HomeMy WebLinkAbout1996-10-18 Drainage Report DRAINAGE REPORT MERRIMACK COLLEGE NORTH ANT)OVFR, MASSACH SFT'I'S AuGUST 31, 1996 MER R AM CK COL L E GE SITE LAN NOR Tir 4 YDo vu, MA ssA ciiusm is DRAINAGE REPORT August 31, 1996 PRUARED FOR-. MERRIMACK COLLEGE North Andover, Massachusetts OSP DANIEL KC IVLI I 37752 RICHARD F. ICAMINSA ASSOCIATES, INC. A le CH i T PL TE CT S E'. sz.-TVEYOFS LAN A,' -.'V F 360 31FHHf.VAcA, sy'll?'VEY, IVA 01811"? (rwn) 6R7- I.-las K A V f N S Prepared by: Daniel Kfiraws. P,F. MERPJMA CK COLLEGE SITE PLAN NoRmAiwovER, MAssAci-ms.�,-Y-is DRAINAGE REPORT August 31, 1996 PREPARED FOR: MERRIMACK COLLEGE North Andover, Massachwetis HICHART F. AA,.-VlA`Sl(l & ASSOC14TESi LN11C. ARCHITECTS EXCINEERS SURVEYORS f,.4N,D PbiAW,ER S 360 AfERRTMACK ':TTRFrT L.-OFREA-LE. MA 0�84,Y (.500? 687-1-Mr . ........... KAU ! N � K .' Prepared by- Da&[K-oravos, P-E. MERRIMA CK COLLEGE SITE PLAN NoRmll,w)o E , 1 c.x r r rrti •:* TABLE OF CONTENTS SECTION 1.0 INTRODUCTION SECTION 2.0 LOCUS MAPS SECTION 3.0 STORM DRAINAGE CALCULATIONS IONS 3.1 DL:scr=oN or DRANAGE Sys mm 3.2 Nb'VS, Po%>'�'-T)EVk;�,()PM .W ANALYSIS 3_2.1 PRE-DEVE OPi44E,Nr -2, 10& I00-YEAR STY-)RM EW-..N'r 3.2_2 JPWNT-2. 10 8& 100-YF.,%R&I-ONM FVENT 3.2.3 ENfFsR(TENCY S NLE wAY EINALYSIS- I00-YEAR SToRTai EvD IT 3.2_4 Dr•.7M`T7ON BASR,�C)=ET PIP€i ANALYS3N- 100-Y F.Al? S,v wm Fv SECTION 4.0 Sum.mARY ECF1 N 5.€1 APPENDIXES 5.3 SOIT S DP.'i ?IIY ON'i 5.2 R9JNoF� C� rRvE NuMBL;w3 UFj3AN AitE.AS 5.3 IhtT'ALL DATA lvLkps(SCS) IC;F{.A D 1{_ KAIvUNSK] & AssOCIATES MFERRIMACK COLLEGE SITE PLAN ETC}RTTIAN OVER, kbfSSACHfIS1s"!'Y,; SECTION 1.0 INTRODUCTION The M QnirnaCk College site is located on the south side of the Saleni Turnpike (Route 111) between Elm Street and the Andover By-Pass{Raute 125}_ The proposed site modifications consist of'the relocation of an c is in € Uilding, construction of the proposed garage and Parking facility. and atismiated grading and dminage installation. The subject held is wooded. The topogaphy slopes from the access road in a westerly direction towards the wetland area. The elt*v�LtionE range €`ra]nt a high of US S Elevation 247 (NGVD 19 ) along the access road to a low of 235 at the westerly most corner of thi-,site, a general vertical elevation difference of twelve(!2)feet. The sails within the project wnsist (if the Ridgelrury series. 'rhe Ric€gebury series is classified as being within the SC:S-Hydi-nlfjL�:al Sails Group C, ranked third on a scale of four (A, B, (:, D) in termL; of infiltration capacity_ For a snore detailed description of tliis soils see Secl ion 5.1 of this report_ The existing drainage pattern is as follows. Rurtoff from the site flow from the iccess mad located along the easterly Portkin of the site to the wedand area a€ €he wc:�tcr€y portion of tiie site. "Phew cAcu€adens will determine Tare-Development and Past-Develolxnwnt peak flow rates (Q) using the SCS-TR55 Runoff Method_ Proposed mitigation of the increase in runolTwtll be obta€reed primarily through the use of an on-bite detentiain facility whi,;h will serve to simu€tancaus€y detain and store the runa}fYr`for x rtiduwd aff-site d€schafge_ The results for the drainage area, which experiences an increase in impervious area and therefore an apparent increase in peak runot; will be tabulated. Thie.objeq.tive.asAo mitigate the.storrrx..dra€i�a�e.itaws..s��ck�.#dart there%vi€I be no increg&L in the peak rate of runoff from the site. The caJcu€ationn will bL performed fair tho 2, 10 anal I00-year storin events_ All appiicable rgplatioas of"the Town of-North Andover are incorporated herein. R>!c>< F. Y-ANflNsyj& A.ssocTATE LOCUS SAP ❖ SITE LocATION MAP 4, CT-- i2 ' w vusheen dlMe ills via S arrrneen !Y en a acJ€ Alege ` 4 T t# Sna . shee-n p a �4 4 annelMill 2e r Cfaypii to LLI I Sfia aen Riev€3�ri f L�0 e 7995,De aerie RicnA.RD F- KrLTvLmm& AsscciATEs MERRIMACK COLLEGESITE PLAN •.� USGS MAP r-r, I� e L �I [15JYF y ' ' c-5 pa •VI�F21iJ7k,�{ � - 'y�!, - !: I I kir ..551i � }� � +kk ti' = Sdf1 L x - I I (j • j 5 NUIy c ICf GP 0 k # '� 3?5: to � 'trr` n,FI.�L• 'S�, - w - ofI shut Vida :•'y'I+ '�,' `•ter•`'f+ +,"..J I +�• +�i}`7 \.• Yf Y ; �$. .S F, Lp WA IL 1 Ii1k}$S7 1 I1. • elf YI # s f,,1 5 41 f l r RICHARD F. K r mmsKT&Assoc kTE.s MERRIMA CK COLLEGE SITE PLAN 4- SITE SOILS MAP Al, r. w st•Y� AA .� _ .4. g�� Fx� Y6 ±, Al '+M., :T• * ` ` '.1t sSYFF.. PbE! f" �• { , y '4 q� 4 t iff- r 4Yf$..E6 :b. y r `i i M1S �l.ti�i 4"� k'9 .i L' • Y k, �.r,•r. .. Fa WrA _�i:"s.• �t rs: i � �b�'-o '. Yam: �'�S9.;tK'4, y Wry p' .c.' ,o- ..rxi.?�' �Ai'[= v, i "s +� •} kRdl4 8Lo '•` .a#�'b�:. '• _ ,cS , ''d ,sd, '* F. 5 „ . �i Sh$ ''" W[6 re qj 54 F F +Y• 1#''♦ +}r � y w•i+� �� i F ,ler ' fix. t� •fin tik -�} r,tir i f k �T, ;.�an� _ Ff�+ _ .ff�' _. � Y1`• ��#'. �`r'. ; .�i��``[7;; '' 1''r r��{ K JF `� �• r#k:r i'f.�• �3 •` S �rr F.•- Pb ' `'.[gyp �" ,� ,� ■' � � RICHARD F_ KAMINSKF& AsSCICIA T ES Ml,,-R RIMA CK COL L E SITE PLA SECTION .0 STORM DRAIN CALCULATIONS Rio F. KANi[TN lKl& ASSOCIATE'S MERJUMA CK COLLEGE SITE PLAN ,r Tu.4xr)oj1Ej?, fA . (J1r,.5rrrs :* SECTION 3.1 DESCRIPTION Or< D I r. SYSTEM The proposed drainage sysFem is an open syntt!m, € unoif f`rixrn €Etc sitc cheek flaws to proposed drakage swales kica#ed to the north and south of the pavcd arcas_ Utcrcascs in pcak flow ratcs will be obtained primarily through the wic oCan on-site dcten ion Facility. Discharges from the open system will be into a coEnstruct,xl fin-site detention basin For iiu€igation_ The ,detention basin will serve to detain and stove the nino#F while discharging a flow rate equal to or less tban the calculated pre-(fevelf)pMent Peak flew rate. The ditferenc:e will be stared in the basins_ HER RWAC COLLEGE Sl TE FtAN SECTION 3. PRE VS. POST Dr rtLOPlV ENT ANALYSIS Rxciwa.) F. KAmimm& Associxm' MERRIMACK COLLEGE SITE PLA o }RAN-L) VEJ� , fAl;sAc TlusT.,TT SECTION 3.2.1 PRE-DEVELOPMENT ciww F, KAmLNsKi& Asso ,ATE3s - o)?,rH 4Arno rR, A,14s: cpf T-Ts PRE-DEVELOPMENT -YEAR Si,oR,%l EVENT Data for Merrimack College . Pre-Dev. Conditions 2-Year Storm Event Prepared by Daniel Koh vos, P .E. 11 Aug 96 HydroCAD 4 . 51 000815 (c� 1986.199E Applied Mi o Etgr Systems SUBCATCHMENT I Tots Site Drainage Area PEAS 1 .02 GFS @ 12 .11 DES, VOLUME= .08 AZ ACP,ES ON SCS T 20 METHOD 108 98 I p-r Vious TYPE III 24-OUR 1 .19 70 Soils Type -S" . Woods Good RAID ALL= 3. 1 IN 1 .27 72 SPAN_ 10-20 Has. : . l BES Metho£. �... Comment To (min) TE.55 SHEET FLOW 7 . 2 Woodst Light underbrush .4 50' P2=3,1 in s= .08 SHALLOW C CE IRA G PLAN FLU 1 .9 Unpaved =16. 1345 L=2601 s= .02 V=2. 28 fps Total Length= 310 £t Total Tcz 9. 1 SUBCATCHMENT l RUNOFF PEA 1 .02 CFS @ 12. 11 HOURS HOUR 0.00 . 10 . 20 .30 .40 .5O .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 .01 .02 .03 .05 .09 .17 . 29 12.00 . 67 1.02 .ao .62 .49 .35 .25 . 21 . 19 . 17 13.00 . 16 . 14 . 14 .13 . 13 , 13 .12 . 12 111 . 11 14.00 . 11 .10 . 10 .10 . 10 .09 .09 .09 .09 .09 15.00 .Oa .08 .08 .08 .07 .07 .07 .07 .06 .06 16.00 .06 .06 .06 .06 .05 .05 .05 .05 .05 .05 17.00 .Oa .05 .05 .05 .04 . G4 .04 .04 .Da .04 18,00 .04 .04 .04 .04 .04 .04 .04 .03 .03 .03 19,00 .03 .03 .03 .03 .03 , 23 .03 .03 . 03 .03 20,00 .03 Ply;- EVELOPMEINT 10-YEAR STORM EVENT RTcxFn,w F. KAmiN sKi&AssociATE.s Data f lmack Coll - Pre-Dev. Conditions 10-Year Storm Event Prepared by Daniel Koravos, P.E. 31 Aug96 HydroC.AD 4 .51 000815 c 1986-1996 Applied Microcomputer Systems SUSS TcHMEKT l Total Site Drainage Area PEAS 2 .28 CFS § 12. 10 HRS, VOLUME= . 18 AF EES CN S -20 ME7HOD .08 98 ion TYPE III 24-HOUR 1119 70 Soils Type "C' . Wooer Good RAINFALL;; 4 .5 IN 1. 27 72 SPA 10-20 HR5, dt= . l H Method Comment I (mini T§-55 SHEET FLOW 7. 2 Woods Woodst Light u e r h n=.& L=50' e2=3. 1 1n s= .08 ®/ SHALLOW CONCENTRATED/UPLAND FLOW 1 .9 Uapaved :I6 .I345 %=2601 a=.02 1 /' 2. 28 fps ---------- Total L 310 £t Total I 9. 1 SUBCATCHMENT l RUNOFF PEAKz 2. 2a CES @ 12. 10 HOURS HOUR 0.00 . 10 . 20 .30 .40 .50 .60 . 70 .80 .90 10.00 | .01 ,DI .01 .02 .02 .03 .03 .04 .05 .05 11.00 .06 .07 .08 .10 . 12 .14 . 21 .34 .54 . 82 12.00 | 1. 64 2 .28 1. 69 1 .28 .98 .70 .4a . 40 .36 .33 13.00 [ .30 .27 . 26 .25 .25 .24 . 23 . 22 .21 . 21 14 ,00 | .20 119 . 18 .la . 18 .17 . 17 .16 ' 16 ' 16 15, 00 | . l5 ,15 . 14 .14 . 14 .13 . 13 . 12 . 12 . II 16 .00 | .11 .11 . 10 . 10 . 10 . 10 . 10 .09 .09 .09 17 .00 | .09 .09 IDS .08 .08 .08 .08 .07 .07 .07 18,00 | .07 .07 .07 .06 .06 .06 .06 .06 .06 .06 19 .00 | . 06 .06 .06 .06 .06 .06 .06 .06 .06 .06 20 .00 | .05 M RRIMA CK CO EGE SITE PLAN $Rr-DEVELOPMENT Data for Merrimack College W Pre-Deer. Conditions 100-blear Storm Event Prepared by Daniel. Koravos, P.E. 31 Aug 96 Hydro AD 4.51 . 000W (c) 1986-.199_6 Applied MicrocoMputor Systems SUBCATCHMENT 1 Total Site Drainage Area FEAR= 4 . 22 CPS @ 12 . 10 HR S, VOLUME= .32 AF ACRES CN SOS TR-20 MZTHOD .08 98 Impervious TYPE III 24-HOUR 1. 19 70..._ Soils Type "C" - Woods Good RAINFALL= 6. 4 IN 1 . 27 72 SPAY= 10-20 SIRS, dt= . 1 HRS methodcomment............................ ...... TC (min] TR-55 SHEET FLOW 7 .2 Woods; Light underbrush n= ,4 L=501 F2=3 . 1 in s;,08 SHALLOW CONCENTRATED/UPLAND FLOW 1.9 Unpaved Kv=16.1345 L=250 ' s= .02 ' J' V=2 .28 fps Total Length= 310 ft Total Tc= 9 .1 SUBCATCH31ENT 1 RUNOFF PEAK= 4.22 HOURS HOUR 0 .00 . 10 .20 .30 .40 .50 . 60 .70 .80 .90 10.00 .07 .08 .09 . 10 .11 . 12 .13 . 14 . 15 . 16 11 .0U . 16 . 20 .23 . 27 ,31 .35 . 49 .78 1. 17 1 .68 12.00 3. 17 4. 22 3 .03 2. 24 1 .70 1. 20 .83 .69 .61 .56 13.00 .50 .46 .44 . 43 .41 .40 .38 .37 . 36 .34 1.4.00 .33 .31 .31 .30 .29 . 29 .28 . 27 ,26 . 26 15.00 . 25 . 24 . 24 . 23 .22 . 21 . 21 . 20 . 19 . 19 16.00 lie . 17 . 17 .16 .16 . 16 .16 . 15 .15 . 15 17.00 . 14 . 14 . 14 . 13 .13 . 13 '12 . 12 . 12 . 11 18.00 Ill .11 . 11 .10 . 10 .10 .10 . 10 .10 . 10 19.00 . 10 . 10 . 1a . 10 .09 .09 . 09 .09 . 09 .09 20.00 .09 MER R IMA CK COL L E L'SI TE PLA N SECTION . . POST-Mwi.oPw.NT MERRIMA CK COLLE E SITE P IA,l orz Tu A Nr)o rR, AfASSACHUSETTS POST-DEVELOPMENT 2-YEAR STOR,,vi EVENT RICTTARD F, K AIA SKi& AssocEAT£ Data for Merrimack College - a D . Conditions 2-Year Storm Event Prepared by Daniel Koravos , P.E . 31 Aug 96 are&D ; .51 000815 c 1986.199E Applied Microcomputer Systems aGATcHMEKT 1 Total Site Drainage Area &E= 2,31 GFS § 12.04 RRS , VOLUME= . 17 AE ACRES CN SCS TR-20 MFTHOD .62 92 Impervious PE III 24- QR . 65 74 Boils Type `c' . Lawn RAINFALL:;; 3. 1 IN 1. 27 36 S9&q: 10-20 HRS. dtg . 1 22§ Kett a Comment :c (min) DIRECT ENTRY minimum Value 6 .0 . SUBCArCHMENT l RUNOFF PEAS 2 .31 CFS @ 12 .04 HOURS HOUR 0 .00 . 10 . 20 .30 .40 . 50 . 60 .70 .80 .90 10 .0� .05 .05 .06 .06 .07 .07 .Da .09 .O9 . 10 11 .0� . 11 . 12 . 14 . 16 .19 . 22 .33 .52 . 75 1 .09 12.00 2.22 2.07 1 .31 1.00 .73 . 49 .37 .33 .30 .27 13 .0Q . 24 . 23 . 22 . 21 .21 . 20 . 19 . 18 . la . 17 14 .00 . 16 . 16 . 15 . 15 . 15 . 14 .14 . 14 . 13 . 13 15 .00 . 13 . 12 . 12 . 11 Ill . 11 110 . 10 . 10 .09 16.00 .09 .09 .08 .Oa .08 .08 .08 .08 .07 .07 17 .00 .07 .07 .07 .07 .06 .06 . 06 .06 .06 .06 18.00 .05 .05 .05 .03 .05 .05 .05 .OS IDS .05 19.00 .03 .05 .05 .05 .05 .05 . 05 .05 .05 .04 20.00 .04 Data fGr Merrimack College - ?ost-bev. Conditions Z-Year Storm Event Prepared by Daniel Koravos, P.E. 31 Aug 96 dry AD 4 .51 000815 c 1986-1996 Applied MicrocoMputer § Stem ND 2 Detention Basin Qin : 2. 31 CFS @ 12.04 ERS, VOLUMEm . 17 AF Bt= .87 CES S 12.33 HRS , VOLUME= . 16 AF, 2E 62%, LAG= 18 .9 KIN ELEVATION AREA INC.STOR W H.ST STOR-IND METHOD (ET) (SE) , (CF) (CF) PEAK STORAGE = 2373 CF 236 .9 0 0 O PEAK ELEVATION= 238 .1 F? 237 .0 1600 80 SO FLOOD ELE7 10 240 .0 FT 238 .0 2660 2130 2210 START IOC 236 .9 FT 239 .0 3680 3170 5380 SPAS 10.20 HRS, dt:. l HRS 240 .0 5640 4660 10040 Tdet= 52.3 YLI§ ( . 16 AF) . RQUT INVERT OUTLRT DEVICES l P 237.01 6" O ?1 /G9AT ~` Q= .6 PI r-2 SQR(2R) SQR( r) 2 F 238.01 IO" ORIFICE/GRATE .6 ?I r-2 SQR(2E) SQR( £) 3 2 239. 5' 24® HORIZONTAL O rI /GRAB .a Area 3(§(2KH) POND.. TAt. TFL0W AK= . . 87 CFS @ 12,35 HOURS HOUR 0.00 . 10 . 20 .30 . 40 .50 .60 . 70 .SO .90 10.00 [ 0. 00 0 .00 0.00 0 .00 0 .00 .01 .01 . al .02 .02 11,00 [ 102 .03 .04 .06 .07 .09 . 11 . 17 .26 .39 12.00 | . 57 .74 .83 .86 .87 . 64 .80 . 76 .72 .67 13 .00 | ,63 .58 . 53 .49 .45 .41 .37 .34 .30 . 28 14, G0 [ . 26 .24 . 22 .21 . 20 . 19 . 18 . 17 .17 . 16 15 .00 | .15 . 15 . 14 . 14 . 13 .I3 . 12 . 12 .12 . 11 16. 00 [ . 11 Ill . 10 .10 . 10 . 10 .09 .09 .a9 .09 17.00 [ .09 .08 .08 .08 .Oa .08 .07 .07 .07 .07 18. D0 . 07 .07 .06 .06 .06 .g6 .06 .06 , 06 .06 19,00 | .06 .05 .05 .05 .05 .05 .05 .05 .05 .05 20. 00 | . 05 MERRIMA CK COL LE GE SITE PLAN PosT-DEVELOPMENT O-YEAR STORm EVENT Data for Merrimack College - Post-Uev. Conditions 10-Year Storm Event Prepared by Daniel Koravoe, P.E. 31 Aug 96 Hy&oCAD 4. 51 000815 (c) 1986-1996 Applied Microcomputer Syst4rms SUBCATCHMIAT 1 Total Site Drainage Area PEAK= 3 .95 US @ 12.03 RRS, VOLUME . 29 AF ACRES CN SCS TR-20 METHOD .62 98 Impervious TYPE III 24-HOUR .65 . ..74. ..74 . Soils Type "C" - Lawn RAINFALL= 4. 5 IN 1 .27 86 SPAN= 10-20 HRS, dt= . 1 HRS Method Comment Te (minl DIRECT ENTRY Minimum Value 6.0 SUBCATCHMENT._.I.....RUNQFF.PRAK=..3,95 CFS @ 12,03 HOURS HOAR - ....._0....0.0 .I0 . 20 .30 , 40 .50 .60 . 70 .80 .90 10.00 . 12 . 13 . 14 . 15 . 16 .,1 . 18 . 19 .20 . 21 11.00 . 23 .25 . 29 .33 .37 .42 .63 .98 1, 37 1 .94 12.00 3. 81 3 .47 2. 16 1 .64 1. 21 .80 .59 . 53 .48 . 43 13.00 1 .39 .36 .35 .34 .33 .32 .30 . 29 .28 . 27 14.00 . 26 .25 . 24 .24 . 23 .23 . 22 . 21 .21 . 20 15.00 . 20 .19 . 19 .18 . 17 . 17 . 16 . 16 . 15 . 14 16.00 . 14 . 13 . 13 .13 . 13 .12 . 12 . 12 ,12 . 11 17.00 . 11 .il . 11 . 10 , 10 . 10 . 10 .09 . 09 .09 18.00 .09 .08 .08 .08 .08 ,08 .08 .08 .08 .08 19,00 .08 ,08 .08 .07 .07 07 .07 .07 . 07 .07 20.00 .07 Data for Merrimack College - Post-Lev. Conditions 10-Year Storm Event Prepared by Daniel Koravos, P.E. 31 Aug 96 H droCAD 4 .51 000816 c 1986-1996 ARplied Microcomputer Systems POND 2 Detention Basin Qin = 3.95 OFS @ 12 .03 HRS, VOLUME= . 29 AF Qout= 1,85 CFS @ 12. 27 ERS, VOLUME . 28 AF, ATTE = 53%, LAG= 13,9 MIN ELEVATION ARRA INC.STOR CUM.STOR TOR-INN MZTHOD (FT) (SF) (,CF (.CF) PEAK STORAGE = 3757 CF 236.9 0 0 0 PEAK ELEVATION= 238, E FT 237 .0 1600 80 80 FLOOD ELEVATION= 240. 0 FT 238 .0 2660 2130 2210 START ELEVATION= 236 .9 FT 239 .0 3680 3170 53&0 SPAN= 10-20 HRS, dt= . l HRS 240 .0 5640 4660 10040 Tdet� 45.8 MIN ( . 28 AF) ROUTE INVERT OUTLET DEVICES 1 P 237 .0' 611 ORIFICKJ RATE Q; .6 PI r"2 SQR(2g) QR(H-r) 2 P 238 .0' 1011 ORIFICE/GRATE Q= .6 PI r"2 SQR(2g) SQR(H-r) 3 P 239 .5' 241, HORIZONTAL ORIFICZ/GRATE Q= .6 Area SQR(2gH) PO1-D_2.....TOTAL.. QUTFLOW PEAK= 1.85 CFS 0 12 .27 HOURS HOUR 0 .00 .10 . 20 .30 .40 . 50 .60 . 70 .80 .90 10.00 0 .00 0.00 0.00 .01 .02 .03 .04 .16 ,07 109 11.00 Ill .13 . 16 . 18 . 21 . 25 .30 . 40 .52 .66 12.00 .88 1. 42 1 .82 1 .84 1 .72 1. 51 1 .29 1 . 13 1.01 F91 13.00 .86 .81 . 77 .73 .69 . 65 .61 . 38 .54 .50 14.00 f .47 . 43 .40 .37 .35 .32 .30 . 29 . 27 .26 15.00 S .25 .24 . 23 .22 . 21 . 20 .20 . 19 . 18 .18 16.00 ,17 . 16 . 16 .15 .15 . 14 ,14 . 14 . 13 .13 17.00 .13 .12 . 12 . 12 . 11 .11 .11 . I1 . 11 .10 18,1a0 .10 .10 . 10 .10 .09 .09 . 09 .09 .00 109 19.00 G .09 108 .08 .08 .08 .CS .08 .08 .08 .06 20.00 .08 MERRIMACK COLLEGE Sl TE PLAN NORTHANL)OVER, MASSACHUSETTS POST-DEVELOPMENT 100-YEAR STORm EVENT Data for Merrimack College - Post-Dev. Goaditions 100-Year Storm Event Prepared by Daniel xoravos, P.E. 31 Aug 96 HydroCAD 4 .51 000815 W 1986-1996 Applied Microcomputer Systems SUBCATCHMENT 1 Total Site Drainage Area PEAK= 6. 19 CFS @ 12.03 HRS , VOLUME= . 45 AF ACRFS CN SCS TR-20 METHOD .62 98 Impervious TYPE III 24-HOUR .65 74 Soils Type "C', - Laun RAINFALL= 6.4 IN 1 . 27 86 SPAN= 10-20 HRS, dt= . 1 HRS Method commien ._...... To (%in) DIRECT ENTRY Mini-mum Value 6.0 SURCATCIMENT 1 RUNOFF PEAK= 6. 19 CFS 12.03 HOURS HOUR 0 ,00 . 10 , 20 .30 .40 .50 .60 . 70 . 80 .90 10.00 .23 .24 , 26 .27 . 29 .31 .3 ,35 .36 .38 11. 00 .40 .45 .50 .57 .63 , 72 1 .07 1 . 63 2.25 3 , 13 12, 00 6 .01 5 .38 3.31 2 .49 1 .84 1 .21 .89 . 79 .72 . 65 13. 00 .59 .55 .53 .51 .49 .47 .46 .44 . 42 .40 14, 00 .38 .37 .36 .35 .35 .34 .33 .32 '31 ,30 13100 . 29 .28 . 28 .27 . 26 . 25 .24 . 23 , 22 . 21 16.00 .21 .20 . 20 .19 . 19 .18 . 18 . 18 17 . 17 17,00 , 16 .16 . 16 . 15 . 15 . 15 .14 . 14 . 13 . 13 18.00 f .13 . 12 . 12 .12 . 12 .12 . 12 . 12 .12 . 11 19,00 111 .11 . 11 111 , ll , 11 .11 , 11 . 10 . i0 20,00 G .10 Data for Merrimack College - Post-Dev. Conditions 100-Year Storm Event Prepared by Daniel Koravos, P.E. 31 Aug 96 Hy..dreCA0 4. 51 000815 -tc).._..1.9H-199.6.....App1. .e� Microcomputer Systems POND 2 Detention Basin Qin = 6 . 10 CFS @ 12.03 HR , VOIUME= .45 AF Qout= 3. 28 CFS @ 12. 23 ERS, VOLUMEz .44 AF, ATTEN= 47%, LAG-- 11 .9 MEY ELEVATION AREA INC.STOR CUM.STOR STOR-INU YETHOD FT SF CF CF PEAK STORAGE R 5407 CF 236.9 0 0 0 PEAK ELEVATION= 239 .0 FT 237.0 1600 80 80 FLOOD ELEVATION= 240 .0 FT 238.0 2660 2130 2210 START ELEVATION= 236 .9 FT 239.0 3680 3170 5380 SPAN= 10-20 HRS, dt;. 1 HRS 240.0 564O 4660 10040 Tdet= 39 .4 MIN ( .44 AF) OUTE INTERT OUTLET DRV10ES 1 F 237.01 61, ORIFICE/GRATE Q= .6 PI r"2 SQR( 2g} SQR(H-r) 2 P 238.01 1011 ORIFICEIGRATE Q= .6 PI r`2 SQR(2g) SQR(H-r) 3 P 239.5' 241' HORIZONTAL ORIFICE/ RATS Q= .6 Area SQ€t(2gH) POND 2 TOTAL OUTFLOW PEAK= 3. 28 HOURS HOUR 0.00 . 10 . 20 .30 .40 . 50 .60 . 70 .80 .90 10 .00 1 0 .00 .01 .02 .03 .06 .09 . 13 , 17 , 20 .23 11 .00 1 . 26 .30 .33 .37 .41 . 46 . 52 .62 . 76 .97 12 .00 1 .87 2.97 3 .27 3 . 19 2 .97 2. 60 2. 12 1 .73 1 . 45 1 .26 13 .00 1 1. 11 1. 01 .93 .88 .84 .81 . 78 . 75 . 71 .68 14 .00 .63 . 62 .59 .56 .54 .51 . 48 .46 . 44 . 41 15 .00 j .39 .38 .36 .34 .33 .31 .30 . 29 . 27 .26 16 .00 .25 . 24 . 23 . 23 .22 . 21 . 21 . 20 . 20 . 19 17 .00 . 19 . 18 . 18 . 17 .17 . 17 . 16 . 16 . 15 .15 18 .00 . 15 . 14 .14 . 14 .13 . 13 . 13 . 13 . 12 . 12 19 .00 . 12 . 12 . 12 . 12 .12 . 11 . 11 . 11 . 11 .11 20 .00 . 11 MERRIMACK COLLEGE iS.I+*E LAN SECTIONMORTHAADOVAR, 3. .3 EMERGENCY SPILLWAY ANALYSIS RicHAP,D F. A rs i& A SOCIA IES Data for Merrimack l - Detention Basin Analysis 100-Year Storm Event Pr8 @ark by Daniel Karavos, P.E. 31 Aug 96 HydroCAD 4 I.O0O815 (c) 1986-1996 A plied Microcomputer Systems BCC CHM£K2 1 Tots Site Drainage Area PEA 6. 19 GFS @ 12 .03 Has. VOLUME= .45 AI ACRES CF SOS T 2O METHOD .62 98 Impervious TYPE III 24.E UR .65 74 Soils Type ®C' . Lawn RAINFALL= 6. 4 IF 1 .27 86 SPA 10-20 HRS. = , l H£5 Me#)Ra ... . Comment T is12) DIRECT ENTRY Minimum Value 6 .O SUBCATCHMENT 1RUNOFF PEAK= 6 . 19 CFS # 12.03 HOURS HOUR 0.O0 �. 1O .20 .30 _.40 .50 . 60 .70 . 80 10 .00 . 23 4 .26 . 27 .29 .31 . 33 .35 .36 .38 11 .00 .40 .45 .50 .57 . 63 .72 1.07 1 .63 2. 25 3 . 13 12 .00 6.01 5.38 3 .31 2.49 1.84 1. 21 .a9 .79 . 72 .65 13 .00 .59 .55 .53 .51 . 49 .47 .46 .44 . 42 .40 14 .00 .38 .37 .36 .35 ,35 .34 .33 .32 .31 .3O 15 .0O . 29 . 28 .28 . 27 . 26 .25 . 24 .23 . 22 . 21 16 .00 . 21 . 20 .20 . 19 . 19 is . 18 . 18 . 17 .17 17 .0O ] . 16 . 16 . 16 . 15 . 15 .13 . 14 .14 . 13 . 13 18 .0O ] . 13 . 12 .12 . 12 . 12 . 12 . 12 .12 . 12 . I1 19. G0 | . 11 ,Il . I1 . i1 . 11 ,Il . 11 .11 . lO . 10 20, 00 . 10 Data for Merrimack College - Detention Basin Analysis 100-Year Storm Event Prepared by Daniel Koravos , P.E . 31 Aug 96 HydroOAD 4=51 _ 000815 (c) 1986-1996 Applied MicrocoMputar Systems FOND 2 Detention Basin Qin � 6. 19 GFS @ 12.03 ER S, VOLUME= .45 AF Qout= 4.92 CYS @ 12. 20 ERS, VOLUME; . 27 AF, ATTEH= 21%, LAC= 10 .2 MIN ELEVATION AREA INC.STOR CUM.STOR STOR-IND METHOD (FT) (SF) j C;F) (CF) PEAK STORAGE ;; 8209 CF 236, 9 0 0 0 PEAK ELEVATION- 239. 6 FT 237.0 1600 80 80 FLOOD ELEVATION= 240,0 FT 238. 0 2660 2130 2210 START ELEVATION= 236.9 FT 239.0 3680 3170 5380 SPAN= 10-20 HRS, dt� . i HRS 240, 0 5640 4660 10040 Tdet= 122 .6 MIN ( .27 AF) # RGUTE INVERT OUTLET DEVICES I P 239.5 ' 241, HORIZONTAL DRIFI K/GRATE Q=,6 Area SQR(2gE) POND 2 TOTAL OUTFLOW PEAK= 4, 92._ FS ...@ 12. 20 HOURS HOUR __.. 0.00 . 10 .20...................Q...... .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 0 .00 2. 17 4 .92 2.37 2, 10 1 .35 .96 .81 . 74 . 67 13 .00 . 61 . 56 .53 . 52 .50 .48 .46 .44 .43 . 41 14 ,00 .39 .37 37 .36 ,35 .34 .33 , 32 .31 .30 15 .00 .30 . 29 .28 . 27 .26 .25 . 24 .23 .23 . 22 16 .00 .21 . 20 . 20 . 19 . 19 .19 . 18 . 18 .17 . 17 17 .00 . 17 . 16 .16 . 1.5 '15 .15 . 14 .14 . 13 . 13 18 .00 . 13 . 12 . 12 . 12 . 12 .12 . 12 . 12 .12 . 11 I9 .00 . 11 . 11 .1l ] .II .1i . 11 . 11 . 10 . 10 20 .00 .10 MERPJMA CK COLLEGE S1 TE PJA N NO R T1 1 A Arrio VE R, MA mA c r i usr-,TTs- SECTION 3.2.4 DETENTION BASIN OUTLET Pin ANALYSIS I 00-W.AIR SToiim EVENT CTRCUT,A]l CHANNEL ANALYSIS NOPMAD DEPTH f:OAPQ�CATiON August 31. , 1996 PROGRM INPOT DATA VALUF ------------------------- ----------------------------------------------------------- Plow Plat(-L j6;fH) . . . . . . . . . . . Channcl BuLLom Slope Mal)tli nq's Roij€)hrieS5 Coefficient {n-value) . . . . . . . . . . . . ChanilizI 9i.ameter (ft) . . . . . . . . . . . . - - l — ­ ­ . . . . . . . . . . . UUMUUTATTON RRSUT.TS DESCR7PTTON VAT1,3F. -----------------------------------------------------.,.----------------------------- Norma: Re-p t h (ft) 9 1 9 . . L . I . L 9 . . L I L I L I L I L - - - - - - 9 9 1 9 . 9 . 9 . . . . L Ti Flow VF-1,nC:.i�y {fps} . . 9 . . L . L . L ).15 Frcxhle Nim,ber, . . . . . . . . . . AL V(._'I C)C:j.i_y Head ?ft) - - - - - - - . . . . . . . . . . . . 91 f t '3-15 er t i ona 1 Area of 1�1 ow f i. T 01i W i d r:.h of Flow (ft . . . . . . 0.86 HYDRCCALC Hydraulics for IQ ndow-,, Verzion 0.1B CopyrJqhtfc) I,L39f) T)0dmQrL & A'530ciates, Inc. , 5 9 F� 'Flest, Suite 314, TX 7106 All Rights Remerven, Rm LkKD F. KAMINSKI& A9 SOCIA1 ES *• SECTION 4.0 SUMMARY As indicated in the Introduction, the ubjf^Ctive is to mitigate the storm drahiage flows such that there will be no increasc in the peak rate of runoff from the site- 'I'm following table siimmarizes the pre-development vs_ the post-development peak runoff flow rated for the 2, 10 and 100-year Aorin event. As indicated, diie to t€re deterttion irdt€gation facility located within the project, the peak Ile] r;ite.; are cieGreased. Because there is no hicreasc in the peak flow rates generate{ by all dr6nage arew, no clown �O am properties should be adversely affected by this project. PRE-DEV1r€.(11'MENT V.S. POST-DY.VELOP114ENT DRABNAG E S ULNIM+►RY'!ABLES Tot Site Di Gina a Area StORT" Pre rust Event Flow Flow ❑ (Crx) (Cfs) (cis) 2 1.02 0.87 0.15 10 2.28 3.85 0.4-L _ 100 4.22 3.28 (0.94) These Stonn Drainage calculations were prepared in accordance with the applicable Town of NIortla Andover Subdivision Rules and Regulations_ All drainage pipcs and other struLtures were designed according to generally accepted engineering principals acid in accordance with the stated regulatiom- C.13A w F. KAMINSKI& ASSOCTATE9 . F,RRIM j COLEGE SITE L SECTION .0 APPENDIXES RTCTTARD F. KAmLNs i& AsSOCTATEs MERRIMACK COLLEGE SITE PLAN SECTION .1 Soils Descriptions 3i dgebury series (SCS Classification"C") consists of nearly level and gently sloping, deep (S' feet), poorly drained soils in depressions and s€fallow dminuguways ofuplands. They fanned its compact glacial till. Ridgebury sails have friable. sandy loam and fine sanely loam surface sod and subFAA with moderate of moderately rapid pemieability, over a firm sandy loam and fEue sandy loam substraLurn (hardpan) at 14 to 30 srkches w1liclti leas skm or very slow p icahility_ They have a peri�bed, seasonal high water table at 0 to IS inchuL�. R-dSebury soils have a very stogy or extremely stony suifacc, except whore stones Dave been removed, and Kaye stones bclow the surface_ Mai Or limitations are related to wetness, slow pemicability and stoniness. Middicscx Cc}me vatit)n Diwict March, 1991 Tilird Edition iCHARD F. KAMMS I& Assoc1LmLs MERRIMA CIS COLLEGE SITE .CLAN wnri■ nnin,r M y •:* TC:TION . Runoff curve numbers for urban areas Curve numbers for Cover Descfiptioii Ehydrologic soils grn Average 1'erc. nt Cover type and hydrologic condition €rn�7ervious kea 1� C D uuur niiur .wMrr ally doireloped arhan crrra-s(wge1afion evablisbed) Open ipate(Lawns,pHrks etc.) Poor condition; Bass cover< 50° 68 79 86 89 Fair condition-,grass cover 5fta to 75°K0 44 69 79 94 Good condition; grass cover> 75% 39 61 74 SO Ian►pervious Areas Paved Tmrking fats, roofs, driveways 98 98 98 9 Streets and roads Paved',curbs and sfor€n sewers �S 98 98 98 Paved;open ditches{ lrigjt(-of=way} 93 89 92 93 navel(WI right-of-way) 76 85 89 91 Dirt (wl right-of way) 72 82 87 a9 Western Desert U€harp Areps Natural degcrt (perviow;areas only) 63 77 85 98 Artikiat desert landscaping 96 96 96 96 Urban Diatiicts Commercial& business 85 89 92 94 �5 Taidustrial 72 81 88 91 93 Resiflential districts(by average.lnt size) 118 acre(town EioUscs) 65 77 85 90 92 1(4 acre 38 61 75 83 87 ](3 acre 30 57 72 81 86 112 acre 25 54 70 s0 85 1 acre 20 51 68 79 $4 2 acre 12 46 65 77 82 Developing urban areas ffo !'egeraxron) Newly graded area (pervious only) 77 86 91 94 (210-Vl-l'R-55, Smond Fd,, June 19 6) MERRIMA CK COLLEGE St71E PLAN AIoRTHANL)f)vj-,w, MA.s.5TAc1msp-jis SECTION 5.2 Runoff curve numbers for cultivated agricultural lanai ianiimrir u w u wru nniii�inurrr Curve numbers for Cover Dt=fiption €iydroingic smds group Hydrologic Cover type and It dralo ric condition C:onditinTi A l3 C; D Fallow Bare soil --.__ 77 86 91 94 Crop residue(CR) pour 76 85 90 93 good 74 83 88 90 Row clops Stmight row(SR) poor 72 81 8R 91 gong 67 78 85 89 R+Crop residue 1ST}or 71 80 87 90 good 64 75 82 85 Coottourad(C) poor 70 79 84 88 Sood 65 75 82 86 C +Crap residue poor 69 78 83 87 good 64 74 81 85 Cont &ternMced(C&T) poor 66 74 80 8 goad 62 71 78 81 C&T+Crop residue pn«r cis 73 19 81 good tat 70 77 90 Small grain Straight row(5R) puur 6,9 76 84 88 goad 63 75 93 87 R i. Crop residue poor 64 75 83 86 gaud 60 72 80 84 Contoured(C) poor 63 74 82 85 good 61 73 81 81 C:-Crop residue Poor 62 73 81 84 good 60 72 so 33 Cont&, terraecd(C' T) }poor 61 72 79 82 goad 59 70 78 81 C T+Crop residue poor 60 71 78 81 good 58 69 77 8o C imt-seeded Straight row poor fits 77 85 89 tegamrs or good 58 72 81 85 rotation Contoured poor (4 75 83 8S meadow good 55 69 78 83 Cant 8& terf aced poor 63 73 8{1 83 good 51 67 76 90 (210-VI-TR-55, Secund Fd., Rune 1986) Ricamt) F- I A INSKi& ASSOCIr ms MERRI fA CK COLLE GE SITE SECTION 5.2 Runoff curve numbers for other agricultural lands carve uumb r!�far Cover Description €xydro€conk soils group Hydrologic Cover Eype and hXdmlo&ric caTidifior< Condition A a C D i�imnu�i�iu i i i i i wn nmr�rwiwF Pasture,grassland*r range pour 6R 79 86 89 Nrir 49 69 79 84 good 39 61 74 80 Meadow-cent.grass(non grazed) ----- 30 58 71 78 Brush-brush, weed,grass miz pour 48 67 77 83 #air 35 56 70 77 good 10 48 65 73 Woods- grass eo[irbirlatio;i poor 57 73 82 86 rair 43 65 76 82 Band 32 58 72 79 Woods. prior 45 66 77 83 fir 36 60 73 79 goad 30 S 5 70 77 F:Lrrnsteads ----- 59 74 82 86 (210- -`T' -55, Second Ed., Iurre €986) RTCY-TAR-D F. KAmLNs i& Assoc'FATT�s MERRIMACK COLLE GE SITE .CLAN reunion r i i u war nnirn Runoff'curve numbers for :grid and semiarid rangelands curve 1111111krs for :over Dost;ri ion h drnfo `c soils gran Hydrologic Cover type and hydralogic conditimi Condition A B c D Herbaceous pt)or ** SO 87 93 fait ** 71 91 99 good ** (12 74 85 Oak- aspen poor *1+ 66 74 79 fair #* 48 �7 6_, good ** 30 4E 4 Pinyon -juniper Poor #* 75 85 89 fair * SS 73 80 good #" 4E 61 73 agehrush (w/gnss understory) €soar ** 67 SO 85 fair *" 5€ 63 74 good 35 47 55 Descil shrub poor 63 77 85 88 Fair 55 72 81 86 good 49 68 79 84 (210-VT-TR-55, Second Ed., June 1986) MERRIMACK COLLEGE SITE PLAN NOR7YYAJVD0VF'1?, JVfAYSAC11USE7YS SECTION 5.3 Rainfall Data Map (SCS) ;. ............. ...... ............L HANKLIN L: 911:111 F.SFx :S-2 I SLJFFf?LX 11AMPS11M.— W-2RCEST I R j 4 HAMPL)EN RAINFALL DATA MAP � 7' ;'RARN,T�Lj 2- LAR. 24 HGUR -PRECIP-ITADOtJ (INICHUS) k J: US NAN HIC KF.T .......... ........ . ............ .............. ...... ......... .......... 4-4 4-5"" 4-3 ........ 4-V Ey rRAHK!iN Lo M ILMU YEX Ll 4,7 HAMPSHJU -----WGRCTSTFR RAINFALL DATA MAP o r I -YEAR, 24 HOUR PIZECIPITA710M (IKC�rS) Tk A 4.49" HANTUCTE7 .......... ............. Rio-LARD Iq- KAMWSKT& A ssociATE,s MERRIMACK COLLEGE SITE PLAN A1oRj,HAArDovr,i�, MASSACHUSETTS SECTION 5.3 Rainfall Data Map (SCS) 6 4 .......... FRMin:H I L SHIRE Y Us Tr? AM: FA' UPOF H RAINFALL DATA MAP WAHrILS F'1 1 UO- LA R. '74 H M R 9 R EC}PF'fA 0 N NCq FS /-2 1-f MCHARD Fr KAMIN SKI& As socysj,.Lg s