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Application - 1077 OSGOOD STREET 3/20/2007
R IV I" �5 2007 ivy �miL)OVER PLANNING DEPARTMENT APPLICATION T SPECIAL PERMIT BUTCHER BOY MARKETPLACE 1077 OSGOOD STREET NORTH VE , MASSACHUSETTS Prepared For: Angus Realty Corporation 1077 Osgood Street North Andover, Massachusetts 01845 Prepared By: Lynnfield Engineering, Inc. 199 Newbury Street, Suite 115 Danvers, Massachusetts 01923 March 20, 2007 I V ZLI L IL, ETown of North Andover Planning Board Application for Watershed Special Permit 0 Please type or print clearly. 1. Petitioner: Angus Realty Corporation Petitioner's Address: 1077 Osgood Street Telephone number- 978-688-1511 2. Owners of the Land: Same Address: Number of years of ownership: 47 years +/— 3. Year lot was created: 1959 +/— 4. Is the lot currently on septic or sewer? Sewer If on sewer,please provide date the sewer connection was completed: 199-5 5. Description of Proposed Project: Construction of parking lot expansion area and associated stormwater management system. 6. Description of Premises: One story retail building and associated parking lot area. 7. Address of Property Being Affected 1077 Osgood Street Zoning District:_ General Business (GB) Assessors: Map: 35 Lot# 27 Registry of Deeds: Book#: 00912 Page#: 0443 S. Existing Lot: Lot Area(Sq.Ft) .3-20., 08.0 - BuildingHeight 20 - Street Frontage: 9 79- Ft Side Setbacks: 2_9 F t- Front Setback: 122 Ft Rear Setback: 5-4- --Ft Floor Area Ratio; 0 0-U-- Lot Coverage: 42�% 9. Proposed Lot(if applicable): Lot Area(Sq.Ft) Building Height Street Frontage: Side Setbacks: Front Setback: Rear Setback: Floor Area Ratio: Lot Coverage: 10. Required Lot(as required by Zoning Bylaw): Lot Area(Sq.Ft) 2 5, 0 0 0 Building Height 45 Ft Street Frontage: 125 Ft Side Setbacks: 25 Ft Front Setback: 25 Ft Setback: 35 Ft Floor Area Ratio: NA Lot Coverage: 35% 11. Existing Building(if applicable): Ground Floor(Sq.Ft.) 29 , Q3 4 #of Floors: 1 Total Sq.Ft. 29 ; "93 4 Height: 20 Use: Retail Type of Construction Masonry 12. Proposed Building: NA Ground Floor(Sq.Ft.) #of Floors: Total Sq.Ft. Height: Use: Type of Construction 13. Has there been a revious application for a Special Permit from the Planning Board on these premises? Yes If so,when and for what type of construction? Site Plan Application 14. Section of Zoning Bylaw that Special Permit Is Being Requested 4 . 1 36 ( 3 . ) c. Non—Disturbance Buffer Zone 15. Petitioner and Landowner signature(s): Every application for a Special Permit shall be made on this form which is the official form of the Planning Board. Every application shall be filed with the Town Clerk's office. It shall be the responsibility of the petitioner to furnish all supporting documentation with this application. The dated copy of this application received by the Town Clerk or Planning Office does not absolve the applicant from this responsibility. The petitioner shall be responsible for all expenses for filing and legal notification. Failure to comply with application requirements,as cited herein and in the Planning Board Rules and Regulations may result in a dismissal by the Planning B oard of this application as incomplete. 1Z Z" Petitioner's Signature: Print or type name here: Kennet Yameen, Angus Realty Corp. Owner's Signature: Print or type name here: Kenne h ameen, Angus Realty Corp. 16. Please list title of plans and documents you will be attaching to this application. 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 General Requirements to Be Met for Obtaining a Special Permit 1. Encouraging the most appropriate use of land: The existing parcel is located within the Town of North Andover Zoning District General Business. The proposed parking lot expansion area is located within the northwestern most corner of the site along Great Pond Road and Osgood Street. The area is currently occupied by lawn area and a stormwater detention basin. The area is the most appropriate location on the site for the proposed parking lot area and is consistent with existing land uses at the site. 2. Preventing overcrowding of land: The proposed parking lot expansion is intended to alleviate parking congestion during peak operating periods of the facility. 3. Conserving the value of land and buildings: The proposed parking lot expansion has been designed consistent with existing parking areas, site lighting and landscaping present on the site. The proposed project conserves the value of the existing and abutting land and buildings.. 4. Lessening congestion of traffic: The purpose of the expansion is to alleviate parking congestion during peak periods. To accomplish this, the petitioner intends to create more parking within the northwestern most corner of the site. S. Preventing undue concentration of population: The site is currently occupied by a retail facility. No expansion of the retail building is proposed. 6. Providing adequate light and air: The proposed parking lot expansion design includes adequate site lighting. 7. Reducing the hazards from fire and other danger: The proposed site access roadway design is adequate to accommodate emergency vehicles and fire equipment. The existing building is equipped with an automatic alarm and sprinkler system. 8. Assisting in the economical provision of transportation, water, sewerage, schools, parks, and other public facilities: No impact to the existing Town transportation, water, sewerage, schools, parks, or other public facilities will result from the proposed parking lot expansion. -1- K:\335-30\Reports\032107_Watershed Special PermitVrm.doc 9. Controlling the use of bodies of water, including watercourses: The proposed project does not impact the use of any bodies of water. 10. Reducing the probability of losses resulting from floods: The proposed stormwater management system has been designed so that there is no net increase in stormwater runoff from the site. 11. Reserving and increasing the amenities of the Town: The proposed parking lot expansion is to alleviate parking congestion during peak periods and will have no impact on the amenities of the Town. Specific Requirements to be met for obtaining a Watershed Special Permit 1. Written certification by a Registered Professional Engineer, or other scientist educated in and possessing extensive experience in the science of hydrology and hydrogeology, stating that there will not be any significant degradation of the quality or quantity of water in or entering Lake Cochichewick. I, Richard Barthelmes, P.E., certify that the proposed project will not result in any significant degradation of the quality or quantity of water in or entering Lake Cochichewick. All stormwater from the proposed parking lot expansion is being directed outside the watershed of Lake Cochichewick. 2. Proof that there is no reasonable alternative location outside the Non- Disturbance and/or Non-Discharge Buffer Zones, whichever is applicable for any discharge, structure, or activity, associated with the proposed use to occur. The location of the proposed parking lot expansion is the only area of the site suitable for expansion of the parking lot. 3. Evidence of approval by the Massachusetts Department of Environmental Protection (DEP) of any industrial waste water treatment or disposal a system er or any waste water treatment of system fifteen thousand (15,000) g %ste p day capacity. Not applicable. 4. Evidence that all on-site operations including, but not limited to, construction, waste water disposal, fertilizer applications and septic system will not create concentrations of Nitrogen in groundwater, greater than the Federal limit at the downgradient property boundary. The proposed parking lot area will not result in an increase in waste water disposal or fertilizer application. The facility is located on the municipal sewer system. No increase in concentrations of nitrogen in groundwater will occur as a result of the project. -2- K:\335-30\Reports\032107_Watershed Special Permit\frm.doc 5. Projections of downgradient concentrations of nitrogen phosphorus and other relevant chemicals at property boundaries and other locations deemed pertinent by the Special Permit Granting Authority (SPGA). Projections of downgradient concentrations will be provided if requested by the SPGA. 6. The SPGA may also require that supporting materials be prepared by other professionals including, but not limited to, a registered architect, registered landscape architect, registered land surveyor, registered sanitarian, biologist, geologist or hydrologist when in its judgement the complexity of the proposed work warrants the relevant specific expertise. Supporting materials to be provided if requested by the SPGA. -3- K:\335-30\Reports\032107_Watershed Special Permit\frm.doc DRAWINGS T° 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 . Abutters List Abutter to Abutter( ) Building Dept. ( ) Conservaflon ( ) 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 ortown,and the planning board of every abutting city or town." Sublect Property., MAP PARCEL Mama Address 35 27 ANGU&-READ!CDRP -1077.OSGOOD STREET;.NORTH`ANDOVER,.N Xa4$gG: Abutters Properties Ma,_t)" . Parcel illarte- Adores s� 35 20 Russell Treadwell 3221 Huntington Place Drive,Sarasorta,FL 34237(r 35 50 1003 Osgood Street LLC 1i 160 Pleasant Street,North Andover,MA 01845 35 21/28144 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 f 10 Commerce Way,North Andover,MA 01-845 35 36 Haphby Realty Trust ✓ 40 Russell Street,North Andover,MA 01845 35 53 1140 Osgood Street Trust J1159 Osgood Street,North Andover,MA 01845 35 13 Edward Riemitles J� 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 ,f 1925 Great Pond Road,North Andover,MA 01845 35 59 _ Celestial Realty Trust ,l 1939 Great Pond Road,North Andover,MA 01845 35 108 John Kelity / 40 Lowell Street Peabody MA 01960 35 61 Joseph Pelich J 725 Boxford Street,North Andover,MA 01845 35 5 Frederick Fontein ✓ 1895 Great Pond Road,North Andover,MA 01845 35 91 Michael Salach / f3 French Farm Road,North Andover,MA 01845 35 7 11%Osgood Street Trust A 159 Osgood Street,North Andover,MA 01845 35 37 Vicent Tyler J 1149 Osgood Street,North Andover,MA 01845 35 6 Tobi McCarthy ,/ 1145 Osgood Street,North Andover,MA 01845 35 94 William Stathos r 33 French Farm Road,North Andover,MA 01845 35 93 Fred Boucher f 45 French Farm Road,North Andover,MA 01845 35 92 Brian Mcanally ..f 53 French Farm Road,North Andover,MA 01845 35 51 Simonne Marchand -+ i 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..: D.:#e ATTACHMENT NO. Board a Is Decision dated September 2 , 4 i NoR.T,Hq ECINED :' •� DANIEL LONG 41. TOIKII CLERK e1os t NORTII ANDOVER �•i•"�'� v SEr 2�1 I o6 PN 'B5 TOWN OF NORTH ANDOVER MASSACHUSETTS ATI'E.SI': • ,;;T �I' A True Copy V, o{this Nonce BOARD Of APPEALS • .date o{ ;ilinG try -town oi, ' ,� the. Oftice' - NOTICE OF DECISION �;;� G� Clerk. ' Date . . . .September .2.4 ,. 19 85 Petition No.. . ... . .3 9..n 8 5. . . . . . . . . . • Date of Hearing. . .August . 12 t, .19 85 Petition of . . .Angus .Real.ty. Trust. . . . . . . . . . . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . . . . premises affected . . . . . . . . .Os g o.o d. S tree t .known .as. .10.7 7„C?$g.Q o d. .S t... ... . . . . . . . . . . Special permit Referring to the above petition for a XK&XM from the requirements of the .sA(ztkPI .A _ Paragraph 4. 133 (d) of the Zoning ByLaws so as to'permit .cons tr•uct;i.on. .of. .a. -new. .store. .within. 250. .feat. of. Lake. . . . . . -Cochichewick or a special permit to remodel an existing building within •25.0 • feet; .of •Lake. .Cochichewick. . . . . . . . . . . . . . . ... . . . . . . . . . . . . . . . . . . . . . . ... After a public bearing given on the above date, the Board of Appeals voted to .GRANT. . . . . the . . . . . . .$pAci A pe rmi t.. . . . . . . . . . . and hereby authorize the Building Inspector to issue a permit to . .A.ngus. .RealtY .Trust . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . for the construction of the above work, based upon the following conditions: beyond 250 ' from lake 1 - Plan -be revised to show building be. cons eyo - The retaining wall shown on the plan 'must be constructed within 150 ' and 2501' from the lake only except in -the southeast corner of the lot for a sewer line an_d pumping station which ,,is to be not greater than 20 ' on Great Pond Road, in a location to be determined by the North Andover Board of Public Works . The retaining wall must be con94mqdcted and graded prior to the commencement of construction of any structure thereon and before any building permit for a structure .is. .iasued.. . .The . B.oaar.d. suggests that two building permits may be required. . 4 - The parking lot as Shown on the .plan. .or. .revised. plan .is. .to ,be, allowee within the 150 ' and 250 ' zone. Prior to the issuance of a Certificate. of. Occupancy.,. .the , existing structure (store) must be demolished. tucted That a stockade -fenCe #abutting thetRagonese proptXtycinsadditionoto I the north n' . . . . . . . . . . . . . . . . . . I two rows of staggered white pine. Board of Appeal (continued on Page 2) ge Z gut; 'Tealty Trust - Osg( 1 Street ; ► - That all of the walls of the proposed structure be of the same iPierials , excepting glass . )That the plans be revised and submitted 'to and approved by the Board prior to any construction on the site . - 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. ' - 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. - Parking lot lighting shall be directed down. ,pplication 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 ,ifferent light from other sites bordering the Lake.'s Watershed District. . •Signed 1 Frank Serior .. Jr , Chairman • Alfred E. Frizelle , E•sq. , Vice Chairman Augustine W. Nickerson , Clerk Walter 'F. Soule Raymond A. Vivenzio BOARD OF APPEALS aw t 1 ATTACHMENT NO. Stormwater Management Report 6 ANALYSIS AND CALCULATIONS STORMWATER 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 ONES MEN I 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 —WPA App endix C * Stormwater Management"Form * Inspection and Maintenance Plan * Existing Watershed Plan * Proposed Watershed Plan CA ULATION OBJECTIVE The purpose of this analysis is to design a stormwater management system f at will both lower pollutant loads in the sto of the existing conditions peak at selected design construction drainage below that points. Drainage maps are included to depict existing and proposed watershed(or subcatchment) areas. SELECTION OF STORM EVENTS ce Technical The storm events have been compiled from the Soil.C 1No. 40. Rainfall Report No. 55 and the U.S. Department of Commerce Technical Paper frequency data has been provided as follows: Fre_uency 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 d Street(Route is the llocation5of Buter Great Pond Road (Route 13 ) Nhashan area of 9.1291 acres, and the existing site Boy Markets. Theproperty 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 Tor 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 EIevation (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 450i)_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:\—\4804\WORD\reports\Stortnwater\Narrative.doc 4 EXISTING CONDITIONS WATERSHED ROUTING DIAGRAM p m_ - o '�tca cj N o (D i° co c ° Z ON L (� 4" Wrn E r c a CO W o -' g 0 tm-m ° � : _ a N v U p N Q M � . 0 [Y] m C) O U c,4 U N EXISTING CONDITIONS I-YEAR STORM EVENT ANALYSIS 4804existing_partial Type 11124-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 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(sD 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.Q" 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 HydroCAD®7 00 s/n 000814 01986-2003 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.OQ 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) 'L-1=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 11124-hr 1-yr Rainfall=2.50" Page 3 Prepared by Lynnfield Engineering 2/9/2007 H droCAD®7.00 s/n 000814 ©1986-2003 A lied Microcom uter S stems Elevation Surf.Area Perim. Inc.Store Cum.Store Wet. r ft (sq-ft) (feet) (cubic-feet cubic-feet 55 55 39.0 0 0 129.00 1,141 1,141 3,753 130.00 2,963 219.0 4,749 5,091 131.00 4,295 254.0 3,608 10,090 7,281 132.00 6,461 303.0 5,341 # Routin 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) t-1=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 11I 24-hr 10-yr Rainfall=4.25" Page 4 Prepared by Lynnfield Engineering 2/9/2007 H droCADD 7.00 s/n 000814 © 1986-2003 A lied Microcom uter S stems 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 Concentrated Flow, Paved Kv= 20.3 fps 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 Descri tion 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 = 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= 6.7 cfs 15.0" Diameter Pipe n= 0.013 Length= 121.0' Slope= 0.0107 '/' Type 11124-hr 10-yr Rainfall=4.25" 4804existing_partial Page 5. Prepared by Lynnfield Engineering 2/9/2007 H droCADO 7.00 s/n 000814 © 1986-2003 A tied Microcomputer Systems- Reach 31: Reach into CB53 Inflow Area = 0.356 ac, Inflow Depth = 0.00" for 10-yr event 0.0 cfs @ 0.00 hrs, Volume= 0.00 of Inflow = 0.00 af, Atten= 0%, Lag= 0.0 min Outflow = .0.0 cfs @ 0.00 hrs, Volume= 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 0.0 min 0.9 cfs @ 12.01 hrs, Volume= 0.05 af, Atten= 0%, Lag= Outflow = 0.05 of Primary = 0.9 cfs @ 12.01 hrs, Volume= 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) # Routin Invert Outlet Devices 1 Primary 129.40' 15.0" Vert. Orifice/Grate C= O.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 0.6 cfs @ 12.09 hrs, Volume= 0.04 of 14.4 min Inflow = 12.33 hrs, Volume= 0.04 af, Atten= 55%, Lag= Outflow = 0.3 cfs @ 0.04 of Discarded = 0.3 cfs @ 12.33 hrs, Volume= 0.00 of Primary = 0.0 cfs @ 0.00 hrs, Volume= 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 e. Stora a Description 1 129.00' 10,090 cf Custom Stage Data (Irregular) Listed below 4804existing_partial Type //124-hr 10-yr Rainfall=4.25" Prepared by Lynnfield Engineering Page 6 HydroCAD®7.00 s/n 000814 0 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) L1=Exfiltration (Exfiltration Controls 0.3 cfs) Primary OutFlow Max=0.0 cfs,@ 0.00 hrs HW=129.00' (Free Discharge) t--2=Orifice/Grate ( Controls 0.0 cfs) EXISTINNG CONDITIONS 1.00-YEAR STORM EVENT ANALYSIS 4804existing_partial Type 111.24-hr 100-yr Rainfall=6.50" Prepared by Lynnfield Engineering Page 7 HydroCADO 7.00 s/n 000814 © 1986-2003 Applied Microcomputer Systems 2/9/2007 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 (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 = 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" 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 = 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 T 4804existing_partial Type H/ 24-hr 100-yr Rainfall=6.50" Prepared by Lynnfield Engineering Page 8 HydroCAD®7 00 s/n 000814 01986-2003 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= 0.0100T. 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.Stora a Storage Description 1 129.00' 10,090 cf Custom Stage Data (irregular) Listed below 4804existing_partial Type /// 24-hr 100-yr Rainfall=6.50" Prepared by l-ynnfield Engineering Page 9 HydroCADO 7.00 s/n 000814 O 1986-2003 Applied Microcomputer Systems 2/9/2007 Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area Lee t) (sq ft) (fee�_ _(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) 't---1=Exfiltration (Exfiltration Controls 0.5 cfs) Primary OutFlow Max=0.3 cfs @ 12.20 hrs HW=129.63' (Free Discharge) t-2=Orifice/Grate (Orifice Controls 0;3 cfs @ 1.5 fps) PROPOSED CONDITIONS E a� L DoE CL rn o W d CV v Q O a Q O 'a L 0 co � : o LLI rn ED >, CD _ ono Q W co 0 v 0 Z r . U � O. J 4-j ry o (C5 N U 3 PROPOSED CONDITIONS 1-YEAR STORM EVENT ANALYSIS 4804proposed_partial Type 111 24-hr 1-yr Rainfall=2.50" Prepared by Lynnfield Engineering Pagel HydroCAD®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" 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 C131 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-Lnd+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 = 13 cfs @ , 12.08 hrs, Volume= 0.12 of Outflow = 0.4 cfs @ 12.47 hrs, Volume= 012 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.Stora a Storage Description 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 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 11124-hr 1-yr Rainfall=2.50" Prepared by Lynnfield Engineering Page 2 HydroCADO 7.00 s/n 000814 01986-2003 Applied Microcomputer Systems 2/9/2007 3 Primary 129.65' 3.0"Vert. Orifice/Grate X 3.00 C= 0.600 Primary OutFiow Max=0.4 cfs @ 12.47 hrs HW=129.86' (Free Discharge) '=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 Ill 24-hr 10-yr Rainfall=4.25" 3 Prepared by Lynnfield Engineering 2 Page Page 7 .Hydro 7.00 s/n 000814 © 1986-2003 A lied Microcom uter Systems 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= 0.00-2-4.00 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 arkin & 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 CB1 Inflow Area = 0.728 ac, Inflow Depth = 3.72" for 10-yr event Inflow = 0.7 cfs @ 12.45 hrs, Volume= 0.23 of o 0.6 min Outflow = 0.7 cfs @ 12.46 hrs, Volume= 0.23 af, Atten= 0/o, Lag= 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= 0.01.3 Length= 80.0' Slope= 0.0107 T 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 Cylinder 13 # Routin 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 Ill 24-hr 10-yr Rainfall=4.25" Page 4 Prepared by Lynnfield Engineering 2/9/2007 H droCAD®7.00 s/n 000814 O 1986-2003 A lied Microcomputer Systems 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" Prepared by Lynnfield Engineering Page 5 HydroCAD®7 00 s/n 000814 © 1986-2003 Applied Microcomputer Systems 2/9/2007 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. 7' 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 Description 1 129.10' 6,126 cf 24.0"D x 150.00'L Horizontal Cy lindenc 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 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 SECTION III Standards Im a) LLJ c6 N m - ° (� ,J ° Q Q .> N L U X O ?� C m o 0 a ti LO Q O Q) Q ° ° ° N E 00 a) c: 'E E N (n II L (n Q cn 1- M (TS U M °o cal p 0, ° E O W ctf N .0 .�` U) Q J _ ~ O t6 (� z -F—� o O ' E co C m 0� ti � ,C f` N s.. i L- L- a) F- L O O c O m -O LLJ J I: D L d r r--L r K T .V L� a) o- c: NQ 0c m y.. X m O U) �+ O CO m e `o d O 0 o jaags)jaoM uoilein3jeo � N U .^L a LL IBAOWG� S SJ. L- o V DEP Stormwater-Management Workshop III-I2 LlMassachusetts Department of Environmental Protection Bureau 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 M Yes 171 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 ❑ Yes No from new development components on plans). 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 including those g Y( ) includes nine standards that are listed on the 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, 1.0-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. Stormwater Management Form-rev.8/512004 Page 1 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.) 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 $.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. Stormce for water quality units units, subsurface stormwater detention facility.- Page 2 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.) 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.) Stormce tor, 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.815120D4 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Stormwater Management Form Massachusetts Wetlands Protection Act M.G.L. c. 131, §4Q 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 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, Z 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.Planrritle c.Date d.Planrritle e.Date Stormwater Management Form•rev.8/5/2004 Page 4 of 5 ILIMassachusetts Department of Environmental Protection Bureau of Resource Protection -Wetlands Stormwater Management Form Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 C. Submittal Requirements Online Users: DEP recommends that applicants submit this form, as well as, supporting documentation and plans, Include your with the Notice of Intent to provide stormwater management information for Commission review document consistent with the wetland regulations(310 CM 10.05 (6)(b)) and DEP's Stormwater Management transaction Policy (March 1997). If a particular stormwater management standard cannot be met, information number should be provided to demonstrate how equivalent water quality and water quantity protection will be (provided on provided. DEP encourages engineers to use this form to certify that the project meets the stormwater your receipt management standards as well as acceptable engineering standards. For more information, consult page) with all the Stormwater Management Policy. supplementary information you submit to the D. Signatures Department. g. Angus Realty Corp. 3/22/07 Applicant Name Date oy� Si atu e Lynnfield Engineering, Inc. 3/22/07 Representative(if any) Date Pgnature Stormwater Management Form-rev.8/5/2004 Page 5 of 5 SHRUB SH V l 1� •. (n AA `.� .r\4 -�i 1 � ,� jam; - � �'•. �n UBS jq� 133.2 IBS DE rEYV i _C8,� 1 , DN 2 � , 4 r S, l 5 SNPUBS3' +132. —10 s uBS SWH33 10 SHRUBS PRE-DEVELOPMENT SCALE• l"=40' DRAINAGE PLAN LOCATED IN ANDOVER, MA PREPARED FOR BUTCHER BOY MARKETS DWG. No. 4804REC +:C��tri�I:r�:hs\fi�riili;ue,:.,;tiaie� ir: il:ti:,it:,n^e,•-:�' r LEA ,POND 41 pl\ It tm P 1 1, it I � r POST-DEVELOPMENT DRAINAGE PLAN SCALE: 1"640 LOCATED IN ANDOVER, MA PREPARED FOR BUTCHER BOY MARKETS DWG. No. 4804S17E c.:T,rr;ehi_'�6,\!ci'a:_�r ...�..�(e.,t;:, \ti pi•,h.._.,... ATTACHMENT N Inspection and Maintenance Plan 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 01845 February 9, 2007 PROJECT DESCRIPTION: The client, Angus Realty Corporation, is proposing expansion of the existing parking lot and,stormwater management system. The client will be responsible for any future maintenance required for the stormwater maintenance system. Responsible Party—Angus Realty Corporation Planned Erosion and Sedimentation Control Measures During Construction Activities Storm Drain Inlet Protection A temporary storm inlet protection filter will be placed around all catch basin units. The purpose of the filter is to prevent the inflow of sediments into the closed drainage system.*The filter shall remain in place until a permanent vegetative cover is established and the transport of sediment is no longer visibly apparent. The filter shall be inspected and maintained on a weekly basis and after every storm event. Surface Stabilization The surface of all disturbed areas shall be stabilized during and after construction. Temporary measures shall be taken during construction to prevent erosion and siltation. All disturbed slopes will be stabilized with a permanent vegetative cover. Some or all of the following measures will be utilized on this project as conditions may warrant. a. Temporary Seeding b. Temporary Mulching C. Permanent Seeding d. Placement of Sod e. Hydroseeding f. Placement of Hay g. Placement of Jute Netting Inspection and Maintenance of Stormceptor Units The performance of the these units shall be checked after every major storm event during construction. 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 out 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