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HomeMy WebLinkAboutApplication - 1077 OSGOOD STREET 3/22/2007 v AIQR Z, p NNiN�� �VAR R7 NjEN APPLICATION T L PERMIT BUTCHER Y MARKETPLACE 1077 OSGOOD STREET NORTH ® MASSACHUSETTS Prepared For: Angus Realty Corporation 1077 Osgood Street North Andover, Massachusetts 01845 Prepared y: Lynnfield Engineering, Inc. 199 Newbury Street, Suite 115 Danvers, Massachusetts 01923 March 22, 2007 Town of North Andover Plannin Board Please type or print clearly: f 1. Petitioner: Angus Realty Corporation Address: 1077 Osgood Street Telephone Number: 978-688-1511 2. Owners of the Land: Same Address: Telephone Number: Number of years ownership: 47 years If applicant is not the owner,please state interest in property: 3. Request for a Special Permit under Section 8 . 3 of the North Andover Zoning Bylaw to construct parking lot expansion area and associated stormwater management system. 4. Location of Property: 1077 Osgood Street Zoning District: General Business (GB) Assessors: Map: 3 5 Lot# 27 Registry of Deeds: Book#: 0 0 91 2 Page# 0443 5. Existing Lot: ' t Lot Area (Sq. Ft): 320 , 0 8 0 Building Height: 20 Street Frontage; 679 F t Side Setbacks: 89 Ft/99 F t Font Setback: i22 Ft Rear Setback: 54 Ft Floor Area Ration: 0 . 0 93 Lot Coverage: 42 6. Proposed Lot(if applicable): N A Lot Area(Sq.Ft.): Building Height: Street Frontage: Side Setback: Front Setback: Rear Setback: Floor Area Ratio: Lot Coverage: 7. Required Lot(as required by Zoning Bylaw); Lot Area (Sq.Ft.): 25, 000 SF Building Height: 4 5 Ft Max Street Frontage: 125 Ft Max Side Setback: 25 Ft Front Setback: 25 Ft Rear Setback: 35 Ft Floor Area Ratio: NA Lot Coverage: 35% 8. Existing Building (if applicable): 1 Ground Floor(Sq.Ft.) 29 , q34 #of Floors Total Sq. Ft.; 29,934 Height: 20 Ft Use: Retail Type of Construction: Masonry 9. Proposed Building: N1A Ground Floor(Sq.Ft.) #of Floors Total Sq. Ft.; Height: Use: Type of Construction: 10. Has there been a previous application for a Special Permit from the Planning Board on these premises? Yes If so,when and for what type of construction? Site Plan Approval 11. 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 Regulations may result in a dismissal by the Planning Board of this application as inco ple Petitioner's Signature: Print or type name here: Kenn h Yameen, Angus Realty Corp. Owner's Signature: Print or type name here: Kenneth Yameen, Angus Realty Corp. DRAWINGS LIST C-1 Plot Plan C-2 Existing Conditions Plan C-3 Erosion and Sedimentation Control Plan C-4 Grading/Utility Plan C-5 Storm Management System Details C-6 Details E-1 Parking Expansion Legend, Schedules and Details E-2 Parking Expansion Lighting and Power Plan L-1 Landscape Plan ATTACHMENT NO. 1 Abutters List 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." Sublect Property: MAP PARCEL Name Address 35 27 ANGUS�REAL-TY-CORP>"107.7.OSGOOD STREET;.NORTH ANDOVER,.MA-111$45 Abutters Properties- gao�— Parcel Name.. Address— 35 20 Russell Treadwell 3221 Huntington Place Drive,Sarasorta,FL 34237 35 50 1003 Osgood Street LLC 160 Pleasant Street,North Andover,MA 01845 35 21/28/44 Town of North Andover 120 Main Street,North Andover,MA 01845 35 90 Neal Shapleigh 75 French Farm Road,North Andover,MA 01845 35 47 VJ VK Inc. 53 Kelly Road,Salem,NH 03079 35 15 Vincent Grasso 10 Commerce Way,North Andover,MA 01845 35 36 Haphby Realty Trust 40 Russell Street,North Andover,MA 01845 35 53 1140 Osgood Street Trust 1159 Osgood Street,North Andover,MA 01845 35 13 Edward RiemRies 37 Stonecleave Road,North Andover,MA 01845 35 14 One Clark Street NA LLC 97A Exchange Street,Portland ME 04101 35 109 Town of North Andover 120 Main Street,North Andover,MA 01845 35 58 Paul Lawson 1925 Great Pond Road,North Andover,MA 01845 35 59 Celestial Realty Trust 1939 Great Pond Road,North Andover,MA 01845 35 108 John Kelity 40 Lowell Street Peabody MA 01960 35 61 Joseph Pelich 725 Boxford Street,North Andover,MA 01845 35 5 Frederick Fontein 1895 Great Pond Road,North Andover,MA 01845 35 91 Michael Salach 63 French Farm Road,North Andover,MA 01845 35 7 1159 Osgood Street Trust 1159 Osgood Street,North Andover,MA 01845 35 37 Vicent Tyler 1149 Osgood Street,North Andover,MA 01845 35 6 Tobi McCarthy 1145 Osgood Street,North Andover,MA 01845 35 94 William Stathos 33 French Farm Road,North Andover,MA 01845 35 93 Fred Boucher 45 French Farm Road,North Andover,MA 01845 35 92 Brian Mcanally 53 French Farm Road,North Andover,MA 01845 35 51 Simonne Marchand 1881 Great Pond Road,North Andover,MA 01845 Lake ;ochichewick Commonwealth of MA 100 Cambridge Street,Boston,MA 02202 This certifies that the names appearing on the records of the Assessors Office as of Certified by: Date y� 0 ATTACHMENT NO. Board Appeals Decision dated September 24,, 1985 oKTh,� t ECC1VEp DANIEL LONG TOW11 CLERK ''' NORTH AhDOYER fNU SEA Z� 06 P� TOWN OF NORTH ANDOVER MASSACHUSETTS A Tn:6 COPY Lice 1-•V, • . ;J o BOARD OF APPEALS of this N date °f Si1in� o� the .�°Wn ,n the, Office. . NOTICE OF DECISION ;,Towm C3.* Cle�Ka Date . . . .September .2.4, . 19 85► Petition . . . . . . . . . . Date of Hearing. . -Aug u s.t. 12 ,,. 19 8 5 Petition of . . .Angus .Re a l.ty. Trust. . . . . . ... . . . . . . . . . . . . . . . . . ... . . . . . . . . . . . . . . . . . .. . . . . . Premises affected . . . . . . . .Osgo.od. Street .knowrx .as. .10.7,7. .Q!�9.00d .St.. . . . . . . . . . . . . Special permit Referring to the above petition for a R&UEM from the requirements of the .$AQtkcm. .4 _ Paragraph 4. 133 (d) of the Zoning ByLaws so as to permit .constructi.on. .of. .a. .new. .store .within. 250. .feat. of. Lake. . . . . . -Cochichewick or a: special permit to remodel an existing building Within .25•Q . feet •of. •Lake. .Cochichewick. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . After a public bearing given on the above date, the Board of Appeals voted to .GRANT. . . . . the' . . . . $pe.Gi.:,l. perMi t:. . . . . . , . . . . . and hereby authorize the Building Inspector to issue a permit to . .Angus, ,Realty .Tr.us.t; . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . _ for the construction of the above work, based upon the following conditions: 1 - Plan be revised to show building be constructed beyond 250 ' from lake The retaining wall shown on the plan must be constructed within 150 ' and 250'1 from the lake only except in the southeast corner of the lot — for a sewer line and pumping station which ,,is to be not greater than 201 on Great Pond Road, in a location to be determined by the North Andover Board of Public works . L - The retaining wall must be con3ltimdcted and graded prior to the commencement of construction of any structure thereon and before any building permit for a structure .is. .is.sueLd.. . .The . B.oar.d. ,s.ugggSts that two building permits may be required. . 4 - The parking lot as Shown on the .plan. .or. .revised. plan .•is. .to .bo. allowed within the 150 ' and 250 ' zone . - Prior to the issuance of a. Certificate. of. Occupancy.,.'.the . existing structure (store) must be demolished. - That a stockade fence, closest to•,-the •structuie ,. .be. .constructed on the northeast boundry abutting the -..Ragonese proplaxty in addition to th I two rows of staggered white pine. • • . • • • . (continued on Page 2) Board of Appeals `ngus 'Tealty Trust Osg( 1 Street r - That all of the walls of the 'pr.®posed structure be of the same nPierials , excepting glass . )That the plans be revised and submitted 'to and approved by the Board prior to any construction on the site . I - That necessary plans *be submitted to the Building Inspector showing that drainage from the store drains away from, the lake through catch .basins on Osgood Street. I - That trash receptacles be enclosed in a masonry walled'enclosure with front non-transparent gates . That the existing driveway to Great Pond Road, on the south side of the site , be demolished at the area vestered to be a green area which is not to be fertilized. The retaining wall shall be landscaped as shown on the plan. I - Parking lot lighting shall be directed down. application for. special permit for existing building denied in light of he granting of the special permit, for the above . 'he Board finds that' the provisions of Section 10 .31 have been satisfied, 'he Board has determined that Town sewage will be added to the site (at' )resent a sanitary holding tank system is being used) which is of great ►enefit to - the site. This Town sewage places this petitioner in a lifferent light from other sites bordering the Lake 's Watershed District. . .Signed 1 Frank Serio f Jr., , Chai rrhan Alfred E. Frizelle , Esq. , Vice Chairman Augustine N. Nickerson , Clerk Walter F. Soule Raymond A. Vivenzio BOARD OF APPEALS 'awt . i --rmrr wi� ATTACHMENT • Stormwater Management Report 6 STORMWATER ANALYSIS AND CALCULATIONS located at BUTCHER BOY MARKETS 1077 OSGOOD STREET (ROUTE 125) NORTH ANDOVER, MASSACHUSETTS Owner: Angus Realty Corporation 1077 Osgood Street North Andover, Massachusetts 01845 February 9, 2007 TABLE OF CONTENTS Calculation Methods Source of Data Report Summary: * Calculation Objectives * Selection of Storm Events * Classification.of Soils * Existing Conditions Overview * Proposed Conditions Overview * Performance of Stormwater Management Facility * Summary of Peak Runoff Rate * North Andover Bylaw Standards Stormwater Analysis: * Existing Conditions Watershed Routing Diagram ® 1-Year 24-Hour Storm Event Analysis ® 10-Year 24-Hour Storm Event Analysis • 100-Year 24-Hour Storm Event Analysis * Proposed Conditions Watershed Routing Diagram 1-Year 24-Hour Storm Event Analysis 10-Year 24-Hour Storm Event Analysis • 100-Year 24-Hour Storm Event Analysis Appendix: * TSS Removal Worksheets * Stormwater Management Form—WPA Appendix C * Inspection and Maintenance Plan * Existing Watershed Plan * Proposed Watershed Plan CALCULATION OBJECTIVE The purpose of this analysis is to design a stormwater management system that will both lower pollutant loads in the stormwater as well as reducing the peak flow of post construction drainage below that of the existing conditions peals flow at selected design points. Drainage maps are included to depict existing and proposed watershed (or subcatchment) areas. SELECTION OF STORM EVENTS The storm events have been compiled from the Soil Conservation Service Technical Report No. 55 and the U.S. Department of Commerce Technical Paper No. 40. Rainfall frequency data has been provided as follows: Frequency Rainfall 1 2.5" 10 4.25" 100 6.5" CLASSIFICATION OF SOILS Based on Soil Conservation Service Maps of Essex County South dated May 1984,the following soil types have been identified within the total watershed area for analysis: WrB - Woodbridge Fine Sandy Loam—Moderately Well Drained—Hydrologic Group C Ur - Urban Land—Soils Altered or Obscured by Urban Works and Structures —Hydrologic Group C EXISTING CONDITIONS OVERVIEW The subject property is located at the intersection of Osgood Street(Route 125) and Great Pond Road(Route 133) in North Andover, Massachusetts, and is the location of Butcher Boy Markets. The property has an area of 9.129± acres, and the existing site predominately impervious surfaces. The northern 3/4 of the site is occupied by the building of Butcher Boy Markets and the paved parking areas around the building. The southwestern corner of the site contains a detention basin designed as an overflow area for the existing drainage system. Runoff from the paved areas is collected in catch basins around the site and eventually crosses Osgood Street via underground pipe and proceeds in a northwesterly direction into the Clark Street storm drain system. The property is abutted by an area of bordering vegetated wetlands to the east, a similar area of wetlands to the west across Osgood Street, and Lake Cochichewick to the south across Great Pond Road. PROPOSED CONDITIONS OVERVIEW The applicant is proposing the construction of a new parking lot in the southwest corner of the property. This lot would increase overall parking on site by a total of 67 spaces. A portion of the southern property entrance will have to be shifted north to make room for this new parking layout, but the curb cut and pavement within the right-of-way of Osgood Street would remain unchanged. Stormwater from the proposed additional pavement, as well as paved areas formerly routed into CB53, will now be routed into two (2) new catch Basins (PCB#2 and PCB#3). These catch basins are Stormceptor Model 4501 water quality inlets and will convey runoff into a subsurface stormwater detention system (Pond 100) made up of a network of 24" HDPE pipes. This system is designed to detain the first 0.5" of stormwater runoff volume from the contributing impervious area(1,320 CF of runoff). It will also temporarily detain the stormwater runoff, while a concrete outlet control structure built into PDMH#1 will allow stormwater to pass into the existing system at a controlled rate. This rate will match the existing flows from CB#53, thereby having no effect on the total rate of runoff from the site for the 1-year, 10-year, and 100-year 24- hour storm events. For the purposes of this drainage study, only the flow that enters the pipe connected to CB53 was analyzed, since this was the only portion of the existing system that will be affected by the proposed design. DESIGN POINT The design point chosen for this drainage study is existing catch basin CB53, located in the southern entrance driveway near the intersection of Routes 125 and 133. 2 PERFORMANCE OF THE PROPOSED STORMWATER MANAGEMENT FACILITY POND #100 . Peak Inflow Peak Peak Peak Storm Event (CFS) Outflow Storage Elevation CFS (CF) (FT) 1 1.7 0.4 2,138 129.86 10 3.0 0.7 3,757 130.28 100 4.6 1.1 5,970 130.98 SUMMARY OF PEAK RUNOFF RATE The table below illustrates the predicted peak stormwater flows from the site with comparison to existing conditions. DESIGN POINT #1/#100 Storm Event Existing CFS) Proposed CFS 1 0.4 0.4 10 0.9 0.7 100 1.4 1.1 North Andover Bylaw Standards 1. The proposal does not include untreated stormwater directly to or cause erosion in a wetland resource area. Stormwater is collected in a stormwater quality inlets (Stormceptor 4501) and is conveyed to an extended detention pond. 2. The post-development peak rates for the 1-year, 10-year, and 100-year 24-hour storm events do not exceed the pre-development rates. The attached table entitled "Summary of Peak Runoff Rate"depicts the peak flow rates for pre and post conditions. 3 3. In accordance with the DEP Stormwater Manual Volume I, Page 1-27 infiltration is restricted within a Zone A of a reservoir. The proposed parking field is located within a Zone A, therefore infiltration has not been proposed. 4. The stormwater system has been designed to remove 82.75% of the Total . Suspended Solids (TSS). The attached TSS worksheet summarizes the removal rates. 5. The runoff volume to be treated and the removal rates have been based upon the DEP Stormwater Manual. 6. This project is not considered a land use with higher potential pollutant lands. 7. Lake Cochichewick is located to the southwest of the site. All of the surface runoff is directed into a closed drain system, which flows across Osgood Street, and into the Clarke Street drainage system. The stormwater does not flow into Lake Cochichewick and is directed towards the Merrimack River. 8. This project is not considered a redevelopment. 9. See the attached plans for the details on the erosion and sediment control devices. CAR\eew\F:\—\4 804\WORD\reports\Storinwater\Narrative.doc 4 EXISTING CONDITIONS WATERSHED ROUTING DIAGRAM aa) •fA >. m _ N E L� p n,M o Q 0) U •C: N cn q •K C Q (D d Q L O N M Z Q d• 'a N L C: W (D N ` C I- C, W Quo M a (D LC) o •� co m M � Nti 0 m Q r- U o C'7 •_ C ) O _ U CY c N C� Q M Ur U') N m J U a r m V C) 0 � c N U cn N EXISTING CONDITIONS 1-YEAR STORM EVENT ANALYSIS 4804existing_partial Type 111 24-hr 1-yr Rainfall=2.50" Prepared by Lynnfield Engineering Page 1 HydroCADO 7.00 s/n 000814 Q 1986-2003 Applied Microcomputer Systems 2/9/2007 Subcatchment 30: Area into CB53 Runoff = 0.4 cfs @ 12.01 hrs, Volume= 0.03 af, Depth= 1.53" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 1-yr Rainfall=2.50" Area (sf) CN Description 5,700 98 Paved parking & roofs 2,900 74 >75% Grass cover, Good, HSG C 8,600 90 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.6 70 0.0100 2.0 Shallow Concentrated Flow, Paved Kv= 20.3 fps Subcatchment 35: Area into Det. Basin Runoff. = 0.1 cfs @ 12.11 hrs, Volume= 0.01 af, Depth= 0.42" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 1-yr Rainfall=2.50" Area (sf) CN Description 15,500 69 50-75% Grass cover, Fair, HSG B Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.8 50 0.0200 0.1 Sheet Flow, Grass: Short n= 0.150 P2= 3.00" Reach 29: Reach into CB1 Inflow Area = 0.553 ac, Inflow Depth = 0.55" for 1-yr event Inflow = 0.4 cfs @ 12.01 hrs, Volume= 0.03 of Outflow = 0.4 cfs @ 12.03 hrs, Volume= 0.03 af, Atten= 2%, Lag= 1.1 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Max. Velocity= 3.0 fps, Min. Travel Time= 0.7 min Avg. Velocity = 1.0 fps, Avg. Travel Time= 2.0 min Peak Depth= 0.21' @ 12.02 hrs Capacity at bank full= 6.7 cfs 15.0" Diameter Pipe n= 0.013 Length= 121.0' Slope= 0.0107 '/' 4804existing_partial Type 11124-hr 1-yr Rainfall=2.50" Prepared by Lynnfield Engineering Page 2 HydroCADO 7.00 s/n 000814 © 1986-2003 Applied Microcomputer Systems 2/9/2007 Reach 31: Reach into CB53 Inflow Area = 0,356 ac, Inflow Depth = 0.00 for 1-yr event Inflow = 0.0 cfs @ 0.00 hrs, Volume= 0.00 of Outflow = 0.0 cfs @ 0.00 hrs, Volume= 0.00 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Max. Velocity= 0.0 fps, Min. Travel Time= 0.0.min Avg. Velocity = 0.0 fps, Avg. Travel Time= 0.0 min Peak Depth= 0.00' @ 0.00 hrs Capacity at bank full= 22.6 cfs 24.0" Diameter Pipe n= 0.013 Length= 23.0' Slope= 0.0100 '/' Pond 21: CB 53 Inflow Area = 0.553 ac, Inflow Depth = 0.55 for 1-yr event Inflow = 0.4 cfs @ 12.01 hrs, Volume= 0.03 of Outflow = 0.4 cfs @ 12.01 hrs, Volume= 0.03 af, Atten= 0%, Lag= 0.0 min Primary = 0.4 cfs @ 12.01 hrs, Volume= 0.03 of Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 129.70' @ 12.01 hrs Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= (not calculated) # Routing Invert Outlet Devices 1 Primary 129.40' 15.0" Vert. Orifice/Grate C= 0.600 Primary OutFlow Max=0.4 cfs @ 12.01 hrs HW=129.70' (Free Discharge) 'L1=Orifice/Grate (Orifice Controls 0.4 cfs @ 1.9 fps) Pond 22: DET BASIN Inflow Area = 0.356 ac, Inflow Depth = 0.42" for 1-yr event Inflow = 0.1 cfs @ 12.11 hrs, Volume= 0.01 of Outflow = 0.1 cfs @ 12.42 hrs, Volume= 0.01 af, Atten= 49%, Lag= 18.4 min Discarded = 0.1 cfs @ 12.42 hrs, Volume= 0.01 of Primary = 0.0 cfs @ 0.00 hrs, Volume= 0.00 of Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 129.06' @ 12.42 hrs Surf.Area= 236 sf Storage= 71 cf Plug-Flow detention time= 15.2 min calculated for 0.01 of(99% of inflow) Center-of-Mass det. time= 12.1 min ( 913.1 - 901.0 ) # Invert Avail.Stora a Storage Description 1 129.00' 1 0,090 cf . Custom Stage Data (Irregular) Listed below 4804existing_partial Type /// 24-hr 1-yr Rainfall=2.50" Page 3 Prepared by Lynnfield Engineering H droCAD®7.00 s/n 000814 © 1986-2003 Applied Microcomputer Systems 2/9/2007 Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq ft) (feet) (cubic-feet) (cubic-feet) (sq-) 129.00 55 39.0 0 0 55 130.00 2,963 219.0 1,141 1,141 3,753 131.00 4,295 254.0 3,608 4,749 5,091 132.00 6,461 303.0 5,341 10,090 7,281 # Routing— Invert Outlet Devices 1 Discarded 0.00' 0.016660 fpm Exfiltration over entire Surface area 2 Primary 129.43' 24.0" Vert. Orifice/Grate C= 0.600 Discarded OutFlow Max=0.1 cfs @ 12.42 hrs HW=129.06' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.1 cfs) Primary OutFlow Max=0.0 cfs @ 0.00 hrs HW=129.00' (Free Discharge) t-2=Orifice/Grate ( Controls 0.0 cfs) EXISTING CONDITIONS 10-YEAR STORM EVENT ANALYSIS 4804existing_partial Type 111 24-hr 10-yr Rainfall=4.25" Page 4 Prepared by Lynnfield Engineering 2/9/2007 H droCAD®7.00 s/n 000814 © 1986-2003 Applied Microcompu ter Systems Subcatchment 30: Area into CB53 Runoff = 0.9 cfs @ 12.01 hrs, Volume= 0.05 af, Depth= 3.16" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 10-yr Rainfall=4.25" Areas CN Description 5,700 98 Paved parking & roofs 2,900 74 >75% Grass cover, Good, HSG C 8,600 90 Weighted Average Tc Length Slope Velocity Capacity Description min feet ft/ft ft/sec cfs 0.6 70 0.0100 2.0 Shallow d Concentrated Flow, Kv= 20 3 fps Pave Subcatchment 35: Area into Det. Basin Runoff = 0.6 cfs @ 12.09 hrs, Volume= 0.04 af, Depth= 1.43" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 10-yr Rainfall=4.25" Areas CN Description 15,500 69 50-75% Grass cover, Fair, HSG B Tc Length Slope Velocity Capacity Description min feet ft/ft ft/sec cfs 5.8 50 0.0200 0.1 Glrass: Slh rt n= 0.150 P2= 3.00" Reach 29: Reach into CB1 Inflow Area = 0.553 ac, Inflow Depth = 1.13" for 10-yr event Inflow = 0.9 cfs @ 12.01 hrs, Volume= 0.05 of Outflow = 0.8 cfs @ 12.03 hrs, Volume= 0.05 af, Atten= 2%, Lag= 0.9 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Max. Velocity= 3.7 fps, Min. Travel Time= 0.5 min Avg. Velocity = 1.2 fps, Avg. Travel Time= 1.7 min Peak Depth= 0.30' @ 12.02 hrs Capacity at bank full= 67 cfs 15.0" Diameter Pipe n= 0.013 Length= 121.0' Slope= 0.0107 T 4804existing Type /// 24-hr 10-yr Rainfall=4.25" _ Prepared by Lynnfield Engineering Page 5 H droCADO 7.00 s/n 000814 © 1986-2003 Applied Microcomputer Systems. 2/9/2007 Reach 31: Reach into CB53 Inflow Area = 0.356 ac, Inflow Depth = 0.00" for 10-yr event Inflow = 0.0 cfs @ 0.00 hrs, Volume= 0.00 of Outflow = 0.0 cfs @ 0.00 hrs, Volume= 0.00 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Max. Velocity= 0.0 fps, Min. Travel Time= 0.0 min Avg. Velocity = 0.0 fps, Avg. Travel Time= 0.0 min Peak Depth= 0.00' @ 0.00 hrs Capacity at bank full= 22.6 cfs 24.0" Diameter Pipe n= 0.013 Length= 23.0' Slope= 0.0100 '/' Pond 21: CB 53 Inflow Area = 0.553 ac, Inflow Depth = 1.13' for 10-yr event Inflow = 0.9 cfs @ 12.01 hrs, Volume= 0.05 of Outflow = 0.9 cfs @ 12.01 hrs, Volume= 0.05 af, Atten= 0%, Lag= 0.0 min Primary = 0.9 cfs @ 12.01 hrs, Volume= 0.05 of Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 129.84' @ 12.01 hrs Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= (not calculated) # Routing Invert Outlet Devices 1 Primary 129.40' 15.0" Vert. Orifice/Grate C= 0.600 Primary OutFlow Max=0.9 cfs @ 12.01 hrs HW=129.84' (Free Discharge) t--1=Orifice/Grate (Orifice Controls 0.9 cfs @ 2.3 fps) Pond 22: DET BASIN Inflow Area = 0.356 ac, Inflow Depth = 1.43" for 10-yr event Inflow = 0.6 cfs @ 12.09 hrs, Volume= 0.04 of Outflow = 0.3 cfs @ 12.33 hrs, Volume= 0.04 af, Atten= 55%, Lag= 14.4 min Discarded = 03 cfs @ 12.33 hrs, Volume= 0.04 of Primary = 0.0 cfs @ 0.00 hrs, Volume= 0.00 of Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 129.30' @ 12.33 hrs Surf.Area= 939 sf Storage= 347 cf Plug-Flow detention time= 18.3 min calculated for 0.04 of(100% of inflow) Center-of-Mass det. time= 15.9 min ( 874.5 - 858.7) # Invert Avail.Stora a Stora a Description 1 129.00' 10,090 cf Custom Stage Data (irregular) Listed below 4804existing_partial Type /// 24-hr 10-yr Rainfall=4.25" Prepared by Lynnfield Engineering Page 6 HydroCADO 7.00 s/n 000814 Q 1986-2003 Applied Microcomputer Systems 2/9/2007 Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area _ (feet) (sq-ft) feet) (cubic-feet) (cubic-feet) (sq-ft) 129.00 55 39.0 0 0 55 130.00 2,963 219.0 1,141 1,141 3,753 131.00 4,295 254.0 3,608 4,749 5,091 132.00 6,461 303.0 5,341 10,090 7,281 # Routing Invert Outlet Devices 1 Discarded 0.00' 0.016660 fpm Exfiltration over entire Surface area 2 Primary 129.43' 24.0" Vert. Orifice/Grate C= 0.600 Discarded OutFlow Max=0.3 cfs @ 12.33 hrs HW=129.30' (Free Discharge) t-1=Exfiltration (Exfiltration Controls 0.3 cfs) Primary OutFlow Max=0.0 cfs @ 0.00 hrs HW=129.00' (Free Discharge) L2=Orifice/Grate ( Controls 0.0 cfs) EXISTING CONDITIONS 1.00-YEAR STORM EVENT ANALYSIS 4804existing_partial Type 11124-hr 100-yr Rainfall=6.50" Page 7 Prepared by Lynnfield Engineering 2/9/2007 H droCADO 7.00 s/n 000814 © 1986-2003 A lied Microcomputer S stems Subcatchment 30: Area into CB53 Runoff = 1.4 cfs @ 12.01 hrs, Volume= 0.09 af, Depth= 5.33" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 100-yr Rainfall=6.50" Area (sD CN Description 5,700 98 Paved parking & roofs 2,900 74 >75% Grass cover, Good, H 3 C 8,600 90 Weighted Average Tc Length Slope Velocity Capacity Description min feet ft/ft ft/sec cfs 0.6 70 0.0100 2.0 Shallow Concentrated Flow, Paved Kv= 20.3 fps Subcatchment 35: Area into Det. Basin Runoff = 1.3 cfs @ 12.09 hrs, Volume= 0.09 af, Depth= 3.10 Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 100-yr Rainfall=6.50" Areas CN Description 15,500 69 50-75% Grass cover, Fair, HSG B Tc Length Slope Velocity Capacity Description min feet ft/ft ft/sec cfs 5.8 50 0.0200 0.1 S sass. Short n- 0-150 P2- 3.00 Reach 29: Reach into CB1 Inflow Area = 0.553 ac, Inflow Depth = 2.03" for 100-yr event Inflow = 1.4 cfs @ 12.01 hrs, Volume= 0.09 of Outflow = 1.4 cfs @ 12.02 hrs, Volume= 0.09 af, Atten= 2%, Lag= 0.8 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Max. Velocity= 4.3 fps, Min. Travel Time= 0.5 min Avg. Velocity = 1.3 fps, Avg. Travel Time= 1.5 min Peak Depth= 0.39' @ 12.02 hrs Capacity at bank full= 6.7 cfs 15.0" Diameter Pipe n= 0.013 Length= 121.0' Slope= 0.0107 '/' 4804existing_partial Type 111 24-hr 100-yr Rainfall=6.50" Prepared by Lynnfield Engineering Page 8 HydroCADO 7.00 s/n 000814 © 1986-2003 Applied Microcomputer Systems 2/9/2007 Reach 31: Reach into CB53 Inflow Area = 0.356 ac, Inflow Depth = 0.20" for 100-yr event Inflow = 0.3 cfs @ 12.20 hrs, Volume= 0.01 of Outflow = 0.3 cfs @ 12.20 hrs, Volume= 0.01 af, Atten= 0%, Lag= 0.3 min . Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Max. Velocity= 2.4 fps, Min. Travel Time= 0.2 min Avg. Velocity = 1.7 fps, Avg. Travel Time= 0.2 min Peak Depth= 0.15' @ 12.20 hrs Capacity at bank full= 22.6 cfs 24,0" Diameter Pipe n= 0.013 Length= 23.0' Slope= 0.0100 '/' Pond 21: CB 53 Inflow Area = 0.553 ac, Inflow Depth = 2.03" for 100-yr event Inflow = 1.4 cfs @ 12.01 hrs, Volume= 0.09 of Outflow = 1.4 cfs @ 12.01 hrs, Volume= 0.09 af, Atten= 0%, Lag= 0.0 min Primary = 1.4 cfs @ 12.01 hrs, Volume= 0.09 of Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 129.97' @ 12.01 hrs Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= (not calculated) # Routing Invert Outlet Devices 1 Primary 129.40' 15.0" Vert. Orifice/Grate C= 0.600 Primary OutFlow Max=1.4 cfs @ 12.01 hrs HW=129.97' (Free Discharge) t--1=Orifice/Grate (Orifice Controls 1.4 cfs @ 2.6 fps) Pond 22: DET BASIN Inflow Area = 0.356 ac, Inflow Depth = 3.10" for 100-yr event Inflow = 1.3 cfs @ 12.09 hrs, Volume= 0.09 of Outflow = 0.8 cfs @ 12.20 hrs, Volume= 0.09 af, Atten= 39%, Lag= 6.5 min Discarded = 0.5 cfs @ 12.20 hrs, Volume= 0.09 of Primary = 0.3 cfs @ 12.20 hrs, Volume= 0.01 of Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 129.63' @ 12.20 hrs Surf.Area= 1,900 sf Storage= 724 cf Plug-Flow detention time= 18.4 min calculated for 0.09 of(100% of inflow) Center-of-Mass det. time= 16.3 min ( 852.0 - 835.7 ) # Invert Avail.Storage Storage Description 1 129.00' 10,090 cf Custom Stage Data (Irregular) Listed below 4804existing_partial Type l/l 24-hr 100-yr Rainfall=6.50" Prepared by Lynnfield Engineering Page 9 HydroCADO 7.00 s/n 000814 Q 1986-2003 Applied Microcomputer Systems 2/9/2007 Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic-feet) (cubic-feet) (sq-ft) 129.00 55 39.0 0 0 55 130.00 2,963 219.0 1,141 1,141 3,753 131.00 4,295 254.0 3,608 4,749 5,091 132.00 6,461 303.0 5,341 10,090 7,281 # Routing Invert Outlet Devices 1 Discarded 0.00' 0.016660 fpm Exfiltration over entire Surface area 2 Primary 129.43' 24.0" Vert. Orifice/Grate C= 0.600 Discarded OutFlow Max=0.5 cfs @ 12.20 hrs HW=129.63' (Free Discharge) L-1=Exfiltration (Exfiltration Controls 0.5 cfs) Primary OutFlow Max=0.3 cfs @ 12.20 hrs HW=129.63' (Free Discharge) L2=Orifice/Grate (Orifice Controls 0.3 cfs @ 1.5 fps) PROPOSED CONDITIONS E a) �) vi ^L` _ a) yTC O Q O N E �� 0 'p N U W d � Cl O 0 O 0. C) Q W 00 CD C o0 L d �N L ® W 4- M CO N E °' o L C d CO -J [] °o •� o � ° L Q •L QO Q U W 2 0 I M� W r , Y \J _1 T V U C6 �jJ v f0 m (0 U S] 7 PROPOSED CONDITIONS 1-YEAR STORM EVENT ANALYSIS 4804proposed_partial Type /// 24-hr 1-yr Rainfall=2.50" Prepared by Lynnfield Engineering Page 1 HydroCADO 7.00 s/n 000814' @ 1986-2003 Applied Microcomputer Systems 2/9/2007 Subcatchment 25: Area into HDPE pipes Runoff = 1.7 cfs @ 12.08 hrs, Volume= 0.12 af, Depth= 2.06" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 1-yr Rainfall=2.50" Area (sf) CN Description 2,144 74 >75% Grass cover, Good, HSG C 29,556 98 Paved parking & roofs 31,700 96 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, Reach 29: Reach into CB1 Inflow Area = 0.728 ac, Inflow Depth = 2.02" for 1-yr event Inflow = 0.4 cfs @ 12.47 hrs, Volume= 0.12 of Outflow = 0.4 cfs @ 12.49 hrs, Volume= 0.12 af, Atten= 0%, Lag= 0.8 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Max. Velocity= 3.0 fps, Min. Travel Time= 0.4 min Avg. Velocity = 1.6 fps, Avg. Travel Time= 0.9 min Peak Depth= 0.21' @ 12.48 hrs Capacity at bank full= 6.7 cfs 15.0" Diameter Pipe n= 0.013 Length= 80.0' Slope= 0.0107 '/' Pond 100: HDPE Pipes with Wier Manhole Inflow Area = 0.728 ac, Inflow Depth = 2.06" for 1-yr event Inflow = 17 cfs @ 12.08 hrs, Volume= 0.12 of Outflow = 0.4 cfs @ 12.47 hrs, Volume= 0.12 af, Atten= 76%, Lag= 23.3 min Primary = 0.4 cfs @ 12.47 hrs, Volume= 0.12 of Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 129.86' @ 12.47 hrs Surf.Area= 3,787 sf Storage= 2,138 cf Plug-Flow detention time= 109.0 min calculated for 0.12 of(98% of inflow) Center-of-Mass det. time= 96.6 min ( 877.4 - 780.8 ) # Invert Avail.Storage Storage Description 1 129.10' 6,126 cf 24.0"D x 150.001 Horizontal Cylinderx 13 # Routing Invert Outlet Devices 1 Primary 129.10' 3.0" Vert. Orifice/Grate C= 0.600 2 Primary 131.00' 5.0' long x 0.5' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 Coef. (English) 2.80 2.92 3.08 3.30 3.32 4804proposed_partial Type /// 24-hr 1-yr Rainfall=2.50" Prepared by Lynnfield Engineering Page 2 HydroCAD®7.00 s/n 000814 ©.1986-2003 Applied Microcomputer Systems 2/9/2007 3 Primary 129.65' 3.0" Vert. Orifice/Grate X 3.00 C= 0.600 Primary OutFlow Max=0.4 cfs @ 12.47 hrs HW=129.86' (Free Discharge) 1=Orifice/Grate (Orifice Controls 0.2 cfs @ 3.8 fps) 2=Broad-Crested Rectangular Weir( Controls 0.0 cfs) 3=Orifice/Grate (Orifice Controls 0.2 cfs @ 1.6 fps) PROPOSED CONDITIONS 10-YEAR STORM EVENT ANALYSIS 4804proposed_partial Type /// 24-hr 10-yr Rainfall=4.25" Page 3 Prepared by Lynnfield Engineering 2/9/2007 H droCAna 7.00 s/n 000814 © 1986-2003 A lied Microcomputer S stems Subcatchment 25: Area into HDPE pipes Runoff = 3.0 cfs @ 12.08 hrs, Volume= 0.23 af, Depth= 3.78" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 10-yr Rainfall=4.25" Areas CN Descri tion 2,144 74 >75% Grass cover, Good, HSG C 29,556 98 Paved parking & roofs 31,700 96 Weighted Average Tc Length Slope Velocity Capacity Description min feet ft/ft ft/sec cfs Direct Entry, 6.0 Reach 29: Reach into CBI Inflow Area = 0.728 ac, Inflow Depth = 3.72" for 10-yr event Inflow = 0.7 cfs @ 12.45 hrs, Volume= 0.23 of Outflow = 0.7 cfs @ 12.46 hrs, Volume= 0.23 af, Atten= 0%, Lag= 0.6 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Max. Velocity= 3.6 fps, Min. Travel Time= 0.4 min Avg. Velocity = 1.8 fps, Avg. Travel Time= 0.7 min Peak Depth= 0.28' @ 12.46 hrs Capacity at bank full= 6.7 cfs 15.0" Diameter Pipe n= 0.013 Length= 80.0' Slope= 0.0107 '/' Pond 100: HDPE Pipes with Wier Manhole Inflow Area = 0.728 ac, Inflow Depth = 3.78" for 10-yr event Inflow = 3.0 cfs @ 12.08 hrs, Volume= 0.23 of Outflow = 0.7 cfs @ 12.45 hrs, Volume= 0.23 af, Atten= 75%, Lag= 22.1 min Primary = 0.7 cfs @ 12.45 hrs, Volume= 0.23 of Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 130.28' @ 12.45 hrs Surf.Area= 3,837 sf Storage= 3,757 cf Plug-Flow detention time= 98.8 min calculated for 0.23 of(98% of inflow) Center-of-Mass det. time= 87.8 min ( 853.6 - 765.8 ) # Invert Avail.Stora a Stora a Descri tion 1 129.10' 6,126 cf 24.0"D x 150.00'L Horizontal Cylinderx 13 # Routing Invert Outlet Devices 1 Primary 129.10' 3.0" Vert. Orifice/Grate C= 0.600 2 Primary 131.00' 5.0' long x ON breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 Coef. (English) 2.80 2.92 3.08 3.30 3.32 4804proposed_partial Type /// 24-hr 10-yr Rainfall=4.25" Prepared by Lynnfield Engineering Page 4 HydroCAD®7.00 s/n 000814 p 1986-2003 Applied Microcomputer Systems 2/9/2007 3 Primary 129.65' 3.0" Vert. Orifice/Grate X 3.00 C= 0.600 Primary OutFlow Max=0.7 cfs @ 12.45 hrs HW=130.28' (Free Discharge) 1=Orifice/Grate (Orifice Controls 0.2 cfs @ 4.9 fps) 2=Broad-Crested Rectangular Weir( Controls 0.0 cfs) 3=Orifice/Grate (Orifice Controls 0.5 cfs @ 3.4 fps) PROPOSED CONDITIONS 100-YEAR STORM EVENT ANALYSIS 4804proposed_partial Type 11124-hr 100-yr Rainfall=6.50" Page 5 Prepared by Lynnfield Engineering 2/9/2007 H droCAD®7.00 s/n 000814 © 1986-2003 A lied Microcom uter S stems Subcatchment 25: Area into HDPE pipes Runoff = 4.6 cfs @ 12.08 hrs, Volume= 0.37 af, Depth= 6.02" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 100-yr Rainfall=6.50" Areas CN Description 2,144 74 >75% Grass cover, Good, HSG C 29,556 98 Paved parking & roofs 31,700 96 Weighted Average Tc Length Slope Velocity Capacity Description min feet ft/ft ft/sec cfs 6.0 Direct Entry, Reach 29: Reach into CB1 Inflow Area = 0.728 ac, Inflow Depth = 5.91" for 100-yr event Inflow = 1.1 cfs @ 12.47 hrs, Volume= 0.36 of Outflow = 1.1 cfs @ 12.48 hrs, .Volume= 0.36 af, Atten= 0%, Lag= 0.6 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Max. Velocity= 4.0 fps, Min. Travel Time= 0.3 min Avg. Velocity = 2.1 fps, Avg. Travel Time= 0.6 min Peak Depth= 0,34' @ 12.47 hrs Capacity at bank full= 6.7 cfs 15.0" Diameter Pipe n= 0.013 Length= 80.0' Slope= 0.0107 '/' Pond 100: HDPE Pipes with Wier Manhole Inflow Area = 0.728 ac, Inflow Depth = 6.02" for 100-yr event Inflow = 4.6 cfs @ 12.08 hrs, Volume= 0.37 of Outflow = 1.1 cfs @ 12.47 hrs, Volume= 0.36 af, Atten= 76%, Lag= 23.0 min Primary = 1.1 cfs @ 12.47 hrs, Volume= 0.36 of Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 130.98' @ 12.47 hrs Surf.Area= 1,878 sf Storage= 5,969 cf Plug-Flow detention time= 97.8 min calculated for 0.36 of(98% of inflow) Center-of-Mass det. time= 86.4 min ( 842.4 - 756.0 ) # Invert Avail.Stora a Storage Descri tion 1 129.10' 6,126 cf 24.0"D x 150.00% Horizontal Cylinderx 13 # Routing Invert Outlet Devices 1 Primary 129.10' 3.0" Vert. Orifice/Grate C= 0.600 2 Primary 131.00' 5.0' long x 0.5' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 Coef. (English) 2.80 2.92 3.08 3.30 3.32 4804proposed_partial Type H/ 24-hr 100-yr Rainfall=6.50" Prepared by Lynnfield Engineering Page 6 HydroCADO 7.00 s/n 000814 © 1986-2003 Applied Microcomputer Systems 2/9/2007 3 Primary 129.65' 3.0" Vert. Orifice/Grate X 3.00 C= 0.600 Primary OutFlow Max=1.1 cfs @ 12.47 hrs HW=130.98' (Free Discharge) 1=Orifice/Grate (Orifice Controls 0.3 cfs @ 6.4 fps) 2=Broad-Crested Rectangular Weir( Controls 0.0 cfs) 3=Orifice/Grate (Orifice Controls 0.8 cfs @ 5.3 fps) APPENDIX Standards SECTION III r ui 0) m c U N � m W 0 o o No L 4) LL J .> c: N N U X - cz D O N ~ �O (\j O Q O O O C 'c E N U) II Q N cm CD N O U c cu o , ° o E � W U U) (n Q 4- o 0 z 0 c o ig E o M m a) LO -w 0- w •� � ti N L- tU L f^ O In w U L O E U "� pin � a N w C Q " c ca 2! CD o `t c d. ►` �-+ (n O W O E 0 O fA -0 O U) ^` n V J W aaus)jaoM uoijejn3juo Q a cu � � m JIBno W;DN SSl CL o LL --1 III-12 DEP Stormwater,Management Workshop Massachusetts Department of Environmental Protection LABureau of Resource Protection - Wetlands Stormwater Management Form Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 A. Property Information Important: When filling out 1. The proposed project is: forms on the computer, use a. New development ® Yes ❑ No only the tab key to move b. Redevelopment ❑ Yes ® No your cursor- do not use the ® (If yes, distinguish redevelopment components return key. c. Combination El Yes No from new development components on plans). rI 2. Stormwater runoff to be treated for water quality is based on the following calculations: a. ❑ 1 inch of runoff x total impervious area of post-development site for discharge to critical areas , (Outstanding Resource Waters, recharge areas of public water supplies, shellfish growing areas, swimming beaches, cold water fisheries). Note: b. ® 0.5 inches of runoff x total impervious area of post-development site for other resource areas. This November 2000 version of the Stormwater Management B. Stormwater Management Standards Form supersedes earlier versions DEP s Stormwater Management Policy (March 1997) includes nine standards that are listed on the including those contained in following pages. Check the appropriate boxes for each standard and provide documentation and DEP's additional information when applicable. Stormwater Handbooks, Standard #1: Untreated stormwater a. ® The project is designed so that new stormwater point discharges do not discharge untreated stormwater into, or cause erosion to, wetlands and waters. Standard #2: Post-development peak discharges rates a. ❑ Not applicable—project site contains waters subject to tidal action. Post-development peak discharge does not exceed pre-development rates on the site at the point of discharge or downgradient property boundary for the 2-yr, 10-yr, and 100-yr, 24-hr storm. b. ❑ Without stormwater controls c. ® With stormwater controls designed for the 2-yr, and 10-yr storm, 24-hr storm. d. ❑ The project as designed will not increase off-site flooding impacts from the 100-yr, 24-hr storm. Page 1 of 5 Stormwater Management Form-rev.8/512004 Massachusetts Department of Environmental Protection LABureau of Resource Protection - Wetlands Stormwater Management Form Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 B. Stormwater Management Standards (cont.) Standard #3: Recharge to groundwater N/A Amount of impervious area (sq. ft.)to be infiltrated: a.square feet Volume to be recharged is based on: b. ❑ The following Natural Resources Conservation Service hydrologic soils groups (e.g. A, B, C, D, or UA) or any combination of groups: 1.%of impervious area 2.Hydrologic soil group 3.%of impervious area 4.Hydrologic soil group 5.%of impervious area 6. Hydrologic soil group 7.%of impervious area 8.Hydrologic soil group c. ❑Site specific pre-development conditions: 1. Recharge rate 2.volume d. Describe how the calculations were determined: e. List each BMP or nonstructural measure used to meet Standard#3 (e.g. dry well, infiltration trench). Does the annual groundwater recharge for the post-development site approximate the annual recharge from existing site conditions? f. ❑ Yes ® No Standard #4: 80%TSS Removal a. ® The proposed stormwater management system will remove 80% of the post-development site's average annual Total Suspended Solids (TSS) load. b. Identify the BMP's proposed for the project and describe how the 80% TSS removal will be achieved. Stormceptor water quality units units, subsurface stormwater detention facility. Stormwater Management Form•rev.8/5/2004 Page 2 of 5 Massachusetts Department of Environmental Protection Bureau of Resource Protection -Wetlands Stormwater Management Form Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 B. Stormwater Management Standards (cont.) c. If the project is redevelopment, explain how much TSS will be removed and briefly explain why 80% removal cannot be achieved. N/A Standard#5: Higher potential pollutant loads See Stormwater Does the project site contain land uses with higher potential pollutant loads Policy Handbook Vol. I, page 1-23, for land uses of a. ❑ Yes ® No b. If yes, describe land uses: high pollutant loading(see Instructions). c. Identify the BMPs selected to treat stormwater runoff. If infiltration measures are proposed, describe the pretreatment. (Note: If the area of higher potential pollutant loading is upgradient of a critical area, infiltration is not allowed.) Stormceptor, Subsurface Detention Facility Standard #6: Protection of critical areas See Stormwater Will the project discharge to or affect a critical area? Policy Handbook Vol. 1, page 1-25, a El Yes ® No b. If yes, describe areas: for critical areas (see Instructions). c. Identify the BMPs selected for stormwater discharges in these areas and describe how BMPs meet restrictions listed on pages 1-27 and 1-28 of the Stormwater Policy Handbook—Vol. I: Page 3 of 5 Stormwater Management Form•rev.8/5/2004 Massachusetts Department of Environmental Protection Bureau of Resource Protection -Wetlands Stormwater Management Form Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 B. Stormwater Management Standards (cont.) Note: components of Standard #7: Redevelopment projects redevelopment projects which Is the proposed activity a redevelopment project? plan to develop previously a. ❑ Yes ® No b. If yes, the following stormwater management standards have been met: undeveloped g areas do not fall under the scope of Standard 7. c. The following stormwater standards have not been met for the following reasons: Standard#3 - No recharge allowed in Zone A of a reservoir. d. ❑ The proposed project will reduce the annual pollutant load on the site with new or improved stormwater control Standard #8: Erosion/sediment control a. ® Erosion and sediment controls are incorporated into the project design to prevent erosion, control sediments, and stabilize exposed soils during construction or land disturbance. Standard #9: Operation/maintenance plan a, ® An operation and maintenance plan for the post-development stormwater controls have been developed. The plan includes ownership of the stormwater BMPs, parties responsible for operation and maintenance, schedule for inspection and maintenance, routine and long-term maintenance responsibilities, and provision for appropriate access and maintenance easements extending from a public right-of-way to the stormwater controls. Inspection and Maintenance Plan 2/09/07 b.Plan/Title c.Date d. PlanrFitle e.Date Stormwater Management Form•rev.8/5/2004 Page 4 of 5 Massachusetts Department of Environmental Protection Bureau of Resource Protection -Wetland Stormwater .Manageme a°M L c. 131, §40 Massachusetts Wetlands Protection C. Submittal Requirements documentation and plans, applicants submit this form, as well as, supporting Online Users: DEP recommends that app ement 310 CMR 10.e ent. ) and DEP's Stormwater Mariag Include your with the Notice of Intent to provide stormwater management information for Commissionpor�mation document consistent with the wetland regulation ( ifor a will be transaction , Policy(March 1997). If a.particular stormwater management standard cannot be met, In eers to use-this form to certify that the project meets th stormwater number should be provided to demonstrate how equivalent water.quality and water quantity protection (provided on provided. DEP encourages engin your receipt management standards as ell as cycceptable engineering standards. For more information, page)with all the Stormwater Management supplementary information you submit to the D. Signatures Department. 3/22/07 Angus Realty Corp. Date Applicant Name fig ature 3 /22/07 ineeringr Inc. Lynnf field Eng Date Representative(if any) /Signature Page 5 of 5 stormwater Management Form-rev.81512004 ` c ki -1, \"l '9 133,7 (!<tif C' -A-p'9 1't p'lDE TEN 77 tl�S F i Wit.. i GASIN j 3,3._ 5 SHRUBS' 10 St�N Bs (`. / { . -Io PRE—DEVELOPMENT sr =40' DRAINAGE PLAN LOCATED IN ANDOVER, MA PREPARED FOR BUTCHER BOY MARKETS DWG. N®. 4804REC I POND\#10,0_\- \ ;_ 1 I I POST-DEVELOPMENT DRAINAGE PLAN LOCATED IN ANDOVER, MA PREPARED FOR BUTCHER BOY MARKETS DWG. No. 4804S17E ATTACHMENT e Inspection and Maintenance Plan 6 INSPECTION AND MAINTENANCE PLAN FOR BUTCHER BOY MARKETS 1077 OSGOOD STREET (ROUTE 125) NORTH ANDOVER, MASSACHUSETTS Prepared for: Angus Realty Corporation 1077 Osgood Street North Andover, Massachusetts 01 845 February 9, 2007 PROJECT DESCRIPTION: The client, Angus Realty Corporation, is proposing expansion oft the existing p req tired fnd,st rmwater management system. The client will be responsible for any future stormwater maintenance system. Responsible Party—Angus Realty Corporation Tla nned Erosion and Sedimentation Control Measures Durin Construction Activities Storm Drain Inlet Protection a storm inlet protection filter will be placed around all catch basin units. The purpose of the A temporary alter is to prevent the inflow of sediments into the closed drainage of sediment is filter shall visibly in place f P until a permanent vegetative cover is established and the transport apparent. The filter shall be inspected and maintained on a weekly basis and after every storm event. pp Surface Stabilization orary measures The surface of all disturbed areas shall be stabilized during eAll dist rbed slopes pwill be stab 1 zed shall be taken during construction to prevent erosion and siltation. ermanent vegetative cover. Some or all of the following measures will be utilized on this project with a p as conditions may warrant. a. Temporary Seeding b. Temporary Mulching C. Permanent Seeding d. Placement of Sod e. Hydroseeding f. Placement of Hay 9. Placement of Jute Netting Inspection and Maintenance of Stormceptor Units erformance of the these units shall be checked after every major storm event during construction. Th e p Long-Term Inspection and Maintenance Measures After Construction Erosion Control Eroded sediments can adversely affect the performance of the stormwater management system. Eroding or barren areas should be immediately re-vegetated. Subsurface Detention Facilities The detention facilities should be inspected after the first several rainfall events or first few months after construction, after all major,storms (2 year), and on regular bi-annual scheduled dates. Ponded water inside the system (as visible from the observation well) may indicate settling of the system. Debris and Litter Removal Trash may collect in the BMP's,potentially causing clogging of the facilities. All debris and litter shall be removed when necessary, and after each storm event. Inspection and Maintenance of Deep Sump Catch Basins and Outlet Control Manhole (PDMH#3) The manhole shall be inspected four(4)times per year, and if necessary, any maintenance shall be performed so that it functions as designed. The manhole shall be cleaned twice per year, and when sediment in the bottom of the sump reaches 12-inches below the bottom of the lowest outlet. Inlet and outlet pipes should be checked for clogging. At a minimum, inspection of the outlet control manhole shall be performed during the last week of April and the first week of October each year. Stormceptor Water Quality Treatment Unit The performance of all stormwater quality measures decrease as they fill with sediment. Although the maintenance frequency will be site specific, CSR Hydro Conduit generally recommends annual maintenance be performed when the sediment volume in the unit reaches 15% of the total storage. Oil is removed through the inspection/cleanout pipe and sediment is removed through the outlet riser pipe. Alternatively, oil could be removed from the outlet riser pipe if water is removed from the treatment chamber, lowering the oil level below the drop pipes. In the event of any hazardous material spill, CSR Hydro Conduit recommends maintenance be performed -immediately. Maintenance should be performed by a licensed liquid waste hauler. The appropriate regulatory agencies should also be notified. Typically, maintenance is performed by the Vacuum Service Industry, a well established sector of the service industry that cleans underground tanks, sewers, and catch basins. Costs to clean a Stormceptor will vary based on the size of the unit and transportation distances. The requirements for the disposal of material from a Stormceptor are similar to that of any other Best Management Practices (BMPs). Local guidelines should be consulted prior to disposal of the separator contents. In most areas the sediment, once dewatered, can be disposed of in a sanitary landfill. It is not anticipated that the sediment would be classified as a hazardous waste. In some areas, mixing the water with the sediment will create a slurry that can be discharged into a trunk sanitary sewer. In all disposal options, approval from the disposal facility agency is required. Petroleum waste products collected in stormceptor(oil/chemical/fuel spills) should be removed by a licensed waste management company. CAR\eew\F:\--\4804\WORD\reports\Stormwater\insp.plan.doc