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36-244 (9) ........... THIC COMMONWEALTH OF MASSACHUSI&I a8 �1 BOARS) OF HEALTH ««......................................O F..... Avplirat,Wit fnr Rgvaaal -Hinrltn Tianatrarlinx't 1•rrnti# Application is liereby made for a Pcrmit to Construct ( ) or Repair '( ) an Individual Sewage Disposal system at: ' ......1' .� �.ZE1.c 42,E ... .....».._..«_. ...................... / tj I.oeatton•Address ..... or Lot No. M Orn(er PHot4 c_'' " Address ..........»»....«»....f.....».»».......»...... ........»....»«:.....«.«.».... .....................*. Installer Address ' Type of Building Size Lot............................Sq. feet Dwelling—No. of Bedroodis». ...»....«...................Expansion Attic ( ) Garbage Grinder ( ) ®' Other—Type of Building »»..». ........ No. of persons..............--- Showers (• ) - Cafeteria ( ) Other fixtures «' ' ........,• _ _ Design.Flow ••""»•" •.gallons per person per day. Total daily flow' gallons. Septic Tank Liquid'capacity.--gallons Length................ Width....«. Dlainctet^ Depth......»......' Disposal%Trench—No. ........Width..................Total Length............ Total leaching area ...Sq.tt. Seepage Pit No............»....». Diameter.:............«.... Depth below inlet......._. Total leaching area».»»sq. ft. Other Distribution box ( ) Dosing tank ( ) so Percolation Test Results Performed by»...«......................................... Test Pit No. 1.. .........minutes per inch : Depth of Test Pit................ Depth to ground water..»......».««...,... ..... .» Test Pit No. 2»»«».»»».minutes ptr inch Depth!of Test Pit................«:. Depth to ground ..............»............»......»....«............................__.. 1AKr;" PERc. TESL �o��•Y8;'• B�c.ou �R.4 of OESc.�°/Pr/os�l5 Z D EE!' /f o�-ES' !O •. DEEP 5/O PA 2 T ' ,.... fi�rE Sff�O •-•.�°opalo .E'O::Su.4Ar; No. :5�6ET=4{ aF:.40?' /A! ParFr-ArAlciz To MEGIv.M vW0 v4fER'""".,;�:..-.- f.P.sl *Shn�I •t /ti!o tt3/$TF�./ t t1 EGGS GvG�lERTS FINE 4RAV&e. %{�•3�Y•• W fTffla • !oo o jr 'C>FzP t-foc.E S Cof}•e•SE 4RA�6L ' a/y--3•• S/¢?'U,e,{�-� PEA �Foc:E Fo�2 /S •M�rf'• Co BB LE 3•=/�Z'r 690 mid.. Ili Mo�l�ontJ 6c.��c�ER. 1z"•,t,'. • pER� ffOLE pEf'7"f{ 3 oAM'. T/ME Mzg- THE t4aA�. -rimes. Mme: �z " 14. .'� ,' 3:3h it 3%39i� 6 'v�ScfL 3; 3z `9 3 ;q.d S- / 74" Z8 -3, 3 7 sT/M0. 15�/Lry .4"Z_ � 3;z ' •o t L yt//5oi,. ' a6Qy • s��r ,voTEs: -f r•!/ DA•?'E S/23�9t• ' �(der•-S 9 �.—�_ i}7'E P" EAG/ClVo E T CELLlJ,�.�St IV L L u,�',c; TE � r l4� - a w. THM COMMONWEALTH OF MASSACHUZZW8 BOARD OF 1-11-ZAL.TH ..........................................of.....1.1��.�'�t.�fl�.1�t�T.�.� ' .� • � . ,�.��S1iPM�t>rilt fug.' �lir�ra�Ft.i•�Itil.lx�Its Cnu�t�Ztli.C�iun:�1�zxttit Application is hereby made for a Pcrmit to Construct ( ) or Repair, ( ) an Individual Sewage Disposal Systeal at: / � ,/ Loeatloo•Addras .»... .................»».». or Let No.ti1A M E •ct.1d Orvder pH or.t E Address Age installer . Address Type of}3uilding Size Lo Sq. feet Dwelling—No. of Bedroodls»»»w.. . .....................Expansion Attic ( ) Garbage Grinder ( . s" Other—Type of Building, ...».»... ...».. No, of persons...........-»»»»»».» Showers (, ) -- Cafeteria (; ) Otherfixtures ».».»...».. »....».».»».............................»... ....».».......................a:..» Design.Flow ..gallons per person per day. Total daily Sow' Lo • Septic Tank Liquid*capacity. gallons Length................Width_--Diameter....:..».....Depth..»..».:».... ■ Disposal`'Trench—No. ....Width • ».»......Total Length..—.---Total leaching area».:».,,..�..».»sq.it.. Seepage Pit No..»..»....»..»». Diameter.:__._ Depth below inlet...,.........—Total leaching area».-»......».sq.it. Other Distribution box ( ) Dosing tank ( ) t# Percolation Test Results Performed by......»..............._....................................-----....... Date Test Pit No. 1....,».»—minutes per inch s Depth•of Test Pit...___ Depth to ground water....»»»»...»».,... Test Pit No. 2»»_».»»_.m1nutesper inch bepth!of Test Pit........»........:. Depth to ground water».....»»..»_.....» ' •.V.�••••• rAKtw" Pt:Re•T,ES ', rro�;.yg� Bc�cos .of- 4RAr . ._.. OES IP�•'�ori?`5 Z DEEP ffbi::ES F_G4 .yO':•: 4 >A07- �i�✓E �'�gy.lp•-:d°oWl?1. .E'�J::Su.4A(2 /�E•rr.�C aF,,GoT' W Ar—r-=ArA1 c:'v_ •r-o n�rEOrv.Nr .�tfo - f.P.s w�{,Lt.•S ��• U�PoGES�i�t ` ' CDSt�2sfi '-7ii�I��"•,r�s y./�q tj. ts.es �.1Ava-p_ lttELGS, elut-VERTS PIPYE <►AAVjZc. �y•31Y�� ".W r771f l l o air 'DEEP f•Kot-E S coft,eSE 4FtAU;sc. 5�4T//��U,e.frE PEz& f4oc • BB LE 3'"/Z.11' C.'C mid..114 tifs:-ow) • pERG ffOLE �EPTi{ r- r ro V iz3 z j Z f3 3 . . T/ME Mme. �ME /NfEi1�a. 'TIME' MSS JZN 7-C G z nT ti�i ti.• ` NO �/ b BY t3t✓,2 Z)/wzxzy 1v'o N a /M PE'G A/Z 1 el */./ No Va:- TH[t COMMONWEALTH OF MASSACHUSWffS ON BOARD OF HC/aL.TH ....................of........ • Appliratlint fir 31.5-p.a-Fil -lgnrlt.5 Tvitatritrxiixn VVrUTIT Application is hereby made for a Permit to Construct ( ) or Repair, •( ) an Individual Sew4ge Disposal System at: „® E O' • Leeatloe•Addra, �-��••��-»-�»»» K Lot Igo. ' 'Q owdee jHpK E;pd�..»... ...............»_»• Address .■ ••••�»�»�•'�» Iuat►llse .• ...••...••..»»» Addrs,o Type of Building Size Loo. Sq. feet Dwelling—No. of Bcdroonts .....................Expansion Attic ( ) . ' ..Garbage•Grinder ) Other=-Type of Building. .,.,..•.. No. of persons...........»............... Showers Otherfixtures ......»...................».............»......».......»:....... Design.Flow ..gallons per person per day. Total daily► Aow' ` • gaAoas. Septic Tank Liquid'eapacity.....�.....gallons Length................ Diameter»..««.:......Depth... sw DIsposal'Trench—No. :»......Width_»:..»»...»....Total Length.— Total leaching area sq.It. Diameter..»..»............ Depth below inlet...: —Total leaching area........«.......•sq. ft. Other D'utribution box ( ) Dosing tank ( ) Percolation Test Results Performed by--,., ..............._........»...........».».».........»......... Date Test Pit No. per inch ;Depth•of Test Pit.................... Depth to ground water..................,... Test Pit No. 2 .......minutes par inch bepthl of Test Pit........»..»...... Depth to ground tgater........•.:............. Tfi7Cf�" PBRc• TES,T'. j/o'�Y• 8,'• B�t-o� �R/1�E• •• . OESG.elPT�o�n?'S Z '04=P, 1fbk;E5' /.We vs-'+tj0•-••:PopvD ,E�J::Su.4A2 0�6'ET=4{ O F Ao?'; I A! P-M r-r-'A iVek- '-r-0 MEOI m •$�w0 • Stl�j l wi•t...�- I.P.'0r.u'�`'`'s O� U-POL6S�,/'tvM6E.es� ' GO^e-ss Si4ntd�'Ifs".�Y" FINE �►AAVCc. %y•Flkf •�!o' t��r•F�� G�EGGS, GctG�lERTS . W t?'ff l�l !oo air '�F-EP t•lo c.E S Coft,e'SE C.RA V6L 5/1Tu.P,4 TE PER,-- p E poi2 JS NM�r-�• CD BB Li 3'-Mrs p wt IIJ.;IN r.•to�l>:onlJ 6o.�cc»=.R !z"f�' .� • . pERG lfOLE GEf'T'i{ T/ME Mme. 77ME /vlE1 TIME' _._.� ��Ma•�/•1e Coue��� _ rr�E T�"s •• e o'1" MAD T 1•S�Ajv�D o i L spa �(o y • x(/07 Es: l.det-5 S/�'.t�D SE�p.vCq� jN•SPEG7' .. . J�g_ F_ZL Ai J MIN �•rE a � eAC/Cffo E �"' Cts[.LU1Zt7 s . . THM COMMONWEALTH OF MASSACHUStiTT8 BOARD OF HEALTH .........«..................P.............OJT.....l�Q.lc lK!»���,,.:...:..:/�G......».......�.w........»:..... ' e - AV.PlIrat ill flir i3b5inlad'39rir Its ( muit arlirrn Vermit Application is hereby made for a Permit to Construct ( ) or Rcpair ( ) an Individual Sewage Disposal t, system nt: ' LoeaUon-Address ' or Lot Igo. NA M Oar(er pNpK E ......» ................»».._.... Address Inctetter . Address Type of Building Size Lot-......,»..}». Sq. feet Dwelling—No. of Bedrooths .............L'xpansion Attic ( ) Garbage Grinder ( ) Other—Type of Building. .......» ....... No. of persons.............. Showers ) — Cafeteria ( ) Otherfixtures ........ .. ...».»..................................»......».... ►».... Design. Flow. ...».».: -gallons per person per day. Total daily flow:.».,...... «»..»«..........gallons. 10 Septic TanIc:-Liquid'eapacity.»...... gallons Length................Width.-.----Diaincter.........:..,...Depth- Disposal-Trench--No.�. ....:...,—Width ...........Total Length._.......»..»..Total leaching area...:....,»....»».sq.it. Setpa;e Pit No. ...... Diameter..:......».»».... Depth below inlet...,...•.....».....Total leaching arm--sq.ft. w Other Distribution box ( ) Dosing tank ( ) Percolation Test Results Performed by ......................................,........._. .... Date......... Test Pit No. 1.»..»:.—minutes per inch .Depth of Test Pit.................... Depth to ground water..»...............».- . Test Pit No. 2..»..».....».minutes per inch 'Depth of Test Pit........»........» Dcpth to ground water.........» » rRK�" ;> 4.77r--5:r ko�Y3,' Bcrt••0 Lj ZZ RA of Z PC-MP is mso f7 �' •"4-P,g 2 r ,, SINE 5'r4tilO •-:Poyvl��2•FGJ::S0cF qR 'wS�E' � a� ,Go?' /�! ,e EzFE,P, 1ttC:'E 'TD MFGlv,M 5,4�tp • �u4if.e".'. `.;.:...:- 1.P•'�� u,�u5 0� u-PoL65�iirvNraE.e-:s� ' a'"PasE SArso- 'fib"Yet G3f{•TE�. GetELGS GtJG�lERTS f=h4a <AAt/4ML %r •3lY' ' .WlTlf/�! . J©o� O F '�E.EP f-lo�-E S • Coft.esE 4RA�6� ' a/y"'-3�� 5.4Tthe,{7-E PEA Fcd2 IS'Mf CoB6LE 3=/Z" C3o mid.. 114 h-Ca^l�orrJ ED.c!G[�E:,2 !z"•'f- p�p�-tic /--•------ ,z !2 o 3 v8 Soft lf/rhea'�Z F,, NoTEs moray . . L? .RTE 5iJ��.�9•� . IdehS /,tl-SPELT I� • ��l t-� 4 !Al s toes EA k'ffo E � DELL IS�A NC.w......r...•�....... VAR. «.......«....««,. ■ THE COMMONWEALTH OF MASSACHUSM7T8 BOARD OF HEALTH ..«.«................................... o ' •�. ��• .�.��.�irM�ixtlt fug.• �Ai��.a�Ft�•31liil�l�Its C�uit��tixt�uxrt� �ersttt� Application is hereby made for a Permit to Construct ( ) or Repair •( ) an Individual Sew;ge Disposal System at: LoesUoa•Addrsss »�»-���»�»» at Lot No. NA Mt E o«der pn ot4 E ....«« Address Installer Address Type of Building Size Lo. Sq. feet Dwcllinr—No. of BedrooMs •• .Expansion Attic ( ) ''.Garbdge Griades ( ) Other—Type of Building. . No. of persons........... Showers (• ) — Cafeteria 6 ) Otherfixtures ....«............................................ , Design.Flow. ..gallons per person per day. Total daily► Sow' gallons. Septic Tank-.Liquid'capacity...«.•...•.gallons Length................Width.—.— Disposal'%Trench—No. t,Width .«......Total Length--Total leaching area..»:..„.......-sq.it. Seepage Pit No..........,.»....... Diameter..:«.«»...«..«. Deptli below inleL..t.......•........Total leaching ara6-.....»«....•sq.it. Other Distribution box ( ) Dosing tank ( ) Percolation Test Results Performed by.....,..«............................... Date Tesi Pit No. I....t...:...-minutes per inch Depth-of Test Pit..........««..«« Depth to ground water----------...««..... Test Pit No. 2.«...««._...nzinutts per inch Depth-of Test Pit........«««....:. Depth to ground water«..«...««.........» ._ .... ......................._. ?fiKlw" PERc. T,EST�, �Io��Y' 3," gt£Lo.i�s cQRA oE• •• � QESC.CIP•rlo�l5 Z �EEl� I`Fb c:E$' !O •. D EE��..YG�'�•"4PA07- �i�rE �'��O•-:Popc11J ,FG1::Su�A2 0 ft-Tw4C dR -r lam! �EFr� jtlC'E 'Tv ME.oIv,M • �v - J•ri'�l.WAt.�•S DIP.. (��pOj��jC/tIC;M9:6A GDRi2SE 'SIFntC� ���".�Y.t �Co ' G.s/4�r•F�! Gtt ELG•S r GtlG�lERTS FINE ;CAA Vac. 3/cr .�.. •Lo t -DEEP Ko.e-E S co v 5,4*rUe4rF_ PER-4 Hoeg Fore 15"'M19. L Co ea E r•Co,�r�oNJ • . � pER� ffoc.E pEPTK 3 TIME MFG. '77,-IS tA&A;• TIME' MSS M►x�b Tp r. .--•-- — 4,M4k �f TAT h/��vED •' -p e RR 7E z ,���v/i v,• - w Y 6b(os BY 4.1 L7 Z: /sl c Q M /AtS j4 ee r 14,- )Al A] s!'T'E R 'S FEyAC�6 1 J�D /CD sst BfIGk'ffo E .�sLLU.�A /36, , No....««.....«.».....» I1'sa.»...........«..w THM COMMONWEALTH OF MASSACHUSMrrB BOARD, /or- 1-ICALT. /H .........................................OF..... C�/�1�...:..:.::.!� ' . • , .• .�•�s�slirM#lair hut• �1ir�ru�Ft1 �1liln.rlt� C�I�it��•ur�iun..�»xutix Application is hereby made for a Permit to Construct ( ) or Repair ( ) an Individual Sewage Disposal Syste./mrat: is. Loeatlon•Address ' or Lot No. Z.Z_IZ ..............» ...... .............. •NAME oNder pf{v�E' Address . ..................«»....r...«.. ......... .................... Installer .6 Address Type of Building Size Lot»........,•..««.._..SQ. feet Dwelling—No. of Bedrooms-»».....». ....»»..............B'xpansion Attic ( ) .Garbijo.Grinder ( .) ■ Other—Type of Building. .»....„ .....» No. of persons...........»............... Showers ) -- Cakterla (• ) Otherfixtures .................. .».....».».................................... Design.Flow. .... «««»« »gallons per person per day. Total dailj flow' L' ons• Septic Tanlc:=Liquid'capacity.«»«»...gallons Length................Width................Dizi6ter...»««:....»DeptIs«..««.:...... Disposd Trench--No.... .,..Width»»»..............Total Length........... Total leashing area sq.it. Seepage Pit No..«.».....».»».. Diameter»' Depth below inlet...,..... Total leaching Other Distribution box ( ) Dosing tank ( ) w 'Percolation Test Results Performed by-..,............................ .......».«.«.«.... Date Test Pit No. 1........:.....M1nute3 per inch ;Depth•of Test Pit.................... Depth to ground Test Pit No. 2»»........_minutes per inch `Depth!of Test Pit.............. - Depth to ground meter«..»»..:««.......« _...,. 'fiK�" PERc. T,ES,T' r,Io':•Y' '8,'• B�ct.o5..t •�Rrt oE.-•-•-- •. . O�SY�IPT/b�?'S .Z, �..y � T- f/NE 5/��O•• r. �rA(� vP0 1� FAT•"Su. a5�4'ETew dF,,LOZ: /�l ,e6�F ° jtic:'L'. '�-o • M"IU.,M -AW0 • lZtU�j ••�"wi.t...:- �•P•S�.Wf4'Lt-5 CP-• V—Por•G-S IwM6E,BS� ' GD�r2'SS 'SA'Nc�•�f�"�`fa .�lo' t�/i+T-F1'. G1 ELLS , GtJG�lERTS iamys <AAVac. Y •�/f W fTtf le�l . Joo� o F '�F.�P 1-lac.E S ' G'oiR�e-SE 4RA�6t:�gay=3r� ,e f TE • P ER2,G AOCee $=O d2' 16"M19. co es 6.30 Mid.. W �_<O JZoN, f3otJG.L�ErQ, lz"�` • pE,E'G f{O�E pEP.T'i{ 'lM0. /N�� t fJfs T f✓/v�//E� •• • IJj?A�/if'!''� i �� ��,r •1 i�Aj� G Z.r>>wl/ti.• ` IL • .f'i'll � D.�47'E _ s�a.3f9¢ b (es gY 1yAls��i P}T-C F2 L E.'l'f�G e EAe_-IC,qo E -7- 4 iii will THM COMMONWEALTH OF MASSACHUSQTTS se BOARD OF HEALTH ..........................................OF..... ! ..... ,v,,��::;? »............«.+........:...... AVplYrativit fvr iU1,5.IIIgzt1 • Ili vrlta (�vaatrarvvn Vcruilt Application is Hereby made for a Permit to Construct ( ) or Repair ( ) an Individual Sewage Disposal System at: .......1. ..E Z.t.1� Loeatloa.Addrses ............. ............_.._.` ............ or Lot N0. _ C5 Z_L rte..... Ow(er � PHoitE.. =........ ..................................»Address 00 .Nw.........NNrNMr......w..... ..............r.....«.r....w.... ......................•...w Installer Address Type of Building Size Lo: Sq. feet Dwelling--No. of Bedroorfts_........» .....................LXpansion Attic ( ) Garbage Grinder ( .) Other— Type of Building. ..... No. of persons............................ Showers (, ) Cafeteria ( ) �- Other fixtures ................................. Design.Flow ..gallons per person per day. Total daily flow' .t . gallon?• Septic Tank Liquid'capacity. gallons Length................ Width...... .Diameter».»...�......Depth................, 0„r Disposal~Trench—No. ....Width_;...............Total Length....................Total leaching area...::..„..f.......Sq.It. Seepage Pit No..................... Diameter.:....»».......». Depth below inlet............ Total leaching area...-...-...»...sq. ft. Other Distribution box ( ) Dosing tank ( ) Percolation Test Results Performed by.. .................._.................................. Date Test Pit No. 1....=...........minutes per inch ;Depth of Test Pit................ Depth to ground water....-.--.........�.. Test Pit No. 2................minutes par inch 'Depth-of Test Pit..................:. Depth to ground %vate.r..�- .»...e...• ........ .... ......................-- see P-.4 e. TEST' J 6,.*-L s,'• BGrLo�+-s-�R�caE OESG�/PT/o�?S z 10=P /fec:ES !O�*..ai=E��..yoy= ;fF'°ft2r Fi�✓E 5.4 0 •—:�°oyvD .EO.:Su4AR dF.40-r-. /A1 rar-AV- °rWi ..V- '77a Meolu.M -,--v vo - :Sc14iE642•".P"m l•p��l.Wfl•Lt,•S Dom• C��f�OLES'CjtldMBE.P.rs� COjT'l2'Sfi -S/Q'1�t1-••/o,".�Yu ./ti!O Cuff'-ELF / GvEGGS r GcJG�lE�2T'S F1�•TE, SRAV�L.':k �cj'�f a _ .. WITl a /oo r o F 'DEC'z. Kcc.E S Coft�SL 4kRv6��g/ ` .� 5/iTU,C.trE PEA poeke Fo'2 1S'MI�'• CoaeLE A mss` Q I✓tt�.. Ilv NC41J�onlJ 60cJGC�EJQk a, .r PE/M-i 7 109" T'/ME Mme. THE /�/I�. TIME' Mme: 12:5o0 8 2 J4 :•�/M0. Frn,F1M`n, Fink 70,QAe(v 1Z:4n �i9��.. G�Z ,••r„v�i,t� /Pe o•P B eow�/ 73Rti �,4�vp 66 (eg 9$" P20• " Hzo S t�u.e z,ynl_•s Ideas 4&IZ5.�5_ /W-CD !-SPELT � �,pL/l ,n> t oES 131eA.)14,V_4Y Btu ft-r-E FZ 5,q n/D _�,Anvp eft Glc qo E. 7` C.:-t.gad .,� r --5�. I� X M�x.F---T,> 72> ------�-- � l.' /0i 2 3 on I C>; Z S w THE COMMONWEALTH OF MASSACHUSMS sS els BOAIID OF l-IEAL.TH Applirativit fnr 11h5p lgal -Marlur, C�ai`t -ur�iun C:ezutix "" Application is hereby made for a Permit to Construct ( ) or Repair ( ) an Individual Sewa e Disposal Syst=at: wo E ' 7 #),5 . -r" ......:.::.:.._. .t r.C? ',.....:' ................... ................_...__......... �' JT Loeatloa•Addre.� oe Let 2. ` oMder..»... }'HOt(E « ......_ ............. Address so ..............»»..«» ...» ...» ...»..........._.... .....................,:..».. ...»..«•.-•.-...» - »�•� •2mtdler Address Type of Building Size Lot. Sq. feet Dwelling—No. of Bcdroorils......_....... .......................Expansion Attic ( ) ' Garbage Grinder ( ) w Other—Type of Building ..............._........... No, of persons.................. Showers (• ) — Cafeteria Otherfixtures ...........»......................................................••................ ..................»..... .........» »» Design. Flow..:-.. .....gallons per person per day. Total daily flow:.».,...... gallons. Septic Tanlc Liquid'capacity.»...,.....gallons Length................ Width..........».».Diameter......».:...».Depth».........»... Disposal~Trench—No.»._»....: ..•.Width...................Total Length...............».»Total leaching arm.... ..»..».»..sq.ft. Scepa;e Pit No...»..»............ Diameter.................... Dcptli below inlet.........».».»...Total leaching area.»».»,,,.,,.,,.sq. ft. Othtr Distribution box ( ) Dosing tank ( ) Percolation Test Results Performed by......................._...................................» .... Date.....»_».�........»................ "� Test Pit No. 1.. .»......minutes per inch Depth of Test Pit................ Depth to ground water............ ...». Test Pit No. 2»•.......—.minutes per inch Depth-of Test Pit.................... Depth to ground water...............»...... ---........ .. ...».......................................__.. ?f�fC�' PERC. 7'E52- �,IoiS(8;'• B�c.o:�.s �R�toE OES�/Pr/o•�<S ' z pf�Q o�-ES �EEf?• O ^ ;fI F'A�T F -::Pc b�,EO::Su. A S�E't�.•F{ d F ,Go?- /it! ,e E F��G�`tlC.'E '�--� • MEGI v,M �4rtt0 - �C1rj t�r2'•r..+ant,•-r-' .� J.P.s! v��l.�t-5' o,e U-Po�ES•�i�v�rae.es� Co�'RSE 5A'nsn- ��b".%Y.� moo' t�fiTF.e/ cuEGGS r GcIGtlERTS FluE A-4VZL W I-rHla . Joo F *C>EzP t4,*c-r-S Coft,e-SE 4R qU;a 5A-rV,e,47-E PEQ.G AocZ FdQ 15"M,W'• CD BBfrE Z'' C30 MIq.• !ta r4o,�fso�.lJ govcc�E2 /2"••f Sim • . pERa ffo�.E pEf'.7'f( o sl�? MJ X E±� ✓/i r „ ' <,,; ,•' >T/M0. hi_f-)l /i ,C!Al;. ,.!^�i.. -7E'�7 �/✓f!/ • /� .otC.. •'., sou - /voTEs y�i'!/ `O ►.�, "' D .RTE —r�� 71 - 9� � ,; •• /�-SPEGT' 1• /mac/�,eG,s��,t� ' : loCS ATE R Bfl Gk'i{o C w NO.«..««.«...._...... Iraq»...»�.............._ THE COMMONwC-ALTH OF MA33ACHUSETTO i OAlzD or HEALTH _.........................................O F...�J..::. ...:.... .............2^.1............._�.._...�........ .• • • •' .�.��ItrM#i�an fns• �lir�lrx�Ftl •�!liI.>rt�-1t� Cnun�#�•u�xiun ��•utt# Application is hereby made for a Permit to Construct ( ) or Repair ( ) an Individual Sewage Disposal System at: Loeattoa•Address 4 r Lot No. owder «.. pH o K E.. ....... .........»».........Address .».».»...........«« ..... « ..... ............»...»..... ..............................«...» ....... �"Insulter Address Type of Building Size Lot..«..««,».... Sq. feet Dwelling—No. of Bedroodis...........................................Expansion Attic ( ) Garbage Grinder ( ) Other—Type of Building ..... No. of persons............................ Showers ( • ) — Cafeteria ( ) Other fixtures ..»........................................................................................................ .... ' ......»............ ..« ».. Design. Flow........»«..........».»....:«....._..gallons per person per day. Total daily flow:.«...».»...«....:.: .»...»....gallons. Septic Tan1c--Liquid*capacity.....«.....gallons Length................ Width................ Disposal-Trench —No. ....Width....................Total Length....................Total leaching area..««.,.«,..... Sq. ft. Seepage Pit No...«................ Diameter.:.................. Depth below inlet.........-...•«.«.Total leaching area.««.«....««..sq. ft. Other Distribution box ( ) Dosing tank ( ) Percolation Test Results Performed by.............................................................. ..» Date.........«. ....«.»..«.. Test Pit No. 1................minutes per inch ;Depth of Test Pit.................... Depth to ground water..««..«...»»...;... Test Pit No. 2................minutes per inch Depth'of Test Pit.................... Depth to ground water..........:»..»«..... ..� ............ ......«. ..... ........................... . TAKt;' pERc• 7'E5T' �/o'�Yg,'• Bc���+-s �R�t of O�ScelP�'-/O�•�!5 Z i. p to ✓�,. y " •;14PA42�T' , �/NE �'r9r10 -::PayVDF2,EO::Su.4A� S C_T=C o•F 40-r 1.4 ,eEFE�E'�cE o'T' !s'tF�Orvit�t --swo - dtJ4%�re""'.... C� M_LS o� v-PoL6s�kurteE.�s� e"VAP-6E SAnso« 'X Z; Yet r %!o ' Gufi-TF�/ G�!ELGS� GtJG�IERTS F�NrE• �RAV�c. �c�'�3�Y" W rrHl ! • Joo r o F 'o6EP HoL_E S cof.e-sE 4RAti6C- a�y=3�• S�TU�.fTE PEAoLE Fo�2 !S MIS• C3C5 mid., 114 h•Co�z:onf, Bo.�c,o E.2 I z"-f� PER- HOLE pEPTt`{ ' z--7- . 3 �/ME MEN. Tr?E /�/1E�, TIME' Mme: ✓6 Soft ?' �PC o-P IvoTEs: �b (as v ? • gY 34./--ZVA/5,--! ON-LOT SEWAGE DISPOSAL SYSTEM SOVEREIGN MEADOWS SUBDIVISION WESTHAMPTON ROAD January 1995 On lot sewage are require this subdivision. Percolation tests and deep hole excavations have been completed at twelve locations within the subdivision. This investigation was completed in May 1994. These percolation tests and deep hole excavation investigations were located to where it was at that time believed to be such that each lot would have a suitable percolation test location. Final subdivision development plans, however,have resulted no percolation test or deep hole investigation being conducted on one lot. All percolation tests conducted resulted in a percolation rate of 2 minutes per inch. Soil type recorded included an average of 20 to 36 inches of top soil and organic subsoil followed by course to medium sand to fine sand. The course to medium sand to fine sand was essentially used in each location as the soil in which the percolation test was conducted. *** These soils generally have been considered most appropriate for sewage disposal systems. Groundwater observed in the deep holes ranged from a depth of six feet to over ten feet depth. The depth to groundwater is not considered to be a limiting condition for development of on lot sewage disposal systems but must be an integral part of the design of the system and lot development. Many of the leach field systems will likely require fill over the top of the system to ensure adequate cover. Accordingly, on many lots, site development shall likely be controlled by the leach field development criteria to avoid groundwater conditions. While this concern is of great importance it is not a limiting factor to the site development. Attached are percolation test and deep hole tests data sheets. Submitted site w. development drawing includes location of the percolation and deep holes constructed as well as existing site topography. The soils encountered at this site are appropriate for on site sewage disposal systems. 40 P A Hatch consulting Engineers SOVEREIGN MEADOWS On Lot Sewage Disposal System 24723916 1• Definitive Subdivision Plans, Westhampton Road, Northampton ON-LOT SEWAGE DISPOSAL SYSTEM Sec. I P B Hatch Consulting Enaineers SOVEREIGN MEADOWS 24723919 Definitive Subdivision Plans,Westhampton Road, Northampton I I III Z z o Q Q ° u a z a c G = L4 Rol T yQ Q 0 Fr p 1 W U I I � ji 4: 9q O W O alms V 8� o h 2 a 1 0.1 M , _ a Z �. � V V)J U�z ao o Z fn N W W E- > Z rle > o �43t 001 Wi n~- H � z �_ 06 f111 i 1 — z o ' x 4. ja1 a" z E- ui rn � i l l l � O I� I a NO \ 142 001 \� I w I 11 "ICI 5Z+ICI;Ad ., -�\\\ I141tQ91 in °o in N 9Z'Z9+0,,l �— o to O "T 40.X00 l Z 3 O \ w I � I \ < h \ 8 I ` 1 1 Li 001 o X wo ----_ i 138 00I O a0 v\ z%R z v P 3 4 h 1374001 Kl SITE DISTANCE AT RT. 66 CONFIRMATION Sec. H , P B Hatch Consulting Enaineers SOVEREIGN MEADOWS 24723919 Definitive Subdivision Plans,Westhampton Road, Northampton fi, w am SOVERIGN MEADOWS, Northampton, MA, Developed by Todd Cellura Im Center line Proposed Street 24723902 - January 17, 1995 do Sta in Sta out Tan L. Elev. in Elev. out Grade L. of C. sag or crest? 0.00 18.00 18.00 252.51 252.14 -0.0208 0.00 18.00 325.00 307.00 252.14 249.07 -0.0100 12.00 c 325.00 500.00 175.00 249.07 261.21 0.0694 298.00 c 500.00 586.00 86.00 261.21 264.65 0.0400 52.00 s .� 586.00 858.00 272.00 264.65 272.81 0.0300 120.00 s 858.00 1000.00 142.00 272.81 274.23 0.0100 154.00 s STA PVC ELEV PVC STA PVI ELEV PVI STA PVT ELEV PVT Hi/Lo Pt. Elev. Lo Pt 12.00 252.26 18.00 252.15 24.00 252.08 w 176.00 250.56 325.00 252.03 474.00 259.41 213.53 250.54 474.00 259.41 500.00 261.02 526.00 262.25 46 526.00 262.25 586.00 264.50 646.00 266.45 781.00 270.50 858.00 272.43 935.00 273.58 w r® w �e SUBDIVISION ROAD CENTERLINE VERTICAL CURVE CAL. Sec. G P B Hatch Consulting Engineers SOVEREIGN MEADOWS 24723919 Definitive Subdivision Plans, Westhampton Road, Northampton 4 A DEVELOPMENT IMPACT STATEMENT SOVERIGN MEADOWS SUBDIVISION WESTHAMPTON ROAD January 1995 FISCAL IMPACT ON MUNICIPAL SERVICES The fiscal impact the subdivision shall have on the City is not necessarily a straight forward evaluation. Current needs of the subdivision shall likely be limited to snow removal and school education. Other municipal services such as Fire Dept., water (system maintenance), and police are likely not to be needed specifically at the subdivision. These services shall be used by the subdivision residents as they travel in or through other areas of the City. Briefly it is anticipated that the school education costs will be the major fiscal • impact on the City. The following real estate tax revenue projection/fiscal impact analysis are considered appropriate for this evaluation. 1. Estimated real estate valuation: 10 sites x $190,000 per site= $1,900,000 2. Estimated real estate tax generated from subdivision properties: $1,900,000 x $12.95/$1000= $24,605 3. Estimated School Costs: $ 0 /# students = $ 0/ student 4. Project cost to schools for students in subdivision: �. .75 children/unit x 10 units x $ 0/ student= $ 0 average student cost P B Hatch Consultina Engineers SOVERIGN MEADOWS Development Impact Statement 24723915 8- Definitive Subdivision Plans,Westhampton Road,Northampton DEVELOPMENT IMPACT STATEMENT SOVERIGN MEADOWS SUBDIVISION WESTHAMPTON ROAD January 1995 LIBRARIES The current Massachusetts public library cooperative system allows for residents of one participating community to use the services of another participating community. This excellent cooperative program ensures access to not only the City of Northampton Public Libraries but those of adjoining Easthampton. The assumed number of residents of the subdivision at approximately thirty capita will not have any measurable impact on the community public libraries. As an incidental advantage to the City, the count for State reimbursement program shall be improved with these additional residents. RECREATION Available recreation facilities for the subdivision residents include Look Park, Pine Grove Golf Course, school playgrounds and playing fields(as available to other residents of the City). The subdivision lot size ranges from 31,000 sq. ft. to 90,000 sq. ft. with an average lot size of approximately 60,000 sq. ft. These large lot sizes will provide an excellent opportunity for community gatherings and recreational actives. ..� In addition to the recreational facilities available in the City, Skinner State Park and Mount Tom State Park are within a short drive from the subdivision. Additional unique recreational activities also includes the bike way passing through Northampton to Amherst. P B. Hatch conawtinn Enaineers SOVERIGN MEADOWS Development Impact Statement 24723915 •7• Definitive Subdivision Plans, Westhampton Road, Northampton r DEVELOPMENT IMPACT STATEMENT SOVERIGN MEADOWS SUBDIVISION WESTHAMPTON ROAD January 1995 MUNICIPAL SERVICES POLICE The Northampton Police Department staffing includes 44 full time patrol officers, 8 sergeants,4 lieutenants, 2 captains and 1 Chief of Police. The Department has been notified " that a Federal Grant has been received which shall allow the Northampton to increase the full time patrol officer staff by 5. Currently applications are being accepted for the new positions. The Department has 11 marked patrol cars, 7 unmarked cars and a four wheel drive vehicle. All vehicles have full radio contact with the State Police and City Hall. The Department is charged with the protection of lives and property. The Department is proactive in the fulfillment of its duties,the Department senior staff stress the importance of activities which deter crime and prevent accidents. The Department implements its program by maintaining a high visibility using well marked patrol vehicles. The ten single family units planned for this project are expected to add twenty additional motor vehicles housed in the City. There may be some minor increase in police calls for normal disturbances which may ordinarily be expected to occur in residential areas. FIRE The site may be served by either of the two fire stations in Northampton, the Maple Street, Florence is approximately 5.5 miles from the site while the Masonic Street Headquarters is approximately 5 miles from the site. The Florence Station currently has one tanker and three pumpers. The Headquarters station currently has two pumpers, one ladder truck and an emergency response vehicle. Delays as a result of traffic congestion at the intersection of Route 9 and 66 may essentially equalize the response time for either station to the subdivision. Both stations have currently appropriate equipment to respond to calls to the subdivision. P. B. Hatch Consultino Enoineers SOVERIGN MEADOWS Development Impact Statement 24723915 6 Definitive Subdivision Plans,Westhampton Road, Northampton ■ DEVELOPMENT IMPACT STATEMENT SOVERIGN MEADOWS SUBDIVISION WESTHAMPTON ROAD January 1995 SEWER The subdivision shall be served by on site septic tanks and leach field systems. P A Hatch consultina Engineers SOVERIGN MEADOWS Development Impact Statement 24723915 5• Definitive Subdivision Plans, Westhampton Road, Northampton A DEVELOPMENT IMPACT STATEMENT SOVERIGN MEADOWS SUBDIVISION WESTHAMPTON ROAD January 1995 WATER In Westhampton Road there is an eight(8")inch water main available for water service main construction to the subdivision. Adjacent to the site approximately 800 feet east at Westhampton Road there is an existing twelve (12") inch water main connecting Westhampton Road with Burts Pit Road. A fire flow test was conducted on this twelve inch main in the vicinity of the northeasterly corner of the subdivision. The test was conducted at approximately 2:00 PM on January 31, 1995. The time of the test should indicate the average to above average system demand conditions in. Pump static water pressure was measured at a hydrant located approximately 1000 feet northerly of the Westhampton Road tee to the eight inch main. The flowing hydrant was the next hydrant north of the pressure reading hydrant or approximately 1400 feet north of Westhampton Road. Static pressure observed was approximately 77.5 psi, residual(flowing)pressure was 65 psi at a measured flow rate of approximately 1167 gpm. Using Insurance Services Office (ISO) calculation protocol, at 20 psi residual pressure, a calculated fire flow of 2661 gpm is available. In accordance with Subdivison Regulations 8:21.20 a, a mimimum of 500 gallons per minute fire flow is required. The elevation of the pressure reading hydrant is approximately equal to the highest point of land in the proposed subdivision. Accordingly, there is adequate water service available for the proposed subdivision. P B. Hatch consulting Engineers SOVERIGN MEADOWS Development Impact Statement 24723915 4 Definitive Subdivision Plans, Westhampton Road, Northampton DEVELOPMENT IMPACT STATEMENT SOVERIGN MEADOWS SUBDIVISION WESTHAMPTON ROAD January 1995 .. TRAFFIC On total buildout of the proposed subdivision, there shall be no more than ten single ,. family dwellings. The Institute of Transportation Engineers "Trip Generation Standards" lists an average week day trip generate rate of ten trips per dwelling for dwellings in single family housing units. Using the ten trips per dwelling unit rate, for the ten units planned, a projected Maximum Daily Traffic Volume Potential for the proposed road within the subdivision is projected to be 100. The proposed subdivision is accessed only at Westahmpton Road. Plans are currently being prepared by the Massachusetts Department of Public Works to reconstruct Westhampton Road. The subdivision location on Westhampton Road provides good access to Florence Road to the east and West Farms Road to the west for easy north or south travel directions. Westhampton Road is one of the main east-west routes for the City. Travel to Florence or downtown Northampton for shopping or business can easily be accessed by the residents of the subdivision. 40 P. A Hatch consulting Enaineers SOVERIGN MEADOWS Development Impact Statement 24723915 •3• Definitive Subdivision Plans, Westhampton Road, Northampton s DEVELOPMENT IMPACT STATEMENT SOVERIGN MEADOWS SUBDIVISION WESTHAMPTON ROAD " January 1995 SCHOOLS The office of the Superintendent of Schools provided the following current enrollment data for the Northampton Public Schools: January 1995 Maximum Capacity Northampton High School 771 900 J. F. Kennedy Jr. High 566 at maximum Elementary Schools Jackson Street 457 550 Bridge Street 343 425 Leeds 475 550 R. K. Finn 483 450 There are approximately fifteen million dollars($15,000,000)in funding approved for the construction of facilities. Included in the funding is an addition to the J. F. Kennedy Jr. High School. The J.F. Kennedy construction work is planned to be completed for the class entering September 1997. The completed additional facilities shall increase the enrollment to 900. Additional facilities to be added to the elementary schools include three rooms at each elementary school except Bridge Street which shall have two additional rooms. The increase facilities for the Jackson Street and R. K. Finn schools shall provide for a capacity increase of 75 students at each school. The Bridge Street school capacity shall increase by 50 students. The total number of students to be added to the enrollment has been determined to be 8 children,as provided in accord with the standards established in Appendix B of the Rules & Regulations Governing the Subdivision of Land in Northampton. The proportional increase in students enrolled is 0.2%. This increase in enrollment is not considered significant for the marginal increase would have to assume (1) that absence of this subdivision the 8 additional children would not be housed in some other location in the City and (2)the schools remain at capacity which with the construction work completion is not applicable. P B. HQtCh Consultina Enaineers SOVERIGN MEADOWS Development Impact Statement 24723915 2• Definitive Subdivision Plans,Westhampton Road, Northampton DEVELOPMENT IMPACT STATEMENT SOVERIGN MEADOWS SUBDIVISION WESTHAMPTON ROAD January 1995 • Name of project: SOVERIGNMEADOWS Acreage: 18.87 acres Type of project: Single family subdivision Owner(s): SOVERIGN Builders Location: Westhampton Road Planner: SOVERIGN Builders Parcel Number: Map 43, lots 241 thru 244 Engineer: P.B. Hatch, Consulting Eng. Zoning District: Suburban Residential Architect: not applicable I. Project Description a. Number and types of units: Single-Family Detached 10 Two-Family none Single-Family Attached none Three-Family none (Rowhouse/Townhouse) Four-Family none Multi-Unit none (5 or more units, condo/rental) TOTAL UNITS 10 b. Number of Bedrooms, w* by housing Type 36(single family detached) c. Anticipated housing cost $190.000 (purchase) Purchase Price/Rent/Month 11 Environmental Impacts: .� IMPACTS MITIGATION PROPOSED Wetlands and Floodplains X X Traffic and Circulation Open Space/Recreation Historical/Archaeological Fisheries/Wildlife Water Pollution Water Supplies .R P B Hatch Gonsultinn Engineers SOVERIGN MEADOWS Development Impact Statement 24723915 1• Definitive Subdivision Plans,Westhampton Road, Northampton DEVELOPMENT IMPACT STATEMENT Sec. M P B Hatch Consultina Enaineers SOVEREIGN MEADOWS 24723919 Definitive Subdivision Plans, Westhampton Road, Northampton t cooler ground to prevent temperature impacts. Clearing will be limited to the roadway route itself, where the culvert will provide the shade to prevent water temperature increase. Other vegetation shading the wetland and stream will be left undisturbed. Erosion& Sediment Control Duriniz Construction: An erosion and sediment control program, reviewed by the Conservation Commission under the Notice of Intent, will provide for a sequence of construction and control measures to protect the wetland and stream from impacts during construction. These measures will include(1) a silt fence sediment barrier between work areas and the wetland, (2) temporary runoff control measures such as " diversions, water bars, check dams, stone filters, and temporary basins to control erosive concentrations of runoff before reaching the silt fence, (3)timely re-loaming, seeding, and mulching of disturbed areas. GROUNDWATER QUALITY: The development will be served by on-site sewage disposal systems, in full compliance with the state regulations (Title V) and City Board of Health requirements. These regulations in themselves are deemed to adequately protect groundwater quality, but there are additional site factors that provide added protection. Evidence suggests that the sandy surface soils are underlain by very fine sands and silts, with traces of clay, forming a relatively impermeable barrier to vertical movement of infiltrating water into deeper aquifers. Based on the seepage along the northern edge of the wetland, infiltrating water moves slowly laterally through the sandier surface soil, discharging within the wetland. This slow lateral movement provides extensive filtration and removal of any contaminants in the groundwater. The wetland itself then provides added treatment by uptake of nutrients,biological renovation of contaminants,and denitrification in the organically rich anaerobic soils. These factors will assure that there is no significant impact on groundwater resources due to the proposed project. A B. Hatch Consultino Enaineers SOVEREIGN MEADOWS Environmental Impact Analysis 24723917 4- Definitive Subdivision Plans, Westhampton Road, Northampton e. This was discussed with the City Engineer, but was denied for failure to meet minimum roadway requirements in both horizontal and vertical alignment. Alternatives of a separately supported boardwalk or cantilevered sidewalk were also considered, but the additional costs could not be justified for such a small project, and there are potential significant maintenance problems associated with these alternatives. A partial span would have reduced direct wetland alteration, but is also economically infeasible for this small project. Stormwater Runoff Rates: Typically, residential development brings an increase in runoff rates due to added impervious surface and rapid flow rates in gutters and storm drains. However, at this site, the current land uses of row crops and pasture yield runoff rates marginally higher than those from proposed subdivision with lawns. The result, based on USDA-SCS hydrologic analysis methodology, is there is no increase in storm runoff from the site or in the stream as a result of this project. SURFACE WATER QUALITY: First Flush Protection To protect surface water quality, the proposed storm drain system provides stone-lined settling basins for temporary detention of the "first flush" of runoff from the streets (4/10 inch storm for 6 hours). The basins also serve as plunge pools to .. dissipate the energy of the pipe outflow and prevent erosion. Overflow from these basins will then sheet flow across densely vegetated wetlands, thereby receiving additional filtration and renovation before reaching the stream. Maintenance: This small and simple stormwater management system has no significant maintenance needs other than the normal and regular cleaning of catch basin sumps. In the event that City forces fail to regularly clean the catch basins,the settling basins provide backup protection and are easily accessible for clean-out with conventional equipment. The wetland filter areas that receive overflow are essentially self- .R maintaining and natural vegetative succession can be permitted. Water Temperature: Increased water temperatures due to direct runoff from warm pavement or removal of vegetation shading streams can reduce dissolved oxygen levels in the water and impact fish populations. The proposed storm drain outlets are set back from the stream with sheet flow through vegetated wetlands and contact with the P A Hatch Consulting Enaineers SOVEREIGN MEADOWS Environmental Impact Analysis 24723917 3• Definitive Subdivision Plans,Westhampton Road, Northampton ■ been cultivated farmland,with a smaller area to the east being pastured. There is a wooded border of varying width along the southern edge of the fields above the wetlands. The soils in this upland area are generally sandy with high permeability, but as cropland and short cropped pasture could still yield surface runoff during intense storms. Remnant erosion rills can be found in the formerly cultivated area. Seepage on the slope to the wetland and test holes on Lot 1 suggest that the upper sands are underlain by slowly permeable soils similar to those found beneath the wetlands. ENVIRONMENTAL IMPACTS: Wetlands: The principal environmental impact of the proposed subdivision is that of wetland alteration required for access to the developable upland areas on the northerly portion of the site. The proposed road construction will result in permanent alteration of approximately 5728 square feet of wetland. There will be an additional 672 square feet of temporary alteration during construction, which will be returned to wetland vegetation after construction. The permanent wetland alteration will be mitigated by the creation of approximately 6690 square feet of replacement wetland, as required by Federal, State, and City regulations. The proposed wetland alteration and replacement requires approval by the Northampton Conservation Commission �* and Massachusetts Department of Environmental Protection under the state Wetlands Protection Act and Northampton Wetlands Ordinances. Approval is also required from the Massachusetts Division of Water Pollution Control under state and federal water quality regulations. Because the crossing is necessary to access the upland beyond the wetland,the proposed work qualifies as a"limited project" under wetland regulations and can be approved even though wetland alterations exceeds 5000 square feet. Alternatives Considered The proposed crossing alters the least wetland feasible in view of the scale of the project and the road alignment design requirements of the City. Alternative upland accesses via other properties were explored and are not available. The crossing of the main wooded wetland and stream is at the narrowest point to minimize alteration. The roadway width (24 feet including berm) is the minimum width allowed in the Subdivision Regulations, further, a sidewalk is required. To minimize alteration of the main wetland,a costly concrete retaining wall is proposed. Due to the height of the fill, earth slopes would have nearly doubled the width of the alteration of the culvert. An alternative alignment at the entrance off Westhampton Road was considered that may have reduced the alteration of the pastured wetland. P B HRtCh Consultina Enaineers SOVEREIGN MEADOWS Environmental Impact Analysis 24723917 -2- Definitive Subdivision Plans,Westhampton Road, Northampton M ENVIRONMENTAL IMPACT ANALYSIS SOVEREIGN MEADOWS SUBDIVISION WESTHAMPTON ROAD January 1995 EXISTING CONDITIONS Front Pasture: .. In the front of the site, along Westhampton Road, is a relatively level area that is currently pastured,with close=cropped grasses and somewhat compacted soil ,. surface. Along the wetter edges of the pasture are shrubs typical of wetlands. The underlying soils are sandy in texture, but with a seasonally high water table. This pastured area includes areas with the water table at or near the surface during the early growing season, and classified as wetland. Runoff from Westhampton Road and an existing culvert add to the naturally high water table. Borings in the upland portion of the pasture show a water table between 2.5 feet and 4 feet below the surface on February 1, 1995, and a higher level can be expected briefly in the spring. on Wetland and Stream: Approximately 200 feet north of Westhampton Road, the land drops abruptly to a flat riparian deciduous swamp wetland, bordering a point (the road crossing), with other areas 200 to 300 feet wide. Typical vegetation, including the area of the proposed crossing,is sapling and pole sized Red Maple, Elm, a shrub layer of Silky Dogwood and Arrowwood, and the principal herb species of Skunk Cabbage, M� Cinnamon Fern, Sensitive Fern, and Tussock Sedge. The stream has clearly been ditched in the past,with an old spoil bank along the channel supporting small trees. The underlying soils are poorly drained(water table at or near the surface),with generally sandy texture in the upper few feet. These sands appear to be the result of deposition by the stream. Four to five feet below the surface is an apparently M" uniform layer of very fine sand and silt with trace of clay. This slowly permeable material likely underlies the higher areas to the north and south as well and is the source of this seepage along the northern edge of the wetland. Northern Upland: M� North of the steam and bordering wetland is the large area of developable upland proposed for home sites. Up until the past season the bulk of the area had MMt P. B. Hatch Consultina Enain-era SOVEREIGN MEADOWS Environmental Impact Analysis 24723917 1• Definitive Subdivision Plans, Westhampton Road, Northampton ENVIRONMENTAL IMPACT ANALYSIS M t Sec. E M R ■ !14 w A A Hatch Consultina Enaineers SOVEREIGN MEADOWS 24723919 Definitive Subdivision Plans, Westhampton Road,Northampton M • !I CL r U f6 � O < U a � y U y O °- y ON � U fp ++ O vi *0 y C. a CD E p a � y A- f0 O Z C N N O 3 C N L U a co U y Ise ` LU E Z n. U MCC f0 c a d N U .0 U 0 cn ch � y y r y c a o H. ti V Q � N 0 i ca m Hrn O cn . . d J Q. U. m m z n d Z cc m 0 C U G ^ a � '� M go LU A HYDRANT FLOW TEST Sec. D M 1k ■1 IR A► li P. A Hatch Consultina Engineers SOVEREIGN MEADOWS 24723919 Definitive Subdivision Plans, Westhampton Road,Northampton Stormwater Calculations for Storm Sewer SOVER/GN MEADOWS, Northampton Brook crossing culvert size Storm Frequency: 100 year Page 5, January 17, 1995 24723907 Calc. Method: "Manning" CRITERIA Lenght of pipe 60 Slope 0.0077 Coef. roughness, n 0.012 Q in CFS 98.20 Select Pipe Dia., in. 42 Depth of flow pipe in = 35.53 inches MANNING's formula: V=1.486*R^.67*SA.5*1/n, &Q = area of flow*V pipe L= 60 Depth water out= 2.96 VEL. = 11.313 Calc. dia i 42 98.20 = FLOW for depth HEIGHT= 2.96 AREA= 8.680979 WP 8.172683 1.062195 = HYDRAULIC RADIUS A/P Mw ■ Stormwater Calculations for Storm Sewer SOVER/GN MEADOWS, Northampton Flow from MH 2+04 to Outlet @ Det. Area Storm Frequency: 10 year Page 4 January 17, 1995 24723906 Calc. Method: Storm by "Rational Method", Pipe by "Manning" CRITERIA Rel. Imp C AREA, S.F. No. houses, 1700 s.f. ea. 0 0.75 0 No. of driveways, 720 s.f. ea. 0 0.7 0 �► Street area, sq. ft. 0 0.7 0 Street length, ft. 447 0.7 10728 Remaining Area 16092 0.1 16092 s Total Area 26820 26820 Intensity 7.2 inches Weighted "C" 0.34 Q in CFS 1.51 Q in GPM 677 inv. in = 245.33 @ sta= 0 inv out= 245 @ sta= 30 Slope 0.0110 Coef. roughness, n 0.012 Total upgrade Q, cfs 0.07 Total Q, cfs, in pipe 1.58 Select Pipe Dia., in. 12 Depth of flow in pipe= 5.21 inches MANNING's formula: V=1.486*R^.67*s^.5*1/n, &Q = area of flow*V pipe L= 30 Elev. water out= 245.43 VEL. = 4.8343 Calc. dia i 8 1.58 = FLOW for depth HEIGHT= 0.434 1.58 =Total cal. Q, cfs, in pipe rr ss w w Stormwater Calculations for Storm Sewer SOVER/GN MEADOWS, Northampton Flow from MH 0+50 to MH 2+04 Storm Frequency: 10 year Page 3, January 17, 1995 24723905 Calc. Method: Storm by "Rational Method", Pipe by"Manning" CRITERIA Rel. Imp C AREA, S.F. No. houses, 1700 s.f. ea. 0 0.75 0 No. of driveways, 720 s.f. ea. 0 0.7 0 Street area, sq. ft. 4000 0.7 4000 •• Street length, ft. 0 0.7 0 Remaining Area 0 0.1 4000 Total Area 4000 8000 Intensity 7.2 inches Weighted "C" 0.05 Q in CFS 0.07 Q in GPM 30 inv. in = 246.7 @ sta = 50 inv out= 245.33 @ sta= 204 Slope 0.0089 w. Coef. roughness, n 0.012 Total upgrade Q, cfs 0 Total Q, cfs, in pipe 0.07 Select Pipe Dia., in. 12 Depth of flow in pipe= 1.19 inches .w MANNING's formula: V=1.486*R^.67*SA.5*1/n, &Q=area of flow*V pipe L= 154 Elev. water out= 245.43 VEL. = 1.8459 Calc. dia i 3 0.07 = FLOW for depth HEIGHT= 0.099 0.07 =Total cal. Q, cfs, in pipe w� Stormwater Calculations for Storm Sewer SOVER/GN MEADOWS, Northampton Flow from MH 4+84 to Outlet @ Det. Area Storm Frequency: 10 year Page 2, January 17, 1995 24723904 4 Calc. Method: Storm by"Rational Method", Pipe by"Manning" CRITERIA Rel. Imp C AREA, S.F. No. houses, 1700 s.f. ea. 5 0.75 8925 No. of driveways, 720 s.f. ea. 5 0.7 3600 Street area, sq. ft. 0 0.7 0 Street length, ft. 253 0.7 6072 Remaining Area 77403 0.1 77403 R Total Area 96000 96000 Intensity 7.2 inches Weighted"C" 0.22088 Q in CFS 3.50 Q in GPM 1573 inv. in = 254.96 @ sta= 0 inv out= 253.21 @ sta= 155 Slope 0.0113 Coef. roughness, n 0.012 Total upgrade Q, cfs 3.98 Total Q, cfs, in pipe 7.48 Select Pipe Dia., in. 15 Depth of flow in pipe= 12.37 inches MANNING's formula: V=1.486*R^.67*SA.5*1/n, &Q=area of flow*V pipe L= 155 Elev.water out= 254.24 VEL. = 6.904 Calc. dia i 15 7.48 = FLOW for depth HEIGHT= 1.031 7.48 =Total cal. Q, cfs, in pipe w ■ .M .o Stormwater Calculations for Storm Sewer SOVER/GN MEADOWS, Northampton Flow from MH 7+38 to MH 4+84 Storm Frequency: 10 year 'ft Page 1, January 17, 1995 24723903 Am Calc. Method: Storm by"Rational Method", Pipe by"Manning" Am CRITERIA Rel. Imp C AREA, S.F. No. houses, 1700 s.f. ea. 5 0.75 8925 No. of driveways, 720 s.f. ea. 5 0.7 3600 Street area, sq. ft. 15080 0.7 15080 an Street length, ft. 10 0.7 240 Remaining Area 132155 0.1 147235 Total Area 160000 175080 Intensity 7.2 inches Weighted "C" 0.137681 Q in CFS 3.98 Q in GPM 1788 .. inv. in = 264.09 @ sta= 738 inv out= 254.96 @ sta= 484 Slope 0.0359 Coef. roughness, n 0.012 Total upgrade Q, cfs 0 Total Q, cfs, in pipe 3.98 Select Pipe Dia., in. 12 Depth of flow in pipe= 6.31 inches MANNING's formula: V=1.486*R^.67*SA.5*1/n, & Q= area of flow*V pipe L= 254 Elev. water out= 255.49 VEL. = 9.5106 Calc. dia i 10 3.98 = FLOW for depth *+ HEIGHT= 0.526 3.98 =Total cal. Q, cfs, in pipe DRAIN PIPE SIZE CALCULATION Sec. C P. B. Hatch Consultino Engineers SOVEREIGN MEADOWS 24723919 Definitive Subdivision Plans, Westhampton Road, Northampton s OR Data for 247 POSTCON. AREA 5 SUBDIVISION Page 43 Prepared by P. B. Hatch Consulting Engineer 23 Jan 95 HydroCAD 3 02 000615 (c) 1986-1992 Applied Microcomputer Systems SUBCATCFIIMM 5 AREA 5 (SUBDIVISION) .4 inch event RUNOFF PEAK= 0.0 CFS Q 0.00 HOURS w HOUR 0.00 .10 .20 .30 .40 .50 .60 .70 .80 .90 10.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 11.00 I 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 12.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 13 .00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 14.00 I 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 15.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 +� 16.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 17.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 18.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 +w 19.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 20.00 0.0 dw w oft w .we AM- oft ON ON, aw w w go Data for 247 POSTCON. AREA 5 SUBDIVISION Page 42 IN Prepared by P. B. Hatch Consulting Engineer 23 Jan 95 HydroCAD 3.02 000615 (c) 1986-1992 Applied Microcomputer Systems SUBCATCH11ENT 5 AREA 5 (SUBDIVISION) .4 inch event ACRES CN 14.10 68 1 ACRE RESIDENTIAL SCS TR-20 METHOD TYPE II 24-HOUR RAINFALL= .4 IN PEAK= 0.0 CFS @ 0.00 HRS VOLUME= 0.00 AF Method Comment Tc (min) s TR-55 SHEET FLOW ACROSS FIELD 15.4 Cultivated: Residue<=20% n=.06 L=300' P2=3 in s=.01 SHALLOW CONCENTRATED/UPLAND FLOW 4.2 Nearly Bare & Untilled Kv=10 L=250' s=.01 ' /' V=1 fps CIRCULAR CHANNEL DRAIN PIPE MH 738 TO 484 .9 12" Diameter a=.79 sq-ft Pw=3.1' r=.25' s=.0359 ' /' n=.012 V=9.31 fps L=484' Capacity=7.3 cfs ' CIRCULAR CHANNEL DRAIN PIPE MH 484 TO DET. AREA .4 15" Diameter a=1.23 sq-ft Pw=3.9' r=.313' s=.0113 ' /' n=.012 V=6.06 fps L=155' Capacity=7.4 cfs Total Length= 1189 ft Total Tc= 20.9 SUBCATCHMENT 5 RUNOFF AREA 5 (SUBDIUISION) . 4 inch event � 10 9 AREA= 14. 1 AC 8 Tc= 20 . 9 MIN r, CN= 68 � 6 SCS TR-20 METHOD 5 TYPE II 24-HOUR 3 4 RAINFALL= . 4 IN 0 L 3 PEAK= 0 . 0 CFS 2 @ 0 HRS 1 UOLUME= 0 . 00 AF 0m cv rD in r� oo rn m TIME (hours) oft Data for 247 POSTCON. AREA 5 SUBDIVISION Page 41 Prepared by P. B. Hatch Consulting Engineer 23 Jan 95 w HydroCAD 3.02 000615 (c) 1986-1992 Applied Microcomputer Systems SUBCATCFMENT 5 AREA 5 (SUBDIVISION) RUNOFF PEAK= 39.5 CFS Q 12.28 HOURS eta HOUR 0.00 .10 .20 .30 .40 .50 .60 .70 .80 .90 10.00 .6 .7 .7 .8 .9 .9 1.0 1.1 1.2 1.4 11.00 1.5 1.7 1.9 2.1 2.4 2.7 3.1 4.0 6.1 10.7 12.00 19.0 29.7 37.9 39.4 35.5 28.9 22.5 17.8 14.3 11.7 13 .00 9.7 8.3 7.2 6.4 5.7 5.2 4.8 4.5 4.2 3.9 14.00 I 3 .7 3.5 3.3 3.2 3 .1 2.9 2.9 2.8 2.7 2.7 15.00 2.6 2.5 2.5 2.4 2.4 2.3 2.3 2.2 2.2 2.1 **� 16 .00 I 2.1 2.0 2.0 1.9 1.9 1.8 1.8 1.8 1.7 1.7 17.00 1.7 1.7 1.7 1.6 1.6 1.6 1.6 1.6 1.6 1.5 18.00 I 1.5 1.5 1.5 1.5 1.4 1.4 1.4 1.4 1.4 1.3 19.00 1.3 1.3 1.3 1.3 1.2 1.2 1.2 1.2 1.2 1.1 20.00 I 1.1 eer �A.r Data for 247 POSTCON. AREA 5 SUBDIVISION Page 40 Prepared by P. B. Hatch Consulting Engineer 23 Jan 95 HydroCAD 3.02 000615 (c) 1986-1992 Applied Microcomputer Systems SUBCATCHMENT 5 AREA 5 (SUBDIVISION) ACRES CN 14.10 75 SR + CR SCS TR-20 METHOD TYPE II 24-HOUR RAINFALL= 6.5 IN PEAK= 39.5 CFS @ 12.28 HRS VOLUME= 3.96 AF Method Comment Tc (min) TR-55 SHEET FLOW ACROSS FIELD 15.4 Cultivated: Residue<=20% n=.06 L=300' P2=3 in S=.01 SHALLOW CONCENTRATED/UPLAND FLOW 4.2 Nearly Bare & Untilled Kv=10 L=250' s=.01 V=1 fps CHANNEL FLOW 8.4 a=6 sq-ft Pw=131 r=.4621 s=.05 1 /1 n=.4 V=.5 fps L=250' Capacity=3 cfs CHANNEL FLOW 8.4 a=6 sq-ft Pw=131 r=.4621 s=.05 n=.4 V=.5 fps L=250' Capacity=3 cfs ---------- Total Length= 1050 ft Total Tc= 36.4 SUBCATCHMENT 5 RUNOFF AREA 5 (SUBDIUISION) AREA= 14 . 1 PC Tc= 36 . 4 MIN CN= 75 LO (4- SCS TR-20 METHOD TYPE II 24-HOUR RAINFALL= 6 . 5 IN CD 14 PEAK= 39 . 5 CFS @ 12 . 28 HRS UOLUME= 3 . 96 AF CS) N m q- Ln w r- co 0) CS) TIME (hour5) Data for 247POSTCONSTRUCTION Page 39 Prepared by P. B. Hatch Consulting Engineer 23 Jan 95 HvdroCAD 3.02 000615 (c) 1986-1992 Applied Microcomputer Systems REACH 1 CENTRAL BROOK Am OUTFLOW PEAK= 90.4 CFS @ 12.94 HOURS HOUR 0.00 .10 .20 .30 .40 .50 .60 .70 .80 .90 10.00 I 0.0 0.0 0.0 0.0 .1 .1 .1 .1 .2 .2 11.00 .3 .4 .6 .7 1.0 1.3 1.6 2.2 3 .3 5.8 12.00 11.5 21.7 35.7 50.8 64.4 74.9 82.1 86.7 89.3 90.3 13.00 90.2 89.4 88.0 86.3 84.3 82.2 80.0 77.7 75.4 73.0 14.00 70.7 68.5 66.2 64.0 61.9 59.9 57.9 55.9 54.1 52.3 15.00 50.7 49.0 47.5 46.0 44.6 43.2 41.9 40.6 39.4 38.3 16.00 37.1 36.0 35.0 34.0 33.0 32.1 31.2 30.3 29.5 28.7 17.00 27.9 27.2 26.5 25.9 25.3 24.7 24.1 23.5 23.0 22.5 18.00 22 .0 21.6 21.1 20.7 20.3 19.9 19.5 19.1 18.8 18.4 19.00 I 18.1 17.7 17.4 17.1 16.8 16.5 16.2 15.9 15.6 15.4 20.00 I 15.1 am 00 wee we sw� AM Data for 247POSTCONSTRUCTION Page 38 Prepared by P. B. Hatch Consulting Engineer 23 Jan 95 HydroCAD 3 .02 000615 (c) 1986-1992 Applied Microcomputer Systems a REACH 1 CENTRAL BROOK DEPTH END AREA DISCH v (FT) (SQ-FT) (CFS) 6' x 1' CHANNEL STOR-IND METHOD 0.0 0.0 0.0 SIDE SLOPE= .1 ' /' MAX. DEPTH= 5.00 FT .1 .7 .1 n= .15 PEAK VELOCITY= .8 FPS .2 1.6 .4 LENGTH= 4800 FT TRAVEL TIME = 99.3 MIN ' .3 2.7 .9 SLOPE= .0083 FT/FT Qin = 291.8 CFS @ 12.27 HRS .4 4.4 1.8 Qout= 90.4 CFS @ 12.94 HRS .6 7.2 3.5 ATTEN= 69 % LAG= 40.5 MIN .8 11.2 6.4 IN/OLTT= 31.01 / 28.64 AF 1.0 16.0 10.4 REACH 1 DISCHARGE CENTRAL BROOK 1 . 0 . 9 . a - w . 7 ( 6 v . 5 a . 4 _ o . 3 6' x 1 ' CHANNEL 2 SIDE SLOPE= . 1 '/' !' 1 n= . 15 L=4800' S= . 0083 0 . 0m N M"1 v Ln tD f- m0 m m DISCHARGE (cfs) REACH 1 INFLOW & OUTFLOW CENTRAL BROOK 280 260 6' x 1 ' CHANNEL 240 SIDE SLOPE= 1 '/' 220 n= . 15 L=4800' S= . 0083 zee ISO u 160 STOR-IND METHOD m 140 UELOCITY= . 8 FPS 3 120 TRAVEL= 99 . 3 MIN 100 80 Qin= 291 . 8 CFS w 60 Qout- 90 . 4 CFS 40 - LAG= 40 . 5 MIN 20 - " ------ -- `� N m T 111 k�D r- 00 o) m TIME (hours) an Data for 247POSTCONSTRUCTION Page 37 Prepared by P. B. Hatch Consulting Engineer 23 Jan 95 xw HydroCAD 3 .02 000615 (c) 1986-1992 Applied Microcomputer Systems SUBCATCHMENT 6 AREA 6 w RUNOFF PEAK= 27.0 CFS @ 12.23 HOURS wri HOUR 0.00 .10 .20 .30 .40 .50 .60 .70 .80 .90 10.00 .4 .4 .5 .5 .6 .6 .7 .8 .8 .9 11.00 1.0 1.1 1.2 1.4 1.6 1.8 2.1 2.8 4.5 8.1 12.00 14.6 22.3 26.7 25.9 21.7 16.6 12.7 10.0 8.0 6.5 13 .00 5.5 4.7 4.2 3.7 3.4 3.1 2.9 2.7 2.5 2.4 14.00 I 2.3 2.2 2.1 2.0 1.9 1.8 1.8 1.7 1.7 1.7 15.00 I 1.6 1.6 1.6 1.5 1.5 1.5 1.4 1.4 1.4 1.3 16.00 1.3 1.3 1.2 1.2 1.2 1.2 1.1 1.1 1.1 1.1 17.00 1.1 1.1 1.1 1.0 1.0 1.0 1.0 1.0 1.0 1.0 18.00 1.0 .9 .9 .9 .9 .9 .9 .9 .9 .9 19.00 .8 .8 .8 .8 .8 .8 .8 .8 .7 .7 20.00 .7 Wk sm OR ew! reA ws� No Data for 247POSTCONSTRUCTION Page 36 Prepared by P. B. Hatch Consulting Engineer 23 Jan 95 HydroCAD 3.02 000615 (c) 1986-1992 Applied Microcomputer Systems SUBCATCHMENT 6 AREA 6 ACRES CN 9.00 75 SR + CR SCS TR-20 METHOD TYPE II 24-HOUR RAINFALL= 6.5 IN PEAK= 27.0 CFS @ 12.23 HRS VOLUME= 2.53 AF Method Comment Tc (min) TR-55 SHEET FLOW Segment ID: 11.2 Cultivated: Residue<=20% n=.06 L=200' P2=3 in s=.01 SHALLOW CONCENTRATED/UPLAND FLOW Segment ID: 5.0 Nearly Bare & Untilled Kv=10 L=300' s=.01 ' /' V=1 fps CHANNEL FLOW Segment ID: 16.8 a=6 sq-ft Pw=13' r=.462' s=.05 ' /' n=.4 V=.5 fps L=500' Capacity=3 cfs Total Length= 1000 ft Total Tc= 33.0 SUBCATCHMENT 6 RUNOFF AREA 6 26 24 AREA= 9 AC 22 Tc= 33 MIN 20 CN= 75 18 c0 16 SCS TR-20 METHOD 14 TYPE II 24-HOUR 12 RAINFALL= 6 . 5 IN 0 10 E' 8 PEAK= 27 . 0 CFS 6 @ 12 . 23 HRS 4 UOLUME= 2 . 53 AF 2 em N M v in 0 r- M M m N TIME (hours) Data for 247POSTCONSTRUCTION Page 35 Prepared by P. B. Hatch Consulting Engineer 23 Jan 95 HydroCAD 3 02 000615 (c) 1986-1992 Applied Microcomputer Systems SUBCATCHMENT 5 AREA 5 (SUBDIVISION Wk RUNOFF PEAK= 38.7 CFS @ 12.16 HOURS wo HOUR 0.00 .10 .20 .30 .40 .50 .60 .70 .80 .90 10.00 .2 .2 .3 .3 .4 .4 .5 .6 .7 .8 11.00 .9 1.0 1.2 1.4 1.6 1.9 2.4 3.6 6.8 13 .8 12.00 I 25.9 37.1 38.1 30.9 22.3 16.5 12.6 9.9 8.0 6.8 "r 13.00 5.9 5.3 4.8 4.4 4.1 3.8 3 .6 3.4 3 .3 3.1 14.00 I 3.0 2.8 2.7 2.6 2.5 2.5 2.4 2.4 2.3 2.3 15.00 2.2 2.2 2.1 2.1 2.0 2.0 2.0 1.9 1.9 1.8 00 16.00 1.8 1.7 1.7 1.6 1.6 1.6 1.6 1.6 1.5 1.5 17.00 I 1.5 1.5 1.5 1.5 1.4 1.4 1.4 1.4 1.4 1.4 18.00 I 1.3 1.3 1.3 1.3 1.3 1.3 1.2 1.2 1.2 1.2 ow 19.00 1.2 1.2 1.1 1.1 1.1 1.1 1.1 1.0 1.0 1.0 20.00 1.0 wa wo mm ow .m w vwr ■eea 04 Data for 247POSTCONSTRUCTION Page 34 on Prepared by P. B. Hatch Consulting Engineer 23 Jan 95 HydroCAD 3 .02 000615 (c) 1986-1992 Applied Microcomputer Systems SUBCATCHMENT 5 AREA 5 (SUBDIVISION ACRES CN 14.10 68 1 ACRE RESIDENTIAL SCS TR-20 METHOD TYPE II 24-HOUR RAINFALL= 6.5 IN PEAK= 38.7 CFS Q 12.16 HRS VOLUME= 3.22 AF Method Comment Tc (min) TR-55 SHEET FLOW ACROSS LAWN OF LOT 24.4 Grass: Short n=.15 L=150' P2=3 in s=.005 ' /' SHALLOW CONCENTRATED/UPLAND FLOW DRIVEWAY & ROAD .7 Paved Kv=20.3282 L=250' s=.075 ' /' V=5.57 fps CIRCULAR CHANNEL DRAIN PIPE MH738 TO 484 .9 12" Diameter a=.79 sq-ft Pw=3.1' r=.25' s=.0359 ' /' n=.012 V=9.31 fps L=484' Capacity=7.3 cfs CIRCULAR CHANNEL DRAIN PIPEMH 484 TO DET. AREA .4 15" Diameter a=1.23 sq-ft Pw=3.9' r=.313' s=.0113 ' /' n=.012 V=6.06 fps L=155' Capacity=7.4 cfs ---------- Total Length= 1039 ft Total Tc= 26.4 No SUBCATCHMENT 5 RUNOFF AREA 5 (SUBDIVISION 38 6 4 AREA= 14 . 1 AC Tc= 26. 4 MIN r. 26 CN= 68 Lo(4- z4 SCS TR-20 METHOD .0 1 TYPE II 24-HOUR 3 1 RAINFALL= 6 . 5 IN 0 14 LL j2 PEAK= 38 . 7 CFS @ 12 . 16 HRS 4 UOLUME= 3. 22 AF 2q `� CV M V LCl l0 I- 00 � m TIME (hours) Data for 247POSTCONSTRUCTION Page 33 Prepared by P. B. Hatch Consulting Engineer 23 Jan 95 HydroCAD 3.02 000615 (c) 1986-1992 Applied Microcomputer Systems SUBCATCHMENT 4 AREA 4 RUNOFF PEAK= 79.5 CFS @ 12.34 HOURS reed HOUR 0.00 .10 .20 .30 .40 .50 .60 .70 .80 .90 10.00 .1 .2 .3 .3 .4 .6 .7 .8 1.0 1.2 11.00 1.4 1.7 2.0 2.4 2.8 3.3 4.1 5.4 8.4 15.4 12.00 29.3 49.2 68.6 78.6 77.5 68.9 57.0 45.8 37.4 31.1 13.00 26.1 22.2 19.3 17.0 15.2 13.8 12.6 11.7 10.9 10.2 14.00 9.6 9.0 8.5 8.1 7.8 7.5 7.2 7.0 6.9 6.7 15.00 I 6 .5 6.4 6.3 6.1 6.0 5.9 5.7 5.6 5.5 5.4 was 16.00 5.2 5.1 5.0 4.9 4.7 4.6 4.6 4.5 4.4 4.4 17.00 4.3 4.3 4.2 4.2 4.1 4.1 4.0 4.0 3.9 3.9 18.00 3.8 3.8 3.8 3.7 3.7 3.6 3.6 3.5 3.5 3.4 19.00 3.4 3.3 3.3 3 .2 3.2 3.1 3.1 3 .0 3.0 2.9 20.00 2.9 eee WA a* ew Oft e Ak rue eta Data for 247POSTCONSTRUCTION Page 32 Prepared by P. B. Hatch Consulting Engineer 23 Jan 95 HydroCAD 3 .02 000615 (c) 1986-1992 Applied Microcomputer Systems SUBCATCHMENT 4 AREA 4 ACRES CN w 18.09 55 WOODS SCS TR-20 METHOD 22.91 75 SR + CR TYPE II 24-HOUR 41.00 66 RAINFALL= 6.5 IN PEAK= 79.5 CFS @ 12.34 HRS VOLUME= 8.69 AF Method Comment Tc (min) TR-55 SHEET FLOW Segment ID: 15.4 Cultivated: Residue<=20% n=.06 L=300' P2=3 in s=.01 SHALLOW CONCENTRATED/UPLAND FLOW Segment ID: 8.3 Nearly Bare & Untilled Kv=10 L=500' s=.01 ' /' V=1 fps CHANNEL FLOW Segment ID: 16.8 a=6 sq-ft Pw=13' r=.462' s=.05 ' /' n=.4 V=.5 fps L=500' Capacity=3 cfs ---------- Total Length= 1300 ft Total Tc= 40.5 SUBCATCHMENT 4 RUNOFF AREA 4 75 - 70 AREA= 41 AC 65 Tc= 40 . 5 MIN 60 CN= 66 55 4- 45 SCS TR-20 METHOD 40 TYPE II 24-HOUR 30 350 RAINFALL= 6 . 5 IN E' 25 PEAK= 79 . 5 CFS 20 @ 12 . 34 HRS 10 VOLUME= 8 . 69 AF (5�I N r''i Ln 0 M 0) m N TIME (hours) 0 Data for 247POSTCONSTRUCTION Page 31 Prepared by P. B. Hatch Consulting Engineer 23 Jan 95 HydroCAD 3.02 000615 (c) 1986-1992 Applied Microcomputer Systems SUBCATCHMENT 3 AREA 3 ACRES CN 8.70 56 BRUSH (FAIR) SCS TR-20 METHOD �w TYPE II 24-HOUR RAINFALL= 6.5 IN PEAK= 13.0 CFS @ 12.22 HRS VOLUME= 1.22 AF Method Comment Tc (min) TR-55 SHEET FLOW Segment ID: 26.8 *�+ Woods: Light underbrush n=.4 L=200' P2=3 in s=.05 SHALLOW CONCENTRATED/UPLAND FLOW Segment ID: 3 .0 Woodland KV=5 L=200' s=.05 ' /' V=1.12 fps Total Length= 400 ft Total Tc= 29.8 SUBCATCHMENT 3 RUNOFF AREA 3 12 11 AREA= 8 . 7 AC 18 Tc= 29. 8 MIN 9 CN= 56 8 SCS TR-20 METHOD TYPE II 24-HOUR 3 5 RAINFALL= 6 . 5 IN 0 4 PEAK= 13 . 0 CFS 3 @ 12 . 22 HRS 2 UOLUME= 1 . 22 AF 1 Om N M v n 0 it 8 rn m TIME (hours) SUBCATCHMENT 3 AREA 3 RUNOFF PEAK= 13.0 CFS @ 12.22 HOURS HOUR 0.00 .10 .20 .30 .40 .50 .60 .70 .80 .90 10.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 r"' 11.00 0.0 0.0 0.0 0.0 0.0 .1 .2 .4 1.0 2.7 12.00 6.2 10.6 12.9 12.1 9.7 7.4 5.9 4.7 3.9 3.3 13.00 2.8 2.5 2.3 2.1 1.9 1.8 1.7 1.6 1.5 1.5 14.00 1.4 1.3 1.3 1.2 1.2 1.1 1.1 1.1 1.1 1.1 15.00 1.0 1.0 1.0 1.0 1.0 .9 .9 .9 .9 .9 16.00 .8 .8 .8 .8 .8 .8 .7 .7 .7 .7 17.00 ( .7 .7 .7 .7 .7 .7 .7 .7 .7 .6 �.sr 18.00 .6 .6 .6 .6 .6 .6 .6 .6 .6 .6 19.00 .6 .6 .5 .5 .5 .5 .5 .5 .5 .5 20.00 I .5 • Data for 247POSTCONSTRUCTION Page 30 Prepared by P. B. Hatch Consulting Engineer 23 Jan 95 HvdroCAD 3 .02 000615 (c) 1986-1992 Applied Microcomputer Systems SUBCATCHMENT 2 AREA 2, SOUTH OF RT 66 ACRES CN 14.79 48 WETLAND ADJ. BROOK (BRUSH GOOD) SCS TR-20 METHOD 5.51 67 UPLAND (BRUSH POOR) TYPE II 24-HOUR 20.30 53 RAINFALL= 6.5 IN PEAK= 17.4 CFS @ 12.50 HRS �► VOLUME= 2.43 AF Method Comment Tc (minL TR-55 SHEET FLOW WETLAND 44.7 Grass: Dense n=.24 L=200' P2=3 in s=.005 SHALLOW CONCENTRATED/UPLAND FLOW ADJ. CHANNEL 4.7 Woodland KV=5 L=100' s=.005 ' /' V=.35 fps Total Length= 300 ft Total Tc= 49.4 w SUBCATCHMENT 2 RUNOFF AREA 2, SOUTH OF RT 66 17 AREA= 20 . 3 AC 14 Tc= 49 . 4 MIN r, 12 CN= 53 10 SCS TR-20 METHOD U 99 TYPE II 24-HOUR 3 7 RAINFALL= 6 . 5 IN 6 4 PEAK= 17 . 4 CFS 3 @ 12 . 5 HRS 2 VOLUME= 2 . 43 AF `m N rn Nrl L co 0) m TIME (hours) SUBCATCHMENT 2 AREA 2, SOUTH OF RT 66 wt RUNOFF PEAK= 17.4 CFS @ 12.50 HOURS HOUR 0.00 .10 .20 .30 .40 .50 .60 .70 .80 .90 10.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 11.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 .2 .9 12.00 2.7 5.9 10.1 14.2 16.6 17.4 16.7 15.1 13.0 11.1 !R 13 .00 9.6 8.4 7.4 6.5 5.9 5.3 4.9 4.5 4.1 3.9 14.00 3.6 3.4 3.2 3.1 2.9 2.8 2.7 2.6 2.5 2.4 15.00 2.4 2.3 2.3 2.2 2.2 2.1 2.1 2.0 2.0 1.9 16.00 1.9 1.9 1.8 1.8 1.7 1.7 1.7 1.6 1.6 1.6 17.00 I 1.6 1.6 1.5 1.5 1.5 1.5 1.5 1.5 1.4 1.4 18.00 1.4 1.4 1.4 1.4 1.3 1.3 1.3 1.3 1.3 1.3 19.00 I 1.2 1.2 1.2 1.2 1.2 1.2 1.1 1.1 1.1 1.1 20.00 1.1 Data for 247POSTCONSTRUCTION Page 29 Prepared by P. B. Hatch Consulting Engineer 23 Jan 95 HydroCAD 3 .02 000615 (c) 1986-1992 Applied Microcomputer Systems SUBCATCHMNT 1 AREA 1 oft RUNOFF PEAK= 129.8 CFS Q 12 .26 HOURS wig HOUR 0.00 .10 .20 .30 .40 .50 .60 .70 .80 .90 10.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 .1 .2 11.00 .3 .6 1.0 1.4 2.0 2.8 3.9 6.2 12.1 27.1 12.00 57.6 98.0 126.2 128.4 111.9 88.7 69.5 55.8 45.5 37.8 "° 13 .00 32.2 28.1 25.0 22.6 20.7 19.1 17.8 16.7 15.7 14.9 14.00 I 14.2 13.6 13.0 12.4 12.0 11.6 11.3 11.0 10.8 10.6 15.00 10.4 10.2 10.0 9.8 9.6 9.4 9.2 8.9 8.7 8.5 16.00 8.3 8.1 7.9 7.7 7.6 7.4 7.3 7.2 7.2 7.1 17.00 7.0 6.9 6.8 6.8 6.7 6.6 6.6 6.5 6.4 6.3 18.00 6.3 6.2 6.1 6.0 6.0 5.9 5.8 5.7 5.7 5.6 19.00 5.5 5.4 5.3 5.3 5.2 5.1 5.0 5.0 4.9 4.8 20.00 4.7 ww v" .w No No 40 Ow oft No w Data for 247POSTCONSTRUCTION Page 28 Prepared by P. B. Hatch Consulting Engineer 23 Jan 95 HydroCAD 3.02 000615 (c) 1986-1992 Applied Microcomputer Systems 0 SUBCATCHMENT 1 AREA 1 ACRES CN 4.59 68 RESIDENTIAL LOTS (1 AC) SCS TR-20 METHOD 13.77 55 CENTRAL WETLAND (WOODS GOOD) TYPE II 24-HOUR 58.34 60 ADJ. UPLAND WOODED (WOODS FAIR) RAINFALL= 6.5 IN 76.70 60 PEAK= 129.8 CFS Q 12.26 HRS VOLUME= 12.92 AF Method Comment Tc (min) TR-55 SHEET FLOW ADJACENT TO STREAM 23.2 Grass: Short n=.15 L=200' P2=3 in s=.01 ' /' SHALLOW CONCENTRATED/UPLAND FLOW ADJACENT LANDS TO SHEET FLOW 3.2 Short Grass Pasture KV=7 L=300' s=.05 ' /' V=1.57 fps CHANNEL FLOW NATURAL CHANNEL 7.1 a=3 sq-ft Pw=7' r=.429' s=. 05 ' /' n=.4 V=.47 fps L=200' Capacity=1.4 cfs !r ---------- Total Length= 700 ft Total Tc= 33.5 SUBCATCHMENT 1 RUNOFF AREA 1 � 120 110 AREA= 76 . 7 AC 100 Tc= 33. 5 MIN 90 CN= 60 r, U LO 0 80 SCS TR-20 METHOD TYPE II 24-HOUR 60 RAINFALL= 6 .5 IN 0 50 -1 40 PEAK= 129 . 8 CFS 30 @ 12 . 26 HRS 20 UOLUME= 12 . 92 AF 10 N m d Ln 0 0) m TIME (hour5) ON Data for 247POSTCONSTRUCTION Page 27 Prepared by P. B. Hatch Consulting Engineer 23 Jan 95 HydroCAD 3.02 000615 (c) 1986-1992 Applied Microcomputer Systems REACH ROUTING BY STOR-IND METHOD REACH BOTTOM SIDE PEAK TRAVEL PEAK NO. DIAM WIDTH DEPTH SLOPES n LENGTH SLOPE VEL. TIME Qout are (IN) (FT) (FT) (FT/FT) (FT) (FT/FT) (FPS) (MIN) (CFS) 1 - 6.0 1.0 .10 .10 .150 4800 .0083 .8 99.3 90.4 .we ..0 +w, �u w ..rA �uur w Data for 247POSTCONSTRUCTION Page 26 0 Prepared by P. B. Hatch Consulting Engineer 23 Jan 95 HydroCAD 3 .02 000615 (c) 1986-1992 Applied Microcomputer Systems 0 RUNOFF BY SCS TR-20 METHOD: TYPE II 24-HOUR RAINFALL= 6.5 IN, SCS U.H. SUBCAT AREA Tc WGT'D PEAK Tpeak VOL 6 NUMBER (ACRE) (MIN) --GROUND COVERS (%CN) -- CN C (CFS) (HRS) (AF) 1 76.70 33.5 6%68 18%55 76%60 - 60 - 129.8 12.26 12.92 0 2 20.30 49.4 73%48 27%67 - - 53 - 17.4 12.50 2.43 3 8.70 29.8 100%56 - - - 56 - 13 .0 12.22 1.22 ■ 4 41.00 40.5 44%55 56%75 - - 66 - 79.5 12.34 8.69 5 14.10 26.4 100%68 - - - 68 - 38.7 12.16 3.22 6 9.00 33 .0 100%75 - - - 75 - 27.0 12.23 2.53 I� w No ON f► on Data for 247POSTCONSTRUCTION Page 25 Prepared by P. B. Hatch Consulting Engineer 23 Jan 95 w HydroCAD 3.02 000615 (c) 1986-1992 Applied Microcomputer Systems REACH ROUTING BY STOR-IND 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 - 6.0 1.0 .10 .10 .150 4800 .0083 .8 103.6 37.5 Am rws ww w ;a� Data for 247POSTCONSTRUCTION Page 24 Prepared by P. B. Hatch Consulting Engineer 23 Jan 95 HydroCAD 3 .02 000615 (c) 1986-1992 Applied Microcomputer Systems RUNOFF BY SCS TR-20 METHOD: TYPE II 24-HOUR RAINFALL= 4.5 IN, SCS U.H. SUBCAT AREA Tc WGTID PEAK Tpeak VOL NUMBER (ACRE) (MIN) -GROUND COVERS (%CN) -- CN C (CFS) (HRS) (AF) 1 76.70 33.5 6t68 18%55 76%60 - 60 - 51.6 12.29 5.70 2 20.30 49.4 73%48 27%67 - - 53 - 5.1 12.57 .91 3 8.70 29.8 100%56 - - - 56 - 4.4 12.25 .50 4 41.00 40.5 44%55 56%75 - - 66 - 36.7 12.36 4.23 5 14.10 26.4 100%68 - - - 68 - 18.9 12.16 1.62 6 9.00 33.0 100t75 - - - 75 - 14.7 12.24 1.40 Data for 247POSTCONSTRUCTION Page 23 Prepared by P. B. Hatch Consulting Engineer 23 Jan 95 HydroCAD 3.02 000615 (c) 1986-1992 Applied Microcomputer Systems REACH ROUTING BY STOR-IND 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 - 6.0 1.0 .10 .10 .150 4800 .0083 .6 128.2 8.7 ..e .r eew .w W^ Data for 247POSTCONSTRUCTION Page 22 Prepared by P. B. Hatch Consulting Engineer 23 Jan 95 HydroCAD 3 .02 000615 (c) 1986-1992 Applied Microcomputer Systems RUNOFF BY SCS TR-20 METHOD: TYPE II 24-HOUR RAINFALL= 2.9 IN, SCS U.H. SUBCAT AREA Tc WGTID PEAK Tpeak VOL NUMBER (ACRE) (MIN) -GROUND COVERS (tCN) -- CN C (CFS) (HRS) (AEL 1 76.70 33.5 6%68 18%55 76k6O - 60 - 9.2 12.37 1.58 2 20.30 49.4 73%48 27%67 - - 53 - .4 13.11 .16 3 8.70 29.8 100t56 - - - 56 - .5 12.41 .11 4 41.00 40.5 44t55 56%75 - - 66 - 10.3 12.42 1.46 1k 5 14.10 26.4 100%68 - - - 68 - 6.0 12.21 .59 6 9.00 33 .0 100%75 - - - 75 - 5.9 12.26 .60 eee Data for 247POSTCONSTRUCTION Page 21 Prepared by P. B. Hatch Consulting Engineer 23 Jan 95 eeee. HydroCAD 3 02 000615 (c) 1986-1992 Applied Microcomputer Systems SUBCATCHMENT 5 AREA 5 (SUBDIVISION w' RUNOFF PEAK= 0.0 CFS Q 0.00 HOURS weM HOUR 0.00 .10 .20 .30 .40 .50 .60 .70 .80 .90 10.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 11.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 12.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 13 .00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 14.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 15.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 16 .00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 17.00 I 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 18 .00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 19.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 20.00 0.0 weep wee.. W^ .w ,Meer Mee, ,Mw Data for 247POSTCONSTRUCTION Page 20 an Prepared by P. B. Hatch Consulting Engineer 23 Jan 95 HvdroCAD 3 .02 000615 (c) 1986-1992 Applied Microcomputer Systems SUBCATCHMENT 5 AREA 5 (SUBDIVISION ACRES CN 04 14.10 68 1 ACRE RESIDENTIAL SCS TR-20 METHOD TYPE II 24-HOUR RAINFALL= .4 IN PEAK= 0.0 CFS @ 0.00 HRS VOLUME= 0.00 AF Method Comment Tc (min) TR-55 SHEET FLOW ACROSS LAWN OF LOT 24.4 Grass: Short n=.15 L=150' P2=3 in s=.005 ' /' SHALLOW CONCENTRATED/UPLAND FLOW DRIVEWAY & ROAD .7 Paved Kv=20.3282 L=250' s=.075 '/' V=5.57 fps CIRCULAR CHANNEL DRAIN PIPE MH738 TO 484 .9 12" Diameter a=.79 sq-ft Pw=3.1' r=.25' s=.0359 ' /' n=.012 V=9.31 fps L=484' Capacity=7.3 cfs CIRCULAR CHANNEL DRAIN PIPEMH 484 TO DET. AREA .4 15" Diameter a=1.23 sq-ft Pw=3.9' r=.313' s=.0113 ' /' n=.012 V=6.06 fps L=155' Capacity=7.4 cfs Total Length= 1039 ft Total Tc= 26.4 SUBCATCHMENT 5 RUNOFF AREA 5 (SUBDIVISION 10 9 AREA= 14 . 1 AC 8 Tc= 26 . 4 MIN r, CN= 68 5 SCS TR-20 METHOD 5 TYPE II 24-HOUR 3 4 RAINFALL= . 4 IN 0 3 PEAK= 0 . 0 CFS 2 @ 0 HRS 1 VOLUME= 0 . 00 AF L(1 tD t� 00 Q) m TIME (hours) Data for 247POSTCONSTRUCTION Page 19 Prepared by P. B. Hatch Consulting Engineer 23 Jan 95 HydroCAD 3.02 000615 (c) 1986-1992 Applied Microcomputer Systems RUNOFF BY SCS TR-20 METHOD: TYPE II 24-HOUR RAINFALL= .4 IN, SCS U.H. "' SUBCAT AREA Tc WGT'D PEAK Tpeak VOL NUMBER (ACRE) (MIN) --GROUND COVERS (%CN) -- CN C (CFS) (HRS) (AF) 5 14.10 26.4 100%68 - - - 68 - 0.0 0.00 0.00 wee wur iwn +.s Data for 247POSTCONSTRUCTION Page 18 Prepared by P. B. Hatch Consulting Engineer 23 Jan 95 HydroCAD 3.02 000615 (c) 1986-1992 Applied Microcomputer Systems WATERSHED ROUTING �a5 (D 0 0 SUBCATCHMENT REACH APOND LENK No Data for 247-PRECONSTRUCTION Page 17 Prepared by P. B. Hatch Consulting Engineer 23 Jan 95 HydroCAD 3.02 000615 (c) 1986-1992 Applied Microcomputer Systems REACH 1 CENTRAL BROOK OUTFLOW PEAK= 92.3 CFS @ 12.98 HOURS HOUR 0.00 .10 .20 .30 40 50 60 70 80 90 10.00 0.0 0.0 0.0 0.0 .1 .1 .1 .2 .2 .3 11.00 .4 .5 .6 .8 1.0 1.4 1.7 2.3 3.3 5.5 12.00 10.4 19.5 32.7 47.7 61.9 73.4 81.8 87.2 90.4 92.0 13 .00 92.3 91.7 90.5 88.8 86.9 84.8 82.5 80.2 77.8 75.4 14.00 73 .0 70.7 68.4 66.1 63.9 61.8 59.7 57.7 55.8 53.9 15.00 52.2 50.5 48.9 47.3 45.9 44.4 43.1 41.8 40.5 39.3 16.00 I 38.1 37.0 35.9 34.9 33.8 32.9 31.9 31.0 30.2 29.4 17.00 28.6 27.8 27.1 26.5 25.8 25.2 24.6 24.0 23.5 23.0 18.00 22.5 22.0 21.5 21.1 20.7 20.3 19.9 19.5 19.1 18.7 19.00 18.4 18.0 17.7 17.4 17.1 16.8 16.5 16.2 15.9 15.6 20.00 I 15.4 mom w rwe WAR Data for 247-PRECONSTRUCTION Page 16 Prepared by P. B. Hatch Consulting Engineer 23 Jan 95 HydroCAD 3 02 000615 (c) 1986-1992 Applied Microcomputer Systems w REACH 1 CENTRAL BROOK DEPTH END AREA DISCH (FT) (SO-FT) (CFS) 6' x 1' CHANNEL STOR-IND METHOD 0.0 0.0 0.0 SIDE SLOPE= .1 ' /' MAX. DEPTH= 5.10 FT .1 .7 .1 n= .15 PEAK VELOCITY= .8 FPS .2 1.6 .4 LENGTH= 4800 FT TRAVEL TIME = 99.2 MIN .3 2.7 .9 SLOPE= .0083 FT/FT Qin = 292.1 CFS Q 12.30 HRS .4 4.4 1.8 Qout= 92.3 CFS @ 12.98 HRS .6 7.2 3.5 ATTEN= 68 o LAG= 40.9 MIN i .8 11.2 6.4 IN/OUT= 31.59 / 29.19 AF 1.0 16.0 10.4 REACH 1 DISCHARGE CENTRAL BROOK 1 . 0 9 . 8 . 7 . 5 �- . 4 n w 3 6' x 1 ' CHANNEL 0 2 SIDE SLOPE= . 1 '/' n= . 15 L=4800' S= . 0083 1 0 . 0m N rr, Ln �o co m CS') DISCHARGE (cfs) REACH 1 INFLOW & OUTFLOW CENTRAL BROOK 280 260 6' x 1 CHANNEL 240 SIDE SLOPE= . 1 '/' 14 220 n= . 15 L=4800' S= .0083 200 180 STOR-IND METHOD u 160 VELOCITY= . 8 FPS ! ! 140 TRAVEL= 99 . 2 MIN 3 120 180 - Qin= 292 . 1 CFS 60 Qout- 92 . 3 CFS 40 _._LAG= 40 . 9 MIN em :CV I- Ln t0 CO 0) m TIME (hours) Data for 247-PRECONSTRUCTION Page 15 Prepared by P. B. Hatch Consulting Engineer 23 Jan 95 HydroCAD 3.02 000615 (c) 1986-1992 Applied Microcomputer Systems SUBCATCHMENT 4 AREA 3 ►a RUNOFF PEAK= 138.6 CFS @ 12.34 HOURS HOUR 0.00 .10 .20 .30 .40 .50 .60 .70 80 90 10.00 I .9 1.0 1.2 1.4 1.6 1.8 2.1 2.4 2.7 3.1 11.00 3.6 4.1 4.6 5.3 6.1 7.1 8.5 10.9 16.4 29.1 12.00 I 53.5 87.9 121.0 137.4 134.6 119.1 98.0 78.4 63.9 52.9 AN 13.00 44.2 37.6 32.5 28.6 25.5 23.1 21.1 19.5 18.2 17.0 14.00 I 15.9 14.9 14.1 13.5 12.9 12.4 12.0 11.7 11.4 11.1 15.00 10.8 10.6 10.4 10.1 9.9 9.7 9.5 9.3 9.1 8.9 .0 16.00 8.6 8.4 8.2 8.0 7.8 7.7 7.5 7.4 7.3 7.2 17.00 7.1 7. 0 7.0 6.9 6.8 6.7 6.6 6.6 6.5 6.4 18.00 6.3 6.3 6.2 6.1 6.0 5.9 5.9 5.8 5.7 5.6 19.00 5.6 5.5 5.4 5.3 5.2 5.2 5.1 5.0 4.9 4.8 20.00 4.8 low tft w Data for 247-PRECONSTRUCTION Page 14 Prepared by P. B. Hatch Consulting Engineer 23 Jan 95 HydroCAD 3 02 000615 (c) 1986-1992 Applied Microcomputer Systems 1 SUBCATCHMENT 4 AREA 3 ACRES CN 45.91 75 SR + CR SCS TR-20 METHOD 18.09 55 WOODS TYPE II 24-HOUR 64.00 69 RAINFALL= 6.5 IN PEAK= 138.6 CFS @ 12.34 HRS M VOLUME= 15.03 AF Method Comment Tc (min) TR-55 SHEET FLOW Segment ID: 15.4 Cultivated: Residue<=20% n=.06 L=300' P2=3 in s=.01 SHALLOW CONCENTRATED/UPLAND FLOW Segment ID: 8.3 Nearly Bare & Untilled Kv=10 L=500' s=.01 ' /' V=1 fps CHANNEL FLOW Segment ID: 16.8 a=6 sq-ft Pw=13' r=.462' s=.05 ' /' n=.4 V=.5 fps L=500' Capacity=3 cfs e ---------- Total Length= 1300 ft Total Tc= 40.5 6 SUBCATCHMENT 4 RUNOFF AREA 3 '�' 1 30 120 AREA= 64 AC 110 Tc= 40 . 5 MIN 100 CN= 69 90 L+- Be - SCS TR-20 METHOD 70 TYPE II 24-HOUR 3 60 RAINFALL= 6 .5 IN o 50 40 PEAK= 138 . 6 CFS 30 @ 12 . 34 HRS 20 UOLUME= 15 . 03 AF 10 0m N rr, v in oo rn m N TIME (hours) Data for 247-PRECONSTRUCTION Page 13 Prepared by P. B. Hatch Consulting Engineer 23 Jan 95 H!droCAD 3.02 000615 (c) 1986-1992 Applied Microcomputer Systems SUBCATCHMENT 3 AREA 4 n ACRES CN 8.70 56 BRUSH (FAIR) SCS TR-20 METHOD TYPE II 24-HOUR RAINFALL= 6.5 IN PEAK= 13.0 CFS Q 12.22 HRS VOLUME= 1.22 AF Method Comment Tc (min) TR-55 SHEET FLOW Segment ID: 26.8 Woods: Light underbrush n=.4 L=200' P2=3 in s=.05 SHALLOW CONCENTRATED/UPLAND FLOW Segment ID: 3.0 Woodland Kv=5 L=200' s=.05 ' /' V=1.12 fps Total Length= 400 ft Total Tc= 29.8 SUBCATCHMENT 3 RUNOFF AREA 4 12 11 AREA= 8 . 7 AC 10 Tc= 29 . 8 MIN 9 CN= 56 ... 8 SCS TR-20 METHOD TYPE II 24-HOUR 3 5 RAINFALL= 6 . 5 IN 0 3 PEAK= 13 . 0 CFS @ 12 . 22 HRS 2 VOLUME= 1 . 22 AF 1 Om N -m ,,I- Ln 0 F, ao 0. m ,, TIME (hours) SUBCATCHMENT 3 AREA 4 wo RUNOFF PEAK= 13.0 CFS @ 12.22 HOURS HOUR 0.00 .10 .20 .30 .40 50 60 70 80 90 10.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 '* 11.00 0.0 0.0 0.0 0.0 0.0 .1 .2 .4 1.0 2.7 12.00 6.2 10.6 12.9 12.1 9.7 7.4 5.9 4.7 3 .9 3.3 13.00 2.8 2.5 2.3 2.1 1.9 1.8 1.7 1.6 1.5 1.5 14.00 1.4 1.3 1.3 1.2 1.2 1.1 1.1 1.1 1.1 1.1 15.00 1.0 1.0 1.0 1.0 1.0 .9 .9 .9 .9 .9 16.00 .8 .8 .8 .8 .8 .8 .7 .7 .7 .7 17.00 .7 .7 .7 .7 .7 .7 .7 .7 .7 .6 18.00 .6 .6 .6 .6 .6 .6 .6 .6 .6 .6 19.00 .6 .6 .5 .5 .5 .5 .5 .5 .5 .5 20.00 .5 no R Data for 247-PRECONSTRUCTION Page 12 Prepared by P. B. Hatch Consulting Engineer 23 Jan 95 HydroCAD 3 02 000615 (c) 1986-1992 Applied Microcomputer Systems SUBCATCHMENT 2 AREA 2, SOUTH OF RT 66 ACRES CN 14.79 48 WETLAND ADJ.BROOK (BRUSH GOOD) SCS TR-20 METHOD 5.51 67 UPLAND (BRUSH POOR) TYPE II 24-HOUR 20.30 53 RAINFALL= 6.5 IN PEAK= 17.4 CFS @ 12.50 HRS VOLUME= 2.43 AF Method Comment Tc (min) TR-55 SHEET FLOW WETLAND 44.7 Grass: Dense n=.24 L=200' P2=3 in s=.005 SHALLOW CONCENTRATED/UPLAND FLOW ADJ. CHANNEL 4.7 Woodland KV=5 L=100' s=.005 ' /' V=.35 fps Total Length= 300 ft Total Tc= 49.4 SUBCATCHMENT 2 RUNOFF AREA 2, SOUTH OF RT 66 17 AREA= 20 . 3 AC 14 Tc= 49 . 4 MIN 13 CN= 53 12 c} 10 SCS TR-20 METHOD v g TYPE II 24-HOUR 3 8 RAINFALL= 6 . 5 IN 0 6 PEAK= 17 . 4 CFS 3 @ 12 . 5 HRS 2 UOLUME= 2 . 43 AF [1� m m TIME (hours) w SUBCATCHMENT 2 AREA 2, SOUTH OF RT 66 RUNOFF PEAK= 17.4 CFS @ 12.50 HOURS HOUR 0.00 .10 .20 .30 .40 .50 .60 .70 .80 .90 10.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0. 11.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 .2 .9 12.00 2.7 5.9 10.1 14.2 16.6 17.4 16.7 15.1 13 .0 11.1 13.00 9.6 8.4 7.4 6.5 5.9 5.3 4.9 4.5 4.1 3.9 14.00 3.6 3 .4 3.2 3.1 2.9 2.8 2.7 2.6 2.5 2.4 15.00 2.4 2.3 2.3 2.2 2.2 2.1 2.1 2.0 2.0 1.9 16.00 1.9 1.9 1.8 1.8 1.7 1.7 1.7 1.6 1.6 1.6 17.00 1.6 1.6 1.5 1.5 1.5 1.5 1.5 1.5 1.4 1.4 18.00 I 1.4 1.4 1.4 1.4 1.3 1.3 1.3 1.3 1.3 1.3 19.00 I 1.2 1.2 1.2 1.2 1.2 1.2 1.1 1.1 1.1 1.1 20.00 1.1 Data for 247-PRECONSTRUCTION Page 11 Prepared by P. B. Hatch Consulting Engineer 23 Jan 95 HydroCAD 3.02 000615 (c) 1986-1992 Applied Microcomputer Systems SUBCATMONT 1 AREA 1 RUNOFF PEAK= 129.8 CFS @ 12 .26 HOURS HOUR 0.00 .10 .20 .30 .40 .50 .60 .70 .80 90 10.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 .1 .2 11.00 .3 .6 1.0 1.4 2.0 2.8 3.9 6.2 12.1 27.1 12.00 I 57.6 98.0 126.2 128.4 111.9 88.7 69.5 55.8 45.5 37.8 13.00 32.2 28.1 25.0 22.6 20.7 19.1 17.8 16.7 15.7 14.9 14.00 I 14.2 13.6 13.0 12.4 12.0 11.6 11.3 11.0 10.8 10.6 15.00 10.4 10.2 10.0 9.8 9.6 9.4 9.2 8.9 8.7 8.5 16.00 8.3 8.1 7.9 7.7 7.6 7.4 7.3 7.2 7.2 7.1 17.00 7.0 6.9 6.8 6.8 6.7 6.6 6.6 6.5 6.4 6.3 18.00 6.3 6.2 6.1 6.0 6.0 5.9 5.8 5.7 5.7 5.6 19.00 5.5 5.4 5.3 5.3 5.2 5.1 5.0 5.0 4.9 4.8 20.00 4.7 w Data for 247-PRECONSTRUCTION Page 10 Prepared by P. B. Hatch Consulting Engineer 23 Jan 95 HydroCAD 3 02 000615 (c) 1986-1992 Applied Microcomputer Systems SUBCATCM1ENT 1 AREA 1 ACRES CN 4.59 68 RESIDENTIAL LOTS (1 AC) SCS TR-20 METHOD 13.77 55 CENTRAL WETLAND (WOODS GOOD) TYPE II 24-HOUR 58.34 60 ADJ.UPLAND WOODED (WOODS FAIR) RAINFALL= 6.5 IN 76.70 60 PEAK= 129.8 CFS @ 12.26 HRS VOLUME= 12.92 AF Method Comment Tc (min) TR-55 SHEET FLOW ADJACENT TO STREEM 23.2 Grass: Short n=.15 L=200' P2=3 in s=.01 ' /' SHALLOW CONCENTRATED/UPLAND FLOW ADACENT LANDS TO SHEET FLOW 3.2 Short Grass Pasture KV=7 L=300' s=.05 ' /' V=1.57 fps CHANNEL FLOW NATURAL CHANNEL 7.1 a=3 sq-ft Pw=7' r=.429' s=.05 ' /' n=.4 V=.47 fps L=200' Capacity=1.4 cfs ---------- Total Length= 700 ft Total Tc= 33.5 SUBCATCHMENT 1 RUNOFF AREA 1 120 110 AREA= 76. 7 AC 100 Tc= .33 . 5 MIN CN= 60 go - (f 80 SCS TR-20 METHOD 60 TYPE II 24-HOUR RAINFALL= 6 .5 IN 0 50 40 PEAK= 129 . 8 CFS 30 @ 12 . 26 HRS m 20 VOLUME= 12 . 92 AF 10 h m 0) m TIME (hours) Data for 247-PRECONSTRUCTION Page 9 Prepared by P. B. Hatch Consulting Engineer 23 Jan 95 HydroCAD 3 .02 000615 (c) 1986-1992 Applied Microcomputer Systems REACH ROUTING BY STOR-IND 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 - 6.0 1.0 .10 .10 .150 4800 .0083 .8 99.2 92.3 w ■ a w �w a� +�e Data for 247-PRECONSTRUCTION Page 8 Prepared by P. B. Hatch Consulting Engineer 23 Jan 95 HydroCAD 3 02 000615 (c) 1986-1992 Applied Microcomputer Systems RUNOFF BY SCS TR-20 METHOD: TYPE II 24-HOUR RAINFALL= 6.5 IN, SCS U.H. SUBCAT AREA Tc WGT'D PEAK Tpeak VOL NUMBER (ACRE) (MIN) --GROUND COVERS (aCN) -- CN C (CFS) (HRS) (AF) 1 76.70 33.5 6%68 18%55 76'60 - 60 - 129.8 12.26 12.92 2 20.30 49.4 73%48 27%67 - - 53 - 17.4 12.50 2.43 3 8.70 29.8 100%56 - - - 56 - 13 .0 12.22 1.22 4 64.00 40.5 72%75 28%55 - - 69 - 138.6 12.34 15.03 s w Data for 247-PRECONSTRUCTION Page 7 Prepared by P. B. Hatch Consulting Engineer 23 Jan 95 HydroCAD 3 .02 000615 (c) 1986-1992 ADDlied Microcomputer Systems REACH ROUTING BY STOR-IND 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 - 6.0 1.0 .10 .10 .150 4800 .0083 .8 103.3 38.9 ■ w w Au wR w w� i Data for 247-PRECONSTRUCTION Page 6 Prepared by P. B. Hatch Consulting Engineer 23 Jan 95 HydroCAD 3 02 000615 (c) 1986-1992 Applied Microcomputer Systems i RUNOFF BY SCS TR-20 METHOD: TYPE II 24-HOUR RAINFALL= 4.5 IN, SCS U.H. SUBCAT AREA Tc WGT'D PEAK Tpeak VOL NUMBER (ACRE) (MIN) --GROUND COVERS (%CN) -- CN C (CFS) (HRS) (AF) I - 1 76.70 33.5 6%68 18%55 76%60 - 60 - 51.6 12.29 5.70 2 20.30 49.4 73%48 27%67 - - 53 - 5.1 12.57 .91 3 8.70 29.8 100%56 - - - 56 - 4.4 12.25 .50 4 64.00 40.5 72%75 28%55 - - 69 - 68.3 12.35 7.64 A ■ Data for 247-PRECONSTRUCTION Page 5 Prepared by P. B. Hatch Consulting Engineer 23 Jan 95 HydroCAD 3.02 000615 (c) 1986-1992 Applied Microcomputer Systems REACH ROUTING BY STOR-IND 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 - 6.0 1.0 .10 .10 .150 4800 .0083 .6 125.8 9.4 ■ we eue i Data for 247-PRECONSTRUCTION Page 4 Prepared by P. B. Hatch Consulting Engineer 23 Jan 95 HydroCAD 3 02 000615 (c) 1986-1992 Applied Microcomputer Systems 4 RUNOFF BY SCS TR-20 METHOD: TYPE II 24-HOUR RAINFALL= 2.9 IN, SCS U.H. SUBCAT AREA Tc WGT'D PEAK Tpeak VOL NUMBER (ACRE) (MIN) --GROUND COVERS (oCN) -- CN C (CFS) (HRS) (AF) 1 76.70 33.5 6168 18155 76160 - 60 - 9.2 12.37 1.58 " 2 20.30 49.4 73$48 27167 - - 53 - .4 13.11 .16 3 8.70 29.8 100%56 - - - 56 - .5 12.41 .11 4 64.00 40.5 72875 28155 - - 69 - 22.1 12.40 2.85 ■ w A Data for 247-PRECONSTRUCTION Page 3 Prepared by P. B. Hatch Consulting Engineer 23 Jan 95 HydroCAD 3.02 000615 (c) 1986-1992 Applied Microcomputer Systems " REACH ROUTING BY STOR-IND METHOD a, 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 - 6.0 1.0 .10 .10 .150 4800 .0083 0.0 0.0 0.0 A A w w w �w �e ewe ww i Data for 247-PRECONSTRUCTION Page 2 Prepared by P. B. Hatch Consulting Engineer 23 Jan 95 HydroCAD 3 02 000615 (c) 1986-1992 Applied Microcomputer Systems RUNOFF BY SCS TR-20 METHOD: TYPE II 24-HOUR RAINFALL= .4 IN, SCS U.H. SUBCAT AREA Tc WGT'D PEAK Tpeak VOL NUMBER (ACRE) (MIN) --GROUND COVERS (%CN) -- CN C (CFS) (HRS) (AF) 1 76.70 33.5 6%68 18%55 76%60 - 60 - 0.0 0.00 0.00 2 20.30 49.4 73%48 27%67 - - 53 - 0.0 0.00 0.00 3 8.70 29.8 100%56 - - - 56 - 0.0 0.00 0.00 4 64.00 40.5 72%75 28%55 - - 69 - 0.0 0.00 0.00 M w AAF Data for 247-PRECONSTRUCTION Page 1 Prepared by P. B. Hatch Consulting Engineer 23 Jan 95 HydroCAD 3.02 000615 (c) 1986-1992 Applied Microcomputer Systems WATERSHED ROUTING 4 2 3 1 OSUBCATCHMENT REACH Q POND LINK M i.s FFP g ... - f( 4,4,;�r "A}�•y,��1.��/.�f :: - $f B AmB y r 40 Am BaB spa N ' \..46a gB' �"` .y.: . .� wtC c, !l..�}'' � M. ??'�.rJ, .Yi+MM'._ p• <11t.!i� Ar'^. ` w r '1` :..yr. •: w 5 ' AS SCS solL CLASSIFICATION �' •]ICY .T� :0 � ��, K DEFIlMVE SUBDIVISION PLAN �. Northampton. MA SOIL GROUP HYDROLOGIC GROUP prepared [or. Annostown-------- C---- 50772 y BuUdery pAed Belgrade B geloberto m JdA 01007 Enosburg D Hinckley A Raynhann C eC e: 1'•500, date:J 1 9 Sudbury B P B. Hatch Consulting Engineers fig. 3 67 MUNN ROAD MONSON 1[ABSA mso,W, -0 I, ' gal I• '�;i eYl : ♦_ . ' , �► �� • ��..���I��y OI`�►Vii, j•< <�.� 1 .� Ap Nil NMR MOAO •, //� . v -.i / I WAM =1 NO km� ,7214014" ilk MAR o 1 i/// iii D�� ; lot- ,qIIIIIII W-COSSI L L M A B. Hatch Consultina Enaineers ■ less than 0.01 AF (acre-feet) for the planned developed area 14.1 acres (pages 42 through 43). The computer SCS model does not provide values less than 0.01 AF. Accordingly, a runoff volume of 0.01 AF (435.60 cubic feet)has been selected as a volume. This detention volume is provided by the 30 ft. diameter stone settling basin at the outlet for the developed portion of the site northerly of the brook crossing the site and by a similar 24 ft. diameter basin for the road portion of the site southerly of the brook crossing. Culvert selection for the brook crossing at Sta 2+75'_ was selected for a capacity sufficient to handle the peak discharge rate as calculated for 100 year storm event for the post construction drainage subareas 1, 2, and 4. While time of the peak discharge for each of these areas is slightly different,the selection of the sum of the peak values for each of the sub areas shall provide an additional volume margin. The sum of the peak rates for the three areas is 98.20 cu. ft. per sec. (page 26). A 42 diameter ACCM culvert has been selected. 24723901 AMAw -111- 40 s P. B. Hatch Consultina Enaineers not include the effective runoff reduction as a result of the detention stone settling basins planned. Throughout this stormwater management discussion,those page numbers referred to are for the computer model page number print out. Page numbers are found in the upper right corner of the page. Table I TOTAL SITE RUNOFF (in acre feet) Storm Event Preconstruction Postconstruction 2 yr. (2.9 inch) 4.70 (pg. 4) 4.50 (pg. 22) 10 yr. (4.5 inch) 14.75 (pg. 6) 14.36 (pg. 24) 100 yr. (6.5 inch) 31.60 (pg. 8) 31.01 (pg (26) The addition of the subdivision does not significantly change the quantity of runoff from preconstruction conditions to post construction conditions. The impact under post construction conditions has been re-evaluated using the same SCS Calculations protocol. Table II is a summary of only the area included in the subdivision. Table II DEVELOPED PORTION OF THE SITE RUNOFF (in acre feet) Storm Event Preconstruction Postconstruction 100 yr. (6.5 inch) 3.96 (pg. 40) 3.22 (pg. 26) The apparent reduction in runoff quantity from preconstruction conditions to post construction condition holds even when evaluating the subarea encompassing the subdivision only. The reduction of runoff can be predicted by the change in curve number values. The preconstruction value assigned for hydrologic soil B for row crops, straight row with crop residue is CN= 75(good condition). Post construction combined value for hydrologic soil B for the 1 acre residential lots is CN= 68. The stormwater management drainage system includes provisions for detaining a 4/10 inch rain storm for six hours on site. The volume of runoff for the 4/10 inch storm event is -ii- P. B. Hatch Consulting Enaineers SOVEREIGN MEADOWS Westhampton Road,Northampton, MA January 1995 CALCULATION SUMMARY STORMWATER MANAGEMENT This is the stormwater management plan for the Sovereign Meadows subdivision located on the northerly side of Westhampton Road(Route 66),Northampton. This plan has been prepared using the stormwater management models developed by the United States Department of Agriculture Soil Conservation Service (SCS). Hydrologic soil group for the site was obtained from the SCS Soil Survey of Hampshire County Massachusetts Central Part. Mapped soil types include Amostown, Belgrade, Enosburg,Hinckley, Raynham and Sudbury. The referenced publication lists the hydrologic groups as , C for Amostown, B for Belgrade,D for Enosburg, A for Hinckley, C for Raynham and B for Sudbury. Calculations for storm water runoff using the SCS TR-20 program for soil groups identified have been completed. Stormwater runoff calculations were prepared using the H,ydroCAD Stormwater Modeling System, version 3.02, as available from Applied Microcomputer Systems. The majority of the existing stormwater runoff currently discharges to the brook crossing Westhampton Road at the southwesterly comer of the site and running easterly across the site at approximately parallel to Westhampton Road. The brook is a tributary to Bassett Brook. Proposed stormwater runoff is essentially unchanged for the drainage area described in these calculations except for the area of development, identified as Area 5. Area 5 as well as Area 4 and Area 6 in the Post construction calculations are subareas of Area 4 in the Preconstruction calculations. Attached is Fig. 1 showing preconstruction drainage subcatchment areas and Fig. 2 showing post construction drainage subcatchment areas. Fig. 3 includes the drainage area with the SCS mapped soil types and associated hydrologic groups. The predominant hydrogeologic group for the drainage area is B, accordingly, curve numbers selected for the hydraulic analysis were for hydrologic soil group B. Table I below is a summary of both preconstruction and post construction conditions for storm events with recurring frequency of 2 years, 10 years, and 100 years. Table I does STORMWATER MANAGEMENT l Sec B INN 0 go No P B Hatch Consulting Enoineers SOVEREIGN MEADOWS 24723919 Definitive Subdivision Plans, Westhampton Road, Northampton w P. B. Hatch Consultina Engineers FIELD BORING LOG BORING No.: 11 57 Munn Road, Monson, MA,413-267-3696 A Job No.: 247 PROJECT NAME: Soverign Meadows, N'ampton PAGE 1 OF 1 CONTRACTOR: C. Dauchy DRILLER; C. Dauchy STARTED: 1131195 COMPLETED: 1131195 METHOD: hand auger CASING SIZE: none FIELD SCREEN: N/A PROTECTION LEVEL:NONE GROUND ELEV. SCREEN LENGTH: none ft. WATER @0.25 . TOTAL DEPTH: 5 ft. LOGGED BY: Dauchy CASING LENGTH: none ft. SAMPLE DEPTH BLOWS PER PEN ; DESCRIPTION NO. (ft.) 6 inches REC SURFACE - - 0 typical various wetland grass 0 - 0.33 - 4- loose fine sand topsoil 0.33 - 2 - 20" loose sand to loose fine sand with deep layers of more or less organic 2 - 4.83 - 34" very fine sand, trace clay - 4.83 - 5.5 - 8" clayey silt Location of auger ho : Road cente rfine sta +83 (250 from streetffne) 24723905 11! U lM1 R B. Hatch Consultina Engineers FIELD BORING LOG BORING No.: 10 57 Munn Road, Monson, MA, 413-267-3696 Job No.: 247 PROJECT NAME: Soverign Meadows, N'ampton PAGE 1 OF 1 I CONTRACTOR: C. Dauchy DRILLER: C. Dauchy STARTED: 1131195 COMPLETED: 1131195 METHOD: hand auger CASING SIZE: none FIELD SCREEN: N/A PROTECTION LEVEL:NONE GROUND ELEV. SCREEN LENGTH: none ft. WATER @0.25 . TOTAL DEPTH: 5 ft. LOGGED BY: Dauchy CASING LENGTH: none ft. SAMPLE DEPTH BLOWS PER PEN DESCRIPTION NO. (ft.) 6 inches REC SURFACE - - 0 typical various wetland grass I 0 - 1.17 - 14" loose fine sand topsoil with depositional layers including wood I fragments - 1. 17 - 2 - 10" loose sand to loose fine sand with depositional layers of more or less average constant, dark color, water seep at 14" - 2 - 2.67 - 8" medium to course sand - 2.67 - 4.5 - 22 silt and very fine sand - 4.5 - 5 - 6" silt, very fine sand, trace clay L Location of auger ho : Road centej fine sta 33 (200'from streetline) 4 24723904 VIII L L AID L L L PROPORTION PERCENTAGES The terms and percentages used to describe soil and rock are based on visual identification of the w Trace 0 to 10% retrieved samples. Moisture content may be affected by time of year and water added during Some 10%to 40% drilling process. Water levels indicated may vary with seasonal fluctuations and degree of soil And 40%to 50% saturation when the drilling was conducted. The stratification lines represent the approximate hnnnrfarine hnt\.vonn enif tvnce atonal trnneitinne may ha nrarival � D P. B. Hatch Consultina Enaineers FIELD BORING LOG BORING No.: 9 57 Munn Road, Monson, MA, 413-267-3696 Job No.: 247 PROJECT NAME: Soverign Meadows, N'ampton PAGE 1 OF 1 CONTRACTOR: SEABOARD DRILLER: STARTED: 1131195 COMPLETED: 1131195 METHOD: Drive spoon CASING SIZE: none FIELD SCREEN: N/A PROTECTION LEVEL:NONE GROUND ELEV. SCREEN LENGTH: none ft. WATER none @ 6ft TOTAL DEPTH: 6 ft. LOGGED BY: Frank L. CASING LENGTH: none ft. SAMPLE DEPTH BLOWS PER PEN DESCRIPTION NO. (ft.) 6 inches REC SURFACE - - - fallow field with vegetable plant residue 1 0 - 2 9,3,3,3 14124 brown fine sand some silt, trace gravel 2 2 - 4 6,7,7,8 20124 light brown fine sand, trace silt ■ 3 40-60 7,8,10,8 24124 light brown fine sand, trace silt, dry Location f borehole. Road center/ 7e sta 1 30 (1000'from streetline) 24723914 PROPORTION PERCENTAGES The terms and percentages used to describe soil and rock are based on visual identification of the Trace 0 to 10% retrieved samples. Moisture content may be affected by time of year and water added during Some 10%to 40% drilling process. Water levels indicated may vary with seasonal fluctuations and degree of soil And 40%to 50% saturation when the drilling was conducted. The stratification lines represent the approximate hnnnrinripc hptwapn coil tvnpc ne-tnal trancitinnc may hp nrarlual. Be B Hatch Consultina Enaineers FIELD BORING LOG BORING No.: 8 57 Munn Road, Monson, MA, 413-267-3696 Job No.: 247 PROJECT NAME: Sovengn Meadows, N'ampton PAGE 1 OF 1 CONTRACTOR: SEABOARD DRILLER: STARTED: 1131195 COMPLETED: 1131195 METHOD: Drive spoon CASING SIZE: none FIELD SCREEN: N/A PROTECTION LEVEL:NONE GROUND ELEV. SCREEN LENGTH: none ft. WATER 2.5 ft. TOTAL DEPTH: 6 ft. LOGGED BY: Frank L. CASING LENGTH: none ft. ■ SAMPLE DEPTH BLOWS PER PEN DESCRIPTION NO. (ft.) 6 inches REC SURFACE - - - fallow field with vegetable plant residue 1 0 - 2 5,3,3,2 16124 dark brown fine sand, some silt .w 2 2 - 4 3,4,4,7 20124 brown fine to course sand, water @ 2.5 3 40-60 7,6,6,9 241 24 brown fine sand, some silt Location )f borehole: Road center/ e sta 8 30 (800'from streetline) • 24723913 /W no go am PROPORTION PERCENTAGES The terms and percentages used to describe soil and rock are based on visual identification of the Trace 0 to 10% retrieved samples. Moisture content may be affected by time of year and water added during Some 10%to 40% drilling process. Water levels indicated may vary with seasonal fluctuations and degree of soil And 40%to 50% saturation when the drilling was conducted. The stratification lines represent the approximate boundaries between soil Noes. actual transitions may be oradual. P. B. Hatch Consultina Engineers FIELD BORING LOG BORING No.: 7 57 Munn Road, Monson, MA, 413-267-3696 M Job No.: 247 PROJECT NAME: Soverign Meadows, N'ampton PAGE 1 OF 1 CONTRACTOR: SEABOARD DRILLER: STARTED: 1131195 COMPLETED: 1131195 METHOD: Drive spoon CASING SIZE: none FIELD SCREEN: N/A PROTECTION LEVEL:NONE GROUND ELEV. SCREEN LENGTH: none ft. WATER @ 2.5 ft. TOTAL DEPTH: 6 ft. LOGGED BY: Frank L. CASING LENGTH: none ft. SAMPLE DEPTH BLOWS PER PEN DESCRIPTION NO. (ft.) 6 inches REC 0 SURFACE - - - fallow field with vegetable plant residue 1 0 - 2 6,2,3,3 12124 brown fine sand, trace silt, moist 0 2 2 - 4 4,4,4,7 20124 gray brown fine sand, little silt, water @ 2.5 N 3 40-60 5,6,6,10 21124 gra y fine sand some silt 0"-17'; 17"-20" frown fince to course sand ■ Location f borehole. Road centerl a sta 6 80 (650' from streetline) 24723911 w i PROPORTION PERCENTAGES The terms and percentages used to describe soil and rock are based on visual identification of the Trace 0 to 10% retrieved samples. Moisture content may be affected by time of year and water added during Some 10%to 40% drilling process. Water levels indicated may vary with seasonal fluctuations and degree of soil And 40%to 50% saturation when the drilling was conducted. The stratification lines represent the approximate boundaries between soil tvoes, actual transitions may be aradual. A P. B. Hatch Consulting Engineers FIELD BORING LOG BORING No.: 6 57 Munn Road, Monson, MA, 413-267-3696 Job No.: 247 PROJECT NAME: Soverign Meadows, N'ampton PAGE 1 OF 1 CONTRACTOR: SEABOARD DRILLER: STARTED: 1131195 COMPLETED: 1131195 METHOD: Drive spoon CASING SIZE: none FIELD SCREEN: N/A PROTECTION LEVEL:NONE GROUND ELEV. SCREEN LENGTH: none ft. WATER @ 4 ft. TOTAL DEPTH: 6 ft. LOGGED BY: Frank L. CASING LENGTH: none ft. SAMPLE DEPTH BLOWS PER PEN DESCRIPTION NO. (ft.) 6 inches REC SURFACE - - - edge of woodland, end of crop field, stubble grass (fallow) 1 0 - 2 9,2,2,4 20124 brown fine sand, some silt, moist 2 2 - 4 7,14,17,17 18124 brown fine sand, some silt 3 40-60 12,12,14,10 - brown fine sand trace silt, water @ 4.0 Location f borehole. Road center/me sta 5 00 (470'from streetline) 24723911 PROPORTION PERCENTAGES The terms and percentages used to describe soil and rock are based on visual identification of the Trace 0 to 10% retrieved samples. Moisture content may be affected by time of year and water added during Some 10%to 40% drilling process. Water levels indicated may vary with seasonal fluctuations and degree of soil And 40%to 50% saturation when the drilling was conducted. The stratification lines represent the approximate boundaries between soil types, actual transitions may be gradual. r P. B. Hatch Consultina Enaineers FIELD BORING LOG BORING No.: 5 57 Munn Road, Monson, MA, 413-267-3696 4 Job No.: 247 PROJECT NAME: Soverign Meadows, N'ampton PAGE 1 OF 1 CONTRACTOR: SEABOARD DRILLER: STARTED: 1131195 COMPLETED: 1131195 METHOD: Drive spoon CASING SIZE: none FIELD SCREEN: N/A PROTECTION LEVEL:NONE GROUND ELEV. SCREEN LENGTH: none ft. WATER @ 2.5 ft. TOTAL DEPTH: 6 ft. LOGGED BY: Frank L. CASING LENGTH: none ft. r SAMPLE DEPTH BLOWS PER PEN DESCRIPTION NO. (ft.) 6 inches REC w SURFACE - - - pasture grasses 1 0 - 2 6,2,2,2 18124 brown fine sand some silt 2 2 - 4 8,8,9,12 24124 gray fine to medium sand, trace silt, water @ 2.5 rr 3 40-60 8,8,10,9 - gray fine sand,fittle silt Location f borehole. Road center/me sta 1 30 (100'from streetline),50'right 24723910 PROPORTION PERCENTAGES The terms and percentages used to describe soil and rock are based on visual identification of the Trace 0 to 10% retrieved samples. Moisture content may be affected by time of year and water added during Some 10%to 40% drilling process. water levels indicated may vary with seasonal fluctuations and degree of soil And 40%to 50% saturation when the drilling was conducted. The stratification lines represent the approximate hrnrnrlpripc hptwoon cnil tvnpc artnal transitinns may be aradual. P. B. Hatch Consultmo Ennineers FIELD BORING LOG BORING No.: 4 57 Munn Road, Monson, MA, 413-267-3696 Job No.: 247 PROJECT NAME: Soverign Meadows, N'ampton PAGE 1 OF 1 CONTRACTOR: SEABOARD DRILLER: STARTED: 1131195 COMPLETED: 1131195 METHOD: Drive spoon CASING SIZE: none FIELD SCREEN: N/A PROTECTION LEVEL:NONE GROUND ELEV. SCREEN LENGTH: none ft. WATER @ 4.0 ft. TOTAL DEPTH: 6 ft. LOGGED BY: Frank L. CASING LENGTH: none ft. ■ SAMPLE DEPTH BLOWS PER PEN DESCRIPTION NO. (ft.) 6 inches REC SURFACE - - - pasture grasses 1 0- 2 7,2,2,1 14124 gray brown very fine sand and silt, trace clay 2 2 - 4 3,4,4,7 24124 gray brown fine to medium sand trace silt 3 40-60 11,9,11,10 24124 gray brown, fine to course sand, trace sift, water @ 4' Location f borehole. Road center/he sta 1 30 (100'from streetline), 64'left 74723909 PROPORTION PERCENTAGES The terms and percentages used to describe soil and rock are based on visual identification of the Trace 0 to 10% retrieved samples. Moisture content may be affected by time of year and water added during a Some 10%to 40% drilling process. Water levels indicated may vary with seasonal fluctuations and degree of soil And 40%to 50% saturation when the drilling was conducted. The stratification lines represent the approximate hmindaries hetween soil tvnes. actual transitions may be oradual. P, B. Hatch Consultina Enaineers FIELD BORING LOG BORING No.: 3 57 Munn Road, Monson, MA, 413-267-3696 Job No.: 247 PROJECT NAME: Soverign Meadows, N'ampton PAGE 1 OF 1 CONTRACTOR: SEABOARD DRILLER: STARTED: 1131195 COMPLETED: 1131195 METHOD: Drive spoon CASING SIZE: none FIELD SCREEN: N/A PROTECTION LEVEL:NONE GROUND ELEV. SCREEN LENGTH: none ft. WATER @ 3.5 ft. TOTAL DEPTH: 6 ft. LOGGED BY: Frank L. CASING LENGTH: none ft. SAMPLE DEPTH BLOWS PER PEN DESCRIPTION NO. (ft.) 6 inches REC r SURFACE - - - pasture grasses 1 0 - 2 6,2,2,4 18124 gray brown very fine sand and silt, trace clay a 2 2 - 4 6,8,11,9 24124 gray brown fine sand with fine silt layers, water at 3.5' 3 40-60 7,9,1 1,8 - gray brown fine to medium sand trace silt Location f borehole. Road center/he sta 0 30 (@ streetline) 24723908 14 PROPORTION PERCENTAGES The terms and percentages used to describe soil and rock are based on visual identification of the Trace 0 to 10% retrieved samples. Moisture content may be affected by time of year and water added during Some 10%to 40% drilling process. Water levels indicated may vary with seasonal fluctuations and degree of soil And 40%to 50% saturation when the drilling was conducted. The stratification lines represent the approximate boundaries between soil tvoes, actual transitions may be qradual. P. B. Hatch Consulting Enaineers FIELD BORING LOG BORING No.: 2 57 Munn Road, Monson, MA, 413-267-3696 Job No.: 247 PROJECT NAME: Soverign Meadows, N'ampton PAGE 1 OF 1 CONTRACTOR: SEABOARD DRILLER: STARTED: 1131195 COMPLETED: 1/31/95 METHOD: Drive spoon CASING SIZE: none FIELD SCREEN: N/A PROTECTION LEVEL:NONE GROUND ELEV. SCREEN LENGTH: none ft. WATER @ 2.5 ft. TOTAL DEPTH: 6 ft. LOGGED BY: Frank L. CASING LENGTH: none ft. SAMPLE DEPTH BLOWS PER PEN DESCRIPTION NO. (ft.) 6 inches REC SURFACE - - - pasture grasses 1 0 - 2 10,3,3,3 18124 brown fine sand, trace silt 2 2 - 4 4,8,8,12 16124 brown gravel, medium to fine sand, trace silt, water at 30" 3 40-60 15,15,17,19 24124 gray brown, fince to course sand, trace silt L Location f borehole. Road center/pa sta 1 30 (100'from streetline) I 24723907 L L L L L L L L L PROPORTION PERCENTAGES The terms and percentages used to describe soil and rock are based on visual identification of the Trace 0 to 10% retrieved samples. Moisture content may be affected by time of year and water added during Some 10%to 40% drilling process. Water levels indicated may vary with seasonal fluctuations and degree of soil And 40%to 50% saturation when the drilling was conducted. The stratification lines represent the approximate boundaries between soil tvr)es, actual transitions may be gradual. P. B. Hatch Consulting Engineers FIELD BORING LOG BORING No.: 1 57 Munn Road, Monson, MA, 413-267-3696 Job No.: 247 PROJECT NAME: Soverign Meadows, N'ampton PAGE 1 OF 1 CONTRACTOR: SEABOARD DRILLER: STARTED: 1131195 COMPLETED: 1131195 METHOD: Drive spoon CASING SIZE: none FIELD SCREEN: N/A PROTECTION LEVEL:NONE GROUND ELEV. SCREEN LENGTH: none ft. WATER @ 2.5 ft. TOTAL DEPTH: 6 ft. LOGGED BY: Frank L. CASING LENGTH: none ft. r SAMPLE DEPTH BLOWS PER PEN DESCRIPTION NO. (ft.) 6 inches REC SURFACE - - - pasture grasses 1 0- 2 3,2,2,3 14124 brown fine sand, trace silt 2 2 - 4 8,?,?,? 20124 brown fine sand, some silt, water at 30" 3 40-60 7,8,8,1 1 24124 gray to brown fine sand, trace silt r Location f borehole. Road center/ a sta 1 80 (150'from streetline) 14713906 ■ 04 PROPORTION PERCENTAGES The terms and percentages used to describe soil and rock are based on visual identification of the Trace 0 to 10% retrieved samples. Moisture content may be affected by time of year and water added during Some 10%to 40% drilling process. Water levels indicated may vary with seasonal fluctuations and degree of soil And 40%to 50% saturation when the drilling was conducted. The stratification lines represent the approximate houndaries hetwePn soil tvnas. actual transitinns may hp aradnal. w BORING LOGS SOVEREIGN MEADOWS SUBDIVISION WESTHAMPTON ROAD January 1995 • Soil borings were conducted on site to determine the depth to groundwater and potential structural bearing capacity characteristics of the subsoils. Soil borings were completed in two manners, in the wetland areas a personal hand operated auger was used, outside wetland areas, a truck mount spoon sampler was driven. A personal hand operated auger was used in the wetlands to avoid damage to the wetland which may have occurred had a truck mount unit been used. Boreholes number 10 and 11 were completed in the wetland. Total depth of samples obtained was limited to effort that could be manually applied to the hand held auger. M Seaboard Environmental Services provided a truck mount unit with a hammer to drive a 24 inch split spoon sampler. Continuous samples were obtained with the split spoon .� sampler. Sampler was driven at various locations as noted on the attached field boring log sheets along the proposed subdivision road centerline except as noted. Depth of samples was limited to six (6) feet, it is expected that further depth penetration would not yield useful *0 information necessary for successful site development. Soil logs list soil types observed. Generally soil below the organic subsoil was found to be sands of various textures. Groundwater as observed on January 31, 1995, was found at a depth of 2.5 feet on average in upland areas southerly of the wetland. Groundwater northerly of the wetland was found at various depth ranging from 2.5 feet to over 6 feet. .A Depth to water noted on the "FIELD BORING LOG" was obtained several hours after completion of the boreholes. Depth to groundwater listed can be expected to accurately reflect depth to groundwater on the date of the borehole exploration work. P A Hatch Consulting Engineers SOVEREIGN MEADOWS Soil Boring Logs 24723918 t- Definitive Subdivision Plans,Westhampton Road, Northampton BORING LOGS Sec. A IA A A Hatch Consultino Enoineers SOVEREIGN MEADOWS 24723919 Definitive Subdivision Plans,Westhampton Road, Northampton w INDEX A A BORING LOGS . . . . . . . . . . . . A w» STORMWATER MANAGEMENT . . . . . . . . . . . . B DRAIN PIPE SIZE CALCULATION . . . . . . . . . . . . C ■ HYDRANT FLOW TEST . . . . . . . . . . . . D ENVIRONMENTAL IMPACT ANALYSIS . . . . . . . . . . . . E DEVELOPMENT IMPACT STATEMENT . . . . . . . . . . . . F SUBDIVISION ROAD CENTERLINE VERTICAL CURVE CAL. . . . . . . . . . . . . G SITE DISTANCE AT RT. 66 CONFIRMATION . . . . . . . . . . . . H ON-LOT SEWAGE DISPOSAL SYSTEM . . . . . . . . . . . . . I ■ �A OF � �ytN MgssA:\- Pre ed by: PAUL B. v HATCH No. 29010 4) Paul B. Hatch, PE SS �OFF ONAL NG\�� P. A Hatch Consultina Enaineers SOVEREIGN MEADOWS 24723919 Definitive Subdivision Plans,Westhampton Road, Northampton w FEBRUARY 7, 1995 Date r T e fo_'cwi. are a_! the mortgages an-' of:e. __ens or encu.:bran.:es cn the or any part f _he above described :er NONE A — The undersigned :^ereb;; covenant's and ay'-ee= «- -.. �^e C-_. o= ?iC=_::a-:•L-t=.. L'_ •- aocrcval of the Definitive Plan: � . To constr-.-_ the ways and 1n3L3__ :.-.e nlclpa_ ser -ces as final L. approved by the Planning Board. 2 . To design and construct the ::ays anz- design and instal= t^e municipal services in accordance with the Ru*-es and Regulations Governing the Subdivision of Land, City of Northam=:zon, Massachusetts, with t^e rules and instruction of City Board of Healtn, acpropriate department heads, and with the Definitive Plan and its acccr.anying material as finally approved by the Planning Board. 3 . At the lay,' ng out and acceptance of said ways all municipal services within the ways will become the pro:er_y of the City of Northampton at no cost to said City, unless otherwise a:reed upon. "' :`:is agreement shall be binding upon t`:e `:eirs, executors, adn-'r strators, s::ccessors and a si^ns of the undersigned. Owner of Record kYUT D A s Print or type ra. e Sigr.a_u_e � Ozd Address Phone Before r..e appeared ��lz'tAf' A• /N-77?Illv©A -.::;er of Record, and :Wade oat`: that the above statements subscribed to be him/her are true. Notary Public: ` _ Ulm,�;-- 0, �`P1 , Commission Expires: 0 Date o f ubm' s _or... City Cl rk (signature) Note: Ccmnlete Form D and attach (4/11/91) s! ss FEB1 '9 01:2?*HrLEWIS&C00K289-1888 4 m t ap i i A I I February 6, 1995 Ditill I �r:t�ia�►sz�ut goat �� tiiR:-sio-was .;ppitrtd WOO old PI'Ati witb tb# Oit 0166 Aid tMy pl#uaip�� is 4,0""'6200 ith ebb riquir•• bU at 0•ttito 4142, dv tt�e�it�arLa� #s�t�rd1 the undorrLQn6d herewLth f0wits the Y h1AAl,tiva Dian 4, �pp# y!; 1pottOd in tht Qjtr of, NorChanptpn = ! �h d pltbdL04sion undae r htr Of t 6ubdtviriQn 04009I ; i fhti* #nita ua�tlDnc ltid O�tbQLV lien Ot' Gbnd 4f the "� iAA �rtt� 'ih tna�vity o fit", Th# U P/1 dod opiieaAt t3la .Oi i ita tltOb sli' pl►n� tP�NA L 11 14TWUld under th• above'lt0laR u�l Asoultticas w inalvd4, �ra�an. ��➢i�a�n« Todd Cellura �C 772. Bay Road, Belchertown, MA 01007 256-1867 Thomas Miranda AAR f1 t •sr type n"o , wro .20. Grove Avenue, Leeds, MA 01053 584-9502 X1Wft";«, aul B. Hatch 57 Munn Road, Munson, MA 01057 413-267-3696 PrAfis 6r hr Now P.O. Box 1196 Belchertiown; MA 01007 413-323-7124 A .;,1 �• j. V110d-ot p:apolly "aardoid is Ham shire County 2259 1350 1- � �. L01tObi0n dhQ a##O�'1�►t�tl+� 'Ot �t`ptrty l 241 , X242 1 Ye Add tNbr/• HIP 101 36 ,OC{!)1 243, 244 1 • �►o►�rp d r ra i .:sea -T&A-64"NAIN is f NOWPHAMPTUN ASSESSOR ' S LABELS Owners and PARCEL PARCEL MWRE88 owners ' Ma.ilinq Address 143 -030-001 WESTHAfkk''1'UN kill GARLU ALBERT STEVEN & HAROLD E 5 /0 WSS11'HAMPTON ROAD NORTHAMPTON MA 01060 43 -031-001 456 WNSTHAMN'1'UN RU C:SRNAK KENNETH S TRUSTEE 4b2 WESTHAMPTON RD NORTHAMPTON MA UlUbO 43 -052-001 516 WESTHAMPTON RD KELLk;TT RALPH be MARTHA GARLO KP;LLNT P 5 1 b WN:iTIIAM PTO N kill N0RTitAM PTO N P4A U10oo 43 -105-001 440 WP:S'1'H1kt4PTUN RU RUSSIN SUZANNE S 440 WESTHAMPTON RD NORTHAMP'1'UN MA U10bO X43 -lb /-001 WES'.CHAMPTON RU PERMAN t;.t,N.'NN III 1139 MAIN STREET SpRINGk IELU MA 0 Assessor' s C:ertiLic.aLion• 0 �a !.YL� __...� � � �.<_;�� Y1 _ Date w Nj)HIIIIIAtIPTUN AISSH'SSOR S I.AHEI-S Owners awl ()Wtlpr,. SS Addr* PARCEL PARCEL �.1'6 -241-001 Wp..Lj'I'jjAtWT()N RD HARANDA '1101MAS A & LILLIAN "'o Gmovi,; /kvp:NUE DS HA 0 10 b'3 itio -242-00 1 t\tl rTA IN ki) tilHANIM I,jjjjtjj\�,i A 61 J.,11,1-LAN T 20 (THWIII; AVENUE 1)IS 0 10!�)J �36 -243-00 1 RI) WIHANDI\ 11foolIkS A bc hitili-LAIN T 20 AVENUE K P:DS f1A u 10 S3 36 -244-001 WESTH AM PTO N RP MHANIM 11ijimAS A 2.() (,jj(I v 1�� A V E N U h; 11KEDS ttA u 10 b3 3b -245-001- Wp;,,­i1jlAtIPT()N (W)OHETTE j.MiRENCE 6c MARY S WE.,111,111\14PTUN RD LOT t)b 0 NORTHhMPT"N OlObO H A 0 4 3 -00 2-0 0 1 4 W P: h ti l"J'"N tjjRRjk PATRICLA 4'12 WE,,.j,j,ijAt*,TuN RD 0 NORTHAMPTON 0106U MA * 43 -003-001 408 WHST"Attl`"'."N Kl) p;(,1hSTN1N jo(IN ALE'RED bc "y"'S KLEIN 408 WNS,j,Ijjit41jTON RD NORTHAMPTON t1A 01060 43 -029-001 400 Wf,.b,j,(jj\twTUN RD I)OSTAI, ROBERT J & HELEN 400 WESTHAMPTON RD NORTHAMPTON MA 01060 Paqe 02102195 NORTHAMPTON ASSESSOR ' S LABELS owners and IFARCEL PARCEL, ADDRESS owners ' Mailinq Address J5 -209-001 531 WE8THAMP'.l'ON HD YARROWS LEONARD & MARY i, 531 WESTHAMPTON HIJ N 0 HTH A M)JTQ N MA 010bO lb -0 /1-001. BURTS PIT RD wZOREE JAHE'S f & CHRISTINE T 38,3 WP�STHAMPTON ROAD NORTHAMPTON HA UlObU �6 -012-001 41 / WESTHAtil"VON ki) CAUORE"t"VE hAURENCE & MARY 8 41 / wks'.rfllmPTUN RD NORTHAMPTON it HA 010bu 3b -0 /3-001 411 WE;.,j,j'fjlktlFTON K0 1�jykjlk; pil RICHARD bt MARY E 411 WESTHAMPTON RD NORTHAMPTON MA 01060 3b -0 /4-001 383 WESTHAtIFTON RD wZoHEK (-'UHISTINE 383 WESTHAMPTON RD NORTHAMPTON MA UlUbU ol(;(;INS joftN i 6c MARION K 6 -122-UOI WESTHAMPTON RD 22 BRID(4b STREET HATi'IELD HA 01038 �b -ibb-001 BURTS Pill' RD WILLARD BILL INC MAIL TO: BILL WjjjjjARb iW� I CONSTITUTION PLAZA In HARTEURD u'T 06100 WESTHAMPTON RD YEDERAL DEPOSIT INSURANCE CoRPURATIUN I CONSTITUTION L)LAZA HARTFORD C. UblOO Paqe 2/02/95 e In making this application we respectfully request waivers from requirements of the following sections of Rules and Regulations Governing the Subdivision of land in Northampton. 1. Section 6:04.15: In place of Installation of a street lighting system throughout the subdivision we request that one street light be installed at the intersection of Sovereign Way and Westhampton Rd. 2. Section 8:21.6: a) We request permission to dead end the 8" water main and leave an easement to the abutting property for connection of the 8"main to the to the city owned 12 " main when the abutting property is developed. b) As an option in compliance with the Rules and Regulations Governing the Subdivision of Land in Northampton we propose to loop the 8" main back to Westhampton Rd. N 3. Section 6:04.7 All Easements to be granted by the developer to the City are shown on the subdivision plans with bearings and distances and their purposes are clearly stated. We respectfully request that ' the requirement for provisions of written easement documents , be waived until review by city departments indicates that the easements will be adequate as shown. M Massachusetts Electric Company has been contacted and will proceed with details of electric service installation no sooner than the time that the definitive subdivision plan has been approved by the City of Northampton.We request in place of plans at the time of the definitive review that as a condition of the release of the lots that the applicant submit an acceptable electric utility construction plan. In compliance with section 6.3 of the Northampton Zoning Ordinance we request a reduction in the lot frontage of not more than 20% for those lots which have frontage on the cul-de-sac, specifically lots 3 & 8. Sincerely/ Todd Cellura President . . 772 BAY ROAD BELCHERTOWN, MA 01007 (413) 256-1886 FAX(413) 256-1867 r February 3, 1995 Northampton Planning Board City Hall Main St. Northampton, MA 01060 w Dear Board Members: I am pleased to submit the definitive subdivision plans for "Sovereign Meadows " , Westhampton Rd.,Northampton. This submittal is made in accordance with Chapter 41 of the General Laws of the Commonwealth of Massachusetts, as amended, and the rules and Regulations Governing the subdivision of land in the City of Northampton. The filing comprises the following: A. Eleven (11) sets of blueline prints of project drawings, which include: 1. Cover sheet 2. Sheets numbered 1 & 2 Survey plans, Scale I" = 40' 0 3. Sheet number 3 road extension plan. 4. Sheet number 4 labeled C-1 Plan &Profile, Scale 1" = 40' horizontal 1" = 4' vertical. 5. Sheet number 5 labeled C- 2 cross section detail of the roadway and related retaining walls in the wetland crossing area . 6. Sheet number 6 labeled C -3 construction details, scale as noted. 7. Sheet number 7 labeled C- 4 site plan, scale 1" = 60'. B. Certified Abutter List C. Form C, Application for approval of definitive subdivision plan. SOVEREIGN Tf , 772 BAY ROAD BELCHERTOWN, MA 01007 (413) 256-1886 FAX (413) 256-1867 SOVEREIGN MEADOWS SUBDIVISION WESTHAMPTON ROAD January 1995 i i z DEPT OF SUIEr' ,C ;;3 N0RTHA � �r���E� Submitted by: Sovereign Builders 772 Bay Road Belchertown, MA 01007 Engineer: Surveyor: Wetlands Specialist Paul B. Hatch, PE Richard Lewis, PLS Charles Dauchy Consulting Engineer Lewis & Cook Surveyors, Inc. Environmental Consultant 57 Munn Road PO Box 1196 24 Old Long Plain Road Monson, MA 01057 Belchertown, MA 01057 Amherst, MA., 01002 A B. Hatch Consultina Engineers SOVEREIGN MEADOWS 24723919 Definitive Subdivision Plans,Westhampton Road, Northampton