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Home My WebLink About2000-12-07 Drainage Report SPR RECEIVED NOV 1 7 2000 NORTH ANDOVER PLANNING PriPARTMENT FLORIST SHOP FACILITY For: 1292, OSC OOD STREET NORTH ANDOVE , MA (978) 682-3885 r Drainage Report - October 6, 2000 v: November 9,, 2000 MERRIMACK ENGINEERING SERVICES, Inc. 66 Park Street Andover, Massachusetts 01810 planners 0 engineers 40, surveyors FLORIST SHOP FACILITY 1292 OSGOOD STREET NORTH ANDOVER, MA (978) 682-38 5 November- Drainage Report - DANIIEL AND JOANNE FORGETTA 1292 OSGOOD STREET NORTH SSACHUSETTS Table of Contents Section 1.0 USGS Locus and SCS Sod Maps Section 2.0 Introduction* Appendix A: Drainage Calculations-Pre-Development (2, 10,& 100 Year) Appendix B: Drainage Calculations—Post-Development+ B.I -2 Year Storm B.2— 10 Year Storm B.3— 100 Year Storm Appendix C: Post-Development Drainage Areas Appendix D: Operation and Maintenance Plan Appendix E: Rainfall Data Maps/Runoff Curve Numbers Appendix F: Soil Conservation Service(SCS) Soil Description and Classification Appendix G: Rational Method Pipe Sizing Calculations 10L DANIEL AND JOANNE FORGETTA 1292 OSGOOD STREET NORTH )VER,MASSACHUSETTS Section 1.0 1210 OSGOOD STREET NORTH ANDOVER,MASSACHUSETTS rd- AN - •� ,.� �',� j - Water \ - — A Ap ~ 3� HOLFX_ o LAUNRENCE Se` \ U ICIPAL AIRP T Dispo ITE gS a z BM C^ to n ra •1 � m �� 133 - V / urcr B ` I �Folur�A'c si il�� nd ge - e• .•, , wA 0 " /'•ems° •c Y P l��ro O5 o r UQa- Btvl q . 5 USGS LOCUS MAP Seale 1:25,000 Merrimack Enginer° Services DANIEL AND JOANNE FORGETTA 1210 OSGOOD STREET NORTH ANDOVER MASSACI IUSE l TS De r ? ' AgA De WnD De j® n We ®. WnA SY�r Ha. Nn8 De c \ Mo8 fle\ "� WnC Wrq ` MG Wo.A HIS a. Q UD « De, Pe PaC a MoC \PaC WnA t �Wn.0 + vt Ur Pau Pz o', J wee VdnB rlFfr s WnC � Wa8 �y PbDd e W 3•., "� r WnB De PaB PaD CC r c Paed WrD Du UD e - �$' s 1 L r Pa W Pa8 L Jet n� Ur ' ae '� WCB P$$ WrB E, Re r LV O 1L is 1'i~ D De . i 5 t Ur c PaD WrB 'S uuw 1 Ur C 1X Pa tt Y ry `� Y A^ � LAW MUNI�JPALAIRPpRT; `±' : Wre ? it_• o „+ f r r r t r tCVcB" SCS SOIL MAP Scale: 1:15,840 Merrimack Engineering Services DANIEL AND JOANNE FORGETTA 1292 OSGOOD STREET NORTH ANDOVER,MASSACHUSETTS Section 2.0 - Introduction Project Description: Except for a I V2-story dwelling located along the southerly property line,the 1.84 acre lot is used entirely as farmland, sloping down from the elevation of Osgood street(Route 125)at approximately seven percent. A 2-story retail florist and detached greenhouse with off-street parking access from Route 125,is proposed. Water,gas,telephone, and electric service will be brought to the site via connections with each respective utility located along Route 125. A subsurface sewage disposal system servicing the building, is proposed to be located at the westerly portion of the site. The existing dwelling will remain. Methodology: The entire pre-development watershed for the site is overland flow to the west at approximately a seven percent slope. Post-development construction will not alter any of the watershed flow characteristics. A small detention basin located to the west of the site has been designed for a zero increase in the rate of run-off for the 2, 10, and the 100 year storm events in accordance to the Soil Conservation Service Method. The ancillary closed drainage system servicing the parking area and roof run-ofl;has also design capacity for storms up to the 100 year event. Summary of Drainage Cakulations: The following table is a Pre and Post summary of the drainage analysis. Remaining Site Overflow, listed in the below table,corresponds to post-development calculations Subcatchment Area 5 and is the area of the site unaltered by site construction. Post-Development Storm Event Pre- Development Detention Pond Remaining Site Combined Post- Rate(ds) Outlet(ds) Overflow(ds) development Total (ds) 2 Year-3.1 in. 2.92 0.62 2.30 2.92 I 10 Year-4.5in. 6.33 0.83 4.20 5.03 8.73 1.08 6.88 7.96 The detention pond has been designed to store run-offfrom the proposed impervious areas of the site (L e.,par*ing area and roof drainage),slowly releasing the stormwater at a rate so as not to exceed predevelopment rates. Other than a 6 inch sump,the outlet of the facility has been designed to completely drain 0&the storm event,without any standing water remaining No infilirati'on within the pond was accountedfor in the design calculations, ever four deep observation holes and pert ekdon tests were done on the sate for the design of the subsurface sewage disposal system These is produced resuft typical for a Paxton(PaB)soil as ciassified by the Soil Conservation Service(SCS). Percolation /0 DANIIEL AND JOANNE FORGETTA 1292 OSGOOD STREET NORTH ANDOYE&MASSACHUSETTS times were appra)dmaWy 10-12 minutes per inch with an estimated seasonal kigkwaier table about 30- 3 6"below grade, The proposed oudetfor the detention pond is located approximately 75 feet from the wrst property line Tke abutting Lawrence Airport Commission is undemdoped and keavify vegetated at that location and also gently slopes westerly to a small brook The proposed detention facility has been designed so that there is no increase of run-off for the 2,10,and 100year storm events and no alteration of the direction of Tkerefore,no impacts on downstream properties can be mpecied 00 T 1292 OSGOOD STREET NORTH ANDOVER,MASSACHUSETTS Data for forgetta - Pre Development Page 1 TYPE III 24-HOUR RAINFALL= 3.10 IN Prepared by Merrimack Engineering Services 2 Oct 00 HydroCAD 5 11 000899 (c) 1986-1999 Applied Microcomputer Systems WATERSHED ROUTING 1 OSUBCATCHMENT ❑ REACH A POND ci LINK SUBCATCHMENT 1 = Forgetta Site -> Data for forgetta - Pre Development Page 2 TYPE III 24-HOUR RAINFALL= 3.10 IN Prepared by Merrimack Engineering Services 2 Oct 00 HydroCAD 5.11 000899 (c) 1986-1999 Applied Microcomputer Systems RUNOFF BY SCS TR-20 METHOD: TYPE III 24-HOUR RAINFALL= 3.10 IN, SCS U.H. RUNOFF SPAN = 10-20 HRS, dt= .10 HRS, 101 POINTS SUBCAT AREA Tc WGTID PEAK Tpeak VOL NUMBER (ACRE) (MIN) —GROUND COVERS (%CN) -- CN C (CFS) (HRS) (AF) 1 1.84 5.0 100%82 82 2 .92 12 .03 .21 Data for forgetta - Pre Development Page 3 TYPE III 24-HOUR RAINFALL= 3.10 IN Prepared by Merrimack Engineering Services 2 Oct 00 HydroCAD 5 .11 000899 (c) 1986-1999 Applied Microcomputer Systems SUBCATCMIENT 1 Forgetta Site PEAK= 2 .92 CFS @ 12.03 HRS, VOLUME= .21 AF ACRES CN SCS TR-20 METHOD 1.84 82 Farmstead - Soil Type C TYPE III 24-HOUR RAINFALL= 3 .10 IN SPAN= 10-20 HRS, dt=.1 HRS Method Comment Tc (min) DIRECT ENTRY Segment ID: 5.0 SUBCATCHMENT i RUNOFF Forgetter Site 2.8 2.6 AREA= 1 .84 AC 2 4 Tc= 5 MIN CN= 82 2.2 2.0 SCS TR-20 METHOD 1 .8 TYPE III 24-HOUR U 1 .6 RAINFALL= 3. 10 IN 1 .4 PEAK= 2.92 CFS 3 1 .2 @ 12.03 HRS 1 1 .0 VOLUME= .21 AF LL .B .6 .4 .2 0.0m — M, v in Uo m rn m TIME (hours) Data for forgetta - Pre Development Page 1 TYPE III 24-HOUR RAINFALL= 4.50 IN Prepared by Merrimack Engineering Services 2 Oct 00 HydroCAD 5.11 000899 (c) 1986-1999 Applied Microcomputer Systems WATERSHED ROUTING 1 OSUBCATCHMENT ❑ REACH A POND LINK SUBCATCHMENT 1 = Forgetta Site -> Data for forgetta - Pre Development Page 2 TYPE III 24-HOUR RAINFALL= 4.50 IN Prepared by Merrimack Engineering Services 2 Oct 00 HydroCAD 5.11 000899 (c) 1986-1999 Applied Microcomputer Systems RUNOFF BY SCS TR-20 METHOD: TYPE III 24-HOUR RAINFALL= 4.50 IN, SCS U.H. RUNOFF SPAN = 10-20 HRS, dt= .10 HRS, 101 POINTS SU13CAT AREA Tc WGTID PEAK Tpeak VOL NUMBER (ACRE) (MIN) —GROUND COVERS (%CN) -- CN C (CFS) (HRS) (AF) 1 1.84 5.0 100%82 82 - 5.33 12 .02 .37 Data for forgetta - Pre Development Page 3 TYPE III 24-HOUR RAINFALL= 4.50 IN Prepared by Merrimack Engineering Services 2 Oct 00 HydroCAD 5.11 000899 (c) 1986-1999 Applied Microcomputer Systems SUBCATCHMENT 1 Forgetta Site PEAK= 5.33 CFS @ 12.02 HRS, VOLUME= .37 AF ACRES CN SCS TR-20 METHOD 1.84 82 Farmstead - Soil Type C TYPE III 24-HOUR RAINFALL= 4 .50 IN SPAN= 10-20 HRS, dt=.l HRS Method Comment Tc (min) DIRECT ENTRY Segment ID: 5.0 SUBCATCHMENT i RUNOFF Forgetto Site 5.0 AREA= 1 .84 AC 4.5 Tc= 5 MIN CN= 82 4.0 3.5 SCS TR-20 METHOD TYPE III 24-HOUR U 3.0 RAINFALL= 4.50 IN 2.5 PEAK= 5.33 CFS O 2.0 @ 12.02 HRS .J UOLUME= .37 AF 1L 1 .5 1 .0 .5 0.0m _ N r*> IT in 0 r- rb rn m TIME (hours) Data for forgetta - Pre Development Page 1 TYPE III 24-HOUR RAINFALL= 6.40 IN Prepared by Merrimack Engineering Services 2 Oct 00 HydroCAD 5.11 000899 (c) 1986-1999 Applied Microcomputer Systems WATERSHED ROUTING 1 OSUBCATCHMENT a REACH A POND LINK SUBCATCHMENT 1 = Forgetta Site -> Data for forgetta - Pre Development Page 2 TYPE III 24-HOUR RAINFALL= 6.40 IN Prepared by Merrimack Engineering Services 2 Oct 00 HydroCAD 5.11 000899 (c) 1986-1999 Applied Microcomputer Systems 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 SUBCAT AREA Tc WGT'D PEAK Tpeak VOL NUMBER (ACRE) (MIN) --GROUND COVERS (%CN) -- CN C (CFS) (HRS) (AF) 1 1.84 5.0 100%82 82 - 8.73 12 .02 .60 r Data for forgetta - Pre Development Page 3 TYPE III 24-HOUR RAINFALL= 6.40 IN Prepared by Merrimack Engineering Services 2 Oct 00 HydroCAD 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). Data for forgetta - Pre Development Page 5 TYPE III 24-HOUR RAINFALL= 6.40 IN Prepared by Merrimack Engineering Services 2 Oct 00 HydroCAD 5.11 000899 (c) 1986-1999 Applied Microcomputer Systems LINK Qout NO. NAME SOURCE (CFS) Data for forgetta - Pre Development Page 6 TYPE III 24-HOUR RAINFALL= 6.40 IN Prepared by Merrimack Engineering Services 2 Oct 00 HydroCAD 5 11 000899 (c) 1986-1999 Applied Microcomputer Systems SUBCATCHMENT 1 Forgetta Site PEAK= 8.73 CFS @ 12 .02 HRS, VOLUME= .60 AF ACRES CN SCS TR-20 METHOD 1.84 82 Farmstead - Soil Type C TYPE III 24-HOUR RAINFALL= 6 .40 IN SPAN= 10-20 HRS, dt=.l HRS Method Comment Tc (min) DIRECT ENTRY Segment ID: 5.0 SUBCATCHMENT i RUNOFF Forgetta Site 8.5 8.0 AREA= 1 .64 AC 7.5 Tc= 5 MIN 7.0 CN= 62 6.5 r, 6.0 SCS TR-20 METHOD LO 5.5 TYPE III 24-HOUR 5.0 RAINFALL= 6.40 IN v 4.5 4.0 PEAK= 6.73 CFS 3 3•5 @ 12.02 HRS -i 3.0 UOLUME= .60 AF LL 2.5 2.0 1 .5 1 .0 .5 0.0m _ N M IT Un -,o r- m M m N TIME (hour5) 1292 OSGOOD STREET NORTH ANDOVER,MASSACHUSETTS Drainage Calculations — Post-Development Appendix B Data for Forgetta - Post Dev Rev 11/9/00 Page 2 TYPE III 24-HOUR RAINFALL= 3.10 IN Prepared by Merrimack Engineering Services 13 Nov 00 HydroCAD 5 .11 000899 (c) 1986-1999 Applied Microcomputer Systems RUNOFF BY SCS TR-20 METHOD: TYPE III 24-HOUR RAINFALL= 3.10 IN, SCS U.H. RUNOFF SPAN = 10-20 HRS, dt= .10 HRS, 101 POINTS SUBCAT AREA Tc WGT'D PEAK Tpeak VOL NUMBER (ACRE) (MIN) --GROUND COVERS (%CN) -- CN C (CFS) (HRS) (AF) 1 .12 5. 0 83%98 17%98 98 - .34 12 .02 .02 2 .21 5.0 90%98 10%98 98 - .60 12 .02 .04 3 .04 5. 0 100%98 98 - .11 12 .02 .01 4 .02 5 .0 100%98 98 - . 06 12 .02 0.00 5 1.45 5. 0 100%82 82 - 2 .30 12 .03 .16 Data for Forgetta - Post Dev Rev 11/9/00 Page 3 TYPE III 24-HOUR RAINFALL= 3.10 IN Prepared by Merrimack Engineering Services 13 Nov 00 HydroCAD 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) 1 12 .0 - - - - .012 120 .0300 4.6 .4 .32 2 12 .0 - - - - .012 40 .0200 4.6 .1 .58 3 6.0 - - - - .012 42 .0100 1.3 .6 .11 4 6.0 - - - - .012 40 .0100 1.9 .3 .05 5 12 .0 - - - - .012 190 .0395 6.9 .5 1.01 Data for Forgetta - Post Dev Rev 11/9/00 Page 4 TYPE III 24-HOUR RAINFALL= 3.10 IN Prepared by Merrimack Engineering Services 13 Nov 00 HydroCAD 5 .11 000899 (c) 1986-1999 Applied Microcomputer Systems 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) (a) (MIN) 1 153 .0 155.5 154 .4 .01 1.01 .62 39 9.7 Data for Forgetta - Post Dev Rev 11/9/00 Page 5 TYPE III 24-HOUR RAINFALL= 3.10 IN Prepared by Merrimack Engineering Services 13 Nov 00 HydroCAD 5.11 000899 (c) 1986-1999 Applied Microcomputer Systems SUBCATCHMENT 1 southeast parking area PEAK= .34 CFS @ 12 .02 HRS, VOLUME= .02 AF ACRES CN SCS TR-20 METHOD .10 98 Pavement TYPE III 24-HOUR .02 98 Roof Drainage RAINFALL= 3 .10 IN .12 98 SPAN= 10-20 HRS, dt=.l HRS Method Comment Tc (min) DIRECT ENTRY Segment ID: 5.0 SUBCATCHMENT 1 RUNOFF southeast parking area 34 .32 AREA= . 12 AC 3e Tc= 5 MIN .28 CN= 98 .26 .24 SCS TR-20 METHOD ,p .22 TYPE III 24-HOUR c- .20 RAINFALL= 3. 10 IN U 18 . 16 PEAK= .34 CF5 . 14 @ 12.02 HRS 1e UOLUME= .32 AF 08 e6 .04 02 0.000 (V M V Ln 0 h OD M C TIME (hours) Data for Forgetta - Post Dev Rev 11/9/00 Page 6 TYPE III 24-HOUR RAINFALL= 3.10 IN Prepared by Merrimack Engineering Services 13 Nov 00 HydroCAD 5.11 000899 (c) 1986-1999 Applied Microcomputer Systems SUBCATCHMENT 2 CB#2 PEAK= .60 CFS @ 12 .02 HRS, VOLUME= .04 AF ACRES CN SCS TR-20 METHOD .19 98 pavement TYPE III 24-HOUR .02 98 greenhouse RAINFALL= 3 .10 IN .21 98 SPAN= 10-20 HRS, dt=.l HRS Method Comment Tc (min) DIRECT ENTRY Segment ID: 5.0 SUBCATCHMENT 2 RUNOFF CB#2 .60 .55 AREA= .21 AC 50 Tc= 5 MIN .45 CN= 98 .40 SCS TR-20 METHOD 35 TYPE III 24-HOUR U RAINFALL= 3. 10 IN .30 ::3 .25 PEAK= .60 CFS O @ 12.02 HRS I .20 UOLUME= .04 AF L 15 . 10 .05 e.Oem N Q U) �D M m N TIME (hours) Data for Forgetta - Post Dev Rev 11/9/00 Page 7 TYPE III 24-HOUR RAINFALL= 3.10 IN Prepared by Merrimack Engineering Services 13 Nov 00 HydroCAD 5.11 000899 (c) 1986-1999 Applied Microcomputer Systems SUBCATCHMENT 3 trench drain area PEAK= .11 CFS @ 12 .02 HRS, VOLUME= .01 AF ACRES CN SCS TR-20 METHOD .04 98 pavement TYPE III 24-HOUR RAINFALL= 3 .10 IN SPAN= 10-20 HRS, dt=.l HRS Method Comment Tc (min) DIRECT ENTRY Segment ID: 5.0 SUBCATCHMENT 3 RUNOFF trench drain area 11 l0 AREA= .04 AC Tc= 5 MIN 09 CN= 98 .08 SCS TR-20 METHOD .07 TYPE III 24-HOUR 06 RAINFALL= 3. 10 IN 3 .05 PEAK= . 11 CFS @ 12.02 HRS I 04 UOLUME= .01 AF LL .03 02 01 0.00 TIME (hours) Data for Forgetta - Post Dev Rev 11/9/00 Page 8 TYPE III 24-HOUR RAINFALL= 3.10 IN Prepared by Merrimack Engineering Services 13 Nov 00 HydroCAD 5 .11 000899 (c) 1986-1999 Applied Microcomputer Systems SUBCATCHMENT 4 Roof Leader PEAK= .06 CFS @ 12 .02 HRS, VOLUME= 0 .00 AF ACRES CN SCS TR-20 METHOD .02 98 1/2 building roof area TYPE III 24-HOUR RAINFALL= 3 .10 IN SPAN= 10-20 HRS, dt=.l HRS Method Comment Tc (min) DIRECT ENTRY Segment ID: 5 .0 SUBCATCHMENT 4 RUNOFF Roof Leader .055 050 AREA= .02 AC Tc= 5 MIN .045 CN= 98 .040 SCS TR-20 METHOD Lill .035 TYPE III 24-HOUR U RAINFALL= 3. 10 IN .030 -7� 025 PEAK= .06 CFS @ 12.02 HRS 020 VOLUME= 0.00 AF .015 .010 005 0.000m - N M v in �D m m m TIME (hours) Data for Forgetta - Post Dev Rev 11/9/00 Page 9 TYPE III 24-HOUR RAINFALL= 3.10 IN Prepared by Merrimack Engineering Services 13 Nov 00 HydroCAD 5 .11 000899 (c) 1986-1999 Applied Microcomputer Systems SUBCATCHMENT 5 Undisturbed site PEAK= 2 .30 CFS @ 12 .03 HRS, VOLUME= .16 AF ACRES CN SCS TR-20 METHOD 1.45 82 Farmstead - Soil Type C TYPE III 24-HOUR RAINFALL= 3 .10 IN SPAN= 10-20 HRS, dt=.l HRS Method Comment Tc (min) DIRECT ENTRY Segment ID® 5. 0 SUBCATCHMENT 5 RUNOFF Undisturbed site 2.z AREA= 1 .45 AC 2.0 Tc= 5 MIN 1 .g CN= 82 1 .6 SCS TR-20 METHOD 1 .4 TYPE III 24-HOUR U RAINFALL-:: 3. 10 IN 3 1 .0 PEAK= 2.30 CFS @ 12.03 HRS 8 UOLUME= . 16 AF L- .6 .4 .2 0.0m - N M v in I'D r- m am m TIME (hours) r Data for Forgetta - Post Dev Rev 1119100 Page 10 TYPE III 24-HOUR RAINFALL= 3.10 IN Prepared by Merrimack Engineering Services 13 Nov 00 HydroCAD 5 .11 000899 (c) 1986-1999 Applied Microcomputer Systems REACH 1 cb 1 to mhl Qin = .34 CFS @ 12 .02 HRS, VOLUME= .02 AF Qout= .32 CFS @ 12 .03 HRS, VOLUME= .02 AF, ATTEN= 5%, LAG= .8 MIN DEPTH END AREA DISCH (FT) (SQ-FT) (CFS) 12" PIPE STOR-IND+TRANS METHOD 0 .00 0 .00 0.00 PEAK DEPTH= .14 FT .10 . 04 .14 n= .012 PEAK VELOCITY= 4.6 FPS .20 .11 .59 LENGTH= 120 FT TRAVEL TIME = .4 MIN .30 .20 1.31 SLOPE= .03 FT/FT SPAN= 10-20 HRS, dt=.l HRS .70 .59 5.60 .80 .67 6.53 .90 .74 7.13 .94 .77 7.19 .97 .78 7.12 1.00 .79 6.69 REACH 1 INFLOW & OUTFLOW cb 1 to mhl .34 .32 12'' PIPE 30 n=.012 L=120' S=.03 .28 .26 STOR-IND+TRANS METHOD 24 UELOCITY= 4.6 FPS .22 TRAUEL= .4 MIN ti .20 . 18 Qin= .34 CFS . 16 Gout= .32 CFS :3 . 14 LAG= .8 MIN C 12 LL 10 08 .06 04 .02 r 0.000 N M V Ln �0 TIME (hours) Data for Forgetta - Post Dev Rev 11/9/00 Page 11 TYPE III 24-HOUR RAINFALL= 3.10 IN Prepared by Merrimack Engineering Services 13 Nov 00 HydroCAD 5.11 000899 (c) 1986-1999 Applied Microcomputer Systems REACH 2 cb2 to dmhl Qin = .60 CFS @ 12 .02 HRS, VOLUME= .04 AF Qout= .58 CFS @ 12 .02 HRS, VOLUME= .04 AF, ATTEN= 2%, LAG= .3 MIN DEPTH END AREA DISCH (FT) (SQ-FT) (CFS) 12" PIPE STOR-IND+TRANS METHOD 0 .00 0 .00 0 .00 PEAK DEPTH= .22 FT .10 .04 .11 n= .012 PEAK VELOCITY= 4 .6 FPS .20 .11 .48 LENGTH= 40 FT TRAVEL TIME = .1 MIN .30 .20 1.07 SLOPE= .02 FT/FT SPAN= 10-20 HRS, dt=.l HRS .70 .59 4 .57 .80 .67 5 .34 .90 .74 5.82 .94 .77 5.87 .97 .78 5.82 1.00 .79 5.46 REACH 2 INFLOW & OUTFLOW cb2 to dmhl .60 .55 12'' PIPE .50 n=.012 L=40' S=.02 .45 STOR-IND+TRANS METHOD 40 UELOCITY= 4.6 FPS 4LO- 35 TRAUEL= . 1 MIN U .30 Din= .60 CFS 3 .25 Oout= .58 CFS 0 LAG= .3 MIN J .20 15 10 .05 O.00m _ N M IT Ln �0 r- M M m TIME (hours) Data for Forgetta - Post Dev Rev 11/9/00 Page 12 TYPE III 24-HOUR RAINFALL= 3.10 IN Prepared by Merrimack Engineering Services 13 Nov 00 HydroCAD 5 .11 000899 (c) 1986-1999 Applied Microcomputer Systems REACH 3 trench drain to mh Qin = .11 CFS @ 12 .02 HRS, VOLUME= .01 AF Qout= .11 CFS @ 12 .04 HRS, VOLUME= .01 AF, ATTEN= 7%, LAG= 1.3 MIN DEPTH END AREA DISCH (FT) (SQ-FT) (CFS) 6" PIPE STOR-IND+TRANS METHOD 0 .00 0 .00 0.00 PEAK DEPTH= .05 FT .05 .08 .10 n= .012 PEAK VELOCITY= 1.3 FPS .10 .22 .43 LENGTH= 42 FT TRAVEL TIME = .6 MIN .15 .40 .95 SLOPE= .01 FT/FT SPAN= 10-20 HRS, dt=.l HRS .35 1.17 4.07 .40 1.35 4.75 .45 1.49 5 .18 .47 1.53 5 .23 .49 1.56 5.18 .50 1.57 4.86 REACH 0 INFLOW 8 OUTFLOW trench drain to mh 11 10 6'' PIPE X 8 n=.012 L=42' S=.81 .09 08 STOR-IND+TRANS METHOD UELOCITY= 1 .3 FPS 4- .07 TRAUEL= .6 MIN .06 Qin= . 11 CFS 3 .05 Qout= . 11 CFS J 04 LAG= 1 .3 MIN .03 .02 el e.0em - N rn IT Ln 0 M G) m TIME (hours) Data for Forgetta - Post Dev Rev 11/9/00 Page 13 TYPE III 24-HOUR RAINFALL= 3.10 IN Prepared by Merrimack Engineering Services 13 Nov 00 HydroCAD 5 .11 000899 (c) 1986-1999 Applied Microcomputer Systems REACH 4 Roof leader to mh Qin = .06 CFS @ 12 .02 HRS, VOLUME= 0 .00 AF Qout= .05 CFS @ 12 .03 HRS, VOLUME= 0 .00 AF, ATTEN= 5%, LAG= .7 MIN DEPTH END AREA DISCH (FT) (SQ-FT) (CFS) 6" PIPE STOR-IND+TRANS METHOD 0 .00 0 .00 0 .00 PEAK DEPTH= .10 FT .05 .01 .01 n= .012 PEAK VELOCITY= 1.9 FPS .10 .03 .05 LENGTH= 40 FT TRAVEL TIME = .3 MIN .15 .05 .12 SLOPE= .01 FT/FT SPAN= 10-20 HRS, dt=.l HRS .35 .15 .51 .40 .17 .59 .45 .19 .65 .47 .19 .65 .49 .19 .65 .50 .20 .61 REACH 4 INFLOW & OUTFLOW Roof leader to mh .055 050 6'' PIPE n=.012 L=40' S=.01 045 .040 STOR-IND+TRANS METHOD r VELOCITY= 1 .9 FPS 4- .035 TRAVEL= .3 MIN .030 Din= .06 CFS 3 .025 Gout= .05 CFS 01 ,020 LAG= .7 MIN J .015 .010 .005 e.e0em - N V Ln �0 r- M m TIME (hours) Data for Forgetta - Post Dev Rev 11/9/00 Page 14 TYPE III 24-HOUR RAINFALL= 3.10 IN Prepared by Merrimack Engineering Services 13 Nov 00 HydroCAD 5 .11 000899 (c) 1986-1999 Applied Microcomputer Systems REACH 5 manhole Qin = 1.06 CFS @ 12 .02 HRS, VOLUME= .08 AF Qout= 1.01 CFS @ 12.04 HRS, VOLUME= .08 AF, ATTEN= 50, LAG= 1.0 MIN DEPTH END AREA DISCH (FT) (SQ-FT) (CFS) 12" PIPE STOR-IND+TRANS METHOD 0 . 00 0 .00 0.00 PEAK DEPTH= .24 FT .10 .04 .16 n= .012 PEAK VELOCITY= 6 .9 FPS .20 .11 .67 LENGTH= 190 FT TRAVEL TIME = .5 MIN .30 .20 1.50 SLOPE= .0395 FT/FT SPAN= 10-20 HRS, dt=.l HRS .70 .59 6.42 . 80 .67 7.50 .90 .74 8.18 . 94 .77 8.25 .97 .78 8 .18 1.00 .79 7.67 REACH 5 INFLOW & OUTFLOW manhole 1 'e 12'' PIPE 9 n=.012 L=190' S=.0395 B STOR-IND+TRANS METHOD 7 UELOCITY= 6.9 FPS Ln TRAVEL= .5 MIN `- 6 u 5 Qin= 1 .06 CFS Qout= 1 .01 CFS O .4 LAG= 1 MIN J J .3 2 . 1 0.0 TIME (hours) Data for Forgetta - Post Dev Rev 11/9/00 Page 15 TYPE III 24-HOUR RAINFALL= 3.10 IN Prepared by Merrimack Engineering Services 13 Nov 00 HydroCAD S .11 000899 (c) 1986-1999 Applied Microcomputer Systems POND 1 pond Qin = 1.01 CFS @ 12 .04 HRS, VOLUME= .08 AF Qout= .62 CFS @ 12 .20 HRS, VOLUME= .07 AF, ATTEN= 390, LAG= 9.7 MIN ELEVATION AREA INC.STOR CUM.STOR STOR-IND METHOD (FT) (SF) (CF) (CF) PEAK STORAGE = S83 CF 153 .0 0 0 0 PEAK ELEVATION= 154 .4 FT 1S4 . 0 450 225 22S FLOOD ELEVATION= 155.5 FT 1S6.0 1375 1825 20SO START ELEVATION= 153 . 0 FT SPAN= 10-20 HRS, dt=.l HRS Tdet= 27.5 MIN ( .07 AF) # ROUTE INVERT OUTLET DEVICES 1 P 1S3 .S ' 6" CULVERT n=.012 L=25' S=.00351 / ' Ke=.4 Cc=.9 Cd=.64 POND 1 INFLOW 8 OUTFLOW pond 1 .0 9 STOR-IND METHOD PEAK STOR= 583 CF g PEAK ELEU= 154.4 FT 7 Qin= 1 .01 CFS t 6 Qout= .62 CFS U LAG= 9.7 MIN 5 � \ i 3 i L 3 i .2 \ 1 ` N TIME (hours) DANIEL A 1292 OSGOOD STREET NORTH ANDOYELZ,MASSACHUSETTS Data for Forgetta - Post Dev Rev 11/9/00 Page 1 TYPE III 24-HOUR RAINFALL= 4.50 IN Prepared by Merrimack Engineering Services 13 Nov 00 HydroCAD 5 .11 000899 (c) 1986-1999 Applied Microcomputer Systems WATERSHED ROUTING121 O O 1 T 7 E----(D 0 37 OSUBCATCHMENT ❑ REACH A POND LINK SUBCATCHMENT 1 = southeast parking area -> REACH 1 SUBCATCHMENT 2 = CB#2 -> REACH 2 SUBCATCHMENT 3 = trench drain area -> REACH 3 SUBCATCHMENT 4 = Roof Leader -> REACH 4 SUBCATCHMENT 5 = Undisturbed site -> REACH 1 = cb l to mhl -> REACH 5 REACH 2 = cb2 to dmhl -> REACH 5 REACH 3 = trench drain to mh -> REACH 5 REACH 4 = Roof leader to mh -> REACH 5 REACH 5 = manhole -> POND 1 POND 1 = pond -> Data for Forgetta - Post Dev Rev 11/9/00 Page 2 TYPE III 24-HOUR RAINFALL= 4.50 IN Prepared by Merrimack Engineering Services 13 Nov 00 HydroCAD 5 11 000899 (c) 1986-1999 Applied Microcomputer Systems RUNOFF BY SCS TR-20 METHOD: TYPE III 24-HOUR RAINFALL= 4.50 IN, SCS U.H. RUNOFF SPAN = 10-20 HRS, dt= .10 HRS, 101 POINTS SUBCAT AREA Tc WGT'D PEAK Tpeak VOL NUMBER (ACRE) (MIN) --GROUND COVERS (%CN) -- CN C (CFS) (HRS) (AF) 1 .12 5.0 83%98 17%98 98 - .50 12 .02 .03 2 .21 5 .0 90%98 10%98 98 - .87 12 .02 .06 3 .04 5 .0 100%98 98 - .17 12 .02 .01 4 .02 5 .0 100%98 98 - .08 12 .02 .01 5 1.45 5 .0 100%82 82 - 4 .20 12 .02 .29 Data for Forgetta - Post Dev Rev 11/9/00 Page 3 TYPE III 24-HOUR RAINFALL= 4.50. IN Prepared by Merrimack Engineering Services 13 Nov 00 HydroCAD 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) 1 12 .0 - - - - .012 120 .0300 5.0 .4 .47 2 12 .0 - - - - .012 40 .0200 5.1 .1 .86 3 6 .0 - - - - .012 42 .0100 2 .7 .3 .16 4 6.0 - - - - .012 40 .0100 2 .2 .3 .08 5 12 .0 - - - - .012 190 .0395 7.6 .4 1.49 r Data for Forgetta - Post Dev Rev 11/9/00 Page 4 TYPE III 24-HOUR RAINFALL= 4.50 IN Prepared by Merrimack Engineering Services 13 Nov 00 HydroCAD 5 .11 000899 (c) 1986-1999 Applied Microcomputer Systems 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) (%) (MIN) 1 153 .0 155.5 154 .8 .02 1.49 .83 44 10 .9 Data for Forgetta - Post Dev Rev 11/9/00 Page 5 TYPE III 24-HOUR RAINFALL= 4.50 IN Prepared by Merrimack Engineering Services 13 Nov 00 HydroCAD S.11 000899 (c) 1986-1999 Applied Microcomputer Systems SUBCATCHMENT 1 southeast parking area PEAK= .50 CFS @ 12 .02 HRS, VOLUME= .03 AF ACRES CN SCS TR-20 METHOD .10 98 Pavement TYPE III 24-HOUR . 02 98 Roof Drainage RAINFALL= 4 .50 IN .12 98 SPAN= 10-20 HRS, dt=.l HRS Method Comment Tc (min) DIRECT ENTRY Segment ID: 5.0 SUBCATCHMENT 1 RUNOFF southeast parking area .50 .45 AREA= . 12 AC Tc= 5 MIN .40 CN= 98 .35 SCS TR-20 METHOD � 30 TYPE III 24-HOUR U RAINFALL= 4.50 IN .25 3 .20 PEAK= .50 CFS @ 12.02 HRS -1 15 UOLUME= .03 AF LL 10 05 0.00m - Ln w m m m TIME (hours) Data for Forgetta - Post Dev Rev 11/9/00 Page 6 TYPE III 24-HOUR RAINFALL= 4.50 IN Prepared by Merrimack Engineering Services 13 Nov 00 HydroCAD 5 .11 000899 (c) 1986-1999 Applied Microcomputer Systems SUBCATCHMENT 2 CB#2 PEAK= .87 CFS @ 12.02 HRS, VOLUME= .06 AF ACRES CN SCS TR-20 METHOD .19 98 pavement TYPE III 24-HOUR .02 98 greenhouse RAINFALL= 4 .50 IN .21 98 SPAN= 10-20 HRS, dt=.1 HRS Method Comment Tc (min) DIRECT ENTRY Segment ID: 5 .0 SUBCATCHMENT 2 RUNOFF CB#2 .85 .80 AREA= .21 AC .75 Tc= 5 MIN .70 CN= 96 .65 .60 SCS TR-20 METHOD LO .55 TYPE III 24-HOUR `- .50 RAINFALL= 4.50 IN v 45 40 PEAK= .87 CFS 03 .35 @ 12.02 HRS J .30 VOLUME= .06 AF LL .25 .20 15 . 10 .05 0.00m _ cv v in m rn m TIME (hours) Data for Forgetta - Post Dev Rev 1119100 Page 7 TYPE III 24-HOUR RAINFALL= 4.50 IN Prepared by Merrimack Engineering Services 13 Nov 00 HydroCAD 5.11 000899 (c) 1986-1999 Applied Microcomputer Systems SUBCATCHMENT 3 trench drain area PEAK= .17 CFS @ 12 .02 HRS, VOLUME= .01 AF ACRES CN SCS TR-20 METHOD .04 98 pavement TYPE III 24-HOUR RAINFALL= 4.50 IN SPAN= 10-20 HRS, dt=.l HRS Method Comment Tc (min) DIRECT ENTRY Segment ID: 5 .0 SUBCATCHMENT 3 RUNOFF trench drain area 16 . 15 AREA= .04 AC . 14 Tc= 5 MIN . 13 CN= 98 . 12 11 SCS TR-20 METHOD c� 10 TYPE III 24-HOUR U .09 RAINFALL= 4.50 IN .0 PEAK= . 17 CFS 0 .07 36 - @ 12.02 HRS O J .05 UOLUME= .01 AF 04 .03 .02 e1 0.eem _ N rr Ln � 00 M m TIME (hours) Data for Forgetta - Post Dev Rev 11/9/00 Page 8 TYPE III 24-HOUR RAINFALL= 4.50 IN Prepared by Merrimack Engineering Services 13 Nov 00 HydroCAD 5 .11 000899 (c) 1986-1999 Applied Microcomputer Systems SUBCATCHMENT 4 Roof Leader PEAK= . 08 CFS @ 12 .02 HRS, VOLUME= .01 AF ACRES CN SCS TR-20 METHOD .02 98 1/2 building roof area TYPE III 24-HOUR RAINFALL= 4.50 IN SPAN= 10-20 HRS, dt=.l HRS Method Comment Tc (min) DIRECT ENTRY Segment ID: 5 .0 SUBCATCHMENT 4 RUNOFF Roof Leader .080 .075 AREA= .02 AC .070 Tc= 5 MIN .065 CN= 98 .060 .055 SCS TR-20 METHOD � 050 TYPE III 24-HOUR U .045 RAINFALL= 4.50 IN .040 3 .0.35 PEAK= .08 CFS O .030 @ 12.02 HRS -1 .025 UOLUME= .01 AF 020 .015 .010 .005 0.e0em — N IT Ln �0 r m TIME (hours) Data for Forgetta - Post Dev Rev 11/9/00 Page 9 TYPE III 24-HOUR RAINFALL= 4.50 IN Prepared by Merrimack Engineering Services 13 Nov 00 HydroCAD 5 .11 000899 (c) 1986-1999 Applied Microcomputer Systems SUBCATCHMENT 5 Undisturbed site PEAK= 4 .20 CFS @ 12 .02 HRS, VOLUME= .29 AF ACRES CN SCS TR-20 METHOD 1.45 82 Farmstead - Soil Type C TYPE III 24-HOUR RAINFALL= 4 .50 IN SPAN= 10-20 HRS, dt=.l HRS Method Comment Tc (min) DIRECT ENTRY Segment ID: 5.0 SUBCATCHMENT 5 RUNOFF Undisturbed site 4.0 AREA= 1 .45 AC 3.5 Tc= 5 MIN CN= 82 3.0 SCS TR-20 METHOD � 2.5 TYPE III 24-HOUR U RAINFALL= 4.50 IN 3 2.0 PEAK= 4.20 CFS CD 12.02 HRS 1 .5 UOLUME= .29 AF 1 .0 5 O.ON N rn V to iD m TIME (hours) Data for Forgetta - Post Dev Rev 11/9/00 Page 10 TYPE III 24-HOUR RAINFALL= 4.50 IN Prepared by Merrimack Engineering Services 13 Nov 00 HydroCAD 5 .11 000899 (c) 1986-1999 Applied Microcomputer Systems REACH 1 cb 1 to mhl Qin = 50 CFS @ 12 .02 HRS, VOLUME= .03 AF Qout= .47 CFS @ 12 .03 HRS, VOLUME= .03 AF, ATTEN= 5%, LAG= .7 MIN DEPTH END AREA DISCH (FT) (SQ-FT) (CFS) 12" PIPE STOR-IND+TRANS METHOD 0 .00 0 .00 0.00 PEAK DEPTH= .18 FT .10 .04 .14 n= .012 PEAK VELOCITY= 5 .0 FPS .20 .11 .59 LENGTH= 120 FT TRAVEL TIME _ .4 MIN .30 .20 1.31 SLOPE= .03 FT/FT SPAN= 10-20 HRS, dt=.1 HRS .70 .59 5 .60 .80 .G7 6.53 .90 .74 7.13 .94 .77 7.19 .97 .78 7.12 1.00 .79 6.69 REACH 1 INFLOW & OUTFLOW cb i to mhl .50 45 12" PIPE n=.012 L=120' S=,03 40 35 STOR-IND+TRANS METHOD UELOCITY= 5 FPS LO 30 TRAUEL= .4 MIN U 25 Qin= .50 CFS :3 20 Qout= .47 CFS LAG= .7 MIN -� . 1 5 10 .05 0.00m - N M Q Ln �0 co M m TIME (hours) Data for Forgetta - Post Dev Rev 11/9/00 Page 11 TYPE III 24-HOUR RAINFALL= 4.50 IN Prepared by Merrimack Engineering Services 13 Nov 00 HydroCAD 5 .11 000899 (c) 1986-1999 Applied Microcomputer Systems REACH 2 cb2 to dmhl Qin = . 87 CFS @ 12 .02 HRS, VOLUME= .06 AF Qout= .86 CFS @ 12 .02 HRS, VOLUME= .06 AF, ATTEN= 2%, LAG= .2 MIN DEPTH END AREA DISCH (FT) (SQ-FT) (CFS) 12" PIPE STOR-IND+TRANS METHOD 0.00 0 .00 0 .00 PEAK DEPTH= .26 FT .10 .04 .11 n= .012 PEAK VELOCITY= 5.1 FPS .20 .11 .48 LENGTH= 40 FT TRAVEL TIME _ .1 MIN .30 .20 1.07 SLOPE= .02 FT/FT SPAN= 10-20 HRS, dt=.1 HRS .70 .59 4.57 .80 .67 5.34 .90 .74 5 .82 .94 .77 5 .87 . 97 .78 5.82 1.00 .79 5.46 REACH 2 INFLOW & OUTFLOW cb2 to dmhl .85 .80 12'' PIPE .75 n=.012 L=40' 5=.02 .70 .65 STOR-IND+TRANS METHOD r .60 UELOCITY= 5. 1 FPS LO .55 TRAUEL= . 1 MIN .50 45 Qin= .87 CFS 40 Gout= .86 CFS � .35 LAG= .2 MIN J .30 tL .25 .20 . 15 . 10 .05 0.00m - N M V to tD r OD M m TIME (hours) Data for Forgetta - Post Dev Rev 11/9/00 Page 12 TYPE III 24-HOUR RAINFALL= 4.50 IN Prepared by Merrimack Engineering Services 13 Nov 00 HydroCAD 5.11 000899 (c) 1986-1999 Applied Microcomputer Systems REACH 3 trench drain to mh Qin = .17 CFS @ 12 .02 HRS, VOLUME= .01 AF Qout= .16 CFS @ 12 .02 HRS, VOLUME= .01 AF, ATTEN= 3%, LAG= .4 MIN DEPTH END AREA DISCH (FT) (SQ-FT) (CFS) 6" PIPE STOR-IND+TRANS METHOD 0 .00 0 .00 0 .00 PEAK DEPTH= .17 FT .05 .01 .01 n= .012 PEAK VELOCITY= 2 .7 FPS .10 .03 .05 LENGTH= 42 FT TRAVEL TIME = .3 MIN .15 .05 .12 SLOPE= .01 FT/FT SPAN= 10-20 HRS, dt=.l HRS .35 .15 .51 .40 .17 .59 .45 .19 .65 .47 .19 .G5 .49 .19 .65 .50 .20 .61 REACH 3 INFLOW & OUTFLOW trench drain to mh 16 15 6" PIPE 14 n=.012 L=42' S=.01 . 13 12 STOR-IND+TRANS METHOD 11 VELOCITY= 2.7 FPS � 10 TRAUEL= .3 MIN U .09 08 Qin= . 17 CFS 3 .07 Qout= . 16 CFS 06 LAG= .4 MIN .05 04 .03 .02 01 O.eem - N M Q Ln 0 rl- M M m TIME (hours) Data for Forgetta - Post Dev Rev 11/9/00 Page 13 TYPE III 24-HOUR RAINFALL= 4.50 IN Prepared by Merrimack Engineering Services 13 Nov 00 HydroCAD 5 .11 000899 (c) 1986-1999 Applied Microcomputer Systems REACH 4 Roof leader to mh Qin = .08 CFS @ 12.02 HRS, VOLUME= .01 AF Qout= .08 CFS @ 12.02 HRS, VOLUME= .01 AF, ATTEN= 4%, LAG= .5 MIN DEPTH END AREA DISCH (FT) (SQ-FT) (CFS) 6" PIPE STOR-IND+TRANS METHOD 0 .00 0 .00 0 .00 PEAK DEPTH= .12 FT .05 .01 .01 n= .012 PEAK VELOCITY= 2.2 FPS .10 .03 .05 LENGTH= 40 FT TRAVEL TIME = .3 MIN .15 .05 .12 SLOPE= .01 FT/FT SPAN= 10-20 HRS, dt=.l HRS .35 .15 .51 .40 .17 .59 .45 .19 .65 .47 .19 .65 .49 .19 .65 .50 .20 .61 REACH 4 INFLOW & OUTFLOW Roof leader to mh 080 .075 6'' PIPE 070 n=.012 L=40' S=.01 .065 .060 STOR-IND+TRANS METHOD .055 UELOCITY= 2.2 FPS O 050 TRAVEL= .3 MIN u .045 040 Qin= .08 CFS 3 .035 Gout= .08 CFS O .030 LAG= .5 MIN -J .025 LL 020 .015 .010 005 0.000m in �o r- m m m TIME (hours) Data for Forgetta - Post Dev Rev 11/9/00 Page 14 TYPE III 24-HOUR RAINFALL= 4.50 IN Prepared by Merrimack Engineering Services 13 Nov 00 HyrlroC'AD 5.11 000899 (c) 1986-1999 Applied Microcomputer Systems REACH 5 manhole Qin = 1.57 CFS @ 12 .02 HRS, VOLUME= .11 AF Qout= 1 .49 CFS @ 12 .04 HRS, VOLUME= .11 AF, ATTEN= 50, LAG= .9 MIN DEPTH END AREA DISCH (FT) (SQ-FT) (CFS) 12" PIPE STOR-IND+TRANS METHOD 0 .00 0 . 00 0 .00 PEAK DEPTH= .30 FT .10 .04 .16 n= .012 PEAK VELOCITY= 7 .6 FPS .20 .11 .67 LENGTH= 190 FT TRAVEL TIME = .4 MIN .30 .20 1.50 SLOPE= .0395 FT/FT SPAN= 10-20 HRS, dt=.l HRS .70 .59 6.42 .80 .67 7.50 .90 .74 8.18 .94 .77 8 .25 .97 .78 8.18 1. 00 .79 7.67 REACH 5 INFLOW & OUTFLOW manhole 1 .5 12'' PIPE 1 .4 1 3 n=,812 L=19e' S=.e395 1 .2 STOR-IND+TRANS METHOD r 1 1 VELOCITY= 7.6 FPS 1 .0 TRAUEL= .4 MIN `'- .9 U 8 pin= 1 .57 CFS 3 .7 Qout= 1 .49 CFS 0 .6 LAG= .9 MIN -i .5 LL 4 .3 .2 1 r 0.am N V to D r CD Q) m TIME (hours) Data for Forgetta - Post Dev Rev 11/9/00 Page 15 TYPE III 24-HOUR RAINFALL= 4.50 IN Prepared by Merrimack Engineering Services 13 Nov 00 HydroCAD 5 11 000899 (c) 1986-1999 Applied Microcomputer Systems POND 1 pond Qin = 1.49 CFS @ 12 .04 HRS, VOLUME= .11 AF Qout= .83 CFS @ 12 .22 HRS, VOLUME= .11 AF, ATTEN= 44%, LAG= 10 .9 MIN ELEVATION AREA INC.STOR CUM.STOR STOR-IND METHOD (FT) (SF) (CF) (CF) PEAK STORAGE = 927 CF 153 .0 0 0 0 PEAK ELEVATION= 154.8 FT 154 .0 450 225 225 FLOOD ELEVATION= 155.5 FT 156 .0 1375 1825 2050 START ELEVATION= 153 .0 FT SPAN= 10-20 HRS, dt=.l HRS Tdet= 23 .3 MIN ( .11 AF) # ROUTE INVERT OUTLET DEVICES 1 P 153 .5 ' 6" CULVERT n=.012 L=25 ' S=.00351/' Ke=.4 Cc=.9 Cd=.64 POND 1 INFLOW 8 OUTFLOW pond 1 .5 1 .4 STOR-IND METHOD 1 .3 PEAK STOR= 927 CF 1 .2 PEAK ELEU= 154.8 FT 1 . 1 1 e Qin= 1 .49 CFS L 9 Qout= .83 CFS `-' LAG= 10.9 MIN u 8 .7 6 � 5 LL 4 x .3 2 1 TIME (hours) DANIEL AND JOANNE FORGETTA 1292 OSGOOD STREET NORTH ANDOVER,MASSACHUSETTS B.3 — 100 Year Storm Data for Forgetta - Post Dev Rev 11/9/00 Page 1 TYPE III 24-HOUR RAINFALL= 6.40 IN Prepared by Merrimack Engineering Services 13 Nov 00 HydroCAD 5 .11 000899 (c) 1986-1999 Applied Microcomputer Systems WATERSHED ROUTING O O � 1 �E- 5� 37 0 OSUBCATCHMENT ❑ REACH A POND LINK SUBCATCHMENT 1 = southeast parking area -> REACH 1 SUBCATCHMENT 2 = CB#2 -> REACH 2 SUBCATCHMENT 3 = trench drain area -> REACH 3 SUBCATCHMENT 4 = Roof Leader -> REACH 4 SUBCATCHMENT 5 = Undisturbed site -> REACH 1 = cb 1 to mhl -> REACH 5 REACH 2 = cb2 to dmhl -> REACH 5 REACH 3 = trench drain to mh -> REACH 5 REACH 4 = Roof leader to mh -> REACH 5 REACH 5 = manhole -> POND 1 POND 1 = pond -> Data for Forgetta - Post Dev Rev 11/9/00 Page 2 TYPE III 24-HOUR RAINFALL= 6.40 IN Prepared by Merrimack Engineering Services 13 Nov 00 HydroCAD 5 11 000899 (c) 1986-1999 Applied Microcomputer Systems 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 SUBCAT AREA Tc WGT'D PEAK Tpeak VOL NUMBER (ACRE) (MIN) --GROUND COVERS (%CN) -- CN C (CFS) (HRS) (AFL 1 .12 5 .0 83%98 17%98 98 - .71 12 .02 .05 2 .21 5.0 90%98 10%98 98 - 1.24 12 .02 .09 3 .04 5.0 100%98 98 - .24 12 .02 .02 4 .02 5 .0 100%98 98 - .12 12 .02 .01 5 1.45 5 .0 100%82 82 - 6 .88 12 .02 .47 Data for Forgetta - Post Dev Rev 11/9/00 Page 3 TYPE III 24-HOUR RAINFALL_ 6.40 IN Prepared by Merrimack Engineering Services 13 Nov 00 HydroCAD 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) 1 12 .0 - - - - .012 120 .0300 5 .5 .4 .68 2 12 .0 - - - - .012 40 .0200 5 .7 .1 1.22 3 6.0 - - - - .012 42 .0100 3 .0 .2 .23 4 6.0 - - - - .012 40 .0100 2 .4 .3 .11 5 12 .0 - - - - .012 190 .0395 8.6 .4 2.15 Data for Forgetta - Post Dev Rev 11/9/00 Page 4 TYPE III 24-HOUR RAINFALL= 6.40 IN Prepared by Merrimack Engineering Services 13 Nov 00 HydroCAD 5 .11 000899 (c) 1986-1999 Applied Microcomputer Systems 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) (%) (MIN) 1 153 .0 155 .5 155 .3 .03 2 .15 1.08 50 12 .2 Data for Forgetta - Post Dev Rev 11/9/00 Page 5 TYPE III 24-HOUR RAINFALL= 6.40 IN Prepared by Merrimack Engineering Services 13 Nov 00 HydroCAD 5 .11 000899 (c) 1986-1999 Applied Microcomputer Systems SUBCATCHMENT 1 southeast parking area PEAK= .71 CFS @ 12 .02 HRS, VOLUME= .05 AF ACRES CN SCS TR-20 METHOD .10 98 Pavement TYPE III 24-HOUR .02 98 Roof Drainage RAINFALL= 6.40 IN .12 98 SPAN= 10-20 HRS, dt=.1 HRS Method Comment Tc (min) DIRECT ENTRY Segment ID: 5.0 SUBCATCHMENT 1 RUNOFF southeast parking area .7e 65 AREA= . 12 AC .6e Tc= 5 MIN .55 CN= 98 50 SCS TR-20 METHOD LO .45 TYPE III 24-HOUR U 40 RAINFALL= 6.40 IN .35 .3e PEAK= .71 CFS @ 12.02 HRS I 25 UOLUME= .05 AF L .20 15 ie .05 e.eem _ N m TIME (hours) Data for Forgetta - Post Dev Rev 11/9/00 Page 6 TYPE III 24-HOUR RAINFALL= 6.40 IN Prepared by Merrimack Engineering Services 13 Nov 00 HydroCAD 5 .11 000899 (c) 1986-1999 Applied Microcomputer Systems SUBCATCHMENT 2 CB#2 PEAK= 1.24 CFS @ 12 .02 HRS, VOLUME= .09 AF ACRES CN SCS TR-20 METHOD .19 98 pavement TYPE III 24-HOUR . 02 98 greenhouse RAINFALL= 6.40 IN .21 98 SPAN= 10-20 HRS, dt=.l HRS Method Comment Tc (min) DIRECT ENTRY Segment ID: 5 .0 SUBCATCHMENT 2 RUNOFF CB#2 1 .2 1 . 1 AREA= .21 AC Tc= 5 MIN 1 .0 CN= 98 .9 8 SCS TR-20 METHOD n TYPE III 24-HOUR U 7 RAINFALL= 6.40 IN v .6 PEAK= 1 .24 CFS 3 O 5 e 12.02 HRS 1 .4 VOLUME= .09 AF I.L 3 .2 1 e.em — N M Lr) rl- 00 � m TIME (hours) Data for Forgetta - Post Dev Rev 11/9/00 Page 7 TYPE III 24-HOUR RAINFALL= 6.40 IN Prepared by Merrimack Engineering Services 13 Nov 00 HydroCAD 5 .11 000899 (c) 1986-1999 Applied Microcomputer Systems SUBCATCHMENT 3 trench drain area PEAK= .24 CFS @ 12 .02 HRS, VOLUME= .02 AF ACRES CN SCS TR-20 METHOD .04 98 pavement TYPE III 24-HOUR RAINFALL= 6.40 IN SPAN= 10-20 HRS, dt= .l HRS Method Comment Tc (min) DIRECT ENTRY Segment ID: 5 .0 SUBCATCHMENT .3 RUNOFF trench drain area .22 AREA= .04 AC .20 Tc= 5 MIN 18 CN= 98 . 16 SCS TR-20 METHOD TYPE III 24-HOUR U 14 RAINFALL= 6.40 IN 12 10 PEAK= .24 CFS 0 @ 12.02 HRS J ,08 UOLUME= .02 AF LL .06 .04 .02 0.eem N M IT Ln w 0D � m TIME (hours) Data for Forgetta - Post Dev Rev 11/9/00 Page 8 TYPE III 24-HOUR RAINFALL= 6.40 IN Prepared by Merrimack Engineering Services 13 Nov 00 HydroCAD 5 .11 000899 (c) 1986-1999 Applied Microcomputer Systems SUBCATCHMENT 4 Roof Leader PEAK= .12 CFS @ 12 .02 HRS, VOLUME= .01 AF ACRES CN SCS TR-20 METHOD .02 98 1/2 building roof area TYPE III 24-HOUR RAINFALL= 6 .40 IN SPAN= 10-20 HRS, dt=.l HRS Method Comment Tc (min) DIRECT ENTRY Segment ID: 5 .0 SUBCATCHMENT 4 RUNOFF Roof Leader . 11 AREA= .02 AC . 10 Tc= 5 MIN CN= 98 .09 08 SCS TR-20 METHOD � 07 TYPE III 24-HOUR U RAINFALL= 6.40 IN .06 .05 PEAK= . 12 CFS 0 @ 12.02 HRS _1 .04 UOLUME= .01 AF LL .03 .02 01 0.00m _ N 7 v In D r 00 C3, m TIME (hours) Data for Forgetta - Post Dev Rev 11/9/00 Page 9 TYPE III 24-HOUR RAINFALL= 6.40 IN Prepared by Merrimack Engineering Services 13 Nov 00 HydroCAD S .11 000899 (c) 1986-1999 Applied Microcomputer Systems SUBCATCHMENT 5 Undisturbed site PEAK= 6. 88 CFS @ 12 .02 HRS, VOLUME= .47 AF ACRES CN SCS TR-20 METHOD 1.45 82 Farmstead - Soil Type C TYPE III 24-HOUR RAINFALL= 6.40 IN SPAN= 10-20 HRS, dt=.l HRS Method Comment Tc (min) DIRECT ENTRY Segment ID: 5.0 SUBCATCHMENT 5 RUNOFF Undisturbed site 6.5 AREA= 1 .45 AC 6.0 Tc= 5 MIN 5.5 CN= 82 5.0 4.5 SCS TR-20 METHOD to TYPE III 24-HOUR `U 4.0 RAINFALL= 6.40 IN 3.5 3 3.0 PEAK= 6.88 CFS O 2.5 @ 12.02 HRS z.e UOLUME= .47 AF 1 .5 1 .0 5 e.em — N M V Ln �0 co M m TIME (hours) Data for Forgetta - Post Dev Rev 11/9/00 Page 10 TYPE III 24-HOUR RAINFALL= 6.40 IN Prepared by Merrimack Engineering Services 13 Nov 00 HydroCAD 5 .11 000899 (c) 1986-1999 Applied Microcomputer Systems REACH 1 cb 1 to mhl Qin = .71 CFS @ 12.02 HRS, VOLUME= .05 AF Qout= .68 CFS @ 12.03 HRS, VOLUME= 05 AF, ATTEN= 5%, LAG= .7 MIN DEPTH END AREA DISCH (FT) (SQ-FT) (CFS) 12" PIPE STOR-IND+TRANS METHOD 0 .00 0 .00 0 .00 PEAK DEPTH= .21 FT .10 .04 .14 n= .012 PEAK VELOCITY= 5 .5 FPS .20 .11 .59 LENGTH= 120 FT TRAVEL TIME = .4 MIN .30 .20 1.31 SLOPE= .03 FT/FT SPAN= 10-20 HRS, dt=.1 HRS .70 .59 5 .60 .80 .67 6.53 .90 .74 7.13 .94 .77 7.19 .97 .78 7.12 1.00 .79 6.69 REACH 1 INFLOW & OUTFLOW Cb 1 to mhl .7e .65 12'' PIPE .60 n=.012 L=120' S=.03 .55 STOR-IND+TRANS METHOD 50 UELOCITY= 5.5 FPS Jl .45 TRAVEL= .4 MIN � 40 .35 Gin= .71 CFS 3 .30 Gout= .68 CFS 0 25 LAG= .7 MIN LL .2e 15 10 05 e.eem N M Ln �D M M m TIME (hours) REACH 1 INFLOW PEAK= .71 CFS @ 12 .02 HOURS HOUR 0 .00 .10 .20 .30 .40 .50 .60 .70 .80 .90 10 .00 .04 .04 .04 .04 .04 .05 .05 .05 .05 .05 11.00 .06 .06 .07 .08 .08 .09 .14 .21 .28 .38 12 .00 ( .71 .53 .32 .25 .18 .11 .09 .08 .07 .07 13 .00 .06 .06 .05 .05 .05 .05 .05 .04 .04 .04 14.00 .04 .04 .04 .04 .03 .03 .03 .03 .03 .03 15.00 .03 .03 .03 .03 .03 .02 .02 .02 .02 .02 16.00 .02 .02 .02 .02 .02 .02 .02 .02 .02 .02 17.00 .02 .02 .02 .02 .01 .01 .01 .01 .01 .01 18 .00 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 19.00 .01 .01 .01 .01 .01 .01 .01 . 01 .01 .01 20 .00 . 01 Data for Forgetta - Post Dev Rev 1119100 Page 11 TYPE III 24-HOUR. RAINFALL= 6,40 IN Prepared by Merrimack Engineering Services 13 Nov 00 HydroCAD 5 .11 000899 (c) 1986-1999 Applied Microcomputer Systems REACH 2 cb2 to dmhl Qin = 1.24 CFS @ 12 .02 HRS, VOLUME= .09 AF Qout= 1.22 CFS @ 12 .02 HRS, VOLUME= .09 AF, ATTEN= 2`0, LAG= .2 MIN DEPTH END AREA DISCH (FT) (SQ-FT) (CFS) 12" PIPE STOR-IND+TRANS METHOD 0 .00 0. 00 0 .00 PEAK DEPTH= .32 FT .10 .04 .11 n= .012 PEAK VELOCITY= 5.7 FPS .20 .11 .48 LENGTH= 40 FT TRAVEL TIME = .1 MIN .30 .20 1.07 SLOPE= .02 FT/FT SPAN= 10-20 HRS, dt=.l HRS .70 .59 4 .57 .80 .67 5.34 .90 .74 5.82 .94 .77 5 .87 .97 .78 5 .82 1.00 .79 5.46 REACH 2 INFLOW & OUTFLOW cb2 to dmhl 1 .2 12'' PIPE 1 . 1 n=.012 L=40' S=.02 1 .0 .g STOR-IND+TRANS METHOD UELOCITY= 5.7 FPS .8 TRAVEL= . 1 MIN ti-- 7 u 5 Qin= 1 .24 CFS : 5 Qout= 1 .22 CFS p LAG= .2 MIN J .4 u_ 3 .2 . 1 e.em _ N M Q ED 01 m TIME (hours) REACH 2 INFLOW PEAK= 1.24 CFS @ 12 .02 HOURS HOUR 0 .00 .10 .20 .30 .40 .50 .60 .70 .80 .90 10.00 I .06 .07 .07 .07 .08 .08 .08 .09 .09 .09 11.00 .10 .11 .12 .13 .14 .16 .25 .36 .48 .67 12 .00 1.24 .93 .57 .43 .31 .20 .15 .14 .13 .11 13 .00 .10 .10 .09 .09 .09 .08 .08 .08 .07 .07 14.00 I .07 .07 .06 .06 .06 .06 .06 .06 .05 .05 15.00 .05 .05 .05 .05 .04 .04 .04 .04 .04 .04 16.00 I .04 .03 .03 .03 .03 .03 .03 .03 .03 .03 17.00 .03 .03 .03 .03 .03 .03 .02 .02 .02 .02 18 .00 .02 .02 .02 .02 .02 .02 .02 .02 .02 .02 19.00 .02 .02 .02 .02 .02 .02 .02 .02 .02 .02 20.00 I .02 Data for Forgetta - Post Dev Rev 11/9/00 Page 12 TYPE III 24-HOUR RAINFALL= 6.40 IN Prepared by Merrimack Engineering Services 13 Nov 00 HydroCAD 5.11 000899 (c) 1986-1999 Applied Microcomputer Systems REACH 3 trench drain to mh Qin = .24 CFS @ 12 .02 HRS, VOLUME= .02 AF Qout= .23 CFS @ 12 .02 HRS, VOLUME= .02 AF, ATTEN= 3%, LAG= .4 MIN DEPTH END AREA DISCH (FT) (SQ-FT) (CFS) 6" PIPE STOR-IND+TRANS METHOD 0 .00 0 .00 0 .00 PEAK DEPTH= .21 FT .05 .01 .01 n= .012 PEAK VELOCITY= 3 .0 FPS .10 .03 .05 LENGTH= 42 FT TRAVEL TIME = .2 MIN .15 .05 .12 SLOPE= .01 FT/FT SPAN= 10-20 HRS, dt=.l HRS .35 .15 .Si .40 .17 .59 .45 .19 .65 .47 .19 .65 .49 .19 .65 .50 .20 .61 REACH 3 INFLOW 8 OUTFLOW trench drain to mh .22 6'' PIPE .20 n=.012 L=42' S=.81 . 18 STOR-IND+TRANS METHOD . 16 UELOCITY= 3 FPS 14 TRAUEL= .2 MIN U . 12 Qin= .24 CFS :3 10 Qout= .23 CFS 0 08 LAG= .4 MIN 06 04 .02 0.0em _ N M Ln �o 0D 0) m TIME (hours) REACH 3 INFLOW PEAK= .24 CFS @ 12 .02 HOURS HOUR 0 .00 .10 .20 .30 .40 .50 .60 .70 .80 .90 10 .00 .01 .01 .01 .01 .01 .02 .02 .02 .02 .02 11.00 .02 .02 .02 .03 .03 . 03 .05 .07 .09 .13 12 .00 .24 .18 .11 .08 .06 .04 .03 .03 .02 .02 13 .00 .02 .02 .02 .02 .02 . 02 .02 .01 .01 .01 14.00 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 15.00 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 16.00 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 17.00 .01 .01 .01 .01 0.00 0.00 0.00 0 .00 0 .00 0.00 18 .00 0 .00 0.00 0 .00 0.00 0.00 0.00 0.00 0 .00 0 .00 0.00 19.00 ( 0 .00 0.00 0 .00 0.00 0.00 0 .00 0.00 0 .00 0.00 0 .00 20 .00 0 .00 Data for Forgetta - Post Dev Rev 11/9/00 Page 13 TYPE III 24-HOUR. RAINFALL= 6.40 IN Prepared by Merrimack Engineering Services 13 Nov 00 HydroCAD 5 .11 000899 (c) 1986-1999 Applied Microcomputer Systems REACH 4 Roof leader to mh Qin = .12 CFS @ 12 . 02 HRS, VOLUME= .01 AF Qout= .11 CFS @ 12 .02 HRS, VOLUME= .01 AF, ATTEN= 4%, LAG= 5 MIN DEPTH END AREA DISCH (FT) (SQ-FT) (CFS) 6" PIPE STOR-IND+TRANS METHOD 0 .00 0 .00 0 .00 PEAK DEPTH= .15 FT .05 .01 .01 n= .012 PEAK VELOCITY= 2 .4 FPS .10 .03 .05 LENGTH= 40 FT TRAVEL TIME = .3 MIN .15 .05 .12 SLOPE= .01 FT/FT SPAN= 10-20 HRS, dt=.l HRS .35 .15 .51 .40 .17 .59 .45 .19 .65 .47 .19 .65 .49 .19 .65 .50 .20 .61 REACH 4 INFLOW & OUTFLOW Roof leader to mh 11 6'' PIPE 10 n=.012 L=40' S=.01 09 STOR-IND+TRANS METHOD .08 VELOCITY= 2.4 FPS � 07 TRAUEL= .3 MIN U .06 Qin= . 12 CFS ::3 05 Qout= . 11 CFS 0 04 LAG= .5 MIN LL .03 02 01 r 0.0Om - N l v Ln w r- m o) m TIME (hours) REACH 4 INFLOW PEAK= .12 CFS @ 12 .02 HOURS HOUR 0 .00 .10 .20 .30 .40 .50 .60 .70 .80 .90 10.00 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 11.00 .01 .01 .01 .01 .01 .02 .02 .03 .05 .06 12 .00 .12 .09 .05 .04 .03 .02 .01 .01 .01 .01 13 .00 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 14 .00 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 15 .00 0 .00 0.00 0.00 0.00 0.00 0.00 0 .00 0.00 0.00 0.00 16.00 0.00 0.00 0.00 0.00 0.00 0.00 0 .00 0 .00 0 .00 0.00 17.00 I 0.00 0.00 0.00 0.00 0.00 0.00 0 .00 0 .00 0 .00 0.00 18.00 0.00 0.00 0 .00 0.00 0.00 0 .00 0.00 0.00 0.00 0 .00 19.00 0 .00 0.00 0 .00 0.00 0.00 0 .00 0.00 0.00 0.00 0 .00 20 .00 0 .00 Data for Forgetta - Post Dev Rev 11/9/00 Page 14 TYPE III 24-HOUR RAINFALL= 6.40 IN Prepared by Merrimack Engineering Services 13 Nov 00 HydroCAD 5 .11 000899 (c) 1986-1999 Applied Microcomputer Systems REACH 5 manhole Qin = 2 .24 CFS @ 12 .02 HRS, VOLUME= .16 AF Qout= 2 .15 CFS @ 12 .03 HRS, VOLUME= .16 AF, ATTEN= 4%, LAG= .7 MIN DEPTH END AREA DISCH (FT) (SQ-FT) (CFS) 1211 PIPE STOR-IND+TRANS METHOD 0 .00 0 .00 0. 00 PEAK DEPTH= .35 FT .10 .04 .16 n= .012 PEAK VELOCITY= 8 .6 FPS .20 .11 .G7 LENGTH= 190 FT TRAVEL TIME = .4 MIN .30 .20 1.50 SLOPE= .0395 FT/FT SPAN= 10-20 HRS, dt=.l HRS .70 .59 6.42 .80 .67 7.50 .90 .74 8 .18 .94 .77 8 .25 . 97 .78 8.18 1. 00 .79 7.67 REACH 5 INFLOW & OUTFLOW manhole 2.2 2 0 12'' PIPE n=.012 L=190' S=.0395 1 .8 1 6 STOR-IND+TRANS METHOD VELOCITY= 8.6 FPS 4- 1 .4 TRAUEL= .4 MIN 1 .2 Qin= 2.24 CFS :3 1 .0 Qout= 2. 15 CFS 0 8 LAG= .7 MIN J LL- .6 .4 .2 M V Ln 0 Il- 00 0-1 m TIME (hours) REACH 5 INFLOW PEAK= 2 .24 CFS @ 12 .02 HOURS HOUR 0.00 .10 .20 .30 .40 .50 .60 .70 .80 .90 10.00 .11 .13 .12 .14 .14 .15 .15 .16 .17 .17 11.00 .18 .20 .22 .24 .26 .30 .44 .66 .88 1.21 12 .00 2 .21 1.81 1.06 .84 .58 .41 .28 .27 .23 .22 13 .00 .19 .19 .17 .17 .16 .16 .15 .15 .14 .13 14 .00 .12 .12 .12 .12 .11 .11 .11 .10 .10 .10 15 .00 .10 .09 .09 .09 .08 .08 .08 .08 .07 .07 16 .00 . 07 .06 .06 .06 .06 .06 .06 .06 .06 .OS 17.00 . 05 .05 .05 .05 .05 .05 .05 .04 .04 .04 18.00 . 04 .04 .04 .04 .04 .04 .04 .04 .04 .04 19.00 .04 .04 .04 .04 .04 .03 .03 .03 .03 .03 20 .00 .03 Data for Forgetta - Post Dev Rev 11/9/00 Page 15 TYPE III 24-HOUR RAINFALL= 6.40 IN Prepared by Merrimack Engineering Services 13 Nov 00 HydroCAD 5 .11 000899 (c) 1986-1999 Applied Microcomputer Systems POND 1 pond Qin = 2 .15 CFS @ 12 .03 HRS, VOLUME= .16 AF Qout= 1.08 CFS @ 12 .24 HRS, VOLUME= .16 AF, ATTEN= 50`0, LAG= 12 .2 MIN ELEVATION AREA INC.STOR CUM.STOR STOR-IND METHOD (FT) (SF) (CF) (CF) PEAK STORAGE = 1452 CF 153 . 0 0 0 0 PEAK ELEVATION= 155.3 FT 154 .0 450 225 225 FLOOD ELEVATION= 155.5 FT 156.0 1375 1825 20SO START ELEVATION= 153 .0 FT SPAN= 10-20 HRS, dt=.l HRS Tdet= 21.4 MIN ( .15 AF) # ROUTE INVERT OUTLET DEVICES 1 P 153 .5' 6" CULVERT n=.012 L=25 ' S=.00351/ ' Ke=.4 Cc=.9 Cd=.64 POND 1 INFLOW & OUTFLOW pond 2.0 STOR-IND METHOD 1 8 PEAK STOR= 1452 CF PEAK ELEU= 155.3 FT 1 .6 1 4 Qin= 2. 15 CFS Qout= 1 .08 CF5 U 1 .2 LAG= 12.2 MIN v 3 O .8 LL .6 .4 .2 0.0m N M v in �D m rn m TIME (hours) POND 1 INFLOW PEAK= 2 .15 CFS @ 12 .03 HOURS HOUR 0 .00 .10 .20 .30 .40 .50 .60 .70 .80 .90 10 .00 .08 .14 .12 .14 .14 .15 .15 .16 .17 .17 11.00 .18 .19 .22 .24 .26 .30 .42 .63 .86 1.17 12 .00 2 . 09 1.91 1.11 .88 .60 .43 .29 .27 .24 .22 13 .00 .20 .18 .18 .17 .16 .15 .15 .14 .14 .13 14 .00 .13 .12 .12 .12 .11 .11 .11 .10 .10 .10 15 .00 .10 .09 .09 .09 .08 .08 .08 .08 .07 .07 16.00 .07 .06 .06 .06 .06 .06 .06 .06 .06 .05 17 .00 .05 .05 .05 .05 .05 .05 .05 .04 .04 .04 18.00 I . 04 .04 .04 .04 .04 .04 .04 .04 .04 .04 19.00 .04 .04 .04 .04 .04 .03 .03 .03 .03 .03 20 .00 . 03 A 1292 OSGOOD STREET NORTH ANDOVER, MASSACHUSETTS DANIEL AND JOANNE FORGETTA 1292 OSGOOD STREET NORTH ANDQffR MASSACHUSETTS Appendix D Operation and Maintenance Plan DANIEL AND JOANNE FORGETTA 1292 OSGOOD STREET NORTH ANDOVER,MASSACHUSETTS Operation and Maintenance Plan Owner: Daniel and Joanne Forgetta 1292 Osgood Street North Andover,MA 01845 L SHORT TERM MAINTENANCE PROGRAM DURING CONSTRUCTION • A site inspection shall be performed by a registered engineer before and during the construction of the drainage structures. • Care shall be taken at all times to control erosion and sediment movement by the use of compaction of disturbed areas. Other than erosion,no pollutant discharges are expected during construction. • The contractor shall ensure that all runoff is collected in the appropriate structures as they are constructed and that uncontrolled runoff is kept to a minimum. The contractor shall protect the safety of the public by installing grates or covers on each drainage structure when it is built. • Upon substantial completion of the drainage facilities a final inspection shall be performed by the P.E. and a report issued to the North Andover Department of Public Works. L LONG TERM MAINTENANCE PROGRAM AFrER CONSTRUCTION • On or about every May I of each year a site inspection shall be performed by a registered professional engineer(P.E.)of the Commonwealth of Massachusetts to report on the status of the drainage features. The inspector will schedule the inspection with the responsible parties.48 hours prior to the inspection so arrangements can be made to access all manholes,including if necessary,roping off of parking spaces to assure manhole access. This report shall include the name,address and telephone number of the owner of the drainage facilities,the names,address and telephone numbers of parties responsible for the operation and maintenance of the drainage facilities. The report shall also identify the current status of the drainage facility. The inspection shall include a visual inspection of each drainage structure including the catch basins,manholes, culverts,detention ponds,outlet structures and any other structure or condition relating to the long term operation of the drainage facilities. The report shall outline any observed pollution,if other than normal sand and oil runoff from parking lot use. A copy of this report shall be sent to the North Andover Department of Public Works. • The parking lot shall be power swept on the entire site at least semi-annually,and the sweepings disposed of off-site by the sweeping contractor. • On or about October 15 of each year a Landscape Contractor shall maintain growth and clean out any debris in the non-catchbasin drainage structures or drainage pipes and shall prepare a short written report of the work performed to be submitted to the inspector(P.E.)for inclusion in his report. • Once every year from the date of commencement,on or about September 1,or when determined necessary by a RE,the catch basins shall be thoroughly cleaned by mechanical and/or manual means to remove any debris and settlement. All covers should be properly reset after opening. • If the inspector reports that work needs to be done to maintain any fiwility then the work must be completed within the next 12 weeks,unless otherwise specified,the condition of which shall be reported in the inspector's next report. 1292 OSGOOD STREET NORTH OVER,MASSACHUSETTS u 2 " .0 ESSEX FRANKLIN . '� MIDDLESEX SUFFOLK y HAMPSHIRE ORCESTER Y H MPDEN NOP& 3. . , P S IPA RAINFALL T �! BARNSTAB 2-YEAR,24 HOUR PRECIPITATION (INCHES) d DUKES I i NANTUCKET TP-40 i I . IB ESSEX FRANKLIN i MIDDLESEX BUFFO K a WORCESTER p h gHAMPSHIRE `7 W m CFO e' i HAMPDE4.4 OG IPP $ O RAINFALL T P BARNSTABL 4.6 5-YEAR,24-HOUR PRECIPITATION (INCHES) DUKE i d I. NANTUCKET I i TP-40 FIGURE B-I ,SHEET I OF 3 B-22 l i i 4.2" .5 0� 4. 411 ESSEA 11 4. FRANKLIN MIDDLESEX SUFFOLK HAMPSHIRE WORCESTER 11 2 4.7 W m � 1 HAMPDEN O GS 4.81I IPA O RAINFALL DATA MAP BARNSTAB E 1- IO-YEAR, 24 HOUR PRECIPITATION (INCHES) d® 4 911 DUKES 1 NANTUCKET 4 TP-40 i I } f 5. " I .0'= .I" 2 . 11 ESSEX FRANKLIN . 5.5 j lu MIDDLE EX WORCESTER SUFFOLK Y HAMPSHIRE lu 5.6 HAMPDEN NOPf D� 11 < g. ® OGA 5.711 �N y A t O BARNS ABL l RAINFALL ' 11 � 5• �- 25 - YEAR,24-HOUR PRECIPITATION (INCHES) ® 4 d DUKE Q NANTUCKET ` TP-40 7 FIGURE B-( ,SHEET 2 OF 3 B-23 5.611 5.7 11 5.8 11 ESSEX 9 FRANKLIN 6. 0 It MIDDLESEX SUFFOLK II HAMPSHIRE WORCESTER Y CD HAMPDEN 6.2 6.3 11 oc, ulk I RAINFALL DATA MAP 0 BARNS BL 6.4 50—YEAR,24 HOUR PRECIPITATION (INCHES) 11 c:s4 6.5 DUKE NANTUCKET _TP-40 11 6.0 .2 SSEX FRANKLIN 6.611 MIDDLESEX SUFFOLK ORCESTER HAMPSHIRE 6.811 CID HAMPDEN Irl A. 1, 7 11 oc ail I l- N 0 RAINFALL DATA MAP BARNS ABL 7.2" 100—YEAR,24—HOUR PRECIPITATION (INCHES) DUKES\14 NANTUCKET FIGURE B—I SHEET 3 OF 3 B-24 Appendix A: RUNOFF CURVE NUMBERS Runoff curve numbers for urban areas, CUr VC- numbers for Cover description hYdrologic soil group— Average percent Cover type and hydrologic condition impervious areal A 1-5 C I) Ficlly developed icrban areas (vegetation establishe(l) Open space (lawns, parks, golf courses, cemeteries, etc.)': Poor condition (grass cover < 50%) ....... . ... . .. 68 79 86 89 Fair conclition (grass cover 50% to 75%)... .. .. . ... 49 69 79 8-1 Good condition (grass cover > 75%) ...... ..... . . . 39 61 74 SO Impervious areas: Paved parking lots, roofs, driveways, etc. (excluding right-of-way). ...... ......... .. . . .. . . . . 9S 9S 9g _93 Streets and roads: Paved; curbs and storm sewers (excluding right-of-way).......... ................ ..... ... 98 98 98 9S Paved; open ditches (including right-of-way) ..... . . 83 89 92 93 Gravel (including right-of-way) ..... .... .... . .... . 76 85 89 91 Dirt (including right-of-way) .............. ... .... 72 82 87 89 Western desert urban areas: Natural desert landscaping(pervious areas onlyJl... 63 77 85 S8 Artificial desert landscaping (impervious weed barrier, desert shrub vvfth 1- to 2-inch sand or gravel mulch and basin borders). ............ . . 96 96 96 96 Urban districts: Commercial and business.... .. . ........ ..... ... . .. 85 89 92 94 95 Industrial.................. .............. ..... ... 72 31 83 91 93 Residential districts by average lot size: 1/8 acre or less (town houses)............ .. ......... 65 77 85 90 92 1/4 acre . . ................. .............. ........ 38 61 75 8.3 S7 1/3 acre .... .... ................. . .... 30 57 72 81 86 1/2 acre . .................. ...................... 25 54 70 80 85 1 acre ..................... ...................... 20 51 68 79 &1 2 acres .......................................... 12 46 65 77 82 Developing itrban areas Newly graded areas (pervious areas only, no vegetation)s......... ........................... 77 86 91 94 Idle lands (CN's are determined using cover types similar to those in table 2.20. 'Average runoff condition, and I„ = 0.2S. 2The average percent impervious area shown was used to develop the composite CN's. Other assumptions are as follows: impervious areas are directly connected to the drainage system, impervious areas have a CN of 98, and pervious areas are considered equivalent to open space in good hydrulugic condition. CN's fur other ekanbinatiolls of conditions may he cumpuLed using figure 2•:1 or 2.4. 'CN's shown are equivalent to those of pasture. Composite CN's may be computed for other combinations of open space cover type. "Composite CN's for natural desert landscaping should be computed using figures 2.3 or 2.4 based on the impervious area percentage(CN = 98)and the pervious area CN.The pervious area CN's are assumed equivalent to desert shrub in pour hydrologic condition. 'Composite CN's to use for the design of temporary measures during grading and construction should be computed using firhu•e 2•:1 or'2.4, based on the degree of development(impervious area percentage)and the CN's for the newly graded pervious areas. This appendix reprinted from S.C.S.TR-SS, revised 1986. A-1 Appendix A: RUNOFF CURVE NUMBERS (continued) ltu11017•curve nuntber-s for other agricultural lands, Curve members for Cover description hYdrulobic soil group— Hydrologic Cover type condition A B C D Pasture, grassland, or range—continuous poor 6S 79 S6 39 forage for grazing.2 Fair 49 69 79 84 Good 39 61 74 SO lYfeadow—continuous grass, protected from — 30 53 71 grazing and generally mowed for hay. 7S Brush—brush•weed-grass mixture with brush Poor 43 67 77 S3 the major element.' Fair 35 56 70 77 Good 430 48 65 73 Woods—grass combination (orchard poor 57 73 82 or tree farm).5 86 Fair '43 65 76 82 Good 32 58 72 79 Woods.6 Poor 45 66 77 83 Fair 36 60 73 79 Good 430 153 70 77 Farmsteads—buildings, lanes, driveways, — 59 74 32 86 _-and surrounding lots. 'Average runoff condition, and I;, - 0.2S. k, Sc>i lyrpe c__ t 2l'uur: <50%ground cover or heavily grazed with no mulch. - Fair: 50 to 75%ground cover and not heavily gr;rzed. Good: >75%ground cover and lightly or unly occasiunslly gr:ucd. 'Poor: <50%ground cover. Fuir:• 50 to 75%ground corer. Good: >75%ground cover. 'Actual curve number is less than 30; use CN =30 fur runoff computations. 'CN's shown were computed fur areas with 50%, woods an(I 50%.grass(p;titure)cover. Other cuntbinatiuns of conditions may be computed from the CN's Cur woods and pasture. 'Poor: 'Forest litter, small trees, and brush ;u•e destroyed by heavy gr-.rzing or regular bunting. F'aA: Woods are grazed but not burned, and some forest litter covers the soil. Good: Woods are protected from grazing,;uul litter and brush adequately cover the soil. is appendix reprinted from S.C.S.TR-55, revised 1986. A-3 1292 OSGOOD STREET NORTH ANDOVjj MASSACHUSETTS 34 Soil survey absorption fields; effluent flowing through the substratum This unit is in capability subclass Ile. causes a hazard of ground-water contamination. The sidewalls of shallow excavations in this soil are unstable, PaC—Paxton fine sandy loam, 8 to 15 percent and the steeper sides commonly collapse. slopes. This soil is deep, moderately sloping, and well This unit is in capability subclass llw. drained. It is mainly on the upper sides of hills. The soil is in rectangular areas that range from 5 to 15 acres and Pa —Paxton fine sandy loam, 3 to 8 percent is in oval and irregularly shaped areas that range from slopes. This soil is deep, gently sloping, and well 10 to 30 acres. Slopes are smooth and slightly convex drained. It is mainly on the top and upper side slopes of and are 50 to 1,400 feet long. hills. The soil is in rectangular areas that range from 5 to Typically, the surface layer is very dark brown fine 20 acres and oval or irregularly shaped areas that range sandy loam about 8 inches thick. The subsoil is fine from 10 to 40 acres. Slopes are smooth and slightly sandy loam 14 inches thick. The upper 7 inches is dark convex and are 100 to 800 feet long. yellowish brown, and the lower 7 inches is olive brown. Typically, the surface layer is very dark brown fine The substratum is very firm and brittle, olive brown fine sandy loam about 9 inches thick. The subsoil is fine sandy loam to a depth of 60 inches or more. sandy loam 14 inches thick. The upper 7 inches is dark Included with this soil in mapping are Woodbridge and yellowish brown, and the lower 7 inches is olive brown. Ridgebury soils in lower areas and depressions. These The substratum is very firm and brittle, olive brown fine areas make up about 10 percent of this map unit. Also sandy loam to a depth of 60 inches or more. included are areas of soils with a subsoil of very fine Included with this soil in mapping are Woodbridge and sandy loam and a few areas that have a friable Ridgebury soils in lower areas and in depressions. These substratum. These areas make up about 10 percent of areas make up about 10 percent of this unit. Also the unit. included are a few small areas of soils with a subsoil of The permeability of this Paxton soil is moderate in the very fine sandy loam and a few areas that have a friable subsoil and slow or very slow in the substratum. substratum. These areas make up about 15 percent of Available water capacity is moderate. In unlimed areas the unit. this soil is very strongly acid to slightly acid. A seasonal .The permeability of this Paxton soil is moderate in the high water table is perched above the substratum for subsoil and slow or very slow in the substratum. brief periods in winter and early spring. Available water capacity is moderate. In unlimed areas Most areas of this soil are in woodland. Some of the this soil is very strongly acid to slightly acid. A seasonal acreage is farmed, and some is used for homesites. high water table is perched above the substratum for This soil is suited to farming and to orchards. Good brief periods in winter and early spring. tilth is easily maintained in cultivated areas, and the Some of the acreage of this soil is farmed, some is in hazard of erosion is moderately severe. Where this soil woodland, and some is used for homesites. is farmed, striperopping, terracing, conservation tillage, This soil is well suited to farming. Good tilth is easily and the use of cover crops and grasses and legumes in maintained in cultivated areas, and the hazard of erosion the cropping system help to reduce runoff and control is moderate. Where this soil is farmed, striperopping, erosion. Mixing crop residue and manure into the surface conservation tillage, and the use of cover crops and layer improves tilth and increases the organic matter grasses and legumes in the cropping system help to content of the soil. The use of proper stocking rates, reduce runoff and control erosion. Mixing crop residue deferred grazing, and rotational grazing help maintain and manure into the surface layer improves tilth and desirable pasture plant species. increases the organic matter content of the soil. The use The soil is well suited to trees and to openland and of proper stocking rates, deferred grazing, and rotational woodland wildlife habitat. Slope and the slow grazing help maintain desirable pasture plant species. permeability in the lower part of the subsoil limit most The soil is well suited to trees and to openland and types of recreational development. woodland wildlife habitat. The slow permeability in the Slope limits this soil as a site for dwellings, small substratum limits the soil for most types of recreational commercial buildings, or shallow excavations. The slow development, and slope and small stones on the surface or very slow permeability in the substratum limits the soil limit playground development. as a site for septic tank absorption fields. A moderate susceptibility to frost action and wetness This unit is in capability subclass Ille. caused by the seasonal high water table limit this soil as a site for dwellings or small commercial buildings. Slope —Paxton fine sandy loam, 15 to 25 percent is a further limitation for small commercial buildings. The slopes. This soil is deep, moderately steep, and well slow or very slow permeability of the substratum limits drained. It is mainly on the upper sides of hills. The soil the use of the soil for septic tank absorption fields. The is in rectangular or irregularly shaped areas that range seasonal high water table and firmness of the from 10 to 80 acres. Slopes are smooth and slightly substratum limit shallow excavations. convex and are 100 to 1,000 feet long, Essex County, Massachusetts, Southern Part 165 TABLE 16.--SOIL AND WATER FEATURES--Continued I I Flooding High water table I I Risk of corrosion Soil name and (Hydro-I I I I IPotentiall map symbol I logic) Frequency I Duration (Months I Depth I Kind (Months I frost (Uncoated (Concrete Igroup I I I I I I I action I steel I Ft I I I I I I I I Iw*: i I I I I I I I I I Ipswich----------I D (Frequent----(Very brleflJan-Decl +1-0 IApparentlJan-Decl --- (High-----(High. I I I I I I I I I I Westbrook--------I D lFrequent----IVery brleflJan-Decl +1-0 IApparentlJan-Dec) --- (High-----(High. I I I I I I I I I I Ma----------------I D None--------I --- I --- I +1-0.5IApparentlOct-AuglHigh-----(High-----(Moderate. Maybid I I I I I I I I I I I I I I I I I I I I MeA, MeB----------I C INone--------I --- I --- I A.0 I --- I --- (Moderate (Moderate (Moderate. Melrose I I I I I I I I I I MmA, MmB, MmC, MmDe--------------I A (None--------I --- I --- I A.0 1 --- I --- ILow------ILow------(High. Merrimac I I I I I I I I I I i I I i I I I I I I MnB#: I I I I I I I I I I Merrimac---------I A INone--------I --- I --- I A.0 I --- I --- ILow------(Low------(High. I I I I I I I I I i Urban, land. I i I I I I I I I I MoB, MoC, MSB, I I I I I I I I I I MSC, MsD, MxC, MxD--------------I C INone--------I --- I --- I2.0-2.5IPerched IFeb-MaylModerate ILow------(High. Montauk I I I I I I I I I I I I I I I I I I I NnA, NnB----------I B INone--------I --- I --- 11.5-3.olApparentlNov-AprlModerate (Low------(High. Ninigret I I I I I I I I PaB, PaC, PaD, PbB, PbC, PbD----I C None--------I --- I --- I1.5-2.5IPerched IFeb-MarlModerate ILow------(Moderate. Paxton I I I I I I I I I PcE*: I I I I I I I I I I Paxton-----------1 C INone--------i --- I --- 11.5-2.5IPerched IFeb-MarlModerate ILow------(Moderate. I I I I I I I I I I Montauk----------I C INone--------I --- I --- I2.0-2.51Perched IFeb-MaylModerate ILow------)High. I I I I I I I I I Pdc*: I I I I I I I I I I Paxton-----------I C INone--------I --- I --- 11.5-2.5IPerched IFeb-MarlModerate ILow------(Moderate. I i i I I 1 I I I I Urban land. Pe----------------I A (None--------I --- I --- 10.5-1.5IApparentlOct-JunlModerate (Low------(Moderate. Pipestone I I I I I I I I I I Pg*• I I I I I I I I I I Pits P1B---------------I C INone--------I --- I --- I A.0 I --- I --- (Moderate ILow------(High. Pollux I I I I I I I I I I I I I I I I I I I I PoB, PoC, PoD-----I C (None--------I --- I --- I1.5-3.OIPerched IFeb-MarlLow------ILow------(High. Poquonock I I I I I I I I I I Qu*• I I I I I I I I I Quarries I I I I I I I I I I I I I I I I I I I I RdA, RlA, R1B-----I C INone--------I ___ I ___ 10-1.5IPerched INov-MaylHigh-----(High-----(High. Ridgebury I I I I I I I I I I I I I I I I I i I I Rx*: I I I I I I I I I I Rock outcrop. I I I I I I I I I I Hollis-----------i C/D INone--------I --- I --- I A.0 1 --- I --- (Moderate ILow------(High. Sb________________I D INone--------I --- I ___ I +1-1.OIApparentlJan-DeclHigh-----(High-----lHigh. Scarboro I I I I I I I I I I See footnote at end of table. DANIEL AND JOANNE FORGETTA 1292 OSGOOD STREET NORTH ANDOVEI ,MASSACHUSETTS Appendix G.- Rational Method Pipe Sizing Calculations STORMDRAIN DESIGN - in/hour) Weighted Pipe Full flow Vel. V Flow Drainage Rim Struct. Coef." Drainage Sum Time of Intensity Flow Q Size capacity( Slope full Pipe Time Structure elev. Inv. Out to Invert In C" Area Area(CAw) CAw Conc. (in./hr.) (cfs) (In.) cfs) (ft.lft.) (fps) Length (min.) cb-1 173.66 167.30 dmh 163.70 0,90 0.12 0.11 0.11 5.00 7,50 0.83 12 6.70 0.0300 8.54 120 0.23 cb-2 168.50 164.85 dmh 164.05 0.90 0.21 0.19 0.19 5.00 7.50 1. 3 12 5.47 0.0200 6.97 40 0.10 roof drain - 162.80 dmh-2 162.60 0.90 0.02 0.02 0.02 5.00 7.50 0.15 12 2.74 0.0050 3.49 40 0,19 trench drain 165.84 164.24 dmh-2 163.82 0.90 0.04 0.19 0.19 5.00 7.50 1.43 12 3.87 0.0100 4.93 42 0.14 dmh 168.38 162.50 pond 155.00 0.90 0.51 5.00 7.50 3.83 15 13.94 0.0395 11.36 190 0.28 STORMDRAIN DESIGN CHART - i Weighted Pipe Full flow Vet V Flow Drainage Rim Struct. Coef." Drainage Sum Time of Intensity Flow Q Size capacity( Slope full Pipe Time Structure elev. Inv. Out to Invert In C" Area Area (CAw) CAw Conc. (in.lhr) (cfs) (In.) cfs) (ftAft,) (fps) Length (min.) cb-1 173.66 167.30 dmh 163.70 0.90 0.12 0.11 0.11 5.00 6.00 0.66 12 6.70 0.0300 8.54 120 0.23 cb-2 168.50 164.85 dmh 164.05 0.90 0.21 0.19 0.19 5.00 6.00 1.14 12 5.47 0.0200 6.97 40 0.10 roof drain - 162.80 dmh-2 162.60 0.90 0.02 0.02 0.02 5,00 6.00 0.12 12 2.74 0.0050 3.49 40 0.19 trench drain 165.84 164.24 dmh-2 163.82 0.90 0.04 0.19 0.19 5.00 6,00 1.14 12 3.87 0.0100 4.93 42 0.14 dmh 168.38 162.50 pond 155.00 0.90 0.51 5,00 6,00 3.06 15 13.94 0.0395 11.36 190 0.28 Merrimack 1 eerl Services, Inc. Andover,NIA