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HomeMy WebLinkAbout1995-Stormwater Report 40 Flagship WITHDRAWN LOT F FLAGSHIP DRIVE NORTH ANDOVER, MASSACHUSETTS IN 'Yt STORMWATER RUNOFF ANALYSISLELANNING BOA � ^ ^ DECEMBER 1995 Prepared for: Eugene-T. Sullivan, Inc , Consulting Engineers 10 Upton Drive Wilmington, MA 01887 Prepare by: Dana F. Perkins, inc. 1215 Main Street, Unit III Tewksbury, MA 01676 IH 0�' �Mg4 a,4�� ssN� o`er JAMES S. FAIRWEATH CIYi o, A 5 ��rONA1.�t�• f i d• S^ i 1 Pr�ct Site The proposed project is located on a 4 . 0Et acre parcel of ( land on Flagship Drive in the Town of .North Andover, ( Topography is moderately sloping (8-15o slope) , varying from 132 in the East to 92 in the West, adjacent to Flagship Drive . The site is wooded and soil on the site, mapped by ( the USDA Soil Conservation Service, is classified as hwoodbridge fine sandy loam, very stony. , Existing surface drainage consists of sheet and shallow tconcentrated flow, generally: to the West to adjacent ; developed industrial property now or formerly owned by tMarasco Nominee Trust . Flow then discharges over paved ( surfaces northwesterly towards an existing catch drain in FFlagship Drive, approximately 100 ' SW of the site locus , iThe proposed project .consists of construction of a 49, 490± , gross square foot industrial building with mezzanine and appurtenant parking areas, loading areas, utilities and site grading. ProRosed Drainage System The proposed drainage system will consist of a catch basin, , manhole arrangement with 3 catch basins located to the West of the proposed building in the loading bay area . This area is proposed to be graded as a relatively flat surface stormwater detention area. Flow tributary to this , surface storage area will be regulated by, a proposed 8" diameter orifice placed approximately 4 . 51 below proposed , grade . This drain system is proposed to tie into the existing drain line along the southerly edge of the pavement of Flagship Drive . Approximately 3 . 04± acres of the site , discharge to this controlled area. Another 0 . 28± acres of , the site (to the North of the proposed building) discharge to is fourth proposed catch basin. The flow from this catch . basin is discharged into the site system downstream of the control structure and combines with the flow from the surface detention area noted above . A portion of the site, a narrow strip of land to the West and a 501 strip of undisturbed land to the South, will continue to discharge towards the abutting property via sheet/shallow concentrated flow. Also, approximately 0 . 231 acres of the . site which will not be collected by the site drain system . will flow northerly towards Flagship Drive via sheet flow. w A double catch basin is proposed to the West of the parking lot to divert flow, from the parking area, to the street, in an emergency situation only (flows exceed calculated 100 year event attached) . Calculations The attached calculations have been computed using the HYDROCAD stormwater model which employs the Soil conservation Service runoff methodology. These calculations are used to predict orders of magnitude peak rates of runoff from the selected watersheds for comparative purposes, pre and post development conditions . The calculations assume a comparative point to be the existing catch basin located approximately 1001 ± down hill . (southwesterly) from the site . Further assumptions include : 1 . A relatively flat portion of exiting offsite property to the East, now or formerly that of- Watts Regulator Company, is not included in tributary watershed area to the site (analysis is limited to the site locus) . 2 . The calculations exclude an analysis of the entire existing street drainage system and assumes minimal inflow from the existing upstream catch basin pair. Symmary The peak flows from the project site to a point on Flagship Drive 100 ' downhill of the site for a 2, 10, 25 and 100 year storm event are summarized below: Q2 Q10 Q25 Q100 (cfs) (cfs) (cfs) (cfs) Existing Conditions 2 . 1 5 . 1 7 . 3 9 . 9 Proposed Conditions 4 . 7 5 . 7 6 . 3 7 . 0 w F o � o 0 0- o - 7 O ❑ Q Orainage Diagram for Flagship Drive, North Andover, MA Prepared by Dona F. Perkins, inc. 14 Dec 95 SUBCATCHMENT REACH POND LINK HydroCAD 3-10 OB0444 (c) 1966-1993 Applied Microcomputer Systems i i u i i 9 jl ' E � .Data Lox' Flagship Drive, North Andover, AmA Page 1 b ,Prepared by Dana F. Perkins, inc. 14 Dec 95 c iydroCAD 3 .10 000444 (c) 1986--1.993 Applied Microcomputer SygYtems i SUSCATCHMENT 1 Existing lot ACRES CN 4.06 70 Wooded SCS TR-20 METHOD TYPE III 24-HOUR RAINFALL= 3 .1 IN PEAK= 2.1 CFS © 12 ,28 HRS VOLUME= .23 AF Method Comment Te (min) DIRECT ENTRY To _ 20, 0 SUBCRTCHMENT I RUNOFF Existing lot 2 0 AREA= 4-06 AC Tc= 20 MIN 1 o CN= 70 1 6 SCS TR-20 METHOD TYPE III 24-HOUR 14 RAINFALL= 3,1 IN U 12 PEAK= 2, 1 CFS R 12.28 1]RS 1 .0 v VOLUME= 23 AF - 3 © a - J L+-- .6 4 ,2 0 6 m N 12 V 1C1 n h m m TIME (hours) SUBCATCHMENT 1 Existing lot RUNOFF PEAK= 2 .1 CFS b 12,28 HOURS HOUR 0.00 .10 .20 .30 .40 .50 .60 70 80 . 90 10.00 0.0 0.0 0.0 0 , 0 0.0 0.0 0.0 0.0 0.0 0.0 11.00 I 0.0 0.0 0.0 0 .0 0,0 0,0 0.0 1 •1 ,3 12 .00 I •6 1 .3 2.0 2 ,1 1. 9 1.6 1.3 1.0 .8 6 13 .00 I .6 .5 .5 .4 .4 .4 .4 .4 .4 .3 14.00 I .3 ,3 .3 . .3 .3 .3 . 3 .3 .3 .3 15.00 I .3 .2 .2 ,2 .2 .2 .2 .2 ,2 2 16 .00 I .2 .2 .2 .2 .2 .2 .2 ,2 2 2 ! 17.00 I .1 .1 .1 .1 .1 .1 . 1 .1 .1 . 1 18 .00 I .1 .1 .1 .1. .1 ,1 .1 .1 ,1 , 1 19.00 1 1 1 1 1 1 1 1 1 1 20.00 1 i Data for Flagship Drive, North Andover, MA page 2 Prepared by Dana F- Perkins, inc. 14 Dec 95 H droCAD 3 .10 000444 c 1986-1993 Applied Microcam uter Systems i i iSUBCATCHMENT 2 Developed lot to parking lot storage { ACRES CN 2 .60 98 Impervious SCS TR-20 METHOD .44 74 lawn TYPE III 24-HOUR 3 .04 95 RAINFALL= 3 .1 IN PEAK= 8.1 CPS 12 ,02 HRS VOLUME . 56 AV Method Comment Te (min) ;DIRECT ENTRY Te 5.0 SUBCATCHMENT 2 RUNOFF Dove l oped lot to parking lot storage :3 a 7 5 AREAS 3.04 AC 70 Ic= 5MIN CN= 95 6 5 6.0 SCS IR-20 METHOD TYPE III 24-HOUR � 5 5 - RAINFALL= 3.1 IN L� 5.0 PEAK= 8.1 CF'S U ry'S C 12.02 HRS A 0 VOLUME= .56 AF � 3.5 C� 3.0 L� 2.5 1 .0 5 0.0 lS/ fV fR P lEi E3 h OR Cn � TIME (hours) SUBCATCHMENT 2 Developed lot to parking lot storage RUNOFF PEAK= 8.1 CFS Q 12 . 02 HOURS HOUR 0. 00 .10 ,20 .30 .40 . 50 .60 . 70 .80 . 90 10.00 .3 .4 .4 .4 .4 .4 . 5 .5 . 5 .5 11.00 .6 .6 . 7 .8 . 9 1.0 1. 5 2 .2 3 . 0 4 .2 12 . 00 I 8 .0 6 .1 3 . 8 2.9 2. 1 1.4 1 . 0 . 9 , 9 .8 13 . 00 . 7 . 7 ,6 .6 .6 .6 . 5 . 5 15 .5 14.00. ) . 5 .4 .4 .4 .4 .4 .4 .4 .4 .4 15.00 . 3 .3 .3 3 .3 .3 .3 .3 .3 .3 16 .00 .2 .2 .2 .2 .2 .2 .2 .2 .2 .2 17.00 I 2 .2 .2 .2 .2 .2 .2 .2 2 2 18. 00 I .1 .1 . 1 .1 . 1 1 1 1 1 1 19. 00 .1 .1 .1 .1 .1 20.00 .1 x i i Data For Flagship Drive, North Andover, MA Page 3 4, Prepared by Dana F. Perkins, inc. 14 Dec 95' H draCAD 3 .10 000444 c 1986-1993 Applied Microcomputer Systems E SUBCATCHMENT 3 developed site to remote cb ACRES CN .25 98 impervious SCS TR-20 METHOD . 03 74 lawn. TYPE III 24-HOUR . 28 95 RAINFALL,= 3 .1 IN PEAK= . 7 CFS @ 12 . 02 FIRS 'V'OLUME= . 05 AF Method..__ ,,. Comment .,... TC (min) DIRECT ENTRY Tc 5.0 SUBCATCHMENT S RUNOFF developed Site to remote cb 70 AREA- .28 AC 65 Tc= 5 €41N 60 CN= 95 55 SCS 7R-20 HETHOD TYPE III 24-HOUR 50 RAINFALL.= 3 1 IN �F 45 lJ I'EA3C- .7 CFS 40 A 12 02 HRS 35 UOLUME= .05 AF O 30 J .25 20 15 .10 05 9.00 " N TIME (hours) SUBCATCHMENT 3 developed site to remote cb RUNOFF PEAK= . 7 CFS Q 12 .02 HOURS HOUR 0. 00 .10 .20 .30 .40 .50 .60 70 . 80 . 90 10.00 0.0 0.0 0. 0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 11.00 . 1 .1 1 .l .l .1 . 1 .2 .3 .4 12.00 . 7 .6 .3 .3 2 .1 . 1 .1 .1 1 13.00 . 1 .1 .1 .1 .1 .1 . 1 0.0 0.0 0.0 14.00 0. 0 0.0 0.0 0.0 0. 0 0.0 0. 0 0.0 0.0 0.0 15.00 0. 0 0 .0 0.0 0.0 0. 0 0.0 0.0 0.0 0.0 0A 16.00 0. 0 0.0 0.0 0.0 0. 0 0.0 0. 0 0.0 0.0 0.0 17. 00 ( 0.0 0.0 0. 0 0. 0 0.0 0. 0 0 . 0 0.0 0.0 0.0 18 ,00 ( 0 .0 0.0 0. 0 0.0 0 .0 0.0 0.0 0.0 0.0 0.0 19.00 0.0 0.0 0. 0 0.0 0. 0 0.0 0.0 0.0 0. 0 0.0 20.00 0.0 Data for Flagship Drive, 'North Andover, MA Page 4 Prepared by Dana F. Perkins, inc. 1 14 Dec 95 19 � HydroCAD 3.1D 00444 Ic1€ AU1,laed Microcomputer Systems,,,• � SUBCATCHMENT 4 developed site down slope of site drains ACRES CN . 07 98 impervious SCS TR-20 METHOD . 16 74 lawn TYPE III 24-HOUR ..23 81 RAINFALL= 3 .1 IN PEAK- .3 CFS @ 12.03 HRS '(VOLUME .02 AF Method „Comment Ic (min) DTI.21aCT ENTRY Tc 5.0 j SUBCATCHMENT 4 RUNOFF developed site dawn slope of site drains 34 32 AREA; 23 AC 39 Tc= 5 MIN 28 - CN= a I .26 - SCS TR-20 METHOD .24 TYPE III 24-HOUR Ln .22 RAINFALL= 3,1 IN �+ .20 PEAK= 3 CFS U 18 a 12.03 FIRS v 16 - VOLUME= -02 AF .14 © ._J 12 ly .113 - .01i - .06 .0M1 02 cp _ sv r� v to a n 4U rn m N TIME (hours) SUBCATCHMENT 4 developed site down slope of site drains RUNOFF PEAK= .3 CFS @ 12.03 HOURS HOUR 0.00 .10 .20 .30 .40 .50 .60 .70 .80 . 90 10.00 J 0. 0 0.0 0.0 0. 0 0.0 0. 0 0.0 0. 0 0.0 0.0 2.1. 00 J 0. 0 0. 0 0.0 0.0 0.0 0. 0 0. 0 1 .1 .2 12 . 00 J .3 . 3 .2 . 1 .1 1 . 1 1 0. 0 0.0 13 . 00 J 0.0 0 . 0 0.0 0 .0 0.0 0.0 0.0 0. 0 0.0 0, 0 14 .00 J 0.0 0.0 0.0 0.0 0. 0 0.0 0.0 0, 0 0.0 0. 0 15.00 J 0.0 0.0 0.0 0,0 0.0 0.0 0.0 0. 0 0.0 0. 0 16.00 0. 0 0. 0 0.0 0. 0 0.0 0.0 0. 0 0. 0 0.0 0. 0 1.7 .00 0.0 0 . 0 0.0 0 .0 0.0 0.0 0. 0 0.0 0.0 0.0 18 .00 0.0 0 .0 0.0 0.0 0. 0 D.0 0.0 0.0 0.0 0. 0 ].9.00 0.0 0. 0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0. 0 20.00 0.0 i Pata for Flagship Drive, North Andover, MA Page 5 >?repared by Dana F. Perkins, inc. 14 Dec 95 HVdroCAD 3 . 10 000444 (c) 1966-1993 Apolie p„ d Microcomputer Systems i *UHCATCHMENT 5 Developed site(Buffer) not to site drains i I ACRES CN 32 70 Wooded SCS TR-20 METHOD 1 .19 74 Lawn TYPE III 24-HOUR 51 71 RAINFALL= 3 .1 IN PEAT{= 3 CFS Q 12 .28 HRS VOLUME .03 AF Method Comment Tc milt].. DIRECT ENTRY Ta 20.0 3 5UBCATCHMENT 5 RUNOFF Developed site(Buffer) not to site drains 2E3 26 AREA= 5€ AC Tc= 20 MIN .21 CN= 7t 22 SCS TR-20 METHOD ` 20 TYPE III 24-HOUR RAINFALL= 3.1 IN U t6 €'EAK= 3 CPS v @ 12.20 HRS 14 VOLUME--: .03 AF O _.1 114 LL 00 .06 134 02 0 00 _ N TIME (hours) SUBCATCHMENT 5 Developed site(Buffer) not to site drains RUNOFF PEAK= .3 CFS @ 12 .28 HOURS HOUR 0.00 . 10 .20 .30 .40 .50 .60 . 70 . 80 .90 10. 00 0.0 0.0 0.0 0. 0 0.0 0.0 0.0 0.0 0. 0 0. 0 11.00 f 0 .0 0.0 0.0 0, 0 0.0 0.0 0.0 0 .0 010 0. 0 12 . 00 .1 .2 .3 .3 .3 .2 .2 .1 . 1 . 1 13 . 00 I 1 1 1 1 1 0.0 0. 0 0.0 0. 0 .1.4 .00 I 0. 0 0. 0 0.0 0.0 0.0 0.0 0.0 a. o 0.0 0.0 15.00 0.0 0.0 0.0 0.0 0.0. 010 0.0 0. 0 0.0 0.0 16 . 00 0.0 0.0 0.0 0. 0 0.0 0 . 0 0,0 0. 0 0.0 0. 0 17.00 I 0.0 0.0 0.0 0 . 0 0.0 0.0 0.0 0 .0 0. 0 0,0 18 .00 0. 0 0. 0 0.0 0'.0 0.0 0.0 0.0 0.0 0.0 0,0 19. 00 0.0 0. 0 0.0 0.0 0. 0 0. 0 0. 0 0.0 0.0 0.0 20.00 0.0 Data for Flagahip Drive, North Andover, MA Page 6 } Prepared by Dana F. Perkins, inc. 14 Dee 95 H droCAD 3. 10 000444 (a) 1986-1993 Applied Micrpcomput,;er Systems_,, ROACH 1 existing drain(asswned) DEPTH END AREA DISCH _(FT) (SQ-FT) (CFS) 12" PIPE STOR-IND METHOD 0.0 0.0 0. 0 MAX. DEPTH= .39 FT .1 0.0 . 1 nm ,013 PEAK VELOCITY= 7.4 FPS .2 .1 . 5 LENGTH= 300 FT TRAVEL TIME _ .7 MIN .3 .2 1.2 SLOPE= .03 FT/FT Qin = 2.1 CFS 0 12 .28 HRS .7 .6 5.2 Qout= 2 .1 CFS @ 12 .29 HRS .8 .7 6 . 0 ATTEN= 0 o LAG= .6 MIN . 9 .7 6 .6 IN/OUT= .23 f .23 AV .9 .8 6 .6 1.0 . 8 6 .6 1.0 . 8 6 .2 REACH I INFLOW 8 OUTFLOW existing drain(assumed) 2,0 12" PIPE n= 013 L=300' 5= 03 1 t3 - STOR-IND METHOD 1.6 VELOCITY= 7,4 FPS i TRAVEL= 7 MIN 4 Oin= 2.1 CFS U12 Quutz 2.1 CF5 v LAG= .6 MIN I 0 . C7 El J Ll- 6 4 2 0 t3 w N M v in I r w m ai M � TIME (hours) REACH 1 existing drain(assumed) OUTFLOW PEAK= 2.1 CFS @ 12.29 HOURS HOUR 0100 .10 .20 .30 .40 .50 .60 .70 .80 . 90 J.0.00 0. 0 0.0 0.0 0.0 0, 0 0.0 010 0.0 0, 0 0,0 ; 11.00 ( 0. 0 0, 0 0.0 0.0 0 . 0 0.0 0. 0 0.0 .1 .3 12 . 00 ( .6 1.3 2 . 0 2, 1 1 . 9 1.6 1,3 1.0 e .7 13 .00 ( ,6 . 5 . 5 .4 .4 .4 4 .4 .4 .3 14.00 ( .3 .3 ,3 .3 .3 ,3 .3 , 3 .3 .3 15.00 3 .3 ,2 2 , 2 .2 2 .2 .2 .2 16 .00 .2 .2 ,2 .2 .2 .2 .2 .2 2 2 17. 00 I . 1 . 1 . 1 . 1 . 1 1 1 l 1 1 18.00 f . 1 .1 .1 1 1 1 1 1 1 1 19.00 .1 1 1 1 1 1 1 1 1 1 20.00 I .1 Data for Flagship Drive, North Andover, MA Page 7 Prepared by Dana F. Perkins, inc, 14 Dec 95 HVd;roCAD 3 .10 000444 (c) 1986-1993 Applied Microcolnpt ter Systems i i REACH 2 exist. drain downstream of proposed tie-in DEPTH END AREA DISCH I (FT) (SO-FT) (CFS) 12" PIPE STOR-IND METHOD 0. 0 0.0 0.0 MAX, DEPTH= .45 FT 1 0,0 .2 n= .,013 PEAK VELOCITY= 10.5 FPS .2 .1 . 7 LENGTH= 164 FT TRAVEL TIME _ .3 MIN 3 .2 1.6 SLOPE= .0537 FT/FT Qin = 3 .6 CFS Q 12 .24 HRS .7 .6 6.9 Qout= 3 .6 CFS Q 12 ,22 HRS 8 . 7 8.1 ATTEN= 0 t LAG= 0. 0 MIN . 9 . 7 8.6 IN/OUT= .56 / .56 AF . 9 .8 8.9 1. 0 .8 8.8 1. 0 .8 8 .3 i i REACH 2 INFLOW A OUTFLOW i exist drain down5trearn of propo5ed tie- in 3.6 3 4 • 12" PIPE 3 2 n-.013 L=164' S=,0537 3 0 2.8 STOR-IND METHOD VELOCITY= 10.5 FPS 2 6 TRAVEL= 3 MIN 2 4 2 2 Qin= 3,6 CFS Qout= 3,6 CFS U 2.0 LAG= 0 MIN 1.Q 1 6 O 1 4 _I 1.2 LL_ 1,0 .6 7 . TIME (hours) REACH 2 exist, drain downstream of proposed tie-in OUTFLOW PEAIC= 3 .6 CFS @ 12 ,22 HOURS HOUR 0. 00 .10 .20 .30 .40 . 50 .60 .70 .80 90 10. 00 I .2 .4 .3 .4 ,4 . 5 . 5 , 5 . 5 . 5 11. 00 I 6 .6 . 7 .8 ,8 1.0 1 .4 2 . 1. 2 . 9 3 .4 12 .00 ( 3 . 5 3 . 5 3,6 3.6 3 .6 3.5 3 . 5 3.4 0, 0 1.2 13 .00 I .6 .6 .7 '.5 ,8 .4 . 7 .4 . 7 3 14.00 .6 .3 . 5 .3 .5 .3 ,5 .3 4 .3 15 .00 ,4 .3 .4 .3 , 3 .3 . 3 .3 .3 .2 16.00 ( .3 .2 .2 .2 .2 .2 .2 .2 .2 .2 17.00 . 2 .2 .2 .2 ,2 .2 .2 .2 .2 2 18.00 .2 .1 . 1 19.00 .1 20.00 . 1 Data for Flagship Drive, North Andover, MA Page 8 4 Prepared by Dana F. Perkins, Inc. 14 Dec 95 H droCAD 3.10 000444 c 1986•-1993 Applied Microcomputer Systems Y, REACH 3 existing drain(assumed) DEPTH END AREA DISCH F'1' S -FT CFS 12" PIPE STOR-IND METHOD 0. 0 0.0 0.0 MAX. DEPTH= .65 FT .1 0.0 .1 n= .013 PEAK VELOCITY= 8 .7 FPS .2 .1 . 5 LENGTH= 300 FT TRAVEL TIME _ .6 MIN .3 .2 1 .2 SLOPE= .03 FT/FT Qin = 4 .7 CFS @ 12 .04 [IRS 7 .6 5 .2 Qout= 4 .7 CFS @ 12 .06 HRS .8 ,7 6 . 0 ATTEN= 1 % LAGS 1.2 ' MIN .9 .7 6 .6 IN/OUT= .66 / .66 AF .9 8 6 .6 1.0 ,8 6 .6 1.0 .8 6 ,2 REACH 3 INFLOW & OUTFLOW existing droin(assumed) 11 5 - 12" PIPE 4 0n=,013 L=30B 5=.83 STOR-1140 METHOD 3 5 VELOCITY= 0.7 FPS TRAVEL= .6 MIN 3 8 ' Din= 4.7 CFS 0*ut- 4.7 CFS 1} 2 5 LAG= I .2 MIN v 2 8 ' O lJ I 5 1 0 N r2 TIME (hours) REACH 3 existing drain(assumed) OUTFLOW PEAK= 4.7 CFS @ 12.06 HOURS HOUR 0.00 .10 .20 .30 .40 . 50 .60 . 70 .80 . 90 10.00 + . 2 .5 .4 .4 .5 . 5 .5 .5 .6 .6 11.00 , 6 .7 .8 .8 . 9 1.1 1.5 2.3 3 .2 4 .0 12.00 4 . 6 4.6 4 .4 4 .3 4 .1 4 .0 3 .8 3 .7 . 7 .9 1 13 .00 1. 2 .5 1. 1 .5 . 9 .6 .7 .6 .6 .6 14 .00 ,6 .6 .5 .5 .5 .5 .5 .5 .4 .5 15.00 .4 .4 4 .4 .4 .4 .4 .4 .3 .3 16 .00 .3 ,3 ,3 . 3 .3 .3 .3 3 . 3 .3 17. 00 I .2 .2 .2 .2 .2 .2 .2 .2 12 .2 18. 00 I . 2 .2 .2 2 .2 2 .2 .2 .2 .2 19.00 I .2 :2 .2 .2 .2 .2 .2 .2 2 2 20.00 .2 'A Data for Flagship Drive, North .Andover, MA, Page 9 Prepared by Dana F. Perkins, inc. 14 Dec 95 Hvdr.oCAD 3 .10 000444 (c) ,1986-1993 Applied Microcomputer Systems„ POND 1 Parking Lot Storage STARTING ELEV= 103.7 FT FLOOD ELEV= 109. 5 FT ELEVATION AREA INC.S`I'OR CUM.STOR STOR-IND METHOD (FT) (SF) (CF) (CF) PEAK ELEVATION= 108 .6 FT 103 . 7 0 0 0 PEAK STORAGE = 3011 CT' 108. 0 5B 125 125 Qin = 8 .1 CFS @ 12 .02 HRS 108 . 1 160 11 136 Qout=. 3 .6 CFS @ 12 .24 HRS 108 .2 3420 179 315 ATTEN= 56 % LAG= 13 .1 MIN 108 . 3 5450 443 758 IN/OUT= . 56 / . 56 AF 108 .4 7700 658 1416 108 .5 10160 893 2309 108 .6 12B40 1150 3459 108 . 7 15730 1429 4887 108 . 8 18840 1728 6616 108. 9 2217.0 2051 8666 _ 109.0 25770 2397 11063 109.5 28360 13533 24596 INVERT (FT) OUTLET DEVICES 103 , 7 811 ORIFICE Q=,6 PI r"2 SQR(2g) SQR(H-r) 109,2 16' BROAD-CRESTED RECTANGULAR WEIR Q=C L H-1.5 C=2 ,63, 2 .63, 0, 0, 0, 0, 0, 0 TOTAL DISCHARGE vs ELEVATION FEET 0.0 . 1 .2 3 .4 5 6 7 8 9 103.7 0. 0 0. 0 .1 . 3 . 5 . 7 , 9 1.0 1.1 1.3 1104 .7 1.4 1. 5 1.6 1. 7 1. 7 1.8 1. 9 2 .0 2.0 2 .1 105.7 I 2.2 2 .2 2 .3 2.4 2 .4 2. 5 2 .5 2 .6 2 .6 2. 7 106.7 2 .7 2 . 8 2.8 2 . 9 2 , 9 3.0 3 . 0 3 .1 3 .1 3 .2 10'l.7 I 3.2 3 .3 3.3 3 . 3 3 .4 3.4 3. 5 3 .5 3 .6 3 .6 108.7 3 .6 . 3 . 7 3.7 3. 7 3 .8 3 .8 5.2 7 .7 10. 8 POND f INFLOW & OUTFLOW Parking LoL Storage � n 7 5 STOR-IN0 METHOD 7 O - PEAK ELEV= 100.6 FT PEAK STOR= 3R41 CF 6 5 6 a - Oin= 0,1 CFS Dovt= 3,6 CFS I.AG= 13,1 MIN 4 5 9 - 1] 4 5 0 3 3 5 �1 C.) 3,0 1 1 2 5 1 � 1 2-0 1.5 1' I 0 GS, ,A 5 1!1 N M V U1 U3 1� 90 U. U7 Data for Flagship Drive, North, Andover, NA, page 10 'Prepared by Dana F. Perkins, inc. 14 Dec 95 H droCAD 3 ,10 000444 c 1986-1993 Applied Microcomputer Systems 4 POND I Parking Lot Storage OUTFLOW PEAK= 3 .6 CPS Q 12.24 HOURS HOUR 0. 00 .10 .20 .30 40 . 50 .60 . 70 .80 . 90 10.00 . 3 .4 .3 .4 .4 .5 .4 . 5 .5 .5 11.00 . 5 .6 .7 .8 ,8 1.0 1.4 2.2 2 .9 3.4 12.00 3 . 5 3 .6 3.6 3.6 3 .6 3 .5 3 .5 3 .4 - ,4 1.7 13 .00 0. 0 1.2 2 1.0 .3 .8 .3 .7 . 3 .6 14 .00 .3 ,5 .3 .5 .4 .5 .3 .4 . 3 .4 15.00 .3 ,4 .3 .3 .3 .3 .3 .3 . 3 .3 16 . 00 .2 .2 .2 .2 .2 2 2 .2 .2 .2 17. 00 I .2 .2 .2 .2 .2 .2 .2 .2 .2 .2 18. 00 I .1 .1 .1 ] 1 1 1 1 1 1 19. 00 .1 .1 . 1 1 1 1 1 1 1 1 20. 00 I .1 i i s i , 10 YEAR STORM L ; Data for Flagship Drive North Andover, <3 P . MA, Page 11 ' Prepared by Dana F. Perkins, inc, 14 Dec 95 ,. H droCAD 3 .10 000444 c 1986-1993 Applied Microcomputer S stems i jSUBCATCHMENT 1 Existing lot ACRES CN 4.06 70 Wooded SCS TR-20 METHOD TYPE III 24-HOUR RAINFALL= 4 .5 IN PEAK= 5.1 CFS @ .12.25 HRS VOLUME= .52 AF Method Comment Tc min : DIRECT ENTRY Ta 20.0 SUBCATCHMENT I RUNOFF Existing lot 50 AREA= 4 06 AC A 5 la= 20 MIN CN= 70 4.0 5CS 7R-20 METHOD 4) RA J.5 1NFAU,=24.5UUR IN cal 3 6 PEAK= 5,1 US U e 12.A HRS 2 5 • UULUME= 52 (IF 2 0 o J L.L 1 .5 1 0 _ .5 0.0m n+ nl �r in n m rn m _ - N TIME (hours) SUBCATCHMENT 1 Existing lot. RUNOFF PEAK, 5.1 CFS (0 12.25 HOURS HOUR 0. 00 . 10 .20 .30 .40 .50 .60 .70 80 90 10. 00 0.0 0. 0 0.0 0. 0 010 0. 0 0. 0 .1 .1 11 11, 00 I . 1 .1 .1 .2 .2 3 .3 .5 .6 1.2 12 . 00 I 2 .0 . 3 .6 5.0 5,0 4.2 3 .4 2 .7 2 .0 1.6 1.3 13 . 00 I 1.1 1.0 .9 .8 .8 8 7 7 7 7 14 , 00 I .6 .6 .6 . 6 .6 . 5 .5 .5 . 5 . 5 15 .00 I .5 .5 .5 .4 .4 .4 .4 .4 .4 .4 16.00 I .4 3 .3 . 3 .3 ,3 . 3 .3 3 .3 17.00 I .3 ,3 .3 .3 3 .2 .2 ,2 .2 .2 18 ,00 I .2 .2 .2 .2 .2 .2 .2 .2 .2 .2 19.00 I .2 .2 .2 .2 .2 .2 2 ,2 .2 .2 20.00 .2 i ` j i Data for Flagship Drive, North Andover, MA Page 12 Prepared by Gana F. Perkins, inc. 14 Dec 95 L HYdroCAD 3 . 10 000444 (c) 1986-19. Microcomputer Systems „9 3 Appliedic Ni $UBCATCHMENT 2 Developed lot to parking lot storage ACRES CN 2 .60 98 Impervious SCS TR-20 METHOD .44 74 lawn TYPE III 24-HOUR 3 .04 95 RAINFALL= 4.5 IN PEAK= 12.2 CFS Q 12.02 HRS VOLUME= .84 At' Method Comment Tc.. (min) ....,.._ ,...... DIRECT ENTRY To 5.0 E SUBCATCHMFNT 2 RUNOFF Developed lot to parking lot storage I 12 II AREA= 3.04 AC Tc= 5 MIN 10 CN= 95 9 SCS TR-20 METHOD IYPE III 24-11OUR 6 RAINFALL= 4,5 IN 4' 7 PEAK= 12.2 CFS U C 12.0Z MRS VOLUME= 64 AF :3CD 5 J 4 - 3 2 0 Ln TIME (hours) SUBCATCHMENT 2 Developed lot to parking lot storage RUNOFF PEAK= 12.2 CFS @ 12.02 HOURS HOUR 0. 00 .10 .20 .30 40 . 50 .60 70 80 90 10.00 I .6 .6 .6 .6 7 .7 .7 .8 .8 8 11,00 . 9 1. 0 1.1 1.2 1.3 1.5 2.3 3 .5 4.6 6.4 12 .00 12 .1 9.2 5.6 4 .3 3 . 1 2.0 1.5 1,4 1.3 1,1 13.00 110 1. 0 . 9 . 9 . 9 .8 .8 .8 .7 .7 14.00 . 7 . 7 .6 .6 .6 .6 6 6 5 5 15.00 . 5 . 5 .5 . 5 .5 ,4 .4 .4 .4 .4 16 . 00 .4 .3 .3 .3 .3 .3 .3 .3 .3 .3 17.00 , 3 .3 . 3 .3 .3 .3 .2 .2 .2 .2 18.00 .2 .2 .2 ,2 .2 .2 .2 .2 .2 .2 19.00 I .2 .2 .2 2 .2 .2 .2 .2 .2 .2 20.00 ( .2 y i I Pata for Flagship Drive, North Andover, MA Page 13 Prepared by Dana F. Perkins, inc. 14 ,D'ec 95 H droCAD 3 .10 000444 a 1986-1993 Applied microcomputer Systems OUBCATCHMENT 3 developed site to remote cb ACRES CN 25 98 impervious SCS TR-20 METHOD .03 74 lawn TYPE III 24-HOUR .28 95 RAINFALL= 4 .5 IN PEAKm 1.1 CFS @ 12 ,02 HRS VOLUME .08 AF I Comment _ To (min) DIRECT ENTRY To 5. 0 SUBCATCHMENT .3 RUNOFF developed bite to remote cb i I 1 0 AREA= .26 AC Tc= 5 MIN CN= 95 9 SCS TR-20 METHOD 8 TYPE III 24-HOUR RAINFALL= 4.5 IN 7 ��- PEAK= 1.1 CFS u 6 @ 12.02 HRS ` VOLUME= 08 AF :3 5 © 4 . J LL 3 .2 0 0 TIME (hours) SUBCATCHMENT 3 developed site to remote eb RUNOFF PEAT(= 1,1 CFS 0 12 . G2 HOURS HOUR 0.00 .10 .20 .30 .40 .50 .60 .70 80 90 10.00 1 1 1 1 1 1 .1 . 1 . 1 .1 11.00 1 1 1 1 1 1 .2 .3 .4 .6 I . 12 . 00 1. 1 .8 .5 .4 .3 .2 .1 1 1 1 13 . 00 .1 .1 1 1 1 1 1 1 ] 1 14 . 00 .1 . .1 .1 . 1 .1 1 1 1 .1 0.0 i 15. 00 I 0. 0 0.0 0. 0 0. 0 0.0. 0.0 010 0.0 0.0 0.0 16. 00 0.0 0.0 0. 0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 17.00 I 0. 0 0.0 0. 0 0..0 0.0 0.0 0.0 0.0 0.0 0.0 18.00 0. 0 0.0 0.0 0.0 0.0 0. 0 0.0 0.0 0.0 0.0 19.00 0 . 0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 20, 00 0 . 0 i { i 3 A i . Data for Flagship Drive, North Andover, MA Page 14 Prepared by Dana F. Perkins, inc. 14 Dec 95 Hi droCAD 3 .10 000444 c 1986-1993 Applied microcomputer Systems SUBCATCHMENT 4 developed site down slope of site drains ACRES CN . 07 98 impervious SCS TR-20 METHOD . 16 74 lawn TYPE III 24-HOUR .23 81 RAINFALL= 4. 5 IN PEAK= .6 CFS p 12 .02 HRS VOLUME- .04 AF Method Comment Tc min DIRECT ENTRY Tc 5.0 SUBCATCHMENT q RUNOFF developed site dawn slope of site drains G0 AREA= 23 AC 55 - TG= 5 MIN CN= 0€ 50 - SCS TR-20 HETHOD 45 TYPE III 24-HOUR 0 0 40 RAINFALL= 4.5 IN - L€- PEAK= .6 CFS lJ 35 a 12,02 HRS ~' 30 VOLUME= .04 AF fl 25 h- 2O .15 11) 05 - 0.90 TIME (hours) SUBCATCHMENT 4 developed site down slope of site drains RUNOFF PEAK= .6 CFS 0 12 . 02 HOURS HOUR 0.00 .10 .20 .30 .40 . 50 . 60 . 70 .80 . 90 10 . 00 i 0.0 0. 0 0.0 0. 0 0.0 0.0 0.0 0 . 0 0.0 0.0 11, 00 i 0. 0 0.0 0.0 0. 0 .1 .1 , .1 .1 .2 . 3 12 .00 i 6 .5 .3 .3 .2 . 1 .1 .1 . 1 1 13 .00 i .1 .1 .1 .1 . 1 .1 . 1 0.0 0.0 0, 0 14 . 00 i 0.0 0. 0 0.0 0.0 0.0 0.0 0. 0 0. 0 0.0 0.0 15. 00 0.0 0. 0 0.0 0. 0 0.0 0.0 0.0 0 . 0 0.0 0.0 16 .00 I 0.0 0. 0 0.0 0. 0 0.0 0.0 0.0 0,0 0.0 0.0 3.7 .00 0.0 0. 0 0.0 0.0 0. 0 0.0 0.0 0.0 0.0 0. 0 18. 00 f 0.0 0. 0 0.0 0,0 0. 0 0.0 0.0 0.0 0. 0 0. 0 19.00 0. 0 0.0 0.0 0.0 0,0 0.0 0. 0 0. 0 0.0 0 . 0 20.00 0.0 i Da La for Flagship. Drive, North Andover, MA Page 15 'Piepared by Dana F. Perkins, inc. 14 Dec 95 HydroCAD 3 .10 000444 (c) 1986-1993 Applied Microcomputer Systems SUBCATCHMENT 5 Developed site(Buffer) not to site drains ACRES CN .32 70 Wooded SCS TR-20 METHOD 19 '74 Lawn TYPE III 24-HOUR . 51 71 RAINFALL= 4 . 5 IN PEAK= , 7 CFS Q 12 ,25 HRS VOLUME= 07 AF Method CommenL- To (min) DIRECT ENTRY Tc 20.0 SUBCATCHMENT 5 RUNOFF Developed site(Buffer) not to site drains is - 03 AREA= 51 AC Tc= 20 MIN .55 CN= 71 50 - SCS TR-20 METHOD TYPE 111 24•-HOUR r-% 45 - RAINFALL= 4.5 IN i (k- 46 PEAK= 7 CFS U 35 Q 12 25 MRS VOLUME= 07 OF 30 • . o 25 LL 20 ' 15 1 lj .05 0 00 m n� v uo a n w m CD N TIME (hours) SUBCATCHMENT 5 Developed site(Buffer) not to site drains RUNOFF PEAK= , 7 CFS 0 12.25 HOURS HOUR 0. 00 .10 .20 .30 .40 .50 .60 .70 .80 . 90 10.00 I 0,0 0.0 0,0 0.0 0.0 0.0 0.0 0 ,0 0.,0 0.0 11.00 0.0 0 .0 0.0 0.0 0.0 0.0 0.0 .1 .1 .2 12 .00 I .3 . 5 .7 .7 .6 .4 , 3 ,3 .2 .2 13 .00 I . 1 ,1 , 1 1 .1 .1 .1 . 1 .1 . 1 14 .00 I , 1 , :1. .1 11 .1 .1 1 1 11 , 1 , 15.00 I .1 . 1 .1 . 1 1 1 1 0.0 0. 0 16.00 f 0. 0 0 ,0 0.0 0. 0 0.0 0.0 0.0 0.0 0.0 0. 0 : 17.00 I 0.0 0 .0 0.0 0. 0 0,0 0.0 010 0.0 0.0 0, 0 : 18.00 I 0, 0 0 , 0 0.0 010 0.0 0.0 0.0 010 0. 0 0. 0 J9.00 0. 0 0, 0 0.0 0. 0 0.0 0.0 0.0 0.0 0.0 0.0 20.00 0.0 Data for Flagship Drive, North Andover MA Page 16 Prepared by Dana F. Perkins, inc. 14 Dec 95 Hyda:oCAD 3 .10 000444 (c) 1986-1993 Applied Micro rolt>,puter Systems REACH 1 existing drain(assumed) DEPTH END AREA DISCH (FT) (SQ-FT) (CRSL 1211 PIPE STOR-IND METHOD 0.0 0.0 0. 0 MAX. DEPTH= .68 FT .1 0. 0 .1 n= .013 PEAK VELOCITY= 8.8 FPS .2 . 1 . 5 LENGTH= 300 FT TRAVEL, TIME _ .6 MIN .3 .2 1.2 SLOPR= ,03 FT/FT Qin = 5.1 CFS 0 12.25 HRS .7 .6 5.2 Qout=. 5.1 CFS 0 12 .26 HRS .8 . 7 6 .0 ATTEN= 1 LAG= .8 MIN . 9 . 7 6.6 IN/OUT= .52 / .52 AF . 9 . 8 6 .6 1.0 .8 6 .6 1.0 .8 6.2 REACH 1 INFLOW R OUTFLOW existing drain(a5surned) 5 0 12" PIPE. 4.5 n=.pl3 L=300' S=,03 q p STOR-IND METHOD VELOCITY= 9.0 FPS 3.5 - TRAVEL= .6 MIN Ul Oin= 5.1 CFS �t- 3 0 • Oaut= 5.i CFS U LAG= .0 MIN v 2 5 . :3 2.0 - 0 LL 1 .5 ! 0 - 5 . 0.0 m TIME (hours) REACH I. existing drain(assumed) OUTFLOW PEAK= 5.1 CFS © 12 .26 HOURS j HOUR 0 .00 .10 .20 .30 .40 . 50 .60 .70 . 80 . 90 10.00 0 .0 0. 0 0.0 0. 0 0.0 0.0 0. 0 0.0 .1 . 1 11.00 1 . 1 .1 .2 .2 .3 .3 .5 . 7 1.2 i 12 .00 2 .0 3 .5 4.9 5.0 4 .3 3.5 2 .7 2.0 1.6 1 .3 13. 00 1.1 1.0 .9 .8 .8 .8 . 7 .7 .7 . 7 14 .00 .6 .6 .6 .6 .6 .5 . 5 .5 .5 . 5 15 ,00 . 5 .5 .5 .4 .4 4 .4 .4 .4 .4 16 ,00 .4 .3 .3 .3 .3 .3 . 3 .3 .3 . 3 17.00 .3 .3 .3 .3 .3 .2 .2 .2 .2 .2 18 .00 .2 .2 .2 .2 .2 .2 . 2 ,2 .2 .2 19. 00 .2 .2 .2 .'2 .2 .2 . 2 .2 2 2 20.00 .2 i DqLta for Flagship Drive, North Andover, MA Page 17 Prepared by Dana F. Perkins, inc, 14 Dec 95 + HydroCAD 3 . 10 000444 (C•) 1,986-1993 Applied Microcomputer Systems _ REACH 2 exist, drain downstream of proposed tie-in DEPTH END AREA DISCH AFT) (SQ-FT) (CFS) 12" PIPE STOR-IND METHOD 0. 0 0.0 0. 0 MAX. DEPTH= ' .46 FT .1 0.0 .2 n= . 013 PEAK VELOCITY= 10.5 FPS .2 .1 .7 LENGTH= 164 FT TRAVEL TIME = .3 MIN . 3 .2 1 .6 SLOPE= . 0537 FT/FT Qin = 3 ,7 CFS Q 12 .35 HRS . 7 .6 6 . 9 Qout= 3 .7 CFS @ 12 .40 IIRS . 8 . 7 8 . 1 ATTEN= 0 $ LAG= 2.7 MIN . 9 . 7 8 .8 IN/OUT= .84 / .84 AF . 9 B 8. 9 1. 0 . 8 8.8 1. 0 B 8 .3 REACH 2 INFLOW & OUTFLOW exist . drain downstream of proposed tie- in 3,6 3 4 . 12" PIPE 3.2 - n=.013 L=164' S= 0537 3,0 STOR-IND METHOD 2,a - UELDCITY=. 10 6 FPS 2.6 - TRAVEL= .3 MIN Jj 2 4 pin= 3 7 CFS ��- 2 2 ' oout= 3.7 CFS U 2 0 LAG- 2.7 MIN 3 1 ,6 1 4 -J 1.2 LL_ 1 0 8 4 ` 6 + 4 - 2 0 m ^ N i7 V Ifl 4 1� l0 0 61 l TIME (hours) REACH 2 exist., drain downstream of proposed tie-in OUTFLOW PEAK= 3 .7 CFS p 12 .40 HOURS k HOUR 0.00 . 10 .20 .30 .40 .50 .60 . 70 .. 80 .90 10.00 I .4 , 7 .5 .7 .6 .7 .7 .8 .8 .8 11.00 I , 9 1. 0 1 .1 1.2 1.3 1.5 2 .2 3.2 3 .5 3 .5 12 ,00 3 .6 3 .6 3..7 3 .7 3 .7 3 .7 3 .7 3 .6 3 .6 3.6 !13 ,00 I 3 .6 3 . 5 3 . 5 3 .4 .2 1.2 .7 ,8 .8 .6 ,14.00 I . 8 . 5 .8 . 5 .7 .5 .7 .5 .6 .4 �15 ,00 I .6 ,4 .5 ,4 ,5 .4 .5 ,4 ,4 .4 16.00 I .4 .3 .4 .3 .3 .3 .3 .3 .3 .3 17, 00 I .3 .3 .3 .3 .3 . 3 .2 .2 .2 .2 18.00 I .2 .2 .2 .2 .2 .2 .2 .2 .2 ;2 19.00 I .2 .2 .2 .2 .2 .2 .2 , 2 .2 .2 20.00 I ,2 Data for Flagship Drive, North Andover, MA Page 18 Prepared by Dana F, Perkins, inc. 14 Dec 95 HvdroCAL1_3 .1.0 000444 (C) 19 86-1993 Applied Microcomputer Systems REACH 3 existing drain(asnumed) DEPTH END AREA DISCH (FT) (SQ-FT) (CPS) 12" PIPE STOR-IND METHOD 0. 0 0.0 0 .0 MAX. DEPTH= .75 FT 1 0. 0 .1 nm .013 PEAK VELOCITY= 8. 9 FPS .2 . 1 .5 LENGTHS 300 FT TRAVEL TIME _ .6 MIN .3 . 2 1.2 SLOPE= .03 FT/FT Qin = 5. 7 CPS Q 12 . 04 HRS . 7 G 5.2 Qout= 5.6 CPS @ 12 . 06 HRS .8 .7 6 . 0 ATTEN= 2 %, LAG= 1,6 MIN . 9 .7 6 .6 SN/OIIT= 1 .03 / 1. 03 AV . 9 . 8 6 .6 1. 0 . 8 6 .6 1. 0 . 8 6.2 RROCH 3 INFLOW & OUTFLOW existing drain(assumed) 5,5 12" PIPE 5,0 n=.813 L=300' S= 03 I 4 5 - STOR-!ND METHOD VELOCITY= 0.9 FPS 4 0 • TRAVEL= 6 MIN 3.5 Din= 5.7 CFS RauL- 5.6 CFS U 3 0 - LAG= 1.6 MIN I v i 2 5 0 2 0 .-J LL 1.5 i 5 i 0.0 TIME (hours) REACH 3 existing drain(asswaed) OUTFLOW PEAK= 5 .6 CFS ® 12.06 HOURS HOUR 0. 00 . 10 .20 .30 .40 .50 .60 .70 .80 . 90 10.00 I .4 . 8 .6 . 7 .8 . 8 .8 .9 . 9 . 9 3.1 .00 I 1.0 1.1 1.2 1.4 1.5 1.7 2.4 3 .7 4 .2 4 .5 12 . 00 I 5.5 5,6 5.2 5. 0 4 .7 4 .5 4.2 4.1 4 .0 4 .0 13 .00 I 3 . 9 3 .8 3.8 3 .7 . 9 . 9 1.3 .7 1.2 .7 14 .00 I 1.0 . 7 . 9 .8 .8 . 7 .7 .7 .7 .7 15.00 I .6 .7 .6 .6 .6 .6 . 5 .5 .5 .5 16.00 I .5 . 5 .4 .4 .4 .4 .4 .4 .4 .4 17'.00 .4 .4 .4 .3 .3 .3 .3 .3 .3 .3 18 . 00 .3 .3 .3 .3 .3 .3 .3 .3 .3 .3 19.00 .3 .'3 .2 .2 .2 .2 .2 .2 .2 .2 20,00 I .2 i i (Data for Flagship Drive, North Andover, MA Page 19 :Prepared by Dacia F. Perkins, inc. 14 Dec 95 !I[ydroCAD 3 .10 000444 Ic7_„ C986-1993 Applied Microcollti uter Systems POND 1 Parking Lot Storage 'STARTING ELEV" 103.7 FT. FLOOD ELEV= 109, 5 FT ELEVATION AREA INC.STOR CUM.STOR STOR-IND METHOD (FT)_ (SI•) (CF) SCF) PEAK ELEVATIONT= 108.6 FT 103 . 7 0 0 0 PEAK STORAGE = 7524 CF 108 . 0 58 125 125 Qin = 1.2.2 CFS @ 12 ,02 HRS 108 . 1 160 11 136 Qout= 3 .7 CFS @ 12 .35 HRS 108 . 2 3420 179 315 ATTEN= 70 $ LAG= 20.1 MIN 108 , 3 5450 443 758 SN/OUT= . 84 f .84 AV 10B . 4 7700 658 1416 108 . 5 10160 893 2309 108 . E 12840 1150 3459 108 . 7 15730 1429 4887 108 :8 18840 1728 6616 3.08 . 9 22170 2051. 8666 109. 0 25770 2397 11063 109. 5 28360 13533 24596 INVERT FT OUTLET DEVICES 103 .7 81' ORIFXCE Q= .6 PI r"2 SQR(2g) SQR(H-r.) 109, 2 16' BROAD-CRESTED RECTANGULAR WEXR Q=C L H-1. 5 C=2.63, 2 .63, 0, 0, 0, 0, 0, 0 TOTAL DISCHARGE vs ELEVATION i FEET 0.0 .1 .2 .3 .4 . 5 .6 .7 . 8 . 9 103 .7 I 0.0 0.0 .1 .3 .5 . 7 .9 1.0 1. l 1.3 104.7 I 1.4 1. 5 1.6 1.7 1.7 1.8 1. 9 2.0 2 . 0 2.1 105 . 7 I 2.2 2.2 2.3 2 .4 2 .4 2 .5 2.5 2 .6 2 .6 2. 7 106.7 2.7 2 .8 2.8 2 . 9 2 , 9 3 .0 3 .0 3 .1 3 .1 3 .2 3.07.7 I 3 .2 3 .3 3.3 3 .3 3 .4 3 .4 3 . 5 3 . 5 3 .6 3.6 108 .7 3 .6 3 . 7 3 .7 3 . 7 3 .8 3 .8 5.2 7 . 7 10.8 i POND I INFLOW & OUTFLOW Parking Lot Storage 12 STOR-INO METHOO 11 PEAK EI.EV= 108.8 FT 10 PEAK STOR= 7520 CF f . 9 Oin= 12.2 CF'S OouL 3.7 CFS r 8 LAG= 20-1 MIN l3 ' � 5 - • O -j A 3 1. 2 I 1 rQ 1� �l0 N nl v fn 6 1� a7 0 67 i Data for Flagship Drive, North Andover, MA Page 20 Prepared b Dana F, Perkins, inc. Dec 95 r H'droCAD 3 .10 000444 (cl_ 1_986-1993 Applied Microcomputer Sygteins � P Y - r 14 Be PQMD 1 Parking Lot Storage k OUTFLOW PEAK= 3 , 7 CFS @ 12 .35 HOURS i 1 HOUR 0.00 .10 .20 .30 .40 .50 .60 . 70 80 90 10.00 I .5 .6 .6 .7 .6 .7 .7 .8 .8 .9 I1.1..00 19 1. 0 1.1 1 .2 1.3 1.5 2.2 3 .3 3.4 3 .5 12 .00 3 .6 3 .6 3 .7 3 .1 3 .7 3 .7 3. 7 3 .6 3.6 3 .6 13.00 I 3 .6 3 . 5 3 .5 3 ,4 -0.0 1.5 .2 1.2 .4 1.0 114 . 00 I .4 .9 .4 .8 . . 5 .7 . 5 .6 .5 6 115 . 00 . 5 . 5 .4 .5 4 .5 .4 .4 .4 4 116 . 00 I .3 .4 .3 .3 .3 ,3 .3 .3 .3 .3 17 .00 I .3 .3 .3 .3 .3 .3 .2 2 .2 .2 18 . 00 I .2 .2 .2 .2 .2 .2 .2 2 .2 .2 119.00 I .2 .2 .2 .2 .2 .2 .2 .2 .2 .2 ; 20. 00 .2 1 E ' I i i i i I I 25 YEAR STORM i I a i i 1 ',.Data for Flagship Drive, North Andover, MA Page 21 Prepared by Dana F. Perkins, inc. 14 Dec 95 HydroCAD 3 .10 000444. (c) 1986-1,993 Applied Microcomputer Systems SUBCATCHMENT 1 Existing lot ACRES CN 4 . 06 70 Wooded SCS TR--20 METHOD TYPE III 24-HOUR RAINFALL= 5 .4 IN PEAK= 7.3 CFS Q 12 .24 3HRS VOLUME= .73 AF Method Comment Tc (min) DIRECT ENTRY TC 20.0 SUBCO CHMENT i RUNOFF Existing lot 7.e 6.5 AREA= 4.06 AC Ta= 20 MIN 6 © CN= 70 5 5 SCS 7R-20 METHOD 5 D TYPE III 24-IIUUR RAINFALL= 5.4 IN 4 5 PEAK= 7.3 US I] 4 0 - C 12 24 MRS `r 3.5 UULUME= -73 AF 73 :I 0 CD _j 2.5 2 0 1 5 0 5 - H H _ N TIME (hours) SUBCATCHMENT 1 Existing lot RUNOFF PEAK= 7.3 CFS 6] 12 .24 HOURS HOUR 0. 00 , 10 20 .30 .40 . 50 .60 .70 .80 .90 10.00 0.0 .1 .1 .1 .1 .1 . 1 .2 .2 .2 11.00 .2 .3 . 3 . ,4 .4 .5 . 6 .8 1.3 2 .0 12 . 00 3 , 1 5.4 7.2 7.0 5 .9 4.7 3 .6 2 . 7 2 , 1 1.8 13 .00 1..5 1.3 1.2 1.1 1. 1 1.0 1.0 . 9 . 9 .9 14 .00 [ . 8 .8 . 9 .8 , 7 . 7 . 7 .7 . 7 .7 15.00 .6 .6 .6 .6 ,6 .6 .5 .5 . 5 .5 16 .00 . 5 .4 .4 .4 .4 .4 .4 .4 .4 .4 17. 00 I .4 .4 . 3 .3 .3 .3 .3 . 3 .3 .3 18 .00 I .3 .3 . 3 .3 .3 .3 ,3 .3 .3 .2 19.00 I .2 .2 .2 .2 ,2 .2 2 2 2 2 20.00 .2 Data for Flagship Drive, North Andover, MA Page 22 Prepared by Dana F. Perkins, inc. 14 Dec 95 HVdroCAD 3 . 10 000444 (c) 1.986-1993 Applied Microcomputer Systems 4UBCATCHMENT 2 Developed lot to parking lot storage ACRES CN 2 .60 98 Impervious SCS TR-20 METHOD .44 74 lawn TYPE III 24-HOUR 3 . 04 95 RAINFALL= 5.4 IN PEAK= 14 . 8 CFS @ 12.02 HRS VOLUME= 1. 02 AF i Method_._....... Comment To (mini DIRECT ENTRY To 5.0 I I SUBCATCHMENT 2 RUNOFF Developed lot to parking lot storage 14 AREA= 3 04 AC 13 Tc= 5 MIN I 12 CN= 95 11 SCS TR-20 METHOD TYPE III 24-HOUR 10 ' RAINFALL= 5.4 IN j U © PEAK- 14.0 CFS C 12.OR 11RS 7 VOLUME= 1.02 AF 6 - 4 3 _ 2 1 - 0 m ni ri v r �2 TIME (hours) SUBCATCHMENT 2 Developed lot to parking lot storage RUNOFF PEAK= 14.8 CFS @ 12 . 02 HOURS HOUR 0.00 .10 .20 .30 .40 . 50 .60 .70 .80 90 10 .00 I .7 . 7 .8 .8 .8 . 9 .9 1. 0 1 .0 1.0 11 . 00 I 1.1 1.2 1,4 1.5 1 .6 1. 9 2 .9 4 .2 5. 7 7.8 12. 00 I 14 .7 11.1 6.8 5.2 3 .8 2 .4 1.9 1. 7 1 . 5 1.4 13 . 00 I 1.2 1. 2 1.1 1.1 1.0 1. 0 1.0 . 9 .9 . 9 14 . 00 II .8 .8 .8 .7 .7 . 7 . 7 . 7 .6 15.00 I .6 . 6 .6 .6 .5 .5 . 5 . 5 .5 .4 16 .00 I .4 .4 .4 .4 .4 .4 .4 .4 .4 .4 17 .00 I .3 . 3 .3 .3 .3 . 3 .3 . 3 .3 .3 18 . 00 I .3 . 3 .3 3 .3 .3 .2 .2 .2 .2 19. 00 I .2 .2 .2 2 .2 .2 .2 .2 .2 .2 20. 00 .2 I I � I Data for Flagship Drive, .North Andover, MA. Page 23 Prepared by Dana F. Perkins, inc. 14 Dec 95 H droCAD 3 .10 000444 c 1986-1993 ApDlied Microcomputer Systems i $UBCATCHMENT 3 developed site to remote cb I ACRES CN j .25 98 impervious SCS TR-20 METHOD . 03 74 lawn TYPE III 24-HOUR •28 95 RAINFALL= 5.4 IN PEAK= 1.4 CFS Q 12. 02 HRS VOLUME= . 09 AF Methodb Comment Tc (min) DIRECT ENTRY To 5,0 { SUBCATCHMENT 3 RUNOFF developed site to remote cb 1 3 , AREA= 20 AC 1 .2 Tc= 5 MIN 1 CN= 95 A SCS TR-20 METHOD TYPE III 24-HOUR g RAINFALL= "a 4 IN PEAK= 1 4 CFS v 7 _ e 12 62 HRS VOLUME= 09 AF 3 .G © 5 • 3 .2 1 U Om ry m v uro � n w in m . TIME (hour5) $USCATCHMENT 3 developed site to remote cb RUNOFF PEAK= 1.4 CFS O 12 .02 IIOURS HOUR 0. 00 .10 .20 .30 .40 . 50 .60 . 70 .B0 . 90 10.00 .1 .1 .1 .1 .1 .1 .1 .1 . 1 .1 11.00 . 1 .1 .1 .1 .2 .2 .3 .4 .5 .7 12.00 1.4 1 .0 .6 .5 .3 .2 .2 .2 .1 .1 13 .00 f . 1 .1 . 1 .1 .1 .1 . 1 14 .00 . 1 .1 . 1 .1 .1 .1 .1 15.00 I 1 .1 .1 .1 .1 0.0 0. 0 0.0 0. 0 0.0 16 . 00 0. 0 0.0 0. 0 0.0 0 .0 0.0 0.0 0.0 0.0 0 .0 17. 00 . 1 0.0 0.0 010 0.0 0 .0 0.0 0.0 0.0 0. 0 0.0 18 .00 ( 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 19.00 0.0 0.0 0, 0 0'.0 0.0 0.0 0.0 0.0 0. 0 0.0 20.00 ( 0.0 Data for Flagship Drive, North Andover, MA Page 24 t Prepared by Dana F. Perkins, inc. 14 Dec 95 HydroCAD 3 . 10 000444 (c) 1986-19„9„3 Applied Microcomputer Systems SU�CATCHMNNT 4 developed site down slope of site drains ACRES CN .07 98 impervious SCS TR-20 METHOD .16 74 lawn TYPE III 24-HOUR .23 81 RAINFALL= 5.4 IN PEAK= .8 CFS 12 .02 HRS VOLUME= .06 AF Method Comment TC min DIRECT ENTRY Tc 5.0 i i SUBCATCHMENT 9 RUNOFF developed site down slope of site drains as 75 AREA- 23 AC Tc- 5 MIN .713 CN= 81 .65 SCS TR-20 METHOD 6fl ' TYPE I I I 24•-HOUR r .55 RAINFALL= 5.4 IN 50 PEAK= 0 CFS 4') . e 12.02 HRS :40 VOLUME= .96 AF :3 35 d 30 .25 20 15 ifl 05 0 001 m -- ni r� v sn w n m cn cv TIME (hours) SUBCATCHMENT 4 developed site down slope of site drains RUNOFF PEAK= .8 CFS Q 12 .02 HOURS HOUR 0.00 .10 .20 .30 .40 .50 .60 .70 . 80 .90 10. 00 0.0 0. 0 0.0 0.0 0. 0 0.0 0. 0 0.0 0.0 0. 0 1:L .00 0.0 0. 0 .1 .1 . 1 .1 . 1 .2 .3 .4 12.00 . 8 . 7 .4 .3 2 .2 .1 .1 . 1 . 1 13 .00 .1 .1 .1 .1 A .1 . 1 .1 .1 .1 14 .00 . 1 . 1 .1 0.0 0. 0 0.0 0. 0 0.0 0.0 0. 0 15.00 0. 0 0 . 0 0.0 0.0 0. 0 0.0 0. 0 0.0 0.0 0. 0 16.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0. 0 17.00 0.0 0.0 0. 0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 7i8 .00 0.0 0.0 0. 0 0.0 0.0 0.0 0.0 0.0 0.0 0. 0 19.00 0.0 0.0 0. 0 0.0 0. 0 0.0 0.0 0.0 0.0 0. 0 20. 00 0.0 Data for flagship Drive, North Andover, MA Page 25 Prepared by Dana F, Perkins, inc, 14 Dec 95 HydroCAD 3 . 10 000444 , (,c) ._1986-1993 Applied ,Microcomputer Sestet}}s_. SUBCATCHMRNT 5 Developed site(Buffer) not to site drains ACRES CN .32 70 Wooded SCS TR-20 METHOD .19 74 Lawn TYPE III 24-HOUR .51 71 RAINFALL= 5,4 IN PEAK= 1. 0 CFS C 12.24 HRS VOLUME= .09 AF Method Comment Tc min DIRECT ENTRY To 20. 0 SUBCATCHMENT 5 RUNOFF Developed site(Buffer) not to site drains 90 AREA= 51 AC B5 Tc= 20 MIN oll CN= 71 75 70 - SCS TR-•20 METHOD r, 65 - TYPE III 24-HOUR RAINFALL= 5 4 IN J1 GO U 55 • PEAK= 1 0 CFS v H RS 45 UQl UME= .09AF - U 35 le 3 i 0 - 25 - 20 IS . 10 05 - 0.00m N v ue n n w rn m TIME (hours) S,UBCATCHMENT 5 Developed site(Buffer) not to site drains RUNOFF PEAK= 1.0 CFS @ 12 .24 HOURS HOUR 0 .00 .10 .20 .30 .40 .50 .60 .70 .80 .90 10.00 0.0 0. 0 0.0 0.0 0.0 0.0 0.0 0.0 0. 0 0.0 11.00 0.0 0 . 0 0. 0 .1 . 1 .1 .1 .1 .2 .3 12 . 00 .4 . 7 . 9 . 9 . 8 6 , 5 .4 . 3. .2 13. 00 .2 .2 .2 .1 . 1 .1 1 1 1 1 14 .00 . 1 .1 . 1 .1 .1 .1 15.00 . 1 .1 . 1 ,1 .1 .1 1 1 1 1 1.6 .00 . 1 ,1. . 1 , 1 . 1 .1 .1. 0.0 0.0 0, 0 17:00 0.0 0 .0 0. 0 0:0 0.0 0.0 0,0 0.0 0.0 0.0 18. 00 0.0 0.0 0. 0 0.0 0. 0 0.0 0.01 0.0 0,0 0. 0 19.00 0.0 0.0 0.0 010 0. 0 0.0 0.0 0.0 0.0 0.0 20.00 [ 0. 0 i llata for Flagship Drive, North ,Andover, MA Page 26 ' Prepared by Dana F. Perkins, inc. 14 Dec 95 H droCAD 3 . 10 000444 c 1986•-1993 AptDlied Mibrocom uter S stems REACH 1 existing drain(assumed) DEPTH END AREA DISCH FT S -FT CFS 12" PIPE STOR- IND METHOD 0. 0 0 . 0 0 . 0 MAX. DEPTH 1.00 FT , 1 0 . 0 .1 n- .013 PEAK VELOCITY= 8.9 FPS ,2 . 1 . 5 LENGTH= 300 FT TRAVEL TIME _ .6 MIN . 3 2 1 .2 SLOPE= .03 FT FT/ Qin = 7.3 CFS Q 12 .24 HRS , 7 . 6 5 .2 Qout= 6.6 CFS Q 12 .46 HRS .8 1 6 . 0 ATTEN= 10 % LAC= 12 . 9 MIN . 9 . 11 6 .6 IN/OUT= . 73 / .73 AF .9 . 8 6 .6 i 1.0 . 8 6 . 6 1.0 .8 6 . 2 i BEACH 1 INFLOW & OUTFLOW existing drain(assumed) i 70 6.5 12" PIPE n» 013 L=360' S= 133 6,13 - 1 I 5 5 - 1 STOR-INO METHOD I VELOCITY- 6.9 FPS r- 5.0 - I IRhUEL= & MIN cdI A 'v Oin= 7.3 CFS Oo.Lt; 6 b CFS 19 LAG= 12.9 MIN 3,5 - 3 0 -j 2 5 LL-. 1 ,5 m ,L1 5 - © O 6/ 11i 17 - v 1!5 lf3 n w to m TIME (hours) REACH 1 existing drain(assumed) OUTFLOW PEAK= 6 .6 CFS 9 12.46 HOURS HOUR 0.00 .10 .20 .30 .40 . 50 .60 .70 .80 . 90 10.00 0.0 .1 .1 11 . 1 .1 .1 .2 .2 .2 11.00 I .2 .3 .3 ,4 .4 . 5 .6 © 1.2 1. 9 12 .00 I 3 .0 5 '1 6 .2 6 .2 6 .2 6.4 3 .8 2. 7 2 .2 1.7 13 .00 1.6 1.3 1.2 1.1 111 1.0 1.0 . 9 .9 .9 14 .00 I .8 .8 .8 .8 . 7 , 7 .7 .7 .7 .7 15.00 .6 .6 .6 ,6 .6 .6 . 5 .5 .5 .5 16.00 ( .5 4 .4 .4 .4 4 .4 .4 .4 4 17. 00 .4• .4 .3 .3 .3 .3 .3 .3 .3 .3 18 .00 . 3 , 3 .3 .3 . 3 .3 . 3 .3 .3 .2 19,00 .2 ,2 .2 .2 2 .2 .2 .2 .2 .2 20.00 .2 E c Data for Flagship Drive, North Andover, MA Page 27 4 :Prepared by Dana F. Perkins, inc. 14 Dec 95 -H droCAD 3 .10 000444 c 1986-1993 Applied Microcomputer Systems REACH 2 exist. drain downstream of proposed tie-in :DEPTH END AREA DISCH (FT) (S4-FT) (CFS) 1211 PIPE STOR-IND METHOD 0. 0 0. 0 0.0 MAX. DEPTH= .46 FT . 1 0. 0 .2 n= .013 PEAK VELOCITY= 10.6 FPS . 2 . 1 .7 LENGTH= 164 FT TRAVEL TIME _ .3 MIN .3 .2 1.6 SLOPE= .0537 FT/FT Qin = 3.7 CPS @ 12 .40 HRS .7 .6 6. 9 Qout 3.7 CFS @ 12'.40 HRS . 8 .7 8 .1 ATTEN= 0 t LAG= .1 MIN . 9 .7 8 .8 IN/OUT= 1. 02 / 1.02 AF . 9 .8 8 . 9 1.0 .8 8 .8 1.0 .8 8.3 REACH 2 INFLOW , & OUTFLOW exist drain downstream of proposed tie-- in 3 6 3 n I?" PIPE n=.1313 L=1W S=.0537 3 0 STOR-IND METHOD 2 © VELOCITY= a0.6 FPS r. 2 6 TRAVEL= 3 MIN d1 2 '1 Oin= 3 7 CFS cF_ 2 2 Daut= 3.7 CFS U 2 0 LAG= I MIN v 1 D - :3 1 6 O 14 _-1 1 z 0 D z ri a ID N '1 V ILl Kl � W Cif 6i TIME (hours) REACH 2 exist. drain downstream of proposed tie-in OUTFLOW PEAK= 3 . 7 CPS @ 12.40 HOURS HOUR 0. 00 .10 .20 .30 .40 .50 .60 .70 .80 90 10.00 I .5 . 6 7 . 9 .8 ,9 . 9 1 . 0 1 .0 1 , 0 11.00 I 1.1 1.2 1.3 1. 5 1.6 1. 8 2.6 3.4 3 .5 3 . 5 12 . 00 I 3 .6 3 . 7 3 .7 3 . 7 3.7 3 . 7 3 . 7 3. 7 3 .7 3 . 7 13 .00 I 3 .7 3 . 7 3 .6 3 ,6 3 . 6 3 .6 3 . 5 3. 5 2 .2 ,1 14 .00 1 .3 .6 .9 .7 .7 .8 .6 .8 .5 .8 15.00 .5 . 7 .5 .7 . 5 .6 .4 . 5 .4 . 5 16 .00 I .4 .5 .4 .4 .4 .4 ,4 .4 .4 .4 17.00 .3 .3 .3 3 . 3 .3 . 3 .3 .3 . 3 18 .00 . 3 .3 .3 .3 .3 .3 .2 .2 .2 ,2 19.00 .2 •.2 .2 .2 2 .2 2 ..2 .2 . 2 20.00 I .2 i pata for Flagship Driver North Andover, MA Page 28 repared by Dana F. Perkins, inc. 14 Dec 95 pdroCAD 3 .10 000444 a 1986-1993 Applied Microcomputer Systems i REACH 3 existing drain(assumed) DEPTH END AREA DISCH (FT) (SO-FT) (CFS) 1211 PIPE STOR-IND METHOD T 0. 0 0. 0 0:0 MAX. DEPTH= .83 FT . 1 0.0 .1 n= .013 PEAK VELOCITY= 8 , 9 FPS .2 .1 .5 LENGTH= 300 FT TRAVEL TIME M .6 MIN . 3 .2 1 .2 SLOPE= .03 FT/FT Qin = 6.3 CFS O 12 ,04 HRS .7 .6 5 .2 Qout= 6 .2 CFS @ 12 .07 HRS . 8 . 7 6 .0 ATTEN= 2 t LAG= 1.7 MIN .9 .7 6 .6 IN/OUT= 1.27 / 1.27 AF . 9 .8 6 .6 1 . 0 .8 6.6 1.0 .8 6 .2 REACH 3 INFLOW & OUTFLOW existing drain(cissumed) G 0 - !2" PIPE 5 5 - n= 013 L=300' S= 03 513 9TOR-IND METHOD VELOCITY= 13 9 FPS 4.5 TRAVEL= 6 MIN r-. d) '1.13 pin= 6.3 CFS cc- Oout= 6.2 CFS U 3 5 - LAG= 1.7 MEN v 3.0 - 3 2.5 j Cl I-J 2 0 Y 5 0 86j i TIME (hours) I REACH 3 existing drain(assumed) OUTFLOW PEAK= 6 .2 CFS Q 12.07 HOURS i HOUR 0.00 .10 .20 .30 .40 . 50 .60 .70 .80 .90 10. 00 I . 5 1.0 .8 1.0 1.0 1.0 1.1 1. 1 1.2 1.2 11. 00 I 1.3 1.4 1,6 1,7 1. 9 2 . 1 3 .0 4 .1 4 ,4 4 . 9 12. 00 I 6 .1 6.2 5 . 7 5.5 5.1 4.8 4 , 5 4 .4 4 ,2 4 .1 13. 00 4 .1 4.0 4 . 0 3 .9 3 .9 3 . 9 3 .8 3.7 2 .7 .5 14 .00 1.1 1.1 . 8 1..2 .8 1.1 .8 1.0 . 8 . 9 15.00 .8 .8 .8 7 .7 . 7 .7 .6 .6 .6 16 , 00 .6 .5 . 5 .5 . 5 .5 . 5 .5 . 5 .5 17. 00 . 5 .4 .4 .4 .4 .4 .4 .4 .4 .4 18 . 00 .3 .3 .3 3 .3 .3 .3 .3 .3 .3 19.00 .3 .3 . 3 .3 .3 .3 .3 .3 . 3 .3 20.00 I 3 M i Pata for Flagship Drive, North Andover, MA Page 29 t Prepared by Dana F. Perkins, inc. 14 Dec 95 HydroCAD 3 .10 000444 (c) 1986-1993 Applied.-Microcomputer Systems _ POND 1 Parking Lot Storage STARTING ELEV= 103 . 7 FT FLOOD ELEV= 109, 5 FT ELEVATION AREA INC.STOR CUM.STOR STOR-IND METHOD _(FT) (SP) (CF) (CF) PEAK ELEVATION= 109.0 FT 103 .7 0 0 0 PEAK STORAGE = 11036 CF 108 . 0 58 125 125 Qin, = 14 .8 CPS @ 12 .02 HRS 108 .1 160 11 136 Qout= 3.7 CFS @ 12 .40 HRS 108 .2 3420 179 315 ATTEN= 75 o LAG= 23 .2 MIN 10B . 3 5450 443 758 IN/OUT= 1. 02 / 1.02 AF 108 .4 7700 658 1416 108 . 5 10160 893 2309 106 .6 12840 1150 3459 108 . 7 15730 1429 4087 108 . 8 18840 1728 6616 106. 9 22170 2051 8666 109.0 25770 2397 11063 109. 5 28360 13533 24596 INVERT (FT) OUTLET DEVICES 103 . 7 811 ORIFICE Q=.6 PI rA2 SQR(2g) SQR(H-r) 109, 2 161 BROAD-CRESTED RECTANGULAR WEIR Q=C L H-1. 5 C=2.63, 2 .63, 0, 0, 0, 0, 0, 0 I TOTAL DISCHARGE vs ELEVATION FEET 0. 0 .1 .2 . 3 .4 .5 .6 .7 .8 . 9 103 .7 I 0.0 0.0 .1 .3 .5 .7 .9 1.0 1.1 1 .3 104 . 7 1.4 1.5 1.6 1.7 1.7 1.8 1. 9 2 .0 2.0 2 . 1 i 105.7 I 2.2 2.2 2.3 2 .4 2 .4 2 .5 2. 5 2 .6 2.6 2 .7 106.7 I 2.7 2.8 2.8 2.9 2.9 3 .0 3 . 0 3 ,1 3.1 3 .2 107.7 I 3 .2 3 . 3 3 .3 3.3 3.4 3 .4 3 .5 3 . 5 3 .6 3 .6 108.7 3 .6 3 . 7 3 .7 3 .7 3 .8 3 .8 5.2 7 .7 10. 8 POND I INFLOW 9' OUTFLOW Parking Lot Storage 14 STAR-END METHOD 13 . PEAK ELEV= t09 FT 12 PEAK STOR= 11036 CF 11 Oin= 14 S CFS Oo�t. 3,7 CF5 10 LAG= 23.2 MIN 9 U p . ry . 3 ~i z -, t 1 � r m N T v ifs U i� N m m i Data for Flagship Drive, North Andover, MA pace 30 Prepared by Dana F. Perkins, inc. 14 Dec 95 Hyd.roCAD 3.10 000444 icL 19,8,6-1993 Applied Microcomputer Systems i POND 1 Parking Lot Storage OUTFLOW PEAK= 3.7 CFS © 12.40 HOURS HOUR 0 .00 .10 .20 .30 .40 .50 .60 .70 . 80 90 110.00 I .6 .8 .7 . 9 .8 .9 . 9 1.0 1.0 1.1 111.00 I 1.1 1.2 1.3 1.5 1.6 1. 9 2.7 3 .4 3 .5 3 . 5 12 . 00 i 3 .6 3 . 7 3.7 3 .7 3 . 7 3. 7 3 , 7 3 .7 3 .7 3 . 7 13 .00 3 . 7 3 . 7 3.6 3 .6 3 .6 3 .6 3 . 5 3.5 2.1 - . 1 114 .00 1.5 .2 1.2 .4 1. 0 .5 .9 .5 .8 .5 15.00 I .7 .5 .7 .5 .6 .5 .6 .4 .5 .4 116.00 I .5 .4 4 .4 .4 .4 .4 .4 .4 .4 17.00 .4 .3 .3 .3 .3 .3 .3 .3 .3 .3 18 .00 .3 .3 .3 . 3 .3 .3 .2 .2 .2 .2 ! 19 .00 I .2 .2 .2 .2 .2 .2 .2 .2 .2 .2 20. 00 I 2 i I I i i 3 i 100 YEAR STORM j i Data for Flagship Drive, North Andover, MA Page 31 Prepared by Dana F. Perkins, inc. 14 Dec 95 H droCAD 3 .10 000444 c 1986-1993 Applied microcomputer Sy. te€ns i SUBCATCHMENT 1 Existing lot ACRES CN 4 . 06 70 Wooded SCS TR-20 METHOD TYPE III 24-HOUR RAINFALL= 6 .4 IN PEAK= 9 . 9 CIiS @ 12.24 HRS VOLUME= . 97 AF Method „ ' Comment Tc (min) DIRECT ENTRY TC. 20 ,0 ! I i SUBCATCHMENT I RUNOFF Existing lot - 9 0 AREA= 4.06 AC a 5 T-= 20 MIN a 0 - CN= 70 7 5 - 5CS TR-20 METHOD 7 0 - TYPE III 24-HOUR 6,5 RAINFALL.= 6,4 IN to 5 5 PEAK= 9.9 CFS e 12.24 HRS v 5.O OOLUME= 97 AF 4 5 3 q 0 - © L a _1 fl Li z � 2 0 15 I fl 5 � Dm iv ,•i v vo w n a u, m TIME (hours) SUSCATCHMENT 1 Existing lot RUNOFF PEAK=. 9. 9 CPS U 12 .24 HOURS HOUR 0,00 .10 .20 .30 .40 .50 .60 .70 .80 . 90 10.00 1 .2 .2 ;2 .2 .3 .3 .3 .3 4 11.00 .4 .5 . 5 .6 .7 .8 . 9 1.3 1.9 2 .8 12 .00 4 .4 7.4 9. 7 9.4 7 .8 6 .2 4 .8 3 . 5 2 . 7 2 . 3 13 . 00 2 . 0 1.7 1.6 1,4 1.4 1.3 1.3 1.2 1,2 1. 1 14 .00 1.11 1.0 1. 0 11. 0 .9 . 9 . 9 . 9 . 9 .8 15.00 . 8 .8 . 8 ;7 .7 .7 .7 . 7 .6 .6 16 . 00 .6 .6 . 5 15 .5 .5 .5 . 5 . 5 .5 17, 00 I .5 .4 .4 .4 .4 .4 .4 .4 .4 ,4 18. 00 I 4 .3 .3 .3 .3 . 3 .3 .3 .3 3 119.00 I .3 .3 .3 .3 .3 .3 .3 .3 .3 .3 120.00 .3 i i D7ta For Flagship Drive, North Andover, MA Page 32 Pfepared by Dana F. Perkins, inc. 14 Dec 95 3„ Applied Micro m uter Systems Hydr.oCAD 3 ,10 000444 [c) 1986-199 p„ I SBCATCHMENT 2 Developed lot to parking lot storage ACRES CN 2 ,60 98 110pervious SCS TR-20 METHOD ! .44 74 lawn TYPE III 24-HOUR 3 .04 95 RAINFALL= 6 .4 IN I j PEAK= 17 .7' CFS 9 12 .02 HRS 'V'OLUME= 1 .22 AF Method Comment Ic (min) DIRECT ENTRY To 5.0 f SUBCATCHMENT 2 RUNOFF Developed ! of to parking lot storage 17 AREA= 3.94 AC IC Tc= 5 MIN 15 ' CN= 95 14 13 - SCS TR-28 METHOD r 12 , TYPE' 111 24-FIOUR RAINFALL= 6.4 111 cu IO PEAK= 17 7 CFS C 12B2 [IRSi D , VOLUME= .22 AV CD L� 5 4 - J 2 1 0 m -- r� r� v ur w n m u• m -TIME (hours) SUBCATCHMRNT 2 Developed lot to parking lot storage RUNOFF PEAK= 17, 7 CFS 0 12 ,02 HOURS HOUR 0.00 . 10 .20 .30 .40 50 .60, .70 .80 . 90 10.00 . 9 . 9 . 9 1.0 1,0 1.1 1.1 1.2 1.2 1,3 11.00 1.3 I.5 1.6 1.8 2.0 2 .3 3 .5 5.1 6 .8 9.4 12.00 17 . 5 13 .3 8 . 1 6.2 4 .5 2. 9 2 .2 2 .0 1.8 1.6 13 .fl0 I 115 1..4 1.3 1.3 1.2 1.2 1.2 1.1 1.1 1.0 14.00 1.0 .9 .9 . 9 .9 .8 .8 .8 .8 .8 15,00 .7 . 7 . 7 .7 .6 .6 .6 .6 E? 5 16 . 00 I ,5 . 5 . 5 .5 .5 .5 .5 .4 .4 .4 17. 0D .4 .4 .4 .4 .4 .4 .4 .3 .3 .3 18,00 .3 . 3 .3 .3 .3 .3 .3 .3 .3 .3 19.00 .3 .3 .3 .3 .3 .3 .3 .3 .3 .3 3 20.00 I .3 i 3 i `Data far Flagship Drive, North Andover, MA Page 33 I ag :Prepared by Dana F. Perkins, 111c. 14 Dec 95 HydroCAD 3 ,10 000444 (c) 1986-„1993 Applied Microcomputer Systems _ i ISUBCATCHMENT 3 developed site to remote cb ACRES CN .25 98 impervious SCS Tit-20 METHOD . 03 74 lawn TYPE III 24-HOUR 28 95 RAINFAI•L= 6 .4 IN PEAK= 1,6 CPS @ 12 . 02 HRS VOLUME= .11 AF I Method Comment Tc (min) DIRECT ENTRY To 5.0 SUBCOTCHMENT 3 RUNOFF deve E ored s i t'e to remote cb 1 ,6 - 15 AREA= .28 AC I,A 1c= 5 MIN ` CN= 95 i 1-3 - 2 _ - SCS TR-20 METHOD TYPE III 24-HOUR 1.1 - RAINFALL= 6.4 IN - - U - PEAK» 1.6 CF5 Cj 12 02 HR5 FI UOLUME= .1S AF .7 CD fi - LL 5 q . .3 2 1 0 0 ca ry m v in �n r w N CD i TIME (hours) SUBCATCHMENT 3 developed site to remote cb RUNOFF PEAK= 1.6 CFS @ 12.02 HOURS HOUR 0, 00 .10 .20 .30 .40 . 50 .60 .70 .80 . 90 10. 00 I .1 . 1 .1 11 .1 .1. .3 .1 .1 .1 11. 00 I 1 .1 .2 . 2 .2 2 ,3 .5 .6 19 12 . 00 1.6 1,2 .7 .6 .4 .3 ,2 .2 .2 .2 13 . 00 I .1 1 1 1 1 1 1 1 1 1 14. 00 I .1 . 1 1 1 1 1 1 1 1 1 15.00 .1 .1 .1 1 .1 .1 .1 . 1 .1 010 16 . 00 I 0.0 0. 0 0.0 0. 0 0.0 0 ,0 0.0 0. 0 0.0 0, 0 17 , 00 I 0.0 0. 0 0.0 0. 0 0.0 0.0 0.0 0. 0 0.0 0.0 18 . 00 0. 0 0. 0 0.0 0,0 0.0 0.0 0.0 0.0 0.0 0.0 19. 00 0. 0 0. 0 0.0 0.0 0.0 0, 0 0.0 0.0 0.0 0.0 20.00 0,0 i Data for Flagship Arrive, North Andover, MA page 34 EPiepared by Lana F. Perkins, inc. 14 Dec 95 IydroCAD 3 . 10 000444 (c) 1„486-1993 Applied Microcomputer Systems SUBCATCHMENT 4 developed site down slope of site drains i ` ACRES CN .07 98 impervious SCS TR-20 METHOD .16 74 lawn TYPE III 24-HOUR .23 81. RAINFALL= 6.4 IN i PEAK= 1.1 CFS 9 12 .02 HRS VOLUME= .07 AF Method Comment .-To min ATRECT. ENTRY Tc 5.0 SUBCRTCHMENT 4 RUN[]E='f= developed site down elope of site drains i 0 AREA= .23 AC Tc= 5 MIN CN= 01 R - SCS TR-20 METHOD TYPE 11I 24-HOUR r 7 - RAINFALL= & R IN c� PEAK= I t CFS A A 12 132 HR5 5 - VOLUME= 07 AF 3 C) 4 J IA_ 3 2 - 1 - 0 9 E TIME (hours) SUBCATCHMCN'T 4 developed site down slope of site drains RUNOFF PEAK= 1.1- CFS @ 12 . 02 HOURS HOUR 0.00 .1.0 .20 .30 .40 . 50 .60 .70 . 80 . 90 10. 00 I 0,0 0.0 0.0 0.0 0. 0 0. 0 0.0 0. 0 .1 .1 11. 00 I .1 . 1 .1 .1 . 1 .1 .2 .3 .4 . 5 12 .00 I 1. 1 .8 .5 .4 . 3 .2 . 1 . 1 .1 . 1 13 .00 I .1 .1 .1 .1 . 1 .1 .1 . 1 .1 . 1 14. 00 I .1 .1 .1 .1 . 1 . 1 .1 . 1 .1 1 15. 00 I . 1. 0. 0 0.0 0,0 0, 0 0.0 0.0 0.0 0.0 0. 0 16.00 0. 0 0. 0 0.0 0 .0 0. 0 0.0 0.0 0.0 0.0 0. 0 17.00 I 0.0 0. 0 0.0 0.0 0. 0 0. 0 0.0 0. 0 0.0 0,0 .18 .00 0.0 0. 0 0.0 0:0 0. 0 0. 0 0.0 0.0 0.0 0. 0 19.00 0.0 0.0 0.0 0. 0 0.0 0.0 0.0 0. 0 0.0 0. 0 20. 00 0.0 i I Data for flagship Drive, North Andoyer, MA Page 35 " Prepared by Dana F. Perkins, inc, 14 Dec 95 H 000444c1986-1993 lied Microcom uter Systems I SUBCATCHMENT 5 Developed. site(Buffer) not to site drains ACRES CN .32 70 Wooded SCS TR-20 METHOD .19 '74 Lawn TYPE III 24-HOUR .51 71 RAINFALL= 6 .4 IN PEAK= 1.3 CFS @ 12 , 24 HRS VOLUME= .13 AF _Method Comment Tc (min) DXRECT ENTRY Tc 20.0 i SUBCATCHMENT 5 RUNOFF Developed site(Buffer) not to 5ito drains 1 2 AREA= 51 AC 1.1 Ic- 20 MIN CN= 71 1.0 ' SCS TR-20 METHOD 9 - TYPE II! 24-141]UR , RAINFALL= 6.4 IN 4- PEAK= 1 .3 CFS L3 7 - C 12.24 HR5 6 VOLUME= .13 AF 3 5 - CD LI_ � 3 - 2 - I I ' TIME (houra) SUBCATCHMENT 5 Developed site(Buffer) not to site drains RUNOFF PEAK- 1.3 CFS @ 12 .24 HOURS HOUR 0. 00 .10 .20 .30 .40 50 .60 . 70 .80 . 90 10.00 0. 0 0.0 0.0 0.0 0.0 0.0 b . 0 0.0 0,0 .1 11.00 I .1 .1 .1 .1 .1 .1 . 1 .2 . 3 .4 12.00 I . 6 1.0 1.3 1.2 1. 0 .8 . 6 .5 .4 .3 € 13 .00 .3 .2 .2 .2 .2 .2 .2 .2 1 .1 14.00 . 1 .1 .1 E 16.00 I . 1 . 1 .1 17 .00 .1 .1 .1 .1 1 .1 . 1 0.0 0.0 0. 0 18.00 0. 0 0. 0 0.0 0:0 0. 0 0,0 0. 0 0.0 0.0 0.0 119.00 0.0 0. 0 0.0 0. 0 0.0 0,0 0.0 0.0 0. 0 0.0 20.00 0. 0 E E :4 I ( I 9 I Data for Flagship Drive, Borth Andover, MA Page 36 Prepared by Dana F. Perkins, inc. 14 Dec 95 HILdroCAD 3 .10 000444 c 1986-1993 Apnlied Micrggom uter Systems iti;ACH 1 existing drain(assumed) DEPTH END AREA DISCH (FT) (SQ-F'T) CFS 12" PIPE STOR-IND METHOD 0. 0 0.0 0 . 0 MAX. DEPTH= 1. 00 FT . 1 0.0 . 1 n= .013 PEAK VELOCITY= 8.7 FPS .2 ..1 .5 LENGTH= 300 FT TRAVEL TIME = .6 MIN .3 .2 1.2 SLOPE= . 03 FT/FT Qin = 9. 9 CFS 0 12 .24 HRS . 7 .6 5 .2 Qout= 6.2 CFS @ 12 .10 HRS .8 . 7 6 .0 ATTEN= 38 t LAG= 0.0 MIN 9 7 6 .6 IN/OUT= . 97 / .97 AF . 9 .8 6 .6 1, 0 II 6 .6 1.0 . 8 6 .2 REACH 1 INFLOW 8 OUTFLOW ex i 5t i ng dra i n(a55umeJd) 9 5 9 0 12" PIPE 0 5 - n= 013 L=300' S= 03 R 0 STOR-IND METHOD 7 VELOCITY= 0.7 FPS 7 0 - TRAVEL= 6 MIN J1 6 5 c� 6 0 1 Oin= 9.9 SFS 5 5 - 1 Ooet= 6 2 CFS ' v 5 0LAG= 0 11IN I 4 5 , 3 5 I 3LL- 0 I 2 5 I 2.0 15 5 0 0 TIME (hours) REACH 1 existing drain(assumed) OUTFLOW PEAK= 6.2 CFS L0 12 .10 HOURS iibUR 0.00 .10 .20 .30 .40 .50 .60 , 70 80 90 10.00 .1 .2 .2 .2 .2 ,3 .3 . 3 . 3 .4 11.00 4 .5 . 5 .6 .7 .8 9 1.2 1. 8 2, 7 12 . 00 4 .3 6 .2 6 ,2 6.2 6 .2 6.2 6.2 6.2 6 .2 4 .6 13.00 2 ,2 1. 5 1 . 7 1,. 3 1.4 1.3 1.3 1.2 1.2 1.1 14.00 1. 1 1. 0 1.0 1.0 .9 . 9 .9 19 . 9 .8 15.00 . 8 .8 .8 .7 . 7 7 . 7 . 7 .6 .6 16 .00 f .6 . 6 .5 .5 .5 .5 15 .5 .5 . 5 17 . 00 I .5 .4 .4 .4 ,4 .4 .4 .4 .4 4 18 . 00 I 4 . 3 .3 3 .3 .3 .3 .3 3 .3 19.00 I .3 :3 .3 .3 ,3 .3 .3 . 3 3 3 20,00 .3 Data for Flagship Drive, North Andover, NA Page 37 Prepared by Dana F. Perkins, inc. 14 Dec 95 H droCAD 3.10 000444 c 1986-1993 Applied Microcomputer Systems I REACH 2 exist. drain downstream of proposed tie-in DEPTH END AREA DISCH FT (SQ-FT) (CFS) 12" PIPE STOR-IND METHOD 0.0 0 .0 0.0 MAX. DEPTH= • .47 FT .1 0.0 .2 n= .013 PEAK VELOCITY'= 10.6 FPS .2 , 1 .7 LENGTH= 164 F`t' TRAVEL TIME _ .3 MIN .3 .2 1.5 SLOPE= . 0537 FT/FT Qin. = 3 .8 CPS @ 12 .44 HRS . 7 . 6 6 .9 Qout= 3 . 8 CFS @ 12.50 HRS . 8 . 7 8.1 ATTEN= 0 W LAG= 3 .2 MIN . 9 .7 8'.8 IN/OUT= 1.22 / 1.22 AF . 9 . 8 8 . 9 1.0 . 8 8 . 8 1.0 . 8 8 . 3 REACH 2 INFLOW & OUTFLOW exist drain downstrearn of proposed tie- in 3 8 - 3 6 12" PIPE 3 4 n=.0E3 L=464' S= 0537 32 - 3 0 . STOR-END METHOD VELOCITY= 10 6 FPS 2'a TRAVEL= .3 MIN n 2,6 tO 2 4 Oin= 3.0 CFS 4- 2.2 Doul= 3-0 CFS U 2.0 - LAG= 3,2'MIN w� I O 1 6 - 0 1 4 - ._-J I 2 LL 1 .0 I 6 2 • 0-0 ai •- w � v uo a n as u, m TIME (hours) REACH 2 exist, drain downstream of proposed tie-in 3 OUTFLOW PEAK= 3 ;8 CFS @ 12.50 HOURS 1 HOUR 0.00 .10 .20 .30 .40 .50 .60 .70 . 80 . 90 10, 00 I .7 1.0 .8 ill 1.0 1.1 1. 1 1.2 1.2 1.3 11.00 1.3 1.4 1.6 1.8 2.0 2 .2 3 .1 3 .5 3 .5 3 .6 12 .00 I 3.6 3 . 8 3 .8 3 ,8 3.8 3 .8 3.8 3 .8 3..8 3 . 8 13 .00 3.7 3 . 7 3 . 7 3 . 7 3.7 3 . 7 3 .7 3 .6 3 .6 3 .6 ! 14 .00 I 3.6 3 . 5 3. 5 3 .0 0.0 1.3 7 .8 . 9 .6 15. 00 I . 9 . 5 . 9 . 5 .8 .5 . 7 .5 .7 .4 16.00 I .6 .4 .6 .4 .5 .4 . 5 A .5 .4 17.00 .4 .4 .4 A .4 .4 A .3 .3 . 3 i 18 .00 I .3 .3 .3 3 3 .3 . 3 .3 .3 .3 19.00 I .3 .3 .3 .3 .3 . 3 .3 .3 .3 .3 20.00 .3 I 4 I I j Data :for Flagship Drive, North Ando^yex, MA Page 38 Prepared by Dana F. Perkins, inc. 1.4 Dec 95 H droCAD 3 . 10 000444 a 1986-1993 Applied Microcomputer Systems REACH 3 exiating drain(assumed) DEPTH END ARE21 DISCH (FT) (SO-FT) (CFS) 12" PIPE STOR-IND METHOD 0.0 0.0 0.0 MAX. DEPTH= 1.00 FT .1 0. 0 11 n= .013 PEAK VELOCITY= 8. 9 FPS . .2 .1 . 5 LENGTH= 300 FT TRAVEL TIME _ 6 MIN . 3 .2 1 .2 SLOPE= .03 FT/FT Qin = 7.0 CPS .@ 12 . 04 HRS .17 .6 5 .2 Qout= 6.6 CPS @ 12 . 38 HRS .8 . 7 6 .0 ATTEN= 6 o LAG= 20.1 MIN . 9 .7 6 .6 IN/OUT= 1.53 / 1.53 AF . 9 .8 6 .6 1.0 .8 6 .6 1. 0 .8 6 .2 REACH 3 INFLOW & OUTFLOW existing drain(assumed) 6 5 - +q 12" PIPE 6,0 i n=,013 L=390' S- 03 5 5 , i STOR-IND METHOD VELOCITY= a 9 FPS 5 0 - TRAVEL= .6 M I N 4 5 - Din= 7.0 CFS U q 0 - DOUL= 6 6 US v LAG= 20 1 MEN 3 5 . © 2 5 - LL 2.0 1 .5 In 1t 1�ti 5 - M,� m -^ N nl V In u7 h m rn W TIME (hours) REACH 3 existing drain(assumed) OUTFLOW PEAK= 6.6 CPS @ 12 .38 HOURS HOUR 0.00 .10 .20 .30 .40 . 50 .60 .70 .80 . 90 10.00 .6 1.2 1.0 1.2 1.2 1.2 1.3 1.4 1.4 1. 5 11.00 j 1.6 1 .7 1. 9 2.1 2.3 2 .6 3 .6 4,4 4 ,7 5.3 12 .00 1 6 .2 6 .2 6.2 6.2 6.6 5 .5 4 .5 4 . 8 4.3 4 .4 13 .00 4 .2 4.2 4.1 4.1 4 .1 4 .1 4 .0 4.0 3,9 3 .9 14 .00 3 . 9 3 .8 3.8 3 .3 .7 1 . 0 1.3 .8 1.3 .8 15,00 1.1 .8 1.0 .6 , 9 . .8 .8 , 8 .7 .7 16 .00 I 6 .7 .6 .7 .6 .6 .6 .6 6 .6 17.00 .5 .5 .5 .5 .5 ,5 .5 . 5 .4 .4 18 .00 ' 4 .4 .4 4 .4 .4 .4 4 .4 .4 19. 00 .4 .4 .4 .4 ,4 .4 .3 . 3 .3 . 3 20.00 .3 :Data for Flagship Drive, North Andover, MA Page 39 :Prepared by Dana F. Perkins, inc. 14 Dec 95 liydroCAD 3 .1.0 000444 (c) 1986-1993 Applied Microcomputer Systems - POND 1 Parking Lot Storage STARTING ELEV= 103 .7 FT FLOOD ELEV= 109. 5 FT ELEVATION AREA INC.STOR CUM.STOR STOR•-IND METHOD (FT) (SF) (CF) (CF) PEAK ELEVATION= 109. 1 FT 103 .7 0 0 0 PEAK STORAGE = 14999 CF 108 .0 58 125 125 Qin .= 17.7 CFS @ 12 .02 HRS 108 .1 160 11 136 Qout= 3 .8 CFS @ 12.44 HRS 108 .2 3420 179 315 ATTEN= 79 P LAG= 25.6 MIN 108 . 3 5450, 443 75B IN/OUT= 1.22 / 1 ,22 AP 108 .4 7700 658 1416 108 .5 10160 893 2309 108 .6 12840 1150 3459 108 , 7 15730 1429 4887 108 . 8 18840 1728 6616 108 . 9 22170 2051 8666 109.0 25770 2397 11063 109. 5 28360 13533 24596 INVERT (FT) OUTLET DEVICES 1.03 . 7 81, ORIFICE Q=.6 PI r�2 SQR(2g) SQR(H-r) 109.2 161 BROAD-CRESTED RECTANGULAR WEIR Q=C L H-1.5 C=2.63, 2 .63, 0, 0, 0, 0, 0, 0 TOTAL DISCHARGE vs ELEVATION FEET 0 .0 .1 .2 .3 .4 . 5 .6 . 7 .8 . 9 103 .7 I 0 . 0 0.0 .1 .3 . 5 . 7 . 9 1. 0 1 .1 1. 3 104 .7 1.4 1.5 1.6 1. 7 1.7 1. 8 1 . 9 2 .0 2. . 0 2 .1 105.7 2 .2 2 .2 2 .3 2 .4 2.4 2 .5 2 .5 2 .6 2 .6 2.7 106 .7 I 2 .7 2 .8 2 .8 2. 9 2.9 3 .0 3 .0 3.1 3 .1 3.2 107 .7 I 3 .2 3 .3 3 .3 3 .3 3 .4 3 .4 3 .5 3 . 5 3 .6 3 .6 108 . 7 I 3 .6 3 .7 3 . 7 3 .7 3 .8 3 .8 5.2 7 . 7 10 .8 POND f INFLOW & OUTFLOW Parking Lot Storage 17 ICi - STOR-IND HETHOD PEAK ELEV= log FT 15 PEAK STAR= 14999 CF 14 13 . Din= 17 7 CFS aput= 3 0 US 12 ' LAG= 25 6 MIN 11 4- 113 U �✓ 9 3 7 ^J 6 LG. 5 2 1 " I �-yA t Data for Flagship Drive, North Andover, MA Page 40 r Prepared by Dana F. Perkins, inc. 14 Dec 95 H droCAD 3 .10 000444 c 1986-1993 Applied Microcomputer Systems. POND 1 Parking Lot Storage OUTFLOW PEAK= 3.8 CFS @ 12.44 HOURS E HOUR 0.00 .10 .20 .30 .40 .50 .60 70 80 .90 € 10. 00 I . 8 1.0 . 9 1 0 1.0 1.1 1 .1 1.2 1.2 1.3 11.00 I 1. 3 1 .5 1.6 1;8 2.0 2.2 3 .2 3 .4 3. 5 3 .6 12 .00 3 .7 3.7 3 .8 3r8 3 ..8 3.8 3 .8 3.8 3 . 8 3 .8 13 .00 I 3 .8 3.7 3 .7 3. 7 3.7 3.7 3 . 7 3 ,6 3 .6 3 .6 14 .00 I 3 .6 3 .5 3 . 5 3 ,0 - .4 1.7 .1 1.4 .3 1.1 15.00 .4 1.0 .5 . 9 .5 .8, . 5 .7 . 5 .6 16.00 . 5 .6 .4 ,5 .4 .5 .4 .5 .4 .4 17.00 .4 .4 .4 .4 .4 .4 .3 .3 .3 . 3 18.00 .3 .3 . 3 .3 .3 .3 .3 .3 .3 . 3 19.00 .3 .3 . 3 3 . 3 .3 .3 . 3 .3 .3 20.00 .3 a