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HomeMy WebLinkAbout1996-10-07 Drainage Report 8/27/96 KINGSBERR Y AIRCRAFT HANGER NORTHANDOVER, AIMSSACHUSETTS DRAINAGE REPORT August 27, 1996 PREPARED FOR: KINGSBERRY BUILDING TECHNOLOGIES INC. 10 Winship Drive Wakesfield, Massachusetts 01880 N OF DANIEL KOPAV08 CIVIL No.37752 Merrimack Engineering Services, Inc. 66 Park Street Andover, Massachusetts 01810 KINGSBERR Y AIR CRAFT HANGER NORTH ANDOVER, MASSACHUSETTS i TABLE OF CONTENTS SECTION 1.0 INTRODUCTION SECTION 2.0 LOCUS MAPS SECTION 3.0 STORM DRAINAGE CALCULATIONS 3.1 DESCRIPTION OF DRAINAGE SYSTEM 3.2 PI2E VS, POST-DEVELOPMENT ANALYSIS 32.1 PRE-DEVELOPMENT -2, 10& WO-WAR STORM EVENT 3.2.2 POST-DEVELOPMENT-2, 10& 100-YEAR STORM EVENT' 3.2.3 EMERGENCY SPILLWAY ANALYSIS- 100-YEAR STORM EVENT 3.2.4 DETENTION BASIN OUTLET PIPE ANALYSIS- 100-YEAR STORM EVENT 3.3 STORM DRAINAGE PIPE DESIGN-THE RATIONAL METHOD 33.1 DESCRIPTIONOFMETHODOLOGY 3.3.2 WEIGHTED RUNOFF COEFFICIENT CALCULATIONS 3.3.3 PIPE SIZING DESIGN CHART-BASED ON THE I 0-YEAR STORM EVENT 3.3.4 INLET CAPACITY ANALYSIS SECTION 4.0 SUMMARY SECTION 5.0 APPENDIXES 5.1 SOILS DESCRIPTIONS 5.2 RUNOFF CURVE NUMBERS FOR URBAN AREAS 53 RAINFALL DATA MAPS(SCS) SECTION 6.0 DRAINAGE AREA MAPS Merrimack Engineering Services, Inc. KINGSBERRY AIR CRAFT HANGER NORTH ANDOVER, MASSACHUSETTS •:+ SECTION 1.0 INTRODUCTION The Kingsberry Aircraft Hanger site is located on the north side of Sutton Street between Survey Drive and Osgood Road (Route 125) in North Andover, Massachusetts. The project consists of site modifications for the construction of four (4) aircraft hangers. The subject land has areas of woods and grass. The topography gently slopes from a high point near the center of the property towards the perimeter of the site, The elevations range from a high of USGS Elevation 163 (NGVD 1924) at the knoll to a low of 160 at the westerly most corner of the project, a general vertical elevation difference of three(3)feet. The soils within the project consist of the Paxton series. The Paxton series is classified as being within the SCS-Hydrological Soils Group C; ranked third on a scale of four(A, B, C, D)in terms of infiltration capacity. For a more detailed description of this soils see Section 5.1 of this report. The existing drainage pattern is as follows: Runoff from the site flow from the high point located in the center of the area of site modifications towards the west and east of the site. These calculations will determine Pre-Development and Post-Development peak flow rates (Q) using the SCS-TR55 Runoff Method. Proposed mitigation of the increase in runoff will be obtained primarily through the use of an on-site detention facility which will serve to simultaneously detain and store the runoff for a reduced off-site discharge. The results for each drainage area, which experiences an increase in impervious area and therefore an apparent increase in peak runoff, will be tabulated. The objective is to mitigate the storm drainage flows such that there will be no increase in the eak rate of runoff from the site. The calculations will be performed for the 2, 10 and 100-year storm events. ! All applicable regulations of the Town of North Andover are incorporated herein. Merrimack Engineering Services, Inc. I KINGSBERR Y AIRCRAFT.HANGER NORTH ANDO VER, MASSACHUSETTS SECTION 2.0 LOCUS MAPS f 6 5 WS i Merrimack Engineering Services, Inc. KINGSBERR Y AIR CRAFT HANGER NORTH ANDO VER, MASSACHUSETTS 1 *:• SITE LOCATION MAP 5as� k AYL q D Irr Lawrence Mu�u OlC) A M Project Location m z ON gu StarrowBark P Suttons Mills - lita�th CQ e�Itsservotr LO O'Reilly Br:Idge fi �urrarn -nd � ®'1995 DeLorme �' I Merrimack Engineering Services, Inc. II "NGSBERR Y AIRCRAFT HANGER NORTH ANDO VER, MASSACHUSETTS i •;• USGS MAP gave it l It�T HAkr'4,1 :a t M r '-,-��--�'s�4'� 'Q' i�r � �wve�Rcsi ��•, J.•1,. 'I•+, ,S` 1,1 , „y , 1 '� ILA- � YS` ', `\��' •'/� ''V � •• _.',• �/ .-.-�-ram- •��y+ ,, � '. Water AT*BM 54.2 LAWRENCE Sew U ICIPAL AlRP T Dispoear �, t, . r 1 I,ti' ,•�:, et ta11 {I o t fs— 0 Dou�ffec}c �+ I o 0 H I! E y O'Reilly Suflu z My 0. FaurActs I Bridge-17 h 1�• U,^ 1r ," cn `_2 .0 ✓+'Oqr 4 \, \ no AS •. Merrimack Engineering Services, Inc. i KINGSBERR Y AIRCRAFT HANGER NORTH ANDO VER, MASSACHUSETTS i ❖ SITE SOILS MAP NIB '� % c� r s Pae ur Mf -YWnC r• ;rp'ri'.' ;'' = , Pala f TX r� •v. Wa8 � Pt3D 'r• � '9• v r� Pao D9 ' PaB r nB w 1a r PaD r . Wnwno \- PaB ~ �� ` A, re: �• r De '4'ald ^�'•W UD Du wnB KID .,-.k'; yt r E Pas ' ..ate• s ',�"�• •ti �� .'' � .r WrB ' �F•'+' 7 R I'y r•i v rg'; FOB wt Wr6 l!( `Sv �Y �•� Ur V & S a6 �So De r r ♦PbC StB F t' <' ' D s .Se. * WrBF7: Ur ^ � i •'p ^r �^'Zi�'WsB'' 'w,.,Pb(j `• ' •Sfi { LAW,RHNCH' r Wr6 , MUNIPPAL AMPORT 7; ., ,rx. 1,- RIB �•.'f' y ,7 - 'S Si'A �4-"ems' ]�$,,, �� ��L��i.',,�y��' d�r, T'} ` ,'� i ♦ .Ur t)B r ywy SB ,[, • .c«• { .^S"' „�•`�''Sy";Jl."_�ey�`�Yl:•-f' ''' h 't i�i Ur .J� '�t`fds'E ;G�* i y 't♦ ''i ' :,.! N�}'F r 3 .. t i".k�t s 1j;.c4,h#+;{�����FS pac COC ' «wrC lr . �.... •�, o r 1 t t� r f,r a, HICHEWI x' m ,,.�,j•..yt1• ,i,M '., Cr _t � m � + ,� `rr�.,�+ - y � `�{r J�.� fi} ` j "Its,.� r ��9T ..< 4!„+ + #�+ :� !yf' r'���� � �_r r, •:lt?•-.t� �.r_ +. + t h bD"t P � o :� IR .t• .9�W. .t 1;,r•?. % 1� F,`�-j' err 1r'•.\~'.r{� `' 1'.� ./n+':igr ,.Y w y+^ WiYS + j4 i' � PaD paC t Merrimack Engineering Services, Inc. KINGSBERR Y AIR CRAFT HANGER NORTHANDOVER, NMSSACHUSETTS it SECTION 3.0 STORM DRAIN CALCULATIONS Merrimack Engineering Services, Inc. KI1vGSBERRY AIRCRAFT HANGER NORTHANDOVER, MASSACHUSETTS ❖ SECTION 3.1 DESCRIPTION Or DRAINAGE SYSTEM The proposed drainage system is a combination closed and open system. Decreases in peak flow rates will i be obtained primarily through the use of an on-site detention facility. Catch basins will be constructed within the paved areas of the site. Discharges from a portion of the closed system will be into a constructed on-site detention basin for mitigation. The detention basin will serve to detain and store the runoff while discharging a Flow rate equal to or less than the calculated pre-development peak flow rate. The difference will be stored in the basins. Pre and Post-Development Drainage Area Maps accompany these calculations. The following table summarizes the pre vs. post development drainage areas for the entire site. L Post-Dev. Acres 1.51 i Merrimack Engineering Services, Inc. li KINGSBERR YAIRCRAFT HANGER NORTH ANDO VER, MASSACHUSETTS i SECTION 3.2 PRE VS. POST DEVELOPMENT ANALYSIS i i Merrimack Engineering Services, Inc. KINGSBERRYAIRCRAFT MANGER NORTH ANDO VER, MASSACHUSETTS SECTION 3.2.1 PRE-DEVELOPMENT i d Merrimack Engineering Services, Inc. i KINGSBERR YAIRCRAFT HANGER NORTHANDOVER, MASSACHUSETTS p i 1 it PRE-DEVELOPMENT 2-YEAR STORM EVENT a d Merrimack Engineering Services, Inc. Data for Kingsberry Hanger - Pre-Dev. Conditions 2-Year Storm Event Prepared by Daniel Koravos, P.E. 27 Aug 96 HvdroCAD 4.51 000815 (cl 1986-199.6 Applied Microcom uter Systems SUBCATCHMENT 1 Total Drainage Area PEAK= 1.30 CFS @ 12.06 HRS, VOLUME= .11 AF ACRES CN SCS TR-20 METHOD 1 .04 74 Soils Type Grass TYPE III 24-HOUR .47 70 Soils Type ':„ - Woods RAINFALL= 3. 1 IN 1 .51 73 SPAN= 10-20 HRS, dt= .1 HRS Method Comment Tc min DIRECT ENTRY Minimum Value 6.0 SUBCATCHMENT 1 RUNOFF PEAK= 1.30 CFS @ 12.06 HOURS HOUR 0.00 . 10 .20 .30 .40 .50 .60 .70 .80 .90 10.00 0.00 0.00 0 .00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 11.00 0.00 .01 .02 .02 .03 .05 .09 .17 . 29 .50 12.00 1.21 1.27 .87 .70 .53 .36 .27 . 24 .22 .20 13.00 .19 . 17 . 17 .16 .16 . 15 .15 .14 .14 .13 14.00 i . 13 .12 . 12 .12 .12 . 11 . 11 . 11 . 11 .10 15.00 .10 . 10 .10 .09 .09 .09 .08 .08 .08 .08 16.00 .07 .07 .07 .07 .07 .07 .06 .06 .06 .06 17 .00 .06 .06 .06 .06 .05 .05 .05 .05 .05 .05 18.00 .05 .05 .04 .04 .04 .04 .04 .04 .04 .04 19 .00 .04 .04 .04 .04 .04 .04 .04 .04 .04 .04 20 .00 .04 1 KINGSBERR YAIRCRAFT HANGER NORTHANDOVER, MASSACHUSETTS PRE-DEVELOPMENT 10-YEAR STORM EVENT Merrimack Engineering Services, Inc. Data for Kingsberry Hanger - Pre-Dev. Conditions 10-Year Storm Event 27 Aug 96 Prepared by Daniel Koravos, P.E. H droCAD 4.51 000815 c 198 -1996 A lied Microcomoutor S stems SUBCATCHMENT 1 Total Drainage Area PEAK= 2.92 CFS @ 12 .05 HRS, VOLUME= .22 AF ACRES CN SCS TR-20 METHOD 1.04 74 Soils Type "„ - Grass 'TYPE III 24-HOUR .47 70 Soils Type ��" - Woods RAINFALL= 4.5 IN 1 .51 73 SPAN= 10-20 HRS, dt=.l HRS Method Comment Tc min DIRECT ENTRY Minimum Value 6.0 SUBCATCHMENT 1 RUNOFF PEAK= 2.92 CFS @ 12.05 HOURS HOUR 0.00 .10 . 20 .30 .40 .50 .60 .70 .80 .90 10.00 .02 .02 .03 .03 .04 .05 .05 ,06 .07 ,08 11.00 .09 . 10 .12 .14 .17 .21 .33 .54 .83 1.27 12,00 2.75 2.69 1.76 1 .38 1.04 .69 .51 .46 .42 .39 13 .00 .35 .33 .32 .31 .30 .29 .28 .27 .26 .25 14 .00 .24 .23 .22 .22 .21 .21 .20 . 20 .19 . 19 15.00 . 18 .18 .17 . 17 .16 .16 . 15 .15 . 14 , 14 16.00 . 13 ,13 .12 . 12 .12 .12 . 11 .11 111 , 11 17.00 .11 . 10 .10 .10 . 10 .09 .09 .09 .09 .08 18,00 .08 .08 .08 .08 .08 .08 .08 .08 .07 .07 19.00 .07 ,07 .07 .07 .07 .07 .07 .07 .07 .07 20.00 .07 a s E I KINGSBERR YAIRCRAFT HANGER NORTH ANDO VER, MASSACHUSETTS PRE-DEVELOPMENT 100-YEAR STORM EVENT E{ i f E Merrimack Engineering Services, Inc. Data for Kingsberry Hanger - Pre--vev. Conditions 100-Year Storm Event Prepared by Daniel Koravos, P,E. 27 Aug 96 H droCAD 4.51 000815 c 1986-1996 AP plied Microcomputer S stems SUBCATCHMENT 1 Total Drainage Area PEAK» 5.37 CFS @ 12.04 HRS, VOLUME= .40 AF ACRES CN SCS TR-2O METHOD 1.04 74 Soils Type "" - Grass TYPE III 24-HOUR .47 70 Soils Type "" - Woods RAINFALL= 6.4 IN 1.51 73 SPAN= 10-20 HRS, dt= ,l HRS Method _. _ . Comment_ _ Te (min) DIRECT ENTRY Minimum Value 6.0 SUBCATCHMENT 1 RUNOFF PEAK= 5.37 CFS @ 12.04 HOURS HOUR 0.00 .10 .20 .30 .40 .50 .60 .70 .80 ,90 10.00 . 10 .11 . 12 . 13 .14 .16 . 17 . 19 .20 . 22 11.00 .24 .27 .31 .36 .41 .48 .74 1.18 1.71 2.50 12.00 5. 14 4.84 3.08 2.37 1.76 1. 17 .87 .78 .71 .64 13.00 .58 .54 .52 .51 .49 .47 .46 .44 .42 .40 14.00 .39 .37 .37 .36 .35 .34 .33 .32 .32 .31 15.00 .30 .29 .28 .27 .26 .26 , 25 .24 .23 .22 16.00 .21 .20 . 20 . 20 . 19 . 19 . 19 .18 . 18 . 17 17.00 . 17 .17 . 16 . 16 . 15 . 15 . 15 . 14 . 14 . 13 18.00 . 13 . 13 .13 . 13 . 12 . 12 . 12 .12 . 12 . 12 19.00 . 12 . 12 . 12 . 11 . 11 . 11 . 11 . 11 . 11 . 11 20.00 . 11 1 KINGSBERRYAIRCR,4FT HANGER E NORTH ANDO VER, MASSACHUSETTS i i i SECTION 3.2.2 POST-DEVELOPMENT Merrimack Engineering Services, Inc. KINGSBERR YAIRCRAFT HANGER NORTH ANDO VER, MASSACHUSETTS POST-DEVELOPMENT I 2-YEAR STORM EVENT Merrimack Engineering Services, Inc. Data for Kinsgberry Hanger - Post-Dev. Conditions 2-Year Storm Event Prepared by Daniel Koravos, P.E. 28 Aug 96 H droCAD 4.51 000815 c 1986-1996 Applied Microcomputer Systems i SUBCATCHMENT 1 Drainage Area to Detention Basin e PEAK= 2.37 CPS @ 12.03 HRS, VOLUME= .17 AF ACRES ON SCS TR-20 METHOD .88 98 Impervious TYPE III 24-HOUR RAINFALL= 3 .1 IN SPAN= 10-20 HRS, dt= . 1 HRS Method Comment Tc (min) DIRECT ENTRY Minimum Value 6 .0 SUBCATCHMENT 1 RUNOFF PEAK= 2 .37 CPS @ 12.03 HOURS HOUR 0.00 .10 .20 .30 .40 .50 .60 .70 .80 .90 10.00 . 12 . 13 .14 . 14 .15 .15 . 16 .17 .17 . 18 11.00 .19 .21 . 23 . 25 .28 .32 .46 .69 .93 1. 25 12.00 2.32 2.02 1 .22 .91 .67 .44 .32 .29 .26 . 24 13.00 f .21 . 20 .19 . 18 . 18 .17 . 16 . 16 .15 . 14 14 .00 . 14 . 13 .13 . 13 . 12 .12 . 12 . 11 .11 . 11 15.00 . 10 .10 . 10 .09 .09 .09 .09 .08 .08 .08 16.00 .07 .07 .07 .07 .07 .06 .06 .06 .06 .06 17.00 i .06 .06 .06 .05 .05 .05 .05 .05 .05 .05 18.00 .04 .04 .04 .04 .04 .04 .04 .04 .04 .04 19.00 .04 .04 .04 .04 .04 .04 .04 .04 .04 .04 20.00 .04 E i I I 1 Data for Kinsgberry Hanger -- Post-Dev. Conditions 2-Year Storm Event Prepared by Daniel Koravos, P.E. 28 Aug 96 HydroCAD 4.51 0008.15 (c) 1986-1996 ArmliedMicrocom uter Systems POND 2 Detention Basin Qin = 2.37 CFS @ 12.03 HRS, VOLUME= .17 AF Qout= . 69 CFS @ 12.40 HRS, VOLUME= . 17 AF, ATTEN= 71%, LAC= 22 .3 MIN ELEVATION AREA INC.STOR CUM.STOR STOR-IND METHOD (FT) (SF)_ __ (CF) (CF) PEAK STORAGE = 3053 CF 156.9 0 0 0 PEAK ELEVATION= 158.8 FT 157.0 1244 62 62 FLOOD ELEVATION= 161 .0 FT 159.0 2023 3267 3329 START ELEVATION= 156.9 FT 161.0 2902 4925 8254 SPAN'= 10-20 HRS, dt= . 1 HRS Tdet= 73.6 MIN ( . 17 AF) # ROUTE INVERT OUTLET DEVICES 1 P 157.0' 4" ORIFICE/GRATE Q=.6 PI r"2 SQR(2g) SQR(H-r) 2 P 158.6' 6" ORIFICE/GRATE Q=.6 PI r"2 SQR(2g) SQR(H-r) 3 P 159.6' 24" HORIZONTAL ORIFICE/GRATE Q=.6 Area SQR(2gH) POND 2 TOTAL OUTFLOW PEAK= .69 GFS @ 12.40 HOURS HOUR 0.00 . 10 . 20 .30 .40 .50 .60 .70 .80 .90 10.00 0.00 0.00 .01 .01 .02 .03 .05 .06 .08 .09 11.00 .10 . 12 . 13 .15 . 16 . 18 .20 .23 .27 .32 12.00 .40. .48 .55 .66 .69 .65 .60 .55 .52 .50 13;00 .49 .48 .47 .45 .44 .43 142 .41 .39 .38 14.00 .37 .36 .35 .33 .32 .31 .30 . 29 .27 .26 15.00 .25 . 24 . 23 .22 .21 . 20 . 18 . 17 . 16 .16 16.00 .14 . 13 . 12 .12 .11 . 10 . 10 .09 .09 .08 17.00 .08 .08 .08 .07 .07 .07 .07 .06 .06 .06 18.00 .06 .06 .05 .05 .05 .05 .05 .03 .05 .05 19.00 .05 .05 .04 .04 .04 .04 .04 .04 .04 .04 20.00 04 Data for Kinsgberry Hanger - Past-Dev. Conditions 2-Year Storm Event Prepared by Daniel Koravos, P.E. 28 Aug 96 HydroCAD 4 .51 000815 (c) 1986-1996 Applied Microcomputer Systems SUBCATCHMENT 3 Drainage Area to Surrounding Areas PEAK= .58 CFS @ 12.06 HRS, VOLUME= .05 AF ACRES CN SCS TR-20 METHOD . 63 74 Soils Type "C" - Grass TYPE III 24-HOUR RAINFALL= 3.1 IN SPAN= 10-20 HRS, dt= .l HRS Method Comment Tc (min) DIRE ,,_.. CT ENTRY Minimum Value 6.0 SUBCATCHMENT 3 RUNOFF PEAK= .58 CFS @ 12.06 HOURS HOUR 0.00 . 10 .20 .30 .40 .50 .60 .70 .80 .90 10.00 0.00 0.00 0.00 0 .00 0.00 0.00 0.00 0.00 0.00 0.00 11 .00 0.00 .01 .01 .01 .02 .03 .04 .08 .14 . 23 12 .00 .55 .57 .38 .31 .23 .16 . 12 . 11 .10 .09 13.00 ( .08 .08 .07 .07 .07 .07 .06 .06 .06 .06 14.00 .06 .05 .05 .05 .05 .05 .05 .05 .05 .04 15.00 .04 .04 .04 .04 .04 .04 .04 .04 .03 .03 16.00 .03 .03 .03 .03 .03 .03 .03 .03 .03 .03 17 .00 .03 .02 .02 .02 .02 .02 .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 { .02 Data for Kinsgberry Hanger - Post-Dev. Conditions 2-Year Storm Event Prepared by Daniel Koravos, P.E. 28 Aug 96 H droCAD 4.51 000815 c 1986-1996 Apvlied Microcom uter Systems -- POND 4 Total Drainage Area ! Qin = 1 .04 CFS @ 12. 10 HRS, VOLUME= .21 AF Qout= 1.04 CFS @ 12.10 HRS, VOLUME= .21 AF, ATTEN= 0%, LAG= 0 .0 MIN i ELEVATION CON.AREA INC.STOR CUM.STOR WET.AREA STAR-IND METHOD FT AC AF AF AC PEAK STORAGE = 0.00 AF 0.0 0 .00 0.00 0.00 0.00 PEAK ELEVATION= 0 .0 FT 10.0 ,01 .03 .03 .01 FLOOD ELEVATION= 10 .0 FT START ELEVATION= 0.0 FT SPAN= 10-20 HRS, dt=. 1 HRS ROUTE INVERT OUTLET DEVICES 1 P 0.0, 999.9' SHARP-CRESTED RECTANGULAR WEIR Q=C L H"1 .5 C=3.27+.4 H/1 L=Length-2( .1 H) POND 4 TOTAL OUTFLOW PEAK= 1.04 CFS @ 12.10 HOt]RS HOUR 0.00 .10 .20 .30 .40 .50 .60 .70 .80 .90 10.00 0.00 0.00 .01 .01 .02 .03 .05 .06 .08 .09 11.00 ) .11 .12 . 14 .16 .18 .20 .24 .31 .41 .55 12.00 .95 1.04 .94 .96 .92 .81 .72 .65 .62 .59 13.00 .57 .55 .54 .53 .51 .50 .48 .47 .45 .44 14.00 .43 .41 .40 .39 .37 .36 .35 .33 .32 .31 15.00 .29 . 28 .27 .26 .25 .23 .22 .21 .20 .19 16.00 .18 . 16 .15 .15 .14 .13 . 13 . 12 .11 .11 17 .00 .11 .10 .10 .10 .09 .09. .09 .09 .08 .08 18 .00 .08 .08 .07 .07 .07 .07 .07 .07 .07 .06 19 .00 .06 .06 .06 .06 .06 .06 .06 .06 .06 06 20.00 .06 ICI KINGSBERRYAIRCRAFT.HANGER NORTHANDOVER, MASSACHUSETTS POST-DEVELOPMENT 10-YEAR STORM EVENT Merrimack Engineering Services, Inc. Data for Kinsgberry Hanger - Post-Dev. Conditions 10-Year Storm Event Prepared by Daniel Koravos, P.E. 28 Aug 96 j HvdroCAD 4 .51 000815 fc3 1986-1996 Apulied MicrocomputerrSrstems _ SUBCATCHMENT 1 Drainage Area to Detention Basin PEAK= 3 .47 CFS @ 12 .03 HRS, VOLUME= .25 AF ACRES CN SCS TR-20 METHOD .88 98 Impervious TYPE III 24-HOUR RAINFALL= 4.5 IN SPAN= 10-20 HRS, dt= .1 HRS Method Comment Tc min DIRECT ENTRY Minimum Value 6.0 i SUBCATCHMENT 1 RUNOFF PEAK= 3 .47 CFS @ 12.03 HOURS HOUR 0.00 .10 . 20 .3 .40 .50 .60 .70 .80 .90 10.00 .19 .19 . 20 .21 .22 .23 .24 . 25 .26 .27 11 .00 .28 .31 .34 .38 .41 .47 .68 1.01 1.36 1 .83 12 .00 3 .39 2.95 1 .78 1 .33 .97 .64 .47 .42 .38 .34 13 .00 .31 . 29 . 28 .27 .26 .25 .24 .23 .22 .21 14 .00 .20 . 19 . 19 .18 .18 .17 .17 . 17 .16 . 16 15.00 . 15 . 15 .14 .14 .13 .13 .12 . 12 .11 .11 16.00 . 11 . 10 .10 . 10 .10 .09 .09 .09 .09 .09 17 .00 .08 .08 .08 .08 .08 .07 .07 .07 .07 .07 18 .00 .06 .06 .06 .06 .06 .06 .06 .06 .06 .06 19.00 .06 .06 .06 .06 .06 .06 .03 .05 .05 .05 20 .00 .05 i Data for Kinsgberry Hanger - Post-Dev. Conditions 10-Year Storm Event Prepared by Daniel Koravos, P.E. 28 Aug 96 HydroCAD 4 .51 000815 (c) 1986-1996 Applied Microcomputer Systems i POND 2 Detention Basin Qin = 3.47 CFS @ 12 .03 HRS, VOLUME= .25 AF Qout= 1.27 CFS @ 12 .32 HRS, VOLUME= .25 AF, ATTEN= 63%, LAG= 17 .8 MIN ELEVATION AREA INC.STOR CUM.STOR STOR-IND METHOD FT SF CF CF PEAK STORAGE = 4128 CF 156.9 0 0 0 PEAK ELEVATION= 159.3 FT 157 .0 1244 62 62 FLOOD ELEVATION= 161 .0 FT 159.0 2023 3267 3329 START ELEVATION= 156.9 FT 161 .0 2902 4925 8254 SPAN= 10-20 HRS, dt=.1 HRS Tdet= 66.7 MIN ( .25 AF) i ROUTE INVERT OUTLET DEVICES 1 P 157 .0' 4" ORIFICE/GRATE Q=.6 PI r"2 SQR(2g) SQR(H-r) 2 P 158.6' 6" ORIFICE/GRATE Q= .6 PI r"2 SQR(2g) SQR(H-r) 3 P 159,6' 24" HORIZONTAL ORIFICE/GRATE Q= .6 Area SQR(2gH) POND 2 TOTAL OUTFLOW PEAK= 1.27 CFS 12.32 HOURS HOUR 0.00 .10 . 20 .30 .40 .50 .60 .70 .80 .90 10.00 1 0.00 .01 .02 .03 .05 .07 .09 .12 . 14 .15 11.00 .17 . 18 . 19 .21 .23 .24 .27 .31 .36 .42 12.00 .51. 1 ,06 1.23 1 .27 1. 25 1 .20 1.12 1.02 .90 .75 13;00 .64 .58 .53 .51 .50 .49 .48 .47 .46 .45 14.00 .44 .42 .41 .40 .39 .38 .37 .36 .35 .34 15.00 .33 .32 .31 .30 .29 .28 .27 . 26 .25 .24 16.00 .22 . 21 . 21 .20 .19 . 18 . 17 . 16 . 15 . 14 17.00 .13 . 13 .12 .11 . 11 .10 . 10 . 10 .09 .09 18.00 .09 .08 .08 .08 .08 .07 .07 .07 .07 .07 19.00 .07 .07 .06 .06 .06 .06 .06 .06 .06 .06 20.00 .06 Data for Kinsgherry Hanger - Post-Dev. Conditions 10-Year Storm Event Prepared by Daniel Koravos, P.E. 28 Aug 96 H droCAD 4 .51 000815 (cl 1986-1996 Avplied Microcomputer Systems SUBCATCHMENT 3 Drainage Area to Surrounding Areas PEAK= 1.27 CPS @ 12.04 HRS, VOLUME= .10 AP ACRES CN SCS TR-20 METHOD .63 74 Soils Type "C" - Grass TYPE III 24-HOUR RAINFALL= 4.5 IN SPAN= 10-20 HRS, dt=.1 HRS Method Comment Tc min DIRECT ENTRY Minimum Value 6.0 SUBCATCHMENT 3 RUNOFF PEAK= 1 .27 CPS @ 12 .04 HOURS HOUR 0.00 .10 .20 .30 .40 .50 .60 .70 .80 .90 10 .00 .01 .01 .01 .02 .02 .02 .03 .03 .03 .04 11.00 .04 .05 .06 .07 .08 .09 .15 .24 .37 .56 12.00 1 .20 1 .17 .76 .59 .45 .30 .22 . 20 . 18 . 17 13.00 . 15 . 14 . 14 . 13 .13 .12 .12 .11 .11 . 11 14 .00 .10 . 10 .10 .09 .09 .09 .09 .08 .08 .08 15.00 .08 .08 .07 .07 .07 .07 .06 .06 .06 .06 16.00 .06 .05 .05 .05 .05 .05 .05 .05 .05 .05 17 .00 .04 .04 .04 .04 .04 .04 .04 .04 .04 .04 18.00 .03 .03 .03 .03 .03 .03 .03 .03 .03 .03 19.00 .03 .03 ,03 .03 .03 .03 .03 .03 .03 .03 20.00 1 .03 Data for Kinsgberry Hanger - Past-Dev. Conditions 10-Year Storm Event Prepared by Daniel Koravos, P.E. 28 Aug 96 H droCAD 4 .51 000815 c 1986-1996 ARPlied Microcomputer Systems POND 4 Total Drainage Area Qin = 2.24 CFS @ 12.12 HRS, VOLUME= .34 AF Qout= 2 .24 CFS @ 12,12 HRS, VOLUME= .34 AF, ATTEN= 0%, LAG= 0.0 MIN ELEVATION CON,AREA INC.STOR CUM.STOR WET,AREA STOR-IND METHOD FT AC AF AF AC PEAK STORAGE = 0.00 AF 0.0 0.00 0.00 0.00 0,00 PEAK ELEVATION= 0.0 FT 10,0 .01 .03 .03 .01 FLOOD ELEVATION= 10.0 FT START ELEVATION= 0,0 FT SPAN= 10-20 HRS, dt=. 1 HRS Tdet= 0 MIN ( .34 AF) # ROUTE INVERT OUTLET DEVICES 1 P 0,0' 999.9' SHARP-CRESTED RECTANGULAR WEIR Q=C L H"1.5 C=3.27+.4 H/1 L=Length-2( .1 H) POND 4 TOTAL OUTFLOW PEAK= 2.24 CFS @ 12.12 HOURS HOUR 0.00 . 10 .20 .30 ,40 .50 .60 .70 .80 .90 10.00 1 .01 .02 .03 ,04 .07 .10 ,12 . 15 ,17 . 19 11 ,00 .21 .23 .25 , 28 .30 .34 .42 .55 ,72 ,98 12,00 1 .72 2,23 1.99 1.86 1.70 1 ,50 1.34 1.21 1.08 .92 13,00 ,79 .71 .67 .64 .62 .61 .59 .58 .57 ,55 14 .00 .54 .52 .51 .50 .48 ,47 .46 .45 .43 .42 15 .00 ,41 .40 .38 .37 .36 .34 .33 .32 ,31 .29 16-00 ,28 .27 , 26 .25 ,24 .23, .22 .21 .20 .19 17.00 .18 .17 . 16 , 16 .15 , 14 ,14 .13 , 13 .12 18.00 .12 .12 . 11 .11 111 .11 . 10 . 10 .10 .10 19.00 .10 .10 , 10 .09 .09 .09 .09 .09 .09 .09 20.00 ,09 i KINGSIBERRYAIRCRAFT HANGER NORTH ANDOVER, MASSACHUSETTS i i POST-DEVELOPMENT 100-YEAR STORM EVENT Merrimack Engineering Services, Inc. i Data for Kinsgberry Hanger - Post-Dev. Conditions 100-Year Storm Event Prepared by Daniel Koravos, F.E. 28 Aug 96 HvdroCAD 4 .51 000815 [cl 1986-1996 Applied Microcomputer Systems SUBCATCHMENT 1 Drainage Area to Detention Basin PEAK= 4 .95 CFS @ 12.03 HRS, VOLUME= .36 AF ACRES CN SCS TR-20 METHOD .88 9$ Impervious TYPE III 24-HOUR RAINFALL= 6.4 IN SPAN= 10-20 HRS, dt= .1 HRS I Method Comment Tc min DIRECT ENTRY Minimum Value 6 .0 SUBCATCHMEN T 1 RUNOFF PEAK= 4.95 CFS @ 12.03 HOURS HOUR 0100 .10 .20 .30 .40 .50 .60 .70 .80 .90 10.00 .27 .28 . 29 .31 .32 .33 .35 .36 .38 .39 11.00 .40 .44 .49 .54 .59 .67 .98 1.45 1.95 2.62 12.00 4 .84 4 . 21 2.54 1.90 1.39 .91 .67 .59 .54 .49 13 .00 .44 .41 .39 .38 .37 .35 .34 .32 .31 .30 14 .00 .28 27 . 27 .26 .25 .25 .24 .24 .23 .22 15.00 .22 . 21 .20 .20 .19 .18 .18 .17 .16 , 16 16 .00 15 . 15 , 14 .14 .14 .13 13 .13 .13 ,12 17 .00 . 12 . 12 . 11 .11 .11 .11 .10 .10 .10 ,09 18.00 .09 .09 .09 .09 .09 .09 .09 .09 .08 ,OS 19.00 .08 .08 .08 .08 .08 .08 .08 .08 .08 .07 20 .00 .07 Data for Kinsgberry Hanger - Post-Dev. Conditions 100-Year Storm Event Prepared by Daniel Koravos, P.E. 28 Aug 96 H< droCAD 4 .51 000815 (c) 1986-1996 Applied Microcomputer Svstems I i POND 2 Detention Basin Qin = 4 ,95 CFS @ 12,03 HRS, VOLUME= .36 AF Qout= 3.92 CFS @ 12. 19 HRS, VOLUME= .35 AF, ATTEN= 21%, LAG= 9 .5 MIN ELEVATION AREA INC.STOR CUM,STOR STOR-IND METHOD (FT) (SF) (CF) AFL PEAK STORAGE _ 4929 CF 156.9 0 0 0 PEAK ELEVATION= 159.6 FT 157.0 1244 62 62 FLOOD ELEVATION= 161.0 FT 159 .0 2023 3267 3329 START ELEVATION= 156.9 FT 161.0 2902 4925 8254 SPAN= 10-20 HRS, dt=.1 HRS Tdet= 59 .4 MIN ( .35 AF) ROUTE INVERT OUTLET DEVICES 1 P 157 .0' 4" ORIFICE/GRATE Q= .6 PI r"2 SQR(2g) SQR(H-r) 2 P 158.6' 6" ORIFICE/GRATE Q=.6 PI r"2 SQR(2g) SQR(H-r) 3 P 159.6' 24" HORIZONTAL ORIFICE/GRATE Q=.6 Area SQR(2gH) POND 2 TOTAL OUTFLOW PEAK= 3.92 CFS @ 12, 19 HOURS HOUR 0100 .10 .20 .30 .40 .50 .60 .70 .80 .90 10.00 0.00 .01 .03 .06 .10 .13 .16 . 18 .20 .21 11 .00 .23 . 25 .26 .28 .30 .32 .33 .39 .45 .56 12.00 1.18 2 .48 3.88 •1.46 1.57 1.44 1,37 1.29 1.21 1.12 13 .00 1.02 .92 .77 .67 .61 .56 .53 .51 .50 .49 14.00 .48 .48 .47 .46 .45 .44 .43 .43 .42 .41 15.00 .40 .39 .38 .37 .36 .35 .34 .33 .32 .31 16.00 .30 .29 .29 .28 .27 .26 . 25 .24 .23 .22 17 ,00 .21 .20 .20 .19 .18 . 17 17 .16 . 15 . 14 18 .00 ,14 .13 .12 .12 . 11 .11 .11 .10 .10 , 10 19 .00 . 10 .09 .09 .09 .09 .09 .09 .08 .08 .08 20.00 .08 Data for Kinsgberry Hanger - Post-Dev. Conditions 100-Year Storm Event Prepared by Daniel Koravos, P.E. 28 Aug 96 H droCAD 4 .51 000815 c 1986-1996 Applied Microcomputer Systems SUBCATCHMENT 3 Drainage Area to Surrounding Areas PEAK= 2.31 CFS @ 12,04 HRS, VOLUME= .17 AF ACRES CN SCS TR-20 METHOD F .63 74 Soils Type "C" - Grass TYPE III 24-HOUR RAINFALL= 6.4 IN j SPAN= 10-20 HRS, dt=.l HRS Method Comment Tc_ min DIRECT ENTRY Minimum Value 6.0 i SUBCATCHMENT 3 RUNOFF PEAK= 2.31 CFS @ _12.04 HOURS HOUR 0 .00 .10 .20 s30 .40 .50 .60 .70 .80 .90 10 .00 .05 .05 .05 .06 .07 .07 .08 .08 .09 . 10 11.00 . 11 .12 . 14 .16 .18 .21 .33 .51 .74 1.08 12.00 2 . 21 2.07 1 .31 1.01 .75 .50 .37 .33 .30 . 27 13.00 j . 25 .23 . 22 .22 .21 .20 . 19 .19 .18 . 17 14 .00 . 16 .16 .16 .15 . 15 . 14 . 14 . 14 . 13 .13 15.00 . 13 .12 . 12 . 12 .11 .11 .10 . 10 .10 .09 16.00 .09 .09 .09 .08 .08 .08 .08 108 .08 .07 17.00 .07 .07 .07 .07 .07 .06 .06 .06 .06 .06 18.00 .06 .05 .05 .05 .05 .03 .05 .05 .05 .05 19.00 .05 .05 .05 .05 .05 .05 .03 .05 .05 .05 20.00 .04 i Data for Kinsgberry Hanger - Post-Dev. Conditions 100-Year Storm Event Prepared by Daniel Koravos, P.E. 28 Aug 96 H droCAD 4 ,51 000815 c 1986-1996 Applied Microcom uter Systems POND 4 Total Drainage Area Qin = 5 .36 CFS @ 12. 17 HRS, VOLUME= .52 AF Qout= 5.36 CFS @ 12.17 HRS, VOLUME= .52 AF, ATTEN= 0%, LAG= 0.0 MIN ELEVATION CON.AREA INC.STOR CUM.STOR WET.AREA STOR-IND METHOD FT AC AF AF AC PEAK STORAGE = 0.00 AF 0.0 0.00 0 .00 0.00 0.00 PEAK ELEVATION= 0.0 FT 10i0 .01 .03 .03 .01 FLOOD ELEVATION= 10 ,0 FT START ELEVATION= 0.0 FT SPAN= 10-20 HRS, dt=.1 HRS ROUTE INVERT OUTLET DEVICES 1 P 0 .0' 999.9' SHARP-CRESTED RECTANGULAR WEIR Q=C L H"1 ,5 C=3.27+.4 H/1 L=Length-2( ,1 H) POND 4 TOTAL OUTFLOW PEAK= 5.36 CFS @ 12.17 HOURS HOUR 0 .00 .10 .20 .30 .40 .50 .60 .70 .80 .90 10.00 .05 .06 .08 .12 16 .20 .24 .26 .29 .31 11.00 .34 .36 .40 .44 .48 .53 .67 .91 1. 19 1 .64 12.00 3.39 4.55 5.20 2.47 2.32 1.94 1.74 1.63 1.51 1.40 13.00 1.27 1. 15 .99 .89 .81 .76 i72 .70 .68 .67 14.00 .65 .64 .62 .61 .60 .59 .57 .57 .55 .54 15.00 .52 .52 .50 .49 .47 .46 .44 .44 .42 .41 16.00 .39 .38 .37 .36 .34 .34 .32 .32 .30 .30 17 .00 .28 .28 .26 .26 .24 .24 .22 .22 .21 .20 18.00 ( .19 .19 .18 i18 .16 .17 .16 .16 .15 .15 19.00 .14 .15 . 14 i14 .13 ,14 .13 .13 . 13 .13 20 .00 i12 i KINGSBERR YAIRCRAFT HANGER NORTH ANDO VER, W SSACUSETTS SECTION 3.2.3 EMERGENCY SPILLWAY ANALYSIS 100-YEAR STORM EVENT Merrimack Engineering Services, Inc. €4 Data for Kinsgberry Hanger - Basin Outlet Analysis 100-Year Storm Event Prepared by Daniel Koravos, P.E. 28 Aug 96 H droCAD 4 .51 000815 c 1986-1996 Applied Microcomputer- Systems SUBCATCHMENT 1 Drainage Area to Detention Basin i PEAK= 4.95 CFS @ 12.03 HRS, VOLUME= .36 AF ACRES CN SCS TR-20 METHOD .88 98 Impervious TYPE III 24-HOUR RAINFALL= 6.4 IN SPAN= 10-20 HRS, dt= , l HRS Method Comment Tc miry DIRECT ENTRY Minimum Value 6.0 i SUBCATCHMENT 1 RUNOFF PEAK= 4 .95 CFS @ 12.03 HOURS HOUR 0.00 .10 .20 .30 .40 .50 .60 .70 .80 .90 10.00 . 27 .28 .29 .31 .32 .33 .35 .36 .38 .39 11.00 .40 .44 .49 .54 .59 .67 .98 1.45 1.95 2.62 12.00 4 .84 4 .21 2.54 1.90 1.39 .91 .67 .59 .54 .49 13.00 .44 .41 .39 .38 .37 .35 .34 .32 .31 .30 14.00 .28 .27 .27 .26 .25 .25 .24 .24 . 23 . 22 15.00 .22 .21 .20 .20 .19 . 18 . 18 . 17 .16 .16 16.00 .15 .15 . 14 . 14 .14 . 13 . 13 .13 . 13 . 12 17 .00 1 .12 .12 .11 .11 .11 .11 . 10 .10 .10 .09 18.00 .09 .09 .09 .09 .09 .09 .09 .09 .08 .08 19.00 .08 .08 .08 .08 .08 .08 .08 .08 .08 .07 20.00 .07 Data for Kinsgberry Hanger - Basin Outlet Analysis 3 100-Year Storm Event j Prepared by Daniel Koravos, P.E. 28 Aug 96 H droCAD 4 .51 000815 c 1986-1996 Applied Microcomputer Systems POND 2 Detention Basin Qin = 4 .95 CFS @ 12.03 HRS, VOLUME= .36 AF Qout= 4.93 CFS @ 12.08 HRS, VOLUME= .25 AF, ATTEN= 0%, LAG= 3 .1 MIN ELEVATION AREA INC.STOR CUM.STOR STOR-IND METHOD (FT) (SF) (CF1 (CF)_ PEAK STORAGE w 5064 CF 156.9 0 0 0 PEAK ELEVATION= 159.7 FT 157 .0 1244 62 62 FLOOD ELEVATION~ 161.0 FT 159.0 2023 3267 3329 START ELEVATION= 156.9 FT 161.0 2902 4925 8254 SPAN= 10-20 HRS, dt=. l HRS Tdet~ 98.4 MIN ( . 25 AF) i ROUTE INVERT OUTLET DEVICES 1 P 159.6' 24" HORIZONTAL ORIFICE/GRATE Q= .6 Area SQR(2gH) POND 2 TOTAL OUTFLOW PEAK C 12.08 HOURS 4.93 CFS HOUR 0.00 .10 .20 .30 .40 .50 .60 .70 .80 .90 10.00 0 .00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 11.00 0 .00 0.00 0.00 0.00 0.00 0.00 0 .00 0.00 0.00 0.00 12.00 3 .87 4.87 2 .58 2.02 1.43 .99 .68 .61 .53 .50 13 .00 .44 .41 .39 .38 .37 .35 .34 .33 .31 .30 14.00 .29 .28 .27 . 26 .26 .25 .24 .24 .23 .22 13 .00 . 22 .21 .20 . 20 .19 .18 .18 .17 .16 . 16 16.00 . 15 . 15 .14 .14 .14 . 13 . 13 .13 .13 . 12 17 .00 . 12 .12 . 12 .11 .11 . 11 . 10 .10 .10 . 10 18..00 .09 .09 .09 .09 .09 .09 .09 .09 .08 .08 19.00 1 .08 .08 .08 .08 .08 .08 .08 .08 .08 .08 20.00 I .07 i i i KINGSBERR YAIRGRAFT HANGER NORTHANDOVER, MASSACHUSETTS SECTION 3.2.4 DETENTION BASIN OUTLET PIPE ANALYSIS I00-YEAR STORM EVENT CIRCULAR CHANNEL ANALYSIS NORMAL DEPTH COMPUTATION August 27, 1996 PROGRAM INPUT DATA DESCRIPTION VALUE -------------------------------------------------------------------------------- FlowRate (cfs) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3.92 Channel Bottom Slope (ft/ft) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0.0283 Manning's Roughness Coefficient (n-value) . . . . . . . . . . . . . . . . . . . 0.013 Channel. Diameter (ft) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1.0 COMPUTATION RESULTS DESCRIPTION VALUE Normal Depth (ft) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0.59 Flow Velocity (fps) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8.13 FroudeNumber. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2.048 Velocity Head (ft) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1.03 EnergyHead (ft) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . I . . . . . . . . . . 1.62 Cross-Sectional Area of Flow (sq ft) . . . . . . . . . . . . . . . . . . . . . . . 0.48 Top Width of Flow (ft) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0.98 HYDROCALCmmHydraulics for Windows, Version 0.IB Copyright(C) 1996 Dodson & Associates, Inc., 5629 FM 1960 West, Suite 314, Houston, TX 77069 (713) 440-3787. All. Rights Reserved. i i Merrimack Engineering Services, Inc. i i KINGSBERRYAIRCRAFT HANGER NORTHANDOVER, MASSACHUSETTS i i i I SECTION 3.3 STORM DRAINAGE PIPE DESIGN THE RATIONAL METHOD Merrimack Engineering Services, Inc. R T'HA ER KINGSBER YAIRCRAF 11TG NORTH ANDO VER, MASSACHUSETTS ❖ SECTION 3.3.1 DESCRIPTION OF METHODOLOGY The storm drainage pipe design was performed utilizing the Rational Method. This method is best suited for small areas and is especially suited for determining pipe sizes and, in general, in the design of storm drainage pipes. The Rational Method formula is: Q=ciA where Q=Flow rate(cfs) C=Surface factor i=Storm intensity(inJw.)for a given storm frequency A=Area(acres) These calculations conform to the Town of North Andover Subdivision Rules & Regulations effective for this project. The pipes were designed for pear flow rates associated with a statistical 10-year storm event with a minimum velocity of 2 feet per second and a maximum velocity of 10 feet per second. Pipes will be reinforced concrete pipe (RCP) (n = 0.013) as shown on the plans. All other drainage designs are in conformance with the regulations. Merrimack Engineering Services, Inc. KINGSBERR YAIRCR,4FT HANGER NORTH ANDOVER, MASSACHUSETTS SECTION 3.3.2 WEIGHTED RUNOFF COEFFICIENT CALCULATIONS Merrimack Engineering Services, Inc. i Merrimack Engineering Services, Inc. 66 Park Street Andover, MA 01810 Calculation For Composite Runoff Coefficient Drainage Total jImp. = 0. 0 sid. = 0.45 Grass= 0.20 Sum Structure Area Area CA Area CA Area CA CA CW CB-01 0.06 0.06 0.06 0.06 0.90 CB-02 0.06 0.06 0A5 0,05 0.90 CB-03 0.03 0.03 0.03 0.03 0,90 CB-04 0.04 0.04 0.04 0.04 0.90 CB-05 0.10 0.10 0.09 0.09 0.90 CB-06 0.06 0.06 0.05 0.05 0.90 CB-07 0.04 0.04 0.04 0.04 090 CB-08 0.10 0.10 0.09 0.09 0.90 CB-09 0.06 0.06 0.05 0.05 0.90 RD-A 0.16 0.16 0.14 0.14 0.90 RD-B 0.16 0.16 0.14 4 0.90 RD-C 1 0.16 0.16 0.14 0.10.14 0.90 RD-D 0.11 0,11 O,l0 0.10 0.90 KINGSBERR YAIRCRAFT HANGER i NORTH ANDO VER, MASSACHUSETTS 1 SECTION 3.3.3 PIPE SIZING DESIGN CHART (BASED ON THE 10-YEAR STORM EVENT) Merrimack Engineering Services, Inc. i Merrimack Engineering Services, Inc. 66 Park Street Andover,MA 01810 Calculation For Runoff Determination For Small Areas Project: Kingsberry Hanger Town: N.Andover RATI6NAL METHOD 10 -YEAR STORM FREQUENCY Cale By: Dx Date: 8/27196 Checked: Date: Drainage Invert Drainage LCivert Drainage ituno Pr uct Sum Tune a# ]ntenstty k ow C e or Ve octty Prpe F ow Structure Elevation Elevation Structure Elevation Area Coeff. CA CA Cone. I Q size Roughness Full Slope. V Length Time I.B. Out I.B. In iaeres) C (acres) (acres) To in-ft.) (efs) (inches) Coeff. (efs) ft.Ift) (fps) (feet) miss.) 03-01 161.40 159.37 C -02 159.13 0.06 0.90 0.06 0.06 1O.UO 4.10 0.24 12 0.010 3.28 0.005 ?02 48.00 Q40 CB-02 161.70 15�9t�.03 CB-03 158.79 0.06 0.90 0.05 0.05 10.00 4.10 0.46 12 0.010 3.31 0.005 2.41 47.00 0.33 mum CB-03 0.16 1 0.90� �0.14 0.14 10.00 4.10 - CB-03 161.75 158.69 CB-04 158.14 0.03 0.90 0.03 0.03 10.00 4.10 1.16 12 0.010 328 0.005 3.14 110.00 0.58 CB-05 162.00 138.72 CB-06 158.48 0.10 0.90 1 0.09 0.09 10.00 1 4.10 0.37 12 1 0.010 3.28 1 0.005 2.29 48.00 0.35 CB-06 162.00 158.38 CB-04 158.14 0.06 0.90 0.05 0.05 10.00 4.10 0.59 12 1 0.010 3.31 0.005 2.62 47.00 0.30 RD-B ". CB 04 0.16 0.90 0.14 0.14 10.00 4.10 0.59 CB-04 62.25 158.04 CB-07 157.49 0.04 0.90 0.04 0.04 10.00 4.10 2.49 12 0.010 3.28 0.005 3.66 110.00 0.50 CB OS 162.00 358.07 CB-09 157.83 0.10 0.90 0.09 0.09 1D.00 4.10 0.37 12 0.010 3.28 0.005 2.29 48.00 0.35 CB-09 162.00 157.73 CB-07 157.49 0.06 0.90 0.05 0.05 10.00 4.10 0.59 12 0.D101 3.31 1 0.005 2.62 1 47.00 1 0.30 RD C CB-07 0.16 0.90 0.14 0.14 '10.00 4.10 0,59 RI1-D CB-07 0.11 0.90 0.10 0.10 10.00 4.16 0.41 CB-07 162.25 157.39 FES-01 157.22 0.04 0.90 0.04 0.04 I0.00 4.10 4.22 12 0.010 1 5.51 11 0.014 1 6.12 12.00 1 0.03 C 1 KINGSBERR Y AIR CRAFT HANGER NORTHANDOVER, MASSACHUSETTS ❖ SECTION 3.3.4 INLET CAPACITY ANALYSIS Weir E10A One of the most accurate methods of measuring water is by use of a weir. Many weir configurations are around with just about as many equations. They are all adaptations of the general weir equation Q= 3.33 L(h''S)where Q =flow in cubic feet per second, L= length of crest of weir in feet, and h= feet of head observed where there is negligible flow velocity. 1 When using the Neenah Slide Rule Calculator, a slightly modified form is employed,Namely: Q=3.3 P (h)"' Where Q=Capacity(cfs) P=Perimeter of grate in feet h=Head in feet When determining inlet perimeter, ad only the footage of the sides subject to flow. For example, should a grate be placed next to a curb, do not include the side of the grate next to it. It's always wise to compare the weir flow expected with the orifice equation results. The equation with the lower flow value predominates. When both flow rates are approximately the same, physically a vortex appears over the grate. This type of flow, due to its rotation, is not as efficient as either the weir or orifice equations imply. Using 80% of the expected flow in this situation should be a conservative estimate. Weir Equation: Q=3.3 * 6 * (0.5)"'=7.0 cfs Orifice Flow: Q=C A(2gh)os I Q=0.6x1.5x(2 * 32.2 * 0.5)"' 5.11cfs Use 80%of the©rifice Flow: Q,,,,,,p W 80% 5.11 =4.1 cfs "Inlet Grate Capacities for Gutter Flow and Ponded Water" Neenah Foundry Company Merrimack Engineering Services, Inc. Merrimack Engineering Services, Inc. 66 Park Street Andover, AIA 01810 Inlet Capacity Calculations Q=K D^(5/3) 10 - YEAR STORM FREQUENCY 0.16 = Assume Depth of Flow Drainage I}ralnage Runo Time o Intensity Flow I et Structure Area Coeff. CA Conic. 1 Q Slope K Capacity I.D. acres C Tc in./hr. cfs (% Value (cfs) Comment CB-01 0.06 0.90 0.06 10.00 4.10 0.24 Sa 4.10 o. . CB-02 0.06 0.90 0.05 10.00 4.10 0.22 Sa 4.10 o.k CB-03 0.03 0.90 0.03 10.00 4.10 0.11 Sa 4.10 o.k. CB-04 0.04 0.90 0.04 10.00 4.10 0.15 Sa 4.10 o.k_ CB-05 0.10 0.90 0.09 10.00 4.10 0.37 Sag 4.10 o.k_ CB-06 0.06 0.90 0.05 10.00 4.10 0.22 Sa 4.10 o.k. CB-07 0.04 0.90 0.04 10.00 4.10 0.15 Sa 4.10 o.k. CB-08 0.10 0.90 0.09 10.00 4.10 0.37 Sa 4.10 o.k. CB-09 0.06 0.90 0.05 10.00 4.10 0.22 Sa 4.10 o.k. KINGSRERRYAIRCRAFT HANGER NORTH ANDO VER, MASSACHUSETTS ❖ SECTION 4.0 SUMMARY As indicated in the Introduction, the objective is to mitigate the storm drainage flows such that there will be no increase in the peak rate of runoff from the site. The following table summarizes the pre-development vs. the post-development peak runoff flow rates for the site for the 2, 10 and 100-year storm event. As indicated, due to the detention mitigation facility located within the project, the peak flow rates are decreased for each design storm event. Because there is no increase in the peak flow rates generated by all drainage areas, no down stream properties should be adversely affected by this project. PRE-DEVELOPMENT VS. POST-DEVELOPMENT DRAINAGE SUMMARY TABLES Total Drainage Area Storm Pre-Dev. Post-Dev. A Event Flow Flow Flow (efs) (efs} cfs 2 1.30 1.04 0.26 10 2.92 L 7 2.24 0.68 100 5.37 5.36 0.01 Pipe sizes were determined for the closed drainage system based on the 10-year storm event and the results are illustrated in the table located in Section 3.3.3. These Storm Drainage calculations were prepared in accordance with the applicable Town of North Andover Subdivision Rules and Regulations. All drainage pipes and other structures were designed according to generally accepted engineering principals and in accordance with the stated regulations. Merrimack Engineering Services, Inc. i KINGSBERR Y AIR CRA KT MANGER i NORTHANDOVER, MASSACHUSETTS SECTION 5.0 APPENDIXES Merrimack Engineering Services, Inc. i 8 8 1f I i KINGSBERR Y AIR CRAFT HANGER NORTH ANDO VER, MASSACHUSETTS ❖ SECTION 5.1 Soils Descriptions I Paxton series (SCS Classification"C") consists of gently sloping to very steep, deep (5` feet), well drained soils on drumlins. They formed in compact glacial till. Paxton soils have friable fine sandy foam surface soil and i subsoil with moderate permeability over a firm or very firm fine sandy loam substratum (hardpan) at 15 to 38 inches which has slow or very slow permeability. Paxton soils have a very stony or extremely stony surface, except where stones have been removed, and have stones below the surface. Major limitations are related to slow permeability in the substratum, slope and stoniness. Middlesex Conservation District March, 1991 Third Edition Merrimack Engineering Services, Inc. g d i KINGSBERRYAIRCRAFT HANGER NORTHANDOVER, MASSACHUSETTS E •`• SECTION 5.2 Runoff curve numbers for urban areas i Curve numbers for Cover Description hydrologic soils group Average Percent Cover type and hydrologic condition Impervious Area A B C „ D Fully developed urban areas(vegetation established) Open space(Lawns,parks etc.) Poor condition;grass cover< 50% 68 79 86 89 Fair condition;grass cover 501/6 to 75% 49 69 79 84 Good condition;grass cover>75% 39 61 74 80 Impervious Areas Paved parking lots, roofs,driveways 98 98 98 98 Streets and roads Paved;curbs and storm sewers 98 98 98 98 Paved; open ditches(w/right-of-way) 83 89 92 93 Gravel(w/right-of--way) 76 85 89 91 Dirt (w/right-of-way) 72 82 87 89 Western Desert Urban Areas Natural desert(pervious areas only) 63 77 85 88 Artificial desert landscaping 96 96 96 96 Urban Districts Commercial&business 85 89 92 94 95 Industrial 72 81 88 91 93 Residential districts(by average lot size) 1/8 acre(town houses) 65 77 85 90 92 1/4 acre 38 61 75 83 87 1/3 acre 30 57 72 81 86 1/2 acre 25 54 70 80 85 1 acre 20 51 68 79 84 2 acre 12 46 65 77 82 Developing urban areas(No Vegetation) Newly graded area(pervious only) 77 86 91 94 (210-VI-TR-55, Second Ed.,June 1986) Merrimack Engineering Services, Inc. 1 i MNGSBERR YAIRCRAFT HANGER NORTH ANDO VER, MASSACHUSETTS •:• SECTION 5.2 Runoff curve numbers for cultivated agricultural lands j Curve numbers for Cover Description hydrologic soils group Hydrologic Cover type and hydrologic condition Condition A B C D I Fallow Bare soil ----- 77 86 91 94 Crop residue(CR) poor 76 85 90 93 good 74 83 88 90 Row crops Straight row(SR) poor 72 81 88 91 good 67 78 85 89 SR+Crop residue poor 71 80 87 90 good 64 75 82 85 Contoured(C) poor 70 79 84 88 good 65 75 82 86 C+Crop residue poor 69 78 83 87 good 64 74 81 85 Cont&terraced(C&T) poor 66 74 80 82 good 62 71 78 81 C&T+Crop residue poor 65 73 79 81 good 61 70 77 80 Small grain Straight row(SR) poor 65 76 84 88 good 63 75 83 87 SR+Crop residue poor 64 75 83 86 good 60 72 80 84 Contoured(C) poor 63 74 82 85 good 6l 73 81 84 C+Crop residue poor 62 73 81 84 good 60 72 80 83 Cont&terraced(C&T) poor 61 72 79 82 good 59 70 78 81 C&T+Crop residue poor 60 71 78 81 good 58 69 77 80 Close-seeded Straight row poor 66 77 85 89 legumes or good 58 72 81 85 rotation Contoured poor 64 75 83 85 meadow good 55 69 78 83 Cant&terraced poor 63 73 80 83 good 51 67 76 80 (210-VI-TR-55, Second Ed., June 1986) i i Merrimack Engineering Services, Inc. i KINGSBE"Y AIRCRAFT HANGER NORTHANDOVER, MASSACHUSETTS �'• SECTION 5.2 Runoff curve numbers for other agricultural lands Curve numbers for Cover Description hydrologic soils gL2U Hydrologic Cover type and hydrologic condition Condition A B C D Pasture,grassland or range poor 68 79 86 89 fair 49 69 79 84 good 39 61 74 80 Meadow-cunt. grass(non grazed) ----- 30 58 71 78 Brush -brush,weed,grass mix poor 48 67 77 83 fair 35 56 70 77 good 30 48 65 73 Woods-grass combination poor 57 73 82 86 fair 43 65 76 82 good 32 58 72 79 Woods poor 45 66 77 83 fair 36 60 73 79 good 30 55 70 77 Farmsteads ----- 59 74 82 86 (2 1 O-VI-TR-5 5, Second Ed.,June 1986) Merrimack Engineering Services, Inc. KINGSBERR 'AIRCRAFT I-LONGER NORTHANDOVER, MASSACHUSETTS +:• SECTION 5.2 Runoff curve numbers for arid and semiarid rangelands Curve numbers for Cover Description h drolo is soils group Hydrologic Cover type and hydrologic condition Condition A B C D Herbaceous poor ** 80 87 93 fair ** 71 81 89 good ** 62 74 85 Oak-aspen poor ** 66 74 79 fair ** 48 57 63 good ** 30 41 48 Pinyon-juniper poor ** 75 85 89 fair ** 58 73 80 good ** 41 61 71 Sagebrush(w/grass understory) poor ** 67 80 85 fair ** 51 63 70 good ** 35 47 55 Desert shrub poor 63 77 85 88 fair 55 72 81 86 good 49 68 79 84 (210-VI-TR-55, Second Bd., June 1986) Merrimack Engineering Services, Inc. KINGSBERR Y AIR CRAFT HANGER NORTHANDOVER, MASSACHUSETTS �:• SECTION 5.3 Recommended Runoff Coefficients (C) For Rational Method (By Overall Character of Area) Description of Area Runoff Coefficients Business Downtown 0.70 to 0.95 Neighborhood 0.50 to 0.70 Residential Single-Family 0.30 to 0.50 Multi-Family, Detached 0.40 to 0.60 Multi-Family, Attached 0.60 to 0.75 Residential Suburban 0,25 to 0.40 Apartment 0.50 to 0.70 Industrial Light 0.50 to 0.80 Heavy 0.60 to 0.90 Parks, Cemeteries 0.10 to 0.25 Playgrounds 0.20 to 0.35 Railroad Yard 0.20 to 0.35 Unimproved 0.10 to 0.30 Woodland 0.15 to 0.25 Cultivated 0.40 to 0.60 Swamp,Marsh 0.10 Highway Design Manual Massachusetts Department of Public Works July 1989 Merrimack Engineering Services, Inc. I KINGSBERRYAIRCRAFT HANGER NORTHANDOVER, AMSSACHUSETTS •'•• SECTION 5.3 Recommended Runoff Coefficients (C) For Rational Method (For Surface Type) Character of Surface Runoff Coefficients Pavement Asphaltic and Concrete 0.70 to 0.95 Brick 0.70 to 0.85 Roofs 0.75 to 0.95 Lawns, Sandy Soil Flat, 2 Percent 0.05 to 0.10 Average,2 to 7 Percent 0.10 to 0.15 Steep, 7 Percent 0.15 to 0.20 Lawns,Heavy Soil Flat, 2 Percent 0.13 to 0.17 Average, 2 to 7 Percent 0,18 to 0.22 Steep, 7 Percent 0,25 to 0.35 Recommended Ca Values (Rational Method) (Greater than 10-Year Design Runoff) Recurrence interval Years Ca 2 to 10 1.0 25 L I 50 1.2 100 1.25 Highway Design Manual Massachusetts Department of Public Works July 1989 Merrimack Engineering Services, Inc. KINGSBERRY AIRCRAFT DANGER NORTH ANDO VER, MASSACHUSETTS SECTION 5.4 Rainfall-intensity Curve Drainnoo and Erosion Control 100 U 8.0 7'a 4.0 5.0 IMP CO 2,0 fi As t.3 FRFaU('NOY (YRS.I 0 '-A f CL I # .4 LU b�. CC .07 ,05 .04— .03 — 62 '01 I 89 to try3u 'to so 430 1 t 5 6 ¢ 10 12 is 24 (MINUTCGJ OURATIGN (Houns) Figure 10-4. Intensity — Duration Frequency Curve for Boston, MA Merrimack Engineering Services, Inc. KINGSBERR Y AIRCRAFT MANGER NORTHANDOVER, MASSACHUSETTS ❖ SECTION 5.3 Rainfall Data Map (SCS) I, 30 . 2.s" }� ESSE J FRANKLIN 3 �,: MIDDLESEX r 3.4 SU FFO LK x 111 ,-�AHIRE / WORCESTER J\ MPDEN NOS .s _v—,� 3.6" RAINFALL DATA MAP 5 BARN ATSN ATS BL�j 2-YEAR, 24 HOUR PRECIPITATION (INCHES) i DUKES d�� NANTUCKET 4.2" 4.3" 4.4" - 4.5" / / ESSEX 4.6" FRANKUN MIDDLESEX .T SUFFOLK 417 i HAMPSHIRE WORCESTER OVA HAMPDEN 4.8 O RAINFALL DATA MAP BARNSTAA LE 10-YEAR, 24 HOUR PRECIPITATION (INCHES) N N _ 4.9" - �"JDUKES NANTUCKET i i Merrimack Engineering Services, Inc. KINGSBERR YAIRCRAFT HANGER NORTH ANDOVER, MASSACHUSETTS ❖ SECTION 5.3 Rainfall Data Map (SCS) 6 2 6.4 6.0 FRANKUN E SE, MIODLESEX 4 6.6" SUrFOLK Or AM F WORCESTER HAPPI)EN ol 7.0" RAINFALL DATA MAP BARNSTABLE 100-YEAR, 24 HOUR PRECIPITATION (INCHES) 7.2 DUKES NANTUCKET Merrimack Engineering Services, Inc. V KIl VGSBERR Y AIR CRAFT HANGER NORTH ANDOVER, MASSACHUSETTS a i SECTION 6.0 DRAINAGE AREA MAPS Merrimack Engineering Services, Inc. ARPORT S1 TE —7— LO!2 58.07 PROPOS) HANGAR 4,8) S.F. FINISHED F OR EL=162.5 09 83 7.73 F-F, DRAINAGE AREA BOUNDARY (TYP.),- - �f� I � j 4 EXISTRG CB RIM=160.23 INV,=166.73 Pl?op 12-'0� pnp- '0� Rcp C9 �9 BASIN OUTLET PROP. CORE INV. IN - 1�17:1 58 r EXIST. DMH �4 INV, IN - 1! INV.=152.89 INV. IN - 159.6 24") INV. OUT - 157.14 CB 0 ST-DEV DRAINAGE AREA MAP DEVELOPMENT AN OF LAND )RTH ANDOVER, MASSACHUSETTS jjll'D AMP-4ff MWOM v(G.SBERR Y BUILDING TECHNOLOGIES INC. 19p pRnT -W, MAWACRUSEM 01860 Avousr zz im lim 1'-40' 0 20 40 so 120 ERRIMACK ENGINEERING SERVICES 6 PARK WWWR MASSAMSEVS 01810