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Home My WebLink AboutApplication - 1211 OSGOOD STREET 9/12/2003 RECEIVED 5EP 1 2 7003 NORTH WOVER_ PL ANNIN®DEpAHTMENT I OSGOOD CROSSING SPECIAL PERMIT APPLICATION TAIL FACILITY 1211 OSGOOD STREET NORTH ANDOVER, MA APPLICANT/OWNER: i Fero REALTY TRUST SEPTEMBER, 2003 SERVICES,MERRIMACK ENGINEERING Inc. 66 Park Street Andover, Massachusetts 01810 planners 40 engineers 40 surveyors See Section 8.3 of the North Andover Zoning Bylaw for more detailed information Town of North Andover Planning Board A p lication for Site Plan Special Permit p Please type or print clearly: 1. Petitioner: F.K. Realty Trust Address: 1211 Osgood Street, North Andover, MA 01845 Telephone Number: 978-683-3164 2. owners of the Land: Frank and Kathleen Terranova Address: 1211 Os ood Street North Andover MA 01845 Telephone Number: - - Number of years ownership: 6 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 a 9, 900 square foot multi-tenant retail facility with 51 parking spaces within the GB - General Business Zoning. 4. Location of Property. 1 21 1 Osgood Street (Route 1 25) Zoning District: GB - General Business Assessors: Map: 35 Lot# 8 Registry of Deeds: Book#: 4841 Page # 2 3 2 5. Existing Lot: 5 2, 3 0 2 Building Height: 271 Lot Area (Sq. Ft): 4 7 , 7 4 ' /4 6. 9 4 ' Street Frontage; 893 . 15 Side Setbacks: - Font Setback: Rear Setback: Floor Area Ration: 189 : 1 Lot Coverage: 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 Building Height: 45 ' Street Frontage: 125 Side Setback: 40 ' * Front Setback: 5 Rear Setback: 501* Floor Area Ratio: 0. 30: 1 Lot Coverage: 30% *when adjacent to a residential 8. Existing Building (if applicable): district Ground Floor (Sq.Ft.) ev Q o #of Floors f Total Sq. Ft.; 2 C) Height: Use: 0- 'fig aHty l�rs,�%4y Type of Construction: W,1 ,J F✓uw e 9. Proposed Building: Ground Floor (Sq.Ft.) 9, 900 # of Floors 1 Total Sq. Ft.; 9, 900 Height: 27 Use: Retail Type of Construction: Wood Frame X9,4150 s-p. ;;1oa- Avr 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? August, 1997 - Construction of a one ( 1 ) story 2, 500 square foot building. 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 incomplete. Petitioner's Signature: Print or type name here: V�� a! d , l Owner's Signature: J Print or type name here: l/ iEi `hush ar.5 h .Sch 0 \\ Ub Tree \ Ward,I ' �� ravel � - _ �,� �_ =_ e� • T HANGE q ` fA.11 f 1 _ \ Gglf, ' / i�/...- I •r'\� \ J /j��- �\� Purse QVateT s NgLT e 5 \ \ �\ LAWRENC U ICIPAL yI �{,i 'CIS-�0.�` _ � - ,cJ1 loo `1 �\. �\. \ ✓�'�i �_�� I YI r i/9 { • 0.11 e iBM o to _ O iy z J t3 _ piny Daube-deck/ .- ♦� Z °< �: Fou�Aprtsl s ,r/ , `' Rus§ell 8Igt 55.0 IS m S RAP t- aels . _ _ _. y S igh a MAN E ' s 34.5 l id& \1 QHII 1 Curlse l . \ F \ f LU g 37.4 Qp + ,,_II♦� ; ta � L Sandi Sch •\ sT •\ `�/,\, G� Q Town of North Andover, Zonipy,Board of Appeals Parties of Interest/Abutters 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 opposite on any public or private street or 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, notwithstanding 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 abut7 tl a sty or town." --,'�`V) NO 'I "1, Applicant's property, list by map, parcel, name and address (please print clearly and use black ink.) MAP PARCEL NAME ADDRESS CL in f -V�,-X VY L C-E�j V ABUTTERS PROPERTIES MAP PARCEL NAME ADDRESS (o (0 IL 0 L C, Vic,L k)3 (J-\ A 7 C C1 L q) THIS INFORMATION WAS OBTAL14ED AT THE ASSESSORS OFFICE AND CERTIFIED BY THE ASSESSORS OFFICE BY: DATE SIGNA PAGE OF 03 0@61fied Da* orth Andover Bo')qardAssek T Town of North Andover, Zoning Board of Appeals Parties of Interest/Abutters Listing 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 opposite on any public or private street or 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, notwithstanding 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." Applicant's property, list by map, parcel, name and address (please print clearly and use black ink.) MAP PARCEL NAME ADDRESS �P1"\! t\L 4�-T l-\t l'i'i'.,� �Lei l�`�.of�.,,h- h..��`� i-v�r�✓v��i� ,;,.•.,,.,_ ABUTTERS PROPERTIES MAP PARCEL NAME ADDRESS , G � So Q 7 G o o; Ooff\Ct a4fl C>5Goc*%) THIS INFORMATION WAS OBTAINED AT THE ASSESSORS OFFICE AND CERTIFIED BY THE ASSESSORS OFFICE BY: DATE NATURE PAGE Z OF Z Owtifie Date 9y � Board f As sor orth Andover INNOVATORS IN TRANSPORTATION PROJECT DELIVERY T0064 August 11, 2003 Mr. Michael Formichella District 4 Permit Engineer MassEighway—District 4 519 Appleton Street Arlington, MA 02476 Re: Proposed McLay's Redevelopment 1211 Osgood Street (Route 125) North Andover, MA Dear Mr. Formichella: Attached please find the permit application for the alteration of the existing curb cut on Route 125 in North Andover,MA. As you may know, we have reviewed the existing and proposed access in the field with the District Traffic Engineer on May 15, 2003. At his suggestion, I am providing you a brief traffic and access assessment of the proposal to assist in your final evaluation of the reconfigured access on to Route 125. This letter also serves as the traffic impact and access requirement for local planning board approval. Proposal The owner, Frank Terranova,proposes to redevelop the existing McLay's Florist from its current use as a,flower, garden and home improvement center to a small retail center. Mr. Terranova has owned and operated McLay's at this location since 1998, when he relocated McLay's Garden Center from 757 Turnpike street where it had been an established North Andover business since 1964. Presently the 1.2 acre site includes a 2500 square foot shop and over an acre of outdoor sales area and storage integrated with the 20 existing parking spaces, comprised of 15 spaces out front and 5 spaces at the rear of the store. He proposes to redevelop the site as a 9,900 square foot retail center. The new retail center will include McLay's Florists as well as a number of other smaller retail tenants. Parking for 52 vehicles will be provided as well as a dedicated loading area for deliveries. The proposed plan does not include outdoor storage, display or sales areas. Existing Traffic and Access Conditions The site is located on Route 125 (Osgood Street), a state highway, at its intersection with Barker Street. The trianaular site forms the northeast corner of the intersection (see attached locus plan) which is STOP sign controlled on the Barker Street approach. Route 125 is a four-lane, undivided highway which links downtown North Andover with Haverhill and I-495. According to automatic traffic recorder counts performed just south of Barker Street, Route 125 carries approximately 19,200 vehicles per day during a typical weekday and approximately 12,800 on Saturday. Peak hour volumes during the weekday evening commuter peak and the Saturday midday peak generally represent approximately 9 percent and 8 percent, respectively TEN NEW ENGLAND BUSINESS CENTER DRIVE / SUITE 301 - ANDOVER, MA O1B10 I TRANS PO R TAT I ON TEL 97S.794.1792 - FAX 978.794.1793 EN GIN E E R I N G+r.n N c;-r P I 1 rrT I n NI Mr. Michael Formichella Page 2 of 3 A August 11, 200' to the existing McLay's Florist is provided from Route 125 and Barker Street. The existing driveway onto Route 125 is wide and median-divided, allowing left and right turns into and out of the site. Access along Barker Street consists of one driveway accessing the front parking area and one drive in the rear accessing the delivery and storage area. The posted speed along Route 125 in the vicinity of the site is 40 miles per hour. Sight distance to and from the existing driveway is greater than 500 feet in either direction. The North Andover Police Department indicated that there are no significant safety deficiencies near the site. This is consistent with the findings of other recent Traffic Impact and Access Studies in the areal. Area Projects The only significant planned project in the area is the Endicott Plaza retail center now under construction. As part of their project, the proponents of this retail center are planning to install a traffic signal at the intersection of Route 125 and Barker Road. Left turn lanes along the Route 125 approaches are also planned. These off site improvements plans are currently at the 75%design stage and are under review at the MassHighway Department. The proposed plans accommodate the existing Flower Shop drive by providing a short, separate left turn lane in advance of the left tum lane at the proposed signal for Barker and Osgood Street. We met on site with Traffic Engineering to discuss an access to the redeveloped flower shop site and agreed that the short left turn lane in advance of the left turn for the signal would not be appropriate. We have therefore agreed and have prepared as part of this memo a revised access, indicating right turn in and out only, on Osgood Street with all left turn movements coming at the Barker Street/Osgood Street intersection. Trip Generation In order to estimate the traffic generation of the proposed use, Trip Generation, 6th edition compiled ( and published by the Institute of Transportation Engineers(ITE) was employed. Using Land Use { Code (LUC) 820/Shopping Center, the vehicle trip generation of the proposed center was estimated. The trip generation for the proposed retail center is compared to the existing 2500 square foot building using the same LUC in the table below. EXISTING' PROPOSED NET CHANGE IVEEKDA Y Daily(VTPD)a 635 1540 905 Evening Peak Hourr(VTPH)5 55 135 80 SATLRDAY Daily (VTPD) 900 2140 1240 Evening Peak Hourr(VTPH) 80 190 110 ' For Forgerta Development,LLC Endicott Plaza prepared by Vanasse and Associates,Inc.;dated Dec 2000 For Vincent Grasso,Car Wash prepared by Dermot J.Kelley Assoc.,Inc.;dated Feb 2003 2. 00 square foot retail building based on ITE Trip Generation 6'Edition LUC 820—Shopping Center. Excludes outdoor sales/storage area. 9,900 square foot retail building based on ITE Trip Generation 6`''Edition LUC 820—Shopping Center. ` vehicle trips per day s vehicle trips per hour TAT0064\Does\Letters\Mass__H77i=hway.doc ,!h Mr. Michael Formichella m Page 3 of 3 August 11, 2003 The comparison above was used because the existing zoning of the property allows for a more intense retail use of the premises than the current use. Furthennore, trip generation examples of the existing use are limited in ITE. The one use that is applicable (LUC 817 Nursery(Garden Center)) is based on small sample resulting in widely skewed data points with no discernable correlation. Recommended Access Desi n Based on these findings and in consultation with the proponent, his site engineer and MassHighway, TEC recommends reconfiguring the existing driveway on Route 125 to a right-in/right-out driveway. This change will eliminate the left-turn demand at the driveway, relocating and consolidating that demand to Barker Street. Once the planned improvements are implemented by the Endicott Plaza project, these left turns will occur more safely in protected left turn lanes under signal control. Access points on Barker Street will be defined to promote safer more efficient traffic flow around the site. Access to the loading area for the proposed building will be segregated from customer traffic with a separate entrance/exit on to Barker Street. Minimum stopping sight distance is exceeded at all driveway locations. In conclusion,while the redevelopment of the McLay's Florist site on Route 125 will result in additional vehicle trips to and from the site, the implementation of right-in/right-out access will improve overall safety and efficiency. Accordingly, I respectfully ask that you review the attached application and approve the revised driveway design. Please call me with any questions you may have. Very truly yours, TRANSPORTATION ENGTNEERFNG AND CONSTRUCTION, INC. Foy James D'Angelo, P.E. Principal Cc: Frank Terranova, McLay's Michael Karas, MassHighway-Dist. 4 T:1T0D6-4\Docs',Le11ers\1assH ighwa y.doc FISCAL IMPACT McLay's Florist currently is located on the 1.2+/- acre parcel in the Southeast quadrant of the intersection of Barker Street and Osgood Street (Route 125). The property is assessed at $237,300.00 comprised of$129,300.00 in land value and $108,000.00 in building value. The parcel generates $3,500.00 dollars in property taxes. The current facility is supplied by Town water and sewer. Usage charges average $700.00 per year for water and sewer. The proposed facility would result in the replacement of the current no-conforming existing use with a new 9,990 s.f. building which would conform to set back requirements in this zone. The cost of the structure is estimated at $1.2M which along with the parking lighting and infrastructure improvements would result in an expected valuation of$1.5M and generate upwards of$20,000.00 annually in property taxes to the town while not generating any school costs or increase in public safety costs over those associated with the current site. The building will be constructed with sprinkler system. In summary, the proposal will result in an increase in revenue for the town with little increase in demand for services and will be consistent and harmonious with the other uses along the Route 125 corridor in this vicinity. COMMUNITY IMPACT The property is located at the corner of Baker Street and Route 125 Osgood Street. It abuts commercial and general business uses to the south and adjacent to an active agricultural use to the north. Across Barker Street from the site is residential property of single family homes with the R-1 zone. An attempt has been made to locate the building and shield operations from the residential side while showing an enhanced frontage to the Osgood Street frontage. A hop roof with dormers accents softens the building block to be more harmonious with the existing uses and consistent with the approved retail use project across Osgood Street. DRAINAGE REPORT OSGOOD CROSSING NORTH ANDOVER, MA SEPTEMBER, 2003 INN cwh TABLE OF CONTENTS • Site Drainage System Design Narrative • Pre and Post Development Drainage Analysis and Summary • Comparison of Stormwater Runoff Rates for Pre and Post Development Conditions • Roof Drainage Recharge Facility Design • Rational Method Drainage Design • Charts and Tables SITE DRAINAGE SYSTEM DESIGN NARRATIVE The proposed commercial/retail facility is a redevelopment of the parcel which currently is occupied by McLay's Florist. The existing site conditions are comprised of a building which contains the flower display and products, a greenhousee structure, several storage sheds, a holding area for ground cover materials, a paved parking area with two access and egress driveways. These site features are illustrated on Sheet 2—Existing Conditions. The remainder of the parcel is generally vegetated with grass and scrub growth. The stormwater runoff from the site is currently untreated upon discharge into the existing drainage system which runs through the parcel. This is the old(pre-1960) drainage system for Osgood Street (Route 125)prior to the realignment of this road which was done in the 1960's. This system, however, is still active and functional. No problems have been recorded or reported to the North Andover Department of Public Works. A separate drainage system was added within Route 125 when the realignment of the roadway was constructed approximately 40 years ago. The proposed drainage system is designed to mitigate the increase in the rate of surface stormwater runoff for the 2, 10 and 100 year storm events. All of the roof drainage will be directed to a proposed subsurface stormwater recharge facility to be constructed on the site. This facility can retain at least 850 cubic feet of stormwater, while recharging a flow rate of 0.07 cfs to the groundwater. A total detention volume of 1750 cubic feet is available. During the peak of the 100 year storm event a detained volume of 1588 cubic feet of stormwater from the roof will be realized,while the 6" outlet pipe (for overflow volume) is discharging 0.66 cfs into the on-site runoff storage system for an additional detention time period. The proposed on-site storage system is comprised of oversized concrete (24" & 30") pipes for detention(temporary storage) during the peak runoff periods of the larger storm events. To achieve maximum storage capacity, a pair of 6"pipes are proposed at the downstream end of the site drainage system prior to the proposed oil and grit separator. This pair of undersized pipes will be the controlling measure to ensure that the outflow to the existing drainage system is reduced to less than the current peak flow rate under similar storm event conditions, for comparative purposes. Each drainage catch basin (CB) will have a four(4) foot deep sump and a gas trap secured to the outlet pipe. These measures will serve to remove any pollutants (gas, oil, grease and grit matter) in the surface runoff from the parking areas. Secondarily, an oil and grit separator is proposed which will provide further treatment of the runoff by providing separate compartments within the structure for settling and suspending pollutant matter removal prior to discharge into the drainage system (which extends into the Mass Highway Drainage System within their 80' wide Highway Layout Right of Way. The proposed recharge facility for the roof runoff water will provide ample recharge volume and peak flow attenuation. There will be 32 precast concrete leaching pits assembled in a rectangular layout measuring 37.4' by 32', with at least 1 foot of stone placed around the outer perimeter of the leaching pit arrangement. These pits or dry wells are rated for H-20 loading as they will be installed under pavement within the proposed parking area, as shown on the plans and details. PRE AND POST DEVELOPMENT DRAINAGE ANALYSIS AND SUMMARY Data for "OSGOOD CROSSING" in North Andover,MA- 'PRE-DEV. ' TYPE III 24-HOUR RAINFALL=6.40 IN(100 yr Storm) Prepared by Merrimack Engineering Services, Inc. 25 Aug 03 HydroCAD 5.11 000899 (c) 1986-1999 Applied Microcomputer Systems WATERSHED ROUTING 5 O 3 O 2 GO Adgww � 3 0 O L2] 4 D 5 �Z ❑ OSUBCATCHMENT ❑ REACH A POND I I LINK SUBCATCHMENT 1 = Area Along Barker's Property on North Side -> REACH 1 SUBCATCHMENT 2 = Area Contributing to CB near Florist Shop -> REACH 2 SUBCATCHMENT 3 = Area Contributing to CB near Island @ 125 -> REACH 2 SUBCATCHMENT 4 = Area to CB'A' -MaHwy Drain System @ Rte 125 -> REACH 6 SUBCATCHMENT 5 = Paved Parking Area & Lawn-to low Pt.@ DP#4 -> REACH 4 SUBCATCHMENT 6 = Barker Street (Paved) & Road Shoulder Area -> REACH 5 SUBCATCHMENT 7 = Paved & Grass Areas at Road Intersection -> REACH 5 REACH 1 = Flow From Subcat #1 --to--> Design Pt #1 -> REACH 6 REACH 2 = Flow From Subcat #2 --to--> Design Pt.#2 -> REACH 6 REACH 4 = Flow From Subcat #5 --to--> Design Pt. #4 -> REACH 6 REACH 5 = Flows From Subcats #6 & 7 to Design Pt.#5 -> REACH 6 REACH 6 = Summation of Flow from PRE-DEV Conditions -> „ CROSSING" in North Andover,MA-'PRE-DEV. ' Data for OSGOOD r Storm) 25 Aug 03 TYPE III 24-HOUR RAINFALL=6.40 IN(100 y Prepared by Merrimack Engineering Services, Inc. H droCAD 5 .11 000899 c 1986-1999 A lied Microcom uter S s ems RUNOFF BY SCS TR-20 METHOD: TYPE III 24-HOUR RAINFALL= 6.40 IN, SCS U-H- RUNOFF SPAN = 10-20 HRS, dt= .10 HRS, 101 POINTS WGT'D PEAK Tpeak VOL _GROUND COVERS %C N -- CN C CFS (HRS) AF SUBCAT AREA Tc NUMBER ACRE MIN 75 - .91 12 .07 .07 '7 .4 6%98 94%74 86 - 2.70 12 .07 .20 2 58 7 •g 50%98 50%74 83 - 1.16 12 .10 • 09 3 .27 10 .5 37%98 63%74 84 - 1.24 12 .02 .08 4 .25 5 .0 42%98 58%74 92 - 1.41 12 .02 .10 5 .25 5.0 77%98 23%74 -- 1.76 12 .02 .12 6 .32 5 .0 65%98 35%74 90 7 .10 5,0 70%98 30%74 91 - .56 12.02 .04 REACH ROUTING BY STOR-IND+TRANS METHOD PEAK TRAVEL PEAK BOTTOM SIDE TIME Qout REACH n LENGTH SLOPE VEL• CFS NO. DIAM WIDTH DEPTH SLOPES FT FT FT (FPS MIN IN FT FT) (FT/F 10 .10 .010 1 .0100 3 .1 0 .0 .91 1 _ 20 .0 1.0 20 .0 1.0 .10 .10 .010 1 .0100 3 .1 0 .0 3 .84 2 1.41 20 .0 1.0 .10 .10 .010 1 .0100 3 .1 0 .0 4 2 .31 20.0 1.0 .10 .10 .010 1 .0100 3 .1 0 .0 5 9.27 6 - 20 .0 1.0 .10 .10 .010 1 .0100 3 .6 0 .0 Data for "OSGOOD CROSSING" in North Andover,MA-'PRE-DEV. 'r Storm) 100 TYPE III 24-HOUR RAINFALL=6.40 IN(100y 25 Aug 03 Prepared by Merrimack Engineering Services, Inc. H droCAD 5 .11 000899 c 1986-1999 Applied microcomputer S stems SUBCATCHMENT 1 Area Along Barker's Property on North Side PEAK= .91 CFS @ 12.07 HRS, VOLUME= .07 AF SCS TR-20 METHOD PERCENT CN TYPE III 24-HOUR 6 .00 98 Impervious RAINFALL= 6 .40 IN 94.00 74 Lawn/ Landscaped 25 AC SPAN= 10-20 HRS, dt=.1 HRS 1pp .00 75 TOTAL AREA = Tc min Method Comment Over Grasses & Mulched Surfaces 6.3 TR-55 SHEET FLOW Grass: Dense n=.24 L=50' P2=3 .1 in s=.04 1.1 H SALLOW CONCENTRATED/UPLAND FLOW Over Grass & Mulch to Exist. CB Grassed Waterway Kv=15 L=200 ' s=.04 ' / ' V=3 fps -- - Total Length= 250 ft Total Tc= 7.4 SUBCATCHMENT 1 RUNOFF Area Along Barker' s Property on North Side .90 85 AREA= .25 AC .80 Tc= 7.4 MIN 75 CN= 75 .70 .65 SCS TR-20 METHOD .60 TYPE III 24-HOUR 55 RAINFALL= 6.40 IN 50 •45 PEAK= .91 CFS 3 •40 @ 12.07 HRS O .35 VOLUME= .07 AF Li- .25 .20 . 15 . 10 .05 0.ON) N r1 v to u7 r w m m TIME (hours) Data for "OSGOOD CROSSING" in North Andover, MA- 'PRE-DEV. ' TYPE III 24-HOUR RAINFALL=6.40 IN(100 yr Storm) 25 Aug 03 Prepared by Merrimack Engineering Services, Inc. H droCAD 5 .11 000899 c 1986-1999. Applied Microcomputer Systems REACH 1 Flow From Subcat #1 --to--> Design Pt #1 Qin = .91 CFS @ 12 .07 HRS, VOLUME= .07 AF Qout= .91 CFS @ 12 .07 HRS, VOLUME= .07 AF, ATTEN= Oo, LAG= 0 .0 MIN DEPTH END AREA DISCH (FT) (SQ-FT) (CFS) 20' x 1' CHANNEL STOR-IND+TRANS METHOD PEAK DEPTH= .01 FT 0 .00 0 .00 0.00 SIDE SLOPE= •1 �/ PEAK VELOCITY= 3 .1 FPS .10 2 .10 6.52 n= .O1 TRAVEL TIME = 0 .0 MIN .20 4 .40 21.09 LENGTH= 1 FT SPAN= 10-20 HRS, dt=.1 HRS .30 6 .90 42.31 SLOPE= .Ol FT/FT .43 10 .45 79.27 .60 15 .60 143 .41 .80 22 .40 242.25 1.00 30 .00 367 .39 REACH 1 INFLOW & OUTFLOW Flout From Subcot #1 --to--> Design Pt # 1 .90 .85 20' x i ' CHANNEL .80 LND . 1 /.75 ' S=.01.70.65 METHOD.60 3. 1 FPS 50 = 0 MIN .45 .91 CFS � .40 .91 CFS o :30 = 0 MIN tL .25 .20 . 15 . 10 .05 0.00m N v in r CC) 0) m TIME (hours) Data for "OSGOOD CROSSING" in North Andover,MA- 'PRE-DEV. 'r Storm) TYPE III 24-HOUR RAINFALL=6.40 IN(100 y 25 Aug 03 Prepared by Merrimack Engineering Services, Inc. H droCAD S . 000899 c 1986-1999 A lied Microcomputer Systems SUBCATCHMENT 2 Area Contributing to CB near Florist Shop PEAK= 2 .70 CFS @ 12 .07 HRS, VOLUME= .20 AF SCS TR-20 METHOD PERCENT CN TYPE III 24-HOUR 50.00 98 Shop Rcof & Paved Areas RAINFALL= 6 .40 IN 50 .00 74 Lawn & Landscaped Are�ass SPAN= 10-20 HRS, dt=.l HRS 100.00 86 TOTAL AREA = Tc min AC Method SHEET FLOW Comment 6 .5 Method From Northeast Corner of Lot P2=3 .1 in s=.037 Grass: Dense n=.24 L=50' Shop the CB 1.4 SHALLOW CONCENTRATED/UPLAND FLOW From Rear of Shop Grassed Waterway Kv=15 L=250' s=.037 ' /' V-2 .89 ps - Total Length= 300 ft Total Tc= 7 .9 SUBCATCHMENT 2 RUNOFF Area Contributing to CB near Florist Shop 2.6 AREA= .58 AC 2.4 Tc= 7.9 MIN 2.2 CN= 86 2.0 SCS TR-20 METHOD 1 .8 TYPE III 24-HOUR c, 1 .6 RAINFALL= 6.40 IN 1 .4 PEAK= 2.70 CF5 1 .2 @ 12.07 HR5 0 1 .0 UOLUME= .20 AF -i 8 LL- 6 .4 2 0.0m CV Q ll1 1,0 r co rn m TIME (hours) Data for ,OSGOOD CROSSING" in North Andover,MA-'PRE-DEV. 'r Storm) TYPE III 24-HOUR RAINFALL=6.40 IN(100y 25 Aug 03 Prepared by Merrimack Engineering Services, Inc H droCAD 5.11 000899 c 1986-1999 APPlied microcomputer Systems SUBCATCHMENT 3 Area Contributing to CB near Island @ 125 PEAK= 1.16 CFS @ 12 .10 HRS, VOLUME= .09 AF SCS TR-20 METHOD PERCENT CN TYPE III 24-HOUR 37 .00 98 Greenhouse Roof & Pavement RAINFALL= 6 .40 IN 63 .00 74 Lawn & Landscaped A2eass SPAN= 10-20 HRS, dt=.1 HRS 100.00 83 TOTAL AREA = Tc min Method SHEET FLOW Comment 9 6 Method Over Grass and Mulch Surfaces Grass: Dense n=.24 L=50' P2=3 .1 in s=.014 9 SHALLOW CONCENTRATED/UPLAND FLOW Over Grass & Paved Surfaces Grassed Waterway Kv=15 L=100' s=.014 ' /' V=1.77 fps Total Length= 150 ft Total Tc= 10 .5' SUBCATCHMENT 3 RUNOFF Area Contributing to CB near Island @ 125 1 . 1 AREA= .27 AC 1 0 Tc= 10.5 MIN CN= 83 .9 8 SCS TR-20 METHOD TYPE III 24-HOUR .7 RAINFALL= 6.40 IN U .6 PEAK= 1 . 16 CFS 3 .5 @ 12. 1 HRS O 4 UOLUME= .09 AF J Ll-- .3 2 . 1 0.Om N T7 Q In n W 0) m TIME (hours) Data for "OSGOOD CROSSING" in North Andover, MA- 'PRE-DEV. ' TYPE III 24-HOUR RAINFALL=6.40 IN(100 yr Storm) 25 Aug 03 Prepared by Merrimack Engineering Services, Inc. H droCAD 000899 c 1986-1999 Applied Microcomputer Systems REACH 2 Flow From Subcat #2 --to--> Design Pt.#2 Qin = 3 .84 CFS @ 12 .08 HRS, VOLUME= .29 AF Qout= 3 . 84 CFS @ 12 .08 HRS, VOLUME= .29 AF, ATTEN= 0%, LAG= 0 .0 MIN DEPTH END AREA DISCH STOR-IND+TRANS METHOD (FT) (SQ-FT) (CFS) 20 x 1 CHANNEL ' PEAK DEPTH= .06 FT 0 .00 0 .00 0.00 SIDE SLOPE= •1 / PEAK VELOCITY- 3 .1 FPS .10 2 .10 6.52 n= .01 TRAVEL TIME = 0 .0 MIN .20 4 .40 21.09 LENGTH= 1 FT SPAN= 10-20 HRS, dt=.1 HRS .30 6 .90 42.31 SLOPE= .01 FT/FT .43 10 .45 79.27 .60 15.60 143 .41 .80 22 .40 242.25 1.00 30 .00 367.39 REACH 2 INFLOW & OUTFLOW Flow From Subcot #2 --to--> Design Pt . #2 3. 3.6 6 20' x 1 ' CHANNEL 3.4 SIDE SLOPE= . 1 '/' 3.2 n=.01 L=1 ' S=.01 3.0 2.8 STOR-IND+TRANS METHOD 2.6 UELOCITY= 3. 1 FPS 2.4 TRAVEL= 0 MIN 2.2 " .0 1 .8 Qin= 3.84 CFS 1 3 1 .6 Qout= 3.84 CFS O 1 .4 LAG= 0 MIN J 1 .2 1 .0 .8 .6 .4 .2 0.0m N Ln "n r m rn m TIME (hours) Data for "OSGOOD CROSSING" in North Andover,MA- 'PRE-DEV. ' TYPE III 24-HOUR RAINFALL=6.40 IN(100 yr Storm) Prepared by Merrimack Engineering Services, Inc. 25 Aug 03 HydroCAD 5 .11 000899 (c) 1986-1999 Applied Microcomputer Systems SUBCATCHMENT 4 Area to CB'A' -MaHwy Drain System @ Rte 125 PEAK= 1.24 CFS @ 12 .02 HRS, VOLUME= .08 AF PERCENT CN SCS TR-20 METHOD 42 .00 98 Paved Surface Areas TYPE III 24-HOUR 58 .00 74 Grass & Mulch Surfaces RAINFALL= 6.40 IN 100 -00 84 TOTAL AREA = .25 AC SPAN= 10-20 HRS, dt= .l HRS Method Comment Tc (min) TR-55 SHEET FLOW Over Paved Surfaces .8 Smooth surfaces n=.011 L=50 ' P2=3 .1 in s=.017 '/ ' SHALLOW CONCENTRATED/UPLAND FLOW From Pavement onto Grassed Area .9 Grassed Waterway Kv=15 L=80 ' s=.01 '/' V=1.5 fps DIRECT ENTRY Obtain 5 minute Tt 3 .3 Total Length= 130 ft Total Tc= 5.0- SUBCATCHMENT 4 RUNOFF Area to CB'A'-MoHwy Drain System @ Rte 125 1 .2 1 i AREA= .25 AC Tc= 5 MIN 1 .0 CN= 84 .9 SCS TR-20 METHOD .8 TYPE III 24-HOUR `'- 7 RAINFALL= 6.40 IN U v .6 PEAK= 1 .24 CFS :3 5 @ 12.02 HRS .4 UOLUME= .08 AF IL 3 2 I 0.0m N M IT in � r m m m TIME (hours) Data for "OSGOOD CROSSING" in North Andover,MA- 'PRE-DEV. ' TYPE III 24-HOUR RAINFALL=6.40 IN(100 yr Storm) 25 Aug 03 Prepared by Merrimack Engineering Services, Inc. H droCAD 5 .11 000899 (c) .3.986-1999 Applied Microcom uter Systems SUBCATCHMENT 5 Paved Parking Area & Lawn-to low Pt.@ DP#4 PEAK= 1.41 CFS @ 12.02 HRS, VOLUME= .10 AF SCS TR-20 METHOD PERCENT CN TYPE III 24-HOUR 77 .00 98 Paved Surface Area RAINFALL= 6.40 IN 23 .00 74 Grass & Mulch Surface Area SPAN= 10-20 HRS, dt=.l HRS 100 .00 92 TOTAL AREA = .25 AC Comment Tr (min) Method 8 TR-55 SHEET FLOW Over Paved Surface Area Smooth surfaces n=.011 L=50' P2=3 .1 in s=.015 ' 1.6 SHALLOW CONCENTRATED/UPLAND FLOW Over Paved & Grassed d Areas Grassed Waterway Kv=15 L=180 ' s=.015 '/' V=1.84 fps 2 .6 DIRECT ENTRY Obtain 5 minute Tt ---------- Total Length= 230 ft Total Tc= 5 .0 SUBCATCHMENT 5 RUNOFF Paved Parking Area 8 Lawn-to low Pt . @ DP#4 1 .4 1 .3 - AREA= .25 AC Tc= 5 MIN 1 .2 CN= 92 1 . 1 1 .0 SCS TR-20 METHOD .g TYPE III 24-HOUR 4- 8 RAINFALL= 6.40 IN U .7 PEAK= 1 .41 CFS 3 •6 @ 12.02 HRS O .5 UOLUME= . 10 AF J .4 .3 .2 . 1 0.0m N M IT U) ao rn m TIME (hours) Data for "OSGOOD CROSSING" in North Andover, MA-'PRE-DEV. ' TYPE III 24-HOUR RAINFALL=6.40 IN(100 yr Storm) 25 Aug 03 Prepared by Merrimack Engineering Services, Inc. H droCAD 5 .11 000899 c 1986-1999. ApiDlied Microcomputer S stems REACH 4 Flow From Subcat #5 --to--> Design Pt. #4 Qin = 1.41 CFS @ 12 .02 HRS, VOLUME= .10 AF VOLUME= .10 AF, ATTEN= 0%, LAG= Qout= 1.41 CFS @ 12.02 HRS, 0 .0 MIN DEPTH END AREA DISCH STOR-IND+TRANS METHOD (FT) (SO-FT) (CFS) 20 x 1 CHANNEL 1 PEAK DEPTH= 02 6 FT 0.00 0 .00 .00 SIDE SLOPE= •1 / PEAK VELOCITY= 3 .1 FPS .10 2 .10 6.52 n= .O1 TRAVEL TIME = 0 .0 MIN •20 4 .40 21.09 LENGTH= 1 FT SPAN= 10-20 HRS, dt=.1 HRS .30 6 .90 42 .31 SLOPE= .01 FT/FT .43 10 .45 79.27 .60 15.60 143 .41 .80 22 .40 242.25 1.00 30 .00 367 .39 REACH 4 INFLOW & OUTFLOW Flow From Subcat #5 --to--> Design Pt . #4 1 .4 20' x 1 ' CHANNEL 1 .3 SIDE SLOPE= . 1 '/' 1 .2 n=.01 L=1 ' S=.01 1 . 1 1 .0 STOR-IND+TRANS METHOD � 9 UELOCITY= 3. 1 FPS + 9 TRAUEL= 0 MIN U •7 Din= 1 .41 CFS 3 .6 Dout= 1 .41 CFS O 5 LAG= 0 MIN L_ .4 .3 .2 . 1 0.0m N r7 v to r w m m TIME (hours) Data for "OSGOOD CROSSING" in North Andover,MA- 'PRE-DEV. ' TYPE III 24-HOUR RAINFALL=6.40 IN(100 yr Storm) Prepared by Merrimack Engineering Services, Inc. 25 Aug 03 HydroCAD S .11 000899 (c) 1986-1999 Applied Microcomputer Systems SUBCATCHMENT 6 Barker Street (Paved) & Road Shoulder Area PEAK= 1.76 CFS @ 12 .02 HRS, VOLUME= .12 AF PERCENT CN SCS TR-20 METHOD 65 .00 98 Paved Road & Driveway Areas TYPE III 24-HOUR 35 .00 74 Vegetated & Mulched Areas RAINFALL= 6.40 IN 100 .00 90 TOTAL AREA = .32 AC SPAN= 10-20 HRS, dt=.l HRS Method Comment Tc (min) TR-55 SHEET FLOW Over Paved Surface .7 Smooth surfaces n=.011 L=50' P2=3 .1 in s=.02 '/ ' SHALLOW CONCENTRATED/UPLAND FLOW Along Gutter in Barker Street 2 .9 Paved Kv=20.3282 L=500 ' s=.02 '/' V=2 .87 fps DIRECT ENTRY Obtain 5 minute Tt 1.4 Total Length= 550 ft Total Tc= 5 .0 SUBCATCHMENT 6 RUNOFF Barker Street (Paved) & Road Shoulder Area 1 .7 1 .6 AREA= .32 AC 1 .5 Tc= 5 MIN 1 .4 CN= 90 1 .3 1 .2 SCS TR-20 METHOD LO 1 . 1 TYPE III 24-HOUR 1 .0 RAINFALL= 6.40 IN 9 B PEAK= 1 .76 CFS 3 7 @ 12.02 HRS .6 VOLUME= . 12 AF .5 .4 .3 .2 . 1 M V In W h OD m m TIME (hours) Data for "OSGOOD CROSSING" in North Andover, MA- 'PRE-DEV. ' TYPE III 24-HOUR RAINFALL=6.40 IN(100 yr Storm) 25 Aug 03 Prepared by Merrimack Engineering Services, Inc. H droCAD 5 .11 000899 c 1986-1999 Applied Microcomputer S stems SUBCATCHMENT 7 Paved & Grass Areas at Road Intersection PEAK= 56 CFS @ 12 .02 HRS, VOLUME= .04 AF SCS TR-20 METHOD PERCENT CN III 24-HOUR 70 .00 98 Paved Roadway Surface TYPE TYPE III 6.40 IN 30.00 74 Grass Surface Area Spy= 10-20 HRS, dt=.1 HRS 100 .00 91 TOTAL AREA = .10 AC Comment Tr (min) Method 9 TR-55 SHEET FLOW Along Gutterline at Intersection ' P2=3 .1 in s=.01 Smooth surfaces n=.011 L=50 ' /' 1.1 SHALLOW CONCENTRATED/UPLAND FLOW From Gutter to Grass Area to CB Grassed Waterway Kv=15 L=100' s=.01 '/ ' V=1.5 fps 3 .0 DIRECT ENTRY Obtain 5 minute Tt Total Length= 150 ft Total Tc= 5 .0 SUBCATCHMENT 7 RUNOFF Paved & Gross Areas at Road Intersection .55 AREA= . 1 AC .50 Tc= 5 MIN .45 CN= 91 •40 SCS TR-20 METHOD 1 35 TYPE III 24-HOUR c, RAINFALL= 6.40 IN U .30 25 PEAK= .56 CFS 3 @ 12.02 HR5 O .20 UOLUME= .04 AF J LL 15 . 10 .05 0.00m N v in D r O m m TIME (hours) Data for "OSGOOD CROSSING" in North Andover.MA- 'PRE-DEV. 'r Storm) TYPE III 24-HOUR RAINFALL=6.40 IN(100 y 25 Aug 03 Prepared by Merrimack Engineering Services, Inc. HydroCAD 5 .11 000899 (c) 1986-1999 Applied Microcomputer Systems REACH 5 Flows From Subcats #6 & 7 to Design Pt.#5 Qin = 2 .31 CFS @ 12 .02 HRS, VOLUME= .16 AF Qout= 2 .31 CFS @ 12 .02 HRS, VOLUME= .16 AF, ATTEN= 0%, LAG= 0 .0 MIN DEPTH END AREA DISCH STOR-IND+TRANS METHOD (FT) (SQ-FT) (CFS). 20 x 1 CHANNEL PEAK DEPTH= .04 FT 0.00 0 .00 0.00 SIDE SLOPE= •1 / PEAK VELOCITY= 3 .1 FPS .10 2 .10 6.52 n= .01 TRAVEL TIME = 0 .0 MIN .20 4 .40 21.09 LENGTH= 1 FT SPAN= 10-20 HRS, dt=.1 HRS .30 6 .90 42 .31 SLOPE= .01 FT/FT .43 10 .45 79.27 .60 15 .60 143 .41 . 80 22 .40 242.25 1.00 30 .00 367 .39 REACH 5 INFLOW & OUTFLOW Flows From Subcots #6 & 7 to Design Pt . #5 2.2 LMI;T 20' x 1 ' CHANNEL 2.0 DE SLOPE= . 1 '/' n=.01 L=1 ' S=.01 1 .8 1 .6 -IND+TRANS METHOD VELOCITY= 3. 1 FPS 4- 1 .4 TRAVEL= 0 MIN 1 .2 Qin= 2.31 CFS 3 1 . Qout= 2.31 CFS O LAG= 0 MIN J L'- .6 . . 0. m r oo rn m TIME (hours) Data for "OSGOOD CROSSING" in North Andover,MA- 'PRE-DEV. ' TYPE III 24-HOUR RAINFALL=6.40 IN(100 yr Storm) Prepared by Merrimack Engineering Services, Inc. 25 Aug 03 HydroCAD 5 11 000899 (c)_ 1986-1999 Applied Microcomputer Systems REACH 6 Summation of Flow from PRE-DEV Conditions Qin = 9.27 CFS @ 12 .04 HRS, VOLUME= .70 AF Qout= 9.27 CFS @ 12.04 HRS, VOLUME= .70 AF, ATTEN= Oo, LAG= 0 .0 MIN DEPTH END AREA DISCH (FT) (SQ-FT) (CFS) 20' x 1' CHANNEL STOR-IND+TRANS METHOD 0_ .00 0 .00 0 .00 SIDE SLOPE= .1 '/' PEAK DEPTH= .12 FT .10 2 .10 6 .52 n= .01 PEAK VELOCITY= 3 .6 FPS .20 4.40 21.09 LENGTH= 1 FT TRAVEL TIME = 0 .0 MIN .30 6.90 42 .31 SLOPE= .01 FT/FT SPAN= 10-20 HRS, dt=.1 HRS .43 10.45 79.27 .60 15.60 143 .41 .80 22 .40 242 .25 1.00 30.00 367 .39 REACH 6 INFLOW & OUTFLOW Summation of Flout from PRE-DEU Conditions 9'0 20' x 1 ' CHANNEL 8.5 8.0 SIDE SLOPE= . 1 '/' 7.5 n=.01 L=1 ' S=.01 7.0 6.5 STOR-IND+TRANS METHOD j 6.0 UELOCITY= 3.6 FPS 4- 5.5 TRAVEL= 0 MIN U 5.0 4.5 Qin= 9.27 CFS 3 4.0 Gout= 9.27 CFS 0 3.5 LAG= 0 MIN J 3.0 Li- 2.5 2.0 1 .5 1 .0 5 0.0m N M v in �0 CD 0) CS) TIME (hours) Data for "OSGOOD CROSSING" in North Andover,MA- 'PRE-DEV. ' TYPE III 24-HOUR RAINFALL= 4.50 IN (10 yr Storm) 25 Aug 03 10 Prepared by Merrimack Engineering Services, Inc. H droCAD 5.11 000899 c 1986-1999 Applied microcomputer Systems SUBCATCHMENT 1 Area Along Barker's Property on North Side PEAK= 51 CFS @ 12 .08 HRS, VOLUME= .04 AF SCS TR-20 METHOD PERCENT CN TYPE III 24-HOUR 6 .00 98 Impervious RAINFALL= 4.50 IN 94.00 74 Lawn/ Landscaped 25 AC SPAN= 10-20 HRS, dt=.l HRS 1_00 .00 75 TOTAL AREA = Comment Tr min Method 6.3 TR-55 SHEET FLOW Over Grasses & Mulched Surfaces Grass: Dense n=.24 L=50' P2=3.1 in s=.04 ' /' SHALLOW CONCENTRATED/UPLAND FLOW Over Grass & Mulch to Exist. CB 1.1 Grassed Waterway Kv=15 L=200' s=.04 ' /' V-3 fps --------7- Total Length= 250 ft Total Tc= 7.4 SUBCATCHMENT 1 RUNOFF Area Along Barker' s Property on North Side .50 AREA= .25 AC .45 Tc= 7.4 MIN CN= 75 .40 .35 SCS TR-20 METHOD TYPE III 24-HOUR 4 .30 RAINFALL= 4.50 IN U .25 PEAK= .51 CFS @ 12.08 HRS O .20 UOLUME= .04 AF 15 10 .05 0.0 M v to r CD m m TIME (hours) Data for "OSGOOD CROSSING" in North Andover,MA- 'PRE-DEV. ' TYPE III 24-HOUR RAINFALL= 4.50 IN (10 yr Storm) Prepared by Merrimack Engineering Services, Inc. 25 Aug 03 H droCAD 5 .11 000899 c 1986-1999 AP lied Microcomputer S stems REACH 1 Flow From Subcat #1 --to--> Design Pt #1 Qin = .51 CFS @ 12 .08 HRS, VOLUME= .04 AF Qout= .51 CFS @ 12. 08 HRS, VOLUME= .04 AF, ATTEN= 0%, LAG= 0 .0 MIN DEPTH END AREA DISCH (FT) (SO-FT) (CFS) 20' x 1' CHANNEL STOR-IND+TRANS METHOD 0.00 0 .00 0 .00 SIDE SLOPE= .1 '/ ' PEAK DEPTH= .01 FT .10 2.10 6 .52 n= .01 PEAK VELOCITY= 3 .1 FPS .20 4.40 21.09 LENGTH= 1 FT TRAVEL TIME = 0 .0 MIN .30 6.90 42 .31 SLOPE= .01 FT/FT SPAN= 10-20 HRS, dt=.1 HRS .43 10.45 79.27 .60 15.60 143 .41 .80 22.40 242 .25 1.00 30.00 367.39 REACH 1 INFLOW & OUTFLOW Flow From Subcot #1 --to--> Design Pt #1 .50 20' x 1 ' CHANNEL .45 SIDE SLOPE= . 1 '/' 40 n=.01 L=1 ' S=.01 35 STOR-IND+TRANS METHOD to UELOCITY= 3. 1 FPS 4- .30 TRAUEL= 0 MIN U .25 Din= .51 CFS 3 20 Qout= .51 CFS O LAG= 0 MIN � 15 10 .05 0.00m N v in ,o m m m TIME (hours) Data for "OSGOOD CROSSING" in North Andover,_MA-_'PRE-DEV. ' TYPE III 24-HOUR RAINFALL= 4.50 IN (10 yr Storm) Prepared by Merrimack Engineering Services, Inc. 25 Aug 03 HydroCAD 5 .11 000899 (c) 1986-1999 Applied Microcomputer Systems SUBCATCHMENT 2 Area Contributing to CB near Florist Shop PEAK= 1.73 CFS @ 12.08 HRS, VOLUME= .13 AF PERCENT CN SCS TR-20 METHOD 50 .00 98 Shop Roof & Paved Areas TYPE III 24-HOUR 50 .00 74 Lawn & Landscaped Areas RAINFALL= 4.50 IN 100 .00 86 TOTAL AREA = .58 AC SPAN= 10-20 HRS, dt=.l HRS Method Comment Tc (min) TR-55 SHEET FLOW From Northeast Corner of Lot 6 .5 Grass: Dense n=.24 L=50' P2=3 .1 in s=.037 '/' SHALLOW CONCENTRATED/UPLAND FLOW From Rear of Shop to the CB 1.4 Grassed Waterway Kv=1S L=250 ' s=.037 '/' V=2 .89 fps Total Length= 300 ft Total Tc= 7.9 SUBCATCHMENT 2 RUNOFF Area Contributing to CB near Florist Shop 1 .7 1 .6 AREA= .58 AC 1 .5 Tc= 7.9 MIN 1 .4 CN= 86 1 .3 1 .2 SCS TR-20 METHOD 1 . 1 TYPE III 24-HOUR U 1 .0 RAINFALL= 4.50 IN •9 .8 PEAK= 1 .73 CFS O '7 @ 12.08 HRS L i: 5 VOLUME= . 1 3 AF .4 .3 .2 . 1 0.0m r i r1 v in I r` 00 m m TIME (hours) Data for "OSGOOD CROSSING" in North Andover,MA- 'PRE-DEV. ' TYPE III 24-HOUR RAINFALL= 4.50 IN (10 yr Storm) 25 Aug 03 Prepared by Merrimack Engineering Services, Inc. H droCAD 5.11 000899 c 1986-1999 Applied Microcomputer Systems SUBCATCHMENT 3 Area Contributing to CB near Island @ 125 PEAK= .72 CFS @ 12 .11 HRS, VOLUME= .06 AF SCS TR-20 METHOD PERCENT CN TYPE III 24-HOUR 37.00 98 Greenhouse Roof & Pavement RAINFALL= 4 .50 IN 63 .00 74 Lawn & Landscaped Areas SPAN= 10-20 HRS, dt=.1 HRS 100 .00 83 TOTAL AREA = .27 AC Comment Tr (min) Method 9 6 TR-55 SHEET FLOW Over Grass and Mulch Surfaces Grass: Dense n=.24 L=50' P2=3 .1 in s=.014 ' / ' 9 SHALLOW CONCENTRATED/UPLAND FLOW Over Grass & Paved Surfaces Grassed Waterway Kv=15 L=100' s=.014 '/ ' V=1.77 fps - -- Total Length= 150 ft Total Tc= 10 .5`' SUBCATCHMENT 3 RUNOFF Area Contributing to CB near Island @ 125 '70 AREA= .27 AC 65 Tc= 10.5 MIN 60 CN= 83 .55 50 SCS TR-20 METHOD J 45 TYPE III 24-HOUR - 40 RAINFALL= 4 .50 IN P, .35 PEAK= .72 CFS ::3 .30 @ 12. 11 HRS ;„ O .25 UOLUME= .06 AF J LL .20 . 15 . 10 .05 0.00m N M v to r M rn m TIME (hours) Data for "OSGOOD CROSSING" in North Andover, MA-'PRE-DEV. ' TYPE III 24-HOUR RAINFALL= 4.50 IN (10 yr Storm) 25 Aug 03 Prepared by Merrimack Engineering Services, Inc. HydroCAD 5.11 000899 (,) .1986-1999 Applied Microcomputer Systems REACH 2 Flow From Subcat #2 --to--> Design Pt.#2 Qin = 2 .43 CFS @ 12 .09 HRS, VOLUME= .19 AF Qout= 2 .43 CFS @ 12 .09 HRS, VOLUME= .19 AF, ATTEN= Oo, LAG= 0 .0 MIN DEPTH END AREA DISCH STOR-IND+TRANS METHOD (FT) (SQ-FT) (CFS) 20 x 1 CHANNEL ' PEAK DEPTH= .04 FT 0 .00 0 .00 0.00 SIDE SLOPE= •1 / PEAK VELOCITY= 3 .1 FPS .10 2 .10 6.52 n= .01 TRAVEL TIME = 0 .0 MIN .20 4 .40 21.09 LENGTH= 1 FT SPAN= 10-20 HRS, dt=.1 HRS .30 6 .90 42.31 SLOPE= .01 FT/FT .43 10 .45 79.27 .60 15 .60 143 .41 .80 22 .40 242 .25 1.00 30 .00 367.39 REACH 2 INFLOW & OUTFLOW Flow From Subcat #2 --to--> Design Pt . #2 2.4 20' x 1 ' CHANNEL 2.2 SIDE SLOPE= . 1 '/' 2.0 n=.01 L=1 ' S=.01 1 .8 STOR-IND+TRANS METHOD 1 .6 VELOCITY= 3. 1 FPS U 1 4 TRAUEL= 0 MIN 1 .2 Qin= 2.43 CFS 3 1 .0 Qout= 2.43 CFS O 8 LAG= 0 MIN LL_ 6 .4 .2 0.0m N M v Ln r W rn m TIME (hours) Data for "OSGOOD CROSSING" in North Andover,MA- 'PRE-DEV. 'r Storm) TYPE III 24-HOUR RAINFALL= 4.50 IN In0 Y 25 Aug 03 Prepared by Merrimack Engineering Services, Hy roCAD 5 .11 000899 (c 1986-1999 A lied Microcom uter Systems SUBCATCHMENT 4 Area to CB'A' -MaHwy Drain System @ Rte 125 PEAK= .77 CFS @ 12 .02 HRS, VOLUME= .05 AF SCS TR-20 METHOD PERCENT CN TYPE III 24-HOUR 42 .00 98 Paved Surface Areas RAINFALL= 4 .50 IN 58 .00 74 Grass & Mulch Surfaces AC SPAN= 10-20 HRS, dt=.1 HRS 100 .00 84 TOTAL AREA = Tc min Method Comment 8 TR-55 SHEET FLOW Over Paved Surfaces Smooth surfaces n=.011 L=50' P2=3 .1 in s=.017 '/ ' 9 SHALLOW CONCENTRATED/UPLAND FLOW From Pavement onto Grassed Area Grassed Waterway Kv=15 L=80' s=.01 '/ ' V=1.5 fps 3 .3 DIRECT ENTRY Obtain 5 minute Tt Total Length= 130 ft Total Tc= 5.0- SUBCATCHMENT 4 RUNOFF Area to CB'A' -MaHwy Drain System @ Rte 125 75 AREA= .25 AC 70 Tc= 5 MIN 65 CN= 84 .60 .55 SCS TR-20 METHOD L 50 TYPE III 24-HOUR C+- 45 RAINFALL= 4.50 IN U 40 35 PEAK= .77 CFS 12.02 HRS 00 .30 VOLUME= .05 AF J .25 LL .20 . 15 . 10 .05 0.00m N Y1 v to r w 0 mN TIME (hours) Data for "OSGOOD CROSSING" in North Andover,MA-'PRE-DEV. ' TYPE III 24-HOUR RAINFALL= 4.50 IN In0 Y r Storm) 25 Aug 03 Prepared by Merrimack Engineering Services, H droCAD 5 .11 000899 c 1986-1999 Applied Microcomputer S stems SUBCATCHMENT 5 Paved Parking Area & Lawn-to low Pt.@ DP#4 PEAK= .95 CFS @ 12 .02 HRS, VOLUME= .07 AF SCS TR-20 METHOD PERCENT CN TYPE III 24-HOUR 77 .00 98 Paved Surface Area RAINFALL= 4.50 IN 23 .00 74 Grass & Mulch Surface Area SPAN= 10-20 HRS, dt=.1 HRS 100 .00 92 TOTAL AREA = Tc min Method Comment 8 Method SHEET FLOW Over Paved Surface Area Smooth surfaces n=.011 L=50' P2=3 .1 in s=.015 ' 1.6 SHALLOW CONCENTRATED/UPLAND FLOW Over Paved & Grassed d Areas Grassed Waterway Kv=15 L=180' s=.015 '/' V=1.84 fps 2.6 DIRECT ENTRY Obtain 5 minute Tt Total Length= 230 ft Total Tc= 5.0--- SUBCATCHMENT 5 RUNOFF Paved Parking Area & Lawn-to low Pt . @ DP#4 .95 90 AREA= .25 AC .85 Tc= 5 MIN .80 CN= 92 .75 •70 SCS TR-20 METHOD .65 TYPE III 24-HOUR to .60 RAINFALL= 4.50 IN ti .55 .50 .45 PEAK= .95 CFS 3 ,40 @ 12.02 HRS O .35 UOLUME= .07 OF J .30 L- .25 .20 . 15 10 .05 m 0.00m N m v in m m N TIME (hours) Data for "OSGOOD CROSSING" in North Andover,MA- 'PRE-DEV. ' TYPE III 24-HOUR RAINFALL= 4.50 IN (10 yr Storm) Prepared by Merrimack Engineering Services, Inc. 25 Aug 03 H droCAD S-11 000899 (c) 1986-1999 Applied Microcomputer Systems REACH 4 Flow From Subcat #5 --to--> Design Pt. #4 Qin = .95 CFS @ 12 .02 HRS, VOLUME= .07 AF Qout= .95 CFS @ 12 .02 HRS, VOLUME= .07 AF, ATTEN= 0%, LAG= 0 .0 MIN DEPTH END AREA DISCH (FT) (SQ-FT) (CFS) 20' x 1' CHANNEL STOR-IND+TRANS METHOD 0 .00 0.00 0 .00 SIDE SLOPE= .1 '/' PEAK DEPTH= .01 FT .10 2.10 6.52 n= .01 PEAK VELOCITY= 3 .1 FPS .20 4.40 21.09 LENGTH= 1 FT TRAVEL TIME = 0 .0 MIN .30 6.90 42.31 SLOPE= .01 FT/FT SPAN= 10-20 HRS, dt=.1 HRS .43 10 .45 79.27 .60 15.60 143 .41 .80 22 .40 242 .25 1.00 30.00 367.39 REACH 4 INFLOW & OUTFLOW Flow From Subcot #5 --to--> Design Pt . #4 .95 •90 20' x 1 ' CHANNEL .85 SIDE SLOPE= . 1 .80 .75 n=.01 L=1 ' S=.01 .70 .65 STOR-IND+TRANS METHOD .60 VELOCITY= 3. 1 FPS `+- .55 TRAVEL= 0 MIN U .50 .45 Qin= .95 CFS O .35 Qout= .95 CFS -J .30 LAG= 8 MIN V_ .25 .20 . 15 . 10 .05 0.00m _ N M v in W r co m m TIME (hours) Data for "OSGOOD CROSSING" in North Andover.MA° 'PRE-'PRE TYPE III 24-HOUR RAINFALL= 4.50 IN (10 y r Storm) 25 Aug 03 Engineering n ineerin Services, Inc. Prepared by 9 g H droCAD 5.11 000899 c 1986-1999 Applied Microcomputer S stems SUBCATCHMENT 6 Barker Street (Paved) & Road Shoulder Area PEAK= 1.16 CFS @ 12 .02 HRS, VOLUME= .08 AF SCS TR-20 METHOD PERCENT CN TYPE III 24-HOUR 65 .00 98 Paved Road & Driveway Areas RAINFALL= 4 .50 IN 35 .00 74 Vegetated & Mulched 32reeas SPAN= 10-20 HRS, dt=.l HRS 100 ,00 90 TOTAL AREA = Comment Tc min Method .7 TR-55 SHEET FLOW Over Paved Surface Smooth surfaces n=.011 L=50' P2=3 .1 in s=.02 '/ ' in Barker Street 2 . 9 SHALLOW CONCENTRATED/UPLAND FLOW Along Gutter . Paved Kv=20.3282 L=500' s=.02 I/' V52 .87 fps Tt 1.4 DIRECT ENTRY ---------- Total Length= 550 ft Total Tc= 5.0- SUBCATCHMENT 6 RUNOFF Barker Street (Paved) & Road Shoulder Area 1 , 1 AREA= .32 AC Tc= 5 MIN 1 0 CN= 90 .9 8 SCS TR-20 METHOD TYPE III 24-HOUR 4. .7 RAINFALL= 4.50 IN U 6 PEAK= 1 . 16 CFS 3 .5 @ 12.02 HRS O 4 UOLUME= .08 AF J .3 2 . 1 0.00 N M v in 01) rn mN TIME (hours) Data for "OSGOOD CROSSING" in North Andover, Hip,- 'PRE-DEV. ' TYPE III 24-HOUR RAINFALL= 4.50 IN (10 yr Storm) 25 Aug 03 Prepared by Merrimack Engineering Services, Inc. H droCAD 5 .11 000899 c 1986-1999 Applied Microcomputer Systems SUBCATCHMENT 7 Paved & Grass Areas at Road Intersection PEAK= .37 CFS @ 12 .02 HRS, VOLUME= .03 AF SCS TR-20 METHOD PERCENT CN TYPE III 24-HOUR 70 .00 98 Paved Roadway Surface RAINFALL= 4 .50 IN 30 .00 74 Grass Surface Area SPAN= 10-20 HRS, dt=.1 HRS 1_00 .00 91 TOTAL AREA = .10 AC Comment Tc (min) Method 9 TR-55 SHEET FLOW Along Gutterline at Intersection Smooth surfaces n=.011 L=50' P2=3 .1 in s=.01 ' s s Area to CB 1.1 SHALLOW CONCENTRATED/UPLAND FLOW From Gutter to Gras Grassed Waterway Kv=15 L=100' s=.01 ' /' V=1.5 fps 3 .0 DIRECT ENTRY Obtain 5 minute Tt Total Length= 150 ft Total Tc= 5.0-- SUBCATCHMENT 7 RUNOFF Paved & Gross Areas at Road Intersection 36 AREA= . 1 AC 34 Tc= 5 MIN .32 CN= 91 .30 .28 .26 SCS TR-20 METHOD LO .24 TYPE III 24-HOUR ti .22 RAINFALL= 4.50 IN U .20 . 18 PEAK= .37 CFS 3 . 16 e 12.02 HRS of . 14 VOLUME= .03 AF LL- 10 .08 .06 .04 .02 0.00m N v in r m rn m TIME (hours) Data for "OSGOOD CROSSING" in North Andover.MA- 'PRE-DEV. 'r Storm) TYPE III 24-HOUR RAINFALL= 4.50 IN (10 y 25 Aug 03 Prepared by Merrimack Engineering Services, Inc. H droCAD 5.11 000899 c 1986-1999 Applied Microcomputer Systems REACH 5 Flows From Subcats #6 & 7 to Design Pt.#5 Qin = 1.54 CFS @ 12 .02 HRS, VOLUME= .11 AF LAG= 0 .0 MIN Qout= 1.54 CFS @ 12 .02 HRS, VOLUME= .11 AF, ATTEN= 0%, DEPTH END AREA DISCH STOR-IND+TRANS METHOD (FT) (SQ-FT) (CFS) 20 x 1 CHANNEL t PEAK DEPTH= .02 FT 0 .00 0 .00 0 .00 SIDE SLOPE= •1 / PEAK VELOCITY= 3 .1 FPS .10 2 .10 6.52 n= .01 TRAVEL TIME = 0 .0 MIN .20 4 .40 21.09 LENGTH= 1 FT SPAN= 10-20 HRS, dt=.1 HRS .30 6 .90 42.31 SLOPE= .01 FT/FT .43 10 .45 79.27 .60 15 .60 143 .41 .80 22 .40 242 .25 1.00 30 .00 367.39 REACH 5 INFLOW 8 OUTFLOW Flows From Subcats #6 & 7 to Design Pt . #5 1 .5 20' x 1 ' CHANNEL 1 .4 SIDE SLOPE= . 1 1 .3 n=.01 L=1 ' S=.01 1 .2 1 . 1 STOR-IND+TRANS METHOD LO 1 .0 VELOCITY= 3. 1 FPS C+ 9 TRAVEL= 0 MIN U 8 7 Din= 1 .54 CFS Qout= 1 .54 CFS 0O .6 LAG= 0 MIN J .5 .4 .3 .2 . 1 0.0m N M v in L r m rn m TIME (hours) Data for "OSGOOD CROSSING" in North Andover, MA- 'PRE-DEV. ' TYPE III 24-HOUR RAINFALL= 4.50 IN (10 yr Storm) 25 Aug 03 Prepared by Merrimack Engineering Services, Inc. HydroCAD 5 11 000899 (c) 1986-1999 Applied Microcomputer Systems REACH 6 Summation of Flow from PRE-DEV Conditions Qin = 5 .91 CFS @ 12.04 HRS, VOLUME= .45 AF Qout= 5.90 CFS @ 12 .04 HRS, VOLUME= .45 AF, ATTEN= 0%, LAG= 0 .0 MIN DEPTH END AREA DISCH STOR-IND+TRANS METHOD (FT) (SQ-FT) (CFS) 20 ' x L CHANNEL PEAK DEPTH= .09 FT 0 .00 0 .00 0 .00 SIDE SLOPE= •1 / PEAK VELOCITY= 3 .1 FPS .10 2 .10 6 .52 n= .01 TRAVEL TIME = 0 .0 MIN .20 4 .40 21.09 LENGTH= 1 FT SPAN= 10-20 HRS, dt= .1 HRS .30 6 .90 42 .31 SLOPE= .01 FT/FT .43 10 .45 79.27 .60 15 .60 143 .41 .80 22 .40 242 .25 1.00 30 .00 367 .39 REACH 6 INFLOW & OUTFLOW Summation of Flow from PRE-DEU Conditions 5.5 20' x I ' CHANNEL SIDE SLOPE= . 1 '/' 5.0 n=.01 L=1 ' S=.01 4.5 r. 4.0 STOR-IND+TRANS METHOD VELOCITY= 3. 1 FPS 4- 3.5 TRAVEL= 0 MIN 0 3.0 Qin= 5.91 CFS 3 2.5 Qout= 5.90 CFS O 2.0 LAG= 0 MIN LL- 1 .5 1 .0 .5 0.0CS) N Ln lD r OD 0-) m TIME (hours) AM Data for "OSGOOD CROSSING" in North Andover,MA-'PRE-DEV. ' 4 TYPE III 24-HOUR RAINFALL= 3.10 IN ( 2 yr Storm) 25 Aug 03 Prepared by Merrimack Engineering Services, Inc. H droCAD 5 .11 000899 c 1986-1999 Applied Microcomputer Systems SUBCATCHMENT 1 Area Along Barker's Property on North Side PEAK= .25 CFS @ 12 .09 HRS, VOLUME= .02 AF SCS TR-20 METHOD PERCENT CN TYPE III 24-HOUR 6 .00 98 Impervious RAINFALL= 3 .10 IN 94 .00 74 Lawn/ Landscaped SPAN= 10-20 HRS, dt=.1 HRS 100 .00 75 TOTAL AREA = .25 AC Method Comment Tc (min) TR-55 SHEET FLOW Over Grasses & Mulched Surfaces 6.3 Grass: Dense n=.24 L=50' P2=3 .1 in s=.04 ' /` SHALLOW CONCENTRATED/UPLAND FLOW Over Grass & Mulch to Exist. CB 1.1 Grassed Waterway Kv=15 L=200 ' s=.04 ' /' V=3 fps Total Length= 250 ft Total Tc= 7.4 SUBCATCHMENT 1 RUNOFF Area Along Barker' s Property on North Side .24 AREA= .25 AC .22 Tc= 7.4 MIN .20 CN= 75 . 18 SCS TR-20 METHOD j . 16 TYPE III 24-HOUR 4 14 RAINFALL= 3. 10 IN u - . 12 PEAK= .25 CFS 3 . 10 0 12.09 HRS OJ 08 VOLUME= .02 AF 06 .04 02 0.00m N M v in �D r ao m m TIME (hours) Data for "OSGOOD CROSSING" in North Andover,MA2'Pr tormESD ) TYPE III 24-HOUR RAINFALL= 3.10 IN ( Y 25 Aug 03 Prepared by Merrimack Engineering Services, Inc. H droCAD 5 .11 000899 c 1986-1999 Applied Microcomputer Systems REACH 1 Flow From Subcat #1 --to--> Design Pt #1 Qin = .25 CFS @ 12 .09 HRS, VOLUME= .02 AF Qout= .25 CFS @ 12 .09 HRS, VOLUME= .02 AF, ATTEN= 0%, LAG= 0 .0 MIN DEPTH END AREA DISCH (FT) (S!2-FT) (CFS) 20' x 1' CHANNEL STOR-IND+TRANS METHOD 0 .00 0 .00 0.00 SIDE SLOPE= .l ' /' PEAK DEPTH= 0 .00 FT PEAK VELOCITY= 3 .1 FPS .10 2 .10 6.52 n= .01 TRAVEL TIME = 0 .0 MIN .20 4.40 21.09 LENGTH= 1 FT SPAN= 10-20 HRS, dt=.1 HRS .30 6.90 42.31 SLOPE= .01 FT/FT .43 10.45 79.27 .60 15.60 143.41 .80 22 .40 242.25 1.00 30 .00 367.39 REACH 1 INFLOW & OUTFLOW Flow From Subcot #1 --to--> Design Pt #1 .24 20' x I ' CHANNEL .22 SIDE SLOPE= . 1 '/' .20 n=.01 L=1 ' S=.01 18 STOR-IND+TRANS METHOD LO 16 VELOCITY= 3. 1 FPS 4- 14 TRAUEL= 0 MIN U . 12 Din= .25 CFS : 10 Qout= .25 CFS 0 08 LAG= 0 MIN 06 .04 02 0.00m N v in In r ao m m TIME (hours) Data for "OSGOOD CROSSING" in North Andover,MA°'PRE-DEV. ' TYPE III 24-HOUR RAINFALL= 3.10 IN ( 2 Y r Storm) 25 Aug 03 Prepared by Merrimack Engineering Services, Inc. H droCAD 5 .11 000899 c 1986-1999 Applied Microcomputer Systems SUBCATCHMENT 2 Area Contributing to CB near Florist Shop PEAK= 1.02 CFS @ 12.08 HRS, VOLUME= .08 AF SCS TR-20 METHOD PERCENT CN TYPE III 24-HOUR 50 .00 98 Shop Roof & Paved Areas RAINFALL= 3 .10 IN 50 .00 74 Lawn & Landscaped Areas SPAN= 10-20 HRS, dt=.l HRS 100 .00 86 TOTAL AREA = .58 AC Comment Tr. min Method 6.5 TR-55 SHEET FLOW From Northeast Corner of Lot Grass: Dense n=.24 L=50 ' P2=3 .1 in s=.037 '/ ' SHALLOW CONCENTRATED/UPLAND FLOW From Rear of Shop to the CB 1.4 Grassed Waterway Kv=15 L=250' s=.037 '/' V=2 .89 fps Total Length= 300 ft Total Tc= 7 . 9,. SUBCATCHMENT 2 RUNOFF Area Contributing to CB near Florist Shop 1 .0 AREA= .58 AC .9 Tc= 7.9 MIN CN= 86 .8 7 SCS TR-20 METHOD LO TYPE III 24-HOUR ti-- .6 RAINFALL= 3. 10 IN U `J 5 PEAK= 1 .02 CFS C 12.08 HRS O 4 UOLUME= .08 AF J 3 L .2 . 1 0.0m N M �D m m TIME (hours) Data for "OSGOOD CROSSING" in North Andover,MA- 'PRE-DEV. 'r Storm) TYPE III 24-HOUR RAINFALL= 3.10 IN ( 2 Y 25 Aug 03 Prepared by Merrimack Engineering Services, Inc. H droCAD 5 .11 000899 c 1986-1999 Applied Microcomputer Systems SUBCATCHMENT 3 Area Contributing to CB near Island @ 125 PEAK= .40 CFS @ 12 .11 HRS, VOLUME= .03 AF SCS TR-20 METHOD PERCENT CN TYPE III 24-HOUR 37 .00 98 Greenhouse Roof & Pavement .10 IN 3 = 63 .00 74 Lawn & Landscaped Areas SPAN=RAINFALL= HRS, dt=.1 HRS 100 .00 83 TOTAL AREA = .27 AC Comment Tr- (min) Method 9.6 T Over Grass and Mu R-55 SHEET FLOW lch Surfaces Grass: Dense n=.24 L=50' P2=3 .1 in s=.014 '/' 9 SHALLOW CONCENTRATED/UPLAND FLOW Over Grass & Paved Surfaces Grassed Waterway Kv=15 L=100' s=.014 ' /' V=1.77 fps Total Length= 150 ft Total Tc= 10.5` SUBCATCHMENT 3 RUNOFF Area Contributing to CB near Island @ 125 .40 AREA= .27 AC .35 Tc= 10.5 MIN CN= 83 .30 SCS TR-20 METHOD LO 25 TYPE III 24-HOUR c} RAINFALL= 3. 10 IN U .20 PEAK= .40 CFS @ 12. 11 HRS O . 15 UOLUME= .03 AF J LL- . 1 0 05 0.000 N v in r ao rn m TIME (hours) Data for "OSGOOD CROSSING" in North Andover,MA- 'PRE-DEV. ' TYPE III 24-HOUR RAINFALL= 3.10 IN ( 2 yr Storm) Prepared by Merrimack Engineering Services, Inc. 25 Aug 03 HydroCAD 5.11 000899 (c) 1986-1999 Applied Microcomputer Systems REACH 2 Flow From Subcat #2 --to--> Design Pt.#2 Qin = 1.41 CFS @ 12 .09 HRS, VOLUME= .11 AF Qout= 1.41 CFS @ 12 .09 HRS, VOLUME= .11 AF, ATTEN= 0%, LAG= 0 .0 MIN DEPTH END AREA DISCH (FT) (SQ-FT) (CFS) 20' x 1' CHANNEL STOR-IND+TRANS METHOD 0 .00 0.00 0.00 SIDE SLOPE= .1 '/ ' PEAK DEPTH= . 02 FT .10 2 .10 6.52 n= .01 PEAK VELOCITY= 3 .1 FPS .20 4 .40 21.09 LENGTH= 1 FT TRAVEL TIME = 0 .0 MIN .30 6.90 42.31 SLOPE= .01 FT/FT SPAN= 10-20 HRS, dt=.1 HRS .43 10 .45 79.27 .60 15.60 143 .41 .80 22 .40 242 .25 1.00 30 .00 367.39 REACH 2 INFLOW & OUTFLOW Flow From Sulocat #2 --to--> Design Pt . #2 1 .4 1 .3 20' x 1 ' CHANNEL 1 .2 SIDE SLOPE= . 1 '/' 1 . 1 n=.01 L=1 ' S=.01 r 1 .0 STOR-IND+TRANS METHOD to .9 VELOCITY= 3. 1 FPS `'- u .8 TRAVEL= 0 MIN 7 3 6 Qin= 1 .41 CFS Dout= 1 .41 CFS 1 5 LAG= 0 MIN Ii .4 .3 .2 . 1 0.0m - N m v in w r- m m m TIME (hours) Data for 'OSGOOD CROSSING" in North Andover,MA- 'Pr Storm)TYPE III 24-HOUR RAINFALL= 3.10 IN ( 2 Y 25 Aug 03 Prepared by Merrimack Engineering Services, Inc. HydroCAD 5 11 000899 (c 1986-1999 Applied Microcomputer Systems SUBCATCHMENT 4 Area to CB'A' -MaHwy Drain System @ Rte 125 PEAK= 44 CFS @ 12 .02 HRS, VOLUME= 03 AF SCS TR-20 METHOD PERCENT CN TYPE III 24-HOUR 42 .00 98 Paved Surface Areas RAINFALL= 3 .10 IN 58 .00 74 Grass & Mulch Surfaces SPAN= 10-20 HRS, dt=.1 HRS 100 .00 84 TOTAL AREA = .25 AC Comment Tc (min) Method 8 TR-55 SHEET FLOW Over Paved Surfaces Smooth surfaces n=.011 L=50' P2=3 .1 in s=.017 'G rassed Area 9 SHALLOW CONCENTRATED/UPLAND FLOW From Pavement onto G Grassed Waterway Kv=15 L=80' S=.01 /5 5 fps minute 3 .3 DIRECT ENTRY ---------- Total Length= 130 ft Total Tc= 5 .0 SUBCATCHMENT 4 RUNOFF Area to CB'A'-MaHwy Drain System @ Rte 125 40 AREA= .25 AC Tc= 5 MIN .35 CN= 84 .30 SCS TR-20 METHOD LO TYPE III 24-HOUR ci 25 RAINFALL= 3. 10 IN U 20 PEAK= .44 CFS 3 C� 12.02 HRS O 15 UOLUME= .03 OF J V_ 10 05 0.000 N LO m U, N TIME (hours) Data for ,OSGOOD CROSSING" in North Andover,MA- 'PRE-DEV. ' TYPE III 24-HOUR RAINFALL= 3.10 IN ( 2 yr Storm) 25 Aug 03 Prepared by Merrimack Engineering Services, Inc. HydroCAD 5.11 000899 c 1986-1999 A lied Microcomputer Systems REACH 4 Flow From Subcat #5 --to--> Design Pt. #4 Qin = 61 CFS @ 12.02 HRS, VOLUME= 04 AF Qout= .61 CFS @ 12 .02 HRS, VOLUME= .04 AF, ATTEN= 0%, LAG= 0 .0 MIN DEPTH END AREA DISCH STOR-IND+TRANS METHOD (FT) (SO-FT) (CFS) 2U x 1 CHANNEL f PEAK DEPTH= .01 FT 0 .00 0 .00 0 .00 SIDE SLOPE= •1 / PEAK VELOCITY= 3 .1 FPS .10 2 .10 6 .52 n= .01 TRAVEL TIME = 0.0 MIN .20 4 .40 21.09 LENGTH= 1 FT SPAN= 10-20 HRS, dt=.l HRS .30 6 .90 42 .31 SLOPE= .01 FT/FT .43 10 .45 79.27 .60 15.60 143 .41 .80 22 .40 242.25 1.00 30.00 367.39 REACH 4 INFLOW & OUTFLOW Flow From Subcat #5 --to--> Design Pt . #4 .60 20' x 1 ' CHANNEL .55 SIDE SLOPE= . 1 '/' .50 n=.01 L=1 ' S=.01 .45 STOR-IND+TRANS METHOD .40 UELOCITY= 3. 1 FPS do 4-- .35 TRAUEL= 0 MIN u .30 Din= .61 CFS 3 .25 Gout= .61 CFS 0 20 LAG= 0 MIN L` . 1 5 . 10 .05 0.00m N M r- co 0, m TIME (hours) Data for "OSGOOD CROSSING" in North Andover,MA- 'PRE-DEV. ' TYPE III 24-HOUR RAINFALL= 3.10 IN ( 2 yr Storm) Prepared by Merrimack Engineering Services, Inc. 25 Aug 03 HydroCAD S .11 000899 (c) 1986-1999 Applied Microcomputer Systems SUBCATCHMENT 6 Barker Street (Paved) & Road Shoulder Area PEAK= .72 CFS @ 12 .02 HRS, VOLUME= .05 AF PERCENT CN SCS TR-20 METHOD 65.00 98 Paved Road & Driveway Areas TYPE III 24-HOUR 35.00 74 Vegetated & Mulched Areas RAINFALL= 3 .10 IN 100. 00 90 TOTAL AREA = .32 AC SPAN= 10-20 HRS, dt=.1 HRS Method Comment Tc (min) TR-55 SHEET FLOW Over Paved Surface •7 Smooth surfaces n=.011 L=50 ' P2=3 .1 in s=.02 ' /' SHALLOW CONCENTRATED/UPLAND FLOW Along Gutter in Barker Street 2.9 Paved Kv=20.3282 L=500' s=.02 '/ ' V=2 .87 fps DIRECT ENTRY Obtain 5 minute Tt 1.4 Total Length= 550 ft Total Tc= 5 .0 SUBCATCHMENT 6 RUNOFF Barker Street (Paved) & Road Shoulder Area .70 .65 AREA= .32 AC .60 Tc= 5 MIN CN= 90 .55 r .50 SCS TR-20 METHOD JJ .45 TYPE III 24-HOUR U 40 RAINFALL= 3. 10 IN 35 PEAK= .72 CFS :3 .30 @ 12.02 HRS 0 25 J UOLUME= .05 AF LL- .20 . 15 . 10 .05 0.00 m N M v in �D r m m m TIME (hours) Data for "OSGOOD CROSSING" in North Andover,MA- 'PRE-DEV. ' TYPE III 24-HOUR RAINFALL= 3.10 IN ( 2 yr Storm) Prepared by Merrimack Engineering Services, Inc. 25 Aug 03 HydroCAD 5 .11 000899 (c) 1986-1999 Applied Microcomputer Systems SUBCATCHMENT 7 Paved & Grass Areas at Road Intersection PEAK= .24 CFS @ 12 .02 HRS, VOLUME= .02 AF PERCENT CN SCS TR-20 METHOD 70 .00 98 Paved Roadway Surface TYPE III 24-HOUR 30 .00 74 Grass Surface Area RAINFALL= 3.10 IN 100 .00 91 TOTAL AREA = >10 AC SPAN= 10-20 HRS, dt=.1 HRS Method Comment Tc (min) TR-55 SHEET FLOW Along Gutterline at Intersection .9 Smooth surfaces n=.011 L=50 ' P2=3.1 in S=.01 '/' SHALLOW CONCENTRATED/UPLAND FLOW From Gutter to Grass Area to CB 1.1 Grassed Waterway Kv=15 L=100' s=.01 '/ ' V=1.5 fps DIRECT ENTRY Obtain 5 minute Tt 3 . 0 Total Length= 150 ft Total Tc= 5 .0 - SUBCATCHMENT 7 RUNOFF Paved & Gross Areas at Road Intersection .22 AREA= . I AC .20 Tc= 5 MIN . 18 CN= 91 . 16 SCS TR-20 METHOD � 14 TYPE III 24-HOUR U RAINFALL= 3. 10 IN . 12 3 10 PEAK= .24 CFS @ 12.02 HRS 08 UOLUME= .02 OF 06 .04 .02 e.e0m N M IT Ln W m TIME (hours) Data for "OSGOOD CROSSING" in North Andover,MA- 'PRE-DEV. ' TYPE III 24-HOUR RAINFALL= 3.10 IN ( 2 yr Storm) Prepared by Merrimack Engineering Services, Inc. 25 Aug 03 HydroCAD 5.11 000899 (c) 1986-1999 Applied Microcomputer Systems REACH 5 Flows From Subcats #6 & 7 to Design Pt.#5 Qin = .96 CFS @ 12.02 HRS, VOLUME= .07 AF Qout= . 96 CFS @ 12 .02 HRS, VOLUME= .07 AF, ATTEN= 0%, LAG= 0 .0 MIN DEPTH END AREA DISCH (FT) (SQ-FT) (CFS) 20' x 1' CHANNEL STOR-IND+TRANS METHOD 0.00 0.00 0.00 SIDE SLOPE= .1 '/' PEAK DEPTH= .01 FT .10 2.10 6.52 n= .01 PEAK VELOCITY= 3 .1 FPS .20 4.40 21.09 LENGTH= 1 FT TRAVEL TIME = 0.0 MIN .30 6.90 42 .31 SLOPE= .01 FT/FT SPAN= 10-20 HRS, dt=.1 HRS .43 10.45 79.27 .60 15.60 143 .41 .80 22.40 242 .25 1.00 30.00 367 .39 REACH 5 INFLOW & OUTFLOW Flows From Subcats #6 & 7 to Design Pt . #5 .95 '90 20' x 1 ' CHANNEL .85 SIDE SLOPE= . 1 .80 .75 n=.01 L=1 ' S=.01 .70 .65 STOR-IND+TRANS METHOD .60 VELOCITY= 3. 1 FPS U .55 TRAUEL= 0 MIN 50 45 Din= .96 CFS O .30 Gout= .96 CFS J .30 LAG= 0 MIN L- .25 .20 . 15 . 10 .05 0.00m - ry v u) �0 r, co rn m TIME (hours) Data for "OSGOOD CROSSING" in North Andover,MA- 'PRE-DEV. ' TYPE III 24-HOUR RAINFALL= 3.10 IN ( 2 yr Storm) Prepared by Merrimack Engineering Services, Inc. 25 Aug 03 HydroCAD 5.11 000899 (c)_1986-1999 Applied Microcomputer Systems REACH 6 Summation of Flow from PRE-DEV Conditions Qin = 3 .48 CFS @ 12 .04 HRS, VOLUME= .27 AF Qout= 3 .48 CFS @ 12 .05 HRS, VOLUME= .27 AF, ATTEN= 0%, LAG= 0 .0 MIN DEPTH END AREA DISCH (FT) (SQ-FT) (CFS) 20 ' x 1' CHANNEL STOR-IND+TRANS METHOD 0 .00 0 .00 0.00 SIDE SLOPE= .1 '/' PEAK DEPTH= 05 FT .10 2 .10 6 .52 n= .01 PEAK VELOCITY= 3 .1 FPS .20 4 .40 21.09 LENGTH= 1 FT TRAVEL TIME = 0. 0 MIN .30 6.90 42 .31 SLOPE= .01 FT/FT SPAN= 10-20 HRS, dt=.l HRS .43 10.45 79.27 .60 15.60 143 .41 .80 22 .40 242 .25 1.00 30.00 367.39 REACH 6 INFLOW & OUTFLOW Summation of Flow from PRE-DEU Conditions 3.4 3.2 20' x I ' CHANNEL 3.0 SIDE SLOPE= . I '/' 2.8 n=.01 L=1 ' S=.81 2.6 r 2.4 STOR-IND+TRANS METHOD Lo 2.2 VELOCITY= 3. 1 FPS z.8 TRAUEL= 0 MIN 1 .6 Din= 3.48 CFS 3 1 . Qout= 3.48 CFS � 1 .2 2 LAG= 0 MIN LL 1 .0 - .8 .6 .4 2 cv M v in �n ro M m TIME (hours) Data for "OSGOOD CROSSING" in North Andover,MA- 'POST-DEV' TYPE III 24-HOUR RAINFALL=6.40 IN (100 yr Storm) Prepared by Merrimack Engineering Services, Inc. 25 Aug 03 HydroCAD 5 .11 000899 (c) 1986-1999 Applied Microcomputer Systems WATERSHED ROUTING OF 2 O � � O / o D F' O � � L./ 15 12 9 � 11 rz bt OSUBCATCHMENT ❑ REACH A POND I I LINK SUBCATCHMENT 1 = Parking Area in Front of Building -> REACH 3 SUBCATCHMENT 2 = Parking Area on North Side of Building -> REACH 2 SUBCATCHMENT 3 = Delivery / Service Area Behind Building -> POND 1 SUBCATCHMENT 4 = Parking Area at Southerly Side of Building -> POND 1 SUBCATCHMENT 5 = Paved Area Between Building and Main Entry -> POND 1 SUBCATCHMENT 6 = Area Along Rte 125 in Front of Building -> POND 1 SUBCATCHMENT 7 = Building Roof Area-Drain to Recharge Basin -> POND 2 SUBCATCHMENT 8 = Barker Street (Paved) & Road Shoulder -> REACH 15 SUBCATCHMENT 9 = Area Along Barker's Property on North Side -> REACH 11 SUBCATCHMENT 10 = Paved and Grass Area at Road Intersection -> REACH 15 REACH 2 = 24" RCP Pipe From CB##2 -- to --> DMH#1 -> REACH 3 REACH 3 = From DMH#1 --- to ---> DMH #3 -> POND 1 REACH 7 = From Recharge Facility to ---> Groundwater -> REACH 11 = Flow From <9> -- to --> Design Point ##1 -> REACH 16 REACH 12 = Flow through Oil / Grit Separator to DMH#5 -> REACH 16 REACH 15 = Flow to Exist.CB in Grass Area @ Barker St -> REACH 16 Data for "OSGOOD CROSSING" in North Andover,MA- 'POST-DEV' TYPE III 24-HOUR RAINFALL=6.40 IN (100 yr Storm) 25 Aug 03 Prepared by Merrimack Engineering Services, Inc. H droCAD 5 .11 000 899 �c) ,1986-1999 .Applied Microcomputer Systems REACH 16 = Summary of Flow to Design Points #1, 2, 3 &4 -> POND 1 = Concrete Pipe System for Runoff Storage -> REACH 12 POND 1 secondary = Concrete Pipe System for Runoff Storage -> REACH 7 POND 2 = Prop. Subsurface Recharge Facility -> POND 1 POND 2 secondary = Prop. Subsurface Recharge Facility -> REACH 7 RUNOFF BY SCS TR-20 METHOD: TYPE III 24-HOUR RAINFALL= 6.40 IN, SCS U.H. RUNOFF SPAN = 10-20 HRS, dt= .05 HRS, 201 POINTS WGT'D PEAK Tpeak VOL SUBCAT AREA Tc - CN C CFS HRS AF NUMBER ACRE MIN --GROUND COVERS %CN - 95 - 2.00 12 .05 .13 1 .32 5 .0 87%98 13%74 2 .23 5 .0 59%98 41%74 88 - 1.32 12 .05 .08 3 13 6 .8 85%98 15%74 94 - .76 12 .07 .05 4 15 5.0 95%98 5%74 97 - .95 12 .05 .06 97 - .95 12 .05 .06 5 .15 5.0 96%98 4%74 90 - 1.60 12 .05 .10 6 .27 5.0 65%98 35%74 98 - 1.66 12.05 .11 7 .26 5.0 100%98 8 .35 5.0 60%98 40%74 88 - 2 .01 12 .05 .13 77 - .47 12 .07 .03' 9 .11 6.7 14%98 86%74 10 .08 5 .0 77%98 23%74 92 _ .49 12 .05 .03 Data for "OSGOOD CROSSING" in North Andover,MA- 'POST-DEV' TYPE III 24-HOUR RAINFALL=6.40 IN (100 yr Storm) Prepared by Merrimack Engineering Services, Inc. 25 Aug 03 H droCAD 5 .11 000899 c 1986-1999. APplied Microcomputer Systems REACH ROUTING BY STOR-IND+TRANS METHOD REACH BOTTOM SIDE PEAK TRAVEL PEAK NO. DIAM WIDTH DEPTH SLOPES n LENGTH SLOPE VEL. TIME Qout (IN) (FT) (FT) (FT/FT) (FT) (FT/FT) (FPS) (MIN) CFS 2 24 .0 - - - - .013 170 .0059 3 .3 .9 1.24 3 30 .0 - - - .013 100 .0040 3 .6 .5 3 .14 7 - 20 .0 1.0 .50 .50 .500 2 .5000 .4 .1 .37 11 48 .0 - - - - .010 4 .1000 18.9 0.0 .47 12 12 .0 - - - - .013 4 .0200 7.2 0.0 4 .13 15 48 .0 - - - - .013 4 .5000 32 .4 0.0 2 .50 16 - 10.0 1.0 .10 .10 .010 1 .0100 4 .0 0 .0 6.90 POND ROUTING BY STOR-IND METHOD POND START FLOOD PEAK PEAK ------ PEAK FLOW ------- ---Qout--- NO. ELEV. ELEV. ELEV. STORAGE Qin Qout Qpri Qsec ATTEN. LAG (FT) (FT) (FT) (AF) (CFS) (CFS) (CFS) (CFS) (o) (MIN) 1 154 .9 160.0 159.9 .07 7 .82 4.43 4.13 .30 43 8.9 2 158 .4 160 .2 160 .0 .04 1.66 .73 .66 .07 56 10.2 lab Data for "OSGOOD CROSSING" in North Andover,MA- 'POST-DEV' 41 111W TYPE III 24-HOUR RAINFALL=6.40 IN (100 yr Storm) 25 Aug 03 Prepared by Merrimack Engineering Services, Inc. H droCAD 5 .11 000899 (c).. 1986-1999 Applied Microcomputer S stems SUBCATCHMENT 1 Parking Area in Front of Building PEAK= 2 .00 CFS @ 12 .05 HRS, VOLUME= .13 AF SCS TR-20 METHOD PERCENT CN TYPE III 24-HOUR 87.00 98 Pavement Surface Area RAINFALL= 6 .40 IN 13 .00 74 Lawn / Landscaped Areas SPAN= 10-20 HRS, dt=.05 HRS 100 .00 95 TOTAL AREA = .32 AC Comment Tc (min) Method 1 0 TR-55 SHEET FLOW Over Paved Parking Area Smooth surfaces n=.011 L=50' P2=3 .1 in s=.008 SHALLOW CONCENTRATED/UPLAND FLOW Over Paved Parking Area to CB#1 •9 Paved Kv=20 .3282 L=100 ' s=.008 '/ ' V=1.82 fps CIRCULAR CHANNEL Flow From CB#1 --to--> DMH#1 1 12" Diameter a=.79 sq-ft Pw=3.1' r=.25' s=.015 / ' n=.013 V=5 .56 fps L=34' Capacity=4 .4 cfs DIRECT ENTRY Obtain 5 minute Tt 3 .0 Total Length= 184 ft Total Tc= 5 .0 SUBCATCHMENT 1 RUNOFF Parking Area in Front of Building 2.0 AREA= .32 AC 1 .8 Tc= 5 MIN 1 .6 CN= 95 1 .4 SCS TR-20 METHOD TYPE III 24-HOUR 4 1 .2 RAINFALL= 6.40 IN U 1 .0 PEAK= 2.00 CFS 3 .g @ 12.05 HRS 0 UOLUME= . 13 AF J 6 4 .2 0.0m N r v in m rn m TIME "'hours) Data for ,,OSGOOD CROSSING" in North Andover,MA-'POST-DEV' TYPE III 24-HOUR RAINFALL= 6.40 IN Inc. 28 Aug 03 Prepared by Merrimack Engineering Services, ied Microcomputer Systems H droCAD 5.11 000899 Prop. Subsurface Recharge Facility POND 2 Qin = 1.66 CFS @ 12 .05 HRS, VOLUME= .11 AF 78 CFS @ 12 .20 HRS, VOLUME= .09 AF, ATTEN= 53%, LAG= 9.1 MIN Qout= .07 AF Qpri= .76 CFS @ 12.20 HRS, VOLUME= .p2 AF Qsec= .02 CFS @ 10.50 HRS, VOLUME= STOR-IND METHOD ELEVATION AREA INC.STOR CUM.STOR PEAK. STORAGE = 1749 CF (FT) (SF) (CF) (CF) 0 0 PEAK ELEVATION= 160 .2 FT 158.4 0 FLOOD ELEVATION= 160 .6 FT 50 50 1000 158 .5 850 START ELEVATION= 158 .4 FT 159.3 1000 800 2150 SPAN= 10-20 HRS, dt=.05 HR 1300 160 .6 1000 Tdet= 89.6 MIN ( .09 AF) $$ ROUTE INVERT OUTLET DEVICES 1 S 158.5' EXFILTRATION Q= .02 CFS at and above 158.6 ' 2 P 159.3' 6" CULVERT Cd= 6 n=.013 L=45' 5=.0733 '/' Ke=.5 Cc=.9 Primary Discharge I-2=Culvert Secondary Discharge I-1=Exfiltration POND 2 INFLOW & OUTFLOW Prop . Subsurface Recharge Facility 1 .6 STOR-IND METHOD 1 .5 PEAK STOR= 1749 CF 1 .4 PEAK ELEU= 160.2 FT 1 .3 1 .2 Qin= 1 .66 CFS 1 , 1 Gout= .76 CFS 0 1 .0 Qpri-- .76 CFS .9 Qsec= .02 CFS g a LAG= 9. 1 MIN 3 .7 1 \ o .6 I \ u- 4 1 \\ I \ 3 1 t\ .2 I ` 00 m m 0.00 N TIME (hours) Data for ,,OSGOOD CROSSING" in North Andover,MA- 'POST-DEV' TYPE III 24-HOUR RAINFALL=6.40 IN (100 yr Storm) 25 Aug 03 Prepared by Merrimack Engineering Services, Inc. H droCAD 5 .11 000899 c 1986-1999 Applied Microcomputer Systems SUBCATCHMENT 3 Delivery / Service Area Behind Building PEAK= .76 CFS @ 12 .07 HRS, VOLUME= .05 AF SCS TR-20 METHOD PERCENT CN TYPE III 24-HOUR 85 .00 98 Paved Surface AreaAreas RAINFALL= 6.40 IN 15.00 74 Lawn / 13 s SPAN= 10-20 HRS, dt=.05 HRS 100 .00 94 TOTAL AREA = Tc min Comment 5 .4 Method Over Landscaped Surface Area TR-55 SHEET FLOW Grass : Dense n=.24 L=50' P2=3 .1 in s=.06 ' / ' 7 SHALLOW CONCENTRATED/UPLAND FLOW Over Paved Surface Areas V=2 .32 fps 7 Paved Kv=20 .3282 L=100' s=.013 / ' 12 RCP Drain From CB#3 to DMH#3 CIRCULAR CHANNEL ft Pw=3 .1' r=.25' 12" Diameter -a=.79 sV=3 8 fps L=170' Capacity=3 cfs n-.013 - P - s=.007 � / � --------- Total Length= 320 ft Total Tc= 6 .8 SUBCATCHMENT 3 RUNOFF Delivery / Service Area Behind Building .75 AREA= . 13 AC 70 Tc= 6.8 MIN .65 CN= 94 .60 .55 SCS TR-20 METHOD •50 TYPE III 24-HOUR 4- .45 RAINFALL= 6.40 IN U .40 v .35 PEAK= .76 CFS 12.07 HRS J .25 VOLUME= .05 AF 21 15 . 10 .05 0.00m _ m N �'] V N TIME (hours) Data for "OSGOOD CROSSING" in North Andover,MA- 'POST-DEV' TYPE III 24-HOUR RAINFALL=6.40 IN (100 yr Storm) 25 Aug 03 Prepared by Merrimack Engineering Services, Inc. HvdroCAD 5 .11 000899 (c) 1_986-1999 Applied .Microcomputer Systems SUBCATCHMENT 4 Parking Area at Southerly Side of Building PEAK= 95 CFS @ 12 .05 HRS, VOLUME= 06 AF SCS TR-20 METHOD PERCENT CN TYPE III 24-HOUR 95 .00 98 Paved Parking Areas .40 IN 6 = 5 .00 74 Lawn / Landscaped Areas SPAN=RAINFALL= 6 HRS, dt=.05 HRS 100 .00 97 TOTAL AREA = 15 AC Comment Tc (min) Method 8 TR-55 SHEET FLOW Over Paved Surface Areas Smooth surfaces n=.011 L=50' P2=3 .1 in s=.015 '/' 3 SHALLOW CONCENTRATED/UPLAND FLOW Over Paved P9 k Parking Areas Paved Kv=20 .3282 L=50' s=.015 '/' 4 3 .9 DIRECT ENTRY Obtain 5 minute Tt Total Length= 100 ft Total Tc= 5.0- SUBCATCHMENT 4 RUNOFF Parking Area at Southerly Side of Building .95 .90 AREA= . 15 AC .85 Tc= 5 MIN .80 CN= 97 .75 .70 SCS TR-20 METHOD .65 TYPE III 24-HOUR 4- 55 4- .60 RAINFALL= 6.40 IN .50 .45 PEAK= .95 CFS 3 .40 @ 12.05 HRS O .35 VOLUME= .06 AF -i 30 L- .25 .20 . 15 . 10 .05 0.00m N �, �D O m TIME (hours) Data for "OSGOOD CROSSING" in North Andover, MA- 'POST-DEV' TYPE III 24-HOUR RAINFALL=6.40 IN (100 yr Storm) 25 Aug 03 Prepared by Merrimack Engineering Services, Inc. HydroCAD 5 11 000899 (c) 1.986-1999 A lied Microcomputer Systems SUBCATCHMENT 5 Paved Area Between Building and Main Entry PEAK= .95 CFS @ 12 .05 HRS, VOLUME= .06 AF SCS TR-20 METHOD PERCENT CN 96.00 98 Paved Driveway & Sidewalk Areas TYPE III 24-HOUR Landscaped Areas RAINFALL= 6 .40 IN 4.00 74 Lawn / P .15 AC SPAN= 10-20 HRS, dt=.05 HRS 100.00 97 TOTAL AREA = Tc min Comment 7 Method Over Impervious Surfaces TR-55 SHEET FLOW Smooth surfaces n=.011 L=50' P2=3 .1 in s=•02 ' /t 5 SHALLOW CONCENTRATED/UPLAND FLOW Over Paved Surfaces Areas Paved Kv=20.3282 L=80 ' s=.02 ' /' V=2 .87 fps 3 .8 Obtain 5 minute Tt DIRECT ENTRY Total Length= 130 ft Total Tc= 5.0 SUBCATCHMENT 5 RUNOFF Paved Area Between Building and Main Entry .95 90 AREA= . 15 AC .85 Tc= 5 MIN .80 CN= 97 .75 •70 SCS TR-20 METHOD .65 TYPE III 24-HOUR J1 .60 4- .55 RAINFALL= 6.40 IN 50 PEAK= .95 CFS 3 40 e 12.05 HRS o .35 VOLUME= .06 AF J .30 L'- .25 .20 . 15 . 10 .05 m 0.000 m v to � r - ao N N TIME (hours) Data for "OSGOOD CROSSING" in North pmdover,MA- 'POST-DEV' TYPE III 24-HOUR RAINFALL=6.40 IN (100 yr Storm) 25 Aug 03 Prepared by Merrimack Engineering Services, Inc. H droCAD 5 .11 000899 c 1986-1999 Applied Microcomputer Systems SUBCATCHMENT 6 Area Along Rte 125 in Front of Building PEAK= 1.60 CFS @ 12.05 HRS, VOLUME= .10 AF SCS TR-20 METHOD PERCENT CN 65 .00 98 Road Widening & Driveway Pavem't RAINFALL=24 HOUR 35 .00 74 Lawn / Landscaped Areas RAIN= 10-20 HRS, dt=.05 HRS 100 .00 90 TOTAL AREA = .27 AC Comment Tc min Method .7 TR-55 SHEET FLOW Over Paved Road Surfaces Smooth surfaces n=.011 L=50' P2=3 .1 in s= .02 ' / ' 2 SHALLOW CONCENTRATED/UPLAND FLOW Over Paved Surfaces Paved Kv=20 .3282 L=30 ' s=.01 'A, V=2 .03 fps CB#6 1.3 CHANNEL FLOW a=.4 sq-ft Pw=6.4 ' r=.063 ' L=180' Capacity=l cfs s=.015 ' / ' n=.012 V=2 .39 fps 1 CIRCULAR CHANNEL 12" RCP Drain From CB#6 to DMH#4 12" Diameter a=.79 sq-ft Pw=3.1' r=.25' S=.01 ' /, n=.013 V=4 .54 fps L=24' Capacity=3 .6 cfs 2 .7 DIRECT ENTRY Obtain 5 minute Tt Total Length= 284 ft Total Tc= 5 .0 SUBCATCHMENT 6 RUNOFF Area Along Rte 125 in Front of Building 1 .6 1 .5 AREA= .27 AC 1 .4 Tc= 5 MIN 1 .3 CN= 90 1 .2 SCS TR-20 METHOD 1 . 1 TYPE III 24-HOUR 4- 19 RAINFALL= 6.40 IN U . •8 PEAK= 1 .60 CFS 3 .7 C 12.05 HRS O .6 UOLUME= . 10 AF J 5 � 4 .3 .2 . 1 0.0m m N v in t^ ° m TIME (hours) Data for "OSGOOD CROSSING" in North Andover,MA- 'POST-DEV' TYPE III 24-HOUR RAINFALL= 6.40 IN 28 Aug 03 Prepared by Merrimack Engineering Services, Inc. H droCAD 5.11 000899 c 1986-1999 Applied microcomputer S stems POND 1 Concrete Pipe System for Runoff Storage Qin = 7 .98 CFS @ 12 .06 HRS, VOLUME= .56 AF LAG= 9 .8 MIN Qout= 4 .27 CFS @ 12.22 HRS, VOLUME= .56 AF, ATTEN= 470, Qpri= 4 .15 CFS @ 12 .22 HRS, VOLUME= .56 AF Qsec= .12 CFS @ 12 .22 HRS, VOLUME= 0 .00 AF STOR-IND METHOD ELEVATION AREA INC F) CUM(CFF)) PEAK STORAGE = 3082 CF (FT) (SF) (CFj 0 0 PEAK ELEVATION= 160 .0 FT 154 .9 0 15 15 100 FLOOD ELEVATION= 160 .1 FT 155 .2 105 START ELEVATION= 154 .9 FT 155 .8 200 90 450 555 SPAN= 10-20 HRS, dt=.05 HRS 156 .8 700 Tdet= 4 .7 MIN ( .56 AF) 157 .8 700 700 1255 158 .5 300 350 1605 158 .8 120 63 1668 _ 159.3 120 60 1728 159.9 3500 1086 2814 160 .1 5000 850 3664 # ROUTE INVERT OUTLET DEVICES 1 P 154.9' 6" CULVERT X 2 n=.013 L=4' S=.025'/' Ke=.5 Cc=.9 Cd=.6 2 S 159.9' 175 DEG V-NOTCH WEIR Q=2 .46 TAN(Theta/2) H^2.5 Primary Discharge I 1=Culvert Secondary Discharge I -2=V-Notch/Trap Weir POND 1 INFLOW & OUTFLOW Concrete Pipe System for Runoff Storage 8.0 STOR-IND METHOD 7.5 L AK STOR= 3082 CF 7.0 EAK ELEV= 160 FT 6.5 6.0 Qin= 7.98 CFS 5.5 Qout= 4.27 CFS 5.0 Qpri= 4. 15 CFS U 4.5 Qsec= 12 CFS 4.0 LAG= 9.8 MIN 3 3.5 0 3.0-J 2.5 V_ 2.0 1 .5 1 .0 .5 0.0m N r v to r ao rn m TIME (hours) Data for "OSGOOD CROSSING" in North Andover,MA- 'POST-DEV' TYPE III 24-HOUR RAINFALL= 6.40 IN 28 Aug 03 Prepared by Merrimack Engineering Services, Inc. H droCAD 5 .11 000899 c 1986-1999 Applied Microcomputer S stems REACH 12 Flow through Oil / Grit Separator to DMH#5 Qin = 4 .15 CFS @ 12 .22 HRS, VOLUME= 56 AF Qout= 4 .15 CFS @ 12 .22 HRS, VOLUME= 56 AF, ATTEN= 0%, LAG= 0 .0 MIN DEPTH END AREA DISCH (FT) (SQ-FT) CFS) 12" PIPE STOR-IND+TRANS METHOD PEAK DEPTH= .69 FT 0 .00 0 .00 0.00 .013 PEAK VELOCITY= 7 .2 FPS .10 .04 .11 n= 0 .0 MIN 20 .11 .44 LENGTH= 4 FT TRAVEL TIME = 0 20 .99 SLOPE= .02 FT/FT SPAN= 10-20 HRS, dt=.05 HRS .3 .70 .59 4.22 .80 .67 4.93 j .90 .74 5.37 i . 94 .77 5.42 .97 .78 5 .37 1 1.00 .79 5 .04 REACH 12 INFLOW & OUTFLOW Flow through Oil / Grit Separator to DMH#5 4.0 12" PIPE 3.5 n=.013 L=4' S=.02 STOR-IND+TRANS METHOD 3.0 UELOCITY= 7.2 FPS TRAUEL= 0 MIN c� 2.5 U Qin= 4. 15 CFS 2.0 Gout= 4. 15 CFS :3 LAG= 0 MIN 0 1 .5 - J LL I .0 .5 0.00 �, r v in m rn 0 TIME (hours) f Data for "OSGOOD CROSSING" in North Andover,MA- 'POST-DEV' TYPE III 24-HOUR RAINFALL=6.40 IN (100 yr Storm) Prepared by Merrimack Engineering Services, Inc. 25 Aug 03 HydroCAD 5 .11 000899 (c) 1986-1999 Applied Microcomputer Systems SUBCATCHMENT 9 Area Along Barker's Property on North Side PEAK= .47 CFS @ 12.07 HRS, VOLUME= .03 AF PERCENT CN SCS TR-20 METHOD 14 .00 98 Paved Roadway Surface TYPE III 24-HOUR 86 .00 74 Lawn / Landscaped Areas RAINFALL= 6.40 IN 100 . 00 77 TOTAL AREA = .11 AC SPAN= 10-20 HRS, dt=.05 HRS Method Comment Tc (min) TR-55 SHEET FLOW Over Grassed & Mulched Surfaces 6.3 Grass: Dense n=.24 L=50 ' P2=3 .1 in s=.04 '/ ' SHALLOW CONCENTRATED/UPLAND FLOW Over Grass & Mulch to Exist. CB .4 Grassed Waterway Kv=15 L=70' s=.04 '/' V=3 fps Total Length= 120 ft Total Tc= 6.7 SUBCATCHMENT 9 RUNOFF Area Along Barker's Property on North Side .45 AREA= . 11 AC .40 Tc= 6.7 MIN CN= 77 .35 SCS TR-20 METHOD .30 TYPE III 24-HOUR - 25 RAINFALL= 6.40 IN 3 20 PEAK= .47 CFS o @ 12.07 HRS —1 . 15 VOLUME= .03 AF 10 .05 TIME (hours) Data for "OSGOOD CROSSING" in North Andover, MA- 'POST-DEV' TYPE III 24-HOUR RAINFALL=6.40 IN (100 yr Storm) 25 Aug 03 Prepared by Merrimack Engineering Services, Inc. H dro CAD 5 .11 000899 c 1986-1999 A lied Microcom uter Systems REACH 11 Flow From 49> -- to --> Design Point #1 CFS @ 12.07 HRS, VOLUME= .03 AF Qin = 47 .03 AF, ATTEN= Oo, LAG= 0 .0 MIN Qout= .47 CFS @ 12 .07 HRS, VOLUME= DEPTH END AREA DISCH STOR-IND+TRANS METHOD (FT) (SO-.FT) (CFS) 48" PIPE PEAK DEPTH= .01 FT 0 .00 0 .00 0.00 PEAK VELOCITY= 18 .9 FPS .40 .65 12 .33 n= .01 TRAVEL TIME = 0 .0 MIN .80 1.79 51.71 LENGTH= 4 FT SPAN= 10-20 HRS, dt=.05 HRS 1.20 3 .17 115 .64 SLOPE= .1 FT/FT 2.80 9.40 494.40 3 .20 10 .78 577 .21 3 .60 11.91 629.37 3 .76 12.26 635.20 3 .88 12 .46 629.34 4.00 12 .57 590 .51 REACH 11 INFLOW 8 OUTFLOW Flow From <9> -- to --> Design Point #1 .45 48" PIPE n= .01 L=4' S=• 1 .40 35 STOR-IND+TRANS METHOD VELOCITY= 18.9 FPS i 30 TRAUEL= 0 MIN 4- U .25 Din= .47 CFS Qout= .47 CFS 20 LAG= 0 MIN 0 J . 15 LL- 10 .05 0.00m _ N ri v in n r m m m TIME (hours) Data for "OSGOOD CROSSING" in North Andover,MA- 'POST-DEV' TYPE III 24-HOUR RAINFALL=6.40 IN (100 yr Storm) Prepared by Merrimack Engineering Services, Inc. 25 Aug 03 HydroCAD 5 .11 000899 (c) 1986-1999 Applied Microcomputer Systems SUBCATCHMENT 8 Barker Street (Paved) & Road Shoulder PEAK= 2 .01 CFS @ 12.05 HRS, VOLUME= .13 AF PERCENT CN SCS TR-20 METHOD 60.00 98 Paved Surface Area TYPE III 24-HOUR 40.00 74 Lawn / Landscaped Areas RAINFALL= 6.40 IN 100.00 88 TOTAL AREA = .35 AC SPAN= 10-20 HRS, dt=.05 HRS Method Comment Tc (min) TR-55 SHEET FLOW Over Paved Surfaces .7 Smooth surfaces n=.011 L=50' P2=3 .1 in s=.02 '/' SHALLOW CONCENTRATED/UPLAND FLOW Along Gutter in Barker Street 2 .9 Paved Kv=20.3282 L=500 ' s=.02 '/ ' V=2 .87 fps DIRECT ENTRY Obtain 5 minute Tt 1.4 Total Length= 550 ft Total Tc= 5.0 SUBCATCHMENT 8 RUNOFF Barker Street (Paved) & Road Shoulder 2.0 1 .8 - AREA= .35 AC Tc= 5 MIN 1 .6 CN= 88 1 .4 SCS TR-20 METHOD c� 12 TYPE III 24-HOUR U RAINFALL= 6.40 IN 8 PEAK= 2.01 CFS O e 12.05 HRS J 6 VOLUME= . 13 AF LL 4 .2 0.0m N M �r in W ao m m TIME (hours) Data for "OSGOOD CROSSING" in North Andover,MA- 'POST-DEV' TYPE III 24-HOUR RAINFALL=6.40 IN (100 yr Storm) Prepared by Merrimack Engineering Services, Inc. 25 Aug 03 HydroCAD 5 .11 000899 (c) 1986-1999 Applied Microcomputer Systems SUBCATCHMENT 10 Paved and Grass Area at Road Intersection PEAK= .49 CFS @ 12 .05 HRS, VOLUME= .03 AF PERCENT CN SCS TR-20 METHOD 77. 00 98 Paved Roadway Surface TYPE III 24-HOUR 23 .00 74 Lawn / Landscaped Areas RAINFALL= 6.40 IN 100 . 00 92 TOTAL AREA _ .08 AC SPAN= 10-20 HRS, dt=.05 HRS Method Comment Tc (min) TR-55 SHEET FLOW Over Paved Roadway Surface .9 Smooth surfaces n=.011 L=50 ' P2=3.1 in s=.01 '/' SHALLOW CONCENTRATED/UPLAND FLOW From Gutter to Grass Area to CB 1.1 Grassed Waterway Kv=15 L=100' s=.01 '/, V=1.5 fps DIRECT ENTRY Obtain 5 minute Tt 3 .0 Total Length= 150 ft Total Tc= 5.0 - SUBCATCHMENT 10 RUNOFF Paved and Grass Area at Road Intersection .45 AREA= .08 AC .40 Tc= 5 MIN CN= 92 _ 35 SCS TR-20 METHOD 4- .30 TYPE III 24-HOUR U 25 RAINFALL= 6.40 IN :3 .28 PEAK= .49 CFS O @ 12.05 HRS J 15 VOLUME= .03 AF LL 10 .05 0.00m N M, v W r- oo m m TIME (hours) Data for "OSGOOD CROSSING" in North Andover,MA- 'POST-DEV' TYPE III 24-HOUR RAINFALL=6.40 IN (100 yr Storm) Prepared by Merrimack Engineering Services, Inc. 25 Aug 03 HydroCAD 5 .11 000899 (c) 1986-1999 Applied Microcomputer Systems REACH 15 Flow to Exist.CB in Grass Area @ Barker St Qin = 2 .50 CFS @ 12 .05 HRS, VOLUME= .16 AF Qout= 2 .50 CFS @ 12 .05 HRS, VOLUME= .16 AF, ATTEN= 0%, LAG= 0 .0 MIN DEPTH END AREA DISCH (FT) (SQ-FT) (CFS) 48" PIPE STOR-IND+TRANS METHOD 0 .00 0.00 0.00 PEAK DEPTH= .05 FT .40 .65 21.21 n= .013 PEAK VELOCITY= 32 .4 FPS .80 1.79 88.95 LENGTH= 4 FT TRAVEL TIME = 0 .0 MIN 1.20 3 .17 198.91 SLOPE= .5 FT/FT SPAN= 10-20 HRS, dt=.05 HRS 2 .80 9.40 850.39 3 .20 10 .78 992 .82 3 .60 11.91 1082.54 3 .76 12.26 1092.58 3 .88 12 .46 1082 .49 4 .00 12.57 1015.71 REACH 15 INFLOW & OUTFLOW Flow to Exist . CB in Grass Area @ Barker St 2.4 2.2 48'' PIPE n=.013 L=4' S=.5 2.0 1 8 STOR-IND+TRANS METHOD VELOCITY= 32.4 FPS n 1 .6 TRAVEL= 0 MIN U 1 .4 12 Gin= 2.50 CFS Gout= 2.50 CFS 0 1 0 LAG= 0 MIN J 8 LL 6 4 .2 0.0m TIME (hours) Data for "OSGOOD CROSSING" in North Andover,MA- 'POST-DEV' TYPE III 24-HOUR RAINFALL= 6.40 IN Prepared by Merrimack Engineering Services, Inc. 28 Aug 03 HydroCAD 5.11 000899 (c) 1986-1999 Applied Microcomputer Systems REACH 16 Summary of Flow to Design Points #1,2,3 &4 Qin = 6. 93 CFS @ 12 .07 HRS, VOLUME= .75 AF Qout= 6.93 CFS @ 12.07 HRS, VOLUME= .75 AF, ATTEN= 0%, LAG= 0 .0 MIN DEPTH END AREA DISCH (FT) (SQ-FT) (CFS) 10' x 1' CHANNEL STOR-IND+TRANS METHOD 0 .00 0.00 0 .00 SIDE SLOPE= .1 1/ 1 PEAK_ DEPTH= .15 FT .10 1.10 3 .32 n= .01 PEAK VELOCITY= 4 .0 FPS .20 2 .40 11.00 LENGTH= 1 FT TRAVEL TIME = 0 .0 MIN .30 3 .90 22 .59 SLOPE= .01 FT/FT SPAN= 10-20 HRS, dt=. 05 HRS .43 6.15 43 .62 .60 9.60 81.92 .80 14.40 144 .02 1 .00 20.00 226.30 REACH 16 INFLOW & OUTFLOW -- Summary of Flow to Design Points #1 , 2, 3 &4 6.5 10' x 1 ' CHANNEL 6.0 SIDE SLOPE= . 1 '/' 5.5 n=.01 L=1 ' S=.01 5.0 :I j 4.5 STOR-IND+TRANS METHOD VELOCITY= 4 FPS u 4.8 3.5 TRAVEL= 0 MIN 3 3.0 Qin= 6.93 CFS 0 2.5 - Qout= 6.93 CFS L� 2.0 LAG= 0 MIN 1 .5 I .0 .5 0.0m ry m rn m N TIME (hours) Data for "OSGOOD CROSSING" in North Andover,MA- 'POST-DEV' 0 TYPE III 24-HOUR RAINFALL= 4.50 IN (10 yr Storm) Prepared by Merrimack Engineering Services, Inc. 25 Aug 03 HydroCAD 5.11 000899 (c) 1986-1999 Applied Microcomputer Systems SUBCATCHMENT 1 Parking Area in Front of Building PEAK= 1.38 CFS @ 12.05 HRS, VOLUME= .09 AF PERCENT CN SCS TR-20 METHOD 87.00 98 Pavement Surface Area TYPE III 24-HOUR 13 .00 74 Lawn / Landscaped Areas RAINFALL= 4.50 IN 100 .00 95 TOTAL AREA = .32 AC SPAN= 10-20 HRS, dt=.05 HRS Method Comment Tc (min) TR-55 SHEET FLOW Over Paved Parking Area 1. 0 Smooth surfaces n=.011 L=50' P2=3 .1 in s=.008 ' / ' SHALLOW CONCENTRATED/UPLAND FLOW Over Paved Parking Area to CB#1 . 9 Paved Kv=20.3282 L=100' s=.008 '/' V=1.82 fps CIRCULAR CHANNEL Flow From CB#1 --to--> DMH#1 .1 12" Diameter a=.79 sq-ft Pw=3 .1' r=.25' s=.015 '/ ' n=.013 V=5.56 fps L=34 ' Capacity=4 .4 cfs DIRECT ENTRY Obtain 5 minute Tt 3. 0 Total Length= 184 ft Total Tc= 5. 0 SUBCATCHMENT 1 RUNOFF Parking Area in Front of Building 1 .3 AREA= .32 AC 1 .2 Tc= 5 MIN I . 1 CN= 95 1 .0 9 SCS TR-20 METHOD TYPE III 24-HOUR -- 8 RAINFALL= 4.50 IN .7 :3 .6 PEAK= 1 .38 CFS CD .5 C 12.05 HRS � 4 UOLUME= .09 AF .3 .2 . 1 cv M v in W r m m m TIME (hours) Data for "OSGOOD CROSSING" in North Andover,MA- 'POST-DEV' TYPE III 24-HOUR RAINFALL= 4.50 IN (10 yr Storm) Prepared by Merrimack Engineering Services, Inc. 25 Aug 03 HjdroCAD 5 11 000899 (c). 1986-1999 Applied Microcomputer Systems SUBCATCHMENT 2 Parking Area on North Side of Building PEAK= .86 CFS @ 12 .05 HRS, VOLUME= .05 AF PERCENT CN SCS TR-20 METHOD 59 .00 98 Paved Parking Area TYPE III 24-HOUR 41.00 74 Lawn / Landscaped Areas RAINFALL= 4 .50 IN 100 .00 88 TOTAL AREA = .23 AC SPAN= 10-20 HRS, dt=.05 HRS Method Comment Tc (min) TR-55 SHEET FLOW Over Paved Surface Area •5 Smooth surfaces n=.011 L=50' P2=3 .1 in s=.042 '/' SHALLOW CONCENTRATED/UPLAND FLOW Over Paved Surface Area •4 Paved Kv=20 .3282 L=100' s=.042 '/' V=4.17 fps DIRECT ENTRY Obtain 5 minute Tt 4. 1 Total Length= 150 ft Total Tc= 5.0 SUBCATCHMENT 2 RUNOFF Parking Area on North Side of Building .85 .80 LR AREA= .23 AC .75 Tc= 5 MIN .70 CN= 88 .65 .60 TR-20 METHOD n .55 E III 24-HOUR .50 FALL= 4.50 IN .45 .40 - PEAK= .86 CFS 3 .35 @ 12.05 HRS .30 OLUME= .05 AF L 25 20 . 15 . 10 .05 0.00m N r� v in �o r co M m - TIME (hours) Data for "OSGOOD CROSSING" in North Andover,MA- 'POST-DEV' TYPE III 24-HOUR RAINFALL= 4.50 IN (10 yr Storm) Prepared by Merrimack Engineering Services, Inc. 25 Aug 03 HydroCAD S -11 000899 (c) 1986-1999 Applied Microcomputer Systems REACH 2 24" RCP Pipe From CB#2 -- to --> DMH#1 Qin = .86 CFS @ 12 .05 HRS, VOLUME= .05 AF Qout= . 81 CFS @ 12 .08 HRS, VOLUME= 05 AF, ATTEN= 60, LAG= 1.7 MIN DEPTH END AREA DISCH (FT) (SQ FT) (CFS)_ 24" PIPE STOR-IND+TRANS METHOD PEAK DEPTH= 28 FT 0 .00 0 .00 0 .00 .20 .16 .36 n= .013 PEAK VELOCITY= 3 .0 FPS .40 .45 1.52 LENGTH= 170 FT TRAVEL TIME = .9 MIN .60 .79 3 .40 SLOPE= .0059 FT/FT SPAN= 10-20 HRS, dt= .OS HRS 1.40 2.35 14.55 1.60 2 .69 16.99 1.80 2 .98 18.52 1.88 3 .06 18.69 1.94 3 .11 18.52 2 .00 3 .14 17.38 REACH 2 INFLOW & OUTFLOW 24" RCP Pipe From CB#2 -- to --> DMH# 1 .85 .80 24" PIPE .75 n=.013 L=17O' S=.0059 .70 .65 STOR-IND+TRANS METHOD .60 UELOCITY= 3 FPS ,n .55 TRAVEL= .9 MIN `- .50 U .45 Qin= .86 CFS 40 Qout= .81 CFS : 35 LAG= 1 .7 MIN 0 .30 25 20 . 15 . 10 .05 0.00m LO �D r m m m TIME (hours) Data for "OSGOOD CROSSING" in North Andover,MA- 'POST-DEV' TYPE III 24-HOUR RAINFALL= 4.50 IN (10 yr Storm) 25 Aug 03 Prepared by Merrimack Engineering Services, Inc. H droCAD 5 .11 000899 c 1986-1999 Applied Microcomputer Systems REACH 3 From DMH#1 --- to ---> DMH #3 Qin = 2 .17 CFS @ 12 .06 HRS, VOLUME= .14 AF Qout= 2.09 CFS @ 12 .07 HRS, VOLUME= .14 AF, ATTEN= 30, LAG= 1 .0 MIN DEPTH END AREA DISCH (FT) (SQ-FT) (CFS) 30" PIPE STOR-IND+TRANS METHOD PEAK DEPTH= 48 FT 0 .00 0.00 0.00 25 .26 .54 n= .013 PEAK VELOCITY= 3 .2 FPS .50 .70 2.27 LENGTH= 100 FT TRAVEL TIME = .5 MIN .75 1.24 5.08 SLOPE= .004 FT/FT SPAN= 10-20 HRS, dt=.05 HRS 1.75 3 .67 21.72 2 .00 4.21 25.36 2 .25 4 .65 27.65 2 .35 4.79 27.90 2 .43 4.87 27.65 2 .50 4 .91 25.94 REACH 3 INFLOW & OUTFLOW From DMH#1 --- to ---> DMH #3 2.0 30" PIPE n=.013 L=100' 5=.004 1 .8 1 .6 STOR-IND+TRANS METHOD UELOCITY= 3.2 FPS LO 1 .4 TRAUEL= .5 MIN 4- U 1 .2 Qin= 2. 17 CFS 1 ,0 Qout= 2.09 CFS 3 LAG= I MIN O .8 J V- 6 .4 .2 0.0 N r v Lo r m rn m TIME (hours) Data for "OSGOOD CROSSING" in North Andover,MA- 'POST-DEV' TYPE III 24-HOUR RAINFALL= 4.50 IN (10 yr Storm) Prepared by Merrimack Engineering Services, Inc. 25 Aug 03 HydroCAD 5 .11 000899 (c) 1986-1999 Applied Microcomputer Systems SUBCATCHMENT 7 Building Roof Area-Drain to Recharge Basin PEAK= 1.16 CFS @ 12.05 HRS, VOLUME= .07 AF PERCENT CN SCS TR-20 METHOD 100 .00 98 Roof Surface Area TYPE III 24-HOUR TOTAL AREA = .26 AC RAINFALL= 4.50 IN SPAN= 10-20 HRS, dt=.05 HRS Method Comment Tc (min) TR-55 SHEET FLOW From Roof Surface .2 Smooth surfaces n=.011 L=50 ' P2=3 .1 in s=.33 SHALLOW CONCENTRATED/UPLAND FLOW From Roof to Gutters & Leaders .1 Paved Kv=20 .3282 L=60' s=.33 '/' V=11.68 fps CIRCULAR CHANNEL Roof Runoff to Below Grade Drain .8 12" Diameter a=.79 sq-ft Pw=3 .1' r=.25' s=.006 '/' n=.011 V=4.15 fps L=200 ' Capacity=3 .3 cfs - DIRECT ENTRY Obtain 5 minute Tt 3 .9 Total Length= 310 ft Total Tc= 5 .0 SUBCATCHMENT 7 RUNOFF Building Roof Area-Drain to Recharge Basin 1 ' 1 AREA= .26 AC 1 .0 Tc= 5 MIN .9 CN= 98 r, .8 SCS TR-20 METHOD 1 LO 7 TYPE III 24-HOUR - U RAINFALL= 4 .50 IN U 6 v 5 PEAK= 1 . 16 CFS 30 G 12.05 HRS I '4 VOLUME= .07 AF Ll- 3 .2 . 1 0.0m - cv M, v in oo m m TIME (hours) Data for "OSGOOD CROSSING" in North Andover,14A- 'POST-DEV' TYPE III 24-HOUR RAINFALL= 4.50 IN 28 Aug 03 Prepared by Merrimack Engineering Services, Inc. H droCAD 5 .11 000899 c 1986-1999 Applied Microcomputer Systems POND 2 Prop. Subsurface Recharge Facility Qin = 1.16 CFS @ 12 .05 HRS, VOLUME= .07 AF Qout= .51 CFS @ 12 .22 HRS, VOLUME= .06 AF, ATTEN= 560, LAG= 10.3 MIN Qpri= .49 CFS @ 12 .22 HRS, VOLUME= .04 AF Qsec= .02 CFS @ 10 .75 HRS, VOLUME= .02 AF STOR-IND METHOD ELEVATION AREA INC.STOR CUM.STOR PEAK STORAGE = 1368 CF (FT) (SF) (CF) (Cr) 0 PEAK ELEVATION= 159 .8 FT 158.4 0 0 158.5 1000 50 50 FLOOD ELEVATION= 160 .6 FT START ELEVATION= 158 .4 FT 159.3 1000 800 850 SPAN= 10-20 HRS, dt=.05 HRS 160 .6 1000 1300 2150 Tdet= 109. 8 MIN ( .06 AF) # ROUTE INVERT OUTLET DEVICES 1 S 158.5 ' EXFILTRATION Q= .02 CFS at and above 158.6' 2 P 159.3 ' 6" CULVERT n=.013 L=45' S=.07331 /' Ke=.S Cc=.9 Cd=.6 Primary Discharge I-2=Culvert Secondary Discharge L--1=Exfiltration POND 2 INFLOW & OUTFLOW Prop . Subsurface Recharge Facility t . i STOR-IND METHOD 1 0 PEAK STOR= 1368 CF PEAK ELEV= 159.8 FT .9 8 Gin= 1 . 16 CFS Gout= .51 CFS 4 7 Qpri= .49 CFS U 6 Qsec= .02 CFS LAG= 10.3 MIN 3 •5 0 4 �1 J 3 1 .2 i ON M LO 00 Q TIME (hours) Data for "OSGOOD CROSSING" in North Andover,MA- 'POST-DEV' TYPE III 24-HOUR RAINFALL= 4.50 IN (10 yr Storm) Prepared by Merrimack Engineering Services, Inc. 25 Aug 03 H droCAD 5.11 000899 c 1986-1999 Applied Microcomputer Systems._ REACH 7 From Recharge Facility to ---> Groundwater Qin = .07 CFS @ 10 .80 HRS, VOLUME= .06 AF Qout= .07 CFS @ 10 .85 HRS, VOLUME= .06 AF, ATTEN= 0%, LAG= 3 .0 MIN DEPTH END AREA DISCH (FT) (SQ-FT) (CFS) 20 ' x 1' CHANNEL STOR-IND+TRANS METHOD 0 .00 0 .00 0.00 SIDE SLOPE= .5 PEAK DEPTH= Ol FT .10 2 .02 .91 n= .5 PEAK VELOCITY= .4 FPS .20 4 .08 2 .89 LENGTH= 2 FT TRAVEL TIME = .1 MIN .30 6 .18 5.68 SLOPE= .5 FT/FT SPAN= 10-20 HRS, dt=.05 HRS .43 8 .97 10.39 .60 12 .72 18.18 .80 17 .28 29.52 1.00 22 .00 43 .06 REACH 7 INFLOW & OUTFLOW From Recharge Facility to ---> Groundwater .070 .065 20' x 1 ' CHANN L .060 SIDE SLOPE= .5 '/' 055 n=.5 L=2' S=. .050 STOR-IND+TRANS METHO 045 VELOCITY= .4 FP .040 TRAVEL= . 1 MI U 035 Din= .07 CF 3 .030 Gout= .07 CFS CD •025 LAG= 3 MIN � .020 .015 .010 .005 0.00 N r l v Ln �'o r- m rn m TIME (hours) Data for ,OSGOOD CROSSING" in North Andover,MA- 'POST-DEV' TYPE III 24-HOUR RAINFALL= 4.50 IN (10 yr Storm) 25 Aug 03 Prepared by Merrimack Engineering Services, Inc. H droCAD 5.11 000899 (c) . 1986-1999 Applied Microcomputer Systems SUBCATCHMENT 3 Delivery / Service Area Behind Building PEAK= .52 CFS @ 12 .07 HRS, VOLUME= .04 AF SCS TR-20 METHOD PERCENT CN TYPE III 24-HOUR 85.00 98 Paved Surface Areas RAINFALL= 4.50 IN 15 .00 74 Lawn / Landscaped Areas SPAN= 10-20 HRS, dt=.05 HRS 100 .00 94 TOTAL AREA = .13 AC Comment Tr- (min) Method 5 4 TR-55 SHEET FLOW Over Landscaped Surface Area P2=3 .1 in s=.06 '/ ' Grass: Dense n=.24 L=50' 7 SHALLOW CONCENTRATED/UPLAND FLOW Over Paved Surface Areas Paved Kv=20 .3282 L=100' s=.013 '/' V=2.32 fps CIRCULAR CHANNEL 12" RCP Drain From CB#3 to DMH#3 •7 12" Diameter a=.79 sq-ft Pw=3 .1' r=.25' s=.007 ' / ' n=.013 V=3 .8 fps L=170' Capacity=3 cfs Total Length= 320 ft Total Tc= 6.8 SUBCATCHMENT 3 RUNOFF Delivery / Service Area Behind Building .50 AREA= . 13 AC 45 Tc= 6.8 MIN CN= 94 .40 " .35 SCS TR-20 METHOD LO TYPE III 24-HOUR `+- .30 RAINFALL= 4.50 IN u .25 PEAK= .52 CFS � 20 e 12.07 HRS J VOLUME= .04 AF 15 . 10 .05 0.00 N v in �D r m m m TIME (hours) Data for 'OSGOOD CROSSING" in North Andover,MA- 'POST-DEV' TYPE III 24-HOUR RAINFALL= 4.50 IN (10 yr Storm) 25 Aug 03 Prepared by Merrimack Engineering Services, Inc. H -droCAD 5 11 000899 (c) 1986-1999 Applied Microcomputer Systems SUBCATCHMENT 4 Parking Area at southerly Side of Building PEAK= .66 CFS @ 12 .05 HRS, VOLUME= .04 AF SCS TR-20 METHOD PERCENT CN TYPE III 24-HOUR 95.00 98 Paved Parking Areas RAINFALL= 4.50 IN 5.00 74 Lawn / Landscaped Areas SPAN= 10-20 HRS, dt=.05 HRS 100 .00 97 TOTAL AREA = Tc min Comment 8 Method Over Paved Surface Areas TR-55 SHEET FLOW P2=3 .1 in s=.015 ' / ' Smooth surfaces n=.011 L=50' .3 SHALLOW CONCENTRATED/UPLAND FLOW Over Paved P9arkking Areas fps Paved KV=20.3282 L=50 ' s=.015 ' / ' 4 3 .9 DIRECT ENTRY Obtain 5 minute Tt Total Length= 100 ft Total Tc= 5 .0 - SUBCATCHMENT 4 RUNOFF Parking Area at Southerly Side of Building 65 AREA= . 15 AC 60 Tc= 5 MIN 55 CN= 97 .50 SCS TR-20 METHOD r .45 TYPE III 24-HOUR ti- 40 35 RAINFALL= 4.50 IN 30 PEAK= .66 CFS :3 . C' 12.05 HRS O 25 UOLUME= .04 AF LL- 20 . 15 . 10 .05 0.00m N rn v to �D r ao m m TIME (hours) Data for "OSGOOD CROSSING" in North Andover,MA-'POST-DEV' TYPE III 24-HOUR RAINFALL= 4.50 IN (10 yr Storm) 25 Aug 03 Prepared by Merrimack Engineering Services, Inc. H droCAD 5.11 000899 c 1986-1999 A lied Microcomputer Systems .. SUBCATCHMENT 5 Paved Area Between Building and Main Entry PEAK= .66 CFS @ 12 .05 HRS, VOLUME= .04 AF SCS TR-20 METHOD PERCENT CN 96 .00 98 Paved Driveway & Sidewalk Areas RAINFALL= .SO HOUR 4 .00 74 Lawn / Landscaped Areas SPAN= 10-20 HRS, dt=.05 HRS 100 .00 97 TOTAL AREA = Tc min Method SHEET FLOW Comment 7 - Method Over Impervious Surfaces smooth surfaces n=.011 L=50' P2=3.1 in s=.02 S SHALLOW CONCENTRATED/UPLAND FLOW Over Paved Surfaces Areas Paved Kv=20 .3282 L=80' s=.02 ' /' V=2.87 fps 3 .8 DIRECT ENTRY Obtain 5 minute Tt Total Length= 130 ft Total Tc= 5 .0 SUBCATCHMENT 5 RUNOFF Paved Area Between Building and Main Entry 65 AREA= . 15 AC 60 Lr Tc= 5 MIN .55 CN= 97 .50 SCS TR-20 METHOD r .45 TYPE III 24=HOUR 4- .40 AINFALL= 4.50 IN U 35 30 PEAK= .66 CFS e 12.05 HRS O 25 VOLUME= .04 AF � 20 . 15 . 10 .05 0.00m N v OD m mN TIME (hours) Data for "OSGOOD CROSSING" in North An over'MA-'POST-DEV' TYPE III 24-HOUR RAINFALL= 4.50 IN 28 Aug 03 Prepared by Merrimack Engineering Services, Inc. 899 (c; 3.986-1999 A lied Microcomputer Systems txVaroCAD 5 11 000 REACH 12 Flow through Oil / Grit Separator to DMH#5 Qin = 3 .34 CFS @ 12.19 HRS, VOLUME= .37 AF Qout= 3 .34 CFS @ 12 .19 HRS, VOLUME= .37 AF, ATTEN= 0%, LAG= 0.0 MIN DEPTH END AREA DISCH " STOR-IND+TRANS METHOD (FT) (S -FT) (CFS) 12 PIPE PEAK DEPTH= .59 FT 0.00 0 .00 0 .00 PEAK VELOCITY= 6.9 FPS .10 .04 .11 n= .013 TRAVEL TIME = 0 .0 MIN .20 .11 .44 LENGTH= 4 FT . SPAN= 10-20 HRS, dt=.05 HRS 30 .20 .99 SLOPE= .02 FT/FT .70 .59 4.22 .80 .67 4.93 .90 .74 5.37 .94 .77 5.42 .97 .78 5 .37 1.00 .79 5.04 REACH 12 INFLOW & OUTFLOW Flow through Oil / Grit Separator to DMH#5 3.2 12'' PIPE 3.0 n=.013 L=4' 5=.02 2.8 2.6 STOR-IND+TRANS METHOD 2.4 UELOCITY= 6.9 FPS 2.2 TRAUEL= 0 MIN c� 2 1 ..0 Qin= 3.34 CFS 8 U 1 .6 Oout= 3.34 CFS 3 1 q LAG= 0 MIN 0 1 .2 lJi 1 .0 8 .6 .4 .2 0.0 N v in n r CC) m CS) TIME (hours) "OSGOOD CROSSING" in North Andover,MA-'POST-DEV' Data for r Storm) TYPE III 24-HOUR RAINFALL= 4.50 IN (10 y 25 Aug 03 Prepared by Merrimack Engineering Services, Inc. D 5.11 000899 (c) 1986-1999 A lied Microcomputer Systems H drOCA SUBCATCHMENT 9 Area Along Barker's Property on North Side PEAK= .27 CFS @ 12.08 HRS, VOLUME= .02 AF SCS TR-20 METHOD PERCENT CN Surface TYPE III 24-HOUR 14.00 98 Paved Roadway RAINFALL= 4 .50 IN 86 .00 74 Lawn / Landscap ed Areas SPAN= 10-20 HRS, dt=.05 HRS 100 .00 77 TOTAL AREA = .11 AC Tc min Comment 6 .3 Method Over Grassed & Mulched Surfaces TR-55 SHEET FLOW Grass: Dense n=.24 L=50' P2=3 .1 in Grass ass '/ '& Mulch to Exist. CB 4 SHALLOW CONCENTRATED/UPLAND FLOW Over 04 ' ' V=3 fps Grassed Waterway Kv=15 L=70' s-. / ---- 6 .7-- Total Length= 120 ft Total Tc= SUBCATCHMENT 9 RUNOFF Area Along Barker' s Property on North Side .26 AREA= . 11 AC .24 Tc= 6.7 MIN .22 CN= 77 .20 SCS TR-20 METHOD 18 TYPE III 24-HOUR c} 16 RAINFALL= 4.50 IN U 14 PEAK= .27 CFS 12 12.08 HRS p . 10 UOLUME= .02 AF —j .08 LL .06 .04 .02 0.00m N r v U r m rn mN TIME (hours) Data for "OSGOOD CROSSING" in North Andover,MA-'POST-DEV' TYPE III 24-HOUR RAINFALL= 4.50 IN (10 yr Storm) 25 Aug 03 Prepared by Merrimack Engineering Services, Inc. H droCAD 5 .11 000899 c 1986-1999 A lied Microcomputer Systems REACH 11 Flow From <9> -- to --> Design Point #1 Qin = .27 CFS @ 12 .08 HRS, VOLUME= .02 AF Qout= .27 CFS @ 12.08 HRS, VOLUME= .02 AF, ATTEN= 0%, LAG= 0 . 0 MIN DEPTH END AREA DISCH (FT) (SQ-FT) (CFS) 48" PIPE STOR-IND+TRANS METHOD PEAK DEPTH= 01 FT 0 .00 0 .00 0.00 .40 .65 12.33 n= .01 PEAK VELOCITY= 18.9 FPS .80 1.79 51.71 LENGTH= 4 FT TRAVEL TIME = 0 .0 MIN 1.20 3 .17 115.64 SLOPE= .1 FT/FT SPAN= 10-20 HRS, dt= .05 HRS 2 .80 9 .40 494.40 3 .20 10 .78 577.21 3 .60 11.91 629.37 3 .76 12 .26 635.20 3 .88 12 .46 629.34 4.00 12 .57 590.51 REACH 11 INFLOW & OUTFLOW Flow From <9> -- to --> Design Point #1 .26 48" PIPE 24 n= .01 L=4' S=. 1 .22 20 STOR-IND+TRANS METHOD r, 16 VELOCITY= 18.9 FPS TRAVEL= 0 MIN 4- 16 U 14 Din= .27 CFS 12 Gout= .27 CFS O 10 LAG= 0 MIN � 08 06 04 .02 0.00m N f9 00 M m TIME (hours) Data for "OSGOOD CROSSING" in North Andover,MA- 'POST-DEV, TYPE III 24-HOUR RAINFALL= 4.50 IN (10 yr Storm) Prepared by Merrimack Engineering Services, Inc. 25 Aug 03 HydroCAD 5 .11 000899 (c) 1986-1999 Applied Microcomputer Systems REACH 15 Flow to Exist.CB in Grass Area @ Barker St Qin = 1.64 CFS @ 12 .05 HRS, VOLUME= .10 AF Qout= 1.64 CFS @ 12.05 HRS, VOLUME= .10 AF, ATTEN= 0%, LAG= 0 . 0 MIN DEPTH END AREA DISCH (FT) (SO-FT) (CFS) 48" PIPE STOR-IND+TRANS METHOD 0.00 0.00 0 .00 PEAK DEPTH= .03 FT .40 .65 21.21 n= .013 PEAK VELOCITY= 32 .4 FPS .80 1.79 88 .95 LENGTH= 4 FT TRAVEL TIME = 0 . 0 MIN 1.20 3 .17 198.91 SLOPE= .5 FT/FT SPAN= 10-20 HRS, dt=.05 HRS 2.80 9.40 850.39 3 .20 10.78 992 .82 3 .60 11.91 1082 .54 3 .76 12.26 1092.58 3 .88 12 .46 1082 .49 4.00 12.57 1015.71 - REACH 15 INFLOW & OUTFLOW Flow to Exist . CB in Grass Area @ Barker St 1 .6 1 .5 48" PIPE 1 .4 n=.013 L=4' S=.5 1 .3 1 .2 STOR-IND+TRANS METHOD 1 . 1 UELOCITY= 32.4 FPS Cf- 1 .0 TRAVEL= 0 MIN U .9 .8 Qin= 1 .64 CFS 3 .7 Qout= 1 .64 CFS O .6 LAG= 0 MIN J 5 LL .4 .3 .2 . 1 0.0m N M v in �D r Co M m TIME (hours) Data for "OSGOOD CROSSING" in North Andover,MA- 'POST-DEV' TYPE III 24-HOUR RAINFALL= 4.50 IN 28 Aug 03 Prepared by Merrimack Engineering Services, Inc. HydroCAD 5 .11 000899 (c).1986-1999.. Applied Microcomputer Systems REACH 16 Summary of Flow to Design Points #1,2,3 &4 Qin = 4.71 CFS @ 12 .09 HRS, VOLUME= .49 AF Qout= 4 .71 CFS @ 12 .09 HRS, VOLUME= .49 AF, ATTEN= Oo, LAG= 0 .0 MIN DEPTH END AREA DISCH (FT) (SQ-FT) (CFS) 10' x 1' CHANNEL STOR-IND+TRANS METHOD 0.00 0.00 0.00 SIDE SLOPE= .1 ' /' PEAK DEPTH= .12 FT PEAK VELOCITY= 3 .5 FPS .10 1.10 3 .32 n= .Ol TRAVEL TIME = 0 .0 MIN .20 2 .40 11.00 LENGTH= 1 FT SPAN= 10-20 HRS, dt=.05 HRS .30 3 .90 22 .59 SLOPE= .01 FT/FT .43 6.15 43.62 .60 9.60 81.92 .80 14.40 144.02 1.00 20 .00 226.30 REACH 16 INFLOW & OUTFLOW Summary of Flow to Design Points # 1 , 2, 3 &4 4.5 10' x 1 ' CHANNEL 4.0 SIDE SLOPE= . 1 '/' n=.01 L=1 ' S=.01 3.5 _ STOR-IND+TRANS METHOD m 3.0 UELOCITY= 3.5 FPS c+- TRAUEL= 0 MIN U 2.5 Gin= 4.71 CFS 3 2.0 Gout= 4.71 CFS 0 LAG= 0 MIN -J 1 .5 L_ 1 .0 .5 0.00 CV M V U rn m TIME (hours) Data for "OSGOOD CROSSING" in North Andover,MA- 'POST-DEV' TYPE III 24-HOUR RAINFALL= 3.10 IN ( 2 yr Storm) Prepared by Merrimack Engineering Services, Inc. 25 Aug 03 HydroCAD 5 .11 000899 (c) 1986-1999 Applied Microcomputer Systems SUBCATCHMENT 1 Parking Area in Front of Building PEAK= . 92 CFS @ 12 .05 HRS, VOLUME= .06 AF PERCENT CN SCS TR-20 METHOD 87 .00 98 Pavement Surface Area TYPE III 24-HOUR 13 .00 74 Lawn / Landscaped Areas RAINFALL= 3 .10 IN 100 .00 95 TOTAL AREA = .32 AC SPAN= 10-20 HRS, dt=.05 HRS Method Comment Tc (min) TR-55 SHEET FLOW Over Paved Parking Area 1 .0 Smooth surfaces n=.011 L=50 ' P2=3 .1 in s=.008 '/ ' SHALLOW CONCENTRATED/UPLAND FLOW Over Paved Parking Area to CB#1 .9 Paved Kv=20 .3282 L=100' s=.008 ' /' V=1.82 fps CIRCULAR CHANNEL Flow From CB#1 --to--> DMH#1 .1 12" Diameter a=.79 sq-ft Pw=3 .1' r=.25' s=.015 /' n=.013 V=5 .56 fps L=34' Capacity=4.4 cfs -- DIRECT ENTRY Obtain 5 minute Tt 3 .0 Total Length= 184 ft Total Tc= 5.0 SUBCATCHMENT 1 RUNOFF Parking Area in Front of Building .90 .85 AREA= .32 AC .80 Tc= 5 MIN .75 CN= 95 .70 65 SCS TR-20 METHOD j .60 TYPE III 24-HOUR c,_ .55 u .50 RAINFALL= 3. 10 IN .45 3 •40 PEAK= .92 CFS p .35 e 12.05 HRS J .30 UOLUME= .06 AF ll- .25 .20 15 . 10 .05 0.00" N M V' In �D 00 M C9 - TIME (hours) Data for "OSGOOD CROSSING" in North Andover,MA- 'POST-DEV'r Storm) TYPE III 24-HOUR RAINFALL= 3.10 IN ( 2 Y 25 Aug 03 Prepared by Merrimack Engineering Services, Inc. H droCAD 5 .11 000899 c 1986-1999 Applied Microcom uter Systems SUBCATCHMENT 2 Parking Area on North Side of Building PEAK= .52 CFS @ 12 .05 HRS, VOLUME= .03 AF SCS TR-20 METHOD PERCENT CN TYPE III 24-HOUR 59 .00 98 Paved Parking Area RAINFALL= 3 .10 IN 41.00 74 Lawn / Landscaped A2eass SPAN= 10-20 HRS, dt=.05 HRS 100 .00 88 TOTAL AREA = Comment Tr- Method min 5 TR-55 SHEET FLOW Over Paved Surface Area Smooth surfaces n=.011 L=50' P2=3.1 in s=.042 '/' 4 SHALLOW CONCENTRATED/UPLAND FLOW Over Paved Surface Area Paved Kv=20 .3282 L=100' s=.042 '/ ' V=4.17 fps Obtain 5 minute Tt 4.1 DIRECT ENTRY ---------- Total Length= 150 ft Total Tc= 5 .0 - SUBCATCHMENT 2 RUNOFF Parking Area on North Side of Building .50 AREA= .23 AC 45 Tc= 5 MIN CN= 88 .40 SCS TR-20 METHOD .35 TYPE III 24-HOUR `} 30 RAINFALL= 3. 10 IN u .25 PEAK= .52 CFS 12.05 HRS o .20 VOLUME= .03 AF � . 15 . 10 .05 0.000 N m v in -n rn 0 TIME (hours) Data for "OSGOOD CROSSING" in North Andover,MA- 'POST-DEV' TYPE III 24-HOUR RAINFALL= 3.10 IN ( 2 yr Storm) 25 Aug 03 Prepared by Merrimack Engineering Services, Inc. H droCAD 5.11 000899 c 1986-1999 Applied Microcomputer Systems REACH 2 24" RCP Pipe From CB#2 -- to --> DMH#1 Qin = 52 CFS @ 12.05 HRS, VOLUME= .03 AF Qout= .49 CFS @ 12 .09 HRS, VOLUME= .03 AF, ATTEN= 6%, LAG= 2 .1 MIN DEPTH END AREA DISCH STOR-IND+TRANS METHOD (FT) (SQ-FT) (CFS) 24 ' PIPE PEAK DEPTH= .23 FT 0.00 0 .00 0 .00 PEAK VELOCITY= 2 .6 FPS .20 .16 .36 n= .013 1.52 LENGTH= 170 FT TRAVEL TIME = 1.1 MIN .40 •45 SPAN= 10-20 HRS, dt=.05 HRS .60 .79 3 .40 SLOPE= .0059 FT/FT 1.40 2 .35 14.55 1.60 2 .69 16.99 1. 80 2 .98 18.52 1.88 3 .06 18 .69 1.94 3 .11 18.52 --- 2 .00 3 .14 17.38 REACH 2 INFLOW & OUTFLOW 24'' RCP Pipe From CB#2 -- to --> DMH# 1 .50 24'' PIPE 45 n=.013 L=170' S=.0059 .40 STOR-IND+TRANS METHOD UELOCITY= 2.6 FPS .35 TRAUEL= 1 . 1 MIN t ti-- .30 U Din= .52 CFS J .25 Gout= .49 CFS 20 LAG= 2. 1 MIN . 15 . i0 .05 0.00m N i v in -,D r w m m TIME (hours) Data for "OSGOOD CROSSING" in North Andover,MA- 'POST-DEV'r Storm) TYPE III 24-HOUR RAINFALL= 3.10 IN Inc y 25 Aug 03 Prepared by Merrimack Engineering Services, H droCAD 5.11 000899 c 1986-1999 Applied Microcomputer Systems REACH 3 From DMH#1 --- to ---> DMH #3 Qin = 1.39 CFS @ 12.06 HRS, VOLUME= .09 AF Qout= 1.33 CFS @ 12 .08 HRS, VOLUME= .09 AF, ATTEN= 40, LAG= 1.1 MIN DEPTH END AREA DISCH STOR-IND+TRANS METHOD (FT) (SQ-FT) (CFS) 30" PIPE PEAK DEPTH= .37 FT 0 .00 0 .00 0.00 54 n= .013 PEAK VELOCITY= 2 .9 FPS •25 •26 .50 .70 2 .27 LENGTH= 100 FT TRAVEL TIME _ .6 MIN .75 1.24 5.08 SLOPE= .004 FT/FT SPAN= 10-20 HRS, dt=.05 HRS 1.75 3 .67 21.72 2.00 4 .21 25.36 2 .25 4 .65 27 .65 2.35 4 .79 27.90 2.43 4 .87 27 .65 2.50 4.91 25.94 REACH 3 INFLOW & OUTFLOW From DMH# 1 --- to ---> DMH #3 1 .3 30'' PIPE 1 .2 n=.013 L=100' 5=.004 1 . 1 STOR-IND+TRANS METHOD 1 .0 VELOCITY= 2.9 FPS 9 TRAVEL= .6 MIN �+- .8 U 7 Qin= 1 .39 CFS Qout= 1 .33 CFS 3 •6 LAG= 1 . 1 MIN o .5 J 4 L� .3 .2 . 1 0.. N r v to r m rn m TIME (hours) Data for "OSGOOD CROSSING" in North Andover,MA- 'POST-DEV' TYPE III 24-HOUR RAINFALL= 3.10 IN ( 2 yr Storm) Prepared by Merrimack Engineering Services, Inc. 25 Aug 03 HydroCAD S .11 000899 (c) 1986-1999 Applied Microcomputer Systems SUBCATCHMENT 7 Building Roof Area-Drain to Recharge Basin PEAK= .79 CFS @ 12 .05 HRS, VOLUME= .05 AF PERCENT CN SCS TR-20 METHOD 100 .00 98 Roof Surface Area TYPE III 24-HOUR TOTAL AREA = .26 AC RAINFALL= 3 .10 IN SPAN= 10-20 HRS, dt=.05 HRS Method Comment Tc (min) TR-55 SHEET FLOW From Roof Surface •2 Smooth surfaces n=.011 L=50 ' P2=3.1 in s=.33 SHALLOW CONCENTRATED/UPLAND FLOW From Roof to Gutters & Leaders .1 Paved Kv=20 .3282 L=60 ' s=.33 1/1 V=11.68 fps CIRCULAR CHANNEL Roof Runoff to Below Grade Drain .8 12" Diameter a=.79 sq-ft Pw=3 .1' r=.25' s=.006 ' /' n=.011 V=4.15 fps L=200' Capacity=3 .3 cfs DIRECT ENTRY Obtain 5 minute Tt 3 .9 Total Length= 310 ft Total Tc= 5.0 SUBCATCHMENT 7 RUNOFF Building Roof Area-Drain to Recharge Basin .75 AREA= .26 AC .70 Tc= 5 MIN 65 CN= 98 .60 .55 SCS TR-20 METHOD LO .50 TYPE III 24-HOUR `-'- .45 RAINFALL= 3. 10 IN U .40 35 PEAK= .79 CF5 0 30 C 12.05 HRS -J 25 UOLUME= .05 AF Ll- .20 . 15 . 10 .05 0.00m M v in �0 r CD M m n1 TIME (hours) Data for "OSGOOD CROSSING" in North Andover,MA- 'POST-DEV' TYPE III 24-HOUR RAINFALL= 3.10 IN Prepared by Merrimack Engineering Services, Inc. 28 Aug 03 HydroCAD 5 11 000899 (c) 1986-1999 Applied Microcomputer Systems POND 2 Prop. Subsurface Recharge Facility Qin = .79 CFS @ 12 .05 HRS, VOLUME= .05 AF Qout= .21 CFS @ 12.39 HRS, VOLUME= .03 AF, ATTEN= 73%, LAG= 20.6 MIN Qpri= .19 CFS @ 12.39 HRS, VOLUME= .02 AF Qsec= .02 CFS @ 11.05 HRS, VOLUME= .02 AF ELEVATION AREA INC.STOR CUM.STOR STOR-IND METHOD (FT) (SF) (CF) (CF) PEAK STORAGE = 1118 CF 158 .4 0 0 0 PEAK ELEVATION= 159.6 FT 158 .5 1000 50 50 FLOOD ELEVATION= 160.6 FT 159.3 1000 800 850 START ELEVATION= 158.4 FT 160.6 1000 1300 2150 SPAN= 10-20 HRS, dt=.05 HRS Tdet= 147 .7 MIN ( .03 AF) # ROUTE INVERT OUTLET DEVICES 1 S 158.5' EXFILTRATION Q= .02 CFS at and above 158.6' 2 P 159.3 ' 6" CULVERT n=.013 L=45' S=.07331/' Ke=.5 Cc=.9 Cd=.6 Primary Discharge �-2=Culvert Secondary Discharge �1=Exfiltration POND 2 INFLOW & OUTFLOW Prop , Subsurface Recharge Facility .75 STOR-IND METHOD .70 PEAK STOR= 1118 CF .65 PEAK ELEU= 159.6 FT .68 .55 Qin= .79 CFS LO .50 Qout= .21 CFS U .45 Qpri= . 19 CFS .40 Qsec= .02 CFS .35 LAG= 20.6 MIN o .30 J .25 LL 20 I5 0 - - .05 ;- -- --- m N M V' to w r of m m TIME (hours) Data for "OSGOOD CROSSING" in North Andover,MA- 'POST-DEV' TYPE III 24-HOUR RAINFALL= 3.10 IN ( 2 yr Storm) Prepared by Merrimack Engineering Services, Inc. 25 Aug 03 HydroCAD 5.11 000899 (c) 1986-1999 Applied Microcomputer Systems REACH 7 From Recharge Facility to ---> Groundwater Qin = .07 CFS @ 11.45 HRS, VOLUME= 05 AF Qout= .07 CFS @ 11.55 HRS, VOLUME= .05 AF, ATTEN= 0%, LAG= 6.1 MIN DEPTH END AREA DISCH (FT) Q-FT) (CFS) 20 ' x 1' CHANNEL STOR-IND+TRANS METHOD 0 .00 0 .00 0. 00 SIDE SLOPE= .5 '/' PEAK DEPTH= . 01 FT .10 2 .02 .91 n= .5 PEAK VELOCITY= .4 FPS .20 4 .08 2.89 LENGTH= 2 FT TRAVEL TIME = .1 MIN .30 6.18 5.68 SLOPE= .5 FT/FT SPAN= 10-20 HRS, dt=.05 HRS .43 8.97 10.39 .60 12.72 18.18 .80 17.28 29.52 1.00 22 .00 43.06 REACH 7 INFLOW 8 OUTFLOW From Recharge Facility to ---> Groundwater .070 .065 .060 20' x I 't L SIDE SLOPE ' .055 n=.5 L5 _ .050 .045 STOR-IND+TRAND 040 VELOCITYS TRAVELN .035 � .030 Din= S 1 .025 Gout=L .020 LAG= .015 .010 .005 0.000 Ln tD h N Q) - � N TIME (hours) Data for "OSGOOD CROSSING" in North Andover,MA- 'POST-DEV' TYPE III 24-HOUR RAINFALL= 3.10 IN ( 2 yr Storm) Prepared by Merrimack Engineering Services, Inc. 25 Aug 03 HydroCAD 5 .11 000899 (c) 1986-1999 Applied Microcomputer Systems SUBCATCHMENT 3 Delivery / Service Area Behind Building PEAK= .34 CFS @ 12 .07 HRS, VOLUME= .02 AF PERCENT CN SCS TR-20 METHOD 85 .00 98 Paved Surface Areas TYPE III 24-HOUR 15 .00 74 Lawn / Landscaped Areas RAINFALL= 3 .10 IN 100 .00 94 TOTAL AREA = .13 AC SPAN= 10-20 HRS, dt=.05 HRS Method Comment Tc (min) TR-55 SHEET FLOW Over Landscaped Surface Area 5.4 Grass: Dense n=.24 L=50' P2=3 .1 in s=.06 '/ ' SHALLOW CONCENTRATED/UPLAND FLOW Over Paved Surface Areas .7 Paved Kv=20.3282 L=7.00' s=.013 '/ ' V=2 .32 fps CIRCULAR CHANNEL 12" RCP Drain From CB#3 to DMH#3 .7 12" Diameter a=.79 sq-ft Pw=3 .1' r=.25' s=.007 '/' n=.013 V=3 .8 fps L=170' Capacity=3 cfs --- Total Length= 320 ft Total Tc= 6.8 SUBCATCHMENT 3 RUNOFF Delivery / Service Area Behind Building .34 .32 AREA= . 13 AC .30 Tc= 6.8 MIN .28 .26 CN= 94 _ .24 SCS TR-20 METHOD o .22 TYPE III 24-HOUR u .28 RAINFALL= 3. 10 IN - . 16 PEAK= .34 CFS 0 . 12 @ 12.07 HRS Li- 10 VOLUME= .02 AF 08 .06 .04 .02 0.00m cv r� v in � m rn m N TIME (hours) Data for "OSGOOD CROSSING" in North Andover,MA- 'POST-DEV' TYPE III 24-HOUR RAINFALL= 3.10 IN ( 2 yr Storm) Prepared by Merrimack Engineering Services, Inc. 25 Aug 03 HydroCAD 5 .11 000899 (c) 1986-1999 Applied Microcomputer Systems SUBCATCHMENT 4 Parking Area at Southerly Side of Building PEAK= .45 CFS @ 12.05 HRS, VOLUME= .03 AF PERCENT CN SCS TR-20 METHOD 95. 00 98 Paved Parking Areas TYPE III 24-HOUR 5. 00 74 Lawn / Landscaped Areas RAINFALL= 3 .10 IN 100.00 97 TOTAL AREA = .15 AC SPAN= 10-20 HRS, dt=.05 HRS Method Comment Tc min TR-55 SHEET FLOW Over Paved Surface Areas .8 Smooth surfaces n=.011 L=50' P2=3 .1 in s=.015 '/' SHALLOW CONCENTRATED/UPLAND FLOW Over Paved Parking Areas 3 Paved Kv=20.3282 L=50' s=.015 '/' V=2 .49 fps DIRECT ENTRY Obtain 5 minute Tt 3 .9 Total Length= 100 ft Total Tc= 5.0 SUBCATCHMENT 4 RUNOFF Parking Area at Southerly Side of Building .45 .40 AREA= . 15 AC Tc= 5 MIN .35 CN= 97 LO .30 SCS TR-20 METHOD U 25 TYPE III 24-HOUR RAINFALL= 3. 10 IN 3 '20 PEAK= .45 CFS Jo 15 @ 12.05 HRS - LL VOLUME= .03 AF . 10 .05 0.00m _ �, v cc) m m Ln N TIME (hours) Data for "OSGOOD CROSSING" in North Andover,MA- 'POST-DEV' TYPE III 24-HOUR RAINFALL= 3.10 IN ( 2 yr Storm) 25 Aug 03 Prepared by Merrimack Engineering Services, Inc. H droCAD 5 .11 000899 c 1986-1999 :Applied Microcomputer Systems SUBCATCHMENT 5 Paved Area Between Building and Main Entry PEAK= .45 CFS @ 12 .05 HRS, VOLUME= .03 AF SCS TR-20 METHOD PERCENT CN 96 .00 98 Paved Driveway & Sidewalk Areas RAINFALL=24 3 .10-HOUIN 4 .00 74 Lawn / Landscaped Areas SPAN= 10-20 HRS, dt=.05 HRS 100.00 97 TOTAL AREA = 15 AC Comment Tc min Method .7 TR-55 SHEET FLOW Over Impervious Surfaces Smooth surfaces n=.011 L=50' P2=3 .1 in s=.02 ' s Areas 5 SHALLOW CONCENTRATED/UPLAND FLOW Over Paved Sufaces Paved Kv=20.3282 L=80 ' s=.02 '/' V=2 .87 fps 3 .8 DIRECT ENTRY Obtain 5 minute Tt --------=- Total Length= 130 ft Total Tc= 5 .0- SUBCATCHMENT 5 RUNOFF Paved Area Between Building and Main Entry .45 AREA= . 15 AC .40 Tc= 5 MIN CN= 97 .35 SCS TR-20 METHOD LO .30 TYPE III 24-HOUR 25 RAINFALL= 3. 10 IN 20 PEAK= .45 CFS 3 @ 12.05 HRS 0 15 VOLUME= .03 AF It . 10 .05 0.00m N rn V in -,D r 0D m CD TIME (hours) Data for "OSGOOD CROSSING" in North Andover,MA-'POST-DEV'r Storm) TYPE III 24-HOUR RAINFALL= 3.10 IN ( 2 Y 25 Aug 03 Prepared by Merrimack Engineering Services, Inc. -1999 A lied Microcom H droCAD 5 .11 000899 c 1986 uter Systems SUBCATCHMENT 6 Area Along Rte 125 in Front of Building PEAK= .66 CFS @ 12 .05 HRS, VOLUME= .04 AF SCS TR-20 METHOD PERCENT CN 65 .00 98 Road Widening & Driveway Pavem't RAINFALL=23 .l0UIN 35 .00 74 Lawn / Landscaped Areas SPAN- 10_20 HRS, dt=.05 HRS 100 .00 90 TOTAL AREA = Tc min Method Comment 7 TR-55 SHEET FLOW Over Paved Road Surfaces Smooth surfaces n=.011 L=50' P2=3 .1 in s=.02 ' /' 2 SHALLOW CONCENTRATED/UPLAND FLOW Over Paved Surfaces Paved Kv=20 .3282 L=30' s=.01 ' /' V=2 .03 fps 1.3 CHANNEL FLOW Along Gutter Toard CB#6 a=.4 sq-ft Pw=6.4' r=.063' s=.015 ' /' n=.012 V=2 .39 fps L=180' Capacity=l cfs 1 CIRCULAR CHANNEL 12" RCP Drain From CB#6 to DMH#4 12" Diameter a=.79 sq-ft Pw=3 .1' r=.25' S=.01 '/ ' n=.013 V=4 .54 fps L=24' Capacity=3 .6 cfs 2 .7 DIRECT ENTRY Obtain 5 minute Tt Total Length= 284 ft Total Tc= 5.0 SUBCATCHMENT 6 RUNOFF Area Along Rte 125 in Front of Building .65 AREA= .27 AC .60 Tc= 5 MIN .55 CN= 90 .50 45 SCS TR-20 METHOD TYPE III 24-HOUR C+_ 40 RAINFALL= 3. 10 IN 35 30 PEAK= .66 CFS 12.05 HRS O .25 VOLUME= .04 AF -J LL 20 15 10 .05 0.000 - N f*1 Q In OD D) N TIME (hours) Data for "OSGOOD CROSSING" in North Andover,MA- 'POST-DEV' TYPE III 24-HOUR RAINFALL= 3.10 IN Prepared by Merrimack Engineering Services, Inc. 28 Aug 03 HydroCAD 5 .11 000899 (c) 1986-1999 Applied Microcomputer Systems POND 1 Concrete Pipe System for Runoff Storage Qin = 3 .21 CFS @ 12 .06 HRS, VOLUME= .23 AF Qout= 2 .42 CFS @ 12 .15 HRS, VOLUME= .23 AF, ATTEN= 25%, LAG= 5 .0 MIN Qpri= 2.42 CFS @ 12.15 HRS, VOLUME= .23 AF Qsec= 0.00 CFS @ 0.00 HRS, VOLUME= 0.00 AF ELEVATION AREA INC.STOR CUM.STOR STOR-IND METHOD (FT) (SF) (CF) (CF) PEAK STORAGE = 550 CF 154 .9 0 0 0 PEAK ELEVATION= 156.8 FT 155.2 100 15 15 FLOOD ELEVATION= 160.1 FT 155 .8 200 90 105 START ELEVATION= 154.9 FT 156.8 700 450 555 SPAN= 10-20 HRS, dt=.05 HRS 157.8 700 700 1255 Tdet= 1.5 MIN ( .23 AF) 158 .5 300 350 1605 158.8 120 63 1668 159.3 120 60 1728 159.9 3500 1086 2814 160 .1 5000 8S0 3664 # ROUTE INVERT OUTLET DEVICES 1 P 154.9' 6" CULVERT X 2 n=.013 L=4 ' S=.0251/ ' Ke=.5 Cc=.9 Cd=.6 2 S 159.9' 175 DEG V-NOTCH WEIR Q=2 .46 TAN(Theta/2) H^2 .5 Primary Discharge 1-1=Culvert Secondary Discharge �-2=V-Notch/Trap Weir POND 1 INFLOW & OUTFLOW Concrete Pipe System for Runoff Storage 3.2 3.0 STOR-IND METHOD 2.8 PEAK STOR= 550 CF 2.6 PEAK ELEU= 156.8 FT 2.4 2.2 Qin= 3.21 CFS 2.0 Qout= 2.42 CFS - U 1 .8 Qpri= 2.42 CFS 1 .6 Qsec= 0.00 CF5 3 1 .4 i LAG= 5 MIN O 1 .2 i -j 1 .0 8 .6 .4 2 0.0C N M V Ln M Q) m TIME (hours) Data for "OSGOOD CROSSING" in North Andover,MA-'POST-DEV' TYPE III 24-HOUR RAINFALL= 3.10 IN 28 Aug 03 Prepared by Merrimack Engineering Services, Inc. HydroCAD S-11 000899 (c) 1986-1999 Lipplied Microcomputer Systems REACH 12 Flow through Oil / Grit Separator to DMH#5 Qin = 2 .42 CFS @ 12 .15 HRS, VOLUME= .23 AF Qout= 2 .42 CFS @ 12 .15 HRS, VOLUME= .23 AF, ATTEN= 0%, LAG= 0 .0 MIN DEPTH END AREA DISCH (FT) (SO-FT) (CFS) 12" PIPE STOR-IND+TRANS METHOD 0 .00 0 .00 0 .00 PEAK DEPTH= .48 FT PEAK VELOCITY= 6 .5 FPS 10 .04 .11 n= .013 20 .11 .44 LENGTH= 4 FT TRAVEL TIME = 0.0 MIN .30 .20 .99 SLOPE= .02 FT/FT SPAN= 10-20 HRS, dt=.05 HRS .70 .59 4.22 .80 .67 4 .93 .90 .74 5 .37 .94 .77 5.42 .97 .78 5.37 1.00 .79 5.04 REACH 12 INFLOW & OUTFLOW Flow through Oil / Grit Separator to DMH#5 2.4 12" PIPE 2.2 n=.013 L=4' S=.02 2.0 1 8 STOR-IND+TRANS METHOD VELOCITY= 6.5 FPS 1 .6 TRAVEL= 0 MIN U 1 .4 Gin= 2.42 CFS 1 .2 Qout= 2.42 CFS :3 1 .0 LAG= 0 MIN O 8 .6 4 .2 0.0m N m v in n r oo rn m TIME (hours) Data for "OSGOOD CROSSING" in North Andover,MA- 'POST-DEV' TYPE III 24-HOUR RAINFALL= 3.10 IN ( 2 yr Storm) 25 Aug 03 Prepared by Merrimack Engineering Services, Inc. H droCAD 5.11 000899 c 1986-1999 Applied Microcomputer Systems SUBCATCHMENT 9 Area Along Barker's Property on North Side PEAK= .14 CFS @ 12 .08 HRS, VOLUME= .01 AF PERCENT CN SCS TR-20 METHOD 14 .00 98 Paved Roadway Surface TYPE III 24-HOUR RAINFALL= 3 .10 IN 86 .00 74 Lawn / Landscaped Areas SPAN= 10-20 HRS, dt=.05 HRS 100 .00 77 TOTAL AREA = .11 AC Method Comment Tc (min) TR-55 SHEET FLOW Over Grassed & Mulched Surfaces 6.3 Grass: Dense n=.24 L=50' P2=3.1 in s=.04 ' / ' 4 SHALLOW CONCENTRATED/UPLAND FLOW Over Grass & Mulch to Exist. CB Grassed Waterway Kv=15 L=70' s=.04 '/' V=3 fps Total Length= 120 ft Total Tc= 6 .7 SUBCATCHMENT 9 RUNOFF Area Along Barker' s Property on North Side . 13 AREA= . 11 AC . 12 Tc= 6.7 MIN . 11 CN= 77 . 10 SCS TR-20 METHOD LO .09 TYPE III 24-HOUR C, 08 RAINFALL= 3. 10 IN e7 v PEAK= . 14 CFS 0 05 C� 12.08 HRS J U0 UME= .01 AF 04 03 .02 .01 0.00m cv v to co m m TIME (hours) Data for "OSGOOD CROSSING" in North Andover,MA- 'POST-DEV' TYPE III 24-HOUR RAINFALL= 3.10 IN ( 2 yr Storm) Prepared by Merrimack Engineering Services, Inc. 25 Aug 03 HydroCAD 5 11 000899 (c) 1986-1999 Applied Microcomputer Systems REACH 11 Flow From <9> -- to --> Design Point #1 Qin = .14 CFS @ 12.08 HRS, VOLUME= .01 AF Qout= .14 CFS @ 12.08 HRS, VOLUME= .01 AF, ATTEN= 0%, LAG= 0.0 MIN DEPTH END AREA DISCH (FT) (S -FT) (CFS) 48" PIPE STOR-IND+TRANS METHOD 0 .00 0.00 0.00 PEAK DEPTH= 0 . 00 FT .40 .65 12 .33 n= .01 PEAK VELOCITY= 18 .9 FPS .80 1.79 51.71 LENGTH= 4 FT TRAVEL TIME = 0 .0 MIN 1.20 3.17 115.64 SLOPE= .1 FT/FT SPAN= 10-20 HRS, dt=.05 HRS 2 .80 9.40 494.40 3 .20 10.78 577.21 3 .60 11.91 629.37 3 .76 12.26 635.20 3 .88 12.46 629.34 4.00 12.57 590.51 REACH 11 INFLOW & OUTFLOW Flow From <9> -- to --> Design Point # 1 . 13 12 46" PIPE n=.01 L=4' S=. 1 . 11 . 10 STOR-IND+TRANS METHOD UELOCITY= 18.9 FPS .98 TRAUEL= 0 MIN U 07 Din= . 14 CFS U .06 Qout= . 14 CFS 3 0 05 LAG= 0 MIN � 04 .03 .02 .01 0.00m N M IT in ID r m m m N TIME (hours) Data for "OSGOOD CROSSING" in North Andover,MA- 'POST-DEV'r Storm) TYPE III 24-HOUR RAINFALL= 3.10 IN ( 2 Y 25 Aug 03 Prepared by Merrimack Engineering Services, Inc. H droCAD 5.11 000899 c 1986-1999 Applied Microcomputer Systems. SUBCATCHMENT 8 Barker Street (Paved) & Road Shoulder PEAK= .80 CFS @ 12 .05 HRS, VOLUME= .05 AF SCS TR-20 METHOD PERCENT CN TYPE III 24-HOUR 60.00 98 Paved Surface Area .10 IN 3 = 40.00 74 Lawn / Landscaped Areas SPAN=RAINFALL= 3 HRS, dt=.05 HRS 100.00 88 TOTAL AREA = .35 AC Comment Tr (min) Method 7 TR-55 SHEET FLOW Over Paved Surfaces Smooth surfaces n=.011 L=50 ' P2=3 .1 in s=.02 ' / ' 2 9 SHALLOW CONCENTRATED/UPLAND FLOW Along Gutter in Barker Street Paved Kv=20 .3282 L=500' s=.02 1 / ' V 5 2.87 fn Tt s 1.4 DIRECT ENTRY ---------- Total Length= 550 ft Total Tc= 5.0 - SUBCATCHMENT 8 RUNOFF Barker Street (Paved) & Road Shoulder .80 75 AREA= .35 AC 70 Tc= 5 MIN .65 CN= 88 .60 55 SCS TR-20 METHOD .50 TYPE III 24-HOUR C4- 45 RAINFALL= 3. 10 IN .40 `J PEAK= .80 CFS !?__ .35 C 12.05 HRS CD .30 VOLUME= .05 AF .J .25 LL- .20 , 15 . 10 .05 Ln ,D r m TIME (hours) Data for "OSGOOD CROSSING" in North Andover,MA- 'POSStorm) TYPE III 24-HOUR RAINFALL= 3.10 IN ( 2 Y 25 Aug 03 Prepared by Merrimack Engineering Services, Inc. H droCAD 5 .11 000899 c 1986-1999 Applied Microcomputer Systems SUBCATCHMENT 10 Paved and Grass Area at Road Intersection PEAK= .21 CFS @ 12 .05 HRS, VOLUME= .01 AF SCS TR-20 METHOD PERCENT CN 77.00 98 Paved Roadway Surface TYPE III 24-HOUR .10 IN 3 = 23 .00 74 Lawn / Landscaped Areas SPAN=RAINFALL= 3 HRS, dt= .05 HRS 100 .00 92 TOTAL AREA = .08 AC Comment Tc (min) Method 9 TR-55 SHEET FLOW Over Paved Roadway Surface Smooth surfaces n=.011 L=50' P2=3 .1 in s=.01 SHALLOW CONCENTRATED/UPLAND FLOW From Gutter toGrassArea to CB 1.1 Grassed Waterway Kv=15 L=100' s=.01 ' /' l fps 3 .0 DIRECT ENTRY Obtain 5 minute Tt Total Length= 150 ft Total Tc= 5 .0 SUBCATCHMENT 10 RUNOFF Paved and Grass Area at Road Intersection 20 AREA= .08 AC 18 Tc= 5 MIN CN= 92 . 16 SCS TR-20 METHOD 14 TYPE III 24-HOUR 4 12 RAINFALL= 3. 10 IN U . 10 PEAK= .21 CFS 0 08 @ 12.05 HRS UOLUME= .01 AF 06 .04 .02 0.00m N m v in �n 0D rn m TIME (hours) Data for ,OSGOOD CROSSING" in North Andover,MA- 'POST-DEV' TYPE III 24-HOUR RAINFALL= 3.10 IN ( 2 yr Storm) 25 Aug 03 Prepared by Merrimack Engineering Services, Inc. HydroCAD 5 11 000899 (c) 1986-1999 Applied Microcomputer Systems REACH 15 Flow to Exist.CB in Grass Area @ Barker St Qin = 1.01 CFS @ 12 .05 HRS, VOLUME= .06 AF Qout= 1.01 CFS @ 12 .05 HRS, VOLUME= .06 AF, ATTEN= 00, LAG= 0 .0 MIN DEPTH END AREA DISCH „ STOR-IND+TRANS METHOD (FT) (SO-FT) (CFS) 48 PIPE PEAK DEPTH= .02 FT 0 .00 0 .00 0.00 PEAK VELOCITY= 32 .4 FPS .40 .65 21.21 n= .013 TRAVEL TIME = 0.0 MIN .80 1.79 88.95 LENGTH= 4 FT SPAN= 10-20 HRS, dt=.05 HRS 1.20 3 .17 198 .91 SLOPE= .5 FT/FT 2 .80 9 .40 850 .39 3 .20 10 .78 992 .82 3 .60 11.91 1082 .54 3 .76 12 .26 1092 .58 3 .88 12 .46 1082 .49 4.00 12 .57 1015 .71 REACH 15 INFLOW & OUTFLOW Flow to Exist . CB in Grass Area @ Barker St 1 .0 48'' PIPE 9 n=.013 L=4' S=.5 .8 STOR-IND+TRANS METHOD r, .7 VELOCITY= 32.4 FPS TRAVEL= 0 MIN c_. .6 U Gin= 1 .01 CFS •5 Qout= 1 .01 CFS 3 4 LAG= 0 MIN O J 3 Ll- 2 I 0.0m N r t v �n r Co rn m TIME (hours) Data for "OSGOOD CROSSING" in North Andover, MA- 'POST-DEV' TYPE III 24-HOUR RAINFALL= 3.10 IN 28 Aug 03 Prepared by Merrimack Engineering Services, Inc. HydroCAD 5 .11 000899 (c) 1986-1999 Applied microcomputer Systems REACH 16 Summary of Flow to Design Points #1,2,3 &4 Qin = 3 .33 CFS @ 12.09 HRS, VOLUME= .31 AF, ATTEN= 0%, LAG= 0 .0 MIN Qout= 3 .33 CFS @ 12 .09 HRS, VOLUME= DEPTH END AREA DISCH STOR-IND+TRANS METHOD (FT) (SQ-FT) (CFS) 10' x 1' CHANNEL 1 PEAK DEPTH= .10 FT 0 .00 0 .00 0 .00 SIDE SLOPE= � / � 3 .32 n= .01 PEAK VELOCITY= 3 .0 FPS .10 1.10 TRAVEL TIME = 0 .0 MIN 20 2 .40 11.00 LENGTH= 1 FT .30 3 .90 22 .59 SLOPE= .01 FT/FT SPAN= 10-20 HRS, dt=.05 HRS .43 6 .15 43 .62 .60 9 .60 81.92 .80 14 .40 144 .02 1.00 20 .00 226.30 REACH 16 INFLOW & OUTFLOW Summary of Flow to Design Points #1 , 2 , 3 &4 3.2 10' x 1 ' CHANNEL 3.0 SIDE SLOPE= . 1 '/' 2.6 n=.01 L=1 ' S=.01 2.6 2.4 STOR-IND+TRANS METHOD 2.2 VELOCITY= 3 FPS to L4- 2.0 TRAVEL= 0 MIN U 1 .8 J 1 .6 Qin= 3.33 CFS 3 1 .4 Qout= 3.33 CFS 0 1 2 LAG= 0 MIN � 1 .0 , .8 . .6 .4 .2 0.0m N v in �n r ao rn mN TIME (hours) COMPARISON OF T ORN DEVELOPMENT CONDITIONS OR PRE AND P The site drainage system for the redevelopment of the parcel with a 9.950+/- square foot building is designed to have no negative impact upon the capacity of the existing State Highway drainage system. Typically,when a site development plan of this magnitude is is proposed which will result in an increase in the impervious surface area on the site, generally corresponding increase in the peak rate of runoff. However, the resultant increase rate of runoff from the contributing subc concrete pipe proposed orage systempThist will be largely detained within the propo sed subsurface system is labeled `Pond 1' in the Post-Development drainage analysis. This `Pond' is the key functional element of the concatenation which results in the overall decrease in runoff to the `old' highway drainage system, indicated as Reach#12 in the Post- Development Analysis, and referred to as Design Point#2. Also, the runoff to Design Point #3, at the CB'A' on Route 125 (`new' highway drainage system),has been eliminated, i.e. no flow,under Post-Development design implementation. Design Point#4 is similarly routed into the detention facility in Post-Development,thus resulting in no flow,by comparison. Therefore, it is emphasized that the peak flow rates of Reach 12 (Post-D) shall be compared to the summation of peak flows to Design Points 2, 3 and 4 (Pre-D) for comparative evaluation of runoff rates at exiting points• There realized resulted n the achievement of the and peak flow attenuation in pond 1,prior to Reach 12, a necessary reduction and mitigation of peak runoff on �t10, 00 the chart 'Summary of under Pre and Post Flows"Peak Rates for comparison of each Development conditions. �® N 0) ti J O (D In 4 M Id: cl M U- ce) l!) LO (O a O IL Cl) ® N N e- r p r- J Q � UL r r- Lf) w V �� p�j o) (0 (O qt W � �- r- O OO 00 Cl) LLI Q = co Q M N uj 4k N (00 It 0 wQ � U � 0 O O CL 0 W O w 0 0 U. W (n Z 0 N r N Q CO , d; M �t d; _ M 4 N M N � H a O g 0 Z O d; LO N W 0. w 0 O O 0 0 0 0 IL w Q ow U) y- LLI U) }, w U) T- T- CL CL N a 0- ROOF DRAINAGE RECHARGE FACILITY DESIGN INTRODUCTION The storm runoff from the roof area of the proposed reThefacility pipe(s)willl discharge into a system of gutters, downspouts, and subsurface pipes. subsurface recharge facility to be constructed 37 feet from the building. required- The capacity of the recharge facility is based on the so 1 rates,roof material, and,elevation of recharge volume,temporary detention volume requirements, groundwater table. The soil types at this location were obtained s to tes pits performed Maps ed by ahe Natural Resources Conservation Service and from actual State Certified Soil Evaluator. ANALYSIS AND DESIGN Soil Types: Wnb +PaB (Woodbridge—HSG"C" and Paxton—HSG"C", both of which are"Coarse—loamy, mixed Mesic Typic Fragiochropts", or otherwise classifiable as fine sandy loam, as verified in several locations. Moderately well-drained, loamy soil in compact glacial till. Recharge Volume Requirement is based on " s from current Condit n to post- o. added or increased due to the proposed redevelopment, development design condition. Based on Soil Group "C" soils at the site, the recharge volume required is computed, using a net increase in impervious area of 22,830 sq. ft.. V = 0.10"x 22,830 sq. ft. = 190 cubic feet PROPOSED RECHARGE FACILITY CAPACITY Using a 32 leaching pit configuration, a recharge cubic feet for detained roof runoff during the available,with an additional volume of 738 c peak runoff period during a 100 year storm event. Using a permeability rate of 0.6 in/hr for the parent soil e steps ad over the horizontal and sidewall contact areas, the overall exfiltration or recharge [34' x394' + 2 (34+ 394)x81x0.6 in/hr= 0.02cfs 12 x 3600 the use 0.02 cubic feet per second (cfs) fof on of this facility proposed recharge facility. Refer to P ond#2 for performance results and Test Pit data for existing soil evaluation results. In the post-development drainage analysis, the roof area is entirely contained in Subcat#7, including roof overhangs and canopies as shown ion of the Architectural eakcrunoff volume during the significant amount of facility r torm vas welll as the 10 year and 2 year storm events. 100 years , SOIL TEST DATA @ MCLAY'S FLORIST #1211 OSGOOD SUED ON MARCHZ TEST PITS COND 26,2003 By WILLIAM F.DUFRESNE, CERTIFIED SERVICES EVALUATOR MERRIMACK ENGINEERING TP-1 Elev= 160.5 019- 1871 Asphalt and Gravel Base 18"—35" Apb/l Oyr 4/2 35"—4299 B/F.S.L. — 10yr 5/8 42"— 118" C/Gr.L.S.—2.5y 5/4 Weep @ 80",E1= 153.8 E.S.W•T• @ 55", EL= 156.0 TP-2 Elev= 160.6 *Set bottom of recharge 051- 1219 Asphalt and Gravel Base facility at E1= 158.5, 1215- 1991 Apb/F.S.L. — 10yr 2/2 19"—33„ Bwb/F.S.L. — l0yr 4/6 to allow for minimum 2' separation 3391-9211 92" C/Gr.L.S. —2.5y/M &F " Weep @ 52",El= 156.3 E.S.W.T• @ 50",E1= 156.5* TP-3 Elev= 159.5 0"— 12" Asphalt and Gravel Base 1295-9091 C/Gr.L.S. —2.5y 5/4/M&F Weep @ 47", El= 155.6 E.S.W.T• @ 46", El= 155.7 GENERAL NOTES From the Soils Map,this location has"Woodbridge" soil, Hydrologic Soil Group "C"; permeability of 0.6-6.0 inches/hour, fine to gravelly sandy loam. SYMBOLS F.S.S. Fine Sandy Loam Gr.L.S. Gravelly Loamy Sand E.S.W.T• Estimated Seasonal Water Table M &F Massive and Friable PROJECT: PROPOSED RETAIL FACILITY AT MCLAY'S FLORIST APPLICANT: F.K.REALTY TRUST DATE: SEPTEMBER 3, 2003 SITE DRAINAGE CALCULATIONS USING RATIONAL METHOD Determine peak flow rates to each catch basin;use 10 year storm, time of concentration of 5 minutes,rainfall intensity of 5.3 inchesih ur RATIONAL METHOD: Q= CiA Q=Peak Flow Rate(in cubic feet per second) C=Runoff Coefficient 0.9 Impervious: 0.3 Lawn/Landscaped: 0.1 Wooded/Vegetated: i=Rainfall Intensity(in/hr) A=Drainage Area(acres) PIPE FLOW CHARACTERISTICS: n= 0.015, for RCP 0.013, for C.I. 0.011, for PVC V=Velocity, in feet per second d=depth of flow in pipe, in feet REFER TO SHEET 4 OF THE PLAN SET WITHIN THIS DRAINAGE REPORT DRAINAGE PLAN"WHICH IS INCLUDED AREA 5 (CB #5 TO DMH#3) C = 96% @0.9 +4% @0.3 =0.88 A= 0.15 Ac,. Q= 0.70 cfs Use 12"RCP @ S = 0.01 1/1, V = 3.52 fps, d=0.30 feet DMH#3 TO DMH#4 Q= 3.34 cfs (see below) Use 12"RCP @ S =0.007 1/1,which will flow full (under submerged condition at times)based on Post-Development design for detention and attenuation of peak flow through this pipe. AREA 6 (CB #6 TO DMH#4) C = 65% @0.9 + 35% @0.3 =0.69 A=0.27 Ac. Q=0.99 cfs Use 12"RCP @5 =0.0101/1, V=3.88 fps, D=0.36 feet *Refer to Post-Development Analysis for outflow rates and ponding conditions within the oversized drain pipe system, where DMH#4 is the principal outlet control structure with 2-6" outlet pipes. Through these two (2)pipes a peak flow rate of 3.34 cfs is conceivable and attainable during the 10 year storm. The maximum velocity in the 12" RCP pipe between DMH#3 and DMH#4 will be 7 fps. The purpose of the oversized drainage pipes is to provide ample storage volume in a detainable manner during peak flow periods when the outflow rate is being reduced through the two (2) intentionally and purposefully undersized 6" outlet pipes. CHARTS AND TABLES . \Oush lI 4 1. j e; to eacanjNalley � / _ __ •• p _ �, l °a 51.5 Tree i < ®� •.Ward•hI' - _•� "ravel S, �• � it \ _ _ T HANGS °� t \ _ d \ m, Golf ' - / r// ° j j •I� � %� �1��\ purse.°; ,° L _ � � •� .� �� '` / �SIG Q ��\ `` .-� LAWRENC 3 u ICIPAL AlRP u i'•. a BM j to 5 p = V5, { 133 Doup eddy] . ��. Billy / Z M d:f,_ FPuLAPr s ' Rffr K St, 9i --45 • -/ ....: O .. o'er "/ - m G R A P la C t 4�.6 . ch T HAN E vS 'pA 5 5 � r b \ _-- • °—Y , •i , _ – 34.5 id le ` \\\......\\ .Course 1 _ S h AN tkii /mow/A. \ Sand ch A , 11 S 3� �. sr I i 11 t Q �o � p �' ESSEX COUNTY, MASSACHUSETTS, NORTHERN loo 0()o FFFT Q= ya �c PbC PaB �. rB CmB c �y WrB RrC �e �1F ee PbD PaB �e0 W A WnB O PbB UD ! Wnc 125 r, 3 A O v PaC PaC � PcE PaB PbD\ 6 / '• 4n� AIDEN PaC F PaB ILL De G UD Se ur o Se : e8 WnC •' WnC. NMI Wp r Wr WeA / A � S / /� De i 2r` ABA m De WnD i Wn8 W�_ De WnA v Q Ha PaD � � -� l�� t i/ De Pe x Y4° N, De 1 — ---- PaE' WnC PbB peN Wr6\ /. ue WSB HfB Q UD PaC\ PbD M �c P MoC `PaC \ YMA 0 WnA u; tt Ur PaB PcE WnC Y/ De SuB Q.. wnc PaD StB '• j MCy/ WnB \ �d �/• o WnB 3 o WnC �C, Y 9 c.c t Cr8 Ha 5 )t PgP lZ \3 PaC RIB WnB 1z Y WnB De PaB \ / ge tt \NrC ly PaD N �6 PbD\, w WnD IX PaB d� q v / PbD N C6C WrB PaB �9 De Du UD \ 5e d� �� toRdB<' d0 I) p lZlWrB CbB WnB pb SrC� mci >( \ Q Qo RIB \ wr R ER. l PbB i. J PaB WrB PcE Pa8 LL Pbb, PbC ° Se o m 1 c 6�cT w M I e°' I ..a �� r r , u. rB PaB Ur W WrB PbD d� LeA 1{ WrB Ws8 A l RdA SSe WrB _ m_ PbC De PaC •. ° StB n Pe PcE R UD N O R T H PaB D De •Se Ur PaDPb(" LeA f LeA WrB / yk cmc )f PbD Wg j Ur w PaB X1 WrB tt WrB WrC LAWRENCE- 13 wsB PbD PbC StB m �c CrC MUNICIPAL AIRPORT WrB WrB 'PaB \ , RIB SuB SfB\ CbB srA �.: Ur Ur SrA WsB WaA CmB StB, M ��0 Coc m LAKE WrB UD X1 PaC WrC y v .SuB 7I n COCHICHEWICK LeB P m �a PaB 3 133 i ( PbD WrC. �� PaD P8B WrE3. 'O G0.6D -HI 4;,.. Ur W °F Wr6 Sutton PaD, PaC '' Pond WrB Wep LOCATION LINE OF MARCH 14, 1961 ST. HWY. ALT. (L.O. #5078) — s CONVERT..EXIST. RIM 159.5 INV=155\3 (PROP. 12"") c -�- p / / T INV=155.1 EX. 12 S / REL - 1 OV l 125 ( ) OSGOOD (PUBLIC VAR A E YVIDT PROP. 14 L.`F 12° RCP DRA1N- o PROP VERTICAL GRANITE OR S=0.014 f, 00 1 PRECAST CEMENT CONCRETE :t CIJRBz:U,.; ti .______-___ �__� ___.-._._-..CURg f TY�'_):: ... _ _ _._.____-_._.._._,. END PROP CORY STA 30+44f PROP. CB #6 R1-1 STA 33+28f (MEET EXIST) RIM_159.2 30"x30"' SAWCUTz r PROP FULL DEPTH (MEET EXIST) tj INV-154.5 PAVEMENT r _ _ I a r u, f -r 2.73" � 4 r w Jr)1997 STATE HIGHWAY - _ PICKET FENCE 0 'i LAYOUT ALTERATION----- (L.0. #719 6) /_— ❑ S� p i p o p l LOCATION `LINE OF -M-ARCH 14, 1 ;� _ 28.06" � - - 1 X61 ST. H1NY. ALT. - . . } ._ = r,is r�F, �}•_.x. . 0. #508 _ ______- -___ _ -_ \=6" .v RIGH7._ IU(Yi _ 32 . _... 3 ONLY TE - R 26 ASELINE v p _._._., - — 30 x30" T i t` f I PROP FULL° �- YLlrrs PAVEMENT F, I PROP SfGN y _ - - •t, _ _.} ,_._ - �� tt� f - -. _ __ •.�-. .- . (ROUTE 12 5) rt OSGOOD STREET o NORTH ANDOVER, MASSACHUSETTS ?. v, APPLICATION FOR PERMIT ' r`.- io /o° TO ACCESS STATE HIGHWAY �' p - r t Transportation Engineering + .,`QC = t O Construction T/ .. r Ten N"England Business Center Drive S.Ite 107 lg g� N / -:. /0-,._.`. A 018 • 0 _.... - wN E Q 94-1793 to / www tecmoes com 7 ,Q n'' t 7B)791—, 0( f' !1 / DESIGNED BY DATE TRD 811 X20 DRAWN BY SCALE -i"__20' \ TRD B ->-., CHECKED BY EE � CH Y SH T JO N0. BTP 1 1 T0064 ,]ox a ea„ ,1r].sa z� x 8 mwtx � 8 53673 ,Z r k ,8118 164e0 Ie436 � 0 •'�O 16301 CW n Q,ear m r `big fe, i6{.w SS LOT AREA 1 34836' o 6a2s x q O =6,192 S.F. 1Y� feze6 y66 s =0.14 tT te2.46 , qq9Q,,,, frr e't @ r r am s P4 I- P fezaa \ ,euv g�q f66m �A'] Y A=25,282 S.F. ,m.a at r Mi 161.41 /81.65 6,A0 qQ e1� ie131 m7a 6ZD aAss 2 I 16tu4 �S' 06,+ x tezta an � a c HIA4 _ g Ik—' fm ,r 162 16114 I=12 _t l_ x fe134 i x WAS 1T.(IO 3 17412 16,3] 160.x6 r h"4 \ T AREA LOT AREA 2 5 ,666. _ I 1.2 02C_ w 17,019 S.F ° Cs a. =0 1 AC. ar IIgpy , °%41e6 ,50.11 [ ,50. •� \ A=11 , 5 S.F. 160.78 8Ep 1M70 159.eo 5 tS 16154 ,enx 1B3A8 VN 1142 0 4 ten37 ��( � A=10,622 S.F. ��,� ,56m I Q4 N A=11 ,828 S.F. a ,e6 ,enb - 7 a Sae] 1566 12.45 �n s162 ,w - - ww,svw v 9 ]PP1ty<iLCJ.IIW a ,5a'a" 4 Dm.T 01 IYAEla11➢I (T(1 BE PBMIMED (n fJ1 151061' 164.88 IeE-1`Ab5 156.74 / O 3 tsar - .. _ fenw DESIGN • g44T� 6� fse.6: o° 'ft POINT #2 u4xnw, ,`A3i , ,,,,, `• ,� i��te0 150.70 1 78 iSlu A=10,9 6 S.F. 1ba°` °�� PRE—DEVELOPMENT x�_ �, DESIGN — x, i � mo x ;X 132.39 o" 66,5 7 DRAINAGE PLAN —N34'25.24"E annhs sa3e 1 =20' 169.17 X'61 5624E o I 8664 151.10 6'tw Slfa c feue - -� ,»n . 1R A=A 4,131 S.F.17 e•n o----i o c m a c 20 0 10 20 40 80 � HT.Wia PAIOIF)if 1F�F �\ Y_f_ e-le mac ,.p RIM=1 9.5 e'1p mac ? 1 inch = 20 ft. (PUBLIC-V ® INV=155.3 (PRO P. 12") __ INV=155.1 (EX. 12") GRAPHIC SCAM RIM74 MO m.7e M79 r 3 a 15670 15a61 , cot ',... 1x61 Ira a I 4 I81FI882N 1318 S 166 BtI�,527E 15].19 15739 15]35 IW I'AM(247 15135 z ...- OAR CO, ., c/ s 6 pq tOgGR�p�FgB�Cf a 9,988 3ppH�T_ o 00, CF.. czy, sAOp ?11 j ti Ce gREq �pP ce#3 t . V ` RFOUjR� RCyh��?dC Tp /NV! /g/.S _ - z _ - _ PR pP..�•,_ M,gY.SF{1gR- Q SU B o 3S� _ A _3 A/HA Z -A?", A-11 ;`' 1 - ----_._ - _- -« _ Rpp D 8k4RfOHA�R � N )R ¢' Q �oShpyaSF o'IV/Sly 94S0 ReTB � pR�; H' f A p t ASS -s RO 3 I _ jq PROP. 170± LF �� ,: �.\` ,160,1 24"RCP CLV r - - DRAIN S=0.0059 BE.REM OF STIR CTUR ' OP. WATER AND n-. UTILITIES EASEMENT r PROP. 4" CLDI Ale. PROP DMH #1 PROP- i]MHf( PROP. 4" CLDI (WATER SERVICE & ' __ _ _,_ � ,; _ _WATERMAMF --- --FIRE-PRDTE0110Nj 'P. 4± I NV.= 5.80- 2-12")- -- ___ -' __ P 10tLF `iNYM=,551 - - PROP. HYD. W/ ,., -.-? .s_ _ ! _ _ SLOE.t2'xt2'xa'iM@tRC - _ 2 vl--- -R C•- -_-:- 0 --r. fY-RC-P--DRAIN £.I INV=155.1 - 6� ___ -- -' POST— DEVELOPMENT y^ -- stff�AND a'GATE vpcve_ .,i r'-#� i _ PROP REM VE 12°X1YX6° TAPPING TO�%B�udVm-" - ff.Ot f-C� - -i - -- - Y i- 1/' - '' INV=156.0 __ SLEEVE AND 6" GATE V VE =- ,- g P O - POR N _ OP ±LF ._ . re� INV=155.1 s .. i --�..P Db1H #3 PROP. CB - -._-INV=154.9 -6) - - -- GP=' B(1 - S _DRS NAGE } :s RIM=,59.6 _1'-"-BCP V DRAINAGE P LAN 6 - - fi1 `�145 . V=155 t�{3P. CB - .85 S F. 0 AP ORDMULTI -- -- .__ - `- - . DMH ]5 .. ._ ., M ARTMENT OIL- PROP RIM=160.6p "' RITPSEPARATOR = - 20 0 10 20 / 10 APPROX. 650 FEET -- E1as7. JRA€>1�JJS L 40 80 . 'REM"' 7b'`- X30-.-.RCP.�LV_DRAIF7-----INY S4.3(1�'2' - - ---- M=159.9 1 8 11 25'4 TO "HIGH POINT' IN S=0.oD4 .- __. _ £ _ BE REMOVED - INV 153,9± V=154.5 (12) OSGOOD STREET - _— pRpP _ 1 inch = 20 ft.P. 274 (RTE 125) ' A=11 ,812 S.F. S-D 00'/ DRAIN; 12"RCP CI V) DRAIN RIM=59. A-3 S08 S.F. GRAPHIC SCALE - ' S=0.010' INV-155.34 PROP. CONVERT EXIST::' TO DMH #6 - - — -----4S�OflD-- - -- -----�TRE�'T-.. -- --- -- -�ROt7fif----1��} - -------- -- - , 3_