC 865 Turnpike Street North Andover,MA 01845
35 20-0001.8 BVSS Realty,LLC 1019 Osgood Street North Andover,MA 01845
35 20-0002.13 Great Pond Crossing,LLC 865 Turnpike Street North Andover,MA 01845
35 20-0003.13 Great Pond Crossing,LLC 865 Turnpike Street North Andover,MA 01845
35 20-0004.13 Great Pond Crossing,LLC 865 Turnpike Street North Andover,MA 01845
35 20-0005.13 R.Jude Realty,LLC 1007 Osgood Street North Andover,MA 01845
35 20-0006.8 Peter P.Devlin 1009 Osgood Street North Andover,MA 01845
35 20-0007.8 Great Pond Crossing,LLC 865 Turnpike Street North Andover,MA 01845
35 23 Town of North Andover 120 Main Street North Andover,MA 01845
35 29 Tiam Realty,LLC 7 Ridge Hill Way Andover,MA 01810
35 50 Osgood Properties,LLC 865 Turnpike Street North Andover,MA 01845
74 5 North Andover Shell,Inc. 980 Osgood Street North Andover,MA 01845
74 6-0001.0 Landers Family Trust 40 Court Street North Andover,MA 01845
74 6-0002.0 Dennis V.Drinkwater 13 Old Salem Path Magnolia,MA 01930
74 6-0003.0 Sheila Landers 40 Court Street North Andover,MA 01845
74 6-0004.0 Landers Family Trust 40 Court Street North Andover,MA 01845
75 3 Greater Lawrence Sanitary District Charles Street North Andover,MA 01845
Date 12/5/2012
This certifies that the names appearing on the Page 1 of 1
records f the Assessors Office as of
I,o Awde
Certified by: Date