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BERTUCCIO FORM C PLANS - PLANNING Paw _ i Ivj Bird's eye 57 Wit; + y'r°• a +- ,.'� 4 •. - > n:. - +6• \d: .. `_L A'u G.i,: .:, .. ,,,. .-,. ,J;--.. � .-. 0 United States • MA= Essex Co- • Salem South Salem } , , f �-, -. * \�*'`,� :^ `•T��`. � a� "'` • �' r, _ 1..r1aw� ''t get "y4 J X a-d 11• ] i +- 4 } J�' •:�y moi, �i _!40% - - , r � 5 rR S 9� TA ,vo w.F +a ,, -. . �,M^r. . •# tr'* ,+' � �4�'kx" �9ta. w `'y' �' `'1`;t may. r #'.�8• • "t^xt � i x i , x y Feedback TIrevious Version ✓, �^---...�._. � _ n � « "' '+Y:. $ i �-�� Y+ ti1'R. :� i�P. � 4j�t�F f "' i4 ps P � Feedback: , Q {CA ,' �. 0 4:42 rti MEN P O ` ® s Birds eye _ _ w We United States • MA • Essex Co. • Salem • South Salem 'S"� � / ..trr # ` . 4. .. 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T+'a '`1 ^`Ci.�`'' [��y.� _.', _ a fir•. - y ' 4 •S � y �'7.'�?i{*� ICY d S � •1.> Y4." e - � "R 1 5 y ifaA � 4 y+- .. .r'' ." - •, . _.. tom.. . 1 `� •^!" �A°,` {t til `••. ' x32 �' .. � ra * , tS.�t`�.nF• sx..ax' . �vts4ri '4, , ,' IN {ee.* .x+ }� 71 a'>•.il"+ , is a � . • F r.iry v .xr d I, fi lk �, ....a 's ' 14 BERTUCCIO AVENUE DEFINITIVE SUBDIVISION ESSEX COUNTY, MASSACHUSETTS ORIG SUBMISSION DATE: MARCH 16, 2016 , 6 I p°.16x o' PREPARED FOR: OWNER/DEVELOPER a.l, NATHAN JACOBSON 7 BROWN ROAD SWAMPSCOTT, MA 01907 LU z > LU oLU 0 "s INDEX OF DRAWINGS o' _ U) a p k '' zo8 .. ., w ¢ m SHEET DWG '^DO Q NO. NO. DRAWING TITLE A LU U Z 1. CS0001 COVER SHEET 2. CS0002 LEGEND, NOTES AND ABBREVIATIONS 3. CS0201 EXISTING CONDITIONS PLANq sF " 4. V0801 SUBDIVISION PLAN 5. CS1001 LAYOUT AND MATERIALS PLAN `" 6. CS1501 GRADING AND DRAINAGE PLAN c 7. CS1701 UTILITY PLAN SITE Wp i t Tinr ,, 8. CS3501 ROADWAY PROFILE ® 9. CS3502 DRAIN PROFILE ° 10. CS6001 SITE DETAILS +. F 11. CS6002 SITE DETAILS 12. CS6003 SITE DETAILS `�^� • c 1 13. CS8001 EROSION AND SEDIMENTATION CONTROL PLAN 14. CS8501 EROSION AND SEDIMENTATION CONTROL NOTES/DETAILS LOCATION MAP USGS MAP Scale:N.T.S. Scale:N.T.S. % PREPARED BY: TTI ENVIRONMENTAL, INC. A SERVICE DISABLED VETERAN OWNED SMALL BUSINESS(CVE CERTIFIED) Engineering Division 13 Branch Street, Suite 111 Methuen, MA 01844 °NTZr N T.S. 5 CA BEFORE YOU DIG T 978.749.9929 CPN Bw yF NEEDNE-0 DIG ANY --IxAU55ACNN5E,T8 _ F 978.749.9920 • D.,1,2O REQUIS1,6BL]...T,],I , .4tPOMON TSE UW xE S.,S NO KFl so.N By TOPS.DESIGNERS,ORPXYFERSGN PREPAftINGl • • CS0001 DISTURB TN E FARTSS E..E PN V.G IkF C.IN iXE STATE PT c eeeT]O NouNs eEEalE eeGlxxmG CorvsmuLTON. CONSULTING CONTRACTING ENGINEERING WWW.DIGSME.GW.1 SHEET 1 OF 14 LEGEND ABBREVIATIONS GENERAL NOTES z ADO ADJUST t. THE LOCUS IS SHOWN ON CITY OFSALEM,ASSESSORS MAP 2G LOT 105.LOCATED IN ZONING DISTRICT RI-RESIDENCEI T EXISTING PROPOSED DISTRICT AND IS KNOWN M 14 BERTUCCID AVENUE.SALEM.MA 01sn. a o m�m APPRO% APPROXIMAE ., IM 2,3 p m Z ELEVATIONSARE REFERENCED TOA SEWER IMNXOLE RIM ELEVATION OF RTS',SEE RAN L30201(SHEET 30F 14), W D_+QLL �y' 1J BR BITUMINOUS Z E u SAPLING 3, DURING MNY DECEMBER N THIS JANUARY LAN IS THE ftESULTOFg FIELD SURVEY PERFORMED BY TR ENWRONMENTPL INC BE 4c' BOB BOTTOM OF SLOPE DURING DECEMBER TO JANUARY2615. O �sB m� PROPERTY LINE CB CATCH SM. 4, DEED REFERENCE:BOOK 18152 PAGE 147.SOUTHERN ESSEX REGISTRY OF DEEGC. $WmE ,— ADJACENTPROPERTYLINE — ---- CO. CAPE GOD BERM 5_ PLAN REFERENCE:SEE PLAN M01 TSHEET 4 OF 14} W -- -- — SETRiCK LINE CLD) CEMENT LINED DUCTILE IRON 6, THE PROPERTY OS LOCATED IN A ZONE X AREA OF NO FLOODING AS SHOWN ON MAP 25COBCD119G PANEL 419 OF RE H REMISED JULY 16,=14. RIGA-01-WAY LINE --- C.LF. MAIN LINK FENCE ]. THERE ARE NO WETLANDS RESOURCE AREAS LOCATED ON THIS PROPERTY ROADWAY CENTERLINE --- -- CONC CONCRETE FENCE —. .—'— GOND CONDUIT CONSTRUCTION NOTES: CUflB DCB DOUBLE CATCH BASIN I A EI(ISTNG CONDITIONS INFORMATION DH DRILLHOLE THE LOCATIONS OFE%ISTMGUNDERGROUNDL LMESAREBH INANAPPRO%ANTE WAYONLVNRDINVENOTBEEN SIDE. INDEPENDENTLY VERIFIED BY THE OWNER OR ITS REPREBENTATNE DMH GRAIN MANHOLE " ry THE CONTRACTOR ISSPECIFICALLY RECORDS O CAUTIONED PIOUSTHE LOCATIONANIES ELEVATION OFEXISTING UTILREMEN SHOWN ON ¢ CONCRETE p5 DOWNSPOUT THERE PLANS IS BASED ON flECOROS OF THE VARIOUS UTILITY COMPANIES AND.MORE P0..BIBLE,MEASUREMEM3TAKEN IN C THE FIELD.THE INFORMATION IS NOT N BE RELIED ON AS BEING EKACT OR COMPLETE.THE CONTRACTOR MUST GNI THE L SPOT ELEVATN#! 4654x ELEV ELEVATION APPROPRUION TE UULITY COMPANY AT LEAST T2 HOURS BEFORE ANY EXCAVATION TO REQUEST EXACT FIELD LOCATION OF no.a UHLITI S.R S=GE THE WSPON51BRfIY OF THE CONTRACTOR TO RELOCATE NI EXISTING UTNTIES WHICH CONFLICT MH Is1ET�y`4 THE PROPOSED IMPROVEMENTS SHOWN ONTHE NJANS SIGN v . P EOG EDGE OF GRASS 'NP PAT. -.r ALL NECESSARY INSPECTIONS ANDIOR CERTIFICATION REQUIRED BY CANOES ANDIOR UT I-M SERVICE COMPANIES SNALL BE -- CONTOUR 50 EQ EQUPL PERFORMED PRIOR TO ANNOUNCED BUILDING POSSESSION AND THE FINK CONNECTION OF SERVICES, "'(o WATER —c—a—a-- --a-- WATER UNE DOMESTIC a s SEN. ESTIMATEDBEABONKNIGHGROUNGWATER 2 CONSTRUCTION EXIST EXISTING ALL TREES AND STUMPS SHALL BE REMOVED FROM THE SITE AND DISPOSED OF IN AN APPROVED MANNER STUMPS SHALL STORMSEWERROOFOWJN —m—Im—m—Io— NOT BE BURIED ON WE, FON FOUNDATION A TOPSOIL' --_--- STORM SEWER —opo— EXISTING TOPSOIL AND SUBSOIL SHALL BE REMOVED FROM ROADWAY AREAS AND STOCID'ILED.PILL MATERIAL USED IN FES FARED END SECTION ROADWAYS SNµ1 BE GRAVEL BORROW CONTAINING MO STONES GRATER THAN W IN DIAMETER,FILL SHALL BE PLACED IN LIFTS OVERHEAD ELECTRIC —s m—m— NOTEXCEEDINGWINDEPDIMn SH SEMECWWICKLYCOMPACTEDT0s5%OFD DENSITY ABDE MINMD A —ae--r--re— UNDERGROUND ELECTRIC END FOUND STANDARD PROCTOR TEST EP FIRE PROTECTOR HERWCE 8. MATERIALS TELEPXME —m m m A CURBING: Z FAG FIRMS AND GRATE ON BITE: --ur---.n-..--.--.:-- UNDERGROUND TELEPHONE —rn r^ ur— MLGURBING ON SITE WALL BE VERTICAL MANI CURB(VGC)WITH A 6 INCH VERTICAL REVEAL UNLESS OTHERWISE NOTED. O —�n---u:----u.' UNDERGROUND GAS —rm—rm �n— FBC FRAME ANOCOVER B. BITUMINOUS CONCRETE PAVEMENT: GF GARAGE BOOR w — flUADWAYS: �, SWITMYIMNMOIE OS HOPE HIGH DENSITY POLYETHYLENE PPE SURFACE COURSE: t-12INCHES CUSBI BITUMINOUS CONCRETE PAVEMENT.ME4I WEARING COURSE W BINDER COURSE: SIM INCHES CLASS I BITUMINOUS CONCRETE PAVEMENT,TYPE I-1 BINDER COURSE Z of co) STOW GRAIN MANHOLE O MD HYGRAW GRAVEL BASE COURSE 12 INCHES SELECT COMPACTED GRANI FEJ. W m s 7 I- m O INV INVERTELEVATON RESIDENTIAL DRIVEWAYS: Q Q O STORM ORPIN FARED END SECTION ® SURFACE COURSE: I-1rz INCXEB CLASBIBRIIMINDUS CONCRETE PAVEMENT.TYPE 4t WEARING COURSE ry Q O Qa IP IRON PTFE BINDER COURSE: 1-tY11NCHES CLASS BITUMINOUS CONCRETE PAVEMEM.TYPE F181N0ERLWflBE Q ' Q U Z3 rj STOW DEAN INLET ❑ GRAVEL BASE COURSE: B INCHES SELECT COMPACTED GRANULAR FILL rJ � E Z ' Sk LTJ 1/A LPNOSCAPE AREA C. BINMINWHCONCREIESIDEWKK: U w ¢ Q Q m y r UTILITY POLE MAX MAXIMUM SUflFACE COURSE: 1-121NLNE5 CUSS BITUMINOUS CONCRETE PAVEMENT,TYPE Ft WEARING CWRBE Om (n 2 �" J, BINDER COURSE 1-121NCHNIGASS US -J ARE HYDRANT -(f- MIN MINIMUM GRAVELBASECOURSE 81NCHES SELECT COMPACTED GRANULA FILL 6 a N W O Z NIC NOTINLONTRACT D. LANDSCAPE AREAS: m IlG>' WATER VALVE ALL DISNRBEDAREABNOTCOVEREDBYSTRUCTURES ORPAVEMENTMDNOTOTRERWISESPECIHFDONTNELMIDBfAP . Z MB NOTTO SCALE SHALL RECEIVE B INCHES OF TOPSOIL.THESE AREAS AE TO BE SEEDED AND WATERED UNTIL A HEALTHY STAND OF GAMES 0 C OBTAINED OR MULCHED AS DIRECTED BY THE ARCHITECT. 0 PROPOSEDSEPRCAREA OCS pUT1ET CONTROL STRUCTURE Z E. TRAFFIC CONTROLS OWS OLLWATERSEPAEATOR ALL SITE SIGNAGE AND PAVEMENT MAKINGS SHALL CONFORM TO THE MANUAL OF UNIFORM TRAFFIC CONTROL DEVICES. STONE BOUND D° PERF PERFORATED F. AM CONFORMANCE: J ALL HANDICAPPED ACCESSIBLE FAMPS AND SIDEWALKS SHALL BE CONSTRUCTED N CONFORMANCE WITH THE AMERICANS WITH PROP PROPOSED DISABILITIES AM MDA)AND THE MASSAAL MASSACHUSETTS ARCHITECTURAL.ACCESS SEARS(NAM) IS MORE THFRFSIRILTNEI. SET TREE PVC POLYNNYLCHLOMDEPRE 4_ UIILRIES 9 A EXISTING UTILRIES: PWW PAVED WATER WAV THE LCCATPY PND ELEVATIONS OF E%ISTINGUTIUTESMSHOWNONTHESEPA MEB MONTRESURVEYNOTEDOSOVE AND SHALL SE VERIFIED BY THE CONTRACTOR PRIOR TO CONSTRUCTIONIND PRIOR TO ORDERING STRUCTURES, STREFTLIGM O—q RCP REINFORCED CONCRETE PPE B, PRIVATE UTILIMES: PER REMOVE THCORDAN EWTH14, DEPTH,ANDSPECIFICATIONSICATONSFOR CONAND AP ROWD OF PROPOSED PgNATEURLITV BERVYME.TELEPHONE LEP IN 9 OR EUE.INCE WITH THE DESIGN REQUIREMENTS PROONS AT THE BUILDING AND WU_SE BV,NF D BYTE ARUTILITY COMPANY TRAS.TELEPHONE S REMOD RENADEL COOFUH RTE TH INAL TESATION F THEONBATTNNECTIOS WILL THE RWIDEDBYT TI ARLHRECT.THEIES CONTRACTOR SHALL S COORDINATE THE INSTALLATION OF THE UTILITY CONNECTIONS WITH THE REBPECTNE UTILITY COMPANIES PRIOR IDANY UTl1TV yfE RET gEfAlry CONSTRUCTION OR DEMOLITION. F, FAD REMOVE AND DISPOSE C. EMERIOR LIGHTING: d ONSITE LIGHTING SHALL BE LOCATED AS BROWN ON THE GUILTY AND LIGHTING PLANS AM CONFQ4M TO THE PRONOFI] R&R REMOVE AO RESET DETAILS, RIM REMOVE AND STACK D. STORM DRAINAGE: STORM DRAIN PIPING SHALL BE NIGH DENSITY POLYETHYLENE PIPE(HDPE)WITH CORRUGATED EXTERIOR,SMOOTH UNED Srv001) SMN WASP ANHOLE WITH LOCK TIGHT JOINTS UNLESS OTHERWISE NOTED ON THE DEALING A DRNHAGE PLAIN 9 STR STRUCTURE E. PROPOSED STRUCTURES: g RIM ELEVATIONS OF PROPOSED DRAINAGE MANHOLES AND ASSOCIATED STRUCTURES ARE APPROXIMATE.FINAL ELEVATIONS SW SIDEWALK ARE TO BE SET FLUSH AND CONSISTENT WITH THE SPADING PAN.ADJUST ML OTHER RIM ELEVATIONS OF MANHOLES.WATER GATES.GAS GATES AND OTHER UTILITIES TO FINISH GRADE WITHIN LIMITS OF WORK, TOS TOP OF SLOPE TENSE TAPPING SLEEVE,VALVE AND BOX 3 nP TWICAL B $_ LOG UNDERGROUND DETENTON SYSTEM LIEU UNDERGROUND UTIUTY VCP VITRIFIED CI-AY RPE WCR WHEMCHAIRRAMP 6 ME WATER TANK FEED WQU WATER QUALITY UNR 1s-1eo1 0 IDI6A11T d N.T.S. CPH Z ■/� BCO CS0002 SHEET 2 OF 14 �Iy _ :1 1 \ \ R y010f- ..� poll I 11 x 19 \ffm 4 S � r .•1 ` A iA A l 1 l l / •On A I l pakl'V &az� ,� � � t� - I � IIIi VIII I1\ u a�i�c0c /� v ✓ n n 9 ¢9: E N, is I � li .� `�, r �A 11l ` / rN' v I sirs a �. axaxr t 7 l gI RpC>. ,C `v R` NN 1 l", �\� 9 \ I \R V1 711 p I I 1I yjb� SII g y 133Y-lS N0010 W 14 BERTUCCIO AVENUE AE 3 sling, nsssssoB�s una z4 ioT 1o6 EXISTING CONDITIONS PLAN gIE o �$§ E _ `� �g '€yi ,g¢gp3 w TTI ENVIRONMENTAL IN C. R o � 9g� .39q NATHAN JACOBSON 13 BrenlSket,,5uiW 111 'p 00 ML 4 "5§= o �Hgp�s SwnMaaCOiTRtl M 1 M401.1 T 970.7499929 F 988.)499929 9°a V4 �o on J / a b .IYK4 i ' ' yYS 00 ~N �a J I ---��, o .. � I NI � P \ � • 2 °a gel mm I � a �iA uY09 �\ NNWN \ \ \ fi IG »NM I Is�WN s a \� ` 1 ¢ � o W n m 1� g `SAI �a .am. \ � \ •% g 4 a W \ S nomn 14 BERTUCCIO AVENUE 0 a vF�3$ k 6k n,Ysessoas m24LOT105 Ra SUBDIVISION PLAN TTI ENVIRONMENTAL INC. NATHAN JACOBSON Ergineeny 0N.ion By n swpscon..uma91 T 978,749.8 29 SNF 978149eet,Suite '928 07 BROWN ROAD Meth.en 1° \ 1 1-7 Ej , f _ 6 .1 b, 'W" �? 1 o I/ IT- 14 BERTUCCIO AVENUE be d� iH t i 6ALEM,MA0197 e 1y y`L i A66ER5M NL0O $$OO u H 33} 6?iH } 6 R O r553�; LAYOUT AND MATERIALS PLAN m a 0 0 s3�g8 ggH'J } .u> TTI ENVIRONMENTAL INC. NATHAN JACOBSON 13 Brach S"M,,SIWt0O111 o •+E d 4 '� wTE vaviswMa SWAMP60OTTRMA01%7 7 978.149.9939 MF91]8]49.9920 Y - ��'• 6 j�y� I � Q y � i f �,Y� --. �„ ® � Nom,✓ 1 �� £ rlll� ro; L SHE CO J gg 1 1 4. V f A A I h � � ♦ � � A I� � � � � a"-�ka 1.,1'V 1111 I I X11\ e� �� s 'r "r-• ,-q `�\\``� �\ I e , r 1 �� x ��/ ♦ a e 3 v H .\"1\tilll. \\" B S. \ 9 \ 111 _ i I I 1 � ^: l 1 1II —..— 5L. I� �e2 9 \\ E� 1I V \\\11 \ A 1 _. r� "�(�\'�\� ! > I ,•�,;y� f E L., kaR Q¢ � tea. 11 6r ! 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'\ / SECTIONS PREFORMED � \ / BUM RUBBER. YEE NOTCH �3 jar A \ / WEIR TOP I� WARNING TAPE \ / <. ORNN MANHOLE FULL MORTAR SEDFL 59.10 IFS \ / SHALLBETO T IN GRACE CI-Ay BRICK a f0 RISER SEQDOWS) \/ ADJUST TO GRADE WRH CLAY BPoCK 12 b N A4 REGG TRASH GRATE(GALV - AND MLLY,5 BRUCKCOURSESE3 NOTE 3)��,. ' TYPICALLY,SBRICK COURSES STEEL ORAFPN Tr MA%IMUM) EWTL FASTS E. V =57SCH WEIR _ CONCRETE SE WVS]BO�EEW 52�AS 313'OPIR ATTR LEN GS ANCHORSTI n o j P�vW '\ O HAND TAMPED r HAUNLHING SEE NOTE2m TRASH VIESRO E, 3'ORIFICE OUTLET 30RIFICE B OW VEE NOTCH INV=J6.25 NSEEOTES _ INV=58.25 � I I /,. BOTTOM OF R'WD-SSPo 1T BOTTOM OF PCN0-3500 /T WIN.)JT n COMPACTED A PIPE IN.-35 C0 1T BEDDING FINISH (MINJ COMPACTED / GROUND EROSION CONTROL ) (b MONOLITHIC BV'(MIN) SUBGRME / 2 BLANKET. LANKET BABE SECTION II�� 12 i COMVALTED GRAVEL NOTES: �r(TV-1� 6'LOAN&SEM ' / i DSUBGFME ELEVATION AA 1. WXEREUTILT'TRFNCHESMECONSTRUCTFDTHROUGH DETENTION BASIN .I_ ; N.TS. BERMS OR OTHER SUCH SPECIALSECTION6,RACE TRENCH BiCIRILLWITN IMTERIALSSIMIURTOTXESPELIALSECTIWN UIREMENTS. ' I`^s`ar.`�} �E^¢ S}'� Tn COMPACTED '1 •�- `•J e"�"��•Q� � 8" T 2, USE METALLIC TRACINGM1VARNING TAPE OVER ALL PIPES. � 3 $UBGRPOE .11 XI n. i^ �" 1 3. ORHOPE PIPE,DIMENSION 15201NLHE5. 6'BIANKET EMBEDMENT(TYP) OUTLET CONTROL STRUCTURE OCS-11POND 1 �1 UTILITY TRENCH �1 GRASSED SWALE roBc.LE orro- 3 J NOTTo. W OUTLET 16'n CONTROL IIS-lap Z C 100YEARSTORM I STRUCTURE Tpp OFBERM WRIER ELEV.W.00 IJJ "j Z E V WYEARSTORM (GO1) J O q HIGHWATERa .M 25 YE' STOWA ) RIM Po.T ELEV.810 a e O Ul 3 XIGX WATER=55.38 Y' O w a F U, S �1 10YEARSTORM V _ 3 Q ¢ HIGH WATER Sl 1� F Ujcl ' 3 U 1B'NppE INLET PIPE U yw N Z p y FROM CLOSED ORgIN11GE SYSTEM V 2YEAR STORM �1 3 2 r F m Sd FES, ATO N.1H 10 co Q 3w WV.OG,56.00 I W z % I-OUTA.00 P118'GRANITECURB ,£HOPE OUTLET PIPE / VEE NOTCH ELEV.ST. EL 3'INV. SEDIMENT FOREBAV F/SS.IXI ELEV.5615 BOTTOM OF DETENTION POND ELEV.SEW J ¢ 4 CROSS SECTION DETENTION POND t FES z v z $TONE x NOTES: NOTES F uo. oM.IDn1 — 11 ]8' 3S T B8' T 1. ALLIGNED NS OR HS40BE 1 ALL FOR HS20MLGADI NS GLL BE DESIGNED DESIGNED FOR H520 j LOADING. 1. 21.CIA. _ ' r(MIN.) ACCESS 2. BE INSTALLED AP 7OC,OI-FST FOR JOPE 1� AU- 2 PROVIDE V KNOCKOUTS T L BE INSTALLED AT 120.0 FOR THE _ FULL OEPTX OF THE STRUCi11RE. ALTERNATE ECCENTRIC CANE SECTION ORPIPES WTM2Z'_ A PIPE MORTAR OLETOLLPIPE OF pPPRO%.MMIT$ ♦ r a PENIN.ARF PIPE.MOTIONS, PIPE 1T_ I6'CIA(MIN) 3. PROVNEVKNOLKOUTSFORPIPES OF ENERGY J y `MIN) OPENING TIYG.) CONNECTIONS. 1y>'_ WITH 2'MAX.CLEARANCE TO OUTSIDE _ DISSIPATION OF PIPE.MORTAR ALL PIPE y' -'--- BOWL 3, JOINT SEALANT BETWEEN ALTERNATE TOP SIAO CONNECTIONS. PRECAST SECTION$$XP11 SAFETY EASE)GRILL ANO 1Y <B'DIA(MIN.)—� BE PREFORMED BUTYL 24-DIA •. JO I NT SEALANT BETWEEN PRECAST g MORTAR HORIZONTALLY NO.A 111 X11. FINISH —{ REBM EQUALLY SPACED FINISH\\ ALTERNATE TOP$LAB RUBBER. GRADE B, ^�E55� B SBORN5�5�BE PREFORMED 16-1 BPA G� _ 4 CATCH BASIN FP AME ANO I- 9 M"-18M PLAN V 23 �8 GRATESHALLBESETW SEENOTES 5. CATCH BASINFMMEPNO GRATE 3W 2B RS ]6'-2 BM5 'WGAST OR HOPE APRON EDGE TO SEE NOTE FULL MORTAR BED.ADJUST SMTLL BE SET IN FULL MORTAR BED. 48'-3BPR5 FLARED END SEC110N BE SET LEVFI TO GRADE W TH CLAY BRICK �— ADJUST TO GRADE WRH CLAY BRICK P NOTE: / 1 WRX FLARED AND MORTAR I2 BRICK TYPICORTANGB II OGOSRSES SLOPE I:I MA%IMUM COURSES TYPICALLT.S CONCENTRIC q ,q SAT BARy END INVERT CONESECTION MAXIMUM. g CONCENTRIC BWp(LOURSES MLCIMUM). _ 1 _ TO BE OMITTED ELEVATION(rvP) EECONE ALTERNATIVE BEE ALTERNATIVE ,� WHERE �� E (SEE SEE NOlE3 TOP STAB STEPS $EE NOTF4 g INDICATED ON 4'��4•�! TOP STAB) SEE rvOTE2 ` PLNIS. / 1 CONCRSHELF ETE PIPEE O B FOR 48'DW.WIN.) OUTLET CONCRETE FORMED { ( - PIPE ENDS DIA RISER g )' 12' TOPSOIL HOOD _ _ __ VARIES SECTION(S) Ae'OIA(MIN.) ATA SLOPE OF I' c PER FOOT. g ---- - - - 2 RISER REQUIRED SECTIONS) -l' AS REOUIREO OM OUTLET e AS REQUIRED INVERT VARIE51M Al ENERGY DISSIPATION BOWL ^e VKNOCKOUTSWI. MONOLRHIL �� VARIES MORTAR CONNECTION FILTER FABRIC i BASE SECTION E!100?1�184 "E COMPACTED SUBGRADE A. (MNNFI NOFLWOVEN SEE NOTE 12• —T e OR EQUALI MONOLITHIC COMPACTED OYE) - 1T CRUSHED STONE BASE SECTION / GRAVEL �j� SEE NOW r'(Typ) 17 SECTION AA REDOING l2'STORE 51}E) 1Y / COMPACTED P N y 8 JSQi 0158 €} OYP) �SDBGRPOE o.S W 8y"R 4dS .@a." } CEMENT C ACTED RETE INVERT COMPACTEDSUBGRA 2B its 12 �COMPACTED SVBGRME 5 FLARED END SECTION FES WITH STONE PROTECTION 6 CATCH BASIN CB WITH HOOD ) DRAIIN..MANHOLE DMH ro xuA NOTrosr.4e ro R HARDvrooO sTAxes oR DEADMAA mP_I ' �IR�m TREE PIT o�ou %ROOTBNL rc g 9 GUYWIRE i/e INCHRCED UEBLACK Z P ja REINFORCED RUBBER NOSE W / (ABOVE FIRST BRANCH) F TYPICALSIGN 1 j THREEOGPLVOANOTOOGOUGERE Y X Y X B'HARDWOOD STAKE 0 STAKES PEO TREE) TREESHALLBESET F. II / PLUMB AFTER SETTLEMENT TR / ,(lY UNK FLARE SHALL BE SET $$ WOow.A � /I / YABOVE THE ESTOBLISXED 3'�' GROUND SURFACE Y6' FINISHEDGRAOE BMQISCYI 3'MULCX CIRCLE 5iI' CO MILL.PoLY ff SIGN PoBT -1r TFC- BARRIEfl 12 LONG I S'PINEBARKMULCN. FINISH GRACE -TOP SET WITH 11.]SYt.]5' CENTEREOON / IOHIN PLACE MULCH FINIBNGRAOE \ TREE TRUNH.j II / I / WITWN S'OF TRUKK �t,L -/ p N STOP SIDEWALK I/ �8LOPE TO FORMS p/^' '..ti\�/ /,: ylA� Q/' '✓� 2 / S• J / HNORGAUGER //✓ t,L/ /•' JCUBIC YARD LOAM MONUMENT TOBESOL ONTHE Ei7EFU BACKFILL TO RE ANGl -EOfl STREET LINE pTALL COMPACTEDBANKGRAVEL ANGI£ ri ANOHORSIE£YE R1-1(STOP) POINT TPll DIRECTION OF (225'C2.]5' CORVATURE 6'X6'X9'GRANIIE BOUND _ y _ UNITE ANO GITAWAY GIIRIAV CHANGES,AND ALL SrtiEET TOP TO BE HAMMER DRESSED a J\ tY _ INTERSECTIONS. TOAB'XB'SpUPAE PASA. „ a'/ IIF. F SYNTHETIC wTAM$USED. A i X 2-DEEP HOLE SHALL BEL _ _IREMOVECOMN.Ef<LV LIMB OF EXGIVATION PLACED IN THE CENTER OF SIGN POSTANI. � ��LTHE TOP OF EACH MONUMENT. LRVaTT) \ DCfrO LIT ROOMMUL ON EXISTING UNDISTURBED SOIL OR ON END - COMPACTED SUBGRADE LUHOLE-THEE TIMES RCOwITX SLOP sloes EARTH HISIODIAMETER I Z „ HOLE DIPMETER]It8•J W o J O $ W14-1(DEAD ENDI STONE BOUND 2 SIGN POST DETAIL 9 TREE PLANTING FOR 2-CALIPER 12'TALL TREES O m SO v rroscrE rosws wrroBwe U i W < k SEELAYOUU w w D z o 8 q MEEuyOUTn = It A W Q m IF MATERIALS S- 5 tA' t< MATERIALS PIAN b S Asx( Dsx1 nuTERuusFVW w a "3 $ a z Ip g9 ;;g9. 84 s o NLN. ,N'IFT.MIN. 1N'/FT.MW. B• OTEDDMVEL 6 (1 1 .. R MAY.sTCNE513E) BITUMINOUS CONCRETE PAVEMENr t 1]!CLASS I BR CONIC.P AVEhRNT.TTYPE I -ORDER COURSE C 1,4'SINDER000RSE GM35 STRIP \-1112'CLASS BIT.CONIC,PAVEMFM.TYFE 1 1-BINDER COURSE E LOAM 8 SEED i'sURFACE COURSE 6' IiVP.) COMPACTED SUBGRAOE COMPACTEDS CEASE MIBM CRUSHEC ST0.VE FOR BIIBRGCE IR.Dt.] rt COMPACTED SUBBASE M IBM L S COMPACTED SUBGRADE 5 4 TYPICAL SIDEWALK SECTION 6 TYPICAL ROADWAY CROSS SECTION s ,T•TO,S• w s L 1 VERTICAL GRANITE CURB ` o tY PROPOSED BR.CONIC. TREATMENT PAVEMENT "� R4• RaT u III / VARIES IIIF. �I 8 I� TACKCOaT Z�^2��Y T I ��(MIN.I SWPE VARIES F- 5• -moi FF�-- MATERIALLECURBISTRENGTH g MATERwLFCURBIRSE SECTION AFTER BINCERCOURSE be na$4�Y gOS$ Og �AN B TRE�.INLETBLOC�TMANSLOCKq ST CIA y 88 e ° o °° 0000°DD _ �< ,w e' 0 00 0 0 8 _ �, o / Mn o 000000 _CSP.'W \ �KTIY rIMuAXPD -QLU� . D°O°OD°OO°°DRON CATCH BASIN FRAME > X15-1801 GRANITE CURB TRANSITION PIAN VIEW TYP.] -COMPACTED 2018N'17 b l - a .K.��xv sueaRAOE NOTE ? 8'VERTICAL GRANITE CURB 8' B' COMPACTED NTS. (MIN) GRAVEL ROBE BLOCKS HALL BE INSTALLED AT TRANSITOON (SEE DETAIL-THIS SHEET) BLOCKS SHALL BE INSTALLED AT EACH CATCH Ba51N- JRA NPICAL DRIVEWAY ENTRANCE WI SIDEWALK VERTICAL GRANITE CURB GC VERTICAL GRANITE CURB INLET eco 6 DrrDM E Drro o_jAA CS6002 SHEET 11 OF 14 m 8m m' fi m `z '<°L,7mz mmzom G Om a� a mz ti o m ooh - /� �i-.� . , . . . m "` §m� "^> on DO ., �G di Em �m z ° O m �° a °a z 90 in '��"F C yg - .�.:. m aP� 9=i° WW r a ryJ x'k rlmn 'Hp H.mmwm pm O. r� p 51(MIN) 1 D� yb]yF §0V0 1v O G� VG�wom " m ° F �j O Qncm Z 1 Z . . m O __ =3>0 (MIN.1 2I(MIN) 0 N N �I ao y rF �� i 4 ° S �° zm °s o D0. < ' Yc. 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I 1 1• �k t A 1V I / / Y g� \ F I � � / t i^ v A �� 1 ♦� � I I I 11 •• \ BB / g '�•�, L-yam 4y€� e� S � 8�l I 1 \ 1\ �� i I I I . �.+',J _s �Y I � ,I 8g A _+ �pix .xi'� � � v � � I � ; , I j h4,� •f M / J � M I '- Y VIII \ p 1 1 V A� 4V I Ile,ei AN 7-7 � \`:`!dip.NCs•.� `` 6 �� d�ys.l'�`/ \ LY \ � VIII 9 P 14 BERTUCCIO AVENUE ASSESSA1SOF'B WS MAP R<MANL l0]106 EROSION AND SEDIMENTATION o B� Fs3 CONTROL PLAN a'AP m n MPH x �� ga°� 1 i11 ,a' TTI ENVIRONMENTAL IN C. O i a � q� � BaeQ NATHAN JACOBSON EngilreennB DINSIea 64 4 y9 s§§ 1]Brantllsyst,SuXe111 A o �� E M1E nM510rve Br SWAMPSCOTi,MM�t6u] MB uen,M401 E44 T 970.1498929 F 610]49.9920 R EROSION CONTROL NOTES(DURING CONSTRUCTION) OPERATION AND MAINTENANCE: s m N Now • 1. THE CONTRACTOR HERMUST W RKONLEROSIONLOSION CONTROL ES AS UST BE IWTAUUM FILMSANDINLETHEDETAILSHICTUR PRIOR TO CONSTRUCTION PHASE � STARTING ANY OTHER WORK ON THE SITE,EROSION CONTROL MUST BE INSTKIfD AT EVERY INLET STRIIl:1VRE(EXISTING ANO PROPOSED)AND MAINTAINED FOR THE DURATION OF THE PROIELT. OPERATION ANDCMTEDWITH NANCE. SPROJECT WILL BE OWNED BY THE PROJECT DEVELOPER.WHO WILL SE RESPONSIBLE FOR INSPECTION, y 52m Z EROSION CONTROLS AS SHOWN ON PLANS SXPLL BE INSPECTED.REPAIRED MONDE MAINTAINED BY THE CONTRACTOR OPERATION AND MABt1ENANLE. Su7mE� WEEKLY AND WITHIN 12 HOURS OF EACH STORM EVENT. 1, THE CONTRACTOR IS TO INSTALL AND MAINTAIN DRAINAGE FACILITES AS SHOWN ON PIAN. w 3. SEDIMENT DEPOSITS SWILL BE REMOVED WHEN THEY REACH A DEPTH OF 6 INCHES. 2. PRIOR TO CONSTRUCTION.ALL EROSIOWSILTATION CONTROL DEVICES SHOWN ON PROVE PIAN ME TO BE INSTALLED,TO PREVENT SILT INTRUSION INTO THE DRAINAGE SYSTEM DURING CONSTRUCTION.THE CONTRACTOR IS TO INSTALL AND MAINTAIN INLET PROTECTION AT 4. SEDIMENT SHALL BE CONTAINED ATRAN THE CONSTRUCTION SITE,AWAY FROM DRAINAGE STRUCTURES, ALL CATCH RAINS,AND SET A SILT FENCE AND HAY SALES AT ALL SLOPES WHICH MAY ERODE N THE DIRECTION OF MY OPEN DRAN4GE 5 STMIUM SLOPES 11L STEEPER THAN 3:1(HORIZONTAL TO VERTICAL)WRH SEED SECURED GEOTExE FABRIC.OR ROCK FACILITIES.SUCH PREVENTIVE MEASURES ME TO BE IMINTANEO THROUGHOUT THE CONSTRUCTION PROCESS. RIP-RAP AS REQUIRED TO PREVENT EROSION DURING CONSTRUCTION. 3, ALL CONSTRUCTION OF DRAINAGE FACIUTES IS TO BE INSPECTED BY DESIGN ENGINEER TO VERIFY CONFORMANCE TO THE DESIGN PLAN, 6. CLFAN OUT CATCH BASINS OR,NN ARMHOLES AND STORM ORAI N PIPES AFTER COMPLETION OF CONSTRIILIK)N, 4. THE SEQUENCE OF 0RMNAGE CONSTRUCTOR SHALL BE AS FOLLOWS T. LOAMANOSEEDALLDISIURBEDARFAS. A CLEAR,GRUB,EXCAVATE MEAS FOR DRAINAGE SYSTEMS. 8. CONSTRUCTDETEMIONPONDMDOIITLETTOEx NGSTRE DT INS. B. UPON ESTMUMMENTOFPERMMEMYEGETATIONOVEROISWU EDMEASREMOVEMDDS EOFHAYBALES.S ES C. TRENCH ANSWETALL PIPES.CATCH BASINS AND MANI AND SILT FENCE. D, INSTALL INLET PROTECTION. AN TH IFI DSEOIMENTATON CONTROLS ON YBASIS.UPON Y T LLPVP IN ANY CATCH Bh51N d S. AS NECESSARY TXECONTATION OTOMMMAINEAS MENIEM GE Y C E S SUMPON MY OTHER ME TURES,THEY AND BE LEARNT AIL DISCOVER OF SIL BU THE CONTRACT R TO OL EROSION. PO OUTIONAtEMEASMDN$HALLREGULATEDECSFOR TH OWNERCE TO FMPLOYAILURE BY SUMPS.OR MYOTHER STRUCTURES.TREY MET08E CLEARED Oyocgya TXTCONTRACTORTO CONTROLEROSION.POLLUTION AND/ORSILTATIONSSAR C CAUSEFORTIEOWNERTO STOPS OUTSIDEASSISTANCEPLUS JE T USE HIS GAN MEMS ILL BE THETHE CONTRAESSARYCORRECTNE MEASURE.THE COST OF SUCH 8. SALL TEEPER THAN 31. SHALL BE IMMEDIATELY STMBIZEp WITH AUVEROF MULCH MY OR JUTE BUJL(ETbAS NODDED FOR SLOPES R0. M1 ASSISTANCE PLUS PROJECT ENGINEERING COWS WILL BE THE CONTRACTORS RE54VH5511LITY. STEEPER TAN 3'.t. 4 g4�pN 4 10.THE CONTRACTOR SHALL CHECK THE CONDITION OF EROSION CONTROLS DALLY TO KEEP THEM IN GOOD OPERATING "/ UPON INSTALLATION OF CATCH BASINS.INLET PROTECTION SHALL BE NSTALIEO AND MAINTAINED UELL READY FOR PAVING. '•RN4ME CONDITION.EROSION CONTROLS SHALL ALSO BE INSPECTED.REPAIRED AND NOWTAINED BY THE CONRACTOR WITHIN R HOURS OF MV STORM EVENT PRODUCING lUINCH OF RAINFALL OR MORE.EROSION CONTROLS SHALL BE REPLACED WHEN 8, PRIOR TO CONSTRUCTION OF IMPERVIOUS AREAS.ALL DRAINAGE STRUCTURES MO PIPES SHALL BE INSTALLED AND INSPECTED FOR DETERIORATED,OR WHEN ORDERED BY THE ENGINEER.SMIMEEDE SUSSHALLME OVEDWXENTHEYREACHA PROPER FUNCTION.DURING CONSTRUCTION OF OTHER SITE FEATURES.ALL DRAINAGE FAGLUIES SHgll BE INSPECTED ON A DAILY DEPTH OF 61NCXES. BASIS AND( EMEORiEPAIRED IMMEDIATELY UPON DISCOVERY OF SEDIMENT BUILDUP OR DAMAGE, 111NADDITON M TO THOSE LOC TONS SHOWN ON THIS PLAND ON TIE GRACING AND DRAINAGE PIANS,EROSION CONTROLS 8. AFTER PAVING IS INSTALLED RAL SHL BE SWEPT CLEAN ON A REGULAR BASIS, LL SHABE INSTALLED AT THE FOLLOWING LOCATIONS:TOE OF SLOPE OF EMBANKMENT CONSTRUCTOR,TOE OF TEMPORARY EARTHWORK STOCKPILES. 10.THE ENTRE DRAINAGE SYSTEM MUST BE VACUUMED OUT BEFORE THE ISSUANCE OF THE LAST CERTIFICATE OF OCCUPANCY, 12.EROSION AND SEDIMENTATION CONTROL SHALL BE IN COMPLIANCE WITH MASSACHUSETTS WGRUNNATER POLICY.. POST-DEVELOPMENT PHASE CONSTRUCTION SEQUENCE NOTES: TIEOWREy CCUPANFISTOBERESPONSIBLEFORMAN MNCEOFALLDRAINAGES UCTIIRESINTHEPMJEM-MCLUDINGROOF DRAINS.DRMN PIPES,AND STORMCEPTOR.TIEFUTUREOWNERISEXPECTEDTOBETHEMWEMMS lATON.WHOWILLULNA LYSE t. INSTALLEROSIONANDSEDIMENTCONTROLSASSNOWNONPLM. RESPONSIBLEFORCOMPLIANCEWITHTHEPWT,INTHEEVENTOFCHARGEOFOWNERSHIP,THEOBMPUNSHALLBE1R4NSFERR M THENEWCWNER. 2. COMMENCE CLEARING,GRUBBING MDENRX'NORK. Z REGIMRMAIMENANCE IS TO INCLUDE THE FOLLOWING. O U) 3- CUT AND DREOSE OF MY DEBRIS PRODUCED DURING EARTHWORK 1. NSPECTIONOFALLDR lI EFACILMES(GTCHBASINS,PIPS DETEMIONBASINS)EVERYTi EMONT .OMINGTHESE �10 Ul ~ J 4. INSTALL SITE DRAINAGE AND UTILITIES. INSPECTIONS.THE INSPECTOR(A REGISTERED PROFESSIONAL CIVIL ENGINEER QUALIFIED IN OHLL MAGE SYSTEMS) LOOK FOR 1 _ Q Q EVIDENCE OF THE FOLLOWING:STRUCTURAL DAMAGE,SILT ACCUMULATION(NEAR INLET INVERTS ON CATCH BASNS INFILTRATORS ANOT U I- 5. STABILSIDE SLOPES.SIDE SLOPES MUST BE FULLY STABBJZED BEFORE ANY STORMWATER DISCHARGE. STORMCEPTORS,ANO IMPROPER FUNCTION.AREPo TONTXESVSTEMSH MDELIVEREDTOTMEPRMECTASSOCMTONWRNA In LU n Z Lu COPY DELIVERED TO THE TOWN ENGINEER. Z g > LU Q z 6. PERFORM EARTHWORK OPERATIONS.ALL GUT AND FILL SLOPES SHALL BE SEEDED AND MULCHED WITHIN 72 HOURS AFTER Q o m BEINGCONSTRUCTED.TEPORAI3YGR EDM SHOULOBEST BlL DWOHMULCHBYOCTOBER15T50ASNOTMBE 2 PETER INSPECTION,IF MY OF THE ABOVE CONDITIONS EXIST.THE INSPECTORSHALL NOTIFY THE PROJECT ASSOCIATION.WHOSHALL LEFT EXPOSED DURING WINMTER CONDITIONS. NMEDNTELYARRMIGE FOR ALL NECESSARY REPAIRS MINOR SEDIMENT REMOVAL 1 O w LU OU O T. INSTALLATION OF UNDERGROUND UTILITIES AND CATCH BMNS SHALL BE PROTECTED FROM SEGMENT IN ACCORDANCE WITH 3. THE PAVEMENT IS TO BE SWEPT CLEAR,AS REQUIRED(I.E.,VISUALLY NOTICEABLE DEBRIS BUILAUP).A MINIMUM OF ONCE PER 1`TOTWASHED� U E U i-- � 30 RAV THE RANI THE CONTROLS SHALL REMAIN UNTIL THE SITE IS SUFFICIENTLY WABILRED.ALL PERMANENT STORMWATER YEAR 0OREL U y y O Z p MAAGEMENT MEASURES SHALL HAVE A HEALTHY STAND OF VEGETATION ESTABLISHED PRIOR TO OIRECTNG EUROPE INTO BOTTOM ON FOREMY N Z Z Q m THEM 4. ALL GRADED SLOPES SMALL BE INSPECTED EVERY SPRING FOR EROSION.UPON DSCOVERV OF MY FAILURE RE.EROSRMIA LOAM AND J Z SEEDSXALLL BE PUT IN PLACE AND NURTURED, END VIEW w Q 6 AS THE BUILDING IS COMPLETED.ALL DISTURBED MFRS SHALL BE PERMANENTLY STABILIZED WNHIN]2 HOURS. I.. LU 'g Z 0� Z 8. FINgL PAVING OF DRIVEWAY MO PANNING MEAS. 2� m O F' 10.INSPECTALL SEOIMENTANO EROSION COMROLMEASURES. W O It.INSTALL SITE LANDSCAPING AND PERMANENT SEWING OF AU-DISTURBED MEAS. U w 12.AFTER ALL SEEDED AREAS WAVE ESTABLISHED$THEE GROWN.ALL TEMPORARY EROSION CONTROL CAN BE REMOVED. 13.CONTRACTOR SHALL NOTFYAND COORDINATE WITH ALL AUIHORITES RESPONSIBLE FOR INSPECTION&IT IS THE COHIRACTOR5 RESPONSIBILITY TO OBTAIN ALL REQUIRED INSPECTON SIGN-OFFS. 1'TOT WASHED lF GMYEL SECTION VIEW STAKES C REPEALS) �1 TEMPORARY CHECK DAM DETAIL / irowue S B O CATCH BASIN GRATE` Stfr 50IMIN) fq'S,EWT X E 11I 1 I'..'WOOD STAKENIL) BALED HAY 1 VO ORAFPROVED E9UR OR STRAW t •A�FILTER SILTSACK TI-REMARBAGREM FOR VOL�1 1".,G.WOODSTAKE " FABRIC q BAG REMOVAL SILT FENCE ,p(jj C PER SALE) • 1 8§ M :pce Z `d_B Plan Vlev 1 /1•x 1•x3' PLAN VIEW woOOSTAIQ CATCH 6451N CATCH BASIN GRATE` 1tl GRATE /EE pLgN VIEWMEOME (MIN.) SILTSACK K WORK STAKED BALES SLOW FLOW FLOW FLOW ��ITE..I}.�BY(MIN) _ /EXISTING AREA A- p:n .. . .. ;;..: PAVEMENT 6 FLOW BALE TWINETO BE FILTER - .. ... iP:"�A'3 z PARALLELTO g GROUND SURFACE FABRIC _ FILTER 'WIN.) `MOUNTMLEBERM e'NIN.) FABRIC , 4` COMPACTED EXPANSION RESTRAINT EARTH MOUND PROTECTEDPCRUSHEDSTONE SeGlon View SECTION VIEW TOV OF MEA NOTES: NOTES: CROSS SECTION GflOUNO NOTES: 3 - 1. ENCLOSE STRUCTURE WITH HAYBRES IMMEDIATELY AFTER t INSTALL SILTSACK IN ALL CATCH BASINS WHERE NDIGTED ( = CATCH BASIN CONSTRUCTION.MAINTAIN UNTIL PACING BINDER ON THE PLANE BEFORE COMMENCING WORK OR IN PAVED 1. ENTRANCE WIDTH SHALL BE A TNEMY{ryE(25)FOOT MINIMUM. _ COURSEISCOMPLETEORAPERMMEESTMOOFGRASSHAS ANEASAFTERBINDERCOURSEIOPLACEDANDHAYBNLW BUT NOT LESS THAN THE FULL WIDTH AT POINTS WHERE INGRESS 1 g'ate fi m STAPLE BEEN ESTMUSHED HAVE BEEN REMOVED. OR EGRESS OCCURS. � • d8 2. IF GRATE IS AGAINST"WING CURB THEN HAY SALES ARE TO 2, GRATE TO BE PLACED OVER SILTSACK LL 2. THE ENTRANCE SHABE MAINTAINED IN A CONDITION WHICH 'U-0II iX BE PLACED MOUND THREE SIDES OF GRATE ONLY. SHALL PREVENT TRACKING OR FLOWING OF SEDIMENT ONTO RVOT •�15-1801 A 3, SILTSACKSHALLBEINSPECIEOWEEKLYANDAFTERA-L PUBLIC RIGHTSRE NTOF-WAY.THISMAYOUWEPERIODICTOP STAPLE 3, GRATE TO M PLACED OVER FILTER FABRIC, STORM EVES AND CLEANING OR REPUCEMEM SHALL AN L BE DRESSING WITH ADDITIONAL STONE AS CONDUIONS REMAND AND 20160.317 WOOD STAKE PERFORMED PROMPTLY AS NEEDEDBALE .MMNTAIN UNTIL REPAIR OR CLEANOUT OF ANY MEASURES USED TO TRAP NOTE: 4, S SHALL BE INSPECTED PERIOOCALLY AND AFTER ALL UPSTREAM EAM MEAS HAVE BEEN PERMANENTLY STABILIZED. HED SEDIMENT ALL SEDIMENT SPILLED.OROPPW,WASHEOOR NT.S, JOINT DETAIL STORM EVENTS.REPAIR OR REPLACEMENT SHABE TRACONTO PUBLIC RIGHTS-CF-WAY MUST BE REMOVED O� SSE 1. PLACE ONE HAYBALE PERPENDICULAR PERFORMED PROMPTLY AS NEEDED. 4. SILTSALKS SHNL NOT BE INSTALLED WITHIN PARK ST IMMEDIATELY.BERM SHALL BE PERMITTED.PERIODIC INSPECTIONRYWiIBI' JRA ALONG HAY BALE BARRIER(10Y O CJ CURING THE WINTER MONTHS. MO MAINTENANCE SHALL BE PROVIDED AS NEEDED. Wo /� 2 SILT FENCE/HAY BALE BARRIER 3 �AroCHfN=BASIN SEDIMENT TRAP 4 SILTSALCK SEDIMENT TRAP STABILIZED CONSTRUCTION ENTRANCE CS85O1 .ro ..= TD oiioBCAIE SHEET 14 OF 14 KANAYO LALA, P.E. BSCE,at.,'_scE,nc.nsrE,MSEI,MIE.p�di.),NL NIRS,MAO,ALiCC FOUR WEST ROAD ACTON,MA 01720 1.[C.#33710-C(NL),9227M,sucn n3,32768(VA),7736(V-1) https://sites.google.com/site/kanavolalal) Planning Board July 21,2016 City of Salem Re: - Blasting next to structures in close vicinity- 14 BERUCCIO AVENUE Following general specifications will remove any possibility of any damage to the structures and tree root system when present within 20'and 25' distance from the blast location. The Massachusetts Highway Department has a restriction for the blast wave velocity at 2.Ofps at any structure within 400 feet from the blasting area. This is considered to have no structural damage due to blast wave. 1 Observe seismograph readings at the nearest foundation. The highest reading should not exceed 0.5 in./sec within 25' radius of the blast area. 2 Do not load any hole with more than 2 Ib. of charge. 3 No more than one row of holes should be blasted at any one time. Overall,no more than 10 lbs of charge should be blasted at anyone time within 20 to 25' from the structure. For the distance farther than 25'blast charge should be increased at the rate of I Ib. for every 5'. The charge for distance less than 20'must be submitted to a Professional Engineer neer and g written approval should be obtained before blasting. g 4 Start from the farthest row of holes. Remove blasted rock before blasting the subsequent rows. 5 All other standard blasting specifications(e.g.,packing of holes for blast overburden, protection mat covers,pre-blast condition survey within 500 ft)must be strictly implemented as in a normal blast. 6 The blasting reports must be submitted within 24 hours of each blast. The report must include Seismograph printout,Location plan showing instrument location and blast location with reference to nearest structure,Blast Round Design Data and calculations for expected particle velocity. 7 Any special conditions for a particular location may require to modify any of the above specifications in order to conduct blasting operation in a safe manner. Such modifications must be informed to the Engineer-of-the-record prior to carrying out any blasting. Kanavo Lala PHONE(978)337-LAZA kanayolala@gmad.com 2n Specifications and sequence of controlled blastinp and excavation: For the three zones shown above, each zone 70 feet long,covering total 210feet of driveway, where blasting is expected to be used to remove the outcrops of the ledge and a depth of 18"+/-for the pavement and drains. 1. The top soil will be carefully scraped away to expose the ledge profile. 2. As per the surveyed topography the maximum depth of the cut for the ledge is about five feet at cul-de-sac for an area of 90'x50'. Only half of this area is close to the vertical cliff at about 25feet. Thereafter the depth of cut reduces to two feet and less. This is the zone which will require controlled blasting details and monitoring. 3. The blasting permit is issued by the Fire Department based on the engineered documents for the controlled blasting. All records of the seismograph readings is maintained at site for the Fire Marshall to inspect at any time. 4. The seismographs will be located at the edge of the cliff and the house closest to the blast which is at 400feet or less from the blasting zone. 5. The seismograph readings will be required to not exceed 0.5fps which is one quarter of the allowed 2.Ofps as required by the MHW regulations. 6. After the blast area will be covered by approved rubber mats to stop any debris from flying towards the occupied areas. PHONE(978)337- 'ALA kanayolala(gmail.com SECTION AT CUL-DE-SAC CUT ./ m.m / ) / RIM MZ / \ �( 1WINa1.M(DMH,) ) DMHa oMHe ) / eavWrmzo - APPX.S'CU ea RM N'u RIM]3.64. INV IN 17.0) 67.6) IW VIN 70. 9(( ) / 34'-ir NDPE INV W]B].Ba INVI IN M.1(M1M) b DMHe DMH] irNrv%uarioM4o) / i E •�^\ \ 9 0 i •"'sn RIM(m) RIMa6.ID I / / f I \ 169.60(C861 INV IN 82.80 fDMH6) �? / / / \ a9� • l 6.60 aw(w" W.m 4a'-1S HDPE I INv 1639 R'-IY HDPE vour6e.ro s-m6ox r °��\ \ /i I INV Wr]l.ao - .j� 4' / ' 6a- f - PROTETED CONTROLLE `.BLASTING 90.5FPS MA "VELOCITY _ Da, I le•-,r NOPE �'\ BRIM 'i \ INV INN WW.07((X12)INV IN = INV WT83A] ' vy y \ s•3.fiax \ \ I DMH3 / ` s-].efix �' &'-12HDPE INV IN>9.]6(DMH3) n8 \ \ 6•].]ey. � INV Wi n.60 /m^q 4 RESUME OF KANAYO LALA Four West Road Acton,MA 01720 (978)337-LALA(5252) (978)263-1472 Kanayolala@gmail.com EDUCATION BACHELOR OF ENGINEERING(CIVIL)- 1969. Registered Professional Engineer(Civil)- Massachusetts. Registered Professional Engineer(Structures&Civil)New Hampshire. Registered Professional Engineer New York Registered Professional Engineer(Civil)Virginia Registered Professional Engineer(Structural)Vermont Approved Soil Evaluator Approved Wetland Scientist MEMBER American Society of Civil Engineers Structural Engineers' Institute American Concrete Institute National Society of Professional Engineers Association of Massachusetts Wetland Scientists President-Metro West(MSPE) 1992- 93 Vice President- Metro West(MSPE) 1991-92 Institute of Engineers(India) Progressive career in construction industry starting project management of multimillion commercial / residential buildings, hard dollar bidding in international market, helped growth of revenues to triple at consecutive three organizations. Now providing services for Buildings in all branches of Engineering —Structural,Civil,Electrical,Environmental and Mechanical. EXPERIENCE 1988-PRESENT CONSULTING ENGINEER,West Acton,MA. Providing engineering services for civil and structural design services to several architects and design - build companies. All engineering calculations are fully computerized. Completed several projects in sizes up to 33,000 sf. Fully experienced in CAD systems and Rapid Interactive Structural Analysis. (Please visit my home page at https://sites.google.com/site/kanayolalapen 1986-2011 THOUGHTFORMS CORP.INC.,West Acton,MA. As Chief Estimator responsible for Engineering Review of all project designs,Cost control, Coordination with Architects, Engineers and Clients, Alternate Design Proposals, Value Engineering and Project Management involving complex site 1/2 improvements in Lake and Ocean regions, and structures, preparing accurate estimates and maintaining a cost database. Estimated and completed construction of several houses and institutional buildings, total value over$500 million. Also,providing engineering to an affiliated Architect's office for Public Institutional Projects, Providing Site layouts, Utility designs & Structural Engineering designs for in house Design-Build projects,Cost estimates,Job costing,Scheduling and Engineering- Completely computerized systems. 1984-1985 DOUGLAS O.H.I.LLC.,Muscat Oman. SCHEDULING ENGINEER for a $10 million commercial office and shopping complex. Responsible for CPM scheduling,coordination with subs. producing g and approving shop drawings,production rate and cost analysis. 1982-1984 DAREEN POONAM CONTRACTING CO.,Riyadh,Saudi Arabia. PROJECT MANAGER for a residential and two office projects-value$7 million Bid and won contracts for over$20 Million. 1979-1981 CONFORCE(GULF)LTD.,U.A.E. Supervised constmction of Container Terminal Buildings for the port of Abu Dhabi including planning,scheduling,site administration,and coordination with consulting engineer. SENIOR CONSTRUCTION ENGINEER at Sharjah Continental Hotel for BECHTEL INTERNATIONAL CORPORATION. Supervised construction of Atrium Roof, Roofing Works, Installation of Glazed Screen- 36000 s£, Encasing of Steel trusses, Construction of swimming and wading pools including installation of plumbing services and construction of Mechanical Rooms. Managed estimates and won bids for over $50 million and designing and procurement of formwork for barrel vaults,folded plate and flat roofs. 1977-1978 AL RASHID CONSTRUCTION CO.LTD.,U.A.E. M.H.BEZZOLA AG,&REIFLER GUGGISBERG AG,of Switzerland. As SENIOR ESTIMATOR, won bids over $25 Million,planned and managed construction of commercial/residential buildings up to 22 stories using slip fomes and pre-cast panels. 1972-1976 SELF-EMPLOYED Bombay,India. Completed several projects such as power distribution buildings,foot-over bridges and light industrial and residential buildings. 1969-1972 K.R.ENTERPRISES,BUILDERS,Bombay,India. As PROJECT ENGINEER, supervised construction of several residential and commercial concrete and steel structures,and cast-in-place pile foundations. 2/2 Z. ` r .}'9� jn}��4�V{ :.3' r •,4 'S�"i r f �,� n s f ;i J w.: �v * y }F.x rIr �� 3 � "" 'rte �. �' k trt, f�.... r �.. "➢ '*'°i,p.�x �..' '�-+• � � " " rot . > �-: � a gg Nc"„} i`r s. ��^' � �' s '. - r• _ �i t tFc�r trig �� a .ASH c x �,, .J _rw - & .fxe rhxL� kr`• •i �-4 4 r f. t t: ,�•. � .\' .P 4`.. 4 .. �.y x �y J � f l z Jt1,�,rY�t� f vs & 'S' f 71 VAN- �i,s r,�„� '�s.�'y• �r :<� : -Try - �t �-"�e1� ;.� �'�,""f3s 'yip�.r��.�4�Y _ � t_ F '.• ° �'} s •,°� ,.+ ] "�� %� .'�-r, 'Fate * ¢ tiye #"_✓.e. -;¢•' .... � t ti air ". r x '� a sgZ��'r�aM y+e� .✓ 2:# Yt wY s��; f� ��- La � 3 4 r I- J !:M f'1. Ysl' +' 'JY�.,s, r i ��y �• J„''�' "'Y" '�a k w�,.-,c��, ..r iK'r c .� 2� ��.--- �.�.E �[ l r �J..• r it T. 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A pp 4y4y;SE, NATHANJACOBSON is 1 �H y� $}} a S'I,MNre DM1ieion B y ' tEY T WR O Pftsrn ]BROWN ROAD kTn. .S51u�M fn SWAMPSCOTT,Mq 018m T9]8.]69.91139 FSI6749.9939 SH nj oh b i a _ II . �\ A AV V� ry /� s� � -V ♦ r / ffi 1 .,�.R. a , s r f 11 �� 11'�� ' �1r1 I i •r j � T Y. � � c � .� �a ��. r -hx . r s ¢i' vt9R � t I I I(rYt r y Cq � t t, iti r z , �... T9 4 �R mm�R 6 m s '° 14 BERTUCCIO AVENUE ASSESSORS SM40,W0 ,yP [umd �' 0FS MPP]d LOT 105 a ' aa EROSION AND SEDIMENTATION aJ as °3 CONTROL PLAN o O g a 63'ps°= QegI "na'> TfI ENVIRONMENTAL INC. 'n m n S 'm tl NATHAN JACOBSON ERglR Sfto Divisbn o z e Rig R= 13 McNuen,MA 010pp111 9 BROWN ROAD _ Rig s.TE Rsmsrons er swPMPScoTT,MP019¢1 T 070.749.9929 F 970.749.9920 L , Z EROSION CONTROL NOTES(DURING CONSTRUCTION) OPERATION AND MAINTENANCE: a s rz odsm 1. THE CONTRACTOR MUST INSTALL EROSION CONTROL MEASURES PS SHOWN ON THE PLUS AND IN THE DETAILS PRIOR TO CONSTRUCTION PHASE i gg LL STARTINGANY OTHER WORK ON THE STE.EROSION CONTROL MUST BE INSTALLEDAT EVERY MEET STRUCTURE(EXISTING &{20L S ' AND PROPOSED)AND MAINTAINED FOR THE DURATION OF THE PROJECT, THE BAPS ASSOCIATED WITH THIS PROJECT WILL BE OWNED BY THE PROJECT DEVELOPER.WHO WILL BE RESPONSIBLE FOR INSPECTION. y. A OPERATION AND MAINTENANCE jm m A 2 EROSION CONTROLS AS SHOWN OEACH SOW EVEIN$PECTED,REPNRFDANO/OR MMNTAINED BYTHE CONTRACTOR WEEKLY ANO WITHIN 12 HOURS OF EACH STIXAI EVENT. 1. THE CONTRACTOR ISTD INSTALL AND MAINTAIN DRAINAGE FACILITIES AS SHOWN ON PLAN. W - 3 SEDIMENT DEPOSITS SHALL BE REMOVED WHEN THEY REACH A DEPTH OF 6INCHES. 2. PRIOR TO CONSTRUCTION,MJ_EROBOWSILTATION CONTROL DEVICES SHOWN ON ABOVE PLAN ARE TO BE INSTALLED.TO PREVENT SILT INTRUSION INTO THE DRAINAGE SYSTEM DURING CONSTRUCTION,THE CONTRACTOR IS TO INSTALL ANO MAINTAIN INLET PROTECTION AT 6. SEDIMENT SHALL BE CONTAINED WITHIN THE CONSTRUCTION WE,AWAY FROM DRAINAGE STRUCTURES. ALL CATCH BASINS,AND SET A SILT FENCE AND MAY BALES AT ALL SLOPES WHICH MAY ERODE IN THE DIRECTION OF ANY OPEN DRAINAGE ' FACILITIES.SUCHPREVENTIVEMEASURESRARETOSEWIWNNEOTHROUGXWTTXECONSIR ONPROCESS, 5, STABILDESL0PESSTWPERTHAN3:1(HORIWWAL TO VERTICAL)WITHSEED,SECURED GEOTEMILE FABRIC,OR ROCK RIPRRAP AS REQUIRED TO PREVENT EROSION WRING CONSTRUCTION. 3. ALL CONSTRUCTION OF DRAINAGE FACILITIES IS TO BE INSPECTED BY DESIGN ENGINEER TO VERIFY CONFORMANCE TO THE DESIGN PLAN. 6, CLEAN OUT CATCH BASINS.WAR MAN HOLES AND STORM 0PAR M PIPES AFTER COMPLETION OF CONSTRUCTION, C THE SEQUENCE OF DRAINAGE CONSTRUCTION SHOLL BE AS FOLLOWS: 1. LOAM AND SEED ALL DISTURBED AREAS. A. CLEAR,GRUB.EXCAVATE AREAS FOR DRAINAGE SYSTEMS. B. CONSTRUCT DETENNgJ POND AND OUTLET TO EXISTING STREET DRAINS. 8. UPON ESTABLISHMENT OF PERMANENT VEGETATION OVER DISTURBED AREAS,REMOVE AND DISPOSE OF HAYBALE$STAKES C. TRENCH AND INSTALL PIPES.CATCH BASINS AND MANHOLES PND SILT FENCE. D. INSTALL INLET PROTECTION, 9 IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO MAINTAIN AND SUPPLEMENT THE SPECIFIED SEDIMENTATION CONTROLS 8 W AS NECESSARY TO PREVENT SEOIMFNTATION OF OFFSITE AREASANWORANY REWIATEO RESOURCEAAEPS.FAIWRE BY 5EROSION CONTROLS ME BE INSPECTED MAINTAINED IXJA ONLY SASEs.UPON OLSCOVERY OF SRT BULLBUP IN PNYCATCH BASIN . j SUMPSOR ANY OTHER STRUCTURES.THEY ARE TO BE CLEANED. THE CONTRACTOR TO CONTROL EROSION.POLLUTION AND/OR SILTATION SMALL BE CAUSE FOR THE OWNER TO EMPLOY OUTSIDE ASSISTANCE OR TO USE HIS OWN MEANS TO PROVIDE THE NECESSARY CORRECTIVE MEASURE.THE COST OF SUCH 6, ALL EXPOSED SOILS SHALL BE IMMEDWTELY STABILIZED WITH A LAYER OF MULCH MAY OR JUTE&ANNETSPS NEEDED FOR SLOPES Xo. nl ASSISTANCE PLUS PROJECT ENGINEERING COSTS WILL BE THE CONIRACTOR8 RESPONSISUTY STEEPER THAN 3:1. NyO 10.THE CONTRACTOR SHAU.CHECK THE CONDITION OF EROSION CONTROLS DAILY TO KEEP THEM IN GOOD OPERATING T. UPON INSTALLATION OF CATCH BASINS,INLET PROTECTION SHALL BE INSTAR LLFD AND MAINTAINED UNTIL MEPDY FOR PAVING. CONDMM.EROSIONCONTROLSSWILLK BEINSPECTED,R IREOANOMM NEOBYTHECONTNCRIRWRHN12 HOURS OF ANY STORM EVENT PRODUCING 1MINCH OF WNFPLL OR MORE.EROSION CONTROLS SHALLBE REPLACED WHEN KPRIOR TO CONSTRVCTFDN OF IMPERVIOUS AREAS ALL DRAINAGE STRUCTURES AND PIPES SHALL BE INSTALLED AND INSPECTED FOR DETERIORATED.OR WHEN ORDERED BY THE ENGINEER,SEDIMENT DEPOST5 SHALL BE REMOVED WREN THEY REACH A PROPERFUNCTION.DURING CONSTRUCTION OF OTHER SITE FFAIURIS,ALL DRAINAGE FACNNTIES SHALL RE INSPECTED ON AOABY DEPTH OF 6INCHES. BASIS AND CLEANED/REPAIRED IMMEDIATELY UPON DISCOVERY OF SEDIMENT WILD-UP OR DAMAGE. 11.IN AM MON TO THOSE LOCATIONS SHOWN ON THIS PAN ME ON THE GRADING AND DRAINAGE PLANS EROSION CONTROLS 9 AFTERPAVI140ISINSTALLEO,ITSHMLBESWEPTLLIANONARMILBAR6.A51S. SMALL BE INSTALLED AT THE FOLLOWING LOCATIONS:TOE OF SLOPE OF EMBANKMENT CONSTRUCTION.TOE OF TEMPORARY EARTHWORK STOCKPILES. 10.THE ENTIRE DRAINAGE SYSTEM MOST BE VACUUMED OUT BEFORE THE SWARM OF THE LAST CERTIFICATE OF OCCUPANCY. 12 EROSION AND SEDIMENTATION CONTROL SHALL BE IN COMPLIANCE WITH MASSACHUSETTS STORMWATER POLICY.. POST-0EVELOPMENT PHASE CONSTRUCTION SEQUENCE NOTES: THE OWNEWOCLUPM T IS TO BE RESPONSIBLE FOR 6MINTERANCE OF ALL ORNNAGE STRUCTURES INTXE PROJECT-INCLUE NG ROOF DRAINS,DRAIN PIPES,AND STORMCEPTOR.THE FUTURE OWNER IS EXPECTED TO BE THE PROJECTASSOLIATION.WHO WILL ULTIMATELY BE 1. INSTALLEROSIONANDSEDIMENTCONIROLSASSHOWNONPV RESPONSIBLE FOR COMMJANCE WITH THE WAN.INTHEEV WOFCHANGEOFOWNERSHN.THEO6MPLANSINLLBETRANSFERRFDTO THE NEW OWNER. 2. COMMENCE WEARING,GRUBBING rWDEARTXWORK. Z REGULAR MAINTENANCE IS TO INCLUDE THE FOLLOWING: Q (n 3. CUT AND DISPOSE OF ANY DEBRIS PRODUCED DURING EARTHWORK. 1. INSPECTION . ALL DRMNAGEFACILRIES(CATCH OFEWIPIPES,WNDDETENTION BASINS)EVERY THREE MONTHS.DURING THESE (jf s. INSTALL SITE DRAINAGE PNO UTILITIES, INSFELTIONS.HE FOLLOWING: STRUCTURAL DAMAGE,SILT ACCMLLATIN�RWINEAR IREMUST INVENTS NVOTS O CATCHSAMS.ILLLOATORSOKFM _ 1 _ _ z QQ EVIDENCE OF THE FOLLOWING:STRUCTURAL DAMAGE,SILT ACCUMULATION AFAR NLEf INVERT30N CATCH flASNS.INFILIMTOflS AND T Z 5. STABILRESIOESLOPES.SIDE SLOPES MUST BE FULLYSTABILRFL BEFOREAMYSTORMWATER DISCHARGE, STORMCEPTORS).ANDIMPROPERFUNCTION.AREPORT ON THE SYSTEM SVJL BE OEUVERW TOTHE P RWECTASSCCIATION.WITH A N n Z W COPY OEWERED TO THE TOWN ENGINEER. K W W 0 Z 6. PERFORMEARTHWORKOPERATIONs.ALLCUTANDFILLSLOPE55HA MSEEOMMDMULCHMMI INn2 URSAFTER il y BENGCONSTRUCTED.TEMPoRMYGRWDEDAREASSXOUWBESTABIL EOWTXMULCHBYOCTOBERIST,SOWSNOTTOM 2 AFTER INSPECTION.IF ANY OF THE ABOVE CONDMONS EXIST.THE INSPECTOR SHALL NOTIFY THE PROJECT ASSOCIATION.WHO SMALL Q Oi IMWOMTELY ARRANGE FOR ALL NECESSARY REPAIRS AND/OR SEDIMENT REMOVAL 1 it Tn m g LEFT EXPOSED DURING WINTER CONDIi10N5. Q 0 w O OW T, INSTALLATION OF UNDERGROUND IJTTLTIES AND CATCH GAGING SMALL BE PROTECTED FROM MOMENT IN ACCORDANCE WITH 3. THE PAVEMENT AREA IS TO BESWEPT WEAN,ASREQUIRED QUE..VISUALLY NOTICEABLE DEBRIS BUI UWP),A MINIMUM OF ONCE PER 1'TOSWASXEDUN3 N � ANNSITES ' Zk TNEPLs.THE CONTROLGISHALLREMN UNTILTHE SITE IS SUFFICIENRYSTABWZFD- LPERMANENTSTORMLNATER YEAR, GRAVE U I !A O Z MANAGEMENT MEASURES SHALL HAVE A HEALTHY STNV OF VEGETATION ESTABLISHED PROEM DIRECTING RUNOFF INTO BOTTOM OF FORE9AY 0 y p O Z Q m THEN 4. ALL GRADED SLOPES SMALL BE INSPECTED EVERY WRING FOR EROSION.UPON DISCOVERY OF ANY FAILURE(IE.EROSION),LONA AND yl Z $ n3 SPED SH4L BE PIJT JN PLACE AND NURTURED. END VIEW a J C) Z 2 S AS THE BVILDING IS COMPLED,ALL DISTURBED AREAS SHALL NdEMLY BE PERMSTABILI2EO WITHIN HIN HOURS. W � Z ETin 9, FINAL PAVING OF DRIVEWAY AND FARMING AREAS, m Q 10,INSPECT ALL SEDIMENT AND EROSION CONTROL MEASURES. m Q Q 11.INSTALL SJTELANOSCMING ANO PERIMNENT SEEOWGOFALL DISTURBED AREAS. W V 12.AFTERALLSEEDFDAREASHAVEESTABUMEDSTABLEGRO H.ALLTEM YEROSMCONTROLCANSEREMOVED. W 13.CONTRACTOR SHALL NCITIFY AND COORDINATE WITH ALL AUTIORITES RESPONSIBLE FOR INSPECTIONS.T IS THE COMTRACMIM RESPONSIBILITY TO OBTAIN ALL REQUIRED WSPECTION SIGN-0FTS 1'TOS WASHED GAVEL Z SECTION VIEW L STAKES S} (2 PER BALE) t1 TEMPORARY CHECK DAM DETAIL d (. �J EOTToxAu � X 4 BPLEO XAY CATCHBJUUNGRATEI S'TE AT(MIR) F�'1�1XE3G F 11T1111Yx4'WOW STAKE IIMA%.) r ORSIRAW '• SILTSACK 1 UT 10 OR "AI OR APPROVED EQUAL j Y1'REBAR FOR E FILTER BAG REMOVAL WOOD STAKE FABRIC .. SILT FENCE / (2 PER BALE) / d o BSD PI.M View y M{DADP s 1'X 1'X 3' P AN NEW CATCH BASIN WOOD STAKE CATCH BASIN GRATE PLAN VIEW 1U S _ 4 GRATE 4'EMEOMENT SILTSACK FLOW _ SITE 50)MIN.) -{ 6Y WORK $TAI(ED BALES FLOW FLOW FLOW FLOW (EXISTING AREA y...� J: _ ... 921 PAVEMENT '< SALE TWINE TO BE K _ FLOW PARALLEL TO FILTER .., " ®®®_F GROUND SURFACE F'ABRC - FILTER /<'NINJ MWNTABLESERM y 4'COMPACTEO\ • 6'(MIN) EXPANSION RESTRAINT FABRIC J EARTH MOUND PROTECTED $ cdon VIEW SECTION VIEW I-CRUSHEDSTONE iOPOF r AREA CROSS SECTION OROUNO\ NOTES: NOTES: jT,; 1 NOTES: 1, ENCLOSE STRUCTURE WITH MAYBALES IMMEDMTELYAFTER 1. INSTALL BJLTSACK IN ALLDUTCH BASINS WHERE INDICATED f = CATCH BASIN CONSTRUCTION.MAINTAIN UNTIL PAVING BINDER ON THE PLANE BEFORE COMMENCING WORK OR IN PAVED 1, ENTRANCE WIDTH SHALL BE A TWENTY{IVE(25)FOOT MINIMUM, COURSE IS COMPLETE OR A PERMANENT STAND OF GRASS HAS AREAS AFTER BINDER COURSE ID PLACED AND MAY SALESBUTNOTLESSTHANTXEFULLWIOTHATPOINTSWXERE INGRESS ^' STAPLE BEEN ESTABLISHED. HAVE BEEN REMOVED. OR EGRESS OCCURS, A # B 2. IF GRATE IS AGAINST EXISTING CURB THEN WIY BALESARE TG 2. GRATE TO BE PLACED OVER SLLTSACK 2. THEENTRANCE SHALL BE MAIMNNEDWACCNDTION WHICH BE PLACED AROUND THREE SIDES OF GRATE ONLY. SHLLLPREVENTTRACIV GORFLOWINGOFSEDIMENTONTO mp¢cr �� ...o�w15-18Q1 A 3. SILTBACK SMALL BE INSPECTED WEEKLY AND AFTER ALL PUBLIC RIGXTS.OF-WAY,THIS MAY REQUIRE PERIODIC TOP $ STAPLE 3. GRATETOBEPIACEDOVERFILTERFADRIC STOWEVENTSANDCLEANINGORREPLACEMENTSHALLBE DRESSING WITH ADNNONAL STONE AS CONDITIONS DEMAND AND 201Bg1T NOTE: WOOD STAKE PERFORMED PROMPTLY AS NEEDED,MAINTAIN UNTIL REPAIR OR CLEANOUT OF ANY MEASURES USED TO TRAP A. SALES SMALL BE INSPECTED PERIODICALLY AND AFTER ALL U PSTREAM AREAS HAVE MEN PERMANENTLY STABLLRED. SEDIMENT.ALLSEOIMENTSPILLEDW ,DROFD,WASHEDOR PARNP. N. JOINT DETAIL T.S. 3 STORM EVENTS.REPAIR OR REPLACEMENT SMALL BE TRACKED ONTO PUBLIC RIGNTG F0 AY M0ST BE MIRRORED1. PLACEONEJMYBALEPERPENDICUBAM PERFORMED PROMPTLY AS NEEDED. 4. SILTSACKS SHALL NOT BE NSTALLEO WITHIN PARK ST. IMMEDIATELY.BERM L SHNBE PERMITTED.PERIODIC INSPECTION JRA ALONG MAY SALRI E BARER URI'O.C.) WRING THE WINTER MONTHS, AND MAINTENANCE SMALL BE PROVIDED AS NEEDED. BCO 2 SILT FENCE/HAY BALE BARRIER �1 CATCH BASIN SEDIMENT TRAP 4 SILTSACK SEDIMENT TRAP �1 STABILIZED CONSTRUCTION ENTRANCE CS85� Tro3c.IE J xo.rosrxe TmEr.1e T SHEET 14 OF 14 14 BERTUCCIO AVENUE DEFINITIVE SUBDIVISION ESSEX COUNTY, MASSACHUSETTS ORIG SUBMISSION DATE: MARCH 16, 2016 PREPARED FOR: OWNER/DEVELOPER a"`1 NATHAN JACOBSON 7 BROWN ROAD SWAMPSCOTT, MA 01907 LU z LU > ' LU o s QoS LU mom G, (n o INDEX OF DRAWINGS 4 ` o ' w a p 8 SHEET DWG 'A"`HONsr m e „ r 6 ~ O ¢ m NO. NO. DRAWING TITLE _ ` ¢ w U 1. CS0001 COVER SHEETS A1A1 2. CS0002 LEGEND, NOTES AND ABBREVIATIONS 4 3. CS0201 EXISTING CONDITIONS PLAN F�� 4. V0801 SUBDIVISION PLAN 5. CS1001 LAYOUT AND MATERIALS PLAN `" \` SITE 6. CS1501 GRADING AND DRAINAGE PLAN SITE 7. CS1701 UTILITY PLAN g - �� • . - E 8. CS3501 ROADWAY PROFILE 9. CS3502 DRAIN PROFILE REIT OIG AVE 10. CS6001 SITE DETAILS ! •._ �: , 11. CS6002 SITE DETAILS 12. CS6003 SITE DETAILS �`�^6E •• c �' € 13. CS8001 EROSION AND SEDIMENTATION CONTROL PLAN A 14. CS8501 EROSION AND SEDIMENTATION CONTROL NOTES/DETAILS , LOCATION MAP USGS MAP Scale:N.T.S. ) Scale:N.T.S. Y PREPARED BY: e TTI ENVIRONMENTAL, INC. a A SERVICE DISABLED VETERAN OWNED SMALL BUSINESS(CVE CERTIFIED) Engineering Division 13 Branch Street, Suite 111 15-1801 3 BFOREYGU 01" �' Methuen, MA 01844 20"""' L NTS C LLL BEFORE YOU DIG T 978.749.9929 CM 3 BEFQiE YOU GIG PNYWMERE MMPSRRdiI15ET15 [PwNiIT y; ,...,<BB ! ..FB 1.....�...,v,l . .: F 978.749.9920 q ffi TIEUWREONIpESNGRFIG 14 ) +�` RCO BY EXC VATORS.OE..NFRS.OR PM"PERSpI PpEPARING TO • . Q V a IU CS0001 DISTURB THE EARTHS SURFACE ANYWHERE IN THE STATE PT CONSULTING CONTRACTING ENGINEERING GW OF ST] HOVRS BEFORE BEGINNING CONST3U GN. � vnWv.aGSAFE.coN SHEET 1 OF 14 LEGEND ABBREVIATIONS GENERAL NOTES U 2 � .1 ADJUST 1, THE LOCUS IS SHOWN ON CITY OF SALEM.ASSESSORS MAP 20 LOT IVA LOCATED IN ZONING DISTRICT RI-RESIDENCEI EXISTING PROPOSED DISTRICT AND M MOM AS 14 BERTUCCJO AVENUE,SALEM.MA 01970. APPROX APPROXIMATE 2. ELEVATIONS ARE REFERENCED TO ASEWER MANHOLE RIM ELEVATION OF 29 ,BEE FWJ CSCAI(SHEET 3 OF 14) W ��Qu BIT BITUMINOUS f c `� ' BUILDING 3. TOPoGRAPHY SHOWN ON TRIS PLPN IS THE RESULT OFAFIFID SURVEY PERFORMED BYTII ENVIRONMENIPL INC. Q m u ac-m BOB BOTTOM OF SLOPE DURING DECEMBER TO JANUARY MIS. _ • PROPEIUSE CB CATCH BASS, 4. GEED REFERENCE:BOOR 181110 PAGE 101.SOUTHERN ESSEX REGISTRY OF OEEDS. ZWmZ6 ADJACENT PROPERTY LINE CCB CAPE COO FEW 5. PIAN REFERENCE:SEE PLAN VDE01(SHEET 40F 11) US f — — SETBACK LINE — — — — — — LLDI CEMENT LINED OUCRLE INCH 6. THE PROPERTY CIS LOCATED IN A ZONE X.AREA OF NO FLOODING AS SHOWN ON MAP MANC0419G PANEL 419 OF ADS REVIBEDJULYU.2O4. RIGHT-OF-WAY LINE ---- CLF. GRAIN LINK FENCE 1. THERE ARE NO WETLANDS RESOURCE AREAS LOCATED ON THIS PROPERTY. ROADWAY CENTERUNE —— ——— WAS CONCRETE PENCE corm L GLUT CONSTRUCTION NOTES: - CCB DOUBLECATCXBASIN I EXISTING CONDITIONS INFORMATION NRB A UTILITIES: THE LOCATIONS OF EXISTING UNDERGROUND UCLDIES ARE SHOWN IN AN APPROXIMATE WAY ONLY AND HAVE NOT BEEN SIDEWALS ON DRILLHOLE INDEPENDENTLYVERIFIED BY THE OWNER OR ITS REPRESENTATIVE. .}✓ 18mA. e DMX ORNV MANHOLE THE EPLANS TORIS S DONRECORDS OF DTHAT RIOUSTHE LOCATONANIES AND. OF FASTING MEASUREMENTS STAKE ON iq�Sy 1 CONCRETE DS DOWN SPOUT THESE PLWSIS BASED ON RECOflD90F THE VARIOUS UTILT'LOMPANIESAfID,WHERE POSSIBLE,MEASUREMENR TAKEN IN 9%33 A4 Tm THE FIELD,THE INFORMATION IS NOT TO BE RELIED ON AS BEING EXACT OR COMPLETE,THE CONTRACTOR MUST CALL THE ANAA 4S, SPOT ELEVATION 4630 EI-EV ELEVATION BE UTILITY COMPANY AT LEAST 72 HOURS BEFORE ANY EXCAVATION TO REQUEST EXACT FIELD LOCATION OF URLITES.ITSIULL BE THE RESPONSIBKUY OF THE CONTRACTOR TO RELOCATE ALL EXISTING UTILITIES WHICH CONFLICT WITH SIGN EOG EDGE OF GRASS THE PRO POSED IMPROVEMENTS SHOWN ON THE PLANS. T v ALL NECES YINSPECTIONSMOI/ CE lRI TIONREQUIREDBVCODESA RU UN SERVICECO MIESSHALLBE ---_ ----- CONTOUR EQ EOUK PERFORMED PRIM TO ANNOUNCED BUILDING POSSESSION AND THE FINAL CONNECTION OF SERVICES. ESHGW ESTIMATED SEASONAL NIGH GROUND WATER 2 CONSTRUCTION —c—e—e--v—e-- WATER LINE DOMESTIC —+ + EXIST EXISTING NALL OTBE URIEDSNMPS SXPLL BE REMOVED FROM THE SITE AND DISPOSED OF IN M1 gPMROVED MANNER BNMP$$MALL STORM SEWER ROOF GRAIN _w—c—p—®— NOT BE BURIPo ON SITE. FON FOUNDATION A TOPSOIL: --- --_--- STORM SEWER ou EXISTING TOPSOIL ANO SUBSOIL SHALL BE REMOVED FROM ROPDWAY AREAS AND STttTYILED.FlLL IMTERIAL USED IN FES FLARED END BECTON NOT EXCEEDING LNG BE GRAVEL BORROW CCNTNNING NO STONES GRATER THAN C IN DIAMETER FILL SHALL BE PLACED IN UFTS --s--m-- ¢---- OVERHEAD ELECTRIC —rt�rt a— NOT EXCEEDING 6IN DEPTH AND SPUS1 BE MECHANICALLY COMPACTEO TO 96%OF DRY DENSITY AS DETERMINED BY —u---m re UNDERGROUND ELECTRIC —e a FRO FOUND STANDARDPROLTORTEST. FP FIRE PROTECTION SERVICE S' WTlBBAAS (n � --m--- ..--- OVERXEADTELEPHONE —m m m— A CURBING: Z FAG FRAME AND GRATE ONSITE: --..-erv---m----.r-- UNDERGROUNDTELEPHONE —m w w— ALLCURSINGONSRESHALLBEVERTIWGMN CUR NGC)WRHABINCHVERTCALflEVFJLL.UNLESSOTHERWISENOTED. O —w—u'--Ao— UNDERGROUND DUE —w w w F8L GPAME ANO COVER B. BITUMINOUSCONLRETEPAVEMENT. Q GF GARAGE FLOOR ROADWAYS W \1 SANITARY MANHOLE O SURFACE NURSE: 1-1R INCHES CLADS I BITUMINOUS CONCRETE PAVEMENT.TYPE 41 WEARING COURSE HOPE HIGH DENSITY POLYETHYLENE PIPE ' W BINDER COURSE: 2-N2INCHES CLASS I BITUMINOUS CONCRETE PAVEMENT,TYPE 61 SINGER COURSE Z STORM GRAIN MANHOLE O HYD HYDRANT GRAVEL BASE COURSE 12 INCHES SELECT COMPACTED GRNJUI-M FILL > o m O INV INVERT ELEVATION RESIDENTNLORNEWAYS: Q S m m M STORM DRAIN FIMED END SECTKM' SURFACE COURSE. 1-121HCHES CLASS I BITUMINOUS CONCRETE PAVEMENT,TYPE L1 WEARING COURSE ® BINDER COURSE IAB INCHES CUSS I BITUMINOUS CON CRETE PAVEMENT.TYPE N SINGER COURSE O S `g a D O IP IRON PIPE GRAVEL BASE COURSE: 81NCXE3SELECT COMPACTED GRANULAR RILL z ' [ rj STORM DRAIN INLET ❑ U Z C R_J DA 1ANCSGPE AREA C JBC RETE SIDEWALKy (Q UTILITY POLE SURFACE URFACOURSE121NCHECBRUMINOUSCONCRETE PAVEMEN.TY 61 MAXIMUM BINDER COURME1-121NCHESWBIUNOUSCMCEMMYPl-IMNOERCUME n Z m¢ LLJ ; FIRE HYDRANT y MIN MINIMUM GRAVELBASECOURSE: 8 INCHES SELECT COMPACTPo GRANULAR FILL• W Q O WATER VALVE Z NF NOTIN NNTMCT G. LANDSCAPE DISTURBED M' m NDSCAEARE ,E44 NOT BY OR PAVEMENT NOT SPECIFIED OR PIAN Z MS NOT TO SCALE SHALL RECEIVE EDOR OBTAINED OR B INCHES OF TOPSOIL.THESE AREAS ARE TO BE SEEDED AND WATERED UNTIL A HEALTHY STAND OF GRASS IS MULCHED AS OIRKTED BY THE ARCHITECT. Q PROPOSED SEPTC AREA GCS OUTLETCONTROLSTRUCNRE E. TRAFFIC COMRCl3: Z OWN OIL WATER SEPARATOR ALL SITE SIGNAGE ANO PAVEMENT MARKINGS SHALL CONFORM TO THE MMJUAL OF UNIFORM TRAFFIC COMRttDEVICES. 0 STONE BOUND PERF PERFORATED F. ADA CONFORMANCE: w ALL HMO CAPPED ACCESSIBLE RAMPS AND SIDES, VS SHALL BE CONSTRUCTED IN CONFORMANCE WITH THE AMERICANS WITH J PROP W—SED DISAWI-SlES ACT(ADA)AND THE MASSACHUSETTS ARCHITECTURAL ACCESS BOARD(MMB)(WHILXEVER IS MORE RESTRICTIVE) STREET. • PVC POLYVINYLCHLOROEPM 4, UTLJYIES z A EXISTING UTILITIES: `k PyAy PAVED WATER WAY THE LOCATION OLID ELEVATIONS OF EXISTING UTILITIES AS SHOWN ON THESE FILMS ME BASED ON THE SURVEY NOTED ABOVE AND SHALL BE VERIFIED BY THE CONTRACTOR PRIOR TO CONSTRUCTION AND PRIOR TO ORDERING STRUCTURES. STREETLIGHT o—O RCP REINFORCED CONCRETE PIPE B. PRIVATE UTILITIES: PER REMOVE THERGAINLOCATION,WITH DEPTH RECUIR SPECIFICATIONS FOR CONSTRUCTION OF PROPoSEO PRIVATE UTILT'SERVICES$HNI BE IN ACCORDANCE WITH THE REQUIREMENTS PROVIDED BV,AND APPROVED BY.THE RESPECTIVE UTILITY COMPANY(GAS.TELEPHONE REIAOO REMODEL OR ELECTgIC).FINALDESIGNANDLOGTONSATTRE BUBDINGWILLBEPROVIDEDBYT MCHRECT.TNECON TORSIWLL COORDINATETHEIHST TIONOFTHEUTILTYCONNECTIONSWITHTHERESPECTIVEUTILNYCOMPPNIESPRIORTOANYUTRDY E RET RETAIN CONSTRUCTIONCRDEMOLITION. MO REMOVE AND DISPOSE Q EXTERIORUGHTNG NE : 'y OSRLIGHTING SHALL SE LOCATED AS SHOWN ON THE UTILITY AND UGHTING BANS AND CONFORM TO THE PROVIDED "L R8R REMOVE AND RESET DETAILS. E R85 REMOVE AND STACK D. STORM STORMODRAINAGE : 4 STORMOWN PIPING SHALL BEHIGH DENSITY POLYETHYLENE PIPE(HDPE)WTM LE PLAN. DEXTERIOR,SMW1H LINED(n=001) � SUN SEWER MANHOLE WITH LOCKTGMJOINTS UNLfS301XERWISE NOTED ON THE GRADING BORAINAGE PLAN. STR STRUCTURE E. PROPOSED STRUCTURES: RIM ELEVATIONS OF PROPOSED DRAINAGE MANHOLES AND ASSOCIATED STRUCTURES ARE APPROXIMATE,FINAL ELEVATIONS. BW SIDEWALK ARE TO BE SET FLUSH AND CONSISTENT WITH THE GRADING PLAN.ADJUST ALL OTHER RIM ELEVATUDW OF MANHOLES,WATER p+ GATES,GAB GATES AND OTHER UTILITIES TO FINISH GRACE WITHIN UMTS OF WORK 6+ TOS TOP OF SLOPE g TSVBB TMPING SLEEVE.VALVE MID BO% I TYPICAL LOU UNDERGROUND DETENTION SYSTEM LOU UNDERGROUND UTILITY y VCP VITRIFIED CLAY PIPE Z WCR WHEEL LXAIR RAMP i E WTF WATER TANK F. WOU WATER QUALITY UNIT rcouT 1111801 m163A7 n.?3. 0 VAwUy LPH i .wb■/TAIDeC /BOO C�S0002 SHEET 2 OF 14 .1 \ 1 1 F;., 1 y6E6E i p029 ti GG v�wT Rp � L2��o X19 8 is F,WWI .A g P- 1 t'nw r S Pt- i rt$ " \.'\ / rCyc \I_ / I, �e,� r .r v! /' LII CJI •A1rp � £ -1„-:SIH= �...,_. �I r. 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All 30 PROP, 2 'j z- 7 0 DRA�F -5-ENT EgSEMEW s9EEMYP y V F-7 UI 15-1801 CPH CALABRESE STREET csi 001 SHEET 5 OF 14 � z m I :h I h. w ndo ..--- � i gg .. - use s g -�-yi / ''Ln7 i —�-�"`l'b` � N &e"s iN A•' pgBB, to / � 1 I � ' � g Ln N It I jjj 1 \ I 1 t S i - -i t, 1 . a �� ✓:b `�/ � \' / ` � _, ., I � I i ' �.��° A - jam' _y:.y „�h Fs �• ��i ��' � ' 1 �� _° " _Yv�_�� I•�:.A� , �� .' / t _ �� 2�0& @ •, �Y ro � /fir- � , I I nes €€zg\v` s� \ / \ n I t .• � '"^;may � , I _ \ m \R it m ppl Ish.g a 14 BERTUCCIO AVENUE N 449¢4 111 OR-S. P24 L0 CH, ASSE590R'S AMG&LOT 10.5pppH1,; GRADING AND DRAINAGE PLAN ' TTI ENVIRONMENTAL INC. N 9y s NATHAN JACOBSON Engine$kwt,iSum n o ¢ �ggvk 7 3#3 9 7eROwN RO 13 BranaMethuen, n,MA 9Nte 111 eE gP '� xo avceus swAMPW0Tr,MA01W7 T 9T0.T40.9929 MF 978749.9920 ✓ - k� k k Y 0s'e AAl(f// Y� - / ! i \ v gas Pds"e �� rti VAS y. .. / - � l \ ��,Q ' ' r _ 'J I s m s #�35£ 14 BERTUCCIO AVENUE y £6 'S SALEM,MAO24L y�° A> m v/ R�g°� 9 § ASSESSORSMEM,MAP01970 105 kQ y � 6 € ig;gS UTILITY PLAN vfm s C TTI ENVIRONMENTALINC. 9p 4 p F NATHAN JACOBSON EnSchSin9t,SWte AF Fk 9 999 13 BrenM SVeel,Suik 111 'F on TPSCOT ROAD MCYIY¢II,MA01814 E X94 wrt smsnxs $WAMP6COTT,MA 01907 T 978.749.9929 F 978.749.9920 � o o I I � i I I I � $ m.17 ®R Bgg i i I y 61,7 --T€ I � bxss i 63.07 j � `Vass "i3§s 7g g-s1 d e 5" Esq 9y w bgg 738 8753 - ®'�- 02 * 04a we :£€ 7 D — egg~ 258 9a ® ® 4N- Q— Vie£ Y £ �g2 g8g8 i �°0#`$oW Oqq Nga i �B� Rgz g�pJp :€ a€824f O o G �+ ! 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ALL SECTIONS SHALL BE DESIGNED PAVED AREA INiD3CAPEDMEN GRADE 12h3 FLANGE CATCH FOR H-20 LOADING. .j gy BASIN INLET GRATE SEE PPRICPBLE Ok{ SEE NOTE♦ 2, PROVIDEMXNOCKOLRSFORFHFS i TRAM GRATE(GPLV PAVEMENI SECTIONS OCKI FIW 0526$ 68W STEEL OR APPROVED Yp WIIHYMAX-CIFAPPNCE TO OUTSIDE / COMPACTED GPLNUW2FLLl ORDINARY OpRROW wm a OFPIPE MORTAR ALL PTFE EOUPLI FPSTEN TO - CONNECTON3. CONCRETE ANCHORS RSER DEPTTMSEG RFACE CC WOHXLLTI ANCIgRS ypRIES TREATMENT VARIES F .B'. J / 3 JOINISEAIANTSEiWEENFRECAST 313'OPENING$ • ` 11 ! .. IMINJ \ / SECTIONS SHALL BE PREFORMED W� "•�J'Q •\\`• \ / BUTYL RUBBER. YEE NpiCH WEIR TOP \ WARNINGTAPE \ / 4. DRAIN MANICLE FRPMEAND COVER m 59.10 \ / SHALL BE SET IN FULL MORTAR BED. JB 8g RISER SECTIONS) ADJUSTTOGRAOEWRHCLAYORICK I 1Y "• m AS R. MORTAR(20RICKfAURSES (SEE �TRASX GRATE(GALV TVPICALIY,SBRICKCOUR$ES NOre 9I�\n ad STEEL OR APPROVED `c T- EOUKMAXIMUM))FASTENTO VEE NOTCH WEIR Q dye W CONCRETE SNEWALLS INV=5T.80 VEE WEIR WITH HILTI ANCHORS gni J P'o ,pB INV=SJ.fA 9Nr OPEWNGS 6p P 'k _HNiD TAMPED �'Ba HAUNLHING ➢'ORIFICE k-ENOTE2 3'ORIFICE TRASH RACK ENDS ' �m a \� $ IS OUTLET BE h4 VEE NOTCH > 12 INV=56.25 SEE INv=56.zs �• nepgl $ n wn IF NOTE 3 Q BOTTOM OF N'NG=55 CO t2 BOTTOM OF P.N.IS 6'IMIN.)J COMPACTED �T— PIPE IN?56.W (12') COMPACTED FINISH NNCRK� NTROL MONOLITXIC 60 1MIN 1 N BOMWPRAACOTE mp MI GROUNFD ION CO S {� EAST CTI0.Y ' tY - /COMPACTED GRAVEL NOTES: �1 1 l -VLOAM3&SEED mP) %i COMPACTED WEGRAOE ELEVATION AA 1. WHERE UTIUlY TRENCHES ARE CONSTRUCTED THROUGH DETENTION BASIN + N.T.S. BERMS OR OTHER SUCH SPECIAL SECTIONS,PLACE TRENCH BACKFILL MH MATERIALS THEE TO THES�CMLSEC110N REOUIRFMFNTR. 1 R b ` _ h `COMPACTm 2 VSE MEfrllLIC TMCINGM/PRNINGTAPE OVER ALL PIPES. 3' $UBGRPDE 9, FOR HOPE PIPE,DIMENSION IS 2t INCHES, Y BLANKET EMBEDMENT(TYP.) �1 OUTLET CONTROL STRUCTURE(DCS-i7POND t) �1 UTILITY TRENCH �, GRASSED SWALE TTL �wrT°wrE GRASSED W /CUTLET i6o z / CONTROL CTU 1a-0'--+ Z C_ 100 YEM STORM I STRUCTURE TOP OF BERM WIER ELEV.BU.UB LLI a Z Q . HIGH WATER=59.80 V 50 YEAR STORM (OLS-1) J Q m 25YEM STORM RW G0.00 ELEV.010 O Ul 3 HIGH WATERr5938 O fa rm e Q (O gQQ 1t 10 YTAR STORM O 3 < 0 pF HIGH WATERS 91 t� - O F W ' Z 18'HOPE INLET PIPE () w - Z 30 tOi g w < m FROM CLOSE00RpWAGE gyS1EM Y 2YE9R STORM FES-1 TOOMH IO • INV.OUT 59.00 ca INy.OUT E8.00 O'Rtg'GRANIIE CVRB iS HDPE OUTLET PIPE EE NOTCH m SEOIMENTFOREBAYElEV.W.00J ELIN V 5625 BOTTOM OF DETENTION POND ELEV.SSm G �1 CROSS SECTION DETENTION POND t SECT_ 6 FEs STONE X NOTES: NOTES: NO. X Y 2 DM.GK) 13 96, 36• 3, 68, 5 1. ALL SECUONSSHALI t. ALL SECTIONS SHALL BE DESIGNED DESIGNED FORHS2T FOR NEI LOADING. LOADING. 8 _ 24'DW PIPE I- MIN 2. COWLYMER MANHOLE STEPS SHALL OI0. �1Y 2 PROVIDE V KNOCKOUTS J_I 1" -� ACCESS BE INSTALLED AT IY 0C,FOR THE A D A ALTERNATE ECCENTRIC CONE SEC TION FOR AMN WIM42-AS OE OF FUuOEPTXOFiXEs1RUCTURE- ♦ APPROX.UNITS ♦ B _ 2G'SGUARE PIPE MORTARALL PIPET GB'p1A,WIN1 3 PROVIOF V KNOCKOUTS FOR PIPES g L OF ENERGY J t T�MW) OPENING ITVVI CONNECTIONS 1Y- 1yi WITH ' XCIEAUSNOET000TSNE DISSIPATION OF PIPE.MORTAR ALL PIPE - BOWL ALTERNATE TOP SLAB Y' 3. MINT SEALANT BETWEEN CONNECTIONS. 0 PRECMST SECTIONS SHALL $ SAFETY BAR($:ORILLANO iT <B'ON.MIN.) BE PREFORMm OUM. 26'OIA. <. MIM SEAypNI BETWEEN PRECAST fu MORTAR HORQOMALLY NO 6 1y= 1y1- FINISH B RE SPACES 1 FIWSX ALTERNATE TOP STAB RUBBER. GRADE B" �ACCE3S� B' BUTYOUBBRLBE PflEFORMm IB•-i BAR GRADE 0. CATCH BASIN FRAME AND I` 26-i BAR PIAN --J- B I-26 -6 GRATE SHALL BE SEI IN SEE NOTES 5. CATCH BASIN FRAME AND GRATE 3p -2= FULL MORTAR BED.ADJUST SHALL BE SET IN FULL MORTAR BED. 35'-2BAR5 PRECASTOR HDF4 APRp1 EDGE TO SEE NOTED CB'-3BAR5 FLARED END SECTION: BE SET LEVEL TOGRAUEWITHCLAYSRICK AOIUST TO GRA GE WRN CIAV BRICK j NOTE: WRX FLARED AND MONTAG D BRICK CW CENTRIC ANG MORTAR(2 ION COURSES ° SAFETY BASIS SLOPE t'i MAXIMUM END INVERT COURSES TYPMILLLVS LONESmTIgY TYPICALLY.6 BRICK COURSES i TO BE OMITTm I ELEVATION P CONCENTRIC BRICKCOURSESMAXIMUMI. MA%IMUMI. (IY .) SEE ALTERNATIVE //I, WNL BECTON TS! INHERE // E 1 (SEFALTETOP SR TOP SUB STEPS SEE HOTEL k INDICATED ON �L'��P�B TOP SUS) /SEE NOTES SEE NOlE2 A BANS. 1 CONCRETEF STONE FOR T.-cc j GS'DIA.(MIN) SHELF TO BE OUTLET CONCRETE FORMED 1 PIPE ENDS DN. RISER ' { 1 �vin�wem�x��w w.mwv�x tT TOPSOIL �'� HOOP ___ __ VARIES SECTION(g) LY DIA MIN.) ATAgLOPE OFP ____ _ __ / ASREOUIRED / PER FOOT. y I 3 2 -- RISER SECTIONS) '- 1 �`'u'r�w°xi�nom�neO1ww [ AS REQUIRED INVERT � VARDIA IES I /CUTLET }\ ••, msx ENERGY DISSIPATION BOWL MORTAR CONNECT ONO GW. FILTER FASWC - MORTAR CONNECTION BASE SECTION _ VARIES COMPACTEDSIIBGNAGE 5.5i e• (MARAFI NONWOVEN SEENOTE2 I2• —T +" OR ED MONOLITHIC /COMPACLED '~ tY PAUST iSiBOI CRUSHED STONE BASE SECTION / GRAVEL mPJ gg SEE NOTES -(ryp) SECTION AA BEDDING(-STONE SIZE) m1TP) COMPACTED .) Qdo-u'8& 8 gyp$ o ID18WU L / / RUDGRADE ., ff• ° A N.Ts. • 's.an r M. .,. �'•8 9� 5 p® o CEMEM CANCRETE INJEIZI J� _COMPACTED GRAVEL 12' COMPACTEDSUBGRAOE �+ P DRAIN MANHOLE D C�7GOO7 5 FLARED END SECTION FES WITH STONE PROTECTION ` CATCH BASIN(CBI WITH HOOD RY J ( MH) vr♦7LV1 SHEET 10 OF 14 R i HARDwoop sTAKFs S_ j OR DEADMAN(IYP.I � a ~ $c$gym TREE PIT 2On'�m ROOTBPIL Z 2 i LL -1�\\ GDV WIRE BLACK > @ m j REINFO FIRST. .ROSE 1A0°VE FIRST BRANCH) F S P N F AL T SAI ESIRANDSOENIO RI - TYGILSIGN /� TWISTED GVANQEp 6TFFTMIRE �tV HARAOOV (35inFE6 PEftTRGE)iREE) TREE SHALL BE BET II j PLUMB.AFTER SE U`N] iTRUNK FLARE SHALL Byf e c / E SET 0340'JGxJR II I THE ESTPBHSXEO � [MIL GROUND SURFACE YS FINISXEDGPADE iBRIZ LONG 3'MULCX CIRCLE/ A gLMIMCpgC m SIGN POST \\ BgRCENTER LONG �9"PINE BAFKMULLC FINISH GRPDE -TOP SET WITH (1.]5'a1]5'1, CENiEREO N / I / ,II DO NOT PIACF MULCH �vL FINISXGRAOE y \ TREE TRDNK / WITHIN 3'OF IRUKK STOP ...\��✓`../,: SLOP SAUCERRMHIGH T i/77 y 3 1CUBIC YARD LOAM O MONUMENT TO BE SET ON THE BACKFILLTOBE E ERIR STREET OLINE AT NL T ILII ANGLE L°MPACIE°BWKCilUVEL el /ANCHOR SLEEVE Rt-1(STOP) "' / POINTS.ALL DIRECTION OF L / (t]5<2]S) '� II I ^ -~ CURVATURE ' 6'X 6'X4'GNJ EBWNO UNITE ANO CUT AWAY BIIRLN LHANGES.ANO ALL 9lREET TOP TO BE HAW4ER DRESSED b o �� FROM 30F ROOTBALL WIN). IMERSECTIONS. TOAB'%B'SDUPAE AREA. L Tp ) ':I� _ I _T` IF SYNTXETICWRAPISUSED. A 3'X 2'DEEP HOLE SHW-L E - — "I REMOVE COMRETELY PACED IN THE CENTER OF SIGN PoSTMYLHOR 6 LIMIT OF EXCAVATION e �(YBY2.0') $rt ROOTBALL IXJ E%ISTING THE TOP OF E1CX MONUMENT. END cC.PHCTED SUBGRAD HOIE-THEETROOIPMETER WITHSLOPED SIDES Z EARTM INSNU HOLE OIAMETER]/i6'� W (n Z W14-1(DEAD END) moo J N R STONE BOUND 2 SIGN POST DETAIL $ TREE PLANTING FOR 2"CALIPER 17 TALL TREES O ' . F¢- m0 W ¢ ToaT.NB TTB aT.,. `ToaolB U 3 ' ok 5 ro QSEE IAYWiB sEE LAYODiA U p 8 ( 0 , MATERIALS PUN 5' 5 t4' 1<' �I MATERLYS PLAN �} F m 3 • � n co i W iH'/FT MIN. 1N IFi MW t/6/FT MM 8'COMPACTED GRAVEL SC SLUMBROUS CONCRETE IE PAVEMEM GM935lRIP 1112CLASSIBN CDNC.PAVEMENT.TYPEI-I-WFANNGCOURSE y I IG'SINGER COURSE ` 21IY CUS51BIT.CONC.PAVEMEM,T?ELI-BINDER COURSE H I-SURFACECOURSE 6-LOAM 6 SEED OYP.) COMPACTED SUB NSE GRPDEBCRUSMEO STONE FOR$DB64CE M2.61] Y COMPACTED sUBGRAOE �COMPACTED SUBBASE M L0?I TYPE C H COMPACTED SUBGRADE 3 �1 TYPICAL SIDEWALK SECTION 5 TYPICAL ROADWAY CROSS SECTION TOa... ..TO. ��STM l Th N C iT T01S' VERTKILL GRANITE CURBI o IY�IW^ 5 R. Rte. S.. E .9 TREATMENT-\ PPAPoVEMENT BUT CONC. 6. ei VARIES fL. I��2—�—2 r �� ' TACKCOAi MIN.) SLOPE VAPIEs -� CONTR=DCL=ISTRENGTH 9q MATERBINDER OURSEACED SECTION z / AFTER BINpERCOURBE E M �O° ORJ,tOq .g OOq °b TRPNSITION BLCCK GMNITECURBINLETBLCCK TRArv51TION BLOCK 'oTy.� l I6lMs'P1 0 4[ry ° 3 8� �aR __ 1-M-s-1. '-LIPtL' - a8CBT IRONO S .'s � /T�� CATCH BASIN= 5 I > 08$ b R B ( mo.Em X15-1801 GRANRE GUNS TRANSITI°N COMPACTED PIAN VIEW m166417 SUBGRADE NOTE: ggAL NTS 3 IEVERTICGRAw COMPACTED NUECURB LE B, GRANITELURBINIETBLOCKANDTRPNSITION S (SEE DETAIL-THI$$HEETI (MINI�� GRIBASE BLOCK$$HALL BE INSTALLED AT EACH CATCH BASIN. 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'1 a�\ �..a.a•,rccrrA�._ _. - -- � ' �yq I i'.,. II , r 1 I s 14 BERTUCCIO AVENUE 4 k apAd1 lljja SALEM,MA018)0 n EE 3 A,,,MLEM MA 01970 105 EROSION AND SEDIMENTATION wJ 6 a 0 63_@€ @ CONTROL PLAN , a 0 �j5 B4g.3 T euB' TTI ENVIRONMENTAL IN C. 0 $ € 4aal o NATHAN JACOBSON Eglneenn9 D,v. n 13 BMr StreK suit 111 O '°d[ � 4 eq. gtvi5iave Br 9WATsS WMRMA0180I Me0�.NWO1844 999 T 998.149.8929 F 970]49.9920 3_ EROSION CONTROL NOTES(DURING CONSTRUCTION) OPERATION AND MAINTENANCE: 1, TXECONTRACTORMUSTINSTALLEROSIONLONTROLMEASURESASSHOWNONTXEPUNSPNOINTHEOETALLSPRg TO CONSTRUCTION PHASE 9 pi " STARING ANY OTHER MW ON THE SITE EROSION CONTROL MUST W IMTALIED AT EVERY COLE STRUCTURE IE%ISTING Z AND PROPOSED ANO MAINTAINED FOR THE WANTON OF TIE 1p0.1E T. C 8 m E`@ 1 OPE6OTON AND ASSOCIATED THIS PROJECT WILL BE OWNED BY THE PROJECT OEVELOPER.WNO WILL BE RESPONSIBLE FOR INSPECTION, Be `45�' OPERATION AND M4INTENNiCE. w a • • 2 EROSIONND WITHIN AS SHOWN ON PLANS STOW EVEINSPECTEO.REPAIRED AND/OR MAINTAINED BY THE CONTRACTOR M WEEKLY AND WITHIN 12 HOURS OF EACH STORM EVENT. 1. THE CONTRACTOR IS TOINSTALL AIID MAINTAIN DRAINAGE FAGLITESAS SHOWN ON PIAN. 3. SEDIMENT DEPOSITS SHALL BE REMOVED WHEN THEY REACH A DEPTH OF 6 INCHES. 2. PRIOR TO CONSTRUCTION.ALL EROSIINySLLTATION CONTROL DEVICES SHOWN ON ABOVE RAN ARE TO SE INSTAL-EO,TO PREVENT SILT F INTRUSION INTO THE DRAINAGE SYSTEM DURING CONSTRUCTION.THE CONTRACTOR IS TO INSTALL AND MAINTAIN INLET PROTECTION AT • 4. SEDIMENT SHALL BE CONTAINED WITHIN THE CONSTRUCTION STIE,AWAY FROM DRAINAGE STRUCTURES. ALL CATCH BASIN$AND SET A SILT FENCE AND ILLY SALES AT ALL SLOPES WHICH MAY ERODE IN THE DIRECTION OF ANY OPEN ORNNAGE FACILITIES.SUCH PREVENTNEMEASURESARETOBEMAI NMTHROUGHOUTTHECGi6TRULTIWR30CES3. 5 STABILUC SLOPES 5TEEPERTHAN 3:1(HORI20NTALTOVE CAL)WITHSEEOSECURMGEOTEMILEFAMIC,ORRCCK RIPJ AS REQUIRED TO PREVENT EROSION DURING CONSTRUCTION, 3. ALL CONSTRUCTION OF DRAINAGE FACILITIES IS TO BE INSPECTED BY DESIGN ENGINEER M VERIFY COR IANCE TO THE DESIGN PLAN. 6, CLEAN OUT CATCHBASIN$.BRAIN MANHOLES AND STORM DRAIN PIPES AFTER COMRETION OF CONSTRUCTION. 4 THE SEOUENCE OF ORNMIGE CONSTRUCTION SHALL SE AS FOLLOWS'. i. WAMANDSEEOALLDNAIN ISRBEDAREAS. A, CUBAN, EXCAVATE AREAS FOR DRAINAGE SYSTEMS. aCONSTRUCTDETENTONPoMMDOUDETTOF iSTNGSTREETD"M 8. UPON EST), JSWENT OF PERMANENT VEGETATION OVER DISTURBED AREAS,REMOVE AND DISPOSE OF HAYSNES.STARES L._TRENCH AND INSTALL PIPE$CATCH BASINS AND MANHOLES AND SILT FENCE, D, WSTALL INLET PROTECTYM tANWN 9, IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO MAINTAIN AND SUPPLEMENT THE SPECIFIED SEDIMENTATION CONTROLS S EROSION CONTROLS PRE TO BE INSPECTEDAND MAINTAINED DNA ONLY BASIS.UPON DISCOVERYOF SILT BUILDUP WAW CATCH BASIN 115 ASNECESSARY TO PREVENT SEDIMENTATION OF OFFSITE AREAS AND/OR ANY REGULATED RESOURCE AREAS.FNWRE BY SUMP$OR ANY OTHER STRULNRES,THEY ME TO BE CLEANEDpp�pTHE CONTRACTOR TO CONTROL EROSION.POLLUTION AND/OR SILTATION SHALL BE C4WE FOR THE OWNER TO EMPLOYrnitOUTSIDE ASSISTANCE OR TO USE HIS DAN MEMS TO PROVIDE THE NECESSARY CORRECTVE MEASURE.THE COST OF SUCH 6. ALLEXPOSED SOILS SHALL BE IMMEDIATELY STAMUGEO WITH A LAYER OF MULCH HAY OR JUTE BLNIIETSA3 NEEDED FOR SLOPESXO.ISmASSISTANCE PLUS PROJECT ENGINEERING COSTS WILL BE THE CONTRACTOR'S RESPOHSIBILT', STEEPER THAN 3:1. OBA..O he1O.THE CON�RALTOR SHALL CHECK THE CONDITION OF EROSION CONTROLS DAILY TO KEEP MEM IN GOOD OPERATING T UPON INSTALLATION OF CATCH BASINS,INLET PROTECTION SHALL BE INSTALLED ANO MAINTAINED UMLL READY FOR PAVINGCONDITION,EROSION CONTROLS SHALL ALSO BE INSPECTED,FORMED AND MAINTAINED BY THE LIXRRACTOR WITHIN 12tHOURS OF ANY STORMEVENT PRODUCING 12 INCH OF RAINFALL OR MORE,EROSON CONTROLS SHALL BE REPLACED WHEN B PRIOR TO CONSTRUCTION OF IMPERVIOUS AREAS,ALL DRAINAGE STRUCTURES AND PIPES SHALL BE INSTALLED ANO INSPECTED FORDETERIORATED,OR WHEN OHO ERED BY TH E ENGINEER SEDIMENT DEPOSITS SHALL BE REMOVED WHEN THEY REACH A PROPERFUNLTION.DURING CONSTRUCTION OF OTHER SITE FEATURES,ALL WPMAGE FACILITIES SH>LLBE INSPECTED ON A DAILY �` DEPTHOFBINCHES. BASISANOCIFPNEORREPNREOIMMMIATELYUPONDISCOVERYOFSEDIMENTBNL0.UPORO E. 11.IN ADDITION TO THOSE LOCATIONS SHOWN ON THIS PLAN AND ON THE GRADING AND ORUNAGE PIANS,EROSION CONTROLS 9, AFTER PAVING IS INSTALLED.IT SHALL BE SWEPT CLEAR ON A REGULAR RMIC SHALL BE INSTALLED AT THE FOLLOWING LOCATIONS:TOE OF SLOPE OF EMBANKMENT CONSTRUCOON,TOE OF TEMPORARY EARTHWORK STOCKPRES, 10.THE ENTIRE ORNMAGE SYSTEM MUST BE VACUUMED OUT BEFORE THE ISSUANCE OF THE LAST CERTIFICATE OF OCCUPANCY. 12.EROSION AND SEDIMENTATION CONTROL SHALL BE IN COMPLIANCE WITH MASSACHUSETTS STORMWATER POLICY.. POST-DEVELOPMENT PHASE CONSTRUCTION SEQUENCE NOTES: THE OWNERroCCUPMT IS TO BE RESPONSIBLE FOR MAINTENANCE OF ALL DRAINAGE STRUCTURES IN THE PROJECT-WCLODING RODf DRAINS.CHAIN PIPES.AND STORMOEPTOR THE FUTURE OWNER IS EXPECTED TO BE THE PROJECT ASSOCIATION.WHO WILL ULTIBNTELY BE 1. INSTALL EROSION AND SEDIMENT CCNRROLS AS SHOWN ON MAN. RESPONSIBLE FOR COMPLIANCE WITH THE P-M.IN THE EVENT OF CHANGE OF OWNERSHIP,THE O B M PLAN SHALL BE TRANSFERRED TO THENEWOWNER 2 COMMENCE CLEARING,GRUBNRT NG AND EARTHWORK. Z REGULAR MAINTENANCE IS TO INCLUDE THE FOLLOWING, Q (n ]. CUT AND DISPOSE OF AVIV DEBRIS PRODUCED DURING EARDIWORIC F 1. INSPECTION OF THE INSPECTOR FAGLRITEREDES PROFESSIONAL CIVIL ENGINEER AND QU MINSI EDRAINAGEEMONTXS)SU TOOK ESE H. 10 I-II W J 4. INSTALL SITE DRAINAGE MO UTILITIES INSPECTIONS.THE INSPECTOR(),REGISTERED FROFE5510NAL CNIL ENGINEER pUAUF1EO IN DRAINAGE 5YSTEM313XALL LOOK FOR 1 Z) Q Q EVIDENCE OF THE FOLLOWING:STRUCTURAL DAMAGE.SILT ACCUMULATION(NEAR INLET HNVERIS ON CATCH&15WS.INFILTRATORS AND T - r F 5, STABILIZE SIDE SLOPES,SIDE SLOPES MUST BE FULLY STABILMEO BEFORE ANY STOR INATO DISCHARGE, STORMCEPTORSF AND IMPROPER FUNCTION A REPORT ON THE SYSTEM SHALL BE DELIVERED TO THE PROJECT ASSOCIATION WITH A m W ,� Z LLJ Z COPY DELIVERED TO THE TOWN ENGINEER. > E Lu 0 r E. PERFORM EARTHWORK OPERATIONS,ALL CIrt AND FILL SLOPES SWLLL BE SEEDED MO MULCHED WITHIN RHWRSPFTER o p U1 m BEINGCONSTRUCTED.TEPORMYGRADEDMEASSHOUWBESTABILI DWRHMULCHBYOCTOBERIST,WOA TTOSE 2, AFTER INSPECTION,IF MY OF THE ABOVE CONDITIONS EMST,THE INSPECTOR SHALL NOTIFY THE PROJECT ASSOCIATION.WHO SHALL m LEFT EXPOSED WRING WINMTER COHORIOHB. IMMEDIATELY ARRANGE FOR ALL NECESSARY REPARSAND/OR SEGMENT REMOVAL- 1 Om yga Q UJ (] O LLI ). INSTNLATION OF UNDERGROUND UTILITIES AND CATCH BASINS SHALL SE PROTECTED FROM WDIMENTINAC MDNNLEWTI 3. THE PAVFMENTAMA IS TO BESWEFTCLEAN.AS RECLINED ILE,VISUALLY NOTICEABLE DEBRIS BUILD-UP),AMIMMUM OF ONCE PER I'TOYWASHISD U z ~ i 30 ATER EAR. MANAGRAVEL THEGEMENT ENT MEASURESSIV LL RAVEAS.THE CONTROLS SHALL HEALIHY STAND OF VEGETATIN UNTIL THE SIM M ON ESTABLISHED PRIOR TY STABLUGEO ALL ODIRECTINGRRIRINOFF INTO Y BOTTOM OFFOREBAY� U m O Z 6 mm THEN, 4, ALL GRADED SLOPES SHALL BE INSPECTED EVERY SPRING FOR EROSION,UPON DISCOVERY OF ANY FAILURE TIE ERO9X)N),LOAM AND y m Z J F n Z SEED SHALL BE PIR IN PLACE AND NUMBED. END VIEW 3 8. AS THE BUIDING IS COMPLETED.ALL DISTURBED AREAS SHALL BE ROMMENRY STABILIIEO WITHIN R HOURS. F.� W A Z of z • 9, FINAL PAVING OF ORIVEWAY AND RANKING AREAS. 2'� m O 10.IN5PECTALL SEDIMENT AND EROSION CONTROLMEASURES. to O 11.INSTALLSRELANOSCAPINGMDPERMMEWSEEDINGOFALLOIST nMAREAS. W V 12.AFTER ALL SEEDED AREAS HAVE ESTMUSHED STABLE GROWTH.ALL TEMPORARY EROSION CONTROL GW BE REMOVED, W 13.CONTRACTOR SMALL NOTIFY AND COORDINATE WITH ALL AUTHORITIES RESPONSIBLE FOR INSPECTIONS.IT IS THE CONTRACTOR'S RESPONSIBILITY TO OBTAIN ALL REQUIRED INSPECTION SIGN-0FFS. t'TO i WASHED GRAVEL SECTION VIEW F ST B vERAE) �1 TEMPORARY CHECK DAM DETAIL J.a.row4e _ A' CATCH BASIN GRATE SITE T�'IB^NHT BALED ORSIRNV 50'IMW.I VE11�E E 112'I�t OR ESTAKEGUAL (MA, 00.5RNW SILTSACK 10' P�I Ni OR APPROVED EpUK 1'REBAR FOR �(MIN.) E FILTER j IWC REMOVAL S p/1'PER ALE) STAKE FABRIC X.SILT FENCE ,ryf{ ryp.'/ Ej PNEP BALE) .dk�(.IfT$Uf AKYK i 1 g-5: #8 J <i p / 0 A PII VIEW Y A rXrx3 " WOOD$TA(E PLAN VIEW F Gy��TCH RAMN CATGN BASIN GRATE PLAN VIEW iP 4EMEDMFM (MIN.) SILTSACK WORKI 1 SITE _yp'IMIN.)- EXISTING AREA STPMED BrLLE6 FLOW FLOW kO7_1W n - �OW F PAVEMENT FLOW BALE TWINE TO BE i FILTER PARALLELTO ggqS GROUND SURFACE FABRIC FILTER /4'MIN) MOUNTABLEBERM z 4'LOMPACIED CIMIN.) EXPANSION RE6TRN M FABRIC P FORINT UNp PROTECTED Sec4on View SECTION VIEW 1.CRUSHED STONE TOP: ARS` CROSS SECTION GROUND , NOTES: NOTES: -z•%. NOTES: 1. ENCLOSE CT WITH XAYBPLES IMMEDIATELY AFTER 1. INSTALL SILTSACKINALL LATCH BASINS WHERE INDICATED E _ CATCH BASIN CONSTRUCTION,MAMTAN AN UNTIL PAVING BONDER ON THE PLANE BEFORE COMMENCING WORN OR IN PAVED 1. ENTRANCE WIDTH SHALL BEA TWEWYFNE DBFCQTMINIMUM, 3 4.Imo_ 2 COURSE IS COMPLETE OR A PERMWENT STAND OF GRASS HAS AREAS AFTER BINDER COURSE ID PLACED D HAY SALES BUTNOTLESSTHANTHEFULLWIOTXA=114TSWHERE INGRESS qE i mE YSTAPLE BEEN ESTABLISHED. HAVE BEEN flEMOVED. Oa EGRESS OCCVfl3. ^' � A 2, IFGRATEISAGAINSTEXISTINGWRBTHENH4YBALESMETO 2. GRATE TO BE PLACED OVER SLTSACK 2, THE ENTRANCE SHALL BE MAINTAINED N A CONDITION WHICH "e� "Q BE PLACED AROUND TUBES SIDES OF GRATE ONLY. SHALL PREVENT TRACKING OR FLOWING OF SEDIMENT ONTO OHVEn 15-18U1 1 A 3. SILTSACK SHALL BE INSPECTED WEEKLY AND AFTER ALL PUBLIC RIGHTS-OF-WAY,THIS MAY REWIRE PERIODIC TOP STABLE 3, GRATE TO BE PACED OVER FILTER FABRIC STORM EVENTS AND CLEANING OR REPLACEMENT SHALL BE DRESSING WITH ADDITIONAL STONE AS CONDITIONS DEMAND AND M1503-17 NOTE: WOOD STAKE PERFORMED PROMPTLY AS NEEDED.MAINTAIN UNTIL REPAIR OR CLEANOUT OF ANY MEASURES USED TO TRM • JOINT DETAIL 4. SALES SHALL BE INSPECTED FERIOOICALLY MO AFTER ALL UPSTREAM MEAS HAVE SEEN PERMANENTLY STMRCED SEDIMENT ALL SEDIMENT SPILLED,DROPPED,WASHED OR N.T.S. STORM EVENTS.REPAIR OR RFPL9CEMENT SHALL BE TRACKED ONTO PUBLIC RIGMS-0FWAV MUST BE REMOVED 1. PLACEONEHAYBALEFERMIRMCULAR PERFORMED PROMPTLY AS NEEDED. 4 SILTSAGFC SHALL NOT BE INSTALLED WITHIN PARK ST IMMEDIATELY,BEING SHILLL BE PERMITTED,PERIODIC INSPECTION HHN'.S�n. JRA ALONG HAY BALE sMNER(1wO CT DURING THE WINTER MONTHS. AND MAINTENANCE SHALL BE PROVIDED AS NEEDED. III BCO c SILT FENCE/HAY BALE BARRIER CATCH BASIN SEDIMENT TRAP SILTSACK SEDIMENT TRAP STABILIZED CONSTRUCTION ENTRANCE 2 oTroB�AIE 3 �oTro6UlE 4 TlRA,B 5 OTTD 3GNE CS8501 SHEET 14 OF 14 STORMWA TER MANAGEMENT REPORT DEFINITIVE SUBDIVISION at 14 BERTUCCIO AVENUE (ASSESSOR'S MAP 24 LOT 105) in SALEM, MASSACHUSETTS 01970 Original Submission: March 17, 2016 Revised July 1, 2016 Revised August 28, 2016 Prepared for. Nathan Jacobson 7 Brown Road Swampscott, MA 01907 Prepared by, TTI Environmental, Inc. Engineering Division 13 Branch Street ' Suite 111 Methuen, MA 01844 fi•" BENJAMIN C. ' 09000O,JR N;+ i' qI 41L _ It 4t NO.45A81 Benja in C. Osgoo Senior Engineer Project Number. 151801 CCI ,AUNITY Dc4uLF,,,L;4T II. TABLE OF CONTENTS: I Cover 11 Table of Contents III Introduction IV Existing Conditions V Proposed Conditions VI Stormwater Design VII Site Parameters • Wetland Resource Areas • Flood Zone Classification • Estimated Habitat for Rare Wildlife and Rare Species • Soil Classification • Subsurface Investigation ' VIII Drainage Analysis • Methodology • Existing Watershed ' • Proposed Watershed IX Summary of Peak Discharge Rates X Stormwater Management Standards • Stormwater Management Practices • Conformance with Standards • DEP Stormwater Checklist and Certification • TSS Removal Calculation Worksheets XI Pollution Prevention Plans • Construction Period Erosion and Sedimentation Control Plan • Long-Term Pollution Prevention t • Stormwater Management System Post-Development Inspection & Maintenance Log Appendices ' HydroCAD Calculations Maps USGS Locus Map SCS Soils Map FEMA (FIRM) CS 9201 Pre-Development Drainage Map CS 9301 Post-Development Drainage Map t III. INTRODUCTION In accordance with the City of Salem Subdivision Regulations, TTI Environmental, Inc. (TTI) has prepared a comprehensive Stormwater Management Plan for submittal to the City on behalf of Mr. Nathan Jacobson in support of an Application for a Definitive Plan for a proposed subdivision to be located at 14 Bertuccio Avenue. IV. EXISTING CONDITIONS ' The project site consists of an irregular 3.5± acre parcel of land located at 14 Bertuccio Avenue (Assessors Map 24 Lot 105) in Salem, Massachusetts (see TTI Dwg. CS9201). The site presently contains a multi-family dwelling and detached garage with paved driveway. According ' to the City of Salem Zoning Map, the parcel and all abutting properties are located within the Residential One Family (R1) District where single family residences are allowed uses. The parcel is bordered by residential properties located along Bertuccio Avenue and Francis Street along its northern, southern, and eastern boundaries. The site borders City of Salem property t (Collins Middle School/Bertram Field) along its western boundary. With the exception of the existing dwelling which fronts along Bertuccio Avenue, the majority of ' the site consists of undeveloped highland meadow and woodlands consisting of a mix of deciduous trees with dense grass cover overlaying massive outcroppings of bedrock and ledge. Generally the topography is hilly and undulating with moderate to steep slopes. The site ' contains a heavy presence of rock (ledge) outcroppings which are visible throughout the site. The site is situated at an elevation approximately 30' higher than the properties along Francis Street and surrounding properties along Bertuccio Avenue and a vertical rock face cliff exists along the northern boundary of the site where it overlooks the existing residential properties on ' Francis Street. The site also maintains frontage at a second location along Bertuccio Avenue adjacent to Bertram Field. ' V. PROPOSED CONDITIONS t The Applicant proposes to subdivide the existing residentially zoned parcel into seven (6) separate residential parcels. Each parcel will include a four-bedroom dwelling, garage, and a paved driveway. A cul-de-sac roadway will be constructed to provide access/egress into the ' subdivision from Bertuccio Avenue along the site's southern boundary adjacent to Bertram Field. ' The subdivision will include construction of approximately 480± linear feet of paved roadway measuring 24' wide. A 5' wide sidewalk will be constructed along both sides of the new roadway and a 4" wide grass strip will separate the sidewalk from the roadway. The roadway will be lined with vertical granite curbing. ' Stor m water Management Report Page 3 813112016 t A closed drainage system will be constructed to collect and convey stormwater runoff to a detention basin located onsite. The closed drainage system will consist of deep sump catch basins, manholes, and piping. The detention basin will be located along the site's southern boundary at the rear of the proposed properties. An outlet pipe will discharge runoff from the detention basin into the existing storm drain system located along Bertuccio Avenue. The subdivision will be serviced by municipal water and private utilities such as underground electric, gas, cable N, and telephone. The subdivision's sewer collection system will be connected to and piped into the existing municipal sewer system along Bertuccio Avenue. VI. STORMWATER DESIGN The proposed stormwater system will maintain the same drainage patterns as under the pre- ' development conditions. Increase to peak rates of flow and stormwater volumes will be mitigated onsite to minimize or eliminate impacts to downstream areas. Generally, the majority of stormwater runoff within the site flows southerly towards Francis and Bertuccio while a lesser ' amount flows northerly towards Bertram Field. Closed Drainage Systems ' The proposed closed drainage system consists of deep sump catch basins, drain manholes, and HDPE piping. The system conforms to the City of Salem subdivision regulations. Stormwater Detention System ' One (1) detention basin is proposed to mitigate peak runoff rates and volumes, promote groundwater recharge, and to provide for water quality. The detention/infiltration basins will be , located in the southern sections of the site at the rear of the proposed lots 1, 2, and 3 which abuts several existing properties along Bertuccio Avenue. The basin is designed to contain and mitigate the 2-year, 10-year, 25-year, and 100-year storm events. ' The basin has been sized to provide both water quality treatment and recharge to satisfy the requirements of both Mass DEP Stormwater Management Standards 3 and 4. Rooftop Runoff Infiltration Each home will have gutters and downspouts which will be directed into individual roof runoff ' infiltration structures which consists of a single infiltrator chamber within a bed of crushed stone. The infiltration units are sized to infiltrate the first .35" of runoff from the rooftop impervious areas. , Additional Treatment of Driveway Runoff Two of the driveways which do not flow towards the large detention pond will have their runoff t directed to a small sediment forebay which will drain to a crushed stone infiltration trench. The purpose of these structures is to provide additional treatment to obtain an overall TSS removal rate of 80% ' Stormwater Management Report Page 4 8/31/2016 ' 1 ' VII. SITE PARAMETERS Wetland Resource Areas ' The site does not contain any wetlands and will not require the filing of a Notice of Intent (NOI) with the City of Salem Conservation Commission as part of the permitting process. Flood Zone Classification According to the Federal Emergency Management Agency (FEMA) Flood Insurance Rate Map (FIRM) for Essex County, Massachusetts, Community Panel 25009C0149G, effective date July ' 16, 2014, the site and nearby properties are located within Zone X, which is defined as areas outside of the 500-year floodplains (see attached). Estimated Habitat for Rare Wildlife and Rare Species According to current Massachusetts GIS Online Mapping Tool (Oliver), the site is not designated as an area for estimated habitat for rare wildlife or rare species and will not require a submittal to the Natural Heritage and Endangered Species Program (NHESP) as part of the ' permitting process. Soil Classification According to the Soil Survey of Essex County, Massachusetts, prepared by the US Department i , of Agriculture, Soil Conservation Service, underlying soils located within the site consist primarily of Chatfield-Hollis-rock outcrop complex (see Soils Map). These types of soils are classified within SCS Hydrologic Soil Group B and D. Table 1 ' Hydrologic Soil Group Ratings Map ' Unit Map Unit Name Rating Symbol 102C Chatfield-Hollis-Rock outcrop complex, 3 to 15 percent B/D ' slopes 102E Chatfield-Hollis-Rock outcrop complex, 15 to 35 percent B/D slopes ' 602 Urban Land ' The on-site soils consist of series, described by NRCS, as follows: Chatfield-Hollis-rock outcrop complex series (SCS Classification "B/D") consist of ' sloped terrain (3 to 15 percent), well drained soils on hills, ground moraines, and drumlins. Chatfield-Hollis soils consist of approximately 40% Chatfield type soils, 25% Hollis type soils, and 20% rock, and 15%other minor components. ' Chatfield soils are formed in friable, moderately deep-coarse, loamy basal till derived from granite and gneiss over granite and gneiss. Chatfield soils have friable fine sandy loam ' Stonnwater Management Report Page 5 8/31/2016 and gravelly very fine sandy loam over un-weathered bedrock. Chatfield soils are ' classified as HSG B Hollis soils are formed in friable, shallow, loamy basal till derived from granite and gneiss over granite and gneiss. Hollis soils consist of muck, fine sandy loam, gravely fine sandy ' loam over un-weathered bedrock. Hollis soils are classified as HSG D Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of ' four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long-duration storms. Per the soil survey, the general characteristics of the four (4) hydrologic soil groups are as ' follows: Group A— Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B — Soils having a moderate infiltration rate when thoroughly wet. These consist ' chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. ' Group C—Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture.These soils have a slow rate of water transmission. ' Group D—Soils having a very slow infiltration rate (high runoff potential)when thoroughly wet. These consist chiefly of clays that have a high shrink-swell potential, soils that have a high water table, soils that have a clay pan or clay layer at or near the surface, and soils ' that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. Subsurface Investigation ' Test pit investigations were conducted within the site to determine the presence of the Seasonal High Groundwater (SHGW) elevation and depth to bedrock. The soils were found to be consistent with a B soil type as indicated in the USGS soil survey report. Sufficient soils were , found beneath the proposed detention basin to allow for infiltration at a rate of 1" per hour. Stonnwater Management Report Page 6 813112016 ' ' VIII. DRAINAGE ANALYSIS Methodology ' The comparative hydrologic analysis of pre-development conditions to post-development conditions was performed using the Soil Conservation Service, Technical Release 20 (TR-20). The 2-, 10-, 25-, and 100-year storm events were modeled for a 24-hour, Type III storm using ' HydroCAD version 10.00 (2014). HydroCAD calculations for pre- and post-development conditions are include in the Appendices. ' The following rainfall amounts were utilized for each design storm event. 2-year Frequency Storm: 3.2 inches per 24-hours 10-year Frequency Storm: 4.8 inches per 24-hours ' 25-year Frequency Storm: 6.0 inches per 24-hours 100-year Frequency Storm: 7.2 inches per 24-hours ' Existing Watershed The existing site does not contain any drainage systems. Stormwater runoff infiltrates onsite and flows offsite in all directions. The existing catchment areas and drainage runoff flow ' patterns associated with the site are illustrated on the attached Pre-Development Watershed Plan (Dwg. CS9201). The drainage patterns will be maintained under post-development conditions. ' For the purposes of the hydrologic analyses, the existing site has been delineated into four (4) existing catchment areas which flow to four (4) different design points. All of the catchment areas flow offsite and are described as follows. As shown, surface drainage flows to the ' following site boundaries: • Design Point#1 (DP1) —Northwestern property line • Design Point#2 (DP2)— Northern property line ' • Design Point#3 (DP3)—Western property line • Design Point#4 (DP4) —Southeastern property line ' Catchment EX1 Catchment EX1 includes areas of the site which direct stormwater runoff primarily toward the northwestern property line (DP #1) and abutting developed areas including Bertram ' Field. The area does not include any impervious surfaces but does contain a considerable amount of underlying bedrock and consists of terrain as described above. The topography within the catchment includes steeply sloped (approx. 4%-15%) areas and some flatter terrain in the upland regions. Catchment EX2 Catchment EX2 includes areas of the site which direct stormwater runoff primarily toward ' the northern property line (DP #2) and abutting developed areas including the Collins Middle School's property. The area does not include any impervious surfaces but does contain a considerable amount of underlying bedrock and consists of terrain as described t above. The topography within the catchment includes steeply sloped (approx. 4-20%) areas and some flatter terrain in the upland regions. ' Slormwater Management Report Page 7 6/31/2016 1 i t Catchment EX3 ' Catchment EX3 includes areas of the site which direct stormwater runoff primarily toward the western property line (DP #3), Bertuccio Avenue, and abutting developed areas along Bertuccio Avenue. Runoff within this catchment flows westerly across some of the existing ' properties on Bertuccio Road until reaching the roadway gutter line where it is collected within a closed drainage system. The area does not include any impervious surfaces but does contain a considerable amount of underlying bedrock and consists of terrain as ' described above. Catchment EX4 Catchment EX4 includes areas of the site which direct stormwater runoff primarily toward ' the southeastern property line (DP #4), Bertuccio Avenue, and abutting developed areas along Bertuccio Avenue. Runoff within this catchment flows westerly across some of the existing properties on Bertuccio Road until reaching the roadway gutter line where it is ' collected within a closed drainage system. The area does not include any impervious surfaces but does contain a considerable amount of underlying bedrock and consists of terrain as described above. Proposed Watershed , The proposed subdivision will include a closed drainage system which will collect and convey stormwater runoff into a detention basin. For the purposes of the analyses, the proposed site ' has been divided into eleven (11) sub-catchment areas. The proposed catchment areas are shown on the Post-Development Watershed Plan (Dwg. CS9301) Catchment P1 ' Catchment P1 includes some pavement area and overland flow from lawn and rooftop areas of the interior properties. Runoff from this catchment flows toward the gutter line of ' the subdivision roadway where it is collected within the proposed closed drainage system. Catchment P2 Catchment P2 includes some pavement area and overland flow from lawn and rooftop ' areas of the interior properties. Runoff from this catchment flows toward the gutter line of the subdivision roadway where it is collected within the proposed closed drainage system. Catchment P3 ' Catchment P3 includes some pavement area and overland flow from lawn and rooftop areas of the interior properties. Runoff from this catchment flows toward the gutter line of ' the subdivision roadway where it is collected within the proposed closed drainage system. Catchment P4 Catchment P4 includes some pavement area and overland flow from lawn and rooftop ' areas of the interior properties. Runoff from this catchment flows toward the gutter line of the subdivision roadway where it is collected within the proposed closed drainage system. Catchment P5 ' Catchment P5 includes some pavement area and overland flow from lawn areas of the interior properties. Runoff from this catchment flows toward the gutter line of the ' subdivision roadway where it is collected within the proposed closed drainage system. Stomrwater Management Report Page 6 8/31/2016 t 1 1 Catchment P6 Catchment P6 includes mostly pavement and some lawn areas. Runoff from this ' catchment flows toward the gutter line of the subdivision roadway where it is collected within the proposed closed drainage system. ' Catchment P7 Catchment P7 includes mostly undeveloped woodland, and grassed lawn areas at the rear of the proposed properties which abut the existing properties along Bertuccio Avenue. Runoff from this catchment flows towards the gutter line of Bertuccio Avenue where it is ' collected and routed into the existing municipal closed drainage system on Francis Street through the catch basins to be installed at the intersection of Bertuccio and Francis. ' Catchment P8 Catchment P8 includes mostly lawn areas of the interior properties. Runoff from this catchment flows towards the gutter line of Francis Street where it is collected and routed ' into the existing municipal closed drainage system on Francis Street through a newly installed catch basin at the intersection of Francis and Bertuccio. Catchment P9 ' Catchment P9 includes mostly lawn and undeveloped areas which flow directly offsite northerly. ' Catchment P10 Catchment P10 includes mostly lawn and some rooftop areas which flow directly offsite northerly. ' Catchment P11 Catchment 1311 includes driveway, lawn areas, rooftop and the area within the proposed detention basin. ' Stonnwater Management Report Page 9 8/3112016 IX. SUMMARY OF PEAK DISCHARGE RATES , The estimation of flow rates and volumes were calculated utilizing HydroCad stormwater modeling software. The methodology is SCS TR-20, Type III, 24-hour rainfalls (2, 10, 25, & ' 100-year frequency storm events). Supporting calculations are included in the Appendix. It should be noted that the existing site contains areas of bedrock outcrop and the USGS Soil ' Survey indicates the soil drainage class is B/D. For the purposes of this report, any exposed outcrop area was assigned a runoff curve rating for a D soil while the other areas were assigned a B runoff curve rating for B soil. In the post development calculations the B soil rating ' was used for any disturbed area as it was assumed that all disturbed areas would be loamed and seeded with enough cover over the bedrock to allow for infiltration as if it were a naturally occurring B class soil. Point of Analysis Storm Pre-Development Rate Post-Development Rate CFS CFS DP#1 2-year 0.09 0.09 ' (Northwestern property 10-year 0.36 0.31 line) 25-year 0.62 0.52 100-year 0.90 0.76 ' Point of Analysis Storm Pre-Development Rate Post-Development Rate ' CFS CFS 2-year 0.15 0.15 DP#2 10- ear 0.54 0.53 (Northern property line) 25-year 0.92 0.67 ' 100-year 1.34 1.25 Point of Analysis Storm Pre-Development Rate Post-Development Rate ' CFS CFS 2-year 0.34 0.35" ' DP#3 10-year 1.14 0.76 (Western property line) 25 ear 1.95 1.10 100-year 2.64 1.45 ' Point of Analysis Storm Pre-Development Rate Post- Development Rate CFS CFS , DP#4 2-year 0.75 0.74 (Southeastern property 10-year 2.32 2.09 line) 25-year 3.77 3.59 ' 100-year 5.35 5.29 Although the peak rate of flow increases slightly the total volume of runoff is decreased which ' will result in less of an impact downstream. Stonmwater Management Report Page 10 8/3112016 ' 1 ' Runoff flowing to design points 3 and 4 eventually combines within the existing closed drainage system along Jefferson Avenue south of the site. For analytical purposes, it is assumed that the resulting hydrographs for both design points are nearly equal and can be combined. The ' resulting analyses indicates that there is a 18% decrease in the rate of runoff entering the existing drainage system. In addition, two new catch basins are proposed at the intersection of Bertuccio Ave and Francis Road which will improve the general street drainage at the ' intersection. The existing 12" pipe into which the outflow from the pond is connected has a maximum capacity of 4.96 CFS. The next section downstream has a capacity of 5.27 CFS and the section ' below that which runs to Jefferson Avenue has a capacity of 8.27 CFS. In the 25 year storm the peak flow generated by this subdivision which would tie directly to the drain system would be less than 2.04 CFS, which is less than 50% of the pipes capacity. As the flow moves ' downstream where the pipes are steeper the percentage of capacity which is taken by the flow from the subdivision is reduced to 44% on the first section and 56% on the second section which flows to Jefferson. The second section percentage is based upon everything flowing from ' DP#3 and DP#4 which includes the discharge from the detention pond and the flow that would be captured by the new catch basins to be installed at the intersection of Bertuccio and Francis. t 1 1 ' Stonnwater Management Report Page 11 813112016 1 X. STORMWATER MANAGEMENT STANDARDS ' The project has been designed to meet the Mass DEP Stormwater Management Standards outlined in the Wetlands Protection Act Regulations, 310 CMR 10.05(6)(k) to the maximum ' extent possible. The project's conformance with these standards is described below. STORMWATER MANAGEMENT PRACTICES ' The majority of the stormwater runoff from the developed site is routed through a closed drainage system into a detention pond at the south side of the property. The detention pond ' has been designed as dry infiltrating detention basins with the lowest outlet in the outlet structures elevated above the bottom of the pond. The pond acts to both retain and infiltrate runoff and to treat runoff. Stormwater treatment is provided by deep sump catch basins, a sediment forebay, and the infiltration of runoff. The volume of runoff captured in the ponds ' is sufficient to meet both the standards for infiltration and for treatment. (See calculations below) CONFORMANCE WITH STANDARDS ' Standard 1: No New Untreated Discharges—Met ' There will be no new untreated outfalls proposed as part of this project; the stormwater management system is designed to provide a minimal level of water quality treatment for all discharges. ' Standard 2: Peak Rate Attenuation—Met There will be an increase to the impervious area in some of the watersheds while others will ' have no significant changes as a result of this project. The drainage collection and conveyance system will incorporate minimal water quality treatment measures. Pre- and post-development watershed analyses of the drainage systems were performed for the 2, 10, 25, and 100-year storms. The results of the analysis indicate that post-development t peak discharge rates will not increase from the pre-development discharge rates. Standard 3: Recharge Volume—Met ' At a minimum, Standard 3 requires that the post-development site provides at least as much recharge volume as the existing conditions. There will be an increase to the impervious areas of 38,227 square feet as a result of the project, so there is a groundwater ' recharge requirement associated with this project. The project increases the impervious roof area by approximately 12,000 square feet which is equal to 2000 square feet per dwelling. The area required for infiltration of roof runoff is calculated as follows: ReV(roof areas total site) = 2000 sf x (0.35"/12) = 58 cf ' The volume of infiltration available in each roof infiltrator system is 79 cf> 58 CF See Hydrocad Calculations for roof infiltrator capacity. ' The project increases impervious paved area by 26,951 square feet (0.62 acres); therefore, the required recharge volume is 786 cubic feet. However, some of the site's impervious ' area, 5,720 sf, drains offsite and not into a recharge facility, which requires that the infiltration from the impervious areas which drain to the pond be increased. The adjusted Stormwater Management Report Page 12 8/31/2016 t 1 1 ' minimum recharge volume is 999 cubic feet. Recharge will be provide in the infiltration basin. The required recharge calculations can be found below. ' ReV(paved areas total site) = 26,951 sf x (0.35712) = 786 cf Paved area draining to recharge facilities = 29,951 sf—5720 sf= 21,231 sf Ratio of total impervious paved area to paved area draining to recharge facilities = ' 26,951/21,231 = 1.27 Adjusted Minimum ReV(paved areas) = 1.27 x 786 cf= 999 cf ' Recharge provided in detention basin; Total Recharge Volume is identified as the volume of the pond below the lowest outlet of ' the outlet structure, which is elevation 44.60. The volume provided is = 1052 cf' 1052 cf> 999 cf t 'See the Hydrocad printouts for Pond 1 P—Basin to verify cumulative storage volume below elevation 44.5 72-Hour Drawdown Calculations ' The drawdown time for the detention basin is determined with the following equation. ' Time (drawdown) = ReV (K) x Area ' Where, ReV = recharge Volume Provided K= Saturated Hydraulic Conductivity (Rawls Rate for HSG B soils) Area = Average Surface area of basin bottom ' Detention Basin Time (drawdown) = 1052 cf = 16.76 hours (1"/hr)/12 x 753 sf 1 Sediment Forebay Sizing ' The sediment forebay has been sized for a volume equal to 0.10 inches multiplied by the impervious pavement area contributing to the detention basin. I ' Required Size of Detention Basin Forebay = (0.10"/12) x 29,951 = 250 cf Provided Volume (El. 46.00 to EI. 47.50) = 272 cf> 250 cf ' Standard 4: Water Quality—Met ' According to Standard 4, the project is subject to an 80% TSS Removal Rate requirement and the one half-inch rule for the water quality volume calculations. The project increases ' Stormwater Management Report Page 13 6/3112016 1 the impervious paved area by 26,951 square feet (0.62 acres). Water quality will be ' provided in three separate treatment trains as detailed below. Water quality will be provided utilizing infiltration of runoff within the detention basin ' between the bottom of the basin (El. 43.00) and the lowest outlet invert (EI. 46.6) of the outlet control structure. The detention basin will provide treatment for the paved area flowing to the basin which totals 21,231 sf. A volume of approximately 1050 cubic feet is ' available. The total required water quality volume within the detention basin is shown below. Impervious pavement area draining to detention basin = 21,231 sf Required WQV = 21,231 sf x (0.50712) = 884 cf t Provided Volume = 1,052 cf> 884 cf The detention basin water quality treatment train includes deep sump catch basins, which ' provide a 25% TSS removal rate, and the detention/infiltration basin is equipped with upstream sediment forebay, which provides an 80% TSS removal rate. ' Due to grading constraints, runoff within a short section of new roadway and sidewalk will flow directly into the municipal system through the two new catch deep sump catch basins being installed at the corner of Bertuccio and Francis Road. The 2000 sf of paved area in ' the section of roadway will receive 25% TSS removal in the new deep sump catch basins. The driveways on Lots 1 and 6 will be graded so that the runoff flows into small sediment ' forebays and infiltration trenches. The infiltration trenches will provide 80% TSS removal for those areas which total 3,720 sf. The Weighted Average TSS Removal is calculated as follows. ' Area 1 (paved area to detention basin) = 21,231 sf Area 2 (paved area flowing offsite) = 2,000 sf ' Area 3 (paved driveways flowing to infiltrator trenches) = 3,720 sf Weighted Average TSS % (21.231 sf)(85%) + (2.000 sf)(25%) +(3,720sq(80%) = 80 % ' 26,951 sf Standard 5: LUHPPL's— Not applicable ' Standard 6: Critical Areas— Not applicable Standard 7: Redevelopment Projects—Not applicable ' Standard 8: Erosion and Sediment Control —Met Soil and erosion control shall be provided during construction by means of hay bales, ' siltation fence, and/or compost filter tubes. The Stormwater Pollution Prevention Plan (SWPPP) will be the responsibility of the selected Contractor. The Contractor will submit ' the SWPPP prior to any land disturbance. Stormwater Management Report Page 14 8/31/2016 ' r Standard 9: Operation and Maintenance Plan—Met ' The operation and maintenance plan for the post-construction BMP's on this project will be the responsibility of the Salem Public Works Department. The Operation and Maintenance Plan for the proposed drainage systems will be adopted into the current operation and ' maintenance plan, and can be found in the Appendix. Standard 10: Illicit Discharges—Met ' There are no known or suspected illicit discharges to the proposed stormwater conveyance system. ' In summary, this project meets Standards 1, 2, 3, 4, 8, 9, and 10. Standards 5, 6, and 7 are not applicable to the project. 1 1 1 1 1 ' Stormwater Management Report Page 15 8/3112016 1 1 1 1 1 r 1 1 1 STORMWATER CHECKLIST: 1 1 1 1 1 1 1 1 1 Stormwater Management Report 8131/2016 1 1 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Program Checklist for Stormwater Report A. Introduction Important:When A Stormwater Report must be submitted with the Notice of Intent permit application to document filling out fortes compliance with the Stormwater Management Standards. The following checklist is NOT a substitute for on the computer, the Stormwater Report which should provide more substantive and detailed information but is offered use only the tab P ( P ) key to move your here as a tool to help the applicant organize their Stormwater Management documentation for their cursor-do not Report and for the reviewer to assess this information in a consistent format.As noted in the Checklist, use the return the Stormwater Report must contain the engineering computations and supporting information set forth in key. Volume 3 of the Massachusetts Stormwater Handbook. The Stormwater Report must be prepared and certified by a Registered Professional Engineer(RPE)licensed in the Commonwealth. The Stormwater Report must include: • The Stormwater Checklist completed and stamped by a Registered Professional Engineer(see page 2)that certifies that the Stormwater Report contains all required submittals.' This Checklist is to be used as the cover for the completed Stormwater Report. • Applicant/Project Name • Project Address Name of Firm and Registered Professional Engineer that prepared the Report Long-Term Pollution Prevention Plan required by Standards 4-6 Construction Period Pollution Prevention and Erosion and Sedimentation Control Plan required by Standard 82 • Operation and Maintenance Plan required by Standard 9 In addition to all plans and supporting information, the Stormwater Report must include a brief narrative describing stormwater management practices, including environmentally sensitive site design and LID techniques, along with a diagram depicting runoff through the proposed BMP treatment train. Plans are required to show existing and proposed conditions, identify all wetland resource areas, NRCS soil types, critical areas, Land Uses with Higher Potential Pollutant Loads(LUHPPL), and any areas on the site where infiltration rate is greater than 2.4 inches per hour. The Plans shall identify the drainage areas for both existing and proposed conditions at a scale that enables verification of supporting calculations. ' As noted in the Checklist, the Stormwater Management Report shall document compliance with each of the Stormwater Management Standards as provided in the Massachusetts Stormwater Handbook. The soils evaluation and calculations shall be done using the methodologies set forth in Volume 3 of the Massachusetts Stormwater Handbook. ' To ensure that the Stormwater Report is complete, applicants are required to fill in the Stormwater Report Checklist by checking the box to indicate that the specified information has been included in the Stormwater Report. If any of the information specified in the checklist has not been submitted,the applicant must provide an explanation. The completed Stormwater Report Checklist and Certification must be submitted with the Stormwater Report. I The Stormwater Report may also include the Illicit Discharge Compliance Statement required by Standard 10. If not included in the Stormwater Report,the Illicit Discharge Compliance Statement must be submitted prior to the discharge of stormwater runoff to the post-construction best management practices. 'For some complex projects,it may not be possible to include the Construction Period Erosion and Sedimentation Control Plan in the Stormwater Report. In that event,the issuing authority has the discretion to issue an Order of Conditions that approves the project and includes a condition requiring the proponent to submit the Construction Period Erosion and Sedimentation Control Plan before commencing any land disturbance activity on the site. Stormwater—Checklist•04101/08 Stormwater Report Checklist•Page 1 of 8 1 Massachusetts Department of Environmental Protection Bureau of Resource Protection -Wetlands Program Checklist for Stormwater Report � B. Stormwater Checklist and Certification The following checklist is intended to serve as a guide for applicants as to the elements that ordinarily need to be addressed in a complete Stormwater Report.The checklist is also intended to provide conservation commissions and other reviewing authorities with a summary of the components necessary for a comprehensive Stormwater Report that addresses the ten Stormwater Standards. Note:Because stormwater requirements vary from project to project, it is possible that a complete Stormwater Report may not include information on some of the subjects specified in the Checklist. If it is determined that a specific Rem does not apply to the project under review, please note that the item is not applicable(N.A.)and provide the reasons for that determination. A complete checklist must include the Certification set forth below signed by the Registered Professional Engineer who prepared the Stormwater Report. Registered Professional Engineer's Certification I have reviewed the Stormwater Report, including the soil evaluation,computations, Long-term Pollution Prevention Plan,the Construction Period Erosion and Sedimentation Control Plan(if included),the Long- term Post-Construction Operation and Maintenance Plan,the Illicit Discharge Compliance Statement(if included)and the plans showing the stormwater management system,and have determined that they have been prepared in accordance with the requirements of the Stormwater Management Standards as further elaborated by the Massachusetts Stormwater Handbook. I have also determined that the information presented in the Stormwater Checklist is accurate and that the information presented in the Stormwater Report accurately reflects conditions at the site as of the date of this permit application. Registered Professional Engineer Block and Signature BENJAMIN C. Trap` yy.•,• u m •� OSGQOO,JR. . - , 0 CIVIL N0.45991 ' u .4 ? 1FQ i o `y\�• fGlsTf� .�� V ft i6 p SignatuF6 and Date Checklist Project Type: Is the application for new development, redevelopment,or a mix of new and redevelopment? ® New development ❑ Redevelopment ❑ Mix of New Development and Redevelopment Stormwater Chsckllst•04/01108 Stormwater Report Checklist•Page 2 of 8 Massachusetts Department of Environmental Protection ' Bureau of Resource Protection - Wetlands Program Checklist for Stormwater Report Checklist (continued) ' LID Measures: Stormwater Standards require LID measures to be considered. Document what environmentally sensitive design and LID Techniques were considered during the planning and design of the project: i ® No disturbance to any Wetland Resource Areas ❑ Site Design Practices (e.g. clustered development, reduced frontage setbacks) ❑ Reduced Impervious Area(Redevelopment Only) ❑ Minimizing disturbance to existing trees and shrubs ❑ LID Site Design Credit Requested: ' ❑ Credit 1 ❑ Credit 2 t ❑ Credit 3 ❑ Use of"country drainage"versus curb and gutter conveyance and pipe ❑ Bioretention Cells(includes Rain Gardens) ' ❑ Constructed Stormwater Wetlands(includes Gravel Wetlands designs) ❑ Treebox Filter ❑ Water Quality Swale ❑ Grass Channel ' ❑ Green Roof ❑ Other(describe): ' Standard 1: No New Untreated Discharges ® No new untreated discharges ® Outlets have been designed so there is no erosion or scour to wetlands and waters of the Commonwealth ® Supporting calculations specified in Volume 3 of the Massachusetts Stormwater Handbook included. ' Stormwater—Checklist•04101/08 Stormwater Report Checklist•Page 3 of 8 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands Program , Checklist for Stormwater Report Checklist (continued) , Standard 2: Peak Rate Attenuation ' ❑ Standard 2 waiver requested because the project is located in land subject to coastal storm flowage and stormwater discharge is to a wetland subject to coastal flooding. ❑ Evaluation provided to determine whether off-site flooding increases during the 100-year 24-hour ' storm. ® Calculations provided to show that post-development peak discharge rates do not exceed pre- development rates for the 2-year and 10-year 24-hour storms. If evaluation shows that off-site flooding increases during the 100-year 24-hour storm, calculations are also provided to show that post-development peak discharge rates do not exceed pre-development rates for the 100-year 24- hour storm. Standard 3: Recharge ❑ Soil Analysis provided. ' ® Required Recharge Volume calculation provided. ❑ Required Recharge volume reduced through use of the LID site Design Credits. , ® Sizing the infiltration, BMPs is based on the following method: Check the method used. ® Static ❑ Simple Dynamic ❑ Dynamic Field' ' ❑ Runoff from all impervious areas at the site discharging to the infiltration BMP. ' ® Runoff from all impervious areas at the site is not discharging to the infiltration BMP and calculations are provided showing that the drainage area contributing runoff to the infiltration BMPs is sufficient to generate the required recharge volume. ® Recharge BMPs have been sized to infiltrate the Required Recharge Volume. ❑ Recharge BMPs have been sized to infiltrate the Required Recharge Volume only to the maximum ' extent practicable for the following reason: ❑ Site is comprised solely of C and D soils and/or bedrock at the land surface ❑ M.G.L. c. 21E sites pursuant to 310 CMR 40.0000 ' ❑ Solid Waste Landfill pursuant to 310 CMR 19.000 ' ❑ Project is otherwise subject to Stormwater Management Standards only to the maximum extent practicable. ® Calculations showing that the infiltration BMPs will drain in 72 hours are provided. ' ❑ Property includes a M.G.L. c. 21 E site or a solid waste landfill and a mounding analysis is included. '80%TSS removal is required prior to discharge to infiltration BMP if Dynamic Field method is used. Stormwater—Checklist•04/01/08 Stormwater Report Checklist•Page 4 of 8 , i Massachusetts Department of Environmental Protection ' Bureau of Resource Protection - Wetlands Program Checklist for Stormwater Report Checklist (continued) ' Standard 3: Recharge(continued) ❑ The infiltration BMP is used to attenuate peak flows during storms greater than or equal to the 10- year 24-hour stone and separation to seasonal high groundwater is less than 4 feet and a mounding analysis is provided. ❑ Documentation is provided showing that infiltration BMPs do not adversely impact nearby wetland ' resource areas. Standard 4:Water Quality ' The Long-Tenn Pollution Prevention Plan typically includes the following: Good housekeeping practices; Provisions for storing materials and waste products inside or under cover; • Vehicle washing controls; ' • Requirements for routine inspections and maintenance of stormwater BMPs; Spill prevention and response plans; Provisions for maintenance of lawns, gardens, and other landscaped areas; t • Requirements for storage and use of fertilizers, herbicides, and pesticides; Pet waste management provisions; Provisions for operation and management of septic systems; Provisions for solid waste management; ' • Snow disposal and plowing plans relative to Wetland Resource Areas; Winter Road Salt and/or Sand Use and Storage restrictions; • Street sweeping schedules; ' . Provisions for prevention of illicit discharges to the stormwater management system; • Documentation that Stormwater BMPs are designed to provide for shutdown and containment in the event of a spill or discharges to or near critical areas or from LUHPPL; Training for staff or personnel involved with implementing Long-Term Pollution Prevention Plan; ' • List of Emergency contacts for implementing Long-Tenn Pollution Prevention Plan. ® A Long-Term Pollution Prevention Plan is attached to Stormwater Report and is included as an attachment to the Wetlands Notice of Intent. ❑ Treatment BMPs subject to the 44%TSS removal pretreatment requirement and the one inch rule for calculating the water quality volume are included, and discharge: ❑ is within the Zone II or Interim Wellhead Protection Area 1 ❑ is near or to other critical areas ' ❑ is within soils with a rapid infiltration rate(greater than 2.4 inches per hour) ❑ involves runoff from land uses with higher potential pollutant loads. ' ❑ The Required Water Quality Volume is reduced through use of the LID site Design Credits. ® Calculations documenting that the treatment train meets the 80%TSS removal requirement and, if applicable, the 44%TSS removal pretreatment requirement, are provided. ' Stormwater—Checklist•04/01108 Stormwater Report Checklist•Page 5 of 8 1 Massachusetts Department of Environmental Protection Bureau of Resource Protection -Wetlands Program t Checklist for Stormwater Report Checklist (continued) ' Standard 4: Water Quality(continued) ' ❑ The BMP is sized(and calculations provided) based on: ® The 1/2"or 1°Water Quality Volume or ' ❑ The equivalent flow rate associated with the Water Quality Volume and documentation is provided showing that the BMP treats the required water quality volume. ' ❑ The applicant proposes to use proprietary BMPs, and documentation supporting use of proprietary BMP and proposed TSS removal rate is provided. This documentation may be in the form of the propriety BMP checklist found in Volume 2, Chapter 4 of the Massachusetts Stormwater Handbook ' and submitting copies of the TARP Report, STEP Report, and/or other third party studies verifying performance of the proprietary BMPs. ❑ A TMDL exists that indicates a need to reduce pollutants other than TSS and documentation showing t that the BMPs selected are consistent with the TMDL is provided. Standard 6: Land Uses With Higher Potential Pollutant Loads(LUHPPLs) ❑ The NPDES Multi-Sector General Permit covers the land use and the Stormwater Pollution ' Prevention Plan (SWPPP)has been included with the Stormwater Report. ❑ The NPDES Multi-Sector General Permit covers the land use and the SWPPP will be submitted prior to the discharge of stormwater to the post-construction stormwater BMPs. ' ® The NPDES Multi-Sector General Permit does not cover the land use. ❑ LUHPPLs are located at the site and industry specific source control and pollution prevention ' measures have been proposed to reduce or eliminate the exposure of LUHPPLs to rain, snow, snow melt and runoff, and been included in the long term Pollution Prevention Plan. ❑ All exposure has been eliminated. ' ❑ All exposure has not been eliminated and all BMPs selected are on MassDEP LUHPPL list. ❑ The LUHPPL has the potential to generate runoff with moderate to higher concentrations of oil and ' grease(e.g. all parking lots with >1000 vehicle trips per day)and the treatment train includes an oil grit separator, a filtering bioretention area, a sand filter or equivalent. Standard 6:Critical Areas ' ❑ The discharge is near or to a critical area and the treatment train includes only BMPs that MassDEP has approved for stormwater discharges to or near that particular class of critical area. ' ❑ Critical areas and BMPs are identified in the Stormwater Report. Stormwater—Checklist•04/01108 Stormwater Report Checklist•Page 6 of 8 , Massachusetts Department of Environmental Protection ' Bureau of Resource Protection - Wetlands Program Checklist for Stormwater Report ' Checklist (continued) ' Standard 7: Redevelopments and Other Projects Subject to the Standards only to the maximum extent practicable ❑ The project is subject to the Stormwater Management Standards only to the maximum Extent ' Practicable as a: ❑ Limited Project ❑ Small Residential Projects: 5-9 single family houses or 5-9 units in a multi-family development ' provided there is no discharge that may potentially affect a critical area. ❑ Small Residential Projects: 2A single family houses or 2A units in a multi-family development with a discharge to a critical area ' ❑ Marina and/or boatyard provided the hull painting, service and maintenance areas are protected from exposure to rain, snow, snow melt and runoff ❑ Bike Path and/or Foot Path ' ❑ Redevelopment Project ❑ Redevelopment portion of mix of new and redevelopment. ❑ Certain standards are not fully met(Standard No. 1, 8, 9, and 10 must always be fully met)and an explanation of why these standards are not met is contained in the Stormwater Report. ❑ The project involves redevelopment and a description of all measures that have been taken to ' improve existing conditions is provided in the Stormwater Report. The redevelopment checklist found in Volume 2 Chapter 3 of the Massachusetts Stormwater Handbook may be used to document that the proposed stormwater management system(a)complies with Standards 2, 3 and the pretreatment and structural BMP requirements of Standards 4$to the maximum extent practicable and (b) ' improves existing conditions. Standard 8: Construction Period Pollution Prevention and Erosion and Sedimentation Control ' A Construction Period Pollution Prevention and Erosion and Sedimentation Control Plan must include the following information: ' • Narrative; • Construction Period Operation and Maintenance Plan; Names of Persons or Entity Responsible for Plan Compliance; Construction Period Pollution Prevention Measures; 1 • Erosion and Sedimentation Control Plan Drawings; • Detail drawings and specifications for erosion control BMPs, including sizing calculations; Vegetation Planning; ' • Site Development Plan; • Construction Sequencing Plan; Sequencing of Erosion and Sedimentation Controls; • Operation and Maintenance of Erosion and Sedimentation Controls; ' . Inspection Schedule; Maintenance Schedule; Inspection and Maintenance Log Form. ' ❑ A Construction Period Pollution Prevention and Erosion and Sedimentation Control Plan containing the information set forth above has been included in the Stormwater Report. ' Stormwater—Checklist•04101/08 Stormwater Report Checklist•Page 7 of 8 1 Massachusetts Department of Environmental Protection Bureau of Resource Protection -Wetlands Program ' \\ Checklist for Stormwater Report Checklist (continued) ' Standard 8: Construction Period Pollution Prevention and Erosion and Sedimentation Control ' (continued) ❑ The project is highly complex and information is included in the Stormwater Report that explains why it is not possible to submit the Construction Period Pollution Prevention and Erosion and ' Sedimentation Control Plan with the application.A Construction Period Pollution Prevention and Erosion and Sedimentation Control has not been included in the Stormwater Report but will be submitted before land disturbance begins. ❑ The project is not covered by a NPDES Construction General Permit. ' ❑ The project is covered by a NPDES Construction General Permit and a copy of the SWPPP is in the Stormwater Report. ' ® The project is covered by a NPDES Construction General Permit but no SWPPP been submitted. The SWPPP will be submitted BEFORE land disturbance begins. Standard 9: Operation and Maintenance Plan ' ® The Post Construction Operation and Maintenance Plan is included in the Stormwater Report and includes the following information: ® Name of the stormwater management system owners; ' ® Party responsible for operation and maintenance; ® Schedule for implementation of routine and non-routine maintenance tasks; ' ® Plan showing the location of all stormwater BMPs maintenance access areas; ' ® Description and delineation of public safety features; ® Estimated operation and maintenance budget; and ' ® Operation and Maintenance Log Form. ❑ The responsible party is not the owner of the parcel where the BMP is located and the Stormwater ' Report includes the following submissions: ❑ A copy of the legal instrument(deed, homeowner's association, utility trust or other legal entity) that establishes the terms of and legal responsibility for the operation and maintenance of the ' project site stormwater BMPs; ❑ A plan and easement deed that allows site access for the legal entity to operate and maintain BMP functions. ' Standard 10: Prohibition of Illicit Discharges ❑ The Long-Term Pollution Prevention Plan includes measures to prevent illicit discharges; ' ❑ An Illicit Discharge Compliance Statement is attached; ® NO Illicit Discharge Compliance Statement is attached but will be submitted prior to the discharge of ' any stormwater to post-construction BMPs. Stormwater—Checklist•04/01/08 Stormwater Report Checklist•Page 8 of 8 ' it ' 1 1 ' 1 1 1 1 r 1 1 1 TSS REMOVAL CALCULATIONS: 1 i 1 1 1 1 1 1 Stormwater Management Report 8/3112016 1 r INSTRUCTIONS: version r.Automated:Mar.e,2008 t 1.In BMP Column,dick on Blue Cell to Activate Drop Down Menu 2.Select BMP from Drop Down Menu 3.After BMP is selected,TSS Removal and other Columns are automatically completed. Location: FES-1 ' B C D E F TSS Removal Starting TSS Amount Remaining ' BMP' Rate' Load' Removed C'D Load D-E 4)N Deep Sump and NootleHooded] 1 1 Catch Basin 0.25 1.00 0.25 0.75 0 0 Infiltration Basin 0.80 0.75 0.60 0.15 00000 0.00 0.00 0.00 0.00 X00000.00 0.00 0.00 0.00 V0.00 0.00 0.00 0.00 ' IS eparateFonnNeedstoe Completed for Each ' Total TSS Removal = 85% Outlet or BMP Train Project: sen"dNdA"°""° Prepared By: BCO *Equals remaining load from previous BMP(E) ' Date: 8128/2016 which enters the BMP Noo.eutomated TSS calculation Sheet must be used it Profdetery BMP Proposed 1.From MassDEP Ston ry ater Handbook Vol.1 Mass.Dept.afEnvironmental Protection ' 1 f ' INSTRUCTIONS: Verson 1,automated..Mar.a,2008 1.In BMP Column,dick on Blue Cell to Activate Drop Down Menu 2.Select BMP from Drop Down Menu 3.After BMP is selected,TSS Removal and other Columns are automatically completed. ' Location: Lot 1 Drive B C D E F ' TSS Removal Starting TSS Amount Remaining BMP1 Rate' Load' Removed C'D Load D-E ' = Infiltration Trench 0.80 1.00 0.80 0.20 o 0 0.00 0.00 0.00 0.00 ' 0 0.00 0.00 0.00 0.00 ' ~ v 0.00 0.00 0.00 0.00 0.00 E::oo:o -. 0.00 0.00 Separate Form Needs to t be Completed for Each Total TSS Removal = 80% outlet or BMP Train Project: B°"""'°""°""° Prepared By:IBCO *Equals remaining load from previous BMP(E) Date: 8/28/2016 which enters the BMP Nomautornsted TSS Calculation Sheet mug oe used it Proprietary BMP Proposed ' 1.From MessDEP Stomh"ater Nanobook Val.1 Mass.Depl.of Environmental Protection 1 1 1 1 i 1 V 1 INSTRUCTIONS: Verson 1,automated:Mar.a,2008 1 1.In BMP Column,dick on Blue Cell to Activate Drop Down Menu 2.Select BMP from Drop Down Menu 3.After BMP is selected,TSS Removal and other Columns are automatically completed. Location: Lot 6 Drive 1 B C D E F TSS Removal Starting TSS Amount Remaining 1 BMP' Rate' Load` Removed C'D Load D-E = Infiltration Trench 0.80 1.00 0.80 0.20 1 O .19 O 0.00 0.00 0.00 0.00 1 0 0.00 0.00 0.00 0.00 � 0 0.00 0.00 1 D 0.00 0.00 V0.00 0.00 0.00 0.00 i 11S:parate Fonn Needs to Completed for Each 1 Total TSS Removal = 80% Outlet or BMP Train Project: ser ucclo Avenue Prepared By:IBCO *Equals remaining load from previous BMP(E) 1 Date:1812812016 which enters the BMP Nonautomated TSS calculation Saeed must De used It Proprietary BMP Proposed 1.From MassDEP Smonwaler Handbook Vol.1 Mass.Dept.or Environmental Protection 1 1 i 1 i 1 II 1 ' XI. POLLUTION PREVENTION PLANS ' Construction Period Erosion and Sedimentation Control Plan: The BMP's associated with this project will be owned by the Applicant's Contractor, which will be responsible for inspection, operation and maintenance. A more detailed SWPPP — per NPDES Phase 2 requirements — is to be kept on site, along with inspection logs. All details and plans required are included in the Site Plan set attached herewith. ' 1. The contractor is to install and maintain drainage facilities as shown on site plan prepared by TTI Environmental Inc., dated March 17, 2016, revised to August 28, 2016. 2. Prior to construction, all erosion/siltation control devices shown on the above plan are to be installed. If applicable and to prevent silt intrusion into the drainage system ' during construction, the contractor is to install and maintain inlet protection at all catch basins, and install a silt fence and hay bale barrier at all slopes which may erode in the direction of any open drainage facilities. These are to be maintained throughout the construction process. ' 3. Installation of erosion controls and drainage facilities is to be inspected by TTI Environmental, Inc. to verify conformance to the design plans. ' 4. The sequence of drainage construction shall be as follows: a) Install erosion control. ' b) Clear, grub, and excavate areas for roadway. c) Install drainage systems ' 5. Erosion controls are to be inspected and maintained on a daily basis by the Contractor. 6. All exposed soils shall be immediately stabilized with a layer of mulch hay. 7. During construction of other site features, all drainage facilities shall be inspected on a daily basis and cleaned/repaired immediately upon discovery of sediment build-up ' or damage. Logs of inspections are to be kept on site and available to officials. 8. All hazardous materials are to be handled as described in SWPPP. . 1 ' Stormwater Management Report Page 16 8/31/2016 1 1 Long-Term Pollution Prevention: ' The owner/applicant is to be responsible for maintenance of all drainage structures in the ' project, including drain pipes. The future owner is expected to be the City of Salem, which will be responsible for compliance with the Plan upon acceptance of the roadway as a public way. Regular maintenance is to include the following: 1. Inspection of all drainage facilities (pipes and infiltration basins) every three months. During these inspections, the inspector (a Registered Professional Engineer ' qualified in drainage systems as designated by the Applicant) shall look for evidence of the following: structural damage, silt accumulation (near inlet inverts on pipes), and improper function. A report on the system shall be delivered to the Project ' Association, with a copy delivered to the Town Engineer and Conservation Commission. 2. After inspection, if any of the above conditions exist, the inspector shall notify the ' Applicant who shall immediately arrange for all necessary repairs and sediment removal. 3. All graded slopes shall be inspected every spring for erosion. Upon discovery of any ' failure (ie. erosion, sloughing, rutting), loam and seed shall be put in place and nurtured. , 4. Catch basins and sediment forebays shall be cleaned out annually or when sediment has accumulated to within 6° of the inlet or outlet inverts. t 1 Slormwater Management Report Page 17 8131/2016 ' 1 1 1 1 ' STORMWATER MANAGEMENT SYSTEM Post-Development Inspection&Maintenance Log Cleaning/Repair Date of ' BMP/System Maintenance Required& Date of Inspection Needed(list Cleaning/ Cleaning/Repair Component Frequency Ins ection Inspector items/comments) Repair Performed b *Swept clean as required (i.e.visual noticeable Pavement build-up).A minimum Sweeping of once per year, preferably just after snow melt. • Inspect and clean annually for the I ' evidence of structural Catch Basin damage, silt SUMPS/Drain accumulation and Manholes/ improper function. ' Outlet • Remove accumulated Control sediments and debris Structure from sump when sump is more than ' 25%full, minimum annually just after snow melt. • Inspect annually for the evidence of structural Drain Pipes damage, silt accumulation and ' improper function. • Clean pipes when 1 1 Cleaning/Repair Date of ' BMP/System Maintenance Required& Date of Inspection Needed(list Cleaning/ Cleaning/Repair Component Frequency Ins ection Inspector items/comments) Repair Performed b t sediment occupies more than 20%of pipe diameter. • Inspect after every major storm during first three months of operation and annually thereafter for the evidence of structural damage, silt Infiltration accumulation and ' basin improper function. Mow the side slopes and basin bottom, remove trash and ' debris,grass clippings and accumulated organic matter every six months. ' •Inspect every spring for Graded erosion. Repair any ' Slopes/ erosion by placing rip- Rip-Rap rap/loam and seed in lace and nurtured Stomiw w Management Repon Page 19 8/3112019 ' 1 1 1 1 i i 1 1 1 r � Hyd rocad 1 PRE-DEVELOPMENT: 1 2-Year Storm 1 ; 1 : i i . i it 1 Stormwater Management Report 8/3112016 1 r r i i i EX1 DP1 r TO DP 1 OFFSITE r EX2 --0 DP2 r a TO DP 2 OFFSITE 1 L E TOTAL OFFSITE TO DP 3 OFFSITE EX4 � DP4 TO DP 4 OFFSITE r i i OSubcat Reach on Link Routing Diagram for PRE-DEVELOPMENT ANALYSIS a Prepared by TTI ENVIRONMENTAL INC., Printed 8/31/2016 HydroCADS 10.00-16 sln 08795 0 2015 HydroCAD Software Solutions LLC i iPRE-DEVELOPMENT ANALYSIS Prepared by TTI ENVIRONMENTAL INC. Printed 813112016 iHydroCADO 10,00-16 s/n 08795 ©2015 HydroCAD Software Solutions LLC Page 2 Area Listing (all nodes) i Area CN Description (sq-ft) (subcatchment-numbers) 11,814 61 >75%Grass cover,Good,HSG 8 (EX4) ' 2,616 98 Driveway,HSG 8 (EX4) 2,725 98 Unconnected roots,HSG B (EX4) 116,683 58 Woodstgrass comb.,Good,HSG B (EXi,EX2,EX3,EX4) i 14,585 86 Woodstgrass comb.,Poor,HSG D (EX1,EX2,EX3,EX4) 148,423 62 TOTAL AREA 1 1 i 1 1 1 1 1 1 i 1 1 i PRE-DEVELOPMENT ANALYSIS ' Prepared by TTI ENVIRONMENTAL INC. Printed 8/3112016 HydroCAD®10.00-16 s/n 08795 @2015 HydroCAD Software Solutions LLC Page 3 , Soil Listing (all nodes) Area Soil Subcatchment t (sq-ft) Group Numbers 0 HSG A 133,838 HSG B EX1,EX2,EX3,EX4 ' 0 HSG C 14,585 HSG D EXi,EX2,EX3,EX4 0 Other 148,423 TOTAL AREA t 1 1 ' PRE-DEVELOPMENT ANALYSIS Prepared by TTI ENVIRONMENTAL INC. Printed 8/3112016 HydroCAD®10.00-16 sln 08795 0 2015 HvdroCAD Software SolutJons LLC Page 4 Ground Covers(all nodes) ' HSG-A HSG-B HSG-C HSG-D Other Total Ground Subcatchment (sq-ft) (sq-ft) (sq-ft) (sq-ft) (sq-ft) (sq-ft) Cover Numbers ' 0 11,814 0 0 0 11,814 >75%Grass cover,Good EX4 0 2,616 0 0 0 2,616 Driveway EX4 0 2,725 0 0 0 2,725 Unconnected roofs EX4 0 116,683 0 0 0 116,683 Woods/grass comb.,Good EX1,EX2,EX3, ' EX4 0 0 0 14,585 0 14,585 Woods/grass comb.,Poor EX1,EX2,EX3, EX4 0 133,838 0 14,585 0 148,423 TOTAL AREA 1 t PRE-DEVELOPMENT ANALYSIS Type 11124-hr 2 YR RainralF--3.20" ' Prepared by TTI ENVIRONMENTAL INC. Printed 8/31/2016 HydroCAD®10.00-16 s/n 08795 @2015 HydroCAD Software Solutions LLC Page 5 ' Time span=0.00-24.00 hrs,dt=0.01 hrs,2401 points Runoff by SCS TR-20 method,UH=SCS,Weighted-CN Reach routing by Dyn-Scor-Ind method - Pond routing by Dyn-Stor-Ind method , Subcatchment EXII:TO DP 1 Runoff Area=12,775 sf 0.00%Impervious Runoff Depth>0.44" Flow Length=165' Tc=6.4 min CN=61 Runoff-0.09 cfs 472 cf t Subcatchment EX2:TO DP 2 Runoff Area=19,644 sf 0.00%Impervious Runoff Depth>0.44" Flow Length=285' Tc=6.0 min CN=61 Runoff-0.15 cfs 725 cf Subcatchment EX3:TO DP 3 Runoff Area=46,082 sf 0.00%Impervious Runoff Depth>0.44" t Flow Length=415' Tc=6.3 min CN=61 Runoff-0.34 cfs 1,701 cf Subcatchment EX4:TO DP 4 Runoff Area=69,922 sf 7.64%Impervious Runoff Depth>0.56" ' Flow Length=410' Tc=7.3 min CN=64 Runoff=0.75 cfs 3,250 cf Link 1 L:TOTAL OFFSITE Inflow=1.33 cfs 6,148 cf ' Primary=1.33cfs 6,148cf Link DPI:OFFSITE Inflow-4.09 cfs 472 cf Primary--0.09 cfs 472 cf ' Link DP2: OFFSITE Inflow=0.15 cfs 725d Primary=0.15 cfs 725d ' Link DP3: OFFSITE Inflow--0.34 cfs 1,701 cf Primary=0.34 cfs 1,701 d Link DP4: OFFSITE Inflow--0.75 cfs 3,250 d ' Primary-475 cfs 3,250 d Total Runoff Area=148,423 sf Runoff Volume=6,148 d Average Runoff Depth=0.50" ' 96.40%Pervious=143,082 sf 3.60%Impervious=5,341 sf 1 1 1 ' PRE-DEVELOPMENT ANALYSIS Type 11114-hr 2 YR Rainfall--3.20" Prepared by TTI ENVIRONMENTAL INC. Printed 8131/2016 HydroCAD®10.00-16 s/n 08795 ©2015 HydroCAD Software Solutions LLC PaOe 6 Summary for Subcatchment EX1: TO DP 1 ' Runoff = 0.09 cfs @ 12.13 hrs, Volume= 472 cf, Depth> 0.44" Runoff by SCS TR-20 method, UH=SCS,Weighted-CN,Time Span=0.00.24.00 hrs,dt=0.01 hrs Type III 24-hr 2 YR Rainfall=3.20° Area(so CN Description ' 11,208 58 Woods/grass comb.,Good, HSG B 1,567 86 Woods/grass comb. Poor HSG D 12,775 61 Weighted Average 12,775 100.00%Pervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (f tsec) (cfs) ' 5.7 50 0.0500 0.15 Sheet Flow,Sheet Flow Grass: Dense n=0.240 P2=3.20" 0.4 55 0.1000 2.21 Shallow Concentrated Flow,Shallow Concentrated Flow Short Grass Pasture Kv=7.0 fps ' 0.3 60 0.2000 3.13 Shallow Concentrated Flow,Shallow Cocnentrated Flow Short Grass Pasture Kv=7.0 fps 6.4 165 Total ' Subcatchment EX1: TO DP 1 Hydrograph 0.105 0.09 cfs 12.13 hrs , 0a. 9 Runoff=0.09 cfs @ 12:1'3',hrs - - ' 0.0:5 Type III 24-hr 0.06 : - 0.075 .2 YR Rainfall=3:20"' ' 0.07 Runoff Area=12,775 sf 0.085 , 0.06 .Runoff Volume=4.72 cf -' 000.05 . Runoff Depth>0.44" LL0.045 -Flow Length=185'- 0.04 0.035t. TC=6.4 min ' 0.03 CN 61 _ 0.025- 0.02 0.015 0.005 0 1 2 3 4 5 6 7 6 9 1'0 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) PRE-DEVELOPMENT ANALYSIS Type III 24-hr 2 YR Rainfall-3.20" , Prepared by TTI ENVIRONMENTAL INC. Printed 8/3112016 HydroCAD®10.00-16 sln 08795 ©2015 HydroCAD Software Solutions LLC Page 7 ' Summary for Subcatchment EX2:TO DP 2 Runoff = 0.15 cfs @ 12.12 hrs, Volume= 725 cf, Depth> 0.44" ' Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-24.00 hrs,dt=0.01 hrs Type III 24-hr 2 YR Rainfall=3.20" t Area(so CN Description 17,450 58 Woods/grass comb., Good,HSG B ' 2,194 86 Woodslgrass comb.,Poor,HSG D 19,644 61 Weighted Average 19,644 100.00%Pervious Area � Tc Length Slope Velocity Capacity Description (min) (feet) (ftlft) (ft/sec) (cfs) 4.3 50 0.1000 0.19 Sheet Flow,Sheet Flow ' Grass: Dense n=0.240 P2=3.20" 0.7 90 0.1000 2.21 Shallow Concentrated Flow,Shallow Concentrated Flow Short Grass Pasture Kv=7.0 fps 0.2 50 0.2800 3.70 Shallow Concentrated Flow,Shallow Concentrated Flow ' Short Grass Pasture Kv=7.0 fps 0.8 95 0.0800 1.98 Shallow Concentrated Flow,Shallow Concentrated Flow Short Grass Pasture Kv=7.0 fps ' 6.0 285 Total Subcatchment EX2: TO DP 2 Hydrograph ' 0.16: ' 1 0.15 cfs @ 12.12 hrs ®Runoff ' 0.15- 0.147 . Runoff=0.15 cfs @ 12.12'hrs r Type III 24-hr 0.+2: 2 YR Rainfall=3.20" t 01" Runoff Area=19,644 sf 01 - Runoff Volume=725 cf U 0.09 ' 0 0.06 Runoff Depth>0.44" LL 007- Flow Length=285' 0.06 Tc=6.0 min. 0.05 o.a4 CN=61 . 03 0.02 ' 0.01- o , ' ,. ' 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 1 ' PRE-DEVELOPMENT ANALYSIS Type III 24-hr 2 YR Rainfall--3.20" Prepared by TTI ENVIRONMENTAL INC. Printed 813112016 ' HydroCAD@ 10.00-16 sln 08795 @2015 HydroCAD Software Solutions LLC Page 8 Summary for Subcatchment EX3:TO DP 3 ' Runoff = 0.34 cfs @ 12.13 hrs, Volume= 1,701 cf, Depth> 0.44" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-24.00 hrs,dt=0.01 hrs ' Type III 24-hr 2 YR Rainfall=3.20" Area(sf) CN Description ' 41,879 58 Woods/grass comb.,Good,HSG B 4,203 86 Woodslgrass comb.,Poor,HSG D 46,082 61 Weighted Average 46,082 100.00%Pervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (Riff) (ftlsec) (cfs) 3.2 50 0.0800 0.26 Sheet Flow,Sheet Flow Grass:Short n=0.150 P2=3.20" 0.3 40 0.0800 1.98 Shallow Concentrated Flow,Shallow Concentrated Flow Short Grass Pasture Kv=7.0 fps t 0.1 40 0.5000 4.95 Shallow Concentrated Flow,Shallow Concentrated Flow Short Grass Pasture Kv=7.0 fps 1.1 100 0.0500 1.57 Shallow Concentrated Flow,Shallow Concentrated Flow Short Grass Pasture Kv=7.0 fps 0.6 100 0.3000 2.74 Shallow Concentrated Flow,Shallow Concentrated Flow Woodland Kv=5.0 fps 1.0 85 0.0800 1.41 Shallow Concentrated Flow,Shallow Concentrated Flow ' Woodland Kv=5.0 fps 6.3 415 Total 1 i I ' 1 1 PRE-DEVELOPMENT ANALYSIS Type 111 24-hr 2 YR Rainfall--3.20" ' Prepared by TTI ENVIRONMENTAL INC. Printed 8/31/2016 HydmCAD®10.00-16 s/n 08795 ©2015 HydmCAD Software Saiubons LLC Page 9 ' Subcatchment EX3: TO DP 3 H dro ra h 0.38 0.34 cfs 1 - y 0.38 - - 2.13 hrs 034... -Runoff=0.34 cfs@ 1213;hrs , ', -- ' - - - - --- 0.32 I 037Type III 24-hr 0.28. - -- 0.26. "Runoff Asea-46,082 sf 0.24 F 0.22 -Runoff Volume=1,701 cf: ,- o,e Rurioff Depth>0.44,; LL 016 _Flow Length415' ' 0.14Tc=6.3 min r _ - - 0.1 — 0.1 CN=61 _ ' 0.0e 0.0s 0.04- 0.02- 0 .02 0 0 1 2 3 4 5 8 7 8 8 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (flours) ' 1 1 ' PRE-DEVELOPMENT ANALYSIS Type III 24-hr 2 YR Rainfalh3.20" Prepared by TTI ENVIRONMENTAL INC. Printed 813112016 ' HydroCAD@ 10.00-16 stn 08795 @ 2015 HydroCAD Software Solutions LLC Page 10 Summary for Subcatchment EX4: TO DP 4 ' Runoff = 0.75 cfs @ 12.13 hrs, Volume= 3,250 cf, Depth> 0.56" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-24.00 hrs,dt=0.01 hrs Type III 24-hr 2 YR Rainfall=3.20" Area(so CN Description ' 46,146 58 Woods/grass comb.,Good,HSG B 6,621 86 Woods/grass comb.,Poor,HSG D 11,814 61 >75%Grass cover, Good, HSG B 2,725 98 Unconnected roofs, HSG B ' 2,616 98 Driveway,HSG B 69,922 64 Weighted Average 64,581 92.36%Pervious Area ' 5,341 7.64%Impervious Area 2,725 51.02%Unconnected Tc Length Slope Velocity Capacity Description ' (min) (feet) (ftlft) (fJsec) (cfs) 5.7 50 0.0500 0.15 Sheet Flow,Sheet Flow Grass:Dense n=0.240 P2=3.20" ' 0.3 55 0.1500 2.71 Shallow Concentrated Flow,Shallow Concentrated Flow Short Grass Pasture Kv=7.0 fps 0.3 60 0.1830 2.99 Shallow Concentrated Flow,Shallow Concentrated Flow Short Grass Pasture Kv=7.0 fps ' 0.4 75 0.1600 2.80 Shallow Concentrated Flow,Shallow Concentrated Flow Short Grass Pasture Kv=7.0 fps 0.1 30 0.3300 5.74 Shallow Concentrated Flow,Shallow Concentrated Flow ' Nearly Bare&Untilled Kv= 10.0 fps 0.5 140 0.2000 4.47 Shallow Concentrated Flow,Shallow Concentrated Flow Nearly Bare&Unfilled Kv=10.0 fps 7.3 410 Total PRE-DEVELOPMENT ANALYSIS Type III 24-hr 2 YR Rainfall-4.20" ' Prepared by TTI ENVIRONMENTAL INC. Printed 8/31/2016 HydroCAD®10.00.16 stn 08795 @2015 HydroCAD Software Solutions LLC Page 11 ' Subcatchment EU TO DP 4 Hydrograph ' 0.e 0.75 cfs 12.13 hr5 m RunoR o.7s -Runoff=0.75 cfs @ 12.1 3'hrs r - - -- ' 0.7 . _Type-III 24 hr - 0.65 06 2 YR Rainfa11`3.20"' r o.55 Runoff Area 69,922 sf . . , 0.5; . -Runoff Volume=3;250 cf 0.45 1 0.4 Runoff 101epth>0.56" ' LL 0.35 Flow Length=410' -- - 0.25- CN 64 0.2. — o.1s o.oe ' 0 , 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) , 1 ' PRE-DEVELOPMENT ANALYSIS Type 11124-hr 2 YR Rainfall=3.20" Prepared by TTI ENVIRONMENTAL INC. Printed 813112016 ' HydroCADO 10.00-16 s/n 08795 0 2015 HvdroCAD Software Solutions LLC Page 12 Summary for Link 1 L: TOTAL OFFSITE ' Inflow Area= 148,423 sf, 3.60%Impervious, Inflow Depth> 0.50" for 2 YR event Inflow 1.33 cls @ 12.13 hrs, Volume= 6,148 cf Primary = 1.33 cls @ 12.13 hrs, Volume= 6,148 cf, Atten=0%, Lag=0.0 min ' Primary outflow=Inflow,Time Span=0.00-24.00 hrs,dt=0.01 hrs ' Link 1 L: TOTAL OFFSITE Hydrograph ; Y Phm Inflow Area=148,4 1.33 cfs 12.13 hrs P� " 016w=1.33 cfs,@ 12.,'13 hrs ' P'rimary=1:33 cfs @ 12.13 h_ 1 1 ' r I 1 r I 1 1 1 1 1 1 1 I 1 I LL I 1 I I 1 1 , 1 , 1 1 1 1 1 0 1 2 3 4 5 6 7 8 8 10 11 12 13 14 15 16 17 16 19 20 21 22 23 24 Time (hours) 1 1 1 PRE-DEVELOPMENT ANALYSIS Type 11124-hr 2 YR Rainfall--3.20" ' Prepared by TTI ENVIRONMENTAL INC. Printed 8131/2016 HydroCAD010.00-16 s/n 08795 @2015 HydroCAD Software Solutions LLC Page 13 t Summary for Link DP1: OFFSITE Inflow Area= 12,775 sf, 0.00%Impervious, Inflow Depth> 0.44" for 2 YR event ' Inflow = 0.09 cfs @ 12.13 hrs, Volume= 472 cf Primary = 0.09 cfs @ 12.13 hrs, Volume= 472 cf, Aften=0%, Lag=0.0 min Primary outflow=Inflow,Time Span=0.00-24.00 hrs,dt=0.01 hrs ' Link DP1: OFFSITE ' Hydrograph 0.105 _, _ _ O Inflow 0.1-, 0.09 cfs 12.13 hrs ®Prima y ' 0.095. Inflow Area=12;77 0.09= Inflow--0.09 cfs @ 12.13 hrs 0.085'0 08t Primary=0.09 cfs @ 12.13 h 0.079 0.07 0.065. 0.06 0.055. u 0.05 u.0.045. 0.04 ' 0.035- 0.03 .035 0.03 . . _ . . . . ._. ' 0.025 ._ .. 0.02- 0.015 0.01 0.005 0 0 1 2 3 4 5 6 7 B 9 10 11 12 13 14 15 18 17 18 19 20 21 22 23 24 Time (hours) 1 1 1 ' PRE-DEVELOPMENT ANALYSIS Type III 24-hr 2 YR Rainfa11=3.20" Prepared by TTI ENVIRONMENTAL INC. Printed 8/31/2016 ' HydroCAD@ 10.00-i6 stn 08795 @2015 HydroCAD Software Solutions LLC Page 14 Summary for Link DP2: OFFSITE ' Inflow Area= 19,644 sf, 0.00%Impervious, Inflow Depth> 0.44" for 2 YR event Inflow 0.15 cfs @ 12.12 hrs, Volume= 725 cif Primary = 0.15 cfs @ 12.12 hrs, Volume= 725 cf, Aften=0%, Lag=0.0 min ' Primary outflow= Inflow,Time Span=0.00-24.00 hrs,dt=0.01 hrs ' Link DP2: OFFSITE Hydrograph ' __,__.__L_ .1_____.____ ____------- 0.15' it oinflmv 0.16 1 ; ©Primary Inflow Area=19;6 0.15 cfs 12.12 hrs . 0.14 Iriflo-_'OA5cfs@12:1Is 2h _ _ . ., .. __ . _- - ' Primary=0.15 cfs_@'12.12 h 0.13 0.12 0.11 0.1 � 0.09 1 I 1 1 1 1 r 6.66 1 1 1 1 1 I 1 1 1 I L ; LL 0.07 ' 1 1 , 0.06 I ----------- 0.05. ___-__;__0.05 1 1 1 1 0.04- : .04 1 0.03 1 1 _ 0.02 I 0.01 0 - 0 1 2 3 4 5 8 7 8 9 10 11 12 13 14 15 16 17 16 19 20 21 22 23 24 Time lhoum) 1 PRE-DEVELOPMENT ANALYSIS Type 11124-hr 2 YR Rainfall=-3.20" ' Prepared by TTI ENVIRONMENTAL INC. Printed 813112016 HydroCAD®10.00-16 stn 08795 ©2015 HydroCAD Software Solutions LLC Page 15 ' Summary for Link DP3: OFFSITE Inflow Area= 46,082 sf, 0.00%Impervious, Inflow Depth> 0.44" for 2 YR event ' Inflow = 0.34 cfs @ 12.13 hrs, Volume= 1,701 cf Primary = 0.34 cfs @ 12.13 hrs, Volume= 1,701 cf, Atten=0%, Lag=0.0 min Primary outflow=Inflow,Time Span=0.00-24.00 hrs,dt=0.01 hrs ' Link DP3: OFFSITE ' Hydrograph �_ . ---------I-- — ___ _ ,..__ __ ___ 0.38 _ I O InBow �. _ _ ._ ©Primary 1 ' 0.36 Inflow Area 46 08J 034 cfs @ 12.13 hrs 034 0.32 Iriflow=0.34 cfs;@ 12,13 hrs i 03 Primary=0 34 cfs @.12.13 fi. o.ze 0.28 0.24" 0.227 L_ .i__-- 0.2 0.18 I I O u. 0.16 0.14 __ ._ _ __. ___ ._ 0.12 0.1 ' 0.08 006- 0.04-* Q6 0.04 0.02 013 14 15 1 0 1 2 3 4 5 8 7 8 9 10 11 12 16 17 18 19 20 21 22 23 24 Time (hours) 1 ' PRE-DEVELOPMENT ANALYSIS Type Ill 24-hr 2 YR Rainfall--3.20" Prepared by TTI ENVIRONMENTAL INC. Printed 8/31/2016 ' HydroCAD010.00-16 s/n 08795 ©2015 HydroCAD Software Solutions LLC Page 16 Summary for Link DP4: OFFSITE ' Inflow Area= 69,922 sf, 7.64%Impervious, Inflow Depth > 0.56" for 2 YR event Inflow 0.75 cfs @ 12.13 hrs, Volume= 3,250 cf Primary = 0.75 cis @ 12.13 hrs, Volume= 3,250 cf, Atten=0%, Lag=0.0 min ' Primary outflow=Inflow,Time Span=0.00-24.00 hrs,dt=0.01 hrs Link DP4: OFFSITE Hydrograph O.B � __r__1_ .___r__ ; __r _.. ©Primary -Inflow. 0.75 cfs 12.13 hrs -------------- 0.7 Inflow=0.75cfsj@1'2;13 hrs= - - --- --`-----L-- ' 0.65 Primay=0:75-cfs@12:13-fi - - - --I---.-- ----- -----,-- ----- ------ - -- 1 0.6 i-- ,' 0.55 '- 1 .. _r__r____r_..__�_____r_ ____1_ y__ , 1 I I I , --- ------ -- --- -- ____,-_ ____I. -__-_ .__ __ ,___ _I___ _. _ ' 0.5 __-____�1___ _I_____ u 0.45 1 1 1 1 o 1 1 I 1 1 I I n 0.35 t0.3 625 I I 1 1 0.2 -__ 1- _____-__1 0.15 1 I 0.05 . ' 0 .. 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) I i 1 i I t 1 1 1 � t Hyd rotad PRE-DEVELOPMENT: ' 10-Year Storm i Stonnwater Management Report 8/3112016 ' 1 ' PRE-DEVELOPMENT ANALYSIS Type Ill 24-hr 10 YR Rainfall-480" Prepared by TTI ENVIRONMENTAL INC. Printed 8/3112016 HydroCAD®10.00-16 s/n 08795 ©2015 HydroCAD Software Solutions LLC Page 1 Time span=0.00-24.00 hrs,dt=0.01 hrs,2401 points Runoff by SCS TR-20 method,UH=SCS,Weighted-CN 1 Reach routing by Dyn-Star-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchment EXt:TO DP 1 Runoff Area=12,775 sf 0.00%Impervious Runoff Depth>1.25" Flow Length=165' Tc=6.4 min CN=61 Runoff-0.38 cis 1,329 cf Subcatchment EX2:TO DP 2 Runoff Area=19,644 sf 0.00%Impervious Runoff Depth>1.25" Flow Length=285' Tc=6.0 min CN=61 Runoff-0.59 cis 2,044 cf Subcatchment EX3:TO DP 3 Runoff Area=46,082 sf 0.00%Impervious Runoff Depth>1.25" Flow Length=415' Tc=6.3 min CN=61 Runoff-1.38 cis 4,794 cf ' Subcatchment EX4:TO DP 4 Runoff Area=69,922 sf 7.64%Impervious Runoff Depth>1.45" Flow length=410' Tc=7.3 min CN=64 Runoff-2.43 cis 8,445 cf Link 1L:TOTAL OFFSITE Inflow-4.77 cis 16,612 cf Primary-4.77 cfs 16,612 cf Link DP1: OFFSITE Inflow--0.38 cfs 1,329 cf Primary--0.38 cfs 1,329 cf Link DP2: OFFSITE Inflow-0.59 cfs 2,044 cf ' Primary-4.59 cfs 2,044 cf Link DP3: OFFSITE Inflow--l.38 cfs 4,794 cf Primary--l.38 cfs 4,794 cf ' Link DP4:OFFSITE Inflow--2.43 cfs 8,445 cf Primary-4.43 cfs 8,445 cf Total Runoff Area=148,423 sf Runoff Volume=16,612 cf Average Runoff Depth=1.34" 96.40%Pervious=143,082 sf 3.60%Impervious=5,341 sf 1 PRE-DEVELOPMENT ANALYSIS Type III 24-hr 10 YR Rainfa11=4.80" ' Prepared by TTI ENVIRONMENTAL INC. Printed 813112016 HydroCAD®10.00-16 sln 08795 @2015 HydroCAD Software Solutions LLC Page 2 ' Summary for Subcatchment EX1: TO DP 1 Runoff = 0.38 cfs @ 12.11 hrs, Volume= 1,329 cf, Depth> 1.25" ' Runoff by SCS TR-20 method, UH=SCS,Weighted-CN,Time Span=0.00-24.00 hrs,dt=0.01 hrs Type 11(24-hr 10 YR Rainfall=4.80" Area(sf) CN Description 11,208 58 Woods/grass comb., Good,HSG B 1,567 86 Woodslgrass comb., Poor,HSG D 12,775 61 Weighted Average 12,775 100.00%Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (fUsec) (cfs) 5.7 50 0.0500 0.15 Sheet Flow,Sheet Flow Grass:Dense n=0.240 P2=3.20" 0.4 55 0.1000 2.21 Shallow Concentrated Flow,Shallow Concentrated Flow Short Grass Pasture Kv=7.0 fps 0.3 60 0.2000 3.13 Shallow Concentrated Flow,Shallow Cocnentrated Flow ' Short Grass Pasture Kv=7.0 fps 6.4 165 Total Subcatchment EX1: TO DP 1 ' Hydrograph z. °o a 0.98 cfs Cc 12.11 hrs , 0.39. Runoff=0.38 cfs @ 12.11 -hrs - 0.36' - - - - - 0.34 Type III 24-hr 0.32= 10 YR Rainfall=4.80" 0.3 0.28 Runoff Area=12,775 sf 0.26 - -- - m 0.24. Runoff Volume=1,329 cf 0.22 Runoff Depth>1.25" 0 0.2 LL 0.18. Flow Length=165' . 0.16 ' 0.14: Tc-6.4 min 0.12 CN=61 0.1* . ' 0.08= ' 0.06 0.oa 0.02- 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 1 1 ' PRE-DEVELOPMENT ANALYSIS Type III 24-hr 10 YR Rainfall=4.80" Prepared by TTI ENVIRONMENTAL INC. Printed 8/3112016 HydroCAD@ 10.00-16 stn 08795 @2015 HvdroCAD Software Solutions LLC Page 3 Summary for Subcatchment EX2: TO DP 2 Runoff = 0.59 cfs @ 12.10 hrs, Volume= 2,044 cf, Depth> 1.25" Runoff by SCS TR-20 method, UH=SCS,Weighted-CN,Time Span=0.00-24.00 hrs,dt=0.01 hrs Type III 24-hr 10 YR Rainfall=4.80" Area(sl) CN Description 17,450 58 Woods/grass comb.,Good,HSG B �. 2,194 86 Woods/grass comb.,Poor,HSG D 19,644 61 Weighted Average 19,644 100.00%Pervious Area rTc Length Slope Velocity Capacity Description (min) (feet) (ftlft) (ft/sec) (cfs) ' 4.3 50 0.1000 0.19 Sheet Flow,Sheet Flow Grass: Dense n=0.240 P2=3.20" 0.7 90 0.1000 2.21 Shallow Concentrated Flow,Shallow Concentrated Flow Short Grass Pasture Kv=7.0 fps ' 0.2 50 0.2800 3.70 Shallow Concentrated Flow,Shallow Concentrated Flow Short Grass Pasture Kv=7.0 fps 0.8 95 0.0800 1.98 Shallow Concentrated Flow,Shallow Concentrated Flow Short Grass Pasture Kv=7.0 fps 6.0 285 Total ' Subcatchment EX2: TO DP 2 Hydrograph - �- --- -�-. __ . i---- - ---- ---- - ---- 0.65- 0.59 oss 0.59 cfs Cc 12.10 hrs RunoR t06 Runoff=0.59 cfs @ 12.1.0:hrs 0.55 Type 11124-hr ' 0.5 10-YR..Rainfa11-4.80" 0.45 Runoff Aeea=19,644sf_ 0.4 ' Runoff Volume=2,044 cf , 0.35 ' ' ' - ' ' -Runoff-Depth>1.25"-_ ,. _;... 0 0.3 1 Flow-Length=285'-;-- -- -- -- - - ' o.zs Tc=6.0 min -CN=61 Ir ' 0.15- 0.1- 0.05 .15 0.1o.os 0 tL . ..... 0 1 2 3 4 5 6 7 8 9 10 N 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) PRE-DEVELOPMENT ANALYSIS Type III 24-hr 10 YR Rainfa11=4.80" , Prepared by TTI ENVIRONMENTAL INC. Printed 813112016 HydroCADO 10.00-16 sln 08795 @ 2015 HydroCAD Software Solutions LLC Page 4 Summary for Subcatchment EX3:TO DP 3 Runoff = 1.38 cfs @ 12.10 hrs, Volume= 4,794 cf, Depth> 1.25" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-24.00 hrs,dt=0.01 hrs Type III 24-hr 10 YR Rainfall=4.80" Area(sq CN Description 41,879 58 Woods/grass comb.,Good,HSG B 4,203 86 Woods/grass comb.,Poor, HSG D 46,082 61 Weighted Average 46,082 100.00%Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (f/ft) (ft/sec) (cfs) 3.2 50 0.0800 0.26 Sheet Flow,Sheet Flow ' Grass:Short n=0.150 P2=3.20" 0.3 40 0.0800 1.98 Shallow Concentrated Flow,Shallow Concentrated Flow Short Grass Pasture Kv=7.0 fps 0.1 40 0.5000 4.95 Shallow Concentrated Flow,Shallow Concentrated Flow Short Grass Pasture Kv=7.0 fps 1.1 100 0.0500 1.57 Shallow Concentrated Flow,Shallow Concentrated Flow Short Grass Pasture Kv=7.0 fps ' 0.6 100 0.3000 2.74 Shallow Concentrated Flow,Shallow Concentrated Flow Woodland Kv=5.0 fps 1.0 85 0.0800 1.41 Shallow Concentrated Flow,Shallow Concentrated Flow Woodland Kv=5.0 fps ' 6.3 415 Total 1 1 1 r ' PRE-DEVELOPMENT ANALYSIS Type 111 24-hr 10 YR Rainfalh4.80" Prepared by TTI ENVIRONMENTAL INC. Printed 8/31/2016 HydroCAD®10.00-16 s/n 08795 @2015 HydroCAD Software Soludons LLC Page 5 Subcatchment EX3: TO DP 3 ' Hydrograph ' ' O Runafl 1.38 cfs Ca 12.10 hrs Runoff=l 38 cfs @ 12.10 hrs j Type III 24-hr 10 YR Rainfall=4'80" S Runoff Aeea= 1 46,082sf Runoff Volume=4,794 cf ' Runoff Depth>1.25" ; LL Flow Length=415' ; , Tc=6.3 min CN=61: ; 1 0 1 2 3 4 5 8 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 ' Tlme (hours) r i I Ir r r r r PRE-DEVELOPMENT ANALYSIS Type III 24-hr 10 YR Rainfa11=4.80" ' Prepared by TTI ENVIRONMENTAL INC. Printed 8131/2016 HydroCAD®10.00-16 s/n 08795 @2015 HydroCAD Software Solutions LLC Page 6 ' ! Summary for Subcatchment EX4:TO DP 4 Runoff = 2.43 cfs @ 12.11 hrs, Volume= 8,445 cf, Depth> 1.45" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-24.00 hrs,dt=0.01 hrs Type III 24-hr 10 YR Rainfall=4.80' ' Area(sf) CN Description 46,146 58 Woods/grass comb.,Good,HSG B 6,621 86 Woods/grass comb.,Poor,HSG D ' 11,814 61 >75%Grass cover, Good, HSG B 2,725 98 Unconnected roofs, HSG B 2,616 98 Driveway,HSG B ' 69,922 64 Weighted Average 64,581 92.36%Pervious Area 5,341 7.64% Impervious Area 2,725 51.02%Unconnected ' Tc Length Slope Velocity Capacity Description (min) (feet) (fl/ft) (ft/sec) (cfs) ' 5.7 50 0.0500 0.15 Sheet Flow,Sheet Flow Grass: Dense n=0.240 P2=3.20" 0.3 55 0.1500 2.71 Shallow Concentrated Flow,Shallow Concentrated Flow ' Short Grass Pasture Kv=7.0 fps 0.3 60 0.1830 2.99 Shallow Concentrated Flow,Shallow Concentrated Flow Short Grass Pasture Kv=7.0 fps 0.4 75 0.1600 2.80 Shallow Concentrated Flow,Shallow Concentrated Flow Short Grass Pasture Kv=7.0 fps 0.1 30 0.3300 5.74 Shallow Concentrated Flow,Shallow Concentrated Flow Nearly Bare&Unfilled Kv=10.0 fps ' 0.5 140 0.2000 4.47 Shallow Concentrated Flow,Shallow Concentrated Flow Nearly Bare&Unfilled Kv=10.0 fps 7.3 410 Total ' PRE-DEVELOPMENT ANALYSIS Type 11124-hr 10 YR Rainfall=4.80" Prepared by TTI ENVIRONMENTAL INC. Printed 8131/2016 ' HydroCAD@ 10.00-16 s/n 08795 @2015 HydroCAD Software Solutions LLC Page 7 Subcatchment EU TO DP 4 ' Hydrograph , ' I ' m RunoB 2.43 cfs Cc 12.11 hrs Runoff=2;43 cfs @ 12.11 hrs ' Type III 24-hr ' 2 10 YR Rainfall--4.80!' 1 Runoff Area=69,922 sf 1 1 � Runoff Volume=8,445 cf 1 y 1 Runoff Depth>:1.45 t - LL _Flow Length=410' ' 1 Tc=7.3 min CN=64 ; 1 1 _ 1 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 1 1 1 i PRE-DEVELOPMENT ANALYSIS Type 111 24-hr 10 YR Rainfall-480" 1 Prepared by TTI ENVIRONMENTAL INC. Printed 8131/2016 HydroCAD®10.00.16 sln 08795 ©2015 HydroCAD Software Solutions LLC Page 8 1 Summary for Link 1 L: TOTAL OFFSITE Inflow Area= 148,423 sf, 3.60%Impervious, Inflow Depth> 1.34" for 10 YR event 1 Inflow = 4.77 cfs @ 12.11 hrs, Volume= 16,612 cf Primary = 4.77 cfs @ 12.11 hrs, Volume= 16,612 cf, Atten=0%, Lag=0.0 min Primary outflow=Inflow,Time Span=0.00-24.00 hrs,dt=0.01 hrs 1 Link 1L: TOTAL OFFSITE 1 Hydrograph 5 Inflow Area=148,4 4.77 cfs 12.11 hrs ©a maty 1 Infl6w=4.77 cfs,@ 12.;11-hrs_ Primary=4.77 cfs @ 13.11 h 1 1 1 4_.• ; 1 i3 r 1 I LL 1 1 t 2 ; ------- ----------- 1 1 1 1 1 1 1 I 1 1 1 I i i 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 18 17 18 19 20 21 22 23 24 Time (hours) 1 1 1 1 1 i 1 ' PRE-DEVELOPMENT ANALYSIS Type 11114-hr 10 YR Rainfall=-4.80" Prepared by TTI ENVIRONMENTAL INC. Printed 8131/2016 ' HydroCAD®10.00-16 s/n 08795 @2015 HvdroCAD Software Solutions LLC Page 9 Summary for Link DP1: OFFSITE ' Inflow Area= 12,775 sf, 0.00%Impervious, Inflow Depth> 1.25" for 10 YR event Inflow 0.38 cfs @ 12.11 hrs, Volume= 1,329 cf Primary = 0.38 cfs @ 12.11 hrs, Volume= 1,329 cf, Atten=0%, Lag=0.0 min tPrimary outflow=Inflow,Time Span=0.00-24.00 hrs,dt=0.01 hrs ' Link DP1: OFFSITE Hydrograph ' 0.42 , __--'.- --_; _ _______ ;__ pinflow .r_ _.I__r..-,_____r__ mPrimary 04 Inflow Area=12;77 0.38 cfs 12.11 hrs 0.39- . - ----'------ --- ------`- -'--- --� -- o.3s ,! Inflow=0.38 .cfs;@12;11 hrs ----'-- .-----_-- ._;_ ._-;----- -- ' 0.34 -------'--- -•---- --- - ----------------- -- ----'-----!— ' .-Primary=0:38 cfs@12:11-h ----- - � -r- i 0.28 . , , , , , , 0.26 __t___.._'_______;__,__,__.__I_ _„__------------- ------ ____ -"---r'----- r -_,---- r ----'----------�--i-__----------- 0.22. -r-- 0.24 _i.__ _�_ _i_. � _ _L__ 0.2 c _--------------------___,________ u 0.18 , -- — -- �- ---r- 1 Ir ------ 0.12-. 0.1s _ r -----'- '----- --------------- 0.1 _ -, rrr ----}__,-- - -- •------- '--- '--- '--r-- 0.06 _,. ---' --'----' 0.04 ' 0. ip 02 0 0 1 2 3 4 5 8 7 8 9 10 11 12 13 14 15 18 17 18 19 20 21 22 23 24 Inme (hours) 1 PRE-DEVELOPMENT ANALYSIS Type III 24-hr 10 YR Rainfa11=4.80" ' Prepared by TTI ENVIRONMENTAL INC. Printed 813112016 HydroCAD®10.00-16 sln 08795 @ 2015 HydroCAD Software Solutions LLC Page 10 ' Summary for Link DP2: OFFSITE Inflow Area= 19,644 sf, 0.00%Impervious, Inflow Depth> 1.25" for 10 YR event ' Inflow = 0.59 cfs @ 12.10 hrs, Volume= 2,044 cf Primary = 0.59 cfs @ 12.10 hrs, Volume= 2,044 cf, Atten=0%, Lag=0.0 min Primary outflow=Inflow,Time Span=0.00-24.00 hrs,dt=0.01 his ' Link DP2: OFFSITE ' Hydrograph w Fe 10. _ .� _; . ___. ..._ ._� m81y 0 _.85 . _._ . .. . . . I InfloArea=_7915 0.59 cfs 12.10 hrs ; Inflow=0,59 c 0.55fs;@ 12;10.hr _ . _ _ Primary' =0_.59_cfs @.12.10 fir 0.45 ._. - - - -- . 0.35 _____.. ___ ._ _..__:.__ ._ _ __ _..__ _1_____�_ .___ _ 3 LL � , 0.25 _ ._..r -_r_ ___ _; __ _- __._.____;__-_� __ 0.15 1 0.05 0. ' 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) ' PRE-DEVELOPMENT ANALYSIS Type III 24-hr 10 YR Rainfall-480" Prepared by TTI ENVIRONMENTAL INC. Printed 813112016 ' HydroCAD®10.00-16 sln 08795 @2015 HydroCAD Software Solutions LLC Page 11 Summary for Link DP3: OFFSITE ' Inflow Area= 46,082 sf, 0.00%Impervious, Inflow Depth> 1.25" for 10 YR event Inflow 1.38 cfs @ 12.10 hrs, Volume= 4,794 cf Primary = 1.38 cfs @ 12.10 hrs, Volume= 4,794 cf, Atten=0%, Lag=0.0 min ' Primary outflow=Inflow,Time Span=0.00-24.00 hrs,dt=0.01 hrs ' Link DP3: OFFSITE Hydrograph Inflow Area=46,08 1.38 cfs 12.10 hrs � m FrimaN Infl6w=1.38 cfs,@ 12:10 hrs Primary=1.38 cfs @ 12.10 h ; i --------------------------- -------- 4.... 1 - - II II i 1 � I 1 = I 1 I 1 1 3 1 , o i � LL I I 1 1 , 1 I I I I 1 1 1 I 1 1 1 1 1 1 1 1 1 I 1 1 1 1 I 1 1 - 1 O 0 1 2 3 4 5 8 7 B 9 10 11 12 13 14 15 i6 17 18 19 20 21 22 23 24 Time (hours) I ' PRE-DEVELOPMENT ANALYSIS Type 111 24-hr 10 YR Rainfall-480" t Prepared by TTI ENVIRONMENTAL INC. Printed 8/3112016 HydroCAD®10.00-16 s/n 08795 @2015 HydroCAD Software Solutions LLC Page 12 ' Summary for Link DP4: OFFSITE Inflow Area= 69,922 sf, 7.64%Impervious, Inflow Depth> 1.45" for 10 YR event ' Inflow = 2.43 cfs @ 12.11 his, Volume= 8,445 cf Primary = 2.43 cfs @ 12.11 hrs, Volume= 8,445 cf, Atten=0%, Lag=0.0 min I Primary outflow=Inflow,Time Span=0.00-24.00 hrs,dt=0.01 hrs ' Link DP4: OFFSITE ' Hydrograph i- E Inflow AA rfq ®Primary ' Infldw Area=69,92 2.43 cfs 12.11 hrs 1 I I6fl6.w=2.43 cfs ,@ 12;11 hrs j -- ' Primary=2.43 cfs @ 12.11 Fi , 2 1 LL 1 1 1 I 1 ; I • 1 1 1 1 I I 1 1 1 1 1 1 1 1 1 I O ' 0 1 2 3 4 5 8 7 a 9 10 11 12 13 14 15 18 17 19 19 20 21 22 23 24 Time (hours) 1 i 1 Hyd rocad ' PRE-DEVELOPMENT: ' 25-Year Storm 1 Stormwater Management Report 8I31I2016 PRE-DEVELOPMENT ANALYSIS Type III 24-hr 25 YR Rainfall-4.00" ' Prepared by TTI ENVIRONMENTAL INC. Printed 8/31/2016 HydroCAD010.00-16 sln 08795 @2015 HydroCAD Software Solutions LLC Page 1 ' Time span=0.00-24.00 hrs,dt=0.01 hrs,2401 points Runoff by SCS TR-20 method,UH=SCS,Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Scor-Ind method ' Subcatchment EX1:TO DP 1 Runoff Area=12,775 sf 0.00%Impervious Runoff Depth>2.00" Flow Length=165' Tc=6.4 min CN=61 Runoff=0.65 cfs 2,132 cf ' Subcatchment EX2:TO DP 2 Runoff Area=19,644 sf 0.00%Impervious Runoff Depth>2.00" Flow Length=285' Tc=6.0 min CN=61 Runoff-1.01 cis 3,278 cf Subcatchment EX3:TO DP 3 Runoff Area=46,082 sf 0.00%Impervious Runoff Depth>2.00" ' Flow Length=415' Tc=6.3 min CN=61 Runoff-2.35 cis 7,689 cf Subcatchment EX4:TO DP 4 Runoff Area=69,922 sf 7.64%Impervious Runoff Depth>2.26" ' Flow Length=410' Tc=7.3 min CN=64 Runoff-3.96 cis 13,165 cf Link 1L:TOTAL OFFSITE Inflow=7.94 cfs 26,264 cf ' Primary--7.94 cis 26,264 cf Link DPI:OFFSITE Inflow-0.65 cis 2,132 cf Primary-4.65 cis 2,132 cf ' Link DP2:OFFSITE Inflow=1.01 cfs 3,278 cf Primary--1.01 cis 3,278 cf t Link DP3:OFFSITE Inflow=2.35 cis 7,689 cf Primary=2.35 cis 7,689 cf Link D134: OFFSITE Inflow--3.96 cis 13,165 cf ' Primary--3.96 cfs 13,165 cf Total Runoff Area=148,423 sf Runoff Volume=26,264 cf Average Runoff Depth=2.12" ' 96.40%Pervious=143,082 sf 3.60%Impervious=5,341 sf 1 1 1 ' PRE-DEVELOPMENT ANALYSIS Type 11124-hr 25 YR Rainfall--6.00" Prepared by TTI ENVIRONMENTAL INC. Printed 8/3112016 ' HydroCAD®10.00-16 stn 08795 @2015 HvdroCAD Software Solutions LLC Page 2 Summary for Subcatchment EX1:TO DP 1 ' Runoff = 0.65 cfs @ 12.10 hrs, Volume= 2,132d, Depth> 2.00" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-24.00 hrs,dt=0.01 hrs Type III 24-hr 25 YR Rainfall=6.00" Area(so CN Description ' 11,208 58 Woods/grass comb.,Good,HSG B 1,567 86 Woods/grass comb.,Poor,HSG D 12,775 61 Weighted Average 12,775 100.00%Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (fVft) (fOsec) (cfs) ' 5.7 50 0.0500 0.15 Sheet Flow,Sheet Flow Grass:Dense n=0.240 P2=3.20" 0.4 55 0.1000 2.21 Shallow Concentrated Flow,Shallow Concentrated Flow i ' Short Grass Pasture Kv=7.0 fps 0.3 60 0.2000 3.13 Shallow Concentrated Flow,Shallow Cocnentrated Flow Short Grass Pasture Kv=7.0 fps 6.4 165 Total ' Subcatchment EX1: TO DP 1 Hydrograph ' ®Runon 07 0.65cfsCa 12.10 hrs -- ;--- 0.65 ' _Runoff=0.65.cfs @ 121.0':hrs t0-6- _Type III 24-hr- - 0.55. ; 25 YR-Rainfall"-6.00" 0.5 ' Runoff Area=12,775 sf o.4s Runoff Volume=2,132-cif 0.35 -Runoff-Depth$2.00"1 --- -- -- ------------ -- - 0.3 Flow Length=165' , 0.25. TC=6.4 min 0_27 CN=61 0.15- 0.1- 0.05- 0_1 .1 0.050 0 1 2 3 4 5 8 7 a 9 10 11 12 13 14 15 16 17 16 19 20 21 22 23 24 Time (houm) t 1 1 PRE-DEVELOPMENT ANALYSIS Type 11124-hr 25 YR Rainfall-4.00" ' Prepared by TTI ENVIRONMENTAL INC. Printed 8131/2016 HydroCAD®10.00-16 s/n 08795 @2015 HydroCAD Software Solutions LLC Page 3 ' Summary for Subcatchment EX2: TO DP 2 Runoff = 1.01 cfs @ 12.10 hrs, Volume= 3,278 cf, Depth> 2.00" t Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00.24.00 hrs,dt=0.01 hrs Type III 24-hr 25 YR Rainfall=6.00" Area(sit CN Description 17,450 58 Woods/grass comb.,Good, HSG B ' 2,194 86 Woodslgrass comb.,Poor, HSG D 19,644 61 Weighted Average 19,644 100.00%Pervious Area Tc Length Slope Velocity Capacity Description ' (min) (feet) (ft/ft) (ftlsec) (cfs) 4.3 50 0.1000 0.19 Sheet Flow,Sheet Flow Grass:Dense n=0.240 P2=3.20" 0.7 90 0.1000 2.21 Shallow Concentrated Flow,Shallow Concentrated Flow Short Grass Pasture Kv=7.0 fps 0.2 50 0.2800 3.70 Shallow Concentrated Flow,Shallow Concentrated Flow ' Short Grass Pasture Kv=7.0 fps 0.8 95 0.0800 1.98 Shallow Concentrated Flow,Shallow Concentrated Flow Short Grass Pasture Kv=7.0 fps ' 6.0 285 Total Subcatchment EX2: TO DP 2 Hydrograph ' . . . 1 1.01 cfsCa 12.10hrs _ - - -r-- ®Runoff + Runoff=1,.01 cfs @ 12.10 hrs ' Type III 24-hr ; 25 YR Rainfall= 6.00, Runoff Area=1'9,644 sf Runoff Volume---3,278 cf Runoff Depth>2.00" ' 1 LL Flow Length=285' . Tc=6.0 min ; CN=61MWO ' o ' 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 1 1 ' PRE-DEVELOPMENT ANALYSIS Type 11124-hr 25 YR Rainfalh6.00" Prepared by TTI ENVIRONMENTAL INC. Printed 813112016 HydroCAD®10.00-16 sln 08795 @2015 HvdroCAD Software Solutions LLC Pace 4 Summary for Subcatchment EX3: TO DP 3 ' Runoff = 2.35 cfs @ 12.10 hrs, Volume= 7,689 cf, Depth> 2.00" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-24.00 hrs,dt=0.01 hrs ' Type III 24-hr 25 YR Rainfall=6.00" Area(sq CN Description ' 41,879 58 Woods/grass comb.,Good, HSG B 4,203 86 Woods/grass comb.,Poor,HSG D 46,082 61 Weighted Average 46,082 100.00%Pervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (f ift) (fUsec) (cfs) 3.2 50 0.0800 0.26 Sheet Flow,Sheet Flow Grass:Short n=0.150 P2=3.20" 0.3 40 0.0800 1.98 Shallow Concentrated Flow,Shallow Concentrated Flow Short Grass Pasture Kv=7.0 fps t 0.1 40 0.5000 4.95 Shallow Concentrated Flow,Shallow Concentrated Flow Short Grass Pasture Kv=7.0 fps 1.1 100 0.0500 1.57 Shallow Concentrated Flow,Shallow Concentrated Flow Short Grass Pasture Kv=7.0 fps 0.6 100 0.3000 2.74 Shallow Concentrated Flow,Shallow Concentrated Flow Woodland Kv=5.0 fps 1.0 85 0.0800 1.41 Shallow Concentrated Flow,Shallow Concentrated Flow Woodland Kv=5.0 fps � 6.3 415 Total I 1 PRE-DEVELOPMENT ANALYSIS Type 11124-hr 25 YR Rainfall=6.00" ' Prepared by TTI ENVIRONMENTAL INC. Printed 8131/2016 HydroCAD®10.00.16 stn 08795 @2015 HydroCAD Software Solutions LLC Page 5 ' Subcatchment EX3: TO DP 3 Hydrograph ' • m RunoR 2.35 cfs @ 12.10 hrs Runoff=2.35 cfs @ 12.10 hrs ' Type III 24-hr 2 25 YR Rainfall-6.13W' Runoff Area=46,082 sf Runoff Volume=7,689 cf Runoff Depth>2.00" LL Flow Length=415' Tc=6.3 min CN=61 ; 1 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 1 1 1 ' PRE-DEVELOPMENT ANALYSIS Type III 24-hr 25 YR Rainfall=6.00" Prepared by TTI ENVIRONMENTAL INC. Printed 813112016 ' HydroCAD®10.00-16 sln 08795 ©2015 HydroCAD Software Solutions LLC Page 6 Summary for Subcatchment EX4: TO DP 4 ' Runoff = 3.96 cfs @ 12.11 hrs, Volume= 13,165 cf, Depth> 2.26" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-24.00 hrs,dt=0.01 hrs Type III 24-hr 25 YR Rainfall=6.00' Area(sf) CN Description ' 46,146 58 Woods/grass comb., Good,HSG 8 6,621 86 Woods/grass comb., Poor,HSG D 11,814 61 >75%Grass cover,Good, HSG B 2,725 98 Unconnected roofs, HSG B ' 2,616 98 Driveway,HSG 8 69,922 64 Weighted Average 64,581 92.36%Pervious Area ' 5,341 7.64%Impervious Area 2,725 51.02%Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (fYft) (ft/sec) (cfs) 5.7 50 0.0500 0.15 Sheet Flow,Sheet Flow Grass:Dense n=0.240 P2=3.20" t 0.3 55 0.1500 2.71 Shallow Concentrated Flow,Shallow Concentrated Flow Short Grass Pasture Kv=7.0 fps 0.3 60 0.1830 2.99 Shallow Concentrated Flow,Shallow Concentrated Flow Short Grass Pasture Kv=7.0 fps ' 0.4 75 0.1600 2.80 Shallow Concentrated Flow,Shallow Concentrated Flow Short Grass Pasture Kv=7.0 fps 0.1 30 0.3300 5.74 Shallow Concentrated Flow,Shallow Concentrated Flow ' Nearly Bare&Unfilled Kv= 10.0 fps 0.5 140 0.2000 4.47 Shallow Concentrated Flow,Shallow Concentrated Flow Nearly Bare&Untilled Kv= 10.0 fps 7.3 410 Total i1 i i1 i PRE-DEVELOPMENT ANALYSIS Type 11124-hr 25 YR Rainfall-4.00" ' Prepared by TTI ENVIRONMENTAL INC. Printed 8/3112016 HydroCAD®10.00-16 stn 08795 ©2015 HydroCAD Software Solutions LLC Page 7 ' Subcatchment EU TO DP 4 Hydrograph 3.96 cfs @ 12.11 hrs -- ---- - - -- 4- Runoff=3;96 cfs @ 12.11 hrs Type III 24-hr _25 YR.Rainfall 6.00 t3 Runoff Area=69,922 sf Runoff Volume=13,165 cf Runoff De th>,2.26" LL 2 Flow Length=410' ; Tc=7.3 min ; CN=64 J- 0 1 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 -22 23 24 Time (hours) ' 1 1 1 1 1 1 1 1 PRE-DEVELOPMENT ANALYSIS Type III 24-hr 25 YR Rainfall=6.00" Prepared by TTI ENVIRONMENTAL INC. Printed 813112016 1 HydroCAD@ 10.00-16 sin 08795 @ 2015 HydroCAD Software Solufions LLC Page 8 Summary for Link 1 L: TOTAL OFFSITE 1 Inflow Area= 148,423 sf, 3.60%Impervious, Inflow Depth> 2.12" for 25 YR event Inflow 7.94 cfs @ 12.10 hrs, Volume= 26,264 cf Primary = 7.94 cfs @ 12.10 hrs, Volume= 26,264 cf, Atten=0%, Lag=0.0 min 1 Primary outflow=Inflow,Time Span=0.00-24.00 hrs,dt=0.01 hrs 1 Link 1 L:TOTAL OFFSITE Hydrograph ________ ._�___ . _____________ __.�_____I___ pPnmary 1 Inflow Area=148,4 7.94 cfs 12.10 hrs 6 Inflow -hrs- -- -------- ,--- rirriary=7.94_cfs @ 12.10 h ; 1 P ----------------------------- 1 1 I 1 1 1 6 I 1 ----- . 5 ----- ---- - 1 I I 1 O 4 1 1 1 I 1 1 • 1 I 1 i 3 1 1 I 1 1 1 I I 1 2 1 1 ------- --- --------- 1 ; 1 I 1 1 1 I 1 ° 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 nma (hours) 1 1 1 1 1 i 1 PRE-DEVELOPMENT ANALYSIS Type III 24-hr 25 YR Rainfall=-6.00" ' Prepared by TTI ENVIRONMENTAL INC. Printed 813112016 HydroCAD®10.00-16 sln 08795 @2015 HydroCAD Software Solutions LLC Page 9 ' Summary for Link DP1: OFFSITE Inflow Area= 12,775 sf, 0.00%Impervious, Inflow Depth> 2.00" for 25 YR event ' Inflow = 0.65 cfs @ 12.10 hrs, Volume= 2,132 cf Primary = 0.65 cfs @ 12.10 hrs, Volume= 2,132 cf, Aften=0%, Lag=0.0 min Primary outflow=Inflow,Time Span=0.0D-24.00 hrs,dt=0.01 his ' Link DP1: OFFSITE Hydrograph FO Inflow 0.7-. 0.65 Cts 12.10 hrs 0.65 ®F mery ' Inflow Area=12,77 ,' ' ofi Inflow-0.65 cfs @ 12.10 hrs ! :_ Primary=0.65 cfs @ 12.10 h 0.55- 0.5- 0.45- F4 .550.5 0.45 ii 0.35 u: 09 _ _ 1 0.25 0.15 0.1 0.05' 0- .20. - - - 1 0 1 2 3 4 5 8 7 B 9 10 11 12 13 14 15 18 17 iB 19 20 21 22 23 24 Time (hours) 1 ' PRE-DEVELOPMENT ANALYSIS Type 11124-hr 25 YR Rainfa11=6.00" Prepared by TTI ENVIRONMENTAL INC. Printed 8/3112016 HydroCAD®10.00-16 s/n 08795 ©2015 HydroCAD Software Solutions LLC Page 10 Summary for Link DP2: OFFSITE ' Inflow Area= 19,644 sf, 0.00%Impervious, Inflow Depth > 2.00" for 25 YR event Inflow = 1.01 cfs @ 12.10 hrs, Volume= 3,278 cf Primary = 1.01 cfs @ 12.10 hrs, Volume= 3,278 cf, Atten=0%, Lag=0.0 min ' Primary outflow=Inflow,Time Span=0.00-24.00 hrs,dt=0.01 hrs ' Link DP2:OFFSITE Hydrograph ®Inflow 1 1 ry 1 1 1 1 1.01 cfs 12.10 hrs ----------- m Prima Inflow Area=19,6 ; 1 Inflow--1.01 cfs @ 12.10 hrs � I 1 ' P'rirnary=1.01 cfs @ 12.10 hirs � , 1 I 1 ; 1 1 I 1 1 1 1 O ; 1 LL 1 1 1 I I I 1 1 1 I 1 1 1 1 1 1 1 1 1 1 1 O 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 1 1 PRE-DEVELOPMENT ANALYSIS Type 11124-hr 25 YR Rainfa11=6.00" t Prepared by TTI ENVIRONMENTAL INC. Printed 813112016 HydroCAD®10.00-16 stn 08795 @2015 HydroCAD Software Solutions LLC Page 11 ' Summary for Link DP3: OFFSITE Inflow Area= 46,082 sf, 0.00%Impervious, Inflow Depth> 2.00" for 25 YR event ' Inflow = 2.35 cfs @ 12.10 hrs, Volume= 7,689 cf Primary = 2.35 cfs @ 12.10 hrs, Volume= 7,689 cf, AHen=0%, Lag=0.0 min Primary outflow=Inflow,Time Span=0.00-24.00 hrs,dt=0.01 hrs ' Link DP3: OFFSITE 1 Hydrograph Olnflav ' 0 Primary I ' Inflow Area=46,08 2.35 cfs Cc 12.10 hrs Inf16w=2.35 cfs.@ 12;10 hrs 2- P'riniary=2.35 cfs @ 12.10 h 1 1 V 1 , 1 1 LL i 1 ! I 1 1 1 I I 1 1 I 1 1 1 1 1 1 1 1 1 1 1 1 1 I 1 1 0 ' 0 1 2 3 4 5 6 7 6 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 1 1 t ' PRE-DEVELOPMENT ANALYSIS Type///24-hr 25 YR Rainfall=6.00" Prepared by TTI ENVIRONMENTAL INC. Printed 8/31/2016 HydroCAD010.00-16 sln 08795 @2015 HydroCAD Software Solutions LLC Page 12 Summary for Link DP4: OFFSITE Inflow Area= 69,922 sf, 7.64%Impervious, Inflow Depth> 2.26' for 25 YR event Inflow 3.96 cfs @ 12.11 hrs, Volume= 13,165 cf Primary = 3.96 cfs @ 12.11 hrs, Volume= 13,165 cf, Aften=0%, Lag=0.0 min tPrimary outflow,=Inflow,Time Span=0.00-24.00 hrs,dt=0.01 hrs ' Link DP4: OFFSITE Hydrograph' ! InOow ' _ _____ ---- ®Primary 4 Inflow Area=69,92 3.96 cfs 12.11 hrs r Inflow--3.96 cfs @ 12.',l 1 firs Prrima_y=3.96 cfs @.12.11 hrs 1 -I--, - -1---- -- -1---- ..,.. . --- -------------- 3- -------- -- - -------------3 I I 1 1 I I I 1 _ '_ -- ------- -------- 2- ---•-2 I I 1 i i LL 1 I 1 1 I I 1 I 1 1 I I I I I 1 r 1 1 I r 1 1 1 1 O 0 1 2 3 4 6 6 7 8 9 10 11 12 13 14 15 18 17 1B 19 20 21 22 23 24 Time (rloum) I I t r ' Hyd rocad 1 PRE-DEVELOPMENT: ' 100-Year Storm t 1 t Storrnwater Management Report 8131/2016 , 1 PRE-DEVELOPMENT ANALYSIS Type 11124-hr 100 YR RainfalF-7.20" Prepared by TTI ENVIRONMENTAL INC. Printed 813112016 ' HydroCAD®10.00-16 sin 08795 ©2015 HydroCAD Software Solutions LLC Pace 1 Time span=0.00-24.00 hrs,dt=0.01 hrs,2401 points Runoff by SCS TR-20 method,UH=SCS,Weighted-CN ' Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Scor-Ind method Subcatchment EX1:TO DP 1 Runoff Area=12,775 sf 0.00%Impervious Runoff Depth>2.84" t Flow Length=165' Tc=6.4 min CN=61 Runoff=0.94 cfs 3,027 cf Subcatchment EX2:TO DP 2 Runoff Area=19,644 sf 0.00%Impervious Runoff Depth>2.84" Flow Length=285' Tc=6.0 min CN=61 Runoff--1.47 cfs 4,654 cf ' Subcatchment EX3:TO DP 3 Runoff Area=46,082 sf 0.00%Impervious Runoff Depth>2.84" Flow Length=415' Tc=6.3 min CN=61 Runoff-3.42 cfs 10,918 cf t Subcatchment EX4:TO DP 4 Runoff Area=69,922 sf 7.64%Impervious Runoff Depth>3.15' Flow Length=410' Tc=7.3 min CN=64 Runoff-5.61 cfs 18,350 cf ' Link IL:TOTAL OFFSITE Inflow--1 1.41 cfs 36,948 cf Pdmary=11.41 cfs 36,948 cf Link DPI:OFFSITE Inflow--0.94 cfs 3,027 cf Primary--0.94 cfs 3,027 cf Link DP2:OFFSITE Inflow--1.47 cfs 4,654 cf ' Primary-1.47 cfs 4,654 cf Link DP3: OFFSITE Inflow--3.42 cfs 10,918 cf Primary--3.42 cfs 10,918 cf ' Link D134: OFFSITE Inflow--5.61 cfs 18,350 cf Primary--5.61 cfs 18,350 cf Total Runoff Area=148,423 sf Runoff Volume=36,948 cf Average Runoff Depth=2.99" 96.40%Pervious=143,082 sf 3.60%Impervious=5,341 sf 1 PRE-DEVELOPMENT ANALYSIS Type 11124-hr 100 YR Rainfaf1=7.20" Prepared by TTI ENVIRONMENTAL INC. Printed 8131/2016 HydroCAD®10.00-16 stn 08795 ©2015 HydroCAD Software Solutions LLC Page 2 ' Summary for Subcatchment EX1:TO DP 1 Runoff = 0.94 cfs @ 12.10 hrs, Volume= 3,027 cf, Depth> 2.84" ' Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-24.00 hrs,dt=0.01 hrs Type III 24-hr 100 YR Rainfall=7.20" ' Area(sq CN Description 11,208 58 Woods/grass comb.,Good,HSG B 1,567 86 Woods/grass comb.,Poor,HSG D ' 12,775 61 Weighted Average 12,775 100.00%Pervious Area Tc Length Slope Velocity Capacity Description ' (min) (feet) (ft/ft) (ft/sec) (cfs) 5.7 50 0.0500 0.15 Sheet Flow,Sheet Flow ' Grass:Dense n=0.240 P2=3.20" 0.4 55 0.1000 2.21 Shallow Concentrated Flow,Shallow Concentrated Flow Short Grass Pasture Kv=7.0 fps 0.3 60 0.2000 3.13 Shallow Concentrated Flow,Shallow Cocnentrated Flow ' Short Grass Pasture Kv=7.0 fps 6.4 165 Total Subcatchment EX1: TO DP 1 , Hydrograph ®RunoB ' 1 ; 0.94cfsCa 12.10 hrs ' Runoff=0.94 cfs @ 12.10 hrs f ' Type III 24-hr ' 100 YR Rainfall=7.20" Runoff Area=12,775 sf Runoff Volume=3,027 cf 1 Runoff Depth>'2.84" LL Flow Length=165' ' Tc=6.4 min ' CN=61 ' 0 1 2 3 4 5 8 7 B 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) ' PRE-DEVELOPMENT ANALYSIS Type///24-hr 100 YR Rainfall=-7.20" Prepared by TTI ENVIRONMENTAL INC. Printed 813112016 ' HydroCAD®10.00-16 s/n 08795 ©2015 HydroCAD Software Solutions LLC Page 3 Summary for Subcatchment EX2: TO DP 2 ' Runoff = 1.47 cfs @ 12.09 hrs, Volume= 4,654 cf, Depth> 2.84" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00.24.00 hrs,dt=0.01 hrs ' Type III 24-hr 100 YR Rainfall=7.20" Area(sf) CN Description ' 17,450 58 Woods/grass comb., Good,HSG B 2,194 86 Woods/grass comb., Poor,HSG D 19,644 61 Weighted Average 19,644 100.00%Pervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) ' 4.3 50 0.1000 0.19 Sheet Flow,Sheet Flow Grass:Dense n=0.240 P2=3.20" 0.7 90 0.1000 2.21 Shallow Concentrated Flow,Shallow Concentrated Flow ' Short Grass Pasture Kv=7.0 fps 0.2 50 0.2800 3.70 Shallow Concentrated Flow,Shallow Concentrated Flow Short Grass Pasture Kv=7.0 fps 0.8 95 0.0800 1.98 Shallow Concentrated Flow,Shallow Concentrated Flow ' Short Grass Pasture Kv=7.0 fps 6.0 285 Total ' Subcatchment EX2: TO DP 2 i Hydrograph �RunoR 1.47 cfs @ 12.09 hrs ; t Runoff=1 47 cfs @ 12.09 hrs i Type III 24-hr ' 100 YR Rainfall=7.20" ; Runoff Aeea=1,9,644 sf --;--- - - -- -------- - - Runoff ' - - _ ... ' Runoff Volume=4,654 cf V , e Runoff Depth>2.84", LL Flow Length=285' ; Tc=6.0 min CN 61 , 0 - - 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 16 19 20 21 22 23 24 Time (hours) PRE-DEVELOPMENT ANALYSIS Type///24-hr 100 YR Rainfall=7.20" , Prepared by TTI ENVIRONMENTAL INC. Printed 8131/2016 HydroCAD®10.00-16 s/n 08795 @2015 HydroCAD Software Solubons LLC Page 4 t Summary for Subcatchment EX3: TO DP 3 Runoff = 3.42 cfs @ 12.10 hrs, Volume= 10,918 cf, Depth> 2.84" ' Runoff by SCS TR-20 method, UH=SCS,Weighted-CN,Time Span=0.00-24.00 hrs,dt=0.01 hrs Type III 24-hr 100 YR Rainfall=7.20° t Area(so CN Description 41,879 58 Woods/grass comb.,Good,HSG 8 t 4,203 86 Woods/grass comb., Poor,HSG D 46,082 61 Weighted Average 46,082 100.00%Pervious Area Tc Length Slope Velocity Capacity Description ' (min) (feet) (fUft) (ft/sec) (cfs) 3.2 50 0.0800 0.26 Sheet Flow,Sheet Flow ' Grass:Short n=0.150 P2=3.20* 0.3 40 0.0800 1.98 Shallow Concentrated Flow,Shallow Concentrated Flow Short Grass Pasture Kv=7.0 fps 0.1 40 0.5000 4.95 Shallow Concentrated Flow,Shallow Concentrated Flow ' Short Grass Pasture Kv=7.0 fps 1.1 100 0.0500 1.57 Shallow Concentrated Flow,Shallow Concentrated Flow Short Grass Pasture Kv=7.0 fps ' 0.6 100 0.3000 2.74 Shallow Concentrated Flow,Shallow Concentrated Flow Woodland Kv=5.0 fps 1.0 85 0.0800 1.41 Shallow Concentrated Flow,Shallow Concentrated Flow Woodland Kv=5.0 fps ' 6.3 415 Total 1 t 1 t 1 ' PRE-DEVELOPMENT ANALYSIS Type III 24-hr 100 YR Rainfall=7.20" Prepared by TTI ENVIRONMENTAL INC. Printed 8/3112016 HydroCAD@ 10.00-16 s/n 08795 ©2015 HydroCAD Software Solutions LLC Page 5 Subcatchment EX3: TO DP 3 ' Hydrograph 1 ; m RunoR 3.42 cfs Ca 12.10 hrs ; Runoff=3;42 cfs @ 12.10 hrs 3 Type-lll24=hr;-- --;-----;___ , ---- ----- -=- . .. -- -;----;---- ;-- ' 100'YR Rainfall=7.20" ; Runoff Aeea=46,082 sf _Runoff Volume=1.0,918_cf___ --- ----- 2- Runoff Depth>2.84" LL Flow Length=415' ; Tc=6.3 min - -------- =61 , , o . 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 16 19 20 21 22 23 24 ' Time (hours) t PRE-DEVELOPMENT ANALYSIS Type///24-hr 100 YR Rainfa11=1.20' 1 Prepared by TTI ENVIRONMENTAL INC. Printed 813112016 HydroCAD®10.00-16 sln 08795 ©2015 HydroCAD Software Solufions LLC Page 6 ' Summary for Subcatchment EU TO DP 4 Runoff = 5.61 cfs @ 12.11 hrs, Volume= 18,350 cf, Depth> 3.15" ' Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-24.00 hrs,dt=0.01 hrs Type III 24-hr 100 YR Rainfall=7.20' , Area(so CN Description 46,146 58 Woods/grass comb.,Good,HSG B , 6,621 86 Woods/grass comb.,Poor,HSG D 11,814 61 >75%Grass cover, Good, HSG B 2,725 98 Unconnected roofs,HSG B ' 2,616 98 Driveway,HSG B ' 69,922 64 Weighted Average 64,581 92.36%Pervious Area 5,341 7.64%Impervious Area ' 2,725 51.02%Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ftlft) (ftlsec) (cfs) ' 5.7 50 0.0500 0.15 Sheet Flow,Sheet Flow Grass: Dense n=0.240 P2=3.20' 0.3 55 0.1500 2.71 Shallow Concentrated Flow,Shallow Concentrated Flow , Short Grass Pasture Kv=7.0 fps 0.3 60 0.1830 2.99 Shallow Concentrated Flow,Shallow Concentrated Flow Short Grass Pasture Kv=7.0 fps 0.4 75 0.1600 2.80 Shallow Concentrated Flow,Shallow Concentrated Flow ' Short Grass Pasture Kv=7.0 fps 0.1 30 0.3300 5.74 Shallow Concentrated Flow,Shallow Concentrated Flow Nearly Bare&Unfilled Kv=10.0 fps ' 0.5 140 0.2000 4.47 Shallow Concentrated Flow,Shallow Concentrated Flow Nearly Bare&Unfilled Kv=10.0 fps 7.3 410 Total t ' PRE-DEVELOPMENT ANALYSIS Type III 24-hr 100 YR Rainfall--7.20" Prepared by TTI ENVIRONMENTAL INC. Printed 8131/2016 ' HdroCAD®10.00-16 s/n 08795 ©2015 HydroCAD Software Solutions LLC Paoe 7 Subcatchment EU TO DP 4 Hydrograph ' 0 RunoR 6- 5.61 cfs Ca 12.11 hrs Runoff=5.61 cfs @ 12.11 hrs 1 5 _TY-113"e, 111 24-hr ;__ _,_ - - --- -- ,- --- - ,- -. 100'YR Rainfall=7.20" i 4 Runoff Weea=69,922 Runoff Volume=18,350 cf ' u ,_ Runoff Depth>ill-5" ' LL Flow Length=410' , 2 -Tc=7.3 min = j CN=64 I n- 06... 1 2 3 4 5 6 7 9 9 10 11 12 13 14 15 16 17 16 19 20 21 22 23 24 ' Time (houm) 1 1 PRE-DEVELOPMENT ANALYSIS Type III 24-hr 100 YR Rainfall--7.20" , Prepared by TTI ENVIRONMENTAL INC. Printed 813112016 HydroCAD@ 10.00-16 sln 08795 @ 2015 HydroCAD Software Solutions LLC Page 8 ' Summary for Link 1 L: TOTAL OFFSITE Inflow Area= 148,423 sf, 3.60%Impervious, Inflow Depth> 2.99" for 100 YR event t Inflow = 11.41 cfs @ 12.10 hrs, Volume= 36,948 cf Primary = 11.41 cfs @ 12.10 hrs, Volume= 36,948 cf, Atten=0%, Lag=0.0 min Primary outflow=Inflow,Time Span=0.00-24.00 hrs,dt=0.01 hrs ' Link 1 L: TOTAL OFFSITE ' Hydrograph F ; ; 12 i 11.41 cfs 12.10 hrs ------ ' -- maty ' ®Pr Inflow Area=148;4 11. ' , Inflow--11x41 cfs-@ 12.10 hrs ' =-- ---- -- - --------- 10 Primary=11.44 cfs @ 1210�h ; , a --- -------- --- ----------- 7- ------ - --- '- ---7 ---'-' -;- ---- -- ' --- '----- LL 5- 4 i : z- ' 1 0 ' 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) t ' PRE-DEVELOPMENT ANALYSIS Type///24-hr 100 YR Rainfall=7.200 Prepared by TTI ENVIRONMENTAL INC. Printed 8131/2016 ' HydroCAD®10.00-16 stn 08795 ©2015 HydroCAD Software Solutions LLC Pace 9 Summary for Link DPI: OFFSITE ' Inflow Area= 12,775 sf, 0.00%Impervious, Inflow Depth > 2.84" for 100 YR event Inflow 0.94 cfs @ 12.10 hrs, Volume= 3,027 cf Primary = 0.94 cfs @ 12.10 hrs, Volume= 3,027 cr, Atten=0%, Lag=0.0 min ' Primary outflow=Inflow, Time Span=0.00-24.00 hrs,dt=0.01 hrs Link DP1: OFFSITE Hydrograph 1 1 1 Fe inflow 1 Infldw Area=12,77 0.94 cfs 12.10 hrs ©P maty 1 Infl6w=0.94 cfs @ 12 10 hrs ' P'riniary=0.94 cfs @ 12.10 h I 1 1 t i 1 1 1 1 1 1 I ; I 1 LL I 1 1 1 1 I 1 1 I 1 I 1 1 I 1 1 1 1 1 I 1 I 1 1 1 1 I 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 1 PRE-DEVELOPMENT ANALYSIS Type 11124-hr 100 YR Rainfall=7.20" 1 Prepared by TTI ENVIRONMENTAL INC. Printed 813112016 HydroCAN 10.00-16 s/n 08795 ©2015 HydroCAD Software Solutions LLC Page 10 ' Summary for Link DP2: OFFSITE Inflow Area= 19,644 sf, 0.00%Impervious, Inflow Depth> 2.84" for 100 YR event , Inflow = 1.47 cfs @ 12.09 his, Volume= 4,654 cf Primary = 1.47 cfs @ 12.09 hrs, Volume= 4,654 cf, Atten=0%, Lag=0.0 min Primary outflow=Inflow,Time Span=0.00-24.00 hrs,dt=0.01 hrs ' Link DP2: OFFSITE Hydrograph O Inflow ' m Primary , Inflow Area=119'64jj.47 cfs a 12.09 hrs Irifl6w=1.47 cfs,@ 12.09 hrs Primary=1.47 cfs @ 12.09 h I , 1 1 I � , 1 1 I 1 I r I 1 O LL 1 I 1 1 r I 1 1 I 1 I 1 1 1 I I 1 1 1 I 1 1 1 I 1 0 1 2 3 4 5 8 7 8 9 10 11 12 13 14 15 18 17 18 19 20 21 22 23 24 Time (hours) 1 ' PRE-DEVELOPMENT ANALYSIS Type 11124-hr 100 YR Rainfalk7.20" Prepared by TTI ENVIRONMENTAL INC. Printed 813112016 ' HydroCAD@ 10.00-16 sln 08795 @2015 HydroCAD Software Solutions LLC Page 11 Summary for Link DP3: OFFSITE ' Inflow Area= 46,082 sf, 0.00%Impervious, Inflow Depth> 2.84" for 100 YR event Inflow 3.42 cfs @ 12.10 hrs, Volume= 10,918 cf Primary = 3.42 cfs @ 12.10 hrs, Volume= 10,918 cf, Atten=0%, Lag=0.0 min ' Primary outflow=Inflow,Time Span=0.00-24.00 hrs,dt=0.01 hrs ' Link DP3: OFFSITE Hydrograph i ; 1 - H Inflow Inflow Area=46,08 3.42 cfs 12.10 hrs ®acme" Iriflow=3.42 cfs @ 12;10 hrs — — I 1 ' 3 Primary=3. 42 cfs @ 1.2.10 hr I 1 ; 1 1 1 I ------------------- 2- ------------------ ------ - ; m I 1 , V 2 1 1 1 a ; LL 1 I I 1 1 1 1 1 ---_-L---------- OL --- ---- 1 1 1 I I I i 1 i i L .i • I -------- ---- 1 ' 1 I I 1 1 1 I I I I 1 1 I 1 I 1 1 1 1 1 ; 1 1 1 0 _ 0 1 2 3 4 5 6 7 8 9 10 i1 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 1 i PRE-DEVELOPMENT ANALYSIS Type Ill 24-hr 100 YR Rainfalh7.20" ' Prepared by TTI ENVIRONMENTAL INC. Printed 813112016 HydroCAD®10.00-16 sln 08795 ©2015 HydroCAD Software Solutions LLC Page 12 ' Summary for Link DP4: OFFSITE Inflow Area= 69,922 sf, 7.64%Impervious, Inflow Depth> 3.15" for 100 YR event Inflow = 5.61 cfs @ 12.11 hrs, Volume= 18,350 cf Primary = 5.61 cis @ 12.11 hrs, Volume= 18,350 cf, Aften=0%, Lag=0.0 min Primary outflow= Inflow,Time Span=0.00-24.00 hrs,dt=0.01 hrs ' Link DP4: OFFSITE t Hydrograph O ®P maty s- 5.61 Cf5 12.11 hr5 ' Inflow Area=69,92 I flow--5.61 cfs @ 12.11 hrs 5 rimary=5.61 cfs @ 12.11 hrct 4- 3- 2- 0 320 1 2 3 4 5 8 7 8 9 10 11 12 13 14 15 18 17 18 19 20 21 22 23 24 Time (hours) 1 t r � ' Hyd rocad POST-DEVELOPMENT: ' 2-Year Storm 1 Stormwaler Management Report 8I31I2016 I � 1 'Pt !P2. O 'Pd iocaz\ /roeer Tors.\ �ocsi n 2R\ ]R CO2io ouR1 roouwi Too 8R \\b C&io oqM � \\\\b /TO.. O--0 DPt TOOFF& 0 Ff61rE OWITDO O TOOw O1 TOO1 Owuio own P18 —C DP2 OpypTOTOOYItl i00FF6OE OFFSIE 12R � rocas /To. r1R _ Plt P] DPD OKOFFaIrE \\\�1 ro ormF TOOFFBIIE OFi91E O OKw pWIF i00WW 13R 1dR --✓��1 Py� O-D OP< Og TO 10 O. TOFEai 1^ TO OFFE o 2P ,15R oca To orwle, geaoavua owooro OWO1 \\\]1 18R 1]R —D 18R ' O 11TOO 11 oNOa ro oAM1. 1 Subcat Reach on O Link Routing Diagram for POST-DEVELOPMENT ANALYSIS 'Prepared by TTI ENVIRONMENTAL INC., Printed 8/31/2016 HydroCADS 10.00-16 5/n 08795 ®2015 HydroCAD Software Solubons LLC ' 1 ' POST-DEVELOPMENT ANALYSIS Prepared by TTI ENVIRONMENTAL INC. Printed 8/31/2016 ' HydroCAD010.00-16 s/n 08795 ©2015 HydroCAD Software Solutions LLC Page 2 Area Listing(all nodes) ' Area CN Description (sq-ft) (subcatchment-numbers) 81,136 61 >75%Grass cover,Good,HSG B (Pt,P10,P11,P2,P3,P4,P5,P6,P7,P8,P9) 9,543 98 Driveways,HSG B (P11,P2,P3,P4,P5,P6,P7) 2,616 98 Driveways,HSG B EX (P8) ' 2,093 98 Driveways,HSG B PR (P8) 670 98 Paved parking,HSG A (P1) 14,645 98 Paved roads w/curbs&sewers,HSG B (Pt,P2,P3,P5,P6,P7) 9,956 98 Roofs,HSG B (P10,P11,P2,P3,P4,P5,P6,P7) 2,725 98 Roofs,HSG B EX (P8) 1,320 98 Roofs,HSG B PR (P8) 3,862 98 Water Surface,HSGB (Pit) ' 17,744 58 Woods/grass comb.,Good,HSG B (P10,P11,P9) 2,113 86 Woods/grass comb.,Poor,HSG D (P11,P7,P9) 148,423 73 TOTAL AREA 1 POST-DEVELOPMENT ANALYSIS , Prepared by TTI ENVIRONMENTAL INC. Printed 8/31/2016 HydroCAD®10.00-16 s/n 08795 @2015 HydroCAD Software Solutions LLC Page 3 ' Soil Listing(all nodes) Area Soil Subcatchment (sq-ft) Group Numbers 670 HSG A P1 145,640 HSG B P1,P10,1311,P2,P3,P4,P5,P6,P7,P8,P9 0 HSG C 2,113 HSG D P11,P7,P9 0 Other ' 148,423 TOTAL AREA t t ' POST-DEVELOPMENT ANALYSIS Prepared by TTI ENVIRONMENTAL INC. Printed 8131/2016 HydroCAD®10.00-16 s/n 08795 ©2015 HydroCAD Software Solutions LLC Page 4 Ground Covers(all nodes) ' HSG-A HSG-B HSG-C HSG-D Other Total Ground Subcatchment (sq-ft) (sq-ft) (sq-ft) (sq-ft) (sq-ft) (sq-ft) Cover Numbers ' 0 81,136 0 0 0 81,136 >75%Grass cover,Good Pt,P10,P11, P2,P3,P4, P5,P6,P7, P8,P9 ' 0 14,252 0 0 0 14,252 Driveways P11,P2,P3, P4,P5,P6, P7,P8 670 0 0 0 0 670 Paved paddng P1 0 14,645 0 0 0 14,645 Paved roads w/curbs 8 sewers P1,P2,P3, P5,P6,P7 ' 0 14,001 0 0 0 14,001 Roofs P10,P11,P2, P3,P4,P5, P6,P7,P8 0 3,862 0 0 0 3,862 Water Surface P11 0 17,744 0 0 0 17,744 Woods/grass comb.,Good P10,P11,P9 0 0 0 2,113 0 2,113 Woods/grass comb.,Poor P11,P7,P9 670 145,640 0 2,113 0 148,423 TOTAL AREA 1 1 POST-DEVELOPMENT ANALYSIS , Prepared by TTI ENVIRONMENTAL INC. Printed 813112016 HydroCAD®10.00-16 sln 08795 ©2015 HydroCAD Software Solutions LLC Page 5 Pipe Listing(all nodes) Line# Node In-Invert Out-Invert Length Slope n DiamWidth Height Inside-Fill ' Number (feet) (feet) (feet) (ftlft) (inches) (inches) (inches) 1 1R 41.65 32.50 100.0 0.0915 0.013 12.0 0.0 0.0 2 2R 84.81 84.61 20.0 0.0100 0.013 12.0 0.0 0.0 ' 3 3R 84.09 83.97 12.0 0.0100 0.013 12.0 0.0 0.0 4 4R 83.87 81.30 29.0 0.0886 0.013 12.0 0.0 0.0 5 5R 81.20 78.75 32.0 0.0766 0.013 12.0 0.0 0.0 6 6R 77.50 75.00 31.0 0.0806 0.013 12.0 0.0 0.0 7 7R 74.00 70.50 41.0 0.0854 0.013 12.0 0.0 0.0 8 8R 71.80 70.90 20.0 0.0450 0.013 12.0 0.0 0.0 9 9R 71.50 70.90 12.0 0.0500 0.013 12.0 0.0 0.0 10 10R 70.40 67.90 30.0 0.0833 0.013 12.0 0.0 0.0 11 11R 67.80 62.90 43.0 0.1140 0.013 12.0 0.0 0.0 t 12 12R 62.80 56.80 44.0 0.1364 0.013 12.0 0.0 0.0 13 13R 58.40 56.20 210.0 0.0105 0.013 18.0 0.0 0.0 14 1411 56.10 48.00 108.0 0.0750 0.013 18.0 0.0 0.0 ' 15 15R 47.00 43.75 22.0 0.1477 0.013 12.0 0.0 0.0 16 16R 43.65 42.00 94.0 0.0176 0.013 12.0 0.0 0.0 17 17R 32.40 28.00 43.0 0.1023 0.013 12.0 0.0 0.0 , 18 18R 27.90 27.00 26.0 0.0346 0.013 12.0 0.0 0.0 19 1 P 44.00 42.00 35.0 0.0571 0.013 12.0 0.0 0.0 1 1 t 1 ' POST-DEVELOPMENT ANALYSIS Type 111 24-hr 2 YR Rainfalr3.20" Prepared by TTI ENVIRONMENTAL INC. Printed 8/3112016 HydroCAD®10.00-16 stn 08795 ©2015 HydroCAD Software Solutions LLC Page 6 Time span=0.00-24.00 hrs,dt=0.01 hrs,2401 points Runoff by SCS TR-20 method,UH=SCS,Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment P1:TO CB2 Runoff Area=6,471 sf 61.89%Impervious Runoff Depth>1.68" Flow Length=179' Tc=3.6 min CN=84 Runoff-0.32 cis 907 cf Subcatchment P10:TO OFFSITE Runoff Area=13,843 sf 9.26%Impervious Runoff Depth>0.52" Flow Length=169' Tc=3.1 min CN=63 Runoff=0.15 cfs 599 cf Subcatchment 1311:TO BASIN Runoff Area=29,524 sf 23.76%Impervious Runoff Depth>0.83" Flow Length=150' Tc=4.1 min CN=70 Runoff=0.63 cfs 2,035 cf Subcatchment P2:TO CB1 Runoff Area=9,663 sf 60.00%Impervious Runoff Depth>1.61" Flow Length=225' Tc=6.4 min CN=83 Runoff-0.41 cis 1,294 cf Subcatchment P3:TO CB4 Runoff Area=5,723 sf 65.65%Impervious Runoff Depth>1.76" Flow Length=141' Tc=3.3 min CN=85 Runoff-0.30 cls 838 cf i ' Subcatchment P4:TO CB3 Runoff Area=7,442 sf 71.77%Impervious Runoff Depth>2.00" Flow length=158' Tc=3.8 min CN=88 Runoff-0.43 cfs 1,238 cf Subcatchment P5:TO CB6 Runoff Area=14,391 sf 25.97%Impervious Runoff Depth>0.88' Flow Length=282' Tc=5.8 min CN=71 Runoff-0.311 cfs 1,051 cf Subcatchment P6:TOCB5 Runoff Area=5,078sf 65.10%Impervious Runoff Depth>1.75" Flow Length=197' Tc=7.8 min CN=85 Runoff=0.23 cfs 743 cf ' Subcatchment P7:TO OFFSITE Runoff Area=13,264 sf 33.44%Impervious Runoff Depth>1.09" Flow Length=198' Tc=7.8 min CN=75 Runoff-0.35 cis 1,207 cf Subcatchment P8:TO OFFSITE Runoff Area=33,006 sf 26.52%Impervious Runoff Depth>0.88" Flow Length=320' Tc=5.3 min CN=71 Runoff-0.73 cis 2,412 cf Subcatchment P9:TO OFFSITE Runoff Area=10,018 sf 0.00%Impervious Runoff Depth>0.48" Flow Length=147' Tc=6.9 min CN=62 Runoff-0.08 cfs 401 cf Reach 1 R: OCS TO DMH10 Avg.Flow Depth=0.10' Max Vel=5.63 fps Inflow--0.24 cfs 4,669 cf 12.0" Round Pipe n=0.013 L=100.0' S=0.0915 T Capacity--10.78 cfs Outflow--0.24 cfs 4,667 cf Reach 2R:CB2 TO DMH1 Avg.Flow Depth=0.20' Max Vel=2.81 fps Inflow-432 cfs 907 cf 12.0" Round Pipe n=0.013 L=20.0' S=0.0100 T Capacity--3.56 cfs Outflow--0.32 cfs 906 cf Reach 3R:CB1 TO DMH1 Avg.Flow Depth=0.23' Max Vel=3.03 fps Inflow=0.41 cfs 1,294 cf ' 12.0" Round Pipe n=0.013 L=12.0' S401007 Capacity--3.56 cfs Outflow--0.41 cfs 1,294 cf Reach 4R: DMH1 TO DMH2 Avg.Flow Depth=0.18' Max Vel=7.67 fps Inflow=0.71 cfs 2,200 cf 12.0" Round Pipe n=0.013 L=29.0' S408867 Capacity--10.61 cfs Outflow--0.71 cfs 2,200 cf ' Reach 5R: DMH2 TO DMH3 Avg.Flow Depth=0.18' Max Vel=7.28 fps Inflow=0.71 cfs 2,200 cf 12.0" Round Pipe n=0.013 L=32.0' S407667 Capacity--9.86 cfs Outflow-0.71 cfs 2,200 cf � r i i POST-DEVELOPMENT ANALYSIS Type III 24-hr 2 YR Rain/all=-3.20" , j Prepared by TTI ENVIRONMENTAL INC. Printed 813112016 HydroCA0010.00-16 stn 08795 @2015 HydroCAD Software Solutions LLC Page 7 Reach 6R: DMH3 TO DMH4 Avg.Flow Depth=0.18' Max Vel=7.41 fps Inflow-0.71 cfs 2,200 cf 12.0" Round Pipe n=0.013 L=31.0' S408067 Capacity--10.12 cfs Outflow--0.71 cls 2,200 cf Reach 7R: DMH4 TO DMH5 Avg.Flow Depth=0.18' Max Vel=7.56 fps Inflow--0.71 cfs 2,200 cf 12.0" Round Pipe n=0.013 L=41.0' S=0.0854'P Capacity--10.41 cfs Outflow--0.71 cfs 2,200 cf Reach 8R:CB4 TO DMH5 Avg.Flow Depth=0.14' Max Vel=4.68 fps Inflow-430 cfs 838 cf ' 12.0" Round Pipe n=0.013 L=20.0' S=0.0450'r Capacity--7.56 cfs Outflow-0.30 cfs 838 cf Reach 9R:CB3 TO DMH5 Avg.Flow Depth=0.16' Max Vel=5.41 fps Inflow=0.43 cfs 1,238 cf 12.0' Round Pipe n=0.013 L=12.0' S40500 T Capacity--7.97 cfs Outflow--0.43 cfs 1,238 cf Reach 10R: DMH5 TO DMH6 Avg.Flow Depth=0.25' Max Vel=9.17 fps Inflow=1.40 cfs 4,275 cf 12.0' Round Pipe n=0.013 L=30.0' S=0.0833'P Capacity=10.28 cfs Outflow=1.40 cfs 4,275 cf Reach 11R: DMH6 TO DMH7 Avg.Flow Depth=0.23' Max Vel=10.24 fps Inflow-1.40 cfs 4,275 cf 12.0' Round Pipe n=0.013 L=43.0' S=0.1140'r Capacity=12.03 cfs Outflow=1.40 cfs 4,274 cf ' Reach 12R: DMH7 TO DMH8 Avg.Flow Depth=0.22' Max Vel=10.91 fps Inflow=1.40 cfs 4,274 cf 12.0' Round Pipe n=0.013 L=44.0' S=0.1364 T Capacity--13.16 cfs Outflow=1.40 cfs 4,274 cf Reach 13R: DMH8 TO DMH9 Avg.Flow Depth=0.43' Max Vel=4.59 fps Inflow-1.92 cfs 6,068 cf ' 18.0" Round Pipe n=0.013 L=210.0' S=0.01057 Capacity=10.75 cfs Outflow=1.90 cfs 6,063 cf Reach 14R: DMH9 TO FES1 Avg.Flow Depth=0.26' Max Vel=9.22 fps Inflow=1.90 cfs 6,063 cf ' 18.0' Round Pipe n=0.013 L=108.0' S=0.0750 T Capacity--28.77 cfs Outflow=1.90 cfs 6,062 cf Reach 15R: DMH10 TO DMH11 Avg.Flow Depth=0.00' Max Vel=0.00 fps 12.0' Round Pipe n=0.013 L=22.0' S=0.1477'r Capacity=13.69 cfs Outflow-0.00 cfs 0 cf Reach 16R: DMH11 TO DMH12 Avg.Flow Depth=0.00' Max Vel=0.00 fps 12.0' Round Pipe n=0.013 L=94.0' S=0.0176r Capaci4-4.72 cfs Outflow-0.00 cfs 0 cf Reach 17R: DMH12 TO DMH13 Avg.Flow Depth=0.10' Max Vel=5.85 fps Inflow=0.24 cfs 4,667 cf 12.0" Round Pipe n=0.013 L=43.0' S=0.10237 Capacity=11.40 cfs Outflow=0.24 cfs 4,666 cf ' Reach 18R: DMH13 TO DMH14 Avg.Flow Depth=0.13' Max Vel=4.00 fps Inflow=0.24 cfs 4,666 cf 12.0" Round Pipe n=0.013 L=26.0' S=0.03467 Capacity=6.63 cfs Outflow=0.24 cfs 4,666 cf ' Pond 1P: BASIN PeakElev=45.97' Storage-0,169cf Inflow=2.48cfs 8,097 cf Outflow-0.24 cfs 4,669 cf Pond 2P: Roof Infiltrator Peak Elev=0.00' Storage=0 cf Link DPI: OFFSITE Inflow--0.08 cfs 401 cf ' Primary--0.08 cfs 401 cf Link DP2: OFFSITE Inflow=0.15 cfs 599d ' Primary=0.15 cfs 599 cf Link DP3:OFFSITE Inflow--0.35 cfs 1,207 cf Primary=0.35cfs 1,207cf ' r POST-DEVELOPMENT ANALYSIS Type 11124-hr 2 YR Rainfall=3.20" Prepared by TTI ENVIRONMENTAL INC. Printed 813112016 ' HydroCADO 10.00.16 sin 08795 ©2015 HydroCAD Software Solutions LLC Page 8 Link DP4:OFFSITE Inflow=0.74 cfs 7,077 cf ' Primary--0.74 cfs 7,077 cf Link TOTAL: TOTAL OFFSITE Inflow--l.30 cfs 9,283 cf Primary=1.30 cfs 9,283 cf Total Runoff Area=148,423 sf Runoff Volume=12,723 cf Average Runoff Depth=1.03" 68.04%Pervious=100,993 sf 31.96%Impervious=47,430 sf I ' i i i i 1 I ' it i POST-DEVELOPMENT ANALYSIS Type 11124-hr 2 YR Rainfall=3.20" Prepared by TTI ENVIRONMENTAL INC. Printed 813112016 HydroCAD@ 10.00-16 s/n 08795 @ 2015 HydroCAD Software Solutions LLC Page 9 ' Summary for Subcatchment P1: TO CB2 Runoff = 0.32 cfs @ 12.06 hrs, Volume= 907 cf, Depth> 1.68" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-24.00 hrs,dt=0.01 hrs Type III 24-hr 2 YR Rainfall=3.20" ' Area(so CN Description 0 58 Woods/grass comb.,Good,HSG B 2,466 61 >75%Grass cover,Good,HSG B 3,335 98 Paved roads w/curbs&sewers,HSG B 670 98 Paved parking,HSG A 6,471 84 Weighted Average 2,466 38.11%Pervious Area 4,005 61.89%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.0 40 0.0600 0.22 Sheet Flow,Sheet Flow Grass:Short n=0.150 P2=3.20" 0.6 139 0.0314 3.60 Shallow Concentrated Flow,Shallow Concentrated Flow Paved Kv=20.3 fps 3.6 179 Total ' Subcatchment P1: TO CB2 Hydrograph 0.32 cfs 12.06 h _ 0.34 hrs , 0.32. ._ Runoff=0.32 cfs @ 12.06 hrs0.3-" _ a III 24-hr o.2e- TYP. . 0.26. 2 YR Rainfall=3.20 0.24' Runoff Area=6,471sf 0.22 0.2 Runoff V01ume=907 cf ; 0.16 Runoff Depth>1.68" LL 0'6: Flow Length=179' - 0.14 Tc=3.6 min 0.1 CN=84 0.oa- o.os 0.04 - - 0.02 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) ' POST-DEVELOPMENT ANALYSIS Type 11124-hr 2 YR Rainfall--3.20" Prepared by TTI ENVIRONMENTAL INC. Printed 813112016 ' HydroCAD®10.00-16 s/n 08795 ©2015 HydroCAD Software Solufions LLC Page 10 Summary for Subcatchment P10: TO OFFSITE tRunoff = 0.15 cfs @ 12.07 hrs, Volume= 599 cf, Depth> 0.52" Runoff by SCS TR-20 method, UH=SCS,Weighted-CN,Time Span=0.00-24.00 hrs,dt=0.01 hrs ' Type III 24-hr 2 YR Rainfall=3.20" Area(so CN Description 7,066 58 Woodslgrass comb.,Good,HSG B .�. 5,495 61 >75%Grass cover, Good,HSG B 1,282 98 Roofs, HSG 8 13,843 63 Weighted Average 12,561 90.74%Pervious Area 1,282 9.26% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (fUft) (ftlsec) (cfs) 2.4 50 0.1600 0.34 Sheet Flow,Sheet Flow Grass:Short n=0.150 P2=3.20' 0.7 119 0.1597 2.80 Shallow Concentrated Flow,Shallow Concentrated Flow Short Grass Pasture Kv=7.0 fps 3.1 169 Total ' Subcatchment P10: TO OFFSITE Hydrograph 0.17 0.15 cfs 12.07 hrs m R�eor< 0.18 � _ 0.14 0.15 Runoff . -- - cf_s @ -. 07 hrs _ T e 111 24-hr __ --- ------ ' 0.13: 01V 2 YR Rainfall=3.20 - -_- o.,, Runoff Area=13,843-s-f- _ ----T- - -; _:_ 0, .Runoff-V61ume=599 Cf __ _ s 0.09 ' Runoff-Depth>0.52" , 0 o.oe LL F16W_ Length=169' ' ._ . - .. a.o7 , 0.06 -TC=3.1 min ' 0.6s ; 0.04- 003, 0.02 ' 0.017 0=, 0 1 2 3 4 5 6 7 6 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) POST-DEVELOPMENT ANALYSIS Type 11124-hr 2 YR Rainfall=3.20" Prepared by TTI ENVIRONMENTAL INC. Printed 8/31/2016 HydroCAD®10.00-16 sin 08795 ©2015 HydroCAD Software Solutions LLC Page 11 ' Summary for Subcatchment P11: TO BASIN Runoff = 0.63 cfs @ 12.07 hrs, Volume= 2,035 cf, Depth> 0.83" ' Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-24.00 hrs,dt=0.01 hrs Type III 24-hr 2 YR Rainfall=3.20" Area(so CN Description 16,598 61 >75%Grass cover,Good, HSG B 5,361 58 Woods/grass comb.,Good, HSG B 551 86 Woods/grass comb.,Poor,HSG D 3,862 98 Water Surface,HSG B 1,114 98 Driveways, HSG B 2,038 98 Roofs, HSG B 29,524 70 Weighted Average 22,510 76.24%Pervious Area 7,014 23.76%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ftlft) (fUsec) (cfs) 3.6 50 0.0600 0.23 Sheet Flow,Sheet Flow Grass: Short n=0.150 P2=3.20" 0.5 100 0.2700 3.64 Shallow Concentrated Flow,Shallow Concentrated Flow Short Grass Pasture Kv=7.0 fps 4.1 150 Total Subcatchment P11: TO BASIN ' Hydrograph 0.7- 0.65- .7 oss- 0.63 cfs Cc 12.07 hrs Runoff=0.63 cfs @ 12.07 hrs i 0.6- 0.55 Type III 24-hr 0.5 2 YR Rainfall=3.20"' 6.45 Runoff Asea=29,524 sf 0.4. Runoff Volume=2,035 cf 0.35-. Runoff Depth>0.83" LL 0.3-: Flow Length=150' 0.25. Tc=4.1 min 0.2. ' CN=70 0.1- 0.05- 0. 0 1 2 3 4 5 6 7 6 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 1 1 POST-DEVELOPMENT ANALYSIS Type III 24-hr 2 YR Rainfalk3.20" Prepared by TTI ENVIRONMENTAL INC. Printed 813112016 HydroCAD®10.00-16 sln 08795 @2015 HydroCAD Software Solutions LLC Page 12 Summary for Subcatchment P2:TO CB1 Runoff = 0.41 cfs @ 12.10 hrs, Volume= 1,294 cf, Depth> 1.61" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.0D-24.00 hrs,dt=0.01 hrs Type III 24-hr 2 YR Rainfall=3.20" Area(so CN Description 3,865 61 >75%Grass cover,Good,HSG B 3,707 98 Paved roads wlcurbs&sewers,HSG B 1,396 98 Driveways,HSG B 695 98 Roofs,HSG B 9,663 83 Weighted Average 3,865 40.00%Pervious Area 5,798 60.00%Impervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (fVsec) (cfs) 3.6 50 0.0600 0.23 Sheet Flow,Sheet Flow Grass:Short n=0.150 P2=3.20' 2.8 175 0.0223 1.05 Shallow Concentrated Flow,Shallow Concentrated Flow Short Grass Pasture Kv=7.0 fps ' 6.4 225 Total Subcatchment P2: TO CB1 Hydrograph - -'-- ---- - Runoff 0.44 10.41 cfs 12.10 hrs ' 0.42 - .. . .._ ,__ - ' . . _:.' - - •_0.4 Runoff .0.4.1 cfs @ 1.2 1.0;hrsr..-:-_ ----- ;____ -- -- - 0.38 _ _ _r ___ _ .__i_ -i_ _ 0.36 Type III 24-hr y .._ 0.34 2-YR Rainfall=3:20'" - _ ;- .. . ---- ;- - - 0.32 _ -_: -_ .__.___ ...,_____�___ �___ - , ___-1__ ___ , _ 0.3 -Runoff-Asea=9;663sf= -;---- ' 0.2e - - ~ g.26 Runoff Volume =1.,294_cf r 0.24 -Runoff Depth>1:.61 - o.zz LL 0.2. FloW Length=225' ---- ,-- - 0.16U=15.4mirl - - - ; az _ o -CNa83 - 0.1 0.08 - 0.08 0.04 0.02z. 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) r POST-DEVELOPMENT ANALYSIS Type III 24-hr 2 YR Rainfa1h3.20' Prepared by TTI ENVIRONMENTAL INC. Printed 813112016 HydroCAD®10.00-16 s!n 08795 @2015 HydroCAD Software Solutions LLC Page 13 r Summary for Subcatchment P3:TO CB4 Runoff = 0.30 cfs @ 12.05 hrs, Volume= 838 cf, Depth> 1.76" r Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-24.00 hrs,dt=0.01 hrs Type III 24-hr 2 YR Rainfall=3.20° r Area(so CN Description 1,966 61 >75%Grass cover,Good,HSG B 1,681 98 Paved roads wlcurbs&sewers, HSG B r 1,128 98 Driveways,HSG B 948 98 Roofs,HSG B 5,723 85 Weighted Average r 1,966 34.35%Pervious Area 3,757 65.65%Impervious Area Tc Length Slope Velocity Capacity Description r (min) (feet) (fYft) (ft/sec) (cfs) 3.1 50 0.0900 0.27 Sheet Flow,Sheet Flow Grass:Short n=0.150 P2=3.20' 0.2 91 0.1013 6.46 Shallow Concentrated Flow,Shallow Concentrated Flow Paved Kv=20.3 fps 3.3 141 Total r Subcatchment P3: TO CB4 Hydrograph r 0.32 0.30 cfs 12.05 hrs - 0.3 yupnoff-0.30 cfs @ 12.05.hrs r/0.26 " Type 11124 : r 0.26 " 0.24_ 2 YR Rainfall=3.20" 0.22 Runoff Area=5,723 sf ' - 0.2- Runoff Volume=838 cf 0.1e. - r 0.,6. Runoff Depth>1.76" LL 0.14 Flow Length=141' 0.12 Tc=3.3 min o.r CN=85 r 0.08 0.06 0.04. _ .. 0.02- 0 0 1 2 3 4 5 8 7 6 9 10 11 12 13 14 15 16 17 16 19 20 21 22 23 24 Time (hours) r r POST-DEVELOPMENT ANALYSIS Type 11124-hr 2 YR Rainfalh3.20" Prepared by TTI ENVIRONMENTAL INC. Printed 813112016 HydroCAD®10.00-16 sln 08795 ©2015 HydroCAD Software Solutions LLC Page 14 Summary for Subcatchment P4:TO CB3 ' Runoff = 0.43 cfs @ 12.06 hrs, Volume= 1,238 cf, Depth> 2.00" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-24.00 hrs,dt=0.01 hrs ' Type III 24-hr 2 YR Rainfall=3.20" Area(sf) CN Description ' 2,101 61 >75%Grass cover,Good,HSG B 0 98 Paved roads wlcurbs 8 sewers,HSG B 2,616 98 Driveways, HSG B 2,725 98 Roofs, HSG B ' 7,442 88 Weighted Average 2,101 28.23%Pervious Area 5,341 71.77%Impervious Area ' Tc Length Slope Velocity Capacity Description .(min) (feet) (ft1ft) (ftlsec) (cfs) 3.5 50 0.0660 0.24 Sheet Flow,Sheet Flow Grass:Short n=0,150 P2=3.20* 0.3 108 0.0854 5.93 Shallow Concentrated Flow,Shallow Concentrated Flow Paved Kv=20.3 fps ' 3.8 158 Total Subcatchment P4: TO CB3 Hydrograph ' -- - 0.44J _ - ---- of--- 12.06 hrs --- ------ - -- 0.48. i--___ ._ ;___..___ .__i__ ®Runoe s Q 0.4fi _ - .. ._ i_ _..,._ .. _ -.._a. ........ .. . .�_ _ 0.44 0.42 Runoff=.0.43 cfs @ 12.06jhrsi 0.4 T "e lll.24-h[ - -- m. 0.38 0.3fi 2 YR:Rainfall=3:20 ' 0.34 - 0.32 -Runoff-Area=7 442 sf - ` - - ' 0.28 -Runoff-Volume=1,238cf,--- - __ ---- -.-- - r- --, -- -,-- o.2s • - -' - ---- - '--'-- -- 0.24 '. Runoff-Depth>2.00"- -- - _ _ - - -- -- - LL 0.2 RoW Le--t - o.1s 1 Tc=3 8 min 0.14. CIV _88 0.12 - ' 0.08 - 0.08 ---- � - -- - - --_ .� _ __. _. .__ 0.04 0.02- 0.4 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 1B 19 20 21 22 23 24 ' Time (flours) t r POST-DEVELOPMENT ANALYSIS Type III 24-hr 2 YR Rainfall=3.10" r Prepared by TTI ENVIRONMENTAL INC. Printed 813112016 HydroCAD®10.00-16 s/n 08795 ©2015 HydroCAD Software Solutions LLC Page 15 r Summary for Subcatchment P5: TO CB6 Runoff = 0.31 cfs @ 12.10 hrs, Volume= 1,051 cf, Depth> 0.88" r Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-24.00 hrs,dt=0.01 hrs Type III 24-hr 2 YR Rainfall=3.20" r Area(sf) CN Description 10,654 61 >75%Grass cover,Good, HSG B 0 58 Woods/grass comb.,Good, HSG B r 1,999 98 Paved roads w/curbs&sewers,HSG B 948 98 Roofs,HSG B 790 98 Driveways,HSG B r 14,391 71 Weighted Average 10,654 74.03%Pervious Area 3,737 25.97%Impervious Area Tc Length Slope Velocity Capacity Description r (min) (feet) (fVft) (fVsec) (cfs) 4.8 50 0.0300 0.17 Sheet Flow,Sheet Flow r Grass: Short n=0.150 P2=3.20" 0.6 103 0.1699 2.89 Shallow Concentrated Flow,Shallow Concentrated Flow Short Grass Pasture Kv=7.0 fps r 0.4 129 0.0755 5.58 Shallow Concentrated Flow,Shallow Concentrated Flow Paved Kv=20.3 fps 5.8 282 Total Subcatchment P5: TO CB6 r Hydrograph 0.34-1 0.32 0.31 cfs @ 12.10 hrs ®Run°fl r 03 Runoff=0.31 ds @ 12.10'hrs ' r0.287 Type 111 24,hr ,.; 0.26 2 YR Rainfall=3.20" 0.24 022 Runoff Area=14,391 sf r 0.2: Runoff Volume=1,051 d 0.18 Runoff Depth>0.88" 0.14 LL 0.16: Flow Length=282 r 0.12. ' Tc=5.8 min 0.1 CN=71 r 0.08- 0.067 0.04 0.02.- ' o , 0 1 2 3 4 5 8 7 8 8 10 11 1'2 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) r r ' POST-DEVELOPMENT ANALYSIS Type 11114-hr 2 YR Rainfall=3.20" Prepared by TTI ENVIRONMENTAL INC. Printed 8/31/2016 ' HydroCAD@ 10.00-16 stn 08795 @ 2015 HydroCAD Software Solutions LLC Pace 16 Summary for Subcatchment P6: TO CB5 ' Runoff = 0.23 cfs @ 12.11 hrs, Volume= 743 cf, Depth> 1.75" Runoff by SCS TR-20 method, UH=SCS,Weighted-CN,Time Span=0.00-24.00 hrs,dt=0.01 hrs Type III 24-hr 2 YR Rainfall=3.20" Area(so CN Description 1,772 61 >75%Grass cover,Good,HSG B 1,969 98 Paved roads wlcurbs&sewers,HSG B 826 98 Driveways,HSG B 511 98 Roofs,HSG B 5,078 85 Weighted Average 1,772 34.90%Pervious Area 3,306 65.10%Impervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (fUft) (ft/sec) (CIS) 7.4 50 0.0100 0.11 Sheet Flow,Sheet Flow ' Grass:Short n=0.150 P2=3.20" 0.4 147 0.0903 6.10 Shallow Concentrated Flow,Shallow Concentrated Flow Paved Kv=20.3 fps ' 7.8 197 Total Subcatchment P6: TO CB5 ' Hydrograph 0.25- - - - - - . . - - - 0.24- , 0.23 cfs 12.11 hrs on��oe ' 0.22 Runoff=0.23 cfs @ 12.11 ;hrs °oz Type III 24-hr o:18 2 YR Rainfall=3.20"' ' 0.16 -Runoff Area=5,078.sf 0.15 : RurioffVolurril-cf 9 0.14 0.12 Runoff Depth>1.75" 0.11- Flow Length=1'97' 0.1 0.09- 0.08 Tc=7.8 min 0 ' 0.077 : . CN=85 0.06 0.05 0.04 , 0.03. . 0.02' 0.01' 01 0 1 2 3 4 5 6 7 9 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 ' Inme (houm) i POST-DEVELOPMENT ANALYSIS Type III 24-hr 2 YR Rainfall--3.20" ' Prepared by TTI ENVIRONMENTAL INC. Printed 813112016 HydroCAD@ 10.00-16 s/n 08795 @2015 HydroCAD Software Solutions LLC Page 17 , Summary for Subcatchment P7: TO OFFSITE Runoff = 0.35 cfs @ 12.12 hrs, Volume= 1,207 cf, Depth> 1.09" ' Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-24.00 hrs,dt=0.01 hrs Type III 24-hr 2 YR Rainfall=3.20" Area(so CN Description 8,223 61 >75%Grass cover,Good,HSG B 605 86 Woodslgrass comb., Poor, HSG D 1,954 98 Paved roads wlcurbs&sewers, HSG B ' 1,673 98 Driveways,HSG B 809 98 Roofs,HSG B 13,264 75 Weighted Average ' 8,828 66.56%Pervious Area 4,436 33.44%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ftlft) (fUsec) (cfs) 0.4 15 0.0100 0.71 Sheet Flow,Sheet Flow ' Smooth surfaces n=0.011 P2=3.20' 5.6 35 0.0100 0.10 Sheet Flow,flow over grass Grass:Short n=0.150 P2=3.20' ' 1.8 148 0.0400 1.40 Shallow Concentrated Flow,Shallow Concentrated Flow Short Grass Pasture Kv=7.0 fps 7.8 198 Total Subcatchment P7: TO OFFSITE 1 Hydrograph 0.38- 0.38: 0.35 cfs @ 12.12 hrs - , 6.34- L 0.35 ds @ 12.12;hrs ', 0.32 0.3 24-hr ' 0.26 '; infall=3.20'"- 0.26 rea=13,264 sf ' m o.zz= olume=1,207 df ' 02 epth>1.09" 0 0.1e' ' LL 0,6 ngth=198' 0.14: in0.12 a1 0.08= 0.0e. 0.04 ' 0.0z 0 0 12 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 1 ' POST-DEVELOPMENT ANALYSIS Type Ill 24-hr 2 YR Rainfall=3.20" Prepared by TTI ENVIRONMENTAL INC. Printed 8/3112016 HydroCAD@ 10.00-16 stn 08795 @2015 HvdroCAD Software Solutions LLC Pace 18 Summary for Subcatchment P8: TO OFFSITE ' Runoff = 0.73 cfs @ 12.09 hrs, Volume= 2,412 cf, Depth> 0.88" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-24.00 hrs,dt=0.01 hrs Type III 24-hr 2 YR Rainfall=3.20" Area(so CN Description ' 24,252 61 >75%Grass cover, Good, HSG B 2,616 98 Driveways,HSG B EX 2,093 98 Driveways,HSG B PR 2,725 98 Roofs,HSG B EX ' 1,320 98 Roofs,HSG B PR 33,006 71 Weighted Average 24,252 73.48%Pervious Area ' 8,754 26.52%Impervious Area Tc Length Slope Velocity Capacity Description _(min) (feet) (ftlft) (ft/sec) (cfs) t 4.3 50 0.0400 0.20 Sheet Flow,Sheet Flow Grass:Short n=0.150 P2=3.20" 0.7 170 0.3500 4.14 Shallow Concentrated Flow,Shallow Concentrated Flow ' Short Grass Pasture Kv=7.0 fps 0.3 100 0.0556 4.79 Shallow Concentrated Flow,Shallow Concentrated Flow Paved Kv=20.3 fps 5.3 320 Total Subcatchment P8: TO OFFSITE t ---- ---- --------- -- -HydrograPh ._ ---- ---- --- Runoff Ii 0.75 0.73 cfs @ 12.09 hrs 07 Runoff=0.73 cfs - ---- - rs --- 0.65 Type III 24-hr. 0.6 .2-YR RaWa114.20"J . _ ' ' 0.55 -Ru noff-Area=33;006-sf- 41r 0.5 U 0.45. :Run0ff-Volume=2,412`cf ; 0 0.4 Rurioff Depth>0.88" RoWlehgth=.320' ------ ------------ 03 Tc=5.3 rr in ' ' 0.25 0.2 _CN=71 0.15-- 0.17 0.05 0 0 1 2 3 4 5 8 7 a 9 10 11 12 13 14 15 16 17 16 19 20 21 22 23 24 Time (hours) POST-DEVELOPMENT ANALYSIS Type 11124-hr 2 YR Rainfa11=3.20" t Prepared by TTI ENVIRONMENTAL INC. Printed 813112016 HydroCAD®10.00-16 sin 08795 ©2015 HydroCAD Software Solutions LLC Page 19 ' Summary for Subcatchment P9: TO OFFSITE Runoff = 0.08 cfs @ 12.13 hrs, Volume= 401 cf, Depth> 0.48" ' Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-24.00 hrs,dt=0.01 hrs Type III 24-hr 2 YR Rainfall=3.20" ' Area(so CN Description 5,317 58 Woods/grass comb.,Good, HSG B 957 86 Woods/grass comb., Poor,HSG D , 3,744 61 >75%Grass cover,Good,HSG B 10,018 62 Weighted Average 10,018 100.00%Pervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (fUft) (fUsec) (cfs) 6.2 50 0.0400 0.13 Sheet Flow,Sheet Flow ' Grass:Dense n=0.240 P2=3.20" 0.7 97 0.1237 2.46 Shallow Concentrated Flow,Shallow Concentrated Flow Short Grass Pasture Kv=7.0 fps ' 6.9 147 Total Subcatchment P9: TO OFFSITE ' Hydrograph 0.09-, 0.08 cfs 12.13 hrs ®nunoe ' 0.095 Runoff--0.08 cfs @ 12.13 hrs 0.09. - 0.07s ' . Type III 24-hr , 007 2 YR Rainfall=3.20" ' 0.065 Runoff Area=10,018 sf 0.06 0.055 Runoff Volume=401 `cf ' aos= ' Runoff.Depth>0.48" 0.045 Flow Length=147' + 0.04- 0.035-1 ' Tc 6.9 min _ 0.03 .CN :62. 0.025 0,021 ' 0.015. 0.01- 0.005: 0 ' 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 18 17 18 19 20 21 22 23 24 Time (hoursf ' POST-DEVELOPMENT ANALYSIS Type 11124-hr 2 YR Rainfa1k3.20" Prepared by TTI ENVIRONMENTAL INC. Printed 8/3112016 ' HydroCADO 10.00.16 s/n 08795 ©2015 HydroCAD Software Solutions LLC Page 20 Summary for Reach 1 R: OCS TO DMH10 ' [52]Hint: Inlet/Outlet conditions not evaluated Inflow Area= 78,292 sf, 42.10% Impervious, Inflow Depth > 0.72" for 2 YR event ' Inflow 0.24 cls @ 13.32 hrs, Volume= 4,669 cf Outflow 0.24 cfs @ 13.33 hrs, Volume= 4,667 cf, Atten=0%, Lag=0.5 min Routing by Stor-Ind+Trans method,Time Span=0.00-24.00 hrs,dt=0.01 hrs ' Max.Velocity=5.63 fps, Min.Travel Time=0.3 min Avg.Velocity=4.25 fps, Avg.Travel Time=0.4 min ' Peak Storage=4 cf @ 13.32 hrs Average Depth at Peak Storage=0.10' Bank-Full Depth= 1.00' Flow Area=0.8 sf, Capacity= 10.78 cfs ' 12.0" Round Pipe n=0.013 Corrugated PE,smooth interior Length= 100.0' Slope=0.0915'f ' Inlet Invert=41.65', Outlet Invert=32.50' 0 ' Reach 1R: OCS TO DMH10 Hyd '--- I _------ ----.1----- --- -- - -- --------- -- L I 1 , 1 1 I 1 Olnflow ' ' ' ®Outflow o.zs: Inflow Area=78,292 sf 0.24 cfs 13.33 hrs 0.24 Ih .___,_-�_ ...._______,_____I____ ____:___-_ 1 , 14 -- ,-"- ",'-7--- -I-- .-- cfs;@ 13:32 hrs : ' 1 . --- --'- ------'-- o.zz Outflow- .24 cfsA)13.33 firs - '- -- L-J-- '- ----------- - 0.2- .� Avg. Flow, Depth=0.10' ; 0.18 - -- ----,.. ; . Max Vel=5.63 fps � , 0.16 12.0"-.--,--,--,-- ---r----r-- - ---, --�----,------ -'--,- m 1 1 , 0.14- Rourid;Pipe 0,12--. n=0:013 ' i 01 -C=100:0' S=0:0915.;f ; ' ---- 0.oa - ----- - - - 0.06. Capacity#10'78;cfs ; a.oa - 1 ' 0.02- 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 1a 19 20 21 22 23 24 ' Time (hours) 1 POST-DEVELOPMENT ANALYSIS Type 11124-hr 2 YR Rainfa1h3.20" ' Prepared by TTI ENVIRONMENTAL INC. Printed 8/3112016 HydroCAD@ 10.00-16 s/n 08795 @2015 HydroCAD Software Solutions LLC Page 21 ' Summary for Reach 2R: C62 TO DMH1 (52)Hint: Inlet/Outlet conditions not evaluated Inflow Area= 6,471 sf, 61.89% Impervious, Inflow Depth> 1.68" for 2 YR event Inflow = 0.32 cls @ 12.06 hrs, Volume= 907 cf ' Outflow = 0.32 cfs @ 12.06 hrs, Volume= 906 cf, Atten=0%, Lag=0.2 min Routing by Stor-Ind+Trans method,Time Span=0.00-24.00 hrs,dt=0.01 his Max. Velocity=2.81 fps, Min.Travel Time=0.1 min ' Avg.Velocity=0.98 fps, Avg.Travel Time=0.3 min Peak Storage=2 cf @ 12.06 hrs ' Average Depth at Peak Storage=0.20' Bank-Full Depth= 1.00' Flow Area=0.8 sf, Capacity=3.56 cfs 12.0" Round Pipe ' n=0.013 Corrugated PE,smooth interior Length=20.0' Slope=0.0100? Inlet Invert=84.81', Outlet Invert=84.61' ' (D Reach 2R: C62 TO DMHt ' Hydrograph ' G Inflow 0.34" a outflow Inflow Area=6,471 0.32 cfs 12.06 hrs o0.3- Inflow=0.32 cfs•@ 12.06 hrs 0.3 ' 0.26' •' Outflow-0.32 cfs @ 12.06 h_ 0.26 Avg. Flow Depth=0.20' 0.24. Max Vel=2.81 fps ' 0.22 0.2- " ,' 12.0„ - o.,e Round Pipe 0.,6- n=0.013 0.14. 0L=20.0' 01 - _ - ' 0.1 S=0.0100 o.o8 Capacity=3.56 cfs 0.06. , 0.04- 0 - .02 0' 0 1 2 3 4 5 6 7 8 9 10 11'''l'213 14 15 16 17 16 19 20 21 22 23 24 Time (hours) ' 1 ' POST-DEVELOPMENT ANALYSIS Type III 24-hr 2 YR Rainfall=-3.20" Prepared by TTI ENVIRONMENTAL INC. Printed 813112016 ' HydroCADO 10.00.16 s/n 08795 ©2015 HydroCAD Software Solutions LLC Pace 22 Summary for Reach 3R: CB1 TO DMH1 ' [52]Hint: InletlOutlelconditions not evaluated Inflow Area= 9,663 sf, 60.00%Impervious, Inflow Depth> 1.61" for 2 YR event Inflow = 0.41 cfs @ 12.10 hrs, Volume= 1,294 cf Outflow = 0.41 cfs @ 12.10 hrs, Volume= 1,294 cf, Atten=0%, Lag=0.1 min Routing by Stor-Ind+Trans method,Time Span=0.00-24.00 hrs,dt=0.01 hrs ' Max.Velocity=3.03 fps, Min.Travel Time=0.1 min Avg.Velocity= 1.10 fps, Avg.Travel Time=0.2 min Peak Storage=2 cf @ 12.10 hrs Average Depth at Peak Storage=0.23' Bank-Full Depth=1.00' Flow Area=0.8 sf, Capacity=3.56 cfs ' 12.0' Round Pipe n=0.013 Corrugated PE,smooth interior Length= 12.0' Slope=0.0100? tInlet Invert=84.09', Cutlet Invert=83.97' ' Reach 3R: C61 TO DMH1 Hydrograph Fe infl. oaa Inflow Area 9663 041 cfs 12.10 hrs �--- - - 10ouwow 0.42 _ e --- - - --__- I-._--�- -�--1- - 0.4 ,,', Iriflovr0.41 cfs;@ 1210 hrs 0.36 - ------ 0.3 __-___ 0.36- •, ;..outflow=0.41_cfs@-12.10-n ----- -- ---- --_---- ---= -- ' o.3a Av Flow De th=023' 0.32. ' - 9' - - - P.._ -= --- --'--�---- -'----', -- 0.3. Max-V61=3.03-fps , - ---- '--1----- -- 0.28. •',._ . . - if-- - -:--i----- - --..__ , , , ---'----- '-- ---r- --- , --1 - 0.26 _12.0.---- ' = o.za _ �Pipe'--... .. ..... .. -------- f- ----r----'--r------------- - --�--- ----T - 3 0.22 12oundi_. .�- -'- -�- -'_.-�- - -- -i-- LL 0.2 n=0.013 -- L=12;0' � r --- --- - ------- '__ -- --'----- ' 0.14 S-0.0100_!1.�__ -r- _r_ r _1_ ._,_----r__ 0.12- 0.1 .12 0.1-,. Capacity#3.5 -dfs - 7 ; 0.oa , ' 0.06 0.04- 0.02 0" 0 1 2 3 4 5 6 7 6 9 10 11 12 13 14 15 16 17 16 19 20 21 22 23 24 ' Time (hours) POST-DEVELOPMENT ANALYSIS Type 11124-hr 2 YR Rainfall-3.20" ' Prepared by TTI ENVIRONMENTAL INC. Printed 813112016 HydroCAD®10.00-16 s/n 08795 ©2015 HydroCAD Software Solutions LLC Pace 23 t Summary for Reach 4R: DMHII TO DMH2 [52]Hint:Inlet/Outlet conditions not evaluated ' [61]Hint:Exceeded Reach 3R outlet invert by 0.08'@ 12.08 hrs Inflow Area= 16,134 sf, 60.76% Impervious, Inflow Depth> 1.64" for 2 YR event ' Inflow = 0.71 cfs @ 12.08 hrs, Volume= 2,200 cf Outflow = 0.71 cfs @ 12.08 hrs, Volume= 2,200 cf, Alten=0%, Lag=0.1 min Routing by Stor-Ind+Trans method,Time Span=0.00-24.00 hrs,dt=0.01 hrs t Max.Velocity=7.67 fps, Min.Travel Time=0.1 min Avg.Velocity=2.74 fps, Avg.Travel Time=0.2 min Peak Storage=3 cf @ 12.08 hrs ' Average Depth at Peak Storage=0.18' Bank-Full Depth=1.00' Flow Area=0.8 sf, Capacity= 10.61 cfs 12.0" Round Pipe , n=0.013 Corrugated PE,smooth interior Length=29.0' Slope=0.0886P Inlet Invert=83.87', Outlet Invert=81.30' ' 1 1 i 1 ' POST-DEVELOPMENT ANALYSIS Type 11124-hr 2 YR Raintalk-3.20" Prepared by TTI ENVIRONMENTAL INC. Printed 813112016 ' HydroCAD®10.00-16 stn 08795 ©2015 HVdroCAD Software Soldons LLC Page 24 Reach 4R: DMH1 TO DMH2 Hydrograph ' - —r---InflowA - - _ 12 -, ' --- ----------------------- 0.71 cfs . r o-" ea_ 08hrs 1 07' Iriflovv=0.7,1.cfs!@12;08-hrs. 0.657Outflovv=0.71-0.71@-12.08-h ' 0.s5 Avg: Flow,-Depth=0:18'----,- - ' 0.5 Max-Ve1=7-.0fps- . 0.45- 12.0 — t 0.4 Round jPipe ........... 0.35. ri=d.d13 — 0.3 ------- ------------------- --- ' ;— = 0.25 s=o.o8es 0.2. pCa acity=10'61:cfs_:_ . .__L — ' 0.1 0.05 0 0 1 2 3 4 5 6 7 8 9 10 11 12 1777717717 17 1B 19 20 21 22 23 24 ' Time (hours) 1 POST-DEVELOPMENT ANALYSIS Type 11124-hr 2 YR Rainfall=-3.20" ' Prepared by TTI ENVIRONMENTAL INC. Printed 813112016 HydroCAD®10.00-16 s/n 08795 @2015 HydroCAD Software Solutions LLC Page 25 ' Summary for Reach 5R: DMH2 TO DMH3 [52]Hint: Inlet/Outlet conditions not evaluated ' [61]Hint: Exceeded Reach 4R outlet invert by 0.08'@ 12.08 hrs Inflow Area= 16,134 sf, 60.76%Impervious, Inflow Depth> 1.64" for 2 YR event ' Inflow = 0.71 cfs @ 12.08 hrs, Volume= 2,200 cf Outflow = 0.71 cfs @ 12.08 hrs, Volume= 2,200 cf, Attar=0%, Lag=0.1 min Routing by Stor-Ind+Trans method,Time Span=0.00-24.00 hrs,dt=0.01 hrs ' Max. Velocity=7.28 fps, Min.Travel Time=0.1 min Avg.Velocity=2.61 fps, Avg.Travel Time=0.2 min Peak Storage=3 cf @ 12.08 hrs ' Average Depth at Peak Storage=0.18' Bank-Full Depth=1.00' Flow Area=0.8 sf, Capacity=9.86 cfs 12.0" Round Pipe n=0.013 Corrugated PE,smooth intedor Length=32.0' Slope=0.07667 Inlet Invert=81.20', Outlet Invert=78.75' ' 1 ' POST-DEVELOPMENT ANALYSIS Type 11124-hr 2 YR Rainfall--3.20" Prepared by TTI ENVIRONMENTAL INC. Printed 813112016 tHydroCAD®10.00-16 sln 08795 ©2015 HydroCAD Software Soldons LLC Page 26 Reach 5R: DMH2 TO DMH3 Hydrograph ®Inflow 0.75 Inflow_Area=16;13- 0.71 cfs 12.08 hrs ©Outnow o.r _Iriflow-0.71.cfs @ 12:08_hr .. _ 0.65 _�_ . �__,.___ ..,___-_,____-,_ - 0.6 Outflow=0.71-cfs@.12.08-fir ---- ---- --;----a__--_I____-:— 0.55 .,' Avg: Flow, Depth=OA8'----i -- ,---- ------------- ------ 0.5 -Max-Vel=7:28-fps- -------- -4----- - r i 0.45. ' 0.4 R,oundPipe __ ; - 'a 0.35 n=0.013 0.3 L=32.0, 0.25-. 'r ; :__1_ ------------------- -- S60.0766 ,_ _�__ _�. _�_ _-__ _.,__ -t_ 0.2 ,_Ca aci =9.86_dfs P tY 0.05- 0 0 1 2 3 4 5 8 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 ' Time (hours) 1 1 1 POST-DEVELOPMENT ANALYSIS Type 111 24-hr 2 YR Rainfalh3.20" ' Prepared by TTI ENVIRONMENTAL INC. Printed 8/3112016 HydroCAD@ 10.00-16 sln 08795 @ 2015 HydroCAD Software Solutions LLC Page 27 t Summary for Reach 6R: DMH3 TO DMH4 (521 Hint: Inlet/Outlet conditions not evaluated ' Inflow Area= 16,134 sf, 60.76%Impervious, Inflow Depth > 1.64" for 2 YR event Inflow = 0.71 cfs @ 12.08 hrs, Volume= 2,200 cf ' Outflow = 0.71 cfs @ 12.08 hrs, Volume= 2,200 cf, Atten=0%, Lag=0.1 min Routing by Stor-Ind+Trans method,Time Span=0.00.24.00 hrs,dt=0.01 hrs Max.Velocity=7.41 fps, Min.Travel Time=0.1 min ' I Avg.Velocity=2.65 fps, Avg.Travel Time=0.2 min Peak Storage=3 cf @ 12.08 hrs Average Depth at Peak Storage=0.18' ' Bank-Full Depth= 1.00' Flow Area=0.8 sf, Capacity= 10.12 cfs 12.0' Round Pipe ' n=0.013 Corrugated PE,smooth interior Length=31.0' Slope=0.08067 Inlet Invert=77.50', Outlet Invert=75.00' (D 1 Reach 6R: DMH3 TO DMH4 ' Hydrograph ' .. . . _ . 0 outrim Inflow Area=16,13 - 12.08 hrs o.r In @-12.08-h 0.71 cfs 71 cfs 1 92 08 h — , Inflovu�.0.7.1 cfs,@ oss. Outflow-0 0.6 oss _. Avg. toDepth. =0.18' - oMaxV .41 fps- m 0.45. 12.0 e = ' 0.47 Round Pipe LL 0.35 in-1-0.0113' 0.3 L=31.01 ; o.zs S=0.080-6_'P ' 0.2- ' z Ca actty_1012.cfs 0.15: P _ = , 0.05= 0 , 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 18 17 18 19 20 21 22 23 24 Time (hours) ' ' POST-DEVELOPMENT ANALYSIS Type III 24-hr 2 YR Rainfall=3.10" Prepared by TTI ENVIRONMENTAL INC. Printed 813112016 ' HydroCAD®10.00-16 s/n 08795 ©2015 HydroCAD Software Solutions LLC Page 28 Summary for Reach 7R: DMH4 TO DMH5 (52]Hint: Inlet/Outlet conditions not evaluated Inflow Area= 16,134 sf, 60.76% Impervious, Inflow Depth> 1.64" for 2 YR event ' Inflow 0.71 cfs @ 12.08 hrs, Volume= 2,200 cf Outflow 0.71 cfs @ 12.09 hrs, Volume= 2,200 cf, Atten=0%, Lag=0.2 min Routing by Stor-Ind+Trans method,Time Span=0.00-24.00 hrs,dt=0.01 hrs ' Max.Velocity=7.56 fps, Min.Travel Time=0.1 min Avg.Velocity=2.71 fps, Avg.Travel Time=0.3 min ' Peak Storage=4 cf @ 12.09 hrs Average Depth at Peak Storage=0.18' Bank-Full Depth= 1.00' Flow Area=0.8 sf, Capacity= 10.41 cfs ' 12.0" Round Pipe n=0.013 Corrugated PE,smooth interior Length=41.0' Slope=0.0854T ' Inlet Invert=74.00', Outlet Invert=70.50' ' Reach 7R: DMH4 TO DMH5 Hydrograph FE inflm 0.7s Inflow Area;16;13 0.71 cfs 12.09 hrs . ©ootl Ow - 7 ---- r Ihflovr0.t1.cfs;@ 12;08_hrs_ -----------_________----- ;___-;-- o0fi6 Outflow=0.71-cfs @ 12.09-f ' 0.55 -A% Flow,-Depth=0.18'--- -; -- - .' , 0.5 Max Vel=T.56 fps ---------, i 0.45 12.0" - - - - 0.4 Round;Pfpe LL 0.357 n=D.013 0.3- -- --- ----- 0.25 S=0.0854 f Ca aci =10i41;cfs_ ,____L p ty L ---- ------- 0.1 , , 0.05= 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 16 19 20 21 22 23 24 ' Time (hours) POST-DEVELOPMENT ANALYSIS Type 11124-hr 2 YR Rainfaft-3.20" ' Prepared by TTI ENVIRONMENTAL INC. Printed 813112016 HydroCAD@ 10.00-16 s/n 08795 @2015 HydroCAD Software Solutions LLC Page 29 ' Summary for Reach 8R: C84 TO DMH5 [52]Hint:Inlet/Outlet conditions not evaluated ' Inflow Area= 5,723 sf, 65.65%Impervious, Inflow Depth> 1.76" for 2 YR event Inflow = 0.30 cfs @ 12.05 hrs, Volume= 838 cf t Outflow = 0.30 cfs @ 12.05 hrs, Volume= 838 cf, Atten=0%, Lag=0.1 min Routing by Stor-Ind+Trans method,Time Span=0.00-24.00 hrs,dt=0.01 hrs Max.Velocity=4.68 fps, Min.Travel Time=0.1 min t Avg.Velocity= 1.61 fps, Avg.Travel Time=0.2 min Peak Storage=l cf @ 12.05 hrs ' Average Depth at Peak Storage=0.14' Bank-Full Depth=1.00' Flow Area=0.8 sf, Capacity=7.56 cfs 12.0" Round Pipe ' n=0.013 Corrugated PE,smooth interior Length=20.0' Slope=0.0450? Inlet Invert=71.80', Outlet Invert=70.90' ' (D Reach 8R: CB4 TO DMH5 ' Hydrograph / Irl C InBow ' 0.32: ®outs" Inflow Area=5,723 0.30 cfs 12.05 hrs _ 0.3' ' o.ze: '��• Inflow--0.30 cfs•@ 12.05 hrs - 0.2e Outflow--0.30 cfs @ 12.05 fi 0.24 Avg. Flow Depth-4.14' 0.227 Max,Vel=4.68 fps 0.2 12.0. 0.,a 0. Round Pipe 3 1s, ' LL 0.14 n=0.013 0.12= ' L=20.0' 0.1 S=0.0450 0.0e Capacity=7.56 cfs 0.06- 0.04-. .06-0.04; ' 0.02. 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 18 20 21 22 23 24 Time (hours( ' ' POST-DEVELOPMENT ANALYSIS Type It/24-hr 2 YR Rainfall--3.20" Prepared by TTI ENVIRONMENTAL INC. Printed 813112016 HydroCAD010.00-16 stn 08795 @ 2015 HydroCAD Software Solutions LLC Pace 30 Summary for Reach 9R: C83 TO DMH5 ' [52]Hint: InletfOullet conditions not evaluated Inflow Area= 7,442 sf, 71.77%Impervious, Inflow Depth> 2.00" for 2 YR event Inflow 0.43 cfs @ 12.06 hrs, Volume= 1,238 cf Outflow 0.43 cfs @ 12.06 hrs, Volume= 1,238 cf, Atten=0%, Lag=0.1 min Routing by Stor-Ind+Trans method,Time Span=0.00-24.00 hrs,dt=0.01 hrs Max.Velocity=5.41 fps, Min.Travel Time=0.0 min Avg.Velocity= 1.82 fps, Avg.Travel Time=0.1 min ' Peak Storage= 1 cf @ 12.06 hrs Average Depth at Peak Storage=0.16' Bank-Full Depth= 1.00' Flow Area=0.8 sf, Capacity=7.97 cfs 12.0" Round Pipe n=0.013 Corrugated PE,smooth interior Length= 12.0' Slope=0.0500? ' Inlet Invert=71.50', Outlet Invert=70.90' 1 Reach 9R: C63 TO DMH5 ----- ---- HydrograPh-- -- -- - --- -------- 1 --------------------- 0.48-1 .1. . ___ __..____,_.. ----- - -- ------- __ ll 0.46: ' 0.43 cfs 12.06 hrs _ aou�� o.bb Inflow Area=7.,442 ; o.ar inflow=0.43 cfs @ 1106hrs o.b .38 :. ; Outflow=0:43-cfs ---------- 0 '12:06-h ----- ;-----.-----;-- 0.38 �_ .P _,_. ------- ------ -- 0.34z: _ ,_ .-__-. . 0.34 . Avg..El;ow Depth.=.0.1.6'. - 0.32 , __�__.-__!------------------- - -- 0.3. _-____!_____-___ _ - __0.3Ma ---- --:41-fps___;_----- _ 0.28 12.0" 0.26�' 3 0.24 Round Pipe - 0 0.2z s 0 2 }i 0 013 0.18' -L=12:0`, - ----I ,----- ' 0.16 - . -_-- .;_ .' - -j---- 0.14 ". ; .S=0:0500 'I'- -- -- ---- - 0.12 - - - -;-- 0.12. _ ___. _ __ _r. _r____r__r.. _ ,__ 0.1 -Capacity=7.97.cfs - ` ----'-----'-------- 0.08.' 0.04: 0.02 0" 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 ' Time (hours) POST-DEVELOPMENT ANALYSIS Type 11124-hr 2 YR Rainfall=3.20" , Prepared by TTI ENVIRONMENTAL INC. Printed 813112016 HydroCAD®10.00-16 stn 08795 ©2015 HydroCAD Software Solutions LLC Page 31 Summary for Reach 1OR: DMH5 TO DMH6 [52]Hint: Inlet/Outlet conditions not evaluated [61]Hint:Exceeded Reach 7R outlet invert by 0.15'@ 12.07 hrs Inflow Area= 29,299 sf, 64.51% Impervious, Inflow Depth> 1.75" for 2 YR event Inflow = 1.40 cfs @ 12.07 hrs, Volume= 4,275 cf ' Outflow = 1.40 cfs @ 12.07 hrs, Volume= 4,275 cf, Atten=0%, Lag=0.1 min Routing by Stor-Ind+Trans method,Time Span=0.00-24.00 hrs,dt=0.01 hrs Max.Velocity=9.17 fps, Min.Travel Time=0.1 min Avg.Velocity=3.11 fps, Avg.Travel Time=0.2 min Peak Storage=5 cf @ 12.07 hrs ' Average Depth at Peak Storage=0.25' Bank-Full Depth= 1.00' Flow Area=0.8 sf, Capacity= 10.28 cfs 12.0" Round Pipe n=0.013 Corrugated PE,smooth interior Length=30.0' Slope=0.0833? Inlet Invert=70.40', Outlet Invert=67.90' ' 1 1 tPOST-DEVELOPMENT ANALYSIS Type 111 24-hr 2 YR Rainfall=3.20" Prepared by TTI ENVIRONMENTAL INC. Printed 8/3112016 1 HydroCAD®10.00-16 s/n 08795 @2015 HydmCAD Software Solutions LLC Page 32 Reach 10R: DMHS TO.DMH6 1 Hydrograph ®InBaw ; , ' ©Outflow 1.40 cfs 12.07 hrs 1 Inflow Area=29,29 ; Inflow-1.40 cfs,@ 12.07 hrs Outflow--l.40 cfs @ 12.07 hr. -Av Flow;;Depth=0.-25' ---: J . .__ Max!Vel=9.17 fps Round Pipe ; L=30.0' 1 S=00833 'P , Capacity=:10.281cfs ; , 0 0 1 2 3 4 5 -6 7 8 8 10 11 12 13 14 15 16 17 18 10 20 21 22 23 24 1 Time (hours) 1 i 1 1 i f 1 1 1 1 POST-DEVELOPMENT ANALYSIS Type 111 24-hr 2 YR Rainfall-3.20" , Prepared by TTI ENVIRONMENTAL INC. Printed 8131/2016 HydroCAD®10.00-16 sln 08795 ©2015 HydroCAD Software Solutions LLC Page 33 i Summary for Reach 11 R: DMH6 TO DMH7 [52]Hint: Inlet/Outiet conditions not evaluated ' [61]Hint:Exceeded Reach 1OR outlet invert by 0.13'@ 12.07 hrs Inflow Area= 29,299 sf, 64.51%Impervious, Inflow Depth> 1.75' for 2 YR event ' Inflow = 1.40 cfs @ 12.07 hrs, Volume= 4,275 cf Outflow = 1.40 cfs @ 12.07 hrs, Volume= 4,274 cf, Atten=0%, Lag=0.1 min Routing by Stor-Ind+Trans method,Time Span=0.00-24.00 hrs,dt=0.01 hrs Max.Velocity= 10.24 fps, Min.Travel Time=0.1 min Avg.Velocity=3.48 fps, Avg.Travel Time=0.2 min Peak Storage=6 cf @ 12.07 hrs ' Average Depth at Peak Storage=0.23' Bank-Full Depth= 1.00' Flow Area=0.8 sf, Capacity= 12.03 cfs 12.0" Round Pipe , n=0.013 Corrugated PE, smooth interior Length=43.0' Slope=0.1140? Inlet Invert=67.80', Outlet Invert=62.90' 1 1 1 1 1 POST-DEVELOPMENT ANALYSIS Type III 14-hr 2 YR Rainfall--3.20" Prepared by TTI ENVIRONMENTAL INC. Printed 8131/2016 HydmCADO 10.00-16 s/n 08795 ©2015 HydmCAD Software Solutions LLC Page 34 Reach 11R: DMH6 TO DMH7 ' 1 Hydrograaph' O Inflow ' 1.40 cfs 12.07 hrs ®outflow Inflow Area=29,29 ; Inf16,w=1.40 cfs,@ 12.'07 hni Outflow=7.40 cfs @ 12.07 h Max-Avg:Vel 10L 24 f —0.-23'. fps , ; j S'-0:1 ; .03!cfs 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 ' Time (houm) 1 o r POST-DEVELOPMENT ANALYSIS Type 11124-hr 2 YR Rainfall=3.20" Prepared by TTI ENVIRONMENTAL INC. Printed 8/31/2016 HydroCAD@ 10.00.16 s/n 08795 @2015 HydroCAD Software Solutions LLC Page 35 r Summary for Reach 12R: DMH7 TO DMH8 [52]Hint: Inlet/Outlet conditions not evaluated r [61]Hint: Exceeded Reach 11 R outlet invert by 0.12'@ 12.07 hrs Inflow Area= 29,299 sf, 64.51%Impervious, Inflow Depth> 1.75" for 2 YR event r Inflow = 1.40 cfs @ 12.07 hrs, Volume= 4,274 cf Outflow = 1.40 cfs @ 12.08 hrs, Volume= 4,274 cf, Atten=0%, Lag=0.1 min Routing by Stor-Ind+Trans method,Time Span=0.00-24.00 hrs,dt=0.01 hrs r Max.Velocity= 10.91 fps, Min.Travel Time=0.1 min Avg.Velocity=3.71 fps, Avg.Travel Time=0.2 min Peak Storage=6 cf @ 12.07 hrs r Average Depth at Peak Storage=0.22' Bank-Full Depth=1.00' Flow Area=0.8 sf, Capacity= 13.16 cis 12.0" Round Pipe r n=0.013 Corrugated PE,smooth interior Length=44.0' Slope=0.1364f r Inlet Invert=62.80', Outlet Invert=56.80' r r r r r r r r r r ' POST-DEVELOPMENT ANALYSIS Type 11124-hr 1 YR Rainfall=3.20" Prepared by TTI ENVIRONMENTAL INC. Printed 813112016 HydroCAD@ 10.00-16 stn 08795 ©2015 HydroCAD Software Solutions LLC Page 36 Reach 121R: DMH7 TO DMH8 ' Hydrograph ' F1 An f- ®Inflow 19 n7 ' ' 11 oumow ' InflowArea=29,29 1.40 cfs Cc 12.08 hrs Inflow--1.40 cfs,@ 12;07 hrs Outflow--1.40 cfs @ 12.08 hirs ' Avg'. Flow,Depth=012' -- Max'Vel=1,0.91 fps 12.0" ' Round Pipe n=0.013 ; L=44.0'' ' S'-01364 'P Capacity*13.16;cfs ; ; 0- 0 1 2 3 4 5 6 7 8 9 10 1, 12 13 14 ,5 16 17 18 19 20 21 22 23 24 ' Time (hours) t 1 POST-DEVELOPMENT ANALYSIS Type III 24-hr 2 YR Rainfall--3.20" ' Prepared by TTI ENVIRONMENTAL INC. Printed 8/31/2016 HydroCAD@ 10.00-16 s/n 08795 @ 2015 HydroCAD Software Solutions LLC Pace 37 Summary for Reach 13R: DMH8 TO DMH9 [52]Hint: Inlet/Outlet conditions not evaluated ' [62]Hint:Exceeded Reach 12R OUTLET depth by 1.81'@ 12.11 hrs Inflow Area= 48,768 sf, 53.20%Impervious, Inflow Depth> 1.49" for 2 YR event ' Inflow = 1.92 cfs @ 12.08 hrs, Volume= 6,068 cf Outflow = 1.90 cfs @ 12.10 hrs, Volume= 6,063 cf, Atten= 1%, Lag= 1.3 min Routing by Stor-Ind+Trans method,Time Span=0.00-24.00 hrs,dt=0.01 hrs ' Max.Velocity=4.59 fps, Min.Travel Time=0.8 min Avg.Velocity=1.58 fps, Avg.Travel Time=2.2 min Peak Storage=87 cf @ 12.09 hrs ' Average Depth at Peak Storage=0.43' Bank-Full Depth= 1.50' Flow Area=1.8 sf, Capacity= 10.75 cis 18.0" Round Pipe ' n=0.013 Corrugated PE,smooth interior Length=210.0' Slope=0.0105'P Inlet Invert=58.40', Outlet Invert=56.20' 1 II ' POST-DEVELOPMENT ANALYSIS Type III 24-hr 2 YR Rainfall--3.20" Prepared by TTI ENVIRONMENTAL INC. Printed 8/31/2016 HydroCAD®10.00-16 stn 08795 ©2015 HydroCAD Software Solutions LLC Page 38 Reach 13R: DMH8 TO DMH9 ' 1 Hydrograph ' 0 Inflow 2 Inflow Area=48,76 1.90 cfs 12.10 hrs ®os flow Inflo'w=1.92 cfs,@ 12;08 hrs 1 1 Outflow--l.90 cfs @ 12.10 hirs 1 1 t Avg: Flow,Depth=0.43' 1 I 1 Max:Vel=4.59 fps 1 Round Pipe ; LL 1 n=0:013 � 1 ' S 0;0105 `P ; Capacity=:10.75;cfs ; 1 1 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 ' Time (hours) 1 1 POST-DEVELOPMENT ANALYSIS Type 11124-hr 2 YR Rainfa1h3.20" ' Prepared by TTI ENVIRONMENTAL INC. Printed 813112016 HydroCAD®10.00-16 stn 08795 @ 2015 HydroCAD Software Solutions LLC Page 39 ' Summary for Reach 14R: DMH9 TO FES1 (52)Hint: Inlet/Outlet conditions not evaluated ' (61]Hint: Exceeded Reach 13R outlet invert by 0.16'@ 12.11 hrs Inflow Area= 48,768 sf, 53.20% Impervious, Inflow Depth> 1.49" for 2 YR event t Inflow = 1.90 cfs @ 12.10 hrs, Volume= 6,063 cf Outflow = 1.90 cfs @ 12.11 hrs, Volume= 6,062 cf, Atten=0%, Lag=0.3 min Routing by Stor-Ind+Trans method,Time Span=0.00-24.00 hrs,dt=0.01 hrs ' Max.Velocity=9.22 fps, Min.Travel Time=0.2 min Avg.Velocity=3.20 fps, Avg.Travel Time=0.6 min Peak Storage=22 cf @ 12.11 hrs ' Average Depth at Peak Storage=0.26' Bank-Full Depth=1.50' Flow Area= 1.8 sf, Capacity=28.77 cfs 18.0" Round Pipe ' n=0.013 Corrugated PE,smooth interior Length= 108.0' Slope=0.0750T ' Inlet Invert=56.10', Outlet Invert=48.00' 1 1 1 1 ' POST-DEVELOPMENT ANALYSIS Type III 24-hr 2 YR Rainfall=3.20" Prepared by TTI ENVIRONMENTAL INC. Printed 813112016 ' HydroCAD®10.00-16 sln 08795 @2015 HydroCAD Software Solubons LLC Page 40 Reach 14R: DMH9 TO FES1 Hydrograph a Outflow ' 2 Inflow Area=48,76 1.90 cfs 12.11 hrs 1 I6flow=1.90 cfs,@ 12,10 hrs Outflow=1.90 cfs @ 12.11 h ' ' Avg: Flow,Depth=0.26' j Max:Vel=9.22 fps Round Pipe ; 1 s n=0:013 L=108.0' ; 1 S=0 0750 'P 6apacity=28.77;cfs ; 0 0 1 2 3 4 5 8 7 8 8 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 1 1 j POST-DEVELOPMENT ANALYSIS Type III 24-hr 2 YR Rainfall=3.20" ' Prepared by TTI ENVIRONMENTAL INC. Printed 813112016 HydroCAD010.00-16 stn 08795 ©2015 HydroCAD Software Solutions LLC Page 41 ' Summary for Reach 15R: DMH10 TO DMH11 [43]Hint:Has no inflow(Outflow=Zero) t Bank-Full Depth=1.00' Flow Area=0.8 sf, Capacity= 13.69 cfs 12.0" Round Pipe , n=0.013 Corrugated PE,smooth interior Length=22.0' Slope=0.1477'r Inlet Invert=47.00', Outlet Invert=43.75' ' i 1 Reach 15R: DMH10 TO DMH11 Hydrograph ' � 1 ®Outflow i Outflow--0.00 cfs @ 0.00 hes ' Avg. Flow Depth=0.00' Max Vel=0.00 fps 12.0" ' Round Pipe n=0.013 ' LL L=22.08 S=0.1477 Yr ' Capacity=13.69 cfs 0.00 cfs 0.00 hrs . . ' o , 0 1 2 3 4 5 6 7 6 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 ' Time (hours) 1 1 ' POST-DEVELOPMENT ANALYSIS Type 11124-hr 2 YR RainfalF--3.20" Prepared by TTI ENVIRONMENTAL INC. Printed 8/3112016 ' HydroCAD®10.00-16 s/n 08795 @2015 HydroCAD Software Solutions LLC Page 42 Summary for Reach 16R: DMH11 TO DMH12 ' [43]Hint:Has no inflow(Outflow=Zero) Bank-Full Depth=1.00' Flow Area=0.8 sf, Capadty=4.72 cfs ' 12.0" Round Pipe n=0.013 Corrugated PE,smooth interior ' Length=94.0' Slope=0.0176'f Inlet Invert=43.65', Outlet Invert=42.00' Reach 16R: DMH11 TO DMH12 ' Hydrograph i 1 Outfl6w=0.00 cfs @ 01:00 hrs Avg. Flow Depth=0.00' ' Max Vel=0,00 fps 12.0" Rourid Pipe 2 n=0.013 0 L=94.0' , S=0.0176 Y' Capacity=4:72 cfs 0.00 cfs @ 0.00 hrs o- ' 0 1 2 3 4 5 6 7 a 9 10 11 12 13 14 15 18 17 18 19 20 21 22 23 24 Time (hours) t 1 POST-DEVELOPMENT ANALYSIS Type Ill 24-hr 2 YR Rainfall=3.20" ' Prepared by TTI ENVIRONMENTAL INC. Printed 813112016 HydroCAD®10.00-16 sln 08795 ©2015 HydroCAD Software Solutions LLC Page 43 ' Summary for Reach 17R: DMH12 TO DMH13 [52]Hint: InleUOutiet conditions not evaluated ' Inflow Area= 78,292 sf, 42.10%Impervious, Inflow Depth> 0.72" for 2 YR event Inflow = 0.24 cfs @ 13.33 hrs, Volume= 4,667 cf ' Outflow = 0.24 cfs @ 13.33 hrs, Volume= 4,666 cf, Aden=0%, Lag=0.2 min Routing by Stor-Ind+Trans method,Time Span=0.00.24.00 hrs,dt=0.01 hrs Max.Velocity=5.85 fps, Min.Travel Time=0.1 min ' Avg.Velocity=4.42 fps, Avg.Travel Time=0.2 min Peak Storage=2 cf @ 13.33 hrs Average Depth at Peak Storage=0.10' Bank-Full Depth=1.00' Flow Area=0.8 sf, Capacity= 11.40 cfs 12.0" Round Pipe ' n=0.013 Corrugated PE,smooth interior Length=43.0' Slope=0.1023'r Inlet Invert=32.40', Outlet Invert=28.00' ' 0 1 Reach 17R: DMH12 TO DMH13 ' Hydrograph ' 0.26 Outflow Inflow Area=78,292 sf 0.24 cfs 13.33 hrs ; 0.24.. .r_ _;- . - - __ ._ . - _ .r.. __ - _._5 Inflow-4.24 cfs,@ 13.33 hrs o.zz. 66Hlow=0.24 cfs @ 13.33 hrs ; 0.2-. Avg. Flow, Depth=0.10' ; 0.1e: _Max Vel=5.85 fps o.1s12.0" r ;- , - F - 0.14- Round,Pipe FL 0.12- n 0:013 - r 0.1- L=43:0' - o.oe S=0.1023 'f'.. ' 0.06 -Capacityrllt 0,cfs 0.04- 0.02 ' 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 16 19 20 21 22 23 24 Time (hours) ' 1 ' POST-DEVELOPMENT ANALYSIS Type 11124-hr 2 YR Rainfall=3.20" Prepared by TTI ENVIRONMENTAL INC. Printed 8/3112016 ' HydroCAD®10.00-16 stnO8795 ©2015 HydroCAD Software Solutions LLC Page 44 Summary for Reach 18R: DMH13 TO DMH14 ' [521 Hint: Inlet/Outlet conditions not evaluated [61]Hint: Exceeded Reach 17R outlet invert by 0.03'@ 13.33 hrs ' Inflow Area= 78,292 sf, 42.10%Impervious, Inflow Depth> 0.72' for 2 YR event Inflow 0.24 cfs @ 13.33 hrs, Volume= 4,666 cf Outflow = 0.24 cfs @ 13.33 hrs, Volume= 4,666 cf, Atten=0%, Lag=0.2 min t Routing by Stor-Ind+Trans method,Time Span=0.00-24.00 hrs,dt=0.01 hrs Max. Velocity=4.00 fps, Min.Travel Time=0.1 min Avg.Velocity=3.03 fps, Avg.Travel Time=0.1 min Peak Storage=2 cf @ 13.33 hrs Average Depth at Peak Storage=0.13' Bank-Full Depth=1.00' Flow Area=0.8 sf, Capacity=6.63 cfs 12.0' Round Pipe n=0.013 Corrugated PE,smooth interior ' Length=26.0' Slope=0.03467 Inlet Invert=27.90', Outlet Invert=27.00' 10 1 1 1 POST-DEVELOPMENT ANALYSIS Type III 24-hr 2 YR Rainfall=3.20" t Prepared by TTI ENVIRONMENTAL INC. Printed 8/31/201 6 HydroCAD®10.00-16 sln 08795 ©2015 HydroCAD Software Solutions LLC Page 45 ' Reach 18R: DMH13 TO DMH14 Hydrograph ' _- - Olnflw+ 0.26." _�_ ._ .., _, -_ _,. __ ., _- _ __ ©Outflow ozb _flow Area=78,292 sf 0.24 cfs 13.33 hrs ' ----—--- — ,--6--- 1 ; flow-0 24 cfs;@ 13:33 hrs 0.22. 0utHow=0.24 cfs_ @ 13_._3.3 hrs 1 1 _L _1 _l 1 .. 1 0'2 , " Avg. Flow, Depth=0.13' ; 111. Max Ve1=4.00 fps 0.16 12.0n._Y__i o _ __ _______ __l _ _J ____ ' -__ _•_____i__ 0.14-"'-, Rourid?PiperL 0.12 " ,• n=0:013 ;-'---.. ----'-----•_ -'----- --� -----;-- --'- 0.06--- .06 C'apac ty—'6:6 3 cfs ---' ' IL 0.04 — - 0.02- 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time lhowa) ' 1 1 1 ' POST-DEVELOPMENT ANALYSIS Type III 24-hr 2 YR Rainfa11=3.20" Prepared by TTI ENVIRONMENTAL INC. Printed 813112016 HydroCAD®10.00-16 s/n 08795 @2015 HydroCAD Software Solutions LLC Page 46 Summary for Pond 1 P: BASIN ' Inflow Area= 78,292 sf, 42.10% Impervious, Inflow Depth > 1.24" for 2 YR event Inflow 2.48 cfs @ 12.10 hrs, Volume= 8,097 cf Outflow = 0.24 cfs @ 13.32 hrs, Volume= 4,669 cf, Atten=90%, Lag=73.0 min Primary = 0.24 cfs @ 13.32 hrs, Volume= 4,669 cf Routing by Stor-Ind method,Time Span=0.00-24.00 hrs,dt=0.01 hrs Peak Elev=45.97'@ 13.32 hrs Surf.Area=3,945 sf Storage=4,169 cf Plug-Flow detention time= 257.6 min calculated for 4,667 cf(58%of inflow) Center-of-Mass det.time= 139.7 min(984.5-844.8) ' Volume Invert Avail.Storage Storage Description #1 43.00' 13,514 cf Custom Stage Data(Prismatic) Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store _ (feet) (sq-ft) (cubic-feet) (cubic-feet) 43.00 489 0 0 44.00 737 613 613 44.50 1,018 439 1,052 45.00 1,300 580 1,631 46.00 4,034 2,667 4,298 47.00 4,608 4,321 8,619 48.00 5,182 4,895 13,514 ' Device Routing Invert Outlet Devices #1 Primary 44.00' 12.0" Round Culvert L=35.0' CPP,square edge headwall, Ke=0.500 Inlet I Outlet Invert=44.00'/42.00' S=0.0571 T Cc=0.900 n=0.013 Corrugated PE,smooth interior, Flow Area=0.79 sf #2 Device 1 44.60' 1.0"Vert.Orifice/Grate C=0.600 #3 Device 1 45.70' 7.0"Vert.Orifice/Grate C=0.600 #4 Device 1 46.50' 6.0"Vert.Orifice/Grate C=0.600 ' #5 Device 1 47.50' 24.0"x 24.0"Horiz.Orifice/Grate C=0.600 Limited to weir flow at low heads #6 Primary 47.50' 8.0'long x 4.0'breadth Broad-Crested Rectangular Weir Head(feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef.(English) 2.38 2.54 2.69 2.68 2.67 2.67 2.65 2.66 2.66 2.68 2.72 2.73 2.76 2.79 2.88 3.07 3.32 ' Primary OutFlow Max=0.24 cfs @ 13.32 hrs HW=45.97' (Free Discharge) =Culvert (Passes 0.24 cfs of 4.58 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.03 cfs @ 5.54 fps) 3=Orifice/Grate (Orifice Controls 0.21 cfs @ 1.76 fps) ' -Orifice/Grate (Controls 0.00 cfs) =OrificelGrate (Controls 0.00 cfs) =Broad-Crested Rectangular Weir (Controls 0.00 cfs) POST-DEVELOPMENT ANALYSIS Type III 24-hr 2 YR Rainfall--3.20" ' Prepared by TTI ENVIRONMENTAL INC. Printed 8/3112016 HydroCAD®10.00-16 stnO8795 @2015 HydroCAD Software Solutions LLC Page 47 Pond 1P: BASIN Hydrograph• ' ' ®Inflav 2.48cfsCc 12.10 hrs ; m Primary Inflow Area=78,292 sf Infl6w=2.48 cfs' 12;10 hrs Primary=0:24 cfs @ 13.32-hrs- ------- ---'-- - -,- -- "i----- 1-- 2 Peak Elev=45.97' , Storage=4,169 cf 1 I 1 1 1 1 1 I 1 I I 1 1 1 1 1 LL I 1 I 1 � - I I 1 1 I I 1 I • i 1 1 � I 1 1 0.24 cfs 13.32 hrs ' 0 0 1 2 3 4 5 6 7 a 9 10 11 12 13 14 15 16 17 16 19 20 21 22 23 24 Time (rroum) 1 1 1 r rPOST-DEVELOPMENT ANALYSIS Type III 24-hr 2 YR Rainfalh3.20" Prepared by TTI ENVIRONMENTAL INC. Printed 813112016 rHydroCADf010.00-16 s/n 08795 @2015 HydroCAD Software Solutions LLC Page 48 Summary for Pond 2P: Roof Infiltrator r [43]Hint:Has no inflow(Outflow--Zero) r Volume Invert Avail.Storage Storage Description #1 0.00' 64 cf 7.00'W x 10.001 x 2.50'H Prismatoid 175 cf Overall-15 cf Embedded=160 cf x 40.0%Voids r #2 0.00' 15 cf ADS_StormTech SC-310 Inside#1 Effective Size=28.9'W x 16.0"H=>2.07 sf x 7.121= 14.7 cf Overall Size=34.0'W x 16.0"H x 7.561 with 0.44'Overlap 79 cf Total Available Storage r r r r r r r r � r ' r r r r POST-DEVELOPMENT ANALYSIS Type III 24-hr 2 YR Rainfall--3.20" ' Prepared by TTI ENVIRONMENTAL INC. Printed 8/3112016 HydroCAD@ 10.0016 s/n 08795 @2015 HydroCAD Software Solutions LLC Pace 49 Summary for Link DPI: OFFSITE Inflow Area= 10,018 sf, 0.00%Impervious, Inflow Depth > 0.48" for 2 YR event ' Inflow = 0.08 cfs @ 12.13 hrs, Volume= 401 cf Primary = 0.08 cis @ 12.13 hrs, Volume= 401 cf, Atten=0%, Lag=0.0 min Primary outflow= Inflow,Time Span=0.00-24.00 hrs,dt=0.01 hrs ' Link DPI: OFFSITE Hydrograph ' L 1_ _ S__ 1 I 1 ®Innow _ ,_.. I©Pnmary ooe Inflow Area 10,01 0.08 cfs 12.13 hrs o.os085� Inflow=0_.08 cfs@ 12,.13_hrs o.o7sPrimary' =0.08-cfs @.12.13.h ,_- o.0r " ,' 065 0.06- 0.055 0.05 O 0.045 LL 0.04 1 1 1 1 l 0.035. 0.03 0.025 0.02-, 0.015. / 1 ------- ---- 0.01 0.005 0t 0 1 2 3 4 5 0 7 B 9 10 11 12 13 14 15 18 17 18 19 20 21 22 23 24 Time (hours) 1 1 1 ' POST-DEVELOPMENT ANALYSIS Type III 24-hr 2 YR Rainfall-Q.20" Prepared by TTI ENVIRONMENTAL INC. Printed 8/31/2016 HydroCAD010.00-16 stnO8795 @2015 HvdroCAD Software Solutions LLC Page 50 Summary for Link DP2: OFFSITE Inflow Area= 13,843 sf, 9.26%Impervious, Inflow Depth> 0.52" for 2 YR event Inflow 0.15 cfs @ 12.07 hrs, Volume= 599 cf Primary = 0.15 cfs @ 12.07 hrs, Volume= 599 cf, Aften=0%, Lag=0.0 min ' Primary outflow=Inflow,Time Span=0.00.24.00 hrs,dt=0.01 hrs Link DP2: OFFSITE Hydrograph --;--'--;'-;----'`---;---'-;---------- ---;--' - ' ------ ---0.17- cfs ____ '_ 0.15 �Pnmary _ 0.15 12.07 hs o.,e ,., InflowArea __ r , .1 , low=0.1.5.cfs;d12;07-hrs_ O.W. Pkimary=0.15 cfs @12.07-hr i- 0.13 1 a12. 1 0.11 0.1 -- ---- -------i--- -' -- ---- 0.09 --`- ---- ---�'--- 1 ---' -- . F ' -- --------- ----- - ------ 0.07 - 0.06 1 0.05 l_ ___I__ _a__________________a_ 9.94 __ _ 0.03 ; --- 0.02Z 0.01 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 1 POST-DEVELOPMENT ANALYSIS Type 11124-hr 2 YR Rainfall--3.20" ' Prepared by TTI ENVIRONMENTAL INC. Printed 8/31/2016 HydroCAD@ 10.00-16 sln 08795 @ 2015 HydroCAD Software Solutions LLC Page 51 ' Summary for Link DP3: OFFSITE Inflow Area= 13,264 sf, 33.44%Impervious, Inflow Depth> 1.09" for 2 YR event Inflow = 0.35 cfs @ 12.12 hrs, Volume= 1,207 cf Primary = 0.35 cfs @ 12.12 hrs, Volume= 1,207 cf, Atten=0%, Lag=0.0 min Primary outflow=Inflow,Time Span=0.00.24.00 hrs,dt=0.01 hrs i Link DP3: OFFSITE Hydrograph 0.38 1_ . ., .. _-�- llPnmary 0.38 Inflow Area=13;26 0.35 cfs 12.12 hrs _ 0.34w. -Inflow=0.35 cfs;@ 12A2.hrs- ' - - -- °03 Primary-0.35 cfs W 12 12 h ' o.2s 0.26 0.24: 0.22- - 1 -- --- - ' -- _ -' - - -- -' " -�-.�---- -- 0.2 _�-_-..- .______-___-_I_____-I O 0.1a 1 1 I 1 1 1 I - _- LL 0.16 _____--______ 1_ _______ _1 1 1 I _ 1 •1 •' 0.14 1,05 0.120.10.080060.04 0.0° 0 1 2 3 4 5 6 7 6 9 10 11 12 13 14 15 18 17 18 19 20 21 22 23 24 Time (hours) t 1 1 1 i POST-DEVELOPMENT ANALYSIS Type III 24-hr 2 YR RainfalF--3.20" Prepared by TTI ENVIRONMENTAL INC. Printed 8/31/2016 HydroCAD®10.00-16 sin 08795 ©2015 HydroCAD Software Solutions LLC Page 52 Summary for Link DP4: OFFSITE Inflow Area= 111,298 sf, 37.48%Impervious, Inflow Depth > 0.76" for 2 YR event Inflow 0.74 cis @ 12.09 hrs, Volume= 7,077 cf Primary = 0.74 cis @ 12.09 hrs, Volume= 7,077 cf, Atten=0%, Lag=0.0 min Primary outflow= Inflow, Time Span=0.00.24.00 hrs,dt=0.01 hrs ' Link DP4: OFFSITE Hydrograph 1)8z _Inflow Area=111-2 0.74 cfs 12.09 hrs • 1 0.7 Inflow=0.74cfs;@12:09 hr --- --.,-----,-- .— - - ' 0.65 Primary=0J4-cfs_@12A1 9fi- I - — ---- -- -'- oss � -- - ---1- r-- 1 -- • � 1 _I• _I ^ l _I f 0.s y 0.45 _L. _ _ .L.. 0 Q.4 1 1 1 1 1 1 0.35 1 I 1 _________ _ ._!____________ . 0.25 I 1 ' 0.15 _____ I ' i 0.1 0.05 0 01.FROPRF, 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 18 17 18 19 20 21 22 23 24 Time (hours) 1 1 1 POST-DEVELOPMENT ANALYSIS Type Ill 24-hr 2 YR Rainfall=3.20" ' Prepared by TTI ENVIRONMENTAL INC. Printed 8/3112016 HydroCAD®10.00-16 s/n 08795 @2015 HydroCAD Software Solutions LLC Page 53 ' Summary for Link TOTAL:TOTAL OFFSITE Inflow Area= 148,423 sf, 31.96%Impervious, Inflow Depth > 0.75" for 2 YR event ' Inflow = 1.30 cfs @ 12.10 hrs, Volume= 9,283 cf Primary = 1.30 cfs @ 12.10 hrs, Volume= 9,283 cf, Atten=0%, Lag=0.0 min Primary outflow=Inflow,Time Span=0.00-24.00 hrs,dt=0.01 his ' Link TOTAL: TOTAL OFFSITE ' Hydrograph 1 1 an rfs an 15 in ' p Inflow 1 9 Primary ' Inflow Area=148,4 1.30 cfs CC 12.10 hrs 1 Inflow--I. 0 cfs @ 12.10 hrs ' @ ; Prima 1..30_cfs 12.%h I I � 1 � � ' 1 1 o LL I 1 1 I 1 1 1 1 I 1 I 1 1 i I I I I 1 1 1 I I 1 I 1 I fl ' 0 , 2 3 4 5 6 7 6 9 10 11 12 13 14 15 16 17 16 19 20 21 22 23 24 Time (hours) 1 t t Hyd rocad POST-DEVELOPMENT: ' 10-Year Storm 1 ' Stonnwater Management Report &31/2016 POST-DEVELOPMENT ANALYSIS Type 11124-hr 10 YR Rainfall=-4.80" ' Prepared by TTI ENVIRONMENTAL INC. Printed 8131/2016 HydroCADr010.00-16 sin 08795 @2015 HydroCAD Software Solutions LLC Page 1 ' Time span=0.00-24.00 hrs,dt=0.01 hrs,2401 points Runoff by SCS TR-20 method,UH=SCS,Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method ' Subcatchment P1:TO CB2 Runoff Area=6,471 sf 61.89%Impervious Runoff Depth>3.09" Flow Length=179' Tc=3.6 min CN=84 Runoff-0.58 cfs 1,664 cf ' Subcatchment P10:TO OFFSITE Runoff Area=13,843 sf 9.26%Impervious Runoff Depth>1.38" Flow Length=169' Tc=3.1 min CN=63 Runoff-0.53 cis 1,595 cf Subcatchment P11:TO BASIN Runoff Area=29,524 sf 23.76%Impervious Runoff Depth>1.89" ' Flow Length=150' Tc=4.1 min CN=70 Runoff-1.57 cfs 4,644 cf Subcatchment P2:TO CB1 Runoff Area=9,663 sf 60.00%Impervious Runoff Depth>2.99" ' Flow Length=225' Tc=6.4 min CN=83 Runoff-0.77 cfs 2,408 cf Subcatchment P3:TO CB4 Runoff Area=5,723 sf 65.65%Impervious Runoff Depth>3.18" ' Flow Length=141' Tc=3.3 min CN=85 Runoff-0.54 cfs 1,518 cf Subcatchment P4:TO CB3 Runoff Area=7,442 sf 71.77%Impervious Runoff Depth>3.48" Flow Length=158' Tc=3.8 min CN=88 Runoff-0.74 cfs 2,156 cf ' Subcatchment P5:TO CB6 Runoff Area=14,391 sf 25.97%Impervious Runoff Depth>1.96" Flow Length=282' Tc=5.8 min CN=71 Runoff-0.75 cfs 2,355 cf ' Subcatchment P6:TO C85 Runoff Area=5,078 sf 65.10%Impervious Runoff Depth>3.18" Flow Length=197' Tc=7.8 min CN=85 Runoff=0.41 cfs 1,345 cf Subcatchment P7:TO OFFSITE Runoff Area=13,264 sf 33.44%Impervious Runoff Depth>2.28" ' Flow Length=198' Tc=7.8 min CN=75 Runoff-0.76 cfs 2,525 cf Subcatchment P8:TO OFFSITE Runoff Area=33,006 sf 26.52%Impervious Runoff Depth>1.96" t Flow Length=320' Tc=5.3 min CN=71 Runoff--1.76 cis 5,402 cf Subcatchment P9:TO OFFSITE Runoff Area=10,018 sf 0.00%Impervious Runoff Depth>1.31" ' Flow Length=147' Tc=6.9 min CN=62 Runoff-0.31 cis 1,097 cf Reach 1R: OCS TO DMH10 Avg.Flow Depth=0.22' Max Vel=8.94 fps Inflow=1.15 cfs 12,489 cf , 12.0" Round Pipe n=0.013 L=100.0' S=0.09157 Capacity=10.78 cfs Outflow=1.15 cfs 12,486 cf Reach 2R: CB2 TO DMH1 Avg.Flow Depth=0.27' Max Vel=3.34 fps Inflow=0.58 cis 1,664 cf 12.0" Round Pipe n=0.013 L=20.0' S=0.01007 Capacity=3.56 cfs Outflow=0.58 cfs 1,664 cf ' Reach 3R: CB1 TO DMH7 Avg.Flow Depth=0.31' Max Vel=3.61 fps Inflow=0.77 cfs 2,408 cf 12.0" Round Pipe n=0.013 L=12.0' S=0.0100'f Capacity=3.56 cfs Outflow=0.76 cfs 2,408 cf Reach 4R: DMH1 TO DMH2 Avg.Flow Depth=0.24' Max Vel=9.18 fps Inflow=1.31 cfs 4,072 cf ' 12.0" Round Pipe n=0.013 L=29.0' S=0.08867 Capacity--10.61 cfs Out6ow=1.31 cfs 4,072 cf Reach 5R: DMH2 TO DMH3 Avg.Flow Depth=0.25' Max Vel=8.71 fps Inflow=1.31 cfs 4,072 cf ' 12.0" Round Pipe n=0.013 L=32.0' S=0.0766f Capacity=9.86 cfs Outflow=1.30 cis 4,071 cf 1 i ' POST-DEVELOPMENT ANALYSIS Type 11124-hr 10 YR Rainfalt-4.80" Prepared by TTI ENVIRONMENTAL INC. Printed 813112016 ' HydroCAD®10.00-16 s/n 08795 @2015 HydroCAD Software Solutions LLC Page 2 Reach 6R: DMH3 TO DMH4 Avg.Flow Depth=0.24' Max Vel=8.87 fps Inflow=1.30 cfs 4,071 cf 12.0" Round Pipe n=0.013 L=31.0' W.08067 Capacity=10.12 cfs Outflow=1.30 cfs 4,071 cf ' Reach 7R: DMH4 TO DMH5 Avg.Flow Depth=0.24' Max Vel=9.05 fps Inflow=1.30 cfs 4,071 cf 12.0" Round Pipe n=0.013 L=41.0' S=0.0854 T Capacity-10.41 cfs Outflow--1.30 cfs 4,071 cf Reach 8R: CB4 TO DMH5 Avg.Flow Depth=0.18' Max Vel=5.56 fps Inflow=0.54 cfs 1,518 cf 12.0' Round Pipe n=0.013 L=20.0' W.04507 Capacity=7.56 cfs Outflow=0.54 cfs 1,517 cf ' Reach 9R: CB3 TO DMH5 Avg.Flow Depth=0.21' Max Vel=6.34 fps Inflow-0.74 cis 2,156 cf 12.0" Round Pipe n=0.013 L=12.0' W.05007 Capacity=7.97 cfs Outflow--0.74 cfs 2,156 cf ' Reach 10R: DMH5 TO DMH6 Avg.Flow Depth=0.34' Max Vet=10.83 fps Inflow=2.53 cfs 7,745 cf 12.0' Round Pipe n=0.013 L=30.0' S=0.0833P Capacity=10.28 cfs Outflow-2.52 cfs 7,744 cf Reach 11 R: DMH6 TO DMH7 Avg.Flow Depth=0.31' Max Vel=12.12 fps Inflow=2.52 cfs 7,744 cf ' 12.0' Round Pipe n=0.013 L=43.0' S=0.1140'r Capacity=12.03 cfs Outflow--2.52 cfs 7,744 cf Reach 12R: DMH7 TO DMH8 Avg.Flow Depth=0.30' Max Vel=12.92 fps Inflow=2.52 cfs 7,744 cf ' 12.0" Round Pipe n=0.013 L=44.0' S=0.1364'r Capacity-13.16 cis Outflow-2.52 cfs 7,743 cf Reach 13R: DMH8 TO DMH9 Avg.Flow Depth=0.60' Max Vel=5.49 fps Inflow-3.64 cfs 11,444 cf 18.0" Round Pipe n=0.013 L=210.0' S=0.01057 Capacity--10.75 cfs Outflow-3.62 cfs 11,437 cf ' Reach 14R: DMH9 TO FES1 Avg.Flow Depth=0.36' Max Vel=11.13 fps Inflow--3.62 cis 11,437 cf 18.0" Round Pipe n=0.013 L=108.0' S=0.07507 Capacity--28.77 cfs Outflow=3.62 cfs 11,435 cf ' Reach 15R: DMH10 TO DMH1I Avg.Flow Depth=0.00' Max Vel=0.00 fps 12.0' Round Pipe n=0.013 L=22.0' S=0.1477'P Capacity--13.69 cfs Outflow=0.00 cfs 0 cf ' Reach 16R: DMH11 TO DMH12 Avg.Flow Depth=0.00' Max Vel=0.00 fps 12.0' Round Pipe n=0.013 L=94.0' S=0.01767 Capacity472 cfs Outflow--0.00 cfs 0 cf Reach 17R: DMH12 TO DMH13 Avg.Flow Depth=0.21' Max Vel=9.30 fps Inflow=1.15 cfs 12,486 cf ' 12.0" Round Pipe n=0.013 L=43.0' W.10237 Capacity=11.40 cfs Outflow=1.15 cfs 12,485 cf Reach 18R: DMH13 TO DMH14 Avg.Flow Depth=0.28' Max Vel=6.33 fps Inflow=1.15 cfs 12,485 cf ' 12.0" Round Pipe n=0.013 L=26.0' S=0.0346'r Capacity=6.63 cfs Outflow=1.15 cfs 12,484 cf Pond 11p: BASIN Peak Elev-46.65' Storage=7,046 cf Inflow--5.07 cfs 16,079 cf Outflow-1.15 cfs 12,489 cf ' Pond 2P: Roof Infiltrator Peak Elev--0.00' Storage=0 cf ' Link DPI: OFFSITE Inflow=0.31 cfs 1,097 cf Primary-4.31 cfs 1,097 cf ' Link DP2: OFFSITE Inflow=0.53 cfs 1,595 cf Primary-0.53 cfs 1,595 cf ' Link DP3: OFFSITE Inflow--0.76 cis 2,525 cf Primary-0.76 cfs 2,525 cf POST-DEVELOPMENT ANALYSIS Type 11124-hr 10 YR Rainfall-480" ' Prepared by TTI ENVIRONMENTAL INC. Printed 813112016 HydroCADO 10.00-16 s/n 08795 ©2015 HydroCAD Software Solutions LLC Page 3 ' Link DP4:OFFSITE Inflow--2.09 cfs 17,886 cf Primary--2.09 cfs 17,886 cf ' Link TOTAL: TOTAL OFFSITE Inflow-3.59 cfs 23,103 cf P6mary=3.59 cfs 23,103 cf ' Total Runoff Area=148,423 sf Runoff Volume=26,710 d Average Runoff Depth=2.16" 68.04%Pervious=100,993 sf 31.96%Impervious=47,430 sf 1 t 1 1 t 1 ' POST-DEVELOPMENT ANALYSIS Type III 24-hr 10 YR Rainfalt-4.808 Prepared by TTI ENVIRONMENTAL INC. Printed 8/31/2016 ' HHdroCADO 10.00-16 stn 08795 ©2015 HydroCAD Software Solutions LLC Page 4 Summary for Subcatchment P1:TO CB2 ' Runoff = 0.58 cfs @ 12.05 hrs, Volume= 1,664 cf, Depth> 3.09" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-24.00 hrs,dt=0.01 hrs ' Type III 24-hr 10 YR Rainfall=4.80" Area(so CN Description 0 58 Woods/grass comb., Good,HSG B 2,466 61 >75%Grass cover,Good, HSG B 3,335 98 Paved roads wlcurbs&sewers, HSG B 670 98 Paved parking, HSG A ' 6,471 84 Weighted Average 2,466 38.11%Pervious Area 4,005 61.89%Impervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (ftlft) (ftlsec) (cfs) 3.0 40 0.0600 0.22 Sheet Flow,Sheet Flow t Grass: Short n=0.150 P2=3.20" 0.6 139 0.0314 3.60 Shallow Concentrated Flow,Shallow Concentrated Flow Paved Kv=20.3 fps ' 3.6 179 Total Subcatchment P1: TO CB2 ' ---- ---- --- ---HydrograP--------- 0.65-/ -- ------------- 0.58 ---- ------ , � — — ' — 0.58 cfs 12.05 hrs 0.6 _0.58 _---- ------ 0.55- 0.5- ___ ________ ____ 0.55 uno Type-11124-hr-: , --05 hrs! os C S ' -10-4Rainfall=4:80"--- i -- 0.457 . -Runoff-Area=6;47-4 sf------- ------,- ----: - ---,-- 0.4 m , -Runoff-Volume=l-,664cf,--- ----r---- �-------------;----;-- u 0.35 Runoff Depth>3.09"- - 0 0.3- LL -Flow Length=479'-, r- 0.25 1 1 ' Tc=3:6 min- - ___ , o.z ' CN=84 0.1.5 o.os — — - - . 0 ' 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 1 1 POST-DEVELOPMENT ANALYSIS Type 11124-hr 10 YR Rainfall=4.80" t Prepared by TTI ENVIRONMENTAL INC. Printed 813112016 HydroCAD®10.00-16 sln 08795 @2015 HvdroCAD Software Solutions LLC Pace 5 ' Summary for Subcatchment P10: TO OFFSITE Runoff = 0.53 cfs @ 12.05 hrs, Volume= 1,595 cf, Depth> 1.38" t Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00.24.00 hrs,dt=0.01 hrs Type III 24-hr 10 YR Rainfall=4.80" t Area(so CN Description 7,066 58 Woods/grass comb.,Good,HSG B ' 5,495 61 >75%Grass cover,Good,HSG B 1,282 98 Roofs, HSG B 13,843 63 Weighted Average 12,561 90.74%Pervious Area ' 1,282 9.26%Impervious Area I Tc Length Slope Velocity Capacity Description (min) (feet) (Rift) (ftlsec) (cfs) t 2.4 50 0.1600 0.34 Sheet Flow,Sheet Flow Grass:Short n=0.150 P2=3.20' 0.7 119 0.1597 2.80 Shallow Concentrated Flow,Shallow Concentrated Flow ' Short Grass Pasture Kv=7.0 fps 3.1 169 Total Subcatchment P10:TO OFFSITE , Hydrograph • � _ _ �Runoff ' 0.55 0.53 cfs 12.05 hrs Rurioff=0.53 cfs @ 12.05,hrs - - - - - - - os Type llf 24-hr 0.45 , 10YRRainfall=4.80" 0.4- Runoff Area=1,3,843 sf J20.35. Runoff Volume=1,595 cf ' ' 0.3 Runoff Depth>1.38" LL 0.25-. Flow Length=169' ' 0.2 Tc=3.1 min 0.15- CN=63 . . . '. . .. — '0.1 0.05- 0 .0s: 900 0 , 0 1 2 3 4 5 8 7 B 9 10 11 12 13 14 15 18 17 18 19 20 21 22 23 24 Time (hours) 1 1 ' POST-DEVELOPMENT ANALYSIS Type III 24-hr 10 YR Rainfall-480" Prepared by TTI ENVIRONMENTAL INC. Printed 8/31/2016 ' HydroCAD010.00-16 sin 08795 ©2015 HVdroCAD Software Solutions LLC Page 6 Summary for Subcatchment P11: TO BASIN Runoff = 1.57 cfs @ 12.07 hrs, Volume= 4,644 cf, Depth> 1.89" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-24.00 hrs,dt=0.01 hrs ' Type III 24-hr 10 YR Rainfall=4.80" Area(so CN Description ' 16,598 61 >75%Grass cover,Good, HSG B 5,361 58 Woodslgrass comb.,Good, HSG B 551 86 Woods/grass comb., Poor,HSG D 3,862 98 Water Surface,HSG B ' 1,114 98 Driveways,HSG B 2,038 98 Roofs,HSG B 29,524 70 Weighted Average ' 22,510 76.24%Pervious Area 7,014 23.76%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (fVft) (ft/sec) (cfs) 3.6 50 0.0600 0.23 Sheet Flow,Sheet Flow Grass:Short n=0.150 P2=3.20" 0.5 100 0.2700 3.64 Shallow Concentrated Flow,Shallow Concentrated Flow Short Grass Pasture Kv=7.0 fps 4.1 150 Total ' Subcatchment P11: TO BASIN Hydrograph ©Runon 1.57 cfs @ 12.07 hrs ; Runoff=1:.57 cfs @ 12.07 hrs ' Type III 24-hr ; 10 YR Rainfall-_' 4.80!' Runoff Area=29,524 sf ; Runoff Volume=4,644 d ; 3 Runoff Depth>1.89" ; LL Flow Length=150' ; ; Tc=4.1 min CN=70 ; ; 1 i o ,. o 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 1 1 POST-DEVELOPMENT ANALYSIS Type III 24-hr 10 YR Rainfall=-4.80" ' Prepared by TTI ENVIRONMENTAL INC. Printed 8/31/2016 HydroCA0010.00-16 s/n 08795 ©2015 HydroCAD Software Solutions LLC Page 7 Summary for Subcatchment P2: TO CB1 Runoff = 0.77 cfs @ 12.09 hrs, Volume= 2,408 cf, Depth> 2.99" t Runoff by SCS TR-20 method, UH=SCS,Weighted-CN,Time Span=0.00-24.00 hrs,dt=0.01 hrs Type III 24-hr 10 YR Rainfall=4.80" , Area(so CN Description 3,865 61 >75%Grass cover,Good, HSG B ' 3,707 98 Paved roads w/curbs&sewers,HSG B 1,396 98 Driveways,HSG B 695 98 Roofs,HSG 8 9,663 83 Weighted Average 3,865 40.00%Pervious Area 5,798 60.00%Impervious Area Tc Length Slope Velocity Capacity Description ' (min) (feet) (Rift) (ft/sec) (cfs) 3.6 50 0.0600 0.23 Sheet Flow,Sheet Flow Grass:Short n=0.150 P2=3.20" ' 2.8 175 0.0223 1.05 Shallow Concentrated Flow,Shallow Concentrated Flow Short Grass Pasture Kv=7.0 fps 6.4 225 Total ' Subcatchment P2: TO CB1 Hydrograph 1 0.85- : .85 ®Runofr 0.8 0.77 cfs 012.09 hI's 0.75 Runoff.=0.77 cfs @ 12.091hrs ' 0.7 Type III 24-hr 0.66 OB 10 YRRainfall=4.80" - - ,0.55 Runoff Area=9,663 sf._. . 057 Runoff Volume=2,408 Cf 0.45 Runoff Depth)62.99" 0 0.4- 0,4 Flow Length=225' 0.3 Tc=6.4 min o.zs- CN=83 0.2- 0.1: .20.1 - 0.05 0' 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 18 17 18 19 20 21 22 23 24 Time (rloum) 1 ' POST-DEVELOPMENT ANALYSIS Type 11124-hr 10 YR Rainfalk4.80" Prepared by TTI ENVIRONMENTAL INC. Printed 8131/2016 ' HydroCAD®10.00-16 s/n 08795 ©2015 HydroCAD Software Solutions LLC Page 8 Summary for Subcatchment P3: TO CB4 ' Runoff = 0.54 cfs @ 12.05 hrs, Volume= 1,518 cf, Depth> 3.18" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-24.00 hrs,dt=0.01 hrs Type III 24-hr 10 YR Rainfall=4.80" Area(sf) CN Description ' 1,966 61 >75%Grass cover,Good,HSG B 1,681 98 Paved roads w/curbs&sewers,HSG B ' 1,128 98 Driveways,HSG B 948 98 Roofs,HSG B 5,723 85 Weighted Average 1,966 34.35%Pervious Area 3,757 65.65%Impervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (f/sec) (cfs) 3.1 50 0.0900 0.27 Sheet Flow,Sheet Flow Grass: Short n=0.150 P2=3.20" 0.2 91 0.1013 6.46 Shallow Concentrated Flow,Shallow Concentrated Flow Paved Kv=20.3 fps ' 3.3 141 Total Subcatchment P3: TO CB4 ' Hydrograph 0.6 " 0.54 cfs 12.05 hrs ' oss - Runoff-0.54 cfs 12.OSihrs _�_____�__,. _ • - l 0.5-, Type-111 24whr_;_ _ 0.45-. 10 YR Raiinfall=4.80" 04 Runoff_ Area=5,723sf r 0.35 Runoff Volume=1,518 cf 0.3 Runoff Depth>3.18" - p _J_ LL 0.25 ' Flow Lerigth=141' ; 0.2 T6=3.3 min - - , 0.1 0.05 0 _ ' 0 1 2 3 4 5 8 7 B 9 10 11 12 13 14 15 18 17 18 19 20 21 22 23 24 Time (hours) I POST-DEVELOPMENT ANALYSIS Type 11124-hr 10 YR Rainfall=4.80" ' Prepared by TTI ENVIRONMENTAL INC. Printed 8/3112016 HydroCADA 10.00-16 s/n 08795 @2015 HydroCAD Software Solutions LLC Page 9 Summary for Subcatchment P4:TO CB3 Runoff = 0.74 cfs @ 12.06 hrs, Volume= 2,156 cf, Depth> 3.48" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-24.00 hrs,dt=0.01 hrs Type III 24-hr 10 YR Rainfall=4.80" t Area(so CN Description 2,101 61 >75%Grass cover,Good,HSG B t 0 98 Paved roads w/curbs&sewers,HSG B ' 2,616 98 Driveways,HSG B 2,725 98 Roofs,HSG B 7,442 88 Weighted Average 2,101 28.23%Pervious Area 5,341 71.77%Impervious Area Tc Length Slope Velocity Capacity Description ' (min) (feet) (ftlft) (tt/sec) (cfs) 3.5 50 0.0660 0.24 Sheet Flow,Sheet Flow Grass:Short n=0.150 P2=3.20" ' 0.3 108 0.0854 5.93 Shallow Concentrated Flow,Shallow Concentrated Flow Paved Kv=20.3 fps 3.8 158 Total t Subcatchment P4: TO CB3 Hydrograph o.e' 0.74 cfs Cc 12.06 hrs ®Runo6 0.75 Runoff=0.74 cfs @ 12.06'hrs - 0.7 ' 0.65. Type III 24-hr 0.6 10 YR Rainfall=4.80" 0.55- Runoff Area=7,442 sf - 0.5 Runoff Volume=2,156 cf U 0.45- 3; .4s , - 0.44 Runoff Depth>3.48" ' LL 0.35 Flow Length=158' 0.3 Tc=3.8 min 0.25 CN=88 0.2- 0.15 - } 0.1- 0.05 0 0 1 2 3 4 5 e 7 6 9 10 11 12 13 14 15 16 17 16 19 20 21 22 23 24 Time (flours) ' 1 ' POST-DEVELOPMENT ANALYSIS Type III 24-hr 10 YR Rainfall-480" Prepared by TTI ENVIRONMENTAL INC. Printed 813112016 HydroCAD®10.00.16 s/n 08795 @2015 HydroCAD Software Solutions LLC Page 10 Summary for Subcatchment P5: TO CB6 ' Runoff = 0.75 cfs @ 12.09 hrs, Volume= 2,355 cf, Depth> 1.96' Runoff by SCS TR-20 method, UH=SCS,Weighted-CN,Time Span=0.00-24.00 hrs,dt=0.01 hrs ' Type III 24-hr 10 YR Rainfall=4.80" Area(so CN Description 10,654 61 >75%Grass cover,Good, HSG B 0 58 Woods/grass comb.,Good, HSG B 1,999 98 Paved roads wlcurbs&sewers,HSG B 948 98 Roofs,HSG B ' 790 98 Driveways, HSG B 14,391 71 Weighted Average 10,654 74.03%Pervious Area ' 3,737 25.97%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ftlsec) (cfs) ' 4.8 50 0.0300 0.17 Sheet Flow,Sheet Flow Grass:Short n=0.150 P2=3.20" 0.6 103 0.1699 2.89 Shallow Concentrated Flow,Shallow Concentrated Flow ' Short Grass Pasture Kv=7.0 fps 0.4 129 0.0755 5.58 Shallow Concentrated Flow,Shallow Concentrated Flow Paved Kv=20.3 fps 5.8 282 Total 1 Subcatchment P5: TO CB6 Hydrograph -- ----------- 0 8 ---_ -----o.e --- ----- 0.75 cfs @ 12.09 hrs 0.75. ' -Ruri0ff=0.75 cfs @.1.2.09'.hrs r 0.7. -Typ'e III 24-hr -;-- -------------- 0.65 1 10 YRRainfall'=4.80" , --- _..-- — ' 0.55 _Rurioff Area=1,4,391 sf _ 0.5 -Rurioff-Volume=2,355 cf 0.45. 0.4Runoff Depth>1.96" _ __ --- ' '- ---1 --- LL 0.35 Floliv Lerigth=282' 0.3 Tc=5.8.m'in — 0.25 -CN=71 -- q - L , 0.2- 0.15-' i 0 V 0.05 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 ' Time (hours) POST-DEVELOPMENT ANALYSIS Type 111 24-hr 10 YR Rainfall=4.80" ' Prepared by TTI ENVIRONMENTAL INC. Printed 813112016 HydroCAD®10.00-16 sln 08795 @ 2015 HydroCAD Software Solutions LLC Page 11 Summary for Subcatchment P6: TO C85 Runoff = 0.41 cfs @ 12.11 hrs, Volume= 1,345 cf, Depth> 3.18" ' Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-24.00 hrs,dt=0.01 hrs Type III 24-hr 10 YR Rainfall=4.80" ' Area(so CN Description 1,772 61 >75%Grass cover,Good,HSG B 1,969 98 Paved roads wlcurbs&sewers,HSG B ' 826 98 Driveways, HSG B 511 98 Roofs,HSG B 5,078 85 Weighted Average 1,772 34.90%Pervious Area 3,306 65.10%Impervious Area Tc Length Slope Velocity Capacity Description ' (min) (feet) (ftlft) (fl/sec) (cfs) 7.4 50 0.0100 0.11 Sheet Flow,Sheet Flow Grass:Short n=0.150 P2=3.20" ' 0.4 147 0.0903 6.10 Shallow Concentrated Flow,Shallow Concentrated Flow Paved Kv=20.3 fps 7.8 197 Total ' Subcatchment P6: TO CB5 Hydrograph ' 0.44 , D,41 C1S 12.1 hrs , - ®Runoff 0.42 - - - 0.4m '. Runoff=0.41 cfs @ 12.11 hrs ,' ' 0.38 - - 0.W_. Type 111.24-hr . o.z 10 YR Rainfall=4.80" . 0.3- Runoff Area=5,078sf - - - - o.ze 0.26 Runoff Volume=1,345 cf ,. o.zz Runoff Depth>3.18" ' LL 0.2 Flow Length=197' Tc=7.8 min 0.14" 0.12. ' CN=85 0.1 0.08 ' 0.06- 0.04z .08 0.04- 0.02- 0 0 1 2 3 4 5 8 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) ' 1 ' POST-DEVELOPMENT ANALYSIS Type 11124-hr 10 YR Rainfalh4.80" Prepared by TTI ENVIRONMENTAL INC. Printed 8131/2016 HydroCAD@ 10.00-16 s/n 08795 @2015 HvdroCAD Software Solutions LLC Page 12 Summary for Subcatchment P7: TO OFFSITE ' Runoff = 0.76 cfs @ 12.11 hrs, Volume= 2,525 cf, Depth> 2.28" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-24.00 hrs,dt=0.01 hrs ' Type III 24-hr 10 YR Rainfall=4.80" Area(so CN Description 8,223 61 >75%Grass cover, Good,HSG B 605 86 Woods/grass comb.,Poor, HSG D 1,954 98 Paved roads w/curbs&sewers, HSG B 1,673 98 Driveways,HSG B ' 809 98 Roofs,HSG B 13,264 75 Weighted Average 8,828 66.56%Pervious Area 4,436 33.44%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (fVft) (fVsec) (cfs) t 0.4 15 0.0100 0.71 Sheet Flow,Sheet Flow Smooth surfaces n=0.011 P2=3.20" 5.6 35 0.0100 0.10 Sheet Flow,flow over grass ' Grass:Short n=0.150 P2=3.20" 1.8 148 0.0400 1.40 Shallow Concentrated Flow,Shallow Concentrated Flow Short Grass Pasture Kv=7.0 fps 7.8 198 Total ' Subcatchment P7: TO OFFSITE Hydrograph ' 0.65- 0.8- .65o.e 0.76 cfs @ 12.11 hrs ' YP, @ ------ 0.75 0.7 - - ' � Ur10 - _ _ T e 11124-hr rs ------- - 0.65- ----- -------- -10 -- o.es ,_10 YR Rainfall=4:80" ---- ----'- 0.6 t -_ _ - 0.55-: Runoff Area=13,264 sf 1 ' 0.5. . Runoff Volum&2,525 cf - ._ ----- ---- 4y 0.45 -Runoff-D'epth>2.-28....... - _._ _ Y_ o 0.4 LL Flow Llangth=T98' . 0.35 1 0.3 Tc=_7.8min !. _ __-:_ r 0.25 _ CN=75 o.z 0.15 i 0.05." 0 , 0 12 3 4 5 B 7 B 9 10 11 12 13 14 15 16 17 19 17777 22 23 24 Time (hours) 1 POST-DEVELOPMENT ANALYSIS Type 11124-hr 10 YR Rainfall=-4.80" r Prepared by TTI ENVIRONMENTAL INC. Printed 8/31/2016 HydroCADO 10.00-16 sin 08795 ©2015 HydroCAD Software Solutions LLC Page 13 Summary for Subcatchment P8: TO OFFSITE Runoff = 1.76 cfs @ 12.08 hrs, Volume= 5,402 cf, Depth> 1.96' , Runoff by SCS TR-20 method, UH=SCS,Weighted-CN,Time Span=0.00-24.00 hrs,dt=0.01 hrs Type III 24-hr 10 YR Rainfall=4.80' Area(so CN Description 24,252 61 >75%Grass cover,Good,HSG B 2,616 98 Driveways,HSG B EX ' 2,093 98 Driveways,HSG 8 PR 2,725 98 Roofs,HSG 8 EX 1,320 98 Roofs,HSG B PR 33,006 71 Weighted Average 24,252 73.48%Pervious Area 8,754 26.52%Impervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (fVsec) (cfs) 4.3 50 0.0400 0.20 Sheet Flow,Sheet Flow ' Grass: Short n=0.150 P2=3.20" 0.7 170 0.3500 4.14 Shallow Concentrated Flow,Shallow Concentrated Flow Short Grass Pasture Kv=7.0 fps ' 0.3 100 0.0556 4.79 Shallow Concentrated Flow,Shallow Concentrated Flow Paved Kv=20.3 fps 5.3 320 Total Subcatchment P8: TO OFFSITE Hydrograph 1.76 cfs @ 12.08 hrs Runoff=1.76 cfs @ 12.08 hrs r Type III 24-hr ' 10 YR Rainfall=4.80" Runoff Area=33,006 sf ' Runoff Volume=5,402 cf 1 Runoff Depth>1.96 LL Flow Length=320' ' Tc=5.3 min CN=71 o- 0 1 2 3 4 5 6 7 e 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 1 ' POST-DEVELOPMENT ANALYSIS Type 11124-hr 10 YR Rainfall-480" Prepared by TTI ENVIRONMENTAL INC. Printed 813112016 HydroCAD010.00-16 s/n 08795 @20`15 HydroCAD Software Solutions LLC Page 14 Summary for Subcatchment P9:TO OFFSITE Runoff = 0.31 cfs @ 12.11 hrs, Volume= 1,097 cf, Depth> 1.31" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-24.00 hrs,dt=0.01 hrs ' Type III 24-hr 10 YR Rainfall=4.80" Area(so CN Description ' 5,317 58 Woods/grass comb.,Good,HSG B 957 86 Woods/grass comb.,Poor,HSG D 3,744 61 >75%Grass cover,Good,HSG B 10,018 62 Weighted Average 10,018 100.00%Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (fVft) (ft/sec) (cfs) 6.2 50 0.0400 0.13 Sheet Flow,Sheet Flow Grass:Dense n=0.240 P2=3.20" 0.7 97 0.1237 2.46 Shallow Concentrated Flow,Shallow Concentrated Flow Short Grass Pasture Kv=7.0 fps 6.9 147 Total ' Subcatchment P9:TO OFFSITE Hydrograph ' _ 0.34 .__. ____ .__..� . __ = , ;- ©Runoff 0.32 0.31 cfs @ 12.11 hrs u 0.3 __ _ .. _ _1.-____'_ no c s rs � o.28 Type 111 24-hr ,- - - _ . _I ' 0.26 -10YRRa = " ,infa114.80 -,- ; 0.22 Runoff AFea=1D;018 sf-- - ,- 0.2 _RUh6iff.Volume=1,097 cf ____ ; - - 018- Runoff Depth>1'.31" --- - n 0.16 LL FIowtength=147' ;- ' 0.14 - __ ______ �_______ _ _ _______ _ -__-6,9 min - 01 CN=62 0.08 0.067 0.oa. 0.02 o 0 1 2 3 4 5 6 7 6 9 10 11 12 13 14 15 16 17 16 19 20 21 22 23 24 Time (hours) .1 1 POST-DEVELOPMENT ANALYSIS Type 11124-hr 10 YR Rainfa11=4.80" ' Prepared by TTI ENVIRONMENTAL INC. Printed 813112016 HydroCAD®10.00.16 sin 08795 @2015 HydroCAD Software Solutions LLC Page 15 Summary for Reach 1 R: OCS TO DMH10 [52]Hint: Inlet/Outlet conditions not evaluated ' Inflow Area= 78,292 sf, 42.10% Impervious, Inflow Depth> 1.91" for 10 YR event Inflow = 1.15 cfs @ 12.52 hrs, Volume= 12,489 cf t Outflow = 1.15 cfs @ 12.53 hrs, Volume= 12,486 cf, Atten=0%, Lag=0.3 min Routing by Stor-Ind+Trans method,Time Span=0.00-24.00 hrs,dt=0.01 hrs Max.Velocity=8.94 fps, Min.Travel Time=0.2 min ' Avg.Velocity=5.29 fps, Avg.Travel Time=0.3 min Peak Storage=13 cf @ 12.53 his Average Depth at Peak Storage=0.22' Bank-Full Depth= 1.00' Flow Area=0.8 sf, Capacity= 10.78 cfs 12.0" Round Pipe ' n=0.013 Corrugated PE,smooth interior Length= 100.0' Slope=0.0915T Inlet Invert=41.65', Oudet Invert=32.50' ' 0 1 Reach 1R: OCS TO DMH10 ' Hydrograph O Inflow . �. ' III Outflow Inflow Area=78,292 1.15 cfs @ 12.53 hrs Inflow--1.15 cfs @ 12.52 hrs r Outflow--11.115 cfs @ 12.53 hrs Avg. Flow,Depth=0.22' ' Max Vel=8.94 fps F 12.0" Round Pipe t n=0.013 L=100.0' S=0.0915 '1' ' Capacity=10.78 cfs u t 0 1 2 3 4 5 6 7 6 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) ' 1 POST-DEVELOPMENT ANALYSIS Type III 24-hr 10 YR Rainfall-480" Prepared by TTI ENVIRONMENTAL INC. Printed 813112016 ' HydroCAD@ 10.00.16 stn 08795 @2015 HydroCAD Software Solutions LLC Page 16 Summary for Reach 2R: CB2 TO DMH1 [52]Hint: Inlet/Outlet conditions not evaluated Inflow Area= 6,471 sf, 61.89%Impervious, Inflow Depth > 3.09" for 10 YR event Inflow 0.58 cfs @ 12.05 hrs, Volume= 1,664 cf Outflow 0.58 cfs @ 12.06 hrs, Volume= 1,664 cf, Atten=0%, Lag=0.2 min Routing by Stor-Ind+Trans method,Time Span=0.00-24.00 hrs,dt=0.01 hrs Max. Velocity=3.34 fps, Min.Travel Time=0.1 min Avg.Velocity= 1.12 fps, Avg.Travel Time=0.3 min Peak Storage=3 cf @ 12.05 hrs Average Depth at Peak Storage=0.27' Bank-Full Depth=1.00' Flow Area=0.8 sf, Capacity=3.56 cfs 12.0" Round Pipe n=0.013 Corrugated PE,smooth interior Length=20.0' Slope=0.0100? Inlet Invert=84.81', Outlet Invert=84.61' Reach 2R: CB2 TO DMH1 Hydrograph -------- --- - -- 0.65 :- ..._ , _ ;_ _-,__� _.__ __ ;__; _. _ '_. _ _ .�_ . __�__ Fei©in6 v outfl 0.6 Inflow Area=6,4:71 0.58 cfs 12.06 hrs ._ _ ;__ _ _ ; . oss. Iriflow=0.58 cfs;@ 1105-hrs- ' ;--=- ---- -------- os Outflow=0.58_cfs @.12.06_h ' , Avg.Flow Depth=0.27'_ ___ _ I------ Max Max Vel=3.34 f 's 0.4 P,..- 12.0" ; 0.35-. - Round;Pipe r 03 n-0.013 0.25 ".,. - ---------- 140-0' - o.z S' 0:0100 !P . - - 0.15 Capacity=3:56 cfs 017 - o.os- 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 ' Time (hours) 1 POST-DEVELOPMENT ANALYSIS Type III 24-hr 10 YR Rainfalk4.80" Prepared by TTI ENVIRONMENTAL INC. Printed 8/3112016 HydroCAD®10.00-16 sln 08795 ©2015 HydroCAD Software Solutions LLC Page 17 ' Summary for Reach 3R: C61 TO DMH1 [52)Hint: Inlet/0utlet conditions not evaluated Inflow Area= 9,663 sf, 60.00%Impervious, Inflow Depth> 2.99° for 10 YR event Inflow = 0.77 cfs @ 12.09 hrs, Volume= 2,408 cf Outflow = 0.76 cfs @ 12.09 hrs, Volume= 2,408 cf, Atten=0%, Lag=0.1 min Routing by Stor-Ind+Trans method,Time Span=0.00-24.00 hrs,dt=0.01 hrs Max.Velocity=3.61 fps, Min.Travel Time=0.1 min Avg.Velocity= 1.26 fps, Avg.Travel Time=0.2 min Peak Storage=3 cf @ 12.09 hrs Average Depth at Peak Storage=0.31' Bank-Full Depth=1.00' Flow Area=0.8 sf, Capacity=3.56 cis 12.0" Round Pipe ' n=0.013 Corrugated PE,smooth interior Length= 12.0' Slope=0.01007 Inlet Invert=84.09', Outlet Invert=83.97' 9 1 Reach 3R: C81 TO DMH1 `---- -- - - ` y rograph 0.65 o.a= Inflow Area 9,663 0 761 cfs 12.09 hrs _ 0.75. ,. , .Inflow-0.77 cfs;@ 12;09_hrs_ ' 0.7. Outflow-0.76 cfs @ 12.09 h _- . .. 0.6s os Avg: Flow, Depth=0:31,_. . .,. - f ' -------- - oss- Max Vel=3.6f p5 0.5= 12.O;r -- -' -- 0.45, ' Round Pipe ? 0.4. ' r, 0.35 -n=0.013 - 0.3 L=12:0. _ 0.25, . 5=4:0100-;r o.z. Capacity=:3.56 cfs _. ; 0.0s 1 0 0 1 2 3 4 5 6 7 6 9 10 11 12 13 14 15 i6 17 16 19 20 21 22 23 24 Time (hours) 1 POST-DEVELOPMENT ANALYSIS Type III 24-hr 10 YR Rainfall=-4.80" Prepared by TTI ENVIRONMENTAL INC. Printed 8131/2016 1 HydroCAD®10.00-16 s/n 08795 @2015 HvdroCAD Software Solutions LLC Page 18 Summary for Reach 4R: DMH1 TO DMH2 1 [52]Hint: Inlet/Outlet conditions not evaluated [61]Hint: Exceeded Reach 3R outlet invert by 0.14'@ 12.08 hrs Inflow Area= 16,134 sf, 60.76% Impervious, Inflow Depth> 3.03" for 10 YR event Inflow 1.31 cis @ 12.08 hrs, Vofume= 4,072 of Outflow = 1.31 cis @ 12.08 hrs, Volume= 4,072 cf, Atten=0%, Lag=0.1 min 1 Routing by Stor-Ind+Trans method,Time Span=0.00-24.00 hrs,dt=0.01 hrs Max.Velocity=9.18 fps, Min.Travel Time=0.1 min Avg.Velocity=3.14 fps, Avg.Travel Time=0.2 min 1 Peak Storage=4 cif @ 12.08 hrs Average Depth at Peak Storage=0.24' Bank-Full Depth=1.00' Flow Area=0.8 sf, Capacity= 10.61 cfs 1 12.0" Round Pipe n=0.013 Corrugated PE,smooth interior 1 Length=29.0' Slope=0.0886? Inlet Invert=83.87', Outlet Invert=81.30' 1 1 i 1 1 i 1 1 1 I POST-DEVELOPMENT ANALYSIS Type 11124-hr 10 YR Rainfall=4.80" ' Prepared by TTI ENVIRONMENTAL INC. Printed 8131/2016 HydroCAD®10.00-16 s/n 08795 ©2015 HydroCAD Software Soldons LLC Page 19 ' Reach 411: DMH1 TO DMH2 Hydrograph i FEInflow ' ®Outflow 1.31 cfs 12.08 hrs Inflow Area=16,13 , Inflow--1.31 cfs @ 12.08 hrs ; Outflow--1.31 cfs @.12.08 h Avg: Flow Depth=0.24' 1 Max,Vel=9.18 fps 12.0" Round Pipe n=0:013 L=29.0' S60;0886 'r t Capacity=:10.61'cfs ; 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) ' t POST-DEVELOPMENT ANALYSIS Type 11124-hr 10 YR Rainfall-4.808 Prepared by TTI ENVIRONMENTAL INC. Printed 8/3112016 ' HydroCAD010.00-16 sln 08795 @2015 HydroCAD Software Solutions LLC Pace 20 Summary for Reach 5R: DMH2 TO DMH3 ' [521 Hint: Inletl0uttet conditions not evaluated [611 Hint: Exceeded Reach 4R outlet invert by 0.15'@ 12.08 hrs Inflow Area= 16,134 sf, 60.76%Impervious, Inflow Depth> 3.03" for 10 YR event Inflow = 1.31 ds @ 12.08 hrs, Volume= 4,072 of Outflow = 1.30 cfs @ 12.08 hrs, Volume= 4,071 cf, Atten=0%, Lag=0.1 min ' Routing by Stor-Ind+Trans method,Time Span=0.00.24.00 hrs,dt=0.01 hrs Max.Velocity=8.71 fps, Min.Travel Time=0.1 min Avg.Velocity=2.98 fps, Avg.Travel Time=0.2 min Peak Storage=5 cf @ 12.08 hrs Average Depth at Peak Storage=0.25' Bank-Full Depth= 1.00' Flow Area=0.8 sf, Capacity=9.86 cfs ' 12.0" Round Pipe n=0.013 Corrugated PE,smooth interior Length=32.0' Slope=0.0766 P Inlet Invert=81.20', Outlet Invert=78.75' (D I t 1 I I 1 POST•DEVELOPMENTANALYSlS Type 11124-hr 10 YR Rainfall=4.80" Prepared by TTI ENVIRONMENTAL INC. Printed 8131/2016 HydroCAD®10.00.16 sin 08795 ©2015 HydroCAD Software Solutions LLC Paae 21 ' Reach 5R: DMH2 TO DMH3 Hydrograph ' 11 Outflow Inflow Area=16,13 1.30 cfs 12.08 hrs Inflow=1.31 cfs.@ 12;08 hrs Outflow=1.30 cfs @-12.08 h 1 Avg: Flow,Depth=0.25' Max Vel=8.71 fps Round Pipe n=0:013 ; L=32.0' I 1 S=0:0766 '/' ' Capacity=9.86 cfs ; 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 1B 19 20 21 22 23 24 Time (hours) ' 1 1 ' POST-DEVELOPMENT ANALYSIS Type III 24-hr 10 YR Rainfalf=4.80" Prepared by TTI ENVIRONMENTAL INC. Printed 813112016 ' HydroCAD010.00-16 sln 08795 ©2015 HydroCAD Software Solutions LLC Page 22 Summary for Reach 6R: DMH3 TO DMH4 ' [52]Hint: Inlet/Outlet conditions not evaluated Inflow Area= 16,134 sf, 60.76%Impervious, Inflow Depth> 3.03" for 10 YR event ' Inflow = 1.30 cfs @ 12.08 hrs, Volume= 4,071 cf Outflow = 1.30 cfs @ 12.08 hrs, Volume= 4,071 cf, Atten=0%, Lag=0.1 min Routing by Stor-Ind+Trans method,Time Span=0.00.24.00 hrs,dt=0.01 hrs ' Max. Velocity=8.87 fps, Min.Travel Time=0.1 min Avg.Velocity=3.04 fps, Avg.Travel Time=0.2 min ' Peak Storage=5 cf @ 12.08 hrs Average Depth at Peak Storage=0.24' Bank-Full Depth=1.00' Flow Area=0.8 sf, Capacity= 10.12 cfs ' 12.0" Round Pipe n=0.013 Corrugated PE,smooth interior Length=31.0' Slope=0.0806,? ' Inlet Invert=77.50', Outlet Invert=75.00' ' Reach 6R: DMH3 TO DMH4 t Hydrograph , 1 1 1 1 1 1 1 ®Inflow I m Outflow Inflow Area=16,13 1.30 cfs 12.08 hrs ' Irifl6w=1.30 cfs,@ 12.98 hrs I 1 Outflow7l.30.cfs @.12.08 h ' Avg: Flow Depth=0.24' Maivel=8.87 fps 12.0„ 1 I 1 1 I ' 3 Round Pipe LL n=0.013 L=31.0' 1 1 1 1 1 ' S;=oo606 'r Capacity='10.12;cfs 1 I 1 ; 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 2'.271774 Time (hours) 1 POST-DEVELOPMENT ANALYSIS Type 111 24-hr 10 YR Rainfa11=4.80" 1 Prepared by TTI ENVIRONMENTAL INC. Printed 813112016 HydroCAD®10.00-16 sln 08795 @2015 HydroCAD Software Solutions LLC Page 23 1 Summary for Reach 7R: DMH4 TO DMH5 [521 Hint: Inlet/Outlet conditions not evaluated 1 Inflow Area= 16,134 sf, 60.76%Impervious, Inflow Depth > 3.03" for 10 YR event Inflow = 1.30 cfs @ 12.08 hrs, Volume= 4,071 cf 1 Ou flow = 1.30 cfs @ 12.08 hrs, Volume= 4,071 cf, Atten=0%, Lag=0.1 min Routing by Stor-Ind+Trans method,Time Span=0.00-24.00 hrs,dt=0.01 hrs Max.Velocity=9.05 fps, Min.Travel Time=0.1 min 1 Avg.Velocity=3.10 fps, Avg.Travel Time=0.2 min Peak Storage=6 cf @ 12.08 hrs 1 Average Depth at Peak Storage=0.24' Bank-Full Depth= 1.00' Flow Area=0.8 sf, Capacity= 10.41 cfs 12.0" Round Pipe 1 n=0.013 Corrugated PE,smooth interior Length=41.0' Slope=0.0854'f Inlet Invert=74.00', Outlet Invert=70.50' 1 (D 1 Reach 7R: DMH4 TO DMH5 1 Hydrograph 1 1.30 cfs 12.08 hrs mOumew Inflow Area=16,13 1 Inflow--1.30 cfs,@ 12.08 hrs Outflow--1.30 cfs @ 12.08 hni Avg. Flow Depth=0.24' 1 Max Vel=9.05 fps 12.0" Round Pipe 1 LL n=0:013 L=41.0' S'--0.0854 'P 1 Capacity=10.41 cfs , i 0 0 1 2 3 4 5 6 7 6 9 10 N 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 1 1 ' POST-DEVELOPMENT ANALYSIS Type III 24-hr 10 YR Rainfalh4.80" Prepared by TTI ENVIRONMENTAL INC. Printed 813112016 ' HydroCAD®10.00.16 stn 08795 @2015 HydroCAD Software Solutions LLC Page 24 Summary for Reach 8R: CB4 TO DMH5 ' [521 Hint: Inlet/Outlet conditions not evaluated Inflow Area= 5,723 sf, 65.65% Impervious, Inflow Depth> 3.18" for 10 YR event Inflow = 0.54 cfs @ 12.05 hrs, Volume= 1,518 cf Outflow = 0.54 cfs @ 12.05 hrs, Volume= 1,517 cf, Atten=0%, Lag=0.1 min Routing by Stor-Ind+Trans method,Time Span=0.00-24.00 hrs,dt=0.01 hrs ' Max. Velocity=5.56 fps, Min.Travel Time=0.1 min Avg.Velocity=1.84 fps, Avg.Travel Time=0.2 min ' Peak Storage=2 cf @ 12.05 hrs Average Depth at Peak Storage=0.18' Bank-Full Depth= 1.00' Flow Area=0.8 sf, Capacity=7.55 cfs ' 12.0" Round Pipe n=0.013 Corrugated PE,smooth interior Length=20.0' Slope=0.0450? Inlet Invert=71.80', Outlet Invert=70.90' ' Reach 8R: C134 TO DMH5 ' Hydrograph fiav Inflow-Area=S 723112�05hris 2.05 hrs ; ' 0.55 , ---- '---- •--�---- ♦-----r-'-'-• -- o.s Inflow=0.54 cfs;@ 0.4s. Outflow=0.54 cfs Avg. Fow, Depth=00.4MaxVe1=5:56-fps ; 0.35 .- 12.0". .r.. .i__ -1__'- ___ ____ _ ..__ _i __r_____i__ r , r r , 0.3 Round,Pipe - s '-------- LL �'0.013 ._. , o.zs - - --- -'- --- --- ------ '---- '----'-- L=20.0', r _ o.z — - - --; --' - F S=0.0450 'I' ; o.,s- Capacity=7:5fi cfs ; r 0.05. r 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 '1'6'''1'7 18 19 20 21 22 23 24 ' Time (hours) POST-DEVELOPMENT ANALYSIS Type Ill 24-hr 10 YR Rainfa11=4.80" 1 Prepared by TTI ENVIRONMENTAL INC. Printed 8/31/2016 HydroCAD®10.00-16 s/n 08795 @2015 HydroCAD Software Solutions LLC Page 25 ' Summary for Reach 9R: CB3 TO DMH5 [52]Hint: Inlet/Outlet conditions not evaluated ' Inflow Area= 7,442 sf, 71.77%Impervious, Inflow Depth> 3.48' for 10 YR event Inflow = 0.74 cis @ 12.06 hrs, Volume= 2,156 cf Outflow = 0.74 cfs @ 12.06 hrs, Volume= 2,156 cf, Atlen=0%, Lag=0.1 min Routing by Stor-Ind+Trans method,Time Span=0.00-24.00 hrs,dt=0.01 hrs Max. Velocity=6.34 fps, Min.Travel Time=0.0 min ' Avg.Velocity=2.07 fps, Avg.Travel Time=0.1 min Peak Storage= 1 cf @ 12.06 hrs ' Average Depth at Peak Storage=0.21' Bank-Full Depth= 1.00' Flow Area=0.8 sf, Capacity=7.97 cfs 12.0" Round Pipe 1 n=0.013 Corrugated PE,smooth interior Length=12.0' Slope=0.0500? Inlet Invert=71.50', Outlet Invert=70.90' ' C) Reach 9R: C133 TO DMH5 ' Hydrograph Fn 7A Pk Inflow Area- o outil ' 0.8 ®outflow -7 442 0.74 cfs 12.06 hrs Il 0.75 r ' 0, � - Inflow-0.74 cfs,@ 12:06 hrs 0.65` .' Outflow--0.74 cfs @ 12.06 h 0.6 Avg. Flow Depth=0.21' oss7 Max Vel=6.34 fps 0.5- 'a s 12.0" 0.4s. 0.47 Round Pipe ' LL 0.35 n=0.013 ' 0.3 L=12.0' 0.25. S=0.0500 Capacity=7.97 cfs 0.05' i 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) ' ' POST-DEVELOPMENT ANALYSIS Type III 24-hr 10 YR Rainfall=4.80" Prepared by TTI ENVIRONMENTAL INC. Printed 8131/2016 ' HydroCAD@ 10.00-16 stn 08795 @ 2015 HydroCAD Software Solutions LLC Page 26 Summary for Reach 1OR: DMH5 TO DMH6 ' [52]Hint: Inlet/Outlet conditions not evaluated [61]Hint:Exceeded Reach 7R outlet invert by 0.24'@ 12.07 hrs ' Inflow Area= 29,299 sf, 64.51%Impervious, Inflow Depth> 3.17" for 10 YR event Inflow 2.53 cfs @ 12.07 hrs, Volume= 7,745 cf Outflow - 2.52 cfs @ 12.07 hrs, Volume= 7,744 cf, Atten=0%, Lag=0.1 min ' Routing by Stor-Ind+Trans method,Time Span=0.00-24.00 hrs,dt=0.01 hrs Max.Velocity= 10.83 fps, Min.Travel Time=0.0 min Avg.Velocity=3.56 fps, Avg.Travel Time=0.1 min ' Peak Storage=7 cf @ 12.07 hrs Average Depth at Peak Storage=0.34' Bank-Full Depth=1.00' Flow Area=0.8 sf, Capacity=10.28 cfs ' 12.0" Round Pipe n=0.013 Corrugated PE,smooth interior ' Length=30.0' Slope=0.0833T Inlet Invert=70.40', Outlet Invert=67.90' 1 1 1 POST-DEVELOPMENT ANALYSIS Type III 24-hr 10 YR Rainfall-480" ' Prepared by TTI ENVIRONMENTAL INC. Printed 813112016 HydroCAD010.0016 sln 08795 @2015 HydroCAD Software Solufions LLC Page 27 Reach 1OR: DMH5 TO DMH6 t Hydrograph o lam ' Inflow Area=29,29 2.52 cfs 12.07 hrs ouWow Inflow=-2.53 cfs,@ 12.07 hrs ' Outflow--2.52 cfs @ 12:07 h 2 Avg. Flow Depth=0.34' Max'Vel=10.83 fps 12.0" ; LL Round Pipe n=0:013 L=30.0' S=0.0833 !1* , 6apacity=10.28'cfs 0 , ' 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 16 19 20 21 22 23 24 Time (hours) 1 1 1 ' POST-DEVELOPMENT ANALYSIS Type III 24-hr 10 YR Rainfall-480" Prepared by TTI ENVIRONMENTAL INC. Printed 8/31/2016 ' HydroCAD@ 10.00-16 stn 08795 @ 2015 HydroCAD Software Solutions LLC Page 28 Summary for Reach 11 R: DMH6 TO DMH7 ' [52]Hint: Inlet/Outlet conditions not evaluated [61]Hint:Exceeded Reach 1 OR outlet invert by 0.21'@ 12.07 hrs ' Inflow Area= 29,299 sf, 64.51%Impervious, Inflow Depth> 3.17" for 10 YR event Inflow 2.52 cfs @ 12.07 hrs, Volume= 7,744 cf Outflow - 2.52 cfs @ 12.07 hrs, Volume= 7,744 cf, Aften=0%, Lag=0.1 min Routing by Stor-Ind+Trans method,Time Span=0.00.24.00 hrs,dt=0.01 hrs Max.Velocity= 12.12 fps, Min.Travel Time=0.1 min Avg.Velocity=3.98 fps, Avg.Travel Time=0.2 min ' Peak Storage=9 cf @ 12.07 hrs Average Depth at Peak Storage=0.31' Bank-Full Depth=1.00' Flow Area=0.8 sf, Capacity= 12.03 cfs ' 12.0" Round Pipe n=0.013 Corrugated PE,smooth interior ' Length=43.0' Slope=0.1140'f Inlet Invert=67.80', Outlet Invert=62.90' i 1 POST-DEVELOPMENT ANALYSIS Type 11124-hr 10 YR Rainfall-4.80" ' Prepared by TTI ENVIRONMENTAL INC. Printed 8131/2016 HydroCAD®10.00.16 s/n 06795 @2015 HydroCAD Software Solutions LLC Page 29 ' Reach 11 R: DMH6 TO DMH7 Hydrograph ®InFlow 2.52 cfs 12.07 hrs ' ®ou Aow Iriflow Area=29,29 ; Iriflow=2.52 cfs,@12;. hrs ' O utflow=2:52 cfs @ 12:07 fi 2 Avg. Flow,Depth=0.31' ; Max Vel=12.12 fps ' Round Pie LL n`0.013 L=43.0' ; S=0:1140 'P t 6apacity='12.03'cfs ; ; o ' 0 1 2 3 4 5 8 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) t 1 t 1 ' POST-DEVELOPMENT ANALYSIS Type III 24-hr 10 YR Rainfa11=4.80" Prepared by TTI ENVIRONMENTAL INC. Printed 8/31/2016 HydroCADO 10.00-16 s/n 08795 ©2015 HydroCAD Software Solutions LLC Page 30 ' Summary for Reach 12R: DMH7 TO DMH8 [52]Hint:InleUOutlet conditions not evaluated [61]Hint:Exceeded Reach 11 R outlet invert by 0.20'@ 12.07 hrs t Inflow Area= 29,299 sf, 64.51%Impervious, Inflow Depth > 3.17° for 10 YR event Inflow 2.52 cfs @ 12.07 hrs, Volume= 7,744 cf Outflow - 2.52 cfs @ 12.07 hrs, Volume= 7,743 cf, Aden=0%, Lag=0.1 min ' Routing by Stor-Ind+Trans method,Time Span=0.00-24.00 hrs,dt=0.01 hrs Max.Velocity=12.92 fps, Min.Travel Time=0.1 min Avg.Velocity=4.24 fps, Avg.Travel Time=0.2 min ' Peak Storage=9 cf @ 12.07 hrs Average Depth at Peak Storage=0.30' Bank-Full Depth= 1.00' Flow Area=0.8 sf, Capacity= 13.16 cfs 12.0" Round Pipe n=0.013 Corrugated PE,smooth interior ' Length=44.0' Slope=0.1364'f Inlet Invert=62.80', Outlet Invert=56.80' 1 1 1 POST-DEVELOPMENT ANALYSIS Type III 24-hr 10 YR Rainfall=4.80" ' Prepared by TTI ENVIRONMENTAL INC. Printed 813112016 HydroCAD®10.00.16 s/n 08795 @2015 HydroCAD Software Solutions LLC Pace 31 Reach 12R: DMH7 TO DMH8 ' Hydrograph F0—Inft—m-1 2 52 dc nn 19 n7 ' ' ®Outflow Inflow Area=29,29 2.52 cfs 12.07 hrs lklow=2.52 cfs,@ 12.P7 hrs ' Outflow--2.52-cfs @ 12.07-h -- - + ; 2 Avg: Flow,Depth=0.30' ' Mai Vel=12.92 fps Round Pipe LL -n=0.013- - - - , - --; - - - -- - � -- -', - - - �- L-44.0' ; S=0.1364 +P ' Capacity=:13.16'cfs 1 0 1 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 18 17 18 19 20 21 22 23 24 Time (houm) ' 1 1 SPOST-DEVELOPMENT ANALYSIS Type 11124-hr 10 YR Rainfall=4.80" Prepared by TTI ENVIRONMENTAL INC. Printed 813112016 HydroCAD@ 10.00.16 s/n 08795 ©2015 HydroCAD Software Solutions LLC Page 32 ' Summary for Reach 13R: DMH8 TO DMH9 [52]Hint: Inlet/Oullet conditions not evaluated [62]Hint:Exceeded Reach 12R OUTLET depth by 1.91'@ 12.10 hrs ' Inflow Area= 48,768 sf, 53.20%Impervious, Inflow Depth> 2.82' for 10 YR event Inflow 3.64 cfs @ 12.08 hrs, Volume= 11,444 cf Outflow - 3.62 cfs @ 12.10 hrs, Volume= 11,437 cf, Atten=0%, Lag= 1.1 min Routing by Stor-Ind+Trans method,Time Span=0.00-24.00 hrs,dt=0.01 hrs ' Max. Velocity=5.49 fps, Min.Travel Time=0.6 min Avg.Velocity= 1.82 fps, Avg.Travel Time= 1.9 min Peak Storage= 139 cf @ 12.09 hrs Average Depth at Peak Storage=0.60' Bank-Full Depth= 1,50' Flow Area=1.8 sf, Capacity= 10.75 cfs 18.0" Round Pipe n=0.013 Corrugated PE,smooth interior ' Length=210.0' Slope=0.0105'P Inlet Invert=58.40', Outlet Invert=56.20' I i I � 1 1 POST-DEVELOPMENT ANALYSIS Type III 24-hr 10 YR Rainfall-480" ' Prepared by TTI ENVIRONMENTAL INC. Printed 813112016 HydroCAD®10.00-16 s/n 08795 ©2015 HydroCAD Software Soldons LLC Page 33 Reach 13R: DMH8 TO DMH9 ' Hydrograph -`_ . - ®InBow 4 mou flow Inflow Arcia=48,76d 3.62 cfs Q 12.10 hrs Inflow= 08 3.64 cfs ,@ 12; hrs c — 1 0utflow=3.62 cfs @ 12.10 h rs 3 Avg. Flow Depth =0.60' Max'Vel=5.49 fps 18.01- 2 8.0"2 Round Pipe ' LL n=0.013 ; L-210.0' ; 10.751 ._ - --, ------- . Capacity= :cfs ' OL 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 1 1 1 ' POST-DEVELOPMENT ANALYSIS Type 11124-hr 10 YR Rainfalh4.80" Prepared by TTI ENVIRONMENTAL INC. Printed 813112016 HydroCAD010.00-16 s/n 08795 ©2015 HydroCAD Software Solutions LLC Page 34 Summary for Reach 14R: DMH9 TO FES1 ' [52]Hint: Inlet/Outlet conditions not evaluated [61]Hint:Exceeded Reach 13R outlet invert by 0.26'@ 12.10 hrs Inflow Area= 48,768 sf, 53.20%Impervious, Inflow Depth> 2.81" for 10 YR event Inflow 3.62 cfs @ 12.10 hrs, Volume= 11,437 cf Outflow = 3.62 cfs @ 12.10 hrs, Volume= 11,435 cf, Atten=0%, Lag=0.3 min ' Routing by Stor-Ind+Trans method,Time Span=0.00.24.00 hrs,dt=0.01 hrs Max.Velocity= 11.13 fps, Min.Travel Time=0.2 min Avg.Velocity=3.67 fps, Avg.Travel Time=0.5 min ' Peak Storage=35 cf @ 12.10 hrs Average Depth at Peak Storage=0.36' Bank-Full Depth= 1.50' Flow Area=1.8 sf, Capacity=28.77 cfs ' 18.0° Round Pipe n=0.013 Corrugated PE,smooth interior Length= 108.0' Slope=0.07507 Inlet Invert=56.10', Outlet Invert=48.00' 1 I t 1 t POST-DEVELOPMENT ANALYSIS Type 11124-hr 10 YR Rainfall-480" ' Prepared by TTI ENVIRONMENTAL INC. Printed 813112016 HydroCAD010.00-16 sln 08795 ©2015 HydroCAD Software Solutions LLC Page 35 Reach 14R: DMH9 TO FES1 Hyd ograp FO-1 n—fl-m 4 Id 3.62 cfs 12.10 hrs eomnw Inflow Area-48 76 Inflow=3.62 cfs @ 12.10 hrs ', Outflow--3.62 cfs @ 12.10 h 3- Avg; Flow Dept60.36' ' : Max;Ve1=11.13 fps 2 Round Pipe ' LL n=0.013 , L=108.0' S6 0 0750 1 Capacity=28.77'cfs ; ; 0 i 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 1 1 1 1 1 POST-DEVELOPMENT ANALYSIS Type III 24-hr 10 YR Rainfalh4.80" Prepared by TTI ENVIRONMENTAL INC. Printed 813112016 HydroCAD®10.00.16 stn 08795 ©2015 HydroCAD Software Solutions LLC PaOe 36 Summary for Reach 15R: DMH10 TO DMH11 [43]Hint:Has no inflow(Outflow=Zero) Bank-Full Depth= 1.00' Flow Area=0.8 sf, Capacity= 13.69 cfs 12.0' Round Pipe n=0.013 Corrugated PE,smooth interior ' Length=22.0' Slope=0.14777 Inlet Invert=47.00', Outlet Invert=43.75' Reach 15R: DMH10 TO DMH11 Hydrograph 1 ' ' ©Outflow ; Outfl6w=0.00 cfs @ 01!00 hes Avg. Flow Depth=0.00' Max Vel=0:00 fp's ' 12.0" Rourid Pipe ' n=0.013 LL L=22.0' :S=0.1477 ; Capacity=13:69 cfs ; 0.00 cfs @ 0.00 hrs 0 ' 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 1 1 POST-DEVELOPMENT ANALYSIS Type III 24-hr 10 YR RainfalF--4.80" ' Prepared by TTI ENVIRONMENTAL INC. Printed 8/31/2016 HydroCAD®10.00-16 sln 08795 ©2015 HydroCAD Software Solutions LLC Pace 37 t Summary for Reach 16R: DMH11 TO DMH12 (43)Hint: Has no inflow(Outflow=Zero) Bank-Full Depth= 1.00' Flow Area=0.8 sf, Capacity=4.72 cfs 12.0" Round Pipe n=0.013 Corrugated PE,smooth interior Length=94.0' Slope=0.0176? Inlet Invert=43.65', Outlet Invert=42.00' ' 1 Reach 16R: DMH11 TO DMH12 Hydrograph 1 � ®outflow Outflow--0.00 cfs @ 0.00 hes ' Avg. Flow Depth=0.00' Max Vel=0;00 fps ' 12.0" Round Pipe n=0.013 ' LL L=94.0- 'S=0.0176 =94.0''S=0.0176 Capacity=4:72 cfs 0.00 cfs @ 0.00 hrs ' 6 0 1 2 3 4 5 6 7 6 4 10 11 12 6 14 15 16 17 16 19 20 21 22 23 24 ' Time (hours) t ' POST-DEVELOPMENT ANALYSIS Type 11124-hr 10 YR Rainfalk-4.80" Prepared by TTI ENVIRONMENTAL INC. Printed 8/31/2016 ' HydroCAD@ 10.00-16 s/n 08795 ©2015 HydroCAD Software Solutions LLC Page 38 Summary for Reach 17R: DMH12 TO DMH13 ' [52]Hint: Inlet/Oudet conditions not evaluated [61]Hint:Exceeded Reach 1R outlet invert by 0.11'@ 12.53 hrs Inflow Area= 78,292 sf, 42.10%Impervious, Inflow Depth > 1.91" for 10 YR event Inflow 1.15 cfs @ 12.53 hrs, Volume= 12,486 cf Outflow = 1.15 cfs @ 12.53 hrs, Volume= 12,485 cf, Aften=0%, Lag=0.1 min ' Routing by Stor-Ind+Trans method,Time Span=0.00-24.00 hrs,dt=0.01 hrs Max.Velocity=9.30 fps, Min.Travel Time=0.1 min Avg.Velocity=5.50 fps, Avg.Travel Time=0.1 min ' Peak Storage=5 cf @ 12.53 hrs Average Depth at Peak Storage=0.21' Bank-Full Depth= 1.00' Flow Area=0.8 sf, Capacity= 11.40 cis ' 12.0' Round Pipe n=0.013 Corrugated PE,smooth interior ' Length=43.0' Slope=0.1023? Inlet Invert=32.40', Outlet Invert=28.00' 1 1 1 1 1 POST-DEVELOPMENT ANALYSIS Type 11124-hr 10 YR Rainfall=-4.80" ' Prepared by TTI ENVIRONMENTAL INC. Printed 613112016 HydroCAD®10.00-16 stn 08795 @2015 HydroCAD Software Solutions LLC Page 39 ' Reach 17R: DMH12 TO DMH13 Hydrograph ' Olnflav 1.15 cfs 12.53 hrs ©outflex Inflow Area=78,292 _ Infl6w=1.13 cfs,@ 12:,53 hrs Outflow=1.15 cfs @ 12.53 hrs Avg! Flow,Depth=0.21' ' Max Vel=9.30 fps 12.0" Round Pipe LL n=0:013 L=43.0' S=0:1023 '/' ' Capacity=11.40'cfs 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) ' t 1 ' POST-DEVELOPMENT ANALYSIS Type III 24-hr 10 YR Rainfaf1=4.80" Prepared by TTI ENVIRONMENTAL INC. Printed 8131/2016 ' HydroCAD®10.00-16 s/n 08795 ©2015 HydroCAD Software Solutions LLC Page 40 Summary for Reach 18R: DMH13 TO DMH14 ' [52]Hint: Inlet/Outlet conditions not evaluated [61]Hint:Exceeded Reach 17R outlet invert by 0.18'@ 12.53 hrs ' Inflow Area= 78,292 sf, 42.10%Impervious, Inflow Depth> 1.91" for 10 YR event Inflow 1.15 cfs @ 12.53 hrs, Volume= 12,485 cf Outflow = 1.15 cfs @ 12.53 hrs, Volume= 12,484 cf, Aflen=0%, Lag=0.1 min ' Routing by Stor-Ind+Trans method,Time Span=0.00-24.00 hrs,dt=0.01 hrs Max. Velocity=6.33 fps, Min.Travel Time=0.1 min Avg.Velocity=3.76 fps, Avg.Travel Time=0.1 min ' Peak Storage=5 cf @ 12.53 hrs Average Depth at Peak Storage=0.28' Bank-Full Depth=1.00' Flow Area=0.8 sf, Capacity=6.63 cfs ' 12.0" Round Pipe n=0.013 Corrugated PE,smooth interior ' Length=26.0' Slope=0.03467 Inlet Invert=27.90', Outlet Invert=27.00' I i 1 r POST-DEVELOPMENT ANALYSIS Type 11124-hr 10 YR Rainfall=4.80" ' Prepared by TTI ENVIRONMENTAL INC. Printed 8/31/2016 HydroCAD®10.00-16 s/n 08795 @2015 HydroCAD Software Solutions LLC Page 41 r Reach 18R: DMH13 TO DMH14 Hydrograph ' . 91nBov 0 Outflow Inflow Area=78 292 1.15 cfs @ 12.53 hrs Inflow-1.1;5 cfs,@12.53 hrs _ ;_ ... .t - ---:- _. .- Outflow-1.15 cfs @ 12.53 Firs r Avg. Flow Depth=0.28' I tr Max'Vel=6.33 fps ' 12.0" a Round Pipe r n`-0.013 L=26.0' ' S=0.0346 '1' , Capacity=6.63 cfs 0 0 1 2 3 4 5 8 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) r r r . r r r r r r r ' POST-DEVELOPMENT ANALYSIS Type III 24-hr 10 YR Rainfall-480' Prepared by TTI ENVIRONMENTAL INC. Printed 813112016 tHydroCAD@ 10.OD-16 stn 08795 @2015 HydroCAD Software Solutions LLC Page 42 Summary for Pond 1 P: BASIN ' Inflow Area= 78,292 sf, 42.10% Impervious, Inflow Depth> 2.46° for 10 YR event Inflow 5.07 cfs @ 12.09 hrs, Volume= 16,079 cf Outflow = 1.15 cfs @ 12.52 hrs, Volume= 12,489 cf, Aften=77%, Lag=26.0 min ' Primary = 1.15 cfs @ 12.52 hrs, Volume= 12,489 cf Routing by Stor-Ind method,Time Span=0.00.24.00 hrs,dt=0.01 hrs ' Peak Elev=46.65'@ 12.52 hrs Surf.Area=4,408 sf Storage=7,046 cf Plug-Flow detention time= 165.0 min calculated for 12,489 cf(78%of inflow) Center-of-Mass det.time=81.9 min(908.3-826.5) ' Volume Invert Avail.Storage Storage Description #1 43.00' 13,514 cf Custom Stage Data(Prismatic) Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 43.00 489 0 0 ' 44.00 737 613 613 44.50 1,018 439 1,052 45.00 1,300 580 1,631 ' 46.00 4,034 2,667 4,298 47.00 4,608 4,321 8,619 48.00 5,182 4,895 13,514 ' Device Routing Invert Outlet Devices #1 Primary 44.00' 12.0" Round Culvert L=35.0' CPP,square edge headwall, Ke=0.500 Inlet I Outlet Invert=44.00'/42.00' S=0.0571 'f Cc=0.900 ' n=0.013 Corrugated PE,smooth interior, Flow Area=0.79 sf #2 Device 1 44.60' 1.0"Vert.Orifice/Grate C=0.600 #3 Device 1 45.70' 7.0"Vert.Orifice/Grate C=0.600 #4 Device 1 46.50' 6.0"Vert.Orifice/Grate C=0.600 ' #5 Device 1 47.50' 24.0"x 24.0"Horiz.Orifice/Grate C=0.600 Limited to weir flow at low heads #6 Primary 47.50' 8.0'long x 4.0'breadth Broad-Crested Rectangular Weir Head(feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 ' 4.50 5.00 5.50 Coef.(English) 2.38 2.54 2.69 2.68 2.67 2.67 2.65 2.66 2.66 2.68 2.72 2.73 2.76 2.79 2.88 3.07 3.32 ' Primary OutFlow Max=1.15 cfs @ 12.52 hrs HW=46.65' (Free Discharge) =Culvert (Passes 1.15 cts of 5.55 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.04 cfs @ 6.83 fps) 3=Orifice/Grate (Orifice Controls 1.04 cfs @ 3.91 fps) ' -Orifice/Grate (Orifice Controls 0.07 cfs @ 1.32 fps) =Orifice/Grate (Controls 0.00 cfs) =Broad-Crested Rectangular Weir (Controls 0.00 cfs) 1 I POST-DEVELOPMENT ANALYSIS Type III 24-hr 10 YR Rainfall=4.80' t i Prepared by TTI ENVIRONMENTAL INC. Printed 813112016 ' HydroCAD®10.00-16 stn 08795 @2015 HydroCAD Software Soludons LLC Page 43 , Pond 1P: BASIN Hydrograph ' Fa fl5.07 cfs 12.09 hrs ._ _ .._ .._ ®Pd ery Inow Area-78,292 sf 5 I6fl6w=5.07 cfs,@ 12;09 hrs Prima 1.15 cfs @ 12.52 hrs- ------ - -- -------- 4- --- ----------4 Peak Elev=46.65' t Storage=7,046 cf I u 3- 2- 1.15 cfs 21.15cfs 12.52 hrs 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (houm) t 1 ' POST-DEVELOPMENT ANALYSIS Type 11124-hr 10 YR Rainfaff=4.80" Prepared by TTI ENVIRONMENTAL INC. Printed 8/31/2016 ' HydroCAD010.00-16 sln 08795 0 2015 HydroCAD Software Solutions LLC Page 44 Summary for Pond 2P: Roof Infiltrator ' (43]Hint:Has no inflow(Outflow--Zero) ' Volume Invert Avail.Storage Storage Description #1 0.00' 64 cf 7.00'W x 10.001 x 2.50'H Prismatoid 175 cf Overall-15 cf Embedded=160 cf x 40.0%Voids ' #2 0.00' 15 cf ADS_StormTech SC-310 Inside#1ffecti Eve Size=28.9"W x 16.0'H=>2.07 sf x 7.121=14.7 cf Overall Size=34.0"W x 16.0"H x 7.561 with 0.44'Overlap 79 cf Total Available Storage 1 1 1 1 1 POST-DEVELOPMENT ANALYSIS Type 11124-hr 10 YR Rainfal1=4.80" ' Prepared by TTI ENVIRONMENTAL INC. Printed 8/3112016 HydroCAD010.00-16 s/n 08795 02015 HydroCAD Software Solutions LLC Page 45 ' Summary for Link DPI: OFFSITE Inflow Area= 10,018 sf, 0.00%Impervious, Inflow Depth> 1.31" for 10 YR event , Inflow = 0.31 cfs @ 12.11 hrs, Volume= 1,097 cf Primary = 0.31 cfs @ 12.11 hrs, Volume= 1,097 cf, Alten=0%, Lag=0.0 min Primary outflow= Inflow,Time Span=0.00-24.00 hrs,dt=0.01 hrs ' Link DP1: OFFSITE ' Hydrograph _ -. - - _ - ®inflow 034 031 cfs 12.11 hrs _I__._ MP mary ' 0.32 Inflow Area 10;01 ; 0.3; ",, '1 16 cf§ 12:11 hrs 0.21 Primary' =0.31-cfs @.112.11 h o.z6 0.24- T .24 --r ----, - - 0.22 0.2- 1 1 1 I Y • t I I . 0.16 � fl.16 1 1 •• 1 1 i , 1 I 1 0.14- 0.1 2 .14-0.12 0.06 1 I 1 1 1 0.08 0.04 0.02. 0. . . ' 0 1 2 3 4 5 8 7 8 6 10 N 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 1 t ' POST-DEVELOPMENT ANALYSIS Type 11124-hr 10 YR Rainfa11=4.80" Prepared by TTI ENVIRONMENTAL INC. Printed 813112016 tHydroCAD®10.00-16 sin 08795 ©2015 HydroCAD Software Solutions LLC Page 46 Summary for Link DP2: OFFSITE ' Inflow Area= 13,843 sf, 9.26%Impervious, Inflow Depth> 1.38" for 10 YR event Inflow 0.53 cfs @ 12.05 hrs, Volume= 1,595 Cf Primary = 0.53 cfs @ 12.05 hrs, Volume= 1,595 cf, Atten=0%, Lag=0.0 min ' Primary outflow= Inflow,Time Span=0.00.24.00 hrs,dt=0.01 hrs ' Link DP2: OFFSITE Hydrograph r ____ oss Inflow Area=13;84 0.53 cfs 12.05 hrs ----------- - ©anmsy 0.5 -Inflow_0.63 cfs;@ 12i05.11hirs_ ' ' P'rimar =0.53_cfs @ 12.05 h 0.45. - -- ' 0.35 ____ ----- __ __-y . .__ _ ____�__ __ ' ___ �u o , u. 0.25 _______a__i_____t__________L_ ------------------i-----------i__ r -------------j --- -------- i 0.2 _ _-_ __ i _ _____ ___ r _ r � 1 0.15 ' i r .._ ------ __•-_-----*-- 0.1 - � i i r r i 0.05 0 0 t 2 3 4 5 6 7 8 9 10 11 12 13 14 15 18 17 1B 19 20 21 22 23 24 Time (hours) 1 r POST-DEVELOPMENT ANALYSIS Type III 24-hr 10 YR Rainfall-480" 1 Prepared by TTI ENVIRONMENTAL INC. Printed 8131/2016 HydroCAD®10.00-16 s/n 08795 @2015 HydroCAD Software Solutions LLC Page 47 r Summary for Link DP3: OFFSITE Inflow Area= 13,264 sf, 33.44% Impervious, Inflow Depth> 2.28" for 10 YR event 1 Inflow = 0.76 cfs @ 12.11 hrs, Volume= 2,525 cf Primary = 0.76 cfs @ 12.11 hrs, Volume= 2,525 cf, Atten=0%, Lag=0.0 min Primary outflow=Inflow,Time Span=0.00.24.00 hrs,dt=0.01 hrs r Link DP3: OFFSITE , Hydrograph _' . - 0.65 '_. I __ .� ._ ®InOow 8 0. S ®F maty 0 1 Inflow Area 13 76 Cf5 12.11 h r ,26 jl 0.75. Iriftovr0.7.6 cfs;@ .1 2A - ---- s.. ,— ... 0.7 0.65�- P'rimary' =0 @ -.76-cfs12.11-h . _ . _ . _ _.. _ . __ ---. _. ,. . . . 1 0.6- 0.5. .6 U.5 0.45 . 1 - 1 0 0.4- 0.35 .4 0.35 0.3 0.25 0.2 I 1 1 0.1 0.05. 0 1 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 18 17 18 19 20 21 22 23 24 Time (hours) i 1 1 1 1 1 1 1 ' POST-DEVELOPMENT ANALYSIS Type III 24-hr 10 YR Rainfa11=4.80" Prepared by TTI ENVIRONMENTAL INC. Printed 8/3112016 ' HydroCAD®10.00.16 s/n 08795 ©2015 HydroCAD Software Solutions LLC Page 48 Summary for Link DP4: OFFSITE ' Inflow Area= 111,298 sf, 37.48%Impervious, Inflow Depth > 1.93' for 10 YR event Inflow 2.09 cfs @ 12.11 hrs, Volume= 17,886 cf Primary = 2.09 cfs @ 12.11 hrs, Volume= 17,886 cf, Aflen=0%, Lag=0.0 min ' Primary outflow=Inflow,Time Span=0.00-24.00 hrs,dl=0.01 hrs ' Link DP4: OFFSITE Hydrograph t , e© inn Prim ary InflowArea=11 , 2 2.09cfs 121 hrs z Iriflow=2.09 cfs @ 12:11 hrs Primary=2.09 cfs @ 12.11 h o , 0 0 1 2 3 4 5 6 7 8 ' 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 1 r POST-DEVELOPMENT ANALYSIS Type III 24-hr 10 YR Raintalt---4.80" ' Prepared by TTI ENVIRONMENTAL INC. Printed 8/3112016 HydroCAD®10.00-i6 stn 08795 ©2015 HydroCAD Software Solutions LLC Page 49 r Summary for Link TOTAL:TOTAL OFFSITE Inflow Area= 148,423 sf, 31.96%Impervious, Inflow Depth> 1.87' for 10 YR event ' Inflow = 3.59 cfs @ 12.10 hrs, Volume= 23,103 cf Primary = 3.59 cfs @ 12.10 hrs, Volume= 23,103 cf, Atten=0%, Lag=0.0 min Primary outflow=Inflow,Time Span=0.00-24.00 hrs,dt=0.01 hrs r Link TOTAL: TOTAL OFFSITE r Hydrograph 4 - I OlnOow 91 Inflow Area=148,4 3.59 cfs 12.10 hrs v maty r Inflow--3.59 cfs,@ 1210_hrs Primary=3.59 cfs @ 12.10 hr r 3 I r r I o 2 ; LL I I I 1 I I 1 I ! 1 • I 1 I 1 • ! I 1 1 I I 1 1 1 1 I 1 I I , I II I r 1 ; r 0 1 2 3 4 5 B 7 9 9 10 11 12 13 14 15 18 17 18 19 20 21 22 23 24 Time (flours) r r r r r r r I 1 r r r r r r _ Hydrocad r i POST-DEVELOPMENT: r25-Year Storm r 1 1 1 i r r 1 Storrnwater Management Report 8I31I2016 � r 1 POST-DEVELOPMENT ANALYSIS Type III 24-hr 25 YR Rainfa11=6.00" ' Prepared by TTI ENVIRONMENTAL INC. Printed 813112016 HydroCAD@ 10.00-16 stn 08795 @2015 HydroCAD Software Solutions LLC Page 1 Time span=0.00-24.00 hrs,dt=0.01 hrs,2401 points Runoff by SCS TR-20 method, UH=SCS,Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment Pi:TO CB2 Runoff Area=6,471 sf 61.89%Impervious Runoff Depth>4.19" Flow Length=179' Tc=3.6 min CN=84 Runoff-0.79 cfs 2,262 cf ' Subcatchment P10:TO OFFSITE Runoff Area=13,843 sf 9.26%Impervious Runoff Depth>2.17" Flow Length=169' Tc=3.1 min CN=63 Runoff-0.87 cfs 2,509 cf Subcatchment P11:TO BASIN Runoff Area=29,524 sf 23.76%Impervious Runoff Depth>2.80" ' Flow Length=150' Tc=4.1 min CN=70 Runoff-2.38 cis 6,896 cf Subcatchment P2:TO CB1 Runoff Area=9,663 sf 60.00%Impervious Runoff Depth>4.09" ' Flow Length=225' Tc=6.4 min CN=83 Runoff-1.04 cis 3,291 cf Subcatchment P3:TO CB4 Runoff Area=5,723 sf 65.65%Impervious Runoff Depth>4.30" Flow Length=141' Tc=3.3 min CN=85 Runoff-0.72 cfs 2,051 cf Subcatchment P4:TO CB3 Runoff Area=7,442 sf 71.77%Impervious Runoff Depth>4.62" Flow Length=158' Tc=3.8 min CN=88 Runoff-0.97 cis 2,867 cf Subcatchment P5:TO C136 Runoff Area=14,391 sf 25.97%Impervious Runoff Depth>2.90" Flow Length=282' Tc=5.8 min CN=71 Runoff-1.13 cfs 3,472 cf ' Subcatchment P6:TO CB5 Runoff Area=5,078 sf 65.10%Impervious Runoff Depth>4.30' Flow Length=197' Tc=7.8 min CN=85 Runoff=0.54 cfs 1,818 cf Subcatchment P7:TO OFFSITE Runoff Area=13,264 sf 33.44%Impervious Runoff Depth>3.28' ' Flow Length=198' Tc=7.8 min CN=75 Runoff-1.10 cfs 3,622 cf Subcatchment P8:TO OFFSITE Runoff Area=33,006 sf 26.52%Impervious Runoff Depth>2.90" ' Flow Length=320' Tc=5.3 min CN=71 Runoff-2.63 cfs 7,964 cf Subcatchment P9:TO OFFSITE Runoff Area=10,018 sf 0.00%Impervious Runoff Depth>2.09" Flow Length=147' Tc=6.9 min CN=62 Runoff=0.52 cfs 1,742 cf Reach 1R:OCS TO DMH10 Avg.Flow Depth=0.29' Max Vel=10.55 fps Inflow=2.04 cfs 18,956 cf , 12.00 Round Pipe n=0.013 L=100.0' S=0.0915 T Capacity--10.78 cis Outflow-2.04 cis 18,953 cf Reach 2R:CB2 TO DMH1 Avg.Flow Depth=0.32' Max Vel=3.64 fps Inflow=0.79 cis 2,262 cf 12.0' Round Pipe n=0.013 L=20.0' W.01007 Capacity=3.56 cfs Outflow=0.78 cfs 2,261 cf , Reach 3R:CB1 TO DMHII Avg.Flow Depth=0.37' Max Vel=3.93 fps Inflow=1.04 cfs 3,291 cf 12.0" Round Pipe n=0.013 L=12.0' W.01007 Capacity=3.56 cfs Outflow=1.04 cfs 3,291 cf Reach 4R: OMH1 TO DMH2 Avg.Flow Depth=0.28' Max Vel=10.01 fps Inflow=1.77 cfs 5,552 cf ' 12.0" Round Pipe n=0.013 L=29.0' S=0.0886 T Capacity=10.61 cfs Outflow=1.76 cfs 5,552 cf Reach 5R: DMH2 TO DMH3 Avg.Flow Depth=0.29' Max Vel=9.50 fps Inflow=1.76 cfs 5,552 cf ' 12.0" Round Pipe n=0.013 L=32.0' S=0.0766'f Capacity=9.86 cfs Outflow=1.76 cfs 5,552 cf ' POST-DEVELOPMENT ANALYSIS Type III 24-hr 25 YR Rainfall=6.00" Prepared by TTI ENVIRONMENTAL INC. Printed 813112016 ' HydroCAD®10.00-16 s/n 08795 0 2015 HydroCAD Software Solutions LLC Page 2 Reach 6R: DMH3 TO DMH4 Avg.Flow Depth=0.28' Max Vel=9.67 fps Inflow=1.76 cfs 5,552 cf 12.0" Round Pipe n=0.013 L=31.0' S=0.08067 Capacity=10.12 cfs Outflow=1.76 cfs 5,551 cf ' Reach 7R: DMH4 TO DMH5 Avg.Flow Depth=0.28' Max Vel=9.87 fps Inflow=1.76 cfs 5,551 cf 12.0" Round Pipe n=0.013 L=41.0' S=0.0854'( Capacity--10.41 cfs Outflow--l.76 cfs 5,551 cf ' Reach BR:C84 TO DMH5 Avg.Flow Depth=0.21' Max Vel=6.06 fps Inflow=0.72 cfs 2,051 cf 12.0" Round Pipe n=0.013 L=20.0' S=0.04507 Capacity=7.56 cfs Outflow=0.72 cfs 2,051 cf ' Reach 911: CB3 TO DMH5 Avg.Flow Depth=0.24' Max Vel=6.86 fps Inflow=0.97 cfs 2,867 cf 12.0" Round Pipe n=0.013 L=12.0' S=0.0500'f Capacity=7.97 cfs Outflow=0.97 cfs 2,867 cf Reach 10R: DMH5 TO DMH6 Avg.Flow Depth=0.39' Max Vel=11.73 fps Inflow=3.38 cfs 10,469 cf 12.0" Round Pipe n=0.013 L=30.0' S=0.0833'( Capacity=10.28 cfs Outflow=3.38 cfs 10,469 cf Reach 11 R: DMH6 TO DMH7 Avg.Flow Depth=0.36' Max Vel=13.15 fps Inflow=3.38 cfs 10,469 cf ' 12.0" Round Pipe n=0.013 L=43.0' S=0.1140'( Capacity=12.03 cfs Outflow=3.38 cfs 10,468 cf Reach 12R: DMH7 TO DMHB Avg.Flow Depth=0.35' Max Vel=14.03 fps Inflow=3.38 cfs 10,468 cf 12.0" Round Pipe n=0.013 L=44.0' S=0.13647 Capacity=13.16 cfs Outflow=3.38 cfs 10,467 cf ' Reach 1311: DMHB TO DMH9 Avg.Flow Depth=0.72' Max Vel=5.96 fps Inflow=4.99 cfs 15,758 cf 18.0" Round Pipe n=0.013 L=210.0' S=0.0105'( Capacity=10.75 cfs Outflow497 cfs 15,749 cf Reach 1411: DMH9 TO FES1 Avg.Flow Depth=0.42' Max Vel=12.19 fps Inflow--4.97 cfs 15,749 cf 18.0" Round Pipe n=0.013 L=108.0' S=0.07507 Capacity=28.77 cfs Outflow--4.96 cfs 15,747 cf ' Reach 15R: DMH10 TO DMH1I Avg.Flow Depth=0.00' Max Vel=0.00 fps 12.0" Round Pipe n=0.013 L=22.0' S=0.14777 Capacity=13.69 cfs Outflow=0.00 cfs 0 cf ' Reach 161R: DMH11 TO DMH12 Avg.Flow Depth=0.00' Max Vel=0.00 fps 12.0" Round Pipe n=0.013 L=94.0' S401767 Capacity-4.72 cfs Outflow-400 cfs 0 cf Reach 17R: DMH12 TO DMH13 Avg.Flow Depth=0.29' Max Vel=10.98 fps Inflow-2.041 cfs 18,953 cf t12.0' Round Pipe n=0.013 L=43.0' S=0.1023'f Capacity--11.40 cfs Outflow=2.04 cfs 18,951 cf Reach 18R: DMH13 TO DMH14 Avg.Flow Depth=0.38' Max Vel=7.43 fps Inflow=2.04 cfs 18,951 cf 12.0" Round Pipe n=0.013 L=26.0' S=0.03467 Capacity=6.63 cfs Outflow=2.04 cfs 18,950 cf Pond IP: BASIN Peak Elev-47.16' Storage=9,377 cf Inflow=7.17 cfs 22,643 cf Outflow=2.04 cfs 18,956 cf ' Pond 2P: Roof Infiltrator Peak Elev-0.00' Storage=0 cf I Link DPI: OFFSITE Inflow=0.52 cfs 1,742 cf Primary-0.52 cfs 1,742 cf ' Link DP2: OFFSITE Inflow=0.87 cfs 2,509 cf Primary-0.87 cfs 2,509 cf Link DP3: OFFSITE Inflow--1.110 cfs 3,622 cf Primary-1.10 cfs 3,622 cf 1 r POST-DEVELOPMENT ANALYSIS Type 111 24-hr 25 YR Rainfa11=6.00" , Prepared by TTI ENVIRONMENTAL INC. Printed 8131/2016 HydroCAD@)10.00-16 s/n 08795 ©2015 HydroCAD Software Solutions LLC Page 3 r Link DP4:OFFSITE Inflow=3.59 cfs 26,914 cf Primary-4.59 cfs 26,914 cf ' Link TOTAL:TOTAL OFFSITE Inflow--5.93 cfs 34,788 cf Pdmary=5.93 cfs 34,788 cf r Total Runoff Area=148,423 sf Runoff Volume=38,495 cf Average Runoff Depth=3.11" 68.04%Pervious=100,993 sf 31.96%Impervious=47,430 sf r r r r r r r r r r r r r r tPOST-DEVELOPMENT ANALYSIS Type III 24-hr 25 YR Rainfall=6.00" Prepared by TTI ENVIRONMENTAL INC. Printed 813112016 ' HydroCAD®10.00-16 sln 08795 ©2015 HydroCAD Software Solutions LLC Page 4 Summary for Subcatchment P1: TO CB2 ' Runoff = 0.79 cfs @ 12.05 hrs, Volume= 2,262 cf, Depth> 4.19' Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-24.00 hrs,dt=0.01 hrs ' Type III 24-hr 25 YR Rainfall=6.00" Area(so CN Description 0 58 Woods/grass comb.,Good, HSG B 2,466 61 >75%Grass cover,Good,HSG B 3,335 98 Paved roads wlcurbs&sewers,HSG B _ 670 98 Paved parking,HSG A 6,471 84 Weighted Average 2,466 38.11%Pervious Area 4,005 61.89%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (fUft) (fl/sec) (cfs) 3.0 40 0.0600 0.22 Sheet Flow,Sheet Flow ' Grass:Short n=0.150 P2=3.20" 0.6 139 0.0314 3.60 Shallow Concentrated Flow,Shallow Concentrated Flow Paved Kv=20.3 fps 3.6 179 Total Subcatchment P1: TO CB2 ' Hydrogreph I --- ----A— o.es — 0.79 cfs 12.05 hrs — ®nunoa ' 0.75- _Runoff=0.79 4 @ 12.05'hrs f -- -1--- --- --- 0.7 - pp 111.24-h r 0.65 25-YR-Rainfall=6.00" _ A 1os 0.55 . Runoff Area=6;471 _1: 0.5 Runoff. Vol.u_me=2,262.cf 'Z- -- -,- , - - 045 Runoff-Depth>4.19" I r 0.4 Tc-73.6 min 0.3 ----- '---- -- 1.25 -CN=84- 0.2 0.15 i i , 0.1. — L - 0.05 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 ' Time (hours) POST-DEVELOPMENT ANALYSIS Type 11124-hr 25 YR Rainfa11=6.00" ' Prepared by TTI ENVIRONMENTAL INC. Printed 813112016 HydroCAD@ 10.00-16 sln 08795 @2015 HydroCAD Software Solutions LLC Page 5 ' Summary for Subcatchment P10: TO OFFSITE Runoff = 0.87 cfs @ 12.05 hrs, Volume= 2,509 cf, Depth> 2.17' ' Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00.24.00 hrs,dt=0.01 hrs Type III 24-hr 25 YR Rainfall=6.00' ' Area(so CN Description 7,066 58 Woodslgrass comb.,Good,HSG B 5,495 61 >75%Grass cover,Good, HSG B ' 1,282 98 Roofs, HSG B 13,843 63 Weighted Average 12,561 90.74%Pervious Area 1,282 9.26%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (fUft) (ftlsec) (cfs) ' 2.4 50 0.1600 0.34 Sheet Flow,Sheet Flow Grass:Short n=0.150 P2=3.20' 0.7 119 0.1597 2.80 Shallow Concentrated Flow,Shallow Concentrated Flow ' Short Grass Pasture Kv=7.0 fps 3.1 169 Total Subcatchment P10: TO OFFSITE ' Hydrograph 0.9570 8. 0.87 cfs io 12.05 hrs ®Runon t 0.es Runoff=0.87 cfs @ 12.05 hrs 0.9 Type III 24-hr ' 0.75 0.7- 25 YR Rainfall=6.00" . . _ 0.65z Runoff Area=13;843 Sf 0.8" 0.55 Runoff Volume=2.,509 cf 0.5' Runoff Depth>2.17" 0 0.454 ' 1 0.4 Flow Length=169'. 0.35 Tc=3.1 min 0.3' 0.25 CN=63 0.2 0.15. 0.1: 0.0s- ' 0 0 1 2 3 4 5 6 7 6 9 10 11 12 13 14 15 16 17 16 19 20 21 22 23 24 Time (hours) 1 1 ' POST-DEVELOPMENT ANALYSIS Type 11124-hr 25 YR Rainfalh6.00" Prepared by TTI ENVIRONMENTAL INC. Printed 8/31/2016 ' HydroCAD@ 10.00-16 s/n 08795 @ 2015 HydroCAD Software Solutions LLC Page 6 Summary for Subcatchment P11: TO BASIN ' Runoff = 2.38 cfs @ 12.06 hrs, Volume= 6,896 cf, Depth> 2.80" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-24.00 hrs,dt=0.01 hrs Type III 24-hr 25 YR Rainfall=6.00" Area(so CN Description ' 16,598 61 >75%Grass cover,Good, HSG B 5,361 58 Woods/grass comb.,Good, HSG B 551 86 Woods/grass comb., Poor,HSG D 3,862 98 Water Surface,HSG B ' 1,114 98 Driveways,HSG B 2,038 98 Roofs,HSG B 29,524 70 Weighted Average 22,510 76.24%Pervious Area 7,014 23.76%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (fUft) (fl/sec) (cfs) 3.6 50 0.0600 0.23 Sheet Flow,Sheet Flow Grass:Short n=0.150 P2=3.20" 0.5 100 0.2700 3.64 Shallow Concentrated Flow,Shallow Concentrated Flow Short Grass Pasture Kv=7.0 fps 4.1 150 Total Subcatchment P11: TO BASIN Hydrograph I m Runon 2.38 cfs @ 12.06 hrs , Runoff=2.38 cfs @ 12.06 hrs 25 YR Rainfall -6.00 ypI ' . ) 2 1 Runoff Area=29,524 sf ; Runoff Volume=6,896 cf Runoff Depth>2.80" I LLw-Length=150 Flo - - .- 1 Tc=4.1 min i I CN=70 1 1 1 I I 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) POST-DEVELOPMENT ANALYSIS Type III 24-hr 25 YR Rainfall-4.00" , Prepared by TTI ENVIRONMENTAL INC. Printed 813112016 HydroCAD®10.00-16 sln 08795 @2015 HydroCAD Software Solutions LLC Page 7 ' Summary for Subcatchment P2: TO CB1 Runoff = 1.04 cfs @ 12.09 hrs, Volume= 3,291 cf, Depth> 4.09" ' Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-24.00 hrs,dt=0.01 hrs Type III 24-hr 25 YR Rainfall=6.00" ' Area(sl) CN Description 3,865 61 >75%Grass cover,Good, HSG B ' 3,707 98 Paved roads wlcurbs&sewers, HSG B 1,396 98 Driveways,HSG B 695 98 Roofs,HSG B 9,663 83 Weighted Average ' 3,865 40.00%Pervious Area 5,798 60.00%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (fflft) (ft/sec) (cfs) 3.6 50 0.0600 0.23 Sheet Flow,Sheet Flow Grass:Short n=0.150 P2=3.20" 2.8 175 0.0223 1.05 Shallow Concentrated Flow,Shallow Concentrated Flow Short Grass Pasture Kv=7.0 fps 6.4 225 Total ' Subcatchment P2: TO C81 Hydrograph ®Runoff 1.04 cfs Cc 12.09 hrs Runoff=1'.04 cfs @ 12.09 hrs ' Type III 24-hr 25 YR Rainfall-4.00" Runoff Area=9,663 0 Runoff Volume=3,291 cf ; a Runoff Depth>4.09 ' LL Flow Length=225' ; Tc=6.4 min CN=83 ' 0 0 1 2 3 4 5 6 7 9 9 10 11 12 13 14 15 16 17 16 19 20 21 22 23 24 Time (hours) ' 1 POST-DEVELOPMENT ANALYSIS Type 11124-hr 25 YR Rainfall-4.00" Prepared by TTI ENVIRONMENTAL INC. Printed 8131/2016 ' HydroCAD®10.00.16 s/n 08795 ©2015 HvdroCAD Software Solutions LLC Page 8 Summary for Subcatchment P3: TO CB4 ' Runoff = 0.72 cfs @ 12.05 hrs, Volume= 2,051 cf, Depth> 4.30" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-24.00 hrs,dl=0.01 hrs ' Type III 24-hr 25 YR Rainfall=6.00" Area(so CN Description ' 1,966 61 >75%Grass cover,Good,HSG B 1,681 98 Paved roads w/curbs&sewers, HSG B 1,128 98 Driveways,HSG 8 948 98 Roofs,HSG B ' 5,723 85 Weighted Average 1,966 34.35%Pervious Area 3,757 65.65%Impervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (fVft) (fVsec) (cfs) 3.1 50 0.0900 0.27 Sheet Flow,Sheet Flow ' Grass: Shon n=0.150 P2=3.20" 0.2 91 0.1013 6.46 Shallow Concentrated Flow,Shallow Concentrated Flow Paved Kv=20.3 fps 3.3 141 Total Subcatchment P3: TO CB4 - Hydrograph o.e I ,. ._ .. ._.. J_____� . 0.75 0.72 cfs @ 12.05 hrs — ; ' 0.7 Ru660=0.72 cfs @ 12.05;hrs - — o.es Typ'e_II1.24-hr ' — ----- - ----- 0 -- ---- 9 0e25-YRRainfall=6.00"-- -- oss. i --- ----' - -------' -- -- - Runoff Asea=5;723sf r — 0.45 Runoff Volume=2;051 df ° --- 0.4 ' _Runoff_ Depth>4.30"_ ._ ' ° -- -T ,... .j. ... r-- — .- LL o.35 _Flow-Length=1.41'-.;__.__--___ ' U.3 Tc=3.3 min ' 0.25-.0.2 CN=85 0.15 ; 0.1 0.05 0 0 1 2 3 4 5 6 7 8 8 10 11 12 13 14 15 16 17 16 ;777 21 22 23 24 1 Time (hours) POST-DEVELOPMENT ANALYSIS Type 111 24-hr 25 YR Rainfall-4.00" Prepared by TTI ENVIRONMENTAL INC. Printed 8/31/2016 HydroCAD@ 10.00-16 stn 08795 @2015 HydroCAD Software Solutions LLC Paoe 9 f Summary for Subcatchment P4: TO CB3 Runoff = 0.97 cfs @ 12.05 hrs, Volume= 2,867 cf, Depth> 4.62" , Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00.24.00 hrs,dt=0.01 hrs Type III 24-hr 25 YR Rainfall=6.00" ' Area(so CN Description 2,101 61 >75%Grass cover,Good,HSG B 0 98 Paved roads wlcurbs 8 sewers,HSG B 2,616 98 Driveways,HSG B 2,725 98 Roofs, HSG B 7,442 88 Weighted Average ' 2,101 28.23%Pervious Area 5,341 71.77%Impervious Area Tc Length Slope Velocity Capacity Description t (min) (feet) (fttft) (ftlsec) (cfs) 3.5 50 0.0660 0.24 Sheet flow,Sheet Flow Grass:Short n=0.150 P2=3.20" ' 0.3 108 0.0854 5.93 Shallow Concentrated Flow,Shallow Concentrated Flow Paved Kv=20.3 fps 3.8 158 Total Subcatchment P4: TO C83 Hydrograph — 1 0.97 cfs Cc 12.05 hrs - m Runod Runoff=6.97 cfs @ 12.05 hrs Type III 24-hr ' 25 YR Rainfall= 6.00" Runoff Aeea=7,442 sf Runoff Volume=2,867 cf Runoff Depth>4.62" ; LL Flow Length=158' Tc=3.8 min CN=88 ! e- 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) ' 1 ' POST-DEVELOPMENT ANALYSIS Type III 14-hr 25 YR Rainfall=-6.00" Prepared by TTI ENVIRONMENTAL INC. Printed 813112016 ' HydroCAD@ 10.00-16 s/n 08795 @ 2015 HvdroCAD Software Solutions LLC Page 10 Summary for Subcatchment P5:TO CB6 ' Runoff = 1.13 cfs @ 12.09 hrs, Volume= 3,472 cf, Depth> 2.90" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-24.00 hrs,dt=0.01 hrs ' Type III 24-hr 25 YR Rainfall=6.00" Area(so CN Description 10,654 61 >75%Grass cover,Good, HSG B 0 58 Woods/grass comb.,Good, HSG B 1,999 98 Paved roads wlcurbs&sewers,HSG B 948 98 Roofs, HSG B ' 790 98 Driveways, HSG B 14,391 71 Weighted Average 10,654 74.03%Pervious Area 3,737 25.97%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (fVft) (fVsec) (cfs) ' 4.8 50 0.0300 0.17 Sheet Flow,Sheet Flow Grass:Short n=0.150 P2=3.20' 0.6 "103 0.1699 2.89 Shallow Concentrated Flow,Shallow Concentrated Flow Short Grass Pasture Kv=7.0 fps 0.4 129 0.0755 5.58 Shallow Concentrated Flow,Shallow Concentrated Flow Paved Kv=20.3 fps 5.8 282 Total Subcatchment P5: TO CB6 Hydrograph ; ©Runoff 1.13 cfs @ 12.09 hrs Rurio& .13 cfs @ 12.09 hrs , yp 25 YR Rainfall=6.00" Runoff Asea=14,3911 sf Runoff Volume=3,472 cf Runoff Depth>2.90", i ' LL Flow Len' th=282' ; Tc=5.8 min CN-71 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) POST-DEVELOPMENT ANALYSIS Type 111 24-hr 25 YR Rainfall=6.00" t Prepared by TTI ENVIRONMENTAL INC. Printed 813112016 HydroCAD®10.00-16 sln 08795 @2015 HydroCAD Software Solutions LLC Page 11 ' I Summary for Subcatchment P6: TO CB5 Runoff = 0.54 cfs @ 12.11 hrs, Volume= 1,818 cf, Depth> 4.30" ' Runoff by SCS TR-20 method, UH=SCS,Weighted-CN,Time Span=0.00-24.00 hrs,dt=0.01 hrs Type III 24-hr 25 YR Rainfall=6.00' ' Area(so CN Description 1,772 61 >75%Grass cover,Good,HSG B 1,969 98 Paved roads wlcurbs&sewers, HSG B ' 826 98 Driveways,HSG B 511 98 Roofs,HSG B 5,078 85 Weighted Average ' 1,772 34.90%Pervious Area 3,306 65.10%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (fUft) (fUsec) (cfs) 7.4 50 0.0100 0.11 Sheet Flow,Sheet Flow Grass:Short n=0.150 P2=3.20" ' 0.4 147 0.0903 6.10 Shallow Concentrated Flow,Shallow Concentrated Flow Paved Kv=20.3 fps 7.8 197 Total Subcatchment P6: TO CB5 H drograph 0.54yc 0.6- fs 12.11 hrs 0.55. _Runoff=.0.54.cfs @ 1.2.1.1 ;hrs ' Type III 24-hr 0.45- 25 YR Rail nfall=6.00" 0.4- " Runoff Area=5,078 sf 0.35 Runoff Volurn&1,818 cU 0.3-* .3 Runoff Depth>4.30" 0.25 Flow Lerigth=197'_ , __ a.z Tc=7.8 rhin 0.15- CN=85 0.1 o , 0 1 2 3 4 5 6 7 a 9 10 11 12 13 14 15 16 17 16 19 20 21 22 23 24 Time (hours) ' ! POST-DEVELOPMENT ANALYSIS Type III 24-hr 25 YR Rainfall=6.00" Prepared by TTI ENVIRONMENTAL INC. Printed 8131/2016 ' HydroCADfr)10.00-16 s/n 08795 @2015 HvdroCAD Software Solutions LLC Page 12 Summary for Subcatchment P7: TO OFFSITE Runoff = 1.10 cfs @ 12.11 hrs, Volume= 3,622 cf, Depth> 3.28" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00.24.00 hrs,dt=0.01 hrs Type III 24-hr 25 YR Rainfall=6.00" Area(sf) CN Description 8,223 61 >75%Grass cover,Good,HSG B 605 86 Woods/grass comb., Poor,HSG D 1,954 98 Paved roads wlcurbs&sewers,HSG B 1,673 98 Driveways, HSG B 809 98 Roofs,HSG B 13,264 75 Weighted Average 8,828 66.56%Pervious Area 4,436 33.44%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (Rift) (fUsec) (cfs) 0.4 15 0.0100 0.71 Sheet Flow,Sheet Flow Smooth surfaces n=0.011 P2=3.20" 5.6 35 0.0100 0.10 Sheet Flow,Flow over grass ' Grass:Short n=0.150 P2=3.20" 1.8 148 0.0400 1.40 Shallow Concentrated Flow,Shallow Concentrated Flow Short Grass Pasture Kv=7.0 fps 7.8 198 Total Subcatchment P7: TO OFFSITE r Hydrograph ' m Runaft 1.10 cfs @ 12.11 hrs Ru6off=1:.10 cfs @ 12.11 hrs Type III 24-hr ; 25 YR Rainfall=6.00, Runoff Asea=11,264 sf Runoff Volum&3,622 cf Runoff Depth>3.28 LL Flow Length=198' ' Tc=7.8 min CN '75 , , e 0 1 2 3 4 5 8 7 8 9 10 11 12 13 14 15 16 17 16 19 26 21 22 23 24 Time (hours) POST-DEVELOPMENT ANALYSIS Type 11124-hr 25 YR Rainfall-6.00" ' Prepared by TTI ENVIRONMENTAL INC. Printed 8/3112016 HydroCAD@ 10.00-16 sln 08795 0 2015 HydroCAD Software Solutions LLC Page 13 t Summary for Subcatchment P8:TO OFFSITE Runoff = 2.63 cfs @ 12.08 hrs, Volume= 7,964 cf, Depth> 2.90" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-24.00 hrs,dt=0.01 his Type III 24-hr 25 YR Rainfall=6.00" Area(sf) CN Description 24,252 61 >75%Grass cover, Good, HSG B ' 2,616 98 Driveways,HSG 8 EX 2,093 98 Driveways,HSG 8 PR 2,725 98 Roofs,HSG B EX 1,320 98 Roofs, HSG B PR 33,006 71 Weighted Average 24,252 73.48%Pervious Area 8,754 26.52%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (f/ft) (ft/sec) (cfs) 4.3 50 0.0400 0.20 Sheet flow,Sheet Flow Grass:Short n=0.150 P2=3.20" 0.7 170 0.3500 4.14 Shallow Concentrated Flow,Shallow Concentrated Flow Short Grass Pasture Kv=7.0 fps ' 0.3 100 0.0556 4.79 Shallow Concentrated Flow,Shallow Concentrated Flow Paved Kv=20.3 fps 5.3 320 Total Subcatchment P8: TO OFFSITE Hydrograph 1 m Runoff 2.63 cis Cc 12.08 hrs Runoff=2.63 ds @ 12.08 hrs T e III 24-h r YP, , .25 YR Rainfall=6.00" 2 Runoff Asea=33,006 sf ' Runoff Volume=7,964 cf e Runoff Depth>2.90 LL Flow Length=320' Tc=5.3 min 1 CN=711 , , 1 1 � 1 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) POST-DEVELOPMENT ANALYSIS Type Ill 24-hr 25 YR Rainfa11=6.00" Prepared by TTI ENVIRONMENTAL INC. Printed 813112016 HydroCAD®10.00-16 sln 08795 @2015 HydroCAD Software Solutions LLC Page 14 Summary for Subcatchment P9:TO OFFSITE ' Runoff = 0.52 cfs @ 12.11 hrs, Volume= 1,742 cf, Depth> 2.09" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-24.00 hrs,dt=0.01 hrs Type III 24-hr 25 YR Rainfall=6.00" Area(so CN Description ' 5,317 58 Woods/grass comb.,Good,HSG B 957 86 Woods/grass comb., Poor,HSG D 3,744 61 >75%Grass cover,Good,HSG B 10,018 62 Weighted Average ' 10,018 100.00%Pervious Area Tc Length Slope Velocity Capacity Description ' (min) (feet) (ft/ft) (fUsec) (cfs) 6.2 50 0.0400 0.13 Sheet Flow,Sheet Flow Grass:Dense n=0.240 P2=3.20" 0.7 97 0.1237 2.46 Shallow Concentrated Flow,Shallow Concentrated Flow Short Grass Pasture Kv=7.0 fps 6.9 147 Total ' Subcatchment P9: TO OFFSITE Hydrograph ®Runoff oss 0 52 cfs 12.11 hrs ; 05 Runoff=0.52 cfs @ 1211hrs Tyop III 2'4-hr-'— -- - ' ' 0.457 , -25-YR-Rail nfall=6.00"--- �--- ----�------- - - ---- - -- 0.4 , , i , Runoff Area=10,01.8 sf. _ 0.35- Runoff Volume=1,742_cf 0.3 Runoff Depth>2.09" , LL 0,21-: Flow Length=147' 0.2 Tc=6.9 min ; o.15-, CN=62 _. _ 0.1- 7 ' 0.05 0- - - 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 1 1 1 POST-DEVELOPMENT ANALYSIS Type III 24-hr 25 YR RainfalF--6.00" ' Prepared by TTI ENVIRONMENTAL INC. Printed 8/3112016 HydroCADO 10.00-16 s/n 08795 @ 2015 HydroCAD Software Solutions LLC Page 15 ' Summary for Reach 1 R: OCS TO DMH10 (52]Hint: InlettOutlet conditions not evaluated ' Inflow Area= 78,292 sf, 42.10%Impervious, Inflow Depth> 2.91" for 25 YR event Inflow = 2.04 cfs @ 12.45 hrs, Volume= 18,956 cf ' Outflow = 2.04 cfs @ 12.46 hrs, Volume= 18,953 cf, Atten=0%, Lag=0.3 min Routing by Stor-Ind+Trans method,Time Span=0.00-24.00 hrs,dt=0.01 hrs Max.Velocity= 10.55 fps, Min.Travel Time=0.2 min ' Avg.Velocity=5.71 fps, Avg.Travel Time=0.3 min Peak Storage= 19 cf @ 12.46 hrs Average Depth at Peak Storage=0.29' Bank-Full Depth= 'I.00' Flow Area=0.8 sf, Capacity= 10.78 cis 12.0" Round Pipe ' n=0.013 Corrugated PE,smooth interior Length= 100.0' Slope=0.0915? Inlet Invert=41.65', Outlet Invert=32.50' 9 1 Reach 1 R: OCS TO DMH10 ' Hydrograph ; 1". Inflo 2.04 cfs 12.46 hrs ®om6av wArea=78,292 - - - - '- - 2- I6flow=2.04 cfs�@ 12,45 hrs Outflow=2.04 cfs @ 12.46 hrs Avg: Flow Depth=0.29' t Max:Vel=10.55 fps ; 12.0. Round Pipe — --- LL 1 n=0.013 L=100.0' . S=O;0915 'P ' Capacity=10.78:cfs 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hou9) t 1 ' POST-DEVELOPMENT ANALYSIS Type fll 24-hr 25 YR RainfalF--6.00" Prepared by TTI ENVIRONMENTAL INC. Printed 813112016 HydroCAD®10.00-16 stn 08795 ©2015 HydroCAD Software Solutions LLC PaOe 16 Summary for Reach 2R: CE12 TO DMH1 [52]Hint: InleVOuUet conditions not evaluated Inflow Area= 6,471 sf, 61.89% Impervious, Inflow Depth > 4.19" for 25 YR event Inflow _ 0.79 cfs @ 12.05 hrs, Volume= 2,262 cf Outflow 0.78 cls @ 12.06 hrs, Volume= 2,261 cf, Atten=0%, Lag=0.2 min Routing by Stor-Ind+Trans method,Time Span=0.00-24.00 hrs,dt=0.01 hrs ' Max.Velocity=3.64 fps, Min.Travel Time=0.1 min Avg.Velocity= 1.20 fps, Avg.Travel Time=0.3 min ' Peak Storage=4 cf @ 12.05 hrs Average Depth at Peak Storage=0.32' Bank-Full Depth= 1.00' Flow Area=0.8 sf, Capacity=3.56 cis ' 12.0" Round Pipe n=0.013 Corrugated PE,smooth interior Length=20.0' Slope=0.0100'P ' Inlet Invert=84.81', Outlet Invert=84.61' ' Reach 2R: CB2 TO DMH1 Hydrograph 0.85 oa Inflow Area60.78 cfs 12.06 hrs aou�ow ' , 0.75 Inflovr0.7,9 'cf§471 @ 12';05-hit- i 0.7 Outflow=0.78-cfs@ 12.06 h ' 0.65 06 Avg Flow, Depth=0 32' - , 0.55 . ,- Max Vel=364-fps-- --- o.5 12.0". 1 -1 - d 0.45 Round Pipe - - '-- -- 04 n=0.013- 0.35 1 1 _ _ . i 03 -L-20-0'-' t 0.25 S'-0-01 bo 'P o.z , ' Capacity= .56 cfs 0.1 s , 0.05. 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 ' Time (hours) POST-DEVELOPMENT ANALYSIS Type///24-hr 25 YR Rainfall=6.00' ' Prepared by TTI ENVIRONMENTAL INC. Printed 8/31/2016 HydroCAD®10.00-16 sln 08795 @ 2015 HydroCAD Software Solutions LLC Page 17 Summary for Reach 3R: CB1 TO DMH1 [521 Hint: Inlet/Outlet conditions not evaluated ' Inflow Area= 9,663 sf, 60.00%Impervious, Inflow Depth > 4.09" for 25 YR event Inflow = 1.04 cfs @ 12.09 hrs, Volume= 3,291 cf Outflow = 1.04 cfs @ 12.09 hrs, Volume= 3,291 cf, Aften=0%, Lag=0.1 min Routing by Stor-Ind+Trans method,Time Span=0.00-24.00 hrs,dt=0.01 hrs Max.Velocity=3.93 fps, Min.Travel Time=0.1 min t Avg.Velocity= 1.35 fps, Avg.Travel Time=0.1 min Peak Storage=3 cf @ 12.09 hrs Average Depth at Peak Storage=0.37' Bank-Full Depth=1.00' Flow Area=0.8 sf, Capacity=3.56 cfs 12.0" Round Pipe ' n=0.013 Corrugated PE,smooth interior Length= 12.0' Slope=0.0100? Inlet Invert=84.09', Outlet Invert=83.97' ' Reach 3R: CB1 TO DMH1 ' Hydrograph ©outflow lnflowAiea=9,663" 1.04 cfs 12.09 hrs f Inflow--1.11J4 cfs'@ 12.09 hrs ' Outflow--l.04 cfs @ 12.09 h Avg. Flow,Dept60.37' Max'Vel=3.93 fps , 12.0" Round Pipe LL n=0:013 ; S 0;0100 '/' ' Capacity=3.56 dfs , 0 , 1 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) ' 1 ' POST-DEVELOPMENT ANALYSIS Type 11124-hr 25 YR Rainfall-4.00" Prepared by TTI ENVIRONMENTAL INC. Printed 8/31/2016 HydroCA0010.00-16 s/n 08795 @ 2015 HydroCAD Software Solutions LLC Page 18 Summary for Reach 4R: DMH1 TO DMH2 ' [52]Hint: Inlet/Outlet conditions not evaluated [61]Hint:Exceeded Reach 3R outlet invert by 0.18'@ 12.08 hrs Inflow Area= 16,134 sf, 60.76%Impervious, Inflow Depth> 4.13" for 25 YR event Inflow 1.77 cfs @ 12.08 hrs, Volume= 5,552 cf Outflow = 1.76 cfs @ 12.08 hrs, Volume= 5,552 cf, Atten=0%, Lag=0.1 min ' Routing by Stor-Ind+Trans method,Time Span=0.00-24.00 hrs,dt=0.01 hrs Max.Velocity= 10.01 fps, Min.Travel Time=0.0 min Avg.Velocity=3.37 fps, Avg.Travel Time=0.1 min tPeak Storage=5 cf @ 12.08 hrs Average Depth at Peak Storage=0.28' Bank-Full Depth= 1.00' Flow Area=0.8 sf, Capacity= 10.61 cis ' 12.0" Round Pipe n=0.013 Corrugated PE,smooth interior Length=29.0' Slope=0.0886? Inlet Invert=83.87', Outlet Invert=81.30' t 1 t 1 POST-DEVELOPMENT ANALYSIS Type///24-hr 25 YR Rainfall=6.00" ' Prepared by TTI ENVIRONMENTAL INC. Printed 813112016 HydroCAD®10.00-16 sln 08795 @2015 HydroCAD Software Solutions LLC Page 19 Reach 4R: DMH1 TO DMH2 Hydrograph ' ' 0 outflow Infldw Area=1 6,134 1.76 cfs Cc 12.08 hrs . , Inflow=1.77 cfs,@ 12.08 hrs i Outflow--l.76 cfs @ 12.08 hrc ; Avg. Flow.Depth=0.28' ; Max Vel=10.01 fps 12.0"._ . ._;. Round Pipe n=0.013 L=29.0' ; S--O; 'r , 6 apacity=.10.61;cfs ; 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) ' 1 1 1 ' POST-DEVELOPMENT ANALYSIS Type III 24-hr 25 YR Rainfall=-6.00" Prepared by TTI ENVIRONMENTAL INC. Printed 8/31/2016 tHydroCAW 10.00-16 s/n 08795 0 2015 HydroCAD Software Solutions LLC Page 20 Summary for Reach 5R: DMH2 TO DMH3 ' [52]Hint: lnleUOutlet conditions not evaluated [61]Hint:Exceeded Reach 4R outlet invert by 0.19'@ 12.08 hrs ' Inflow Area= 16,134 sf, 60.76% Impervious, Inflow Depth> 4.13" for 25 YR event Inflow 1.76 cfs @ 12.08 hrs, Volume= 5,552 cf Outflow = 1.76 cfs @ 12.08 hrs, Volume= 5,552 cf, Atten=0%, Lag=0.1 min ' Routing by Stor-Ind+Trans method,Time Span=0.00-24.00 hrs,dt=0.01 hrs Max.Velocity=9.50 fps, Min.Travel Time=0.1 min Avg.Velocity=3.20 fps, Avg.Travel Time=0.2 min tPeak Storage=6 cf @ 12.08 hrs Average Depth at Peak Storage=0.29' Bank-Full Depth= 1.00' Flow Area=0.8 sf, Capacity=9.86 cfs ' 12.0" Round Pipe n=0.013 Corrugated PE,smooth interior ' Length=32.0' Slope=0.07667 Inlet Invert=81.29, Outlet Invert=78.75' 1 t 1 1 POST-DEVELOPMENT ANALYSIS Type 11124-hr 25 YR Rainfall=-6.00" , Prepared by TTI ENVIRONMENTAL INC. Printed 8/31/2016 HydmCAD@ 10.00.16 s/n 08795 ©2015 HydmCAD Software Solutions LLC Page 21 ' Reach 5R: DMH2 TO DMH3 Hydrograph ' ! Olnflaw ©Outflow Inflow Area=16,13 1.76 cfs Cc 12.08 hrs IAflow=1J,,6 cfs,@ 12,08 hrs ' Outflow--1.76 cfs @ 12.08 hr. ; Avg: Flow,Depth=0.29' ' Max'Vel=9.50 fps 12.0" Round Pipe n=0:013 L=32.0' ' S'-_0:0766 '/, 1 , 6apacity=9.86 cfs 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 nme (hours) ' 1 t 1 1 ' POST-DEVELOPMENT ANALYSIS Type Ill 24-hr 25 YR Rainfa11=6.00" Prepared by TTI ENVIRONMENTAL INC. Printed 813112016 ' HydroCAD®10.00-16 sln 08795 @2015 HvdroCAD Software Solutions LLC Paoe 22 Summary for Reach 6R: DMH3 TO DMH4 ' [52]Hint: Inlet/Outlet conditions not evaluated Inflow Area= 16,134 sf, 60.76% Impervious, Inflow Depth> 4.13" for 25 YR event ' Inflow = 1.76 cfs @ 12.08 hrs, Volume= 5,552 cf Outflow = 1.76 cfs @ 12.08 hrs, Volume= 5,551 cf, Aften=0%, Lag=0.1 min ' Routing by Stor-Ind+Trans method,Time Span=0.00-24.00 hrs,dt=0.01 hrs Max.Velocity=9.67 fps, Min.Travel Time=0.1 min Avg.Velocity=3.26 fps, Avg.Travel Time=0.2 min ' Peak Storage=6 cf @ 12.08 hrs Average Depth at Peak Storage=0.28' Bank-Full Depth= 1.00' Flow Area=0.8 sf, Capacity= 10.12 cfs ' 12.0" Round Pipe n=0.013 Corrugated PE,smooth interior Length=31.0' Slope=0.0806? ' Inlet Invert=77.50', Outlet Invert=75.00' ' Reach 6R: DMH3 TO DMH4 ' Hydrograph ' ■Inflow ' Infldw Area=16,13 1.76 cfs @ 12.08 hrs i ©oUmWw Iriflow=1.76 cfs ,@ 12.08 hrs 1 Outflow--1.76 cfs @ 12.08 hr., ; 1 ; ' Avg: Flow,DepthI =0.28' ; I Max:Vel=9.67 fps ; 12.0,. - h ., _ � � W 1 . 1 I 1 I ' 1 Round Pipe r Z n=0:013 ; L=31.0' ; S=0;o806 ';r 1 Capacity=:10.12;cfs u 0 1 2 3 4 5 e 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 ' Time (hours) POST-DEVELOPMENT ANALYSIS Type 1//24-hr 25 YR Rainfalh6.00" ' Prepared by TTI ENVIRONMENTAL INC. Printed 8131/2016 HydroCAD@ 10.00-16 s/n 08795 @2015 HydroCAD Software Solutions LLC Page 23 ' Summary for Reach 7R: DMH4 TO DMH5 [52]Hint: Inlet/Outiet conditions not evaluated ' Inflow Area= 16,134 sf, 60.76%Impervious, Inflow Depth> 4.13" for 25 YR event Inflow = 1.76 cfs @ 12.08 hrs, Volume= 5,551 cf ' Outflow = 1.76 cfs @ 12.08 hrs, Volume= 5,551 cf, Aden=0%, Lag=0.1 min Routing by Stor-Ind+Trans method,Time Span=0.00-24.00 hrs,dt=0.01 hrs Max.Velocity=9.87 fps, Min.Travel Time=0.1 min ' Avg.Velocity=3.33 fps, Avg.Travel Time=0.2 min Peak Storage=7 cf @ 12.08 hrs ' Average Depth at Peak Storage=0.28' Bank-Full Depth= 1.00' Flow Area=0.8 sf, Capacity= 10.41 cfs 12.0" Round Pipe ' n=0.013 Corrugated PE,smooth interior Length=41.0' Slope=0.0854? Inlet Invert=74.00', Outlet Invert=70.50' ' 9 1 Reach 7R: DMH4 TO DMH5 ' HydrographFU—inflm-71i ' ®oomow Inflow Arda=1 6,134 1.76 cfs Cc 12.08 hrs I6fl61w=1.76 cfs @ 12.,'08 hrs ' Outflow--1.76 cfs @ 12.08 hrc Avg: Flow,Depth=0.28' t Max Vel=9.87 fps .12.0" - 1 Round Pipe ' LL n=0:013 ; L=41.0' S=0:0854 Capacity=10.41'cfs 0 , 0 1 2 3 4 5 6 7 6 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) ' t ' POST-DEVELOPMENT ANALYSIS Type 11124-hr 25 YR Rainfall=6.00" Prepared by TTI ENVIRONMENTAL INC. Printed 813112016 tHydroCADO 10.00-16 stn 08795 ©2015 HydroCAD Software Solutions LLC Page 24 Summary for Reach 8R: CB4 TO DMH5 ' [52)Hint: Inletl0utlet conditions not evaluated Inflow Area= 5,723 A 65.65%Impervious, Inflow Depth> 4.30" for 25 YR event ' Inflow 0.72 cfs @ 12.05 hrs, Volume= 2,051 cf Outflow 0.72 cfs @ 12.05 hrs, Volume= 2,051 cf, Atten=0%, Lag=0.1 min Routing by Stor-Ind+Trans method,Time Span=0.00.24.00 hrs,dt=0.01 firs Max.Velocity=6.06 fps, Min.Travel Time=0.1 min Avg.Velocity= 1.97 fps, Avg.Travel Time=0.2 min ' Peak Storage=2 cf @ 12.05 firs Average Depth at Peak Storage=0.21' Bank-Full Depth=1.00' Flow Area=0.8 sf, Capacity=7.56 cfs ' 12.0" Round Pipe n=0.013 Corrugated PE, smooth interior Length=20.0' Slope=0.0450? ' Inlet Invert=71.80', Outlet Invert=70.90' ' Reach 8R: CB4 TO DMH5 ' Hydrograph0.8 0 0.75Inflow Area 5,723 0 72 cfs 12 05 hrs - ©ou flow _` r-T-'' - -.-----_ '_-'-' - - -_ - -- - r--- -- -..----- "------ 0.7 _ Inflow=0.72 cfs 12:05 hr_s ' @— '— — — 0,65: AUtfIOW=A.72.CfS @.12.05.h . t Avg. Flow,-Depth=0.21' ; — - -- - 0.55 , 0.5 Max-V61=6.06 fps r,. ,@ 0.45 12.0 ' , i 0.4, _ t- -Round-Pipe j 0.3 L=20.0, , ' 0.21. 9=101.6450 !/' _ .• - 02 0.15= _Capacity=7 56 cfs _ 10 : 0.05 a 0 1 2 3 4 5 8 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 ' Time lhours) 1 POST-DEVELOPMENT ANALYSIS Type III 24-hr 25 YR Rainfalh6.00' ' Prepared by TTI ENVIRONMENTAL INC. Printed 813112016 HydroCAD@ 10.00-16 sin 08795 ©2015 HydroCAD Software Solutions LLC Page 25 ' Summary for Reach 9R: C63 TO DMH5 [52]Hint: Inlet/Outlet conditions not evaluated t Inflow Area= 7,442 sf, 71.77%Impervious, Inflow Depth > 4.62" for 25 YR event Inflow = 0.97 cfs @ 12.05 hrs, Volume= 2,867 cf ' Outflow = 0.97 cfs @ 12.06 hrs, Volume= 2,867 cf, Atten=0%, Lag=0.1 min Routing by Stor-Ind+Trans method,Time Span=0.00-24.00 hrs,dt=0.01 hrs Max.Velocity=6.86 fps, Min.Travel Time=0.0 min ' Avg.Velocity=2.21 fps, Avg.Travel Time=0.1 min Peak Storage=2 cf @ 12.06 hrs Average Depth at Peak Storage=0.24' Bank-Full Depth= 1.00' Flow Area=0.8 sf, Capacity=7.97 cfs 12.0" Round Pipe , n=0.013 Corrugated PE,smooth interior Length=12.0' Slope=0.0500? Inlet Invert=71.50', Outlet Invert=70.90' ' Reach 9R: C63 TO DMH5 ' Hydrograph, ' FU innm Inflow Area=7,442 0.97 cfs 12.06 hrs ®ou now Inflow-4.0 cfs @ 12.05 hrs i Outflow--0.97 cfs @ 12.06 h Avg: Flow Depth=0.24' ' Max'Vel=6.86 fps 12.0" Round Pipe LL n=0.013 ' L=12.0' S=0:0500 'r ' Capacity=.7.97 cfs 0 , 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) ' 1 1 POST-DEVELOPMENT ANALYSIS Type III 24-hr 25 YR Rainfalh6.00" Prepared by TTI ENVIRONMENTAL INC. Printed 813112016 1 HydroCAD@ 10.00-16 s/n 08795 @ 2015 HydroCAD Software Solutions LLC Page 26 Summary for Reach 10R: DMH5 TO DMH6 1 [52]Hint: Inlet/Outlet conditions not evaluated [62]Hint:Exceeded Reach 7R OUTLET depth by 0.02'@ 12.05 hrs 1 Inflow Area= 29,299 sf, 64.51%Impervious, Inflow Depth> 4.29° for 25 YR event Inflow 3.38 cfs @ 12.07 hrs, Volume= 10,469 cf Outflow = 3.38 cfs @ 12.07 hrs, Volume= 10,469 cf, Atten=0%, Lag=0.1 min 1 Routing by Stor-Ind+Trans method,Time Span=0.00-24.00 hrs,dt=0.01 hrs Max.Velocity= 11.73 fps, Min.Travel Time=0.0 min Avg.Velocity=3.83 fps, Avg.Travel Time=0.1 min Peak Storage=9 cf @ 12.07 hrs Average Depth at Peak Storage=0.39' Bank-Full Depth=1.00' Flow Area=0.8 sf, Capacity= 10.28 cfs 1 12.0" Round Pipe n=0.013 Corrugated PE,smooth interior ' Length=30.0' Slope=0.08337 Inlet Invert=70.40', OuM Invert=67.90' I i� i 1 1 1 1 1 1 1 r j POST-DEVELOPMENT ANALYSIS Type 111 24-hr 25 YR Rainfall=6.00" r Prepared by TTI ENVIRONMENTAL INC. Printed 8/31/2016 HydroCAN 10.00-i6 stn 08795 @2015 HydroCAD Software Solutions LLC Page 27 1 j Reach 10R: DMH5 TO DMH6 ! Hydrograph, - 1 O 10. 11 117 KT ' I©Outflow 38 cfs 12.07 hrs Inflow Area=29 29 ; Outflow=3 38fcfs 121.07 hrs 3. 3 @ 1 2.07 h ' Avg. Flow.Depth=0.39' 1 Max'Vel==11.73 fps 2 Round Pipe n=0.013 L=30.0'_ S 0.0833 'P 1 Capacity=10.28'cfs ; 0 1 0 1 2 3 4 5 8 7 8 9 10 11 12 13 14 15 16 17 16 19 20 21 22 23 24 Time (hours) 1 r 1 1 1 1 1 1 1 1 ' POST-DEVELOPMENT ANALYSIS Type///24-hr 25 YR Rainfall=6.00" Prepared by TTI ENVIRONMENTAL INC. Printed 813112016 ' HydroCAD®10.00-16 s/n 08795 @2015 HydroCAD Software Solutions LLC Page 28 Summary for Reach 11 R: DMH6 TO DMH7 [52]Hint: InlettOutlet conditions not evaluated [611 Hint: Exceeded Reach 10R outlet invert by 0.26'@ 12.07 hrs ' Inflow Area= 29,299 sf, 64.51% Impervious, Inflow Depth > 4.29" for 25 YR event Inflow 3.38 cfs @ 12.07 hrs, Volume= 10,469 cf Outflow = 3.38 cfs @ 12.07 hrs, Volume= 10,468 cf, Atten=0%, Lag=0.1 min Routing by Stor-Ind+Trans method,Time Span=0.00-24.00 hrs,dt=0.01 hrs Max.Velocity= 13.15 fps, Min.Travel Time=0.1 min Avg.Velocity=4.28 fps, Avg.Travel Time=0.2 min tPeak Storage= 11 cf @ 12.07 hrs Average Depth at Peak Storage=0.36' Bank-Full Depth=1.00' Flow Area=0.8 sf, Capacity= 12.03 cfs 12.0" Round Pipe n=0.013 Corrugated PE, smooth interior Length=43.0' Slope=0.1140'f Inlet Invert=67.80', Outlet Invert=62.90' 1 I 1 t t t 1 1 POST-DEVELOPMENT ANALYSIS Type III 24-hr 25 YR Rainfalh6.00' ' Prepared by TTI ENVIRONMENTAL INC. Printed 8/3112016 HydroCAD®10.00-16 stn 08795 ©2015 HydroCAD Software Solutions LLC Page 29 ' Reach 11 R: DMH6 TO DMH7 HydrographFa Ila ' , m Outflow Inflow Area=29,294 3.38 cfs Ca 12.07 hrs ' Inflow=3.38 cfs @ 12;07 hPs ; 3 Outflow--3.38 cfs @ 12.07 lin ; I Avg,: Flow,Depth=0.36' ' M_az Vel=13.15 fps j 12.0" 1 8 2 Round Pipe ' , I LL n=0.013 � - S=0;1140 "r ' Capacity=12.03.cfs I , I 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 1 1 1 1 1 ' POST-DEVELOPMENT ANALYSIS Type III 24-hr 25 YR Rainfa11=6.00" Prepared by TTI ENVIRONMENTAL INC. Printed 8/3112016 ' HydroCAD®10.00-16 sln 08795 ©2015 HydroCAD Software Solutions LLC Paoe 30 Summary for Reach 12R: DMH7 TO DMH8 ' [52]Hint: Inlet/Outlet conditions not evaluated [61]Hint: Exceeded Reach 11R outlet invert by 0.25'@ 12.07 hrs ' Inflow Area= 29,299 sf, 64.51%Impervious, Inflow Depth > 4.29" for 25 YR event Inflow 3.38 cfs @ 12.07 hrs, Volume= 10,468 cf Outflow = 3.38 cfs @ 12.07 hrs, Volume= 10,467 cf, Atten=0%, Lag=0.1 min ' Routing by Stor-Ind+Trans method,Time Span=0.00-24.00 hrs,dt=0.01 hrs Max.Velocity= 14.03 fps, Min.Travel Time=0.1 min Avg.Velocity=4.56 fps, Avg.Travel Time=0.2 min ' Peak Storage= 11 cf @ 12.07 hrs Average Depth at Peak Storage=0.35' Bank-Full Depth= 1.00' Flow Area=0.8 sf, Capacity= '1316 cfs ' 12.0" Round Pipe n=0.013 Corrugated PE,smooth interior ' Length=44.0' Slope=0.1364'P Inlet Invert=62.80', Outlet Invert=56.80' 1 1 1 POST-DEVELOPMENT ANALYSIS Type III 24-hr 25 YR Rainfall-4.00' ' Prepared by TTI ENVIRONMENTAL INC. Printed 813112016 HydroCAD®10.00-16 s/n 08795 @2015 HydroCAD Software Solutions LLC Page 31 ' Reach 12R: DMH7 TO DMH8 Hydrograph 1 3.38 cfs 12.07 hrs ®o�m� Inflow Area=29,29 ; Inflow=3.38cf§'@12AThrs h -k- ._ .- ----- --;-------- 3 Outflow--3.38 cfs @ 12.07 h Avg: Flow,Depth=0.35' Max'Vel=14.03 fps 1 12.0. 4 ; 2 Round Pip'e I I I -°. n=0.013 ' I I I I L=44.0'_ - - --- - - --- _ .I .._ - - - -64A 364 'r 1 I I Capacity=13.16'cfs I , I 0 0 1 2 3 4 5 6 7 a 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) ' t 1 POST-DEVELOPMENT ANALYSIS Type 11124-hr 25 YR Rainfalh6.00" Prepared by TTI ENVIRONMENTAL INC. Printed 8/31/2016 HydroCAD®10.00-16 stn 08795 @2015 HydroCAD Software Solutions LLC Paae 32 Summary for Reach 13R: DMH8 TO DMH9 ' [52]Hint: IniettOutlet conditions not evaluated [62]Hint:Exceeded Reach 12R OUTLET depth by 1.98'@ 12.10 hrs ' Inflow Area= 48,768 sf, 53.20%Impervious, Inflow Depth> 3.88" for 25 YR event Inflow 4.99 ds @ 12.08 hrs, Volume= 15,758 cf Outflow = 4.97 cis @ 12.09 hrs, Volume= 15,749 cf, Atten=0%, Lag= 1.0 min Routing by Stor-Ind+Trans method,Time Span=0.00.24.00 hrs,dt=0.01 hrs Max. Velocity=5.96 fps, Min.Travel Time=0.6 min Avg.Velocity= 1.97 fps, Avg.Travel Time= 1.8 min 1 Peak Storage= 175 cf @ 12.09 hrs Average Depth at Peak Storage=0.72' Bank-Full Depth=1.50' Flow Area=1.8 sf, Capacity= 10.75 cfs 1 18.0° Round Pipe n=0.013 Corrugated PE,smooth interior Length=210.0' Slope=0.0105'r Inlet Invert=58.40', Outlet Invert=56.20' 1 1 1 1 1 i 1 1 I 1 POST-DEVELOPMENT ANALYSIS Type 11124-hr 25 YR Rainfall=-6.00" t Prepared by TTI ENVIRONMENTAL INC. Printed 8/3112016 HydroCAD®10.00-16 stn 08795 ©2015 HydroCAD Software Soldons LLC Page 33 Reach 13R: DMH8 TO DMH9 Hydrograph ' ' Olnflow _ ©OuNow Inflow Area=48,76 4.97 cfs 12.09 hrs 5 Inflow--4.99 cfs,@ 12;08 hrs , Outflow=4:97 cfs @ 12.09 H ;___ J ._ _.L __ . Flow Depth=0.72' Max_aVel=5.96 f 's , 3 Round Pipe ; n=0:013-- --- -' --�- - - - - � -- -- - -=--- - — ' - 2 L=210.0' S'=0:0105 'P --'- .,__.._ .1--- CapAcity=.10.75'cfs ' 6 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 1 ' POST-DEVELOPMENT ANALYSIS Type III 24-hr 25 YR Rainfall=6.00" Prepared by TTI ENVIRONMENTAL INC. Printed 813112016 HydroCAD®10.00-16 stn 08795 ©2015 HydroCAD Software Solutions LLC Page 34 Summary for Reach 14R: DMH9 TO FES1 ' (52]Hint: Inlet/Outlet conditions not evaluated (61)Hint:Exceeded Reach 13R outlet invert by 0.32'@ 12.10 hrs ' Inflow Area= 48,768 sf, 53.20%Impervious, Inflow Depth> 3.88" for 25 YR event Inflow 4.97 cfs @ 12.09 hrs, Volume= 15,749 cf Outflow = 4.96 cfs @ 12.10 hrs, Volume= 15,747 cf, Atten=0%, Lag=0.3 min Routing by Stor-Ind+Trans method,Time Span=0.00-24.00 hrs,dt=0.01 hrs Max.Velocity= 12.19 fps, Min.Travel Time=0.1 min Avg.Velocity=3.96 fps, Avg.Travel Time=0.5 min Peak Storage=44 cf @ 12.10 hrs Average Depth at Peak Storage=0.42' Bank-Full Depth=1.50' Flow Area= 1.8 sf, Capacity=28.77 cfs ' 18.0" Round Pipe n=0.013 Corrugated PE,smooth interior Length=108.0' Slope=0.0750? Inlet Invert=56.10', Outlet Invert=48.00' 1 t POST-DEVELOPMENT ANALYSIS Type 11124-hr 25 YR Rainfall-4.00' ' Prepared by TTI ENVIRONMENTAL INC. Printed 813112016 HydroCADO 10.00.16 sin 08795 ©2015 HydroCAD Software Solutions LLC Page 35 I Reach 14R: DMH9 TO FES1 Hydrograph t _ _ _ ; I@Outflml 5 Inflow Area=48,76 4.96 cfs 12.10 hrs Inflow--4.97 cfs'@ 12.09 hrs ' Outflow--4.96 cfs @ 12.10 Fi —4- Avg. Flow,Depth=0.42' MaxVel=1'2._19.fps._ r_ . . 18.0" ; Round Pipe r n=0:013--- --------------- ' -- --- 2 L=108.0' Sb750 'P Ca pacity=28.77.cfs t 0 0 1 2 3 4 5 8 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) ' 1 1 POST-DEVELOPMENT ANALYSIS Type///24-hr 25 YR Rainfall--6.00" Prepared by TTI ENVIRONMENTAL INC. Printed 813112016 HydroCAD®10.00-16 sln 08795 ©2015 HydroCAD Software Solutions LLC PaOe 36 Summary for Reach 15R: DMH10 TO DMH11 [43)Hint:Has no inflow(OutOow=Zero) Bank-Full Depth= 1.00' Flow Area=0.8 sf, Capacity= 13.69 cfs ' 12.0' Round Pipe n=0.013 Corrugated PE,smooth interior Length=22.0' Slope=0.1477'1 Inlet Invert=47.00', Outlet Invert=43.75' Reach 15R: DMH10 TO DMH11 Hydrograph . �OutOow ' Outfl6w=0.00 cfs @ 0:'00 hrs Avg. Flow Depth=0.00' Max Vel=0:00 fps 1 12.0„ Round Pipe 1 o n=0.013 L=22.0' ;S=0.1477 Y' Capacity=13:69 cfs 0.00 cfs 0.00 hrs 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (houm) 1 1 POST-DEVELOPMENT ANALYSIS Type 11124-hr 25 YR Rainfall=6.00" ' Prepared by TTI ENVIRONMENTAL INC. Printed 8/31/2016 HydroCAD010.00-16 s/n 08795 02015 HydroCAD Software Solutions LLC Page 37 Summary for Reach 16R: DMH11 TO DMH12 [43]Hint:Has no inflow(Outflow=Zero) Bank-Full Depth=1.00' Flow Area=0.8 sf, Capacity=4.72 cfs 12.0" Round Pipe ' n=0.013 Corrugated PE,smooth interior Length=94.0' Slope=0.0176'f Inlet Invert=43.65', Outlet Invert=42.00' ' Reach 16R: DMH11 TO DMH12 Hydrograph ' , ®Outllow Outfl6w=0.00 cfs @ 0.'00 hrs ' Avg. Flow Depth=0.00' Max Vel=0100 fp's ' 12.0„ Round Pipe , n=0.013 LL L=94.0' S=0.0176 Y' t , Capacity=4.72 cfs 0.00 cfs @ 0.00 hrs 0 0 1 2 3 4 5 8 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) t POST-DEVELOPMENT ANALYSIS Type III 24-hr 25 VR Rainfall=6.00" Prepared by TTI ENVIRONMENTAL INC. Printed 813112016 ' HydroCAD®10.00-16 stn 08795 @2015 HydroCAD Software Solutions LLC Page 38 Summary for Reach 17R: DMH12 TO DMH13 [52]Hint: Inlet/Outlet conditions not evaluated [61)Hint:Exceeded Reach 1 R outlet invert by 0.19'@ 12.46 hrs Inflow Area= 78,292 sf, 42.10% Impervious, Inflow Depth> 2.90" for 25 YR event Inflow 2.04 cfs @ 12.46 hrs, Volume= 18,953 cf Outflow = 2.04 cfs @ 12.46 hrs, Volume= 18,951 cf, Atten=0%, Lag=0.1 min Routing by Stor-Ind+Trans method,Time Span=0.00-24.00 hrs,dt=0.01 hrs Max.Velocity= 10.98 fps, Min.Travel Time=0.1 min Avg.Velocity=5.94 fps, Avg.Travel Time=0.1 min Peak Storage=8 cf @ 12.46 hrs Average Depth at Peak Storage=0.29' Bank-Full Depth= 1.00' Flow Area=0.8 sf, Capacity= 11.40 cfs 12.0" Round Pipe n=0.013 Corrugated PE,smooth interior Length=43.0' Slope=0.1023'f Inlet Invert=32.40', Outlet Invert=28.00' POST-DEVELOPMENT ANALYSIS Type 11124-hr 25 YR Rainfall-4.00" Prepared by TTI ENVIRONMENTAL INC. Printed 8/3112016 HydroCAD®10.00-16 stn 06795 @2015 HydroCAD Software Solutions LLC Page 39 Reach 17R: DMH12 TO DMH13 Hydrograph -;-_ -- --- 1 ' _- ®Inflow 2.04 CfS 12.46 hrS ®ou flow Inflow Are a=78,292 _ ' 2 Inflow--2.04 cfs,@ 12,46 hrs Outflow--2.04 cfs @ 12.46 Firs Avg. Flow,Depth=0.29' ; Max Vel=10.98 fps ; 12.0" _Round Pipe - - LL + n=0:013 L=43.0' S=0.1023 'r ' Capacity=:11.40 cfs ; ; i 6 o 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 16 19 20 21 22 23 24 Time (hours) ' 1 r 1 1 POST-DEVELOPMENT ANALYSIS Type///24-hr 25 YR RainfalF--6.00" Prepared by TTI ENVIRONMENTAL INC. Printed 813112016 1 HydroCAD@ 10.00-16 s/n 08795 @2015 HydroCAD Software Solutions LLC Page 40 Summary for Reach 18R: DMH13 TO DMH14 1 [52]Hint: Inlet/Outlet conditions not evaluated [61]Hint:Exceeded Reach 17R outlet invert by 0.28'@ 12.46 hrs 1 Inflow Area= 78,292 sf, 42.10%Impervious, Inflow Depth> 2.90" for 25 YR event Inflow 2.04 cis @ 12.46 hrs, Volume= 18,951 cf Outflow = 2.04 cfs @ 12.46 hrs, Volume= 18,950 cf, Atten=0%, Lag=0.1 min 1 Routing by Stor-Ind+Trans method,Time Span=0.00.24.00 hrs,dt=0.01 hrs Max.Velocity=7.43 fps, Min.Travel Time=0.1 min Avg.Velocity=4.05 fps, Avg.Travel Time=0.1 min 1 Peak Storage=7 cf @ 12.46 hrs Average Depth at Peak Storage=0.38' Bank-Full Depth=1.00' Flow Area=0.8 sf, Capacity=6.63 cis 1 12.0" Round Pipe n=0.013 Corrugated PE,smooth interior 1 Length=26.0' Slope=0.0346? Inlet Invert=27.90', Outlet Invert=27.00' 1 1 � I 1 i 1 1 1 i 1 1 POST-DEVELOPMENT ANALYSIS Type 11124-hr 25 YR Rain/a11=6.00" t Prepared by TTI ENVIRONMENTAL INC. Printed 8/31/2016 HydroCAD®10.00-16 sln 08795 ©2015 HydroCAD Software Solutions LLC Page 41 Reach 18R: DMH13 TO DMH14 Hydrograph 1 ;1 9 19 new p In outilml Irifldw Area=78,292 2.04 cfs 12.46 hrs ; z ; Inflow=2.04 cfs @ 12;46 hrs Outflow--2.04 cfs @ 12.46 hrs ; Avg: Flow Depth=0.38' ; 1 Max'Vel=7.43 fps 12.0. Round Pipe- ,- - - ---;- -,----- --- ;--- -r-- LL 1 n=0:013 L-26.0' ; 64.0346 ',P 1 6ap9city=6.63 cfs 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 1 1 1 1 i 1 1 1 i _ 1 1 ' POST-DEVELOPMENT ANALYSIS Type Ill 24-hr 25 YR Rainfall=-6.00" Prepared by TTI ENVIRONMENTAL INC. Printed 813112016 HydroCAD@ 10.00-16 s/n 06795 @ 2015 HvdroCAD Software Solutions LLC Page 42 Summary for Pond 1P: BASIN Inflow Area= 78,292 sf, 42.10%Impervious, Inflow Depth> 3.47" for 25 YR event Inflow 7.17 cfs @ 12.09 hrs, Volume= 22,643 cf Outflow = 2.04 cfs @ 12.45 hrs, Volume= 18,956 cf, Aften=72%, Lag=22.0 min ' Primary = 2.04 cfs @ 12.45 hrs, Volume= 18,956 cf Routing by Stor-Ind method,Time Span=0.00-24.00 hrs,dt=0.01 hrs Peak Elev=47.16'@ 12.45 hrs Surf.Area=4,702 sf Storage=9,377 cf Plug-Flow detention time= 139.6 min calculated for 18,956 cf(84%of inflow) Center-of-Mass det.time=71.5 min(888.9-817.4) ' Volume Invert Avail.Storage Storage Description #1 43.00' 13,514 cf Custom Stage Data(Prismatic) Listed below(Recalc) ' Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 43.00 489 0 0 ' 44.00 737 613 613 44.50 1,018 439 1,052 45.00 1,300 580 1,631 ' 46.00 4,034 2,667 4,298 47.00 4,608 4,321 8,619 48.00 5,182 4,895 13,514 ' Device Routing Invert Outlet Devices #1 Primary 44.00' 12.0" Round Culvert L=35.0' CPP,square edge headwall, Ke=0.500 Inlet I Outlet Invert=44.00'142.00' S=0.0571 T Cc=0.900 n=0.013 Corrugated PE,smooth interior, Flow Area=0.79 sf #2 Device 1 44.60' 1.0"Vert Orifice/Grate C=0.600 #3 Device 1 45.70' 7.0"Vert.OrificelGrate C=0.600 #4 Device 1 46.50' 6.0"Vert.Orifice/Grate C=0.600 ' #5 Device 1 47.50' 24.0"x 24.0"Horiz.Orifice/Grate C=0.600 Limited to weir flow at low heads #6 Primary 47.50' 8.0'long x 4.0'breadth Broad-Crested Rectangular Weir Head(feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 ' Coef.(English) 2.38 2.54 2.69 2.68 2.67 2.67 2.65 2.66 2.66 2.68 2.72 2.73 2.76 2.79 2.88 3.07 3.32 ' Primary OutFlow Max=2.04 cfs @ 12.45 hrs HW=47.16' (Free Discharge) =Culvert (Passes 2.04 cfs of 6.17 cfs potential flow) 2=OrificelGrate (Orifice Controls 0.04 cfs @ 7.65 fps) 3=Orifice/Grate (Orifice Controls 1.39 cfs @ 5.21 fps) ' -OrificelGrate (Orifice Controls 0.61 cfs @ 3.09 fps) =OrificelGrate (Controls 0.00 cfs) =Broad-Crested Rectangular Weir (Controls 0.00 cfs) POST-DEVELOPMENT ANALYSIS Type 11124-hr 25 YR Rainfalh6.00" ' Prepared by TTI ENVIRONMENTAL INC. Printed 8/31/2016 HydroCAD®10.00-16 s/n 08795 @2015 HydroCAD Software Solutions LLC Page 43 ' Pond 1P: BASIN Hydrograph Inflow e 7.17 cfs 12.09 hrs ; o Pnman Inflow Area=78,292 sf 7 w=7.1,7 cfs @ 12.09 hrs -- — -. - - -- — - -- ---- ' ' Primary=2.04 cfs @ 12.45 Firs 6_ p ; ,eak,Elev=47.16' --- -- ------ ---- 5 Storage=9,377 cf , 1 ;1 I 1 I 1 1 y 1 1 4- 3 3 2.04 cfs 12.45 hrs ' 2 1 1 1 1 1 0 44 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (houm) , 1 1 1 t t ' POST-DEVELOPMENT ANALYSIS Type 11124-hr 25 YR Rainfa0=-6.00" Prepared by TTI ENVIRONMENTAL INC. Printed 813112016 ' HydroCAD®10.00-16 s/n 08795 @2015 HydroCAD Software Solutions LLC Page 44 Summary for Pond 2P: Roof Infiltrator ' [43]Hint:Has no inflow(OutBow=Zero) Volume Invert Avail.Storage Storage Description #1 0.00' 64 cf 7.00'W x 10.001 x 2.50'H Prismatoid 175 cf Overall-15 cf Embedded=160 cf x 40.0%Voids ' #2 0.00' 15 cf ADS_StormTech SC-310 Inside#1 Effective Size=28.9"W x 16.0"H=>2.07 sf x 7.121=14.7 cf Overall Size=34.0"W x 16.0"H x 7.561 with 0.44'Overlap 79 cf Total Available Storage t 1 1 1 i 1 1 POST-DEVELOPMENT ANALYSIS Type 11124-hr 25 YR Rainfall-4.00" Prepared by TTI ENVIRONMENTAL INC. Printed 813112016 HydroCAD®10.00-16 stn 08795 @2015 HydroCAD Software Solutions LLC Page 45 ' Summary for Link DPI: OFFSITE Inflow Area= 10,018 sf, 0.00%Impervious, Inflow Depth> 2.09' for 25 YR event , Inflow = 0.52 cfs @ 12.11 hrs, Volume= 1,742 cf Primary = 0.52 cfs @ 12.11 hrs, Volume= 1,742 cf, Atten=0%, Lag=0.0 min Primary outflow=Inflow,Time Span=0.00-24.00 hrs,dt=0.01 hrs ' Link DPI: OFFSITE Hydrograph 0.55- 0.52 cfs ®Pdmary 12.11 hrs ; . -. t Inflow Area=10;01 0.5Inflow--0.52 cfs @ 12111 hrs — - 0.45Primary=0.52 cfs @ 12,11 hr. ' 0.4- 0.35 0.3- 0.25- 0.2. .3 0.25 0.15 0.1 0.05 0 ' 0 1 2 3 4 5 8 7 8 9 10 11 12 13 14 15 18 17 18 19 20 21 22 23 24 Time (hours) 1 1 t 1 ' POST-DEVELOPMENT ANALYSIS Type III 24-hr 25 YR Rainfalh6.00" Prepared by TTI ENVIRONMENTAL INC. Printed 813112016 tHydroCAD®10.00.16 s/n 08795 ©2015 HydroCAD Software Solutions LLC Page 46 Summary for Link DP2: OFFSITE ' Inflow Area= 13,843 sf, 9.26%Impervious, Inflow Depth> 2.17" for 25 YR event Inflow 0.87 cfs @ 12.05 hrs, Volume= 2,509 cf Primary = 0.87 cfs @ 12.05 hrs, Volume= 2,509 cf, Atten=0%, Lag=0.0 min ' Primary outflow=Inflow,Time Span=0.00-24.00 hrs,dt=0.01 his ' Link DP2: OFFSITE Hydrograph - 1 r--r----r" '- _ Blnflow Dos IOfIOW ©Primary --- 0.87 cfs 12.05 hrs - -- ---- - ------- - — Area -- - -------- - ---- -------------'---- ----i , 0.65 Inflow=0.87-cfs;@1105hrs ---------- --'-----'-----=-- 0.6 ' 0.75- ' Primary' =0:87 cfs @ 12:05 h 1--- -- —. ---- --;-------------L --- '-----L- --1----- -- 0.7z. 0.65 0.6 t e 0.55- __ 0.5 1 1 1 1 1 _ 0 0.45 _ i 0.35 r , I 1 1 I 0.3 _ _ 0.25 6.15 1 1 f 1 1 I 01 0.05 .- .. 6 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 to 18 20 21 22 23 24 Time (hours) 1 t 1 POST-DEVELOPMENT ANALYSIS Type Ill 24-hr 25 YR Rainfall=6.00" , Prepared by TTI ENVIRONMENTAL INC. Printed 8131/2016 HydroCAD®10.00.16 s/n 08795 ©2015 HydroCAD Software Solubons LLC Pace 47 ' Summary for Link DP3: OFFSITE Inflow Area= 13,264 sf, 33.44% Impervious, Inflow Depth> 3.28" for 25 YR event t Inflow = 1.10 cfs @ 12.11 hrs, Volume= 3,622 cf Primary = 1.10 cfs @ 12.11 hrs, Volume= 3,622 cf, Atten=0%, Lag=0.0 min Primary outflow=Inflow,Time Span=0.00-24.00 hrs,dt=0.01 hrs ' Link DP3: OFFSITE ' Hydrograph , I ; Olnflow bT] Inflow Area=13,26 1.10 cfs 12.11 hrs ®Pnma y ' Inflow=1.10 cfs,@ 12:11 hrs ' PFirriary=1.10 cfs @ 12.11 h , ; ! ; 1 1 1 LL I 1 I I 1 1 I 1 1 I I I I I 1 1 1 I 1 I 1 1 0 1 2 3 4 5 6 7 B 9 10 11 12 13 14 15 18 17 18 19 20 21 22 23 24 Time (hours) ' POST-DEVELOPMENT ANALYSIS Type 111 24-hr 25 YR Rainfall-6.00" Prepared by TTI ENVIRONMENTAL INC. Printed 8/3112016 ' HydroCAD®10.00.16 s/n 08795 ©2015 HydroCAD Software Solutions LLC Page 48 Summary for Link DP4: OFFSITE ' Inflow Area= 111,298 sf, 37.48%Impervious, Inflow Depth> 2.90" for 25 YR event Inflow 3.59 cfs @ 12.10 hrs, Volume= 26,914 cf Primary = 3.59 cfs @ 12.10 hrs, Volume= 26,914 cf, Aften=0%, Lag=O.O min ' Primary outflow= Inflow,Time Span=0.00.24.00 hrs,dt=0.01 hrs ' Link DP4: OFFSITE Hydrograph --'- - '- -------- - -- --- - ----- -- -- - I- --- - - ®Inflow ' 4 3.59 cfs 12.10 hrs C]Primary Inflow Area=111,2 ; IMI61K 3.59 cfs 1@ 12;10_hrs —---------- 1 P'rirriary=3.59 cfs @ 12.10 h ; 3 i 1 I 1 1 1 I --------- 2- O0 . 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (houm) 1 . 1 POST-DEVELOPMENT ANALYSIS Type///24-hr 25 YR Rainfall=6.00" 1 Prepared by TTI ENVIRONMENTAL INC. Printed 813112016 HydroCAD@ 10.00-16 s/n 08795 ©2015 HydroCAD Software Solutions LLC Page 49 1 Summary for Link TOTAL: TOTAL OFFSITE Inflow Area= 148,423 sf, 31.96%Impervious, Inflow Depth > 2.81" for 25 YR event 1 Inflow = 5.93 cfs @ 12.09 hrs, Volume= 34,788 cf Primary = 5.93 cfs @ 12.09 hrs, Volume= 34,788 cf, Atten=0%, Lag=0.0 min Primary outflow=Inflow,Time Span=0.00-24.00 hrs,dt=0.01 hrs 1 Link TOTAL: TOTAL OFFSITE 1 Hydrograph ' 1 ' OlnFlow a Inflow Area 12.0 ®Prima y =148,4 5.93 cfs 9 hrS 1 I6flow=5.93 cfs,@ 12.09 hrs nmary=5.93 cfs @ 12.09 h ; 1 0 3- 2- 0 2 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 27 22 23 24 Time (hours) 1 1 1 1 1 1 1 1 t iro Hyd rocad POST-DEVELOPMENT: ' 100-Year Storm 1 ' Slommiater Management Report 8/3112016 1 POST-DEVELOPMENT ANALYSIS Type 11124-hr 100 YR Rainfa11=7.20" ' Prepared by TTI ENVIRONMENTAL INC. Printed 813112016 HydroCAD®10.00-16 sln 08795 ©2015 HydroCAD Software Solutions LLC Page 1 ' Time span=0.00-24.00 hrs,dt=0.01 hrs,2401 points Runoff by SCS TR-20 method,UH=SCS,Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method t Subcatchment P1:TO C132 Runoff Area=6,471 sf 61.89%Impervious Runoff Depth>5.33" Flow Length=179' Tc=3.6 min CN=84 Runoff-0.99 cfs 2,873 cf ' Subcatchment P10:TO OFFSITE Runoff Area=13,843 sf 9.26%Impervious Runoff Depth>3.05" Flow Length=169' Tc=3.1 min CN=63 Runoff-1.25 cfs 3,518 cf Subcatchment P11:TO BASIN Runoff Area=29,524 sf 23.76%Impervious Runoff Depth>3.78" t Flow Length=150' Tc=4.1 min CN=70 Runoff-3.22 cfs 9,306 cf Subcatchment P2:TO CB1 Runoff Area=9,663 sf 60.00%Impervious Runoff Depth>5.21" , Flow Length=225' Tc=6.4 min CN=83 Runoff-1.31 cis 4,196 cf Subcatchment P3:TO CB4 Runoff Ansa=5,723 sf 65.65%Impervious Runoff Depth>5.44" t Flow Length=141' Tc=3.3 min CN=85 Runoff-0.90 cfs 2,595 cf Subcatchment P4:TO C83 Runoff Area=7,442 sf 71.77%Impervious Runoff Depth>5.78" Flow Length=158' Tc=3.8 min CN=88 Runoff-1.20 cfs 3,587 cf ' Subcatchment P5:TO CB6 Runoff Area=14,391 sf 25.97%Impervious Runoff Depth>3.89' Flow Length=282' Tc=5.8 min CN=71 Runoff-1.52 cfs 4,663 cf t Subcatchment P6:TO C85 Runoff Area=5,078 sf 65.10%Impervious Runoff Depth>5.44" Flow Length=197' Tc=7.8 min CN=85 Runoff=0.68 cfs 2,301 cf Subcatchment P7:TO OFFSITE Runoff Area=13,264 sf 33.44%Impervious Runoff Depth>4.32" , Flow Length=198' Tc=7.8 min CN=75 Runoff-1.45 cfs 4,775 cf Subcatchment P8:TO OFFSITE Runoff Area=33,006sf 26.52%Impervious Runoff Depth>3.89' ' Flow Length=320' Tc=5.3 min CN=71 Runoff-3.55 cfs 10,695 cf Subcatchment P9:TO OFFSITE Runoff Area=10,018 sf 0.00%Impervious Runoff Depth>2.94" ' Flow Length=147' Tc=6.9 min CN=62 Runoff=0.76 cfs 2,458 cf Reach 1 R:OCS TO DMH10 Avg.Flow Depth=0.41' Max Vel=12.47 fps Inflow=-3.73 cfs 25,737 cf ' 12.0" Round Pipe n=0.013 L=100.0' S=0.0915'f Capacity--10.78 cfs Outflow-3.73 cfs 25,733 cf Reach 2R:C132 TO DMH1 Avg.Flow Depth=0.36' Max Vel=3.88 fps Inflow--0.99 cfs 2,873 cf 12.0" Round Pipe n=0.013 L=20.0' S=0.01007 Capacity=3.56 cfs Outflow=0.98 cfs 2,872 cf ' Reach 3R:CB1 TO DMH1 Avg.Flow Depth=0.42' Max Vel=4.19 fps Inflow--1.31 cfs 4,196 cf 12.0" Round Pipe n=0.013 L=12.0' S=0.0100 T Capacity=3.56 cfs Outflow=1.31 cfs 4,196 cf Reach 4R: DMH1 TO DMH2 Avg.Flow Depth=0.31' Max Vef=10.68 fps Inflow=2.23 cis 7,069 cf ' 12.0' Round Pipe n=0.013 L=29.0' S=0.0886f Capacity=10.61 cfs Outflow=2.23 cfs 7,068 cf Reach 5R: DMH2 TO DMH3 Avg.Flow Depth=0.32' Max Vel=10.14 fps Inflow=2.23 cfs 7,068 cf ' 12.0' Round Pipe n=0.013 L=32.0' S=0.0766'f Capacity=9.86 cfs Outflow=2.22 cN 7,068 cf 1 ' POST-DEVELOPMENT ANALYSIS Type III 24-hr 100 YR RainfalF--7.20" Prepared by TTI ENVIRONMENTAL INC. Printed 813112016 ' HydroCADO 10.00-16 stn 08795 ©2015 HydroCAD Software Solutions LLC Pace 2 Reach 6R: DMH3 TO DMH4 Avg.Flow Depth=0.32' Max Vel=10.33 fps Inflow=2.22 cfs 7,068 cf 12.0" Round Pipe n=0.013 L=31.0' S=0.08067 Capacity=10.12 cfs Outflow=2.22 cfs 7,068 cf ' Reach 7R: DMH4 TO DMH5 Avg.Flow Depth=0.31' Max Vel=10.54 fps Inflow=2.22 cfs 7,068 cf 12.0" Round Pipe n=0.013 L=41.0' S=0.0854'( Capacity-10.41 cfs Outflow=2.22 cfs 7,067 cf ' Reach 8R:C84 TO DMH5 Avg.Flow Depth=0.23' Max Vel=6.47 fps Inflow=0.90 cfs 2,595 d 12.0" Round Pipe n=0.013 L=20.0' S=0.04507 Capacity=7.56 cfs Out6ow=0.90 cfs 2,595 cf ' Reach 9R:CB3 TO DMH5 Avg.Flow Depth=0.26' Max Vel=7.29 fps Inflow=1.20 cfs 3,587 cf 12.0" Round Pipe n=0.013 L=12.0' S=0.05007 Capacity=7.97cfs Outflow=1.20cfs 3,587 cf ' Reach 101R: DMH5 TO DMH6 Avg.Flow Depth=0.45' Max Vel=12.46 fps Inflow--4.24 cfs 13,250 cf 12.0" Round Pipe n=0.013 L=30.0' S=0.08337 Capacity=10.28 cfs Outflow=4.23 cfs 13,249 cf Reach 11 R: DMH6 TO DMH7 Avg.Flow Depth=0.41' Max Vel=13.98 fps Inflow,4.23 cfs 13,249 cf ' 12.0" Round Pipe n=0.013 L=43.0' S=0.1140'f Capacity=12.03 cfs Outflow=4.23 cfs 13,249 cf Reach 12R: DMH7 TO DMHB Avg.Flow Depth=0.39' Max Vel=14.92 fps Infloyr4.23 cfs 13,249 cf ' 12.0" Round Pipe n=0.013 L=44.0' S=0.13647 Capacity=13.16 cfs Outflow--4.23 cfs 13,248 cf Reach 13R: DMH8 TO DMH9 Avg.Flow Depth=0.83' Max Vel=6.33 fps Inflow=6.36 cfs 20,211 cf 18.0" Round Pipe n=0.013 L=210.0' S=0.0105 P Capacity=10.75 cfs Outflow=6.33 cfs 20,201 cf ' Reach 14R: DMH9 TO FES1 Avg.Flow Depth=0.48' Max Vel=13.05 fps Inflow=6.33 cfs 20,201 cf 18.0" Round Pipe n=0.013 L=108.0' S=0.0750'( Capacity=28.77 cfs Outflow=6.32 cfs 20,199 cf ' Reach 15R: DMI-110 TO DMH11 Avg.Flow Depth=0.00' Max Vel=0.00 fps 12.0" Round Pipe n=0.013 L=22.0' S=0.14777 Capacity--13.69 cfs Outflow=0.00 cfs 0 of Reach 16R: DMH11 TO DMH12 Avg.Flow Depth=0.00' Max Vel=0.00 fps 12.0" Round Pipe n=0.013 L=94.0' S=0.0176'( Capacity--4.72 cfs Outflow--0.00 cfs 0 cf Reach 17R: DMH12 TO DMH13 Avg.Flow Depth=0.39' Max Vel=12.99 fps Inflow=3.73 cfs 25,733 cf ' 12.0" Round Pipe n=0.013 L=43.0' S=0.1023'( Capacity=11.40 cfs Outflow=3.73 cfs 25,732 cf Reach 1811: DMH13 TO DMH14 Avg.Flow Depth=0.54' Max Vel=8.69 fps Inflow--3.73 cfs 25,732 cf ' 12.0° Round Pipe n=0.013 L=26.0' S=0.0346'( Capacity=6.63 cfs Outflow=3.73 cfs 25,731 cf Pond 1 P: BASIN Peak Elev-47.59' Storage=11,424 cf Inflow-9.33 cfs 29,504 cf Outflow--3.73 cfs 25,737 cf ' Pond 2P: Roof Infiltrator Peak Elev--0.00' Storage=0 cf ' Link DPI: OFFSITE Inflow--0.76 cfs 2,458 cf Primary--0.76 cfs 2,458 cf ' Link DP2: OFFSITE Inflow=1.25 cfs 3,518 cf Primary--l.25 cfs 3,518 cf ' Link DP3: OFFSITE Inflow--1.45 cfs 4,775 cf Primary-1.45 cfs 4,775 cf 1 POST-DEVELOPMENT ANALYSIS Type Ill 24-hr 100 YR Rainfall=7.20" , Prepared by TTI ENVIRONMENTAL INC. Printed 813112016 HydroCAD®10.00-16 stn 08795 ©2015 HydroCAD Software Solutions LLC Page 3 ' Link DP4:OFFSITE Inflow--5.29 cls 36,425 cf Primary=-5.29 cfs 36,425 cf ' Link TOTAL: TOTAL OFFSITE Inflow=8.52 cls 47,176 cf Primary=8.52 cfs 47,176 cf ' Total Runoff Area=148,423 sf Runoff Volume=50,966 cf Average Runoff Depth=4.12" 68.04%Pervious=100,993 sf 31.96%Impervious=47,430 sf 1 t 1 ' POST-DEVELOPMENT ANALYSIS Type III 24-hr 100 YR Rainfalr7.20" Prepared by TTI ENVIRONMENTAL INC. Printed 8/3112016 ' HydroCAD010.00-16 sln 08795 ©2015 HvdroCAD Software Solutions LLC Page 4 Summary for Subcatchment Pt:TO CB2 ' Runoff = 0.99 cfs @ 12.05 hrs, Volume= 2,873 cf, Depth> 5.33' Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-24.00 hrs,dt=0.01 his ' Type III 24-hr 100 YR Rainfall=7.20" Area(sf) CN Description ' 0 58 Woods/grass comb.,Good, HSG B 2,466 61 >75%Grass cover,Good,HSG B 3,335 98 Paved roads w/curbs&sewers, HSG B 670 98 Paved parking, HSG A ' 6,471 84 Weighted Average 2,466 38.11%Pervious Area 4,005 61.89%Impervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.0 40 0.0600 0.22 Sheet Flow,Sheet Flow t Grass: Short n=0.150 P2=3.20' 0.6 139 0.0314 3.60 Shallow Concentrated Flow,Shallow Concentrated Flow Paved Kv=20.3 fps ' 3.6 179 Total Subcatchment P1: TO C62 ' Hydrograph ' — — — 0.99 cfs 12.05 hrs ; ' Rurioff=0;99 cfs @ 12.05 hrs Type III 24-hr 100 YR 14ainfall=7.20" ' Runoff Area=6471 sf I Runoff Volume=2,873 cf Runoff Depth>5.33 LL Flow Length=179' Tc=3.6 min CN=84 ; 0 . 0 1 2 3 4 5 8 7 ii 9 10 11 12 13 14 15 18 17 18 19 20 21 22 23 24 ' Time (hours) 1 1 POST-DEVELOPMENT ANALYSIS Type III 24-hr 100 YR Rainfall=7.20" Prepared by TTI ENVIRONMENTAL INC. Printed 813112016 HydroCAD®10.00-16 sln 08795 ©2015 HydroCAD Software Solutions LLC Page 5 Summary for Subcatchment P10: TO OFFSITE Runoff = 1.25 cfs @ 12.05 hrs, Volume= 3,518 cf, Depth> 3.05" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-24.00 hrs,dt=0.01 hrs Type III 24-hr 100 YR Rainfall=7.20" ' Area(so CN Description 7,066 58 Woods/grass comb.,Good,HSG B 5,495 61 >75%Grass cover,Good,HSG B t 1,282 98 Roofs,HSG B 13,843 63 Weighted Average 12,561 90.74%Pervious Area ' 1,282 9.26%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (fflft) (ft/sec) (cls) ' 2.4 50 0.1600 0.34 Sheet Flow,Sheet Flow Grass:Short n=0.150 P2=3.20' 0.7 119 0.1597 2.80 Shallow Concentrated Flow,Shallow Concentrated Flow ' Short Grass Pasture Kv=7.0 fps 3.1 169 Total Subcatchment P10:TO OFFSITE ' Hydrograph ' ®Runoff 1.25 cfs Ca 12.05 hrs Runoff=1.25 cfs @ 12.05 hrs Type III 24-hr 100'YRRainfall=7.20" Runoff Area=13,843 sf Runoff Volume=3,518 cf Runoff Depth>3.05" ; LL Flow Length=169' ! ' Tc=3.1 min CN 63 1 0 0 1 2 3 4 5 6 7 6 9 10 11 12 13 14 15 16 17 16 19 20 21 22 23 24 Time (hours) 1 POST-DEVELOPMENT ANALYSIS Type III 24-hr 100 YR Rainfall=7.206 Prepared by TTI ENVIRONMENTAL INC. Printed 8/31/2016 HydroCAD@ 10.00-16 s/n 08795 @ 2015 HydroCAD Software Solutions LLC Page 6 Summary for Subcatchment P11: TO BASIN Runoff = 3.22 cfs @ 12.06 hrs, Volume= 9,306 cf, Depth> 3.78" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-24.00 hrs,dt=0.01 hrs Type III 24-hr 100 YR Rainfall=7.20" Area(sf) CN Description ' 16,598 61 >75%Grass cover, Good,HSG B 5,361 58 Woods/grass comb.,Good,HSG B 551 86 Woods/grass comb.,Poor, HSG D 3,862 98 Water Surface,HSG B t 1,114 98 Driveways,HSG B 2,038 98 Roofs, HSG B 29,524 70 Weighted Average 22,510 76.24%Pervious Area 7,014 23.76%Impervious Area Tc Length Slope Velocity Capacity Description ' (min) (feet) (ft/ft) (ft/sec) (cfs) 3.6 50 0.0600 0.23 Sheet Flow,Sheet Flow Grass:Short n=0.150 P2=3.20' 0.5 100 0.2700 3.64 Shallow Concentrated Flow,Shallow Concentrated Flow Short Grass Pasture Kv=7.0 fps 4.1 150 Total ' Subcatchment P11: TO BASIN Hydrograph m Runafl 3.22 cfs @ 12.06 hrs Runoff=3'.22 cfs @. 1.2.06.hrs 71 3- Typ6 III 24-hr 100 YR Rainfall=7.20" Runoff Area=29,524 sf i ; Runoff Volume=91306 cf ; Runoff Depth>3.78". ; ' LL Flow Length=150' Tc=4.1 min _ _ _ _f .. _I _ f 1 CN=70 ot 0 1 2 3 4 5 6 7 9 9 10 11 12 13 14 15 16 17 iB 19 20 21 22 23 24 Time (hours) POST-DEVELOPMENT ANALYSIS Type 11124-hr 100 YR Rainfall=7.20* Prepared by TTI ENVIRONMENTAL INC. Printed 813112016 HydroCAD010.00-16 s/n 08795 02015 HydroCAD Software Solutions LLC Pace 7 Summary for Subcatchment P2: TO CB1 Runoff = 1.31 cfs @ 12.09 hrs, Volume= 4,196 cf, Depth> 5.21" ' Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-24.00 hrs,dt=0.01 hrs Type III 24-hr 100 YR Rainfall=7.20" _ Area(sf) CN Description 3,865 61 >75%Grass cover,Good,HSG B 3,707 98 Paved roads w/curbs&sewers, HSG B ' ' 1,396 98 Driveways,HSG B 695 98 Roofs,HSG B 9,663 83 Weighted Average ' 3,865 40.00%Pervious Area 5,798 60.00%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ftlft) (ft/sec) (cfs) 3.6 50 0.0600 0.23 Sheet Flow,Sheet Flow Grass:Short n=0.150 P2=3.20" 2.8 175 0.0223 1.05 Shallow Concentrated Flow,Shallow Concentrated Flow Short Grass Pasture Kv=7.0 fps 6.4 225 Total Subcatchment P2: TO CB1 Hydrograph ' 1.31 cfs Cc 12.09 hrs Runoff=1,.31 cfs @ 12.09 hrs (' Type III 24-hr 1 , 100 YR Rainfall=7.20"--- - Runoff Area=9,663 sf Runoff Volume=4,196 cf Runoff Depth>5.21" ; LL Flow Len' th=225' Tc=6.4 min CN=83 1 ; ' ; 1 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) i 1 ' POST-DEVELOPMENT ANALYSIS Type 11124-hr 100 YR Rainfall=7.20" Prepared by TTI ENVIRONMENTAL INC. Printed 813112016 HydroCAD®10.00-16 sln 08795 @ 2015 HydroCAD Software Solutions LLC Page 8 Summary for Subcatchment P3: TO CB4 Runoff = 0.90 cfs @ 12.05 hrs, Volume= 2,595 cf, Depth> 5.44" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-24.00 hrs,dt=0.01 his Type III 24-hr 100 YR Rainfall=7.20" Area(so CN Description 1,966 61 >75%Grass cover,Good,HSG B 1,681 98 Paved roads wlcurbs 8 sewers,HSG B ' 1,128 98 Driveways,HSG B 948 98 Roofs,HSG B 5,723 85 Weighted Average 1,966 34.35%Pervious Area 3,757 65.65%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) Wit) (ft/sec) (cfs) 3.1 50 0.0900 0.27 Sheet Flow,Sheet Flow Grass:Short n=0.150 P2=3.20' 0.2 91 0.1013 6.46 Shallow Concentrated Flow,Shallow Concentrated Flow Paved Kv=20.3 fps 3.3 141 Total Subcatchment P3: TO CB4 Hydrograph ----------- ---- ©Runofr 0.90 cfs Ca 12.05 hrs Ru6off=0;90 cfs @ 12.05 hrs Type III 24-hr ; 100 YR Rainfall=7.20" t Runoff Area=5,723 sf ; Runoff Volume=2,595 cf ; Runoff Depth>5.44"' LL Flow Length=141' Tc=3.3 min CN=85 , a 0 1 2 3 4 5 6 7 B 4-70 11 12 13 14 15 is 17 19 19 20 21 22 23 24 Time (hours) r POST-DEVELOPMENT ANALYSIS Type III 24-hr 100 YR Rainfa11=7.20" r Prepared by TTI ENVIRONMENTAL INC. Printed 8/31/2016 HydroCAD®10.0D-16 sln 08795 ©2015 HvdroCAD Software Solutions LLC Page 9 r Summary for Subcatchment P4:TO CB3 Runoff = 1.20 cfs @ 12.05 hrs, Volume= 3,587 cf, Depth> 5.78" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-24.00 his,dt=0.01 hrs Type III 24-hr 100 YR Rainfa11=7.20" Area(so CN Description 2,101 61 >75%Grass cover,Good, HSG B 0 98 Paved roads wlcurbs&sewers,HSG B r ' 2,616 98 Driveways,HSG B 2,725 98 Roofs, HSG B 7,442 88 Weighted Average 2,101 28.23%Pervious Area 5,341 71.77%Impervious Area Tc Length Slope Velocity Capacity Description r _(min) (feet) (fflft) (ft/sec) (cfs) 3.5 50 0.0660 0.24 Sheet Flow,Sheet Flow Grass:Short n=0.150 P2=3.20" r 0.3 108 0.0854 5.93 Shallow Concentrated Flow,Shallow Concentrated Flow Paved Kv=20.3 fps 3.8 158 Total Subcatchment P4: TO CB3 r Hydrograph r _ ®RunoB 1.20 cfs Co 12.05 hrs Runoff=1.20 cfs @ 12.05 hrs I Type_III 24-hr r ' 100 YR Rainfall=7.20" Runoff Area=7,,442 sf r v Runoff Volume=3,587 cf ; Runoff Depth>5.78 e ; LL Flow Length=158' Tc=3.8 min CN=88 ' 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) r r ' POST-DEVELOPMENT ANALYSIS Type III 24-hr 100 YR Rainfall--7.20" Prepared by TTI ENVIRONMENTAL INC. Printed 813112016 HydroCAD®10.00-16 sln 08795 @2015 HydroCAD Software Solutions LLC Page 10 Summary for Subcatchment P5:TO CB6 ' Runoff = 1.52 cfs @ 12.09 hrs, Volume= 4,663 cf, Depth> 3.89" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-24.00 hrs,dt=0.01 hrs Type III 24-hr 100 YR Rainfall=7.20" ' Area(so CN Description ' 10,654 61 >75%Grass cover, Good,HSG B 0 58 Woods/grass comb.,Good, HSG B 1,999 98 Paved roads wlcurbs&sewers, HSG B 948 98 Roofs,HSG B ' 790 98 Driveways,HSG B 14,391 71 Weighted Average 10,654 74.03%Pervious Area ' 3,737 25.97%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (fUft) (fVsec) (cfs) 4.8 50 0.0300 0.17 Sheet Flow,Sheet Flow Grass:Short n=0.150 P2=3.20' 0.6 103 0.1699 2.89 Shallow Concentrated Flow,Shallow Concentrated Flow Short Grass Pasture Kv=7A fps 0.4 129 0.0755 5.58 Shallow Concentrated Flow,Shallow Concentrated Flow Paved Kv=20.3 fps 5.8 282 Total ' Subcatchment P5: TO CB6 Hydrogreph ©Runoff 1.52 cfs @ 12.09 hrs Rurioff=1:.52 cfs @ 12.09 hrs ' Type III 24-hr ' I I 100 YR Rainfall=7.20" ' Rurioff Aiea-1.4,391, f I Runoff Volume=4,663 cf u Runoff 13epth>3.89 ; p I I LL Flow Length=282' Tc=5.8 min CN=71 , I I ; I I i I , 0 0 1 2 3 4 5 1'6-11 12 13 14 15 18 17 1e 19 20 21 22 23 24 ' Time (hours) POST-DEVELOPMENT ANALYSIS Type 11124-hr 100 YR Rainfall=7.20" , Prepared by TTI ENVIRONMENTAL INC. Printed 813112016 HydroCAD@ 10.00-16 sln 08795 @2015 HydroCAD Software Solutions LLC Page 11 Summary for Subcatchment P6: TO CB5 Runoff = 0.68 cfs @ 12.11 hrs, Volume= 2,301 cf, Depth> 5.44" ' Runoff by SCS TR-20 method, UH=SCS,Weighted-CN,Time Span=0.00-24.00 hrs,dt=0.01 hrs Type III 24-hr 100 YR Rainfall=7.20' ' Area(so CN Description 1,772 61 >75%Grass cover,Good,HSG B ' 1,969 98 Paved roads wlcurbs 8 sewers,HSG B 826 98 Driveways, HSG B 511 98 Roofs, HSG B 5,078 85 Weighted Average 1,772 34.90%Pervious Area 3,306 65.10%Impervious Area Tc Length Slope Velocity Capacity Description , (min) (feet) (ft/ft) (ftlsec) (cfs) 7.4 50 0.0100 0.11 Sheet Flow,Sheet Flow Grass:Short n=0.150 P2=3.20" ' 0.4 147 0.0903 6.10 Shallow Concentrated Flow,Shallow Concentrated Flow Paved Kv=20.3 fps 7.8 197 Total ' Subcatchment P6: TO CB5 Hydrograph ' 0.75: - -._ • --. . . ®RunoR 0.7 0.68 cfs Cc 12.11 hrs oss Runoff=0.68 cfs @ 12.11 hrs „ ' ' o.a Type III 24-hr 0.55 1WYR Rainfall=7.20" os-, .Runoff Area=5,078 sf ' 0.45 Runoff Volume=2,301 .cf 0.4 Runoff Depth>5.44" ' LL 0.35 Flow Length=197' ' 0.3 0.25- Tc=7.8 min o.z CN=85 ' 0.15- 0.05-'' 0-, 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 18 17 19 19 20 21 22 23 24 nme (hows) ' POST-DEVELOPMENT ANALYSIS Type 11124-hr 100 YR Rainfall=7.20" Prepared by TTI ENVIRONMENTAL INC. Printed 8/31/2016 HydrI 10.00-16 s/n 08795 @ 2015 HydrI Software Solutions LLC Page 12 Summary for Subcatchment P7: TO OFFSITE ' Runoff = 1.45 cfs @ 12.11 hrs, Volume= 4,775 cf, Depth> 4.32" Runoff by SCS TR-20 method, UH=SCS,Weighted-CN,Time Span=0.00-24.00 hrs,dt=0.01 hrs Type III 24-hr 100 YR Rainfall=7.20' Area(so CN Description 8,223 61 >75%Grass cover,Good,HSG 8 605 86 Woods/grass comb., Poor, HSG D 1,954 98 Paved roads w/curbs&sewers, HSG B 1,673 98 Driveways,HSG B ' 809 98 Roofs,HSG B 13,264 75 Weighted Average 8,828 66.56%Pervious Area ' 4,436 33.44%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.4 15 0.0100 0.71 Sheet Flow,Sheet Flow Smooth surfaces n=0.011 P2=3.20' 5.6 35 0.0100 0.10 Sheet Flow,flow over grass ' Grass:Short n=0.150 P2=3.20' 1.8 148 0.0400 1.40 Shallow Concentrated Flow,Shallow Concentrated Flow Short Grass Pasture Kv=7.0 fps 7.8 198 Total i Subcatchment P7: TO OFFSITE Hydrograph m RunoR 1.45 cfs @ 12.11 hrs Runoff=1'.45 cfs @ 12.11 hrs Type III 24-hr , 100 YR Rainfall=7.20" Runoff Area=13,264 sf- Run off Volume=4,775 cf Runoff Depth>4.32'1 ; a Flow Len9th=198' Tc=7.8 min CN=75 0- 0 1 2 3 4 5 6 7 6 8 10 11 12 13 14 15 16 17 16 19 20 21 22 23 24 ' Time (hours) POST-DEVELOPMENT ANALYSIS Type///24-hr 100 YR Rainfall=7.20" Prepared by TTI ENVIRONMENTAL INC. Printed 8131/2016 HydroCAD®10.00-16 stn 08795 @2015 HydroCAD Software Solutions LLC Page 13 Summary for Subcatchment P8:TO OFFSITE Runoff = 3.55 cfs @ 12.08 hrs, Volume= 10,695 cf, Depth> 3.89" ' Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00.24.00 hrs,dt=0.01 hrs Type III 24-hr 100 YR Rainfall=7.20" Area(so CN Description 24,252 61 >75%Grass cover, Good, HSG B 2,616 98 Driveways, HSG B EX t 2,093 98 Driveways, HSG B PR 2,725 98 Roofs,HSG B EX 1,320 98 Roofs,HSG B PR ' 33,006 71 Weighted Average 24,252 73.48%Pervious Area 8,754 26.52%Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (fUft) (fUsec) (cfs) 4.3 50 0.0400 0.20 Sheet Flow,Sheet Flow ' Grass:Short n=0.150 P2=3.20" 0.7 170 0.3500 4.14 Shallow Concentrated Flow,Shallow Concentrated Flow Short Grass Pasture Kv=7.0 fps ' 0.3 100 0.0556 4.79 Shallow Concentrated Flow,Shallow Concentrated Flow Paved Kv=20.3 fps 5.3 320 Total Subcatchment P8: TO OFFSITE ' Hydrograph 3.55 cfs @ 12.08 hrs Runoff=3;55 cfs @ 12.08 hrs , 1 Type-111 24-hr 3- 100 YR Rainfall=7.20" Runoff Area=33,006 sf Run ' off Volume=10,695 cf ' -- 2 Runoff Depth>3.89"' LL Flow Length=320' Tc=5.3 min CN=71 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 1 ' POST-DEVELOPMENT ANALYSIS Type 11114-hr 100 YR Rainfafl=-7.20" Prepared by TTI ENVIRONMENTAL INC. Printed 813112016 tHydroCAD®10.00-16 stn 08795 @2015 HydroCAD Software Solutions LLC Page 14 Summary for Subcatchment P9: TO OFFSITE ' Runoff = 0.76 cfs @ 12.10 hrs, Volume= 2,458 cf, Depth> 2.94" Runoff by SCS TR-20 method,UH=SCS,Weighted-CN,Time Span=0.00-24.00 hrs,dt=0.01 hrs ' Type III 24-hr 100 YR Rainfall=7.20" Area(sf) CN Description ' 5,317 58 Woods/grass comb.,Good, HSG B 957 86 Woods/grass comb.,Poor, HSG D 3,744 61 >75%Grass cover,Good, HSG B 10,018 62 Weighted Average ' 10,018 100.00%Pervious Area Tc Length Slope Velocity Capacity Description ' (min) (feet) (ft/ft) (ft/sec) (cfs) 6.2 50 0.0400 0.13 Sheet Flow,Sheet Flow Grass:Dense n=0.240 P2=3.20" 0.7 97 0.1237 2.46 Shallow Concentrated Flow,Shallow Concentrated Flow Short Grass Pasture Kv=7.0 fps 6.9 147 Total ' Subcatchment P9: TO OFFSITE Hydrograph o.e 0.76 cfs 12.10 hrs 0.76 Runoff=0.76.cfs @ 12.1.0 hrs 0.7 _Typ'e-III 24-hr- -=--;---------- i ----:-----I ;- ----�-- --;-- 0.66 os 1001 Y R-Ra i nfa 11=7.20 ~ i -_ 0.55: Runoff Area=10 018 sf_ ' 0.5 Runoff Volume=2;458 Cf - - ---- ---` - -- o.as ' Runoff-Depth>.2.94'!--- t 0.25 - , _-- gth=147' ' 0.35 Flow Len -- ---;-- --- ,---- - Tc=6.9.m'in - ' 0.2 CN=62 ; - - - .-- -, --- --- ---- ---r----r ---T -- - 0.15 0.1 0.05 ' ' - - - - U- - - - - 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (houra) t POST-DEVELOPMENT ANALYSIS Type III 24-hr 100 YR Rainfall-7.20" ' Prepared by TTI ENVIRONMENTAL INC. Printed 8/3112016 HydroCAD@ 10.00-16 s/n 08795 @2015 HydroCAD Software Solutions LLC Page 15 ' Summary for Reach 1R: OCS TO DMH10 [52]Hint: Inlet/Ouflet conditions not evaluated ' [79[Warning:Submerged Pond 1 P Primary device#1 OUTLET by 0.06' Inflow Area= 78,292 sf, 42.10%Impervious, Inflow Depth> 3.94" for 100 YR event ' Inflow = 3.73 cfs @ 12.33 hrs, Volume= 25,737 cf Outflow = 3.73 cfs @ 12.33 hrs, Volume= 25,733 cf, Atten=0%, Lag=0.2 min Routing by Stor-Ind+Trans method,Time Span=0.00-24.00 hrs,dt=0.01 hrs , Max.Velocity= 12.47 fps, Min.Travel Time=0.1 min Avg.Velocity=6.04 fps, Avg.Travel Time=0.3 min Peak Storage=30 cf @ 12.33 hrs ' Average Depth at Peak Storage=0.41' Bank-Full Depth=1.00' Flow Area=0.8 sf, Capacity= 10.78 cfs 12.0" Round Pipe ' n=0.013 Corrugated PE,smooth interior Length=100.0' Slope=0.0915'f ' Inlet Invert=41.65', Outlet Invert=32.50' 1 1 1 POST-DEVELOPMENT ANALYSIS Type 11124-hr 100 YR Rainfall=7.20" Prepared by TTI ENVIRONMENTAL INC. Printed 813112016 HydroCAD®10.00-16 stn 08795 @2015 HydroCAD Software Soldons LLC Page 16 Reach 1R: OCS TO DMH10 ' 1 H dro raph' ®Inflow ° 3.73 cfs 12.33 hrs o outflow Irifldw Area=78,292 016w=3.13 cfs,@ 12.33 hrs ' Outflow=3:73-cfs @-12.-33 firs ' 3 Avg: Flow'Depth=0.41' ; Max'Vel=12.47 fps 12.0 ; Round Pipe LL 2 6=0.013 L=100.0' 1 - .----;----- C S=0 0915 '/' 1 apacity=�10.781cfs 1 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 ' Time (houm) 1 t I 1 POST-DEVELOPMENT ANALYSIS Type 11124-hr 100 YR Rainfall--7.20" , Prepared by TTI ENVIRONMENTAL INC. Printed 8/31/2016 HydroCAD®10.00-16 s/n 08795 @2015 HydroCAD Software Solutions LLC Page 17 ' Summary for Reach 2R: C132 TO DMH1 [52]Hint: Inlet/Outlet conditions not evaluated t Inflow Area= 6,471 sf, 61.89% Impervious, Inflow Depth> 5.33" for 100 YR event Inflow = 0.99 cfs @ 12.05 hrs, Volume= 2,873 cf ' Outflow = 0.98 cfs @ 12.06 hrs, Volume= 2,872 cf, Atten=0%, Lag=0.1 min Routing by Stor-Ind+Trans method,Time Span=0.00-24.00 firs,dt=0.01 firs Max.Velocity=3.88 fps, Min.Travel Time=0.1 min ' Avg.Velocity= 1.27 fps, Avg.Travel Time=0.3 min Peak Storage=5 cf @ 12.05 firs ' Average Depth at Peak Storage=0.36' Bank-Full Depth=1.00' Flow Area=0.8 sf, Capacity=3.56 cfs 12.0' Round Pipe ' n=0.013 Corrugated PE,smooth interior Length=20.0' Slope=0.0100T Inlet Invert=84.81', Outlet Invert=84.61' ' 9 1 Reach 2R: C1132 TO DMH1 ' Hydrograph ' OlnBmv mOutllaw Inflow Area=6,471 0.98 cfs 12.06 hrs Infl6w=0.99 cfs' 12'05 hrs Outflow-4.98 cfs @ 12.06 h ; Avg: Flow,Depth=0.36' Max'Vel=3.88 fps 12.0" ; Round Pipe ; LL n=0.013 ; L=20.0' ; S=o bi 00 ' Capacity=3.56 cfs I 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) ' 1 ' POST-DEVELOPMENT ANALYSIS Type///24-hr 100 YR Rainfall=7.20' Prepared by TTI ENVIRONMENTAL INC. Printed 813112016 ' HydroCAD®10.00.16 s/n 08795 @2015 HydroCAD Software Solutions LLC Page 18 Summary for Reach 3R: C61 TO DMH1 ' [52]Hint: InletfOuttet conditions not evaluated Inflow Area= 9,663 sf, 60.00% Impervious, Inflow Depth > 5.21" for 100 YR event ' Inflow = 1.31 ds @ 12.09 hrs, Volume= 4,196 cf Outflow = 1.31 cis @ 12.09 hrs, Volume= 4,196 cf, Atten=0%, Lag=0.1 min Routing by Stor-Ind+Trans method,Time Span=0.00.24.00 hrs,dt=0.01 hrs ' Max.Velocity=4.19 fps, Min.Travel Time=0.0 min Avg.Velocity= 1.43 fps, Avg.Travel Time=0.1 min ' Peak Storage=4 cf @ 12.09 hrs Average Depth at Peak Storage=0.42' Bank-Full Depth=1.00' Flow Area=0.8 sf, Capacity=3.56 cfs 12.0" Round Pipe n=0.013 Corrugated PE,smooth interior Length= 12.0' Slope=0.01007 Inlet Invert=84.09', Outlet Invert=83.97' ' Reach 3R: CB1 TO DMH1 1 Hydrograph Fe Influx m Outflow ' 1.31 cfs 12.09 hrs Inflow Area=9,663 ' Irifl6w=1.31 cfs,@ 12;09 hrs Outflow=1.31 cfs @-12,09 h t Avg. Flow,Depth=0.42' Max;Vel=4.19 fps 12.0 ' ' 3 Round Pipe ; $ n=0.013 L-12.0' ' S7 .0100 /' Capacity=3.56 cfs 1 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 ' Time (hours) POST-DEVELOPMENT ANALYSIS Type III 24-hr 100 YR Rainfall-7.20" , Prepared by TTI ENVIRONMENTAL INC. Printed 8/3112016 HydroCAD010.00-16 s/n 08795 @2015 HydroCAD Software Solutions LLC PaOe 19 ' Summary for Reach 4R: DMH1 TO DMH2 [52]Hint:Inlet/Outlet conditions not evaluated ' [61]Hint:Exceeded Reach 3R outlet invert by 0.21'@ 12.07 hrs Inflow Area= 16,134 sf, 60.76% Impervious, Inflow Depth> 5.26" for 100 YR event ' Inflow = 2.23 cfs @ 12.07 hrs, Volume= 7,069 of Outflow = 2.23 cfs @ 12.08 hrs, Volume= 7,068 cf, Atten=0%, Lag=0.1 min Routing by Stor-Ind+Trans method,Time Span=0.00-24.00 hrs,dt=0.01 hrs ' Max. Velocity=10.68 fps, Min.Travel Time=0.0 min Avg.Velocity=3.57 fps, Avg.Travel Time=0.1 min Peak Storage=6 cf @ 12.07 hrs ' Average Depth at Peak Storage=0.31' Bank-Full Depth= 1.00' Flow Area=0.8 sf, Capacity= 10.61 cfs 12.0" Round Pipe ' n=0.013 Corrugated PE,smooth interior Length=29.0' Slope=0.0886? ' Inlet Invert=83.87', Outlet Invert=81.30' 1 1 t I ' POST-DEVELOPMENT ANALYSIS Type///24-hr 100 YR Rainfall=7.20" Prepared by TTI ENVIRONMENTAL INC. Printed 813112016 ' HydroCAD®10.00.16 s/n 08795 02015 HydroCAD Software Solutions LLC PaOe 20 Reach 4R: DMH1 TO DMH2 ' Hydrograph 1 , ®Inflow m Outflow Inflow Area=16,13 2.23 cfs 12.08 hrs . - rda= ,— ' Inflow=2.23 cfs @ 12;07 hrs 2- Outflow=2.23 cfs @ 12.08 h rs ' Avg: Flow,Depth=0.31 ' ; Mai Vel=10.68 fps 12.0.. ; Round Pipe_ -------- ------- n--O.'013 ---: -------- n`-0:013 ; L=29.0' ' S'=0;0886 'P Capacity=:10.61 cfs ; 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 ' Time lhoum) I 1 1 POST-DEVELOPMENT ANALYSIS Type 11124-hr 100 YR Rainfall=-7.20" ' Prepared by TTI ENVIRONMENTAL INC. Printed 8131/2016 HydroCAD®10.00-16 s/n 08795 @ 2015 HydroCAD Software Solutions LLC Page 21 ' Summary for Reach 5R: DMH2 TO DMH3 [52]Hint: Inlet/Outlet conditions not evaluated ' [61]Hint: Exceeded Reach 4R outlet invert by 0.22'@ 12.08 hrs Inflow Area= 16,134 sf, 60.76% Impervious, Inflow Depth> 5.26" for 100 YR event ' Inflow = 2.23 cfs @ 12.08 hrs, Volume= 7,068 cf Outflow = 2.22 cfs @ 12.08 hrs, Volume= 7,068 cf, Atten=0%, Lag=0.1 min Routing by Stor-Ind+Trans method,Time Span=0.00-24.00 hrs,dt=0.01 hrs Max.Velocity= 10.14 fps, Min.Travel Time=0.1 min Avg.Velocity=3.39 fps, Avg.Travel Time=0.2 min Peak Storage=7 cf @ 12.08 hrs ' Average Depth at Peak Storage=0.32' Bank-Full Depth=1.00' Flow Area=0.8 sf, Capacity=9.86 cfs 12.0" Round Pipe ' n=0.013 Corrugated PE,smooth interior Length=32.0' Slope=0.0766 T ' Inlet Invert=81.20', Outlet Invert=78.75' 1 ' POST-DEVELOPMENT ANALYSIS Type 11124-hr 100 YR Rainfall=7.20" Prepared by TTI ENVIRONMENTAL INC. Printed 813112016 tHydroCAD®10.00-16 sln 08795 ©2015 HydroCAD Software Solutions LLC Page 22 Reach 5R: DMH2 TO DMH3 ' Hydrograph1 , ®Inflow . ' s Outflow ' Inflow Area=16,13 2.22 cfs 12.08 hrs I I 1 -- -- -- - _ - --' Inflow=2.23 cfs @ 12..0 hrs 2 Outflow =2.22 cfs @ 12.08 h I , Avg. Flow,Depth=0.32' ; NlaxVel=70.14 fps 12.0" Round Pipe - -- --- -- ---- n=0:013 L=32.0' ; ' S601'0766 'P Capacity=9.86 cfs I 1 1 I 1 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 ' Time (hours) I � I t POST-DEVELOPMENT ANALYSIS Type///24-hr 100 YR Rainfall=7.20" ' Prepared by TTI ENVIRONMENTAL INC. Printed 813112016 HydroCAD®10.00-16 stn 08795 @2015 HydroCAD Software Solutions LLC Page 23 t Summary for Reach 6R: DMH3 TO DMH4 [52]Hint: Inlet/Outlet conditions not evaluated ' Inflow Area= 16,134 sf, 60.76% Impervious, Inflow Depth> 5.26" for 100 YR event Inflow = 2.22 cfs @ 12.08 hrs, Volume= 7,068 cf ' Outflow = 2.22 cfs @ 12.08 hrs, Volume= 7,068 cf, Atten=0%, Lag=0.1 min Routing by Stor-Ind+Trans method,Time Span=0.00.24.00 hrs,dt=0.01 hrs Max.Velocity= 10.33 fps, Min.Travel Time=0.1 min Avg.Velocity=3.45 fps, Avg.Travel Time=0.1 min Peak Storage=7 cf @ 12.08 hrs ' Average Depth at Peak Storage=0.32' Bank-Full Depth= 1.00' Flow Area=0.8 sf, Capacity= 10.12 cfs 12.0" Round Pipe ' n=0.013 Corrugated PE,smooth interior Length=31.0' Slope=0.0806? Inlet Invert=77.50', Outlet Invert=75.00' ' 9 1 Reach 6R: DMH3 TO DMH4 , Hydrograph ' ■Inflow ®outllow Inflow Area=16,13 2.22cfs 12.08 hrs Inflovv�2.22 cfs @ 12.08 hrs 2 Outflow--2.22 cfs @ 12.08 h Avg. Flow Depth=0.32' ' Max Vel=10.33 fps 12.0„ Round Pipe LL n=0.013 L=31.0' S=0.0806 '/' ' Capacity=10.12 cfs 0 1 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 16 19 20 21 22 23 24 Time (hours) 1 ' POST-DEVELOPMENT ANALYSIS Type///24-hr 100 YR Rainfall=7.20" Prepared by TTI ENVIRONMENTAL INC. Printed 8/31/2016 ' HydroCAD010.00-16 s/n 08795 @2015 HydroCAD Software Solutions LLC Page 24 Summary for Reach 7R: DMH4 TO DMH5 [52]Hint: Inlet/Outlet conditions not evaluated Inflow Area= 16,134 sf, 60.76%Impervious, Inflow Depth > 5.26" for 100 YR event t Inflow = 2.22 cis @ 12.08 hrs, Volume= 7,068 cf Outflow = 2.22 cfs @ 12.08 hrs, Volume= 7,067 cf, Attar=0%, Lag=0.1 min ' Routing by Stor-Ind+Trans method,Time Span=0.00-24.00 hrs,dt=0.01 hrs Max.Velocity= 10.54 fps, Min.Travel Time=0.1 min Avg.Velocity=3.52 fps, Avg.Travel Time=0.2 min ' Peak Storage=9 cf @ 12.08 hrs Average Depth at Peak Storage=0.31' Bank-Full Depth=1.00' Flow Area=0.8 sf, Capacity=10.41 cfs ' 12.0' Round Pipe n=0.013 Corrugated PE,smooth interior Length=41.0' Slope=0.0854? ' Inlet Invert=74.00', Outlet Invert=70.50' ' Reach 7R: DMH4 TO DMH5 • Hydrograph 1 , � Olnflow 0 OUMM Inflow Are a=16,;13 2.22 cfs 12.08 hrs Infl -- - 8-firs- 2- -- ' -- -ow-2.2 2 cfs •@ 12.08 hrs 2 Outflow--2.22 cfs @ 12.08 h t Avg! Flow,Depth=0.31' , Max:Ve1=10.54 fps 12.0' ' a _Round'Pipe- — n=0:013 L=41.0' ; ' S60:0854 'P Capacity=:10.41;cfs ; 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 ' Time (hours) POST-DEVELOPMENT ANALYSIS Type III 24-hr 100 YR Rainfa11=7.20" , Prepared by TTI ENVIRONMENTAL INC. Printed 8/31/2016 HydroCAD®10.00-16 sln 08795 @ 2015 HydroCAD Software Solutions LLC Page 25 , Summary for Reach 8R: C64 TO DMH5 [52]Hint:Inlet/Outlet conditions not evaluated Inflow Area= 5,723 sf, 65.65%Impervious, Inflow Depth > 5.44" for 100 YR event Inflow = 0.90 cfs @ 12.05 hrs, Volume= 2,595 cf ' Outflow = 0.90 cfs @ 12.05 hrs, Volume= 2,595 cf, Ahen=0%, Lag=0.1 min Routing by Stor-Ind+Trans method,Time Span=0.00-24.00 hrs,dt=0.01 his Max.Velocity=6.47 fps, Min.Travel Time=0.1 min ' Avg.Velocity=2.08 fps, Avg.Travel Time=0.2 min Peak Storage=3 cf @ 12.05 hrs ' Average Depth at Peak Storage=0.23' Bank-Full Depth=1.00' Flow Area=0.8 sf, Capacity=7.56 cfs 12.0" Round Pipe t n=0.013 Corrugated PE,smooth interior Length=20.0' Slope=0.0450? Inlet Invert=71.80', Outlet Invert=70.90' ' Reach 8R: CB4 TO DMH5 ' Hydrograph -- -- 1 1 ; ___ _ C InNow ®Outflow Inflow Area=5,723 0.90 cfs 12.05 hrs Inflow--0.90 cfs @ 12.05 hrs ' Outflow--0.90 cfs @ 12.05 h Avg, Flow Depth=0.23' ' Max Vel=6.47 fps Round Pipe , LL n=0.013 L=20.0' S=0.0450 'P ' Capacity=.7.56 cfs 01414 0 1 2 3 4 5 6 7 8 9 10 77 12 13 14 75 16 17 19 19 20 27 22 23 24 Time (hours) ' ' POST-DEVELOPMENT ANALYSIS Type///24-hr 100 YR Rainfall=7.20" Prepared by TTI ENVIRONMENTAL INC. Printed 813112016 ' HydroCAD®10.00-16 sln 08795 @2015 HydroCAD Software Solutions LLC Page 26 Summary for Reach 9R: CB3 TO DMH5 ' [521 Hint: Inletl0utlet conditions not evaluated Inflow Area= 7,442 sf, 71.77%Impervious, Inflow Depth > 5.78" for 100 YR event ' Inflow = 1.20 cfs @ 12.05 hrs, Volume= 3,587 cf Outflow = 1.20 cfs @ 12.06 hrs, Volume= 3,587 cf, Atten=0%, Lag=0.1 min ' Routing by Stor-Ind+Trans method,Time Span=0.00-24.00 hrs,dt=0.01 hrs Max.Velocity=7.29 fps, Min.Travel Time=0.0 min Avg.Velocity=2.34 fps, Avg.Travel Time=0.1 min ' Peak Storage=2 cf @ 12.05 hrs Average Depth at Peak Storage=0.26' Bank-Full Depth= 1.00' Flow Area=0.8 sf, Capacity=7.97 cfs ' 12.0" Round Pipe n=0.013 Corrugated PE,smooth interior Length= 12.0' Slope=0.0500'f ' Inlet Invert=71.50', Outlet Invert=70.90' ' Reach 9R: CB3 TO DMH5 Hydrograph f , O Inflow —71 Inflow Area=7,442 1.20 cfs 12.06 hrs ©oumow Iriflow=1.20 ---- 12.05 hrs -------- Outflow-1.20 cfs @ 12.06 h ' Avg: Flow,Depth=0.26' Max:Vel=7.29 fps m 12.0" f RL/MS0 nd Pip LL 7 df ; 0 0 1 2 3 4 5 6 7 a 9 10 11 12 13 14 15 16 17 16 19 20 21 22 23 24 Time (hours) POST-DEVELOPMENT ANALYSIS Type III 24-hr 100 YR Rainfall=7.20' ' Prepared by TTI ENVIRONMENTAL INC. Printed 813112016 HydroCAD010.00-16 stn 08795 @2015 HydroCAD Software Solutions LLC Page 27 Summary for Reach 10R: DMH5 TO DMH6 [52]Hint: Inlet/Outlet conditions not evaluated ' [62]Hint: Exceeded Reach 7R OUTLET depth by 0.04'@ 12.05 hrs Inflow Area= 29,299 sf, 64.51% Impervious, Inflow Depth> 5.43" for 100 YR event ' Inflow = 4.24 cls @ 12.07 hrs, Volume= 13,250 cf Outflow = 4.23 cfs @ 12.07 hrs, Volume= 13,249 cf, Atten=0%, Lag=0.1 min Routing by Stor-Ind+Trans method,Time Span=0.00-24.00 hrs,dl=0.01 hrs ' Max.Velocity= 12.46 fps, Min.Travel Time=0.0 min Avg.Velocity=4.07 fps, Avg.Travel Time=0.1 min Peak Storage=10 cf @ 12.07 hrs ' Average Depth at Peak Storage=0.45' Bank-Full Depth= 1.00' Flow Area=0.8 sf, Capacity= 10.28 cfs 12.0" Round Pipe ' n=0.013 Corrugated PE,smooth interior Length=30.0' Slope=0.0833? Inlet Invert=70.40', Outlet Invert=67.90' ' i i 1 i 1 1 1 ' POST-DEVELOPMENT ANALYSIS Type///14-hr 100 YR Rainfaft7.20" Prepared by TTI ENVIRONMENTAL INC. Printed 8131/2016 ' HydroCAD010.00-16 s/n 08795 @2015 HydroCAD Software Solutions LLC Page 28 Reach 1OR: DMH5 TO DMH6 Hydrograph 1 1 FA 9A rfc nn 12 n ; Fo m _ 4.23 cfs 12.07 hrs 191 ��ow Inflow Area ;29 I ' 4 Inflow=4.24 cfs,@ 12.07 hrs Outflow--4.23 cfs @ 12.07 hrc Avg! Flow;Depth=0.45' - -------------- ----------- Max'Ve1=1,2.46 fps 12.0" ; 'e -V - Round Pipe---; ----,---- i -- , --i- --- -�----;----- -- 2 n=0.013 L=30.0' ; -0'0833 -- -- Capacity=:10.28:cfs 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) , 1 I I 1 POST-DEVELOPMENT ANALYSIS Type//124-hr 100 YR Rainfall=7.20" ' Prepared by TTI ENVIRONMENTAL INC. Printed 8/31/2016 HydroCAD@ 10.00-16 s/n 08795 @2015 HydroCAD Software Solutions LLC Page 29 Summary for Reach 11 R: DMH6 TO DMH7 [52]Hint: Inlet/Outlet conditions not evaluated [61]Hint:Exceeded Reach 1 OR outlet invert by 0.31'@ 12.07 hrs Inflow Area= 29,299 sf, 64.51%Impervious, Inflow Depth > 5.43" for 100 YR event 1 Inflow = 4.23 cfs @ 12.07 hrs, Volume= 13,249 cf Outflow = 4.23 cfs @ 12.07 hrs, Volume= 13,249 cf, Aften=0%, Lag=0.1 min Routing by Stor-Ind+Trans method,Time Span=0.00-24.00 hrs,dt=0.01 hrs Max. Velocity=13.98 fps, Min.Travel Time=0.1 min Avg.Velocity=4.55 fps, Avg.Travel Time=0.2 min Peak Storage= 13 cf @ 12.07 hrs ' Average Depth at Peak Storage=0.41' Bank-Full Depth=1.00' Flow Area=0.8 sf, Capacity= 12.03 cfs 12.0" Round Pipe r n=0.013 Corrugated PE,smooth interior Length=43.0' Slope=0.1140'f Inlet Invert=67.80', Outlet Invert=62.90' ' 1 1 1 I ' POST•DEVELOPMENT ANALYSIS Type///24-hr 100 YR Rainfalk7.20" Prepared by TTI ENVIRONMENTAL INC. Printed 813112016 ' HydroCAD®10.00-16 stn 08795 ©2015 HydroCAD Software Solutions LLC Page 30 Reach 11 R: DMH6 TO DMH7 ' Hydrograph A In m Outflow Inflow Area=29;29 1 4.23cfs Ca 12.07hrs M. __'__;_____;____. ----- -- 4- _-_, __4_ Inflow=4.23 cfs,@ 12;07 hrs j outflow=4.23 cfs @ 12.07 h rc. ' Avg: Flow;Depth=0.41'----1 - ------I ------ ----------- L - 3 Max:Vel=13.98 fps F 12.0" Round-Pipe--- -- 2 n=0:013 L=43.0' ; ' S=01140-'P--- ; Capacity=:12.03.cfs ; 0 0 1 2 3 4 5 6 7 6 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 ' Time (hours) POST-DEVELOPMENT ANALYSIS Type 11124-hr 100 YR Rainfall-7.20" ' Prepared by TTI ENVIRONMENTAL INC. Printed 813112016 HydroCAD010.00-16 s/n 08795 @2015 HydroCAD Software Solutions LLC Page 31 ' Summary for Reach 12R: DMH7 TO DMH8 [521 Hint: Inlet/Outlet conditions not evaluated ' [611 Hint:Exceeded Reach 11R outlet invert by 0.29'@ 12.07 hrs Inflow Area= 29,299 sf, 64.51%Impervious, Inflow Depth> 5.43" for 100 YR event Inflow = 4.23 cfs @ 12.07 hrs, Volume= 13,249 cf Outflow = 4.23 cfs @ 12.07 hrs, Volume= 13,248 cf, Atten=0%, Lag=0.1 min Routing by Stor-Ind+Trans method,Time Span=0.00-24.00 hrs,dt=0.01 hrs ' Max.Velocity= 14.92 fps, Min.Travel Time=0.0 min Avg.Velocity=4.85 fps, Avg.Travel Time=0.2 min Peak Storage= 12 cf @ 12.07 hrs Average Depth at Peak Storage=0.39' Bank-Full Depth= 1.00' Flow Area=0.8 sf, Capacity= 13.16 cfs 12.0" Round Pipe t n=0.013 Corrugated PE,smooth interior Length=44.0' Slope=0.1364f ' Inlet Invert=62.80', Outlet Invert=56.80' 1 1 1 1 ' POST-DEVELOPMENT ANALYSIS Type///24-hr 100 YR Rainfall=7.20" Prepared by TTI ENVIRONMENTAL INC. Printed 8/3112016 HydroCAD®10.00-16 s/n 08795 @2015 HydroCAD Software Solutions LLC Page 32 Reach 12R: DMH7 TO DMH8 ' Hydrograph , _ 4.23 cfs1 12. ' Fm InBow InflowArea-29-29 07hrs FA Douteow Iriflow=4.23 cfs,@ 12.07 hrs Outflow=4.23 cfs @ 12.07 H ; , Avg,. FlowrDepth=0.39'-___J_ _______ 3 Maz Vel=14.92 fps 12.0 1 F ' ' - - Round-Pipe- ; LL 2 n=0A13 ' L , C=0:1364-'1'--- ...------------ ------ � - ----- ---- --- _ apacity=13.16 cfs ' 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 18 17 18 19 20 21 22 23 24 ' Time (houms 1 POST-DEVELOPMENT ANALYSIS Type III 24-hr 100 YR Rainfa11=7.20" , Prepared by TTI ENVIRONMENTAL INC. Printed 8/31/2016 HydroCAD@ 10.00-16 sln 08795 @2015 HydroCAD Software Solutions LLC Page 33 ' Summary for Reach 13R: DMH8 TO DMH9 [52]Hint:Inlet/Outlet conditions not evaluated ' [62]Hint: Exceeded Reach 12R OUTLET depth by 2.04'@ 12.09 hrs Inflow Area= 48,768 A 53.20% Impervious, Inflow Depth> 4.97" for 100 YR event ' Inflow = 6.36 cfs @ 12.08 hrs, Volume= 20,211 cf Outflow = 6.33 cfs @ 12.09 hrs, Volume= 20,201 cf, Atten=0%, Lag=1.0 min Routing by Stor-Ind+Trans method,Time Span=0.00-24.00 hrs,dt=0.01 hrs , Max.Velocity=6.33 fps, Min.Travel Time=0.6 min Avg.Velocity=2.10 fps, Avg.Travel Time= 1.7 min Peak Storage=210 cf @ 12.08 hrs t Average Depth at Peak Storage=0.83' Bank-Full Depth= 1.50' Flow Area=1.8 sf, Capacity= 10.75 cfs 18.0" Round Pipe ' n=0.013 Corrugated PE,smooth interior Length=210.0' Slope=0.0105? Inlet Invert=58.40', Outlet Invert=56.20' t 1 1 ' POST-DEVELOPMENT ANALYSIS Type///24-hr 100 YR Rainfall=7.20" Prepared by TTI ENVIRONMENTAL INC. Printed 813112016 ' HydroCAD010.00-16 s/n 08795 @2015 HydroCAD Software Soldons LLC PaOe 34 Reach 13R: DMH8 TO DMH9 ' Hydrograph -- --- ------- now . _ 7 ■In i ' Outfimi Inflow Area=406 6.33 cfs Ca 12.09 hrs 6 Ik6.w=6.36 cfs,@ 12.08 hrs Outflow=6:33-cfs @ 12-09-h _____ _;____�_____,.----11___-_11__ 5 Avg. . FlowDepth-0.83 ' Max,Vel=6:33-fps---- 4 ----,- y ' 18.0" t u R -- --------- -- - ound Pipe -- ,------- 3 n=0.013 ; L,--21 00- ---- --= '-- = ' ' S=0010I2 ; 5 Capacity=10:75 ------ 01 ; cfs- - -- a i--;----�----=-----'; 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) I r POST-DEVELOPMENT ANALYSIS Type III 24-hr 100 YR Rainfall=7.20" , Prepared by TTI ENVIRONMENTAL INC. Printed 813112016 HydroCAD®10.00-16 s/n 08795 ©2015 HydroCAD Software Solutions LLC Page 35 r Summary for Reach 14R: DMH9 TO FES1 [52]Hint: Inlet/Outlet conditions not evaluated , ]61]Hint: Exceeded Reach 13R outlet invert by 0.38'@ 12.09 hrs Inflow Area= 48,768 sf, 53.20%Impervious, Inflow Depth> 4.97' for 100 YR event r Inflow = 6.33 cfs @ 12.09 hrs, Volume= 20,201 cf Outflow = 6.32 cfs @ 12.10 hrs, Volume= 20,199 cf, Atlen=0%, Lag=0.2 min Routing by Stor-Ind+Trans method,Time Span=0.00-24.00 hrs,dt=0.01 hrs r Max.Velocity= 13.05 fps, Min.Travel Time=0.1 min Avg.Velocity=4.22 fps, Avg.Travel Time=0.4 min Peak Storage=52 cf @ 12.09 hrs r Average Depth at Peak Storage=0.48' Bank-Full Depth= 1.50' Flow Area=1.8 sf, Capacity=28.77 cfs 18.0" Round Pipe r n=0.013 Corrugated PE,smooth interior Length=108.0' Slope=0.0750? Inlet Invert=56.10', Outlet Invert=48.00' r r r r r r r r r r r ' POST-DEVELOPMENT ANALYSIS Type 11124-hr 100 YR RainfalF--7.20" Prepared by TTI ENVIRONMENTAL INC. Printed 8131/2016 HydroCAD®10.00-16 s/n 08795 ©2015 HydroCAD Software Solutions LLC Page 36 Reach 14R: DMH9 TO FES1 Hydrograph -- — ,76 6.32 cfs 12.10 s i ©out6ow Inflow Area-48 hr 141w=6.33 cfs,@ 12A9 hrs 8 Outflow--6.32 cfs @12:10 h ' 5 Avg. Flow Dept60.48' Max'Vel=13.05 fps-- , 4 18.0" ; 1 — Round Pipe---,----- s � " LL , n=0.013 L-=108:0'-- - -----' -- ---,- 1 2 S'=0:0750 'P , Capacity=28:77;cfs--;----,- - -- - -- ----------- --------- ,- 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 tTime (houm) t POST-DEVELOPMENT ANALYSIS Type III 24-hr 100 YR Rainfall-7.20" ' Prepared by TTI ENVIRONMENTAL INC. Printed 8/31/2016 HydroCAD®10.00-16 sln 08795 @2015 HydroCAD Software Solutions LLC Page 37 ' Summary for Reach 15R: DMH10 TO DMH11 [43]Hint: Has no inflow(Outflow=Zero) Bank-Full Depth=1.00' Flow Area=0.8 sf, Capacity= 13.69 cfs 12.0" Round Pipe ' n=0.013 Corrugated PE,smooth interior Length=22.0' Slope=0.1477? ' Inlet Invert=47.00', Outlet Invert=43.75' Reach 15R: DMH10 TO DMH11 Hydrograph ' 1 ®Outnow Outflow--0.00 cfs @ 0.00 hrs ' Avg. Flow Depth=0.00' Max Vel=0:00 fps ' 12.0" Round Pipe n=0.013 ' L=22.0' S=0.1477 T ' Capacity=13.69 cfs 0.00 cfs @ 0.00 hrs ' 0 0 1 2 3 4 5 8 7 6 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 ' Time (hours) 1 ' POST-DEVELOPMENT ANALYSIS Type///24-hr 100 YR Rainfalh7.20" Prepared by TTI ENVIRONMENTAL INC. Printed 813112016 ' HydroCAD010.00.16 stn 08795 @2015 HydroCAD Software Solutions LLC Page 38 Summary for Reach 16R: DMH11 TO DMH12 (43(Hint:Has no inflow(Outflow=Zero) Bank-Full Depth= 1.00' Flow Area=0.8 sf, Capacity=4.72 cfs ' 12.0" Round Pipe n=0.013 Corrugated PE,smooth interior ' Length=94.0' Slope=0.0176'f Inlet Invert=43.65', Outlet Invert=42.00' Reach 16R: DMH11 TO DMH12 ' Hydrograph r . ©Outflow ' Outflow--0.00 cfs @ 0,00 hes Avg. Flow Depth=0.00' ' Max Vel=0;00 fp's 12.0" Rourid Pipe 1 0 n=0.01'3 LL L=94.0' ' 1 ;S=0.0176 T Capacity=4:72 cfs 0.00 cfs @ 0.00 hrs 0 ' 0 1 2 3 4 5 6 7 a 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) t 1 POST-DEVELOPMENT ANALYSIS Type 11124-hr 100 YR Rainfall=7.20' ' Prepared by TTI ENVIRONMENTAL INC. Printed 813112016 HydroCAD®10.00.16 s/n 08795 @2015 HydroCAD Software Solutions LLC Page 39 Summary for Reach 17R: DMH12 TO DMH13 [52]Hint: Inlet/Outlet conditions not evaluated , [61]Hint:Exceeded Reach 1 R outlet invert by 0.29'@ 12.33 hrs Inflow Area= 78,292 sf, 42.10% Impervious, Inflow Depth> 3.94" for 100 YR event ' Inflow = 3.73 cfs @ 12.33 hrs, Volume= 25,733 cf Outflow = 3.73 cfs @ 12.33 hrs, Volume= 25,732 cf, Atlen=0%, Lag=0.1 min Routing by Stor-Ind+Trans method,Time Span=0.00.24.00 hrs,dt=0.01 hrs ' Max.Velocity= 12.99 fps, Min.Travel Time=0.1 min Avg.Velocity=6.28 fps, Avg.Travel Time=0.1 min Peak Storage= 12 cf @ 12.33 hrs ' Average Depth at Peak Storage=0.39' Bank-Full Depth=1.00' Flow Area=0.8 sf, Capacity= 11.40 cfs 12.0" Round Pipe 1 n=0.013 Corrugated PE,smooth interior Length=43.0' Slope=0.1023T ' Inlet Invert=32.40', Outlet Invert=28.00' t 1 1 1 iPOST-DEVELOPMENT ANALYSIS Type///24-hr 100 YR Rainfall=7.20" Prepared by TTI ENVIRONMENTAL INC. Printed 8131/2016 1 HydroCAD®10.00-16 s/n 08795 @2015 HydroCAD Software Solutions LLC Page 40 Reach 17R: DMH12 TO DMH13 1 Hydrograph- _ e Inflow ©outflow 1 Inflow Area=78 292 3.73 cfs 12.33 hrs lAflow=3.73 cfs @ 12:33 hrs Outflow=3:73 cfs @-13:33 firs 1 3 Avg: Flow Depth=0.39' ; Max:Vel=12.99 fps ; 12.0' .__.. : .- 1 3 2 Round Pipe ; ; n=0.013 L=43.0' 1 5;=0:1023 •/' - 1 Ca aci —:11.40'cfs 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 1 Time (flours) 1 1 1 1 i 1 1 1 1 POST-DEVELOPMENT ANALYSIS Type 111 24-hr 100 YR Rainfall=1.20" ' Prepared by TTI ENVIRONMENTAL INC. Printed 813112016 HydroCAD@ 10.00-16 s/n 08795 @2015 HydroCAD Software Solutions LLC Page 41 1 Summary for Reach 18R: DMH13 TO DMH14 [52]Hint: Inlet/Outlet conditions not evaluated 1 [62]Hint:Exceeded Reach 17R OUTLET depth by 0.04'@ 12.34 hrs Inflow Area= 78,292 sf, 42.10%Impervious, Inflow Depth> 3.94" for 100 YR event 1 Inflow = 3.73 cfs @ 12.33 hrs, Volume= 25,732 cf Outflow = 3.73 cfs @ 12.34 hrs, Volume= 25,731 cf, Atten=0%, Lag=0.1 min Routing by Stor-Ind+Trans method,Time Span=0.00-24.00 hrs,dt=0.01 hrs 1 Max.Velocity=8.69 fps, Min.Travel Time=0.0 min Avg.Velocity=4.28 fps, Avg.Travel Time=0.1 min Peak Storage= 11 cf @ 12.34 hrs ' Average Depth at Peak Storage=0.54' Bank-Full Depth=1.00' Flow Area=0.8 sf, Capacity=6.63 cfs 12.0" Round Pipe 1 n=0.013 Corrugated PE,smooth interior Length=26.0' Slope=0.0346? 1 Inlet Invert=27.90', Outlet Invert=27.00' 1 i 1 1 1 1 1 1 i 1 ' POST-DEVELOPMENT ANALYSIS Type 11114-hr 100 YR RaintalF--7.20" Prepared by TTI ENVIRONMENTAL INC. Printed 8/31/2016 ' HydroCAD®10.00-16 s/n 08795 ©2015 HydroCAD Software Solutions LLC Page 42 Reach 18R: DMH13 TO DMH14 Hydrograph ®Inflow ©Outflow 4 Inflow Area=78,292 3.73 cfs 12.34 hrs ' Inflow=3.73 cfs,@ 12.33 hrs Outflow=3.73cfs@12:34hrs ---_ ._ ' 3 Avg: Flow,Depth=0.54' Max'Vel=8.69 fps 12.0" --- s z Round Pipe LL n=0.013 L=26.0' S _,=0- .0346 �P_ _' ; - � ---;-- -- _-- . Capacity=6.63 cfs ; lie 0 0 1 2 3 4 5 6 7 6 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 ' Time (hours) 1 1 1 1 1 POST-DEVELOPMENT ANALYSIS Type III 24-hr 100 YR Rainfall--7.20" ' Prepared by TTI ENVIRONMENTAL INC. Printed 813112016 HydroCAD®10.00-16 sln 08795 @2015 HydroCAD Software Solutions LLC Page 43 Summary for Pond 1P: BASIN Inflow Area= 78,292 sf, 42.10% Impervious, Inflow Depth> 4.52" for 100 YR event Inflow = 9.33 cfs @ 12.09 hrs, Volume= 29,504 cf Outflow = 3.73 cfs @ 12.33 hrs, Volume= 25,737 cf, Atten=60%, Lag=14.6 min Primary = 3.73 cfs @ 12.33 hrs, Volume= 25,737 cf ' Routing by Stor-Ind method,Time Span=0.00.24.00 hrs,dt=0.01 hrs Peak Elev=47.59'@ 12.33 hrs Surf.Area=4,945 sf Storage=11,424cf Plug-Flow detention time= 123.9 min calculated for 25,737 cf(87%of inflow) ' Center-of-Mass det.lime=66.3 min(876.6-810.4) Volume Invert Avail.Storage Storage Description ' #1 43.00' 13,514 cf Custom Stage Data(Prismatic) Listed below(Recalc) Elevation Surf.Area Inc.Store Cum.Store t (feet) (sq-ft) (cubic-feet) (cubic-feet) 43.00 489 0 0 44.00 737 613 613 ' 44.50 1,018 439 1,052 45.00 1,300 580 1,631 46.00 4,034 2,667 4,298 ' 47.00 4,608 4,321 8,619 48.00 5,182 4,895 13,514 Device Routing Invert Outlet Devices , #1 Primary 44.00' 12.0" Round Culvert L=35.0' CPP,square edge headwall, Ke=0.500 Inlet I Outlet Invert=44.00'/42.00' S=0.0571 T Cc=0.900 n=0.013 Corrugated PE,smooth interior, Flow Area=0.79 sf ' #2 Device 1 44.60' 1.0"Vert.Orifice/Grate C=0.600 #3 Device 1 45.70' 7.0"Vert.Orifice/Grate C=0.600 #4 Device 1 46.50' 6.0"Vert.Orifice/Grate C=0.600 #5 Device 1 47.50' 24.0"x 24.0"Horiz.Orifice/Grate C=0.600 Limited to weir flow at low heads ' #6 Primary 47.50' 8.0'long x 4.0'breadth Broad-Crested Rectangular Weir Head(feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef.(English) 2.38 2.54 2.69 2.68 2.67 2.67 2.65 2.66 2.66 2.68 2.72 2.73 2.76 2.79 ' 2.88 3.07 3.32 Primary OutFlow Max=3.70 cfs @ 12.33 hrs HW=47.59' (Free Discharge) ' =Culvert (Passes 3.21 cfs of 6.64 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.05 cfs @ 8.26 fps) 3=Orifice/Grate (Orifice Controls 1.63 cfs @ 6.08 fps) -Orifice/Grate (Orifice Controls 0.87 cfs @ 4.41 fps) ' =Orifice/Grate (Weir Controls 0.67 cfs @ 0.97 fps) =Broad-Crested Rectangular Weir (Weir Controls 0.49 cfs @ 0.70 fps) t 1 ' POST-DEVELOPMENT ANALYSIS Type///24-hr 100 YR Rainfall=7.20" Prepared by TTI ENVIRONMENTAL INC. Printed 8/31/2016 ' HydroCAD®10.00-16 s/n 08795 @2015 HydroCAD Software Soludons LLC Page 44 Pond 1P: BASIN y rograp Fm 9.-33 cfs 2.09 hrs 1 ©Primary 10. Inflow Area=78;292 sf ; 9 Infl6w=9.33 cfs-j@ 12.09-hrs--- , 6 Primary=3.73 cfs @ 12.33 hrs ' ' Peak Elev=47.59' Storage=14'424;cf i V 0 5 , --- ' 4 3.73 cfs 12.33 hrs — — ----- ' 3 t _ _ _ '- ._ ___ ',__ . _,- _ i 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 ' Time (hours) I ' POST-DEVELOPMENT ANALYSIS Type III 24-hr 100 YR Rainfall=7.20" ' Prepared by TTI ENVIRONMENTAL INC. Printed 8/31/2016 HydroCAD®10.00-16 s/n 08795 ©2015 HydroCAD Software Solutions LLC Page 45 Summary for Pond 2P: Roof Infiltrator [431 Hint:Has no inflow(OutBow=Zero) , Volume Invert Avail.Storage Storage Description t #1 0.00' 64 cf 7.00'W x 10.001 x 2.50'H Prismatoid 175 cf Overall-15 cf Embedded = 160 cf x 40.0%Voids #2 0.00' 15 cf ADS_StormTech SC-310 Inside#1 Effective Size=28.9"W x 16.0"H =>2.07 sf x 7.121= 14.7 cf Overall Size=34.0"W x 16.0"H x 7.561 with 0.44'Overlap 79 cf Total Available Storage 1 1 1 1 1 1 ' POST-DEVELOPMENT ANALYSIS Type///24-hr 100 YR Rainfalk-7.20" Prepared by TTI ENVIRONMENTAL INC. Printed 8131/2016 HydroCAD®10.00-16 s/n 08795 ©2015 HydroCAD Software Solutions LLC Page 46 Summary for Link DP1: OFFSITE ' Inflow Area= 10,018 sf, 0.00%Impervious, Inflow Depth > 2.94" for 100 YR event Inflow 0.76 cfs @ 12.10 hrs, Volume= 2,458 cf Primary = 0.76 cfs @ 12.10 hrs, Volume= 2,458 cf, Atten=0%, Lag=0.0 min ' Primary outflow=Inflow,Time Span=0.00-24.00 hrs,dt=0.01 hrs ' Link DP1: OFFSITE Hydrograph - -- --------------- ' - -- . ' Inflow-Area-10101 - In ox o.e ---- - - -- 0.76 cfs 12.10 hrs ©Primary 0.75 I 1 Inflow=0.76 cfs@12;10-hrs- ' ------------------ - 0.7-* ;-- - ,---- -- ' 0.65 ' Primary=0.76-cfs @ 12.10 hr ------------- -------------- -- , ----- --------------------- 0.6-: 0.55 ' 0.5 0.45 - 1 I 1 1 1 I 1 c 0.4 LL _..__r__i _i____________� . .__ ' 0.35 --------- - 0.3-' ; 0.25- ------------- 0.2 .250.2 0.15- 1 0.1 'I "r - -r 0.05 0 0 1 2 3 4 5 6 7 6 9 10 14 17 11 12 13 14 15 16 17 1B 19 20 21 22 23 24 Time (hours) 1 t POST-DEVELOPMENT ANALYSIS Type III 24-hr 100 YR Rainfa11=7.20" ' Prepared by TTI ENVIRONMENTAL INC. Printed 8/31/2016 HydroCAD@ 10.00.16 s/n 08795 @ 2015 HydroCAD Software Solutions LLC PaOe 47 Summary for Link DP2: OFFSITE Inflow Area= 13,843 sf, 9.26%Impervious, Inflow Depth> 3.05" for 100 YR event ' Inflow = 1.25 cfs @ 12.05 hrs, Volume= 3,518 cf Primary = 1.25 cfs @ 12.05 hrs, Volume= 3,518 cf, Aden=0%, Lag=0.0 min Primary outflow=Inflow,Time Span=0.00-24.00 hrs,dt=0.01 hrs ' Link DP2: OFFSITE ' Hydrograph O lnii v ®Primary I ' Inflow Arcia=13,84J 1.25 cfs Ca 12.05 hrs IAfl0!w=1.25 cfs,@ 12;05 hrs j Piirriary=1.25 cfs@-12:05h 1 I I 1 v 1 1 1 a LL I 1 I 1 1 1 1 1 1 1 1 I 1 1 I 1 1 a � 1 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 19 19 20 21 22 23 24 Time (hours) 1 i ' POST-DEVELOPMENT ANALYSIS Type III 24-hr 100 YR Rainfa11=7.20" Prepared by TTI ENVIRONMENTAL INC. Printed 8/3112016 HydroCAD®10.00-16 s/n 08795 @ 2015 HydroCAD Software Solutions LLC Page 48 Summary for Link DP3: OFFSITE ' Inflow Area= 13,264 sf, 33.44% Impervious, Inflow Depth> 4.32" for 100 YR event Inflow 1.45 cfs @ 12.11 hrs, Volume= 4,775 cf Primary = 1.45 cfs @ 12.11 hrs, Volume= 4,775 cf, Atten=0%, Lag=0.0 min ' Primary outflow=Inflow,Time Span=0.00-24.00 hrs,dt=0.01 hrs Link DP3: OFFSITE Hydrograph Inflow Area=13,26 1.45 cfs 12.11 hrs M Primary Inflow=1.45cfs,@12;11 hrs 1 Primary=1.45 cfs @ 12.11 h 1 1 1 i 1 1 0 1 ; I 1 I 1 1 I 1 1 1 1 1 1 1 6 1 2 3 4 5 8 7 8 9 10 11 12 13 14 15 18 17 18 19 20 21 22 23 24 Time (hours) r r r t 1 POST-DEVELOPMENT ANALYSIS Type///24-hr 100 YR Rainfall=-7.20" ' Prepared by TTI ENVIRONMENTAL INC. Printed 8/31/2016 HydroCAD@ 10.00-16 sln 08795 @2015 HydroCAD Software Solutions LLC Page 49 Summary for Link DP4: OFFSITE Inflow Area= 111,298 sf, 37.48%Impervious, Inflow Depth> 3.93" for 100 YR event 1 Inflow = 5.29 cfs @ 12.10 hrs, Volume= 36,425 cf Primary = 5.29 cfs @ 12.10 hrs, Volume= 36,425 cf, Atten=0%, Lag=0.0 min Primary outflow=Inflow,Time Span=0.00-24.00 hrs,dt=0.01 hrs 1 Link DP4: OFFSITE 1 Hydrograph 1 1 Fa-1 n-flow Inflow Area=111;2 5.29 cfs 12.10 hrs ©Primary 1 5 Inflow=5.29 cfs @ 12;10 hrs . . 1 1 _rima-ry=5.29 cfs @-12.10 hrs 1 1 I 4 1 = ;3 1 1 1 1 I 1 0 1 2 1 1 1 I I 1 1 1 1 I 1 1 0 1 2 3 4 5 B 7 9 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 1 1 1 1 r 1 1 ' POST-DEVELOPMENT ANALYSIS Type III 24-hr 100 YR Rainfall--7.20" Prepared by TTI ENVIRONMENTAL INC. Printed 8131/2016 HydroCAD®10.00.16 s/n 08795 @2015 HydroCAD Software Solutions LLC Page 50 ' Summary for Link TOTAL: TOTAL OFFSITE Inflow Area= 148,423 sf, 31.96%Impervious, Inflow Depth > 3.81' for 100 YR event Inflow 8.52 cfs @ 12.09 hrs, Volume= 47,176 cf Primary = 8.52 cfs @ 12.09 hrs, Volume= 47,176 cf, Atten=0%, Lag=0.0 min ' Primary outflow=Inflow,Time Span=0.00-24.00 hrs,dt=0.01 hrs Link TOTAL: TOTAL OFFSITE Hydrograph B inflow ' 9 ©Fnme y Iriflliw Area=148,4 8.52 cfs 12.09 hrs e Irifl6w=8.52 cfs,@ 12.09 hrs P'rimay-=-B-.52 cfs @ 12.09 Fir - �----�-� -- s LL 4 — ; 1 ------ --------- 3 `--- - -- ---- ------- ------ OL _-_0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 1 i ! 1 1 r 1 1 1 MAPS: ! 1 1 ! i 1 1 1 1 Stormwater Management Report 8/31/2016 ' 1 • ✓ r �-. .► i t • = r • •i,�•� �•r': P_s ',��{�rf�rl��f ;Z.� N �.i 1 •1� '• �'• \ i•�Y�♦•I` Iq �y =`•,moi•••��, ',� •at lav•�� • , �w � !•A•rf ►� A (• 414 o ♦r• .• • y • • • ._♦ a ti • ,�l ,x,11 eat •• i IN 8 IN JF as ' , 'rte 4.0 ` • , i ► 1 �tf R. X44 0 .W'. 40•. •♦ ,��„ i a Baa SALEM HOSPITAL •• + 5 1• Ito#41L� 0,; der♦• +►.% BERTRAMFIELD ` • �• • • r•••• • • •• ,� • 1 •� • - 'ear �., SITE t' " •\ + 04, AV • VIN • ` • • ♦ isAt • _ a • t¢ � �• �t • qk�• ♦ •� SALEM HIGH SCHOOL 'j` '� 5 -2 11 T �• _ •a _+< _ 1 _ _I • 1 USGS Locus Map ' Source: USGS Topographic Map 14 Bertuccio Avenue Salem, MA 01970 TTI Environmental, Inc. Scale: N.T.S. 13 Branch St,Suite l 11, Metheun,MA Date: March 2016 Civil Engineering, Land Planning and Surveying 'i !`• ! � •. .. "V ww4 eT<ti ! l ,", 11'1111 -•�R?� � a A -ja A�'. .' x' ,�" f � .t` • 1l i, t L..��.e � `N ♦ J 1. /1' •.� 1 .. i •N i �- • ♦ Yr, n 0.•i •! r t � ♦ � � �V♦ �a .A � .,� AV � � ��5� � �.l . .. P t^.v ` x.,65,1r I ��a ( I�'♦off _ r +� ,��.j � .�u�' •.i .ail , »r i�aa Y • :13 '� "� • . s y •A .• '♦ ,�\l.t. :: ' ' r f= � olid; Lr .102E 1 \ •t e , •: .d•• e� ti • t :n i � cY Ji � 6 ,� es,• _.nc \�� !k ' i� +, 'Ghia 56 w. `w+�♦ !: ae Q!' . • . ..�� (,1� `� 'h "��' ••N ' L • �'! �1io R if` 11'L!1 : +. • �r17. ,S ,,,,..�yt , •. i �'"� �'-. "/L,}ig; �•.•��. ♦��! °•e602� .'S` :.l`�,` 1 I !•a' :W fit•*i. + ��.w 602♦ \• 65.1 • / � r`y .. r .. . 4. 4. ANI .. . ♦ f - ♦ �:, y1_♦�. +3 . t1. -S )//'.♦ a 1.. \ i : 4 Q r RoseYd��, •,��+e3, 4PN ..%, • �� c { t �� 1,a. r 02 .. t y • ® a ... �• :. S. 1 • �,I 7 T `'l 651It *7-24C C,''• F' ^ / }t + ;• 'Yj r v y � e, J • � b �•� ;I `1651 �a\\fA` r w S !" ►+'fit P♦� k vr.Q�a ♦ e♦ .y `'• 53A Laarel'SJ. 7.. . c. 53A: ; � a , ♦ '_` /fj/ ti(-" - i � •� �: a �b I', 102E pe .•�.�. [a „ e . • +^ _` a �'._ • - •�� yI 9xa^d.P 'i 602 v;.w t __ � (fh .;• - ti7 to r,ax * o_a•+n t- . IJ.'".Vl \ l-' Le�al•Rq - r /1 _ �Ne�pY. R• _ F . ww z7 1 - r 1 1 . •., :.. Iii . 1 Soil Map—Essex County,Massachusetts,Southern Part (Bertuccio Avenue Soils Map) MAP LEGEND MAP INFORMATION Area of Interest(AOI) Spoil Area The soil surveys that comprise your AOI were mapped at 1:15,800. O Area of Interest(AOI) Q Stony Spot Please rely on the bar scale on each map sheet for map Soils Very Stony Spot measurements. Soil Map Unit Polygons wet Spat Source of Map: Natural Resources Conservation Service . iv Soil Map Unit Lines Web Soil Survey URL: http:/tmbsoilsuNey.nres.usda.gov p Other Coordinate System: Web Mercator(EPSG:3857) ® Sail Map Unit Points Special Line Features Maps from the Web Soil Survey are based on the Web Mercator Special Point Features projection,which preserves direction and shape but distorts V Blowout water Features distance and area.A projection that preserves area,such as the IStreams and Canals Albers equal-area conic projection,should be used if more accurate Borrow Pit calculations of distance or area are required. Transportation q j Clay Spot arr Rails This product is generated from the USDA-NRCS certified data as of 0 Closed Depression ti Interstate Highways the version clate(s)listed below. Gravel Pit rti US Routes Soil Survey Area: Essex County,Massachusetts,Southern Part • Gravelly Spot Survey Area Data: Version 12,Sep 28,2015 •• may/ Major Roads Landfill Soil map units are labeled(as space allows)for map scales 1:50,000 Local Roads or larger. R Lava Flow Background Date(s)aerial images were photographed: Aug 10,2014—Aug Marsh or swamp Aerial Photography 25,2014 raa Mine or Quarry The orthophoto or other base map on which the soil lines were ® Miscellaneous water compiled and digitized probably differs from the background imagery displayed on these maps.As a result,some minor shifting ® Perennial Water of map unit boundaries may be evident. V Rock Outcrop + Saline Spot • • Sandy Spot � Severely Eroded Spot Q Sinkhole Slide or Slip Sodic Spot USDA Natural Resources Web Soil Survey 3/3/2016 Conservation Service National Cooperative Soil Survey Page 2 of 3 i Soil Map--Essex County,MassisMusetts,Southern Pan Benucao Avenue Soils Map Map Unit Legend Essex County,Massaehusetb,Southem Pan(MA608) Map Unit Symbol Map Unit Name Acres In AOI Percent of AOI 1 Water 2.5 07% 53A Freetown muck,poruled,0 to 1 6.8 1.9% percent slopes 102C Chatfield-Hollis-Rock outcrop 4.0 1.1% complex,3 to 15 percent slopes 102E Chatlieltl-Hollis-Rock outcrop 77.0 21.5% complex,15 to 35 percent slopes 602 Urban lama 225.1 62A% 651 Udonhents,smoothed 15.3 4.2% 724C Hollis-Urban lentl-Rock omwp 29.6 6.2% complex,slaPing Totals for Area of Interest 360.7 100.0% tits Natural Reeourcos Web Soil Survey 3/32016 �i Conservation Service National Cooperative Soil Survey Page 3 of 3 S BOSTON �„ MOUNT VEFINNON 1 �H N- - fOPiiSTREETS STREET W'� FSP{1F* m lPP� pZtQ yy - -PRA- Y MAY O w STREET N \ ,��E ,r, Ppo +y'� 9. Nf. .r '�•; MAP SCALE 1"=500' aN. P�dy .�.� _.SJ9y0 9M11 9F� S=[y50 0 Soo 1000 t+4 I��pQ' -"{j'�SF FFj9'Y�, \OOSS •\ ESc l QS• FEETucTcb aF \.SOi•l W yF: 1a0..pbc� ♦' � STREET .�: • tlD O f0/ P4'� ~ NATHORNE�! P'E OJ, m p�iW 'Q JriY,�• P.IACE PP�O� t ♦.. LOR W �`Q j L Y'Q Q S� 5 OP ,. DFQWNIINNG;,SerS_T Q Susi• Q!Q c m PAPE '+:•� STFf ETjl 0 GANEL 001&'. W O •\ IIIGGR I O a w n�p a •!. m EDAR . N=arM P" i•�• • MAN- TSTREET µ FIRM Z• µ EN ! i•UACKSON G:;• •,STREET IC�ID^A I•I IYI WABPEN`1*. w - •STREIETTj.. :>• e l wCOURT '� r • 3 �r'� OO INSURANCE RATE MAP FSSFX COUNTY, r. >�+� t i sT�ey • momj ;i ®�, MASSACHUSETTS >. s.•... n. to•• � o l,i� IALLJURISDIC•FIONtiI O FHL �� OSS ?tl e{ q•(� J•• ; �I' (SEEPANEL 419 OF OS 3ply ay : (SEE WVIxpE%Gpt Rxu RWEL lATW11 H {,, � 9 t� lM• ZONEiAE ti C mows ��-'.�a*'z3w. V> • �� . • 1r�EL•i.i)1' F f ` 'j carom muEe mxL aim F">` E i.'f"`. ��r Tt�•t i`•�_S '�-�y�3 .a n..l .b,.b b ..w .,. e SERTUCGO"` AVENUE • Y� �iN>��Z. �� '' � '_ �� }• �na ii'i'i 918000M xotlu o Utlr.TM M,F x,nmb Fxe.n E.. f —" ,.�Ya � ,� :, •;'SAINT PAUL I �°+�� ..i,'(�,j aTS`TREE7 ietla � watlu�M x.h Mope 9�Q.��` MAP NUMBER F } -f ,4•' 25009CO419G .tet Q, 1 1 lies•.' MAP REVISED L `.� Pt • JULY 16,2014 ZONE: E 4 C R040 fY 9 •:;::-:♦ �i FNF•W EmeGprn•T.\mMaF,xnn AFeMy iy� .fir �•EL 1.1) .. 1.i ,' Zh�: �ka^ .;:��`,� ..`� �? m.x..au+cm d.Damm bu..m»,•rbMc•a Goeemw tl ''�•+•y ��CC i,,.s�•• ea.euaWmGaert awM m.mao ma.m,a.n w,M.. '4�'E4/� • ••• �•• vuvpnFb Mictl mN NSI Mbm 1•,bgwY N.M MGTIM 4 • YENtltlltl64. Gb UvlYa.vobctLbmNT.N�.NNav,FlNp hv.K• `f`'. •'� •YLUF nwb.amm.e•cactl lM Genu Rum Mw lm•uw...m.c n,o.w+ 1 • r i ESSEX COUNTY, MASSACHUSETTS ORIG SUBMISSION DATE: MARCH 16, 2016 REMISED SUBMISSION DATE. JUNE 6, 2016 PREPARED FOR: OWN ER/DEVELOPER A Tn [I C; 0 O'�A J A A"hB S Amb N'i 7 BROWN ROAD SWAMPSCOTT MA 01907 w z o Q ° w mo0 poa = 002 QZ � INDEX OF DRAWINGS �.�7 o SHEET DWG •., r Q > 3:�- •l.K 'f�r�Y �;. q w„s+•, +"'t �i`;r4 ,.r�0`s - (n �' O � Q Q NO. NO. DRAWING TITLE F 1 . CS0001 CO/ER SHEET [" AND ABBREVIATIONS �� n � S � ;, �� 2. CS0002 LEGEND, NOTES _ = OI _ `/V" _ SFS _ �*a'S a�r��-�',4.,,^-" -."�� A � � e�. ,.•'`� �a.•.'��X� � ��J� � �' r �i � ,� � r 3. CS0201 EXISTING CONDITIONS PLAN o T 4. V0801 SUBDIVISION PLAN 5. CS 1001 LAYOUT AND MATERIALS PLAN � � SITE 6. CS 1501 GRADING AND DRAINAGE PLAN • , a 7. CS 1701 UTIILITY PLAN w 8. CS3501 ROADWAY PROFILE 9. CS3502 DRAIN PROFILE sERruccloAVE .~ • • `�i c� �iy'r. ft_ .�, .'" .-.. -r `"�'",✓` "'4'- �a�t ,x a� Sir t��f3 10. CS6001 S ITIE DETAILS LU 11 . CS6002 SITE DETAILS DO Fq N 12. CS6003 SITE DETAILS �F s d �I x i . 13. CS6004 SITE DETAILS 14. CS8001 EROSION AND SEDIMENTATION CONTROL PLAN �.. � �°.+i�ryr"�, .r `�}, �}� 4 �'� .,�•h„ � m"e4�� 4 :-,}°. f 'yes,.:, Zjj (n 15. CS8501 EROSION AND SEDIMENTATION CONTROL NOTES/DETAILS o a LOCATION MAP USGS MAP W Scale: N.T.S. Scale: N.T.S. UJW a O z PREPARED BY: LU coI.NCr coo 4TTI E N V I R%A w j" N M E IRMO T A L o ALL DOCUMENTS PREPARED BY TTI ENVIRONMENTAL r U • ARE OF THE PRO EICT. THEY ARE NOT IIN EINDED OR REPREIN RESPECTOSENTED ai TO BE SUITABLE FOR REUSE BY OWNER OR OTHERS ON en A SERVICE DISABLED VETERAN OWNED SMALL BUSINESS (CVE CERTIFIED) THE EXTENSIONS OF THE PROJECT OR ON ANY OTHER PROJECT. ANY REUSE WITHOUT WRITTEN VERIFICATION OR ADAPTATION BY TTI�I SPECIFICURPOSE INTENDED WILL EAT OWNERS c� w NTAL FOR THE �� h 'a SOLE RISK AND WITHOUT LIABILITY OR LEGAL B ' 4 EXPOSURE TO TTI ENVIRONMENTAL;AND OWNER SHALL � � � � � INDEMNIFY AND HOLD HARMLESS TTI ENVIRONMENTAL s FROM ALL CLAIMS,DAMAGES,LOSSES AND EXPENSES Eng 1 n e e r'n g D'V'S 10 n ARISING OUT OF OR RESULTING THEREFROM. 13 Branch Street, Suite 111 PROJECT 15-1801 y DATE 2016-03-17 CRf YOU Methuen , MA 01844 � DRAWING SCALE N.T.S. CALL BEFORE YOU DIG � � T 978.749.9929 BEFORE YOU DIG ANYWHERE IN MASSACHUSETTS DRAWN"BY CPH zCALL 1-888-DIG-SAFE (1-888-344-7233) r; '� 978 749 9920 APPROVED BY BCO 0 THE LAW REQUIRES NOTIFICATION`} g BY EXCAVATORS, DESIGNERS,OR ANY PERSON PREPARING TO ' DISTURB THE EARTHS SURFACE ANYWHERE IN THE STATE AT CONSULTING • CONTRACTING • ENGINEERING LEAST 72 HOURS BEFORE BEGINNING CONSTRUCTION. WWW.DIGSAFE.COM D.-I a SHEET 1 OF 15 Y —Ti LEGEND ABBREVIATIONS GENERAL NOTES vCD ADJ ADJUST 1. THE LOCUS IS SHOWN ON CITY OF SALEM,ASSESSOR'S MAP 24 LOT 105, LOCATED IN ZONING DISTRICT R1 - RESIDENCE 1 a a DISTRICT AND IS KNOWN AS 14 BERTUCCIO AVENUE,SALEM,MA 01970. Q o 'd EXISTING PROPOSED APPROX APPROXIMATE F- ;fn oho 2. ELEVATIONS ARE REFERENCED TO A SEWER MANHOLE RIM ELEVATION OF 29.78,SEE PLAN CS0201 (SHEET 3 OF 14). ; ; Z > coorn BIT BITUMINOUS d LL o W .3. TOPOGRAPHY SHOWN ON THIS PLAN IS THE RESULT OF A FIELD SURVEY PERFORMED BY TTI ENVIRONMENTAL, INC. O •� BUILDING BOS BOTTOM OF SLOPE DURING DECEMBER TO JANUARY 2015. : . ...., PROPERTY LINE - CB CATCH BASIN . 4. DEED REFERENCE: BOOK 18152 PAGE 147,SOUTHERN ESSEX REGISTRY OF DEEDS. ' ' 0)� c � � rn Z Wm` � � -.» -- -- -•---- ADJACENT PROPERTY LINE -- -- -- CCB CAPE COD BERM 5. PLAN REFERENCE: SEE PLAN V0801 (SHEET 4 OF 14). LLI H � �...- --- SETBACK LINE — — CLDI CEMENT LINED DUCTILE IRON 6, THE PROPERTY OS LOCATED IN A ZONE X,AREA OF NO FLOODING AS SHOWN ON MAP 25009CO419G PANEL 4.19 OF 600 F' REVISED JULY 16,2014. . .®.. .....�.....�-... RIGHT-OF-WAY LINE -- - -- - C.L.F. CHAIN LINK FENCE 7; THERE ARE NO WETLANDS RESOURCE AREAS LOCATED ON THIS PROPERTY. I ROADWAY CENTERLINE — — CONC CONCRETE FENCE x X x GOND CONDUIT CONSTRUCTION NOTES: - DCB DOUBLE CATCH BASIN 1. EXISTING CONDITIONS INFORMATION CURB A. UTILITIES: DH DRILL HOLE THE LOCATIONS OF EXISTING UNDERGROUND UTILITIES ARE SHOWN IN AN APPROXIMATE WAY ONLY AND HAVE NOT BEEN INDEPENDENTLY VERIFIED BY THE OWNER OR ITS REPRESENTATIVE. SIDEWALK -� - DMH DRAIN MANHOLE THE CONTRACTOR IS SPECIFICALLY CAUTIONED THAT THE LOCATION AND/OR ELEVATION OF EXISTING UTILITIES AS SHOWN ON ' CONCRETETHESE PLANS IS BASED ON RECORDS OF THE VARIOUS UTILITY COMPANIES AND,WHERE POSSIBLE, MEASURENAENTS TAKEN IN : • .' DS DOWN SPOUT THE FIELD,THE INFORMATION IS NOT TO BE RELIED ON AS BEING EXACT OR COMPLETE.THE CONTRACTOR MUST CALL THE . e: 46.34 x ELEV ELEVATION APPROPRIATE UTILITY COMPANY AT LEAST 72 HOURS BEFORE ANY EXCAVATION TO REQUEST EXACT FIELD LOCATION OF 4634x SPOT ELEVATION UTILITIES. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO RELOCATE ALL EXISTING UTILITIES WHICH CONFLICT WITH -a- SIGN -U- EOG EDGE OF GRASS THE PROPOSED IMPROVEMENTS SHOWN ON THE PLANS. ALL NECESSARY INSPECTIONS AND/OR CERTIFICATION REQUIRED BY CODES AND/OR UTILITY SERVICE COMPANIES SHALL BE ._ ��--------.. CONTOUR 50 EQ EQUAL PERFORMED PRIOR TO ANNOUNCED BUILDING POSSESSION AND THE FINAL CONNECTION OF SERVICES. ESHGW ESTIMATED SEASONAL HIGH GROUND WATER -- --- -- WATER LINE DOMESTIC w w 2. CONSTRUCTION EXIST EXISTING ALL TREES AND STUMPS SHALL BE REMOVED FROM THE SITE AND DISPOSED OF IN AN APPROVED MANNER. STUMPS SHALL STORM SEWER ROOF DRAIN RD RD RD RD NOT BE BURIED ON SITE. FDN FOUNDATION A. TOPSOIL: c o a STORM SEWER D D EXISTING TOPSOIL AND SUBSOIL SHALL BE REMOVED FROM ROADWAY AREAS AND STOCKPILED. FILL MATERIAL USED IN FES FLARED END SECTION ROADWAYS SHALL BE GRAVEL BORROW CONTAINING MO STONES GRATER THAN 6"IN DIAMETER. FILL SHALL BE PLACED IN LIFTS --- --- OVERHEAD ELECTRIC NOT EXCEEDING 8" IN DEPTH AND SHALL BE MECHANICALLY COMPACTED TO 95%OF DRY DENSITY AS DETERMIINED BY A UNDERGROUND ELEC/TELE/CATV E E FND FOUND STANDARD PROCTOR TEST. FP FIRE PROTECTION SERVICE 3. MATERIALS SANITARY MANHOLE O A. CURBING: F&G FRAME AND GRATE ON SITE: Z O STORM DRAIN MANHOLE ALL CURBING ON SITE SHALL BE VERTICAL GRANITE CURB (VGC)WITH A 6 INCH VERTICAL REVEAL, UNLESS OTHERWISE NOTED. O F&C FRAME AND COVER D B. BITUMINOUS CONCRETE PAVEMENT: Q STORM DRAIN FLARED END SECTION GF GARAGE FLOOR ROADWAYS: W SURFACE COURSE: 1-1/2 INCHES CLASS I BITUMINOUS CONCRETE PAVEMENT,TYPE 1-1 WEARING COURSEZY HDPE HIGH DENSITY POLYETHYLENE PIPE W BINDER COURSE: 2-1/2 INCHES CLASS I BITUMINOUS CONCRETE PAVEMENT,TYPE 1-1 BINDER COURSE z STORM DRAIN INLET ❑ GRAVEL BASE.000RSE: INCHES SELECT COMPACTED GRANULAR FILL HYD HYDRANT 12 INW _ o z UTILITY POLE INV INVERT ELEVATION > o o O a o RESIDENTIAL DRIVEWAYS: p m SURFACE COURSE: 1-1/2 INCHES CLASS I BITUMINOUS CONCRETE PAVEMENT TYPE 1-1 WEARING COURSE Q - }- FIRE HYDRANT -6-- IP IRON PIPE BINDER COURSE: 1-1/2 INCHES CLASS i BITUMINOUS CONCRETE PAVEMENT,TYPE 1-1 BINDER COURSE O b d Q 02 GRAVEL BASE COURSE: 8 INCHES SELECT COMPACTED GRANULAR FILL "- _ < ¢ Q WATER VALVE yy� L/A LANDSCAPE AREA U z -� O O C. BITUMINOUS CONCRETE SIDEWALK: U; W Q Z 0 0 SURFACE COURSE: 1-1/2 INCHES CLASS I BITUMINOUS CONCRETE PAVEMENT,TYPE 1-1 WEARING COURSE -� O Q m 0- MAX MAXIMUM ¢ U) (n BINDER COURSE: 1-1/2 INCHES CLASS I BITUMINOUS CONCRETE PAVEMENT,TYPE 1-1 BINDER COURSE N v7 W = Q F— PROPOSED SEPTIC AREA MIN MINIMUM GRAVEL BASE COURSE: 8 INCHES SELECT COMPACTED GRANULAR FILL �/ ~Q O z NIC NOT IN CONTRACT D. LANDSCAPE AREAS: ¢ W STONE BOUND Q ALL DISTURBED AREAS NOT COVERED BY STRUCTURES OR PAVEMENT AND NOT OTHERWISE SPECIFIED ON THE LANDSCAPE PLAN m ` Z NTS NOT TO SCALE SHALL RECEIVE 6 INCHES OF TOPSOIL. THESE AREAS ARE TO BE SEEDED AND WATERED UNTIL A HEALTHY STAIND OF GRASS IS OBTAINED OR MULCHED AS DIRECTED BY THE ARCHITECT. 0 OCs OUTLET CONTROL STRUCTURE z E. TRAFFIC CONTROLS: STREET TREE W OWS OIL WATER SEPARATOR ALL SITE SIGNAGE AND PAVEMENT MARKINGS SHALL CONFORM TO THE MANUAL OF UNIFORM TRAFFIC CONTROL DEVICES. PERF PERFORATED F. ADA CONFORMANCE: W STREET LIGHT 0---�'� ALL HANDICAPPED ACCESSIBLE RAMPS AND SIDEWALKS SHALL BE CONSTRUCTED IN CONFORMANCE WITH THE AMERICANS WITH —� PROP PROPOSED DISABILITIES ACT(ADA)AND THE MASSACHUSETTS ARCHITECTURAL ACCESS BOARD(MAAB)(WHICHEVER IS MORE RESTRICTIVE). I PVC POLYVINYL CHLORIDE PIPE 4. UTILITIES A. EXISTING UTILITIES: PWW PAVED WATER WAY THE LOCATION AND ELEVATIONS OF EXISTING UTILITIES AS SHOWN ON THESE PLANS ARE BASED ON THE SURVEY NOTED ABOVE AND SHALL BE VERIFIED BY THE CONTRACTOR PRIOR TO CONSTRUCTION AND PRIOR TO ORDERING STRUCTURES. RCP REINFORCED CONCRETE PIPECL a B. PRIVATE UTILITIES: m REM REMOVE THE LOCATION, SIZE, DEPTH,AND SPECIFICATIONS FOR CONSTRUCTION OF PROPOSED PRIVATE UTILITY SERVIICES SHALL BE IN ACCORDANCE WITH THE REQUIREMENTS PROVIDED BY,AND APPROVED BY,THE RESPECTIVE UTILITY COMPAIAY(GAS,TELEPHONE z REMOD REMODEL OR ELECTRIC). FINAL DESIGN AND LOCATIONS AT THE BUILDING WILL BE PROVIDED BY THE ARCHITECT.THE CONTRACTOR SHALL W COORDINATE THE INSTALLATION OF THE UTILITY CONNECTIONS WITH THE RESPECTIVE UTILITY COMPANIES PRZIOR TO ANY UTILITY E RET RETAIN CONSTRUCTION OR DEMOLITION. R&D REMOVE AND DISPOSE C. EXTERIOR LIGHTING: ON-SITE LIGHTING SHALL BE LOCATED AS SHOWN ON THE UTILITY AND LIGHTING PLANS AND CONFORM TO THE PROVIDED R&R REMOVE AND RESET DETAILS.. R&S REMOVE AND STACK D. STORM DRAINAGE: Z o STORM co DRAIN PIPING SHALL BE HIGH DENSITY POLYETHYLENE PIPE (HDPE)WITH CORRUGATED EXTERIOR,SMOOTH LINED(n=0.01) } SMH SEWER MANHOLE WITH LOCK TIGHT JOINTS UNLESS OTHERWISE NOTED ON THE GRADING&DRAINAGE PLAN. o awc a - U N NSTR STRUCTURE E. PROPOSED STRUCTURES: o RIM ELEVATIONS OF PROPOSED DRAINAGE MANHOLES AND ASSOCIATED STRUCTURES ARE APPROXIMATE. FINAL ELEVATIONS. w SW SIDEWALK ARE TO BE SET FLUSH AND CONSISTENT WITH THE LGRADING PLAN.ADJUST ALL OTHER RIM ELEVATIONS OF MANHOLES,WATER w ci GATES,GAS GATES AND OTHER UTILITIES TO FINISH GRADE WITHIN LIMITS OF WORK. w O TOS TOP OF SLOPE � a TSV&B TAPPING SLEEVE,VALVE AND BOX z o. TYP TYPICAL o w o a CD UGD UNDERGROUND DETENTION SYSTEM 4 o ALL o MENTAL UGU UNDERGROUND UTILITY PROJECT.TRUMENTSTHEY ARE NOTNVICEIND BY ITENDED RESPECT U ARE INSTRUMENTS OF SERVICE IN RESPECT OF THE TO BE SUITABLE FOR REUSE BY OWNER OR OTHERS ON in THE EXTENSIONS OF THE PROJECT OR ON ANY OTHER a VCP VITRIFIED CLAY PIPE PROJECT. ANY REUSE WITHOUT WRITTEN VERIFICATION OR ADAPTATION BY TTI ENVIRONMENTAL FOR THE WCR WHEEL CHAIR RAMP SPECIFIC PURPOSE INTENDED WILL BE AT OWNERS m SOLE RISK AND WITHOUT LIABILITY OR LEGAL p - - EXPOSURE TO TTI ENVIRONMENTAL;AND OWNER SHALL FROM ALL CLAIMS,DAMAGES,LOSSES AND EXPENSES INDEMNIFY AND HOLD HARMLESS TTI ENVIRONMENTAL WTF WATER TANK FEED ARISING OUT OF OR RESULTING THEREFROM. m WQU WATER QUALITY UNIT PROJECT 15-1801 a DATE 2016-03-17 d in DRAWING SCALE N.T.S. S Us z DRAWN BY CPH a x z APPROVED BY BCO z 501002 m PROGRESS PRINT SHEET 2 OF 15 W I o V N - �- IA Q O 00 \ 85' ` Z > U) T'- L-36 rn / \ I R 25.00' a) Q LL Z � 2 /R 8.83' _ _- -_ o (FAD) -- „•.`.:_ "" c v rn (HELD) W' .��' 72.1 1..�-_--- (� .._ uj D6 0 ' - " - 05.0 l /� Fo �,•r`% �+ 56.55 I- _ f. cc 52.47' Iff DH64.3 \ 0 006 j - ""' 0 (FND) L=41.68' m (FND) w._... IR \ 1% ($.r> 4.08' R=2500' m g+69.1 51.7 ° - (FND) MAP25LOT659 ` � 1 .. i 61l�T13 11-1 , ��/ ''� !$O'er„...-•^.,..,,,r*.,... >r ;-r / N/F J C/TYOF ,. rpt 0,.3 MAP25LOT408 22.85' / SALEM- d - "` _3 38.�67am' \ t +r f;.7 a r G � N/F M/DDLE•SCHOOL WEST x" w�; _.a 70.0 -k 6T.8 FP M/CHAL/D, \ L=31.68 � FROCK FPGE 3,5 7 CAROL E, .� - -- DH ,. ` ��r t Tf3 2 r' 1 - . .� ... �O p F RGG \ (FND) ,, '" `"c44-�, ""* 6� OMC ` t'7 � ,y +79,00-1 �"`" �,`�'"_._�-.T,�.. -��;, � � BC� S .. ..- � � • .�,F-- -~ MaP2NiF T4o� L=32.05' !� 82.9--- T7.2 --.. MAP24LOT219 J r Tom, 77.0. _. L=63.73 \ t ,1 .. +82.9 !� _ --81.8» . A c A&LAUGHUN, N/F ® // / 1 LINDA C.& c R=155.37 C/TYOF �/H+72(0 /� -' 4 y� `` SCOTIA. // SALEM- (FND) / �1 ¢_ - i - 8� 4J i�j BERTRAMF/ELD '�r '' ! /10 / .-- -. _ ✓"�- \ 3' MAP25LOT406 NIF 13?.9 f , .� ` ., 87.0 ) KERKORMAI, f +89.1 �x'j xw: VI �` e CD as SAMUEL ,{ Iro9 �f CAM/LLED. 66' / +88.T _ -',a -- ,,, 91.F, ; �►�0�j ` r0o ,r,r' x.08 T° +91,5 r_. I y -, 8t3b ' r r -y \ ' / 1 -f 91.5 t --� `, \t, . 'b , / / .488,3 - MAP25LOT405 �6 / --' -. .} 91 c N/F / - ' MAP24LOT217 / , I �.. i' _ l \ Z / I sy DUBE,ROBERTH.& �..� IV/F / ! / ...f / +95.5 PENNY,JUDYA. C/NOF t' +677 SALEM- PARKDEPT. j f jV +91.8 1 µY / o o s O� +9iJ 4 i ,✓ a C "� 15.58' /� f ! -! 91.1 ' ( ; 42.4 TP5 t - r �! NAIL t!8"(20'CANOPY) tl cS f 1 a } c:3.2 o \\ / ;✓% (FND) 28"(3t0'CANOPY) J �� 1� � R� �/v ! ' �� \\ c CG 2120' Z 24 (30'CANOPY) W ( 17�.t ` #� +89.6 \ � �' MAP2N/F T 404 \` �b• i / / Q 12'(8'CANOP)9 18 (15'CANOPY) "'315.00 ) � J �` �` " :�v 92 . ELOUCHE, j I5"(15'CANOPY) fi /-/ I I t f) +87.1 \ � _ � � ~ � If r / `"�' ,��„ SAL/MA.& / Q W J 22"(20'CANOPY) ` 6T,r ii 1 _ 3T.1 SUSAN S. PA/NT CB �'"�\\ •_.... r, ft /` t 1 �{' 'd, � jr' "� -•!�'_W..7 � '42,E •,'O' /� MARK R/A92fL85 A 84.3 +87,>1 90.8 : 3: /" xH RIM 29.13 Z o r '. -- lid C4. � 8L,8 m Q o �81f.o 8?.'.3- MAP25LOT403 \ I /, 0 �' N _ O o \ } t f i zg� e - A/F ,,MARYTLfl/ '_ Q CL 0 U w .- .---riD • J ' o -� t ! t 88.7 - 8�I3 \ �e HEUREUX TRUST �/: 2 z Z Q 0O (20'CANOPY) rn -. ` i`" 84.6 +r351 TP6 O U 81.6 -' \ b 0 ` 3,56 w W f O z m (n +85.5,. .� o , V Q � U Q # �-. Q L 24.00' s� ...._.... � ! { >ti � � ; � •s , � f 69.3 � � � +85.8 36"(20 CANOPY)- �Fa,,,, h R=29,53' ,s t j i l 1 +� .t / , �O ;,., W Q z BERTUCC/O A VENUE 36.1 `t L=41.40' MAP24LO7 106 , l # -' O AIAP25LOT402 , W t R=25 00' N/F ,� �1 \ i 1 �_ � ASSESSORSMAP24LOT 150 f ,� 74.11° o co E U, zois, ;, ,,, 1 -� . 150, f93 SF. r �, - -- : ; I tv r, ADAMN.& � , ` 1< '� t O JAMES M.,JR. APPROX. t::;; rn' MARYE. t l 1 183.5 3.44 AC_ t �^' �� I1 4 �82fi ,, l (FND) - MATCH LINE x sruesEra �, ��'-- { LOCATION :. 66.' - t '(15'CANOPY) 1� , ` t ' r J ~\ ,,. r / /I✓ O �/ (FND) I W cz ELEV 50.03 1 � 1 1 / / II // ` --•. cep r • 12"(12'CANOPY) rn'z. 1 - t �1 �6b.i; , sl +79.> �\ / / t 69T t 0 ! ' IR I i � ~° '� u� MAP24 LOT 107 V. N/F `. 1� „��.. / /t / jam'' -- MAP 25 LOT 401 f ` THERNUL T, 19.00 g ! f�,, J �, 1 y N/F c, W/LL/AMA. 3.7"� `f' 67.5;� B/MBO, l C JANEA. ` _ ,� " - '` '/2/ J ! Alli G.B $ J CATHYM. /FNC 58- r3 24"f2©'CANOP-Y) f O 1 �-• , ✓ s70. .. 24"(25'CANOPY) '.�" /J r' 7 ( D) O m ^ k DH 1 , `'-M .' .' ./ r'w w' N --56 11 . r (T)?'.) / (FND) I I i`' '' �"103 (70 CANDP)� s /e _,/ / -" /R 8Sf 00,i pu �OO 4 g -� ,� ( _ ) .__ w / / (FND) -- -- U m 10 10'CANOPY .-., 74.,, I . �\ $ SMH - -- R m LLA / ��< . .: g 1' �.,�� f!�,,. // Ile S RV .83 (FND) } q C (FND) • ✓ //' 12 10'CANOPY r ~'"" -. a- .r- _`-- \( y o I s CL ( j _ 12 (10'CANOPY) 5 Q INV OUT s (� ! ` `^ / /' / , '' / M s" /'" Sly" .�" 'r-- \ > �J i \ O C,w w,ct) . �, o_ .,,_ •, ' ` '', .- r '"" ) 1 7.65 Sd' . O, ✓" " r 4ti 9 """.- - .. 16,6+ �` f f _--� \ 'u RIM 31.55 W / o S� ' ,•'" ✓ ,.'' -'' /18'(25'CANOPY) 3 3 ✓ // SM1HJ : , oo '" `, ✓ ,/ // �/ �, -- .. .- TP4 --- �\ -'`', /f✓ '�f /. 0 rNV/N25.:1.5 4 _ 41:7-` --_ /� / �" rNVOLlr225 I rn MAP214wLFOT 108' \ TP \ �TPZ f f r 3 ~� -�f ,, // fF I RIM 52.L?- /R «. o INV IN 4&1,88 "' `,., ` (FND) �` u U '.', y,, f - -- I I I m PORTER, O / '` ? BOL T /' - / 1 y �, C m z CL INV OUT 46.X78 /R ♦ / t _-.tS`^. ``. ti / T/MOTHYS.& '` /fig 54 00' "� \ f-(FND)" ,:' I �, �� W v0-i i; ` KELL MANN . (FND) Sp ✓ 313 0 // ��' �D ' BENCHMARK _ 105.81' -=1�' -�� - /1 SEWER MANHOLE w Eh?STING 1, / N 81,91' 6.19` 7.50' 35.00 ;� l � GAh'AGE 3-1.8 ` / � 01- � �Q/ RIM � � o � l o � > ` E 23.90' 7.50 � 9' + . /' i�� SMN ELEV. 29.78 m �,, MAP24L17T 109 11.00 1 \ / R� a /R f N/F MAP2410T Ifo MAP24LOT 111 a4.8�� f� R(P✓12,9.78 I 1 w M (FND) kA LL/PO, I N/F N� fag"(12'CANOPY)-r 3 ( 4 N GREGORYP, I GOODMAN, WILSON, � I W KENNETHA.& ? ` (L CLIFFORD& „ Z -- a O MARY O LINDA 'pO -.34"6 S 14.40, o / �O 36"j20'C'ANOPY) O DUH PAINT i RIM29.31 MARK EXISTING v INV/N22.15 I 11 5 0 /R �� I C> LLJ '39.3 , BUILDING V '^ " A INV OUT 2?05 1 co `� o p CB �- FND / c9 x` 1 _`.� �;, `'' Q �? RIM 13.47 J ¢ ( ) z 4 O rti RIM 13-0,9 R o kA °� `9�� "`'` 3 FF-29.65 ° L 1 QD o DH DH N JEFFERSON A VENUE ALL DOCUMENTS PREPARED BY TTI ENVIRONMENTAL v i (FND) L=10.02' FND + t' + ;+ OH C11o s� ��`8 40 00� �`(FND) 100.00' 'I ; < 105 00' f ? 40.00' 1 (FND) DP✓1H ARE INSTRUMENTS OF SERVICE IN RESPECT OF THE W O . _._ _ __a.■,,._ � RIM 13.9f PROJECT. THEY ARE NOT INTENDED OR REPRESENTED S r•: : ' ?. p. ., - "' ;' a..'f l ;}ro_ TO BE SUITABLE FOR REUSE BY OWNER OR OTHERS ON w es L=43.44 .< 1.. 280 00 r ,,••., . . . •.. ' .. �._ . rn O =- •--� THE EXTENSIONS OF THE PROJECT OR ON ANY OTHER R-3508' (�! �� ! ! M n3� PROJECT.ANY REUSE WITHOUT WRITTEN VERIFICATION j ! J CALABRESE OR ADAPTATION BY TTI ENVIRONMENTAL FOR THE ai `SMH xr / / S ---.__,�.t$ 5{ �j --- S S -�--- q S '�� SPECIFIC PURPOSE INTENDED WILL BE AT OWNERS RIM 47.60 ! 7 C SOLE RISK AND WITHOUT LIABILITY OR LEGAL w INV IN41.66 =J ' Ny V TREET EXPOSURE TO TTI ENVIRONMENTAL;AND OWNER SHALL g - I /cs INDEMNIFY AND HOLD HARMLESS TTI ENVIRONMENTAL JNV DUr41'Sb L-1737 -• r"""-- FROM ALL CLAIMS,DAMAGES,LOSSES AND EXPENSES .... .. ... .-,..,. e-. - rte- . RIM 13.05 E /R "-"',; ,,.,,. r.r�'�-�.�. "� --� ARISING OUT OF OR RESULTING THEREFROM. (FND) 56.97 / 50.00 �/ SMH SI✓fH L=26.OT SMH /R RIM 39.0:3 RIM 26.62 fi ° DAfH PROJECT 15-1801 23.93' RIM 4470 (FND) INV/N3,3.08 INV IN 22.85 R14,128.09 a 1 1 INV OUT 32.98 I I INV IN 22.88 INV IN20,63 I 1 I i I DATE 2016-03-17 r I 1 INV OUT 22.78 INV OUT 207 53 ZN i ( ( 2 -+. NOR DRAWING SCALE 1"=40' MATCH LINE DRAWN BY CPH a O 40' 80' APPROVED BY BCO z z UCS021101 PROGRESS PRINT o SHEET 3 OF 15 a_ DH (FND) � IR V O sow (FND) N ` ® Z e- m 161 :- e- MAPZN� OT659 ® 6 IF MAP25LOT408 Q O 4? et CITYOF 33g��67� NIF 1— 'Ln • co 00 SALEM- .i GKFAGE `\ CAROL E.MICHAUD, f W 0 U O 0) M/DOLESCHOOL WEST + / �p OF RO LL DH ( Z CD (FND) 1611 \` '' 0 c CN 0 + + _�I 6 ` •� � MAP25LOT407 �` e Z W m2 ti M4P24 LOT219 NIF W N/F06 McLAUGHL/N, C/'NOF / ® ..---� ` LINDA C.& I— O SALEM DH S.41 BERTRAMF/ELD ��! (FND) SCOTTA. PROPOSED LOT 4 30,234 SFt ` 0.69 ACt M4P25LOT406 KASAMUEL& ` CAM/LLED. 6 O/ v EP 4+8`3.92 4+841 / 000 MAP25LOT405 NIF AIAP24LOT217 ` ` DUBE,ROSERTH. N/F PENNY,JUDYA. fp/ C/TYOF I SALEM- STA 4+78.91 / PARKDEPT. END OF ` PROPOSED 0�0 � CUL-DE-SAC of N ` 15.58' ' t PT 4+25.60 ' 7' H �AAIL (FND) ' 22.20' , STA4+33.94 ,N MAP25LOT404ago \ bry CENTER OF NIF r � CUL-DE-SAC ELOUCHE, 315.05 � 4+p0 y SALIMA.& SUSAN S. CO o I y �FAINT STA-0+01.05 v ' h MARK START OF o ,i do= --- -�� PROPOSED z PROPOSED < o PAVEMENT � \ ro LOT cJ 15,428 SFt \ 00 W 40 08 01 _ �� 0.35 ACt / OOI z Q MAP25LOT403 Z W 0 z ' SL / ' MARY T.L HEUREUX \• ■ . . J n 15FYlT / TRUST >O ..• � 0 ~O � 0 � -0+33 ` I Glop z CO Q Q 0 0- O U (Y O r^ _ �P-0+32.78 L=24.00' s3 \ \ I OO I W U w O Q m a R=29.53' ss- \ \ �• ` 00� — m: Q c Q c MAP24 LOT 106 fn z L=41.40 NIF N \ �"� ��.".."" MAP25LOT402 ` ` W Q R=2500' ZO/ >� NIF CO TE, ADAMN.& \� PROPOSED JAMES M. JR. ' m ` MARYE \ PROPOSED �j - d' \ \ I /��' Q LOT 3 /P �— LOT 1 / 15,744SFt (FNc) w \ \ 15,016 SFt 0.36 ACt (FND) 0.34 ACtco 0 IR DRAINAGE / (FN©) MAP24LOT 107 EASEMENT NIFCTHER/A[/ILT, 19.00' \ 1,707 SFt Q 1 MAP25LOT401 j S n W/LL/AMA.& \ PROPOSED 0.09 ACt ,�� NIF ` R1JANEAI. ` LOT Z �F�� N/COO G & I O ` 16,761 SFt o�y`� CATHYM. /P 0.38 ACt 3 (FNC) �. O (FND) O = > � DH \ / DRAINAGE �Q? I hO m m (TNQ) �/ \ \ EASEMENT IR R) 3.379 SFt (FND) cQ 0.07 ACt / PROPOSED w DRAINAGE / LOT 6, j E `W EASEMENT 15,144 SFt \ w 8,577 SFt 0.34 AC± ice, 0.19ACt .� \ 7.6 v, O w <n MAP24 LOT 108 0 w N/F PORTER, ` T/MOTHYS& EASEMENT _" '– _ / , > IR a ` ` KELL YANN w (FND) 6,357 SFt m IR 0.14 ACt BOLT �� rye; w ` (FND) 54.ei 00' (FND) ��. Lu a -- ` 2610' 750' 3500' � EXISTING81.91' � GA RA o w 23.90' 11.00' 7.50' DRAINAGE o 0 MAP241OT 109 1 1 EASEMENT to i MAP24LOT 111 a ' IR ` ` NIF MAP24 LOT 110 NSF 1,009SFt ALL DOCUMENTS PREPARED BY TTI ENVIRONMENTAL o (FND) _ LUPO, N/F W/LSON, 0.02 ACt ARE INSTRUMENTS OF SERVICE IN RESPECT OF THE �) GREGORYP. GOODMAN, KENNETHA.& f PROJECT. THEY ARE NOT INTENDED OR REPRESENTED CLIFFORD& LINDA / -- -- TO BE SUITABLE FOR REUSE BY OWNER OR OTHERS ON PROPOSED 1 THE EXTENSIONS OF THE PROJECT OR ON ANY OTHER RMARY O LOT O I 14.40 PR OR ADAPTATION BY TTI NVIRON WRITTENOJECT. ANY REUSE WITHOUT AL FOR THE ON Z I O I v ' 15,312 SOF± / SPECIFIC PURPOSE INTENDED WILL BEAT OWNERS O O O 9 t SOLE RISK AND WITHOUT LIABILITY OR LEGAL 0.35 ACt ' 1 EXPOSURE TO TTI ENVIRONMENTAL;AND OWNER SHALL INDEMNIFY AND HOLD HARMLESS TTI ENVIRONMENTAL FROM ALL CLAIMS,DAMAGES,LOSSES AND EXPENSES O ARISING OUT OF OR RESULTING THEREFROM. IR ` ` EXISTIN (V VQ 1 _ (FND) BUILDING" PROJECT 15-1801 – ` DH I 1 1 DATE 2016-03-17 OH DRAWING SCALE 1"=30' (FND) (FNOJ ND) Z ' 80 •sr. DRAWN BY CPH . z L=43.44' R-35.08' Z CALABRESE 0 30' 60' APPROVED BY BCO 0 a STREET IR PROGRESS PRINT 3 /R (FND) 290.90, (FND) � � � � � .. .. . . . .. •� SHEET 4 OF 15 a Y ago 600rn Q O qty MAP25LOT659 .--" MAP25LOT408 ar � 'a' r7-- N/F N/F 00 CITYOF PGE MICHAUD, 3 Z > �Lu a o rn M/DOLESCHOOL WEST OF SGGK F GE / CAROL E. �\ x.;:,. •. y SALEM- � < LL TOP ROCK FP z U) c i�--x- - N LL r \` 60 O a) oi X / MAP25LOT407 j� / e� Z LL! m 2tNIF �t MAP24 LOT219 _ ��- MCLAUGHLIN, // fr ws W N/FL/NDA C.&SCOTTA. / o CITYOFSALEM- � \1 1 BERTRAMF/ELD MAP25LOT406 N/F 1L01 0\1 KERKOR/AN, SAMUEL& / \ PROP. CAMILLED. 2'GRAMITE CURB RETURN N 11 PROP. EVERGREEN / EP 4+83.92 `240, SCREEN 31/2"CALIPER REE, (TYP•) ^ F ` 15'FROM DRIVEWAYS ti 3 30'ON CENTER MAP25 LLOT 405 MAP241OT217 ` A45'R DUBE,ROBERTH.& N/F k PENNY,JUDYA. CITYOF SALEM- STA 4+78..91 ; PA RKDEPT. END OF , PROPOSED CUL-DE-SAC PROP. 9p, i BIT.CONC. \ / PT 4+25.60 g DRIVEWAY(TYP.) ` PROP. H PROP. 24'WIDE MAP25LOT404 .STA 4+33.94 'CHAIN LINK FENCE 5L % BIT.CONC. CENTER OF 4 PROP. PAVEMENT MOO ' CUL-DE-SAC ELOUCHE, PROP. PROP. VERTICAL R1-1 CROSSWALK GRANITE CURB O o '1100 y SALIMA. (STOP) (VGC)(TYP.) �// x SUSANS, \ PROP. .� PROP. f 7 STOP BAR o !6a 0 1 o M O� WOODEN GUARD STA-0+01.05 a -"`�" , `3 x `. RAIL START OF \ / PROPOSED � C / � 24.0 PAVEMENTy o o J -- "' 0 146'1 x U) MAP25LOT403 J 5'R \ f t 13 N/F I / WLo 4 R '�/ MARY T.L HEUREUX \ f 0 < z o 122R `� 15'FYSL ITYP� ' k TRUST t ' �. 1- N rn ` p O 1� O 0 0 ti m -0+33 ••::. ` i .,�© a� d 7ss (� \ � /� O � O o N W O O Q �•:.._ a. AQ Z `� U O PROP. �/ o OQ //fi C` I U W X z 1z U) RAMP(TYP.) BP-0+32.78 PROP. 126 f Q Q `�':`:..•:', � �._ RETAINING 13 � PROP. �) 65 WALL(TYP.) g0, 4'WIDE BIT.CONC. W Z =H Q SIDEWALK W! / I Zco `..'... ^ S E(TYP SS O MAP25LOT402 \\ J /,� ` W Q ` MAP24LOT 106 h' � RIP ) � NIF EXIST. N•'F ZO'lS, / o co O COTE 24"SCHWENDLER JAMES M.,JR. / a TO REMAIN ADAti1 N.&MARYE oo -� \v �1 x 224• cl _ i MA124 LOT 107 o N/,F 6 44.0'- ' Ql PROP. AMP25LOT401 THERI.AUL T, 3p' 'rN/F f WILLN EA. & � � 12, ��`' ROCK FACE BIMBO, �\ JAN/EA. WALL(iYP.) - NICOLO G.& m Lu ti m / / O IL n z •.; , ,44 p ° r ` / / W _ ;\,` MAP24 LOT 108 ... �. U Q W N/F PORTER, ` ` \ � w m y / f In �:.:;:. ` T/MOTHYS.& — -- _ _ �+� / w z CL •P: KELLYANN / / OR�N`. z... w nj N o ';` RAINAGE a a s ��...:.. \ DRAINAGE EASEMENT EASE r� - N o -- -- EXISTING o o GARAGE ` / , 0 30' 60' co ,Ln N F MAP24 LOT 109 I ' • ` y_ 0 0 N/F I MAP24LOT 110 MAP24LOT 111 {' , o ,n ALL DOCUMENTS PREPARED BY TTI ENVIRONMENTAL ` LUPO, N/F N/F ARE INSTRUMENTS OF SERVICE IN RESPECT OF THE V o j WILSON, PROJECT. THEY ARE NOT INTENDED OR REPRESENTED GREGORYP. GOODMAN, KENNETH A.& ' CLIFFORD& LINDA Ir _ __ ZONING - DIMENSIONAL REQUIREMENTS TD BE SUITABLE FDR REUSE BY OWNER ORDTHER3°" � {- THE EXTENSIONS OF THE PROJECT OR ON ANY OTHER . MAR)' J PROJECT. ANY REUSE WITHOUT WRITTEN VERIFICATION \ OR ADAPTATION BY TTI ENVIRONMENTAL FOR THE R1 - RESIDENCE ONE;-FAMILY DISTRICT SPECIFIC PURPOSE INTENDED WILL BEAT OWNERS i SOLE RISK AND WITHOUT LIABILITY OR LEGAL REQUIRED LOT 1 LOT 2 LOT 3 LOT 4 LOT 5 LOT 6 EXPOSURE TO TTI ENVIRONMENTAL:AND OWNER SHALL INDEMNIFY AND HOLD HARMLESS TTI ENVIRONMENTAL FROM ALL CLAIMS,DAMAGES,LOSSES AND EXPENSES ;.:•i ! MIN. LOT AREA 15,000 SF 15,016±SF 16,761±SF 15,744±SF 30,234±SF 15,428±SF 15,144±SF ARISING OUT OF OR RESULTING THEREFROM. N ExISTIN �' i MIN. LOT FRONT. 100' 198' 100' 100' 215' 342' 105' PROJECT -= BVILD�N FRONT SETBACK 15' 15.5' 23.4' 15.5' 24.4' 16' «15' 15-1801 SIDE SETBACK 110 11' 12' 22.4' 31.0' «10' 31' DATE 2016-03-17 M m \ � .,:.,,-�` .• � REAR SETBACK 3+0' 30.6' «30' 31:0' 42.4' 40.9' 33.3' DRAWING SCALE 1"=30' :.. , i . `+ � • " ,.•A ; 100 163 100 111 175 274 105 MIN LOT WIDTH 1 DRAWN BY CPH ;,a a e -- <. ' +` `: •j + . a. . . . ;:'• h+E"mns _,. .' ::, H .. ' ,..__ . MAX. BLDG.COVER. 310% »30% »30% »30% »30% »30% »30% /'+/� / /1 pRCG�C MAX. BLDG. HEIGHT 3;5'(2.5 STORIES) >35' >35' >35' >35' >35' >35' APPROVED BY BCO a i.�ALAO GSE :.STREETC51001 PROGRESS PRINT ............. ................... a. :+ '< ',' • _ ` ..fir � - ` -::.�_::::;::;':.•�'• ::;: ::�::.:::•;::�:•:�::':.::. .::.::::...•::':. .; . . :'. _ +�' -. - �.-- --= - -- SHEET 5 OF 15 V vi Y ', ISI - _ C) oidi •fn CO c OOK P W p Q t0 Of F OE 3.i.7 rn �- 1 ✓ .. \ _ : � - " : `.ter•- 1� -�. ,.._. ..�. -.. ...... i "i-. P ROOK P 1. i Z m0)IN - F j yUJI co c6 SI ,P i ,. r' �• ,,,,•' r..-""` i�L_.L,.+.. -f! �I' 1 12�.1. <I' 'r � r ( N1. CB2 Li GRATE 86.64 �.. f 11, -- // / /INV OUT 84.09 1 DM H2 j RIM 85.25 f INV IN 81.30(DMH1) f ' kR 94 INV OUT 81.20• DMDMI-15 DMI-16 RIM 70.32 RIM 74.64. # , fA r' / \ ~"' •- \ 3 INV IN 67.90(DMH5) . INV IN 70.90(CB4) 24'-12HDPE \� TP5 x ` INV OUT 67.80 INV IN 70.50(DMH4) S=3.69% - `9 / INV IN 70,90(CB3) DMI-18DMH7 INV OUT 70A0 RIM 65.79 ! RIM 61.92 INV IN 62.90(DMI-16) INV IN 56.80(CB5) y INV OUT 6280 CB4 g0 '7 26'-12o HDPE. rn j \ CH INV IN 56.80(CB6) . GRATE 76.61 S=1.65% INV IN 56.80(DMH7) 46'-12' .HDPE 0-- ~+ ♦ f t 1f � � INV OUT 71.80y RN,NI2,�.85 INV OUT 56.70 S=12.90% f - , l i ~ f---�� x -" SOIL TESTING DATA: CB6 GRATE 61.26 ' �, GF :� •�. �-- / PERFORMED ON MAY 20, 2016 BY BENJAMIN C OSGOOD,JR. INV OUT 57.25 ._a• ` 66 s Y f a\ 7 00 ! -/ � CERTIFIED SOIL EVALUATOR NOV. 1995 LIC#SE1818 z �,, 8 - I � S \ � -�� ,-, \\ '_• �� WITNESSED BY Q 23'-12"HDPE ,t 1 . $\1,�-as o0 1 "• / �CB1 R&I29.13 J S=1.92% O \ t � x-.`=•• . ,,,,---^~�f�4 J _. � - «^+., ,.. _ TOP ELEV=50.58 ESHGW= ,. x t I � � ` _ -• f �,,, -°.✓,i,•:•J GRATE 87.10 / T''_',,.+^ y� 1 (,.s 1 y • INV OUT 84.09 t ' 1 +.^-_ r-. y...'^`. V 4 i \` �O 1.3.,. .+ .•i:r.ww. ''•` x Y ` - W `--- 16'-12"HDPE TPI Z S=0.74% \ / DEPTH SOIL HORIZON SOIL TEXTURE SOIL COLOR SOIL MOTTLING W "' O Z � 45'-12"HDPE �yI S=7.81% -. •.,, _r x t4 ,DMH1 / 3� F- 0 rn RIM 86.35 `t o INV IN 83.67(CB2) INV IN 83.97(CB1) a f O N p p .. ' ! 0 INV OUT 83.87 d w V o CB5 r`\ I ! , r Q _ / / U Z O U 4T-12"HDPE It- x O A'� + t\0 W [I_ w U ``1..... INV OUT 57.25 � `+ S=10.39% t ' -' "- 7 TOP ELEV=42.21 ESHGW= Q 0 p Q m I / W. `' -- ..o HDPE \ Z _ :'' ✓,,_ `� ♦ �\ I ii , } s-7.69/° Q ,, TP2 Q Q 12"HDPE t DMI-13 - kry co ' s=3.68% - RIM 82.57 o O \ DEPTH SOIL HORIZON SOIL TEXTURE SOIL COLOR SOIL MOTTLING W Q t n Z a " INV IN 78.75(DMI-12) V . 3412,HDPE �# o INV OUT 77.50 .. ' a 0 S=726% - 84 I / V// r^ Is •` .' ��•� ` , - 'i'� 35'-12"HDPE -12"HDPE I / r ` --,04- S=7.13% // )J� S=6.80% \ m �/ �::: . /5c • / l �p t \ f .'" 1 TOP ELEV-44.34 ESHGW= SiLL 84 0 eo f# l71 TP3 7g '� \` DEPTH SOIL HORIZON SOIL TEXTURE SOIL COLOR SOIL MOTTLING \, 16'-12"HDPE.. RIM 78.00 C83 - INV IN 75.00(DMI-13), O INV OUT 74.00 DMI-19GRATE 75.44 .- >? 34- 54 �♦ RIM 66.00 ! INV OUT 71.80 -' ,, _ 1 ,,,, / / ,.- INV IN 56.20 DMH8 I { ✓ "'"�+�- - INV OUT 56.10 i �l� ^w. / ✓ ..�,✓'�„ , - ._= _ __ -� ~! /�,•- ,/ l :a� / /� TOP ELEV=41.67 ESHGW= V m TP4 DEPTH SOIL HORIZON SOIL TEXTURE SOIL COLOR SOIL MOTTLING a i -- SILL 46.00 `- 1 �' r ✓fr'✓ ✓r TP1 CF 38.00 11 " I+ •...:, <.-•' ✓r' ./ / ,,. r,,. •'` .... ,, , ,.,,, � �'`38 � z to 108'-12HDPE w•, ^- ,• '' "' & TOP ELEV=93.36 ESHGW= co zz S=7.47%:56- ._ vr, �a D IH ui m co0 RIN13f.55TP5 U / ! IIVI/1N25,35 O tNI/DUT2525 DEPTH SOIL HORIZON SOIL TEXTURE SOIL COLOR SOIL MOTTLING 0 Q 12" ---HDPE 1w co > z 43'-12"HDPE - ` M p0" \ -...- h DMH13S 10.27/o W z cnco .� 44 ♦q T / / RIM 31.02 W CL m 1 // INV IN 28.00(DMH12) FES1 -, 1 * INV OUT 27.90 o `:'. •; INV OUT 48.00 f '---•" ` .� /f �/ _ cv Z 48j' .' t / 26'-12"HDPE TOP ELEV-85.86 ESHGW= A=120 t EXISTING F ' ALL=3861 /r _ . / / 5=3.47% o 0 FB=296 m GtfRAGE I,/ TP6 A=224 er; o do DMH14 N N DB=3565 ! f� "` `' 'ti RIM 30.64 DEPTH SOIL HORIZON SOIL TEXTURE SOIL COLOR SOIL MOTTLING o 0 0 INV IN 27.00(DMH 13) o 'o OC.S1 < Y r-` INV IN 23.45(EX.DMH) 0 0 . s0 INV OUT 23.35 ALL DOCUMENTS PREPARED BY TTI ENVIRONMENTAL RIMI 47.34 n �� ARE INSTRUMENTS OF SERVICE IN RESPECT OF THE j u9i � � �+ ! INV'OUT 41.65 3 �� PROJECT. THEY ARE NOT INTENDED OR REPRESENTED / __ _ _ TO BE SUITABLE FOR REUSE BY OWNER OR OTHERS ON tt / THE EXTENSIONS OF THE PROJECT OR ON ANY OTHER �^ I PROJECT, ANY REUSE WITHOUT WRITTEN VERIFICATION J SPECIIC URiPOSEINTEN INTENDED EAT OWNERS PERCOLATION TEST: SOLE RISK AND WITHOUT LIABILITY OR LEGAL DATE: 5/20/16 EXPOSURE TO TTI ENVIRONMENTAL;AND OWNER SHALL DMH !' DMH12 Lu RIM 45.69 9 ' / lAtV22'iy' INV IN 40.00(OCS1) HOLE# INDEMNIFY AND HOLD HARMLESS TTI ENVIRONMENTAL INV OUT 32.40 FROM ALL CLAIMS,DAMAGES,LOSSES AND EXPENSES INVOUT2205 ELEV. OF PERC ARISING OUT OF OR RESULTING THEREFROM. EXISTING DEPTH OF PERC. :.. � BUXD1,AJG I START PRE SOAK PROJECT .15-1801 END PRE SOAK @ "" DATE 2016-03-17 FF 29.65' ., TIME 12 I •<. �� ^' 11'-12"HDPE TIME @ 9" NORM b- m ! t / S=2.00% TIME @ 6 DRAWING SCALE 1'=30' :::: I .., :c;•::�:�:.::... .. , . . - ��..� �. _ - - is TIME 9 -6 DRAWN BY 127.os RATE(MIN.%NCH CPH vs _-:' '. f " ' _•r. ,/ ,< ~. •.. INV OUT 23.09 127 12"HDPE ' APPROVED BY BCO / / y o I z S=2.0o% f CALABRESE PERCOLATION TESTS PERFORMED BY BENJAMIN C. OSGOOD,Jr.AND 0 30' 60' o _ ; s _: C� s DAf WITNESSED BY / w w w�W W W I GRATE 28.06, >tln�2a�� STREET5 0 o W w w �- _� tNV IJV ZI3 63 1 . v �- INV OUT 24.06 /NV OUT20.53 , PROGRESS a _ ........... _ PROP. _ . _ .... ..., ::::•. .. .. ...... .._....... ... .. . .• .._ :--'ice '•-_. .�.-- .°-�• oe �INV.IN 23.52(C67) _ 0 3� INV.w 22.87 CB8 SHEET 6 OF 15 CD xc \ oi -" `- sowLu Q G7 O -157 .� ..• . . ._ s_ �'"".... 7� -rP ROOK P ' Z 'm » rn Of O w (j) a� N "... _ lo� W 00 Ile 11> .01 � -- /f /f � t -__ ,�. ` ." =�' ,:11.1---. �� • � � �/ � pPROP. -' ;E ' •C `\ ,�' PROP. FIRE HYDRANT _r / STREET LIGHT (TYP.) / SMH1 \ RIM 89.70 s / // ��{ I ✓'� � =}�� / .,;,} f "� �o INV OUT 84.72 SMH3 RIM 84.17 cil - 4s }= INV IN 79.23 / OUT 79.13 ;-!.�- r 7 0 SMHS ELEC/CATV/TELE � � I/ � 1.__ '- P.) RIM 75 (TY '59r '- }- SMH7 N INV IN 69.88 to{ r:, i.7 f •/ 112'-8"SDR-35 o 1 I PROP: r i n S-2.00/o RIM 65.52 INV OUT 69.78 � � INV IN 59.58 A I I 1"TYPE K COPPER WATER " fgy SMH8 INV OUT 59.48 •� f ` SERVICE W/CORPORATION STOP P. \ RIM 61.35 5T-8"SDR-35 ) PROPOSED INV IN 55.20 S=7.57% INV OUT 55.10 f II I, l _! ✓ ,,- ; ; SMH9 8"DUCTILE IRON r- RIM 59.89 WATER MAIN INV IN 53.43 (TYP.) INV OUT 53.33CAP 64 END s 7 i r c"�Pi ^w t SMH2 \ / W o z w mac' i 501-8"SDR-35 RIM 86.93 / O z Q o . S=10.00% i I " INV IN 82.48 A p O Q (n o �Q INV OUT 82.38 O a Q 0 J J m p o CL _ U \ -..._.43 -8"SDR-35 S=10.00% ' o / T Q / V` 2 m O U S=1.90%DRYS "� 1 SMH6 D , �O v t U :Lu w - z w cA _ RIM 69.79 .S t e Q 3 ` l O J Q ma ,..- \ INV IN 63.94 / 7 ` 45'-8"SDR-35 C� $ �--- (� 1- Q ` sl►'" r- ~\ �� IINV OUT 63.84 t t s / f ` 5=7.00% W f • 6 � ` � t � }- 42'-8°SDR-35 s=10.00/0 ' .-. . ° r SMH4 58 -8"SDR-35 _ RIM 80.43 / /'� •1� "":x p APPROX. / \ l :` S=10.00% ~- INV IN 74.94 STUBBED j INV OUT 74.84 s O LOCATION ELEV 50.03 n� IR IS lb Lu oll ` • / - by � o CO O �/ f ✓ ..' d w.. �-�•� i t C C (1 \i -,,•/ ✓f ,,..w'� •"' ✓ it"°'o'�°`M p .'"...,w• - .S'f4H •r • •;:;•:• m L / / .� r 6 ', -- _..-° / -- '' ! APIA? RIA!37.63 �; `w•,. / �,/' _ - _ / \ ! INV IN wu t I / ✓ .r ✓ ; ` $ / 1NV OLIT / _ fir.... + � �-"- `1 '"" ✓ '' ✓ ✓ / . i� _ _ W LIJ SAWN ! a.:rt` / /% > RIM 5?42L\"' , .,- =-� _.' ,._ JJ w `- CL / � INV iN 4&88 ` ` l f ,� ,,. /r } / 0 w N INVOUT4&78 � a. kA " _ EXISTING / a GARAGE ✓ / o Ln sArH 01 o, I + ` • �/ RIM29.78 0 ALL DOCUMENTS PREPARED BY TTI ENVIRONMENTAL ARE tilt i y{ r� Er RUMENTS OF SERVICE IN RESPECT OF THE N PROJECT. THEY ARE NOT INTENDED OR REPRESENTED TO BE SUITABLE FOR REUSE BY OWNER OR OTHERS ON THE EXTENSIONS OF THE PROJECT OR ON ANY OTHER PROJECT.ANY REUSE WITHOUT WRITTEN VERIFICATION ,.. OR ADAPTATION BY TTI ENVIRONMENTAL FOR THE IL m'i S SPECIFIC PURPOSE INTENDED WILL BE AT OWNERS lSOLE RISK AND WITHOUT LIABILITY OR LEGAL i C7 EXPOSURE TO TTI ENVIRONMENTAL;AND OWNER SHALL p - - INDEMNIFY AND HOLD HARMLESS TTI ENVIRONMENTAL / NOTE: FROM ALL CLAIMS,DAMAGES,LOSSES AND EXPENSES E ARISING OUT OF OR RESULTING THEREFROM. L. EXISTING } 1. LOCATE END OF EXISTING SEWER AND WATER MAIN BUILDING - LOCATION AND EXTEND AS REQUIRED. PROJECT 15-1801 , , fF--29.65 rn NORM DATE 2016-03-17 ,• � ::' J DRAWING SCALE DRAWN BCPH Y 0 ' APPROVED BY BCO � 0 30' 60' o SAdt1 m s a INV INM41.6PROGRES R/A�47.600 If If IY w If---�- w w w w-----�w fw w r V csl �01 N INV OUT41.S6 ¢ PRINT ..::::.::.. c,. t .................... ._ SHEET 7 OF 15 a (� cV Es co 4 5W 0 CCQ LL I j PVI STA=3+60tm G PVI ELEV=88.52 s Z c f j i 00 K=16.67 s c c I. O� j I € 150'VC I I Z W m ti LUc6 100 100 H F- OUTCROP j I i I I ELEV-94t..26 I i I j OUTCROP i I ELEV-93,83 j n I t cLo+> N I I + OUTCROP w 1 , 9 3.13 ---.----.____........... �_- I k 36'OF°12"HDPE {I OUTCROP W E {{ --- -....- - ! @ 6.80/° ELEV•97/70J co co OUTCROP j m m 26'OF 12"HDPE; I- {�; ELEV 31.93 @ 0.47% _ I III i i ---- � ! 90 i 16'OF 12"HDPE 11.100% ?'-I,' 90 @0.74% I i 33 OF 12"HDPE G / � END OF @ I PROPOSED �,,✓ / I PAVEMENT I�ELEV:89.712 I OUTCROP I ELEV-8138 !1 = # 35'OF 12"HDPE i @ 7.13% i C81 1 W I ( GRATE 87.10 ._J I INV OUT 84.09 DMH1 $0 45'OF 12"HDPE E 80 j @ 7.81"!° STA 3+70,OFF 10.5'R , z I SUMP 80.09 ' W o W � z 1 i 24'OF 12"HDPE i� ` > J o f @ 3.69% i CB2 I Q O U rn rr I GRATE 87.10 -J m 0 o i INV OUT 84.09 DMH1 O N Oo O STA 3+70,OFF-11.8'L o N V SUMP 80.09 < < L.L Q i r , Z I PVI STA=0+85. 16'OF 12"HDPE ( �+ W O PVI ELEV=61.02 @ 5.60% W .. _- _-_- - -__-.---------...._.._.._._- -.- - --- ---- - - - ---._._.._._._._-_ - ----- - - - - _ - -- - - --_ _...._. -_ A.D._+9.00 ;. ----- --- K=11.11 i 34'OF 12 HDPE RIM 86.35 �__ < cn Q = t` Q 100'VC @ 7.26% INV IN 83.97 C62 W I 1 DO t INV IN 83.97 CB1 O Q INV OUT 83.87 DMH2 W Q Z (I 1 STA 3+55.02,OFF 9.0'R i DMH8r- I RIM 61.92 M o INV IN 56.80 C65 / + j 70 INV IN 56.80 CB6 I II - INV IN 56.80 DMH7 U i DMH2 i 70 STA 0+84.48,OFF 9.0'R w w RIM 84.25 i I INV IN 81.30 DMH1 INV OUT 81.20 DMH3 in STA 3+23.77,OFF 9.0'R DMH4 i o I DMH3 I RIM 78.04 RNV N 78.75 DMI-12 I IM 81.31 INV IN 75.00 DMH3 4 m m INV OUT 74.00 DMH5 INV OUT 77.50 DMH4 I F I STA 2+57.16,OFF 9.0'R STA 2+90,OFF 8.T R 1:5COQ I CB3 t o5�° _-_- ---"_--_ .__ -_-._.:.. ---- I__-"-GRATE 75.27 a O� ,�0� INV OUT 71.80 DMH5 ---- --- ---- - --t ---- - ----------- d ro a� oC STA 2+30,OFF 10.5'R - U STARlf OF, � � � SUMP 67.80 a PROPO:SED'; I E z PAVEMIENT J CB4 I STA:-0+011.06; / I GRATE 75.27 I ELEV:6�0.16' INV OUT 71.80 DMH5 ; I / STA 2+30,OFF-10.5'L i„ ' / SUMP 67.80 VP � I i - g - I a i i I 60 60 I I i I z € I I Z w CL i I p Of �\\-DMH5 I I RIM 73.84 I ! W I { INV IN 70.90 CB4 > DMH61 INV IN 70.50 DMH4ui w I i RIM 70.61 INV IN 70.90 C63 W 12'OF 12"HDPE -- 1__ INV IN 67.90 DMH5 i INV OUT 70.40 DMH6 -@ 3.68% ___-_---INV OUT 67.80.DMH7 "----�--- 8.9'R ----.- a STA 2+15.13,OFF ----- ------ ----- r i STA 1+82.89,OFF 8.9'R I a 23'OF 12"HDPE O @ 1.92% f I C65 46'OF 12"HDPE N I CB6 GRATE 61.23 @ 12.90% DMH7 I o 0 INV OUT 57.25 DMH8 ; RIM 65.79 i o GRATE 61.23 INV IN 62.90 DMH6 STA 0+71.40,OFF 10.5'R I I cq INV OUT 57.25 DMH8 INV OUT 62.80 DMH8 ` SUMP 53.25 1 ALL DOCUMENTS PREPARED BY TTI ENVIRONMENTAL STA 0+71.40,OFF-10.6 L STA 1+34.69,OFF 9.3'R I j ARE INSTRUMENTS OF SERVICE IN RESPECT OF THE N SUMP 53.25 PROJECT. THEY ARE NOT INTENDED OR REPRESENTED m 50 , TO BE SUITABLE FOR REUSE BY OWNER OR OTHERS ON � 550 THE EXTENSIONS OF THE PROJECT OR ON ANY OTHER OR ADAPTATION BY TTI ENVIRONMENTAL FOR THE �i _ - PROJECT. ANY REUSE WITHOUT WRITTEN VERIFICATION (n N ti ti p N co N p N p LC) p Lo Lo N SPECIFIC PURPOSE INTENDED WILL BE AT OWNERS p `- O c+y � 'It cm c6 Lq tp d; pp N LL') SOLE RISK AND WITHOUT LIABILITY OR LEGAL cp (o c ^ co 00 r- p co co 00 00 p p EXPOSURE TO T n ENVIRONMENTAL;AND OWNER SHALL m coINDEMNIFY AND HOLD HARMLESS TTI ENVIRONMENTAL Em FROM ALL CLAIMS,DAMAGES,LOSSES AND EXPENSES in° ARISING OUT OF OR RESULTING THEREFROM. a -1+00 0+00 1+00 2+00 3+00 4+00 5+00 6+00 6+50 PROJECT 15-1801 m PROP ROAD A 9+00 DATE 2016-03-17 HORIZONTAL SCALE: 1" = 30' VERTICAL SCALE: 1" - 3' DRAWING SCALE H: 1"=30'V: 1"=3' . O HORIZONTAL 60' DRAWN BY CPH Q z APPROVED BY BCO z o ti VERTICAL: 1"=3' wimk MAW" A 3 5 0 PROGRESS PRINT 1 • o SHEET 8 OF 14 a L. V N 00 '. J Q O d ti r ,r Z >_ U) 0 W u. � { z W m � ti * � W M 06 'I H . i i i r i . I 1 50 -- i 50 i r 70 70 I _....... _.__.._._.-_._ _ ---._.:.._.._._ __.._�_ _.....__ ._._..._..._... _............. -- --.... ....._._........... .._................_..._......._._. ......._......__.._—- - --....._.................._ 40 40I � 3 {t z w ,- Q � 0o I l O co a p o' N o _,... O 60 ----}- 60 _. _____......._____.._.-_.._._._...___..._.__._ ......... _ - --- .. _- -----___ __.---___-.-- - O Q U � ` U W zo 0 0 1 i J ca Q co m (/) _cl) Q W Z w Q zco 1 I, Q 10m 1 ... I................ .._...- _- .._._.._......... _..._.............. - _................... 30 30 I � I I i INSTALL DMH14 J i j OVER EXISTING 12"RCP VERIFYING ELEVATION j PRIOR TO INSTALLATION t 50 , - 50 _-_ _.____.__.._______, ..-__-_..___-_ . .._._..____._.-.._..____ ___.-__...__._._..__._._...____-- I EXISTING WATER f W EXISTING SEWER I U m i 45 45 20 20 0 tp � 00 0 p� cq � 0 0 0 N N � O D) O ct co tf) t` 00 O N �- 00 O M n co CO - M M r o � 0 CO0 � O 00 C00 00 � � � � � � Mco c - m - - H z LLI co-0+50 0+00 1+00 2+00 3+00 3+20 -0+50 0+00 1+00 2+00 2+50 LU 0 N DMI-18 TO FES1 5+00 OCS1 TO DMH12 4+00 W N HORIZONTAL SCALE: 1" = 30' HORIZONTAL SCALE: 1" = 30' ' VERTICAL SCALE: 1" = 3' VERTICAL SCALE: 1" = 3 W W 0 a O z 3 o W N h M C, ALL DOCUMENTS PREPARED BY TTI ENVIRONMENTAL m ARE INSTRUMENTS OF SERVICE IN RESPECT OF THE rs PROJECT. THEY ARE NOT INTENDED OR REPRESENTED TO BE SUITABLE FOR REUSE BY OWNER OR OTHERS ON m THE EXTENSIONS OF THE PROJECT OR ON ANY OTHER al PROJECT. ANY REUSE WITHOUT WRITTEN VERIFICATION OR ADAPTATION BY TTI ENVIRONMENTAL FOR THE SPECIFIC PURPOSE INTENDED WILL BEAT OWNERS SOLE RISK AND WITHOUT LIABILITY OR LEGAL EXPOSURE TO TTI ENVIRONMENTAL;AND OWNER SHALL o INDEMNIFY AND HOLD HARMLESS TTI ENVIRONMENTAL io FROM ALL CLAIMS,DAMAGES,LOSSES AND EXPENSES ARISING OUT OF OR RESULTING THEREFROM. NOTE: PROJECT 15-1801 12 THE LOCATIONS OF EXISTING UNDIERGROUND UTILITIES ARE DATE 2016-03-17 S SHOWN .IN AN APPROXIMATE WAY ONLY AND HAVE NOT BEEN DRAWING SCALE H: 1"=30'V: 1"=3' INDEPENDENTLY VERIFIED. THE CONTRACTOR SHALL HORIZONTAL DRAWN BY CPH 0 30' 60' z DETERMINE THE EXACT LOCATION OF ALL EXISTING UTILITIES APPROVED BY BCO z BEFORE COMMENCING WORK. 3 3 5 024' VERTICAL: 1"=3' Aft PROGRESS PRIM'�' I o a SHEET 9 OF 15 NOTES: 04 FINISH 1. ALL SECTIONS SHALL BE DESIGNED o GRADE (2)-3 FLANGE CATCH FOR H-20 LOADING. PAVED AREA LANDSCAPED AREA Z 0') SEE APPLICABLE SEE NOTE 4 BASIN INLET GRATE . TRASH GRATE( . PAVEMENT SECTIONS COMMON FILO 2PROVIDE"V"KNOCKOUTS FOR PIPES � �aD 60.00 STEEL OR APPROVED ORDINARY BORROW ` Z > to o 0)12' WITH 2"MAX. CLEARANCE TO OUTSIDE COMPACTED GRANULAR FILL - W OF PIPE. MORTAR ALL PIPE EQUAL) FASTEN TO CONCRETE SIDEWALLS SAWCUT DEPTH AND SURFACE c m CONNECTIONS. TREATMENT VARIES Z WITH HILTI ANCHORS VARIES Oa, cm 3"x3"OPENINGS �, rn 8" 3. JOINT SEALANT BETWEEN PRECAST j (MIN.) / SECTIONS SHALL BE PREFORMED \jILI //�° ° a. Z w m a .. .. \\ // BUTYL RUBBER. VEE NOTCH \�\ o° ° °\/1 _ 06 \ / WEIR TOP r '.�j // ' rn A \ / 4. DRAIN MANHOLE FRAME AND COVER EL. 59.10 \\� ° o %\ WARNING TAPE `' SHALL BE SET IN FULL MORTAR BED. - �." ADJUST TO GRADE WITH CLAY BRICK 12 \ \ o ° ° ° o ✓\� m RISER SECTION(S) :-_ �/ AS REQ'D •:s'. AND MORTAR(2 BRICK COURSES (SEE ° ° ° w TRASH GRATE(GALV. TYPICALLY, 5 BRICK COURSES _ j NOTE 3) °°o e �° b STEEL OR APPROVED MAXIMUM) ,.._: VEE NOTCH WEIR \j/\\ o: p 8O ;'�p�`� EQUAL)FASTEN.TO - ;; ego Q ,\ CONCRETE SIDEWALLS '" INV=57.60 j/� �� 0. o. ° a VEE WEIR WITH HILTI ANCHORS }'' V �\ ...$ �a ° / INV=57.60 3"'x3"OPENINGS '} a Q j// 'o „ as ti HAND TAMPED _ �... :a o•: "Q IHAUNCHING '.. SEE NOTE 2 m w TRASH RACK ENDS 0 i` 3"ORIFICE 3"ORIFICE :,; OUTLET BELOW VEE NOTCH INV=56.25 SEE ;. INV=56.25 o O //� ,r°o. •,.a ,• a. .. NOTE 3 --- �� o. R ° BOTTOM OF POND=55.00 .12" BOTO TM OF POND=55.00 COMPACTED '." PIPE IN.=56.00 6"(MIN.) 12" BEDDING A FINISH (MIN.) COMPACTED GROUND EROSION CONTROL ^• t ,;. ;' �, 21 BLANKET MONOLITHIC 60 (MIN.) } SUBGRADE BASE SECTION ` 12"' ; ';?,.. COMPACTED GRAVEL NOTES: - fi�P) 6" LOAM &SEED 3 3 (TYP) COMPACTED SUBGRADE ELEVATION A-A 1. WHERE UTILITY TRENCHES ARE CONSTRUCTED THROUGH DETENTIION BASIN ` ` '`_ ` 1 1�,:;.•::: '''' BERMS OR OTHER SUCH SPECIAL SECTIONS PLACE TRENCH BACKIFILL WITH L "• • ' •• ' "� "'' '' .}ti'.' j,�, N.T.S. MATERIALS SIMILAR TO THE SPECIAL SECTION REQUIREMENTS .,.' � `.QLD �'a->`- .�'�Y., v`:• ..tG+A::`.� :T. �'� ��.C. COMPACTED Q WQ•,p .�' ., ., .'? Y•-,y.T53�A%•^Y�`A- i �-S '..=a•I'{:��, L .•.•' �i[a: N 2. USE METALLIC TRACING/WARNING TAPE OVER ALL PIPES. 3/ SUBGRADE _ ,b,Aa y 1 "`�°°,, y..,ra, y �,.Y.!a%{�':'' 6•' .`<'r v } _•> 9.. Ala 3. FOR HDPE PIPE, DIMENSION IS 24 INCHES. 6"BLANKET EMBEDMENT(TYP.) OUTLET CONTROL STRUCTURE OCS-1/POND 1 UTILITY TRENCH GRASSED SWALE NOT TO SCALE NOT TO SCALE TO SCALE OUTLET 16'-0" CONTROL 10'-0" STRUCTURE WIER ELEV.60.00 O 100 YEAR STORM p 50 YEAR STORM ( TOP OF BERM Lj1 25 YEAR STORM IM 60. HIGH WATER=59.88 - RIM 60.00 ELEV. 61.0 3 HIGH WATER=59.38 _0 Z 10 YEAR STORM 0 3 LlJ o z o HIGH WATER=58.91 1 0 3 Q 0 o N Q o o o Q 12"HDPE INLET PIPE _1 1 O 2 FROM CLOSED DRAINAGE SYSTEM I"- a 0 2 YEAR STORM V W z O _ no TO DMH 10 FES-1 00 INV. OUT 56.00 12" U w w Z w U INV. OUT 56.00 4"x18n GRANITE CURB HDPE OUTLET PIPE D W Q O = m a. a. VEE NOTCH f- m W I-- < ELEV. 57.60 � Z U 3" WV. W Q SEDIMENT FOREBAY ELEV. 55.00 ELEV. 56.25 co BOTTOM OF DETENTION POND ELEV. 55.00 r d CROSS SECTION DETENTION POND 1 T NOT TO SCALE FES STONE -- x NOTES: NOTES: W NO. X Y Z DIA(Dso) 1. ALL SECTIONS SHALL BE 1. ALL SECTIONS SHALL BE DESIGNED a 1,2 36" 36" 3" 6-8" DESIGNED FOR HS-20 FOR HS-20 LOADING. 3 36" 1 48" T' 8-10" O LOADING. 8" (MIN.) ACCESS 2. COPOLYMER MANHOLE STEPS SHALL a m Z PIPE 12 " BE INSTALLED AT 12 O.C. FOR THE 2. PROVIDE"V KNOCKOUTS DIA. . Q FOR PIPES WITH 2"MAX. FULL DEPTH OF THE STRUCTURE. W Q ALTERNATE ECCENTRIC CONTE SECTION D - q " CLEARANCE TO OUTSIDE OF I i ,� A ---- --- - APPROX. LIMITS ? 8 24"SQUARE PIPE. MORTAR ALL PIPE 12". ��-�- 48"DIA. (MIN.) -� 1 3. PROVIDE"V KNOCKOUTS FOR PIPES L i p OF ENERGY J �. (MIN•) OPENING (TYP.) 'CONNECTIONS. 1-i,- -1 - o I c� � •� . . WITH MMORTA CLEARANCE L PIPE O OUTSIDE a - __- _ DISSIPATION ALTERNATE TOP SLAB BOWL 3. JOINT SEALANT BETWEEN CONNECTIONS. Qr 1 PRECAST SECTIONS SHALL SAFETY BAR(S)DRILL AND 12" r -- 48"DIA. (MIN.) --►i ► BE PREFORMED BUTYL FINISH 24"DIA. 4. JOINT SEALANT BETWEEN PRECAST L MORTAR HORIZONTALLY NO.6 I 4- RUBBER. GRADE ACCESS SECTIONS SHALL BE PREFORMED REBAR EQUALLY SPACED ( FINISH ALTERNATE TOP SLAB 8" --j 8" BUTYL RUBBER. Z 18"- 1 BAR GRADE 4. CATCH BASIN FRAME AND z 24"- 1 BAR PLAN 8 (-- 24 --{ 8 GRATE SHALL BE SET IN SEE NOTE 5 2 5. CATCH BASIN FRAME AND GRATE 30 -2 BARS FULL MORTAR BED.ADJUST SHALL BE SET IN FULL MORTAR BED. 36"-2 BARS PRECAST OR HDPE i APRON EDGE TO SEE NOTE 4 TO GRADE WITH CLAY BRICK ADJUST TO GRADE WITH CLAY BRICK 0 48"-3 BARS FLARED END SECTION BE SET LEVEL `' U AND MORTAR 2 BRICK COURSES w W i I WITH FLARED AND MORTAR(2 BRICK CONCENTRIC •d• ( >. NOTE: COURSES TYPICALLY,5 TYPICALLY, 5 BRICK COURSES w o SLOPE 1:1 MAXIMUM I END INVERT CONE SECTION MAXIMUM a SAFETY BARS CONCENTRIC ' BRICK COURSES MAXIMUM). BE OMITTED I I ELEVATION(TYP.) SEE ALTERNATIVE )' W TO CONE SECTION '. WHERE I r I `" TOP SLAB STEPS a. (SEE ALTERNATIVE SEE NOTE 4 INDICATED ON I--- 4' 4' ---.] TOP SLAB) SEE NOTE 3 SEE NOTE 2 PLANS. SHELF TO BE zz M I I STONE FORT 48"DIA. (MIN.) OUTLET DIA. RISER CONCRETE FORMED II------ - I PIPE ENDS I 48" DIA. (MIN.) AT A SLOPE OF 1" N I I 12" I TOPSOIL HOOD VARIES SECTION(S) =�--- -- AS REQUIRED PER FOOT. o 0 -_ - _- Z RISER SECTIONS) f I o `% r;.��-•a .. 1 DIA. OUTLET AS REQUIRED INVERT ---- --- ALL DOCUMENTS PREPARED BY TTI ENVIRONMENTAL \ ° VARIES dim ARE INSTRUMENTS OF SERVICE IN RESPECT OF THE PROJECT. THEY ARE NOT INTENDED OR REPRESENTED ..V„ KNOCKOUTS W/ MONOLITHIC DIA. TO BE SUITABLE FOR REUSE BY OWNER OR OTHERS ON °J ENERGY DISSIPATION BOWL �� THE EXTENSIONS OF THE PROJECT OR N ANY OTHER "�. 1` FILTER FABRIC MORTAR CONNECTION BASE SECTION 1 l - VARIES PROJECT. ANY REUSE WITHOUT WRITTEN VERIFICATION Z �` Y R ADAPTATION BY TTI ENVIRONMENTAL FOR THE � (MARAFI NON-WOVEN SEE NOTE 2 12 COMPACTED SUBGRADE 6" v e " a s n OSOLERISKANDWITHOUTLIABILITYORLEGAL SPECIFIC PURPOSE INTENDED WILL BE AT OWNERS OR EQUAL COMPACTED 12 MONOLITHIC (TYP.) EXPOSURE TO TTI ENVIRONMENTAL;AND OWNER SHALL CRUSHED STONE BASE SECTION GRAVEL ; • .• ° SEE NOTfE 3 (TYP.) . �• INDEMNIFY AND HOLD HARMLESS TTI ENVIRONMENTAL FROM ALL CLAIMS,DAMAGES,LOSSES AND EXPENSES SECTION A-A 12n O"a°Q °' 'o'�b 'Qj°O $;'..a.° ARISING OUT OF OR RESULTING THEREFROM. a BEDDING (2"STONE SIZE) COMPACTED �"'_ SUBGRADE n /�. >• PROJECT 15-1801 o o b A •__ .o �.,4 CEMENT CONCRETFE INVERT DATE 2016-03-17 �� b �... �b COMPACTED GRAWEL 12" COMPACTED SUBGRADE DRAWING SCALE N.T.S. Q (TYP.) ZDRMANHOLE DMH ��LTENDSCTION EFES WITH STONE PROTECTION 2�T�MBASIN CB WITH HOODDRAWNBY JRA567 NOTTO SCALE APPROVED BY BCO0 a 7 Y PROGRESS PRINT SHEET 10 OF 15 HARDWOOD STAKES x V CD N OR DEADMAN (TYP.) z (3) rY ,,z ar d) TREE PIT wry -� r 00 Q o HARDWOOD STAKES E- 0 '9 0° r` ROOTBALL OR DEADMAN(TYP.) W o ;Q LL O aim rc.I TREE PIT 0.)GUY WIRE 2 INCH DIAMETER BLACK E no-) cm REINFORCED RUBBER HOSE ROOTBALL > zm 21-61f (ABOVE FIRST BRANCH) { " W w M a~o TYPICAL SIGN PLAN GUY WIRE �. - r- THREE STRANDS OF#10 GAUGE TWISTED GALVANIZED STEEL WIRE 1/2" INCH DIAMETER STOPBLACK REINFORCED 2'X 2"X 8' HARDWOOD STAKE PLAN RUBBER HOSE N (3 STAKES PER TREE) CURB LINE _ THREE STRANDS OF#10 GAUGE ° z z ° R1-1 (STOP) TREES ALL BESETTWISTED GALVANIZED STEEL WIRE zz o 4' H ~- a a a PLUMB,AFTER SETTLEMENT �J ow TRUNK FLARE SHALL BE SET 2"co GROUND SURFACE Ik TRUNK FLARE SHALL BE SET ABOVE THE o 2"ABOVE THE ESTABLISHED 7 E FINISHED GRADE ESTABLISHED z FINISHED GRADE Q o SIGN POST `� DEAD 3' MULCH CIRCLE o (1.75"X1.757) 40 MILL. POLY END BARRIER 12'LONG 3" PINE BARK MULCH, 12" � ° CENTERED ON DO NOT PLACE MULCH 3„PINE BARK MULCH, DO NOT w _ PLACE MULCH WITHIN 3”OF TRUNK -' u TREE TRUNK. WITHIN 3"OF TRUNK ' O 0 1 SLOPE TO FORM 3"HIGH SAUCER -�- 1211 12" z o ° SIDEWALK ' CURB LINE o o HIGH SLOPE TO FORM 3" 2"X2" HARDWOOD STAKE OR ER W14-1 (DEAD END) 3" DEADMAN (3 STAKE PER TREE) s o #CUBIC YARD LOAM TIGHTEN AS SHOWN 8 � 3 ANCHOR SLEEVE (2.25-c2.25") NOTES: -)I ; I \ice p ►- \/\\ \/\` b N o - 1' - PLANT BACKFILL MIXTURE „ /\ i o . I:_ +--�i'!:rI i' UNITE AND CUT AWAY BURLAP �I , _ _ : - 1. TWELVE INCH (12 )LINES SHALL BE APPLIED IN ONE APPLICATION, �,`\ \\l\� 't o 12 -�(� —) ��,-I'' 1 r.J� I...-. _ UNITE AND CUT AWAY BURLAP NO COMBINATION OF LINES(TWO-6 INCH LINES) \%\� a \�� 0 1{; j —' FROM s OF ROOTBALL(MIN); ✓/\/ /\i o SIGN POST ANCHOR _ I I -`{1--- . IF SYNTHETIC WRAP IS USED, J FROM 3 OF ROOTBALL(MIN); ACCEPTED. El 8 \�� o „ - f - �- - i - i_�-- I ,- '� li { — _ ' i I—1•i_Il M(._-- IF SYNTHETIC WRAP IS USED o (2.0 x2.0 ) I;. — _- ! - REMOVE COMPLETELY —i! _--•' — i _iII�llt 1= ii—il I- 1�I � -- T I 2. LONGITUDINAL CROSSWALK LINES TO BE PARALLEL TO CURB \� \\ o -_I I - - i i 1—I ° r. �1+I' 44 - i33 I�-_. =—I f!="""` REMOVE COMPLETELY LINE. %j�// ° 77 a 1 SIT ROOTBALL ON EXISTING — \ UNDISTURBED SOIL OR ON SIT ROOTBALL ON EXISTING 3. ALL LONGITUDINAL CROSSWALK LINES TO BE THE SAME LENGTH COMPACTED SUBGRADE UNDISTURBED SOIL OR ON AND PROPERLY ALIGNED. EARTH INSITU HOLE-THEE TIMES ROOTBALL DIAMETER HOLE-THREE TIMES ROOTBALL DIAMETER COMPACTED SUBGRADE W 4. CROSS WALK SIDE SLOPE SHALL NOT EXCEED 1.5%. HOLE DIAMETER 7/16" WITH SLOPED SIDES WITH SLOPED SIDES z AE ?_!IWALK alalLP?ST DETAIL 3 TREE PLANTING FOR 2" CALIPER 12' TALL TREES 4 EVERGREEN TREE PLANTING W o z NOT TO SCALE NOT TO SCALE F O Q OJ p O rL O o N Q O 0 a V w FINISH GRADE TOP SET FLUSH WITH 51. SEE LAYOUT& SEE LAYOUT 8� (� < W � o FINISH GRADE MATERIALS PLAN 4' 4.5' «',2' 12' 4.5' 4' cn 00 — 1.5%(±0.5%.) MATERIALS PLAN V W Z w co // MONUMENT TO BESET ON THE •:. BACKFILL TO BEco ExT'ERIOR STREET LINE AT ALL COMPACTED BANK GRAVEL 1/4"/FT. MIN. 1/4"/FT. MIN. 1/4"/FT. MIN. 1/4"/FT. MIN. .d. ANIGLE ION OF -� /\j/ , _o ° , c— POINTS,ALL DIRECT / /\//\//\/\\ \\//\ \\/�/\\//\�//\ \\/\\/\\//�/\� . o-°o o o , o o p o' _ 9.A CURVATURE _ 6"X 6"X 4'.GRANITE BOUND '/,\//i\i � :" // /i� \/, /��, /\/\/\i\�\ ��\ - p o °- o o O ' 'o ' O o0 ° O TOP TO BE HAMMER DRESSED „ °�� y�y>,y . \;\: ...�., \\\:\\. �\..�!.\�\ \ `.,\n s. '�,:. :. .. .:• �'O CHANGES,AND ALL STREET 8 COMPACTED GRAVEL IN"TERSECTIONS. :� TOA 6"X 6"SQUARE AREA. (1 1/2" MAX. STONE SIZE) A'"X 2"DEEP HOLE SHALL BE PLACED IN THE CENTER OF BITUMINOUS CONCRETE PAVEMENT 1 1/2"CLASS i BIT CONC. PAVEMENT,TYPE I-1 WEARING COURSE LIMIT OF EXCAVATION " GRASS STRIP „ THE TOP OF EACH MONUMENT. 1 1/2 BINDER COURSE " 2 1/2 CLASS I BIT. CONC. PAVEMENT,TYPE I-1 -BINDER COURSE N 1"SURFACE COURSE 6 LOAM 8�SEED(TYP.) Q 4"COMPACTED DENSE GRADES CRUSHED STONE FOR SUBBACE M2.01.7 CD W COMPACTED SUBGRADE COMPACTED SUBBASE M 1.030 TYPE C 0 COMPACTED SUBGRADE TY �1!��LSDEVNALK SECTIONOBOUND NorrTYPICAL ROADWAY CROSS SECTION v NOT TO SCALE v NOT TO SCALE a } z U m Lu Fzw H ��sr. 9�•� " "17TO 19 i 6,. � J �n0, 0�wco J VERTICAL GRANITE CURB - �2 zo w m ^��a �o�GP J�'� 2" PROPOSED BIT. CONC. R=4" R=3" o S TREATMENT PAVEMENT o ' VARIES TACK COAT 2' 2' 2' " 6 w J I so — ---�--- --�-4-- 3 t�� (MIN.) a 0 6' . SLOPE VARIES w CONTROLLED LOW-STRENGTH a MATERIAL IF CURB IS PLACED SECTION C90 2' MIN. AFTER BINDER COURSE z ,0. a;'Q...;Q..' TRANSITION BLOCK GRANITE CURB INLET BLOCK TRANSITION BLOCK ov1�..:..•.;:. p ro;.. --,w,`` • , b, .• ,.•'• • .• CURB INLET ALL DOCUMENTS PREPARED BY TTI ENVIRONMENTAL a� �/ 16 J�Vv \/i : O� O'! et '•° ;' }'d p ❑❑D❑❑D❑❑ AREINSTRUMENTS OF SERVICE IN RESPECT OF THE \�\� Q p ©',o`•:'.: : n'oo'':�Q.: --`a.. ., 0000000❑ PROJECT. THEY ARE NOT INTENDED OR REPRESENTED v �pJ ��i\ a.a oho r3 p:;"• b' °'`tTO BE SUITABLE FOR REUSE BY OWNER OR OTHERS ON Lu ��C �\ '�' - d ' : i:.:•` o '.:; Q-Oa°O 0000❑D❑❑ THE EXTENSIONS OF THE PROJECT OR ON ANY OTHER ❑D © 0000❑ ❑ ' (� :.'. .., PROJECT. ANY REUSE WITHOUT WRITTEN VERIFICATION 1 LIP \ p > Q°o.... ::'•:.. ' Q:v.:�..;:. :'•. ° xi P \O= /'.;/ :.:'_ :O. :'.( :' °:;''.:..:.,....:..... a.; Q: O ❑❑❑❑❑❑❑D OR ADAPTATION BY TTI ENVIRONMENTAL FOR THE • ;- ° o° ' ❑❑❑❑❑❑❑❑ 24"X24"CAST IRON SPECIFIC PURPOSE INTENDED WILL BE AT OWNERS v (MAX.) c, �\, Q. .°:.._.;.,,• .r.:.:.'. ". N Q5 Z o p d'' ° " i % ❑❑❑❑❑❑D❑ SOLE RISK AND WITHOUT LIABILITY OR LEGAL m o\� �\ i�'::=?.,'-• `•O:°: ::.... :o:::'` , a /\ \\\\/\ \��\\�\\j D❑❑❑❑❑O❑ CATCH BASIN FRAME EXPOSURE TO TTI ENVIRONMENTAL;AND OWNER SHALL m " \ \\ '' O,-A �' �... " \\/�\\ /�\ IN AND HOLD HARMLESS TTI ENVIRONMENTAL FROMALL GRANITE CURB TRANSITION \/\''�n:'• ' °'.w'° /\\/\\�\\/ ARIIS NG OIUT OF OR RESULTING THEREFROM. w (TYP.) \\\`�\ /�y\ \j\\j\ \\%\/ \\i\\\i\j` COMPACTED , % i\ / i% PLAN VIEW ��: \\�,<\\f y:\�:\\ SUBGRADE NOTE: PROJECT 15-1801 s 6 6" COMPACTED DATE 2016-03-17 "VERTICAL GRANITE CURB 6" 6" GRANITE CURB INLET BLOCK AND TRANSITION (SEE DETAIL-THIS SHEET) (MIN) GRAVEL BASE BLOCKS SHALL BE INSTALLED AT EACH CATCH BASIN. DRAWING SCALE N.T.S. Z N TYPICAL DRIVEWAY ENTRANCE W/ SIDEWALK 7 VERTICAL GRANITE CURB GC $ VERTICAL GRANITE CURB INLET DRAWN BY J�, o NOT TO SCALE NOT TO SCALE NOT TO SCALE APPROVED BY BCO 15 mwm - w vs 6 a G PROGRESS PRINT SHEET 11 OF 15 14'± (VARIES) o 4't 10't U c" (VARIES) (VARIES) Z .- q rn OC .. °0 C/) CD W -r< U. (D Z 'C .� C Q) D) EVERGREEN CHAIN LINK ,•. �n TREE FENCE �, y.Y W 2Wl m 6 V coFt W i I i OUTCROP N EXISTING (CLIFF) T MUILCH CIRCLE GRADE - - -- - - -- - - - - - - - -- - - 7, - IIiI ,I� �II� I_II Ii ll . IIII it U '! j ill CROSS SECTION - EVERGREEN TREE PLANTING SCALE:1.=2' I TIE WIRES TOP RAIL Al 2"DIAMOND MESH FABRIC SELVAGE OF FABRIC KNUCKLED TOP&BOTTOM BOTTOM RAIL ii, IMPERVIOUS FILL uj �\ MIN. 12 THINK CAP Z , 1. p o ELEVATION Q APPROXIMATE Q o p -� U)° ' EXCAVATION -' o LIMIT o N Q a0 TOP RAIL < Q ~ U W O FENCE FABRIC GEOSYNTHETIC w z 00 ., MODULAR REINFORCEMENT Q p W Q m a I CORNER, ;. CONCRETE _ END FACING UNITS OR LINE POSTS I �/ ^ + W Q U) z U -' FREE DRAINING BOTTOM MATERIAL m 1"WASH RAIL d. FINISH GRADE Ii ,.a.). M ce UNDERDRAIN \ 6'-3" O.C. CONCRETE FOOTING :u (SLOPE TO DRAIN) (3000 PSO-TYPE 1) �,,�..:� s:•'�%�� a 6"x8"POSTg" LEVELING PAD h 6"x6"WOOD WASHE 3"MSN. Lu OFFSET BLOCK 10"DIA. @ LINE POSTS COMPACTED POST OR 1 -4"@ CORNER SECTION NOTE: SUBGRADE r R PULL OR END POSTS _ } OFFSET 6 1 ONLY. STAMPDETAIL IEDFINAL D OR DESIGGENEN MODULAR INFORMATION m Z STEEL BEAM BLOCK NOTE: W BACKUP PLATE WALL SYSTEM TO BE PROVIDED BY WALL E 1. GATES AND HARDWARE TO BE AS PER MANUFACTURER'S MANUFACTURER BASED ON GEOTECHNICAL PLAN VIEW �� i I SPECIFICATION.SUBMIT MANUFACTURER'S LITERATURE FOR APPROVAL. ENGINEERS RECOMMENDATIONS. 2 " 8j" 2 CHAIN LINK FENCE UP TO 6' 3 MODULAR RETAINING WALL NOT TO SCALE NOT TO SCALE NOTES: PLAN VIEW 3�° z GALVANIZED BOLTS 1. THE MAXIMUM ALLOWABLE SIDEWALK AND CURB RAMP ( () Z CROSS SLOPES SHALL BE 1.5(1% MIN.). �/\\ , _ 0.411 0 2 w s `WASHER&NUT s o 2 /s2 x 1 "SLOTTED HOLES ci USE SPLICE BOLTS 2. THE MAXIMUM ALLOWABLE SLOPE OF ACCESSIBLE ROUTE c\i v . i \ s�oA EXCLUDING CURB RAMPS SHALL BE 5%. WOOD POST /s -�1 Imo- W ('•oo�r 3. THE MAXIMUM.ALLOWABLE SLOPE OF ACCESSIBLE ROUTE \ i 0.9° � '(�j� CURB RAMPS SHALL BE 7.5%• a BACKUP I > 4. A MINIMUM OF 3 FEET CLEAR SHALL BE MAINTAINED AT ANY HEIGHT AND DIAMETER PLATE PERMANENT OBSTACLE IN ACCESSIBLE ROUTE(I.E., � OF TRUNCATED DOMES Z E oJQm HYDRANTS, UTILITY POLES, TREE WELLS, SIGNS, ETC.). USED IN ADAAG OFFSET / I o wl OF OUT \ I I �� DETECTABLE WARNING. o w BLOCK -/ �° 2% (jE R \ X02 \ TRIANGULAR PATTERN co 5. CURB TREATMENT VARIES, SEE PLANS FOR CURB TYPE.a.0 o 0 O �\l` �� \ ``� GGE E , J \ J�� 6. RAMP CURB AND ADJACENT PAVEMENTS SHALL BE 2.35 551n$ N \ '� -�� -� " o Pm5 Or O �O� O �, , c ALL DOCUMENTS PREPARED BY TTI ENVIRONMENTAL ° PROJECT. THEY ARE NOT INTENDED OR REPRESENTED N S� E4 �O��QO �� GRADED TO PREVENT PONDING. i \ h ARE INSTRUMENTS OF SERVICE IN RESPECT OF THE \T P5/� OQ��O�I ^� / r'� 20s•, TO BE SUITABLE OR REUSE Y OWNER OR OTHERS ON Lu I i 6"x 8" �� Q \ THE EXTENSIONS OF THE PROJECT OR ON ANY OTHER CURB op000Q 7. TYPICAL SIDEWALK SECTION FOR RAMP SECTION / PROJECT. ANY REUSE WITHOUT WRITTEN VERIFICATION WOOD POST O ��1 CONSTRUCTION. OR ADAPTATION BY TTI ENVIRONMENTAL FOR THE s `l� Q SEE NOTE 9 (�J \.0 J M SPECIFIC PURPOSE INTENDED WILL BE AT OWNERS GROUND LINE �� R J`x nj SOLE RISK AND WITHOUT LIABILITY OR LEGAL �\ F� o� \ 8. WHERE ACCESSIBLE ROUTES ARE LESS THAN SIN WIDTH EXPOSURE TO TTI ENVIRONMENTAL:AND OWNER SHALL INDEMNIFY AND HOLD HARMLESS TTI ENVIRONMENTAL 0�es� (EXCLUDING CURBING)A.5'x 5'PASSING AREA SHALL BE l'y J FROM ALL CLAIMS,DAMAGES,LOSSES AND EXPENSES a I I �/i i.,./>/�/i /r. . /, //�. /�,'��/�` i��/�//, oJe` �� PROVIDED AT INTERVALS NOT TO EXCEED 200 FEET. \ nom` / ARISING OUT OF OR RESULTING THEREFROM. FINISHED I I 1/4"LIP(MAX.) SURFACE L__J \ 2'X 4' DETECTABLE , (� (� (� — PROJECT 15-1801 Gee \ 9. ELIMINATE CURBING AT RAMP WHERE IT ABUTS ROADWAY, ELEVATION VIEW WARNING SURFACE EXCEPT WHERE VERTICAL CURBING IS INDICATED ON THE DRAWINGS TO BE SET FLUSH. DATE 2016-03-17 SQUARE PATTERN, SQUARE PATTERN, SECTION VIEW DIAGONAL ALIGNMENT PARALLEL ALIGNMENT DRAWING SCALE N.T.S. 10. DETECTABLE WARNINGS SHALL CONTRAST VISUALLY WITH Z N STEEL BEAM GUARDRAIL WITH WOOD POST ACCESSIBLE CURB RAMP ACR - TYPE 'DADJOINING SURFACES. @—a�T DRAWN BY JRA ECTABLE WARNING SURFACENOT TO SCALE SCALE APPROVED BY BCO g Y PROGRESS PRINT SHEET 12 OF 15 0 j FINISH GROUND ELEV. LeBARON SEWER ROAD SURFACE CLEANOUT RING Z c'• Q o .. v l` OR EQUAL !- L a�D 111`0 &COVER LA0910 '� ' J SERVICE BOX FINISH GRADE ;' Z .>_ cn o rn THREADED PLUG In p EXISTING GRADE -�.� 6" AT PAVEMENT a, U. Z Z - .- - \ 5' k Z as cn c, l CORPORATION STOP o,....:,:.o..:.a• :..::: :: 0) � c rn co a) �� ,�� , �\ ��• \ in SEE INSERT'A' in ..o : m.� �.. > W rn METALLIC WARNING TAPE w Z m` o 0 0 d' p CURB STOP \ j o BALL VALVE J6' CONCRETE COLLAR U 0 z z.Z DUCTILE IRON CLEAN FILL IN LAWN AREAS, o 0 0 0 0 � o o DISTRIBUTION MAIN WOOD BLOCKING FOR CURB PVC 2"STONE IN PAVED AREAS STOP AND SERVICE BOX SUPPORT N M Q. LL 1"TYPE K COPPER WATER SERVICE 3"(MIN.)CONCRETE ENCASEMENT CORPORATION STOP, NO MORE THAN LINE CONTINUOUS BETWEEN CORP. PER PPL SPEC A-190974 s-d d.. 4 THREADS EXPOSED ON INLET SIDE. AND CURB STOP. BACK FILL PER SPECIFICATIONS. /\/�Jl� ,N z SHUTOFF STEM TO FACE UP FLOW - - as 4 ,•. d" COPPER SERVICE.LINE -- d TO PROPERTY LINE 450 PVC BEND AT END OF LINE I- 36"(MIN.) SEE PLANS FOR WYE CONNECTION FOR IN-LINE (4)-5"PVC(CONDUITS- INVERT AND PIPE SIZES EQUALLY SPACED FOR ELECTRIC 20° (MIN.)/30°(MAX.) AND TELECOMMUNICATIONS(ONE FROM HORIZONTAL CLEANOUT - PAVED AREA NOTE: PRIMARY-(ONE RESERVE,SEE NOTE 1) DUCTILE IRON 3 NOTTO SCALE DISTRIBUTION MAIN 1. ADD ONE ADDITIONAL 5"CONDUIT WHERE FIRE ALARM (FA)IS DESIGNATED ON UTILITY PLANS. INSERT'A'' PAVED AREA LANDSCAPED AREA f SEE APPLICABLE ELECTRIC/�TEECOMMUNICATION DUCT BANK �y WATER SERVICE INSTALLATION PAVEMENT SECTIONS COMMON FILU NOT TO SCALE G NOT TO SCALE COMPACTED GRANULAR FILL ORDINARY BORROW SAWCUT DEPTH AND SURFACE MUNICIPAL NOTES: TREATMENT VARIES STANDARD VARIES HYDRANT 1. CONCRETE THRUST BLOCKS TO BE USED ONLY'WHERE THEY 18"(TYP.)(SEE NOTE 2) CAN BEAR ON UNDISTURBED EARTH AS SHOWN.. USE CLAMPS �/! ° od FACE OF (OR TO MUNICIPAL STANDARD) AND TIE RODS OR OTHER ACCEPTABLE METHOD OF JOINTo°o° ° ��\/%\ CURBING PUMPER CONNECTION RESTRAINT WHERE SOIL CONDITIONS PROHIBIT THE USE OF \�/\ 0 ° 0 �!�� WARNING TAPE GATE VALVE W/ TO FACE ROAD THRUST BLOCKS. �j\� C6 005 , 3 PIECE RISER, ® 12" j�� g, ° ° o �� m BOX AND COVER O 2. HYDRANT IN SIDEWALK AREAS TO BE LOCATED TO PROVIDE SEE //. ° //� w FINISHZ ( \,,-� o \ \ GRADE MINIMUM CLEAR SIDEWALK PASSAGE WIDTH OF 3 FEET AT g NOTE 3) \�i� ° o e o ° \ ¢ PAVEMENT 1"CLEAR(MIN.) ) HYDRANT. Y�� b° ° :a0 > SURFACE 2 r z0' °a: .:. o ' `a / t=- 24 MIN. 3. HYDRANT TO OPEN LEFT. GATE VALVES TO OPEN RIGHT. g p ✓// Iq \r LL \ ; LLI w W U _ t : Qo ad: '...boivi D AND TAMPED COMPACTED , ;. , a. w \// °. a tlp q o;pr P�? y\\� HHAUNCHING Z Lo BACKFILL O m a Q \\ ° Q:b tl 'a :` ° -T`i W o Z THRUST BLOCK MIN. ✓ ,a°-;.' ` ' 6110 BEARING 9 S.F., DO �C \/� °'°o o Q oQ' ��` rn �r Q m ¢ ¢ CLD TYP. "' NOT BLOCK DRAIN /\ /\ �\ \/\��\\�j`�%\COMPACTED O Q Q ~ O on 6"(MIN.) U W O TEE �. 12" BEDDING m Q 00 20'(MIN.) (MIN.) COMPACTED U w x Z cn ° ,'(. '•:\ UNDISTURBED EARTH OR -' SUBGRADE � = m Q co COMPACTED EMBANKMENT NOTES: w Q U) \ � Z MECHANICAL v. o _,•\\ ¢ JOINT(TYP.) : °� ° 1. WHERE UTILITY TRENCHES ARE CONSTRUCTED THROUGH DETENTION BASIN W ° I�° \�: BERMS OR OTHER SUCH SPECIAL SECTIONS, PLACE TRENCH BACKFILL WITH (�] 18 x18 x6 MATERIALS SIMILAR TO THE SPECIAL SECTION REQUIREMENTS. CONCRETE " - " THRUST BLOCK CONCRETE BASE 2. USE METALLIC TRACING/WARNING TAPE OVER ALL PIPES. COMPACTED CRUSHED STONE SUBGRADE (MIN. C.Y.) 3. FOR HDPE PIPE, DIMENSION IS 24 INCHES. A HYDRANT CONNECTION UT�LlY TRENCH -T NOT TO SCALE v NOTLE I a TABLE OF DIMENSIONS 30"DIA. NOTES: BENDS B C D E F BENDS B ; C D E F ACCESS DISTANCE VARIES uj - 1. STRUCTURES SHALL BE DESIGNED FOR AS INDICATED ON PLANS ii 6" 111/40 8" 15" 12" 24" 12" 6" 450 8" 30" 12" . 24" 14" 11D HS-20 LOADING. EXTEND MIN. 5'BEYOND EDGE 6" 221/20 - 19" - 11 13" 6" 900 " 30 - - 27" OR PROPOSED PAVE.AND WALK 8" 111/40 a 20" ,. „ 12" 8" 450 n 30" n a 24" 12" 48"OR 60"O MANHOLE 2• COPOLYMER MANHOLE STEPS SHALL BE a m Z 8" 221/20 22" 17" 8" 900 38" 36" `- INSTALLED AT 12"O.C. FOR THE FULL DEPTH HOUSE a " n a a' � n W 12" 111/4° n 30" 11 - 15" 12" 45° - 40" 11 - 40" ALTERNATE TOP SLAB OF THE STRUCTURE. FOUNDATION END CAP SEWER MAIN E 12" 221/20 - 35" 25" 12" 900 " 60 " " 52" (STEEL REINFORCED FOR HS-20 LOADING) WALL .; 3. EXTERIOR SURFACES SHALL BE GIVEN TWO _ BENDS :�, 30"DIA. COATS OF BITUMINOUS WATER-PROOFING y \, E. FINISH ACCESS MATERIAL. -- f GRADE 8" 8" -A 4. JOINT SEALANT(BETWEEN PRECAST HOME 45° BEND m �� U p \ w SEE SECTIONS SHALL BE PREFORMED BUTYL CONNECTION NOTE 5 -- ---- RUBBER. "WYE"BRANCH cn 5. STANDARD SEWER MANHOLE FRAME AND z o N UNDISTURBED w cn SOIL ECCENTRIC COVER SHALL BE SET IN FULL MORTAR BED. PLAN SECTION 1-1 CONE SECTION 4 ADJUST TO GRADE WITH SEWER BRICK AND PLAN VIEW o a SEE ALTERNATE STEPS MORTAR (2 BRICK COURSES TYPICALLY, 5 TABLE OF DIMENSIONS ,: . PRESSURE TREATED 2'1 b TOP SLAB .* SEE NOTE 2 BRICK COURSES MAXIMUM) MARKER BOARD AT END CAP W TEES G H I J TEES' G H I J ________________ PROPOSED HOME , 2 UNLESS CONNECTION TO HOUSE ix a 6"x 6"x 6" 12" 24" 24" 18" 12"x 12";x 6" 12" 24" 24" 18" SEE NOTE 3 r (MIN,) SERVICE IS COMPLETED w 8"x 8"x 6" " - 12"x 12"ix 8" 11 a 24" RISER 48 DIA. (MIN.) SEE NOTE 4 (L PROPOSED GRADE 8"x 8"x 8" ^ ^ 24" 12"x 12";x 12" 36" ^ 36" SECTION(S) 60"DIA. (MAX.) FLEXIBLE WATERTIGHT AS REQ'D. z , TEES ---------------- GASKET OR SLEEVE .,. . , \ I H OUTLETCID 2 \' 2 BLDG. 5' N Lu co O _ % MONOLITHIC VARIES SEWER �P_) 45° BEND o y co 200 0 BASESECTION ° :, 1 STUB 00 f c L —-——_ ALL DOCUMENTS PREPARED BY TTI ENVIRONMENTAL ai \\ / „ ,. , ARE INSTRUMENTS OF SERVICE IN RESPECT OF THE PROJECT. THEY ARE NOT INTENDED OR REPRESENTED / 12 ',r , 4 TO BE SUITABLE OR REUSE BY OWNER OR OTHERSN UNDISTURBED ,z e SOIL Cn'P') d a 12" BASEMENT gyp') THE EXTENSIONS OF THE PROJECT OR ON ANY OTHER W PLAN SECTION 2-2 END CAP OR PROJECT. ANY REUSE WITHOUT WRITTEN VERIFICATION q Ob°a°4:too °• e, a. '. . . y",' FLOOR OR ADAPTATION BY TTI ENVIRONMENTAL FOR THE NOTES: Q°, O,•°,'b: 0 0 p Ps A,: -�: cam,' ADAPTOR SPECIFIC PURPOSE INTENDED WILL BE AT OWNERS °•O "WYE"BRANCH SOLE RISK AND WITHOUTLIPBILITYORLEGAL e EXPOSURE TO TTI ENVIRONMENTAL;AND OWNER SHALL 1. PROVIDE BLOCKS FOR TAPPING SLEEVES, DEAD ENDS, GATE '��-✓�- %>�i,;J� ,, % . ' ''�`'�'� '<•'" HOME INDEMNIFY AND HOLD HARMLESS TTI ENVIRONMENTAL °• SHELF TO BE SEWER ARCH INVERT TO BE CONSTRUCTED CONNECTION FROM ALL CLAIMS,DAMAGES,LOSSES AND EXPENSES a VALVES,AND VERTICAL BENDS(SAME SIZE AS REQUIRED FOR ARISING OUT OF OR RESULTING THEREFROM. TEES). PROVIDE ANCHOR RODS AT VERTICAL BENDS AND GATE BRICK LAID FLAT ATA WITH SEWER BRICK LAID AS SLOPE OF 1"/FOOT STRETCHERS AND ON EDGE. ELEVATION VIEW m VALVES. PROJECT 15-1801 COMPACTED GRAVEL BRICK CHIP AND NOTES: 2. CONCRETE SHALL NOT BE PLACED AGAINST PIPE BEYOND FITTING. MORTAR OR CEMENT DATE 2016-03-17 COMPACTED SUBGRADE CONCRETE FILL 1. ADAPTOR TO BE PREMANUFACTURED UNIT 3. CONCRETE SHALL BE 3000 PSI-TYPE �. FOR CONNECTION OF PIPE TYPES. DRAWING SCALE N.T.S. a @_E��ETE THRUST BLOCK 7 SANITARY SEWER MANHOLE SMH 8 TYPICAL WYE AND RESIDENTIAL CONNECTION DRAWN BY JRA ` NOT TO SCALE APPROVED BY NOT TO SCALE a BCO r w a Y CA"", 6004 PROGRESS PRINT SHEET 13 OF 15 N r � slow -- _ > V �-_ _ ___ -- KFP W o LL 70 Tu CK 43 t, . . •�. T�.,. —`—- _ ._ otj OFR Q aa) U) 04 .. o —. - ►—rr rrrrrr►�—rrr-►— ._ g �_ .� oiA6 1 el WA /ns (810 ii 3+wt r ✓Ile r I , \ INSTALL SILT SACK IN L / A, / --� --- �, •� ` �'" I� .�, � EXISTING CATCH BASIN or DURING CONSTRUCTION 1 3 --' 94 1 / INSTALL STABILIZED9, J� \ , CONSTRUCTION ENTRANCE a / fig"' \� INSTALL HAYBALE AND {I DURING.CONSTRUCTION r` SILTSACKINPROPOSED 1 �(3 - ! ' (TYP•) j,gyp-^, rt `� INSTALL SILT FENCE CATCH BASINS DURING ' RlA928,85 AROUND PERIMETER OF CONSTRUCTION(TYP.) MATERIAL STOCKPILES 1, t f--. .• �� r (TYP.) RIIV29,13 L Vx, \`` ` 1 LLI 84 . ` � Via' �• � � r \ �,'' ipy+ INSTALL SILT FENCE DURING 1 � � � IN, CONSITRUCTION(IYP.) 4 knik LU a. z •a /✓' y .- --- '" �✓''� cin \ �` cn ''I �` se, _ •.. ,- ,, r g. / DMH z 0 € :'-: ! r ,- "' 'gyp r•--- �"'\�� ' . ._. `' / ✓ f. ��' / J R1R431.55 > •. Sfi e r '' .✓ . , .- -. - . \ Po /,/ INVIN25.33.5 w INV OUT25.2.5 O 48 r`, !: ` S r TP3 TP2 \ f ' S w joll 46— �::�•:. •• �' , '��'� -�-� ,., � A2 moi-—-----•-,,� �'il /I a Z FXISTING 0. GARAGE ZE ALL DOCUMENTS PREPARED BY TTI ENVIRONMENTAL =•: /� .- 0. ARE INSTRUMENTS OF SERVICE IN RESPECT OF THE PROJECT. THEY ARE NOT INTENDED OR REPRESENTED TO BE SUITABLE FOR REUSE BY OWNER OR OTHERS ON THE EXTENSIONS OF THE PROJECT OR ON ANY OTHER PROJECT.ANY REUSE WITHOUT WRITTEN VERIFICATION SPECIFIC PURPOS INTEN INTENDED WILL BEAT OWNERS �• e SOLE RISK AND WITHOUT LIABILITY OR LEGAL o I ' RONMENTAL;AND OWNER RIM 31 INDEMNIFY AND HOLD IHARMLESS TTl ENVIRONMENTAL . / /NVIN2.2.15 FROM ALL CLAIMS,DAMAGES,LOSSES AND EXPENSES E111 ARISING OUT OF OR RESULTING THEREFROM. INVOt1TZZ09 ' 1 EXISTIN PROJECT r> , eUII,7N 15-1801 FF-29 S5 DATE 2016-03-17 IN zz ` :. . <I �`' •'` (. DRAWING SCALE 1 =30' _ •/(� �, •� DRAWN BY CPH INSTALL SILT SACK IN EXISTING CATCH BASIN �-�s JJ /fi �tt APPROVED BY BCO ON JEFFERSON AV. i✓1LABI 0 30 60 o C� y ! S / S ----� 5- --- S ,s 5•--- ----�-� 5 L_5 -�---s -- �' S --DURING CONSTRUCTION -DAlH �"` co :: w / w K' w 1 w W--r-----7�W I t w ! `�' D ' ',; I31VIN o9 �J l Q w ! � lNVIN2D.63 UT PROGRESS 161�T ' L IIVV f? Is 20.53 SHEET 14 OF 15 0 04 i rn OPERATION AND MAINTENANCE: EROSION CONTROL NOTES (DURING CONSTRUCTION) - Z > U) 1. THE CONTRACTOR MUST INSTALL EROSION CONTROL MEASURES AS SHOWN ON THE PLANS AND IN THE DETAILS PRIOR TO CONSTRUCTION PHASE W 0 f Q u- STARTING ANY OTHER WORK ON THE SITE. EROSION CONTROL MUST BE INSTALLED AT EVERY INLET STRUCTURE(EXISTING ,_ m AND PROPOSED)AND MAINTAINED FOR THE DURATION OF THE PROJECT. THE BMPS ASSOCIATED WITH THIS PROJECT WILL BE OWNED BY THE PROJECT DEVELOPER,WHO WILL BE RESPONSIBLE FOR INSPECTION, s O a a N OPERATION AND MAINTENANCE. c r L rn 2. EROSION CONTROLS AS SHOWN ON PLANS SHALL BE INSPECTED, REPAIRED AND/OR MAINTAINED BY THE CONTRACTOR > a 2 � m WEEKLY AND WITHIN 12 HOURS OF EACH STORM EVENT. 1. THE CONTRACTOR IS TO INSTALL AND MAINTAIN DRAINAGE FACILITIES AS SHOWN ON PLAN . W cn m 3. SEDIMENT DEPOSITS SHALL BE REMOVED WHEN THEY REACH A DEPTH OF 6 INCHES. 2. PRIOR TO CONSTRUCTION,ALL EROSIION/SILTATION CONTROL DEVICES SHOWN ON ABOVE PLAN ARE TO BE INSTALLED:TO PREVENT SILT. f- INTRUSION INTO THE DRAINAGE SYSTEM DURING CONSTRUCTION,THE CONTRACTOR IS TO INSTALL AND MAINTAIN INLET PROTECTION AT 4. SEDIMENT SHALL BE CONTAINED WITHIN THE CONSTRUCTION SITE,AWAY FROM DRAINAGE STRUCTURES. ALL CATCH BASINS,AND SET A SILT FENCE AND`HAY BALES AT ALL SLOPES WHICH MAY ERODE IN THE DIRECTION OF ANY OPEN DRAINAGE FACILITIES. SUCH PREVENTIVE MEASURES ARE TO BE MAINTAINED THROUGHOUT THE CONSTRUCTION PROCESS. 5. STABILIZE SLOPES STEEPER THAN 3:1 (HORIZONTAL TO VERTICAL)WITH SEED, SECURED GEOTEXTILE FABRIC,OR ROCK RIP-RAP AS REQUIRED TO PREVENT EROSION DURING CONSTRUCTION. 3. ALL CONSTRUCTION OF DRAINAGE FACILITIES 1S TO BE INSPECTED BY DESIGN ENGINEER TO VERIFY CONFORMANCE TO THE DESIGN PLAN. 6. CLEAN OUT CATCH BASINS, DRAIN MANHOLES AND STORM DRAIN PIPES AFTER COMPLETION OF CONSTRUCTION. 4. THE SEQUENCE OF DRAINAGE CONSTRUCTION SHALL BE AS FOLLOWS: 7. LOAM AND SEED ALL DISTURBED AREAS. A. CLEAR, GRUB, EXCAVATE AREAS FOR DRAINAGE SYSTEMS: B. CONSTRUCT DETENTION POND AND OUTLET TO EXISTING STREET DRAINS. 8. UPON ESTABLISHMENT OF PERMANENT VEGETATION OVER DISTURBED AREAS, REMOVE AND DISPOSE OF HAYBALES,STAKES C. TRENCH AND INSTALL PIPES, CATCH BASINS AND MANHOLES' AND SILT FENCE. D. INSTALL INLET PROTECTION. 9. IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO MAINTAIN AND SUPPLEMENT THE SPECIFIED SEDIMENTATION CONTROLS 5. EROSION CONTROLS ARE TO BE INSPECTED AND MAINTAINED ON A DAILY BASIS. UPON DISCOVERY OF SILT BUILD-UP IN ANY CATCH BASIN AS NECESSARY TO PREVENT SEDIMENTATION OF OFF-SITE AREAS AND/OR ANY REGULATED RESOURCE AREAS. FAILURE BY SUMPS,OR ANY OTHER STRUCTURES,THEY ARE TO BE CLEANED. THE CONTRACTOR TO CONTROL EROSION, POLLUTION AND/OR SILTATION SHALL BE CAUSE FOR THE OWNER TO EMPLOY OUTSIDE ASSISTANCE OR TO USE HIS OWN MEANS TO PROVIDE THE NECESSARY CORRECTIVE MEASURE.THE COST OF SUCH 6. ALL EXPOSED SOILS SHALL BE IMMEDIATELY STABILIZED WITH A LAYER OF MULCH HAY OR JUTE BLANKETS-AS NEEDED FOR SLOPES ASSISTANCE PLUS PROJECT ENGINEERING COSTS WILL BE THE CONTRACTOR'S RESPONSIBILITY. STEEPER THAN 3:1. 10. THE CONTRACTOR SHALL CHECK THE CONDITION OF EROSION CONTROLS DAILY TO KEEP THEM IN GOOD OPERATING 7. UPON INSTALLATION OF CATCH BASINS, INLET PROTECTION SHALL BE INSTALLED AND MAINTAINED UNTIL READY FOR PAVING. CONDITION. EROSION CONTROLS SHALL ALSO BE INSPECTED, REPAIRED AND MAINTAINED BY THE CONTRACTOR WITHIN 12 HOURS OF ANY STORM EVENT PRODUCING 1/2 INCH OF RAINFALL OR MORE, EROSION CONTROLS SHALL BE REPLACED WHEN 8. PRIOR TO CONSTRUCTION OF IMPERVIOUS AREAS,ALL DRAINAGE STRUCTURES AND PIPES SHALL BE INSTALLED AND INSPECTED FOR DETERIORATED, OR WHEN ORDERED BY THE ENGINEER.SEDIMENT DEPOSITS SHALL BE REMOVED WHEN THEY REACH A PROPER FUNCTION. DURING CONSTRUCTION OF OTHER'SITE FEATURES,ALL DRAINAGE FACILITIES SHALL BE INSPECTED ON A DAILY DEPTH OF 6 INCHES. BASIS AND CLEANED/REPAIRED IMMEDIATELY UPON DISCOVERY.OF SEDIMENT BUILD-UP OR DAMAGE. 11. IN ADDITION TO THOSE LOCATIONS SHOWN ON THIS PLAN AND ON THE GRADING AND DRAINAGE PLANS, EROSION CONTROLS 9. AFTER PAVING IS INSTALLED, IT SHALL BE SWEPT CLEAN ON A REGULAR BASIS. SHALL BE INSTALLED AT THE FOLLOWING LOCATIONS:TOE OF SLOPE OF EMBANKMENT CONSTRUCTION,TOE OF TEMPORARY EARTHWORK STOCKPILES. 10. THE ENTIRE DRAINAGE SYSTEM MUST BE VACUUMED OUT BEFORE THE ISSUANCE OF THE LAST CERTIFICATE OF OCCUPANCY: 12. EROSION AND SEDIMENTATION CONTROL SHALL BE IN COMPLIANCE WITH MASSACHUSETTS STORMWATER POLICY.. POST-DEVELOPMENT PHASE CONSTRUCTION SEQUENCE NOTES: THE OWNER/OCCUPANT IS TO BE RESPONSIBLE FOR MAINTENANCE OF ALL DRAINAGE STRUCTURES IN THE PROJECT-INCLUDING ROOF DRAINS, DRAIN PIPES,AND STORMCEPTIOR. THE FUTURE OWNER IS EXPECTED TO BE THE PROJECT ASSOCIATION,WHO WILL ULTIMATELY BE 1. INSTALL EROSION AND SEDIMENT CONTROLS AS SHOWN ON PLAN. RESPONSIBLE FOR COMPLIANCE WITH THE PLAN. IN THE EVENT OF CHANGE OF OWNERSHIP,THE 0&M PLAN SHALL BE TRANSFERRED TO THE NEW OWNER. 2. COMMENCE CLEARING, GRUBBING AND EARTHWORK. z REGULAR MAINTENANCE IS TO INCLUDE THE FOLLOWING: 3. CUT AND DISPOSE OF ANY DEBRIS PRODUCED DURING EARTHWORK. 10' O • J 1. INSPECTION OF ALL DRAINAGE FACILITIES(CATCH BASINS,PIPES,AND DETENTION BASINS)EVERY THREE MONTHS. DURING THESE W INSPECTIONS,THE INSPECTOR A REGISTERED PROFESSIONAL CIVIL ENGINEER QUALIFIED IN DRAINAGE SYSTEMS SHALL LOOK FOR j 4. INSTALL SITE DRAINAGE AND UTILITIES. ( ) EVIDENCE OF THE FOLLOWING:STRUCTURAL DAMAGE, SILT ACCUMULATION(NEAR INLET INVERTS ON CATCH BASINS, INFILTRATORS AND - 5. STABILIZE SIDE SLOPES. SIDE SLOPES MUST BE FULLY STABILIZED BEFORE ANY STORMWATER DISCHARGE. STORMCEPTORS),AND IMPROPER FUNCTION.A REPORT ON THE SYSTEM SHALL BE DELIVERED TO THE PROJECT ASSOCIATION,WITH A w o 0 0 o co z z z W COPY DELIVERED TO THE TOWN ENGINEER.._ W o p o 6. PERFORM EARTHWORK OPERATIONS.ALL CUT AND FILL SLOPES SHALL BE SEEDED AND MULCHED WITHIN 72 HOURS AFTER - N CC BEING CONSTRUCTED. TEMPORARY GRADED AREAS SHOULD BE STABILIZED WITH MULCH BY OCTOBER IST,SO AS NOT TO BE 2. AFTER INSPECTION, IF ANY OF THE ABOVE CONDITIONS EXIST,THE INSPECTOR SHALL NOTIFY THE PROJECT ASSOCIATION.WHO SHALL Q G Im p o LEFT EXPOSED DURING WINTER CONDITIONS. IMMEDIATELY ARRANGE FOR ALL NEICESSARY REPAIRS AND/OR SEDIMENT REMOVAL. i QQ0- Ww Owe 7. INSTALLATION OF UNDERGROUND UTILITIES AND CATCH BASINS SHALL BE PROTECTED FROM SEDIMENT IN ACCORDANCE WITH 3. THE PAVEMENT AREA IS TO BE SWEPT CLEAN,AS REQUIRED(I.E.,VISUALLY NOTICEABLE DEBRIS BUILD-UP).A MINIMUM OF ONCE PER 1"TO 2"WASHED V g 2 }- - ,z o THE PLANS. THE CONTROLS SHALL REMAIN UNTIL THE SITE IS SUFFICIENTLY STABILIZED.ALL PERMANENT STORMWATER YEAR. GRAVEL U ou o O MANAGEMENT MEASURES SHALL HAVE A HEALTHY STAND OF VEGETATION ESTABLISHED PRIOR TO DIRECTING RUNOFF INTO z BOTTOM OF FOREBAY -1 0 � z Q m a THEM. 4. ALL GRADED SLOPES SHALL BE INSPECTED EVERY SPRING FOR EROSION. UPON DISCOVERY OF ANY FAILURE(IE. EROSION), LOAM AND D < C/) z _ 2 SEED SHALL BE PUT IN PLACE AND NURTURED. END VIEW F_ w Q J Q 8. AS THE BUILDING IS COMPLETED,ALL DISTURBED AREAS SHALL BE PERMANENTLY STABILIZED WITHIN 72 HOURS. _ CO0 z 9. FINAL PAVING OF DRIVEWAY AND PARKING AREAS. W Q Z (� 21 1 m O I-- 10. INSPECT ALL SEDIMENT AND EROSION CONTROL MEASURES: z I s O s r O � 11. INSTALL SITE LANDSCAPING AND PERMANENT SEEDING OF ALL DISTURBED AREAS. N c Z, 12. AFTER ALL SEEDED AREAS HAVE ESTABLISHED STABLE GROWTH, ALL TEMPORARY EROSION CONTROL CAN BE REMOVED. W 13. CONTRACTOR SHALL NOTIFY AND COORDINATE WITH ALL AUTHORITIES RESPONSIBLE FOR INSPECTIONS. IT IS THE CONTRACTOR'S RESPONSIBILITY TO OBTAIN ALL REQUIRED INSPECTION SIGN-OFFS. 1"TO 2"WASHED I GRAVEL 66 SECTION VIEW STAKES W (2 PER BALES TEMMRARY CHECK DAM DETAIL O. .:. : a ` s:'=.r: =�:•':'i:• NCA OT TO _ N 41 :�'�':�`: :.':': . . .. CATCH BASIN GRATE SITE 50' MIN. �X`S�MEN� w BALED HAY _ (MIN.) PVE E 1 1/2"x1 I,/2"x4"WOOD STAKE (MAX.) p , OR',APPROVED EQUAL OR STRAW SILTSACK 10 10 1"REBAR FOR FILTER BAG REMOVAL (MIN.) 1..x1"x3"WOOD STAKE .:: ' , o ,: FABRIC o _ a STILT FENCE 2 PER BALE b .0 d' a d C O' Az8.. z- } Plan View •d oa.o z 1"X1..X3' � PLAN VIEW 0 > WOOD STAKE J , CATCH BASIN 10' ' GRATE C S PLAN VIEW CATCH BASIN GRATE _ 4 EMEDMENT. o n, A; (MIN.) SILTSACK o: WORK SITE a STAKED BALES FLOW FLOW FLOUV FLOW 50' (MIN.) EXISTING a AREA BALE TWINE TO BE �JY'J'' , �`• �% ,.� � �"��.., , •� . ;�; PAVEMENT :;• 4 3 S1 r O FLOW FILTER PARALLEL TO FABRIC - ., e e ea R ,,..d• qe°a, Z GROUND SURFACE FILTER 4" (MIN.) MOUNTABLE BERMca 8" (MIN.) FABRIC C3 w 4"COMPACTED EXPANSION RESTRAINT o Q EARTH MOUND 1"CRUSHED STONE PROTECTED Section View SECTION VIEW m AREA p �+ �+ ALL DOCUMENTS PREPARED BY TTI ENVIRONMENTAL ai TOP OF CROSS SECTION ARE INSTRUMENTS OF SERVICE IN RESPECT OF THE NOTES: NOTES: PROJECT. THEY ARE NOT INTENDED OR REPRESENTED N GROUND ` NOTES: TO BE SUITABLE FOR REUSE BY OWNER OR OTHERS ON w NOTES:�7 THE EXTENSIONS OF THE PROJECT OR ON ANY OTHER g 1. ENCLOSE STRUCTURE WITH HAYBALES IMMEDIATELY AFTER 1. INSTALL SILTSACK IN ALL CATCH BASINS WHERE INDICATED PROJECT. ANY REUSE WITrlour WRITTEN VERIFICATION } .-. OR ADAPTATION BY TTI ENVIRONMENTAL FOR THE • CATCH BASIN CONSTRUCTION. MAINTAIN UNTIL PAVING BINDER ON'THE PLANE BEFORE COMMENCING.WORK OR IN PAVED 1. ENTRANCE WIDTH SHALL BE A TWENTY-FIVE(25)FOOT MINIMUM, SPECIFIC PURPOSE INTENDED WILL BE AT OWNERS - Z COURSE IS COMPLETE OR A PERMANENT STAND OF GRASS HAS AREAS AFTER BINDER COURSE ID PLACED AND HAY BALES BUT NOT LESS THAN THE FULL WIDTH AT POINTS WHERE INGRESS SOLE RISK AND WITHOUT LIABILITY OR LEGAL 4" EXPOSURE TO TTI ENVIRONMENTAL:AND OWNER SHALL STAPLE BEEN ESTABLISHED. HAVE BEEN REMOVED. OR EGRESS OCCURS. INDEMNIFY AND HOLD HARMLESS TTI ENVIRONMENTAL Z FROM ALL CLAIMS,DAMAGES,LOSSES AND EXPENSES .� o B ARISING OUT OF OR RESULTING THEREFROM. 2. IF GRATE IS AGAINST EXISTING CURB THEN HAY BALES ARE TO 2. GRATE TO BE PLACED OVER SILTSACK. THE ENTRANCE SHALL BE MAINTAINED IN A CONDITION WHICH BE PLACED AROUND THREE SIDES OF GRATE ONLY. SHALL PREVENT TRACKING OR FLOWING OF SEDIMENT ONTO PROJECT 15-1801 A t. \�� ` 3. SILTSACK SHALL BE INSPECTED WEEKLY AND AFTER ALL PUBLIC RIGHTS-OF-WAY. THIS MAY REQUIRE PERIODIC TOP STAPLE 3. GRATE TO BE PLACED OVER FILTER FABRIC. STORM EVENTS AND CLEANING OR REPLACEMENT SHALL BE DRESSING WITH ADDITIONAL STONE AS CONDITIONS DEMAND AND DATE 2016-03-17 PERFORMED PROMPTLY AS NEEDED. MAINTAIN UNTIL REPAIR OR CLEANOUT OF ANY MEASURES USED TO TRAP NOTE: WOOD STAKE 4. BALES SHALL BE INSPECTED PERIODICALLY AND AFTER ALL UPSTREAM AREAS HAVE BEEN PERMANENTLY STABILIZED. SEDIMENT. ALL SEDIMENT SPILLED DROPPED WASHED OR DRAWING SCALE N.T.S. a JOINT DETAIL STORM EVENTS. REPAIR OR REIPLACEMENT SHALL BE - TRACKED ONTO PUBLIC RIGHTS-OF-WAY MUST BE REMOVED 0 1. PLACE ONE HAY BALE PERPENDICULAR PERFORMED PROMPTLY AS NEEDED. 4. SILTSACKS SHALL NOT BE INSTALLED WITHIN PARK ST. IMMEDIATELY. BERM SHALL BE PERMITTED. PERIODIC INSPECTION DRAWN BY JRA ALONG HAY BALE BARRIER(100`O.C.) DURING THE WINTER MONTHS. AND MAINTENANCE SHALL BE PROVIDED AS NEEDED. APPROVED BY BCO SILT FENCE / HAY BALE BARRIER CATCIBASIN SEDIMENT TRAP SILTSACK SEDIMENT TRAP STABILIZED CONSTRUCTION ENTRANCE a NOT TO SCALE NOT TO � NOT TO SCALE NOT TO SCALE a PROGRESS PRIwim"T SHEET 15 OF' 15 { BER,,, 7UCCOG AVIEMU [Eih 1 x ESSEX COUNTY, MASSACHUSETTS ORIG SUBMISSION DATE: MARCH 16, 2016 REVISED SUBMISSION DATE: JUNE 309 2016 _ ° _, EENJAt iq. C. s a ' QWGJ ID�J1 S' Ct�ft. NO.457-91 PREPARED FOR. OWNER/DEVELOPER 7 BROWN ROAD SWAMPSCOTT, MA 01907 w z w F - z > o w o rn Cq _ O 0 Q 0 � INDEX OF DRAWINGS CIO , 0 2 N w' n Z 0 `'�,�.,�`*,��' �'�^•w 3 ,.Y'�. * ,,.,� �', .�.«,e-«'• . �.r�`3 LLL.wiLL�� z � ' '. 00 Hal SHEET DWG W ✓gCKt � » % tC cQn > = 1,- 2 NO. NO. DRAWING TITLE z o � >, z " . -$ w Q U )tv m 1 . CS0001 COWER SHEET =' 2. CS0002 LEGEND, NOTES AND ABBREVIATIONS 3 CS0201 EXISTING CONDITIONS PLAN 4. V0801 SUBDIVISION PLAN �'o : � « � e sF � �--. = 5. CS1001 LAYOUT AND MATERIALS PLAN `" _ t ' * SITE _ Q � i a 6. CS 1501 GRADING AND DRAINAGE PLAN S IF-.ITE 7. CS 1701 UTIL.ITY PLAN A, ' � 8. CS3501 ROADWAY PROFILE :.�... R�. r a , I m co 9. CS3502 DRAIN PROFILE BERTuccloAVE r►" p c ��. '�` • �.♦ '•� R � ♦ � .,`^�� { ry rte` " t -. �. �.a� 10. CS6001 SITE DETAILS � 11 . CS6002 SITE DETAILS . : . .g�. :� � �, �.� � . ,• �.�,.�� ; � � � �: g Ov 0- F IV 12. CS6003 SITE DETAILS ft4 13. CS6004 SITE DETAILS t� to Z 14. CS8001 EROSION AND SEDIMENTATION CONTROL PLANS „ a1.2 . ate: , °+�' - �', -_� > :ff 15. CS8501 EROSION AND SEDIMENTATION CONTROL NOTES/DETAILS o LOCATION MAP USGS MAP w > Scale: N.T.S. Scale: N.T.S. W W K a 0 J a Z PREPARED BY: N W Q cliM 0 o I IN mc 4 O 0 ALL DOCUMENTS PREPARED BY TTI ENVIRONMENTAL ARE v ■Cn MENTAL I'm PROJECT.TTHEY RE NOT INTENDED OR REPRESENTED ai TO BE SUITABLE FOR REUSE BY OWNER OR OTHERS ON in A SERVICE DISABLED VETERAN OWNED SMALL BUSINESS (CVE CERTIFIED) THE EXTENSIONS OF THE PROJECT OR ON ANY OTHER PROJECT. ANY REUSE WITHOUT WRITTEN VERIFICATION a� OR ADAPTATION BY TTI ENVIRONMENTAL FOR THE 52 I SPECIFIC PURPOSE INTENDED WILL BE AT OWNERS w CIO) �8 SOLE RISK AND WITHOUT LIABILITY OR LEGAL EXPOSURE TO TTI ENVIRONMENTAL;AND OWNER SHALL INDEMNIFY AND HOLD HARMLESS TTI ENVIRONMENTAL E C ` • FROM ALL CLAIMS,DAMAGES,LOSSES AND EXPENSES Engineering DiVISI0n ARISING OUT OF OR RESULTING THEREFROM. PROJECT 15-1801 13 Branch Street, Suite 111 �RE YOU DATE 2016-03-17 Methuen , MA 01844 DRAWING SCALE N.T.S. y. Q CALL BEFORE YOU DIG T 970.749.9929 DRAWN BY CPH BEFORE YOU DIG ANYWHERE IN MASSACHUSETTS z CALL 1-888-DIG-SAFE (1-888-344-7233) 1 978.749.9920 APPROVED BY BCO Jr . o THE LAW REQUIRES NOTIFICATIONCn 0 BY EXCAVATORS, DESIGNERS, OR ANY PERSON PREPARING TO ins r A14k a 0 DISTURB THE EARTHS SURFACE ANYWHERE IN THE STATE AT CONSULTING • CONTRACTING • ENGINEERING LEAST 72 HOURS BEFORE BEGINNING CONSTRUCTION. WWW.DIGSAFE.COM SHEET 1 OF 15 3 Y i i LEGEND ABBREVIATIONS GENERAL NOTES v z 1. THE LOCUS IS SHOWN ON CITY OF SALEM, ASSESSOR'S MAP 24 LOT 105, LOCATED IN ZONING DISTRICT R1 -RESIDENCE 1 °) ADJ ADJUST ' J DISTRICT AND IS KNOWN AS 14 BERTUCCIO AVENUE, SALEM, MA 01970. EXISTING APPROX APPROXIMATE (SHEET 3 OF 14 . o ~ i-- :� '� °� PROPOSED 00 2. ELEVATIONS ARE REFERENCED TO A SEWER MANHOLE RIM ELEVATION OF 29.78', SEE PLAN CS0201 (SH ) Z W 0 Q LL BIT BITUMINOUS m 3. TOPOGRAPHY SHOWN ON THIS PLAN IS THE RESULT OF A FIELD SURVEY PERFORMED BY TTI ENVIRONMENTAL, INC. z •� - BUILDING , a`) in cm BOS BOTTOM OF SLOPE N DURING DECEMBER TO JANUARY 2015. Q -- PROPERTY LINE -- CB CATCH BASIN 4. DEED REFERENCE: BOOK 18152 PAGE 147, SOUTHERN ESSEX REGISTRY OF DEEDS. �. Z wm2ti ----- --- RIGHT-OF-WAYLINE: --- --- CCB CAPE COD BERM 5. PLAN REFERENCE: SEE PLAN V0801 (SHEET 4 OF 14). ' 3 �'` W ch _ ao I— rn -- -- -- ADJACENT PROPERTY LINE CLDI CEMENT LINED DUCTILE IRON 6. THE PROPERTY OS LOCATED IN A ZONE X,AREA OF NO FLOODING AS SHOWN ON MAP 25009CO419G PAINEL 419 OF 600 REVISED JULY 16, 2014. SETBACK LINE C.L.F. CHAIN LINK FENCE 7. THERE ARE NO WETLANDS RESOURCE AREAS LOCATED ON THIS PROPERTY. ROADWAY CENTERLINE — — CONC CONCRETE FENCE x X x CONSTRUCTION NOTES: COND CONDUIT CURB DCB DOUBLE CATCH BASIN 1. EXISTING CONDITIONS INFORMATION A. UTILITIES: SIDEWALK DH DRILL HOLE THE LOCATIONS OF EXISTING UNDERGROUND UTILITIES ARE SHOWN IN AN APPROXIMATE WAY ONLY AND HAVE NOT BEEN INDEPENDENTLY VERIFIED BY THE OWNER OR ITS REPRESENTATIVE. DMH DRAIN MANHOLE " 4 • �� CONCRETE THE CONTRACTOR IS SPECIFICALLY CAUTIONED THAT THE LOCATION AND/OR ELEVATION OF EXISTING UTIILITIES AS SHOWN ON •__� JDS DOWN SPOUT THESE PLANS IS BASED ON RECORDS OF THE VARIOUS UTILITY COMPANIES AND, WHERE POSSIBLE, MEASUREMENTS TAKEN IN ........"... THE FIELD,THE INFORMATION IS NOT TO BE RELIED ON AS BEING EXACT OR COMPLETE.THE CONTRACTOR MUST CALL THE �y SIDEWALK AREA APPROPRIATE UTILITY COMPANY AT LEAST 72 HOURS BEFORE ANY EXCAVATION TO REQUEST EXACT FIELID LOCATION OF v° BENJAPIN C. ELEV ELEVATION UTILITIES. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO RELOCATE ALL EXISTING UTILITIES VNHICH CONFLICT WITH , OSGOOD,JR. - � EOG EDGE OF GRASS COMPANIESNo.x5891 ~~ OUTCROP (ROCK)AREA THE PROPOSED IMPROVEMENTS SHOWN ON THE PLANS. c, CIVIL ALL NECESSARY INSPECTIONS AND/OR CERTIFICATION REQUIRED BY CODES AND/OR UTILITY SERVICE COMPANIES SHALL BE 'o i EQ EQUAL �' t PERFORMED PRIOR TO ANNOUNCED BUILDING POSSESSION AND THE FINAL CONNECTION OF SERVICES. e�wsrONA�� PROPOSED PAVEMENT AREA ESHGW ESTIMATED SEASONAL HIGH GROUND WATER 2 CONSTRUCTION ALL TREES AND STUMPS SHALL BE REMOVED FROM THE SITE AND DISPOSED OF IN AN APPROVED MANNER. STUMPS SHALL EXIST EXISTING y?J PROPOSED SIDEWALK AREA NOT BE BURIED ON SITE. FDN FOUNDATION A. TOPSOIL: EXISTING TOPSOIL AND SUBSOIL SHALL BE REMOVED FROM ROADWAY AREAS AND STOCKPILED. FILL MATERIAL USED IN 463-4x SPOT ELEVATION 46.34 x FES FLARED END SECTION ROADWAYS SHALL BE GRAVEL BORROW CONTAINING MO STONES GRATER THAN 6" IN DIAMETER. FILL SHALL BE PLACED IN LIFTS NOT EXCEEDING 8" IN DEPTH AND SHALL BE MECHANICALLY COMPACTED TO 95%OF DRY DENSITY AS DETERMINED BY A SIGN FND FOUND STANDARD PROCTOR TEST. .._..._-50-------- CONTOUR 50 FP FIRE PROTECTION SERVICE 3. MATERIALS W -- A. CURBING: F&G FRAME AND GRATE ON SITE: z .— - --- WATER LINE DOMESTIC w w ALL CURBING ON SITE SHALL BE VERTICAL GRANITE CURB (VGC)WITH A 6 INCH VERTICAL REVEAL, UNLESS OTHERWISE NOTED. O ---- r� --- - STORM SEWER D D F&C FRAME AND COVER B. BITUMINOUS CONCRETE PAVEMENT: Q s s SANITARY SEWER s s GF GARAGE FLOOR ROADWAYS: w OE OVERHEAD ELECTRIC HDPE HIGH DENSITY POLYETHYLENE PIPE SURFACE COURSE: 1-1/2 INCHES CLASS I BITUMINOUS CONCRETE PAVEMENT,TYPE 1-1 WEARING COURSE W BINDER COURSE: 2-1/2 INCHES CLASS I BITUMINOUS CONCRETE PAVEMENT,TYPE 1-1 BINDER COURSE z ur uf" UNDERGROUND ELEC/TELE/CATV _E—E HYD HYDRANT GRAVEL BASE COURSE: 12 INCHES SELECT COMPACTED GRANULAR FILL W ' �n O ti RESIDENTIAL DRIVEWAYS: o Q o O 07 0' SANITARY MANHOLE O INV INVERT ELEVATION oo SURFACE COURSE: 1-1/2 INCHES CLASS I BITUMINOUS CONCRETE PAVEMENT,TYPE 1-1 WEARING COURSE N O O IP IRON PIPE BINDER COURSE: 1-1/2 INCHES CLASS I BITUMINOUS CONCRETE PAVEMENT,TYPE 1-1 BINDER COURSE O _ a n- 0 U w � STORM DRAIN MANHOLEOD GRAVEL BASE COURSE: 8 INCHES SELECT COMPACTED GRANULAR FILL U z < z O 00 STORM DRAIN FLARED END SECTION ® UA LANDSCAPE AREA - - U p Q Q m a C. BITUMINOUS CONCRETE SIDEWALK: w w ofw U)MAX MAXIMUM SURFACE COURSE: 11/2 INCHES CLASS I BITUMINOUS CONCRETE PAVEMENT,TYPE 11 WEARING COURSE Q 0 (n = m 0- BINDER COURSE: 1-1/2 INCHES CLASS I BITUMINOUS CONCRETE PAVEMENT,TYPE 1-1 BINDER COURSE �— U) Q STORM DRAIN INLET ❑ GRAVEL BASE COURSE: 8 INCHES SELECT COMPACTED GRANULAR FILL Z MIN MINIMUMco w Q UTILITY POLE NIC NOT IN CONTRACT D. LANDSCAPE AREAS: m O ALL DISTURBED AREAS NOT COVERED BY STRUCTURES OR PAVEMENT AND NOT OTHERWISE SPECIFIED ON THE LANDSCAPE PLAN z UTILITY POLE W/LIGIHT NTS NOT TO SCALE SHALL RECEIVE 6 INCHES OF TOPSOIL.THESE AREAS ARE TO BE SEEDED AND WATERED UNTIL A HEALTHY STAND OF GRASS IS OBTAINED OR MULCHED AS DIRECTED BY THE ARCHITECT. 0 FIRE HYDRANT -�- OCs OUTLET CONTROL STRUCTURE W E. TRAFFIC CONTROLS: OWS OIL WATER SEPARATOR ALL SITE SIGNAGE AND PAVEMENT MARKINGS SHALL CONFORM TO THE MANUAL OF UNIFORM TRAFFIC CONTROL DEVICES. t� WATER VALVE v PERF PERFORATED F. ADA CONFORMANCE: w ALL HANDICAPPED ACCESSIBLE RAMPS AND SIDEWALKS SHALL BE CONSTRUCTED IN CONFORMANCE WITiH THE AMERICANS WITH J j WATER SERVICE DISABILITIES ACT(ADA)AND THE MASSACHUSETTS ARCHITECTURAL ACCESS BOARD (MAAB)(WHICHEVER.IS MORE RESTRICTIVE PROP PROPOSED )' Q STONE BOUND El PVC POLYVINYL CHLORIDE PIPE 4. UTILITIES A. EXISTING UTILITIES: W PWW PAVED WATER WAY THE LOCATION AND ELEVATIONS OF EXISTING UTILITIES AS SHOWN ON THESE PLANS ARE BASED ON THE SURVEY NOTED ABOVE AND SHALL BE VERIFIED BY THE CONTRACTOR PRIOR TO CONSTRUCTION AND PRIOR TO ORDERING STRUCTURES. STREET TREE 0 _ RCP REINFORCED CONCRETE PIPE m B. PRIVATE UTILITIES: ZREM REMOVE THE LOCATION, SIZE, DEPTH,AND SPECIFICATIONS FOR CONSTRUCTION OF PROPOSED PRIVATE UTILITY SERVICES SHALL BE IN STREET LIGHT O-c::D ACCORDANCE WITH THE REQUIREMENTS PROVIDED BY, AND APPROVED BY,THE RESPECTIVE UTILITY COMPANY(GAS,TELEPHONE w REMOD REMODEL OR ELECTRIC). FINAL DESIGN AND LOCATIONS AT THE BUILDING WILL BE PROVIDED BY THE ARCHITECT.TIHE CONTRACTOR SHALL w COORDINATE THE INSTALLATION OF THE UTILITY CONNECTIONS WITH THE RESPECTIVE UTILITY COMPANIES PRIOR TO ANY UTILITY RET RETAIN CONSTRUCTION OR DEMOLITION. 0 a R&D REMOVE AND DISPOSE C. EXTERIOR LIGHTING: LIGHTING SHALL BE LOCATED AS SHOWN ON THE UTILITY PLANS OR AS SPECIFIED BY THE LOCAL ELECTRIC UTILITY COMPANY AND N R&R REMOVE AND RESET SHALL CONFORM TO THE SPECIFICATIONS PROVIDED BY THE LOCAL ELECTRIC UTILITY COMPANY. cn z R&S REMOVE AND STACK D. STORM DRAINAGE: w °- STORM DRAIN PIPING SHALL BE HIGH DENSITY POLYETHYLENE PIPE (HDPE)WITH CORRUGATED EXTERIOR, SMOOTH LINED(n=0.01) > a SMH SEWER MANHOLE WITH LOCK TIGHT JOINTS UNLESS OTHERWISE NOTED ON THE GRADING &DRAINAGE PLAN. 0 Ix N PROPOSED STRUCTURES: STR STRUCTURE E. w N RIM ELEVATIONS OF PROPOSED DRAINAGE MANHOLES AND ASSOCIATED STRUCTURES ARE APPROXIMATE. FINAL ELEVATIONS. SW SIDEWALK ARE TO BE SET FLUSH AND CONSISTENT WITH THE GRADING PLAN.ADJUST ALL OTHER RIM ELEVATIONS OF MANHOLES,WATER w W GATES, GAS GATES AND OTHER UTILITIES TO FINISH GRADE WITHIN LIMITS OF WORK. a o TOS TOP OF SLOPE a O z TSV&B TAPPING SLEEVE,VALVE AND BOX TYP TYPICAL C) W C. N C. UGD UNDERGROUND DETENTION SYSTEM O ALL DOCUMENTS PREPARED BY TTI ENVIRONMENTAL U UGU UNDERGROUND UTILITY ARE INSTRUMENTS OF SERVICE IN RESPECT OF THE PROJECT. THEY ARE NOT INTENDED OR REPRESENTED TO BE SUITABLE FOR REUSE BY OWNER OR OTHERS ON THE EXTENSIONS OF THE PROJECT OR ON ANY OTHER VCP VITRIFIED CLAY PIPE PROJECT. ANY REUSE WITHOUT WRITTEN VERIFICATION J D5 OR ADAPTATION BY TTI ENVIRONMENTAL FOR THE z SPECIFIC PURPOSE INTENDED WILL BE AT OWNERS Lu WCR WHEEL CHAIR RAMP SOLE RISK AND WITHOUT LIABILITY OR LEGAL EXPOSURE TO TTI ENVIRONMENTAL;AND OWNER SHALL INDEMNIFY AND HOLD HARMLESS TTI ENVIRONMENTAL E WTF WATER TANK FEED FROM ALL CLAIMS,DAMAGES,LOSSES AND EXPENSES ARISING OUT OF OR RESULTING THEREFROM. m c WQU WATER QUALITY UNIT PROJECT 15-1801 d a 0 DATE 2016-03-17 m DRAWING SCALE N.T.S. o DRAWN BY CPH z a APPROVED BY BCO a z z O SO uAgmh' O 2 3 Lu U SHEET 2 OF 15 a Y / 1 O N 0) Z m Q O "t c6 \ Lx. U) 5 CC)=36.85' x. , � Z > c4 o rn / I R=25 00' W Qu- I (D IR 8.83' �' 1 Z FD U) r- M (TND) ,, .----�'� �...-..,., a .. ' y Q N \ (HELD) �� O � c •. rn - ^ --^-__"_ O CU N W06 M ` .4 � Cc 52.47' \\ OH --'" ! r 3.3 O QO/' `..----''�0 FND L=41.681 m �,.�... /R 11/ 6$. 0� 4.08' ( I R=25.00' (FND) if' .1 V 6f,7 (FND) \\ %:.1g2' / y MAP25LOT659 N/F - "� -'- 16 MAP25LOT408 CITYOF �,r ._ �r 6 ' f 07,3 - ' N/F 22.85 / / 1 SALEM- 3316 l +66.71 ---- \ i ,+a 1 \ M/DDLESCHOOL WEST -� ;;�. j w. _� _ _ _ �! f>78,< CK FP E M/CHAUD, L=31.68 . \ o r,� x `f - OF RO K FPG 35.7 CAROL E. DH . , `` "�T -t 7.`3.75 1 \ _ .- w .. , Toe ROG ` 0✓ 1 0 FND M ✓ r 0 i ( Jam! 61 0(� ,' `w-•, .- ^ R '- '` 7� T:-i '... - s z -s? ?S � B MAP25LOT407 L=3205' MAP24 LOT219 �� `. 7 0� /, L=63.73 OF N/F h 8�'s) 3. \ SNS ® ,., - _ , c, R=155.37 \ ✓6'�y c s ` ' _ r. MCLAUGHLIN, 1' S� CITYOF 7� LINDA C.& 3\ /DH I ,..6 _ _ t� i r•- ,� ✓ ...--'---tet � I F.. �� k SALEM- (FND) / otj o d 3,</ r!4 w- t •l ' �M ` E` SCOTTA. / ,� BENJAMIN C. BER TRAM FIELD / '" � `- - I�h ,'// �,� 03G000,JR. CIVIL F7.2 MAP25LOT406 % '/ �c \ NO.NIF 45891 e7 0 KERKORIAN, § <y ,1" ° 1 t0.z SAMUEL& ;/ ��'�`��ION L� 0.(I' CAM/LLED. 86, 83Ole- �.:� T, i r Iga ' ,,� �f ,. � +:11.;5 �; ';-•�'`: °�., �� ; ,� 488'.3 � y+1.5 f a MAP25LOT405 \ �•►�6�' MAP24LOT217 // / €I x.18 +�t,� N/F N� " 1r DUBE,ROBERTH.& CITYOF +95,5 I 1 / j f PENNY,JUDYA. SALEM- +677 t 1 a PARKDEPT. f r +91,,9 _E-OF I 4 / t �• 1. �: t 0 T 15.58' . 18" (20'CANOPY) I�r (TND))-,4 NA/L z3:J f J 28" (30'CANOPY) 22.20' 24"(30'CANOPY) Tf%1 +896 \ / 7 N, t' MAP25LOT404 Z ( I N1 12"(6'CANOi::Y) 18" (15'CANOPY) rn 5' j. dq ��' N/F 1 15"(15'CANOPY) _ U 315. '_ , i .` r-, -�_ ;� o� ^^ SAL/MA.& 4 z t t I 82.8 \ :# PARK RIM I \ /� 22" (20`CANOPY) 67.7- � if �__.._...,,� � � .-- f ,G f 3/71 SUSAN S. \\\ v J k• 7 ( f '' LO t'.."' l / �, s'' G f MARK RIM28.85 + >0� � ,". ,rw b -. _. • " t' } € I 813 �.8'1 - y t - CFS W o Z Z r` s-7Ci° 1 I£>f3,1 \ `� I� `< e^ \` RtlL12,9.13 ✓ ,_ _ ° ✓ ^ 7.?.i 1 ~` / / 0 \ i % 3 O a p O O_ (n 40.. -- Y\ ' 'f l - I : 0 _ \ MAP25LOT403 �1 °� N �.- O O r ,> � d7.3 \ N/F e zz t Q MARYT.L % �' Q Q Q H <-5,t __ _ _ 84.3 \ HEUREUX TRUST /ff' /�_ z Z vJ _ O (20'CANOPY) TP6 1 \ U Z O U Ik .a l\\ \ ^•-, t Tf'. .--.....- >i i f-� t ,�' t/L \\ ,., n / ` J O O Q m Y ui ,.,L=24.00' R=29.53 �o0 z k Z+88 36" 20'CANOPY >. BER TUCC/OAVENUEs;.r M APPROX. , . ti L=41.40 MAP24LOT106 / O MAP25LOT402\ /; O W N/F ° 4.> ASSESSOR'S MA P24 LOT 150 -' - " - NSF %! �- sTuas D �t R=25.00 1 f 7 0 ry0 LocArloN zois, > \ ! `�'~ .4.4 '^ ELEV 5003 ;; `" ADAMN.& \ �` `� 150, 193 SFt / f/ JAM ESM..,JR. \ v, MARYE. �� ' 3.44ACf I /P a X APPROX. .- l 'c .1. ,, f P , �' o{l / (FNcJ MATC H LINE y _ ✓ r Z �'/ (FND) W STUBBED (15'CANOPYJ LOCATION . -. °� 12"(12'CANOPY) rn c - . ...r \ 1 0 fl IR _/ ✓1 ..------'"',...'./ J f r /j�j ./ /t MAP241-OT107 N/F • MAP2N5/LF9OT401 THER/AULT .3;WILL/AMA.& BIMBO,/ 675X JANEA. %O r j FNDJ I I NICOL0 G.& / /P CNrr, w - � f/ � `� { rt CATHY M. ( ) ✓ / , w $-- :t 14"(20'CANOPY) Y) ` 0 m DH ✓ ._-- ( J -d" / "f ��Ei { fi 7Q (TYP.J /f ' (FNDJ /0 o i W ✓ - .-^---- r h 3 r= FNC Li D �t «-7� 24" 25'CANOPY w FND - t `e - .� a- p...--' 10" (10'CANOPY) s ✓ f 28S , O 00TO ( ) ' 10" (10'CANOPY) " ~w ✓ w / / r--' (FND) r d r" ✓ �„ r ✓""' / to SA1H - /I��1 q / (aj ✓ r m ' . . A .'• '✓ r - ✓ ,r / / \ Rt,1131.63 C C t` O '. ✓ "" w r' _' / d ` F 5 p�v I'ttVIN (FND) ( n (� ( (FND) m `�6 '` ✓ ✓ / 12" 10'CANOPY,' -- _ r - - . p m ! ` } j ` ( ,r TP1- _ _ 12" (10'CANOP'Y)`"' p INV OUT C1 , fi s 1 U 4 �' '^ ,`✓✓ " l`' `� /' / r�.. - e «.w-.... +5t4 4 i v Z � W �.` � � '``• ...a -•..,,/ ,,,,,✓✓ p..- r"" �„'' ✓ d "..')lt.,,,,., wr".+ ''"'..'„-„ ....--.-^`y + F-�.' ,'"°'✓ r r o°s " 4ts. _ -~'`" \ � 765' O I I ` 1.111.00 -DI1H `: o a- .- d✓d 98"(25'CANOP}) TP4 r- -• RlR131.55 K' '� '- / �a INV IN25.35 a SMH TP3 TP2 // d INVOUT25,25 © i IL RIJL9.52.02 MAP 24 LOT 108 4F% /� f APP,�ZOX. ' I f IR INV IN•46.68 FND \ r s' � f STUBBED - - :a' PORTER, ( ) \ ' f \ ! J a v a. J ..' 1 / I I I cn INV OUT 4fi 78 / 1 BOL T /" .� �, LOCA TION C 78 , TIMOTHY S.& /R \ / �6-. �/ � ,- \ � ' FND I� d'/�. f� H p KELLYANN . (FND) 1 54 00 v Ott 0 ( ( I` ?� o ��' BENCHMARK z / ,..,,.._.L.�" .i:-..:..=� dl 1�� ,�, I I LLI / !• -- 105.81 ,� � ..._ _ _� � � ! / r � i �:�✓j/ �/' SEWER MANHOLE � a � w 81.91' _ X6.1 7.50 35.00' ExlsrrNG ® ; � � } t 1. f GARAGE 3-1.8 ' ,• r t f R/M ° MAP24LOT109 23.90' 11.00• 7.50' �' ,�> < ; + i� � �4// ELEV.=29.78 w a .° S ` `I a. SMH o /R t LUNIF PO MAP24LOT110 MAP2��OT111 jtb ��- __ �y' R9 78 1 I I w (FNDJ % I N/F t8"(Y2'CrINOPYJ GREGORYP. I GOODMAN, WILSON, .� CLIFFORD& KENNETHA.& -- ` w / ! MARY v LINDA I� 346 S 14.40' �O O I Lu o L p 36"(20'CANOPY) O ° ? DMH 4 PA/NT z i i a 0 4 i', i O ,. �J R/Pi12931 Cts` MARK - / EXISTING OA `qW � v INb�IN2215 I D ( �; i /R� `� �` I 9.3 t % BUILDING au �� " q INVOUT22lJ5 I CB *='J / CB N (F)VD) l co{ I ' d? RIM 13.47 / 0 Q o� RIM 13.03 M p �6' DH - OH _ 1 ,FF-29.65 / o JEFFERSON A VENUE N l (FND) L-10.02 (FNDJ + v + OH ALL DOCUMENTS PREPARED BY TTI ENVIRONMENTAL 40.00' ' q100 00' ` ` 100 00' "ii �. �•+- 40.00' 4 DUH ARE INSTRUMENTS OF SERVICE IN RESPECT OF THE RIA1 l3 91 W sPROJECT THEY ARE NOT INTENDED OR REPRESENTED WO �^ L=43.44' 7 " ' :' 280.00"' �' • TO BE SUITABLE FOR REUSE BY OWNER OR OTHERS ON 7:7 f .. 1 ; P/ THE EXTENSIONS OF THE PROJECT OR ON ANY OTHER - ` R=35.08' ': ry v v PROJECT. ANY REUSE WITHOUT WRITTEN VERIFICATION ai SA1H / _®__,�_,t/ "' I CALABRESE OR ADAPTATION BY TTI ENVIRONMENTAL FOR THE RI>Z14IT.60 S f S��'--� s - S SPECIFIC PURPOSE INTENDED WILL BE AT OWNERS t' �+ SOLE RISK AND WITHOUT LIABILITY OR LEGAL W INV IN 411.66 s #' w--- - K "- - K` j �' STREET EXPOSURE TO TTI ENVIRONMENTAL;AND OWNER SHALL a /NV OUT 911.58 - / t I r CQ INDEMNIFY AND HOLD HARMLESS TTI ENVIRONMENTAL L-1737 ~290.90' - .; �' - - _ _ _ RI1 1 13 0r FROM ALL CLAIMS,DAMAGES,LOSSES AND EXPENSES (FNDJ _ 56.97' y 50.00' SR1H SMH ARISING OUT OF OR RESULTING THEREFROM. L 26.07 S21H /R RIA139.03 R&I2662 --� -DAAPROJECT 15-1801 Q 23.93' RIM 44.70 (FND) INV IN 33.08 INV IN 22.88 RIM 2609 INV OUT 3298 tNV IN 22.88 INV lN20.63 DATE 2016-03-17 AVV OUT 2278 INV OUT2J.53 °RCN ` N DRAWING SCALE 1"=40' 4, MATCH LINE DRAWN BY CPH a r 0 40, 80, APPROVED BY BCO x z z on %OS0201 U 0 W SHEET 3 OF 15 3 Y DH (FND) � IR O (FND) (� N 0) Z r Cn MAP25LOT659 616 MAP25LOT408 ti N/F r Q NIF ,O �t SALEM 06 CITY OF33x67+ �� MICHAUD, Q: . Z .>in U) V- 0) M/DDLESCHOOL WEST330.88 O�ROGK FA CAROL E. W Q LL d .� Top DH s Z ';✓ (FND) 61 j/ ` O N N rn rn c rn A MAP25LOT407 � Z wm MAP24LOT219 N/F A78' N/F r �` WC6 C/TYOF McLAUGHL/Nr/ ` L/NDA C.& H 0) SALEM- OHBE SALEM/ELD ' (FND) �� SCOTTA. PROPOSED ~ LOT 4 30,234 SF± ` 0.69 AC± MAP25LOT406 N/F \ KERKOR/AIN, ` C4' SAMUEL c& Q CAM/LLEID. EP 5+02.51 / N o 5+03 f 215, N C. TBENJAMI Or MAP25LOT405 , OSGOOD,JR., / I `2� N/F CIVIL MAP24LOT217 ` 06��75 A`,Q DUBS,ROBERTH.& �fl� NO.46891 NIF CITY OF N S;��00 0 2� PENNY,JUDYA. SALEM- W ` ,�s1ONAL� PARKDEPT CIS co cqv *V 15.58 -� 107, ' \. NAIL (FND) r PT 4+13.69 / 22.20' MAP25LOT404 �ry 2�� 315050 15Q5 52' / N/F ELOUCHE, \ p� \ ` 4+00 SAL/MA.& doo n � \ SUSAN S. LO LID b � PAINT / a d000 � L=110 _ soft PROPOSED N� ,�.1�Gsav' \ ` MARK ,80, �, `L ' LOT 5 9.16 / R=1 0 �- f a 54.34 ♦ x 1.03oo 15,428 SF± � — L=11L=13.51' 40•QS ,5 � �ci 0.35 AC± / 1 O� •sem � , p0� � z W 5' Rc13 Q / Q. / MA P25LOT403 / Z 4g•51 4 00, _ Ole '< 1 N/F Q \ �TYp PGE / �� O� i 1 MARYT.L HEUREUX Z ti 0 Ta, _. 29� L=96. �/ ♦ 15'F 014 �� TRUST Q o 32• g1. 52 , R= 341 TOTAL / V p �.. °' -0+33 _ i22 g3doom wpm \_� 1 ;50' �� 50' �� \%�P� / �� \ O / z CO Q Q \ o L=161.11', R=105 0 �G �� r N O _ p \ + p h✓ �� / O Q Q U Z H U �P-0+32.78 ` - \ \ /\ ---____L=2+47.63', R=126 O° / ` U (n z 3O Ov L=24.00� sass \ \ )�♦ / / a� �. R=29.53 9 TO 0' 00, °9�' `n \ COU Q�� < cU) _ °�° Q \ \ T4 ,4 4 146 5 Y- F- �/ � m Q L=41.40' MAP24LOT 106 24 �aPNIF �a(\�/V/ 1 � doom-L? X100 00 PG�c ( f MAP25LOT402 \ ` W Q Z R=25.00' zois, 0�5� AL FRO141 o E m Z) ADAMN& 100' TGT PROPOSED MARYE. JAMES M.,JR. PROPOSED LOT 3 i ' /P i \ LOT 1 15,554 SF± \ (FNCJ / / \ \ 15,692 SF± Q M 0.35 ACt (FND) / \ \ 0.36 AC± CO °j CIO IR MAP24 LOT 107 �''- I o \ / (FND) N/F j ^ THERIAUL T, 19.00' yQl ! MAP25 LOT 401 p ` J W/ILL/AMA.& \` �. 4 N/F Cn ✓ANSA. MO G.&\�JF�,' PROPOSED �, NICO a rn O �y5 CATHYM. /P \ LOT 2 36 ` (FNC) W 15,058 SF± (FND) / p a } C (FND \ / 0.34 AC± DRAINAGE / r- m N ) --✓ \ EASEMENT ,36 IR 8S Op / n Z w I \ 58 SF± C•�(FND) p0/ CA 0.001 AC± \ t / z w m o DRAINAGE o � EASEMENT � ` DRAINAGE \ N I 3.338 SF± PROPOSED o �w EASEMENT \ 0.07 AC± LOT 6 \ a w 6,194 SF± \ \ o — 16,110 SF± 0 0.14 AC± \ CP 0.36 AC± \ 76 cl) z z t MAP24LOT 108 DRAINAGE -' o Q�� Q� p0/ 2 w N//F EASEMENT ,— 85.05' 1 Na�� O�P�.,o�% / 0 m PORTER, 3,418 SF± '\ � � ` TIMOTHY&& 007 AC± w I moo / / w ` KELL YANN IR . ca / > (FNDJ 2 \ j o /RBDL ' w 54.00' (FNDJ I \ I NDJ rl1 �. w 0 — — — / 91 68, / /, o o ✓ / � / Z 81.91' 26.10' 3500' EXISTING �7 ' GARAGE / 23.90' 7.50' 11.00' DRAINAGE N w MAP24L0r109 MAP24LOT111 EASEMENT o /R ` ` N/F MAP24LOT 110 2.605 SFt (FND) LUPO, NIF N/F ALL DOCUMENTS PREPARED BY TTI ENVIRONMENTAL GREGORYP. GOODMAN, WILSON, 0.05 AC± ARE INSTRUMENTS OF SERVICE IN RESPECT OF THE KENNETHA.& PROJECT. THEY ARE NOT INTENDED OR REPRESENTED /CLIFFORD& LINDA ' __ __ TO BE SUITABLE FOR REUSE BY OWNER OR OTHERS ON JPROJECT. ANY REUSE WITHOUT WRITTEN VERIFICATION m ` MARY ; r THE EXTENSIONS OF THE PROJECT OR ON ANY OTHER 5 PROPOSED I f4.40'0OR ADAPTATION BY TTI ENVIRONMENTAL FOR THE O LOT 7 ! SPECIFIC PURPOSE INTENDED WILL BEAT OWNERS w I W I O I SOLE RISK AND WITHOUT LIABILITY OR LEGAL o O 15,555 SF± EXPOSURE TO TTI ENVIRONMENTAL;AND OWNER SHALL o E 0.35 AC± FROM ALL CLAIMS,DAMAGES,LOSSES AND EXPENSES ARISING OUT OF OR RESULTING THEREFROM. v m /R EXISTIN.3 V q 1 (FND) ` � BUILDIPti PROJECT 15-1801 a DATE 2016-03-17 ' ItoX� � (FND) i I (FIND) DH E; 80 /, / (FND) FL DRAWING SCALE 1"=30' DRAWN BY CPH Z L=43.44' a R=35.08' 0 30' 60' APPROVED BY BCO 2 CALABRESE o � 3 STREET 72 IR V0 8 /R (FND) 290.90' a (FND) - - - - - - - - - - - - - - �— - - - SHEET 4 OF 15 Y N V m / Z a� MAP25LOT659 + MAP25LOT408 N/F / N/F ,•° Q _ O co C/TYOF =~� + "AGE `� r' MICHAUD, Z :; SALEM- GK FA CAROL E. .• W 6 . 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ELOUCHE, R1-1 CROSSWALK GRANITE CURB'. 0 4f ti ` (STOP) (VGC)(TYP.) ✓ 00 SAL/MA.& /' \ x SUSAN S. PROP. STOP BAR + 1 ' ^, ti PROP. STA-0+01.05 Uo ,. r / j/6a.0 ` o 0 3� RAIL t / \` Z WOODEN GUARD j START OF - /� , �: Z x \ i Q PROPOSED PAVEMENT24.0 W p �O \ t p l x PROP. GRASS ,J T f QQO STRIP(TYP.) 25L0 MAP 403 j J •f 5'R / Z o ---- to _ 1 1` o Q Z � (TYp. � N/F .� / w o X w �`f 15'FY SL !� MARY T L HEUREU • TRUS co 0 o Q > o 04 0 x � \ T / ;� o ~O � � � -0+33 0 �dows cQ it �t Q Q o SOV ` O o a ~ L) < Z 1 PROP. � I / r�, l ( , O -0+32.78 RAMP(TYP.) ;,,. v ✓ r 0 I i ; V v W z u BP ` PROP. --'` N + �` /• p Q o0 d RETAINING PROP. Q WALL(TYP.)\ ♦ 6.p,,e 4'WIDE BIT.CONC. i Jtf z Q \ SIDEWALK , \\ < Q Z MAP24LOT (TYP-)h >$ _ \` P•) � � f j \l o MAP25LOT402 < EXIST. N/F t /� ` W co* NIF 24"SCHWENDLER `, ZO/S, O COTE, % ;f TO REMAIN ADAMN.!& -_ \ ^� vt t \ �• O w x 0 JAMES M.,JR. ! / MARYLE i O• is O \ \ m t \ Q Q0, -/ MAP24LOT 107 l O Q THER/AULT, 300 NIF4q•0'- MAP2��OT401 J, `1 W/LL/AMA.& 12, JANEA. FFA v PROP. BIMBO, t f \ LEDGE SLOPE N/COLO G.& t �y51 CATHY M. oe CL - C � m s, j I •� f/f,• \ k 44 w ` \ �O / O Z Lu0 O W MAP24LOT 108 `, PROP. �i p \ x---� ~t MAINTENANCE /' O v - J m / PORTER, z w . .... .:.. � � ACCESS ROAD � > 0is TIMOTHY S.& KELL YANN •....,:< „ ,,., :;.: OK Z RAINAGE a 1 a. co EASEMENT N O Z CL ; -- -- EXISTING m cc 0 30' 60' N N -- E GARAGE a o / w DRAINAG MAP24LOT fog I EASEMENT O o co Lo ` I MAP24LOT111 N/F MAP24 LOT 110 N/F ALL DOCUMENTS PREPARED BY TTI ENVIRONMENTAL L UPO, N/F WILSON, ARE INSTRUMENTS OF SERVICE IN RESPECT OF THE , PROJECT. THEY ARE NOT INTENDED OR REPRESENTED GREGORYP. GOODMAN cv �1 KENNETHA.& CLIFFORD& LINDA 1 -- -- ZONING - DIMENSIONAL REQUIREMENTS TO BE SUITABLE FOR REUSE BY OWNER OR OTHERS ON ff THE EXTENSIONS OF THE PROJECT OR ON ANY OTHER MARYPROJECT. ANY REUSE WITHOUT WRITTEN VERIFICATION - I ' R1 - RESIDENCE ONE-FAMILY DISTRICT OR ADAPTATION BY TTI ENVIRONMENTAL FOR THE R1 f\ �7 L V /'1 SPECIFIC PURPOSE INTENDED WILL BE AT OWNERS SOLE RISK AND WITHOUT LIABILITY OR LEGAL I I REQUIRED LOT 1 LOT 2 LOT 3 LOT 4 LOT 5 LOT 6EXPOSURE TO TTI ENVIRONMENTAL;AND OWNER SHALL p - \•,` I INDEMNIFY AND HOLD HARMLESS TTI ENVIRONMENTAL - O 4 MIN. LOT AREA 15,000 SF 15,692±SF 15,058}SF 15,544±SF 30,234±SF 15,428±SF 16,110±SF FROM ALL CLAIMS,DAMAGES,LOSSES AND EXPENSES \ i ARISING OUT OF OR RESULTING THEREFROM. MIN. LOT FRONT., 100' 197' 100' 100' 215' 341' 100' m \ TINE I PROJECT 15-1801 ' - BUILDI` FRONT SETBACK 15' 15.5' 23.4' 15.5' 24.4' 16' «15' yo f SIDE SETBACK 10' 11' 12' 22.4' 31.0' «10' 31' DATE 2016-03-17 REAR SETBACK 30' 30.6' «30' 31.0' 42.4' 40.9' 33.3' DRAWING SCALE 1"=30' • <,..y,•. ., .,:•.., •ak , , . ��,�� k �.. 100, >>30% 3' 0 0' 0 1' 0 5' 0 4' 0 0, o MAX. 30% >>30/o »30/o »30/o »30/o »30/o »30/o MIN LOT WIDTH DRAWN BY CPH �"` --..-.-.--- M BLDG COVER APPROVED BY BCO a A / /IBpESE MAX. BLDG. HEIGHT 35' (2.5 STORIES) >35' >35' >35' >35' >35' >35' L/`1 /� a7 STREET Coll is 10 G I cni...;... .. .. • _ : __ ... — — — SHEET 5 OF 15 O ,,.�,_,.., w a Y t - ._._....� _ _ O 00-0 i E�i-7 allow o _ - K FPS z > o - .�.,.-,�.------w-..._.._- / pF RpG E � r W a � Q LLt + P GK FAG 2 a� �, __/'"- � >,,.. ...-„,.. /rl+w ,, � " +n „._.,•..,...».. .... a.. „ +:. ,, ,l�,=: 'gyp fT 04 IN, 130 �" �^T. - ,'- --•. w 1:IN, Ji _ + ' ' ww =g > •C� fT3 Qj z ✓ �' " - - I ._ . 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DMI-16i 17 I F- RIM 70.32 RIM 73.84 , E, - INV IN 67.90(DMI-15) INV IN 70.90(CB4) 24'- 12"HDPE {- \ TP5 x INV OUT 67.80 INV IN 70.50(DMI-14) S=3.69% - 8g / INV IN 70.90(CB3) �I_ \ / DMI-18 DMI-17 INV OUT 70.40 i_.,m,4€ I RIM 61.92 RIM 65.79 / It INV IN 62.90(DMH6) i CB4 i •.� ,,- ,�;; /' INV IN 56.80(CB5) . ! 90 26'-12"HDPE INV IN 56.80(CB5) INV OUT 6280 N � ..,,,GRATE 75.28 � 0 S=1.65% ,,../ / \` CB -- . ` INV IN 56.80(DMI-17) 46'-12"HDPE INV OUT 71.80 ,R1t1928.85 INV OUT 56.70 S=12.90%. `` ; ..I € J j °e 1 ='3 I CB6a i I j SOIL TESTING DATA: GRATE 61.26 \ ,; INV OUT 57.25 r ss s €3 i G p0 \ 3 13 / to / PERFORMED ON MAY 20, 2016 BY BENJAMIN C OSGOOD,JR. z P e I - ml \ g1• ti \ CERTIFIED SOIL EVALUATOR NOV. 1995 LIC#SE1818 23'-12"HDPE I I- gg.00 e WITNESSED BY Q - 8=1.92% ... -•-. 1 .. � � , I` �LL ` °„� _ 1�" � / l % RhL129.13 � I s s- � 1tI IIS,; � � _ ...-wa � \ b� `� =1' f' �. �,- .,�c;��..1 � GRATE 87 10 � INV OUT 84.09 / TOP ELEV=50.58 ESHGW= 16'-12"HDPE W ..__ � `y � � � +� ,�'+ ,,� , 1 { ,,,--•. .. 6 < ; `'° � � TPI I �: a S=0.74% ' V 45'-12"HDPE ', O DEPTH SOIL HORIZON SOIL TEXTURE SOIL COLOR SOIL MOTTLING W o Q I \ I' _ Z S=7.81% `R MH86.35 A S L 10 YR 3/2 > QQ INV IN 83.67(CB2) # 6-48" Bw S L 10 YR 5/8 REF @ 48" Q p Z 07 0 d 04 1� INV IN 83.97(CBI) B / rn � CO Q Q - TP6 rm? V I� INV OUT 83.87 oQ a n/ 0 s$ a,YWi£ .,'m'fi 0 ^� ✓ ,P ° ( , G Q Q Z GRATE 61.22 Q� "47,-12"HDPE D \ "f v a€ Q { \` r`, j v - G� O INV OUT 57.25 N� j ` S=10.39% { (, O + V U � z00 �° • -o `'' - "� o � " 33'-12"HDPE $ TOP ELEV=42.21 ESHGW= Q Q Ir m dsoti0o, S=7.69% Vt / � _ ► �a • 12'-12"HDPE DMH3 . a ''^� tQ# TP2 F- w Q S=3.68% , RIM 81.31 0 0 • _ o DEPTH SOIL HORIZON SOIL TEXTURE SOIL COLOR SOIL MOTTLING Q Z U) lb INV IN 78.75(DMH2) CO O `imp _ W ro - p INV OUT 77.50 0-36" FILL > 34'-12"HDPE l� /� r �_ MM a j 36-90" C G S 10 YR 4/4 REDOX @ 48' W Z 3 S=7.26% ' 10 YR 5/8 d.. 35'-12"HDPE � � #y � � 36'-12"HDPE � 0 S=7.13% f mmF S-6.80% / TOP ELEV=44.34 ESHGW= LJ O m ,1.� I ,.�...� GFS 84.00 76.00 � � ao � �� 1 / ,, � �. TP3 78 1 ^ti ` \ / DEPTH SOIL HORIZON SOIL TEXTURE SOIL COLOR SOIL MOTTLING t; " 0-12" FILL 16 -1S=5.60%'-2HDPDMI-14 12-24" OLD A S L 10 YR 3/2 RIM 78.00 a I/� 24-32" Bw S L 10 YR 4/6 ..A/ CB3 INV / f. 32-70" c GLS 2.5 YR 4/4 REDOX @42 ,,,..� `� 66 r' ., «-�.� O ! cr DMI-19 ` GRATE 75.28 d >2 _ INV OUT 74.00 J,,, 0`Z t,.. �,` ,I / 10 YR 5/8 ` RIM 66.00 ,INV OUT 71.80 ✓ rt "•,, �'' ,, d 64 w / f -u,1- INV IN 56.20(DMI-18) - - INV OUT 56.10 .� _ w 'rt r ./ . _ '•- F TOP ELEV--41.67 ESHGW= U °° Lu t ! v L � � - _ - � � y 'oo° X38 1 - �r� TP4 of ' C / -- " -' OVERFLOW• -< °^ - DEPTH SOIL HORIZON SOIL TEXTURE SOIL COLOR SOIL MOTTLING ,, ' .,r^' ., ," / ' " '',,,..• ------_ ._. _,_, WEIR `` se _ 0-55" FILL zL� ,' _ �I ,°' 55-70" A / I / r ' -' "TP1 -„- . SILL 46.00 Q11- CF -�,p e Q t`i 70 74" Bw w - ^ ✓ f, -' '" ,, C F 38.00 Ll o ` 108'-12"HDPE -^•� �, - � o- �y - \r � ' ,✓ r U) nI , '•� -'" r' _...".. _ � � � \� TOP ELEV=93.36 ESHGW= � � O S=7.47%6& ^�,.. .,•' "� 41 46 r �w 100'-12"HDPE \. "'.` £JAlH _ 2 i ,, -`- .i _ ' ✓ E RIAlt 31.55 TP5 w O S2 INV IN2535 2 U w 44. e° Q 11VVO IT2525DEPTH SOIL HORIZON SOIL TEXTURE SOIL COLOR SOIL MOTTLING ° °� TP3' ""TP2 O 46 _ 1 ✓' 0-10" A S L 10 YR 3/2 r - a -• �.. 43'-12"HDPE 10-24" Bw S L 10 YR 4/6 REDOX 28" > c9 co `\ j R a - t & '�, y w 0 S=10.27% 24-48" C S REF 48" Ill z r �q #- o' DMH13 z RIM 31.02 w naJ cn FES1 o , � � INV OUT 48.00 .� ��' #:" - � . / � mm-w-------..•-'-, �� , �r� ¢;i a O j° INV IN 28.00(DMI-110) 46.5 48 I INV OUT 27.90 l 38 / 26'-12"HDPE TOP ELEV=85.86 ESHGW= 1Ja IA=120 / PX/STING S=3.47%ALL=3861 FB=296 GARAGE TP6 Nkn A=224 DB=3565 co Cl co RIM 30.64DEPTH SOIL HORIZON SOIL TEXTURE SOIL COLOR SOIL MOTTLING M o Q I - " /` INV IN 27.00(DMI-113) 0-12" A S L 10 YR 3/2 0 0 0 ` . ` (l OICS1 c / INV IN 23.45(EX.DMH) o RIIM 47.34 /� 3' INV OUT 23.35 12-40" Bw S L 10 YR 4/6 REF @ 40" ALL DOCUMENTS PREPARED BY TTI ENVIRONMENTAL ' ssi / ARE INSTRUMENTS OF SERVICE IN RESPECT OF THE v IMV OUT 41.65 }f d PROJECT. THEY ARE NOT INTENDED OR REPRESENTED TO BE SUITABLE FOR REUSE BY OWNER OR OTHERS ON THE EXTENSIONS OF THE PROJECT OR ON ANY OTHER f PROJECT. ANY REUSE WITHOUT WRITTEN VERIFICATION :. OR ADAPTATION BY TTI ENVIRONMENTAL FOR THE j a + ' RIM H36.00 SPECIFIC PURPOSE INTENDED WILL BEAT OWNERS 'z1 I I G7 1 I o >t DUH INV IN 32.50(OCS1) SOLE RISK AND WITHOUT LIABILITY OR LEGAL o I R14129,31 IINV OUT 32.40 EXPOSURE TO TTI ENVIRONMENTAL;AND OWNER SHALL INDEMNIFY AND HOLD HARMLESS TTI ENVIRONMENTAL a » 1AIVIN22 15 Ly /iNV C1UT 22.(15 v, ARISING OUT OF OR RESULTING THEREFROM. 31 FROM ALL CLAIMS,DAMAGES,LOSSES AND EXPENSES \n / EXISTING cj a BUILDING t I PROJECT 15-1801 I DATE 2016-03-17 �2 U m J - ti •. 11'-12"HDPE NOR�N • �, x. / JIIII _I S=2.00% DRAWING SCALE 1"=30' j _' �. -..."....�..._��..._ .� �' .. ...�. ... _.�. ..�� .� CBS a GRATE 27.09 CPH INV OUT 23.09 DRAWN BY 2T-12"HDPE ' z a. 8=2.00% CALABRESE APPROVED BY BCO I 0 30' 60' f c137 RIM28,09 W " ' `� / ' »-` GRATE 28.06 I INv/nr2n.s3 STREET 1 0 1 OUT 24.0611,1V OUT211.53 P. - i . . .. ` .._ '•.. 1 K _t .. ...:INVINV.I.IN 23.52 CB7 SHEET 6 OF 15 W 0 � _.. err ., �---��-.......��. �-.-.-.�._�-- a_ ;� I INV.IN 22.87 CB8 Y l 04 \` A tti —j _ _ _ _ ROS " Gf< ✓>>.` W Q LL t TOP 22 R G 04. SOTTO ^ + EIlr Z W m _ LIJ c6 CID ,r/ ��t � y'' .-"'+'"' r � :(I I, , 1�..;�.�� '"ti,„ �,r - ._.._.•.., �€ ':;E 1�:-,_I, '"�^..� �+wa� c`i':a� jr ��....� ,"^ PROP. 'Al i PROP. FIRE HYDRANT / / ! STREET LIGHT (TYP.) ?'..a _ ;_ ,�,.,v /'� / ✓ (TYP.)CI 'mn cit \ ; pts // / / BENJAE IIIA C cnt. / y ° J il. �n SMH1 CIVIL - -,,, ,� / NO.E .� £z ' _ RIM 89.70 a i INV OUT 84.72 `� / j / S•A'� �+ <A �t r• /� /' v--11! I': .` k"II_` }r `�'C' ' �1+:•O•• �GJJTE�`v e...`L Av f f , f SMI-13 1T �- RIM 84.17 . INV IN 7923 p / PROP. -'INV OUT 79.13 i i_._,)�; � � f ELEC/CATVITELE RIM 75.59' � � '` � `!> � � \� / � SMI-17 1 I INV IN 69.88 "i"' "F r—r1 1 PROP. \ / Ll � 12'-8"SDR-35 RIM 65.52 INV OUT 69.78 \ n ' S=2.00% INV IN 59.58 1"TYPE K COPPER WATER INV OUT 59.48 / SERVICE W/CORPORATIONS RIM 61A 357 _ n�a j 1 STOP(TYP.) 5T-8"SDFR-35 1� PROPOSED INV IN 55.20 S=7.57% ✓ ! f I` `� / / I i SMH9 8"DUCTILE IRON INV OUT 55.10 RIM 59.89 WATER MAIN INV IN 53.43 INV OUT 53.33 50 CAP END11 SMI-12 50'-8"SDR-35 RIM 86.93 \\ I \W\ o_ S=10.00% � x w INV IN 82.48 O / I_ Z 0 ~o - /_ _ __ _ INV OUT 82.38 f p O Q U . j E \ a LD 0N J Q m U 43'-8"SD < .1i ySm"' �` / r , Q Q Z \io '; N 88'-8"SDR-35 -» S=10.00% o s �` ;' Q r`' V O S=1.90% \ I SMH6 S M a3vm\F s ``O \\ / ! V / U W Z 0 0 RIM 69,79 j -- �- ° w t - _ ` INV IN 63.94 i S ! � �` 45'-8"SDR-35 W -� O _ Q m a- ` sn y \ I INV OUT 63.84 t s ` S=7.00% Q w U) fA it . ' 42'-8"SDR-35 / p 4 z 3 �-. '� € S=10.00% ,,✓' r5' ,�onm• � \ W co APPROW ` T 58'-8"SDR-35 RIM 80.43 y TI/6BEL7 :, ` , 1 / E S=10.00% -- .4,, S n a !� / 1 INV IN 74.94 LOCATION ✓' �� I INV OUT 74.84 ELEV.5003 f-" APPR©X. ` I e ' t - `. r I✓ ` , 'RC STUBBED L OCA TION F /`\ c,`::� 'O ij \ 1 �� "^+.`` ✓ ..+"'''"�'`" .,-•.."""' ~'`"'.-' "w'"°''^..•'' ,,."'r/•' ,_ ' j / ao pip IL zRIA131.63 ! l y ✓✓s �,,✓ - k ,,. INV IN Lu �% « _ _ -- `° \ 4 I,^ry our co 11d tfs j "'ap„�� '`••. y -�,°''" �..-'° °,,,-^'""��d°°jY .,,•"..,-- '' "_"' ...-.o .> ✓'- - ;II ae r6 � "`• ��,. ,�' \ cl) cn Z •,; o Lu S2j Nk" r" ` r �--APPROX, w <: .; �, CL Rill'J 62.tit . � ar � �... , . _ , � !s N INV/N 46 86 ` +P. ` �' 3 ... _ t� �, �� TUBBED > OCA T TION w l b / _ - • r co Lu OIL P d ' O O t �"•, jam` r EXISTING ` f GARAGE ! /rllw w r� \ o qm r /l� 4zn ALL DOCUMENTS PREPARED BY TTI ENVIRONMENTAL ' T.INSTRUMENTSARE PROJECT. ARE NOT INTENDED OR REPRESENTED ' �d✓ TO BE SUITABLE FOR REUSE BY OWNER OR OTHERS ON THE EXTENSIONS OF THE PROJECT OR ON ANY OTHER a I PROJECT. ANY REUSE WITHOUT WRITTEN VERIFICATION z S OR ADAPTATION BY TTI ENVIRONMENTAL FOR THE / ( SPECIFIC PURPOSE INTENDED WILL BE AT OWNERS w i SOLE RISK AND WITHOUT LIABILITY OR LEGAL 0 i i EXPOSURE TO TTI ENVIRONMENTAL;AND OWNER SHALL !, 1 NOTE: INDEMNIFY AND HOLD HARMLESS TTI ENVIRONMENTAL E ? f FROM ALL CLAIMS,DAMAGES,LOSSES AND EXPENSES Li ARISING OUT OF OR RESULTING THEREFROM. 1 i EXJsr1NG �t � 1. LOCATE END OF EXISTING SEWER AND VNATER MAIN � 3 £y BUILDING LOCATION AND EXTEND AS REQUIRED. PROJECT 15-1801 FF=29.65 n -17 '{ ;< NOR ` �' DATE 2016-03 hV DRAWING SCALE 1 -30 I u .,j ..} Y,d " .. .yam' ° .: .. •.. �' d•e yn,(r;. .y. J'd u; o DRAWN BY CPHPH {/P d a ` } Yr� APPROVED BY BCO Z _ ` �' / p� i l r� 0 30 60 o RltLf T Q Y S s -- s S — 5— S- .•____ 5 S ' s S I—-- s- ----- s s ---- S 3 INVIN4J.66w w w w w w /NV OUT J.5S - - w w w �w w cn f —� ( ' ° SHEET 7 OF 15 a ]C O V N Z c? r O = � GyO I I j Z U) 0 o t W 0 Q I u- 4 I PVI STA=3+60 fI � � � PVI ELEV=88.52 I "y U) r- 0.) A.D._-9.00 � I ! i I K=16.67 0.) 150'VC i Z Lc moj E j i t` W ce) ti I 100 i 100 F" F- I l OUTCROP C62 ELEV'94.26 GRATE 86.64 INV OUT 84.09 OUTCROP i STA 3+70,OFF-11.8'L ELEV.93.83 82.09 m r.- SUMP I I ! I v o i OUTCROP rn i --..__....__...._I..._.....--- _. -_ --- -- - -. _._ - -----......-- --- ------- -- ------ -.._...._.. ------._._._._...._........_.._. -.._... _.... DMI-12-7 CB1 ELEV•�3 t3 cmi U _......_ G RATE 87.10--..._.-__ w w- --_.__..__...- -- -.. ..._..._. ----. _----- ..-_- ---......._... - RIM 8425. - - -.. - --- - ... - _- - -......... . ------ INV IN 81.30(DMH1) INV OUT 84.09 i i INV OUT 81.20 STA 3+70,OFF 10.5'R OUTCROP ;_ A* i I STA 3+23.77,OFF 9.0'R SUMP 82.09 ELEEV.�U.TIl € ` I�_ i I A A I € � �� EX/ST/NG s�yp1 9 GRADE 16 LF 12-HDPE @ 0.74% -' - a0BENJAMIN C. G i rr3 06GOOD,JR. i i � o I L f! I �ti• DMI-13 + 26 LF 12"HDPE @ 1.65% ( v CIVIL N o _- ! PROPOSED . RIM 81.31 vi Iii DMHI _ -` PROPOSED FINISiH GRADE �` r NO.45321 INV IN 78.75(DMH2) U 1. , !i OUTCROP �[ > > RIM 86.35 GRADE INV OUT 77.50 m m I ELEV.91.93 STA 2+90,OFF 8.7'R INV IN 83.97(CBI)l 1 -11It K� INV IN 83.67(CB2) ,, c= 90 INV OUT 83.87 j 1.00% i 90 i STA 3+55.02,OFF 9.0'R - - - - _- DMI-14 _ c, i I RIM 78.00 33 LF - ! EX/ST/NG 1 i INV IN 75.00(DMH3) 12"HDPE END OF GRADE I INV OUT 74.00 @ 7.69% , PROPOSED j ( STA 2+57.16,OFF 9.0'R / ! PAVEMENT 112 LF 8"SDR-35 @ 2.00% STA:4+9.7101 j LF ./12"HDPE ../ _--- _ ...-_---._.._..'.-- -._.......-..__...-..._.._------..._..... -- -._.._.... -- --- _ ... .............._........_.__.. - ( ................. ..... 1- @ 7.81%... _ _...- -f-_ _ ____ � ......-� I 36 LF CB4 12"HDPE !! GRATE 75.28 @ 6.80% I INV OUT 71.80 STA 2+330,OFF-10.5'L I OUTCROP -( � SUMP 69.80 35 LF PEi (' ELEV-81.38 I C133- 3%1@ 7.1D t ' > GRATE 75.28 i INV OUT 71.80 ! STA 2+30,OFF 10.5'R w i SUMP 69.80 SMH1 j $0 1 i STA 4+74.66,OFF 10.2'R $0 ( DMH6 .24 LF 12"HDPE @ 3.69% RIM 89.70 RIM 70.32 16 LF 12"HDPE 1@5.60% j ) INV OUT 84.72 W O V..� z DMI-17 INV IN 67.90(DMH5) , I PROPOSED i \\ INV OUT 67.80 D)MH5 SMI-12 / J 0 i 8"DUCTILE IRON INV IN 62.01 DMH6 STA 1+82.89,OFF 8.9'R RIM 73.84 ; STA 3+64.32,OFF 5.0'R WATER MAIN o O U) ( ) INV IN 70.90((C64) RIM 86.93 `--TRENCH DAMS @ 3 I INTERVALS rn m Q Q INV OUT 62.80 INV IN 70.50(DPMH4) INV IN 82.48 ALONG FULL LENGT4H OF OoN ° oma I STA 1+34.69,OFF 9.3'R 1 INV IN 70.90(;CB3) ANDQ a INV OUT 82.38 MAIN SEWER D (NAGE PIPES Q INV OUT 70.40 (TYP.)NOT NEEDED N SERVICES OR ! U g ^ O PVI STA=0+85 STA 2+15.13,OFF 6.9'R 45 LF 8"SDR-35 @ 7.00% CATCH BASIN STUB U u•• z O U PVI ELEV=61.02 ___- SMH3 I J 0 m a ---....: ..... .. _ ............................ _ -- .-..-- - _.._... __..__- ._..__._._._...---- - -._ _._ ... _._.__...-__.._.._. . _ _. ._ ........._._. ...._......... _.............._..._.......... _-. ...... .._. _ ......_- ...._ ..... .............. ._....... _ _........_.__._. ..__. . ._... . - - ..........-.._.....__._._.................._._......_....__..............L............._._..... - ----....._------.._._.._..... - .._._.....- ------- -- A.D.-+9.00 + _... ---._._._.........__...._.._.._..__................---.------- --...._.... _....-- ------------.. Q OO Q ( _ STA 3+20.55,OFF 2.7 R K-11.11 L (n i € RIM 84.17 r W • 100'VC 34 LF \° INV IN 79.23 U) O Q 12"HDPE O� INV OUT 79.13 W N L.L.. z @ 7.26% M Q 42 LF 8"SDR-35 @ 10.00% W i r 146 LF 12"HDPE @ 12.90% Ce) o I i + c6 co SMH4 ' 70 DMH8 U 6i STA 2+79.07,OFF 0.3'R ! 70 RIM 61.92 w u I RIM 80.43 I INV IN 56.80(CB5) ' INV'IN 74.94 INV IN 56.80(CB6) INV OUT 74.84 Lo o INV IN 56.80(DMH7) o co INV OUT 56.70 E61.26Cvi Lij STA 0+84.48,OFF 9.0'R o�\0 50 LF 8"SDR-35 @ 10.00% GRAT INV OUT 57.25 m m STA 0+71.40,OFF-10.5'L 23 LF 12"HDPE 1.92% i m SUMP 55.25 @ w 12 LF 12"HDPE @ 3.68% - SMH5 ---------- - ..._..._..__._.._._... ---- - ----- ---.. ii CB5 ! _...... _ _.Q ..._ � ........ ---- - -STA 2+29.94,OFF 3.4'R... - _...._..--- -- ----- ..-....__.._.._._........_.._..-----..._... - GRATE 61.22 i �O RIM 75.59 .i INV IN 69.88 INV OUT 57.25 // INV OUT 69.78 STA 0+71.40,OFF 10.5'R I J z SUMP 55.25 i Lu START OF / PROPOSED i PAVEMENT STA:-0+01.06 o ELEV:60.16 a 1.00% N 60 sMHs 60 STA 1+72.22,OFF 1.7'R H Z O RIM 69.79 ; w r INV IN 63.94 > 00 INV OUT 63.84 I j N 43 LF 8"SDR-35 @ 10.00% w N i I WN LU ..... �_ ....__- _-...-.- -_.- _______ --._-. _-_________-_- --.__ _ -__-_-. ____---._--__._-_____._--.___.._.._ _-..--_--_...__.-__.._ _ i - -_-..._....-. ._._...-_._-__.__..___ -- -- -.-.__-__ ____... __-_._.......... __ ........... i SMH7 `F 8"so?, STA 1+29.38,OFF-0.2'L ! i z 88 @ 1.90% RIM 65.52 j INV IN 59.58 i ! co 3 I INV OUT 59.48 N w cliC. I STA-0+16.319,OFF OHO' SMI-18 57 LF 8"SDR-35 @ 7.57% o m RIM 59.89 STA 0+71.92,OFF 2.T R ALL DOCUMENTS PREPARED BY TTI ENVIRONMENTAL n INJV IN 53.43 RIM 61.35 i ARE INSTRUMENTS OF SERVICE IN RESPECT OF THE U INV IN 55.20 I E PROJECT. THEY ARE NOT INTENDED OR REPRESENTED INV IOUT 53.33 j INV OUT 55.10 ! I TO BE SUITABLE FOR REUSE BY OWNER OR OTHERS ON m 50 50 THE EXTENSIONS OF THE PROJECT OR ON ANY OTHER PROJECT. ANY REUSE WITHOUT WRITTEN VERIFICATION OR ADAPTATION BY TTI ENVIRONMENTAL FOR THE a� 1� ti ti N tp N SPECIFIC PURPOSE INTENDED WILL BE AT OWNERS u> N v- ITHOUT LIABILITY OR LEGAL O co Co( CN O (o N EXPOSURE TO TTINSOLE RISK AND VIRONMENTAL;AND OWNER SHALL w 2 CO � O � cM Wit` � N � I- � N � (fl 00 O) (p co (D (D � ti co CO 00 00 INDEMNIFY AND HOLD HARMLESS TTI ENVIRONMENTAL E FROM ALL CLAIMS,DAMAGES,LOSSES AND EXPENSES m ARISING OUT OF OR RESULTING THEREFROM. N 0 -1+00 0+00 1+00 2+00 3+00 4+00 5+00 6+00 6+50 PROJECT 15-1801 PROP ROAD A 9+00co DATE Zo1s-o3-1z 0 HORIZONTAL SCALE: 1" = 30' ORAwwGSCALE H: 1"=30'V: 1"=3' s VERTICAL SCALE: 1" = 3' HORIZONTAL DRAWN BY CPH Q0 30' 60' APPROVED BY BCO z N VERTICAL: 1"=3' A %S 3%Fop 8 U W 0 a SHEET 8 OF 15 Y -�_-mow•►+--_. _- _ _ _ i o (� N i Z i fr; J Rt k y US u)- O LL °' U) ami rn t 80 Z w M W 14 oj co . 80 I � ao H rn I . ------._....... I I' OF OCS1 &, 'jNsq i DMH9 RIM 47.34 p' F '��• RIM 66.00 ' INV OUT 41.65 PRtOPOSED I � BElQJAGtIN C. INV IN 56.20(DMH8) GRAADE j OSGOOD,JR. =t` 70 INV OUT 56.10 70 50 - 50 CIVIL "1 NO.45391 s DMH8 �FGIST RIM 61.92 INV IN 56.80(CB5) INV IN 56.80(CB6) /� \ / /ST/NG INV IN 56.80(DMH7) j i ! GRADE INV OUT 56.70 EX/ST/NG V ~ STA 0+84.48,OFF 9.0'R PROPOSED PROPOSED GRADE GRADE MAINTENANCE .... ..._..... ..---.................. _._;-._.....__ .. . ..._...._.._._...._...__................_ ._.........._......;....... -........--- ....._. _ .._....... _..._ ... __._...._.. __. ...._ _._ .__..__....__._..__.._................ .................._..._. _ .._..__.... _... - _ _ .............._............... . ........ .. - ....._..............._ __.. _._._....._..._... - ---......_...__.._ ----....-..__.........__. ..._...__............... .. . ................__...._._._._........_.............._ - - ROAD I - I f DMH12 olRj JI6 INV IN2030(OCS1) t INV OUT 32.40 t 60 60 40 40 _ q -!,- ourcRaP Z W �2 (, u') J I _. W CD z DMH13 Q o 0 Oo I 7 m i 143 LF 12"HDPE @ 0.35% S �-� RIM 31.02'`� INV IN 28.00(DMH12) O p d O Q02 Q i ---- .._._.... - -- _ ... --- .....__... - - - -.._.__.._..__......__._ _.._.. _._ ------------ _..... ----_._— '._ -.__....._u_.__..._. _...... - -- ...- ----..... .._._ _ - - ---_-�._._._............._.._.._ - ........ ---....... _-- -- .. -- --........ __ ....... _.. ..........................._.__... - -- -- . - - - ...._ _.. _....._.__.._.._... _ } _ _ `: INV OUT 27.90 < V Z f DMH14 00 RIM 30.64 v J � �1 z �J 3 INV IN 23.45 EX.DMH U) Q = m CL INV IN 27.00(DMH13) L� 1 O6<.� INV OUT 23.35 ) r z Q I 7p. �, l yoA 1I W Q z U) F 0 50 50 30 — ---'may 30 70 /-INSTALLDMH14 o OVER EXISTING C ++' FES1 INV 48.00 VERIFYING ELEVATION PRIOR TO INSTALLATION i Ic .._— --------- ----- -- -- ------ -. ..---.. .._.._._ _.._ ....... _ _...... .... ... _...---....... __._._._.. _._ ... __. _- ......._._._..... 26 LF 12"HDPE @ 3.47% � I j i � I I v I EXISTING SEWER U m a i fn I Z I t W 40 40 20 20 a O) � c . ((q . � � 7 d. CM � � SOD . Q) � M t� co (V N Lo � � O) MM Zvi � •-- NCV v- ' y co � (O Coco co c0 (O Lo Lo � � 4 a I (h Co m (A Z x I`_ O y W U)_ -0+50 0+00 1+00 2+00 3+00 3+50 -0+50 0+00 1+00 2+00 2+500 w U N DMH8 TO FES1 5+00 OCS1 TO DMH12 4+00 w HORIZONTAL SCALE: 1" = 30' HORIZONTAL SCALE: 1" = 30' o VERTICAL SCALE: 1" = 3VERTICAL SCALE: 1" = 3' UJ O J a O z co 3 N W coco o ALL DOCUMENTS PREPARED BY TTI ENVIRONMENTAL co ARE INSTRUMENTS OF SERVICE IN RESPECT OF THE v PROJECT. THEY ARE NOT INTENDED OR REPRESENTED x TO BE SUITABLE FOR REUSE BY OWNER OR OTHERS ON m THE EXTENSIONS OF THE PROJECT OR ON ANY OTHER D PROJECT. ANY REUSE WITHOUT WRITTEN VERIFICATION OR ADAPTATION BY TTI ENVIRONMENTAL SPECIFIC PURPOSE INTENDED WILL LE AT OWNERS u) N OTE: SOLE RISK AND WITHOUT LIABILITY OR LEGAL w EXPOSURE TO TTI ENVIRONMENTAL;AND OWNER SHALL v INDEMNIFY AND HOLD HARMLESS TTI ENVIRONMENTAL E THE LOCATIONS OF EXISTING UNDERGROUND UTILITIES ARE SHOWN IN FROM ALL CLAIMS,DAMAGES,LOSSES AND EXPENSES d ARISING OUT OF OR RESULTING THEREFROM. m I? AN APPROXIMATE WAY ONLY AND HAVE NOT BEEN INDEPENDENTLY VERIFIED. THE CONTRACTOR SHALL DETERMINE THE EXACT LOCATION PROJECT 15-1801 Q OF ALL EXISTING UTILITIES BEFORE COMMENCING WORK. DATE 2016-03-17 m m DRAWING SCALE H: 1"=30'V: 1"=3' 0 m HORIZONTAL DRAWN BY CPH Z a 0 30' 60' APPROVED BY BCO z z VERTICAL: 1"=3' 33. *023 N U • Lu a SHEET 9 OF 15 Y - j i NOTES: i FINISH 1. ALL SECTIONS SHALL BE DESIGNED coi PAVED AREA LANDSCAPED AREA V rn GRADE (2)-3 FLANGE CATCH FOR H-20 LOADING. Z j BASIN INLET GRATE SEE NOTE 4 2. PROVIDE 'V KNOCKOUTS FOR PIPES ( SEE APPLICABLE J " 24"x24"TRASH GRATE GALV. PAVEMENT SECTIONS COMMON FILU Q o 12" 47.50 WITH 2" MAX. CLEARANCE TO OUTSIDE STEEL OR APPROVED COMPACTED GRANULAR FILL ORDINARY BORROW " ' Z : cin o m OF PIPE. MORTAR ALL PIPE EQUAL) FASTEN TO w o Q w CONNECTIONS. CONCRETE SIDEWALLS SAWCUT DEPTH AND SURFACE c 22 cq r, WITH HILTI ANCHORS VARIES TREATMENT VARIES p aa) rn 8" 3. JOINT SEALANT BETWEEN PRECAST OPENINGS ,, / /. 1 - (MIN.) SECTIONS SHALL BE PREFORMED \\�\\� j\Q1 \\/!� �\ �\ ` > c `m° 0 °' BUTYL RUBBER. 00 �$ o „• W w m ti ° ° / A , :. ° %VA�/ r� ti A r.. / WARNING TAPE 4. DRAIN MANHOLE FRAME AND COVER \/ o o SHALL BE SET IN FULL MORTAR BED. \;�\ °° ooh , \/ RISER SECTIONS) ADJUST TO GRADE WITH CLAY BRICK 12 //\� ° o AS REQ'D ? AND MORTAR(2 BRICK COURSES (SEE �/ ° o //� w TRASH GRATE(GALV. TYPICALLY, 5 BRICK COURSES NOTE 3)��,� o e o ° /-\ Q STEEL OR APPROVED \ a ..8.0'. pr$ \ EQUAL) FASTEN TO f.. MAXIMUM) .+� !i� \ o.. ° D °V P� ° \ _ CONCRETE SIDEWALLS O CL 5"ORIFICE 5"ORIFICE w O \\ ' °/°� ,e4'o : o° ':o o. \ �: w WITH HILTI ANCHORS t- °y 3"x3" OPENINGS _°'INV=46.60 INV=45.60 Q o HAND TAMPED .p HAUNCHING SEE NOTE 2 2 w w 4"ORIFICE Y; .. 4"ORIFICE m a o :'�\ :' '` 0Al OUTLET INV=44.60 SEE INV=44.60 ° /\ H A'" NOTE 3 ° „ - 6„ (MIN.) OSGOOo,JR. 12 COMPACTED A PIPE IN.-45.00 12" ctvlL ;'r. ----- BEDDING NO.45821 " ,', (MIN.) COMPACTED BOTTOM OF POND=43.00 60 MIN. BOTTOM OF POND=43.00 SUBGRADE r9SIOr3AL� ,� 60"( ) COMPACTED GRAVEL NOTES: v� 12 MONOLITHIC (TYP.) COMPACTED SUBGRADE ��'`I`4' BASE SECTION 1. WHERE UTILITY TRENCHES ARE CONSTRUCTED THROUGH DETENTION BASIN BERMS OR OTHER SUCH SPECIAL SECTIONS, PLACE TRENCH BACKFILL WITH C-51� ELEVATION A-A MATERIALS SIMILAR TO THE SPECIAL SECTION REQUIREMENTS. ate.o�,�:�.. � a ;..• } _ �- b � Q�w,,. , A o � +', � N.T.S. 4p. 'OA t_r•$?4•`: Pp ,P'1 � 32 s� �� ff Y - y„ . �o-�, °.a �a1x.>v .ear•BYF�� • s+•" `Y,r_.,o�_1.;•<'.�>�V. `0-;<s_.p - �a 2. USE METALLIC TRACING/WARNINGTRPE OVERALL PIPES. 77 77 I 3. FOR HDPE PIPE, DIMENSION IS 24 INCHES. OUTLET CONTROL STRUCTURE (OCS-1/POND 1 UTILITY TRENCH NOT TO SCALE 2 NOT TO SCALE i l t OUTLET 16'-0" CONTROL 10'-0" WIER ELEV.48.00 STRUCTURE STRUTOP OF BERM w ) 3 RIM 47.50 ELEV. 48.50 D 25 YEAR STORM zLo 0 100 YEAR STORM 3 ';�= LLJ o Z HIGH WATER=47.53 HIGH WATER=74.72 - 1 J O 10 YEAR STORM Q o OJ 07 0 12"HDPE INLET PIPE HIGH WATER=46.83 3 r' _j Q m Q Q _ O_ oa 00 FROM CLOSED DRAINAGE SYSTEM V 2 YEAR STORM 1 TO DMH 12 FES-1 HIGH WATER=45.87 (, W z �: O INV. OUT 48.00z 00 INV. OUT 45.00 4"x18" GRANITE CURB 12" IHDPE OUTLET PIPE Z) Q o W Q m 5" INV. f- W E- ELEV. 45.60 u) Q cn 4" INV. wQ Z SEDIMENT FOREBAY ELEV.46.50 ELEV. 44.60 m BOTTOM OF DETENTION POND ELEV.43.00 CROSS SECTION DETENTION POND 1 v NOT TO SCALE i i n FES STONE _ X NOTES: NOTES: co W NO. X Y Z DIA.(Dso) a 1,2 36" 36" 3" 6-8" 1. ALL SECTIONS SHALL BE 1. ALL SECTIONS SHALL BE DESIGNED 3 36" 48" 3" 8-10" DESIGNED FOR HS-20 FOR HS-20 LOADING. O LOADING. 8" 24" DIA. PIPE 12" (MIN.) ACCESS 2. COPOLYMER MANHOLE STEPS SHALL a m z: DIA. 2. PROVIDE"V" KNOCKOUTS BE INSTALLED AT 12"O.C. FOR THE ui D O ALTERNATE ECCENTRIC CONE SECTION FOR PIPES WITH 2!"MAX. FULL DEPTH OF THE STRUCTURE. A A CLEARANCE TO OIUTSIDE OF ? ---- APPROX. LIMITS ? 8 24"SQUARE PIPE. MORTAR ALIL PIPE " 48" DIA. (MIN.) � 3. PROVIDE"V" KNOCKOUTS FOR PIPES oL i p OF ENERGY OO J �. (MIN.) OPENING (TYP.) CONNECTIONS. 12 ', ;,� WITH 2" MAX. CLEARANCE TO OUTSIDE L DISSIPATION OF PIPE. MORTAR ALL PIPE ------ BOWL 3. JOINT SEALANT BEETWEEN ALTERNATE TOP SLAB CONNECTIONS. N PRECAST SECTIOINS SHALL SAFETY BAR(S) DRILL AND 12" I I 48"DIA. MIN. •-i 24" DIA. 4. JOINT SEALANT BETWEEN PRECAST ►� (MIN.) BE PREFORMED BIUTYL FINISH 0 MORTAR HORIZONTALLY NO.6 I A� i A� REBAR EQUALLY SPACED FINISH ALTERNATE TOP SLAB RUBER. GRADE A8" ACCESS 8" BUTYLORU RUBBER. BE PREFORMED Z 18"- 1 BAR GRADE 4. CATCH BASIN FRAME AND ~ N 24"- 1 BAR PLAN 24" --{ 8 5. CATCH BASIN FRAME AND GRATE co 30"-2 BARS I GRATE SHALL BE SET IN M 36"-2 BARS PRECAST OR HDPE APRON EDGE TO SEE NOTE 4 FULL MORTAR BED.ADJUST SHALL BE SET IN FULL MORTAR BED. p w W 48"-3 BARS FLARED END SECTION BE SET LEVEL TO GRADE WITH CLAY BRICK ADJUST TO GRADE WITH CLAY BRICK •:a AND TAR (2 BRICK COURS K NOTE: WITH FLARED AND MORTAR(2 BRICK CONCENTRIC TYPICALLY, 5 BRICK COURSES ES w o COURSES TYPICALLY, 5 a SAFETY BARS SLOPE 1:1 MAXIMUM END INVERT CONCENTRIC '•' BRICK COURSES MAXIMUM). CONE SECTION MAXIMUM). w TO BE OMITTED ELEVATION (TYP.) CONE SECTION ''1 SEE ALTERNATIVE w WHERE TOP SLAB STEPS �, INDICATED ON �_ 4, 4, _� (SEE ALTERNATIVE SEE NOTE 4 a 3 TOP SLAB SEE NOTE 3 SEE NOTE 2 o PLANS. ) SHELF TO BE Z �______ _ - I STONE FORS 48" DIA. (MIN.) OUTLET CONCRETE FORMED Il�I PIPE ENDS DIA. RISER 48" DIA. (MIN.) AT A SLOPE OF 1" o w I I I 12" TOPSOIL HOOD - ___ _ VARIES SECTION(S) PERF C Q OOT. � I aai - AS REQUIRED ;. M � t=====___ - _- - _- Z I RISER SECTION(S) i o U) F` I DIA. OUTLET v \,° AS REQUIRED INVERT \ =z ------- ALL DOCUMENTS PREPARED BY TTI ENVIRONMENTAL a VARIES �� \,,y,\ ", __ a ARE INSTRUMENTS OF SERVICE IN RESPECT OF THE \ f PROJECT. THEY ARE NOT INTENDED OR REPRESENTED �\ v { " :. --- TO BE SUITABLE FOR REUSE BY OWNER OR OTHERS ON ENERGY DISSIPATION BOWL \ 'V KNOCKOUTS W/ MONOLITHIC DIA. THE EXTENSIONS OF THE PROJECT OR ON ANY OTHER / \Y/`t/`' \• /� '� ° MORTAR CONNECTION BASE SECTION / VARIES PROJECT. ANY REUSE WITHOUT WRITTEN VERIFICATION a \ y\\,\ FILTER FABRIC OR ADAPTATION BY TTI ENVIRONMENTAL FOR THE E � .\ .y Z 1 ----- COMPACTED SUBGRADE g" (MARAFI NON-WOVEN SEE NOTE 2 ` ` SPECIFIC PURPOSE INTENDED WILL BE AT OWNERS OR EQUAL 12" SOLE RISK AND WITHOUT LIABILITY OR LEGAL MONOLITHIC COMPACTED (NP ) 12" EXPOSURE TO TTI ENVIRONMENTAL;AND OWNER SHALL m GRAVEL .a SEE NOTE 3 TYP• INDEMNIFY AND HOLD HARMLESS TTI ENVIRONMENTAL > CRUSHED STONE BASE SECTION ( ) FROM ALL CLAIMS,DAMAGES,LOSSES AND EXPENSES SECTION A-A BEDDING (2"STONE SIZE) LY2 o 0 0� O o� 0 ° $..Pro ARISING OUT OF OR RESULTING THEREFROM. COMPACTED ° � " °SUBGRADE o o • • . PROJECT 15-1801 i e .OF d.'.. a o ,;..:. � : .. CEMENT CONCRETE INVERT :0,'6.x: ° -Q`'o'oo; .:i : °p;+ a.:ob... DATE 2016-03-17 z pop: a°. �.o. .,.�...;.:.,., :::°,-.s•,..d,. moo, COMPACTED GRAVEL COMPACTED SUBGRADE DRAWING SCALE N.T.S. Z (TYP.) FLARED END SECTION FES WITH STONE PROTECTION CATCH BASIN CB WITH HOOD DRAIN MANHOLE DMH DRAWN BY JRA 0 4 NOT TO SCALE NOT TO SCALE NOT TO SCALE 3 APPROVED BY BCO U SHEET 10 OF 15 HARDWOOD STAKES V N OR DEADMAN (TYP.) . Z rn TREE PIT ' Co ( HARDWOOD STAKESF- rn '� co ti Z .5 ROOTBALL OR DEADMAN (TYP.) W o Q U.� ' � � GUY WIRE TREE PIT s OZ 0) Cf) r- 0) 2 INCH DIAMETER BLACK �_ 0 c: REINFORCED .. a? REINFORCED RUBBER HOSE ROOTBALLw E 2'-6"" (ABOVE FIRST BRANCH) W m GUY WIRE w 0)TYPICAL SIGN PLAN / THREE STRANDS OF#10 GAUGE ~ TWISTED GALVANIZED STEEL WIRE 1/2" INCH DIAMETER C° ST " BLACK REINFORCED N 2'X 2"X 8 HARDWOOD STAKE PLAN OP (3 STAKES PER TREE) RUBBER HOSE /CURB LINE ° THREE STRANDS OF#10 GAUGE TWISTED GALVANIZED STEEL WIRE J g a R1-1 (STOP) TREE SHALL BE SET AM 4' a PLUMB, AFTER SETTLEMENT E ��OF O w ! U) U) a TRUNK FLARE SHALL BE SET 2" ' BEI(JAIMIN C. � GROUND SURFACE �, TRUNK FLARE SHALL BE SET ABOVE THE ESTABLISHED 'E O�O000,,1R. �+b 0 2 ABOVE THE ESTABLISHED CIVILgo Q o SIGN POST DEAD FINISHED GRADE FINISHED GRADE NO.45891 3' MULCH CIRCLE 3ca.o o (1.75"x1.75") 40 MILL. POLY aipr ",IgT�� •t " o ENI D BARRIER 12' LONG 3" PINE BARK MULCH, " -►I I� - 12 co ° CENTERED ON DO NOT PLACE MULCH 3 PINE BARK MULCH, DO NOT ;. w PLACE MULCH WITHIN 3"OF TRUNK -' ° TREE TRUNK. WITHIN 3"OF TRUNK v O o o SLOPE TO FORM 3"HIGH SAUCER 12" 12" z o o SIDEWALK SLOPE TO FORM 3" ' CURB LINE o o W14-1 (DEAD END) HIGH SAUCER 3 2"x2" HARDWOOD STAKE OR ` 3�� DEADMAN (3 STAKE PER TREE) 0 2 CUBIC YARD LOAM >'- � " TIGHTEN AS SHOWN ° ANCHOR SLEEVE \� �-- 6' (TYP.) ° _ ° (2.25"c2.25") _ _ - NOTES: o _ _i i N o I Lo x= -:I I _ ... I �_ -�' PLANT BACKFILL MIXTURE 1. TWELVE INCH (12") LINES SHALL BE APPLIED IN ONE APPLICATION, \/�� \�/�� ° " _ UNITE AND CUT AWAY BURLAP r'-= _ .. NO COMBINATION OF LINES (TWO-6 INCH LINES)WILL BE j� o /j� 0 12 �' -�:' "ul FROM 3 OF ROOTBALL(N/41N); ��i -I UNITE AND CUT AWAY BURLAP I I —' 'L , ACCEPTED. ✓j\\/ o \//\\� o SIGN POST ANCHOR _ : _ I-=+ i_ IF SYNTHETIC WRAP IS USED, J j i (�; FROM 3 OF ROOTBALL(MIN); o �� o (2.0"x2.0") - -I i _...I (- - S — I III — ,, I ° \/� - J -1 i - =i 1, I I - REMOVE COMPLETELY I I IF SYNTHETIC WRAP IS USED, 2. LONGITUDINAL CROSSWALK LINES TO BE PARALLEL TO CURB \j� ° \\�/� o CO " I — I'—�(I I( -1 I REMOVE COMPLETELY LINE. j\\// o \\//\� o SIT ROOTBALL ON EXISTING ° UNDISTURBED SOIL OR ON SIT ROOTBALL ON EXISTING 3. ALL LONGITUDINAL CROSSWALK LINES TO BE THE SAME LENGTH \\jam\�j\ COMPACTED SUBGRADE UNDISTURBED SOIL OR ON AND PROPERLY ALIGNED. \ EARTH INSITU HOLE -THEE TIMES ROOTBALL DIAMETER HOLE -THREE TIMES ROOTBALL DIAMETER COMPACTED SUBGRADE W 4. CROSS WALK SIDE SLOPE SHALL NOT EXCEED 1.5%. HOLE DIAMETER 7/16" WITH SLOPED SIDES WITH SLOPED SIDES D z CROSSWALK 2 SIGN POST DETAIL 3 TREE PLANTING FOR 2" CALIPER 12' TALL TREES 4 EVERGREEN TREE PLANTING \W\ `� '^ 1 NOT TO SCALE NOT TO SCALE NOT TO SCALE O ~ NOT TO SCALE O O U rn N co 0 CD Q O a0 rL O o a t— TOP SET FLUSH WITH 5' SEE LAYOUT& SEE LAYOUT& (� g w z FINISH GRADE 4 4.5 12 12 - 4.5 4 � O FINISH GRADE 1.5% (t 0.5%.) MATERIALS PLAN MATERIALS PLAN V W of Z w U) �ti W i. MONUMENT TO BE SET ON THE : . m BACKFILL TO BE 4.. .;;. �. COMPACTED BANK GRAVEL o o=>:: a;'. `':°, . . ...o " " EXTERIOR STREET LINE AT ALL o 0 1/4 /FT. MIN. 1/4/FT. MIN. 1/4 /FT. MIN. 1/4 /FT. MIN. \ i ANGLE 0, o o -o ° • r j POINTS,ALL DIRECTION OF ,� \,/ - o 0 0 ° " o 0 0 o 6 X 6 X 4 GRANITE BOUND ;\/\�i / y\;'�j\ !\//\; /,\/��/\/\ \ �\ - 0 0 0' o 0 0 , 0 0 0 CURVATURE �// ,/./i,. i/, CHANGES,AND ALL STREET TOP TO BE HAMMER DRESSED 8"COMPACTED GRAVEL i;:i�i �::�% �• �� ^� '� �`^�'�' �` '-> ;�; �i��i;o,o INTERSECTIONS. TOA 6"X 6"SQUARE AREA. (1 1/2" MAX. STONE SIZE) A 2'X 2" DEEP HOLE SHALL BE 1 1/2"CLASS I BIT CONC. PAVEMENT,TYPE 1-1 -WEARING COURSE PLACED IN THE CENTER OF BITUMINOUS CONCRETE PAVEMENT LIMIT OF EXCAVATION GRASS STRIP I THE TOP OF EACH MONUMENT. 1 1/2" BINDER COURSE - 6" LOAM &SEED(TYP.) 2 1/2"CLASS I BIT. CONC. PAVEMENT,TYPE 1-1 -BINDER COURSE 1" SURFACE COURSE a 4"COMPACTED DENSE GRADES CRUSHED STONE FOR SUBBACE M2.01.7 COMPACTED SUBGRADE W COMPACTED SUBBASE M 1.030 TYPE C 0 COMPACTED SUBGRADE TYPICAL SIDEWALK SECTION STONE BOUND 6 TYPICAL ROADWAY CROSS SECTION v NOT TO SCALE NOT TO SCALE v NOT TO SCALE a m U z C W H a 9c 4 HiQ, 9l,j�F 17"TO 19" 6 m J �S• I-- " cn Q � 10 (M/N VERTICAL GRANITE CURB p �� ;� - z o W <n " R=3" w `1. �� TREATMENT 12" PROPOSED BIT. CONC. R=4 O PAVEMENT A � Lu VARIES TACK COAT 2' ��- 2' ---�--- 2' I (MIN.) w 3" 0. I- - 6' SLOPE VARIES w CONTROLLED LOW-STRENGTH a MATERIAL IF CURB IS PLACED SECTION g �0 2' (MIN.) i/\ '/\\ '/ / \;.,/\\ ; o -o = AFTER BINDER COURSE °z 4' 61 4co �yJ U _ �C„�\o� JJ �\\\ ^o'C)r1p .'.b.• �,. .a..: i`1`..' .,.^':.�o'�:.Q . �; - Q _ \ V °© ol.Jo .O' ., p.�9... TRANSITION BLOCK GRANITE CURB INLET BLOCK TRANSITION BLOCK o �1/ \v` / ^'` ' '� °.. '0i_ o.o CURB INLET ALL DOCUMENTS PREPARED BY TTI ENVIRONMENTAL ai J 1 �� \ .QQ •. "' +' 0. 0011111311 ❑❑ ARE INSTRUMENTS OF SERVICE IN RESPECT OF THE Q�\cl) J�V \\\` OA...� R REPRESENTED �°D`.,.)' Qa�O;._"e�..; ° ' ❑0013❑❑❑❑ TO BE SUITABLE OR REUSE BYOWNPROJECT. THEY ARE NOT INTENDED ER OROTHER ON W ' °' ° °c0 131301313131313 THE EXTENSIONS OF THE PROJECT OR ON ANY OTHER 0111100000 PROJECT. ANY REUSE WITHOUT WRITTEN VERIFICATION E 1" LIP /\� O '>Q Oo0' "'fJ....v:.'° 0'- Lo.o.:: Y� O�" ❑❑❑❑❑❑❑❑ OR ADAPTATION BY TTI ENVIRONMENTAL FOR THE ,��o \//' ;•. a° °' O Q n.:o '° 1313❑1313131313 24"X24"CAST IRON SPECIFIC PURPOSE INTENDED WILL BE AT OWNERS (M ) G \ ° :o,a o o SOLE RISK AND WITHOUT LIABILITY OR LEGAL �� `\ `p\�� ,\\ •°:`..o'.....� ° o _Q:O^:.'':: 'Q'.p',�Q ' \\\\��; \\\\\\ ��\\\;�\\' `. 13❑1313❑13❑❑ CATCH BASIN FRAME EXPOSURE TO TTI ENVIRONMENTAL;AND OWNER SHALL � ` _ ,/ c ° o.:• /, %/ /./ // / //, // INDEMNIFY AND HOLD HARMLESS TTI ENVIRONMENTAL FROM ALL CLAIMS,DAMAGES,LOSSES AND EXPENSES 2' RADIUS /,.// o n V �QO..; O /\\\� ' ARISING OUT OF OR RESULTING THEREFROM. /\/ \ \�/�//\ \\/�/�/•�/.\\\�� /��\�/i'�\\,''/� PLAN VIEWo ( jiTE CURB RETURN COMPACTED PROJECT 15-1801NOTE:SUBGRADE s m 6" 6„ COMPACTED GRANITE CURB INLET BLOCK AND TRANSITION DATE 2016-03-17 6"VERTICAL GRANITE CURB 6„ (MIN) GRAVEL BASE (SEE DETAIL-THIS SHEET) BLOCKS SHALL BE INSTALLED AT EACH CATCH BASIN. DRAWING SCALE N.T.S. a z TYPIC��LDRIVEWAYENTRANCE W/ SIDEWALK VERTICAL GRANITE CURB VGC ' VERTICAL GRANITE CURB INLETDRAwNBY .IRA Q06NOT TO SCALE �+ NOT TO SCALE NOT TO SC APPROVED BY BCO 5 6 0 0 2U a Y SHEET 11 OF 15 14'± (VARIES) 4'± 101± U N (VARIES) (VARIES) m 2 Z rn J Q _0 '4T F- E •� .0 12 PROPOSED Z >_ U) o m HOUSE R w l ami LL c ` EVERGREEN CHAIN LINK o °' rn t N in TREE E E FENCE j c cc: {� Z W 00 ti _* v UJ M CD I I OUTCROP EXISTING (CLIFF) 3'MULCH CIRCLE GRADE _ - - - - 5, IIII - -- - - - - - - - - - - - -_III=til= Ma 7' IIII I �elt-�- ss�. IIII ' I I �•?�Q� BEMJAlNiM C. IIII I IcfOSGOOD,JR.. IIII IIII LI NO,'VIL 45891 u I SiONAL III EHOUSE 2 CROSS SECTION - EVERGREEN TREE PLANTING �- ��r SCALE:1"=2' TIE WIRES - - - - - - _ - - - - - -- - - - _ - - - _ — - - - - - TOP RAIL 2" DIAMOND li MESH FABRIC SELVAGE OF FABRIC CROSS SECTION - KNUCKLED TOP&BOTTOM SCALE:NOT TO SCALE BOTTOM RAIL / j,.•/ \/ / ;, IMPERVIOUS FILL LLJ //\\� � ' \\. .•: i; \��\�� MIN. 12"TH INK CAP Z W � z ELEVATION a APPROXIMATE > o F- _j 0) o EXCAVATION Q m Q LIMIT : .,.` O o N O °� ,. TOP RAIL ¢ Q E'— (� W z o FENCE FABRIC � _� GEOSYNTHETIC (� � Y) z 00 REINFORCEMENT MODULAR CORNER END 1 CONCRETE <_j 0w = m j FACING UNITS Lu Q OR LINE POSTS I t cn Cn Z U FREE DRAINING W Q BOTTOM %, MATERIAL m 1"WASH RAIL FINISH GRADE I � c%� c° UNDERDRAIN 1 CONCRETE FOOTING M (SLOPE TO DRAIN) �4y 6'-3"O.C. (3000 PSO-TYPE 1) �� .o��•�:`< �'ii�/i,�' tz 6"x8" POST 6" LEVELING PAD W 6"x6"WOOD WASHE 3"MIN. OFFSET BLOCK 10"DIA. @ LINE POSTS COMPACTED POST OR l'-4"@ CORNER SECTION NOTE: SUBGRADE R PULL OR END POSTS _ Z STEEL BEAM OFFSET 6 NOTE: 1. DETAIL PROVIDED FOR GENERAL INFORMATION m W BACKUP PLATE BLOCK ONLY. STAMPED FINAL DESIGN OF MODULAR WALL SYSTEM TO BE PROVIDED BY WALL BASED ON PLAN VIEW �� iGATES AND HARDWARE TO BE AS PE:R MANUFACTURER'S i 1 cn SPECIFICATION. SUBMIT MANUFACTURER'S LITERATURE OR APPROVAL. NG NEERSURER RECOMMENDAT ONOS. TECHNICAL 0 J 21 82' MELE LINK FENCE UP TO 6' MODULAR RETAINING WALL C NOT TO SCALE 2'-0" 0'-9" 4'-3 PLAN VIEW NOTES: C, 5/8" GALVANIZED BOLTS 1. THE MAXIMUM ALLOWABLE SIDEWALK AND CURB RAMP �j 23� gy " Z CROSS SLOPES SHALL BE 1.5(1% MIN.). \ 0.4 0.2 > WASHER&NUTC o w 2�s2 x 1)'s" SLOTTED HOLES M USE SPLICE BOLTS 2. THE MAXIMUM ALLOWABLE SLOPE OF ACCESSIBLE ROUTE 04 W s� EXCLUDING CURB RAMPS SHALL BE 5%. \ w WOOD POST I��s—�.o� I w a E 70, 3. THE MAXIMUM ALLOWABLE SLOPE OF ACCESSIBLE ROUTE \ 0 9" fes— w p�PEa'p `sio�.�(/G�jN CURB RAMPS SHALL BE 7.5%. �®) w ' `� /\ w a ;H e BACKUP I I'so ps -9�-f- J 4. A MINIMUM OF 3 FEET CLEAR SHALL BE MAINTAINED AT ANY / \ HEIGHT AND DIAMETER o iv PLATE I moo PERMANENT OBSTACLE IN ACCESSIBLE ROUTE (I.E., � OF TRUNCATED DOMES Z 6 OFFSET i' o v �E I �-� F ��QO HYDRANTS, UTILITY POLES, TREE WELLS, SIGNS, ETC.). USED IN ADAAG co ' OF OU \ I I JJ DETECTABLE WARNING. o CA) BLOCK CD 2% GE R \ 02 TRIANGULAR PATTERN co ESSIB�E 4�(�1.�/N\\ I I " �25�� \ 5. CURB TREATMENT VARIES, SEE PLANS FOR CURB TYPE. co o /�� ' �\/ j //� //� /;�\!�\\,� \'/�� c� GC'E E J e' er AND ADJACENT PAVEMENTS SHALL BE 2.35" I �� j/� �,i , P \ op �� 6. RAMP, CURB, CL �� /� P Q O \ O ALL DOCUMENTS PREPARED BY TTI ENVIRONMENTAL � I I '��'\\��ji\\ a Op �O S fzE pope O c�� GRADED TSO PREVENT PONDING. i lr� ARE INSTRUMENTS OF SERVICE IN RESPECT OF THE AS p�pQ p� ^ [�� PROJECT. THEY ARE NOT INTENDED OR REPRESENTED i r` O Lu CURB I I 6n x 8n o�pp0'Q \ �. TO BE SUITABLE FOR REUSE BY OWNER OR OTHERS ON po oppo OTHER 7. TYPICAL SIDEWALK SECTION FOR RAMP SECTION / PROJECT. ANYTHE EXTONS RE SE WITHOUT WRITTEN VOF THE PROJECT OR ON ERIFICATION WOAD POST CONSTRUCTION. OR ADAPTATION BY TTI ENVIRONMENTAL FOR THE Lo cn �� GROUND LINEs/�� ll �•l`"_AQ SEE NOTE 9 1l) ) l v I M SPECIFIC PURPOSE INTENDED WILL BE AT OWNERS C14 SOLE RISK AND WITHOUT LIABILITY OR LEGAL �� q ��oa \ 8. WHERE ACCESSIBLE ROUTES ARE LESS THAN VIN WIDTH EXPOSURE TO TTI ENVIRONMENTAL;AND OWNER SHALL ¢' `� �es�S (EXCLUDING CURBING A 5'x 5' PASSING AREA SHALL BE ` `� ' — INDEMNIFY CLAIMS, S,D MAGES,LO TTI ENVIRONMENTAL IJ�0 � ( ) xx � FROM ALL CLAIMS,DAMAGES,LOSSES AND EXPENSES FINISHED I I /��/��/��/��/��/��/��/��/��/��/��/��/��/��/��/��/��/��/��/�" G �o�` 1/4" LIP (MAX.) PROVIDED AT INTERVALS NOT TO EXCEED 200 FEET. / ARISING OUT OF OR RESULTING THEREFROM. SURFACE L— J 2'X 4' DETECTABLE 9. ELIMINATE! CURBING AT RAMP WHERE IT ABUTS ROADWAY, PROJECT 15-1801 ELEVATION VIEW WARNING SURFACE EXCEPT WHERE VERTICAL CURBING IS INDICATED ON THE Q SECTION VIEW DRAWINGS TO BE SET FLUSH. SQUARE PATTERN, SQUARE PATTERN, DATE 2016-03-17 10. DETECTABLE WARNINGS SHALL CONTRAST VISUALLY WITH DIAGONAL ALIGNMENT PARALLEL ALIGNMENT DRAWING SCALE N.T.S. STEEL BEAM GUARDRAIL WITH WOOD POST ACCESSIBLE CURB RAMP ACR - TYPE 'D' ADJOINING SURFACES. 0__a_�TEABL.EWARNI.NGCTSURFACE DRAWN BY JRA N SCALE m APPROVED BY BCO NOT TO SCALE NOT TO SCALE 0`36003 v . w g SHEET 12 0F 15 - teBARON SEWER � � ��r Sy. V rn ROAD SURFACE FINISH GROUND ELEV. CLEANOUT RING ` Z To � �� k)..k r VJ &COVER LA0910 Q o v rn •- 00 co SERVICE BOX OR EQUAL FINISH GRADE Z � o Cn THREADED PLUG 6x AT PAVEMENT � o, w EXISTING GRADE17, T 0 0 0 o 0 0 _ 51 ---- —_ _ _-- —_ _ O N z Z !i / CORPORATION STOP °. :. ..;..; c rn " \ in SEE INSERT'A' `n � :.o......a...a .: • o o'.-. :a, . � '" � c m m rn METALLIC WARNING TAPE o 0 0 0 0 o o o / / ,/ / � W CURB STOP ` ;�, .<, `` � : "_ W � rn \• o 0 0 0 0 0 0 \�\�' 0 o BALL VALVE CONCRETE COLLAR 6"' 12 F- 1, U 0 0 0 0 4- 0-1z �0_ CLEAN FILL IN LAWN AREAS, ZZu- DUCTILE IRON WOOD BLOCKING FOR CURB� g DISTRIBUTION MAIN STOP AND SERVICE BOX SUPPORT PVC 2" STONE IN PAVED AREAS N (.00 � U- 1"TYPE K COPPER WATER SERVICE 3"(MIN.)CONCRETE ENCASEMENT ' CORPORATION STOP. NO MORE THAN LINE CONTINUOUS BETWEEN CORP. AND CURB STOP. BACK FILL PER PPL SPEC A-190974 4 THREADS EXPOSED ON INLET SIDE. PER SPECIFICATIONS. n� 171 z SHUTOFF STEM TO FACE UP FLOW �.. - - a COPPER SERVICE LINE TO PROPERTY LINE 450 PVC BEND AT END OF LINEs� �- 36"(MIN.) SEE PLANS FOR WYE CONNECTION FOR IN-LINE 4 -5" PVC CONDUITS- INVERT AND PIPE SIZES s�%„� EQUALLY SPACED FOR ELECTRIC 20° (MIN.)/30°(MAX.) or If BEMJAMIN C. 0,jFL AND TELECOMMUNICATIONS(ONE Iff FROM HORIZONTAL CLEANOUT - PAVED AREA S o�G CIVIL NOTE: CIVIL NOTE: PRIMARY-ONE RESERVE, SEE NOTE 1) DUCTILE IRON 3 NOT TO SCALE ,� NO.45821 DISTRIBUTION MAIN 1. ADD ONE ADDITIONAL 5"CONDUIT WHERE FIRE ALARM(FA) IS DESIGNATED ON UTILITY PLANS. INSERT 'A' PAVED AREA LANDSCAPED AREA ��s10p1A1.�l' SEE APPLICABLE ELECTRIC/ TELECOMMUNICATION DUCT BANK WATER SERVICE INSTALLATION PAVEMENT SECTIONS COMMON FILL/ NOT TO SCALE 2 NOT TO SCALE COMPACTED GRANULAR FILL ORDINARY BORROW C9 SAWCUT DEPTH AND SURFACE MUNICIPAL NOTES: VARIES TREATMENT VARIES STANDARD HYDRANT 1. CONCRETE THRUST BLOCKS TO BE USED ONLY WHERE THEY 18" (TYP.)(SEE NOTE 2) CAN BEAR ON UNDISTURBED EARTH AS SHOWN. USE CLAMPS \��: \� ° o 0 oa ° o� o FACE OF (OR TO MUNICIPAL STANDARD) AND TIE RODS OR OTHER ACCEPTABLE METHOD OF JOINT °O `� ° CURBING PUMPER /.: ° //; WARNING TAPE CONNECTION RESTRAINT WHERE SOIL CONDITIONS PROHIBIT THE USE OF �\ • o €° o GATE VALVE VV/ THRUST BLOCKS. \'\ 0°5 3 PIECE RISER, TO FACE ROAD 12" /�� ° ° ° o BOX AND COVER FINISH 2. HYDRANT IN SIDEWALK AREAS;TO BE LOCATED TO PROVIDE (SEE ��/' ° MINIMUM CLEAR SIDEWALK PASSAGE WIDTH OF 3 FEET AT g NOTE 3)�% ° ° e o ° Q PAVEMENIT GRADE 1"'CLEAR (MIN.) HYDRANT. �' ° °•c�n�:.'. e !i SURFACE ZCL .21 24" MIN. 3. HYDRANT TO OPEN LEFT. GATE VALVES TO OPEN RIGHT. g w /\\ ;°Q. o ,0:. o , �, : w W a o / p U z '�O° «�':: '>: :. i\ HAND TAMPED z Cn Q p ��/:' ° �`°, o.o..o /�� HAUIWCHING COMPACTED o_ p o.. /Ti J% `/Vii; ✓�, W ��a %'. W 0 4 w `:.::CP ° BACKFILL O m a Q ,\. °.� o > o � Z z THRUST BLOCK-MIN. -^.€� Q oIZ- Oif U) 6x0 BEARING 9 S.F., DO o•O o °Q° o� N cn Q Q Q EO NOT BLOCK DRAIN \ \/\ \ \\ `\� , O o a U CLD(TYP.) 6 6" MIN. i�\�. COMPACTED U g LLJ Q Z IF'- i� 6" (MIN.) 12" BEDDING '� O OU TEE MIN. ° °� �� 20' (MIN.) (MIN.) COMPACTED Q 0 w Q _ m a UNDISTURBED EARTH OR - I SUBGRADE m � _ Q NOTES: W F' COMPACTED EMBANKMENT m Q MECHANICALcn r� �� 1. WHERE UTILITY TRENCHES ARE CONSTRUCTED THROUGH DETENTION BASIN W Q z JOINT(TYP.) ° ° �y m /,/ °o°° % BERMS OR OTHER SUCH SPECIAL SECTIONS, PLACE TRENCH BACKFILL WITH 7\ ,`r rT ° �' % MATERIALS SIMILAR TO THE SPECIAL SECTION REQUIREMENTS. CONCRETE 18"x18"x6" THRUST BLOCK CONCRETE BASE 2. USE METALLIC TRACING/WARNING TAPE OVER ALL PIPES. (COMPACTED CRUSHED STONE 3. FOR HDPE PIPE, DIMENSION IS 24 INCHES. SUBGRADE (MIN. C.Y.) d HYDRANT CONNECTION UTILITY TRENCH -T NOT TO SCALE v NOT TO SCALE i TABLE OF DIMENSIONS 30" DIA. �— NOTES: W BENDS B C D E F BENDS B C D E F ACCESS ( DISTANCE VARIES 1. STRUCTURES SHALL BE DESIGNED FOR AS INDICATED ON PLANS w x o o n n x a n o n n x u n OD 6 111/4 8 15 12 24 12 6 45 8 30 12 24 14 ' HS-20 LOADING. EXTEND MIN. 5' BEYOND EDGE 6" 221/20 n 19" x n 13" 6" 900 x 30" x x 27" OR PROPOSED PAVE.AND WALK 48"OR 60"0 MANHOLE 8" 111/4° x 20" x rr 12" 8" 450 30" x x 24" 12" t 2. COPOLYMER MANHOLE STEPS SHALL BE m Z 8" 221/2° x 22" x 17" 8" 90° 38" x x 36" INSTALLED AT 12"O.C. FOR THE FULL DEPTH HOUSE SEWER MAIN W 12" 111/40 x 30" x x 15" 12" 45° x 40" x x 40" ALTERNATE TOP SLAB OF THE STRUCTURE. FOUNDATION END CAP W 12" 221/2° x 35" " x 25"' 12" 90° x 60" " x152- j (STEEL REINFORCED FOR HS-20 LOADING) WALL 3. EXTERIOR SURFACES SHALL BE GIVEN TWO • BENDS 30" DIA. COATS OF BITUMINOUS WATER-PROOFING FINISH ACCESS MATERIAL. — — j E �{ / GRADE 8rr 8rr 1 • 1 NT BETWEEN PRECAST HOME 45° BEND 4. JOINT SEALANT m � U py L� SEE SECTIONS SHALL BE PREFORMED BUTYL CONNECTION NOTE 5 ------ RUBBER. co WYE BRANCH Z Fn 5. STANDARD SEWER MANHOLE FRAME AND w �! UNDISTURBED SOIL ECCENTRIC COVER SHALL BE SET IN FULL MORTAR BED. PLAN VIEW o w PLAN SECTION 1-1 CONE SECTION a ADJUST TO GRADE WITH SEWER BRICK AND SEE ALTERNATE STEPS MORTAR(2 BRICK COURSES TYPICALLY, 5 PRESSURE TREATED 2"x4" o TABLE OF DIMENSIONS TOP SLAB ., SEE NOTE 2 '. BRICK COURSES MAXIMUM w K TEES G H I J TEES G H I J ) PROPOSED HOME MARKER BOARD AT END CAP ui S ------------ UNLESS CONNECTION TO HOUSE d n n n n n n n n n x n n n n 2 Ix 6 x 6 x 6 12 24 24 18 12 x 12 x 6 12 24 24 18 SEE NOTE 3 '.' ' (- (MIN.) SERVICE IS COMPLETED w 8"x 8"x 6" rr x x x 12"x 12"x 8" it " " 241" RISER 48" DIA. (MIN.) SEE NOTE 4 8"x 8"x 8" " 24" 12"x 12"x 12" x 36" x 36" SECTIONS) :: 60" DIA. (MAX.) • • PROPOSED GRADE 3 AS REQ D. FLEXIBLE WATERTIGHT z TEES _------_____ GASKET OR SLEEVE .. - co \�� H I `/ OUTLET 5, N w � BLDG. M 2 '. 2 i. DIA. SEWER (TYP-) 45° BEND IS o MONOLITHIC VARIES STUB 2% m BASE SECTION , e L —�— — _ ALL DOCUMENTS PREPARED BY TTI ENVIRONMENTAL d �\ x 4' MENTS OF SERVICE IN RESPECT OF THE ARE I PROJECT. THNSTRUEY ARE NOT INTENDED OR REPRESENTED rz 12 •' TO BE SUITABLE FOR REUSE BY OWNER OR OTHERS ON C7 UNDISTURBED (TYP.) j4:A • BASEMENT (TYP.) THE EXTENSIONS OF THE PROJECT OR ON ANY OTHER 9 PLAN SOIL SECTION 2-2 0' . .. ° 0 12" FL END CAP OR PROJECT. ANY REUSE WITHOUT WRITTEN VERIFICATION a � FLOOR OR ADAPTATION BY TTI ENVIRONMENTAL FOR THE ADAPTOR SPECIFIC PURPOSE INTENDED WILL BE AT OWNERS aEi - - NOTES: - �'o ."'� ° ° '"::Q"� d0y°• - n n SOLE RISK AND WITHOUT LIABILITY OR LEGAL m ,'"t7"` . .p Q ."( ,. ,..• '•'• o Q: �° - _ WYE BRANCH EXPOSURE TO TTI ENVIRONMENTAL;AND OWNER SHALL o' HOME INDEMNIFY AND HOLD HARMLESS TTI ENVIRONMENTAL 1. PROVIDE BLOCKS FOR TAPPING SLEEVES, DEAD ENDS, GATE %`i.`�:%.`/i,;ji`;;� >��/, '�`"� �;T >` a' SHELF TO BE SEWER ARCH INVERT TO BE CONSTRUCTED CONNECTION FROM ALL CLAIMS,DAMAGES,LOSSES AND EXPENSES VALVES,AND VERTICAL BENDS (SAME SIZE AS REQUIRED FOR ARTSINGouTOFORREsuLT1NGTHEREFROM. TEES). PROVIDE ANCHOR RODS AT VERTICAL BENDS AND GATE BRICK LAID FLAT ATA WITH SEWER BRICK LAID AS ELEVATION VIEW m VALVES. SLOPE OF 1"/FOOT STRETCHERS AND ON EDGE. PROJECT 15-1801 COMPACTED GRAVEL BRICK CHIP AND NOTES: 2. CONCRETE SHALL NOT BE PLACED AGAINST PIPE BEYOND FITTING. MORTAR OR CEMENT DATE 2016-03-17 CONCRETE FILL 1. ADAPTOR TO BE PREMANUFACTURED UNIT a COMPACTED SUBGRADE FOR CONNECTION OF PIPE TYPES. DRAWING SCALE N.T.S. m 3. CONCRETE SHALL BE 3000 PSI-TYPE �. Z CONCRETE THRUST BLOCK 7 SANITARY SEWER MANHOLE SMH DINOT YPICALWYE AND RESIDENTIAL CONNECTION DRAwNBY JRA oNOT TO SCALE NOT TO SCALE TO SCALE APPROVED BY BCO c a 3 a co Co"'IS 6 0®4, Y SHEET 13 • .' OF. 15 + V 04 GOP doom 04 O� goo s Sa dipow- -- _ — _ _ t ,- .ROOK FP rP'` W � Q LL \ ate.r +� I P of PGE t � Cc:) Z Q_ - OFR � U) `. �. .. ,, ,� ncu a) ov L t , i '17 , l BENJAMIN OSGOOD, -4 Hca : 4 / CIVIL NO.45811 INSTALL SILT SACK IN EXISTING CATCH BASIN v . / ^ ass �I j DURING CONSTRUCTION w ,., - ANAL J / a INSTALL SILT FENCE j / }_ k ( i:_ X Ivy AROUND PERIMETER OF MATERIAL STOCKPS I fzt j I199 . T ` / \ \ s •I \ �f / n INSTALL STABILIZED CONSTRUCTION ENTRANCE ! I CO f 1 SILT SACK IN PROPOSED o� 1 DURING CONSTRUCTION �'� r � .yt�— (TYP-) C'"� ` } CATCH BASINS DURING CONSTRUCTION(TYP.) { }!� 1 4.. �`� � �qe-{ .�.G ° KK { t v 3c, Lu Q F- rn C 0 O G EL J Q 0) N 0 Q Q U o ou 02 W Z Q Q Z 84 41- o, —84 O 'Ar ;r y INSTALL SILT FENCE DURING CONSTRUCTION(TYP.) IC- K3 K3 � ` t , � � � ^*.,, "',,,•yam- N .. ✓e✓..-i r e°' ,-..,� -� , �' I 1 "'F� �} H plow d LLJ W ` i "y � ! '^w ,. J'1 ® .w^.' r."r �F` Y"°.- - . ' I f^ro✓d• ` `y `� t -, ✓ s � z 2— y �, Z z �� r .�" �:,.. ✓ � � t,> �' a Y g w LIJ •— �';= IL w CD 48 N w ei Lu a ` EXISTINGT/NG GAR4GELu cn O ��/ P r ca / Q' o Q j I + c ALL DOCUMENTS PREPARED BY TTI ENVIRONMENTAL 00 ARE INSTRUMENTS OF SERVICE IN RESPECT OF THE PROJECT- THEY ARE NOT INTENDED OR REPRESENTED TO BE SUITABLE FOR REUSE BY OWNER OR OTHERS ON THE EXTENSIONS OF THE PROJECT OR ON ANY OTHER 0° 1 PROJECT. ANY REUSE WITHOUT WRITTEN VERIFICATION OR ADAPTATION BY TTI ENVIRONMENTAL FOR THE ' +j SPECIFIC PURPOSE INTENDED WILL BE AT OWNERS , I j SOLE RISK AND WITHOUT LIABILITY OR LEGAL o EXPOSURE TO TTI ENVIRONMENTAL;AND OWNER SHALL INDEMNIFY AND HOLD HARMLESS TTI ENVIRONMENTAL FROM ALL CLAIMS,DAMAGES,LOSSES AND EXPENSES t / I ARISING OUT OF OR RESULTING THEREFROM. EXJSTIN r ` ;, c ` I SUI L©G 7 PROJECT15-1801 :•- ,. - e - DATE 2016-03-17 Ft °° XAO DRAWING 1 30 m DRAWN BY SCALE CPH INSTALL SILT SACK IN z jf EXISTING CATCH BASIN // jj� �" 0 30' 60' APPROVED BY BCO o f,> ! f ON JEFFERSON AV. LA L.. rr - ---—s s —_ S _------ ------ 5 °s--DURING CONSTRUCTION Colo,3 a 0 0 1 W W W W W/ W W W�W W ?W W W Y= i `tia STREET �: w I j i _. SHEET 14 OF 15 a Y -.—_ __ _ .: _. _..__ ____.. __. . . _.—_-_. __.-._—... ._— __—_ .. —..__—.. -_ - - -—__.. __ - _wr,..-,,.,_--... _ - _ _-_ __ _ _—.. _- __._._- __ -_ _ IIT-••__--• _ _ _.-__ __ ___ _._ _ _ _ _— -. __—___ _-_. _ _._ __ -. _ __...-_ _--_——._ 0 Z EROSION CONTROL NOTES (DURING CONSTRUCTION OPERATION AND MAINTENANCE: co l +_' co00 Z 5; co 1. THE CONTRACTOR MUST INSTALL EROSION CONTROL MEASURES AS SHOWN ON THE PLANS AND IN THE DETAILS PRIOR TO W �;Q LL CONSTRUCTION PHASE ,. , c � i STARTING ANY OTHER WORK ON THE SITE. EROSION CONTROL MUST BE INSTALLED AT EVERY INLET STRUCTURE(EXISTING AND PROPOSED)AND MAINTAINED FOR THE DURATION OF THE PROJECT. s O u�i U m N THE BMPS ASSOCIATED WITH THIS PROJECT WILL BE OWNED BY THE PROJECT DEVELOPER,WHO WILL BE RESPONSIBLE FOR INSPECTION, 0 rn OPERATION AND MAINTENANCE. �, °' 2. EROSION CONTROLS AS SHOWN ON PLANS SHALL BE INSPECTED, REPAIRED AND/OR MAINTAINED BY THE CONTRACTOR Z Wm` 0i� � WEEKLY AND WITHIN 12 HOURS OF EACH STORM EVENT. x W 1. THE CONTRACTOR IS'TO INSTALL AND MAINTAIN DRAINAGE FACILITIES AS SHOWN ON PLAN . H, � rn 3. SEDIMENT DEPOSITS SHALL BE REMOVED WHEN THEY REACH A DEPTH OF 6 INCHES. 2. PRIOR TO CONSTRUC71ON,ALL EROSION/SILTATION CONTROL DEVICES SHOWN ON ABOVE PLAN ARE TO BE INSTALLED.TO PREVENT SILT INTRUSION INTO THE DRAINAGE SYSTEM DURING CONSTRUCTION, THE CONTRACTOR IS TO INSTALL AND MAINTAIN INLET PROTECTION AT 4. SEDIMENT SHALL BE CONTAINED WITHIN THE CONSTRUCTION SITE,AWAY FROM DRAINAGE STRUCTURES. ALL CATCH BASINS, AIND SET A SILT FENCE AND HAY BALES AT ALL SLOPES WHICH MAY ERODE IN THE DIRECTION OF ANY OPEN DRAINAGE 5. STABILIZE SLOPES STEEPER THAN 3:1 (HORIZONTAL TO VERTICAL)WITH SEED, SECURED GEOTEXTILE FABRIC, OR ROCK FACILITIES. SUCH PREVENTIVE MEASURES ARE TO BE MAINTAINED THROUGHOUT THE CONSTRUCTION PROCESS. RIP-RAP AS REQUIRED TO PREVENT EROSION DURING CONSTRUCTION. 3. ALL CONSTRUCTION OF DRAINAGE FACILITIES IS TO BE INSPECTED BY DESIGN ENGINEER TO VERIFY CONFORMANCE TO THE DESIGN PLAN. 6. CLEAN OUT CATCH BASINS, DRAIN MANHOLES AND STORM DRAIN PIPES AFTER COMPLETION OF CONSTRUCTION. 4. THE SEQUENCE OF DRAINAGE CONSTRUCTION SHALL BE AS FOLLOWS: 7. LOAM AND SEED ALL DISTURBED AREAS. A. CLEAR, GRUB, EXCAVATE AREAS FOR DRAINAGE SYSTEMS. 8. UPON ESTABLISHMENT OF PERMANENT VEGETATION OVER DISTURBED AREAS, REMOVE AND DISPOSE OF HAYBALES, STAKES B. CONSTRUCT DETENTION POND AND OUTLET EXISTING STREET DRAINS. C. TRENCH AND INSTALL PIPES, CATCH BASINS AN AND MANHOLES AND SILT FENCE. D. INSTALL INLET PROTECTION. VA OF 9. IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO MAINTAIN AND SUPPLEMENT THE SPECIFIED SEDIMENTATION CONTROLS lr' t1 0. 5. EROSION CONTROLS/ARE TO BE INSPECTED AND MAINTAINED ON A DAILY BASIS. UPON DISCOVERY OF SILT BUILD-UP IN ANY CATCH BASIN �,or . AS NECESSARY TO PREVENT SEDIMENTATION OF OFF-SITE AREAS AND/OR ANY REGULATED RESOURCE AREAS. FAILURE BY �;' BENJAMIN C. � SUMPS,OR ANY OTHER STRUCTURES,THEY ARE TO BE CLEANED. �,� a� THE CONTRACTOR TO CONTROL EROSION, POLLUTION AND/OR SILTATION SHALL BE CAUSE FOR THE OWNER TO EMPLOY OSGOOD,JR, OUTSIDE ASSISTANCE OR TO USE HIS OWN MEANS TO PROVIDE THE NECESSARY CORRECTIVE MEASURE.THE COST OF SUCH CIVIL 6. ALL EXPOSED SOILS SHALL BE IMMEDIATELY STABILIZED WITH A LAYER OF MULCH HAY OR JUTE BLANKETS-AS NEEDED FOR SLOPES No,45e91 ASSISTANCE PLUS PROJECT ENGINEERING COSTS WILL BE THE CONTRACTOR'S RESPONSIBILITY. STEEPER THAN 3:1. k�G13tER.4�,� 10. THE CONTRACTOR SHALL CHECK THE CONDITION OF EROSION CONTROLS DAILY TO KEEP THEM IN GOOD OPERATING 7. UPON INSTALLATION OF CATCH BASINS, INLET PROTECTION SHALL BE INSTALLED AND MAINTAINED UNTIL READY FOR PAVING. `�s�QMALEI CONDITION. EROSION CONTROLS SHALL ALSO BE INSPECTED, REPAIRED AND MAINTAINED BY THE CONTRACTOR WITHIN 12 j HOURS OF ANY STORM EVENT PRODUCING 1/2 INCH OF RAINFALL OR MORE, EROSION CONTROLS SHALL BE REPLACED WHEN 8. PRIOR TO CONSTRUCTION OF IMPERVIOUS AREAS,ALL DRAINAGE STRUCTURES AND PIPES SHALL BE INSTALLED AND INSPECTED FOR Ao DETERIORATED, OR WHEN ORDERED BY THE ENGINEER. SEDIMENT DEPOSITS SHALL BE REMOVED WHEN THEY REACH A PROPER FUNCTION. DURING CONSTRUCTION OF OTHER SITE FEATURES,ALL DRAINAGE FACILITIES SHALL BE INSPECTED ON A DAILY DEPTH OF 6 INCHES. BASIS AND CLEANED/REPAIRED IMMEDIATELY UPON DISCOVERY OF SEDIMENT BUILD-UP OR DAMAGE. 11. IN ADDITION TO THOSE LOCATIONS SHOWN ON THIS PLAN AND ON THE GRADING AND DRAINAGE PLANS, EROSION CONTROLS 9. AFTER PAVING IS INSTALLED, IT SHALL BE SWEPT CLEAN ON A REGULAR BASIS. SHALL BE INSTALLED AT THE FOLLOWING LOCATIONS: TOE OF SLOPE OF EMBANKMENT CONSTRUCTION, TOE OF TEMPORARY EARTHWORK STOCKPILES. 10. THE ENTIRE DRAINAGE SYSTEM MUST BE VACUUMED OUT BEFORE THE ISSUANCE OF THE LAST CERTIFICATE OF OCCUPANCY. 12. EROSION AND SEDIMENTATION CONTROL SHALL BE IN COMPLIANCE WITH MASSACHUSETTS STORMWATER MANAGEMENT POST-DEVELOPMENT PHASE POLICY. THE OWNER IS TO BE RESPONSIBLE FOR MAINTENANCE OF ALL DRAINAGE STRUCTURES IN THE PROJECT.THE FUTURE OWNER IS EXPECTED CONSTRUCTION SEQUENCE NOTES: TO BE THE CITY OF SALEM,WHO WILL ULTIMATELY BE RESPONSIBLE FOR COMPLIANCE WITH THE PLAN. IN THE EVENT OF CHANGE OF OWNERSHIP, THE 0 &M PLAN SHALL BE TRANSFERRED TO THE NEW OWNER. 1. INSTALL EROSION AND SEDIMENT CONTROLS AS SHOWN ON PLAN. REGULAR MAINTENANCE IIS TO INCLUDE THE FOLLOWING: z 2. COMMENCE CLEARING, GRUBBING AND EARTHWORK. 0 1. INSPECTION OF ALL DRAINAGE FACILITIES (CATCH BASINS, PIPES,AND DETENTION BASINS) EVERY THREE MONTHS. DURING THESE 3. CUT AND DISPOSE OF ANY DEBRIS PRODUCED DURING EARTHWORK. INSPECTIONS, THE INSPECTOR (A REGISTERED PROFESSIONAL CIVIL ENGINEER QUALIFIED IN DRAINAGE SYSTEMS)SHALL LOOK FOR 10' W J EVIDENCE OF THE FOILLOWING: STRUCTURAL DAMAGE, SILT ACCUMULATION,AND IMPROPER FUNCTION.A REPORT ON THE SYSTEM SHALL Q Q 4. INSTALL SITE DRAINAGE AND UTILITIES. BE DELIVERED TO THE PROJECT ASSOCIATION, WITH A COPY DELIVERED TO THE TOWN ENGINEER. - - - �- U) o 0 o Zz W 5. STABILIZE SIDE SLOPES. SIDE SLOPES MUST BE FULLY STABILIZED BEFORE ANY STORMWATER DISCHARGE. 2. AFTER INSPECTION, IF ANY OF THE ABOVE CONDITIONS EXIST,THE INSPECTOR SHALL NOTIFY THE OWNER.WHO SHALL IMMEDIATELY W W o WQ Z ARRANGE FOR ALL NECESSARY REPAIRS AND/OR SEDIMENT REMOVAL. > o o N o 0 0 > o 0)6. PERFORM EARTHWORK OPERATIONS.ALL CUT AND FILL SLOPES SHALL BE SEEDED AND MULCHED WITHIN 72 HOURS AFTER Q _ BEING CONSTRUCTED. TEMPORARY GRADED AREAS SHOULD BE STABILIZED WITH MULCH BY OCTOBER 1ST, SO AS NOT TO BE 3. THE PAVEMENT AREAL IS TO BE SWEPT CLEAN, AS REQUIRED (I.E.,VISUALLY NOTICEABLE DEBRIS BUILD-UP).A MINIMUM OF ONCE PER 0 o N oO a0 LEFT EXPOSED DURING WINTER CONDITIONS. YEAR. _ Q a W W 1"TO 2"WASHED V g � �- Q z 7. INSTALLATION OF UNDERGROUND UTILITIES AND CATCH BASINS SHALL BE PROTECTED FROM SEDIMENT IN ACCORDANCE WITH 4. ALL GRADED SLOPES SHALL BE INSPECTED EVERY SPRING FOR EROSION. UPON DISCOVERY OF ANY FAILURE(IE. EROSION), LOAM AND GRAVELW 0 50 THE PLANS. THE CONTROLS SHALL REMAIN UNTIL THIE SITE IS SUFFICIENTLY STABILIZED.ALL PERMANENT STORMWATER SEED SHALL BE PUT IN PLACE AND NURTURED. BOTTOM OF FOREBAY = Q 00 0 0 z Q m a MANAGEMENT MEASURES SHALL HAVE A HEALTHY STAND OF VEGETATION ESTABLISHED PRIOR TO DIRECTING RUNOFF INTO U) U) z = 1-- 2 THEM. END VIEW w Q 0 Q 8. AS THE BUILDING IS COMPLETED,ALL DISTURBED AREAS SHALL BE PERMANENTLY STABILIZED WITHIN 72 HOURS. 21 W Q z Z�/ � 9. FINAL PAVING OF DRIVEWAY AND PARKING AREAS. m 0 10. INSPECT ALL SEDIMENT AND EROSION CONTROL MEASURES. 3 O O 3 0 0 11. INSTALL SITE LANDSCAPING AND PERMANENT SEEDING OF ALL DISTURBED AREAS. ( V W i 12. AFTER ALL SEEDED AREAS HAVE ESTABLISHED STABILE GROWTH, ALL TEMPORARY EROSION CONTROL CAN BE REMOVED. 13. CONTRACTOR SHALL NOTIFY AND COORDINATE WITH ALL AUTHORITIES RESPONSIBLE FOR INSPECTIONS. IT IS THE 1"TO 2"WASHED CONTRACTOR'S RESPONSIBILITY TO OBTAIN ALL REQUIRED INSPECTION SIGN-OFFS. GRAVEL SECTION VIEW STAKES BALE) TEMPORARY CHECK DAM DETAIL >:.'-i•� i: •i•• NOT TO SCALE _ cn is '•i. 'i•. 'i: •i.r- - Z W �\N c 4' BALED HAY -�` ■ CATCH BASIN GRATE SITE 50' (MIN.) EX��MEN� 1 1/2"x1 1/2"x4"WOOD STAKE (M ) pP OR STRAW `� SILTSACK OR APPROVED EQUAL FILTER 1" REBAR FOR (MIN.) 10' 1"x1"x3"WOOD STAKE : : :':_: .;. FABRIC BAG REMOVAL a SILT FENCE (2 PER BALE) ,r'' .. is "•i =r r ••i. • C? o .. ... 'r,...'r•'. r r• 'r• Gad° O:o' n:O i4 ..p;0 >a.aeeV'aO y .• .0 pie _ .. ... e e _ - .... ................. ...................... •. a.eo...o.o .'D.°O°a.oti.e. O ¢ oa .b.o•,. N ................... ...-................ ' e 9 .......:: oa. ° Z o a c `�O Z r Plan View z o :. .. a °o IL eb W > > in s 1"x 1"X 3' PLAN VIEW ° N CATCH BASIN WOOD STAKE 10' -' CATCH BASIN GRATE PLAN VIEW W GRATE 4"EMEDMENT w o (MIN.) SILTSACK SITE w WORK :�. . 50' (MIN.) w AREA •:. STAKED BALES FLOW FLOW FLOW FLOW EXISTING a �. • 3' s PAVEMENT ^ BALE TWINE BE o FLOW ua as o0ee deO ' Z PARALLEL TO FILTER _ N GROUND SURFACE FABRIC (MIN. FILTER 4" (MIN.) MOUNTABLE BERM co 4"COMPACTED EXPANSION RESTRAINT FABRIC o Q EARTH MOUNDM a PROTECTED Section View SECTION VIEW 1" CRUSHED STONE o IL TOP OF AREA /gyp �+ �+ ALL DOCUMENTS PREPARED BY TTI ENVIRONMENTAL fl CROSS SECTION ARE INSTRUMENTS OF SERVICE IN RESPECT OF THE GROUND „/' NOTED' NOTES: PROJECT. THEY ARE NOT INTENDED OR REPRESENTED NOTES: TO BE SUITABLE FOR REUSE BY OWNER OR OTHERS ON 9 / THE EXTENSIONS OF THE PROJECTOR ON ANY OTHER 1. ENCLOSE STRUCTURE WITH HAYBALES IMMEDIATELY AFTER 1. INSTALL SILTSACK IN ALL CATCH BASINS WHERE INDICATED PROJECT. ANY REUSE WITHOUT WRITTEN VERIFICATION OR ADAPTATION BY TTI ENVIRONMENTAL FOR THE CATCH BASIN CONSTRUCTION. MAINTAIN UNTIL PAVING BINDER ON THE PLANE BEFORE COMMENCING WORK OR IN PAVED 1. ENTRANCE WIDTH SHALL BE A TWENTY-FIVE (25)FOOT MINIMUM, SPECIFIC PURPOSE INTENDED WILL BE AT OWNERS ZCOURSE IS COMPLETE OR A PERMANENT STAND OF GRASS HAS AREAS AFTER BINDER COURSE ID PLACED AND HAY BALES BUT NOT LESS THAN THE FULL WIDTH AT POINTS WHERE INGRESS SOLE RISK AND WITHOUT LIABILITY OR LEGAL �-. 4 _- 00 � STAPLE EXPOSURE TO TTI ENVIRONMENTAL;AND OWNER SHALL z BEEN ESTABLISHED. HAVE BEEN REMOVED. OR EGRESS OCCURS. INDEMNIFY AND HOLD HARMLESS TTI ENVIRONMENTAL ¢' r FROM ALL CLAIMS,DAMAGES,LOSSES AND EXPENSES ARISING OUT OF OR RESULTING THEREFROM. B 2. IF GRATE IS AGAINST EXISTING CURB THEN HAY BALES ARE TO 2. GRATE TO BE PLACED OVER SILTSACK. 2. THE ENTRANCE SHALL BE MAINTAINED IN A CONDITION WHICH BE PLACED AROUND THREE SIDES OF GRATE ONLY. SHALL PREVENT TRACKING OR FLOWING OF SEDIMENT ONTO PROJECT 15-1 HO1 A 3. SILTSACK SHALL BE INSPECTED WEEKLY AND AFTER ALL PUBLIC RIGHTS-OF-WAY. THIS MAY REQUIRE PERIODIC TOP STAPLE 3. GRATE TO BE PLACED OVER FILTER FABRIC. STORM EVENTS AND CLEANING OR REPLACEMENT SHALL BE DRESSING WITH ADDITIONAL STONE AS CONDITIONS DEMAND AND DATE 2016-03-17 Z NOTE: WOOD STAKE PERFORMED PROMPTLY AS NEEDED. MAINTAIN UNTIL REPAIR OR CLEANOUT OF ANY MEASURES USED TO TRAP _ 4. BALES SHALL BE INSPECTED PERIODICALLY AND AFTER ALL UPSTREAM AREAS HAVE BEEN PERMANENTLY STABILIZED. SEDIMENT. ALL SEDIMENT SPILLED, DROPPED,WASHED OR DRAWING SCALE N.T.S. JOINT DETAIL STORM EVENTS. REPAIR OR REPLACEMENT SHALL BE TRACKED ONTO PUBLIC RIGHTS-OF-WAY MUST BE REMOVED 0 1. PLACE ONE HAY BALE PERPENDICULAR PERFORMED PROMPTLY AS NEEDED. 4. SILTSACKS SHALL NOT BE INSTALLED WITHIN PARK ST. IMMEDIATELY. BERM SHALL BE PERMITTED. PERIODIC INSPECTION DRAWN BY JRA m ALONG HAY BALE BARRIER(100'O.C.) � DURING THE WINTER MONTHS. AND MAINTENANCE SHALL BE PROVIDED AS NEEDED. I APPROVED BY BCO SIL2_j� ENCE / HAY BALE BARRIER CATCH BASIN SEDIMENT TRAP d SILTSACK SEDIMENT TRAP a4TT�CALF ILED CONSTRUCTION ENTRANCE NOT SLE NOT TO SCALE T NOT TO SCALE v ]C _ SHEET 15 OF 15 ' N -10 Z U c rn W ,, P of R0 PGE 35.7 �- 46 8 10 F •� 0)64 O a� Ai o Z,- `~'•. .`�. t .sT6-- i L �� Z w m` 2 IX / 1 /EX •.,� �,o 6°/j 0 BENJAMIN 4< / � OSGOOD,JR. CIVIL > KO.45891 94 .� 15.58' 18•(20'CANOPY9 J / !! f 1/ ' ` s `` j, ley / 28'(30'CANOPY) I f ry ( -�,� 22.20' - `� ..- ! 24"(30'CANOPY) '� J t / ( \ g2' �A 12' 8'CANOPY 18' ;15'CANOP .ti >`' -' ,. f I f 315 05 l i l / \ \. \ R - ;r---.� _ 15 (15'CANOPY) 90 IN- J N. 1 22'(20'CANOP Y) / �„�, J,.; EX 3 J �� / / w �'` ,''-f/ _90j o f / LEGEND o ( ` � ~`'•�...�../ �` �� ooh/ w Z Ole o cj) _ Q DP DESIGN POINT ¢ Q z _, a Z � L 24.00' s� ^ �_' 1 f f L 1 t -- - ' /"r -' Ow V w G Q Z O a r w O if2o CANOPr� co (L W = °° `C` BERTUCC/O AVE UE jj / /' ,f- �a chi / - co _1 z co L-4140 ASSESSORS MAP24 LOT 150 / ! �s o EX SUB-CATCHMENT AREA �.4 J ,� ♦ 'W R=25 00 150, 193$ // /// . 0 p m Q �• ,� � � 1110 � 1 1 1 - 3.44AC � W r SUB-CATCHMENT BOUNDARY r- . • c '' 4" 12"(15'CANOPY) �t ,1 t i '" �'�' �, .-'f i /f /1/ ,71 I .` �� / TIME OF CONCENTRATION FLOW PATH W 12'(12'CANOP)7 a,� 1` ! t 1 ..,.....___..........__ ` •,. oo/ (L 01, 73 . .01 . 19.00' •. ` . ...go t l r �� / t f �/ / '34, 24'(20'CANOPY) • 1 `�, ;, ,- Z t 1 t \ .., •- ,,,.•r __.24 (25'CANOPY) ,. o '' 5� SP1 / o' a. In r 10'00'CANOP>9 p a ro 4IleV w `••'�.`•:'. ,•.` i � '`••''• ..r ,,..•''� ,,�•'12"(10'CANOPY) '-•-_. .,.-•@•---•--..-- ~''"'.,..-.-•-,..-`""" r , .� '"'..,,, � ✓ TPA--- ,,, 12'(10'CANOPY) 1-1 ma •�"`` �/' //✓r / -- � r '' "` '..- r �� \ �` N•/ © 765'IN. All z :.;. `'�s. - ``•.- r r / x —25'CANOPY .,,.. 9 lJJ TP3'"f ,�• TP2 / `; . / ,41 kA Wi � •� /�i 54.00' � �`'" /� �-''/' � -- ter-—-----•,.;,� r_ // ��p� ��pti O 81.91' -- 26.10 7.50' 35.00' � I�/ \ EXISTING ` GARAGE �, 23.90' 7.50' y o h N :ft ` 11.00 °° ,,-f �Q� N p 18"(12'CANOPY) r "T 30 / ALL DOCUMENTS PREPARED BY TTI ENVIRONMENTAL ARE INSTRUMENTS OF SERVICE IN RESPECT OF THE THEEXTENSIONS F THE PROJECT OR ON ANY OTHERJECT. THEY ARE NOT INTENDED OR D TO BE SUITABLE FOR REUSE BY OWNER OR OTHERS ON fn ` �t o f S M PROJECT. ANY REUSE WITHOUT WRITTEN VERIFICATION OR ADAPTATION BY TTI ENVIRONMENTAL FOR THE 0 SPECIFIC PURPOSE INTENDED WILL BEAT OWNERS 'O SOLE RISK AND WITHOUT LIABILITY OR LEGAL +" I ) 36'(20'GANOPYI 'p • 9 ;•„ (p Q EXPOSURE TO TTI ENVIRONMENTAL;AND OWNER SHALL INDEMNIFY AND HOLD HARMLESS TTI ENVIRONMENTAL FROM ALL CLAIMS,DAMAGES,LOSSES AND EXPENSES ARISING OUT OF OR RESULTING THEREFROM. EXISTING V PROJECT 15-1801 1 / cla BUILDING fF=29.85 U DATE 2016-02-24 f .QOR `80 •t ` ` DRAWING SCALE 1"='30' . '•� .• ,e v, ; .r ,,. fi Q DRAWN BY L=43.44' a• r; N: y CPH APPROVED BY BCO R=35.08' p�o � o I �, `� �' A 0 30' 60' C59201 ' � S s ...._L s s / s s -�---s �s rj s � s��-----s-•�—s 's S ''�, V) 1— .• r S r - a s'• 29090' a•• •4 '. «; 6' ✓ - - W j•: - a / 1R SHEET 1 OF 2 Y / V C\1 • ,.; ,� � \ � �� , cn o rn w In RO DACE 35.7 \\ /� m DP �► �-:.. ..w - F O N rn - �`' / J ., r / a x ,y W CO C6 �d,>r, r / /� / I NOW '' •'� STOC BENJAPIaC CIVIL � aN 90.00, ! �� , U)�/ 4 NN LEGEND W z o to rn DP DESIGN POINTz V w G ~ z 0 C-) . -- - �.. Q m 0. Z a W � J 1 ti ...:. •. ` � , � •- �.'`' 1 0 & / �. � P SUB-CATCHMENT AREA m W Q It It -. ' • - , �3 . -- I i \. SUB-CATCHMENT BOUNDARY TIME OF CONCENTRATION FLOW PATH f a g CCI / l l \ I t ,.•- .--•- / --- _. _..__ 0 r r P8 Lu co IL se z i uj 44 a `' •a; ` `fir �. r C 48 46 „-. ""S" �� 4:. s / DP "* 146 48\ 46 z EX�sT11YG z ':. m r.::• ;:. ` / GARAGE co 1 ( + ``:::. .r ! I` •' .... / / ALL DOC 0 UMENTS PREPARED BY TTI ENVIRONMENTAL I ARE INSTRUMENTS OF SERVICE IN RESPECT OF THE PROJECT.THEY ARE NOT INTENDED OR REPRESENTED T 0 BE SUITABLE FOR REUSE BY OWNER OR OTHERS ON t , THE EXTENSIONS OF THE PROJECT OR ON ANY OTHER 1 PROJECT. ANY REUSE WITHOUT WRITTEN VERIFICATION R OR ADAPTATION BY TTI ENVIRONMENTAL FOR THEI ' I SPECIFIC PURPOSE INTENDED WILL BE AT OWNERS SOLE RISK AND WITHOUT LIABILITY OR LEGAL EXPOSURE TO TTI ENVIRONMENTAL;AND OWNER SHALL w LESS T FROM ALL CLAIMS,DAMAGES,LOSSES AND EXPENSES INDEARISING UT OF MNIFY AND HOLD R RESULTINGITHERREFROM�� BU/LD/NG 1 I PROJECT5-1801 I DATE 2016-07-01 m J � • // -" '?::-;::::. • �, /fillot ' — I NORM DRAWING SCALE 1"=30' ......:....... �. � ...-....1;f•' r• _ � ^ "• •• 'I'` „+.' .'•.j'' .r ,`'' t. ! e•• - •y :,. ...`.'- �• � 4 �. DRAWN BY CPH 10,1000, 0 30' gp' APPROVED BY BCO `5930T— f —� ww 1 --1 «, STREET1 • o .. ................................. .......... ....... . .". .. .. .•. . . _ . .. .. •• ' - • - � --- — - — — — �R OF � _ SHEET r 1 U i ESSEX COUNTY, , MASSACHUSETTS. . ®RIG SUBMISSION . DA"C"E:. MARCH � 16, 2016 - REVISED SUBMISSION DATE: AUGUST 24, . 2016 PREPARED FOR: OWNER/DEVELOPER solft m .*AT A JACOB, l T'BROWN ROAD SWAIN PSCOTT, MA 01907 z WLo �— z C_ , . W o Q s w Q o N 3: O O2 INDEX OF DRAWINGS 2 < z "m s Wit: v?k y�y�`7�a«`' 3•` :: •� arsse,... r ,�; n �: ow Q #,r23' �a ws .. �� p.,* :' �+ � fw w ' O xk�" c O Q m z wo Cut) SHEET DWG w �Ac t �, Q 0 n 2 D W NO. NO. RAWING T M z O 1 . CS0001 COVER SHEET4 y�;..^ F. 2. CS0002 LEGEND, NOTES AND ABBREVIATIONS - !f l y#pF 3. CS0201 EXISTING CONDITIONS PLAN Fxs tl �3 4. V0801 SUBDIVISION PLANEa 5. CS1001 LAYOUT AND MATERIALS PLAN SITE ' .1 � 3 6. CS1 01 DRAINAGE -PLAN 5 GRADING AND RAIN SITE �f 7. . CS 1701 UTILITY PLAN ,k 8. CS3501 ROADWAY PROFILE . 9. CS3502 DRAIN PROFILE BERTuccloavE 1 aIL in Z 10. CS6001 SITE DETAILS • :�. 11 . CS60 2 0 SITE DETAILS 12. CS6003 SITE DETAIL E �d o S A VF 13. CS6004x6 may, SITE DETAILS 14. CS6005 SITE DETAILS a 15. CS8001 EROSION AND SEDIMENTATION CONTROL PLAN Cn z o NOTES/DETAILS LOCATION MAP a 16. CS8501 EROSION AND SEDIMENTATION CONTROL NOTEUSGS MAP U Scale: N.T.S. ' Scale: N.T.S. a W a N •- Z PREPARED BY: g - -- - -- ---------- Q C? ift W.0 W TTI E-ft IVI Ro%:Iq E N .1 Fu Q o o ALL DOCUMENTS PREPARED BY TTI ENVIRONMENTAL O I � ♦� ARE INSTRUMENTS OF SERVICE IN RESPECT OF THE 4 PROJECT. THEY ARE NOT INTENDED OR REPRESENTED A SERVICE DISABLED VETERAN OWNED :SMALL BUSINESS (CVE CERTIFLED) TO BE SUITABLE FOR REUSE BYowNEROROTHERSON, a' THE EXTENSIONS OF THE PROJECT OR ON ANY OTHER cz LOU PROJECT. ANY REUSE WITHOUT WRITTEN VERIFICATION OR ADAPTATION BY TTI ENVIRONMENTAL FORTHE SPECIFIC PURPOSE INTENDED WILL BE AT OWNERS SOLE RISK AND WITHOUT LIABILITY OR LEGAL N 9`� F r - ' r ' E n 'n e e ri D'v'S I O n EXPOSURE A TTI ENVIRONMENTAL:AND OWNER SHALL INDEMNIFY AND HOLD HARMLESS TTI ENVIRONMENTAL FROM ALL CLAIMS,DAMAGES,LOSSES AND EXPENSES. m a 4 Z ARISING OUT OF OR RESULTING THEREFROM. F FORE YOU of, x F �# 13 Bra n ch Street, Suite 111 PROJECT 15-� 801 c y 3Y j DAT Methuen MA .01844 E 2016-03-17 CALL BEFORE YOU DIG , y r ��,,.,'y—o-A Cr� `� DRAWING SCALE T ; . >� ,.is N.T.S. 978.7499929 • BEFORE YOU DIG ANYWHERE IN MASSACHUSETTS e�rrJa� a C. � ,� DRAWN By z. ' 978.749.9' 02 ee�� O GCoD J L rt':� Q °'^ tiCPH CALL 1-888-DIG-SAFE 1-888-3447233 9 7 V 74 9 9 9 2 0 THE LAW REQUIRES NOTIFICATION ' • r• t� CtVtL `:+� BY EXCAVATORS,DESIGNERS,OR ANY PERSON PREPARING TO , . _ l v. NO. JL1 �F� APPROVED BY BCO N DISTURB THE EARTHS SURFACE ANYWHERE IN THE STATE AT G LEAST 72 HOURS BEFORE BEGINNING CONSTRUCTION. CONSULTING • CONTRACTING ENGINEERING `Gll'T �'vAft °ttt, l WWW.DIGSAFE.COM 000 1 g 'I SHEET 1 OF 16 ' • U N LEGEND ABBREVIATIONS GENERALNOTES z ADJ ADJUST 1.. THE LOCUS IS SHOWN ON CITY OF SALEM,ASSESSOR'S MAP 24 LOT 105, LOCATED IN ZONING DISTRICT R1 -RESIDENCE 1 *}` DISTRICT AND IS KNOWN AS 14 BERTUCCIO AVENUE, SALEM,MA 01970. rte;" °. "q- co Q o EXISTING PROPOSED APPROX APPROXIMATE N E.. `� ti 2, ELEVATIONS ARE REFERENCED TO A SEWER MANHOLE RIM ELEVATION OF 29.78', SEE PLAN CS0201 (SHEET 3 OF 14). Z .� o ` W � Q LL BIT BITUMINOUS TIS LAN IS THE RESULT OF AFIELD SURVEY PERFORMED BY TTI ENVIRONMENTAL;INC. Z 3. . . TOPOGRAPHY SHOWN ON H P (Dcn c CD BUILDING BOS BOTTOM OF SLOPE DURING DECEMBER TO JANUARY 2015. ' _- CB CATCH BASIN 4. DEED REFERENCE: BOOK 18152 PAGE 147, SOUTHERN ESSEX REGISTRY OF DEEDS. PROPERTY LINE m W M --— - -----— CCB CAPE COD BERM 5. PLAN REFERENCE: SEE PLAN V0801 (SHEET 4 OF 14): RIGHT-OF-WAY LINE - ADJACENT PROPERTY LINE CLDI CEMENT LINED DUCTILE IRON 6. . THE PROPERTY OS LOCATED IN A ZONE X AREA OF NO FLOODING AS SHOWN ON MAP 25009CO419G PANEL 419 OF 600. REVISED JULY 16,2014. SETBACK LINE C.L.F. CHAIN LINK FENCE 7. THERE ARE NO WETLANDS RESOURCE AREAS LOCATED ON THIS PROPERTY. ROADWAY CENTERLINE — CONC CONCRETE FENCE x x . x :_CONSTRUCTION NOTES: COND CONDUIT CURB t EXISTING CONDITIONS INFORMATION DCB DOUBLE CATCH BASIN A. UTILITIES: SIDEWALKTHE LOCATIONS OF EXISTING UNDERGROUND UTILITIES ARE SHOWN IN AN APPROXIMATE WAY ONLY AND HAVE NOT BEEN DH DRILL HOLE INDEPENDENTLY VERIFIED BY THE OWNER OR ITS REPRESENTATIVE. ,: ... '.. DMH DRAIN MANHOLE Yr►� �4 THE CONTRACTOR IS SPECIFICALLY CAUTIONED THAT THE LOCATION N AND/OR ELEVATION OF EXISTING UTILITIES AS SHOWN ON ° THESE PLANS IS BASED ON RECORDS OF THE VARIOUS UTILITY COMPANIES AND,WHERE POSSIBLE, MEASUREMENTS TAKEN IN DS DOWN SPOUT I DE14JAMIN C. N THE FIELD,THE INFORMATION IS NOT TO BE RELIED ON AS BEING EXACT OR COMPLETE.THE CONTRACTOR MUST CALL THE � p0CCCC,Jif SIDEWALK AREA APPROPRIATE UTILITY COMPANY AT LEAST 72 HOURS BEFORE ANY EXCAVATION TO REQUEST EXACT FIELD LOCATION OF CIVIL ELEV ELEVATION UTILITIES. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO RELOCATE ALL EXISTING UTILITIES WHICH CONFLICT WITH N0.45891 EOG EDGE OF GRASS THE PROPOSED IMPROVEMENTS SHOWN ON THE PLANS. OUTCROP(ROCK)AREA EQ EQUAL ALL NECESSARY INSPECTIONS AND/OR CERTIFICATION REQUIRED BY CODES AND/OR UTILITY SERVICE COMPANIES SHALL BE -4• , PERFORMED PRIOR TO ANNOUNCED BUILDING POSSESSION AND THE FINAL CONNECTION OF SERVICES. �;I fo . PROPOSED PAVEMENT AREA M F� ' ESHGW ESTIMATED SEASONAL HIGH GROUND WATER 2. CONSTRUCTION - 3z f EXIST EXISTING ALL TREES AND STUMPS SHALL BE REMOVED FROM THE SITE AND DISPOSED OF IN AN APPROVED MANNER.STUMPS SHALL PROPOSED SIDEWALK AREAS x ` NOT BE BURIED ONSITE. �� , A. TOPSOIL: . . FDN FOUNDATION EXISTING TOPSOIL AND SUBSOIL SHALL BE REMOVED FROM ROADWAY AREAS AND STOCKPILED. FILL MATERIAL USED IN - 46.34x SPOT ELEVATION 46.34 x ROADWAYS SHALL BE BORROW CONTAINING MO STONES GRATER THAN 6"IN DIAMETER. FILL SHALL BE PLACED IN LIFTS FES FLARED END SECTION NOT EXCEEDING 8" IN;DEPTH AND SHALL BE MECHANICALLY COMPACTED TO 95%OF DRY DENSITY AS DETERMINED BY A -a- SIGN FND FOUND STANDARD PROCTOR TEST. 3p--------- CONTOUR 50 FP FIRE PROTECTION SERVICE 3. MATERIALS --- -- A. CURBING. F&G FRAME AND GRATE ON SITE: IV w WATER LINE DOMESTIC w w ALL CURBING ON SITE SHALL BE VERTICAL GRANITE CURB(VGC)WITH A 6 INCH VERTICAL REVEAL, UNLESS OTHERWISE NOTED. - F&C FRAME AND COVER n v STORM SEWER u B. BITUMINOUS CONCRETE PAVEMENT: s s SANITARY SEWER s GF GARAGE FLOOR ROADWAYS: W r c� OVERHEAD ELECTRIC HDPE HIGH DENSITY POLYETHYLENE PIPE SURFACE COURSE: 1-1/2 INCHES CLASS I BITUMINOUS CONCRETE PAVEMENT,TYPE I-1 WEARING COURSE z BINDER COURSE: .2-1/2 INCHES CLASS 1 BITUMINOUS CONCRETE PAVEMENT,TYPE 1-1 BINDER COURSE uF ut UNDERGROUND ELEC/TELE/CATV e e HYDRANT GRAVEL BASE COURSE: 12 INCHES SELECT COMPACTED GRANULAR FILL W o m Z ' HYD t- O rn RESIDENTIAL DRIVEWAYS: Q m . � INVERT ELEVATION m ( �y ) SANITARY MANHOLE O INV R SURFACE COURSE: 1-1/2 INCHES CLASS) BITUMINOUS CONCRETE PAVEMENT,TYPE 1=1.WEAR.ING COURSE N O O O rn Q Q Q BINDER COURSE: 1-1/2 INCHES CLASS I BITUMINOUS CONCRETE PAVEMENT,TYPE 11 BINDER COURSE a Q U ,--, IP IRON PIPE Q a " STORM DRAIN MANHOLE BASE COURSEo 8 INCHES SELECT COMPACTED GRANULAR FILL00 O GRAVEL L/A LANDSCAPE AREA Z STORM DRAIN FLARED END SECTION ® C. BITUMINOUS CONCRETE SIDEWALK: SURFACE COURSE: 1-1/2 INCHES CLASS 1 BITUMINOUS CONCRETE PAVEMENT,TYPE I-1 WEARING COURSE cp (n MAX MAXIMUM n 0) BINDER COURSE: 1-1/2 INCHES CLASS I BITUMINOUS CONCRETE PAVEMENT,TYPE 1-1 BINDER COURSE I— w W, F' STORM DRAIN INLET ❑ GRAVEL BASE COURSE: 8 INCHES SELECT COMPACTED GRANULAR FILL ® MIN MINIMUM Z I— W O UTILITY POLE D. LANDSCAPE AREAS: �. m NIC NOT IN CONTRACT ALL DISTURBED AREAS NOT COVERED BY STRUCTURES OR PAVEMENT AND NOT OTHERWISE SPECIFIED ON THE LANDSCAPE PLAN z SHALL RECEIVE 61NCHES OF TOPSOIL.THESE AREAS ARE TO BE SEEDED AND WATERED UNTIL A HEALTHY STAND OF GRASS IS UTILITY POLE W/LIGHT NTS NOT TO SCALE OBTAINED OR MULCHED AS DIRECTED BY THE ARCHITECT. r FIRE HYDRANT -b- OCS OUTLET CONTROL STRUCTURE z .. .E -TRAFFIC CONTROLS: W ALL SITE SIGNAGE AND PAVEMENT MARKINGS SHALL CONFORM TO THE MANUAL OF UNIFORM TRAFFIC CONTROL DEVICES. OWS OIL WATER SEPARATOR WATER VALVE DAO W PERF PERFORATED F. ADA CONFORMANCE: J ALL HANDICAPPED ACCESSIBLE RAMPS AND SIDEWALKS SHALL BE CONSTRUCTED IN CONFORMANCE WITH THE AMERICANS WITH WATER SERVICE DISABILITIES ACT(ADA)AND THE MASSACHUSETTS ARCHITECTURAL ACCESS BOARD(MAAB)(WHICHEVER IS MORE RESTRICTIVE). PROP PROPOSED STONE BOUND 04. UTILITIES . . - PVC POLYVINYL CHLORIDE PIPE A. EXISTING UTILITIES: a PWW PAVED WATER WAY THE LOCATIONAND ELEVATIONS OF EXISTING UTILITIES AS SHOWN ON THESE PLANS ARE BASED ON THE SURVEY NOTED ABOVE AND SHALL BE VERIFIED BY THE CONTRACTOR PRIOR TO CONSTRUCTION AND PRIOR TO ORDERING STRUCTURES. ° STREET TREE -- a RCP REINFORCED CONCRETE PIPE } m B. PRIVATE UTILITIES: THE LOCATION, SIZE, DEPTH,AND SPECIFICATIONS FOR-CONSTRUCTION OF PROPOSED PRIVATE UTILITY SERVICES SHALL BE IN � STREET LIGHT o--p REM REMOVE ACCORDANCE WITH THE REQUIREMENTS PROVIDED BY;AND APPROVED BY,THE RESPECTIVE UTILITY COMPANY(GAS,TELEPHONE Z REMOD REMODEL OR ELECTRIC)."FINAL DESIGN AND LOCATIONS AT THE BUILDING WILL BE PROVIDED BY THE ARCHITECT.THE CONTRACTOR SHALL W COORDINATE THE INSTALLATION OF THE UTILITY CONNECTIONS WITH THE RESPECTIVE UTILITY COMPANIES PRIOR TO ANY UTILITY E. RET RETAIN CONSTRUCTION OR DEMOLITION. R&D REMOVE AND DISPOSE C. EXTERIOR LIGHTING: LIGHTING SHALL BE LOCATED AS SHOWN,ON THE UTILITY PLANS OR AS SPECIFIED BY THE LOCAL ELECTRIC UTILITY COMPANY AND R&R REMOVE AND RESET SHALL CONFORM TO THE SPECIFICATIONS PROVIDED BY THE`LOCAL.ELECTRIC UTILITY COMPANY. z R&S REMOVE AND STACK D. STORM DRAINAGE: w V' STORM DRAIN PIPING SHALL BE HIGH DENSITY POLYETHYLENE PIPE (HDPE)WITH CORRUGATED EXTERIOR,SMOOTH LINED(n=0.01) SMH SEWER MANHOLE WITH LOCK TIGHT JOINTS UNLESS OTHERWISE NOTED ON THE GRADING &DRAINAGE PLAN. Lu STR STRUCTURE E, PROPOSED STRUCTURES: RIM ELEVATIONS OF PROPOSED DRAINAGE MANHOLES AND ASSOCIATED STRUCTURES ARE APPROXIMATE. FINAL ELEVATIONS. � ARE TO BE SET FLUSH AND CONSISTENT WITH THE GRADING PLAN.ADJUST ALL OTHER RIM ELEVATIONS OF MANHOLES,WATER �' SW SIDEWALK w s GATES, GAS GATES AND OTHER UTILITIES TO FINISH GRADE WITHIN LIMITS OF WORK: . a TOS TOP OF SLOPE N o � - z TSV&B TAPPING SLEEVE,VALVE AND BOX TYP TYPICAL .. - M o o UGD UNDERGROUND DETENTION SYST M E . ALL DOCUMENTS PREPARED BY TTI ENVIRONMENTAL ARE INSTRUMENTS OF SERVICE IN RESPECT OF THE UGU UNDERGROUND UTILITY PROJECT.THEY ARE NOT INTENDED OR REPRESENTED TO BE SUITABLE FOR REUSE BY OWNER OR OTHERS ON THE EXTENSIONS OF THE PROJECT OR ON ANY OTHER VC PROJECT. ANY REUSE WITHOUT WRITTEN VERIFICATION P VITRIFIED CLAY PIPE OR ADAPTATION BY TTI ENVIRONMENTAL FOR THE Ri SPECIFIC PURPOSE INTENDED WILL BE AT OWNERS SOLE RISK AND WITHOUT LIABILITY,OR LEGAL WCR WHEEL CHAIR RAMPRONMENTALAND OWNER SHALL ' w = t�NDEMNIIFYAND HOELD HARML STT ENVIRONMENTAL 9 i FROM ALL CLAIMS,DAMAGES;LOSSES AND EXPENSES . WTF WATER TANK FEED ARISING OUT OF OR RESULTING THEREFROM. E m WQU WATER QUALITY UNIT PROJECT 15-1 801 a DATE 2016-03-17 DRAWING SCALE N.T.S. f DRAWN BY CPH APPROVED BY CD SHEET . OF : 16L g • / 1 i i L=385' ` Z '5 U) co 6, rn R=25 W 0 Q LL ' /R 8.83' Z v) c. 1 (FAD) -----.� s-.w.••-•^ O N .0 N (HELD .�� 72. 1`-- w ' C It- W co C6 �� 5 0 / 56.55 % or r-r'- 52.47 r, OH - +64.3 �0�/�/ OE''`�r (FNDJ L=41.68' m !R 11 j 68r of 4.08' R=2500' m (FND) t+6 1 64,7 (FND) `� /�� 192 y MAP25LOT659 t .► " 61' :.". _. 67.3 �~\ • r� N/F �„ �. . u^6�� . .. -,,..- .,_ 1, .t 6g MAP25LOT40822.85' � C/TYOF `. 7, �„ 6 89.3 SALEM- `''.. 33ae6 ". +667 r�8 ,' G N/F ` L=31.68' ti MIDDLE SCHOOL WEST `~ ♦ 70,0 ,_, __,. .,. _,___. --�`87.8 K Fp E MAROL E, �� ROG FpG 357 CAROL E. DH "^.T,g; 782 (FAD) �.� ..-7--°/�,/ ,,� ".,ti `.T63_� �`T4� 616 r� ♦♦ 00 ♦ �,/' `, MAP24LOT2f9. ,J I 82.9,.; ```. ;r 6 TT0 MAP2F T407 L=32.05' r .44 77.2 -- . S AUF : r +82.9 8 �"8f.8 80+, ' MlAUGHL/N, ♦ R 55.37' C/TYOF �� / ;� LINDA C.& �1 UNJAMIN C. rs+ OH+72.8 f / 34r ♦ ♦ e o OSGOOD JR. • SALEM- (FA / fi / '' ..B&-•.. ,,8 SCOTTA. 9�/ v ' A BER TRA MFIELD /� ( ) , �� . ' r I ` ~--, -._ 2 CIVIL A. , 140.45891 : ' \ • ♦ MAP25LOT406 +97.2 N/F. . . ♦ `� '��: f '(� 4f GlST� .� 80,3 / / .� ` 8T.0 KERKORlAN, ♦ / �S8/0NA SAMUEL& / i / g(1"r - 81.9; I�Or ♦ CAM/LLE D. �O +88.7 91.6 6p. `. 88 6 +91,5 yy< +91.5 /" ,...-.��..;, � I ♦ � j p / / /• 883 �� I MAP25LOT405 11p/• j / +91,6-- +9f 4` ' MAP24 LOT297 / / / r�' - r !\ 1 DUBS,ROBERTH.& 0Z C/7YOF / / // // / +95.5 _ !l ! PENNY,JUDYA ♦♦ 6� % 3 SALEM- / +877 PARKDEPT. �j J �/ r�� +9f.8 +95.1nJO ' +90,4 15.58: NA It f8' (20'CANOPY) �� d �r J WI +91.t ~ +92.4 +93.2 P5 ! ND J » I I \ 28 (30 CANOPY) 22.20' 24 30'CANOPY ' 9 MAP25LOT404 Z ( ) > 78.1 +895 ,�� 12-( NIF 8'GANOPYJ 18"(15'CANOPY) .»""" 5 0�� ELOUCHE,' v W 15"(15'CANOPY) 69 3 ! +871 \ \, i ,, -• ,�,,." 0' SAL/MA.& I f 82.8 / f - j.. 9D"" \ (L \�BT.T ♦......._..._.` •3T 1 , ; . SUSAN S. ! PA/NT CB 22"(20'CANOP}9� I. ;,,...-�•. l MARK RIM28.85 Z +9fI,T fel Z O t 84.3 +87.f\ 68.9' 9118 R/M2993 / t 86.8 Q o \ / �'�73 f i t `\ t \�� ~•• // 87.5 ` ,! ` 0• 3 O.. Q o `- m 0 0 �\ 8T.3 �\ MAP25LOT403 \ O � „ O o q. N 0 O �. N/F . 0 0. (� � 887 MARYT.L Q Q Q Z / ^-Sf'-- - �� "" t I r +84.,3\ \ HEUREUX TRUST \ z O O 18"(20'C,4NOPY) � \ , 84 8 1 + 5,1 TP6 -._. \ w w Z w cn o/ \672 �,.,. , 81.6 �\ 35S ` J ` L 24.00' %r `ANOP Q f +85,8 36 (20'G YJ ea., a 0 cn R 29.53' ss 1\ 69.3 , t i \ �+86 9 / v �,, /� �O' W Q Z 1 0 \ 1 BER TUCC10 A VENUE / rs 36 i c�h z MAP24LOT106 \ t O /4fAR25LOT402\� m APPROX. �• L=41.40 \\ 1 1 1 ASSESSOR'S MAP24 LOT 150 -'''� - NIF LOCATION R-25.00' N/F ` \ >� COTE, Nt zo/s, 193 SFf ::. N ADAMN& \"/ , - 150, / t JAMES M.,✓R. ELEV.50.03 �<:`; rn,.'' � 1 , � O /P MARYE 1 , l 3.44 ACt t o r 83.5 t •, I: (FNC) I = MATCH LINE APPROX. �» , `'` t , -4 82.6 t ar a ��r / �'' O X STUBBED 12 r(15'CANOP}� <, ', , t .-._..- IN, tt �� (FMD) o LOCATION W 12"(12'CANOPYJ-- " ,�•� l 58.6 4 ` T.9.1`...----- `` ♦, // / t // '� - I 69 T. ' ,n MAP 24 LOT 107 w _ _.. `'• % �/ FND) / rn` N/F l ` , + \ ♦. / -~ g� MAP25LOT401 3 THER/AULT, 19.00' �l •. •. ".,gt?•' f-. y..-..- / //r / ' ! jyI N/F o WILL/AMA& 8T.5 �1 B/MBO o y ./ANSA "" - / / N/COLO G ' w ` '" "' „... •'''Y -'"�g r!I CATHYM. ; (FNC) _ " %� r3 " 24"(20'CANOPY) f O " DH ` 1 . 1 r� �,,. 11}✓ _.-24 (25'CANOPY) .,.i // ,� 1Q (n,P) / (FNDJ ,Q Q N (FNDJ t 1 1� ,, •,,,,•!.•' 10 (10 CAN YJ .� �. / / h . -71U I /R S• ? O/ d' :0 (10 CANOPY) FND ` , 74.51 ..- .- --._. Y 5 \ -- n. a. t� - ,...- / �,, t' SMH (� m • ! .- D!"r, ,,• _ ` RIM f.63 C� r 1 t •�, .►,, �% !�,,• . . / �,, \ f z, (FND) .. ffvv / f2" 111'CANOPY,' r` r r'r \♦. d 1NV QU7 (� CL r m .• ` , to -Al TPI ... / 12"(10 CANOPY) 48.4 �`w 'A +59.5```.. ` ��»--' r i i r -'�'"' ''-" '� '" -- s 7.65' zo "S8, , et� •"",,,�, !, ,.'' �„ 4& �,� .__ _ , .-- ` 46.6+ )'i j p DMH �F Q w / �'` 0 56 '• / '''' // �•98-(25'CANDPY) TP4 3 --_ _,- / //�� R/M3f.55 -* -= .�.j / y INV/N25.35 w SMH ., c �r,2 / TP3''' { TP2 _ ~\ ` 41.7 '-. / /NVC1UT25.25 /� r APPROX. MAP24 LOT f08 / +- ' 39 `. .•-'# . // / o I 1 RIM 52.02 � `n /R \ ` '7 � _ o INVIN46.88 in N/F (FNDJPORTER ` `` � J v U '"'f ✓ � STUE3BED - - INV OUT 4678 ;.; ` T/MOTHYS.& /R ~♦. J! ..�}&--. ' - / r -♦ -BOLT /". ! ,� ' .y �� LOCA 770N C I 1 1 F- zz /` KLLYANN . (FNDJ \ 54 00 p''� } X38 0 \ j (FND)". /j �6�' BENCHMARK. I m I W V5 ',. 105.81' ` / SEWER MANHOLE v, w r IXIST/NG / // j/ o z O Q' 81.91' 6.1 T.50' 35.00 / \ C�ARAr;E 34.g, / 03 RIM �� Lu .: 23.90.' 7.50' m �, ' +' `"• / ELEV.=29.78 2 U MAP24LOT 109 11.00 L 1 .� �� SMH I I O MAP24LOT Ill X4.8 1 1A / N/F MAP24LOT 110 1 ,/�. y y�; RIM 29,78 w (Fco NDJ `:?: LUPO, I N/F N/F 18-(12' Y)SON ,,J a uJ > w ' GREGORYP. I CLIFFORD KENNETHA.& -- , Lu :: O MARY v LINDA O X4:6 1440' � 4--� 36-(20'CANOPY) 'O S DMH o ®A/NT a Z RIM29.31. MARK m co EXISTING 'd` y v " 11W OUT22 05 CB '� ZI D 0 0 39.3 1 BUILDING Q ►� .0CB RIM 13.47 D/ RIM 13.09 i a9 9 OH DH "•` FF=29.65 DH 0 0 ` O < D) - ' f FND JEFFERSONA VENUE FND [=1Q,OZ + [ + a ALL DOCUMENTS PREPARED BY TTI ENVIRONMENTAL �. r , ( ) D14H ARE INSTRUMENTS OF SERVICE IN RESPECT OF THE ��8 40.00' 100.00' 100.00• 40.00 � / t,J 0 s c � 4 RiR41391 PROJECT:THEY ARE NOT INTENDED OR REPRESENTED w u, 7 ... ;., :!•...••: ' :•. :. ' s _, ••. INV 05 S2 o `,:, L=43.44' r•'� • � 4 • '� 280 00 � �• ', TO BE SUITABLE R REUSE BY ER R OTHERS ON R=35.08' 0f �� - - z= =--- •�- . � ° VAL/'-IBRE�7E P N 1N T FOR OWNER 0 THE EXTENSIONS OF THE PROJECT OR ON ANY OTHER �y. PROJECT. ANY REUSE WITHOUT WRITTEN VERIFICATION R I� + !� OR ADAPTATION BY TTI ENVIRONMENTAL FOR THE �i SMH S S S S S S S--I-S-1------ e� c �� SPECIFIC PURPOSE INTENDED WILL BE AT OWNERS S2 RIM 4T.60 S 'fit_._ 7 `� SOLE RISK AND WITHOUT LIABILITY OR LEGAL w INV IN41.66 �' w w!�" -�- -�-w--f o � STREET EXPOSURE TO TTI ENVIRONMENTAL;AND OWNER SHALL -::.. 9 `? r ' CB INDEMNIFY AND HOLD HARMLESS TTI ENVIRONMENTAL a INvour41.56 L=1737' � ':' ......^"'""".'.`."' ` .. •,.. •. .• ';•�: �,'""''- ':�'• � ' R/M 731)5 FROM ALL CLAIMS.DAMAGES.LOSSES AND EXPENSES • :290.9 wrr '�+'r ARISING OUT OF OR RESULTING THEREFROM. (FND) 56 9T 50.00' SMH SMH L=26.07 sMH IR RIM 39.03 (FNDJ RIM28.62 S DMH PROJECT 5-1801 a 23.93' RIM44.70 INVIN33.08 INVIN22.88 . R/M28.09' , 1 1 INV OUT 32.98 1 I JNVIN2288 INV/N20.63 DATE 2016-03-17 1 I 1 I I I INV OUT22.78 lNV OUT20.53 CD DRAWING SCALE 1"=40' DRAWN BY CPH $ MATCH LINE z 0 40' 80' APPROVED BY BCO 0 CS0201 SHEET . 3 OF 16 bH (FND) IR /R +' (FND) N ® V , CD r • ° MAP2�/oT659 i ® 61 MAP25LOT408 4 Q C/TYOF 33�6��• �E `� MICHHAAUL7 Z j j SALEM- FP CAROL E. o MIDDLE SCHOOL WEST — 330.88 (0p OF ROGK LL goo (F O)161'. ` ` v 04 r N p�j' M4P25LOT407 Z LU h; MAP24LOT219 —I N/F W M NIF MCLAUGHLIN, t' ^.. !' I` C/TYOF ® ` L/NDA C.& SALEM- DH , SCOTTA. 1-- BERTR.4MF/ELD (FND) 7.78 �_� .. PROPOSED* O . \ 30,234 SFi 0.69 ACt \ MAP25LOT406 KERKORN/F � �TpTO LSAMUE & ` 0�• �\ CAM/LLED. • � . EP 8+02:51 i Na 5+03 ` • , �---- 15.00' S+p BENJAMIN C. OSGOOD,JR. cr, ` I IrQT . MAP25LOT405 , NO.VIL � 45391 MAP24LOT217 ` ,�6+`27�. iQ DUBE,ROBERTH.& 0� �jr S, `per Q PENNY,JUDYA. CITYOF LANDSCAPE N 'A �� SALEM- CO PARKDEPT. E 489 SFt T N S ` \\ r 0 0.01 ACt `��• 15.58' 107, �-NAIL (FND) N PT 4+13.69 22.20' . I MAP25LOT404 N/F \ 240.57 � EL0UCHE, 315 05 4x0/ i. SAL/MA: � sUBAN s PAINT v �� 'ti •' / k MARK ' PROPOSED ,►�1 A � ` , .0 L=110.901 ` ,��`2 LOT 5 ��' 916 0 / 1.03' ' Rai \ do W 74 53 S4 3q ♦ *x6 �,`"� 15,428 SFt / L=13.51 s 0.35 ACt 44 08 — ---- 55, Ra Q� Q MAP25LOT403 Z 4B. �3q 0 �, �� N/F `` W c z 0 L �TYp.I G� aj O MARY T.L HEUREUX O J Q ~o 3278' 8129 L=96.52', R�>> \/ ` 341' TOTAL FROGS P ��o,��Q- ! Q \ TRUST o` o 0 Q. (A [] o -0+33 \ X22 83 � `Sp, ,`�.`� 5 50� �� .,`Q- ` rn z 0+00 \ o L=161.11', R'10 $ 11\0 C) 4 / O O 00 �P-0+32.78 O Q L= 4.00' �� \ 79 :�♦ L= 47.63. / M ti0 �p �J V w �_ m a ` R / of N _ ti Q -29.53' ss- \ � T ♦ \� �-- ` -14 ,146 50 Y culn Q �oF 4,� ', R / / cn mco MAP 24 LOT 106 \ 2�� PGS RO 8` s L=247� 100' (jE L-4140 N/F �� NTAG �' �•� LV100 ONS P 1 AfAP25LOT402 \ ` W z /J Q R=25 00' zois, Fp�� ` 100' TOTAL FR / ROPOSED Co E, m ADA -t & P JAMES M.,JR. PROPOSED LOT 3 /P / LOT 1 15,554 SFt ` (FNC) 0.35 ACt (F(D) ' / \ 15,692 SFt M \ 0.36 ACt mCD , \ ,rco y I T0� IR ()VD) MAP24LOT f07 'C AVF1 MAP25LOT401 THER/AULT, X9.00' 1 W/LLIAMA.& �lG�CNIF B/MBO, . m JANEA. , PROPOSED NICOL0 G.& CATHY M, /P �• v� O \ LOT 2 3�e- ` (FNC) 15,058 SFt 00 (FND) opt a n= m ND) \ / 0.34 ACt DRAINAGE �Q?mss, \ EASEMENT `3rO IR O� a / n Z. w , 464 SFt ,��0 ^ f(FND) , w $ 0.01 ACt m ` DRAINAGE ZEASEMENT W ` o 36 SFt PROPOSED 3,9 DRAINAGE \ 00.02 ACt LOT 6 iD Etg ASEMENT FtT 16,110 SFt 0.36 ACt 76 co o :-4 p��_ / P� w S2 euMAP24Lor10e DRAINAGE �. 000/ 0 NiF EASEMENT � 85.05' �� o� . ►.�/ PORTER, 41549 SFt / o T/MOTHYS.& ` 0.10 ACt w ^� / U KELL YANN IR w (FAD) w w IR \ BND �1 �� w a (FND) I 54.00' 81.91' 26.10' 7.50' 35.00' EXISTING � ` t ' GARAGE I 40 23.90' 7.50 ».00 DRAINAGE q,• 0 MAP24LOT 109 j M4P24LOT fff EASEMENT o 0 O0 IR ` ` N/F MAP24LOTffO NUF 2.605 SFt ALL FND LUDO, N/F ARE INSTRUMENTS OF SERVICE IN RESPECT OF THE RONMENTAL ( ) wrlsonr, 0.05 ACt GREGORYP. GOODMAN, TO BE SUITABLE FOR REUSE E OWNERED BY Tn IR OTHERS ED KENNETHA.& / PROJECT. THEY ARE NOT INTENDED OR REPRESENTED CLIFFORD& LINDAON N (- -- -- THE EXTENSIONS OF THE PROJECTOR ON ANY OTHER m ` MARY PROJECT.ANY REUSE WITHOUT WRITTEN VERIFICATION PROPOSED i 94.40' OR ADAPTATION BY TTI ENVIRONMENTAL FOR THE LOT 7 SPECIFIC PURPOSE INTENDED WILL BE AT OWNERS a 15,55'55 SFt EXPOSOLE RISK AND WITHOUT LIABILITY OR LEGAL SURE TOOTTI ENVIRONMENTAL;L;AND OWNER SHALL INDEMNIFY AND AND HOLD HARMLESS TTI ENVIRONMENTAL 0.35 ACt I FROM ALL CLAIMS,DAMAGES,LOSSES AND EXPENSES ARISING OUT OF OR RESULTING THEREFROM. EXISTIN Ilk FND) ` BU/LD/N ' i PROJECT 15-1801 ( r DATE 2016-03-17 at ` - r ` . (FIVD) I I (FND DH H ) pR M `8 (FND) N DRAWING SCALE 1°=30' �S> DRAWN BY CPH 4 L=43.44' 0 30' 60' APPROVED BY BCO z R=35oa CALABRESE co x ET BYRE - IR �w /R (FND) 290.90' (FND) SHEET 4 OF 16 - \ Z Gulp GOP cri < dow _57 MAP25LOT659 MAP25LOT408 '� ►`; Q AUF N/F H 06 CITY OF .•• + GE MICHA LID, Z 2 24 p F_ SALEM- OOK FP CAROL E. W O Q MIDDLE SCHOOL WEST To Of GK FPGE � r m � \ OF RO m U) �rn \ � � a) rn o1TOM a c � B W mid' + M4P25LOT407NIF LU cn c6 / Z MAP24 LOT219 � � MCLAUGHLIN NIF LINDA C/TYOF C.&SALEM-SCOTIA. 1- BER TRA MF/ELD 3 � 4 , PROP. MAP25LOT406 / � 2'GRANITE CURB r N/F RETURN(t1fP.) X10, o KERKORIAN, SAMUEL& / \ CAMILLED. / - STA 4+87.51 EP 5+02.51 0 END OF 5+03 N PROP. / PROPOSED EVERGREEN R.O.W. 5+ '24 0, SCREEN 31/2"CALIPER TREE, ✓ a / ,� / , BEI4JAP�11�C. 15 FROM DRIVEWAYS N 31� j o OSGOOD,JR. -+ 30'ON CENTER CIVIL ca'i' . fw .�., �. MAP25LOT405 x: . N4F NO.45591 ` DUBE,ROBERT H.& / MAP24LOT217 �F� d� o G1ST1= �7>x 5` PENNY,✓UDYA. AWONAIL M C/TYOF SALEM- / ; \ PARKDEPT. r k F r`$ z � 7'ads w ��',4 �� • PROP. BIT.CONIC. ' DRIVEWAY(TYP.) / LANDSCAPE i IT 4+13.69 t . a EASEMENTS • . >. : PROP. \ / \ 24'WIDE :� ��`�� meg" �,` �. ��'•* �;� PROP. BIT.CONC. r xh " �` _ <� .. � '~ �j�}f- �;� �'! x 4'CHAIN LINK FENCE MAP25ZOT404 / f PROP. .� rr .. �n : •.. N/F PROP. PAVEMENT � � � PROP. z ELOUCHE, P.1-1 VERTICAL p .�� w� ,�� X � � ��` ��"�� ;. �� \\ f \\ STOP BAR oy r ,. .p SAL/MA.& / f GRANITE CURB (STOP) ti . S GC P. PROP. 12 <� SUSAN asp 400 j \ CROSSWALK + N E p ti PROP. \\ WOODEN GUARD \ Z STA-0+01.05 0- , � � ��,�� / RAIL START OF 1 x= PROPOSED .n ' tip` 24 PAVEMENT , f W PROP.' \\ . '-s _ .,v ,.. `w. :fi....:... -r .< ,,. •- .,,„ .�_.: n..b.,, ..,_ .Tin.... { .a,,:r",.. V �,._ 4.WIDE GRASS VJ •. ,... ;t k,-of,. « � . > ,. _r s�.„ .:�� .,.. ,t. .A .n Z a ..r MAP. STRIP P. t 5 R .. `gym "�' <,.,. ., `1 O / �.__ // ,., :.:.x.. ..._,. .., .. .� ,...-- _- .. ,:::.,L, .< :.>. ,. rY .a...,... .. r,K 1 MAR a . . r . orf .,...r � � <a - P � " . o O �Y. 3'a� .. xr w 5F e , ID rRUST ef. ••"' .. _.._ a... ,., :,... ,v>, >.. ,aS ra,....u.:. >.: „, .., -, 1 ....1 E , y .e,.. ,.., s, ,k a... . ! \ Q ?:. ,,,.-. ., „ ,, .. •+ 4 .< fir m. ,y ,s «r ry. 1� /'� aa. ._....v1•,-+P' <, .,ssrr.: r 5.,, > '.,:. r"., { 3 .4. i.a fir _ i€ l IY,1 -r: 4 F? ,-„y„ < • ar ro; tilt E` ^,..-. - v • • \ O) � Q Q `�, 3"ka,w::. � "%i: , � "�L,4 �W s' .:.,.x s-. ,,•. -„i•Y,, m„m;, ..; ,r:, ' .. c �1�.: �'`�:x,.' tS% ,C N O s'/J•r,e ... + yyh< r-.."-�'�.>. O IL _ / ...... :., r:.rz : I _.;e:. .. .r�°`.,: t ..... ..,. y s a ::> 4 r ..” .'.�': � �.._> . < r<. .r..:, :r. .....«..w _x,• \ - s-,. 6? ,,.. :ate Q 1 .. r r r - ,.. .. PROP. � -, � �.,: �d�� r �:�� ,�� z�� .,,, �� - � ` g � O U S�,.:. ::7 �, --�:,,JgA'ay's�'.-.:3=k F 9'X.^Y.. hY/.3 n 3'<. �4 : � �( - / — C .I RAMP(TYP.) a„, r ” , u Ir � OBP-0 32.78 PROP. Q m a 0 RETAINING �''�;;r $6 � -�< °s �?<;� r �'. � �., �' PROP. IU (n `..... WALL P. ♦ - . �ky5, � t err, 4'WIDE BIT.CONC. �y W Z SIDEWALK LL � Q Z LU ^ MAP24LOT 106 �5 �• , >y..y o .. �O MAP25LOT402 . M 1_ EXIST. :.::. � AUF' W 24”SCHWENDLER : . ZO/S, 0 0 4 CDTE er r TO REMAIN ADAM N.& ,, w � � x \\ O JAMESM..,JR. MARYE I' \\ O Q - • MAP24LOT 107 \\ 2 / , -' c `. N/F o6 44.0MAP25LOT401 \\ \ THERM UL T, 'S N/F \ J WILLMMA.& 12, F� PROP. BIMBO, \\ m ` , JANEA. LEDGE SLOPE N/COLO G.& CA 7HYM. Va 1440 W til <c.:�• a G 6 oO -- :. f2III z w cn �2 V I / ` MAP24LOT 108 ... MAINTENANCE w v } ;J`.~ .NIF ACCESS ROAD W m / ` PORTER, , F`' O •a:`.::,>=..�-c:- ` moi': .:'.:. .'�—.afar., U c9 T/MOTHYS.& KELL YANN W WRAINAGE w o _ coN EASEMENT .�_. o — Z EXISTING. E' co w to IL .- :::=. ! ` DRAINAGE GARAGE 0 30' 60' N o a 1 EASEMENT ' o 00 p24LOT 109 A24P24LOT111 0 co to u4cfl N/F MAP24 LOT 1 10 N/F ALL DOCUMENTS PREPARED BY TTI ENVIRONMENTAL S `= LPD, o WILSONSWILSONP OJECT.TTHEY ART OF SERVICE IN RESPECT OF THE UN/F E NOT INTENDED OR REPRESENTED GREGORYR GOODMAN, CLIFFORD Br KENNETHA.& TO BE SUITABLE FOR REUSE BY OWNER OR OTHERS ON LINDA -- -- ZONING - DIMENSIONAL REQUIREMENTS THE EXTENSIONS oFTHE PROJECT ORONANY OTHER MARY PROJECT. ANY REUSE WITHOUT WRITTEN VERIFICATION :, ( R1 - RESIDENCE ONE—FAMILY DISTRICT OR ADAPTATION BY rnENVIRONMENTAL FOR THE =al -/ ;;.;.. ' SPECIFIC PURPOSE INTENDED WILL BEAT OWNERS SOLE RISK AND WITHOUT LABILITY OR LEGAL REQUIRED LOT 1 LOT 2 LOT 3 LOT 4 LOT 5 LOT 6 EXPOSURE TO Tn ENVIRONMENTAL,AND OWNER SHALL w ' INDEMNIFY AND HOLD HARMLESS TTI ENVIRONMENTAL - o FROM MIN LOT AREA 15,000 SF 15,692±SF 15,0581 SF 15,5441 SF 30,2341 SF 15,4281 SF 16,1101 SF OM ALL CLAIMS,DAMAGES,LOSSES AND EXPENSES ARISING OUT OF OR RESULTING THEREFROM r 100' 100' 100' 215' 341' 100' :• ;.. FxIsrIN t . MIN LOT FRONT 19T PROJECT 15-1 HO1 BU/LDIN FRONT_SETBACK 15' 15.5' 23.4' 15.5' 24.4' 16' «15' SIDE SETBACK 10 11 12 22.4 31.0 «10 31 DATE 2016-03-17 �, :,_:. ::.:. , :` •' REAR SETBACK 30' 30.6' «30' 31.0' 42.4' 40.9' 33.3' DRAWING SCALE 1"=30' MIN LOT WIDTH -- � _; •:•.::•:.. 100' 163' 100' 111' 175' 274' 100' •� � •::.. ::•::,:..... .� ...�a.�.......----- . . - �� ; ,, .... ;., •. ,• .. ' ; •.• .. .• :.. _,.•; � , DRAWN BY CPH MAX. LD , .. .. ,..�•. :4 ;. 4.•�- .:.-.. . t. . • .. . .4•• .. + . %,v'•. '.. ':3 •.4.,w . •:4 �: AX. G.COVER 30% >>30% >>30% >>30% >>30% >>30% >>30% APPROVED BY BCO �^ / /iBpcG+�C MAX.BLDG. HEIGHT 351(2.5 STORIES) >35' >35' >35' >36 >35' >35' z f'ILA RE ' STREET 1 G 0 1 a .......... ♦ 4 '• �i , ............................................................................. , �� •• -,.•.,. : .•'. a; .; - . ; SHEET 5 OF 16 gfz 76 TOO 0 N 1 _ _ '''„/ ••"�'"81.1,x,,, "- � w` _'`.1'? BQ�QM .0 N - C U d) Oi s W C6 80 14 / as II ,�� •....... -'' �.. ., NOW /// �,. �86� CII STOCiff' -• e? `� j SHaf49A \� BENJAMIN C. Gin+ I o OSGOOD,JR. ,0I't ,� / l CIVIL NO.45891 N GRATE 86.64 E / INV OUT 84.09 GJ5T69 _ Q � �O�� a f RIM 84.25 I j INV IN 81.30(DMH1) - / .--94 DMH6 DMHS I / _ INV OUT 81.20 RIM 70.32 RIM 73.84. f / INV IN 67.90(DMH5) INV IN 70.90(CB4) 24' 12^HDPE I f \8 TP5 INV OUT 67.80 INV IN 70.50(DMH4) t% S=3.69% INV IN 70.90(CB3) DMH8 DMH7 INV OUT 70.40 RIM 61.92 RIM 65.79 ! 2.80(DMH6) 1 { f j I CB4 INV IN 56.80(CB6) INV OUT 62.80 t { / .► 90 26'-12"HDPE cb " � GRATE 75.28 \ S=1.65% ;, CB INV IN 56.80(CB5) INV IN 6 INV IN 56.60(DMH7) 46'-12HDPE 0 •� ♦ I INV OUT 71.80 \ ,,; „ RIM 28.85 INV OUT 56.70 S=12.90% I ! f \ \ ,, ' ti • / CB6 l ! { I_ /! ! �w !-.''- -� x gQ.- % SOIL TESTING DATA: GRATE 61.26 INV OUT 57.25 ss r i 1 j GF •" / 1 PERFORMED ON MAY 20, 2016 BY BENJAMIN C OSGOOD,JR. x s8 If CERTIFIED SOIL EVALUATOR NOV. 1995 LIC#SE1818 3'- Q 2 12" g7 p0 HDPE / �p ♦ `•,• ;� . . \.`:. C8 S=1.92% �- S�LL90' 1 I f / WITNESSED BY -" -r CB1 RlM29.13 W J GRATE 87.10 \ TOP ELEV=50.58 ESHGW= - . O l ♦ ) .-w ` 0 `� x INV OUT 84.09 \ 1 ,JW I I�� \ > > ✓ -- _. ,., 66 ` . 1 1s'-12"HDPE , Q TPI z 5=0.74% HDPE 6 ~- s O DEPTH SOIL HORIZON SOIL TEXTURE SOIL COLOR SOIL MOTTLINGz S=7.81% �r DMH1 o BRIM 86.35 Q 0-16" A S L 10 YR 3/2 7 O 82 ' �e . INV IN 83.67.(CB2) L O 1! / 16-48" Bw S L 10 YR 5/8 REF @ 48" Q p O z U) o •7P6 INV IN 83.97(CB1) �+ j - o N O < �0 INV OUT 83.87. . .` ` � , O Q V � GJ 1 Q Q z � CB5 \ / U Q GRATE 61.22 ` �� 4T-12"H '� 0 , ('. z O o INV OUT 5725 �� --. 5=10. 9% �J W Q' \ '�\ ?_say f / C9� `•� • 33'-12"HDPE 1 TOP ELEV=42.21 ESHGW= Q O Q Im d. 5-7.69/o V � z = 1 i TP2 �- w Q -12"H TION TRENC , DMH3 -- Il S=3.68% TOP OF STONE , RIM 81.31 00 O O , C(, DEPTH SOIL HORIZON SOIL TEXTURE SOIL COLOR SOIL MOTTLING cn z ELEV.-67.3 1 t _ INV IN 78.75(DMH2) ^• O W Q " o INV OUT 77.50 1:0 /v 0-36" FILL OVERFLOW S=7.26% Y 84 ! U/ II^ r �. / 36-90* C G S 10 YR 4/4 . REDOX @ 48' m Z / LEV.-67.30 t Sl - - 35'-12"HDPE 1� l / 36 .12"HDPE 10 YR 5/8. �. Q ` SEDIM C � t 76 ( S=7.13% S 6.80% WIDE BY 12 6' �n r 5' LONG 6-DEEP ` 1 'Op.O .� / / , 82 / / f •� ( ' f V =66.50 �1. j ` SILL g4 OQ ' � / _ / � � TOP ELEV=44.34 ESHGW= v T GRADE 1 111 1 1 1 GF f6 ,r ! l ' /� ' TP3 s o 1 1- { \ DEPTH SOIL HORIZON SOIL TEXTURE SOIL COLOR SOIL MOTTLING LEv=ss.5 1� l �,,, ^ ! 1 ! 16 -12"HDPE , • ` - _ ii+ �fI / 0-12" FILL ' 1 - C / / 12-24" OLD A SL 10 YR 3/2 , S=5s0%` -•,•-- -'" DMH4 m Q , , .l- - RIM 78.00 ! 6 / / cg�. / 24-32" Bw S L 10 YR 4/6 ` '• CBT 6 / 32-70 C GLS 2.5 YR 4/4 REDOX @ 42" DMH9 11 �� GRATE 75.28 �-� ��s ` INV O 75.00(DMH3). y 2 INV OUT 74.00 I / 6 / OVERFLOW 10 YR 5/8 I INV OUT 71.80 -""- / 64 r 3a'. INV IN 56.201M 66.00(DMH8) { ,� \`' �` ,,, •••7 �" �,r,,. - t ' ELEV.=32.80 } ) 1 •- __ TOP ELEV=41.67 ESHGW= U ) INV OUT 56.10 ` `� .� STORMTECH - / SC-310 -. -.. ,. .,• / - moo• 2'X10'X 1'DEEP w - INFILTRATION TRENCH I , (TYP.) WEIR -� / .-- SEDIMENT FORBAY TP4 Z j { TOP OF STONE 32.80 t 1 `/ ! '"' i, • - �- ELEV.=47 BTM. ELEV.=32.00 C t I .•• �'' ./ �• r-" -"-•` -W--~"` /• / . '4'WIDE X 12'LONG DEPTH SOIL HORIZON SOIL TEXTURE SOIL COLOR SOIL MOTTLING N m '''x ` f , / I rl..- '' a f �. / / " II' �\ 0-55" FILL 55-70" A 0 70-74" Bw SILL o/ �` ✓✓ .� ^- -- - " .--". 'C 38.00 i / '•'• { + +.., ""'.:.. '� /' ��.• ,'_ .".JQ ,,.,,n•/'""++.+... ..ter �w (""- •'""' , o ` 108'-12"HDPE ... r,, ,• �,,, -- Y ^- $ a 0 z cn S=7.47%5 8--..• � .. ' /r -- co 100'-12'HpPE ) / DMN TOP ELEV=93.36 ESHGW= w z o yI / ..•'^"� �- `r /PITCH DRIVEWAY z m .';:': r- �� -., ``^ '" ✓ ,,''' ! , '1P4 --- p� ! r RlM3f.55 TP5 w O " `• '� -.,. /- / ` INV IN25.35 INV OUT25.25 O o f i / t ovERFLOW DEPTH SOIL HORIZON SOIL TEXTURE SOIL COLOR SOIL MOTTLING w y ,; ` •. TP3r 44 .-.. -. SWALE m - , , ,�:. �,. •, � ='<= •�::: / 0-10" A SL 10 YR 3/2 g O ` 48 r r+ _ = 43 -12"HDPE 10-24" Bw S L 10 YR 4/6 REDOX 28" O C7 .. : - - @ 5=10.27% 24-48" C S REF @ 48" w Z \ ' 48DMH13: z ui RIM 31.02 a a FES1 IN 28.00(DMH10) INV OUT 48.00. 1 M / :INV OUT 27.90m 04 O 38 / 26'-12"HDPE TOP ELEV=85.86 ESHGW= z GARAGE fr / S=3.47% TP6 tY o y DMH14 Fw r :`_•- 1 1 ! r, l �4 RIM 30.64 DEPTH SOIL HORIZON SOIL TEXTURE SOIL COLOR SOIL MOTTLING °' CD o c INV IN 27.00(DMH13) m in i OCS1 I` •' ' / INV IN 23.45(EX DMH) 0-12" A SL 10 YR 3/2 0 0 0 Li GRATE 47.50 �` """ 3 INV OUT 23.35 12-40" Bw SL 10 YR 4/6 REF @ 40" ALL DOCUMENTS PREPARED BY TTI ENVIRONMENTAL y g {:.. i "r THE P O ECT.TTHHEYARE NOT INTENDED OR6"ORIFICE 46.50 34 ARE INUMENTS OF SERVICE INSPECT RE RESENTED i; 7"ORIFICE 45.0 TO BE SUITABLE FOR REUSE BY OWNER OR OTHERS ON 1"ORIFICE 44.60 ) THE EXTENSIONS OF THE PROJECT OR ON ANY OTHER INV OUT 44.00 I DMH10 PROJECT. ANY REUSE WITHOUT WRITTEN VERIFICATION C� OR ADAPTATION BY TTI ENVIRONMENTAL FOR THE -+ RIM 35.75 ' SPECIFIC PURPOSE INTENDED WILL BE AT OWNERS D4gy. INV IN32.50(OCS1) • SOLE RISK AND WITHOUT LIABILITY OR LEGAL RIM 29,31 INV OUT 32.40 EXPOSURE TO TTI ENVIRONMENTAL;AND OWNER SHALL 9 / l/1�V IN21 15 INDEMNIFY AND HOLD HARMLESS TTI ENVIRONMENTAL 1 FROM ALL CLAIMS,DAMAGES,LOSSES AND EXPENSES E .... 1 INV OUT22.O5 I ARISING OUT OF OR RESULTING THEREFROM. � ;:..,:, � �„ . ::.. `' EXISTING• 1 . BUILDING PROJECT 15-1801 FF-2s 65 y DATE 2016-03-17 m / .. : •.... �� IV-12"HDPE NORM S=2.00% DRAWING SCALE 1"=30' ! - -�- CB8 --- f ••� .. - + J< ,••Y i.• '•,d,' • a.• ..t ;,• + •" :,. - ;;�`� �� ' 't' +n 4 GRATE 27.09.. DRAWN BY / 7'-12"HDPE I INV OUT 23.09 �2CPH S=2.00% ' APPROVED BY BCO f CALABRESE. . 0 30' 60' `S S -S SI S { S S S /' DMH S f / s ( CB7 RlMZB.09 w 7---- ,Ir ►� w ---.--1-iv W GRATE 28.06, Q STREETcs 1501 -�- 1 �� ' hi' INV/N20.63 INV OUT 24.0 O7 INVOUT2053 PROP- * : . w _ ................. ..::. .+rrw .1 INV.IN 23.52(CB7).: . a INv.IN 22s7 cas SHEET 6 OF 16 Pat GOP CDP V w . - �. ... • C17 moo 7 "46 for orK Of ft c) 1 co 15 �, lel '' / Ary I ''� r-'.-'"'"'• `"r.�; +r....- — �. ,� may. ��j\` - - - 114. 4 � PROP. ` PROP. FIRE HYDRANT / / J STREET LIGHT (TYP.) i ' '\ 9cy (IYP.) BEMJAAIIH C. Gia bidbo SMH1 / CIVIL RIM 89.70 N .458311 INV OUT 84.72. / 1 t 1 1 SMH3 I / I RIM 84.17 / 1 1 It 11INV IN 79.23 INV OUT 79.13 I- (_� , to PROP. ( \ / ELEC/CATV/TELE (TYP.) ' RIM 75.59' SMH7 't INV IN 69.88 ( I..��r�,-:!( ` / 112'_8"SDR-35 \ �/ RIM 65.52 1 1 INV OUT 69.78 PROP. , , x `lam S=2.00% INV IN 59.58 ( r t f 1"TYPE K COPPER WATER \ ✓ ! INV OUT 59.48 a I �' � � SERVICE W/CORPORATION SMH8 a STOP(TYP.) \ 1 RIM 61.35 57'-8"SDR-35 PROPOSED INV IN 55.20 S=7.57/0 SMH9 8"DUCTILE IRON INV OUT 55.10 .� RIM 59.89 WATER MAIN V INV OUT 53.33 (TYP•) '\ r r , I _ 1\ sp + y //INV IN / 64 -god CAP _ E f N J --.. -- " ., / I. / SMH2 \ W o END Z 50'-8"SDR-35 - RIM INV 86.93 no ' ~ I-- Z Q y 1 82.48 S=10.00% Q INV OUT 82.38 Q J m CD 0 _43'-8"SDR-35 �`� i v •F s y, w p J Q co a-- 88 -8 SDR-35 f ( "+ p / U .� Z 5=1.90% $MH6 RIM 69.79 ✓ "' w,,,,.."- .,.. � Q fA ► � r \ _`. —�� INV IN 63.94 `s / / / . c4 45'-8"SDR-35 V \ / 3 Q $ ' , INV OUT 63.84 L �' / / r 5=7.00% `. / L.L co Q `- ."+� '• , / " �[ 42'-8 SDR-35 / j'' \ W Q z •Y i. , ` �` , S=10.00% - "". -1 SMH4 / / O APPROX. 58'-8"SDR-35 ,_ RIM 80.43: STUBBED / 1 1 - S=10.00% INV IN 74.941...-•-►.,.••'� 1 J / / � � _ LOCATION u' / ELEV.50.03 � 1 STUBBED \ ✓ 1 LOCATION , AY W. ` ' ! SK 5� O. _ t t 1 �` )i F �,,,/ '' ,,,,,,,,... `�ti-+ r.,.r /' •Y" / r " ' �• . ` .( , r - . ' ._ 1 im '--- •-' t SMH t . \ . r nD ° •' R/M3163 t // ✓ r-'"•�• / _ r -'" / / I \ \ 1 S INV/N {` i �. r .. .✓ -_.. �, ,/.!'� /NV OUT coO Zto : -- C7 w J m SMH : ` . r"� ;,. : y s `<'s �Lr / APPROX. V �i s, .- k ..w,.•; 2 2STUBED RlAf !:,` ` ' �` / f..r"'""".. — ,',- •' 0 LOCA TN IOw w 1NV OUT 46.178 . ! w EXIS77NG ` co tq GARAGE �,. SMH °o m �I` RIM29TB o 0 ' .001- I + ALL DOCUMENTS PREPARED BY TTI ENVIRONMENTAL -� n ARE INSTRUMENTS OF SERVICE IN RESPECT OF THE ' �' PROJECT.THEY ARE NOT INTENDED OR REPRESENTED —— TO BE SUITABLE FOR REUSE BY OWNER OR OTHERS ON THE EXTENSIONS OF THE PROJECT OR'ON IWY OTHER PROJECT.ANY REUSE WITHOUT WRITTEN VERIFICATION I OR ADAPTATION BY TTI ENVIRONMENTAL FOR THE �� ,•;'•, I I SPECIFIC PURPOSE INTENDED WILL BEAT OWNERS SOLE RISK AND WITHOUT 1 N ( • LIABILITY EXPOSURE TO TTIENVIRONMENTAL!AND OWNER SHALL 9 NOTE: INDEMNIFY ALL CLAIMS,DAMAGES,LOSSES FENVIRONMENTAL R MS AND EXPENSES ARISING OUT OF OR RESULTING THEREFROM' EXISTING �+ 1. LOCATE END OF EXISTING SEWER AND WATER MAIN,E �" •.. � M aUILo�NG LOCATION AND EXTEND AS REQUIRED. PROJECT 15-1801 Ff=29.85. a NpRM DATE 2016-03-17DRAWING SCALE _ W I m IA. � co � y - .. DRAWN BY CPH ' APPROVED BY BCO ,. 0 30' 60' SMN CJ` S S g / _ g-�---- 5 ,S S s 8 -------S-+�- m RIM 417.60 W W 14' W M' / y' W W W (IY JW W ~`, $ INV IN 41.6& H` �.` ( i /NV OUT41.56 SHEET 7 OF 16 Lu l- C) V 04 Z � � Q o ca co Z '> cgrn ' ,• WLL Q O .. PVI STA=3+60 C PVI ELEV=88.52 Z L IA A.D.=-9.00 O N K=16.6T ' ' p� c � rn 150'VC Z W m L, W co 0) 100 100 H OUTCROP E !CB2 ELEV-94.26 ' GRATE 86.64 INV OUT 84.09 OUTCROP STA 3+70,OFF-11.8'LELEV.•93,83 SUMP 82.09 N OUTCROP 4 RIM 84.25 CB1 ELEt!93.13 U v ---------...._- GRATE 87.10 - �- �; INV IN 81.30(DMH1) +INV OUT 84.09 OUTCROPv ,ZN OF '��' INV OUT 81.20 STA 340,OFF 10.5 R ti STA 3+23.77,OFF 9.0'R SUMP 82.09 ELEV90.70 -� I I i EX/ST/NG �� BENJAMIN C. G I - T _ GRADE ! v OOD,JR OSG 16 LF 12"HDPE 0.74% - -t i >' CIVIL ,o N @ - I - fNO.45891 f' DMI-13 °+° 26 LF 12"HDPE @ 1.65% -- I +S RIM 81.31. N w I PROPOSED 1 c ,��GIST-�� = u1 DMH1 PROPOSED � �► INV IN 78.75(DMH2) v U FINISH GRADE _��OUTCROP FSS/ORAL�h INV OUT 77.50 m m RIM 86.35' GRADE 'j-i ELEV 91,93 ' STA 2+90,OFF 8.T R . INV IN 83.67(CB2) ii Lo- INV IN 83.97(CB1) -- 90 G 90 4 INV OUT 83.87 1.00% STA 3+55.02,OFF 9.0'R _ „{ �D DMI-14 RIM 78.00 33 LF EX/ST/NG INV IN 75.00(DMH3)• 12"HDPE END OF GRADE INV OUT.74.00 @ 7.69%. PROPOSED �• STA 2+57.16,OFF 9.0'R / ' PAVEMENT 112 LF 8"SDR-35 @ 2.00% STA:4+79.01 ELEV:89.71 45 LF 12"HDPE 7.81% 36 LF / 10, CB4 12"HDPE 1 ' GRATE 75.28 @ 6.80% / 00 ! INV OUT 71.80 _STA 2+30,OFF-10.5•L OUTCROP 17 SUMP 69.80 35 LF ELEV 89.38 1 12"HDPE I i C63 @ 7.13% oo GRATE 75.28 }- INV OUT 71.80 STA 2+30,OFF 10.5'R oo< SMHI 80 - I SUMP 69.80 STA 4+74.66,OFF 102'R 80 DMI-16 =24 LF 12"HDPE @ 3.69% i RIM 89.70 Z RIM 70.32 / 16 LF 12"HDPE @ 5:60% INV OUT 84.72 W O W INV IN 67.90(DMH5) I w PROPOSED J z DMH7 INV OUT 67.80 DMI-15 1 SMH2 8"DUCTILE IRON I-- RIM 65.79 STA 1+82.89,OFF 8.9'R RIM 73.84 # STA 3+64.32,OFF 5.0'R WATER MAIN Q O OJ co p INV IN 62.90(DMH6) INV IN 70.90(CB4) RIM 86.93 TRENCH DAMS @ 3 INTERVALS # m INV OUT 62.80 INV IN 70.50(DMH4) i INV IN 82.48 ALONG FULL LENGT OF N O O O STA 1+34.69,OFF 9.3'R l INV IN 70.90(CB3) INV OUT 82.38 MAIN SEWER,DRAT GE AND WATER O Q 0- V c - / INV OUT 70.40 PIPES O YP.)NOT N EDED ON SERVICES OR U Q Z PVI STA=0+85 STA 2+15.13,OFF 8.9'k 45 LF 8"SDR-35 @ 7.00% CATCH BASIN STUB O PVI ELEV=61.02 U w Z w 1 U -- A.D.=+9.00 - - SMI-13 _ Q Q Q m d K=11.11 STA 3+20.55,OFF 2.7'R 100'VC 34 LF °\o RIM 84.17 f W ~ Q 12"HDPE INV IN 79.23 ) O Q o INV OUT 79.13 Q z J @ 7.26% W L.L / 42 LF 8"SDR-35 @ 10.00% 46 LF 12"HDPE @ 12.90% . o + to i `O SMI-14 70 DMH8 U U> STA 2+79.07,OFF 0.3'R 70 RIM 61.92 RIM 80.43 INV IN 56.80(CB5) INV IN 74.94 INV IN 56.80(CB6) ' 000;oo, INV OUT 74.84 M uN� INV IN 56.80(DMH7) INV OUT 56.70 CB6 w STA 0+84.48,OFF 9.0'R 1 0\0 50 LF 8-SDR-35 @ 10.00% GRATE 61.26 04 . INV OUT 57.25 m .m / �. . i STA 0+71.40,OFF-10.5'L N i SUMP 5525 23 LF 12'HDPE @ 1.92% 12 LF 12-HDPE @ 3.68% 0� SMI-15 uj -- ! -.- C65 _ Q�' �� STA 2+29.94;OFF 3.4'R - - -__- --.._..-.-- -- --- - ---- a a m a GRATE 61.22 l / I,y��\° NIM 75.59V N 69 88 ! CL U INV OUT 57.25 / ��p`5 INV OUT 69.78 ' STA 0+71.40,.OFF 10.5,R ,. z SUMP 55.25 rk C� ! START OF PROPOSED / PAVEMENT / STA:-0+01.06 i ELEV:60.16 00%,.. 1 60 sMHs 60 _ STA 1+72.22,OFF 1.7'R i . o RIM 69.79 zr 0 INV IN 63.9+3 ( w p0 INV OUT 63.84 z p '! W � U 43 LF 8"SDR-35 @ 10.00% O w Lu � a 0 IL SMH7 F 8•SQR-35 STA 1+29.38,OFF-0.2'L N Z $8 @ 1.90%0 RIM 65.52 INV IN 59.58 INV OUT 59.4812 0 0 N • SMI-19 SMI-18 57 LF 8"SDR-35 @ 7.57% � ' � � S rn cd Q _ STA-0+16.39,OFF 0.0' o 0 RIM 59.89 STA 0+71.92,OFF 2.T R RIM 61.35 ALL DOCUMENTS PREPARED BY TTI ENVIRONMENTAL U INV IN 53.43Li INV IN 55.2Q ARE INSTRUMENTS OF SERVICE IN RESPECT OF THE TO BE SUITABLE FOR REUSE BY OWNER OR OTHERS ON rs INV OUT 53,33 PROJECT. THEY ARE NOT INTENDED OR REPRESENTED � INV OUT 55.10 . m 50 ! 50 THE EXTENSIONS OF THE PROJECT OR ON ANY OTHER OR ADAPTATION BY TTI ENVIRONMENTAL FOR THE Ri PROJECT. ANY REUSE WITHOUT WRITTEN VERIFICATION (� 1` N N N 0 to. to N SPECIFIC PURPOSE INTENDED WILL BE AT OWNERS Lu N r, t� 0 co Lo CO to O to O O N to SOLE RISK AND WITHOUT LIABILITY OR LEGAL 9 O p r O ^ co ^ I� N 1� <6 N C6 tb of EXPOSURE TO TTI ENVIRONMENTAL;AND OWNER SHALL O C>7 CO co CO to ~ 1` co CO. 0 co INDEMNIFY AND HOLD HARMLESS TTI ENVIRONMENTAL ro FROM ALL CLAIMS,.DAMAGES,LOSSES AND EXPENSES ARISING OUT OF OR RESULTING THEREFROM. c -1+00 0+00 1+00 2+00 3+00 4+00 5+00 6+00 6+50 PROJECT 15-1801 m PROP ROAD A 9+00 DATE 2016-03-17 HORIZONTAL SCALE: 1" 30' DRAWING SCALE H: 1"=30'V: 1"=3' VERTICAL SCALA: 1" 3' HORIZONTAL ORAWNBY cPH O 30 60, APPROVED BY BCO co zo AL 1"-3' VERTICAL: = -s 3.5 0 1 0 W g SHEET 8 OF 16 .. ! ' N ci CD h Z �> co U 0-j Com+ �, a Z W m d 80 I 80 .. ti W M 06 I " rn I 1 OCs, GRATE 47.50 INV IN 0"ORIFICE)44.60 t INV IN(7"ORIFICE)45.70 INV IN(6"ORIFICE)46.50 1%OF 4'•A ` U .00 INV OUT 44 �4e DMI-19PROPOp �' INV IN 56 2RIM 66.00 0 DMH8 GRADE U� BEILlAEAItV C. INV ouT 56.,0 70 50 50 0 MOOD,.1�.: 70 I NO.45881 � DMI-18 RIM 61.92 �/ ._ NAI. INV IN 56.80(C65) INV IN 56.80(CB6) / /ST/NG INV IN 56.80(DMH7) ` / GRADE INV OUT 56.70 `. EX/ST/NG PROPOSED STA 0+84.48,OFF 9.0'R PROPOSED ""J GRADE MAINTENANCE GRADE ROAD 3 S ) DMH 12 ,/� �•.... RIM 36.00 INV IN 32.30 0(OC 1 _ INV OUT 32.40 I i i 60 40_ '° - 40 60 I W, '^OUTCROP' � v, Z W Ill •�,a l l � u.! � . z ti. 143 LF 12•HDPE @0u .35/0 DMH13 _J ( Q o O O (!) RIM 31.02 rn C'4 �/ : " O a0 i .00(DMH12) O o - L _ _ - - - - -- -- --- - ---- - - - --- - 27.90 ----- - Qo� - — ---- --- . .._ INV T ouQ U � — Uz Z j DMH14 � � W � p u t RIM 3064 W w to INV IN 27.00(DMH13)\ INV IN 23.45(EX.DMH) � Q ¢ m Q 700, INV OUT 23.35 ��N/ z s tipA� ` Q Z MW (� TRENCH DAMS @ 30'INTERVALS 10 "!,<• \ Q ALONG FULL LENGTH OF 50 MAIN DRAINAGE PIPES(TYP.)NOT .50 30 I �y 30 r NEEDED ON SERVICES OR CATCH BASIN STUBS TRENCH DAMS @ 30'INTERVALS ALONG FULL LENGTH OF O`�� ' DRAINAGE PIPES(1YP.)NOT /-INSTALLDMH14 MAIN NEEDED ON SERVICES OR , , OVER EXISTING , 12"RC PFES1 CATCH BASIN STUBS VERIFYING ELEVATION PRIOR TO INSTALLATION INV 48.00 TI I ON • Li 26 LF 12"HDPE @ 3.47% o EXISTING SEWER U U m a I I • 40 20 20 . 40 � N � � � � � M r. o Ci 77pyo pyo c+� M E � � CO co � �Oco lM � d .a MM ~2 z O Z _ + + 1+00 2+00 3+00 ..3+50 0+50 0+00 1+00 2+00 2+50 0 50 0 00 Q DMI-18 TO FES1 5+00 OCS1 TO DMH12 4+00 0ul HORIZONTAL SCALE: 1" = 30' HORIZONTAL SCALE: 1" = 30' W b VERTICAL SCALE: 1" = 3 VERTICAL SCALE: 1" = 3' 04 Z CC) t0 ALL DOCUMENTS PREPARED BY TTI ENVIRONMENTAL ARE INSTRUMENTS OF SERVICE IN RESPECT OF THE PROJECT.THEY ARE NOT INTENDED OR REPRESENTED TO BE SUITABLE FOR REUSE BY OWNER OR OTHERS ON cn THE EXTENSIONS OF THE PROJECTOR ON ANY OTHER _ PROJECT.ANY REUSE WITHOUT WRITTEN VERIFICATION OR ADAPTATION BY TTI ENVIRONMENTAL FOR THE OTE SPECIFIC PURPOSE INTENDEQ WILL BE AT OWNERS SOLE RISK AND WITHOUT LIABILITY OR LEGAL w EXPOSURE TO TTI ENVIRONMENTAL AND OWNER SHALL 9 INDEMNIFY AND HOLD HARMLESS TTI ENVIRONMENTAL THE LOCATIONS OF EXISTING UNDERGROUND UTILITIES ARE SHOWN IN M c MS DAMAGES LOSSES AND EXPENSES OAR N OUT OF OR RESULTING THEREFROM. AN APPROXIMATE WAY ONLY AND HAVE NOT BEEN INDEPENDENTLY • VERIFIED.THE CONTRACTOR SHALL DETERMINE THE EXACT LOCATION PROJECT , 15-1801 a OF ALL EXISTING UTILITIES BEFORE COMMENCING WORK. . DATE - ' 2016-03-17 DRAWING SCALE H: 17=30'V: 1"=3', HORIZONTAL DRAWN BY CPH 0 30' 60' APPROVED BY BCO ; Z VERTICAL:1"=3' 5 3 0 2 I SHEET 9 OF. 16 NOTES: FINISH 1. ALL SECTIONS SHALL BE DESIGNED PAVED AREA LANDSCAPED AREA YV `" GRADE (2)-3 FLANGE CATCH FOR H-20 LOADING: h Z rn BASIN INLET GRATE SEE APPLICABLE ai SEE NOTE 4 2. PROVIDE"V"KNOCKOUTS FOR PIPES 24"x24"TRASH GRATE(GALV. PAVEMENT SECTIONS F Q o m v 12" 47.50 STEEL OR APPROVED ><., t` N � COMMON ALUCO WITH 2 MAX.CLEARANCE TO OUTSIDE T Z > co c co .. COMPAC ED GRANULAR FILL ORDINARY BORROW :: :•, OF PIPE. MORTAR ALL PIPE AL)FA W rn 6 Q L` EQUAL) STEN TO CONCRETE SIDEWALLS SAWCUT DEPTH AND SURFACE c v m CONNECTIONS. WITH HILTI ANCHORS VARIES TREATMENT VARIES p rn *• "' 8" - 3. JOINT SFr4LANT BETWEEN PRECAST OPENINGS , ,, 1 a � 01) rn ,. (MIN.) SECTIONS SHALL BE PREFORMED //Q1 ° \/�\! \!/ Z w m v UTYL RUBBER. \ -F� T °° Cg ° � tW 00 TRENCH A '``' 4. DRAIN MANHOLE FRAME AND COVER '- ' /\ O o j� WARNING TAPE , WIDTH VARIES •': ' :_ SHALL BE SET IN FULL MORTAR BED. 00 ° �-- eo ° � ADJUST TO GRADE WITH CLAY BRICK `"' R , e ,� RISER SECTION(S) '.':;° n• AND MORTAR 2 BRICK COURSES (SEE ° //\ w t,.•• :4•i.:,•r A.• �< °cb �' o$° ///\ AS REQ'D TRASH GRATE(GALV. TYPICALLY, 5'BRICK COURSES . ,: NOTE 3)�/\ ° o e o ° ° %\� Q o - ':'' v��\ \\� STEEL OR APPROVED . , p \ \ > �\ b e ° // 6"ORIFICE EQUAL FASTEN TO '.... MAXIMUM) �_ j ..... a�:. ::.. b-ts'cg':/� _ ° °o 6 ORIFICE ) ::f` 6 ORIFICE `' \ /\ / INV=46.50 CONCRETE SIDEWALLS r.. p ///^\ p° a::.♦y.� .° o,-�:. /\, a / , WITH HILTI ANCHORS ` Lu \ o a w .�\/. ° o �\\. 6R INV=46.50 '' C7 \ �o '• /� A \ ��\ 0 a ° ° ° /�\ 12 A 3"x3"OPENINGS :: _ in ¢ y� :cf:�a° „.:aa`9 - m HAND TAMPED �: - // 7"ORIFICE :.: 7"ORIFICE a .•, a a �Q`�'.o, � \\ HAUNCHING :4 d . :: /\\� t SEE NOTE 2 m w \a o•: / :II. 1b . •• INV=45.70 INV=45.70 a Q \ A` '` /\� �\ a ° \/```< . 'OUTLET a p j\\ _ :'Q, :a D,;:,;. �� s \\/\ � . o \ \\/ " BI:NJA1411i�C. uc? ��•/// ° e ° /\��, 1 ORIFICE :� `: --- 1 ORIFICE 04GOOD,JR. N ° e °° o° \/�/ ANTI-SEEP INV-44.60 12" INV-44:60 " Civil \ \ Y:.:. 6 (MIN.) COMPACTED '' N0.45891 ;. .. ° / f COLLAR t` PIPE IN.=44.00 C D P ° o /\� A �:... 12" BEDDING ° /// r. 60"(MIN.) ----- :.*; Y r' COMPACTEDcp ��GIST��`4 ' (MIN.) .: oO � ° � =•'�' : BOTTOM OF POND=43.00 , , SUBGRADE NOTES:12" SEE COMPACTED GRAVEL �S�o►+� � MONOLITHIC :J:?• P � ') NOTE3 ';.•:'. COMPACTED SUBGRADE 1. WHERE UTILITY TRENCHES ARE CONSTRUCTED THROUGH DETENTION BASIN BASE SECTION - °:.•..� .•: •;:.•,.•.�....:-;:•••.�:,:..:•,,::,': ,.-,.•.,:,r...� `' �'a f' 't.:%::; BERMS OR OTHER SUCH SPECIAL SECTIONS PLACE TRENCH BACKFILL WITH PLAN VIEW �: :...�.::':�.... _•`• _ `:• :. ELEVATION A-A ' a �� ; .. ,,, `a'-'v s= x �:.r± .• T - A: MATERIALS SIMILAR TO THE SPECIAL SECTION REQUIREMENTS. •.: •, >� -.:� : '< <' .�v_y� -;tip >• ea:�rre N.T.S. `;dr'j�'�►l:j" trStt�„lrli�'*- '�Y'1?'�`��.� •-}�v'4�:'�'ti,� '�tt ,•.' N .,3S:C)h•' .�...'�'¢a.qy_,p''=h �c �`,si-``sF.W`,=<'.'�.::J+/�' :1°;;a{�ia1,:'^°�e''�°' r..,.•:'�. ;;, - - .:.,k..._�ro�a...b;t ; �i.,�9�,.?r�'s.. `ic�e�.' :'Ks;�i. •:�.:�„ •:. ;� :. ,_ .� -`�.� �<Q:..: 2. USE METALLIC TRACTNGWARNING TAPE OVERALL PIPES. PAVED AREA LANDSCAPED AREA _ SEE APPLICABLE 3. FOR HDPE PIPE, DIMENSION IS 24 INCHES. PAVEMENT SECTIONS TRENCH A OUTLET CONTROL STRUCTURE (OCS-1/POND 1 UTILITY TRENCH WIDTH VARIES NOT TO SCALE NOT TO SCALE SAWCUT I ; ° o o e Ctt ° j\` \/\ \ o ° \ OUTLET 16'-0" /j\/ :CONTROL 89_011 EV 47 50 COMPACTED - �5° /\� N STRUCTURE WIER EL GRANULAR FILL \ e O w (OCS-1) TOP OF BERM w 0 100 YEAR STORM GRATE 47.50 ELEV.48.00 COMMON FILO \/�\ ° e o o°° > 3 _ ORDINARY BORROW \\//\ a o m o /,�// _ -1 1 HIGH WATER-47.59 z /\ ° \ 25 YEAR STORM 3 LLI o Z o a ° °. ///\%%\i w HIGH WATER=47.16 0. o a \ i -4 d e .'d •� ° •12" HDPE INLET PIPE 10 YEAR STORM - ~ Q a �- - OJ p r• Q m r, HIGH WATER-46.65 ANTI-SEEP COLLAR 3 °' � O V 2 YEAR STORM -� 1 I- 6 � _ p Z FROM CLOSED DRAINAGE SYSTEM _ Q a OU � _ a s �. . ~ FES-1 I =45.97 4"x18"GRANITE CURB V W O HIGH WATER =45.97. CL p I : a °, . : .°I 4' INV.OUT 48.00 V w it _ Z 0 co a INV.AUT 44.00 12 "HDPE pUTL cf) Q / ET PIPE 6"INV. cn Z cn i\ ELEV. 46.50 m Q ANTI-SEEP COLLAR 12" SEDIMENT FOREBAY ELEV.46.50 - CLASS OR B N ONITE ELIEV. 45.70 COMPACTED CLAY SUBGRADE BOTTOM OF DETENTION POND ELEV.43.00 SECTION A-A 1"INV. TO DMH 12 ELEV. 44.60 CROSS SECTION DETENTION POND 1 ANTls-!LEEP COLLAR 3 NOT TO SCALE NOT E 4 FES X Y Z STONE X NOTES: NOTES: NO. DIA.(D50) 1,2 36" 36" 3" 6-8" .' 1. ALL SECTIONS SHALL BE 1. ALL SECTIONS SHALL BE DESIGNED 0. DESIGNED FOR HS-20 FOR HS-20 LOADING. 3 36" 48" 3" 8-10" (� l J LOADING. 8" 24"DIA. 2, COPOLYMER MANHOLE STEPS SHALL a a 9 12" tr (MIN.) .••. • B ST PIPE ACCESS E INSTALLED AT 12"O.C. FOR THE m Z (1 ?: 2. PROVIDE"V" KNOCKOUTS . DIA' L J FOR PIPES WITH 2"MAX. `. '' ' '' FULL DEPTH OF THE STRUCTURE. W ALTERNATE ECCENTRIC CONE SECTION A D---- APPROX. LIMITS A $" 24"SQUARE CLEARANCE'TO OUTSIDE OF 1 " i " ? PIPE. MORTAR ALL PIPE 1--- 48 DIA. (MIN.) --•-t 3. PROVIDE V"KNOCKOUTS FOR PIPES L - p OF ENERGY J (MIN.) OPENING(TYP.) CONNECTIONS. 12 i _i�i_ WITH 2"MAX. CLEARANCE TO OUTSIDE DISSIPATION :. OF PIPE. MORTAR ALL PIPE -- BOWL .,.. . ... 3. JOINT SEALANT BETWEEN ALTERNATE TOP SLAB CONNECTIO NS. 1 1 PRECAST SECTIONS SHALL SAFETY BAR(S)DRILL AND 12 t " 48"DIA.(MIN.) -yy t BE PREFORMED BUTYL24" DIA. 4. JOINT SEALANT BETWEEN PRECAST � MORTAR HORIZONTALLY N0.6 ( -�- "� FINISH ACCESS SECTIONS SHALL BE PREFORMED REBAR EQUALLY SPACED RUBBER: GRADE FINISH ALTERNATE TOP SLAB 8" --- 8" BUTYL RUBBER. z 18"-. 1 BAR " 4. CATCH BASIN FRAME AND 8" 24 8 SEE NOTE 5 5. CATCH BASIN FRAME AND GRATE w v' GRADE. g 304-2 BARS I PLAN I � � GRATE SHALL BE SET IN -�=' �:. �, FULL MORTAR BED.ADJUST SHALL BE SET IN FULL MORTAR BED. o 36"-2 BARS PRECAST OR HDPE APRON EDGE TO SEE NOTE 4 ADJUST TO GRADE WITH CLAY BRICK 111 Q 48"-3 BARS FLARED END SECTION BE SET LEVEL TO GRADE WITH CLAY BRICK AND MORTAR(2 BRICK °' AND MORTAR(2 BRICK COURSES o B NOTE: I I WITH FLARED COURSES TYPICALLY, CONCENTRIC K 5 TYPICALLY 5 BRICK COURSES SAFETY BARS SLOPE 1:1 MAXIMUM I END INVERT : .'` CONE SECTION ' *'. MAXIMUM). .ELEVATION P. � CONCENTRIC •�� BRICK COURSES MAXIMUM). � . w � TO BE OMITTED ( I (TYP.) CONE SECTION ' .. SEE ALTERNATIVE w WHERE I i ,• TOP SLAB STEPS I a INDICATED ON I-_ 4, 4, _ (SEE ALTERNATIVE SEE NOTE 3 SEE NOTE 2 SEE NOTE 4 ' PLANS. I TOP SLAB) . N e- Z STONE FOR SHELF TO BE y�______ - I I PIPE ENDS ( 4$"DIA:(MIN.) OUTLET DIA. RISER a` CONCRETE FORMEDQ0 co g r 1 12" I TOPSOIL ° . HOOD _ VARIES SECTION(S) 48" DIA. (MIN.) AT A SLOPE OF 1" N �u ------ _- - _- Z RISER SECTION(S) PER FOOT. a - AS REQUIRED t=------ i DIA. OUTLET o o AS REQUIRED INVERT �---_--- ALL DOCUMENTSPREPARED BYTTIENVIRONMENTAL a VARIES ARE INSTRUMENTS OF SERVICE IN RESPECT OF THE �' n �- PROJECT.THEY ARE NOT INTENDED OR REPRESENTED u� "V"KNOCKOUTS WI TO BE SUITABLE FOR REUSE BY OWNER OR OTHERS ON w ENERGY DISSIPATION BOWL MONOLITHIC DIA. THE EXTENSIONS OF THE PROJECT OR ON ANY OTHER rr< ^ •°: MORTAR CONNECTION t, ' `:' :n PROJECT. ANY REUSE WITHOUT WRITTEN VERIFICATION a FILTER FABRIC BASE SECTION ,,-,.- i r. ;.; VARIES g Z ..� , OR ADAPTATION BY TTI ENVIRONMENTAL FOR THE E MARAFI NON-WOVEN' :.'' - SEE NOTE 2 12„ ` ! ~+�.,-• ----- SPECIFIC PURPOSE INTENDED WILL BE AT OWNERS COMPACTED SUBGRADE 6" OR EQUAL 1 .• .- " SOLE RISK AND WITHOUT LIABILITY OR LEGAL • MONOLITHIC COMPACTED (TYP.) 12 EXPOSURE To Tn ENVIRONMENTAL;AND OWNER SHALL CRUSHED STONE BASE SECTION " :• . (TYP.) ' GRAVEL .. �: SEENOTE3 INDEMNIFY AND HOLD HARMLESS TTI ENVIRONMENTAL SECTION A-A 12 „:o:.:�;o•.. o..." ° :.o: "... :. ........e.. FROM ALL CLAIMS,DAMAGES,LOSSES AND EXPENSES BEDDING (2 STONE SIZE) .+ � '.. °-; z""' .•�.::(� .`&:,, ARISING OUT OF OR RESULTING THEREFROM. (-I•�,P) COMPACTED .: `� .. .. SUBGRADE o::+ ° PROJECT 15-1801 CEMENT CONCRETE INVERT . �.::09::• . -?�-� : ;re::;• ..,� DATE 016-03-17 °: COMPACTED GRAVEL °,� a , COMPACTEDS GRADE 12" UB DRAWING SCALE N.T.S. (TYP.) z FLARED END SECTION FES WITH STONE PROTECTION CATCH BASIN CB WITH HOOD DRAIN MANHOLE DMH DRAWN BY JRA 4 5 NOT TO SCALE NOT TO SCALE NOT TO SCALE APPROVED BY BCO 0 - ("i"S 6 0 0 1 SHEET 10 OF 16 i HARDWOOD STAKES p , N OR DEADMAN(TYP.) Zcn CD J d o m TREE PIT - m o HARDWOOD STAKES «,. _ •= rn Q OR DEADMAN (TYP.) W 0 �?o LL �IOO m ROOTBALL m iV Z TREE PIT 0 ai CO a rn 04 D GUY WIRE INCH DIAMETER BLACKc.c rn S 0 rn REINFORCED RUBBER HOE ROOTBALL w �° v (ABOVE FIRST BRANCH) Y q• Z m do 2'-6" + GU WIRE W M TYPICAL SIGN ._ PLAN / R7-2B1 THREE STRANDS OF#10 GAUGE ~ TWISTED GALVANIZED LVANIZ D STEEL WIRE 2'-6" 1/2" INCH DIAMETER 2'X 2".X 8' HARDWOOD STAKE PLAN BLACK REINFORCED (3 STAKES PER TREE) RUBBER HOSE /CURB LINE f THREE STRANDS OF#10 GAUGE CNI Lu STOP . TWISTED GALVANIZED STEEL WIRE z Z o TREE SHALL BE SET 4' nJ. a o PLUMB,AFTER SETTLEMENT �� btq�s�c LLJ o UJ TRUNK FLARE SHALL BE SET 2" �° BENJAMIN C. 9G�� CO TRUNK FLARE SHALL BE SET <- o OSGOOD,JR.. -t GROUND SURFACE 2"ABOVE THE ESTABLISHED ABOVE THE ESTABLISHED U CIVIL ° R1-1 (STOP) FINISHED GRADE FINISHED GRADE No.45891 oSIGN POST 3'MULCH CIRCLE �gC►€TE��Q �� (1.75 x1.75 ) 40 MILL.POLY ' " �Sh?h1A P�� BARRIER 12 LONGI 3 PINE BARK MULCH, " : - .,, _ •-�•� �••�- 12" � �� 3 PINE BARK MULCH DO NOT J CENTERED ON DO NOT PLACE MULCH PLACE MULCH WITHIN 3"OF TRUNK v0 q TREE TRUNK. WITHIN 3"OF TRUNK O o DEAD SLOPE TO FORM 3"HIGH SAUCER z ° o SIDEWALK: i CURB LINE s o END i SLOPE TO FORM 3" 2"x2"HARDWOOD STAKE OR o + " HIGH SAUCER , DEADMAN (3 STAKE PER TREE) o i 3. CUBIC YARD LOAM 6'y TIGHTEN AS SHOWN e g ,Inv( I,Z.I — Tv 6'(TYP.) --�� ° 17 I `0 W14-1 (DEAD END) - NOTES: o PLANT BACKFILL MIXTURE o N ° =� ! _ I UNITE AND CUT AWAY BURLAP 1. TWELVE INCH 12" LINES SHALL BE APPLIED IN ONE APPLICATION, �/y \/ v o 12" I �._.._.. ( ) \\/ s \/ oj -1 I_.__ ;jJt: FROM 3 OF ROOTBALL(MIN); -1! UNITE AND CUT AWAY BURLAP NO COMBINATION OF LINES(TWO-6 INCH LINES)WILL BE o I j _ ,j j j J t = _ I _ 1 ACCEPTED. �j� ' \��i o = I = l _ - , ! -j; i _�. IF SYNTHETIC WRAP IS USED, j;.-I j.._ _ a _ j=- FROM 3 OF ROOTBALL(MIN); y'�/ o \\� o ANCHOR SLEEVE -Tj REMOVE COMPLETELY _=i. L_=I I E-�I IF SYNTHETIC WRAP IS USED, \ o (2.25"1:225") oo I 'I;=I j j=) j: ,j �_j j I=I f I- '' REMOVE COMPLETELY 2. LONGITUDINAL CROSSWALK LINES TO BE PARALLEL TO CURB y\\� o o ! SIT ROOTBALL ON EXISTING LINE. a / o j 1' UNDISTURBED SOIL OR ON SIT ROOTBALL ON EXISTING \ \ SIGNPOST ANCHOR UNDISTURBED SOIL OR ON 3. ALL LONGITUDINAL CROSSWALK LINES TO BE THE SAME LENGTH I COMPACTED SUBGRADE AND PROPERLY ALIGNED. (2.0"x2.0") COMPACTED SUBGRADE W EARTH INSITU i HOLE-THEE TIMES ROOTBALL DIAMETER HOLE-THREE TIMES ROOTBALL DIAMETER 4. CROSS WALK SIDE SLOPE SHALL NOT EXCEED 1.5%. HOLE DIAMETER 7/16" + WITH SLOPED SIDES WITH SLOPED SIDES z ?�L�WALK SIGN POST DETAIL TREE PLANTING FOR 2 CALIPER 12' TALL TREES A EVERGREEN TREE PLANTING W LO 0v, U) 0 NOT TO SCALE NOT TO SCALE NOT TO SCALE J Q o OJ m p o � N Q O < Q EL O a. 5' Q Q W Q Z TOP SET FLUSH WITH i SEE LAYOUT& FINISH GRADE 4' 4.5' -- 12' 12' 4.5' 4' SEE LAYOUT 8� .� 0 FINISH GRADE MATERIALS PLAN MATERIALS PLAN (� : � Z O 0 1.5% (t 0.5%.) w �1 Q W = pip a. .p. •� o ;°v { 1 Z MONUMENT TO BE SET ON THE . a BACKFILL TO BE .,� '.::..;Q :$:44" r Q .: N rY.. m EXTERIOR STREET LINE AT ALL :. i. ,..,,,,.: n .. .: ,;, i i D ":•x v:o °, o + �'�:.0. " " " " COMPACTED BANK GRAVEL :_ :<^,.a.; a °:. a... a �a... 1/4"/FT MIN. 1/4 /FT. MIN. 1/4 /FT. MIN. 1/4 /FT. MIN. ANGLE 7\v,\ \ \ \ \\� POINTS,ALL DIRECTION OF 6"X 6"X 4'GRANITE BOUND °` i /\ CURVATURE /.\ \ . 'a TOP TO BE HAMMER DRESSED \ ' CHANGES,AND ALL STREET •. •. 8"COMPACTED GRAVEL . :.. : TO A 6"X 6"SQUARE AREA. INTERSECTIONS. ; :; (1 1/2"MAX:STONE Sl A "X 2"DEEP HOLE SHALL BE 1 1/2"CLASS I BIT CONC. PAVEMENT,TYPE I-1 -WEARING COURSE LIMIT OF EXCAVATION PLACED IN THE CENTER OF BITUMINOUS CONCRETE PAVEMENT GRASS STRIP 1 ; ` 'L THE TOP OF EACH MONUMENT. 1 1/2"'BINDER COURSE (TYP.) 2 1/2"CLASS I BIT. CONC.PAVEMENT,TYPE i-1 -BINDER COURSE •'. 1"SURFACE COURSE 6 LOAM&SEED B E E U 4"COMPACTED DENSE GRADES CRUSHED STONE FOR BBACE M2.01.7 y ,.. . O RAD W COMPACTED SUBGRADE o COMPACTED SUBBASE M 1.030 TYPE C a COMPACTED SUBGRADE TYPICAL SIDEWALK SECTION �aq�LEBOUND TYPICALROADWAY CROSS SECTIONE NOT TO SCALE v NOT TO SCALE a a . j 0 . L) m 17 TO 19 11 6" Q � App /tib VERTICAL GRANITE CURB o oSc�Q� �c'�' 12� PROPOSED BIT. CONC. R=4" R=3" �' 0 Iv TREATMENT PAVEMENT " VARIES 6 0 2' �T' 2' �1- 2' c�i iso K C 3" (MIN.) � � � o TAC OAT cr 6 w w i SLOPE VARIES � CONTROLLED LOW-STRENGTH W a MATERIAL IF CURB IS PLACED SECTION 80 2' MIN: / AFTER BINDER COURSE N °z ( ) o p, 41\°QAco o 0 o° TRANSITION BLOCK GRANITE CURB INLET BLOCK TRANSITION BLOCK o o �j `! P` i / • o o a.o CURB INLET ALL DOCUMENTS PREPARED BY TTI ENVIRONMENTAL' IL I / J`i �r\ •(�• •• a p : '" , �;,q`< ❑❑❑❑❑❑❑❑ ARE INSTRUMENTS OF SERVICE IN RESPECT OF THE ©.gip '•�'Qs ``.�:.'¢ 00111111000 PROJECT. THEY ARE NOT INTENDED OR REPRESENTED w wpJ \ ti ... .. ...'4:, •> a o d'.: °p` ❑❑❑❑❑❑❑❑ TO BE SUITABLE FOR REUSE BY OWNER OR OTHERS ON THE EXTENSIONS OF THE PROJECT OR ON ANY OTHER p �::.°.� •'O 0130❑❑❑❑0 PROJECT. ANY REUSE WITHOUT WRITTEN VERIFICATION 1"LIP �o �\ .o.Q:., a-¢ tl [� `�l ` j �/ o : . :o.: O. : - -�iJ' 011110013❑❑ OR ADAPTATION BY TTI ENVIRONMENTAL FOR THE E �A O /// , p n' O,.a.,-n 00000000 " " SPECIFIC PURPOSE INTENDED WILL BEAT OWNERS (MAX.) r 24 X24 CAST IRON SOLE RISK AND WITHOUT LIABILITY OR LEGAL 5 �W. :. 1100❑❑❑❑❑ Z Q�� \ \ d'• o O o Q \\%\\/ \\/\\/\\ \\�/\\ CATCH BASIN FRAME EXPOSURE TO TTI ENVIRONMENTAL;AND OWNER SHALL A•;.'p;;p \ \�/\ \ \ �/\ � 00110❑000 INDEMNIFY AND HOLD HARMLESS TTI ENVIRONMENTAL / FROM ALL CLAIMS,DAMAGES,LOSSES AND EXPENSES v GRANITE CURB RETURN \\RADIUS X \ \\�� -x/-x\C\ \ PLAN VIEW ARISING OUT OF OR RESULTING THEREFROM. Jc� {\\\ i �\�\// COMPACTED PROJECT 1 rJ-18O1 (TYP.) \\, ,\\�\\\\,\ ,\ .\,E\\\ \\,\\fi SUBGRADE NOTE: 6" COMPACTED GRANITE CURB INLET BLOCK AND TRANSITION DATE 2016-03-17 6"VERTICAL GRANITE CURB 6" (MIN) 6" GRAVEL BASE BLOCKS SHALL BE INSTALLED AT EACH CATCH BASIN. DRAWING SCALE N.T.S. (SEE DETAIL-THIS SHEET) N TYPICAL DRIVEWAY ENTRANCE W/ SIDEWALK 7 VERTICAL`GRANITE.CURB \/r--Cl 8 VERTICAL GRANITE CURB INLET DRAWN BY SRA 6 NOT TO SCALE NOT TO SCALE APPROVED BY BCO NOT TO SCALE (Z 0"'S o 6 0 0 2 SHEET 11 OF ''16 (VARIES) 4't 10't N (VARIES) (VARIES) Z c m �tti Z > ci � rn c PROPOSED W 0 QLL HOUSEQ . Z c g e EVERGREEN CHAIN LINK O � a N in TREE FENCE rn c rn • c � rn R Zwm � ti W Mco � I . OUTCROP 1 N r EXISTING (CLIFF) T MU • LC H CIRCLE I GRADE , 5, t�k OF NA • i II I _ � s�°y� • , BENJAMIN C. =I o OSGOOD,JR. CIVIL UCIVIL � • (III � ' N0.45891 IAL i ' EX' CROSS SECTION - EVERGREEN TREE PLANTING HOUSE SCALE:1"=2' TIE WIRES - - - - ----- - — — x v le I,/ A Z' TOPRAtL - - -- -- -- i 2"DIAMOND MESH FABRIC SELVAGE OF FABRIC KNUCKLEDOP&BOTTOM CROSS SECTION - T BO M • SCALE:NOT TO SCALE , BOTTOM RAIL / IMPERVIOUS FILL W / \\, �� \X/ �\\,�//\/\,/ MIN. 12"THINK CAP z CD j z. j (� . . pCD ELEVATION4. APPROXIMATE Q o o J C/) o o EXCAVATION a, N Q O LIMIT a o a TOP RAIL U a a W z o GEOSYNTHETIC 0 v FENCE FABRIC y: V w Z co REINFORCEMENT .�:w.;�.: MODULAR Q p Ll.l Q m CL CORNER, END CONCRETE �, _ r FACING UNITS w OR LINE POSTS _ Q o � z FREE DRAINING W M MATERIAL BOTTO ;.: 1"WASH RAIL FINISH GRADE I M M UNDERDRAIN CONCRETE FOOTING (SLOPE TO DRAIN) 8'-0"O.C. (3000 PSO-TYPE 1) N 6" LEVELING PAD a 2-5/$"GALVANIZED 611 N8" CARRIAGE BOLTS W • PER POST PER RAIL 10"DIA. @LINE POSTS COMPACTED II II II OR 1'-4 @CORNER SECTION NOTE: SUBGRADE II II II PULL OR END POSTS 1., DETAIL PROVIDED FOR GENERAL INFORMATION v v .NOTE: ONLY. STAMPED FINAL DESIGN OF MODULAR WALL SYSTEM TO BE PROVIDED BY WALL (_ BUTT JOINT(TYP.) 1. GATES AND HARDWARE TO BE AS PER MANUFACTURER'S MANUFACTURER BASED ON GEOTECHNICAL SPECIFICATION: SUBMIT MANUFACTURER'S LITERATURE FOR APPROVAL. ENGINEERS RECOMMENDATIONS. o PLAN VIEW CHAIN LINK-FENCE UP TO 6' nfflLLAR RETAINING WALL d _ " NOT TO SCALE T 2-5/8 GALVANIZED CARRIAGE BOLTS PER POST PER RAIL NOTES: w 12 z g 411 1'-4" 3'-8" 1. THE MAXIMUM ALLOWABLE SIDEWALK AND CURB RAMP QJ Z 0.2" w S CROSS SLOPES SHALL BE 1.5(1 MIN.). 0.4 /° z o CD ch w 2. THE MAXIMUM ALLOWABLE SLOPE OF ACCESSIBLE ROUTE , \ 04 Lu I �s`ol0� EXCLUDING CURB RAMPS SHALL BE 5%. ��Y �, v o " " I'o�o� 3. THE MAXIMUM ALLOWABLE SLOPE OF ACCESSIBLE ROUTE \ 0.9" w 6 x8 WOOD o E 70' Lu w — = POSTS @ i r�� J Sr�,OPE4'p' s�pFGL 4,, CURB RAMPS SHALL BE 7.5%: ® a 4'-0"O.C. I p5 9��f- i \ HEIGHT AND DIAMETER 4. A MINIMUM OF 3 FEET CLEAR SHALL BE MAINTAINED AT ANY 01 o •So�`s�pp PERMANENT OBSTACLE IN ACCESSIBLE ROUTE(I.E., � OF TRUNCATED DOMES 2 co 4"x10" " TE �'Q/- �� HYDRANTS, UTILITY POLES,TREE WELLS, SIGNS, ETC.). USED IN ADAAG o 0 0 I `' DETECTABLE WARNING. 04 WOOD RAIL OF O� \ I .I �� Vg - 2% \ 5. CURB TREATMENT VARIES,SEE PLANS FOR CURB TYPE. 12 TRIANGULAR PATTERN c 6. RAMP,CURB,AND ADJACENT PAVEMENTS SHALL BE 2.35" ALL DOCUMENTS PREPARED BY TTI ENVIRONMENTAL r / P : y ARE INSTRUMENTS OF SERVICE IN RESPECT OF THE $� Ea �0�0�/O �,�j�� GRADED TO PREVENT PONDING. \ �jc� PROJECT. THEY ARE NOT INTENDED OR REPRESENTED PS 00 p�OO �' �So TO BE SUITABLE FOR REUSE BY OWNER OR OTHERS ON �> OO THE EXTENSIONS OF THE PROJECT OR ON ANY OTHER w I I ppOOp� 7. TYPICAL SIDEWALK SECTION FOR RAMP SECTION — PROJECT.ANY REUSE WITHOUT WRITTEN VERIFICATION . CURB CONSTRUCTION. ►D ,._ R ADAPTATION BY TTI ENVIRONMENTAL FOR THE E SEE NOTE 9 CO SPECIFIC PURPOSE INTENDED WILL BEAT OWNERS SOLE RISK AND WITHOUT LIABILITY OIi LEGAL 8. WHERE ACCESSIBLE ROUTES ARE LESS THAN 5'IN WIDTH / N _ EXPOSURE TO TTI ENVIRONMENTAL:AND OWNER SHALL FINISHED '�! s��` INDEMNIFY AND HOLD HARMLESS TTI ENVIRONMENTAL T�'� '� (EXCLUDING CURBING)A 5'x 5 PASSING AREA SHALL BE C�9,) FROM ALL CLAIMS,DAMAGES,LOSSES AND EXPENSES a SURFACE I I GJQO PROVIDED AT INTERVALS NOT TO EXCEED 20.0 FEET. ARISING OUT of OR RESULTING THEREFROM. 1/4"LIP(MAX.) — JQ \ 2'X 4 DETECTABLE 9. ELIMINATE CURBING AT RAMP WHERE IT ABUTS ROADWAY, ($ ($ (� PROJECT . 15-1801 WARNING SURFACE EXCEPT WHERE VERTICAL CURBING IS INDICATED ON THE DRAWINGS TO BE SET FLUSH. SECTION VIEW SQUARE PATTERN, SQUARE PATTERN, DATE 2016-03-17 a 10. DETECTABLE WARNINGS SHALL CONTRAST VISUALLY WITH DIAGONAL ALIGNMENT PARALLEL ALIGNMENT DRAWING SCALE N.T.S. Z , ADJOINING SURFACES. DRAWN BY JRA Wa��l GUARDRAIL ACCESSIBLE CURB RAMP ACR - TYPED DETECTABLE WARNING SURFACE �, NOLE NOT TO SCALE NOT TO SCALE APPROVED BY BCO a C56003 SHEET 12 OF 16 s N ROAD SURFACE FINISH GROUND ELEV. LeBARON SEWER .: Z CD 0) CLEANOUT RING r &COVER LA0910 of • SERVICE BOX Q ~ OR EQUAL co I- v, aD FINISH GRADE - rn G p - THREADED PLU • EXISTING GRADE --�- -- 14- 6q AT PAVEMENT E a 0 0 o Z Z 5' Z c ►`' ,- :.... a' cn N CORPORATION STOP .: . a. :: .: : O a) _ N in SEE INSERT'A' "� ^ > 'rn cnc METALLIC WARNING TAPE o o'� w o.,o. . ".. . . \ oi w �° 2 v CURB STOP �� s> i W M e— w BALL VALVE CONCRETE COLLAR > _ DUCTILE IRON CLEAN FILL IN LAWN AREAS, "" WOOD BLOCKING FOR CURB 0 0 �- ---g DISTRIBUTION MAIN STOP AND SERVICE BOX SUPPORT PVC 2"STONE IN PAVED AREAS N M 0 0 0 0 AL 1"TYPE K COPPER WATER SERVICE 3"(MIN.)CONCRETE ENCASEMENT LINE CONTINUOUS BETWEEN CORP. PER PPL SPEC A-190974 9. CORPORATION STOP. NO MORE THAN AND CURB STOP. BACK FILL : • 4 THREADS EXPOSED ON INLET•• FI ET SIDE PER SPECIFICATIONS. N z SHUTOFF STEM TO FACE UP FLOW - - 44 a COPPER SERVICE LINE - - TO PROPERTY LINE �-=- 36" (MIN.) 450 PVC BEND AT END OF LINEyt� SEE PLANS FOR WYE CONNECTION FOR IN-LINE o� cyo (4)-5"PVC CONDUITS INVERT AND PIPE SIZES BENJAMIN C. EQUALLY SPACED FOR ELECTRIC 20° (MIN.)/30°(MAX.) fl OSGOOD,JR. AND TELECOMMUNICATIONS(ONE FROM HORIZONTAL " CIVIL CLEtt?UT - PAVED AREA NO.45891 NOTE: PRIMARY-ONE RESERVE,SEE NOTE 1) DUCTILE IRON 3 NOT TO • , ,¢,� �o DISTRIBUTION MAIN �s oraA 1. ADD ONE ADDITIONAL 5"CONDUIT WHERE FIRE ALARM (FA) IS DESIGNATED ON UTILITY PLANS: INSERT'A' PAVED AREA LANDSCAPED AREA f/ ELECTRIC/ TELECOMMUNICATION DUCT BANK WATER SERVICE INSTALLATION PAVEMENT SECTIONS COMMON FILL/ °l3 NOT TO SCALE 2 NOT TO SCALE COMPACTED GRANULAR FILL ORDINARY BORROW SAWCUT 6 DEPTH AND SURFACE MUNICIPAL NOTES: TREATMENT VARIES , STANDARD VARIES HYDRANT " 1. CONCRETE THRUST BLOCKS TO BE USED ONLY WHERE THEY ��` \Q1 18 (TYP.)(SEE NOTE 2) CAN BEAR ON UNDISTURBED EARTH AS SHOWN. USE CLAMPS /// ° o o ° FACE OF \i\\ o° ° 4� /\ (OR TO MUNICIPAL STANDARD) AND TIE RODS OR OTHER ACCEPTABLE METHOD OF JOINT ��\j °e `� • ° /\�\ CURBING PUMPER RESTRAINT WHERE SOIL CONDITIONS PROHIBIT THE USE OF �\/\ ° o WARNING TAPE CONNECTION, o� 0 ° /\\ GATE VALVE W/ THRUST BLOCKS. 3 PIECE RISER, TO FACE ROAD 12" \/\\ ° < .. ° BOX AND COVER O 2. HYDRANT IN SIDEWALK AREAS TO BE LOCATED TO PROVIDE SEE \//%\ $ ° ° ° ° //� w FINISH ( \ 0 \ GRADE q MINIMUM CLEAR SIDEWALK PASSAGE WIDTH OF 3 FEET AT g NOTE 3) //\ * 0 a 0 PAVEMENT 1 CLEAR(MIN.) HYDRANT. \ '°, °o'.v ,�: • °. /\ SURFACE \ a: .o ° ' :.9rz:.. _. .Y�c�..;j _ z Vii/ Q _. . ... :.. , / 24"MIN: 2. . 3. HYDRANT TO OPEN LEFT. GATE VALVES TO OPEN RIGHT. p �/j °' : °•• °'w; 4 ! W W HAND TAMPED "' a o \ e °:a:,p.Q o..;0:. , HAUNCHING z COMPACTED / o W :•oq::.:.�.'«• v BACKFILL `,: \ Q \\a o U — /r\ 4 0 /\ �,.. j i ? THRUSTBLOCK=MIN. a p P° co Q q BEARING 9 S.F.. DO //� �.o• p'•:Q•'.•�a:• ° \ Q ti p o /( O m CLD P. NOT BLOCK DRAIN . �� r. i a/ / '� o 04 ¢ ¢ 6 ,. 6"(MIN.) COMPACTED < < W Q ¢ ¢ TEE 1211 BEDDING V N O 20'(MIN.) (MIN.) COMPACTED V w � z � m UNDISTURBED EARTH OR SUBGRADE cn ti i.•:. v7 _ COMPACTED EMBANKMENT NOTES: I- wI-- MECHANICAL .. (� Z 0) r JOINT(TYP.) ° °o°°°� 1. WHERE UTILITY TRENCHES ARE CONSTRUCTED THROUGH DETENTION BASIN W ¢ BERMS OR OTHER SUCH SPECIAL SECTIONS, PLACE TRENCH BACKFILL WITH m CONCRETE " \" ` a\ MATERIALS SIMILAR TO THE SPECIAL SECTION REQUIREMENTS. 18"x18"x6" d' THRUST BLOCK CONCRETE BASE 2. USE METALLIC TRACING/WARNING TAPE OVERALL PIPES. COMPACTED CRUSHED STONE SUBGRADE (MIN. C.Y.) 3. FOR HDPE PIPE, DIMENSION IS 24 INCHES. 4 HYDRANT CONNECTION 5 UTILITY TRENCH NOT TO SCALE NOT TO SCALE a TABLE OF DIMENSIONS 30"DIA. . NOTES: � ACCESS BENDS B C D E F BENDS B C D E F DISTANCE VARIES 1. STRUCTURES SHALL BE DESIGNED FOR AS INDICATED ON PLANS c 6" 111/40 8" 15" 12" 24" 12" 6" 45° 8 30" 12" 24" 14" °0 HS-20 LOADING. EXTEND MIN. 5 BEYOND EDGE ••. • ; , 6" 221/20 " 19" w 13" 6" 90° 30" » . 27" PROPOSED PAVE AND WALK 9 8" 111/40 20" 12" 8" 45° " " " -r-{ 48"OR 60"0 MANHOLE OR » » » N 30 n n 24 12 -��`- 2. COPOLYMER MANHOLE STEPS SHALL BE a 0- } 8" 221/20 22" » n 17" 8" 90' w 38" „ 36" INSTALLED AT 12"O.C. FOR THE FULL DEPTH HOUSE .:.i 0° W 12" 111/4° 30" w N 15" 12" 45 » 40" n » 40" ALTERNATE TOP SLAB OF THE STRUCTURE. FOUNDATION END CAP SEWER MAIN E 12 221/2 q 35 » N 25 12 90 « 60 " 52 (STEEL REINFORCED FOR HS-20 LOADING) WALL .f N O » N nO q. q 3. EXTERIOR SURFACES SHALL BE GIVEN TWO BENDS 30"DIA. COATS OF BITUMINOUS WATER-PROOFING - E FINISH ACCESS MATERIAL. 811 8" l GRADE 4. JOINT SEALANT BETWEEN PRECAST THOME 450 BEND _ im U "- SECTIONS SHALL BE PREFORMED BUTYL CONNECTION SEE , %.rte/� NOTE 5 ------ RUBBER. "WYE"BRANCH ------- 5. D SEWER MANHOLE FRAME AN o STANDAR D UNDISTURBED ECCENTRIC COVER SHALL BE SET IN FULL MORTAR BED. E2 w PLAN SOIL SECTION 1-1 CONE SECTION ADJUST TO GRADE WITH SEWER BRICK AND PLAN VIEW z TABLE OF DIMENSIONS SEE ALTERNATE STEPS :� MORTAR(2 BRICK COURSES TYPICALLY,5 PRESSURE TREATED 2"x4" TOP SLAB BRICK COURSES MAXIMUM) AT END CAP 0 w TEES G H I J TEES G H 1 J PROPOS MARKER BOARD SEE NOTE 2 :- ----==- ------- D H 21 UNLESS CONNECTION TO HOUSE w E HOME 6"x 6"x 6" 12" 24" 24" 18" 12"x 12"x 6" 12" 24" 24" 18" SEE NOTE 3 SERVICE ETED - w 8"x 8"x 6" w w n n 12"x 127x 8" n w 24" w RISER 48"DIA:(MIN.) SEE NOTE 4 (MIN.) IS COMPLETED 1_ � a PROPOSED GRADE p, 8"x 8"x 8" " " 24" 12"x 12"x 12" " 36" " 36" SECTION(S) 60"DIA. (MAX.) FLEXIBLE WATERTIGHT Z •30. - - co TEES i -�-{ ---------------- GASKET OR SLEEVE AS REQ'D. r' H OUTLET 2 2 DIA. BLDG. 5' pct rn c3 \ SEWER (TYP.) 450 BEND o co • BASE SECTION VARIES STUB 2% c o '`int c i' L ——— — ALL DOCUMENTS PREPARED BY TTI ENVIRONMENTAL 1.Zgs r tit' ,.• , ARE INSTRUMENTS OF SERVICE IN RESPECT OF THE t? J 1t �'x 4 f 4 PROJECT. THEY ARE NOT INTENDED OR REPRESENTED UNDISTURBED N (TYP,) ." P. TO BE SUITABLE FOR REUSE BY OWNER OR OTHERS ON SOIL • • 'Q . ° 12" BASEMENT ENT /�y THE EXTENSIONS OF THE PROJECT OR ON ANY OTHER 4� PLAN SECTION 2-2 `, ' ) PROJECT. ANY REUSE WITHOUT WRITTEN VERIFICATION FLOOR END CAP OR OR ADAPTATION BY TTI ENVIRONMENTAL FOR THE NOTES: gg� �� :g•... '(.:): 4 ; �� {,�� :Q:c� 4pOO4Q..Q _ " '.,Q4.Q.{• :QLD .. ° ADAPTOR SPECIFIC PURPOSE INTENDED WILL BE AT OWNERS o Q G Q d•o .A. ° •. . v.. r.. Yt-. r `e;' "WYE"BRANCH SOLE RISK AND WITHOUTLU181LIlYORLEGAL " ° HOME EXPOSURE TO TTI ENVIRONMENTAL;AND OWNER SHALL 1. PROVIDE BLOCKS FOR TAPPING SLEEVES, DEAD ENDS, GATE r T/i, , i '' \��' V- 9. •' - INDEMNIFY AND HOLD HARMLESSTTI ENVIRONMENTAL a' VALVES,AND VERTICAL BENDS SAME SIZE AS REQUIRED FOR SHELF TO BE SEWER ARCH INVERT TO BE CONSTRUCTED CONNECTION FROM ALL CLAIMS,DAMAGES,LOSSES AND EXPENSES ( ARISING OUT OF OR RESULTING THEREFROM. TEES). PROVIDE ANCHOR RODS AT VERTICAL BENDS AND GATE BRICK LAID FLAT AT A WITH SEWER BRICK LAID AS VALVES. SLOPE OF 1"/FOOT: STRETCHERS AND ON EDGE. N VIEW PROJECT _ ELEVATION COMPACTED GRAVEL BRICK CHIP AND NOTES: 15 1 S01 2. .CONCRETE SHALL NOT BE PLACED AGAINST PIPE BEYOND FITTING. MORTAR OR CEMENT DATE 2016-03-17 COMPACTED SUBGRADE CONCRETE FILL 1. ADAPTOR TO BE PREMANUFACTURED UNIT FOR CONNECTION OF PIPE TYPES. DRAWING SCALE N.T.S. i 3. CONCRETE SHALL BE 3000 PSI-TYPE�. Z z CONCRETE THRUST BLOCK SANITARY��EER MANHOLE SMH TYPICAL WYE AND RESIDENTIAL CONNECTION DRAWN BY JRA 6 NOT TO SCALE . NOT TO SCALE NOT TO SCALE APPROVED BY BCO 6_ 0 4 • SHEET 13 OF` 16 _ - - - 't GRANULAR WELL GRADED SOIUAGGREGATE MIXTURES, 8"DIA. 6"DIA FINISH EROSION CONTROL <35%FINES. COMPACTED IN 6"LIFTS TO 95% PROCTOR DENSITY. " 12"DIA. GROUND 18 DIA.. SEE THE TABLE OF ACCEPTABLE FILL MATERIALS IN ACCEPTS 4"SCH 40 PIPE FOR 2' BLANKET - t� rn w �-----j- N STORMTECH'S DESIGN MANUAL, INSTALLATION MANUAL, 25 (MAX.) CLEANOUT OR INSPECTION PORTI I �P) 6"LOAM&SEED ? 8' OR WWW.STORMTECH.COM OPENING io Iva '" r 3 Q o SC-310 END CAP FOR UNPAVED INSTALLATION WHERE C Z _ _ k. ` - - o RUTTING FROM VEHICLES MAY OCCUR, p �,,, c"> wo «= LL SC-310 CHAMBER INCREASE COVER TO 24 INCHES N s a°'i zi `t o N COMPACTED Z � FINISH GRADE (MIN.) 2' SUBGRADE a AASHTO M288 CLASS 2 BLANKET M (TY 6" LA `v, c � rn x � � N T E BEDME NON-WOVEN GEOTEXTILE ...... ... . ... . .......... 1.5 .. . . ...... .... . ........ ... . ... ..... . M .,;x�, _ GRASSED SWALE w . . . .• ,`., ; r x �;,.5. `'�: z STORMTECH SC-310 CHAMBER- END CAP DETAIL 5 ?z 't.a.- C", NOT TO SCALE f _o, 2 NOT TO SCALE F- 00o FINISH GRADE �---- 90.7"ACTUAL LENGTH -i 0 0 00 0 4"AREA DRAIN GRATE FROM ROOF DRAINS _ OC�pg NYOPLAST OR APPROVED AASHTO M288 CLASS 2 &GUTTERS STORMTECH 0 o p o 0 co DEPTH OF STONE EQUAL . NON-WOVEN GEOTEXTILE SC-740 CHAMBER Q o°o o ® Qo°O TO BE DETERMINED m'P•). " 0 0 0 0 0 0 0 o Oo :::::...::::::.:::::::::::::::::. 85.4 INSTALLED o p BY DESIGN ENGINEER ..:..::...:........... ........ .... —_� Q 0 0 0 0 0 0 0 6"MIN.* Oo° 4"PVC RISER - �_.I '�-•':' . :.'� I _ h ^� -,•• ::�.,.•...: •••,.� � � °'ice • - II IhIIhIIi1=111- IiI_-1I ti' ' 10" " 10" ° ° o FOR STORMTECH Qo Qp° MIN. 51 (MIN. INFORMATION CALL (MIN.) ) f� 28.9" 1-888-892-2694 NOMINAL CHAMBER SPECIFICATIONS 10' FOR STORMTECH 3/4"-2 INCH WASHED CRUSHED r 13ENJAIAIW C. o OSGOOD JR. -{ ANGULAR STONE OVERFLOW TO ATTACHED AASHTO M288 CLASS 2 INPECTION PORT " CIVILCA INFORMATION CALL 1-888-892-2694 SIZE(W x H x INSTALLED LENGTH) 51.0"x30.0"x85.4" 0 0 o e o e o e e o o e e o e o e THOUGH KNOCK-OUT NON-WOVEN GEOTEXTILE BY DESIGN ENGINEER NO.45891 ` DESIGN ENGINEER IS RESPONSIBLE FOR CHAMBER STORAGE 45.9 CUBIC FEET *SEE STORMTECH'S DESIGN MANUAL SC-740 CHAMBER LOCATED AT CENTER SC-740-8 WIDE STRIP ENSURING SUITABILITY OF SUBGRADE SOILS MINIMUM INSTALLED STORAGE 74.9 CUBIC FEET �F�JSTE�� ,grfv OF CHAMBER WEIGHT 75. LBS. SC-310-5'WIDE STRIPss�a�aa4� '� �20 ORMTECH SC-310 CHAMBER SYSTEM -TYPICAL CROSS SECTION DETAIL 3 N TORMTECH SC-310 CHAMBER-OVERFLOW DETAIL 4' STORMTECH SC-310 CHAMBER DETAIL STORMTECH SC-310 CHAMBER DETAIL PLAN VIEW TO SCALE O SCALE NOTTO SCALE 6 J/ NOT TO SCALE ' 0 . W LoZ W Q � ° — moo O v N < ♦0 0 U W zo r , W N Q Z 0 0 DRIVEWAY Q W Q m a ' ►� ELEV.=68.0 PITCHED DRIVEWAY rJ7 w I=- Q OVERFLOW ELEV.=67.3 _32.5 OVERFLOW ELEV.=32.8 Z ELEV.- m CURB BREAK W Q 4"LOAM &SEED 4"LOAM&SEED EROSION CONTROL EROSION CONTROL r/-i BLANKET 10'X 2'WIDE BLANKET 10'X 2'WIDE r 1 1 TOP OF STONE TOP OF STONE : .. 2 BOTTOM OF SEDIMENT 2 ELEV. =67.3 2 M 2 = .,,.:•. - BOTTOM OF SEDIMENT ELEV. 32.8 ::.,.:. FOREBAY 1�...::.'.a,' - 0 0000 0000 0000 00 ., 1 FOREBAY a•:.. ELEV. =66.5 0 0 0 oQ0 0o QO oo°DO oo QO �' ELEV. =32.0 :�. �, o0�ooao0�oo000�0o p �o x p .., 0 00 o Oo Qo Qo Q© O fi DO DO ODO O - 000 �O 000 �Qanp�QOr�p�� ry; . oo o�Qo(�oono�o°Q 12'X 2'WIDE oQ oo Q°ooOoQp0000Q°o 12'X 4'WIDE oQ��O Q° 00- P 0°O oQ°o COMPACTED s SHE NE SUBGRADE COMPACTED 1 z INCH WASHED CRUSHED STONE 0 1 z INCH WASHED CRUSHED STONE SEDIMENT FOREBAY LOT 1 SEDIMENT FOREBAY LOT 6 SUBGRADE NOT TO SCALE NOT TO SCALE 1n a a } v v 00 ui m o N �w w 0 � g 0 w � w uJa (V O o - _ Z c t0 t(0 clfQ Q m - co ALL DOCUMENTS PREPARED BY TTI ENVIRONMENTAL PROJECT. THEY ARE NOT INTENDED OR REPRESENTED ARE INSTRUMENTS OF SERVICE IN RESPECT OF THE THE EXTENSIONS OF THE PROJECT OR ON ANY OTHER 9 TO BE SUITABLE FOR REUSE BY OWNER OR OTHERS ON PROJECT. ANY REUSE WITHOUT WRITTEN VERIFICATION OR ADAPTATION BY TTI ENVIRONMENTAL FOR THE E SPECIFIC PURPOSE INTENDED WILL BEAT OWNERS SOLE RISK AND WITHOUT LIABILITY OR LEGAL EXPOSURE TO TTI ENVIRONMENTAL;AND OWNER SHALL INDEMNIFY AND HOLD HARMLESS TTI ENVIRONMENTAL FROM ALL CLAIMS,DAMAGES,LOSSES AND EXPENSES ARISING OUT OF OR RESULTING THEREFROM. a m PROJECT 15-1801 a _ • DATE 201.6-03-17 DRAWING SCALE N.T.S. z m DRAWN BY JRA APPROVED BY BCO C360OU SHEET ` 14 OF 16 ! _ + C> ow Z rn tz co �; •',r rsill 35.7 W 13 QLL O -70 OPK FP 1 �+•+.., ,,� �, OFR � (� C �F Z W m tt UJ cf) �i / / —• : .. ,_ `��•..` cam` ♦ - OF BENJAMIN C. OSGO.OD,JR... a / c> CIVIL u' INSTALL SILT SACK IN k0.45351 � I /;' �,� � �O EXISTING CATCH BASIN j FLI -moti DURING CONSTRUCTION / �� ,�, // t (SP-) INSTALL SILT FENCE I/ t i f / N 94 AROUND PERIMETER OF MATERIAL STOCKPILES J � 1 a9 •� i�f, / sow_ INSTALL STABILIZED ,� I .� . \ / ' f f �` CONSTRUCTION ENTRANCE f ` 1 �' - �L INSTALL HAYBALE AND DURING CONSTRUCTION •^� SILT SACK IN PROPOSED / Jam. \ ` (IYP.) •,,p4 � � i ` ��'�!� CATCH BASINS DURING 1 ' , I / L; \ �� `�. CONSTRUCTION(TYP.) S x —90 Lu cQ �, Q o' J o -j A m p o _ z LLI O .01 /lit L : . 5F INSTALL SILT FENCE DURING W CONSTRUCTION(TYP,.) Iv _ 00, S ed ol loll, LU X. LLI m / ' S/ - �..•/ -" 44 —moi - ''a. �n •..5..: ! / y - _ ZE (�jJ i1 C 46 48� �. az — W w IL �,.• • - ,/ j, O _ ,' CVS- Z / i 13 EXISTING .GARAGE o � rn o ¢ S ` :: •� ::: ` ( ✓r/ .i© / ALL DOCUMENTS PREPARED BY TTI ENVIRONMENTAL ARE INSTRUMENTS OF SERVICE IN RESPECT OF THE �4 ` PROJECT. THEY ARE NOT INTENDED OR REPRESENTED t TO BE SUITABLE FOR REUSE BY OWNER OR OTHERS ON THE EXTENSIONS OF THE PROJECT OR ON ANY OTHER `':"•`• ! PROJECT. ANY REUSE WITHOUT WRITTEN VERIFICATION R, ' OR ADAPTATION BY TTI ENVIRONMENTAL FOR THE _ ` „ I SPECIFIC PURPOSE INTENDED WILL BE AT OWNERS ' SOLE RISK AND WITHOUT LIABILITY OR LEGAL EXPOSURE TO TTI ENVIRONMENTAL;AND OWNER SHALL e D INDEMNIFY AND HOLD HARMLESS TTI ENVIRONMENTAL FROM ALL CLAIMS,DAMAGES,LOSSES AND EXPENSES // I ARISING OUT OF OR RESULTING THEREFROM. trt IS TIN 33 BU/LD/N 3 I PROJECT 15-1801 Y DATE 2016-03-17 m DRAWING SCALE � :. .. .... ..�.'- ,..: - •:. ' :. • ••�' .f•• -: ••:..' .••.� `'' ;• • '• :;:.. :;.''• : •�'! :fit ..•:. .fi � o CPH � � .«. •• ,�... • ,'"' �• • , � i DRAWN BY ;INSTALL SILT SACK IN77 EXISTING CATCH BASIN �'s/� O 30' C)O' APPROVED BY BCO / '� / °? j ON JEFFERSON AV. (, ALABRESE oS S S S--- -S S-/----S 1lS S s S -S -- -S S ; DURING CONSTRUCTION W-7— W w w W--�- w W--I�----�w W a STREETC58001 t Willow CA a SHEET 15 OF 16 CD 04 EROSION CONTROL NOTES (DURING CONSTRUCTION) OPERATION AND MAINTENANCE: - - a oma10 1. THE CONTRACTOR MUST INSTALL EROSION CONTROL MEASURES AS SHOWN ON THE PLANS AND IN THE DETAILS PRIOR TO CONSTRUCTION PHASE Z ? o STARTING ANY OTHER WORK ON THE SITE. EROSION CONTROL MUST BE INSTALLED AT EVERY INLET STRUCTURE(EXISTING w LL Z OOg ` � AND PROPOSED)AND MAINTAINED FOR THE DURATION OF THE PROJECT. THE BMPS ASSOCIATED WITH THIS PROJECT WILL BE OWNED BY THE PROJECT DEVELOPER,WHO WILL BE RESPONSIBLE FOR INSPECTION, p � a 0)OPERATION AND MAINTENANCE Ce c c rn 2. EROSION CONTROLS AS SHOWN ON PLANS SHALL BE INSPECTED, REPAIRED AND/OR MAINTAINED BY THE CONTRACTOR Z wmmv WEEKLY AND WITHIN 12 HOURS OF EACH STORM EVENT. 1. THE CONTRACTOR IS TO INSTALL AND MAINTAIN DRAINAGE FACILITIES AS SHOWN ON PLAN . LiJ co 3. SEDIMENT DEPOSITS SHALL BE REMOVED WHEN THEY REACH A DEPTH OF 6 INCHES. 2. PRIOR TO CONSTRUCTION,ALL EROSION/SILTATION CONTROL DEVICES SHOWN ON ABOVE PLAN ARE TO BE INSTALLED.TO PREVENT SILT INTRUSION INTO THE DRAINAGE SYSTEM'DURING CONSTRUCTION,THE CONTRACTOR IS TO INSTALL AND'MAINTAIN INLET PROTECTION AT 4. SEDIMENT SHALL BE CONTAINED WITHIN THE CONSTRUCTION SITE,AWAY FROM DRAINAGE STRUCTURES. ALL CATCH BASINS,AND SET A SILT FENCE AND HAY BALES AT ALL SLOPES WHICH MAY ERODE IN THE DIRECTION OF ANY OPEN DRAINAGE FACILITIES. SUCH PREVENTIVE MEASURES ARE TO BE MAINTAINED.THROUGHOUT THE CONSTRUCTION PROCESS. 5. STABILIZE SLOPES STEEPER THAN 3:1 (HORIZONTAL TO VERTICAL)WITH SEED,SECURED GEOTEXTILE FABRIC,OR ROCK RIP-RAP AS REQUIRED TO PREVENT EROSION DURING CONSTRUCTION. 3. ALL CONSTRUCTION OF DRAINAGE FACILITIES IS TO BE INSPECTED BY DESIGN ENGINEER TO VERIFY CONFORMANCE TO THE DESIGN PLAN. 6. CLEAN OUT CATCH BASINS, DRAIN MANHOLES AND STORM DRAIN PIPES AFTER COMPLETION OF CONSTRUCTION. ' 4. THE SEQUENCE OF DRAINAGE CONSTRUCTION SHALL BE AS FOLLOWS: . 7, LOAM AND SEED ALL DISTURBED AREAS. A: CLEAR, GRUB, EXCAVATE AREAS FOR DRAINAGE SYSTEMS. B. CONSTRUCT DETENTION POND AND OUTLET TO EXISTING STREET;DRAINS. 8. UPON ESTABLISHMENT OF PERMANENT VEGETATION OVER DISTURBED AREAS,REMOVE AND DISPOSE OF HAYBALES, STAKES C. TRENCH AND INSTALL PIPES, CATCH BASINS AND MANHOLES AND SILT FENCE. D. INSTALL INLET PROTECTION. 9. IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO MAINTAIN AND SUPPLEMENT THE SPECIFIED SEDIMENTATION CONTROLS 5. EROSION CONTROLS ARE TO BE INSPECTED AND MAINTAINED ON A DAILY BASIS. UPON DISCOVERY OF SILT BUILD-UP IN ANY CATCH BASIN t"OF AS NECESSARY TO PREVENT SEDIMENTATION OF OFF-SITE AREAS AND/OR ANY REGULATED RESOURCE AREAS. FAILURE BY SUMPS,OR ANY OTHER STRUCTURES,THEY ARE TO BE CLEANED. THE CONTRACTOR TO CONTROL EROSION, POLLUTION AND/OR SILTATION SHALL BE CAUSE FOR THE OWNER TO EMPLOY BENJArIt4 OUTSIDE ASSISTANCE OR TO USE HIS OWN MEANS TO PROVIDE THE NECESSARY CORRECTIVE MEASURE.THE COST OF SUCH 6. ALL EXPOSED SOILS SHALL BE IMMEDIATELY STABILIZED WITH A LAYER OF MULCH HAY OR JUTE BLANKETS-AS NEEDED FOR SLOPES OSGOOD,JR. �.. ASSISTANCE PLUS PROJECT ENGINEERING COSTS WILL BE THE CONTRACTOR'S RESPONSIBILITY. STEEPER THAN 3:1. CIVIL. NO.41891 10. THE CONTRACTOR SHALL CHECK THE CONDITION OF EROSION CONTROLS DAILY TO KEEP THEM IN GOOD OPERATING 7. UPON INSTALLATION OF CATCH BASINS, INLET PROTECTION SHALL BE INSTALLED AND MAINTAINED UNTIL READY.FOR PAVING. ��GrsT�'��° � CONDITION. EROSION CONTROLS SHALL ALSO BE INSPECTED,REPAIRED AND MAINTAINED BY THE CONTRACTOR WITHIN 12 NAL. HOURS OF ANY STORM EVENT PRODUCING 1/2 INCH OF RAINFALL OR MORE, EROSION CONTROLS SHALL BE REPLACED WHEN 8. PRIOR TO CONSTRUCTION OF IMPERVIOUS AREAS,ALL DRAINAGE STRUCTURES AND PIPES SHALL BE INSTALLED AND INSPECTED FOR DETERIORATED, OR WHEN ORDERED BY THE ENGINEER. SEDIMENT DEPOSITS SHALL BE REMOVED WHEN THEY REACH A PROPER FUNCTION. DURING CONSTRUCTION OF OTHER SITE FEATURES,ALL DRAINAGE FACILITIES SHALL BE INSPECTED ON A DAILY DEPTH OF 6 INCHES. BASIS AND CLEANED/REPAIRED IMMEDIATELY UPON DISCOVERY OF SEDIMENT BUILD-UP OR DAMAGE. / ✓� 11. IN ADDITION TO THOSE LOCATIONS SHOWN ON THIS PLAN AND ON THE GRADING AND DRAINAGE PLANS, EROSION CONTROLS 9. AFTER PAVING IS INSTALLED, IT SHALL BE SWEPT CLEAN ON A REGULAR BASIS. SHALL BE INSTALLED AT THE FOLLOWING LOCATIONS:TOE OF SLOPE OF EMBANKMENT CONSTRUCTION,TOE OF TEMPORARY EARTHWORK STOCKPILES. 10. THE ENTIRE DRAINAGE SYSTEM MUST BE VACUUMED OUT BEFORE THE ISSUANCE OF THE LAST CERTIFICATE OF OCCUPANCY. 12. EROSION AND SEDIMENTATION CONTROL SHALL BE IN COMPLIANCE WITH MASSACHUSETTS STORMWATER MANAGEMENT POST-DEVELOPMENT PHASE POLICY. THE OWNER IS TO BE RESPONSIBLE FOR MAINTENANCE OF ALL DRAINAGE STRUCTURES IN THE PROJECT.THE FUTURE OWNER IS EXPECTED CONSTRUCTION SEQUENCE NOTES: TO BE THE CITY OF SALEM,WHO WILL ULTIMATELY BE RESPONSIBLE FORCOMPLIANCE WITH THE PLAN. IN THE EVENT OF CHANGE OF OWNERSHIP,THE 0&M PLAN SHALL BE TRANSFERRED TO THE NEW OWNER. 1. INSTALL EROSION AND SEDIMENT CONTROLS AS SHOWN ON PLAN. REGULAR MAINTENANCE IS TO INCLUDE THE FOLLOWING: z 2. COMMENCE CLEARING, GRUBBING AND EARTHWORK. O 1. INSPECTION OF ALL DRAINAGE FACILITIES(CATCH BASINS, PIPES,AND DETENTION BASINS)EVERY THREE MONTHS.DURING THESE 3. CUT AND DISPOSE OF ANY DEBRIS PRODUCED DURING EARTHWORK. INSPECTIONS,THE INSPECTOR(A REGISTERED PROFESSIONAL CIVIL ENGINEER QUALIFIED IN DRAINAGE SYSTEMS)SHALL LOOK FOR 1 U' EVIDENCE OF THE FOLLOWING: STRUCTURAL DAMAGE,SILT ACCUMULATION,AND IMPROPER FUNCTION.A REPORT ON THE SYSTEM SHALL Q Q BE DELIVERED TO THE PROJECT ASSOCIATION WITH A COPY DELIVERED TO THE TOWN ENGINEER. - - - I-- }- 4. INSTALL SITE DRAINAGE AND UTILITIES. � � CID 7 o o o o z z W 5. STABILIZE SIDE SLOPES. SIDE SLOPES MUST BE FULLY STABILIZED BEFORE ANY STORMWATER DISCHARGE. 2. AFTER INSPECTION, IF ANY OF THE ABOVE CONDITIONS EXIST,THE INSPECTOR SHALL NOTIFY THE OWNER.WHO SHALL IMMEDIATELY w W o W Z. I� O ARRANGE FOR ALL NECESSARY REPAIRS AND/OR SEDIMENT REMOVAL. N a, EARTHWORK OPERATIONS.ALL CUT AND FILL SLOPES SHALL BE SEEDED AND MULCHED WITHIN 72 HOURS AFTER o o o 0 o Q o _J CO PERFORM 6. o BEING CONSTRUCTED. TEMPORARY GRADED AREAS SHOULD BE STABILIZED WITH MULCH BY OCTOBER 1ST,SO AS NOT TO BE 3. THE PAVEMENT AREA IS TO BE SWEPT CLEAN,AS REQUIRED(I.E.,VISUALLY NOTICEABLE DEBRIS BUILD-UP).A MINIMUM OF ONCE PER o N in � O O LEFT EXPOSED DURING WINTER CONDITIONS. YEAR. a Q W W V W 1"TO 2"WASHED V g (� . �- 3 O 7. INSTALLATION OF UNDERGROUND UTILITIES AND CATCH BASINS SHALL BE PROTECTED FROM SEDIMENT IN ACCORDANCE WITH 4. ALL GRADED SLOPES SHALL BE INSPECTED EVERY SPRING FOR EROSION. UPON DISCOVERY OF ANY FAILURE(IE.EROSION), LOAM AND GRAVEL O 00 THE PLANS. THE CONTROLS SHALL REMAIN UNTIL THE SITE IS SUFFICIENTLY STABILIZED.ALL PERMANENT STORMWATER SEED SHALL BE PUT IN PLACE AND NURTURED. V STAND OF VEGETATION ESTABLISHED PRIOR TO DIRECTING RUNOFF INTO BOTTOM OF FOREBAY Z MANAGEMENT MEASURES SHALL HAVE A HEALTHY S Q Z Q m CL ca ti THEM. END VIEW w QH � . co 8. AS THE BUILDING IS COMPLETED ALL DISTURBED AREAS SHALL BE PERMANENTLY STABILIZED WITHIN 72 HOURS. N O Z 2' Q O F- 9. FINAL PAVING OF DRIVEWAY AND PARKING AREAS. -- --- 10. INSPECT ALL SEDIMENT AND EROSION CONTROL MEASURES. 3 3 11. INSTALL SITE LANDSCAPING AND PERMANENT SEEDING OF ALL DISTURBED AREAS. W 12. AFTER ALL SEEDED AREAS HAVE ESTABLISHED STABLE GROWTH,ALL TEMPORARY EROSION CONTROL CAN BE REMOVED. 13. CONTRACTOR SHALL NOTIFY AND COORDINATE WITH ALL AUTHORITIES RESPONSIBLE FOR INSPECTIONS.IT IS THE 1"TO 2"WASHED CONTRACTOR'S RESPONSIBILITY TO OBTAIN ALL REQUIRED INSPECTION SIGN-OFFS. GRAVELco SECTION VIEW STAKES aO(2 PER BALE) IN �.MRARY CHECK DAM DETAIL W4' CATCH BASIN GRATE SITE EX�s�\EN� BALED HAY :=�:�:'vi �..� �: ::: 50 (MIN.) P�JEM 1= 1 1/2 x1 1/2"x4" (MAX.)WOOD STAKE ( OR STRAW 10, P 10' OR APPROVED EQUAL FILTER SILTSACK 1"REBAR FOR (MIN. ) > BAG REMOVAL :,;•• o " " D STAKE a. 1x1 x3 WOO .;. FABRIC o .o SILT FENCE ( ) 2 PER BALE :ri' ,: =;° r: r: r. •. a 'rs o �d.'i•rR .a' .a ° P Q• a m .O ;Q., .CSI': ..•b.. a' U - o„eo'�i0ieo'�Y .,.a.,.Ye.Dd. oo•. ..6. `900 Plan View z o •L,• '�;'. - - r o roti Z M LU � � f 1"X 1"X3' o 2 CATCH BASIN WOOD STAKE PLAN VIEW 10 PLAN VIEW ' GRATE CATCH BASIN GRATE o . 4'EMEDMENT A; • (MIN.) SILTSACK W uJ WORK FLO FLOW. FLOW FLOW SITE 50'(MIN.) EXISTING W AREA .. STAKED BALES �W PAVEMENTa. BALE TWINE T O BE \� N ° FLOWFILTER PARALLEL TO GROUND SURFACE FABRIC 4"COMPACTED 8"(MIN.) FILTER 4"(MIN.) - MOUNTABLE BERM o 0 EARTH MOUND EXPANSION RESTRAINT FABRIC N M o m PROTECTED Section View SECTION VIEW 1"CRUSHED STONE o Co AREA ALL DOCUMENTS PREPARED BY TTI ENVIRONMENTAL TOP OF NOTES: NOTES: CROSS SECTION ARE INSTRUMENTS OF SERVICE IN RESPECT OF THE c� GROUND PROJECT.THEY ARE NOT INTENDED OR REPRESENTED w NOTES: TO BE SUITABLE FOR REUSE BY OWNER OR OTHERS ON 9 THE EXTENSIONS OF THE PROJECT OR ON ANY OTHER - 1. ENCLOSE STRUCTURE WITH HAYBALES IMMEDIATELY AFTER 1. INSTALL SILTSACK IN ALL CATCH BASINS WHERE INDICATED PROJECT.ANY REUSE WITHOUT WRITTEN VERIFICATION OR ADAPTATION BY TTI ENVIRONMENTAL FOR THE CATCH BASIN CONSTRUCTION. MAINTAIN UNTIL PAVING BINDER ON THE PLANE BEFORE COMMENCING WORK OR IN PAVED 1. ENTRANCE WIDTH SHALL BE A TWENTY-FIVE(25)FOOT MINIMUM, SPECIFIC PURPOSE INTENDED WILL BEAT OWNERS 4" ? COURSE IS COMPLETE OR A PERMANENT STAND OF.GRASS HAS AREAS AFTER BINDER COURSE ID PLACED AND HAY BALES BUT NOT LESS THAN THE FULL WIDTH AT POINTS WHERE INGRESS SOLE RISK AND WITHOUT LIABILITY(A LEGAL STAPLE EXPOSURE TO TTI ENVIRONMENTAL;AND OWNER SHALL _ Z BEEN ESTABLISHED. HAVE BEEN REMOVED. OR EGRESS OCCURS. INDEMNIFY AND HOLD HARMLESS TTI ENVIRONMENTAL r- FROM ALL CLAIMS,DAMAGES,LOSSES AND EXPENSES B ARISING OUT OF OR RESULTING THEREFROM. 2. IF GRATE IS AGAINST EXISTING CURB THEN HAY BALES ARE TO 2. GRATE TO BE PLACED OVER SILTSACK. 2. THE ENTRANCE SHALL BE MAINTAINED IN A CONDITION WHICH A ` BE PLACED AROUND THREE SIDES OF GRATE ONLY. SHALL PREVENT TRACKING OR FLOWING OF SEDIMENT ONTO PROJECT 15-1 HO1 3. SILTSACK SHALL BE INSPECTED WEEKLY AND AFTER ALL PUBLIC RIGHTS-OF-WAY. THIS MAY REQUIRE PERIODIC TOP STAPLE 3. GRATE TO 8E PLACED OVER FILTER FABRIC. STORM EVENTS AND CLEANING OR REPLACEMENT SHALL BE DRESSING WITH ADDITIONAL STONE,AS CONDITIONS DEMAND AND DATE 2016-03-17 NOTE: WOOD STAKE PERFORMED PROMPTLY AS NEEDED. MAINTAIN UNTIL REPAIR OR CLEANOUT OF ANY MEASURES USED TO TRAP 4. : BALES SHALL BE INSPECTED PERIODICALLY AND"AFTER'ALL • UPSTREAM AREAS HAVE BEEN PERMANENTLY STABILIZED. SEDIMENT. ALL SEDIMENT SPILLED DROPPED WASHED OR DRAWING SCALE N.T.S. '- JOINT DETAIL TRACKED ONTO PUBLIC RIGHTS-OF-WAY MUST BE REMOVED � STORM EVENTS. REPAIR OR REPLACEMENT SHALL BE a 1. PLACE ONE HAY BALE PERPENDICULAR PERFORMED PROMPTLY AS NEEDED. 4. SILTSACKS SHALL NOT BE INSTALLED WITHIN PARK ST. IMMEDIATELY. BERM SHALL BE PERMITTED. PERIODIC INSPECTION DRAWN BY JRA o ALONG HAY BALE BARRIER(100'O.C,) DURING THE WINTER MONTHS. AND MAINTENANCE SHALL BE PROVIDED AS NEEDED. U APPROVED BY BCO SILT FENCE / HAY BALE BARRIER 3 CATCH BASIN SEDIMENT TRAP 4 SILTSACK SEDIMENT TRAP 5 STABILIZED CONSTRUCTION ENTRANCE NOT TO SCALE NOT TO SCALE NOT TO SCALE NOT TO SCALE CS8501 SHEET 16 OF ,16