McDonald's USA, LLC -...

DRAINAGE REPORT

For

McDonald's USA, LLC

PROPOSED

1182 Main Street Haverhill, Massachusetts

Essex County

Prepared by:

BOHLER ENGINEERING 352 Turnpike Road

Southborough, MA 01772 (508) 480-9900 TEL.

John A. Kucich

Massachusetts P.E. Lic. # 41530

February 22, 2016

BE #W152031

2

TABLE OF CONTENTS I. EXECUTIVE SUMMARY ...........................................................................................................3 II. EXISTING SITE CONDITIONS .................................................................................................3 III. PROPOSED SITE CONDITIONS ...............................................................................................4 IV. METHODOLOGY ........................................................................................................................5 V. SUMMARY ....................................................................................................................................8 APPENDIX A Project Maps APPENDIX B Pre-Development Watershed Map APPENDIX C Post-Development Watershed Map APPENDIX D Stormwater Management Calculations APPENDIX E Operation and Maintenance Plan APPENDIX F Storm Water Management Checklist

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I. EXECUTIVE SUMMARY

This report examines the changes in drainage that can be expected as the result of the re-development of

a proposed “McDonald’s” building located at 1182 Main Street in the City of Haverhill, Massachusetts.

The site, which contains approximately 1.38 acres of land, is situated on the easterly side of Main Street

and contains an existing “McDonald’s” building, driveway, utilities and associated landscaping. The

remaining portion of the site is undeveloped consisting of wooded areas.

The proposed project includes razing and rebuilding of the “McDonald’s” building, new paved parking

areas, landscaping, storm water management components and associated utilities. This report addresses

a comparative analysis of the pre- and post-development site runoff conditions. Additionally, this report

provides calculations documenting the design of the proposed stormwater conveyance/management

system as illustrated within the accompanying Site Development Plans prepared by Bohler Engineering.

The project will also provide erosion and sedimentation controls during the demolition and construction

periods, as well as long term stabilization of the site.

II. EXISTING SITE CONDITIONS

The site consists of approximately 1.38 acres of land located along the easterly side of Main in the City

of Haverhill, Massachusetts. Soils at the site are mapped as Woodbridge Fine Sandy Loam which are

classified by the Natural Resource Conservation Service (NRCS) as Hydrologic Soil Group “C/D”. The

site drains to the east to two (2) existing catch basins that outlet to an existing wetland system on and

adjacent to the property or drain overland into the aforementioned wetland system. Slopes on the site

range from 1%-40% with on-site elevations ranging from 108 adjacent to Main Street to 99 at the

eastern property line.

For the purposes of this analysis, in order to provide a comparison of pre- and post-development

drainage conditions, one (1) “design point” has been designated for the site, as follows:

4

Design Point #1 (DP-1) is the wetland system. Under existing conditions, this design point receives

stormwater flows from approximately 1.38 acres of land, designated as watershed “E-1”. This watershed

includes areas of pavement, rooftop, landscaping and woodland.

The pre-development peak rates of runoff associated with this property have been presented in Table 2.1

below (for additional information refer to the Appendices at the end of this report):

Table 2.1 – Pre-Development Runoff Rates to Design Points (cubic feet per second)

Design Point 2-Year Storm

Event

10-Year Storm

Event

25-Year Storm

Event

100-Year Storm

Event

Design Point #1 2.86 4.16 4.99 6.01

III. PROPOSED SITE CONDITIONS

The proposed project consists of razing the existing building and associated site features as well as the

construction of a new 3,905 SF freestanding “McDonald’s” building including paved parking and

loading areas, landscaping, associated utilities, and a new stormwater management system. The site,

including the proposed parking areas, has been designed to drain to deep sump hooded catch basins or

directly into one of two proposed stormwater quality units. The catch basins will capture and convey

stormwater runoff, via an underground pipe system, to the aforementioned water quality units. The

water quality units will provide pretreatment of stormwater runoff prior to discharge. The rooftop has

been designed to flow to through an underground infiltration system to provide additional groundwater

recharge. The underground system includes an overflow to the underground pipe system. The design

includes a site-specific Operation and Maintenance (O&M) Plan associated with the proposed drainage

system.

The project has been designed to maintain existing drainage watersheds to the greatest extent possible,

with the same Design Points described in Section II above. The post-development peak rates of runoff

associated with this property have been presented in Table 3.1 below (for additional information refer to

the Appendices at the end of this report):

5

Table 3.1 – Post-Development Runoff Rates to Design Points (cubic feet per second)

Design Point 2-Year Storm

Event

10-Year Storm

Event

25-Year Storm

Event

100-Year Storm

Event

Design Point #1 2.78 4.04 4.84 5.83

The best management practices (BMPs) incorporated into the proposed stormwater management system

have been designed to meet the total suspended solid (TSS) removal requirements as set forth in the

Massachusetts Department of Environmental Protection Stormwater Handbook standards as required for

redevelopments. In addition, a Stormwater Operation and Maintenance (O&M) Plan has been developed

which includes scheduled pavement sweepings, and periodic inspections of stormwater management

structures (i.e catch basins and water quality units).

IV. METHODOLOGY

Peak Flow Calculations

Methodology utilized to design the proposed stormwater management system includes compliance with

the guidelines set forth in the latest edition of Massachusetts DEP Stormwater Handbook. The pre- and

post-development runoff rates being discharged from the site were computed using the rational equation

as documented in the Appendices of this Report. The following rainfall data was utilized in the

calculations:

Frequency 2 year 10 year 25 year 100 year

Rainfall (inches) 3.10 4.50 5.40 6.50

The proposed stormwater management as designed will provide a decrease in peak rates of runoff from

the proposed facility for the 2-, 10-, 25- and 100-year design storm events. Additionally, the proposed

project meets the MADEP Stormwater Management standards as they may be applicable to

redevelopment projects. Compliance with these standards is described further below:

6

Standard #1: No New Untreated Discharges:

The project has been designed so that proposed impervious areas, including the building roof and paved

parking/driveway areas, shall be collected and passed through the proposed drainage system for

treatment.

Standard 2: Peak Rate Attenuation

As outlined in Tables 2.1 and 3.1 above, the development of the site, and the proposed stormwater

management system, have been designed so that post-development peak rates of runoff are below pre-

development conditions for the 2-, 10-, 25- and 100-year storm events at the Design Point.

Standard 3: Recharge

The project is a redevelopment and is required to meet Standard 3 to the maximum extent practicable.

The project will reduce the overall impervious surface on the site by approximately 1,960 square feet

(5.3%). Therefore the annual recharge under post development conditions approximates the annual

recharge under predevelopment conditions.

In addition, the rooftop runoff has been designed to be directed through and underground infiltration

system consisting of Stormtech SC740 units. The infiltration system has been designed to store and

infiltrate one (1) inch of runoff and provide an additional 258 cubic feet of groundwater recharge.

Standard #4 Water Quality:

Water quality treatment is provided to the maximum extent practicable by utilizing a mix of deep sump

catch basins and water quality treatment units. It is noted that the existing site drains to two (2) catch

basins and provides minimal stormwater treatment. The proposed stormwater management system will

provide in excess of 80% TSS removal. TSS removal calculations are provided in the appendices of this

report. The design includes a site-specific Operation and Maintenance (O&M) Plan associated with the

proposed drainage system.

7

Standard #5 Land Uses with Higher Potential Pollutant Loads

The proposed project involves “Land Uses with Higher Potential Pollutant Loads”. Accordingly the

stormwater management system includes an oil-grit separator (VortSentry unit).

Standard 6: Critical Areas

Not Applicable for this project.

Standard 7: Redevelopment

As described the project is a redevelopment of an existing site. The project has been designed to

improve existing conditions by decreasing the overall impervious area by approximately 1,960 SF,

incorporating deep sump catch basins and two (2) stormwater quality units for pretreatment of

stormwater runoff prior to discharge. In addition, the overall peak rate of runoff has been designed to be

below pre-development conditions as outlined in Tables 2.1 and 3.1.

Standard 8: Construction Period Pollution Prevention and Erosion and Sedimentation Control

The proposed project will provide construction period erosion and sedimentation controls as indicated

within the site plan set provided for this project. This includes a proposed construction entrance,

protection for stormwater inlets, protection around temporary material stock piles and various other

techniques as outlined on the erosion and sediment control sheets. Additionally, the project is required

to file a Notice of Intent with the US EPA and implement a Stormwater Pollution Prevention Plan

(SWPPP) during the construction period. The SWPPP will be prepared prior to the start of construction

and will be implemented by the site contractor under the guidance and responsibility of the project’s

proponent.

Standard 9: Operation and Maintenance (O&M) Plan

An Operation and Maintenance (O&M) Plan for this site has been prepared and is included within this

report. The O&M Plan outlines procedures and time tables for the long term operation and maintenance

of the proposed site stormwater management system, including initial inspections upon completion of

construction, and periodic monitoring of the system components, in accordance with established

8

practices and the manufacturer’s recommendations. The O&M Plan includes a list of responsible parties

and an estimated budget for inspections and maintenance.

Standard 10: Prohibition of Illicit Discharges

The proposed stormwater system will only convey allowable non-stormwater discharges (firefighting

waters, irrigation, air conditioning condensates, etc.) and will not contain any illicit discharges from

prohibited sources. An Illicit Discharge Statement is included in the Appendices of this report.

V. SUMMARY In summary, the proposed stormwater management system illustrated on the drawings prepared by

Bohler Engineering results in a reduction in peak rates of runoff from the subject site when compared to

pre-development conditions for the 2-, 10-, 25- and 100-year storm frequencies. In addition, the

proposed best management practices will result in an effective removal of total suspended solids from

the post-development runoff. The pre-development versus post-development peak discharge rates

comparisons are contained within Table 5.1 below:

Table 5.1 – Runoff Rates to Design Point #1 – Wetland System (cubic feet per second)

Frequency (yrs) Existing Flow Proposed Flow Change in Flow

2 2.86 2.78 -0.08 (2.8%)

10 4.16 4.04 -0.12 (2.9%)

25 4.99 4.84 -0.15 (3.0%)

100 6.01 5.83 -0.18 (3.0%)

Finally, the project provides additional groundwater recharge through the reduction of 1,960 SF of

existing impervious surfaces and the addition of rooftop infiltration chambers.

APPENDIX A – PROJECT MAPS & SOIL DATA

USGS MAP

FEMA FIRM MAP

NRCS SOILS MAPS

SCALE 1:24000

0 1000 2000 3000 4000 5000 6000 7000

FEET

Copyright (C) 1996, Earthvisions, Inc.

07' 30.00" W

07' 30.00" W

071° 07' 00.00" W

071° 07' 00.00" W

071° 06' 30.00" W

071° 06' 30.00" W

071° 06' 00.00" W

071° 06' 00.00" W

071° 05' 30.00" W

071° 05' 30.00" W

071° 05' 00.0

071° 05' 00.0

04

2°

04

2°

042°

49'

30.

00"

N

042°

49'

30.

00"

N

042°

49'

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00"

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042°

49'

00.

00"

N

042°

48'

30.

00"

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042°

48'

30.

00"

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042°

48'

00.

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042°

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042°

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nmahonen

Callout

SITE

Hydrologic Soil Group—Essex County, Massachusetts, Northern Part

Natural ResourcesConservation Service

Web Soil SurveyNational Cooperative Soil Survey

1/13/2016Page 1 of 4

4741

630

4741

680

4741

730

4741

780

4741

830

4741

880

4741

930

4741

630

4741

680

4741

730

4741

780

4741

830

4741

880

327860 327910 327960 328010 328060 328110 328160 328210 328260 328310

327860 327910 327960 328010 328060 328110 328160 328210 328260 328310

42° 48' 38'' N71

° 6

' 19'

' W42° 48' 38'' N

71° 5

' 58'

' W

42° 48' 28'' N

71° 6

' 19'

' W

42° 48' 28'' N

71° 5

' 58'

' W

N

Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 19N WGS840 100 200 400 600

Feet0 30 60 120 180

MetersMap Scale: 1:2,190 if printed on A landscape (11" x 8.5") sheet.

MAP LEGEND MAP INFORMATION

Area of Interest (AOI)Area of Interest (AOI)

SoilsSoil Rating Polygons

A

A/D

B

B/D

C

C/D

D

Not rated or not available

Soil Rating LinesA

A/D

B

B/D

C

C/D

D


Soil Rating PointsA

A/D

B

B/D

C

C/D

D


Water FeaturesStreams and Canals

TransportationRails

Interstate Highways

US Routes

Major Roads

Local Roads

BackgroundAerial Photography

The soil surveys that comprise your AOI were mapped at 1:15,800.

Warning: Soil Map may not be valid at this scale.

Enlargement of maps beyond the scale of mapping can causemisunderstanding of the detail of mapping and accuracy of soil lineplacement. The maps do not show the small areas of contrastingsoils that could have been shown at a more detailed scale.

Please rely on the bar scale on each map sheet for mapmeasurements.

Source of Map: Natural Resources Conservation ServiceWeb Soil Survey URL: http://websoilsurvey.nrcs.usda.govCoordinate System: Web Mercator (EPSG:3857)

Maps from the Web Soil Survey are based on the Web Mercatorprojection, which preserves direction and shape but distortsdistance and area. A projection that preserves area, such as theAlbers equal-area conic projection, should be used if more accuratecalculations of distance or area are required.

This product is generated from the USDA-NRCS certified data as ofthe version date(s) listed below.

Soil Survey Area: Essex County, Massachusetts, Northern PartSurvey Area Data: Version 11, Sep 28, 2015

Soil map units are labeled (as space allows) for map scales 1:50,000or larger.

Date(s) aerial images were photographed: Aug 29, 2014—Sep19, 2014

The orthophoto or other base map on which the soil lines werecompiled and digitized probably differs from the backgroundimagery displayed on these maps. As a result, some minor shiftingof map unit boundaries may be evident.




1/13/2016Page 2 of 4

Hydrologic Soil Group

Hydrologic Soil Group— Summary by Map Unit — Essex County, Massachusetts, Northern Part (MA605)

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

32B Wareham loamy sand, 3to 8 percent slopes

A/D 3.8 18.7%

275C Agawam fine sandyloam, 8 to 15 percentslopes

B 2.7 13.0%

301B Montauk fine sandyloam, 0 to 8 percentslopes, very stony

C 1.6 7.9%

311B Woodbridge fine sandyloam, 0 to 8 percentslopes, very stony

C/D 12.3 59.5%

421C Canton fine sandy loam,8 to 15 percent slopes,very stony

A 0.2 0.9%

Totals for Area of Interest 20.6 100.0%




1/13/2016Page 3 of 4

Description

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

The soils in the United States are assigned to four groups (A, B, C, and D) andthree 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 thoroughlywet. These consist mainly of deep, well drained to excessively drained sands orgravelly sands. These soils have a high rate of water transmission.

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

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

Group D. Soils having a very slow infiltration rate (high runoff potential) whenthoroughly wet. These consist chiefly of clays that have a high shrink-swellpotential, soils that have a high water table, soils that have a claypan or clay layerat 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 isfor drained areas and the second is for undrained areas. Only the soils that in theirnatural 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




1/13/2016Page 4 of 4

APPENDIX B – PRE-DEVELOPMENT WATERSHED MAP

APPENDIX C – POST DEVELOPMENT WATERSHED MAP

APPENDIX D – STORMWATER MANAGEMENT CALCULATIONS

PEAK RATE ATTENUATION CALCULATIONS

TSS REMOVAL AND RECHARGE CALCULATIONS

VORTSENTRY SIZING CALCULATIONS

PIPE SIZING CALCULATIONS

CONDITION AREA (SF) % COEFF. FRACT. COMP.

ASPHALT/BUILDING 36,308 60% 0.9 0.54

LANDSCAPE/GRASS/WOODS 24,114 40% 0.3 0.12

TOTAL 60,422 100% "C" COMP.= 0.66

CONDITION AREA (SF) % COEFF. FRACT. COMP.

ASPHALT/BUILDING 34,355 57% 0.9 0.51

LANDSCAPE/GRASS/WOODS 26,067 43% 0.3 0.13

TOTAL 60,422 100% "C" COMP.= 0.64

C * i * A = Q

EXIST. FLOW 2 YR 0.66 3.1 60,422 2.86 CFS

PROP. FLOW 2 YR 0.64 3.1 60,422 2.78 CFS

‐0.08 CFS

C * i * A = Q

EXIST. FLOW 10 YR 0.66 4.5 60,422 4.16 CFS

EXIST. FLOW 10 YR 0.64 4.5 60,422 4.04 CFS

‐0.12 CFS

C * i * A = Q

EXIST. FLOW 25 YR 0.66 5.4 60,422 4.99 CFS

EXIST. FLOW 25 YR 0.64 5.4 60,422 4.84 CFS

‐0.15 CFS

C * i * A = Q

EXIST. FLOW 100 YR 0.66 6.50 60,422 6.01 CFS

PROP. FLOW 100 YR 0.64 6.50 60,422 5.83 CFS

‐0.18 CFS

REDUCTION =

REDUCTION =

"C" BEFORE: EXISTING SITE

STORM INTENSITIES

CACULATE FLOWS USING RATIONAL FORMULA (Q = C * i * A)

REDUCTION =

REDUCTION =

I = 3.1 IN./HR (2 YR STORM INTENSITY)




"C" AFTER: PROPOSED SITE

F-2 Hydrology Handbook for Conservation Commissioners March 2002

F-1. Rainfall Data for Massachusetts from Rainfall Frequency Atlas of the United States(TP-40)

�� Users of this Handbook should note that current MA DEP written guidance (see DEP Waterlines newsletter -- Fall 2000) requires the use of TP-40 Rainfall Data for calculations under the Wetlands Protection Regulations and the Stormwater Management Policy. More stringent design storms may be used under a local bylaw or ordinance. However, DEP will continue to require the use of TP-40 in any case it reviews under the Wetlands Protection Act and Stormwater Management Policy.

Adjusted Technical Paper 40 Design Storms for 24-hour Event by County

County Name 1-yr 2-yr 5-yr 10-yr 25-yr 50-yr 100-yr 24-hr 24-hr 24-hr 24-hr 24-hr 24-hr 24-hr

Barnstable 2.5 3.6 4.5 4.8 5.7 6.4 7.1 Berkshire 2.5 2.9 3.8 4.4 5.1 5.9 6.4 Bristol 2.5 3.4 4.3 4.8 5.6 6.3 7.0 Dukes 2.5 3.6 4.6 4.9 5.8 6.5 7.2 Essex 2.5 3.1 3.9 4.5 5.4 5.9 6.5 Franklin 2.5 2.9 3.8 4.3 5.1 5.8 6.2 Hampden 2.5 3.0 4.0 4.6 5.3 6.0 6.5 Hampshire 2.5 3.0 3.9 4.5 5.2 5.9 6.4 Middlesex 2.5 3.1 4.0 4.5 5.3 5.9 6.5 Nantucket 2.5 3.6 4.6 4.9 5.8 6.5 7.2 Norfolk 2.5 3.2 4.1 4.7 5.5 6.1 6.7 Plymouth 2.5 3.4 4.3 4.7 5.6 6.2 7.0 Suffolk 2.5 3.2 4.0 4.6 5.5 6.0 6.6 Worcester 2.5 3.0 4.0 4.5 5.3 5.9 6.5

mbelanger

Rectangle

INSTRUCTIONS: Non-automated: Mar. 4, 2008

1. Sheet is nonautomated. Print sheet and complete using hand calculations. Column A and B: See MassDEP Structural BMP Table

2. The calculations must be completed using the Column Headings specified in Chart and Not the Excel Column Headings

3. To complete Chart Column D, multiple Column B value within Row x Column C value within Row

4. To complete Chart Column E value, subtract Column D value within Row from Column C within Row

5. Total TSS Removal = Sum All Values in Column D

Location:

A B C D ETSS Removal Starting TSS Amount Remaining

BMP1 Rate1Load* Removed (B*C) Load (C-D)

Deep Sump and Hooded Catch Basin 0.25 1.00 0.25 0.75

Stormwater Quality Unit0.90 0.75 0.68 0.08

Total TSS Removal = 93% Completed for Each Outlet or

Project:W131092

Prepared By: Bohler Engineering *Equals remaining load from previous BMP (E)

Date: 11/20/2014 which enters the BMP

1182 Mian Street - Haverhill, MA - Treatement Train #1

TSS

Rem

oval

C

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heet

INSTRUCTIONS: Non-automated: Mar. 4, 2008

1. Sheet is nonautomated. Print sheet and complete using hand calculations. Column A and B: See MassDEP Structural BMP Table

2. The calculations must be completed using the Column Headings specified in Chart and Not the Excel Column Headings

3. To complete Chart Column D, multiple Column B value within Row x Column C value within Row

4. To complete Chart Column E value, subtract Column D value within Row from Column C within Row

5. Total TSS Removal = Sum All Values in Column D

Location:

A B C D ETSS Removal Starting TSS Amount Remaining

BMP1 Rate1Load* Removed (B*C) Load (C-D)

Stormwater Quality Unit0.90 1.00 0.90 0.10

Total TSS Removal = 90% Completed for Each Outlet or

Project:W131092

Prepared By: Bohler Engineering *Equals remaining load from previous BMP (E)

Date: 11/20/2014 which enters the BMP

1182 Mian Street - Haverhill, MA - Treatement Train #2

TSS

Rem

oval

C

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heet

CALCULATION WORKSHEET

MADEP Standard 3:Recharge Volume (Re)Soil Type = C Requirement = 0.25 inches

Existing Site Impervious Area (site total) = 0.83 acresProposed Site Impervious Area (site total) = 0.79 acres

Proposed Increase in Site Impervious Area (site total) = -0.04 acresor -1,960 square feet

Re = -41 cubic feet required

The project will reduce the overall impervious area by 1,960 SF therefore the annual recharge from post-development conditions will approximate pre-development conditions

The rooftop runoff has been designed to be directed through and underground infiltration system consisting of Stormtech SC740 units. The infiltration system has been designed to store and infiltrate one (1) inch of runoff and provide an additional 258 cubic feet of groundwater recharge.

Prep. By: Bohler EngineeringDate: January 2016

Location: 1182 Main Street Haverhill, MA

Type III 24-hr 1 inch Rainfall=1.00"UG System Printed 1/19/2016Prepared by Bohler Engineering

HydroCAD® 10.00 s/n 08311 © 2013 HydroCAD Software Solutions LLC

Summary for Pond 2P: Stormtech

Inflow Area = 0.090 ac,100.00% Impervious, Inflow Depth > 0.79" for 1 inch eventInflow = 0.08 cfs @ 12.09 hrs, Volume= 0.006 afOutflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 100%, Lag= 0.0 minPrimary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af

Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrsPeak Elev= 101.50' @ 24.00 hrs Surf.Area= 152 sf Storage= 257 cf

Plug-Flow detention time= (not calculated: initial storage exceeds outflow)Center-of-Mass det. time= (not calculated: no outflow)

Volume Invert Avail.Storage Storage Description#1 99.80' 393 cf 6.25'W x 24.25'L x 3.50'H Prismatoid

530 cf Overall - 138 cf Embedded = 393 cf#2 100.30' 138 cf ADS_StormTech SC-740 x 3 Inside #1

Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.12'L = 45.9 cfOverall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap

530 cf Total Available Storage

Device Routing Invert Outlet Devices#1 Primary 101.68' 8.0" Round Culvert

L= 17.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 101.68' / 101.34' S= 0.0200 '/' Cc= 0.900 n= 0.012, Flow Area= 0.35 sf

Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=99.80' (Free Discharge)1=Culvert ( Controls 0.00 cfs)

of 1

Project: McDonaldsLocation: Haverhill, MAPrepared For: Nathaniel Mahonen, Bohler Engineering

Purpose:

Reference:

Given:Structure

NameImpv.

(acres)A

(miles2)tc

(min)tc

(hr)WQV (in)

WQU-1 0.39 0.0006094 6.0 0.100 1.00WQU-2 0.44 0.0006875 6.0 0.100 1.00

Procedure:

Structure Name qu (csm/in.)

WQU-1 774.00WQU-2 774.00

where:

A = impervious surface drainage area (in square miles)WQV = water quality volume in watershed inches (1.0" in this case)

Structure Name Q1 (cfs)

WQU-1 0.47WQU-2 0.53

qu = the unit peak discharge, in csm/in.

To calculate the water quality flow rate (WQF) over a given site area. In this situation the WQF is derived from the first 1.0" of runoff.

Massachusetts Dept. of Environmental Protection Wetlands Program / United States Department of Agriculture Natural Resources Conservation Service TR-55 Manual

Determine unit peak discharge using Figure 1 or 2. Figure 2 is in tabular form so is preferred. Using the tc, read the unit peak discharge (qu) from Figure 1 or Table in Figure 2. qu is

expressed in the following units: cfs/mi2/watershed inches (csm/in).

1. Compute Q Rate using the following equation:

Q1 = (qu) (A) (WQV)

Q1 = flow rate associated with first 1.0" of runoff

Design Ratio1 =

Rainfall Intensity Flow Rate Operating Rate2 % Total Rainfall Rmvl. Effcy4 Rel. Effcy "/hr cfs cfs/ft3 Depth3 (%) (%)0.02 0.01 0.00026 10.2% 98.0% 10.0%0.04 0.01 0.00053 9.6% 98.0% 9.5%0.06 0.02 0.00079 9.4% 98.0% 9.3%0.08 0.03 0.00106 7.7% 98.0% 7.6%0.10 0.04 0.00132 8.6% 98.0% 8.4%0.12 0.04 0.00159 6.3% 98.0% 6.2%0.14 0.05 0.00185 4.7% 98.0% 4.6%0.16 0.06 0.00212 4.6% 98.0% 4.5%0.18 0.06 0.00238 3.5% 98.0% 3.5%0.20 0.07 0.00265 4.3% 98.0% 4.3%0.25 0.09 0.00331 8.0% 98.0% 7.8%0.30 0.11 0.00397 5.6% 98.0% 5.5%0.35 0.12 0.00463 4.4% 98.0% 4.3%0.40 0.14 0.00530 2.5% 98.0% 2.5%0.45 0.16 0.00596 2.5% 98.0% 2.5%0.50 0.18 0.00662 1.4% 98.0% 1.4%0.75 0.26 0.00993 5.0% 95.7% 4.8%1.00 0.35 0.01324 0.8% 89.6% 0.7%1.50 0.53 0.01986 0.0% 83.3% 0.0%2.00 0.70 0.02648 0.0% 67.7% 0.0%3.00 1.05 0.03973 0.5% 25.3% 0.1%

97.3%0.2%6.5%90.8%

1 - Design Ratio = (Total Drainage Area x Runoff Coefficient) / VortSentry HS Treatment Volume = The Total Drainage Area and Runoff Coefficient are specified by the site engineer.

2 - Operating Rate (cfs/ft3) = Rainfall Intensity ("/hr) x Design Ratio

3 - Based on 10 years of hourly precipitation data from NCDC Station 770, Boston WSFO AP, Suffolk County, MA

Calculated by: CJA Date: 01/15/16 Checked by: Date:

System WQU-1

= 0.0130.39 acres x 0.927 ft3

VortSentry® HS Estimated Net Annual TSS Reduction

MCDONALDS 4587 - HAVERHILLHAVERHILL, MAModel VSHS36

Based on an Average Particle Size of 240 Microns

% rain falling at >3''/hr =Removal Efficiency Adjustment4 =

4 - Reduction due to use of 60-minute data for a site that has a time of concentration less than 30-minutes.

Predicted Net Annual Load Removal Efficiency =

Design Ratio1 =

Rainfall Intensity Flow Rate Operating Rate2 % Total Rainfall Rmvl. Effcy4 Rel. Effcy "/hr cfs cfs/ft3 Depth3 (%) (%)0.02 0.01 0.00030 10.2% 98.0% 10.0%0.04 0.02 0.00060 9.6% 98.0% 9.5%0.06 0.02 0.00090 9.4% 98.0% 9.3%0.08 0.03 0.00120 7.7% 98.0% 7.6%0.10 0.04 0.00149 8.6% 98.0% 8.4%0.12 0.05 0.00179 6.3% 98.0% 6.2%0.14 0.06 0.00209 4.7% 98.0% 4.6%0.16 0.06 0.00239 4.6% 98.0% 4.5%0.18 0.07 0.00269 3.5% 98.0% 3.5%0.20 0.08 0.00299 4.3% 98.0% 4.3%0.25 0.10 0.00373 8.0% 98.0% 7.8%0.30 0.12 0.00448 5.6% 98.0% 5.5%0.35 0.14 0.00523 4.4% 98.0% 4.3%0.40 0.16 0.00598 2.5% 98.0% 2.5%0.45 0.18 0.00672 2.5% 98.0% 2.5%0.50 0.20 0.00747 1.4% 97.9% 1.4%0.75 0.30 0.01120 5.0% 93.7% 4.7%1.00 0.40 0.01494 1.0% 89.2% 0.9%1.50 0.59 0.02241 0.0% 73.8% 0.0%2.00 0.79 0.02988 0.0% 58.9% 0.0%3.00 1.19 0.04482 0.5% 4.8% 0.0%

97.2%0.0%6.5%90.7%

1 - Design Ratio = (Total Drainage Area x Runoff Coefficient) / VortSentry HS Treatment Volume = The Total Drainage Area and Runoff Coefficient are specified by the site engineer.

2 - Operating Rate (cfs/ft3) = Rainfall Intensity ("/hr) x Design Ratio

3 - Based on 10 years of hourly precipitation data from NCDC Station 770, Boston WSFO AP, Suffolk County, MA

Calculated by: CJA Date: 01/15/16 Checked by: Date:

System WQU-2

= 0.0150.44 acres x 0.927 ft3

VortSentry® HS Estimated Net Annual TSS Reduction

MCDONALDS 4587 - HAVERHILLHAVERHILL, MAModel VSHS36

Based on an Average Particle Size of 240 Microns

% rain falling at >3''/hr =Removal Efficiency Adjustment4 =

4 - Reduction due to use of 60-minute data for a site that has a time of concentration less than 30-minutes.

Predicted Net Annual Load Removal Efficiency =

COMP. BY: NEM PROJECT: McDondald's

JOB NO. W152031

DATE: 1/19/2016 Location: 1182 Main Street - Haverhill

RATIONAL METHOD PIPE CALCULATIONS DESIGN PERIOD: 25-YEAR STORM

LOCATION IMPERVIOUS LANDSCAPE AVG Q Q

FROM TO A (total) A C CA A C CA C Tc I CxIxA D S n L full

(Ac) (Ac) (Ac) (Min) in/hr (cfs) (in) (ft/ft) (ft) (cfs)

CB-1 DMH-1 0.10 0.06 0.90 0.054 0.04 0.30 0.012 0.66 6 6.0 0.40 12 0.020 0.012 41 5.46

CB-2 DMH-1 0.04 0.04 0.90 0.036 0.00 0.30 0.000 0.90 6 6.0 0.22 12 0.020 0.012 6 5.46

DMH-1 DMH-2 0.14 0.10 0.90 0.090 0.04 0.30 0.012 0.73 6 6.0 0.61 12 0.020 0.012 84 5.46

ROOF UG 0.09 0.09 0.90 0.081 0.00 0.30 0.000 0.90 6 6.0 0.49 12 0.020 0.012 30 5.46

UG DMH-2 0.09 0.09 0.90 0.081 0.00 0.30 0.000 0.90 6 6.0 0.49 12 0.020 0.012 17 5.46

DMH-2 WQU-1 0.23 0.19 0.90 0.171 0.04 0.30 0.012 0.80 6 6.0 1.10 12 0.020 0.012 124 5.46

WQU-1 OUTLET 0.47 0.39 0.90 0.351 0.08 0.30 0.024 0.80 6 6.0 2.25 8 0.090 0.012 124 3.93

DRAINAGE COMPUTATIONS

APPENDIX E – OPERATION AND MAINTENACE PLAN

STORMWATER OPERATION & MAINTENANCE PLAN


RESPONSIBLE PARTY / OWNER:

McDonald’s USA, LLC

690 canton Street Westwood, MA 02090

Construction Phase

During the construction phase, all erosion control devices and measures shall be maintained in accordance with the final record plans, local/state approvals and conditions, the EPA Construction General Permit and the Stormwater Pollution Prevention Plan (SWPPP). Additionally, the maintenance of all erosion / siltation control measures during construction shall be the responsibility of the general contractor. Contact information of the OWNER and CONTRACTOR shall be listed in the SWPPP for this site. The SWPPP also includes information regarding construction period allowable and illicit discharges, housekeeping and emergency response procedures. Upon proper notice to the property owner, the City of Haverhill or authorized designee shall be allowed to enter the property at a reasonable time and in a reasonable manner for the purposes of inspection.

Post Development Controls Once construction is completed, the post development stormwater controls are to be operated and maintained in compliance with the following permanent procedures (note that the continued implementation of these procedures shall be the responsibility of the OWNER – McDondald’s USA, LLC or its assignee):

1. Parking lots and on-site driveways shall be swept at least twice per year and on a more frequent basis depending on sanding operations. All resulting sweepings shall be collected and properly disposed of off site in accordance with MADEP and other applicable requirements. BUDGET: $2,000/yr.

2. All catch basins and pipe outfalls shall be inspected two times per year. These features shall be

cleaned two (2) times per year or whenever the depth of deposits is greater than or equal to one half the depth from the bottom of the invert of the lowest pipe in the structure. Accumulated sediment and hydrocarbons present must be removed and properly disposed of off site in accordance with MADEP and other applicable requirements. Periodic cleaning, repair and/or replacement of rip rap may be necessary due to erosion, etc. BUDGET $500/yr per structure.

3. Underground stormwater systems (Stormtech SC740 chambers): The underground infiltration system

shall be inspected system be inspected after at least three storm events of one inch or more during the first year, and after any storm greater than 2-inches thereafter. If the system does not fully drain within 72 hours corrective action should be taken to ensure that it is operating as intended and that all components are stable and in working order The inlet and outlet control structures shall be inspected and any debris or sediment shall be removed and disposed of accordingly. BUDGET: $500/yr.

4. VortSentry HS36 Water Quality Units: Units shall be inspected and cleaned per manufacturer’s

recommendations. BUDGET $500/yr per structure.

LONG-TERM POLLUTION PREVENTION PLAN (LTPPP)


RESPONSIBLE PARTY / OWNER:

McDonald’s USA, LLC

690 canton Street Westwood, MA 02090

For this site, the Long-Term Pollution Prevention Plan will consist of the following:

1. The property owner shall be responsible for “good housekeeping” including proper periodic maintenance

of building and pavement areas, curbing, landscaping, etc. 2. Trash and other debris shall be removed from the driveways and parking lots on a semi-annual basis.

3. Trash and other debris shall be removed from landscaped and planted areas on a semi-annual basis.

4. Proper storage and removal of solid waste (dumpsters).

5. Regular sweeping of the parking lot pavement areas, as indicated in the “O&M Plan”. 6. Regular inspections and maintenance of Stormwater Management System as noted in the “O&M Plan”.

7. Snow removal shall be the responsibility of the property owner. Salting and/or sanding of pavement /

walkway areas during winter conditions shall only be done in accordance with all state/local requirements and approvals.

8. The amount of sand and deicing chemicals shall be kept at the minimum amount required to provide safe pedestrian and vehicle travel.

Illicit Discharge Statement

As noted in the Stormwater Pollution Prevention Plan (SWPPP) for this project, certain types of non-stormwater discharges are allowed under the U.S. Environmental Protection Agency Construction General Permit. These types of discharges will be allowed under the conditions that no pollutants will be allowed to come in contact with the water prior to or after its discharge. The control measures which have been outlined previously in this LTPPP will be strictly followed to ensure that no contamination of these non-storm water discharges takes place. Any existing illicit discharges, if discovered during the course of the work, will be reported to MassDEP, as applicable, to be addressed in accordance with their respective policies. No illicit discharges will be allowed in conjunction with the proposed improvements.

SPILL PREVENTION AND RESPONSE PROCEDURES (POST-CONSTRUCTION) In order to prevent or minimize the potential for a spill of Hazardous Substances or Oil or come into contact with stormwater, the following steps will be implemented: 1. All Hazardous Substances or Oil (such as pesticides, petroleum products, fertilizers, detergents, acids,

paints, paint solvents, cleaning solvents, etc.) will be stored in a secure location, with their lids on, preferably under cover, when not in use.

2. The minimum practical quantity of all such materials will be kept on site.

3. A spill control and containment kit (containing, for example, absorbent materials, acid neutralizing powder, brooms, dust pans, mops, rags, gloves, goggles, plastic and metal trash containers, etc.) will be provided on site.

4. Manufacturer's recommended methods for spill cleanup will be clearly posted and site personnel will be trained regarding these procedures and the location of the information and cleanup supplies.

5. It is the OWNER’s responsibility to ensure that all Hazardous Waste on site is disposed of properly by a licensed hazardous material disposal company. The OWNER is responsible for not exceeding Hazardous Waste storage requirements mandated by the EPA or state and local authorities.

In the event of a spill of Hazardous Substances or Oil, the following procedures should be followed: 1. All measures should be taken to contain and abate the spill and to prevent the discharge of the Hazardous

Substance or Oil to stormwater or off-site. (The spill area should be kept well ventilated and personnel should wear appropriate protective clothing to prevent injury from contact with the Hazardous Substances.)

2. For spills of less than five (5) gallons of material, proceed with source control and containment, clean-up

with absorbent materials or other applicable means unless an imminent hazard or other circumstances dictate that the spill should be treated by a professional emergency response contractor.

3. For spills greater than five (5) gallons of material immediately contact the MADEP at the toll-free 24-

hour statewide emergency number: 1-888-304-1133, the local fire department (9-1-1) and an approved emergency response contractor. Provide information on the type of material spilled, the location of the spill, the quantity spilled, and the time of the spill to the emergency response contractor or coordinator, and proceed with prevention, containment and/or clean-up if so desired. (Use the form provided or similar).

4. If there is a Reportable Quantity (RQ) release, then the National Response Center should be notified

immediately at (800) 424-8802; within fourteen (14) days a report should be submitted to the EPA regional office describing the release, the date and circumstances of the release and the steps taken to prevent another release. This Pollution Prevention Plan should be updated to reflect any such steps or actions taken and measures to prevent the same from reoccurring.

VortSentry® HS Guide Operation, Design,

Performance and Maintenance

ENGINEERED SOLUTIONS

2 3

VortSentry® HS The VortSentry HS is a compact, below grade stormwater treatment system that employs helical flow technology to enhance gravitational separation of floating and settling pollutants from stormwater flows. With the ability to accept a wide range of pipe sizes, the VortSentry HS can treat and convey flows from small to large sites. A unique internal bypass design means higher flows can be diverted without the use of external bypass structures. The VortSentry HS is also available in a grate inlet configuration, which is ideal for retrofit installations.

Operation OverviewLow, frequently occurring storm flows are directed into the treatment chamber through the primary inlet. The tangentially oriented downward pipe induces a swirling motion in the treatment chamber that increases capture and containment abilities. Moderate storm flows are directed into the treatment chamber through the secondary inlet, which allows for capture of floating trash and debris. The secondary inlet also provides for treatment of higher flows without significantly increasing the velocity or turbulence in the treatment chamber. This allows for a more quiescent separation environment. Settleable solids and floating pollutants are captured and contained in the treatment chamber.

Flow exits the treatment chamber through the outlet flow control, which manages the amount of flow that is treated and helps maintain the helical flow patterns developed within the treatment chamber.

Flows exceeding the system’s rated treatment flow are diverted away from the treatment chamber by the flow partition. Internal diversion of high flows eliminates the need for external bypass structures. During bypass, the head equalizing baffle applies head on the outlet flow control to limit the flow through the treatment chamber. This helps prevent re-suspension of previously captured pollutants.

Design BasicsThere are two primary methods of sizing a VortSentry HS system. The Water Quality Flow Rate Method determines which model size provides the desired removal efficiency at a given flow for a defined particle size. The summation process of the Rational Rainfall Method is used when a specific removal efficiency of the net annual sediment load is required.

Typically, VortSentry HS systems are designed to achieve an 80% annual solids load reduction based on lab generated performance curves for a particle gradation with an average particle size (d50) of 240-microns (µm).

Water Quality Flow Rate MethodIn many cases, regulations require that a specific flow rate, often referred to as the water quality design flow (WQQ), be treated. This WQQ represents the peak flow rate from either an event with a specific recurrence interval (i.e. the six-month storm) or a water quality depth (i.e. 1/2-inch of rainfall).

The VortSentry HS is designed to treat all flows up to the WQQ. Due to its internal bypass weir configuration, flow rates in the treatment chamber only increase minimally once the WQQ is surpassed. At influent rates higher than the WQQ, the flow partition will allow most flow exceeding the treatment flow rate to bypass the treatment chamber. This allows removal efficiency to remain relatively constant in the treatment chamber and reduces the risk of washout during bypass flows regardless of influent flow rates.

Treatment flow rates are defined as the rate at which the VortSentry HS will remove a specific gradation of sediment at a specific removal efficiency. Therefore they are variable based on the gradation and removal efficiency specified by the design engineer and the unit size is scaled according to the project goal.

Rational Rainfall Method™Differences in local climate, topography and scale make every site hydraulically unique. The Rational Rainfall Method is a sizing program Contech uses to estimate a net annual sediment load reduction for a particular VortSentry HS model based on site size, site runoff coefficient, regional rainfall intensity distribution, and anticipated pollutant characteristics. For more information on the Rational Rainfall Method, see Vortechs Technical Bulletin 4: Modeling Long Term Load Reduction: The Rational Rainfall Method, available at www.ContechES.com/stormwater

Treatment Flow RateThe outlet flow control is sized to allow the WQQ to pass entirely through the treatment chamber at a water surface elevation equal to the crest of the flow partition. The head equalizing baffle applies head on the outlet flow control to limit the flow through the treatment chamber when bypass occurs, thus helping to prevent re-suspension or re-entrainment of previously captured particles.

Hydraulic CapacityThe VortSentry HS is available in three standard configurations: inline (with inlet and outlet pipes at 180º to each other), grated inlet, and a combination of grate and pipe inlets. All three configurations are available in 36-inch (900-mm) through 96-inch (2400-mm) diameter manholes.

2 3

The configuration of the system is determined by the suffix of the model name:

• A model name without a suffix denotes a standard pipe inlet (Example HS48).

• A “G” at the end of the model designation denotes a grate inlet (Example HS48G).

• A “GP” at the end of the model designation denotes a combination of grate and pipe inlets (Example HS48GP).

PerformanceFull-Scale Laboratory Test ResultsLaboratory testing of the VortSentry HS was conducted using F-55 Silica, a commercially available sand product with an average particle size of 240-µm (Table 1). This material was metered into a model HS48 VortSentry HS at an average concentration of between 250-mg/L and 300-mg/L at flow rates ranging from 0.50-cfs to 1.5-cfs (14-L/s to 56-L/s).

Removal efficiencies at each flow rate were calculated based on net sediment loads passing the influent and effluent sampling points. Results are illustrated in Figure 1.

Assuming that sediment in the inlet chamber is ideally mixed, removal rates through the system will decay according to the percentage of flow bypassed. This effect has been observed in the laboratory where the test system is designed to produce a

thoroughly mixed inlet stream. All VortSentry HS models have the same aspect ratio regardless of system diameter (i.e. an increase in diameter results in a corresponding increase in depth). Operating rates are expressed volumetrically.

Removal efficiency at each operating rate is calculated according to the average of volumetric and Froude scaling methods and is described by Equation 1.

Equation 1 and actual laboratory test results were used to determine the flow rate which would be required for the various VortSentry HS models to remove 80% of solids.

View report at www.ContechES.com/stormwater

MaintenanceThe VortSentry HS system should be inspected at regular intervals and maintained when necessary to ensure optimum performance. The rate at which the system collects pollutants will depend more heavily on site activities than the size of the unit, i.e., unstable soils or heavy winter sanding will cause the treatment chamber to fill more quickly, but regular sweeping will slow accumulation.

InspectionInspection is the key to effective maintenance and is easily performed. Pollutant deposition and transport may vary from year to year and regular inspections will help ensure that the system is cleaned out at the appropriate time. At a minimum, inspections should be performed twice per year (i.e. spring and fall) however more frequent inspections may be necessary in equipment washdown areas and in climates where winter sanding operations may lead to rapid accumulations of a large volume of sediment. It is useful and often required as part of a permit to keep a record of each inspection. A simple inspection and maintenance log form for doing so is available for download at www.ContechES.com/stormwater

The VortSentry HS should be cleaned when the sediment has accumulated to a depth of two feet in the treatment chamber. This determination can be made by taking two measurements with a stadia rod or similar measuring device; one measurement from the manhole opening to the top of the sediment pile and the other from the manhole opening to the water surface. If the difference between these measurements is less than the distance given in Table 2, the VortSentry HS should be maintained to ensure effective treatment.

CleaningCleaning of the VortSentry HS should be done during dry weather conditions when no flow is entering the system. Cleanout of the VortSentry HS with a vacuum truck is generally the most effective and convenient method of excavating pollutants from the system. Simply remove the manhole cover and insert the vacuum hose into the sump. All pollutants can be removed from this one access point from the surface with no requirements for Confined Space Entry.

In installations where the risk of petroleum spills is small, liquid contaminants may not accumulate as quickly as sediment. However, an oil or gasoline spill should be cleaned out immediately. Motor oil and other hydrocarbons that accumulate on a more routine basis should be removed when an appreciable layer has been captured. To remove these pollutants, it may be preferable to use adsorbent pads, which solidify the oils. These are usually much easier to remove from the unit individually, and less expensive to dispose than the oil/water emulsion that may be

30 600 99.7%

40 425 95.7%

50 300 74.7%

70 212 33.7%

100 150 6.7%

140 106 0.7%

Table 1 : US Silica F-55 Particle Size Distribution

US Standard Particle Size Cumulative Sieve Size Micron (µm) Passing %

Solid

s R

emov

al (%

)

0

10

60

70

80

90

100

Q cfs (L/s)

0.0 0.5 (14) 1.0 (28) 1.5 (42) 2.0 (56)

Figure 1: VortSentry HS Removal Efficiencies for 240-µm Particle Gradation

Table 2: VortSentry HS Maintenance Indicators and Sediment Storage Capacities.

Note: To avoid underestimating the volume of sediment in the chamber, the measuring device must be carefully lowered to the top of the sediment pile. Finer, silty particles at the top of the pile may be more difficult to feel with the measuring stick. These finer particles typically offer less resistance to the end of the rod than larger particles toward the bottom of the pile.

Logon to www.ContechES.com/stormwater to download the VortSentry HS Inspection and Maintenance Log.

For assistance with maintaining your VortSentry HS, contact us regarding the Contech Maintenance compliance certification program.

created by vacuuming the oily layer. Floating trash can be netted out if you wish to separate it from the other pollutants.

Manhole covers should be securely seated following cleaning activities to prevent leakage of runoff into the system from above and also to ensure proper safety precautions. If anyone physically enters the unit, Confined Space Entry procedures need to be followed.

Disposal of all material removed from the VortSentry HS should be done is accordance with local regulations. In many locations, disposal of evacuated sediments may be handled in the same manner as disposal of sediments removed from catch basins or deep sump manholes. Check your local regulations for specific requirements on disposal.

Distance

VortSentry HS Diameter

Between Water Sediment Oil Spill

Model Surface and Top Storage Storage

of Storage Sump

in. m ft. m yd3 m3 gal. liter

HS36 36 0.9 3.6 1.1 0.5 0.4 83 314

HS48 48 1.2 4.7 1.4 0.9 0.7 158 598

HS60 60 1.5 6.0 1.8 1.5 1.1 258 978

HS72 72 1.8 7.1 2.2 2.1 1.6 372 1409

HS84 84 2.1 8.4 2.6 2.9 2.2 649 2458

HS96 96 2.4 9.5 2.9 3.7 2.8 845 3199

Support• Drawingsandspecificationsareavailableatcontechstormwater.com.• Site-specificdesignsupportisavailablefromourengineers.

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bridges,drainage,sanitarysewer,stormwaterandearthstabilizationproducts.ForinformationonotherContechdivision

offerings,visitContechES.comorcall800.338.1122

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PURPOSE. SEE THE CONTECH STANDARD CONDITIONS OF SALE (vIEwABLE AT

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ENGINEERED SOLUTIONS

STORMWATER MANAGEMENT SYSTEM POST-CONSTRUCTION INSPECTION REPORT

Page 1 of 2

LOCATION: 1182 Main Street

Haverhill, Massachusetts

RESPONSIBLE PARTY: McDondald’s USA, LLC

690 Canton Street, Westwood, MA 02090

NAME OF INSPECTOR:

INSPECTION DATE:

Note Condition of the Following (sediment depth, debris, standing water, damage, etc.):

Catch Basins :

Discharge Points:

Underground Infiltration Basin:

VortSentry Units:

Other:

Other:

STORMWATER MANAGEMENT SYSTEM POST-CONSTRUCTION INSPECTION REPORT

Page 2 of 2

Note Actions taken on the Following (sediment and/or debris removal, repairs, etc.):

Catch Basins:

Discharge Points:

Underground Infiltration Basin:

VortSentry Units:

Other:

Other:

Comments:

McDondald’s USA, LLC 1182 Main Street

Haverhill, MA

Spill Prevention Control and Countermeasure Plan (Post Construction)

HAZARDOUS SUBSTANCE REPORTABLE QUANTITY RELEASE FORM

The discharges of hazardous substances in stormwater discharges from developed sites must be prevented or minimized in accordance with various local, state and federal requirements. Where a release containing a hazardous substance in an amount equal to or in excess of a Reportable Quantity (RQ) established under 40CFR and/or EPA’s list of RQ’s (whichever is more restrictive) occurs, the following steps must be taken:

1. All measures must be taken to contain and abate the spill and to prevent the discharge of the pollutant(s) to off-site locations, receiving waters, wetlands and/or resource areas.

2. In the event of a spill immediately notify: The Haverhill Fire Department (at 9-1-1) AND Emergency Response section at MassDEP at the toll-free 24-hour statewide

number: 1-888-304-1133 3. Contact the Project Manager, Owner or Environmental Consultant/LSP of Record

immediately upon knowledge of release.

Date of Spill Material Spilled Approximate Quantity of Spill

(in gallons)

Agency(s) Notified Date of Notification

Note: The OWNER is responsible for maintaining a list of current RQ’s for all hazardous substances encountered, stored on-site or anticipated to be encountered.

APPENDIX F – STORMWATER MANAGEMENT CHECKLIST

Haverhill swcheck.doc • 04/01/08 Stormwater Report Checklist • Page 2 of 8

Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Program

Checklist for Stormwater Report

B. Stormwater Checklist and Certification The following checklist is intended to serve as a guide for applicants as to the elements that ordinarily

need to be addressed in a complete Stormwater Report. The checklist is also intended to provide conservation commissions and other reviewing authorities with a summary of the components necessary for a comprehensive Stormwater Report that addresses the ten Stormwater Standards. Note: Because stormwater requirements vary from project to project, it is possible that a complete Stormwater Report may not include information on some of the subjects specified in the Checklist. If it is determined that a specific item does not apply to the project under review, please note that the item is not applicable (N.A.) and provide the reasons for that determination. A complete checklist must include the Certification set forth below signed by the Registered Professional Engineer who prepared the Stormwater Report.

Registered Professional Engineer’s Certification I have reviewed the Stormwater Report, including the soil evaluation, computations, Long-term Pollution

Prevention Plan, the Construction Period Erosion and Sedimentation Control Plan (if included), the Long-term Post-Construction Operation and Maintenance Plan, the Illicit Discharge Compliance Statement (if included) and the plans showing the stormwater management system, and have determined that they have been prepared in accordance with the requirements of the Stormwater Management Standards as further elaborated by the Massachusetts Stormwater Handbook. I have also determined that the information presented in the Stormwater Checklist is accurate and that the information presented in the Stormwater Report accurately reflects conditions at the site as of the date of this permit application.

Registered Professional Engineer Block and Signature

Signature and Date

Checklist

Project Type: Is the application for new development, redevelopment, or a mix of new and redevelopment?

New development

Redevelopment

Mix of New Development and Redevelopment




Checklist (continued) LID Measures: Stormwater Standards require LID measures to be considered. Document what

environmentally sensitive design and LID Techniques were considered during the planning and design of the project:

No disturbance to any Wetland Resource Areas

Site Design Practices (e.g. clustered development, reduced frontage setbacks)

Reduced Impervious Area (Redevelopment Only)

Minimizing disturbance to existing trees and shrubs

LID Site Design Credit Requested:

Credit 1

Credit 2

Credit 3

Use of “country drainage” versus curb and gutter conveyance and pipe

Bioretention Cells (includes Rain Gardens)

Constructed Stormwater Wetlands (includes Gravel Wetlands designs)

Treebox Filter

Water Quality Swale

Grass Channel

Green Roof

Other (describe):

Standard 1: No New Untreated Discharges

No new untreated discharges

Outlets have been designed so there is no erosion or scour to wetlands and waters of the Commonwealth

Supporting calculations specified in Volume 3 of the Massachusetts Stormwater Handbook included.




Checklist (continued)

Standard 2: Peak Rate Attenuation

Standard 2 waiver requested because the project is located in land subject to coastal storm flowage and stormwater discharge is to a wetland subject to coastal flooding.

Evaluation provided to determine whether off-site flooding increases during the 100-year 24-hour storm.

Calculations provided to show that post-development peak discharge rates do not exceed pre-

development rates for the 2-year and 10-year 24-hour storms. If evaluation shows that off-site flooding increases during the 100-year 24-hour storm, calculations are also provided to show that post-development peak discharge rates do not exceed pre-development rates for the 100-year 24-hour storm.

Standard 3: Recharge

Soil Analysis provided.

Required Recharge Volume calculation provided.

Required Recharge volume reduced through use of the LID site Design Credits.

Sizing the infiltration, BMPs is based on the following method: Check the method used.

Static Simple Dynamic Dynamic Field1

Runoff from all impervious areas at the site discharging to the infiltration BMP.

Runoff from all impervious areas at the site is not discharging to the infiltration BMP and calculations

are provided showing that the drainage area contributing runoff to the infiltration BMPs is sufficient to generate the required recharge volume.

Recharge BMPs have been sized to infiltrate the Required Recharge Volume.

Recharge BMPs have been sized to infiltrate the Required Recharge Volume only to the maximum extent practicable for the following reason:

Site is comprised solely of C and D soils and/or bedrock at the land surface

M.G.L. c. 21E sites pursuant to 310 CMR 40.0000

Solid Waste Landfill pursuant to 310 CMR 19.000

Project is otherwise subject to Stormwater Management Standards only to the maximum extent practicable.

Calculations showing that the infiltration BMPs will drain in 72 hours are provided.

Property includes a M.G.L. c. 21E site or a solid waste landfill and a mounding analysis is included.

1 80% TSS removal is required prior to discharge to infiltration BMP if Dynamic Field method is used.





Standard 3: Recharge (continued)

The infiltration BMP is used to attenuate peak flows during storms greater than or equal to the 10-

year 24-hour storm and separation to seasonal high groundwater is less than 4 feet and a mounding analysis is provided.

Documentation is provided showing that infiltration BMPs do not adversely impact nearby wetland resource areas.

Standard 4: Water Quality

The Long-Term Pollution Prevention Plan typically includes the following: Good housekeeping practices; Provisions for storing materials and waste products inside or under cover; Vehicle washing controls; Requirements for routine inspections and maintenance of stormwater BMPs; Spill prevention and response plans; Provisions for maintenance of lawns, gardens, and other landscaped areas; Requirements for storage and use of fertilizers, herbicides, and pesticides; Pet waste management provisions; Provisions for operation and management of septic systems; Provisions for solid waste management; Snow disposal and plowing plans relative to Wetland Resource Areas; Winter Road Salt and/or Sand Use and Storage restrictions; Street sweeping schedules; Provisions for prevention of illicit discharges to the stormwater management system; Documentation that Stormwater BMPs are designed to provide for shutdown and containment in the

event of a spill or discharges to or near critical areas or from LUHPPL; Training for staff or personnel involved with implementing Long-Term Pollution Prevention Plan; List of Emergency contacts for implementing Long-Term Pollution Prevention Plan.

A Long-Term Pollution Prevention Plan is attached to Stormwater Report and is included as an attachment to the Wetlands Notice of Intent.

Treatment BMPs subject to the 44% TSS removal pretreatment requirement and the one inch rule for calculating the water quality volume are included, and discharge:

is within the Zone II or Interim Wellhead Protection Area

is near or to other critical areas

is within soils with a rapid infiltration rate (greater than 2.4 inches per hour)

involves runoff from land uses with higher potential pollutant loads.

The Required Water Quality Volume is reduced through use of the LID site Design Credits.

Calculations documenting that the treatment train meets the 80% TSS removal requirement and, if applicable, the 44% TSS removal pretreatment requirement, are provided.





Standard 4: Water Quality (continued)

The BMP is sized (and calculations provided) based on:

The ½” or 1” Water Quality Volume or

The equivalent flow rate associated with the Water Quality Volume and documentation is provided showing that the BMP treats the required water quality volume.

The applicant proposes to use proprietary BMPs, and documentation supporting use of proprietary

BMP and proposed TSS removal rate is provided. This documentation may be in the form of the propriety BMP checklist found in Volume 2, Chapter 4 of the Massachusetts Stormwater Handbook and submitting copies of the TARP Report, STEP Report, and/or other third party studies verifying performance of the proprietary BMPs.

A TMDL exists that indicates a need to reduce pollutants other than TSS and documentation showing

that the BMPs selected are consistent with the TMDL is provided.

Standard 5: Land Uses With Higher Potential Pollutant Loads (LUHPPLs)

The NPDES Multi-Sector General Permit covers the land use and the Stormwater Pollution

Prevention Plan (SWPPP) has been included with the Stormwater Report.

The NPDES Multi-Sector General Permit covers the land use and the SWPPP will be submitted prior

to the discharge of stormwater to the post-construction stormwater BMPs.

The NPDES Multi-Sector General Permit does not cover the land use.

LUHPPLs are located at the site and industry specific source control and pollution prevention measures have been proposed to reduce or eliminate the exposure of LUHPPLs to rain, snow, snow melt and runoff, and been included in the long term Pollution Prevention Plan.

All exposure has been eliminated.

All exposure has not been eliminated and all BMPs selected are on MassDEP LUHPPL list.

The LUHPPL has the potential to generate runoff with moderate to higher concentrations of oil and grease (e.g. all parking lots with >1000 vehicle trips per day) and the treatment train includes an oil grit separator, a filtering bioretention area, a sand filter or equivalent.

Standard 6: Critical Areas

The discharge is near or to a critical area and the treatment train includes only BMPs that MassDEP

has approved for stormwater discharges to or near that particular class of critical area.

Critical areas and BMPs are identified in the Stormwater Report.





Standard 7: Redevelopments and Other Projects Subject to the Standards only to the maximum extent practicable

The project is subject to the Stormwater Management Standards only to the maximum Extent

Practicable as a:

Limited Project

Small Residential Projects: 5-9 single family houses or 5-9 units in a multi-family development

provided there is no discharge that may potentially affect a critical area.

Small Residential Projects: 2-4 single family houses or 2-4 units in a multi-family development with a discharge to a critical area

Marina and/or boatyard provided the hull painting, service and maintenance areas are protected

from exposure to rain, snow, snow melt and runoff

Bike Path and/or Foot Path

Redevelopment Project

Redevelopment portion of mix of new and redevelopment.

Certain standards are not fully met (Standard No. 1, 8, 9, and 10 must always be fully met) and an

explanation of why these standards are not met is contained in the Stormwater Report.

The project involves redevelopment and a description of all measures that have been taken to improve existing conditions is provided in the Stormwater Report. The redevelopment checklist found in Volume 2 Chapter 3 of the Massachusetts Stormwater Handbook may be used to document that the proposed stormwater management system (a) complies with Standards 2, 3 and the pretreatment and structural BMP requirements of Standards 4-6 to the maximum extent practicable and (b) improves existing conditions.

Standard 8: Construction Period Pollution Prevention and Erosion and Sedimentation Control

A Construction Period Pollution Prevention and Erosion and Sedimentation Control Plan must include the following information:

Narrative; Construction Period Operation and Maintenance Plan; Names of Persons or Entity Responsible for Plan Compliance; Construction Period Pollution Prevention Measures; Erosion and Sedimentation Control Plan Drawings; Detail drawings and specifications for erosion control BMPs, including sizing calculations; Vegetation Planning; Site Development Plan; Construction Sequencing Plan; Sequencing of Erosion and Sedimentation Controls; Operation and Maintenance of Erosion and Sedimentation Controls; Inspection Schedule; Maintenance Schedule; Inspection and Maintenance Log Form.

A Construction Period Pollution Prevention and Erosion and Sedimentation Control Plan containing

the information set forth above has been included in the Stormwater Report.





Standard 8: Construction Period Pollution Prevention and Erosion and Sedimentation Control (continued)

The project is highly complex and information is included in the Stormwater Report that explains why it is not possible to submit the Construction Period Pollution Prevention and Erosion and Sedimentation Control Plan with the application. A Construction Period Pollution Prevention and Erosion and Sedimentation Control has not been included in the Stormwater Report but will be submitted before land disturbance begins.

The project is not covered by a NPDES Construction General Permit.

The project is covered by a NPDES Construction General Permit and a copy of the SWPPP is in the

Stormwater Report.

The project is covered by a NPDES Construction General Permit but no SWPPP been submitted.

The SWPPP will be submitted BEFORE land disturbance begins.

Standard 9: Operation and Maintenance Plan

The Post Construction Operation and Maintenance Plan is included in the Stormwater Report and

includes the following information:

Name of the stormwater management system owners;

Party responsible for operation and maintenance;

Schedule for implementation of routine and non-routine maintenance tasks;

Plan showing the location of all stormwater BMPs maintenance access areas;

Description and delineation of public safety features;

Estimated operation and maintenance budget; and

Operation and Maintenance Log Form.

The responsible party is not the owner of the parcel where the BMP is located and the Stormwater

Report includes the following submissions:

A copy of the legal instrument (deed, homeowner’s association, utility trust or other legal entity) that establishes the terms of and legal responsibility for the operation and maintenance of the project site stormwater BMPs;

A plan and easement deed that allows site access for the legal entity to operate and maintain

BMP functions.

Standard 10: Prohibition of Illicit Discharges

The Long-Term Pollution Prevention Plan includes measures to prevent illicit discharges;

An Illicit Discharge Compliance Statement is attached;

NO Illicit Discharge Compliance Statement is attached but will be submitted prior to the discharge of

any stormwater to post-construction BMPs.

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