20110359 Ver 1_CD of More Info Received_20110915

Stimmel 601 N. Trade Street date: 9/14/2011 job #: 10-122
Suite ztw
Winston Salem, NC project: Village Point Phase 2
Landscape Architecture 27101-2916 Tract 4
I Civil Engineering P: 336123.1067
stiinme, PA Land Planning F: 336.723.1069
letter of transmittal
attn: Beverly Strickland sent via: : Attached
to: NODENR (- Under Separate Cover
U.S. Mail fV- By Hand
Over Night Service For Pick-Up
Fax#
# of pages total = 12
We are sending\
Prints
Reproducibles
Originals
u the following items:
7 Calculations
Information
Specifications
Base Drawings
Correspondence
Change Order/ Addendum
Diskette/CD
Email with Attachments
Encroachment
I conies I sheet 1\ dated I description
1 1 1 1 \ I Data CD of plans and supporting calculations
remarks, commento, & details:
° [R c? a?
I?
SEP 1 5 2011
DENR • VMTER QUALITY
WETLANDS AND STORMWATER WANCH
If noted ?opies nclosures are not received, please notify us.
to: File by: Kelway Howard
4
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_ _ _ _ _ _ _ _ _
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F,qO 10p~ DUF EXISTING WSE 771.10 - NOTES: 10 WSE 771.10 ~ 1, DETAILS ASSDCIATED WTH ADD ALTERNATE 1 ARE LOCATED ON ~ -
~ ~'ROp FAR PROPOSED 'FUSE 766,00 - DILLY TESH AND EMN9A T~SH ~ OS~-O PRECAST ? WSE 766,00 CI X102 SHEET C--6.5, ~ ' E
CONCRETE DQ. 72G PG. 185 ~ ~J~ RISER CLASS ~D" RIPRAP NlAVE PROTEC110N NCDDT STD, 840,01 2, ALL ROADWAY CONSTRUC110N SHALL CDNFORM TO NCDOT STANDARDS .1 ,
BL~31~ 4207 L~JTS # 105K 9~ R®1QOa.00 SEE SHT C-6.4 ~ L®53,3D ~ 2° AQOVE AND 9ELOYd NORMAL POOL _ PROTEC110N CRATE TYPE "E" AND THE VILLAGE OF CLEMMONS STANDARDS, IORMAL POOL ~ STA 19°1.05.70 3, ALL ROADWAY, WATER, SIDEWALK AND STORM DRAINAGE WORK SHDWN
Tan=26.66 r NTH NCD4T GEOTEXTItE UNDERLINER, UNDERLINER, ON THIS SHEET SHALL BE INCLUDED IN TIDE CONTRACTORS SID UNDER
„ X3"03°14~ EXTEND i0' ®EYOND NE4Y DAM FILL, EW DAM FILL, ADD ALTERNATE ~1, ~ SEE SHEET C-6.5 FDR TYPICAL SEC111N. v„
a ~`'~7 ChB=S 65°39'26° E ~
~ ChD~53o29' EXISTING LAKE ~ ~ ~ ~ REYN~LDSLA~~ ~ ~ ~ ~ DOTTOM ?56.601 _1 DECIN NCDOT STD. GUARDRAIL, ~ STA, 19-~26, GRAU 350 END
~p~ ~ ~ EXISTING NORMAL POOL = 771.1Dt ~ ~ ~ ~ ~ ~ + ~ g PROPOSED NORMAL POOL - 768.00
yp LIJ 'h ~ L61 ~ ~ ~ ~l ~ti5~'! K%~ SIDEWALK DY wooDm , - ~ VILLAGE DF tir»rl si
sn~a~"~c~ : END NCDOT "fa , ~U7~CC ~N r. DIKE LANE SYM '')L ~ TE; ~ ~ J/ ~ r ~ STD GUARDRAIL $ ,;,r..,,.,.,,.~ / I. ~ ! n 5YM61L ~ TEXT ' ~ ~,'rxr;;. ~ ap0, CLEMMONS ~ Landscape Architecture
, y .o,.G..r . CGS ~ ~'4 ~ ~ t r?i~~/ ;,/~r ~ / ' ~ r ~~r ~ 1 ~ r ~ ~ , ; r ~i ;;I/ /r / , r c M _ PA'~EMFNT MA~ U7 r I /i I ; r 0. ~ ~ STA. 13+95,010 ° r~,,,~„ ~ fi ~ ~,r~/~ r / r i~~ r i ~ i// . ,~r ~ / . s.,;, mJ (3 ~ F %"~C,..~.-,r~ r/ rr1•,yt' mar/, '~i,.~'/,. rv • ' ' ,rz i MARKINGS ~ '~"'ay' r; r /~f~ Oq~ ~RO~~~F~~ DRIVEWAY TURNOUT, CIVII Eilgir~e'er3Rg
~ ,a,~e, ..~,.f P ,rrr / r.. r./' ny4'.(<i f A /r. ~ ~ f!.. j,(r Y% r rj' / /j ~ rn lcJlaaCt GRAD 350 END p .a~?.:,;...r,~-. v~/~~%,~.,.~~i~*.r/,~",:isz;;"~ /,a/ ~ r f „<;.~,1; t ~ ? ~ I,y / ! icy / ~r" ~ ~ ,p / /~/~2 / L t/,p A,ry ~ W~Ladw EXIST1hI ,r 1. ri . r,.~„• ! a, r ~~t%~;~~,~~~;~~, l~sjh~ ~l~ d~"~q BEGIN STAo 1931 Land Planning
~ DEG STA 11.839,66 ~ v~ TI~EELINE® ~S~ END STA> 19~fi1 NCDOT 6~.D2 601 N. TraJe Street Suite 200
~ ~ TYPICAL N D335'90,4066 ~ ~ ~ E 1546016,2499 ~ , w~ UVinstan Salem, NC 27101-2916
~'L a w L WL wL y ~ ~ r~. ~ END CURD ~C GU°l'TER P: 336.723.1067 F; 336.723.1069 ~ ~ ~ ~ ~ AND SIDEWALK
ae . ~ ~ ~ ~ ~ 5TA 19-75 SEALS:
32~-QQ ~ ~ P a ~ , . .e, - • 1 s s~•o7° ~ E 13f0 NCDOT STANDARD
~ d 4" WFIITE STRIPE ' ~ FOR BIKE LANE
~ 5~- Q 1 - I - 17-1.00 1 ~-h OQ ~
~ c, ` ' S 67'11'03" E 473,64' 34° ca NCEEES CERT. NO.: Cp1347 - _ _ _ _ ~ L_-_........ ~ ~ -
~ ~ ~-1 iq ~ NCDOT STD. 1145.01 TYPE III _ ~ ~ a*~'sjg94a+°a~P~®rp$r , BARRICADE WITH ROAD ~ `a 1
• fi , n ~ i., a • e CLOSED SIGN{R11-2} ~
d. .d.. .6 ~ V.. .~.i 1-4e 45` REND ~ END CURD ~ GUTTER ~ , . N ~ , n ~ - F m
1-4 PLUG AND SIDE4NALK A ~ STA 13+25,00 d~, ~ ~ ~ ~ / ~ 1-6 45° BEND ~ ~ m
~ N 833464,6142 .-:t^? r. • ~ F i 1-5" PLUG D27912 0~
E 95'4429®,2765 ~1~ ~"'E A' ~ ~ PROPOSED , ~ h, e.- FES X100 ~ ~ ~ i~ / ~ ~~°s ~Z~~~ b
DITCH ,~°°~`r~`(r NCD{YT ST NCDDT STD, 31D.01 ~ °m° ~ CI 1D1 ~®°~~G~[~~;~`°m
• . ~ ~ TOE OF ,~I r`,1 r,`t r,, ~ 'b STA 14+82.17® - ~ ~ SLOPE ~ ° , F ; STA 16~F62.17®60.96' RT p NCDDT STD. 640.01 ~ @r~rr~° ~a ~ ~ ~ GRATE TYPE E ~ rrrnrri~fw+~~~
• ~ . , . ~ ~ A. NCDOT STD 43D,21 t , , r f ~ ,r~ F -'--m~ • CONCRETE HEAD~tALL t : , F ~ W 5TA 19R-05,70
' • • ELEV, 752.79 F ~ 1-6" 45° BEND
TOE OF ~
1-6 45 DEND ~ ~ • • - a~,:r,'j,~, . , F W
~ END NCDOT
P~~Q1fANT HEALTI-I INC. ~ "®.,y ~ ~ ~ STD, GUARDRAIL, INLET PROTECTION, CLASS B RIPRAP ~ PROJECT: OUTLET PROTEC111N STA, 19-F00 ~ TYPICAL ~
DB. 2812 Pfa. 4 6 W '®-a-~--~--, ~y IN1t 752.79 ~ ; ~ %~r ' W 'p ` EXISTING GRAU 350 EN EXISTING L=~'
HL~CO~ 42117 Lt~TS # 1 b5f ~ NCDOT STD. GUARDRAIL STD, 626,01 ~5;;; sa ~ ~ 11 QF 11 tiNiT71 1NOOD POST ~ OFFSET k- u. - WETLANDS, sP ~ _ WETLANDS, p NOVANT HEALT}-i INC.
w DLl)CK, FACE OF GUARDRAiI. IS TYPICAL TYPICAL UNDERLINE 4MTH OB• 2$12 PC. 466 NO DISTURB BLOCK 4236 LOTS # 16A
~ PLUNGE POOL ~ %`r~%f~ a NO DISTURB FLUSH ~1R~ FACE QF CURD, PAINT ,~y,;-,~;, ~ ~ GUARDRAIL DLACK TO MATCH LIGhiTS. DISSIPATflR , .r; NCDOT TYPE 2
WOODED '.%•~`%y;,~,%n 3%- ' REFLECTORS PER NCDOT STOS, ~ i60TTOM ELEV. 79.39 CEOTEXTILE FABRIC
SEE DETAILS , ShIEET C-6,4 TREE PROTECTIC7~ _ ~ 120.00' VC REE PROTEC110N 3 ,
' D DI ~dATER LINE FENCE, TYPICAL ~ - - ~ , PVl STA = 13+05,22 TO CITY DtF YNNSTON-SALEM LIMITS OF DISTURBANCE 'ENCE, TYPICAL _6,
_ " PV1 ELEV = 792,14 STANDARDS AND SPECIFICATIQNS N 43323,3374 ~ _ _ _ E 1566422.9597 r A,D, = -3,97 FACTORY RESTRAINED JOINTS AS CONTRACTOR TO HAVE SURVEYOR
t PCR CITY OF >~INSTON-SALEM STANDARDS, STAKE IN Tl-IE F1ELD
K = 30.21 FROM STA. 13+fi0 Tfii STA, 20+05 ~ NO DISTURBANCE TO THE STREAM ~ LINE T0l ICE INSPECTED ~ 0R WETLANDS S0U11-I OF THIS UFFER '
' ua EAM D ' €n DY THE CITY OF °~INSTON SALEM LOCAl10M 100 STR F gA1+1K ~ ~0M TOP O , .r,_-_ I
~ ~ '160.00' VC 'STREAM DUFFER EXISTING ~ : 2' 00 SCALE° 1" - ~0' r ~
. ~ ~ ~ ~ ~ ~ ~ T~ GF DA TREELINE, LDW POINT ELEV = 776,30 (J >~.(J ~ '
TYPICAL l`~~-~ fi ~ ~ ~a PVI STA ~ 14.1.63.23 LDW POINT STA = 19+05.70 ~ ~ ' I~-
~ ~ PVI ELEV m 762.57 Pv1 STA = 1920,70 ,
_ -2__... „ _ _ - A.D. 5.05 ~ ' -~I- ~ PVI ELEV = 776.00 ~
' ~ ~ ~.....3DO®._~ ~ EXISTING CENTERLINE ~
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S ~ ` . . PROFILE SCALD . o~' v~
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: 414 ~ ' ~ y,` r~ ~ T'fC 77642: J ~ _ _ ~ ~ a~~_~~JT ~75~n0 ~ ~ _ ~ ~ - u ~
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CITY OF WINSTON SALEM STD NOTES; i ~INV C~1T X66 ~a3 ~ - __.W
GENERAL. i i € ' 1;00 ~~a
""1. CONTRACTOR Ia RESPONSIBLE FOR LOCATING EXISTING UTILITIES PRIOR TO START OF CONSTRUCTION.
ALL EROSION CONTROL DEVICES SPIALL BE CQNBTRItCTEC}ANA MAINTAINED IN ACCORDANCE WITH THE MOST - i _ tdd~~ 1
CURRENT STANDARDS OF THE LAND QUALITY SECTION OF THE NCDENR. ' . _ _ ~,.~.~a,, jr _ . _ _ _ _ ® ~
' ' 3. STABILIZATION STONE UNDER PIPING TO 8E PLACED AS REQUIRED BY CITY INSPECTOR WHEN CONDITIONS ~ I WARRANL ' ~ ~ ; END WATER LICE ~
~ j
4. AS A MINIMUM REQUIREMENT, ALL GRADED AREAS NO'f UNDER PAVLMEDIT AND WITHIN ThIE RIGHT-OF-WAYANDlOR ' EASEMENTS SHALL BE PREPARED, FERTILIZED AND LIMED, SEEDED, AND MULCHED IMMEDIATELY UPON COMPLETION ~
OF CONSTRUCTION AS FOLLOWS {APPLICATION RATE PER 1,OOD SQUARE FEET}: ' -~,-A
TYPE I SEEDENG (LAWNS OR OTFIER FOCAL AREAS] ~ ' I ( ) ~ f5
1 DD LBS. OF LIME _ 20 LBS. OF 1 D•20-20 OR 20 LBS OF 10-10-101N COMBINATION W14 LBS. OF 0.46-0 END CATER: LINE STA 1~+76 34 57 41 d~T ( ~ ~ ~ ~ ~ ~ ~
- ~ i 5 L8$.OF TALL FE E NT _ _ _ - SCU , CO AINING A BLEND OF 2 08 MORt TALL FESGUES 1 ~r+~ . _ . _ , . , , 1 LB. OF KENBLUE OR KENTUCKY BLUEGRA S S
EXIS NG GRAEG 0 ER ANNUAL RYE(NOVEMBER9TOMARGH1j ..r.. .,...4..__ _ I l ~
s ~ ALGNG CENITERI.INE -..-.TYPE II SEEDING (GENERAL OR LOW MNNTENANCE AREASI _ _ . I QF PR. OS~.[}_..DAM - • s°0 .ti a _ _ . . ~ ~ _ ` ~ ~ ~ ~ 10.7-08 REV'SD WATERLINE TO 3ff COVER
~f Q 1 DD LBS. DF LIME ip ~ ' 15 LBS. OF 10.2D-20 OR 15 LBS. OF 10-40.10 IN COMBENATION Wf 3 IBS, 4F 0-45-D ~ '
4 LBS OF TALL FCSGUE, CONTAINING A BLEND DF 2 OR MORE TAIL FESCUE "'4 ' T1, / 9 REU INVERTS AND PROFILE r J ' .CITY OF WINSTON-SALEM ~'4 12-0
1 LB. OF $ERICEA LESPEDEZA USE UN$GAR FiED SEED AUG 1 0 F P ' ( I lI$T 5 T EBRUA ,Y 3 J a W_,_ . _ 114 LB. OF GERMAN MILLET (MAY 1 TO AUGUST 15) ~ ~ ~ ~ _ _ PERMIT NUMBER 40
ILB.OFRYEGRAiN PRIORY Y RA - 1 ' { 0 MA 10 FTCR AUGUST 5) o. - - „ ~ _m. _ _ _ _J.(-` ~ ~ . _ _ ~ . WATER CLIENT: ~ ~ ~ :SEWER
' 'ti SEEDI I NG M XTURES OTHER THAN THOSE LISTED ABOVE M T BE APPR VED BY THE I (YIN PE T R PR R T ~ US 0 C S C 0 JO 0 .._-_SEEDING. ~ ~ _ _ _ ~ W..._ ~ _ NOVANT hIEAETH, ANC.
' I ' TE
5. PRIOR TO REQUESTING A FINAL INSPECTION, THE OWNER MUST SUBMIT RECORD DRAWINGS, ENGINEERS _ - . _ CERTIFfCATION, PROPOSED FINAL PLAT, ANO CONSTRUCTION CHECKLIST TO THE ENGINEERING DIVISION'S RECORD 1. DA LF..~ 208 ~RONTiS PLAZ~4 ~LVC~. ~ a" ~cl~ ~ ~ ERC}SIGN CONTRAIL aN~NSTO~SALEh~, NC 27103
CENTER. tL.,~.~..~ ~ PLAN APPRGVED ~ ~33~}403x3505
' ' 6. ALL WORK MUST CARRY A N -YEA WAR NTY ~F` i - D I O E R RA 0 COVERALL DL t T N MAfCRIAL AN W RSMAN HIP. - _ C S S 0 S _ _ ~ _
APPR XIMATE EXI~IING G ADE LP r a. RIOR TO BEGINNING ANY WORK WITHIN N..DOT RIGHT- F-WAY THE TRA T T NAVE A PY F 0 CON C OR MUS GO 0 THE , . _ f, , . - ,,AL,,ON, ..PRQP„O,aED;.k~ATER. LINE^''~ ONTACT: IOC ELLR ~
THREE-PARTY ENC 0 CHM N R A E T AGREEMENT ON THE JOB SITE. ~ ~ ~ .
8. DISENFECTION OF PROPOSED WATERLINE TO TAKE PLACE A1° TIME OF CONNECTION TO PUBLIC WATER SL"RVICE. ~ ' GRADING PERMIT REQUIRED . "PRIOR TO LAND D15TUR®ING
' i/ "a ' _ _ , ff ' A APPROVAL F THE WATER PLANS DDES N DRAUV TFG O SE OT N'
54 : DIP CITY Of- WINSTON SALEM STD N(3TES: _ CONSTITUTE APPRDVAL FOR CONSTRUCTION. DATE: 3-4-09
i AP~RO~IM TE EXISTING; ; \ ~ !s ' APPRDVAL FOR CONSTRUCTION MUST BE
F T R r9ea, n .cr;~rn a WATER. ; , € T _ AC O. Y ESTRAINED :JOINTS S DOTT,„x 1. THE MOST CURRENT EDITION OF THE GITY OF WINSTQN-SALEM TECHNICAL 'ELEVATION 752.50 ' ~ C7 .._r~~. ~ . : w_ _ IN FDRMAL WRITTEN AGREEMENfi. REVISIONS: ~ ~ ~ ~ M FAILURE TO OBTAIN SUCH AGREEMENT
1 P , , . _ , n _...-_PE . C1.T'A'__ E_.~]NS.TOa'±I ..5 M..ST,~p SPECIFICATIONS AND DETAIL DRAWINGS FOR WATER LINE CONSTRUCTION . : . . . . k I r .,.u.; 5 :4? . ~ - ~tal ~,aTE~ Lil~i~-.t~FcuS~l ~ ~ ~ 5.3-2010 REV. AS PER VIIL. OP CLEMMONS ..,rte , , . _ . PRIDR TO BEGINNING OF CONSTRUCTION 4:
` FR WILL GOVERN A i ! ~~'D/ . LLWATERCQNSrRUCTION. OM STA 13.60 TO'ISTA 2 +0 WILL RELIEVE THE CITY DF ANY 5.21-2010ADDENDUM#1 FINANCIAL PARTICIPATION IN THIS PROJECT REV. GUARDRAILIPLUNGEPOOLPROF.
d' 2. FOR RIBBON PAVEMENT STREETS: HYDRANTS, WATER METERS AND SEWER ! ~ ~ 1 r; Ui S SFIALL BE PLACED 5 FEET INSIDE OF THE RIGHT OF WAY. , , _ _ , . - , ~ HATSOEVER, YAPR J. W 8 10.11.2010 ADDED DRNEWA ON, AD
r PLACEMENT MUST BE AT LEAST 2 FEET BEHIND Ai_L D4'FCHES. I i GUARDRAI D GRADES
_ 1 .i' ' I i ~ CITY 01~ WINSTON-SALEM LAN
ECTION PROCEDURE: BY, ~ 10.21.2010 REV T.C. ELEV AND STORM
1.OWNER SUBMITS RECORD DRAWINGS, ENGINEER'S OERTEFiCATION, PI~OPOSED FINAL PLA`F, AND el ` CONSTRUCTION CFECKLIST TO THE ENGINEERING DNISION'S RECORD CENTER. " JOB. NO: ~~-036
U ON AP RDVAL BY THE RECORD CENTER, OWNER MAY REQUEST FINAL INSPECTION FOR WATER ANDfQR ' " : " ' SANITARY SEWER. ' ' -~~A .,.,.,m ~ SHEET TITLE: ~ . WATER ~~SIGN APPRO'~ED
~lJ _ . WATER
~ ~

~ ~ r ,:vev.zs. : ELEVATION; 749.39
. ~ _ ~ _ U11LIIlES DIRECTOR DATE
APPRDVAL BY ThIE U71LIT}ES DIRECTOR OF TI°IE WATER AND SANITARY
~r~ ~ ter,; r, € ~ SEWER INFRASTRUCTURE DEPICTED IN THESE PLANS DOES NOT k _ . ~ . ; OONSTITUTE APPRDVAL FOR ANY OTHER PURPOSE THAN THAT SET
ti 1 r 1r
€ ~t t P~ P* e- r ! t i Cd C14 c~ € n! N C,4 IN N C,I i rVRIM IN OtUllUl4 0~ Ur Irlt YVAILK Z)T,'31LM rUULT ANU ~tL11UT~ cq ` `q ` 'o 36 OF THE SEWER SYSTEM POLICY OF THE CITY/COUNTY UTILITY SCALE: AS NOTED
V PO S C? , t7 0i 'l 05 ; f"•. . I4 a6 . ca 6€1 , ~y d . d F l , ~ 8 cd , t J ; C I . C,4 C) p • 4~ ; 67 ~i ; t71 'j 1 a) W c ( w G ) m -do (00 oo } COMMISSION, TO THE EXTENT OTHER PERMITS LICENSES, PERMISSIONS
f#e LL7 fe9 °0.I : Q _ _ . 40 Gfl PL1 . Cq Oi P'* h ; P* 00 f+ P^. Pti Ph OU C+ P•. >a uu 1 - r- 1 ; r OD r, r* i r ter, ( r r g HEFT X10.: r, P~ rkr" r'-'m t' P~ r-- N r."- f, r r~ OR THE LIKE MUST BE OBTAINED T TI-IIS ,
a~° J~~ cep' : ) J w r . _ i _e L.. i W J i K.Jt (3 ~)UU U t,7 UU~3 C1 U U6~ U C5 ~ U jU ! ARE SPECIFICALLY NOT GRANTED BOY THISP APPROVAL ANDPROJECT MUST BEH OBTAINED BY THE DEVELOPER AND/OR HIS DESIGNEE.
8" DI WATER: UNE i 1
~®„OR C- 40
10+00 11+00 12+00 13+00 14+00 t~° 15+00 16+00 0 0 17+00 1~ to co 18+00 119+99 29+00 21+00
Q STIMMEL ASSOCIATES, P.A. ~w -

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.:.:.....750... E~ISI~NG CONTOURS ~ 1O'j I~ITEF~'+I,~LS` ? 1 ~ ~
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~°75a PROPOSED CONTOUR _ . ~ s° s' l ~ r _ ~ ~ ~ r
® RIGHT-O.F-~'A"~ ~ ~ , t
; DISTURB LIMITS LINO ~ ~ ~ f
' : , ' ~ its ,y Land rch ~ .r` ~ r ~ I ~ ~ e` seeps A cture ;E
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' , CLEARING LIMITS ; " ` ~ Land Plana€ng
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; , SILT PENCE " ~ ~ ° , _ ; ! Winston Salem, NC 27101-2916 I
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v r ~ rd I t r : ~ ~ ~,M w.,. ~`~dhIEN MDANKMENT,I~ AT 1 f ~:~~OTAL ~ ~ f ~ s ' f
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. m" ,f ~ b d I B ? ~ 4 ~ T4. .i'1~14AL ~ ~ f ~ I' Y X23 d t ~ ~ _ ° ~ ~ ~ ~ y ; E ~ to '~ow.. ~ .J ~ i• r` PROVIDE APPLIED ~'DLYMER SYSTEMS, ING.t1~ `676m~9~~5299~~, APS 7011
'"l ~ d~ ~ TERRA T~3~~l) t,. ~ ~ ~ s 4 ~ ~ f~ j t ~ ~ ~ ~ & ~ ~K ~,,.ri. A~''...~Ea' INTCRVAI rG* ' . 4 r' r f SERIES FLOG LOG, INSTALL AS PER MANUFACTURERS SP,EG`IFIGATIDNS . j~ \ ~ . ~ , / . , DR APPROVED EQUAL, AT ENTRANCE DF R{PE. . ,
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~ ~ ° ~ ~ ~ OR PPR+~VED~',EG~UAL ; . ~ TERRA TUBE, ~ ~ e ~ 1 ~ ~ ~ qy~~ INSTALL AS PER MAN, ~ a ~ r~, t ~ < i i ~+~y._. k x i ~'~~~/:+~%A% ~k,~ ' { N{~'UANT HEALT~#, INC.
~ ~ ~ t ~ R•C4MENDA ~ S_` Q 1~9 N.w ~ ~ ~ ° s 1 CLEAN'<WA~R r , ti ' "a,~.. , ~,:~~~i~ ~ 0~5 Fft~NTIS PLEA BLVD.
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~ ~ 3r f? .~f~ ~ f' Q . t4' d ~ E CI,aS B ~tIPRAP L s ~ DISTURr3 LIMITS, ~ CCINTACT: NICK ELLEP ~'''1..-~ P ~ ~ ~ A
;e,_ ~ ~ f t TYPICAL . .p ,
r v SKIMMER BASIN ' ~ ~ ~ ~ ~ t ~3 I ~ 4 ' ~ . ~ ~ ~ ~ ~ l ~ ~ , r` r ~ ~ f
~ ~ TEMPORARY 1JRAWN: 1'E(a
, ~ " `k TERRA TUBE, ~ ~ DIVERSION ®ERM, , f, NSTALL AS PER MAN. ' TYPICAL BATE: 2-9-Q9
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~ ~ ~ { { f` y,, 2 4.16.09 NCDENRGOMMENTS ; ~ sw TERR~~ TU®E~~s)
~ ~ ~ AT 25° 1~1TERVAL ~ 5 ~ 3~ a-17-os REVIEwcaMMENTs ~ . ~ ~ERM, - ~
( ~ ~ ~ I i ; ( ~ ~ ~ ~ ~ ~ `f ~ ~ CLASS B'" RIPRAP 1~ ~ ~ ~ ~ 4 ~ 1 ~ ~ I =5, ~ CHANr~dEL L9NE ~ 7` ~ - ~ ~ ' r~u~', ;f 4 12.04.09 REV. E.C. TO REV. GRADES ~LDN G k , Y ~ l ~ GAI.r ~ ~ ;`TYPI ~
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€ s ~ I F ~ , 3 ,~'LUI~CE r ~ ~ ~~R ['LASS ~IPRAP ' s ; ~ JAB. N~: Ck~-C13~ ~ ~ ~ ~ ~fiDtifY AREA ~ ~
~ ~ ,a.. , ~ m ~ ~S, ~ a 1 1~ ~ `ti ~ ~ t LA PRAT'-` E ~ ' t f , 0 SS aRq ~t1 RD>~'O RE ~ J SF#GET TITLE.
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~ ~ e.~ ~ ~ ,I ~ ° ~ ~ ~ t CO~IT~AC OR T~ HAVE SUITVEY~R ~ ~ ~ l ~ s 6. / ~NDERi~NE WI~,TH F,, F I
'I . ` ~ ~ t ~ ° w__ ° ~ : ~ ~ ° f ~ ~ STA`KE ~N TH ~ FIE ~ NO ~11STURBAPo~CE I I ' TEErR,A TUBE S P~
E ~ , M_. l ~ , ~ ! ~ TO s~'hlE~ STREAM R w~~~AN~~ s~~~TH f)>,~.: p OPT THIS LOCFTION? ~ IN ALL~AS PER ~RA~~ ; ~ ~ b s 't s ~ RCCMENDA11C~i,~ ~ ~.CEaTE~~ICE FA®~I~ ~ I GIA~S ~IPF~AP,~ ?~4 ~ ~ `
d 1 ~ ~ 1 ~ _ ~ J~ d ! r ~ a ~ ' + E i ~ ~ t~ l f s ~ r ' ~I°IP,NN~'L L1NEli ~ ~ ~
~ ~ ~ ~ a, ~ i f 1~EE Pr~Tl=c~no~ S~"~ ~ ~ ~ ~ ~ uLEARiNG UMITS,~' ~ ; f ~ 1 f ~ / ? f ~ NO pIS~UR~ANGE ~ i~ TEMPORARY TYPIGIaI ~
/ 1` ~ENC~, TYPIeA~ I Me~ t M t'°°-- JIJ~ISDIG?'1DI;~A4f ` Df'~~ERSIDN;B~ERM,., / f ~
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B, DILT'FtN+~E SHEET NO.:
D B'280 2,0G 466,/ Ti'I; "S' TO d s r Q0XEfS, 1"1PPk`
f i ! LOT K 4207/ BLO REVISIONS SCALE: 1 = 60 0-41.2090 ADDENDUM #3, REV. E.C. MEASURES 60 0 60
f'
I t r` I CQ STIMMEL ASSOCIATES, P.A.

PRO.;ECT Village Point PhaSLI 1
PROJECT NO 08-036 SHEET I
DESIGNED BY: KL.I-1 DATE'. 09/06/11
CHECKED BY KLH
LOCATION
SKWMER BASIN #1 & 2
TEMPORARY SEDIMENT TRAPIBASIN DESIGN
CONTRIBUTING AR EAS 1 RUNOFF COEFFICIENTS
'C' DISTURBED AREA DRAINAGE BASIN
SURFACE TYPE COEFF AREA AC A*C AREA AC A*C
GRASS: (CLAY SOIL) AVG < 7% 0.20
STEEP > 7% 0.35
(SANDY SOIL) AVG < 7% 0.15
STEEP > 7% 0,20
WOODS: SPARCE GROUND LITTER 0 20
DEEP GROUND LITTER 0.10
BARE SOILS: SANDY, SMOOTH, AVG. SLOPE 0.30
CLAY, SMOOTH, AVG SLOPE 0.50 1.26 0.63 1 26 0.63
OTHER
0.63 0 63
TOTALS: 1.26 ACRES 1.26 ACRES
COMPOS. 'C' > 0.50 - - - - - > 0.50
RAINFALL 1 RUNOFF I SEDIMENT LOAD 1 SURFACE AREA
10 YR (B D E) SURFACE RUNOFF 10-YEAR SEDIMENT TRAP/BASIN REQUIREMENTS
57 1090 Tc = 10 min SEDIMENT STORAGE REQUIRED = 1800 CFIAC
10.7000 C = 0 50 SEDIMENT VOLUME REQUIRED = 2268 CF
0.7570 i = 5 76 inlhr SURFACE AREA RATIO (75% EFF ) = 325.00 SFICFS
i = ertTc+D1^E A = 1.26 ac. REQ'D. SURFACE AREA = 1180 SF
8, D & E CALC. FROM HYDRO-W Q10 = 3.63 cfs
ORIFICE DIMENSIONS AND DRAW DOWN TIMES TRAPIBASIN DIMENSIONS AND VOLUMES
DRAW DOWN TIME = 2-3 Days LENGTH TO WIDTH RATIO = 2.00
SKIMMER SIZE = 2 in. (From Faircloth Chart) SIDE SLOPES = 2.00
Orifice Size = 1.25 in SEDIMENT STORAGE DEPTH = 3.00 FT
Cd= 0 59 SURFACE AREA PROVIDED = 1250 SF
g = 32.20 TOP WIDTH OF SED. STORAGE = 25 FT
h = 4.00 in TOP LENGTH OF SED. STORAGE = 50 FT
Q = 0.023 cfs SEDIMENT VOLUME PROVIDED = 2508 CF OK
DRAW DOWN TIME = 1 13 Days BOTTOM WIDTH= 13.00 FT
BOTTOM LENGTH = 38.00 FT
OVERALL TOP WIDTH = 31 FT
OVERALL TOP LENGTH = 56 FT
OVERALL TRAP DEPTH = 3 5 FT
WEIR LENGTH = 5-0 FT
FLOW DEPTH OVER WEIR = 0.4 FT
Q?CdA((2gh)A.5) FREEBOARD= 1.50 FT
STIMNIEL ASSOCIATES, P_A, 601 NORTH TRADE STREET. SUITE 200 WINSTON-SALEM. NC 27101 [phone]
- _ _
--100° MIN OR 4x CIRCUMFERENCE OF LARGEST TIRE ~
{Vdl7ichever Is Greater)
4" MIN EXISTING CONTINUE FENCE COMPI.ET`ELY AROUND v
4" MIN PAVEMENT AREA TO BE PROTECTEp, NO BLDG. ~ ,
: - STONE SECTION WITH 2:1 MATERIALS, DIRT OR EQUIPMENT TO BE t '
~~'?~c'.. .~.'1. 4' STEEL POST S° O.C. S SIDE SLOPE, SEE STOREp INSIpE FENCE, ; SECTION A-A BELOW ~,;;F
WITH 12 GAUGE UdIRE MESH ~ ~-~r-:,~,~~'" (6" MAX. SPACING) aND
FILTER T FILTER FABRIC TEMPORARY SILT FENCE BLAZE ORANGE
S~aE E~EV~T~O CONS . ~uCTiON SPECi~iCATiONS. EXISTING GROUND CLOTH ~ STONE -USE COARSE AGGREGATE (2 - 3 INCH STONE) TO pRIP LINE OF CANOP`P 15` MIN, SYNTHETIC BARRICADE 'j ~ CIS,
1a0' MIN ~ LENGT}i-AS EFFECTIVE, BUT NQT LESS THAN 1D0 FEET, TRENCH 4'" X 8" DEEP, OR 4x CIRCUMFERENCE OF LARGEST TIRE ~ TfIICKNESS-NOT LESS 11iAN 8 INCHES. EXTEND FILTER FABRIC MESN {OR APPROVED EQUAL} TO BE FASTENEp Landsca~ae Architecture
(Whlahever Is Greater} ~ WiDTIi-NOT LESS THAN FULL WIDTH OF ALL POINTS OF INGRESS OR EGRESS. AND WIRE MESI.1, DACKFILL I TO POSTS Civil Engineering
25' MIN SILT FENCE, ~ ~ "WASHING-WfIEN NECE55ARY WI-IEELS SHALL BE CLEANED TD REMOVE SEDIMENT PRIOR TO AND COMPACT STEEL~WOOD TREE Land Planning
~ ENTRANCE ONTO PUBLIC RIGHT-OF-WAY. WHEN WASHING IS REQUIRED IT SHALL BE DONE ON `a ~ aR CONSTRUCTION ~ ~ ~ q ' Vi, ~ ~ POST 7 ( 4'-O" O, C. POST TO POST G01 N. Trade Street Suite 2fl0
FENCE RETURNS EACH 'SIDE ~ ~ AN AREA STABALIZAED WIT~I GRUSHED STONE WhIICH DRAINS INTO AN APPROVED SEDIMENT ~ O~ TRAP OR SEDIMENT BASIN, ALL SEDIMENT SHALL B DIRECTION OF FLOW ~ ~ E PREVENTED FROM ENTERING ANY i Winston Salem, ~!C 27101-2916
STORM DRAIN, DITCH,OR WATERGOURS[ THROUGH USE DF SAND BAGS, GRAVEL, BOARDS, ~ ~ o NCDOT 1 ~ 0 ~ ~ C~ 0 0~ Q 00 ~ I=i 11= _ 4~ I NCDOT TYPE 2 GEOTEXTILE P: 336.723.1(}67 F: 336.723.1069
!d 0 0 o QOo ao o a o r~o ~ OR OTHER APPROVED METHODS. ~fi~~~=- FABRIC FABRIC UNDERLINER ~ SEALS:
~ E ~ EXISTING MAINTENANCE 1HE ENTRANCE SHALL BE MAINTAINED IN A CDNDITION WLIICH V~LL PREVENT 11=(11=III=EII-III-III-III- = I- - - ~ TRACKING OR FLOWING OF SEDIMENT ONTO PUBLIC RIGHT-OF-W ~II~[1~11~11=_~1=1T=1TI-III=III-_ III-11 _III-III- ° z
in b `Q Q D 0 aC~ C`a d 0 PAVEMENT AY, THIS MAY REQUIRE PERIODIC '=III_111-11111=IIH1I=.III-~_ lIC=III-111 12" THICK LAYER OF NCDOT cv ~ o 0 o Qo 0 o TOP DRESSING WITH ADDITIONAL STONE AS CONDITIONS DEMAND AND REPAIR AND~OR ~ ~ Qo ~ a ~ l~_f[~1~_I[=~-III_ITI-I~1 ~ ]~~I II=IIF 5~ WASHED sTQN , I~
O O CLEANOUT OF ANY MEASURES USED TO TRAP SEDIMENT. ALL SEDIMEDIT SPILLED, DROPPED, i # E Q 11-1 I ICI 11=i I I-I 11=1 I I-i I I J _i I I -III-I I ~I I~ ~ 4 M I~, ~ ] WAShIED OR TRACKED ONTO PUBLIC RIGIiTS-OF-WAY MUST BE REMOVED IMMEDIATELY. ~I~[~11~11~1-1~1=111 : r .,II-_~[ I~=1~I=III= I 4' MIN,
EXISTING a~ o _ -i)~-) I I-~ 111=11 ~ _ ~ I (I I_ _El 1-111-{ I GROUND z ~ II~T[=1T_I_III- ~1=1T_I~ I III~1fI~Tl= _ _ _ _ _ _ NC>3EE5 CEF2T. NC.: 09347 NCDOT CLASS B RIP RAP _ - - - _
PLAh~1 VIEW - ~ ~~1~111-1i1-;i~.,__ ~~~lil~l __~_Ii1-~1
2" TO 3" CLEAN STONE ~ ~ '~~-,T_I ~1ri;'r~111-111=1 I 1=~1=1T= I I III III I I I -ILI-! I ~~i I ~~TI~T~TI~ II ITN I I; ~ I I-I I f~ i t III-III-I 11=1 I I- I ~1=1 I I-~ I I-1 I ~I 11=1 11=1 11=1 i ~=1 I I~ 11=1 I I-I 11=1 I I 1-1 I~ ~o~®,- -I 11=1 I~ I I ICI I X111=1 I1~ I H I f=1 11=1 I i-11 I I I=1 11=1 I l-1 I ICI 11=1 I ~I 11=l I I--!! 1=1 I I h
COMPACTED BACKFILL -i1~111-ll~lll-_ .III-III- ~ - ~ , i~~1~~L1~Il~ 11- ~~r 9'-6>, MIN ~ CENTER I I I III-1I1=1 I~ III-1I ~I I 1=11I-! I I-1I ~I ~1 III-)_I I-X11=1I I I-1I1=1I1=1I I 1=1I ~ ~ t '
EXTENSION aF ~1I hl~I~l~~l l Ill l -I I ~I I ~I 1~~=1I {=1I ~I I I~ I N I1=1I 1=1 I I~ I i-I I hl I1=1I1= I I 1=111=1I ~f I 1=11I-1I1=1I I I1- :r~ ~ ~ 1 I 1=1I l~ I1=1I 1=1 i I_~=1! 1=1I ~I 11=1 I I-1I I-1I ~I I~~ I1=1I I-1I ~I! C~I I!~ I1=1 ~~IL~ I I I~ l i-1I ~ ~ SEAL
FILTER FABRIC ANO WIRE -III-I i 1=1 I I I-III-! I I-I I I~ 11=1 I I-III-III-III-I I ~I I I-I 11=III--III-I I ~I 11=1 I I-III-I I ~I I I- ~ 02~~~ 2
MESH INTO TRENCH NCOOT T NCDOT TYPE 2 GEOTEXTILE ~
FADRIC l FA8R1C UNDERLINER ~~'I~~;`°,~
SECTION A-A AAA ~g ~"°lpdBr~,~gn5q~~`1.
I
N.T.S. N.T,Sa T, 5,
INLET ZQNE 35 OF SURFACE AREA
INLET ZaNE ~s~ aF PR{},IECT:
SURFACE AREA l~aiLltenal7ce Df Tiher Filtratit}L~'~'1tes
INLET ZaNE 2S7 aF GENERAL P~OTES; SURFACE AREA
,E'~~'~ 2 1. DRIVE 5' STEEL POST AT LEAST To assure long term performance, Fiber Filration Tubes (FFTs) installations must be properly
~ OUTLET ZCTNE 15~ 24" INTO SOLID GROUND. maintained. ay definition, these devices are designedto provide filtration and it is intuitive that a properly functioning f lter will eventually need to be replaced This is the case with the
JUTE MESH (700 g~`m COIR EROSION BLANKET OF SURFACE AREA OR EQUAL TO RE TREATED ~HTH 51LTSTOP 2. USE STAPLES 1' APART S C?R 9 INCH ~ water, oil and air filters that we all use on a daily basis. `LIEi~ ~a~'~ t'~?/ f~f Vr r,f 1k~~'~'~ ~3i$'".f7~a t~ ~~Y~~
POLYMER PER MANUFACTURER'S RECOMMENDATION, HORIZONTALLY AND 'VERTICALLY FL04'V OIL>,L~ RE-APPLY AFTER EACH RAIN EVENT TQ ATTACH THE FILTER FABRIC l~ . F LOYr D•t>,cC T IJN I P~s_a~~1 !9F.`,~~,;l~~ ~'t~ e ` The first ma~interrance activity far FFTs is Co inspect the installation every two weeks and/or
~ ~ a:fter each significant precipitation event (typically ? h" of rainfall) as mandated by the US I ~
SUPPORT POST JUTE MESH OR SIMILAR ~ TO THE WIRE FENCE. I SUPPORT ROPE 24° INTO BOTTOM STAPLED OR TRENCHED STAKE TO SUPPORT ~ X > ROPE OR IMRE 3, MINIMUM 9AFFL.E SPACING IS 1D, ]i~ ~ EPA NPDES regulations. When sediment aecumulatione reach % of the FFT height d;c 1 ~ sediment should be removed to insure storage capacity for the uext event.'I'his may be 2
OR WIRE TO OR SIDE INTO 801TOM ~ SIDES ~T1P. BOTH ENDS) PREVENT ` r r ~ i-°- - accomplished using hand. ldbor or a small bucket loader. Care must be taken w prevent damage ~
SAGGING X 4° Tl°IE FLOOR OF ThIE 6ASIN IN PACKFiLL P PAG~CFiLL AN U = ~ I, to the FFTs. Replace all FFTs that display torn netting and/or excessive deformation. CCNr'ACT LUO L , , ZH;9V'
TFIE OUTLET ZONE AND DERMS I CCNi'ACT l SHOULD BE SEEDED h,1AiERiAL htA 1 k41PL Unlike many sediment retention devices that simply act as barriers to slow water flow
n - a UPSTREAM . a,;,;,, L: ;.~,:~;..,.,.bs...,,. 1-: 4~..J.a,, F; :;_~a::~s ~.;J,a-;:~ ;-l-u.; ;..::.;.,:.;:.:.;.,,V.b;..,;.:.;..,i,:.6::N;;.:.;.•e.; ;e,:,;..:.; 4L'~: ::,;.;:ar osJ.;", c IMMEDIATELY AF1L• s.; t.~,,.;,, , '.;;•~P..,r,...•. , ; ; r l., ,;-,,;.,;,r,... ~zr,,i ~ r-, E 9ASIN I I ..r,,.,... ~ ~i" ~ s r " ~ ~ ~ ~ IS CONSTRUCTED, TI;B" U~STR:A~i CF ~ ~ 914r ~ ~ ( {ti € . ~ velocities, FFTs are also designed to capture sediment within their 3-D matrix. As fdtered ~ _
n ~ _ r i .a-_%,:,,. t . y r r i f t' i? ~ R ZS ~I r r i ,.,t ,;.;..,.,a.,.,,, ~ ~i ~ ~ ~ i. a s P ' Ei - ~ ~ r~ ~ ~ ~ ~~°1~ I F~ material accunmlates the matrix will eventually begin to blind or clog resulting is reduced flaw ~ i 6 GR is NC-1 r rates and increased hzPbitlity of wafer exiting the FFT, The functional longevity of an FFT rs -
_ •.~'°°`r%f-', , , , r t ~ ~ ~ " ~ ~ < 5. REFER T4 NCESCPDM SECTION U-S~IAPcO - Wrv , ,r r F ~ t.. x ~ ~ . ,65 FOR ADDIITONAL U-~~{Al'c C 'vYlRE r ~ ~qh ~ gi6 r' gy / fta dependent upon a variety of site specific environmental conditions inctudmg duration of ~ a _
. . . _i SPECIFIATIONS, , Gl~lr~ Fr)rT I 4<TAPLkS PE.AGED A~ j i'~ rcr a~~„ ,'a~,a ~,~~hi pl ~ ~ee~„,, installation, sedimentcomposition, the prasenceltype of a flocculent and amountof water that OE~lE Fr)rr ; ERVALS ~ ~ ~ _ _ _ , has passed through the device. Fhe functional longevrty of an FTT must be determined by ~
LL.-- _ _ - - - Q~n~r~ri TAI ~c li ~ I I II---a ~ ~ ~ ~ _I o = Oi~J7EF I DRnrt Pl •tftrJUOI-i / ~ 1 d t Ill t lts I ~ r regularly scheduled fie d inspections an on si.e experience wi cad to predic ive resu in a QtJ7EF il~ut9 ,rF~ ~ I {
T .D ~ given environment c ~ ( '
P ~p F;ZuAVATE , / t-- ~ ~ F;tCAVATE ~ ~ Fit" Fiber Filtration Tubes are designed tophoto-biodegrade within two years. Depending upon -
t?J~' P Ai;FI~iFNT AE3011"(~ 3 II Pt.>kt hi N7 TRE.NC)a ~ ~ ` e ~ ~ _ ~ application and long term land use the devices may be left in place or removed. FFTs wilt ~ Ai3i, l1(3 I PdC;~i E'~ f support long term plant growth in areas conducive to establishment of dense vegetation. Pf an
INSPECT BAFFLES AT LEAST ONCE A "~EK AND AFTER EACH RAINFALL. MAKE ANY REQUIRED REPAIRS IMMEDIATELY, X €:~E;=C' Qccf' 1 wVmRL4P A~~JaGUFl7 Kt~Lt Ef~C,S E3Y A +~ilNliu+UP,t ~3i' ;iP~E
- x / - BE SURE TO MAINTAIN ACCE55 TO THE BAFFLES, SFIDULD TI•IE FABRIC OF A BAFFf.E COLLAPSE, TEAR, DECOMPOSE OR 4' MAX. SPACING CAS.: 17 TC FC1CT Af~D RE))UCF SThKIP1G I~TEn'.b"AL ,u~ t~N°. EQG' WITr'€N FFTie removed there are at least three options for disposal entire-use. , US;. '15 TCI I4--INCH :iTAKE 4ViTH 6--IKC;y C?'d~:,RLA° SEGTIt~tl
EECOME IN CTIVE, REPLACE IT PROMPTLY. MENIMUM Ei {TYPICAL) INTEftVAl:S MiNii>tUM El~t3E~DEdEld1~ Si'r?t~Eu A1~ TWC FCIOT 1. The FFT may be re-used for additionalsedim~ntretentionorstorniwatertreatment fNiE:°,VA~S DRI~'w~ TNRu.1G1 JUTER i €p1CH ClF Ft~R CfAi~PdE,. ?P~ ~CATIC~Iv, [~©'fH LIPS : E~t~ A"dB aPplicationsifthereisnotexcessieesedimentloading.
REMOVE SEDIMENT DEPOSI°CS bVFIEN IT REAChIES HALF FULL TO PROI~DE ADEQUATE STORAGE VOLUME FOR THE NEXT RAIN a TUB: , L:~~~, 'UBE, Lu»;I~G AEOIiT A iCVCNLS DF 1~HE STRRE CQ~'N'3Ii~EA1f A1vCrl;)i~I?vG Sht3ULD BE .A( F'COC (;9iERVALS ~ Z. TheFF'Tmaybecutopenandthematrixmayberolledauttobeusedasablanketif
AND TO REDUCE PRESSURE ON THE BAFFLES. TAKE CARE TO AVOID DAMAGING THE BAFFLES DURING CLEANOUT. a STEEL POST P~CTUDiNG SEDIMENT DEPTH ShI~1LD NEVER EXCEED HIALF THE DEIGNED STORAGE DEPTH, Pf~OTWD~NC AC~CLE THE TtJDE there is notexeessivesedimenCloading. 3. The FFT may be hauled to a lalydffll if there are potentially undesirable constituents 9 . ~ -
AFTER FLE1W o _ _ THE CONTRIBUTING DRAINAGE AREA HAS BEEN PROPERLY STABILIZED, REMOVE ALL DAPPLE MATERIALS AND I pease ~3f~ _ _ _ _ ....__.__i _ - - - - trapped. wrthm the matrix.
UNSTABLE SEDIMENT DEPOSITS, BRING Th1E AREA TO GRADE AND 5TABI4J;aE IT. d" X 6" TRENCFI ~ n~sr~rE~ :~~E.~ i~por~xxnan otter. prEnse ~a©rE °wa rwt neortwtarw>t Pak~lE °evu °u~6 vr,rie ~nea A.~FSFh'S£l #.Re6Pd S G MFAA6 I "xapn o~w G>vmrra3 battal.awg y° t isrorsxxnan otter rr ~5 ice ~ To replace, carefully pull out the anchoring staples and stakes. Take care not to damage
BACKFILL ANp COMPACT io~cepr~~. vs~: ::OMGEP'T AE USE CNL" A<#G PEDC .M~9oEC E ~ i . "C 6E USE: uft CnNSfRUCt"C@f WHILE ' G6'VtACF HU~iEE',. $t16••.'a^i6-~Fi~87 i Fibre FiEtrati~t~ T~a~es ~ erosion control devices that have been installed in conjunction with FFTs. The staples and
FENCE ANp FABRIC EVERY ~ f ~+as BURIED IN TRENCH Mo° a~ u~,;:;; EYERY ~CGf fIAS "cEE~# WACE TC LMSU'~,E r c #E6 5!lz.: wwxe, r Eie rT .GC,,:aG~, THES ~rarcrz~an=care s~cu o ~`/~"r TEr'~{;-. , UBE,. r• , v~n~ ~~:n stakes ma be reused if the demonstrate no si ificant lama. e and can be driven back into MO" 8E U.k:O Fe'i P S'F'L"G H'u hPPLIJA d2h ~ "yi ~ ~ aor~ i i:. ~ : y y ~ g
~~rr~au~ ~ne~n<o _ _ £YA~?IAlA:1t7N pM0 W _ Q SU1TF8ilIiY, APPiiC< ~aryeu~ U~nep~<Grrrr r>Rr,~ss~rwti ; ' R~U` V it`s' - o~ewn rr, uas uxri:: sr~,,ot i sww:: rdn. m sc.`u«. the ground. Remove flee "spent" FFT aucl reshape the existing trench, ifapplicable. Smooth the . sxw~xa taM moo w.;?irTCarcn nr rr: ~ , t')pL- {C~AI41VFt _ _ soil surface and install the new FFTs following the published installation guidelines.l3e sure to SfF1TF+~.I'y, APPi ChBIL•TY F.NG7 ACGIIRd~Y. I '//L/l,~ft/~ 9Ni,^.E*FJi A; ~iSF 7k7E. af5{Gr SF'EE'1 CP Z
I ~ ' ~ ~tl ~ compact any residual soil against the base ofthe FRTs Co minimize the chance of undermining a - ~ ~
flh by water. ;:I
s.;W
Q.T.S. N TS N T ~ ,
~..~~...~~~P~.,,~ ~ ~
I
" `
, TEMPORARY - - SLOPE DRAIN
A ~ ,
PLAN VIEW ~ SKIMMER SEDIMENT 4ASIN ARM ASSEMDLY
DESIGN CRITE [ ~ ~ 1 ,t ~ ~°w OI~TLET PROTF~TION TALE: CLI~~T:
S jj/ ' TKy~ NDTESo I ~ F t~ g yyy / i ~ . , i r ~ OUTLET 1- l~9 1N2 MIN.
ORNNAGE ~ fps) ar ~i ~sss, ~ a.; ; .m ~ " " 10 s EMBANKMENT 1. REFER TO 1s i,; PROTECTION (FT) (FT} (FT} ll-IICKNESS(IN) APRON MATERIAL hJ~?VANT HEALTH, IN`v.
~ ~ • • , ~,~~-~R , % _ C ENCLOSURE , ACRES _ frH NCESCPDM s~aa~ x>~:: • : ~ I I, L ~ ti " ~ ~ ~ • SECTION 6,64 ~1~~.' " I ~sa~ . _ ~ ,,.~~w, <I . CLASS °B" sroNE FROf~1TIS PLAZA ~LV~, ~ ` t V l' A 12,0 4.0 14,0 18 FILLING
MIN. INFLaW r FOR ADD9TIONAL ~~r _ yy9v B 22.0 12.0 26.4 1g CLASS STONE ~~~T~-SALEM,
2:1 DESIGN LENGTH TO STRUCTURE SP A ~ ~ ,'I~ > , W1DTli PATIO ~ ECIFIC TIONS FILLING
; , 4 REGARDING TM= WATER ENTRY KNIT - C 12.o s.a 1~.D 18 cLASSI~eN~TONE ~~C~TA~T: NICK ELLER
, n , ~ ~ t _ ~ _ ~ SKIMMER SEDIMENT PERSPECTIVE VILW ~ s. ~.~ha BASINS. _
MAK. ~ r ~ ~ r =z z: Lk~dCTPi TO ~:1 K~ c - ~ 2. REFER TQ STD,
~4O'TFI RATIO ~l : 30,15 FOR PVC VENT SCHEDULE 40 v ~z~,~~:. ; ~ PVC ELpOW PIPE DRAWN: TEG
£~a,~ ~ BAFFLE SPACING PVC PIPE ~~,1x~, PVC END CAP MIN 18DQ _ AREA$ z~~~a~y~ AND INSTALLATION.
VOLUME (CU, FT, 4lEDTH ®LENGTN e ~ ~ ~~vu' ~ " ~~A.~ NCDOT RIP RAP DATE: THICK BLANKET OF dUTLET PIPE
REQUIPED PER AC. ~ ~ ,11~~~~ • . EMERGENCY 12" THICK BLANKET ~,r,_ , DISTUR6ET3 ~ s~ y~ ~ R f, WATER SURFACE , } aa~w WP~TER y ~ysr • SPILLWAY ~ ~ Ism ~ 1~~" TO 3~4" AGCREG 'D 3~4~" AGGREGATE l REVISIONS:
~uR~ACe AT TGtP o~ PR~MAR'a' fy~3~x r:3~,.;; ~ {NCDOT X57 WASHED STt f ONF !57 WASHED STONE} _ RIP RAP, 1B„ NCpOT CLASS B. ~ o° a ~ 8-17-09 REVIEW COMMENTS
g~~99CC ~~~x1 ~ . x .«y y ~ a,~,>~"• ~ ~ L ~ _ ~+L~ , ~ PVC END CAP SUPFACE (54. Ff. ~/f/ ON FACE ~ 2 6-0.2Q10 ADDENDUM #3 REV. 6AFFLE DETAIL ~ NCDOT TYPE 2 GEDTEI;TILE
AREA PER CFS ® i OUIRED qtG) 2~,~,~ii,,~,, i PVC PIPE SCHEDULE 4O • FABRIC UNDERLINER ADDED TERRATUBE DETAIL/REM CHECK DAM MIN. ~ SECTION
CROSS-SECTION VIEW BAFFLES ~ " PVC PIPE 1,~Z HOLES IN _ r ~ ~ NATURAL. {L)
1 FREE6OARD~° W=S' MIN, UNDERSIDE r GROUNp ~ ~ y
6 AX. 0 EMBANKMENT PVC TEE C C7RIFlCE " M pEPTH OF FL W PV TEE INFLC3W OVER EMERGENCY SPILLWAY ~ PLATE
STRUCTURE DAPPLES MIN. T' T=1.5 MIN. ~ PIPE FLOC JOB. NO: 0~-0~~ _ _ y _
Z=5' MAX. FLEXIDLE o~ ~ d SHEET TITLE:
c.; .P; ft - - h10SE NCDQT TYRE 2 GEf1TEkT1LE °~p ~ ~
N.~ pEWATERING y BFI-_~, . i. ZONE FA6RIC UNQERLIMER WTEET PIP RIP RAP ~ N
~ r ~ EMERGENCY I SECTION A-A ~ o ~ a ~
FILTER FABRIC ~ , SPILLWAY I ~ ' NOTE NOTE; E ER9~ON C4NTRCL PUNS Fort SIZE SPELIFTCAl1QNS. a ~ a
SEDIMENT -SEEP END UIU ~W FRONT VIEW ® o~
sTaRACE ZaNE
PLAN
.~f\IIVIIV9i~l\ L.)r1~.711V Jf'\ IIVIIVIf~ t ~ IIVIs(~ A I I I I I
SHEET NO.:
SCALE: NTS
N.T.S. U R 6GALE: I =4U N.T.S.
o.3
0 STIMMEI_ ASSOCIATES, P.A.

_ _ _ _ _ _ _ _ _
G,~
. ~
TEP~RARY SEEDING MAINTENANCE PLAN EI~OSI~N A~JD SEDIMENTAT~~N CaNTROL NOTES;
oN ENTRANCE
FOR LATE V~NTER.fEARLY SPRING: TEMPORARY GRAVEL CDMISTRUCTION ENTRANCE SEEDING MIXTURE MAINTAIN THE GRAVEI. PAD IN A CONDITION TO CONDITION TO PREVENT MUD OR SEDIMENT FROM LEA4NG SECTIDN(Sj DISTURDED AREA:
SPECIES. RATE (LBfACRE: THE GONSTRUC110N SITE, 11-IIS MAY REQUIRE P' DISTURBED AREA ° 6.30 At32ES ~ ~ vIAY REQUIRE PERIODIC TOPDRESSING WITH 2-INCH STONE,
RYE {GRAIN) 124 AFTER EACH RAINFALL, INSPECT ANY STRUCTURI ANY STRUCTURE USED TD TRAP SEDIMENT AND CLEAN IT 1, A SEDIMENTATION AND EROSION CONTROL PERMIT SHALL BE OBTAINED FROM ~ LY REMOVE ALL OBJECIIDNABLE MATERIALS SPILLED, THE CITY OF '~NSTON-SALEM ERDSIDN CONTROL INSPECTOR PRIOR TO ANY
3 MIN. ~O~ ANNUAL LESPEDEZA 54 OUT AS NECESSARY, IMMEDIATELY REMOVE ALL ~ (KOBE IN PIEDMONT WASFIED, DR TT~ACKED ONTO PUBLIC ROADWAYS. ILIC ROADWAYS. LAND DISTURDING ACTIVITY.
MAX.2 1 COASTAL PLAIN, KOREAN 1B~ MIN. IN MOUNTAINS TEMPORARY SEEDING
WEIGHT 1 RESEED AND MULCI~ AREAS WHERE SEEDLING E~ ~E SEEDLING EMERGENCE IS POOR, OR WHERE EROSION AN DN-SITE PRE-CONSTRUCTION CONFERENCE WITH THE CONTRACTOR, THE
SEEDING DATES OCCURS, AS SOON AS POS5IBI~. DO NOT MOW DO NOT MOW, PROTECT FROM TRAFFIC AS MUCK AS OWNER AND THE CROSION CONTROL INSPECTOR IS REQUIRED PRIOR TO BEGINNING WORK, LanrisCape Art;hiteciure
MOUNTAINS-•-FEB. 1 -MAY 1 POSSIBLE, PIEDMONT---JAN. 1 -MAY 1 Civil Engineering 3, THE CONTRACTOR IS RESPONSIBLE FDR FOLLOWING ThIE CONSTRUCTION Land Planning
COASTAL PLAIN--DEG. 1 -APR, 15 TEMPORARY DIVERSIONS
DBTASN BORROW FROM EXISTING GRADE INSPECT TEMPORARY DIVERSIONS ONCE A WEEK ONCE A WEEK AND AFTER EVERY RAINFALL IMMEDIATELY SE4UENCE, ?W AREA AND REPAIR THE DIVERSION RIDGE, CAREFULLY 4, THE EROSION AND SEDIMENTATION CONTROL MEASURES AND DEVICES SHOWN ON 601 N. Trade Slreet Suits 200
SOIL AMENDMENTS REMOVE SEDIMENT FROM THE FLOW AREA AND F SEDIMENT FOLLOW RECOMMENDATIONS DF SOIL TESTS OR APPLY 2,DDD LBfACRE GROUND CHECK OUTLETS AND MAKE TIMELY REPAIRS AS '_Y REPAIRS AS NEEDED, WHEN THE AREA PROTECTED IS THE DRAWINGS ARE INTENDEd AS A GUIDE, AFTER GRADING DEGINS, ADD Winston Salem, NC 27101-2916
AGRICULTURAL LIMESTONE ANQ 75O LB ACRE 1O-iD-1O FERTILIZER, PERMANENTLY STABIUZED, REMOVE THE RIDGE ~ SHAPE BORROW INTO BERM f ~ WEE THE RIDGE ANQ THE CHANNEL TO BLEND V~TH THE MEASURES AS NECESSARY TD CONTROL EROSION AND SEDIMENTATION OR AS P:036.723.1D6i F: 336.723.1069
NATURAL GROUND LEVEL AND APPROPRIATELY . EXISTING GRADE MULCH 'PROPRIATELY STABILIZE iT. DIRECTED DY THE CITY OF WINSTDN-SALEM ERDSIDN CONTROL INSPECTOR, SEALS: '~tiaaao~trta~d~
APPLY 4,000 LB/ACRE STRAW, ANCHOR STRAW dY TACKING WITH ASPHALT, NETTING, DR SKIMMER BASINS INSPECT SKIMMER SEDIMENT I 9ER SEDIMENT BASINS AT LEAST WEEKLY AND AFTER EACH 5. ALL DIVERSION BERMS SHALL DE FERTILIZED, SEEDED AND MULCHED 4"`*a`'~ ®°C~
A MULCFI ANCHORING TOOL. A DISK WITH BLADES SET NEARLY STRAIGHT GAN BE USED AS SIGNIFICANT ~DNE-HALF INCH DR GREATER} DR GREATER} RAINFALL EVENT AND REPAIR IMMEDIATELY. IMMEDIATELY AFTER INSTALLATION, PROVIDE MATTING WHERE CALLED FOR ON ~°°q~PORq~.~~ THE BASIN TD ITS ORIGINAL DIMENSIONS WHEN SEDIMENT THE DRAV~NGS, ~ m
A MULCFI ANCHORING TOOL, REMOVE SEDIMENT AND RESTORE 1HE BASIN T ACCUMULATES TO ONE-HALF THE HEIGFIT OF TI E HEIGFIT OF THE FIRST BAFFLE, PULL THE SKIMMER TO ONE
MAINTENANCE SIDE SO Tl-IAT T9-IE SEDIMENT UNDERNEATH IT C IDERNEATH IT CAN DE Ek`CAVATED, EXCAVATE TI1E SEDIMENT 6, ALL EROSION AND SEDIMENTATION CONTROL MEASURES AND DEVICES SHALL DE ~ a m®
REFERTILIZE IF GROWTH IS NOT FULLY ADEQUATE. RESEED, REFERTILIZE AND MULCH FROM THE ENTIRE BASIN, NOT JUST AROUND Tl UST AROUND 111E SKIMMER OR THE FIRST CELL, MAKE SURE INSTALLED AND MAINTAINED 1N ACCORDANCE Wllli THE NCDENR -LAND TTOM OF THE DASIN DOES NOT HOLD DOWN THE SKIMMER, DUALITY SECTION'S ERDSIDN AND SEDIMENTATION CONTROL PLANNING AND 'p 9
N,T,S. IMMEDIATELY FOLLDkMNG EROSION OR OTHER DAMAGE, VEGETATION GROWING iN THE BOTTOM OF THE B DESIGN MANUAL ALL MEASURES AND DE°~CES SHALL BE INSPECTED AFTER
FOR SUMMER: REPAIR THE BAFFLES IF TwEY ARE DAMAGEI ARE DAMAGED. RE-ANCHOR THE RAFFLES IF WATER IS AMY RAINFALL EVENT, OR DN A WEEKLY BASIS AS A MINIMUM, AND MAKE ANY r 4°°'~~;,6~®®m~~`fiffim*~ dD THEM, NECESSARY REPAIRS IMMEDIATELY, 4~,
SEEDING MIXTURE FLOWING UNDERNEATw OR AROUND THEM, SPECIES: RATE (LB f ACRE. ~~~PB88171&t~~b~R ~
GERMAN MILLET 4O IF THE SKIMMER IS CLOGGED WITH TTdASw ANI 1TH TRASH AND THERE IS WATER IN THE BASIN, USUALLY 7. ALL SLOPED SURFACES SHALL BE ROUGHENED USING TRACKED EQUIPMENT TO 1~e~,o.
JERKING ON THE ROPE ~1LL MAKE THE SK4M~ O D MOUNTAINS ASMALL-STEMMED SUDAN GRASS MAY BE SUBSTITUTED AT DEBRIS AND RESTORE FLOW. IF THIS DOES ND IN THE PIEDM NT AN , 4KE THE SKIMMER BOB UP AND DOWN AND QISLDDGE THE MINIMIZE EROSION DURING VEGETATION ESTADLISHMENT, ~~,a~' ~ ~ ~ THIS DOES NOT WORK, PULL THE SKIMMER OVER THE SIDE ~8
, 3~ / A RATE OF 5D LBfACRE, DF THE BASIN AND REMOVE THE DEBRIS, ALSO B. All DISTURDED AREAS SHALL DE SEEDED AND MULChIED IN ACCORDANCE WITH ~ ~ `'b DEBRIS, ALSO CHECK THE ORIFICE INSIDE THE SKIMMER TO '~v THE SEEDING SCHEDULE 1MTI11N 15 WORKING DAYS OR 21 CALENDAR DAYS, r , ®,5 ~
2 FT(MIIV) SEE IF IT IS CLOGGED; IF S4 REMOVE THE DEBF _ MOVE THE DEBRIS, WHICHEVER IS SHORTER/ AFTER COMPLETION DF CONSIRUCTIDN, ALL SLOPES , ` m
~ I SEEDING DATES I _ ~ - - _,r MOUNTAINS--MAY 15 -AUG. 15 IF THE SKIMMER ARM OR BARREL PIPE IS GLDG SHALL DE SEEDED AND MULCHED WITHIN 15 KING DAYS DR 21 CALENDAR ; AL L PIPE IS CLOGGED, TFIE ORIFICE CAN DE REMOVED AND THE DAYS, WHICHEVER IS ShIORTER, AFTER COMPLET30N OF TI1AT PHASE OF GRADING: ~ 0279 2 m
~ MAX PIEDMONT--MAY 1 -AUG. 15 OBSTRUCTION CLEARED V~Tw A PLUMBER'S SNP PLUMBER'S SNAKE OR DY FLUSHING WITH WATER, BE SURE SEEDING MIXTURE SHALL INCORPORATE SEED TYPES FROM THE PERMANENT AND ~ g°~
COASTAL PLAIN--APR, 15 _ AUG, 15 AND REPLACE THE ORIFICE BEFORE REPOSITIONII 4 FT RE REPOSITIONING T11E SKIMMER. TEMPORARY SEEDING SCHEDULES APPROPRIATE FDR THE TfME DF YEAR THAT SEED IS BEING APPLIED: ~;GI ®'°W°
SOIL AMENDMENTS CHECK THE FABRIC LINED SPILLWAY FDR DAMS WAY FOR DAMAGE AND MAKE ANY REQUIRED REPAIRS WITH P~'gs r ~°e 1mo~a
BOTTOM WIDTH FOLLOW RECOMMENDATIONS OF SOIL TESTS OR APPLY 2,DOD LBfACRE GROUND FABRIC THAT SPANS TFIE FULL t~DTw OF LL t~DTH OF THE SPILLWAY, CHECK THE EMBANKMENT, 9. ALL EROSION CONTROL MEASURES AND DEICES SHALL REMAIN IN PLACE UNTIL d~p~a¢raaB~santial IOSIDN DAMAGE, AND INSPECT THE EMBANKMENT FOR PIPING ALL DISTURDED AREAS ARE REVEGETATED AND THE ERDSIDN CONTROL
AGRICULTURAL LIMESTONE AND 75O LBfACRE 1D-1O-1D FERTILIZER. SPILLWAYS, AND OUTLET FOR EROSION DAMAGE AND SETTLEMENT, MAKE ALL NECESSARY REP ECESSARY REPAIRS IMMEDIATELY. REMD'WE ALL TRASH AND INSPECTOR APPROVES THE REMOVAL OF THE DEICES, PRQ,IECT:
MULCH OTHER DEBRIS FROM THE SKIMMER AND POOL A .R AND POOL AREAS,
APPLY 4,DOt1 LBfACRE STRAW. ANCHOR STRAW BY TACKING ~Tw ASPHALT, NETTING, OR A MULCT-I ANGI-iORING TOOL, A DISK U~TI~ BLADES SET NEARLY STRAIGI-IT CAN BE USEQ AS FREEZING WEATHER CAN RESULT IN ICE FDRMIN 10. THE CONTRACTOR IS RESPONSIBLE FDR COMPLYING WITH ALL CONDITIONS 1N THE IN ICE FORMING IN THE DASIN, SOME SPECIAL PRECAUTIONS NPDES GENERAL PERMIT ISSUED AS PART CF THE ERCSIDN CONTTdOL APPROVAL.
A MULCH ANGFIORING TOOL, SHOULD BE TAKEN IN THE 4~NTER TO PREVENT ~Y :R TO PREVENT THE SKIMMER FROM PLUGGING WITH ICE, THESE ITEMS INCLUDE DUT NOT LIMITED TD RAINFALL MEASUREMENTS,
W •?V MAINTENANCE do REPAIR RECORDS, ETC,
~ MAINTENANCE SILT FENCE IT'S. 1.5 FT CLASS J :AST ONCE A WEEK AND AFTER EACH RAINFALL. E ANY
FT MIN REFERTILIZE IF GROWTH IS NOT FULLY ADEQUATE, RESEED, REFERTILIZE AND MULCH INSPECT SEDIMENT FENCES AT LEAST ONCE A W 2 { ) "B" RIPRAP r' ~ IMMEDIATELY FOLLOWING EROSION OR OTHER DAMAGE. REQUIRED REPAIRS IMMEQIATELY, SHOULD THE SHOULD THE FABRIC OF A SEDIMENT FENCE COLLAPSE,
j,_ ~ 1 TEAR, DECOMPOSE DR BECOME INEFFECTIVE, REI - FDR FA L: EVERY 6O DAYS, REMOVE SEDIMENT DEPOSITS NEFFECTIVE, REPLACE iT PROMPTLY, REPLACE BURLAP TENT DEPOSITS AS NECESSARY TO PROVIDE ADEQUATE EDI~N AND SEalENTATIQN G~NTRa. NOTES:
2 MAX L ~`';5. SEEDING MIXTURE STORAGE VOLUME FOR THE NF~(T RAIN AND TD 'RAIN AND TO REDUCE PRESSURE DN THE FENCE, TAKE
4 FT SPECIES: RATE (L8 f AGREE, CARE TO AVOID UNDERMINING THE FENCE DURIN _ NCDDT TYPE 2 RYE {GRAINS 12O MATERIALS AND UNSTABLE SEDIMENT DEPOSITS ~ E FENCE DURING CLEANOUT, REMOVE ALL FENCING 1. NO CLEARING OR GRADING WORK SHALL COMMENCE UN11L ALL EROSION AND .NT DEPOSITS AND DRING THE AREA TO GRADE AND SEDIMENTAl10N CONTROL MEASURES ARE IN PLACE, - 1
GEOTEXTILE STABILIZE IT AFTER THE CONTRIBUTING DRAINAGE UTING DRAINAGE AREA HAS BEEN PROPERLY STABILIZED,
BOTTOM WIDTH U~IDERLINER SEEDING DATES 2. CLEARING LIMITS SHALL BE CLEARLY DEFINED PRIOR TD DEGINNING CLEARING OPERATIONS. CLEARING DEDRIS SHALL DE PROPERLY dISPOSED DF DFFSITE IN A ~
MOUNTAINS--AUG. 15 -DEC. 15 PERMANENT GROUND COVER PIEDMONT AND COASTAL PLAIN~~AUG. 15 -DEC, 3D THE OWNER OR RESPONSIBLE PARTY IS RESPDN 4RTY IS RESPONSIBLE FOR T11E LONG-TERM MAINTENANCE DF PERMITTED LANDFILL FACILITY, ONSITE DURNING OF CLEARING DEBRIS ALL NOT ~pp ~ g 1 I#
THE GROUND COVER ON THE PROPERTY, GRDU y SOIL AMENDMENTS DEGREE THAT PREVENTS SDII_ EROSION AND SEC OPERTY, GROUND COVER MUST BE MAINTAINED TO A BE ALLOWED. TREES OUTSIDE DF THE CLEARING LJMITS SHALL BE PROTECTED ~
OSION AND SEDIMENTATION AT ALL TIMES. DURING CONSTRUCTION. ~
FOLLOW RECOMMENDATIONS OF SOIL TESTS OR APPLY 2,DDO LBfACRE GROUND AGRICULTURAL LIMESTONE AND 1,DD4 LBfACRE 10-10-10 FERTILIZER. 3. PRIOR TD PLACING FlLL, ALL FILL AREAS SHALL DE STRIPPED TO REMOVE - ~9
TOPSOIL, STUMPS, ROOTS, ORGANICS AND OTHER UNSUITABLE MATERIAL, p STRIPINGS SHALL BE STOCKPILED AS DIRECTED DY THE OWPIER,
MULCFI APPLY 4,DOD LBfACRE STRAW. ANCHOR STRAW BY TACKING WITW ASPHALT, NErnNG, DR PERMANENT SEEDING
A MULCFI ANCI.IORING 'TOOL, A DISK WITH BLADES SET NEARLY STRAIGHT CAN BE USED AS I'J. T. S, 4, ALL SOIL STOCKPILES SHALL BE PLACEd lMTHIN THE DISTURBED AREA LIMITS SHOWN DN THE DRAWINGS. STOCKPILE AREAS SHALL BE LEFT SUChI TFIAT
A MULCT-I ANCHORING TOOL. ALL UNPAVED DISTURBED AREAS (DR LAWN TO (DR LAWN TO BE REESTABLISHED} OUTSIDE RAINFALL RUNS OFF AND IS NOT TT2APPED ON DR +MTHIN THE PILE. ALL RUNOFF
PLANTING BED TO BE SEEDED °WITI1 AN EVEN MI MAINTENANCE JAGUAR FINE FESCUES, OR APPROVED EQUAL, I TIi AN EVEN MIXTURE OF REBEL II, FALCON AND SHALL BE DIRECTED TO APPROVED SEDIMENT TRAPPING DEVICES, LOVED EQUAL, AT A RATE OF 5-6 LBS.f1,QO0 S,F, ~ '
REPAIR AND REFERTIUZE DAMAGED AREAS IMMEDIATELY. TOPDRESS NTH 54 LB/ACRE DF SO AS TO PRODUCE A THICK,.. FIRM STAND OF f RM STAND DF GRASS, FERTILIZE AT A RATE OF
NITROGEN IN MARCH. IF IT IS NECESSARY TO EXTEND TEMPORARY COVER BEYOND JUNE 10 LBS.f1,DDQ S.F. U~TH iO-1O~10 SLOW-RELE, 15® DVERSEEQ WITH 54 LBfACRE KOBE (PIEDMONT AND COASTAL PLAIN) DR KOREAN ASPHIALT EMULSION TO COVER SEED UNTIL STAE ~10 SLOW-RELEASE FERTILIZER (USE STRAW AND -
(MOUNTAINS LESPEDEZA IN LATE FEBRUARY OR EARLY MARCH, SOIL TEST, OR APPLY 4,4OD LBS.fACRE SLOW~I EED UNTIL STABLE]. APPLY LIME ACCORDING TO (./'ACRE SLOW-RELEASE PELLETIZED AGRICULTURAL -
-f ~ LIMESTONE,
SEEDBED PREPARATION: TOP OF RIP RAP 1, RIP AREA TO BE SEEDED TO A MINIMUM DEP1N OF 4-6 INCI-TES, SEEDING DATES
~I'''~-- END OF BARREL 2, REMOVE ALL LOOSE ROCKS, ROOTS, ETC. LEAVING SURFACE SMOOTH AND UNIFORM. AUG. 2D -OCT. 25 ~c FEB. 1 -MAY 6" BELOW BARREL INVERT 3. APPLY SEED AGRICULTURAL LIME, FERTILIZER AND SUPER PHOSPHATE UNIFORMLY AND MIX . 1 -MAY
. 1 WITH Tl'1E SOIL.
I, • ~ SEED DN A FRESHLY PREPARED SEEDBED AND COVER Tl-IE SEED LIGHTLY 4~TW SEEDING ~ ~ ~ , 1 ~0 4 ~ 13.6' EQUIPMENT DR CULIIPACK AFTER SEEDING.
r;- _ -
' i ~ , i I , 5. MULCFI IMMEDIATELY AFTER SEEDING AND ANCHOR MULCH. y
I C~ • L-_..r~_. BOTTOM PLUNGE POOL
I
~
p~
Z' 1 SLOPE 2: I NOTE:
• ROCK RIP RAP SHALL MEET THE REQUIREMENTS OF NORTH CAROLINA DEPARTMENTC SB 2' OF TRANSPORTATION, STANDARD SPECIFICAT1ONS, SECTION 1042. THE RIP-RAP .
~ SHALL BE PLACED TD THE REQUIRED THICKNESS IN ONE OPERATION. THE ROCK
w ! 1 SHALL BE DELIVERED AND PLACED !N A MANNER TFIAT WILL INSURE THE RIP- RAP
~ ~ IN PLACE SHALL BE REASONABLY HOMOGENEOUS WITH THE LARGER ROCKS I UNIFORMLY DISTRIBUTED AND FIRMLY IN CONTACT ONE TO ANOTHER WITH THE
~ KS. FILTER CLOTH SMALLER ROCKS FILLING THE VOIDS BETWEEN THE LARGER ROG 17,4 SHALL BE PLACED UNDER ALL RIP RAP AND SHALL MEET THE REQUIREMENTS OF
NORTH CAROLINA DEPARTMENT OF TRANSPORTATION, STANDARD SPEGIFIGATIONS, PROTECT 5~ SKIMMER DETAIL ,LUTE NETTING ~TYPICALj PROTECT WEIR WITH FILTER ` RETRIEVAL (SEE DETAIL D4000,16j - ~
30.6't SECTION 1056, TYPE 2. FABRIC A FABRIC AND RIP-RAP L ROPE (SEE SHEET 1j
i ' WEIR 16'°
BOTTOM PLUNGE POOL j;~.~ . ; exlsrr NG GRADC
. ~ NG GRADE' ~ NGDDT CLASS EXlSTI GITADE TRANSITION 4;1 11.1' 2 RIPRAP _ FILLER FABRIC w ~ CLIENT:
TO EXISTING STREAM _ P ~ ~v,~~T HEALTH, ~r~c.
GEOMETRY - Q d -III `,~1
EXISTING STREAM - I 20>~35 ERNT€S PL ~LV~.
III A v a ~ d LENGTH V}J~N~TQP~-SALE, C 2103 5'x3'x16°°
END RIPRAP 1 NOTES: 6~ STONE APRON ~~~~~403-3505
AT END OF EXISTING WASHED 2 MAX NGDDT TYPE 2 1~E11~ DETAIL CI~NTAGT: ~V164 ELLER
TRANSITION ' STREAM STONE 17.4 FT CEOTEXTILE 1. USE FOR DRA'. I. USE FOR DRAINAGE AREAS NOT EXCEEDING 5 ~FIVEj ACRES,
SEE PLANS FOR LIMITS OF STREAM BEDDING UNDERLINER DISTUR ANCE. DO NOT DISTURB THE BOTTOM WIDTH 2m EARTH BERM B EARTH DERM SHALL DE STADIt~ZED ~r¢'SEEDING ACCORDING
STREAM BEYOND TFIIS POINT. TO TOWN 5Pf TO TOWN 5PECIFICAT1ONS, LINE WEIR WITH DRAWN:
DESIGN 01 DESIGN 0~ SPILLWAYS RIP-RAP DATE: 2~9-09
NCDDT DRAINAGE ARE DRAINAGE AREA WEIR LENGTHI REVISIONS:
HEADWALL (ACRES) RIPRAP ON PLUNGEPOO~. 1 (ACRES) (FTj y s ',~j`4 TOP DF DAM '1, 8.17.09 REVIEW COMMENTS
SIDES IS NOT SHOWN 2 1 ®•Yj~i .r,,, ~ 12-04.09 PLUNGE POQLICHANNEL DTLS. 2 6,0
FOR CLARITY 3 3 6,O ...~.~,'~~a
4 BARREL INV. - TOP OF BANK 5 4 10,0 DITCH AND BURY
752.78 - 1 DIMENSIONS SI 5 12:0 FILTER FABRIC EDGE WEIR LENGTH (MIN. 12~ DF FABRIC] 1 DIMENSIONS SHOWN ARE MINIMUM FILTER FABRIC
t
CONCRETE I A 752.DOt I+ F, t 1 ~ ~E I CRADLE ~ f 3.4 2.6 ~ ~ - ` EXISTING SLOPE 3. °NCDDT CLASS 2 RIPRAP MAINTENANCE e J(~B. No: ~-036
i''z i~ INSPECT TEMPORARY SEDIMENT TRAPS AND EMPTY SKIMMER OF ALL DEDRIS AFTER EACH PERIOD OF SlGNIF1CANT RAINFALL. REMOVE SHEET TITLE:
_ 749.35 tl r 6'° X57 WASHED STONE SEDIMENT AND RES"FORE IT~AP TO IT5 ORIGINAL DIMENSIONS WHEN THE SEDIMENT HAS ACCUMULATED TO ONE-HALF THE DESIGN DEPTH
OF TI1E °IRAP. PLACE 'THE SEDIMENT THAT IS REMOVED IN A DESIGNATED dISPDSAL AREA AND REPLACE THE CONTAMINATED PART DF THE GRAVEL FACING.
k f.~y' I
NCDDT TYPE 2 ~ ~ ~ ~ NGDDT TYPE 2 GEOTEXTILE FABRIC GEOTE?(TILE FABRIC CHECK THE STT~UCTURE FOR DAMAGE FROM ERDSIDN DR PIPING. PERIODICALLY CHECK THE DEPTH OF THE SPILLWAY TO ENSURE IT #S A MINIMUM OF 1.5 FT DELOW THE LOW POINT OF THE EMBANKMENT. IMMEDIATELY FILL ANY SETTLEMENT OF THE EMDANKMENT TD ti
UNDERLIhIER 13,6 F~f 33.2 FT 11.1 FT COMPACTED SUBGRADE SLIGHTLY ABOVE DESIGN GRADE. ANY RIP RAP DISPLACED FROM THE SPILLWAY MUST BE REPLACED IMMEDIATELY, P
STADILIZE THE EMBANKMENT AND ALL DISTURBED AREAS ABOVE THE SEDIMENT POOL AND DOWNSTREAM FROM T31E TRAP IMMEDIATELY
AFTER CONSTRUCTION WITH SEEDING.
I I I I I I I I~ ~~n~ C, ~=~~~r,V
s.evnLU., i .<.a ° e ' 1 B i 7' I I @ i 8 i i i I l '4 j i 1 I fn i
l ~ 1 Kir K~,r r~u~vvt ut i HiL SHEET NO.:
SCALE `J N Ts SCALE;
8
STIMMEL ASSOCIATES, P.A.

1 ~ ~ ~V~ ~ ~ ~ ~ ~ ~'1 I r i ,~i~ -~X~ / , qty ~1 ~ V' , 6~;~'~ f ~ =~'~V ~ ~ ~ ~ i ~ I ~ ~ ' / ~'lY~~' ~1J ~ T ~ ~ i 1 $41.1 1 ~ , ~ I ~ ~ ~ ~i~ i ~ ~ ~ ~ ~ V ~ ~ - ~ T" , ~ ~ ~ ,
, ~ ~ I 1, ~ ~ C , , - ~ ~ ~ _ ~ ~ ~ EXISTING WET DETENTION POND 1 ~ S ~ ~ ~ ~ 84 \ ~ ~ ~ ~ ~ f I 803.7 I ' / i , ~ h, I, ,1 ~ .I ? J ~JI
~ 1 ~ ~ ~ ~ . ~ ~ ~ = ~ ; ; ~ ~ ~ ~ DESIGNED BY OTHERS AND APPROVED - ~ ~
\ o _ ~ _A ~ \ ~r , . _ BY THE VILLAGE OF CLEMMONS ~ / i r - A~~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ; i . , STORMWATER DEPARTMENT ~
~ ~ , i ~ ~ ~ \ \ I , ~ / Z ~ , ~ ~ ~ ~ i ~ ~ ~ 8 .6 ~ ~i . ~ ~ ~ ~ I i ~ j 100' STREAM BUFFER \ ~ i/ ~ / ~
f . l i 1 ~ r i ~ / ~ ~ / ~ 1, 1, ~ ~,1 ~ ~ MEASURED FR M ~ 1
~ ; ~ ~ ~ 0 / I ~aiul,~,~ ~ 1, , EXISTING TRACT 2 ~i _ . ~ ~ , ~ ~ J i~` TOP OF BANK TYP. / / ~ ~ ~ ~
, i ~ ~ ~ ~ ~ ~ PR 0 ~ ~ ~ ~ ! EXISTING WET DETENTION POND
~ ~ ~ i ~ ~ S P ~ , i o J I ~ FF ~ ~ ~ ~ ~ , I i ,ROAD TYP. DRAINAGE AREA = 19.40 AC ~ ~;n~ - TRI~CT 2 ~ ~ ~ ~ ~ ~ / ~ ~ 1 a~~~~ I ~ 1 ~ ~ ~ ~ ~ ~ ~ ~ ~ Stimmel Associates, PA
~ S ~ ~ i ~ IMPERVIOUS PERCENTAGE - 70~ , -~'''4'~ 30 UNDISTURBED STREAM Landscape Architecture
i , ~ ~ ~P ~ ~ _ ,,7~ ~ ; ~ ~ ~ ~ ~ TW VOLUME RE UIRED - 47 8 CF _ ~ EXISTING l ~ ~ ~ / ~ ~ cw~i Engineering ~ - ~ ~ BUFFER MEASURED FROM TOP ~ ~ ~i If
~ ~ 1 , ~ ~ ~ X ~ 1_ ~ I " / / ~ ' f Land Planning ~ ~ ~ ~ / / ; ~ ~ 1 ~ ~
A / / , l , ~ - _ ~ ~ _ i ~ - ~~;~~`Xl _ i~~~ ` I _ OF BANK TYP. ~ ~ ~ ~ it I ~ I _ ~ ~ ~ ~ ~ ~ % ~ 'f ~ l ( / ~ ~ 601 N. Trade Street 5uife 200
l ~ ~ C` / n I , ~ ~ A iii ~ ~ i - ~ ~ ~1 ,CENTERLINE OF STREAM , ~ ~ 1~ i ~ ~ ~ ~ ~ ~ / ~ ~ ~~V ~ ~ ~ ~ ~ 7 X~ ~ ~ ~ Winston Salem, NC 27101-2916 79]
- r i - / l i ~ , ~ ~ ~ ~ ~ ~ I ~ ~ , , , ~ - " ~ TRACT 5 ~ ~ ~ I ~ I~ P 38Fi72~,1067.336.723.1069 , ~ l ~ ~ ~ ~ ~ ~ l
~ ~ ~ ~ ~ EXISTING ~ x ~ , ~i~~ ~ ~ i ~ ~ ~ _ ~ ~ ~ _ ~ ~ ~ ~ i ~ ~ ~ ~ ~ ~ SEALS:
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~,,y~~~~ a i,,, / ~ ~~1~/,
~ o ~ ~ ~ ~ y ~ ~ ~ V\ ~ ~ ~ ~ CENTERLINE OF STREAM ~ ~ ~ ~ ~
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~ Y~~r _ ~ _ ~ ~ l t ~ / ~ 100' STREAM BU R - ~ ~ ~ ~i ~ ~ , ~
, ~ ? \ ~ A ~ MEASURED FROM i ~ ~ . ~ \ ~
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r PROPOSED --f ~ ~ ~ _ ~ ~ Y ~ _ ~s~ ~ ~ X68 ~ ;SEE SHEET SWM-1.1 ~ ~ ` ~ ~ ~ ~ ~ ~ ~ ~t _ 66 0 / ~ ~ / ~ ~ ~ ~ , , ~y H ,~P
~ I , ~ ~ ~ % _ ~ ROAD ALIGNMENT ~ ( ~ ~ ~ 1~wM ~ - ~6 64 ~ x; ~ FOR FUTURE / ~ J ~ \ ~ ~ ' .
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i , ~ - I • ~ , ~ ~ , ~ DRAINAGE AREA - 32.08 AC ~ - ! r ~ ~ ~ ~ ~ \ CONTOURS TYP. _ 08 AC ~ V ~ EXISTING CULVERTS /~j%~/ ~~1 I ~ ~ ~ ~ ~ ~U ~ ii Z
\ ~ ~ IMPERVIOUS PERCENTAGE - 70~ \ ~ - " ~~j / / soy t i ~ i ~ - = 70~ ~ J ~ ~ ~ ~ A ~ l~ l ' ~ ~ \ ~ ~ J
~ ~ ; I ~ ~ ~ ~ ~ rye , ~ ~ ~ TWQ VOLUME REQUIRED = 79186 CF
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t WET DETENTION POND B ~ ~ ~ / ~ ~ i / ~ ~ ~ / / ~ j ~ ' ~ ~ ~ A, ~ ~ ~ ~ / ~ /
~ , = ~ _ _ ~ ~ DRAINAGE AREA 18.50 AC i ~ _ ~ ~ ~ ~ 1 i l NOVANT HEALTH INC. ~ ~ 5~ ~ i
L, ~ ~ i ~ ~ IMPERVIOUS PERCENTAGE = 70~ ~ ~ , ~ ~ ~ ~ L ~ ~ ~ ~ ~ - I i ~ ~ ~ ~ ~ ~ ~ ~ I 1 ~ / ~~I~~ 1980 SOUTH
_ ~ \ TW V \ ~ ~ ~ ~ Q OLUME REQUIRED - 45,665 CF , , ~ 1 ~ / ~ ~ ~ _ ~ ~ ~ ~ ~ ~ ~~i. ~ ~ ~ ~ ~ \ ~ ~ ~ ~ HAWTHORNE ROAD ~s - ~ ~ ~ ~ ~ ~ ~ . ~ f V ~ ~ ~ SUITE 200
~ ~ i ~
~ ~ ~ / / ~ ~ / ~ / l / ~ ~ti ~ ~ ~ ~ ~ ~ - ~ ~ ~ WINSTON-SALEM, NC
/ / ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ 27103
/ _ i ~ i~ 40 / I / ~ ~ ~ ~
~ ~ ~ ~ i ~ ~ A V ~ ~ \ ~1 , , 1 ~ ~ ` DRAwN: KLH
n ~ ~ ~ ~ ~ , 1 / , ~ ~ --7 ~ ~ ~ \ ~ ~ / i i ~ i ~ ~ ~ ~ A _ ! ~ 1.1~ ~ DATE: 3124/11 ~
! i y ~ ~ ~J _ ~ ,V ~~1`a'~~n'~~ ~ ~l~ _i'~ REVISIONS:
l ~ ~ \ / V
i \ ~ ~ A ~ j~ / ~ \ ~ \ ~ i i / i i ~ ~ V ~ ~ ~ ~ ~ ~ 1 ~ ~ ~ _ ~ ~ 1 8-24-2011 CLAPoFIE~ EXIPROP.
i~ ~ ~ ~ ~ ~ ~ ~ ~ , EXISTING - ~
~ STRUCTURES ~ ~ / / 1 ~ ~ ~ d % ~ i 801.5 ~ ~ ~ ! i ~ ~ i ~ ~769.1~ ~ ~ y~~~~ll~l~~,
i ~ o / ~ X ~ w ~ i ~ / ~ ~ ~j ~ ~ ~ A~ ~ ~ 771 ~ i~ 1 ~ ~ ~
~ f , ~ ~ i i i ~ i / ~ \ ~ ~ ~ 1 ~ / , ~ 800.3 ~ ~ ~ / ~ , i \ ~ l - ~ ~ i _ ~ ~ % , 1 ~
~ ~ ~ - / ~ X - ~ 1 ~ l ~ ~ i i~. ~ ~ / i
J r i ~ ~ i ~ ~ ; i 80 ~ ~ ~ ~ ~ ~ X ~ _ ~ i / > ~ ~ ~ ~ ~ ~ ~ ~1,~ 1 JOB. NO: 10-122
~ i ~ ~ ~ ~ ~ ~ ~ ~ , ~ . , ~ ~ ~ I ~ O ~ ~ ~ ~ ~ l.~ ~ ~ ~ ~ ~ ~ ~ ~ BROOK LAKE I ~ ~ ~ ~ w ~ 742 SHEET TITLE:
~ ~ ~ ~ ~ , ~ NOTES. ~ ~ ti ~ ~ ~ ~ ~ ~ ~
i J 80.5 t ~ ~ ~ ~ ~ - ~ ~ 1. ALL 1. ALL STORMWATER BMP'S WILL BE DESIGNED IN ACCORDANCE WITH THE ~ STORMWATER
~ i / A ~f ~ ~ ~ ~ ~ ~ ~ ~ ~ ,
> ~ . - ~ - CURE o ~ , -1= ~ ~ ~ ~ / ~ i ~ ~ / 1 CURRENT EDITION OF THE NCDENR BMP DESIGN MANUAL AND THE ~ MA T
r ~ ~ _ i ~ \ X i ~ ~ = ~ ~ ~ / ~ ! ~ ~ ~ VI LLB ~ ~ ~ ~ i ~ / ~ ~ ~ ~ VILLAGE OF C ~ ~ ~ ~ R LEMMONS STORMWATER MANAGEMENT ORDINANCE. , i V, ~
~ ~ ~ i 1 ~ ~i ~ ~ LAN
i i~~ ~ \ S ~ \
~ ~ ~ ~ ~ ~ ~ ~ ~ 2. THE ~ ~ ~ / i ~ X V ~ ~ ~ ~ L ~ ~ ~ ~ , , I ~ ~ ~ ~ ~ ~ t ~ 2. THE BMP DEVICES SHOWN ON THIS PLAN ARE CONCEPTUAL AND MAY
\ i ~ , - ~ ~ , , , n, ~ CHAS ~ x ~ ~ ~ x ~ ~ ~ ~ / ~ l ~ ~i/ 1 \ ~ ~ ~ l 1 ~ ~ A V V CHANGE IN LOCATION, SIZE AND TYPE PENDING FINAL SITE .DESIGN ON ~ I'~,
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os s ~ i ~z / - ~ ~ _ -X ~ i~ CENTERLINE OF STREAM ~ ~ \ 100' STREAM BUFFER ~ ~ ~
~ , I / L~'k,^,~ s Q ~ ~ i ~ I~ 1 ~-MEASURED FROM ~ \ \x \ ~ ~ _ ~ ~ ~ ~ ~ / ~---X--X ~ < < , ~ ~ ~ ~ ~
~ i _'7 _ _ oQ ; ~ ~ ~ / ~ j ~ 11 ~~I ~ ~ ~ ~ ~ ~ \ ~ ~ ~ roP of enr~K x~. ~ ~ ~ ~ ~ _
~ ~ ~ ~ ~ ~ ~ = - ~ ~ ~ ~ ~ Stimmel Associates, PA
/ ~ I ~ ~ 835.4 ~ ~ ~ / I ~I \ \ ~ ~ ~ ~ / / ~ / „ ` , i - _ / ~ / ~ I I, (I / y ~ ~ eu~R MFASRURED FROM TOP ~ ~ ~j ~ ~~~i ~ \ 780.4. ~ ~ ~ ~ ~gp"'/ ~ i ~ ~ \ ~ ~ ~ ~ ~ ~ ~ Landscape Architecture
~ ~ ~ ~ ~ j ~ ~ ~ / \ ~ ~ \ Civil Engineering
~ ~ / i ~ - \ ~ ~ ~ - Land Planning
l;~ / ~ Kti-_ ~ ~ W / ~ / ~ . i1~ 1~ I ~ ~ -OF BANK NP. / ~ 7 /l ~ ~ ~ ~ l l ~ _ ~ ~ J 1 ~ B09 N. Trade Street Su~fe 200
1~,~' ~i~ ~ / ~s~~~ ~i ~--,c" t,~/,'~i ~ , wEr ~~rRmEO~PON~~~ ~ ~ 1 TRACT 9 J , / ~ ~ ~ ~ / / ~ ~ ~ ~ ~ ! ~ ~ Winston Salem, f~C 27101-296
~ ~ / ~ ~ ~ ~ ~ ~ / ~ ~ I P: 336.723.1087 F: 338.723.1Q69
~r ~ ~ ~ ; % ~ X i ~ i i 7~' ~ ~ Q / DRAINAGE AREA = 4.85 AC ~ ~ ~ ~ l ~ (FUTURE) ~ ~ ~ ~
~ ~ ~ J i ~ ~ I IMPERVIOUS PERCENTAGE = 701L \ / \ ~ I I ~ R~~~ / i//~
i~ ~ ~ i ~ ~
~ ,'t a I _ - - - l l i %TWQ VOLUME REQUIRED = 11,972 CF ~ ~ ~ ~ I ~O / ~ / i . _ _--I \99.x- ~~;,2~ l ~ ~ / , i _ ~ I~ ~ 1^ ~E pp1N ~ i/ ~ ~ ~
~ ~ r~^ - Ill l ~ i_ / ' \ ~ ~ I ~ ~ ~ v~L1~` ~ LOT LINE ~~l ~ iv~~ v - Av ~ l
i , i i i~ 1, y lip ~ ~'~J~) ~ I ~ r- , ~ ~~~~y ~ I~ III ~ ~ ~ ~ ~ / ~ ~ / / ~~//J" lip , ~ ~ ~ ~ , , ~ ,
FUTURE TRACT 8 / ~ / _ ~ _ ~ ~ ~ ~ az 2
_ WET DETENTION POND ~ ~ / ~ / ~ ~ - ~
( ~ ~ ~ ~ J ~ \ I I I t \ r ,l ~ l J ~ I ~ I I / . 1 \ \ , ~ / i /%ii/%F~ / DRAINAGE AREA = 3.41 AC ~ ~ ~o- a ~ ;
~ ` , - ~ - ~ , ~ / ~ I ) ~ I ~ ~ ~ f /r ~ \ ~ TRACT 8 , ~ ~i IMPERVIOUS PERCENTAGE = 70~ ~ ~ ~ ~ ~ '''~~~Y ~ ~P~.,
~ ~ TWQ VOLUME REQUIRED = 8 417 CF ~ ~ ~~x ~ HO
~ \ X ~ ~ i ~ i % / i ' ~ ~ ~ 'i ~~Xl ~ r ~ `(FUTURE) ~ l,,~ll'!l~ 1 y ~ I ~ / ~ ~~~~nmu~~~~
/ / / ~ 1 \ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ , ~ ~ ~ ~ ~ 832.9/ _ ~ ~ /
~ STRUCTURES I ~ 1 1 l8~ / / 7 / ~ - \ ~ \ ~ \ ~ / f
Typ. ~ , fir' ~ ~ ~ ~ / , ~ ~ ~ _ \\~\~y~~ ` \ ~ ~ ~ ~ ~ / ~ w`. ~ .ao~.~~.~~, '~~~J ' ~ ~ ~\~~~~\1\`\\\~\~\ ~/~~/j / 11
/ / V ~ A / PROJECT:
~ ,
~ ~ ~ ~ ~ ~
w.e.aois~~ilil i ~~1~1~ / h ~ll~l i1 _ i / ` ~ \ ~ ~ ~i/ ~ l ~ / ~ \ ~ ( ~ ~ IXISTING \ ~ ~ ~ I ~ ~ ~ ~ (I ~ \ ~ ~ ° ~ ~ ~ _ ~ _ _ ~ i ~ ~ ~ ~
. I \ ~ I ROAD TYP. EXISTING ~ ~ o J ~ ~ 1 ~ ~ I I
~.~I _`~~il~ ~ ~~"~i ,l i X \ CONTOURS iYP. ~ ~ s° ' j ~ 1 1
~ \ DRNNAGE BOUNDARY TYP. ezi.a I J I~ _ ~ I ( j I ~
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~ \ ~ J I / !,I ! ~ I~ ~ ~ ~ ' ` ~ ~ ~ ' ' ~ ~ \ , ~ y~yET~ DETENTI N POND r I I PROJECT BOUNDARY TYP. ~ ~ ~ ~ ~ ~ ~ ~ ~
~ ~j ~ \ li ~ I~ ~r5 ! ~ r~- J ~L_ ' - 2 / a % / ~ i `1 \ ~ 1 \ DRAINAGE AREA 2.55 AC ~ I ~ ~ ~ ~ , ~
` I ~ ~ 4~-J 819. ~ , ~ rfT~ ~ ~ , ~ ~ ~ ~ / 1~ 11 ' IMPERVIOUS PERCENTAGE = 70% I
r 1 ~ I i ~ ~ ~ JI I- ~ ~ ~ ~ ~ I ~ ' I ! / / ~ \ \I W / I I ~ I' ` ~Q VOLUME REQUIRED = 6.294 CF ~ 1 I ~ 100' STREAM BUFFER ~A \ \ ~ ~ , ~
~ I , _ - ~ - - ~ ~ TRACT 7 ~ ~ I I W.E. 768.0 1 ~ ~ MEASURED FROM ~ ~ ~ ~ ~ , ~ I i ~ ~
I 1 ~ \ ~ ~v~~~ , , ~ Q
\ _i~~ _ i_ (FUTURE , , ~ 1 I ( ~ TOP OF BANK TYP. ~ / ~ ~ / ~ ~ ' ~ , ~ ~ ~
~ / / ~ ~ j ~ E \ _ 30 UNDISTURBED STREAM ~ ~ ~ ' ~ ~ ~ ~ ~ ~ ' ~
\ ~ ~ //~r , ~ ~ ~ BUFFER MEASURED FROM TOP ~ , ~ , , ~ ~ ~ ~
~ OF BANK TYP. ~ ~ , ~ ~ / ~ ~ ,
. , ~ - = _ Exisrirvcy: 90 , ~ - ~ , ~ / /i j ~ j ~ LAKE ~ ~ ~
/ I / x'41 ~-.i-_' ~ - / ~ y~~ = - =
~ ~ i ILLAGE POINT ~ -
, . - LAKE DRIVE ~
~ \ ~ ~i~~~ l
_ ~ ~ ~~o , "PROPOSED \ i ^9 h / / ~ ` \ i i ~ \ Z
~ 0 ~ ROAD ALIGNMENT I ~ ~ : ~ ~ ~ Fkis - ~ ~ NPR ~ry ~ TRACT 2 ~ ~ r- ~ \ k ~ ~ ~,1 I ~ 1 ~ ~~I~ ~ i ' 1 \ \ ~ ~ ~ 1
~ r, vi ~ ~ v11 ~r
\ \ ~ ~ / W
/ ~ ~ ~ ~ iii , ~ ~ ~ Z
- EXISTING ~ W ~ ~ ~ ~ 1 1 1 ` ~l ~ ` EXISTING TEMPORARY
~ IXISTING WEf DETENTION POND EMPORARY SEDIMENT TRAP ~ . % / / ~ J~ ~ Q~
~ DESIGNED BY OTHERS AND APPROVED fir,- ~ W l ~ ~ I I I aoa.i ~ ' ~ ~ I ~ ~ ~ TO TREAT THE RUNO BY THE VILLAGE OF CLEMMONS f~ ~ Y I X ~ I ~ ~ ~ / //J ~ ~ i ROAD OVER THE DAM THE RUNOFF FROM THE , ~ ~ ~ ~ ,
I THE DAM UNTIL TRACT 6, ~//~j~%/~~~~ W.E. 790.5 ~ ~ ~ ~ ~ ~
STORMWATER DEPARTMENT ' - ~ ~ ~ i ~ ~ ~ ~ ~ BMP IS CONSTRUCTE . ! ~ -1_ TRACT 5 ~ J J ~ ~ l ~ )I l ~l ~ % Tr'i ~ ~ ~ f ~ ~ NSTRUCTED. ~ 1
~ ~ ~ ~ ~ , a~.6 x ~ p, U
~ ~ ~ ~0 7~3 ~ ~ ~ ~
_ ~ ~ ~ ~ ~ ~ / ~ ~ \ CLIENT:
~ru~r~acE nREn = ~s.ao nc ~ ~ - ~ i. (FUTURE 1 /4 / ' I ~ / + IMPERVIOUS PERCENTAGE 70% ~ / a
~ ~ ~ ~ ~ ~ ~ ~X ~ ~ " _ - ` NOVANT HEALTH INC,
TWQ VOLUME REQUIRED = 47 887 CF ~ 6% ~ ~ _ ~ i`< ~ ' ~ ~j ~ ~ ~I?~ ~ ~ ` ~ ~ / ~ % / ~j ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ / I I 1980 SOUTH
- ~ ~-l - \ i ~ i~ Q I ~ iii ~ J ~ ~ ~ ` / ~I ~ ~ ~ - ~f ~ ~ ~ \ ~ , - C~ i /CENTERLJNE OF STREAM / ~ ~ ~ I l 1 / l%~ i ' ~ ' --t80Y ~ , ~ i ~ ~ ~ ~ ~ ~ / ' ~ HAWTHORNE ROAD
~ / ~ Xs ~ - ~ / ~ / SUITE 200
i ~ ~ i ~ ~ ~ / I / ~ ~ WINSTON~SALEM, NC
~ ~~-`-~_~_X -x~ ~ i __-I ~ 27103

11 ~ ~ ~ ~ j/~ ~ ~ ~ ~ / ~ ~ ~ I DRawN: KLH
i = ~ 9~ ~ , ~ / ~ ~ ~ I ~ TRACT 6 ~ FuruRE / i ~ / / ~ ~ / ~ ~ I
"UTURE TRACT 6 AND ROADWAY OVER DAM ~ ~ / ~ / ~ I , I SATE: 3/24!11
y ~ , ~ - ~J/ ~ ~ ~r ~ ~i ~ ~ ~ (FUTURE) ~ WET DEfEN s~ ~ ~ ~ ~ \ / I ~ J x I ~~I ll~ /II I I ' Q VO~U ~yy` ~ NpE~T~ DETENTION POND ~ r / ~ , ~ I j I ~ , ~ ~ I REVISIONS:
)RAINAGE AREA = 7.82 AC ~ ~ ~ J ~ ~ /I _ I ~ ~ ~ ~ 1 8-24-2011 CLARIFIED EXIPROP.
MPERVIOUS PERCENTAGE = 70X ~ ~ ~ ~ ~ I ~ ~ aos 1 ~ ~ ~ ~
IWQ VOLUME REQUIRED = 19,303 CF i ~ x ~ ~ ~
/ ~ L~ ~ I ~ ~
i~ ~ vrlY~ \ ~ 'I - _ X66 >68 ~O ~ J / } / l / ( ( I I I I \ / ~O~ y / / /j//
''~,y 4 - ~ ~ s< 5 w~ PRELIMINARY - ~ il// \ I I ~ I ~ ~ ~ O ~ \ x - --------~=~~-X ~OB.NO: 10-122 ~ ~ ~ ~ . t ~ ~ ~8~i ~ ~ ~ - - SNEET TITLE:
~ ao \ ~ QQ ~ ~ BMP FOOTPRINT / 1 ~ ~ ~ I i ~ ~ ~j/~ / ~ - _
~ NOTES: I STORMWATER
~ ~ ~ 1. ALL STORMWATER BMP'S WILL BE DESIGNED IN ACCORDANCE WITH THE ~ I
~ - ~ ~ - ~ ( ~ ~ f _ ~r~ , ~ ~O y ~ -,iii/ ' ~ ~ \ ~ CURRENT EDITION OF THE NCDENR BMP DESIGN MANUAL AND THE MASTER
y~ ~ ~ ~ ~ \ ~ ~ _ / III I I ~ ~ , ~5 ~ , PROPOSED ~ ~ ~ i ~ ~ ~ ~ ~ ~ J I I 1 / y i Q + ~i ~ ~--X \ VILLAGE OF CLEMMONS STORMWATER MANAGEMENT ORDINANCE. PLA
N
` \ ' 2. THE BMP DEVICES SHOWN ON THIS PLAN ARE CONCEPTUAL AND MAY
CONTOURS TYP. ~ ~ \ t\ ~ i ~ I ~ ~ ~ ~ i ~ ~ \ \ "1 ~ ~ ~ \ ~ / \~~I ~ iii . 5/ s~ ~ CHANGE IN I ~CATI~N_ ~17F ANA TYPE PFN~INt; FINAI ~ITF fIF~IGN (1N ~ ~ _
OPP _ _ . - -v SGALL: i "=-I uu
k I i EACH TRACT. SCALE: 1 =100 SHEET NO.:
FUTURE TRACT 5 ~ 100 0 100
WET DETENTION POND
DRAINAGE AREA = 6.05 AC swm=i 1 ILL
IMPERVIOUS PERCENTAGE 70% j ~ . ~ / , ~r I ~ ' • TyyQ VOLUME REQUIRED 14.934 CF ~r
STIMMEL ASSOCIATES, P.A.

Stimmel
r
a
A. POND SPECIFlCATIONS G. SURVEY REQUIREMENTS: K. POND L K. POND LINER SPECIFlCATIONS L TEMPORARY SEEDING SPECIFlCATION
1. SEE THE PROJECT MANUAL FOR ADDITIONAL POND DAM SPECIFICATIONS. 1. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL SURVEYING REQUIRED BY THE FC Stimmel Associates, PA THE FOLLOWING SPECIFICATION SHALL BE USED IF A POND LINER IS FOR LATE WINTER/EARLY SPRING: Landscape ArchiteClUre
THE CONSTRUCTION DOCUMENTS. THIS SHALL INCLUDE BUT NOT BE UNITED TO REQUIR REQUIRED. SEE SECTION "J" THIS SHEET. SEEDING MIXTURE
THE FOLLOWING: GRADING, RISER STRUCTURE, BARREL, AND ENERGY DISSIPATORS, SPEgES: RATE (LB/ACRE): Civii Engineering
ETC. 1. u RYE (GRAIN) 120 Land Planning 1. LINER TO BE USED SHOULD BE AKWASEAL POND LINER BY CETCO. ANNUAL LESPEDEZA 50
2. THE CONTRACTOR SHALL BE RESPONSIBLE FOR A FINAL AS-BUILT SURVEY OF AKWASE AKWASEAL IS A COMPOSITE LINER MATERIAL CONSISTING OF A TWO LAYER (KOBE IN PIEDMONT do 601 N. Trade Street Suite 200
THE POND. THE AS-BUILT SURVEY SHALL INCLUDE THE FOLLOWING ITEMS AS SYSTEM SYSTEM OF BENTONITE CLAY AND A FLEXIBLE PLASTIC MEMBRANE COASTAL PLAIN, KOREAN winstan Salem, NC 27101-2916 SANDWICHED BETWEEN TWO TEXTILE LAYERS WHICH ARE NEEDLEPUNCHED IN MOUNTAINS) P: 336.723.1067 F: 336.723.1069
B. ROCK RIP RAP THEY APPLY: SANDWI TOGETI• TOGETHER. THE MEMBRANE IS PERMANENTLY LAMINATED TO THE OUTER
1. ROCK RIP RAP SHALL MEET THE REQUIREMENTS OF NORTH CAROLINA A. POND/ DAM GRADING WffH 1 FOOT CONTOURS AND SPOT ELEVATIONS TEXTILE TEXTILE SURFACE. SEEDING DATES SEALS:
DEPARTMENIT OF TRANSPORTATION, STANDARD SPECIFICATIONS, SECTION 1042. THE B. ALONG CENTER TOP OF DAM IN 25 FOOT INTERVALS AND AT LOWEST 2. U RIP-RAP SHALL BE PLACED TO THE REQUIRED THICKNESS IN ONE OPERATION. THE POINT THE Lil MOUNTAINS--FEB. 1 -MAY t 2. UNLOADING, HANDLING, STORAGE, UNROLLING AND INSTALLATION OF PIEDMONT--JAN. t -MAY i
ROCK SHALL BE DELIVERED AND PLACED IN A MANNER THAT WILL INSURE THE MANUFI THE LINER MATERIAL SHALL BE IN ACCORDANCE WITH THE COASTAL PLAIN--DEC. i -APR. 15
RIP- RAP IN PLACE SHALL BE REASONABLY HOMOGENEOUS WITH THE LARGER C. TOP OF RISER ELEVATION ALL 4 CORNERS AND UPSTREAM AND ROCKS UNIFORMLY DISTRIBUTED AND FlRMLY IN CONTACT ONE TO ANOTHER WITH ( ) MANUFACTURER'S RECOMMENDATIONS. SOIL AMENDMENTS NCBEES CERT. NO.: C-1347
THE SMALLER ROCKS FlWNG THE VOIDS BETWEEN THE LARGER ROCKS. FILTER DOWNSTREAM INVERTS OF BARREL 3. C 3. CONTRACTOR TO OVER-EXCAVATE DESIGN POND GRADES A MINIMUM FOLLOW RECOMMENDATIONS OF SOIL TESTS OR APPLY 2,000 LB/ACRE
CLOTH SHALL BE PLACED UNDER ALL RIP RAP AND SHALL MEET' THE OF ONI REQUIREMENTS OF NORTH CAROLINA DEPARTMENT OF TRANSPORTATION, STANDARD D. INVERT OF DRAW DOWN PIPETS AND BOTTOM DRAIN PLACEl7 OF ONE FOOT FOR PLACEMENT OF AKWASEAL POND LINER. ONCE LINER IS GROUND AGRICULTURAL IMESTONE AND 750 LB/ACRE 10-10-10 CA 0 PLACED, IT CAN BE BACKFILLED WITH SOIL AND COMPACTED. BACKFILL ' 1
SOIL SI SPECIFlCAl10NS, SECTION 1056, TYPE 2. E. INVERT AND WIDTH OF EMERGENCY SPILLWAY ELEVAII SOIL SHOULD BE PLACED FROM LOWER ELEVATIONS OF POND TO HIGHER FERTILIZER' Q~•• ES / ' ~ _
COMPAI ELEVATIONS. LINERS SHALL HAVE 1.0' FNAL MINIMUM COVER OF CLEAN, MULCH ~ COMPACTED SOIL. APPLY 4,000 LB/ACRE STRAW. ANCHOR STRAW BY TACKING WI1H SAL rt
F. BOTTOM OF POND ELEVATION
C. CARE OF WATER DURING CONSTRUCTION 4. su 4. SUBGRADE PREPARATION: THE FINISHED SUBGRADE SURFACE SHOULD ASPHALT, NETTING, OR A MULCH ANCH~iING TOOL A DISK WITH 0 7912 BLADES SET NEARLY STRAIGHT CAN BE USED AS A MULCH ANCHORING ; ~~j~, t~ BE FIRM AND UNYIELDING, WITHOUT ABRUPT ELEVATION CHANGES, VOIDS, ~ j ;
G. LOCATION AND DIMENSIONS OF RIPRAP DISSIPATOR PAD(S) BE FIRI 1. ALL WORK ON THE PERMANENT STRUCTURES SHALL BE CARRIED OUT IN AREAS CRACK: CRACKS, ICE OR STANDING WATER. THE SUBGRADE SHALL ALSO BE FREE TOOL ; ( ;
FREE FROM WATER. THE CONTRACTOR SHALL CONSTRUCT AND MAINTAIN ALL H. TOP OF FOREBAY BAFFLE WITH ELEVA110NS ON 25 FOOT CENTERS. OF VE6 TEMPORARY DIKES, LEVEES, COFFER DAMS, DRAINAGE CHANNELS, AND STREAM DEBRIS, OF VEGETATION, SHARP-EDGED ROCKS, STONES, STICKS, CONSTRUCTION ~'~,,~gY~G~N••~P~O~~
DIVERSIONS NECESSARY TO PROTECT THE AREAS TO BE OCCUPIED BY THE 3. IF THE AS-BUILT SURVEY DOEi; NOT COMPLY WITH THE CONSTRUCTION THE LII DEBRIS, AND OTHER FOREIGN MATTER THAT COULD COME IN CONTACT WITH MAINTENANCE HO THE LINER. AREAS OF ROCK OUTCROPPINGS SHALL BE OVER EXCAVATED REFERTIUZE IF GROWTH IS NOT FULLY ADEQUATE. RESEED, REFERIILIZE `'~~~i~i~~~~~'~
PERMANENT WORKS. THE CONTRACTOR SHAU_ ALSO FURNISH, INSTALL, OPERATE DOCUMENTS THE CONTRACTOR WILL BE REQUIRED TO CORRECT THE DEFICIENT AND RI AND REMOVED A MINIMUM OF TWO FEET BELOW FNISHED GRADE (ONE AND MULCH IMMEDIATELY FOLLOWING EROSION OR OTHER DAMAGE.
AND MAINTAIN ALL NECESSARY PUMPING AND OTHER EQUIPMENT REQUIRED FOR ITEMS AND WILL RESPONSIBLE FOR REVISING THE AS-BUILT SURVEY. FOOT E REMOVAL OF WATER FROM THE VARIOUS PARTS OF THE WORK AND FOR SOIL S~ FOOT BELOW LINER GRADE) AND BACKFILLED WITH ONE F00T OF CLEAN SOIL SO AS TO CREATE A UNIFORM LAYER OF SUBGRABE SOIL. THE FOR SUMMER:
MAINTAINING THE EXCAVATIONS, FOUNDATION, AND OTHER PARTS OF THE WORK 4. PROVIDE AN AUTOCAD DRAWING AND SEALED HARDCOPY BY A REGISTERED LAND SUBGRI SUBGRADE SHALL BE ROLLED WITH ASMOOTH-DRUM COMPACTOR TO SEEDING MIXTURE
FREE FROM WATER AS REQUIRED OR DIRECTED BY THE ENGINEER FOR SURVEYOR OF THE FINAL ASBUILT SURVEY TO ENGINEER. REMOVE CONSTRUCTING EACH PART OF THE WORK. AFTER HAVING SERVED THEIR PURPOSE, PROTRI REMOVE WHEEL RUTS, FOOTPRINTS, OR OTHER ABRUPT GRADE CHANGES. SPEgES: RAZE (LB/ACRE): PROTRUSIONS ABOVE THE SMOOTH SUBGRADE SURFACE WILL NOT BE GERMAN MILLET 40
ALL TEMPORARY PROTECTIVE WORKS SHALL BE REMOVED OR LEVELED AND GRADED 5. THE POND AT THE TIME OF THE ASBUILT SURVEY AND AT THE COMPLETION OF ALLOWE ALLOWED.
TO THE EXTENT REQUIRED TO PREVENT OBSTRUCTION IN ANY DEGREE WHATSOEVER THE PROJECT SHAU_ HAVE THE FULL DESIGN VOLUME. THIS MAY REQUIRE OF THE FLOW OF WATER TO THE SPILLWAY OR OUTLET WORKS AND SO AS NOT TO ADDITIONAL SURVEYNG. 5, ~ IN THE'PIEDMONT AND MOUNTAINS, ASMALL-STEMMED SUDAN GRASS PROJECT:
INTERFERE IN ANY WAY WITH THE OPERATION OR MAINTENANCE OF THE STRUCTURE. HIGHER 5. THE UPPERMOST ELEVATION OF POND LINER SHALL EXTEND 1.0' MAY BE SUBSIITUTEO AT A RAZE OF 50 LB/ACRE. HIGHER THAN PERMANENT POOL ELEVATION.
STREAM DIVERSIONS SHALL 8E MAINTAINED UNTIL THE FULL FLOW CAN BE PASSED H. PERMANENT SEEDING THROUGH THE PERMANENT WORKS. THE REMOVAL OF WATER FROM THE REQUIRED 6. C SEEDING DATES
EXCAVATION AND THE FOUNDATION SHALL BE ACCOMPLISHED IN A MANNER AND TO ALL DISTURBED AREAS TO BE SEEDED Wfl'H AN EVEN MIXTURE OF REBEL II, SIDE SI 6. CARE SHOULD BE TAKEN WHEN DEPLOYING LINER ROLL. GEOTEXTILE MOUNTAINS--MAY t5 -AUG. 15 SIDE SHOULD FACE UP AND GEOMEMBRANE SIDE SHOULD FACE DOWN. PIEDMONT--MAY t -AUG. t5
THE EXTENT THAT WILL MAINTAIN STABILITY OF THE EXCAVATED SLOPES AND FALCON AND JAGUAR FINE FESCUES AT A RATE OF 5-6 LBS./1,000 S.F. SO AS EQUIPM EQUIPMENT THAT COULD DAMAGE LINER SHOULD NOT TRAVEL ACROSS IT COASTAL PWN--APR. t5 -AUG. t5
BOTTOM OF REQUIRED EOfCAVATIONS AND WILL ALLOW SATISFACTORY PERFORMANCE TO PRODUCE A THICK, FlRM STAND OF GRASS. FERTILIZE AT A RATE OF 10 UNI.ES~ OF ALL CONSTRUCTION OPERATIONS. DURING THE PLACING AND COMPACTING OF LBS./1,000 S.F. WITH ASLOW-RELEASE FERTILIZER (USE STRAW AND ASPHALT E3Y ELT} UNLESS PROPER COVER IS ESTABLISHED. ROLLS SHOULD BE DEPLOYED BY EITHER UNROLLJNG IN FRONT OF BACKWARD MOVING EQUIPMENT OR SOIL AMENDMENTS
MATERIAL IN REQUIRED EXCAVATIONS, THE WATER LEVEL AT THE LOCATIONS BEING EMULSION TO COVER SEED UNTIL STABLE.) APPLY LIME ACCORDING TO SOIL TEST, SUSPEP SUSPENDING IN AIR AT TOP OF SLOPE AND UNROLLING DOWNHILL BY FOLLOW RECOMMENDAl10NS OF SOIL TESTS OR APPLY 2,000 LB/ACRE
REFILLED SHALL BE MAINTAINED BELOW THE BOTTOM OF THE ED(CAVATION AT SUCH OR APPLY 4,000 LBS. ACRE SLOW-RELEASE PELLETIZED AGRICULTURAL LIMESTONE. ~D• LOCATIONS WHICH MAY REQUIRE DRAINING THE WATER TO SUMPS FROM WHICH THE / HAND. ROLLS SHOULD NEVER BE RELEASED ON TOP OF SLOPE AND BE GROUND AGRICULTURAL LIMESTONE AND 750 LB/ACRE 10-10-10
WATER SHALL BE PUMPED. SEEDING DATES: AUG. 20 THROUGH OCT. 25 AND FEB. 1 THROUGH MAY. ALLOWS ACROS. ALLOWED TO UNROLL FREELY BY GRAVff1'. DO NOT DRAG LINER MATERIAL FERnuZER. ACROSS THE SUBGRADE OR PUII THE LINER MATERIAL UPSLOPE.
SEEDBED PREPARAT10N:
7. L D. EROSION AND SEDIMENT CONTROL 1. REMOVE ANY UNDESIRABLE GROUND COVERS INCLUDING ANY TEMPORARY OF SLC 7. LINER SHOULD BE PLACED SO SEAMS ARE PARALLEL TO DIRECTION MULCH OF SLOPE. END OF ROLL SEAMS SHOULD BE LOCATED AT LEAST 3 FEET APPLY 4,000 LB/ACRE STRAW. ANCHOR STRAW BY TACKING VNTH
SEEDING. FROM 1 FROM THE TOE AND/ OR CREST OF ALL SLOPES. CARE SHOULD BE TAKEN ASPHALT, NETTING, OR A MULCH ANCHORING TOOL a DISK WITH BLADES
1. CONSTRUC110N OPERATIONS WILL BE CARRIED OUT IN SUCH A MANNER THAT THAT N THAT NO FOREIGN OBJECTS OR LOOSE SOIL ARE CONTAINED BETWEEN SET NEARLY STRAIGHT CAN BE USED AS A MULCH ANCHORING TOOL OVERLAPPED AREAS. MAINTENANCE
EROSION WILL BE CONTROLLED AND WATER AND AIR POLLUTION MINIMIZED. STATE 2. RIP THE AREA TO BE SEEDED TO A MIN. DEPTH OF 4"-6." OVERLA ANU LOCAL LAWS CONCERNING POLLUTION AE3ATEMENT WILL 8E FOLLOWED.
CONSTRUCTION PLANS SHALL DETAIL EROSION AND SEDIMENT CONTROL MEASURES 3. REMOVE ALL LOOSE ROCKS, ROOTS, ETC. LEAVING SURFACE SMOOTH AND 6. 8. LINER SHALL BE ANCHORED AT TOP OF SLOPES BY PLACING REFERTIUZE IF GROWTH IS NOT FULLY ADEQUATE. RESEED, REFERIILIZE
TO BE EMPLOYED DURING THE CONSTRUCTION PROCESS. UNIFORM. LINER I BACKfII LINER IN BOTTOM OF A 2' DEEP X 1.5' WIDE TRENCH AND THEN AND MULCH IMMEDIATELY FOLLOiMNG EROSION OR OTHER DAMAGE. BACKfILLED WITH SOIL AND COMPACTED.
4. APPLY SEED, AGRICULTURAL LIME, AND FERTILIZER UNIFORMLY AND MIX WffH FOR FALL:
THE SOIL. 9. S 9. SEAMS: SEEDING MIXTURE SPEgES: RATE (LB/ACRE):
E. MAINTENANCE SCHEDULE 5. MULCH IMMEDIATELY AFTER SEEDING AND ANCHOR MULCH. A. L( A. LONGITUDINAL: LINERS SHOULD COME MARKED ALONG LONGITUDINAL RYE (GRAIN) t20
EDGES 1. SEE DOCUMENT ENTITLED "OPERATION AND MAINTENANCE SCHEDULE, VILLAGE AKWASE EDGES WITH 12-INCH "LAP LINES" AND 15-INCH "MATCH LINES". AKWASEAL POND LINERS ARE SELF SEALING PROVIDED THAT THE ROLLS SEEDING DATES
POINT -TRACT 4 -POND A" ARE 01 ARE OVERLAPPED ALONG THE EDGES TO COVER THE 12" LAP LINE. THE MOUNTAINS--AUG. 15 -DEC. 15
I. CONSTRUCTION SEQUENCE t5" MA 15" MATCH LJNE IS PROVIDED TO HELP IN ALLEVIATING WASTE DURING PIEDMONT AND COASTAL PLAIN--AUG. 15 -DEC. 30
EXCAVATE A TEST Pff TO THE PLANNED POND BOLTON ELEVATION TO OBTAIN A INSTALL INSTALLATION. SOIL AMENDMENTS
SOIL SAMPLE FOR PERMEABILITY TESTING BY THE GEOTECHNICAL ENGINEER. 8. E~ F. REQUIRED SU8MIITALS 2. EXCAVATE THE CUT-OFF TRENCH AND BACKFILL WITH APPROVED MATERIAL TO „ B. END OF PANEL: END OF PANEL SEEMS SHOULD HAVE A MINIMUM OF FOLLOW RECOMMENDATIONS of SOIL TESTS OR APPLY 2,000 LB/ACRE ~ -
A MINIMUM OF 1-FOOT ABOVE THE TOP OF BARREL. 24 OV 24" OVERLAP AND SHALL ONLY OCCUR ON GROUND OF 4H: 1V SLOPE OR GROUND AGRICULTURAL LIMESTONE AND 1,000 LB/ACRE 10-10-10 z
3. TRENCH THROUGH CUT-OFF TRENCH MATERIAL AND INSTALL THE BARREL. FLATTEf 1. SUBMITTALS FOR THE FOLLOWING ITEMS ARE REQUIRED TO BE APPROVED 4. TRENCH THE CHIMNEY DRAIN AND INSTALL THE SEEPAGE PIPES ALONG HTE FLATTER. FERTILIZER. ~ J
PRIOR TO BEGINNING CONSTRUCTION. THE ENGINEER WILL ATTEMPT TO BARREL. C• ~ REVIEW THE SUBMITTALS WITHIN 10 DAYS OF RECEIPT. NOTE: MATERIAL 5. BACKFILL THE BARREL UP TO THE TOP OF TRENCH AND BACKFILL CHIMNEY KNIFE ' C. STRUCTURES: THE LINER SHALL BE CUT WITH A SHARP UTILITI' MULCH - -o
SUBSTITUTIONS ARE NOT RECOMMENDED AND MAY DELAY THE APPROVAL. DRAIN WITH LIGHTLY COMPACTED SAND. APPUEI KNIFE SO AS TO PRPOVIDE A CLEAN CUT. APPLY GRANULAR BENTONITE APPLY 4,000 LB/ACRE STRAW. ANgiOR STRAW BY TACKING WITH ~ APPLIED AT APPROX. 2 Ib / LF SHALL BE PLACED IN A 3" DEEP TRENCH ASPHALT, NETTING, OR A MULCH ANCHORING TOOL. A DISK WITH O O
A. DUCTILE IRON PIPE WITH THICKNESS CLASS OR PRESSURE CLASS s. CONTINUE TO PLACE DAM FlLL AND TRENCHING THROUGH COMPACTED DAM FILL AROUNI AROUND STRUCTURE AND APPROXIMATELY 6" UP THE SIDE OF THE BLADES SET NEARLY STRAIGHT CAN BE USED AS A MULCH ANCHORING
NOTED. FOR CHIMNEY DRAIN SAND UNTIL THE CHIMNEY DRAIN HAS REACHED ITS FINAL STRUCT STRUCTURE. THE LINER SHALL BE PLACE ALONG THE BENTONITE PATCH, TOOL. U 6,4CKFILLED AND COMPACTED TO FORM A SOLID BENTONITE SEAL BETWEEN
B. PRECAST STUCTURE ELEVATION. 8,4CKFII STRUCTURE AND LINER. PHYSICAL ATTACHMENT OF LINER TO WALL IS NOT MAINTENANCE
1. SHOP DRAWING OF STRUCTURE WITH COMPLETE DETAILS OF 7~ COMPL.ETE DAM FILL. STRUCT JOINTS, STEEL PLACEMENT, STEPS, BLOCKOUTS, ETC. EXCAVATE THE RISER BASE AND POUR THE FIRST LIFT OF CONCRETE. RECOMI RECOMMENDED. REPAIR AND REFERTILIZE DAMAGED AREAS IMMEDIATELY. TOPDRESS WITH
2. WEIGHT OF STRUCTURE AFTER BlOCKOUTS 24" AND 10" . 9. PLACE FRST RISER SECTION AND POUR SECOND LIFT OF CONCRETE FOR THE ( ) RISER BASE. D. H! 50 LB/ACRE OF NITROGEN IN MARCH. IF IT IS NECESSARY ~ EXTEND D. HORIZONTAL PIPE PENETRATIONS: A 4" DEEP X 3" WIDE NOTCH TEMPORARY COVER BEYOND ~1NE 15, OVERSEED WITH 50 LB ACRE KOBE
NOTE: MIN WEIGHT 20,646 LBS 10. POUR CONCRETE COLLAR AND RISER BOTTOM CONCRETE IN-FILL. SHALL 3. CONCRETE MIX DESIGN W/ UNff WEIGHT OF CONCRETE INSTALL 80TTOM DRAIN AND DRAWDOWN PIPE. WITH G SHALL BE CUT IN SUBGRADE AROUND PIPE. THIS NOTCH SHALL BE FILLED (PIEDMONT AND COASTAL PLAIN) OR KOREAN (MOUNTAINS) LESPEDEZA IN
4. STEEL °BILL OF MATERIALS" SHOWING BEND TYPES AND BAR 72. INSTALL RISER TRASH RACK AND BOTTOM TRASH RACK. SURROI WITH GRANULAR BENTONITE PASTE TO FLUSH WITH SURFACE OF LATE FEBRUARY OR EARLY MARCH. 0 SURROUNDING LINER. AN AKWASEAL COLLAR CUT SO AS TO HAVE 1.0' ~ z
LENGTHS FOR THE PRECAST STRUCTURE AND CAST IN-PLACE 13. INSTALL THE EMERGENCY SPILLWAY. MINIMUI MINIMUM OVERLAP ON PRIMARY LINER SHALL BE PLACED AROUND PIPE SEEDBED PREPARATION: W
C. CAST IN-PLACE CONCRETE MIX DESIGN WITH UNIT WEIGHT 14. DISK AND/OR SCARIFY THE 80TTOM OF POND AND SIDE SLOPES UP TO THE WITH G SPECIFlED. NORMAL POOL ELEVATION TO A DEPTH OF 1-FOQT AND RECOMPACT TO THE LINER i WITH GRANULAR BENTONITE PASTE USED AS ADHESIVE BETWEEN PRIMARY i. RIP AREA TO BE SEEDED TO A MINIMUM DEPTH OF 4-6 INCHES.
D. LINK-SEAL WITH SUPPORTING INFORMATION. PROJECT SPECIFCATIONS. AND CI LINER AND COLLAR. THE COLLAR SHALL THEN BE BACKFIIL.ED WITH SOIL 2. REMOVE ALL LOOSE ROq(S, ROOTS, ETC. LEAVING SURFACE SMOOTH AND COMPACTED TO FINAL COVER DEPTH OF 1.0' MINIMUM. AND UNIFORM. Z
E. TRASH RACK SHOP DRAWING. 15. HAVE POND SURVEYED AND SUBMIT TO THE ENGINEER FOR APPROVAL. F. BOTTOM DRAIN AND APPEARANCES 10. R'.
G. SAND GRADATION REPORT OF LOCAL SAND SOURCE. GRADATION DAMAGE 10. REPAIR ANY DAMAGED AREAS PRIOR TO COVERING THE LINER. 3. APPLY SEED, AGRICULTURAL uME, FERTILIZER AND SUPER ~ O DAMAGE REPAIR SHALL BE DONE IN ACCORDANCE WITH THE PHOSPHATE UNIFORMLY AND MIX WITH THE Solt.
TEST TO BE PERFORMED BY THE PROJECT GEOTECHNICAL ENGINEER. MANUFI H. SEEPAGE PIPING WITH SLOT WIDTH INDICATED. MANUFACTURER'S RECOMMENDATIONS. 4. SEED ON A FRESHLY PREPARED SEEDBED AND COVER THE SEED LIGHTLY WITH SEEDING EQUIPMENT OR CULIIPACK AFTER SEEDING. ~ C
J PERMEABILITI( REQUIREMENTS 11. c~ F. INSPECTION SCHEDULE HARD 1 t. COVER MATERIAL SHALL BE COMPACTABLE, CLEAN SOIL FREE OF 5. MULCH IMMEDIATELY AFTER SEEDING AND ANCHOR MULCH. ~ G HARD CLODS, ROCKS, ROOTS AND OTHER FOREIGN MATERIAL. COVER SOIL ~ W
SHOUL[ IT IS CRITICAL FOR SEVERAL ITEMS TO BE INSPECTED AT THE APPROPRIATE TIME 1. EXCAVATE A TEST PIT TO THE PLANNED POND BOTTOM ELEVATION TO OBTAIN A SOIL IS SHOULD BE NEAR OPTIMUM MOISTURE AT TIME OF PLACEMENT. IF COVER ~ ~ r ,
DURING CONSTRUCTION. IT IS THE CONTRACTOR'S RESPONSIBILITY TO NOTIFY THE SOIL SAMPLE FOR PERMEABILITY TESTING 8Y THE GEOTECHNICAL ENGINEER. OF THE SOIL IS DRY, IT SHOULD BE WETTED PRIOR TO PLACEMENT. PLACEMENT V OF THE COVER MATERIAL SHALL BE FROM THE BOTTOM OF THE POND AND
ENGINEER AT LEAST 2 DAYS PRIOR TO BEGINNING WORK ON THESE ITEMS TO PERMEABILITY TEST REPORTS SHALL BE SENT TO THE ENGINEER AND THE PROGRI PROGRESS UPSLOPE. ALL LINER MATERIAL SHALL BE COVERED AT THE CLIENT:
SCHEDULE INSPECTIONS. THE ITEMS ARE AS FOLLOWS AS THEY APPLY TO EACH VILLAGE OF CLEMMONS STORMWATER DEPARTMENT. END Of D~• INSTALL END OF THE DAY EXCEPT FOR A LEADING EDGE WHERE THE NEXT DAY'S INSTALLATION WILL BEGIN.
2. THE PROJECT GEOTECHNICAL ENGINEER SHALL DETERMINE IF THE PERMEABILITY
OF THE EXISTING SOILS AT THE BOTTOM OF THE POND IS 1 X 10-5 CM/SEC 12. UNCOVERED OR TESTING WILL BE PROVIDED AS APPROPRIATE AT THE OR LESS. ARE Ol 12. THESE NOTES ARE NOT INTENDED TO BE ALL-INCLUSIVE. THERE NOVANT HEALTH INC.
CONTRACTOR'S EXPENSE. INSTALL ARE OTHER MANUFACTURER'S RECOMMENDATIONS FOR HANDLING AND 1980 SOUTH INSTALLATION THAT THE CONTRACTOR IS RESPONSIBLE FOR KNOWING AND HAWTHORNE ROAD
3. IF THE PERMEABILITY OF THE POND BOTTOM SOIL IS EQUAL TO OR LESS THAN FOLLON 1. THE CUTOFF TRENCH SHALL BE INSPECTED AFTER EXCAVATION AND PRIOR TO 1 X 10-5 CM/SEC, THEN THE 80TfOM OF THE POND SHALL 8E DISKED AND BECOMI FOLLOWING. IT IS STRONGLY RECOMMENDED THAT THE CONTRACTOR
PLACING EIACKFlLL. SCARIFIED TO A DEPTH OF 1 FOOT AND RECOMPACTED TO THE PROJECT AKWASE BECOME FAMILIAR WITH THE DESIGN AND CONSTRUCTION MANUAL FOR SUITE 200 AKWASEAL POND LINERS PROVIDED BY CETCO (www.cetco.com ; WINSTON-SALEM, NC
1-800-527-9948) PRIOR TO BID FOR HANDLING AND INSTALLATION
2. BARREL PLACEMENT BEFORE AND DURING BACKFILL. SPECIFICA110NS. 1-800• PROCE[ PROCEDURES TO ENSURE PROPER PROVISIONS ARE MADE DURING BID 27103 PROCESS.
3. SEEPAGE DRAINS PRIOR TO BACKFlLL AND DURING SAND BACKFILL PLACEMENT. 4. IF THE PERMEABILITY OF THE POND BOTTOM SOIL IS GREATER THAN 1 X 10-5 PROCE~ CM/SEC THEN THE GEOIECHNICAL ENGINEER SHALL DETERMINE IF THERE ARE
4. RISER STRUCTURE SUBGRADE PRIOR TO RISER BASE STEEL PLACEMENT. ANY OTHER ONSTTE SOILS THAT MEET THE MINIMUM PERMEABILITY RATE. DRAWN: KLH
DATE: 4115111
5. STEEL REINFORCING IN RISER BASE PRIOR TO FIRST AND SECOND POUR. 5. IF THERE ARE ONSffE SOILS THAT HAVE A PERMEABILITY RATE OF 1 X 10-5 CM/SEC OR LESS 1HEN OVER EXCAVATE THE POND BOTTOM BY 1-FOOT AND REVISIONS:
5. EMERGENCY SPILLWAY PRIOR TO LINER PLACEMENT. REPLACE WITH THOSE SOILS AND COMPACT TO THE PROJECT SPECIFlCAT10NS. E 1 612712011 REVISED NOTE
rn a 6. CONCRETE COLLAR AT OUTLET STRUCTURE PRIOR TO PLACING CONCRETE. 6. IF THE POND BOTTOM AND OTHER ONSITE MATERIALS HAVE A PERMEABILITY
GREATER THAN 1 X 10-5 CM/SEC THEN A SYNTHETIC LINER WILL BE
REQUIRED. SEE SPECIFICATIONS UNDER "K" ON THIS PAGE.
rn N
O
N N 0 JOB. No: 10-122
Z SHEET TITLE:
3 v
W POND NOTES
W
O AND SPECS
I U
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1, ~ 2 ~ / SEEPAGE PIPE ~~,~y Civil Engineering o~~~ Land Planning
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~ ~6 ~F~p~ c ~l~(qG 609 N. Trade Street Suite 200
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~~lP BO OM WIDTH 20' O p x ~ PAD NP. BOTH O Sip SIDE~SLOPES 2:1 OD~ / ~ PAD NP. BOTH SIDES ~ PAD \ \ I-40 VI C I N ITY MAP ~
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~ ~ OA o ' . 1YP BOTH SIDES S~ PROJECT:
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~ ~ 0 '2 UNDERLINE H CLASS B RIPRAP O O~ 75 LF OF 48" NCDOT TYPE 2 SECTION THROUGH 0 ~
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, / FLOOD PLAIN: NONE 0
~ 0 ~ NORMAL POOL 166 SITE DRAIN TO 303(4) STREAM: NO J
~ 0- 824.00 / ~ SITE AREA: 5.01 AC (PUBLIC R/W AREA FOR VILLAGE
~ 8A ~F a ~ POINT DRIVE AND HARPER ROAD.)
~ s sy ,~o POND DRAINAGE AREA: 32.08 AC (HARPER ROAD, VILLAGE POINT ~ W
~ NORMAL OL 6' BLACK PVC CHAT INK 824.00 5 FENCE AROUND THE POND / ~o~ / DRIVE, TRACT 3, AND TRACT 4)
5~3 NCDOT STD. 866.01 of ' ~ MAX B.U.A. ALLOWED BY POND DESIGN: 25.52 AC OR 79.55% OF DRAINAGE AREA ~•J
15$ n
6p ' 1 EXIST B.U.A.: 0.63 AC OR 1.96% OF DRAINAGE AREA CLIENT:
62 (EXISTING HARPER ROAD)
s E 2 ~ ~ # 50' 0,0 16~' 1 / PROPOSED B.u.A. NOVANT HEALTH INC. ROADWAYS: 2.98 AC OR 9.29% OF DRAINAGE ARFA 1980 SOUTH
F pp ~Op`v TRACT 3 B.u.A.: o.oo Ac. HAWTHORNE ROAD
16~' \ , ~ S g0 ~ / TRACT 4 B.U.A.: 0.00 AC. SUITE 200
~F /16k. TOTAL B.U.A. PROPOSED 3.61 AC. OR 11.25% OF DRAINAGE AREA
SSE 166 NEG; WINSTON-SALEM, NC
~ 1p - 68 1 I AL ALL WA L .U.A. 0 .U.A. U ,U,A MAININ 27103 B.U.A B.U.A. FOR POND WITH THIS PLAN PREVIOUSLY AFTER THIS PLAN
S~0 1p CATEGORY (ACRES) (ACRES) (ACRES) (ACRES)
A 1 E F DRAWN: KLH
m 112 EXISTING 0.63 0.63 0.00 0.00 DATE: 4/15111
N I co ROADWAY 2.98 2.98 0.00 0.00 REVISIONS: _
1 TRACT 3 7.413 0.00 0.00 7.413 1 5112111 CLEMMONS SW COMMENTS
rn ~ 116 , ~i~ ~
N A tD o / TRACT 4 14.497 0.00 0.00 14.497 612712011 REV DISSIPATORS
O / TOTAL 25.52 3.61 0.00 21.91
c 0 ~ 1
a ~ 118 ~ ~ ~ ~ ~ N ~ / I, Kehvay L. Howard III, P.E., to the best of my knowledge, certify that the permanent stormwater management
to ~ 9 J control(s) shown on this plan has been designed in accordance with stormwater management quantity and
~ c' ~ ~ ~ ~ ~ ~ JOB. No: 10-122 ~ ~ stormwater management quality requirements of the Village of Clemmons and the State of North Carolina, as
~ ~ ~~R ~ applicable. I also certify that other applicable local, state, and federal permits have been applied for andlor / SHEET TITLE: received.
NOTES: ao ~ ~ ~ Check other permits applied for andlor received, if applicable:
1 J !`Q ~ ~ X Erosion and Sediment Control permit (Winston-SalemlForsyth County) POND A
W 1. SEE SHE C-3.0 FOR LOCATI OF BENCHMARK IN PER ROAD o~5~ / Floodplain Development permit (Winston-Salem/Forsyth County)
W ON AN EXI TING FHYD. 1a2 , ~ ~ X 401 water quality certification (State of NC) SIT E
X 404 permit for work in waterslwetlands ofthe US (US Army Corps of Engineers)
I o U X Dam Safety permit (State of NC)
N N J Other: specify here PLAN
I ~
o - N TH THE POND SHALL HAVE FULL DESIGN VOLUME AT THE ignatureoflicenseddesignprofessional Date COMPLETION OF THE PROJECT. THIS MAY REQUIRE SCALE 1" = 20'
0 0 0 20 0 60 \ REI U REMOVAL OF SILT AND FINAL VERIFICATION OF THE SHEET NO.:
N ~ BO BOTTOM ELEVATIONS BY THE CONTRACTOR.
J
0
7 9 GO C-5.1
SCALE: 1' = 20' N North
/ © STIMMEL ASSOCIATES, P.A.

St~mmel
, , .w
\
EXISITING GRADE
\
4'X4' ID. CONCRETE RISER 12' DAM TOP WIDTH 6' F .n 6' FROM EDGE OF DAM .,n~. _ . Stimmef Assacia#es, PA
W/ M~NOLITHINC BASE AND \ TRASHRACK EMERGENCY SPILLWAY
~ ELEV. 769.00 1 TOR OF DAM Landscape Architecture
770.00 ~ ELEV. 771.00 Civil Engineering - Land Planning
\ 100 YR. PEAK STAGE 768.91
10 YR. PEAK STAGE 768.52 p TOP OR RISER 2 YR. PEAK STAGE 768.70 ~ 601 N. Trade Street Suite 200 3~ Winston Salem, NC 27101-2916
ELEV; 768.40 ;HOMOGENOUS DAM . P: 336.723.1067 F: 336.723.1069
2 YR. PEAK STAGE 766.64 \ .1 FILL SEE PROJECT .T _
TWO AND 10' VEGEiAI'ED SSHELF MANUAL FOR SPECIFICATIONS 25-YR STORM TIONS SEALS:
VOLUME \
' 3' WIDE MIN. NCDOT 2S SAND
_ _ _ _ _ _ _ _ _ _ _ NORMAL POOL Q _ _ \ CHIMNEY DRAIN EL''. ELEV. 764.00 NCBEES CERT. NO.: C- 341
- - BLEU 764.00 TOP FOREBAY ~
76 . , 2 HIGH CLASS GRIP-RAP' , ~ ELfV. ~ 00 C~~ ,
BERM AROUND RISER \ 2' MIN. .
1 4.5' PWO ~1 CUT MINIMUM 2'D X 10'W CORE TRENCH ~ ° - 3•~ IN UNEXCAVATED GROUND AS SHOWN. SEE ~ ' ~
FOREBAY -E---~ 760.00 3' MIN. INTO EXISTING GROUND ' ? EAL
2 10' MIN. BOTTOM OF POND ~ '1 1 PSS PIPE JOINTS 027912 ' '
LEV. 758.50 110 LF 18" D.I. P, PC 250 ®2.35% `nP• RIPRAP PAD ~I~ II r'~O: INV 755.90 SEE DETAIL 2 SHT C-6.3 ',~~~~"~~~~PQ,~~.
0
- - - - - - - -
_
PSS =PERMANENT SEDIMENT STORAGE 4" SCH 40 10 SLOT PWQ =PERMANENT WATER QUALITY (0.01 SEEPAGE DRAIN 0 SLOT 4" SCH 40 SOLID SEEPAGE DRAIN DRAIN PIPE ®1.0 % MIN
PIPE TWQ =TEMPORARY WATER QUALITY PIPE FROM CHIMNEY DRAIN TO SEEPAGE DRAIN TO BEFREE AND CLEAR DISCHARGE CONC. DISCHAR E PAD OF DAM SLOPE AND RIPRAP. PROJECT:
750.00
_
, , _ _
740.00
DAM CROSS SECTION SLOPE SOIL ABOVE
PLOWABLE FILL AT A 2:1 SLOPE OR FLATTER
SCALE: HORIZ. 1 "=10' VERT. 1 "=5' BULKHEAD THE PLOWABLE FILL ON
EACH SIDE OF THE CHIMNEY DRAIN
200-300 PSI PLOWABLE FILL TO SPRINGLINE OF BARREL FOR THE ENTIRE LENGTH OF _ . TO SPRINGLINE 2' 2 TIRE LENGTH OF Z
BARREL EXCEPT FOR WITHIN THE CHIMNEY IN THE CHIMNEY Z
DRAIN LIMITS. VIBRATE DURING PLACEMENT. ING PLACEMENT. 18" DI O
POUR PLOWABLE FILL TO EXCAVAT :FILL TO EXCAVATED
TRENCH WALL. DO NOT FORM TREN( ~ NOT FORM TRENCH. - - I U -I i
IIII I I'
SOILD PVC SOILD PVC SEEPAGE L
OF (SEE PLANS FO (SEE PLANS OR L MITS) SUPPORT BARREL WITH SOLID CONCRETE fir~//
RESIDUAL SOIL BLOCK (4"MIN HEIGHT), 5 FOOT SPACING OR ~ ~ LL CLOSER IF SETTLEMENT OCCURS. ~ I~ O
BARREL FLOWAB~E FILL DETAIL V z
W
q- SCALE: N.T.S. ~
Q~Z
NOTE: J
CONTRACTOR SHALL NOTIFY THE ENGINEER AND THE a~
TESTING FIRM WHEN CORE TRENCH EXCAVATION IS J ~
780 F R INSP C110N F EXI NG SOI .FAIL RE TO 0 W
S WILL ESULT CORE TRENC BEING RE-EX VATED J
A CO CTOR'S EXPEN E. U
20~ EM RGENCY LEEWAY / RIP-RA REINFOR EMENT CLIENT:
775 NOVANT HEALTH INC.
TOP OF OAM ELEVATIO 771.00 1980 SOUTH
HAWTHORNE ROAD
5 MIN. LIGHTL COMPAC sAND SUITE 200
TOP OF IN 18 INCH U MAX. CHI NEY DRAT ~s4.oo WINSTON-SALEM, NC
765 D~ 0 770
r EXISTING GRADE d• h= • ; 27103 ,!H`•: •+1 ~ ~AI'J, n!Y'~ IRil1.~C,i' S .`4v
~ DAM FILL :1~ ie' .d ~'1 ~ ..1., : ~Y .:2.'k
4 CAP . ~x: rn DRAWN: KLH ,
N NORMAL OOL ~ El ATION 7 4.00 ; ~ , DATE: 4 1 ! 5/11
0 765 760 i:;,:r; . : : REVISIONS:
J ' ,:.4~ 1 612712011 REVISED DETAILS
Q 4" SCH 40 10 S OT SOT "'~'1; ,x•
(0.01 EEPAGE PE ~ EXTEN CORE T NCH 10 EET 1.0 % IN• PE IN, ,•1` 4" S H 40 10 SLOT
~ BEYON THE NO MAL P00 ELEVATI E END CHI NEY DRAT 3 FEE o INTO RESIDUAL MATERW II NEY DRAI 3 FEET 2:1 MAX. SL PE (4.01) SEEPAG PIPE RESIDUAL MATERIAL . ®1. % MIN.
N 760 755 18" D.I.P. BA REL.
~i
U MINIMU CORED TH INTO ~ 2:1 MAX. SLO E ESIDUAL OIL GEO CHNICAL 1
rn JOB. No: 10-122
v 18" D.I.P BARREL. vi SHEET TITLE:
~ 750 0 755 0+00.00
f 1+DO.oo 2+00.00 3+oa.oo DAM
0
ui
I N N DETAILS
I ~ 750
N 0+00.00 1 +00.00 2+00.00 3+00.00 4+00.00 5+00:00
i
0
SCALE: NONE
CHIMNEY DRAIN CENTERLINE PROFILE SHEET NO.:
DAM CENTERLINE PROFILE
2 SCALE: HORIZ. 1 "=50' VERT. 1 "=5' 3 SCALE: HORIZ. 1 "=50' VERT. 1 "=5'
C=5m2
b © STIMMEL ASSOCIATES, P.A.
LL

Stimmel
CLASS B J 1
RIPRAP 3 Stimmel Associates, PA
10' VEG. SHELF Landscape Architecture
763.00 a Civil Engineering
CLASS B RIPRAP 764.5( 764.50 Land Pianning
D50 = 1' ~ ~ DMAX = 1.5' a 764.0( DISCHARGE
THICK 2.25' TOP OF DAM 771.00 2 2 764.00 PIPE 601 N. Trade Street Suite 200 Winston Salem, NC 27101-2916
2 FT(MIN) 763.50 ~ P: 336.723.1067 F: 336.723.1069 FES
- a a 763.5(
I. FOREBAY FOREBAY _I NCDOT TYPE SEALS:
769.00 ~ 1 1 2 GEOTEXTILE FABRIC
I ~-I I _ 2 MAX 3
~ 758.50 NCBEES CERT. NO.: C-1347
NCDOT TYPE 2 20 FT - GEOTEXTILE NCDOT CLASS 2 RIPRAP ~
758.5( 80TtOM WIDTH UNDERLINER 20 FT 758.50 DMAX ' 'SA Q
THICK
SEAL ~
EMERGENCY SPILLWAY CHANNEL STONE SECTION THROUGH FOREBAY
3 RIPRAP DISSAPATOR PAD AT INCLCMING PIPES o2~s 2
:,,C,~~~,~~PO,:
NTS NTS
PROJECT:
m ~ rn NOTE: z
v.~ oN v.~ ~ ~ Q ~ GATE POS FENCE HARDWARE 'JARIE5 CUE TO ~ --GATE POST ~--LINE POST DIFFERING MANUFACTURES SUPPLIES.
l~ 1" 0,0. PIPE i ~ Q Q ~ ~:-0.375" ROUND ROD / ~i I
yHO~ Za=v DHOW ' 1.90 0.0. PIPE r ~ r i. ~
rp'~-j~ « ti.~pH rp'n~tn ; ~ ~ 6 i c
riZ-I~~ 6 2'-6" C?Oa'~Z HZ-•I~D ~ n U) o p p ~ p ~ 2, 6„ t~ 2x2 TO 4x4 GALV. HARDWARE W rz z ~ o p ~ n Q = D m ~ d = xmypm F ~ r~ o o TOP NTNGE BOTTON,NINOE LATCH FORK ~ a~ Z Z
v m z , DRAFT ~ ~ CLOTH .063 WIRE OR EQUAL ~ F- U ~ p o Z ~ ~ _ _ zz FU~O~ry
Z1~-i~p~ ~ r ~ t-x ZW z,,Z.,~~~ tz-i ;:~r"" .y a~ ; ~~~.ZH ~ a~0
o p H ~ * ~ I ~ 4' OUTLET PIPE i ~ ~ ~ ~ >7 p H ~ = Z RODENT SCREEN I p ~ = Z J ~ a~ ~ _ f p ~ n ~ w ~ _L___-~--~ _ q~ ~ _ . s -.._1__ _ ~ . T...._ ~ a en i ~ O O ~ oC
: _ ~r z I Z D ~ ~ ~ ' 1.90 Z H ~ 1.90" 0. D. PIPE i I I { ~ ~ ~ I
O ~ O L Ili I f l! l i ~ ~
~ ~ - 2y', ' ~ (I I I ~ ~ i i ~ 6 ~ ~ I ~l~ PLUNGER ~ ~ ~i I
i ~ - ,4 OUTLET PIPE _ I RODENT SCREEN _ _ _ ~ BOTTOM GATE CORNEN eAR._CATCH ~ DPENING ~ ~ 8" FOR 4` & 5'--~I-~~3" MIN. a_HINGE._ATTACHMENT
INSTALL RODENT SCREEN ~4" PGR 4', 5' a s'-~}-?) 14" FOR 4', 5' b 6' g., FOR 6' ,
1/ " 4" TO 6" INTO DRAIN PIPE -I
SIN DRAFT SINGLE.__SWING_._GATE ~ R ' ; ;-~BRADE RAIL 1W NAflKER-~~ ~
AIiY (B)10 (B)10 6 ~
* EXTEND THE 4" PVC PIPE THROUGH THE TOP VIEW PARTIAL DETAIL _4F Z " o PLAN VIEW CONCRETE PAD TO ALLOW THE RODENT Q 'H IS THE HEIGHT OF FENCE. S BRACE 1 ~ EIGHT OF FENCE. SEE PAY ITEM AATLi7 I m
Z SCREEN GUARD TO ATTACH TO THE PIPE ~ H ~ OESCAIPTION FOA flE0'O HEIGHT I f0A REO'D HEIGHT FOR PROJECT. ~ `~I ~ ~ _ w _ e _ _ Q .
O EXTERNALLY WITHASTAINLESSSTEEL RODENT SCREEN ° ~ a NOTE:AOLL FORMED LINE POST MAY BE = r CLAMP THAT WILL ALLOW REMOVAL FOR Q ~ MINIMUM Of 3'•0" IN LIEU OF C LFNE POST NAY BE DRIVEN TO A { ~-WIRE FENCE ' ~`~-TERMINAL POST LL. 3'•0" FN LIEU Of CONCRETE ANCHOR, ~ 'LINE POST ~ -BRACE RAIL
p MAINTENANCE. (g ~ C'f H UNLESS OTHERWISE DIRECTED BY RWISE DIRECTED BY THE ENGINEER. W V ~ Z
C ~ ~ ~ _ ~ rC~= ?-,NQ N = PLAN ~ZtWi Z ~
O ~ ~ Z'' D ~ 1 d ~ !A ~ ~-GATE P0.' Ri?.") ~ ~~Z T>Z..I 1 GATE POST PLACEMENT OF FENCE ALONG RIGHT OF SPAY O (ARACE ALL TERMINAL POSTS AS SHDWN ABOVE) Q W 1
?J 1 , 5, a H Z y /4 DRAFT , O p A 1 0.375" ROUND ROD .-1.90" 0.0, PIPE f~ ~ ~ r ! H O
Z g 1 1 Z t7 p DRAFT ~ m p _
~ N DRAFT GRAFT ~ ~ O M D -T~ - ~ ~r ~ 2~-4~~ d ~ Z ~ ~~~r, ~ ~ 1 ~ ~ ~ ~ ~ _ ~ A 12; tA)12'_.... 6~ 6r (A---1~- A 12' ~ ~ Z k- ~ + R/W (B)10 (B)1a~ I (B}10 (B)10' ~ Z ~ . p _TERMINAL U
~4 ~ ' ~ ' 4
O _ f3 p ~.x . ti I~ ~ r ~ ~ ~ ~ ~ i LINE POST--==v~ ..L ~ Z r BRACE RAIL LINE POST I- Z
i~ Z y , - ~ _ _ 4......_QU7LET PIPE N W m D r~ ~ V i t.
~ , ~ -n Z ~ - , y ~ D ~ ~ ~ ~ ni Z ~ ~t .90" _ ~ ~ ~ "I a~ ~ . ; `-WIRE FENCE P ~AN ~ H ^r1'YXY' (LINE POST( L POST SEQUENCE} = Q~ ~ W z 0
r I- ~ ~ a ` ~,4" OUTLET PIPE L_ H = C? m ~ N ( ; a. o. PI * J X1.90" ml ~ ~J ~ i L__~__' ~ iii . _ .E.,.....~ W rn
~ ~ RODENT SCREEN 2~" " 4« ~ ~ m ~ ~ I O.D. PIPE ~~12"~ I ~I _ ~ (6)10 (A(61~10 ~ ~A{B)10 x f (B)10 J ~ ~ L
H ~ N w AC ~ _k_...._......~.._....___.......__...._--_.._._._ I ~.I-I---------- ( -OPENING ~ ~ ~ lU V J
a o Z u" ~ 12 FOA 4' d 5` .-,.-12" FOR 4' & 5' i ~ ~°Y~ Y>;
END ELEVATION VIEW z 14" FOfl 6'.......,.......... ? .........14" FOR 6 ' ~ ' , n _
ELEVATION VIEW DOUBLE SWING GATE T~: _ _ z"`~ I~`~.._.~,
THE CONCRETE PAD CONSISTS OF 0.137 CUBIC USE WHEA USE WHERE SWINGING CLEARANCE IS LIMITED "tom t, x,"!x / L. PROVIDE THIS t r''~ ~ C
YARDS OF CLASS "B" CONCRETE. MAXIMUM WIRE SPACING TO BE G". MAXIMUM CLEARANCE BETWEEN LGWEST STRAND ! ~ BE 6", DETAIL OVER T G ~.GAADE_IF.._NECESSARY i :EN LOWEST STRAND AND GROUND TO BE 6", EMERGENCY ~ To cLeAA wiRES ~ W
ERECT BRACE RAILS BETWEEN TERMINAL OR GA1 N07 EXCEEDING 700' ON TANGENTS OA 350' ON :EN TERMINAL OR GATE POSTS AT INTEAVAIS SPILLWAY 4NGENT3 OR 350' ON SNORT RADIUS CURVES. `
SHEET 1 OF 1 SHEET 1 OF 1 SHEET 2 OF 3 ERECT ADDTIONAL TERMINAL POSTS IF OIAECTf ~L POSTS IF DIRECTED BY THE ENGiNEEA. SHEET Z DF 3 KIN BDTN sloes DF PGSr. DET.AI,L__._gF___DI7CH___CROSSI_NG U
8 ~ ~ . ~ ~ ~ ~ ~ . O ~ . O ~ BRACE TERMINAL POSTS FROM BOTH SFOES OP E sss . 01
CLIENT:
NOVANT HEALTH INC.
SEEPAGE PIPE CONCRETE DISCHARGE PAD CHAIN SINK FENCE DETAIL DETAIL HAWT ORNE ROAD
SUITE 200
NTS NTS WINSTON-SALEM, NC
0 27103
m
m DRAwN: KLH
N DATE: 4115111
O REVISIONS:
J 6!2712011 FENCE, RIPRAP
Q O
M
U
JOB. No: 10-122
m 3 v SHEET TITLE:
Ui F
w 0
f Q 0 DAM
vi I DETAILS
N
I U
N N
I O
N scALE: NONE
0 C) SHEET NO.:
i rn
c 0
L M C-5.3
N N
I 0 0 STIMMEL ASSOCIATES, P.A.

- _ _ _
RISER NOTES; Stimmel
1. SEE STRUCTURAL DRAWINGS AND SPECIFICATIONS
FOR ADDITIONAL REQUIREMENTS.
2. NO COMPANY LOGOS OR OTHER PAINTED INFORMATION IS ALLOWED ON RISER EXTERIOR,
3. MIN. SERVICE WEIGHT OF CONC 145 LBS/CY
4. MIN WEIGHT OF STRUCTURE AFTER BLOCKOUTS SHALL BE 20,646 LBS. PRECAST SUBMITTAL SHALL
INCLUDE CALCULATIONS SUPPORTING THE REQUIRED BOTTOM DRAIN WHEEL
MINIMUM WEIGHT. TO EXTEND TO 1 FOOT 5. IF THE FORM TIES ARE EXPOSED THEN THE RISER ~ WHEEL Stimmei Associates, PA 1 FOOT
INTERIOR AND EXTERIOR SHALL BE COMPLETELY ABOVE TRASH RACK RACK Landscape Architecture
SKIM COATED WITH "PATCHCRETE" A 1W0 Givil Engineering
COMPONENT ACRYLIC POLYMER MODIFIED TOPPING BY LYONS MANUFACTURING 214-381-8100. Land Planning
NOTE: FOR TRASH RA TOP ELEV. 768.40 TOP ELEV. 768.40 ALUMINUM-ANTI VC FOR TRASH RACK AND 601 N. Trade Street Suite 200
. PROVIDE STEPS IN ACCORDANCE PLATES SEE SHEET JMINUM-ANTI VORTEX Winsfion Salem, NC 27101-2916
W/ ASTM-478 CO-POLYMER FOR DETAILS P: 336.723.1067 F: 336.723.1069 ~ES SEE SHEET C-5.4 FOR DETAILS
• 4'-0" v POLYPROPLYENE STEEL 4'-0" SEALS:
REINFORCED STEPS 16" O.C. ALIGN ° NOTE; FOR TRASH RACK AND WITH TRACK RACK DOOR. PROVIDE STEPS IN ACCORDANCE ~ - d
ALUMINUM-ANTI VORTEX v W/ ASTM-478 CO-POLYMER
PLATES SEE SHEET C-5.4 d d POLYPROPLYENE STEEL ° FIELD CORE FOR IELD CORE FOR SCH 40 PVC NOTE; NCBEES CERT. NO.. G1347
FOR DETAILS REINFORCED STEPS 16" O.C. ALIGN d , a DRAWDOWN PIPE. d FIELD CORE FOR 6" SCH 40 PVC WITH TRACK RACK DOOR. a . BLOCKOUT REINF( RAWDOWN PIPE. PRECASTER TO TRASH RACK NOT LOCKOUT REINFORCING IN THIS AREA. OUTSIDE A ~urlrrrr
DRAWDOWN PIPE. PRECASTER TO FILL VOID WITH A ILL VOID WITH ANON-SHRINK GROUT FACE OF SHOWN FOR CLARITY C ~
' ° BLOCKOUT REINFORCING IN THIS AREA. ~ ° INVERT 764.00 •d FILL VOID WITH ANON-SHRINK GROUT d 1VERT 764.00 STRUCTURE SEE SHEET C-5.4 FOR O TRASH RACK DETAILS ~ SS ~
INVERT 764.00 6" PVC PIPE 1 6" PVC PIPE TURNED ~ •
a DOWN TO 6" E -DOWN TO 6" BELOW NORMAL E L ~ -
• POOL ELEVATIC d JOINT DESIGN SHALL CONFORM TO ~ d POOL ELEVATION. ~ 0279 2
NORMAL POOL ASTM C-478. JOINT SHALL BE NORMAL
~ ELEV. 764.00 SEALED USING BUTYL RUBBER ELEV. 7E NORMAL POOL . ~ ELEV. 764.00 '.,~~,9y~;~iN•O~PQ`~.`~
SEALANT CONFORMING TO • ASTM-990. PARGE JOINTS 24" BLOCKOUT BY PRECASTER TO RECEIVE A c ,I''~'r` ~ IH~~`~'',,
• INSIDE AND OUT WITH NON- LINK-SEAL DEVICE. CONFIRM AND COORDINATE 5'-4" X 3'-3" CONCRETE COLLAR ' ~ ~ ' ' '
° SHRINK GROUT. THE BLOCKOUT SIZE WITH THE LINK-SEAL ° MANUFACTURER. LINK SEAL (LS-525-C-17) BY SITECONTRACTOR. SEE STRUCTURAL
CONCRETE COLLAR 6" DETAILS a. °a 6" BOTTOM
15" ° BY SITE CONTRACTOR a • 6" CAP W/ 5"~ HO 3AP W/ 5"~ HOLE ° 4'_0" DRAIN PIPE
c' TOP OF COLLAR SEE DETAILS 1 & 2 • THIS SHEET d a .
B <_a - ~ B PROJECT:
d ° 24" BLOCKOUT BY PRECASTER TO RECEIVE A d• a
LINK-SEAL DEVICE, CONFIRM AND COORDINATE TRASH GUARD FC d THE BLOCKOUT SIZE WITH THE LINK-SEAL n BOTTOM DRAIN, S RASH GUARD FOR 4'-0" OTTOM DRAIN, SEE
MANUFACTURER. 3 -3" 12" SHEET C-5.4 8" 20.25" HEEi C-5.4 18" D.I. OUTLET PIPE < a - - -C/L- - - - - -
6'-6" BASE ~ ° COLLAR HEIGHT c d FROM BASE ' d
SECTION 12" 6" DRAIN P HEIGHT d 18 D.I. OUTLET PIPE (19.50" O.D.) ° 6" DRAIN PIPE & GATE VALVE ° °
d SEE DETAIL INV. 758.50 SEE DETAIL THIS SHEEP. ~ _ 5'-4"
d a. ° ~ ° 6" GATE
LINK SEAL 12" 18" D.I. OUTLET PIPE (LS-410-C-10 LINK SEAL VALVE _(LS-410-C-10) , 8.. 7~-4"
° ' - INVERT COORD BLOCK 12 758,50 LINK SEAL REQ COORD BLOCK OUT W/ a: WALLS
758.50 758.50 OLINK SEAL REQUIREMENTS ° (NP) °
. ,d , a..~ d d v d. ' ° d d
• Q . ° Q . ' ° d
.d d °24" THICK MONOLITHIC' d ~ d ~ 24" THICK MONOLITHIC 24"
CONCRETE BASE ° d CONCRETE BASE d 1'-0"
4 ° , d d d•, ° ° d ' 12" • °
° d -d
Q r~ r~ Q Q Q Q Q Q r~ Q Q Q ~ A
1'-0" 5'-4" 1'-0"
6" WASHED #57 STONE 6" WASHED #57 STONE LEVELING COURSE LEVELING COURSE
9~-4" 7'-4" ~ Z
9'-4" „ 12" SURGE STONE 12 SURGE STONE Z
STABILIZATION STABILIZATION
~ NO
L.L
ooQ
a 3 0 UTLET STRUCTURE PLAN VIEW =
NTS NTS NTS ~
W I- ~
REMOVEABLE VALVE z
WRENCH WITH HAND W
WHEEL ON TOP. PROVIDE 36" TOP OF PRECAST CHAIN ANO LOCK FOR RISER STRUCTURE
SECURING WRENCH TO Q t/~ Z
TRASH RACK.
J Q~
J ~
TRUMBULL D.I. ADJUSTABLE STEM GUIDE W
12" ° ~a~
VALVE U
OPERATING STEM d ~ SECURE STEM GUIDE
BRACKET TO WALL USING CLIENT:
6" EXPANSION ANCHORS (FIELD FIT THROUGH ® A A
~ TRASH RACK) NOVANT HEALTH INC.
1980 SOUTH
HAWTHORNE ROAD
SECTION A-A ° SUITE 200
WINSTON-SALEM, NC
27103
EXTENSION STEM WITH 2" OPERATING NUT ON TOP SECURE STEM GUIDE
BRACKET TO WALL USING EXPANSION ANCHORS ' ~RAwN: KLH
E (FIELD FIT THROUGH SATE: 4/15111
~ ATTACH STEM TO TRASH RACK)
OPERATING NUT TO 01 PREVENT REMOVAL REVISIONS:
6" DUCTILE ~ IRON PIPE 1 612712011 RISER NOTES
N 6 RESILIENT WEDGE FL-FL
~ GATE VALVE - F.L. ENDS 6" 6" FLANGE W/ 3"0 ° SHALL MEET AWWA C509
MAX, EXTENSION TO TEMP SKIMMER PIPE. ATTACH W/
FILL INV OF STRUCTURE FERNCO COUPLING.
o UP TO INVERT OF REMOVE AFTER SITE IS
~ BARRELL (6"f) ~ STABILIZED AND BASIN CAN BE REMOVED. N JOB. No: 10-122
SHEET TITLE:
MONOLITHINC CONCRETE BASE
a ~ SECTION v~
w Q RISER
w ~ ° UNK-SEAL (LS-410-C-10)
° IN 10-INCH CAST OR ui 12" THICK MONOLITHIC. a DETAILS
~ •G CONCRETE BASE CORED HOLE. CONFIRM
HOLE DIA PRIOR TO N CASTING N
~ BED VALVE IN ° NON-SHRINK
j GROUT
U 0%,tNLC. IV V IV C
N (D0TTOM DRAIN VAIVE SHEET NO.:
C
o NTS 0
N C-5.4
N I
0 0 STIMMEL ASSOCIATES, P.A.
ri

Somme
3"x1/4" ALUM. Stimmel Associates, PA
FLAT BAR FRAME Landscape Architecture
HINGE ASSEMBLY Civil Engineering
3/4" DIA. HOLE FOR ROD " DIA. HOLE (TYP OF 2) Lantl Planning FOR ROD 2"x1/4" ALUM. 601 N. Trade Street Suite 200
(TYP. EACH END) EACH END) 135. FLAT BAR Winston Salem, NC 27101-2916
A P: 336.723.1067 F; 336.723.1069
SEE DEtAIL 4 0
3"x3"x1/4" THIS SHEET FOR 3"x4"xt/4" SEALS:
ALUM. ANGLE 3'-3 1/4" ANTI-VORTEX ALUM. ANGLE ASSEMBLY ALIGN DOOR ANTI-VORTEX PANEL
(NP) WITH STEPS OUTSIDE FACE NOT WELDED TO HINGED FRAME
4'-3 1/2"L X 1/2" DIA. ALUM. ROD OF RISER OF TRASH RACK. WELD TO STRUCTURE CROSS MEMBER. NCBEES CERT. NO.: C•1347
W/ THREADED ENDS
3"x3"xi 4" PROVIDE 1/2" DIA. + ~ ~ 4, 0
/ WASHERS AND NUTS ALUM. ANGLE AT EACH END o ~ /
3"x3"x1/4" SECURE TRASH RACK TO
ALUM. ANGLE RISER STRUCTURE USING STAINLESS STEEL ANCHORS EAL
12" OC. SEE DETAIL 4 0279 2
3'-3 1 ~ 1/2"I~IALUM. BARS 3'-3 1/ THIS SHEEP FOR ; ANTI-VORTEX <~1; ~~l vC I NE~~'~0+:
6" OCEW, VERTICAL BARS ASSEMBLY '~,~~q •l ~ HQ~P+++
OVER HORIZONTAL BARS 2'-3 3/4" (TYP) g
NOTE: 3"x3"xt/4" A A
WELD BARS AT ALL ALUM. ANGLE 4'-7 1 /2"
INTERSECTIONS 4'-0"
4'-7 1 /2" 3"x1/4" ALUM.
3"x3"xt/4" " 4'-0" FLAT BAR PROJECT:
ALUM. ANGLE 3x1/4 ALUM. OUTSIDE FACE OF RISER
FLAT BAR OUTSIDE FACE STRUCTURE
NOTE: OF RISER
CONTRACTOR TO FIELD MEASURE STRUCTURE B
PRECAST CONCRETE RISER PRIOR ANTI-VORTEX PANELS WELDED TO HINGED
TO FABRICATING THE TRASH RACK AND ANTI-VORTEX FRAME. PLAN VIEW FRAME OF TRASH RACK
PLAN VIEW ELEVATION ~RAS H RACK SECTION A-A ANTI -VORTEX FRAME V
NTS NTS NTS 4 NTS NTS
2"x2"x1/4" ALUM. ANGLE 4 -1 1/2" 2"x1/4" ALUM. WELD TO HINGED
FLAT BAR STIFFENER FRAME OF
(WELD FULL LENGTH) TRASH RACK
(FULL LENGTH)
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'-7 1/4" z
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WELD AT ALL " " CONNECTIONS SUITE 200
3 x3 x1/4 ALUM. WINSTON-SALEM, NC
ANGLE BASE FRAME R 27103
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ATTACH ALUM. ANGLE TO 1/2" DIA. x 3" _ RISER STRUCTURE AND STAINLESS STEEL DATE: 4115111
E EXTENDED BASE USING EXPANSION ANCHOR (TYP) a REVISIONS:
o STAINLESS STEEL EXPANSION ANCHORS
w
3'-6" EXTENDED BASE ~ OF RISER STRUCTURE
o 0 0 3"x3"x1/4" ALUM.
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Village Point Phase 2 Infrastructure
Village of Clemmons, NC
INTRODUCTION
The Village Point Phase 2 Infrastructure project consist of constructing Village Point Drive
with utilities from the southern boundary of the WSIFC School site to the roundabout
intersection at Harper Road, widening Harper Road, and a stormwater management
pond on Tract 4. The proposed stormwater pond on Tract 4 will manage the stormwater
runoff from Tract 3, 4 and Village Point Drive. We have named the proposed pond Tract
4 Pond A.
The existing site was previously wooded with some open fields.
HAZARD CLASSIFICATION
A hazard classification was submitted to the NCDENR State Dam Safety Office
recommending the proposed dam to be a low hazard dam based on impoundment
volume and height of dam. NCDENR concurred by letter dated April 15, 2011 and both
the classification request and concurrence by NCDENR is included in this report.
DRAINAGE BASIN
The drainage basin consists of existing woods, a portion of Harper Road, and single
family residences. The drainage basin drains to the east through an existing 7 foot by 7
foot culvert under 1-40. This culvert runs under 1-40 and discharges into Brook Lake.
The total drainage area for the 7 foot by 7 foot culvert under 1-40 is 340.64 acres. The
drainage basin in this study totals 32,08 aces. Therefore the 10% point occurs just
upstream of the 140 culvert. We propose no additional improvements downstream of the
pond considering the post-developed runoff rates are less than the predeveloped rates,
the 25-year volume is controlled and released over a period of 2-5 days, and the
downstream receiving channel is a well-defined drainage feature.
SOILS AND CURVE NUMBER
Soils information was obtained from the City of Winston Salem GIS website. The City
references the U.S. Department of Agriculture, Natural Resources Conservation Service
dated 2-16-2001 as the source.
Predeveloped and Post-developed curve numbers were calculated for each drainage
basin based on the SCS curve numbers.
TIME OF CONCENTRATION
Several methods are available and are widely accepted for estimating time of
concentration (SCS Lag I", Kirpich I", and TR-55 Methods (3)). This study will use the
Kirpich equation. The Kirpich equation was developed from data obtained in seven rural
watersheds in Tennessee. The watersheds had well-defined channels and steep slopes
of 0.03 to 0.1 ft/ft (3 to 10%) and areas of 1 to 112 acres. It is used widely in urban areas
for both overland flow and channel flow; and it is used for agricultural watersheds up to
200 acres.
PRECIPITATION
Precipitation data for the study was taken from NOAA ATLAS 14, Volume 2. NOAA Atlas
14 Volume 2 contains precipitation frequency estimates for Delaware, District of
Columbia, Illinois, Indiana, Kentucky, Maryland, New Jersey, North Carolina, Ohio,
Pennsylvania, South Carolina, Tennessee, Virginia, and West Virginia. These areas were
addressed together in a single project focused on the Ohio River basin and surrounding
states. The Atlas supercedes precipitation frequency estimates contained in Technical
Paper No. 40 "Rainfall frequency atlas of the United States for durations from 30 minutes
to 24 hours and return periods from 1 to 100 years" (Hershfield, 1961), NWS HYDRO-35
"Five- to 60-minute precipitation frequency for the eastern and central United States"
(Frederick et al., 1977) and Technical Paper No. 49 "Two- to ten-day precipitation for
return periods of 2 to 100 years in the contiguous United States" (Miller et al., 1964).
NOAA ATLAS 14, Volume 2 is based on more recent and extended data sets, currently
accepted statistical approaches, and improved spatial interpolation and mapping
techniques. The work was performed by the Hydrometeorological Design Studies Center
within the Office of Hydrologic Development of the National Oceanic and Atmospheric
Administration's National Weather Service. Precipitation depths used in the study are as
follows:
Precipitation P - NOAA Atlas 14 Volume 2 6-Hour
2-Year 10 Year 25-Year 50-Year 100-Year
2.15in. 3.35in. 3.99in. 4.48in. 4.97in.
*See the precipitation section in this report for documentation
Precipitation (P) - Technical Paper No. 40 24-Hour
1-Year 3.Oin.
HYDROGRAPHS
Hydraflow Hydrographs by lntelisolve(4) computer software was used to automate the
hydrograph and routing procedure. Hydraflow Hydrographs uses the Unit Hydrograph
Method for calculating runoff hydrographs. More specifically, it uses the triangular D-hour
Unit Hydrograph approach as used in TR-20 (5). Hydrographs were calculated based on
a peaking (shape) factor of 484.
ROUTINGS
Storm hydrograph routing through was performed by Stimmel Associates using the
Storage Indication Method as outlined in NEH4(6).
DESIGN PARAMETERS
Quality Control - The water quality device shall meet the following:
• Remove 85% of the total suspended solids (TSS) in
accordance with the NCDENR - Stormwater Best
Management Practices Manual.
• Control and treat runoff from the first one inch of rain.
Discharge the storage volume at a rate equal to or less than
the predevelopment discharge rate for the one-year, 24-
hour storm.
+ Draw down the treatment volume no faster than forty-eight
(48) hours, but no slower than one hundred twenty (120)
hours.
Quantity Control - Post-development peak discharge rates in the two-year, ten-
year, and 25-year storm events shall be controlled so as not to
exceed pre-development peak discharge rates for the same
storm events.
Volume Control - A stormwater runoff volume equal to the difference between the
pre- and post-development volume for the 25-year event, six-
hour duration, shall be detained on site so that the detention
basin(s), or other appropriate stormwater Best Management
Practice(s) (BMP), releases detained stormwater in a period of at
least forty-eight (48) hours (two (2) days) and no longer than one
hundred twenty (120) hours (five (5) days).
POND DESIGN
The stormwater pond will be an earth homogenous compacted fill type embankment with
a cutoff trench and chimney drain to protect against seepage. The upstream and
downstream embankment slope is 3:1. The normal pool of the pond will be 4.5-feet in
depth not including the permanent sediment storage.
The new riser 1 barrel structure will serve as the primary spillway. The riser is a pre-cast
concrete structure with steps on the inside and outside for maintenance access. At the
top of the riser is a trash rack fabricated from aluminum bar stock with an anti-vortex
plate. The riser design includes a pipe stub at the bottom with a gate valve so that the
pond can be drained if necessary. The outlet barrel is ductile iron pipe with push on
joints suitable for pressure applications. A vertical chimney seepage drain is provided to
protect the embankment from both seepage through the dam and differential settlement
that may occur due to the plastic soils. The diaphragm drainage medium is NCDOT 2S
sand with a 4 inch #10 screen PVC pipes along each side of the barrel. The seepage
pipes daylight to grade onto concrete pads with a rodent guard.
The riser has a drawdown pipe to manage the difference in volume between the
predeveloped and post-developed runoff volumes for a 25-year storm event and to draw
down the runoff volume resulting from a 1-inch rainfall, both are released over a period
between 2-5 days and not greater than the 1-year 24 hour storm peak runoff rate.
The riser was analyzed as weir flow and the barrel was analyzed as both inlet and outlet
control to determine which governs. When riser and barrel flows are determined they are
then compared to determine which component of the structure controls the total outflow.
The risers are sized such that outflow is controlled by the barrel very early in the routing
process under low weir head conditions.
The pond is equipped with a bottom drain and gate valve, sized to drain the pond within
24 hours if necessary.
The pond has an emergency spillway but the 100-year peak water elevation is below its
invert. However, the spillway was sized as if the riser was 50% block and 50% of the
flow would exit the pond through the emergency spillway.
SUMMARY OF CALCULATIONS
Hvdroloav and Hvdraulic Summa
The predeveloped runoff rates were compared to the post-developed runoff rates at the
Study Point. The post-developed runoff rates are less than the predeveloped runoff
rates. See Table 1.
The 25-year volume retained onsite exceeds the minimum required and is released within
2 to 5 days at a rate less than the 1-year 24-hour runoff rate. See Table 2 and Table 3.
Watershed Summary
The pond is designed in accordance with the NCDENR - Stormwater Best Management
Practices Manual and is designed for 90% TSS removal. A vegetative shelf around the
inside perimeter of the pond is provided. The required surface area of the pond and
temporary water quality treatment volume exceed the minimum requirements. The
temporary water quality volume drawdown rate is between 2-5 days. See Table 3, 4, and
5 for a summary of the results.
In the Reservoir Report for the pond, under Culvert / Orifice Structures - [A] is the
barrel, [B] is the drawdown pipe; Weir Structures - [A] is the top of the riser, [B] is the
emergency spillway.
Table 1 - Pre/Post Com arison at the Stud Point
2-Yr 10-Yr Runoff 25-Yr 100-Yr
Runoff Rate Runoff Rate Runoff Rate
Rate
cfs cfs cfs cfs
Total Predeveloped 2
13 15.07 24.48 40.93
Runoff Rates .
Total Post-developed 1.02 4.30 10.41 20.56
Runoff Rates
See the hydrographs section for supporting information.
Table 2 - 25-Year Volume Calculation 6-Hour)
25-Yr 25-Yr Post- Required Volume
Tract Predeveloped developed Volume Provided
Hyd. Volume Hyd. Volume
cf cf cf cf
Site Area 116,945 364,477 247,532 263,113'"
} 491,004cf -- 227,891 cf = 263,113cf
See the Quantity Control Calculation section for supporting information.
Table 3 - Drawdown Volume Peak Dischar a Rate

Tract Drawdown
Time
Days Predeveloped
1-Yr 24 Hour Runoff Rate
cfs Drawdown Peak
Discharge Rate
cfs
1-inch 2.88 18.83 0.80
25-Year 4.69 18.83 1.41
See the Water Quality Control Calculation section for supporting information.
Table 4 -Water Qualit Summa
Avg TWQ Max. Imp.

Desc TSS Normal D SA/DA Proposed % per
. Removal Pool Controll d Ratio Imp. Pond
Depth Design
Tract 4 - 90% 4.5 Ft 1-inch 3.50% 79.55% 80.00%
Pond A
See the Water Quality Control Calculation section for supporting information.
Table 5 -Water Quality Summa
Surface Surface TWQ TWO
Desc Normal Area Area Volume Volume
. Pool Elev. Required Provided Required Provided
Tract 4 -
764.00
48,909 sf
50,779 sf
89,667 cf
192,510 cf
Pond A
Table 6 - Built Upon Area BUA Summa
Maximum
B.U.A
Desc. Tract 3 Tract 4 Roadways Offsite
Residential Allowed by
the Pond
Desi n
Tract 4 - 413 Ac.*
7 14.497 Ac.** 3.61 Ac 0 Ac. 25.52 ac.
Pond A .
* Tract 3 Total Area times 70% B.U.A. (10.59 * 0.70 = 7.413 ac.)
** Tract 4 area that drains to Pond A times 70 % B.U.A (20.71 * 0.70 = 14.497 ac.)
**" Impervious area of roadways within right-of-way. Village Point Drive and Harper Road
REFERENCES
(1) SCS, 1972 - (Soil Conservation Service).
(2) Z. P. Kirpich, 1940.
(3) Technical Release No. 55, USDA Soil Conservation Service, December 1993
(4) Hydrowflow Hydrographs Version 2007 (9.24), lntelisolve Software
(5) TR-20: Computer Program Manual 1992
(6) National Engineering Handbook Section 4-Hydrology, USDA Soil Conservation Service,
1972
(7) Technical Paper No. 40 - Rainfall Frequency Atlas of the Unites States for Durations
from 30 Minutes to 24 Hours and Return Periods from 1 To 100 Years, U. S. Department
of Commerce, May 1961
HAZARD CLASSIFICATION
S 1 Q-122
ol N. rraaP sI eP1 date: « 212$12011 job #:
sapa Suite 200
Ninston Salem. NC, project: Village Point
twr? 27101-2916
Landscape Architecture Tract 4 Pond A
Civil Engineering P' 336-723. 1,067
Slimmel Associates, PA Land Planning 1=: 336.723.1069
letter of transmittal
attn: Tam+ Idol via Email
to: NCDENR
Land Quality Section
Darn Safety Program
We are sending you the following items:
Prints I Calculations I Base Drawings I Diskette/OD
'i Reproducibles Information i Correspondence 1 Email with Attachments
I Originals Specifications f Change Order/ Addendum
co pies sheet dated description
1 2 212812011 Hazard Classification Forms
1 1 2/2812011 Copy of Quad Map

remarks, comments, & details:
Tarn i,
Attached is a hazard classification request in Forsyth County. Let me know if you need hard
copies. I copied Matt Gantt to expedite the review. If you have any questions please call. Thanks.
sent via: Attached
Under Separate Cover
1 U.S. Mail i ByHand
I Over Night Service ? For Pick-Up
Fax It
4 of pages total = 4
If rioted enclosures are not received, please notify us.
copies to: Mr. Nick Eller- Novant by: Kelwa L. Howard III, P.E.
Mr. Matthew Gantt - W5 Region
STATE OF NORTH CAROLINA
DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES
DIVISION OF LAND RESOURCES
LAND QUALITY SECTION
DAM SAFETY PROGRAM
Data Needed to Determine if a Dam is
Governed by the Dam Safety Law of 1967 (as amended)
If it is your desire to have the Land Quality Section's Dam Safety Program Staff determine
if your dam is governed by the Dam Safety Law of 1967 (as amended) (General Statute
143 - 215.23 - 37), please complete this form as return to:
Tami Idol, E 1.
Asst. State Dam Safety Engineer
North Carolina Department of Environment and Natural Resources
Division of Land Resources
Land Quality Section
1612 Mail Service Center
Raleigh, NC 27699 - 1612
1. Name of Owner; Novant Health, Inc. - Atten: Mr. Nick Eller
Address_: 1980 South Hawthorne Road, Suite 200
City: Winston Salem State NC Zip 27103

Telephone: [phone]
Dam Name: Village Point - Tract 4 Pond A

2. County in Which Dam is Located: Forsyth _ _ _.,. .
Brief Description of Location: Clemmons, NC between 1-40 and Harper Road
Name of Stream: Johnson Creek Tributary _
Nearest State Road Number (SR#): SR 1101 (Harper Road)
3. Drainage Area in Acres: _ 28.64 Acres
4. Impoundment Area at Normai Pool in Acres: _ __ 1.05 Acres
5. Impoundment Area at Top of Dam in Acres' 1.56 Acres
8 Depth of Water at Normal Pool in Feet: 5.50 Feet
7. Depth of Water at Top of Dam in Feet. 12.50 Feet
HA??Adtl) HON DATA 1,:()1?1VI 1:0k II)AM"
OWNLR' NAiM Nnvant Health, laic. a Atten: Mr. Nick GUer
DAM NAME:. Vlliagc Point I ract 4 Fond A COUNTY r1ar f111 NUh,1E3ER
REVI;R 1 STRL-AM Johnson Creek Tributary (?EJAORANGLF Clommons
DAM IIC IGH I If', Feet rl- SURt ACC- AREA (ACRES) 156 ?1'Oi2AGC (;Ai'ACI I'f tACf?f f I }: 11 Ac rI
PRIMARY DOWNS I PL-AM I AND USE:
X W(X)UI_AND A(?121Ci?t_I(;RAi, RhSiE? NIIAt - Itdt;tlSl'21Ai IC',Ci,Lffr5E:12CIAL
DOIYVNSTRFAM IMPROVEMENTS:
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PIPE.
17.t1?R(?`lETIECIT 01STAW-F
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WIDTIt CHANNP
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ABOVE
I L00CRE.AIN ORIFACH
WAVE
iF.IGFir CULVERTI
BRIDGE
DINICNSION, TRAFFIC
COUNT SIG''=IT
DISTANCE
-- --
1-40 350 FT 200 FT e!- 1.00° 20 FT
----- Unknown
-------- 7'0' Box HIGH 50Q Ft t1-

EE LE

Describe potential (vr.toss of life and,struct?ral or f3nvironmentai damaste to existing Of potential future downstrearn_tmp. oven ents;
The proposed darn (Tract 4 fond A) is a stormwater managotnent pond for a proposed development. The dam ss an
earthen embankment. The darn is located between 1-40 and Harper Road in Clemmons, NC, see attached map. 1-40
Interstate is downstream of this dam and Yeas a 7x7' box cu Iva Ic The roadwayis approximately 30-feet above the invertof
the Culvert. The dam elnbankmontis approximately i6-feet in height
Assuminga sunny day breach and the eiasting 7'x7'boxculvartis fullyclogged with debris, the 1-40 embankment call
impound the entire volume of the proposed pond while providing 17 feet of freeboard to the 1-40 raodway elevation.
The dam heightand storage capacity both exceed 15 feetand 10 acre-feet, respectively. Based on the above, I
recommend the dank be classified as a Low Hazard Dam.
RECOMMENDED HAZARD CLASSIFICATION.
X LOW
By Kelway L. Howard Ill. P F.
TITLE Project Eogirleer
DAr 212812011
CONC:IJRRED 3Y.
INTERMEDIATE HIGH
• 1' 3
PE_ SEAL
TErLE DATE
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NC®ENR
North Carolina Department of Environment and Natural Resources
Division of Land Resources
Land Quality Section
James D. Simons, PG, PE
Director and State Geologist
April 15, 2011
Novant Health, Inc
Attn: Mr. Nick Eller
1980 South Hawthorne Road, Suite 200
Winston-Salem, North Carolina 27103
RE: Village Point - Tract 4 Pond A Dam
Forsyth County
State Darn TD: NIA
Dear Mr. Eller:
Beverly Eaves Perdue, Governor
Dee Freeman, Secretary
The information received in this office electronically on February 28, 2011 regarding the
proposed Village Point Tract 4 Pond A Dam has been reviewed. On March 9, 2011, Land
Quality Section personnel from the Winston-Salem Regional Office conducted an inspection of
the clam site and downstream areas.
Based on the above-referenced information and site inspection, our office has determined that a
low hazard potential classification is presently warranted and the dam has a height of fifteen feet
or more from the downstream toe to the crest and impounds ten acre-feet or more to the crest of
the dam. This being the case, the dam must be regulated by the Darn Safety Program under the
Dam Safety Law of 1967 and the North Carolina Administrative Code 15A-2K.
Prior to beginning construction on the proposed dam, plans and specifications, along with the
data and calculations necessary to develop them must be prepared by a North Carolina registered
engineer and submitted to the State Dam Safety Engineer for review and approval. An initial
application fee of $200.00 must be included. On issuance of approval, construction may begin
under the supervision of an engineer.
The Army Corps of Engineers and the Water Quality Section of this Department should be
contacted to determine if additional permits are required. Also, the erosion and sediment control
program having jurisdiction should be contacted to determine permit requirements. In any case,
sediment must be prevented from entering the waters of the state or flowing onto neighboring
property.
1612 Mail Service Center, Raleigh, North Carolina 27699-1612 • Telephone [phone] FAX: [phone]
512 North Salisbury Street, Raleigh, North Carolina, 27604 • Internet:http://www.dI(.onr.state.nc.us/pages/landciuali(vsection.html

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5.45 6.57 7.,7 3.15 394 9.3'; 1;12.3, 1x.54 17.16 2Q 02
101D 0.71 1.12 1.42 2.17 2.99 3.63 4.01 4.97 6.09 7.3>1 S. i 3 9.0 9.36 10.' 13.79 15.66 13.G6 21.26

No o74 1.17 l 2.30 3.22 4.01 4.33
1.
5.47
6.76 8.13 9.00 9.95 t0.81 1 i.7 14.96 16.77 19.35 22.45
X00 0.77 i .22 1.54 2.45 3.51 4.44 4.33 j 6. i 6 7.63 9.22 I5. i 2 E20 12.10 13. 16.55 922 21.39 23.97
10®99 0.30 1.25 1.57 2.55 3.72 4.76 5.26 6.68 ,3.40 10.10 11.00 12.18 13.11 t4.04 17.78 19.33 22.54 25.09
These precipitation fequency estimates are based on an annual maxima series. AEP is the Annual EAcesdanca Probability.
'!aasa refer °.o rlC)AA_:111as 14 Cccg(TIent for more information. PIOTE: Formatting forces estimates near zero to appear as zero.
UpW bound of the 90% confidence !aftrv2R
IP,r"iniit firmlm FrLkrnu enncv Esiti ales finches)
13 30 68 120 3 6 12 24 48 4 7 1® 20 '.i4? 45
t 5 10
min min mien min train min ?r hr hu lnr hr day alai a0ay
a, day day day day
®0.44 0.71 0.89 1.23 1.54 1.80 }.93 2.35 2.80 3.36 3.38 4.33 4.91 5.54
®0.55 0.88 1. l2 1.59 2.03 2.39 2.57 3.12 3.74 4.48 5.12 5.67 6.33 7.G7 7.36 9.00 11.24
9.24 11.08 13.63 13.36
16.00
199 0.61 0.98 124 1.80 2.34 2.78 2.99 3.65 4.38 5.26 5.97 6.60 7.31 8.10
25 0.68 1.09 1.38 2.04 2.72 3.27 3.53 4.33 5.24 6.35 7.08 7.81 8.59 9.42. 10.5( 12.41 15.12
12.13 14.05 16.94 t7.62
19.53
® 0.73 1.16 1.47 2.21 2.99 3.64 3.94 4.86 5.90 7.9 0 7.93 8.76 9.56 10.44
19999 0.77 1.22 1.54 2.36 3.25 4.00 4.35 5.39 6.59 7.93 8.80 9.73 10.57 11.,'6 9 3.36 15.26 13.26
14.62 16.46 1955 20.90
22.22
2®® 0.30 1.27 }.6l 2.50 3.S1 4.37 4.77 5.94 7.31 3.80 9.70 10.72 11.65 12.51
8.3 i 10.00 10.93 12.10 13.03 13 >5
® 0.35 1.34 L68 2.68 3.84 4•.85 5.33 6 0 15.90 17.66 20.82
17.64 19.24 22.49
1 2350
25.14
19D990 0.88 1.33 1.73 2.80 4.09 5.22 5.77 7.29 9.10 10.96 11.91 13.19 i4.15 15.07 1899 945 23.77 26.37
:_ cx s t o aim a?tpn miantilp •aalugs inr a niven freauerci af e "Mater than.
i ne upper noun" of ma wnnuen?. inlci
These precipitation 5equency estimates are based on an annual mamma series. AEP is the Annual Exceedance Probability.
?!case refer to I ICa_Alias 1= Cccument for -,note information. NOTE: Formatting oreoents estimates near zero :o appear as zero.
Lower bound of the 90"XiD MfiflukdeRc-_ lnler"'m?
!I?m.m-r?trntitt?4amxm FrRnlnad-new En?im2ltes (lunches)
.1E? -- 5 1D 1? 30 s0 l
1ir1ai;? trio' hr h; ;vr ;uu? ??,? alp; d??; da; !?a;t alai rJ?;+
!?? 0.33 0.?0 0.76 1.01 L31 1 LJ I I .4 ?
3} 1.72 _-.lam3.t5 J.OJ
10 IO.j3 G.33 1.05 ? l.`-.''o ..35 2.53 3.Oo 3.a' 4.49 5.15 16.39 9.30 11?6 13.03 16.20 !I
o re "+ + I IP 7?. 1? T° 1i l6 1? J
I? --j O.Su 0.93 1. I ? L7: ?.2c'
0.4? , L23 1.35 13.51 3.04 3.29 •1.05 -1.?0 i e.02 6.3G 7.;_t °.30 ? i 1.3-} 1'.77 16.:,1. !':'.li
TL
?•,?? ? ia??l?r.i????S.t^.L?..V' ??1-C')1't? 11:.tSL? ??1.?:t?Cir't1?.?>rit, r r ...?
ri!Jy1.5 '1 -'C?a II ??!?It ?i? ?L _lcli? }ii -lh_7
tC?;?v?-
!.I, ? I it ? !?.?I-_ ? I'-;?' ?1?'• ;, I ?, ;: _I -._ .
f -71
;J9??i)./?JI i,i ?! ?I?J?J??? )C???r?•?ll???J i. ?.??1.?'l l? II? Jr i???.v'',i_??, _I?.'rJ ?';
a !Grns sound •;r hr.:oruidenca nttimi it 10%xnlid?nca'evet sit Ia;Ua unlcn r:, x iha :imulai d quamile slues 'or u divan rcquenc; = :' s'han
sa r• ,pitalicn re7uenq >5iimaies are C :n if, ?nnu _l mama -m s. AEP i ii}° Aririuai _rcaadance Frccal ilii.:
arr n; irrA, 4II=s I.I. Dnc:.:m nt or core mormation !G _. - rraam9 ;events asnmates rear _ero 3pcEar as -eia.
11,1u.at il3::ilrla aasacl Point Precipitation Fr_quency cstimatas - -D,-s1.3, 3
3G•0336 N 80,3391 W 836 ft
?.? i ? I 1 i 1 i ; -1 I 1 11 1

l

14

m

0

y - _ . a _-- - ?_--- _ _

- -- - _ - _'

?-_- 1 I i I 1 i I
I 1 1
2 3 4 5 6 7 8 910 20 30 40 50 80 100 140 200 300 500 700 1000
Annual Erceedance Probability (1-in-Y)
Thu Dec 18 14:52338 2008
Duration
3r-clay -
5-min 4:3-hr
-
18-rain ':-hr 4-d-y y-
3o-i-nin 12-hr T 1r.)-?!a•?
R4-hr -a- 1,0-d air -?-
rl. i c
- J., .?'?Jr?.; L?, 3.L•.'?' ;1'ti'iu"??LLJ??,.?,S i?;j;? ??a?.??J. :?1a=;??i?: !°I?i'?.11?G-?til T ?. J, Iv??J c?,'•

i

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~
? _
? ?
O I 1 I 1 I i I I I u ? .-5 3
i ? 3
i i i i i s n Y s? vi u O» a :9 1
N M <r m 1 1
7' N 1
N a Ury °g O P ?l
sy g
J7 -g.. 'ni (0) Dur at i on .. .u ^? 7 'O
T;'hu Dec 13 11=52.'33 2903
Annual E c:. ' nce PI^obab i l i ty
C1-in-Y? t in 1J9 -
--
.1 in
1 to 25 1 irl Ilo-)ll?J ?-
/Laps -
z

- s saes :ar :fCJucsd sIrg 3 W-Cs -!30 rm e_
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L, .1LJ:'aJ:; ?iL1ii
- -70

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-? i" -r' .' 2
I
I

'I r'
f
. _I
, , USG I+igiml (DQQ, covering this location from T•erraSer~fer: USG3.'Seriai Photos apb may also be available
•om this site. A GGQ is a computer-generated image of an aerial photograph in vlhich image displac-ment caused by terrain relief and camera tilts has been
;ma ed. It combines the image characteristics of a photograph with the geometric qualities of a map. Visit the USG ? for more information.
!Naterslhed/Sitream Flow InTormation
inn thl-1 Wa _r_dwd for this location using the U.S. Environmental ?rotection (agency's site.
-li mate Data Sources
'recipitation frequency results are based on data from a variety of sources, but largely MCDC. The _ibllowing link; provide general information
!bout observing sites in the area, regardless of if their data was used in this stua?. For detailed injor lnation about the stations used in this study,
(lease refer to \0.1_1 A!hyj 141 Doeunre r!
king the National Chin tic Data Cent_r's (NCD(-') station search engine, locate other climate stations within:
+/-30 minutes (.. OR... degree_ of this location (30.0386/-80.3891). Digital ASCII data can be obtained directly from INCDC.
4ydrometeorelogical Design Studies Canter
)OUNO,AVNational Weather Seriice
1325 East-'Nest Highway
iilver Spring, MD 209(0
301) 713-1669
westions.` ?nclafm?•r

y f i1._. j 7: 1 =GO
Hydraflo Rainfa'l'l Report
17
Hydraflow Hydrographs by Inteiisolve v9.24
Return Intensity-Duration-Frequency Equation Coefficients (FHA)
Period
(Yrs) B D E (N/A)
1 0,0000
I 0.0000 0.0000
2 38.8943
I 82000 0-7572 -------.
i
3 0.0000 0-0000 0,0000 --------
49 9.8000 0.7553 --------
10 57.1093 10.7C00 07573 --------
25 68,6696 116000 0.7600 --------
50 781106 12.2000 0.7626 --------
100 88.1981 12.8000 0-7663 --------
File name: FORSYTH.IDF
intensity = B ! (Tc + D)^E
Thursday Sep 23 2010
Return intensity Values (in/hr)
Period
(Yrs)
5 min
10
15
20
25
30
35
40
45
50
55
60
1 0.00 0,00 MO 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00
2 5.51 4-32 3.60 3.10 2.74 i 2.47 I 2.25 E 2.07 1.92 1.79 1.68 1.59
3 Q-00 0.00 0-00 0.00 0.00 0.00 0.00 I 0.00 0.00 0,00 0.00 0-00
I
5
6,42 5,15
4.35
3-78
3.36
3.04 218
2.57
2.39
2-24
2.10
1,99
10 7.10 5.76 4.89 4,27 3-81 145 1 3.15 2.92 2.72 2.55 2 40 2.27
25 8.12 6.65 5.67 4.98 4.45 4.04 3.71 3.43 3-20 1 3 00 2.82 2.67
50 8.92 7-34 6.29 5-53 4.95 4.50 I 4-13 3.83 3.57 i 3.35 116 2.99
100 9 71 8.03 6 90 6.08 5-45 4.96 4.55 4.22 3.94 3.70 3.48 I
130
Tc = time in minutes. Values may exceed 60.
Preci file name: Clem-, c
Rainfall Precipitation Table (in)
Storm
Distribution 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr
SCS 24-hour 3 00 3.10 O CO 4 14 4 37 5 33 8.57 7.34
SCS 8-Hr 0.00 2 15 0.O0 2 86 3.35 3 99 4.48 4-97
Huff-1 St J CO 0 00 0 JO .0-110 c OC V, JC 0 00 0, ,0
Huff-2nd C CO 0.70 C CC C 1 CC 1.10 0 0 O.CO
HL,-'f-3rd J CC J OC 7 116 C CO 0 CO J. JO J CO O CC
I -f°-4t^ .,.00 0-CC ] CC J 0 1110 IC C OC 0 00
Hoff-lydy J CO C CO 0 OC 2 112 7 110 4;110 110 J CO
Custom 7 13 J JJ C CO 0 30 1 11 10 J.CO C JG
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1 70 ? 11 P8 133 0 ill
r, 1
e - - ---- --- - ----- -____

2 10 31 81 70 69 C 058 0 454

210 60 44 &A P5 936 0 MR
1 ' 31 -° - --- - ?
210 My
2.3 . .. - ° - ----- ---

310
320
SWM Pond Routing
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfii Outflow
(hrs) cfs ft cfs cfs cfs cfs Cfs Cfs cfs Cfs Cfs Cfs
3 40 17.01 767.98 1 308 1.275 ----- ----- ----- ----- ----- ----- ----- 1.275
3.50 16.26 768.07 1.313 1.289 ----- ----- --- ----- ----- ----- 1.289
3.60 15.51 768.14 1.313 1.302 ----- ----- - - ----- ----- ----- ----- 1.302
3.70 14.78 768..22 1.318 1.314 ----- ----- ----- ----- ----- ----- ----- 1.314
3.80 14.12 768.29 1.336 1.326 ----- ----- ------ ----- ----- ----- 1.326
3.90 13.59 768.35 1.354 1.336 ----- ----- ----- ----- ----- ----- ----- 1.336
4.00 13.14 768.42 1.760 1.347 --- ----- 0.390 - - -- - -- ----- 1.736
4.10 12.75 768.47 3.107 1.355 - -- ----- 1.727 ----- ----- ----- ----- 3.082
4.20 12.37 768.52 4.244 1.363 ----- ----- 2.856 ----- -- - ----- ----- 4.219
4.30 11.97 768.56 5.200 1.369 ----- ----- 3.804 ----- ----- ----- ----- 5.174
4.40 11.55 768.59 5.992 1.375 -- - ----- 4.590 - - - ----- ----- - - 5.965
4.50 1116 768.62 6.983 1.379 - - --- 5.580 - - - ----- ----- ----- 6.958
4.60 10.80 768.64 7.819 1.382 ----- ----- 6.415 - - - ----- ----- ----- 7.796
4.70 10.48 768.65 8.409 1.384 ----- --- 7.005 ----- - -- ----- ----- 8.389
4.80 10.20 768.66 8.816 1.385 ----- ----- 7.412 - - - - --- ----- 8.796
4.90 9.932 768.67 9.080 1.386 - --- ----- 7.675 ----- ----- ----- ----- 9.061
5.00 9.687 768.67 9.234 1.387 ----- ----- 7.829 ----- ----- - - ----- 9.217
5.10 9.489 768.67 9.311 1.387 - - ----- 7.906 - - ----- ----- ----- 9.294
5.20 9.319 768.67 << 9.335 1.387 ----- ----- 7.930 - - --- ----- ----- 9.317
«
5.30 9.166 768.67 9.319 1387 --- 7.914 ----- ----- ----- ----- 9.302
5.40 9.014 768.67 9.277 1.387 - - ----- 7.872 ----- ----- ----- ----- 9.257
5.50 8.853 768.67 9 207 1.386 ----- ----- 7.803 ----- ----- ----- ----- 9.190
5.60 8.684 768 67 9.120 1.386 -- ----- 7.715 ----- ----- ----- ----- 9.102
5.70 8.532 768.67 9.018 1.386 ----- ----- 7.614 - - - ----- ----- ----- 8.999
5.80 8.413 768.66 8.909 1.385 - ----- 7.505 ----- ----- ----- ----- 8.889
5.90 8.326 768.66 8.800 1.385 ----- 7.396 ----- ----- ----- ----- 8.781
6.00 8.271 768.66 8.699 1.385 ----- 7.295 ----- ----- ----- 8.680
Continues on next page...
r: ,

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7.10 m Q U t 3
7 20 0 DRO 765 43
YAO 0 ON) 1424)
By 41

ill} l) ?', ;.)i; 168 39
770 .i W , 30
7AD ,; KNI 163 A
7 V 0 AM iii >

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---- ----- ----- -----

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012 1 147

363 1 AA ----- ----- --- .__- _--- ----- _____ 1 > ,^
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- %- 1 38
?. i
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----- ----- -----
----- ----- ----- -----
----- ----- -----
1
1 .•
s a..J.on nov
SWM Pond Routing
Hydrograph Discharge Table
Time inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs CfS cfs cfs cfs cfs cfs cfs cfs cfs
8.90 0.000 768.30 1.340 1.328 ----- --- ----- ----- ----- ----- ----- 1.328
9.00 0.000 768.30 1.339 1.327 --- ----- ----- ----- ----- ----- ----- 1.327
910 0.000 768.29 1.337 1.326 ----- ----- ----- ----- ----- ----- 1.326
9.20 0.000 768.28 1.335 1.325 ----- ----- ----- - - - - - -- ----- 1.325
9.30 0.000 768.27 1.333 1.324 ----- ----- ----- ----- ----- ----- ----- 1.324
9.40 0.000 768.27 1.331 1.322 ----- ----- ----- ----- ----- ----- ----- 1.322
9.50 0.000 768.26 1.329 1.321 -- - ----- ----- ----- ----- ----- ----- 1.321
9.60 0.000 768.25 1.327 1.320 ----- ----- ----- ----- - - ----- ----- 1.320
9.70 0.000 768.25 1.325 1.319 - - ----- ----- - - - ----- ----- ----- 1.319
9.80 0.000 768.24 1.323 1.318 ----- ----- --- - - - ----- ----- - --- 1.318
9.90 0.000 768.23 1.322 1.317 ----- ----- - - ----- ----- ----- - -- 1.317
10.00 0.000 768.22 1.320 1.316 -- - ----- ----- ----- ----- ----- - -- 1.316
10.10 0.000 768.22 1.318 1.314 -- - ----- ----- ----- ----- ----- - -- 1.314
10.20 0.000 768.21 1.316 1.313 --- --- ----- ----- ----- --- ----- 1.313
10.30 0.000 768.20 1.314 1.312 ----- ----- ----- ----- ----- ----- ----- 1.312
10.40 0.000 768.20 1.313 1.311 ----- ----- ----- ----- ----- ----- ----- 1.311
10.50 0.000 768.19 1.313 1.310 ----- ----- ----- ----- ----- -- - ----- 1.310
10.60 0.000 768.18 1.313 1.309 ----- ----- ----- ----- ----- ----- ----- 1.309
10.70 0.000 768.18 1.313 1308 ----- ----- ----- ----- ----- 1.308
10.80 0.000 768.17 1.313 1 306 -- - ----- ----- ----- ----- ----- ----- 1.306
10.90 0.000 768.16 1.313 1.305 - ----- ----- ----- ----- ----- ----- 1.305
11.00 0.000 768.16 1.313 1.304 ----- ----- ----- ----- ----- ----- ----- 1.304
11.10 0.000 768.15 1.313 1.303 ----- ----- ----- ----- ----- ----- ----- 1303
11.20 0.000 768.14 1.313 1.302 ----- ----- ----- ----- ----- ----- ----- 1302
11.30 0 000 768.13 1.313 1.301 ----- ----- ----- ----- ----- ----- ----- 1.301
11.40 0 000 768.13 1.313 1.299 ----- ----- ----- ----- ----- ----- 1 299
11.50 0.000 768.12 1313 1298 ----- ----- ---- 1298
11.60 0.000 76811 1 313 1.297 ----- ----- ----- ----- ----- ----- ----- 1.297
Continues on next page_
5W M Pond Routing
Hydrograph Discharge Table
Time Inflow Elevation Clv A CIS B CIS C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft Cfs cfs cfs Cfs Cfs Cfs cfs Cfs Cfs Cfs
11.70 0.000 768.11 1.313 1.296 ----- ----- ----- ----- ----- ----- ----- 1.296
11.80 0.000 768.10 1.313 1.295 ----- ----- ----- - ----- ----- ----- 1.295
11.90 0.000 768.09 1.313 1.294 ----- - --- ----- ----- ----- ----- 1.294
12.00 0.000 768.09 1.313 1.293 -- - ----- ----- -- ----- ----- -- 1.293
12.10 0.000 768.08 1.313 1.291 ----- ----- ----- - ----- ----- 1.291
12.20 0.000 768.07 1.313 1.290 ----- ----- --- - ----- ----- - - 1.290
12.30 0.000 768.07 1.313 1.289 -- - -- -- ----- ----- ----- 1.289
12.40 0.000 768.06 1.313 1.288 ----- --- - - ----- ----- - 1.288
12.50 0.000 768.05 1.313 1.287 -- -- --- ----- ----- ----- - -- 1.287
12.60 0.000 768.04 1.313 1.286 ----- ----- -- - --- ----- ----- ----- 1.286
12.70 0.000 768.04 1.313 1.285 -- - ----- ----- ----- ----- ----- -- - 1.285
12.80 0.000 768.03 1.313 1.283 ----- ----- ----- ----- ----- 1.283
1290 0.000 768.02 1.313 1.282 ---- --- - - - - - ---- ----- 1.282
13.00 0.000 768.02 1.313 1.281 -- - ----- ----- ----- ----- ----- ----- 1.281
13.10 0.000 768.01 1.313 1.280 - - ----- ----- -- - - ----- ----- 1.280
13.20 0.000 768.00 1.313 1.279 -- - ----- ----- - ----- ----- ----- 1.279
13.30 0.000 768.00 1.312 1.278 - - --- - -- - - - - - ----- 1.278
13.40 0.000 767.99 1.310 1.276 - - --- ----- ----- - -- - - 1.276
1150 0.000 767.98 1.308 1.275 -- - ----- ----- ----- ----- ----- ----- 1.275
13.60 0.000 767.97 1.306 1.274 - ----- ----- ----- ----- ----- - 1.274
13.70 0.000 767.97 1.304 1273 ----- ----- ----- ----- ----- ----- ----- 1.273
13.80 0.000 767.96 1.302 1.271 ----- ----- ----- ----- 1.271
13.90 0.000 767.95 1.300 1.270 - ----- ----- ----- ----- ----- ----- 1.270
14.00 0.000 767.94 1.298 1.269 ----- ----- ----- ----- ----- ----- ----- 1.269
14.10 0.000 767.94 1.297 1.268 ----- ----- - - ----- ----- ----- - 1 268
14.20 0.000 767.93 1.295 1.266 ----- ----- ----- ----- ----- ----- 1.266
14 30 0.000 767.92 1 293 1.265 ----- ----- - ----- ----- ----- 1.265
14.40 0.000 767 92 1.291 1.264 ----- ----- ----- ----- ----- ----- ----- 1 264
Continues on next page...
SWM Pond Routing
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv 6 Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs Cfs cfs cfs Cfs cfs cfs cfs Cfs
14.50 0.000 767.91 1.289 1.263 ----- ----- ----- ----- ----- ----- --- 1.263
14.60 0.000 767.90 1.287 1.261 - - --- - - ----- ----- ----- ----- 1.261
14.70 0.000 767.89 1.285 1.260 ----- ----- --- ----- ----- ----- ----- 1,260
14.80 0.000 767.89 1.283 1.259 ----- ----- ----- ----- ----- ----- ----- 1.259
14.90 0.000 767.88 1.281 1.258 ----- ----- ----- ----- ----- ----- ----- 1.258
15.00 0.000 767.87 1.279 1.256 ----- ----- ----- ----- ----- ----- ----- 1.256
15.10 0.000 767.86 1.277 1.255 - - ----- ----- ----- ----- ----- ----- 1.255
15.20 0.000 767.86 1.275 1.254 ----- ----- --- ----- ----- ----- ----- 1.254
15.30 0.000 767.85 1.273 1.253 - - ----- ----- - ----- ----- ----- 1.253
15.40 0.000 767.84 1.272 1.251 ----- ----- ----- ----- --- ----- ----- 1.251
15.50 0.000 767.84 1.270 1.250 ----- ----- ----- ----- ----- ----- ----- 1.250
15.60 0.000 767.83 1.268 1.249 -- - ----- ----- ----- ----- ----- ----- 1.249
15.70 0.000 767.82 1.266 1.248 -- - ----- ----- ----- ----- ----- ----- 1.248
15.80 0.000 767.81 1.264 1.246 --- ----- ----- - -- - -- --- - ----- 1.246
15.90 0.000 767.81 1.262 1.245 ----- ----- ----- - -- ----- ----- ----- 1.245
16.00 0.000 767.80 1.260 1.244 ----- ----- ----- ----- ----- ----- ----- 1.244
16.10 0.000 767.79 1.258 1.243 ----- ----- ----- ----- ----- ----- ----- 1.243
16.20 0.000 767.78 1.256 1.241 ----- ----- ----- ----- ----- ----- --- 1.241
16.30 0.000 767.78 1.255 1.240 ----- ----- ----- ----- ----- ----- ----- 1.240
16.40 0.000 767.77 1.253 1.239 -- - ----- ----- ----- ----- ----- ----- 1.239
16.50 0.000 767.76 1.251 1.238 - - ----- ----- ----- ----- ----- ----- 1.238
16 60 0 000 767.76 1.249 1 236 ----- ----- ----- ----- ----- ----- ----- 1.236
16.70 0.000 767.75 1.247 1.235 ----- ----- ----- ----- ----- ----- 1.235
16.80 0.000 767.74 1.245 1 234 ----- ----- ----- ----- ----- ----- 1.234
16.90 0.000 767.73 1.244 1.233 ----- ----- ----- - ----- ----- ----- 1.233
17 00 0.000 767.73 1.242 1.231 ----- ----- ----- ----- ----- 1.231
17.10 0 000 767.72 1.240 1.230 ----- ----- ----- ----- ----- 1 230
17.20 0.000 767.71 1.238 1.229 ---- - - ----- ----- ----- 1.229
Continues on next page...
SWM Pond Routing
Mydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs Cfs cfs Cfs cfs cfs Cfs Cfs cfs Cfs
17.30 0.000 767.71 1.236 1.228 - ----- ----- - ----- ----- ----- 1.228
17.40 0.000 767.70 1.234 1.226 ----- ----- --- - ----- ----- ----- 1.226
17.50 0.000 767.69 1.233 1.225 ----- - ----- ----- ----- ----- ----- 1.225
17.60 0.000 767.68 1.231 1.224 - ----- ----- ----- ----- ----- 1.224
17.70 0.000 767.68 1.229 1.223 ----- ---- - - - ----- ----- 1.223
17.80 0.000 767.67 1.227 1.221 ----- ----- ----- - - ----- ----- - - 1.221
17.90 0.000 767.66 1.225 1.220 ---- ----- ----- ----- ----- 1.220
18.00 0.000 767.66 1.223 1.219 ----- ----- --- - ----- ----- ----- 1.219
18.10 0.000 767.65 1.222 1.218 -- - ---- -- - - -- - -- 1.218
18.20 0.000 767.64 1.220 1.216 ----- ----- ----- ----- ----- ----- ----- 1.216
18.30 0.000 767.63 1.218 1215 ----- ----- ----- ----- ----- ----- 1.215
18.40 0.000 767.63 1.216 1.214 ----- ----- - - ----- ----- ----- ----- 1.214
18.50 0.000 767.62 1.214 1.213 ----- ----- ----- -- ----- ----- ----- 1.213
18.60 0.000 767.61 1.213 1.211 ----- ----- ----- ----- ----- ----- - - 1.211
18.70 0.000 767.61 1.211 1.210 ----- ----- ----- - - -- ----- 1.210
18.80 0.000 767.60 1.209 1.209 -- - ----- ----- ----- - -- ----- ----- 1.209
18.90 0.000 767.59 1.209 1.208 ----- -- -- ----- ----- ----- ----- ----- 1.208
19.00 0.000 767.59 1.209 1.206 ----- --- ----- ----- ----- ----- - -- 1.206
19.10 0.000 767.58 1.209 1.205 ----- ----- --- ----- ----- -- - ----- 1.205
19.20 0.000 767.57 1.209 1.204 - - --- ----- ----- ----- ----- 1.204
19.30 0.000 767.56 1.209 1.203 ----- ----- ----- ----- ----- ----- -- 1.203
19.40 0.000 767.56 1 209 1.201 ----- ----- ----- ----- ----- ----- 1 201
1950 0 000 767.55 1.209 1.200 - ----- ----- ----- 1.200
19.60 0.000 767.54 1 209 1.199 ----- - - ----- ----- ----- ----- ----- 1 199
1970 0 000 767.54 1.209 1.197 ----- ----- ----- - - ----- ----- 1.197
19.80 0.000 767 53 1.209 1.196 ----- ----- ----- ----- ----- ----- ----- 1 196
19 90 0.000 767.52 1 209 1.195 ----- ----- ----- ----- ----- ----- ----- 1.195
20.00 0.000 757.52 1.209 1.194 ----- ----- ----- ----- ----- ----- ----- 1.194
Continues on next page...
SWM Pend Routing
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft Cfs Cfs Cfs Cfs cfs Cfs Cfs cfs Cfs Cfs
20.10 0.000 767.51 1.209 1192 ----- ----- ----- ----- ----- ----- 1192
20.20 0.000 767.50 1.209 1.191 ----- ----- ----- - - - ----- ----- ----- 1.191
20.30 0.000 767.49 1.209 1.190 ----- ----- ----- ----- ----- ----- ----- 1190
20.40 0.000 767.49 1.209 1.189 ----- ----- ----- ----- ----- ----- ----- 1.189
20.50 0.000 787.48 1.209 1.187 ----- ----- ----- ----- ----- ----- 1.187
20.60 0.000 767.47 1.209 1.186 ----- ----- ----- ----- ----- ----- --- 1.186
20.70 0.000 767.47 1.209 1.185 - - ----- ----- ----- ----- - -- ----- 1.185
20.80 0.000 767.46 1.209 1184 ----- ----- ----- ----- --- ----- ----- 1.184
20.90 0.000 767.45 1.209 1.182 ----- ----- ----- ----- ----- ----- ----- 1.182
21.00 0.000 767.45 1.209 1.181 ----- ----- ----- ----- ----- - - - - 1.181
21.10 0.000 767.44 1.209 1.180 - - ----- ----- ----- ----- ----- ----- 1.180
21.20 0.000 767.43 1.209 1.179 ----- ----- ----- ----- ----- ----- - -- 1.179
21.30 0.000 767,43 1.209 1.177 - - -- --- ----- ----- --- ----- 1.177
21.40 0.000 767.42 1.209 1.176 ----- ----- - --- ----- ----- - 1.176
21.50 0.000 767.41 1.209 1.175 - - ----- ----- ----- ----- - - ----- 1.175
21.60 0.000 767.41 1.209 1.174 ----- ----- ----- - ----- ----- 1.174
21.70 0.000 767.40 1.209 1.173 ----- ----- ----- ----- ----- ----- --- 1.173
21.80 0.D00 767.39 1.207 1.171 ----- ----- ----- ----- ----- ----- ----- 1.171
21.90 0.000 767.39 1.205 1.170 ----- ----- ----- ----- ----- ----- ----- 1170
22.00 0.000 767,38 1.203 1.169 - - ----- ----- - ----- ----- ----- 1.169
22.10 0.000 767.37 1.202 1.167 - - --- ----- ----- ----- ----- 1.167
22.20 0.000 767.36 1.200 1.166 ----- ----- ----- ----- ----- ----- ----- 1.166
22.30 0.000 767.36 1 198 1165 ----- - ----- ----- - ----- ----- 1.165
22.40 0 000 767.35 1.197 1.164 ----- ----- ----- ----- ----- ----- 1.164
22.50 0.000 767.34 1 195 1.162 ----- ----- ----- ----- ----- ----- ----- 1.162
22.60 0.000 767.34 1.193 1.161 ----- ----- ----- ----- ----- ----- ----- 1 161
22.70 0.000 767.33 1.192 1.160 ----- ----- ----- ----- ----- ----- ----- 1.160
22.80 0.000 767.32 1 190 1 159 ----- ----- ----- ----- 1.159
Continues on next page...
SWM Pend Routing
Wydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs Cfs cfs cfs cfs Cfs Cfs
22.90 0.000 767.32 1.188 1.157 ----- ----- ---- ----- ----- ----- 1.157
23.00 0.000 767.31 1.187 1.156 ----- ----- -- - - - ----- ----- ----- 1.156
23.10 0.000 767.30 1.185 1.155 ----- ----- --- - - ----- ----- ----- 1.155
23.20 0 000 767.30 1 183 1.154 - ----- ----- - ----- ----- ----- 1.154
2330 0.000 767.29 1.181 1.152 ---- ----- - - ----- ----- 1.152
23.40 0.000 767.28 1.180 1.151 ----- ----- ---- 1.151
23.50 0.000 767.28 1.178 1.150 ----- ----- ----- ----- ----- ----- ----- 1.150
23.60 0.000 767.27 1.176 1.149 ----- ----- --- - - ----- ----- ----- 1.149
23.70 0.000 767.26 1.175 1.147 -- - ----- ----- -- ----- ----- ----- 1.147
23.80 0.000 767.26 1.173 1.146 ----- ----- ----- - - ----- ----- ----- 1.146
23.90 0.000 767.25 1.171 1.145 ---- ----- - - - - -- ----- 1.145
24.00 0.000 767.24 1.170 1.144 -- - --- -- -- ----- ----- ----- 1.144
24.10 0.000 767.24 1.168 1.142 ----- -- - ----- ----- ----- ----- ----- 1.142
24.20 0.000 767.23 1.166 1.141 ----- ----- --- ----- ----- ----- ----- 1.141
24.30 0.000 767.22 1.165 1.140 -- - ----- ----- ----- ----- - -- ----- 1.140
24.40 0.000 767.22 1.163 1.139 -- - ----- ----- - -- ----- ----- ----- 1.139
24.50 0.000 767.21 1.161 1.137 ----- ----- ----- ----- ----- - -- ----- 1.137
24.60 0.000 767.20 1.160 1.136 ---- -- --- - ----- ----- ----- 1.136
24.70 0.000 767.20 1.158 1.135 -- - ----- - - - -- ----- ----- 1.135
24.80 0.000 767.19 1.157 1.134 ----- ----- ----- - ----- ----- 1134
24.90 0.000 767.18 1 155 1132 ----- --- ----- ----- ----- ----- 1.132
25.00 0 000 767.18 1.153 1.131 ----- ----- ----- ----- ----- ----- ----- 1.131
2510 0.000 76717 1152 1.130 ----- ----- ----- ----- ----- 1.130
25.20 0.000 767.16 1.150 1 129 ----- ---- ----- ----- ----- ----- - 1.129
25.30 0.000 767.16 1.148 1.127 ----- ----- ----- ----- ----- ----- 1.127
25.40 0 000 767.15 1.147 1 126 ---- - - - ----- ----- 1.126
25.50 0 000 767.15 1.145 1 125 ---- ----- ----- ----- ----- 1 125
25.60 0.000 76714 1 144 1.124 ----- ----- ----- ----- ----- ----- 1.124
Continues on next page...
SWM Pond Routing
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr B Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs ON cfs cfs
25.70 0.000 767.13 1142 1.122 ----- ----- ----- -.--- ----- ----- ----- 1.122
25.80 0.000 767.13 1140 1.121 ----- ----- - ----- ----- ----- ----- 1.121
25.90 0.000 767.12 1.139 1.120 ----- ----- ----- - ----- ----- ----- 1.120
26.00 0.000 767.11 1.137 1.119 ----- ----- ----- - - ----- ----- ----- 1.119
26.10 0.000 767.11 1.136 1.117 ----- ----- ----- ----- ----- - - - ----- 1.117
26.20 DMO 767.10 1.134 1.116 ----- ----- ----- ----- ----- ----- ----- 1116
26.30 0.000 767.09 1.133 1.115 ----- ----- _____ _____ 1115
26.40 0.000 767.09 1.131 1.114 - ----- ----- - -- - -- ----- ----- 1.114
26.50 0.000 767.08 1.129 1.112 ----- ----- ----- ----- ----- ----- 1112
26.60 0.000 767.07 1.128 1.111 - -- - --- ----- ----- ----- ----- ----- 1.111
26.70 0.000 767.07 1.126 1.110 - - ----- ----- ----- ----- ----- ----- 1.110
26.80 0.000 767.06 1.125 1.109 ----- -- ----- ----- ----- ----- ----- 1.109
26.90 0.000 767.05 1.123 1.107 ---- - -- -- - - ----- ----- ----- 1.107
27.00 0.000 767.05 1.121 1.106 ----- ----- ----- ----- ----- ----- 1.106
27.10 0.000 767.04 1.120 1.105 - - - --- ----- ----- ----- ----- 1.105
27.20 0.000 767.04 1.118 1.104 ----- ---- ----- ----- 1.104
27.30 0.000 767.03 1.117 1.102 - - -- --- - --- -- - -- --- 1.102
27.40 0.000 767.02 1.115 1.101 ----- ----- --- ----- ----- ----- ----- 1.101
27.50 0.000 767.02 1.114 1 100 ----- ----- - - ----- ----- ----- ----- 1.100
27.60 0.000 767.01 1112 1.099 ----- ----- ----- ----- ----- ----- ----- 1.099
27 70 0.000 767.00 1.110 1.097 ----- ----- ----- ----- ----- ----- ----- 1 097
27.80 0 000 767.00 1 109 1.096 ----- ----- ----- ----- ----- ----- ----- 1.096
27.90 0 000 766.99 1.107 1.095 ----- ----- ----- ----- - ----- ----- 1.095
28.00 0 000 766.98 1.106 1.094 - - - ----- ----- ----- ----- 1.094
28 10 0 000 766.98 1.104 1.092 - ----- ----- ----- ----- ----- 1.092
28.20 0.000 766.97 1.103 1.091 ----- ----- ----- ----- ----- ----- ----- 1 091
28.30 0.000 766.96 1.101 1.090 ----- ----- ----- ----- ----- ----- ----- 1.090
28.40 0 000 766.96 1.100 1.089 ----- ----- ----- ----- ----- ----- ----- 1.089
Continues on next page..
S+NM Fond Routing
Hydrograph Discharge Table
Time Inflow Elevation Glv A Clv B Glv C PfRsr Wr A Wr B Wr C Wr B Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs Cfs cfs Cfs cfs cfs cfs
28.50 0.000 766.95 1.098 1.087 ----- ---- - - ----- ----- 1.087
28.60 0.000 766.95 1.097 1.086 ----- ----- - - ----- ----- ----- ----- 1.086
28.70 0.000 766.94 1.095 1.085 ---- ----- ----- ----- ----- 1.085
28.80 0.000 766.93 1.094 1.083 -- - -- - -- ----- ----- ----- 1.083
28.90 0.000 766.93 1.092 1.082 ----- ----- ----- ----- ----- ----- ----- 1.082
29.00 0.000 766.92 1.091 1.081 ----- ----- ----- ----- ----- ----- 1.081
29.10 0.000 766.91 1.089 1.080 -- - - -- ----- ----- ----- 1.080
29.20 0.000 766.91 1.088 1.078 ----- ----- ----- ----- -- 1.078
29.30 0.000 766.90 1.086 1.077 ----- ----- ----- ----- ----- ----- ----- 1.077
29.40 0.000 766.90 1.085 1.076 ----- --- -- - - - ----- ----- ----- 1.076
29.50 0.000 766.89 1 083 1.075 ---- --- --- - - - -- ----- ----- 1.075
29.60 0.000 766.88 1.082 1.073 ---- - - ---- - ----- ----- ----- 1.073
29.70 0.000 766.88 1.080 1.072 -- - -- - - - ----- ----- - - 1.072
29.80 0.000 766.87 1.079 1.071 ----- ----- --- - -- ----- ----- ----- 1.071
29.90 0.000 766.86 1.077 1.070 ----- ---- - - - - - -- ----- 1.070
30.00 0.000 766.86 1.076 1.068 ----- ----- ----- - - - - ----- ----- 1.068
30.10 0.000 766.85 1.074 1.067 - - - - ----- ----- ----- ----- ----- 1.067
30.20 0.000 766.85 1.073 1.066 ----- ----- ----- - - - - ----- ----- 1.066
30.30 0.000 766.84 1.071 1.065 -- - ----- ----- ----- ----- ----- ----- 1.065
30.40 0.000 766.83 1.070 1.064 --- ----- ----- ----- ----- ----- ----- 1.064
30.50 0.000 766.83 1.068 1.062 ----- ----- ----- ----- ----- ----- ----- 1.062
30.60 0.000 766.82 1.067 1 061 ----- ----- ----- ----- ----- ----- 1.061
30.70 0 000 766 81 1.065 1.060 ----- ----- ----- ----- ----- - 1.060
30.80 0.000 766.81 1.064 1059 ----- ----- ----- ----- ----- ----- 1.059
30 90 0.000 766.80 1 062 1.057 - ----- ----- ----- ----- ----- ----- 1.057
31.00 0.000 766.80 1.061 1.056 ----- ----- ----- ----- ----- ----- - 1.056
31 10 0 000 766.79 1.060 1 055 ----- ----- ----- ----- ----- ----- 1.055
31.20 0 000 766 78 1.058 1.054 ----- ----- ----- ----- ----- 1 054
Continues on next page..
SWM Pond Routing
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft Cfs Cfs Cfs Cfs cfs Cfs Cfs Cfs cfs Cfs
31.30 0.000 766.78 1.057 1.052 - - ----- ----- ----- ----- ----- -- 1.052
31.40 0.000 766.77 1.055 1.051 ----- ----- ----- ----- ----- ----- ----- 1.051
31.50 0.000 766.77 1.054 1.050 ----- ----- ----- ----- ----- ----- ----- 1.050
31.60 0.000 766.76 1.053 1.048 ----- ----- ----- ----- ----- ----- 1.048
31.70 0.000 766.75 1.051 1.047 - - - - ----- ----- ----- 1.047
31.80 0.000 766.75 1.050 1.046 ----- ----- ----- - - - - -- ----- ----- 1.046
31.90 0.000 766.74 1.048 1.045 ----- ----- --- ----- ----- ----- ----- 1.045
32.00 0.000 766.74 1.047 1.043 -- - ----- ----- ----- - ----- ----- 1.043
32.10 0.000 766.73 1.045 1.042 ----- ----- ----- ----- ----- ----- ----- 1.042
32.20 0.000 766.72 1.044 1.041 ----- ----- ----- ----- ----- - -- - - 1.041
32.30 0.000 766.72 1.043 1.040 ----- ----- ----- ----- ----- - -- ----- 1.040
32.40 0.000 766.71 1.041 1.038 ----- ----- ----- ----- ----- - -- - - 1.038
32.50 0.000 766.71 1.040 1.037 ----- ----- ----- ----- ----- ----- ----- 1.037
32.60 0.000 766.70 1.038 1.036 - - ----- ----- - - - ----- ----- - - 1.036
32.70 0.000 766.69 1.037 1.035 ----- ----- 1.035
32.80 0.000 766.69 1.036 1.033 - - ----- ----- - - ----- ----- ----- 1.033
32.90 0.000 766.68 1.034 1.032 ----- ----- _____ ----- 1.032
33.00 0.000 766.68 1.033 1.031 ----- ----- ----- ----- ----- ----- ----- 1.031
33.10 0.000 766.67 1.031 1.030 ----- ----- ----- ----- ----- ----- ----- 1.030
33.20 0.000 766.66 1.030 1.028 ----- ----- ----- ----- ----- ----- ----- 1.028
33.30 0.000 766.66 1.029 1.027 ----- ----- ----- ----- ----- ----- ----- 1.027
33.40 0.000 766 65 1 027 1.026 - ----- ----- ----- ----- ----- ----- 1.026
3150 0.000 766.65 1.026 1.025 ----- ----- ----- ----- ----- ----- ----- 1.025
33.60 0.000 766 64 1.024 1.023 ----- ----- ----- ----- ----- ----- ----- 1.023
33.70 0.000 766.63 1.023 1.022 ----- ----- ----- ----- 1.022
33 80 0 000 766 63 1.022 1.021 ----- ----- ----- - ----- ----- ----- 1 021
33 90 0 000 766.62 1.020 1 020 ---- ----- ----- ----- 1.020
34.00 0.000 766.62 1.019 1.018 ----- ----- ----- 1.018
Continues on next page...
SWrv1 Pond Routing
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs Cfs cfs cfs cfs
3410 0.000 766.61 1.018 1.017 ----- - ----- ----- ----- ----- 1.017
34.20 0.000 766 60 1.016 1.016 ----- ----- ----- ----- ----- ----- 1.016
34.30 0.000 766.60 1.015 1.015 ----- ----- - ----- ----- ----- 1.015
34.40 0.000 766.59 1.014 1.013 - ----- ----- ----- ----- 1.013
34.50 0.000 766.59 1.012 1.012 - - - - ----- 1.012
34.60 0.000 766.58 1.011 1.011 ---- -- - - - - - - ----- 1.011
34.70 0.000 766.57 1.010 1.010 - -- - -- - - ----- ----- ----- 1.010
34.80 0.000 766.57 1.008 1.008 ---- -- - -- - - - - - ----- 1.008
34.90 0.000 766.56 1.007 1.007 --- -- -- --- ----- ----- 1.007
35.00 0.000 766.56 1.006 1.006 ---- -- --- ° - ----- ----- 1.006
35.10 0.000 766.55 1.005 1.005 -- - ----- ----- ----- ----- ----- - - 1.005
35.20 0.000 766.55 1.003 1.003 -- - -- --- - - - - - ----- 1.003
35.30 0.000 766.54 1.002 1.002 -- - - - - - -- - -- - - 1.002
35.40 0.000 766.53 1.001 1.001 ---- --- --- - - ----- ----- ----- 1.001
35.50 0.000 766.53 1.000 1.000 -- - --- ----- ----- -- - - -- ----- 1.000
35.60 0.000 766.52 0.998 0.998 ----- ----- ----- ----- ----- - -- ----- 0.998
35.70 0.000 766.52 0.997 0.997 ----- - - ----- ----- ----- - -- - 0.997
35.80 0.000 766.51 0.996 0.996 ----- ----- - ----- ----- ----- 0.996
35.90 0.000 766.50 0.995 0.995 ----- --- ----- ----- - - -- ----- 0.995
36.00 0.000 766.50 0.993 0.993 - - - - - -- ----- 0.993
36.10 0 000 766.49 0.992 0.992 ----- ----- ----- ----- ----- -- ----- 0.992
36 20 0.000 766.49 0.991 0.991 ----- ----- ----- - ----- ----- 0.991
36.30 0.000 766 48 0 990 0 990 ----- ----- ----- ---- 0 990
36 40 0.000 766.48 0.988 0.988 ----- ----- ----- ----- ----- ----- ----- 0.988
36.50 0.000 766.47 0 987 0 987 ----- ----- ----- ---- 0 987
36 60 0.000 756.46 0.986 0.986 ----- ----- ----- ----- ----- ----- 0.986
36.70 0.000 766.46 0 985 0.985 ----- ----- ---- ----- 0.985
36.80 0 000 766.45 0.983 0 983 ----- ----- ----- ----- ----- 0.983
Continties oil next page..
SIVM Pond Routing
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C pfRsr Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs Cfs Cfs cfs cfs cfs Cfs cfs Cfs
36.90 0.000 766.45 0.982 0.982 - ----- ----- ----- ----- ----- ----- 0.982
37.00 0 000 766.44 0.981 0.981 - ----- ----- ----- ----- ----- ----- 0.981
37.10 0.000 766.44 0-980 0.980 -- - ----- ----- ----- ----- ----- ----- 0.980
37.20 0.000 766.43 0.978 0.978 ----- ----- ----- ----- ----- ----- ----- 0.978
37.30 0.000 766.42 0.977 0.977 ----- ----- ----- ----- ----- ----- ----- 0.977
37.40 0.000 766.42 0.976 0.976 ---- ----- ----- ----- ----- ----- 0.976
37.50 0.000 766.41 0.975 0.975 ----- ----- ----- ----- ----- ----- ----- 0.975
37.60 0.000 766.41 0.974 0.973 ---- ----- ----- ----- ----- ----- 0.973
37.70 0.000 766.40 0.972 0.972 ----- ----- ----- ----- ----- ----- ----- 0.972
37.80 0.000 766.40 0.971 0.971 ----- ----- ----- ----- ----- ----- ----- 0.971
37.90 0.000 766.39 0.970 0.970 ----- ----- -- - ----- ----- ----- ----- 0.970
38.00 0.000 766.38 0.968 0.968 ----- ----- ----- ----- ----- ----- 0.968
38.10 0.000 766.38 0.967 0.967 ---- --- ---- --- ----- ----- ----- 0.967
3820 0.000 766.37 0.966 0.966 -- - --- ----- ----- ----- --- ----- 0.966
38.30 0.000 766.37 0.965 0.965 ---- --- ----- ----- ----- ----- ----- 0.965
38.40 0.000 766.36 0.963 0.963 - -- --- ----- ----- ----- ----- ----- 0.963
38.50 0.000 766.36 0.962 0.962 ----- ----- --- ----- ----- ----- ----- 0.962
38.60 0.000 766.35 0.961 0.961 ----- ----- -- ---- ----- ----- ----- 0.961
38.70 0.000 766.35 0 960 0.959 - ----- ----- ----- ----- ---- ----- 0.959
38.80 0.000 766.34 0.958 0.958 - ----- ----- ----- ----- ----- ----- 0.958
38.90 0.000 766.33 0 957 0.957 - - ----- ----- ----- ----- ----- ----- 0.957
39.00 0.000 766 33 0.956 0.956 - -- ----- ----- ----- ----- ----- --- 0.956
39.10 0.000 766.32 0.955 0 954 ----- ----- ----- ----- ----- ----- ----- 0.954
39.20 0.000 766.32 0.953 0.953 ----- ----- ----- ----- ----- ----- ----- 0.953
39.30 0 000 765.31 0.952 0.952 ----- ----- ----- ----- ----- ----- ----- 0 952
39.40 0.000 766.31 0 951 0.951 ----- ----- ----- ----- 0 951
39.50 0.000 756.30 0.949 0.949 ----- ----- ----- ----- ----- ----- ----- 0 949
39.60 0 000 766 30 0.948 0.948 ----- ----- ----- ----- ----- 0 948
Continues on next page...
S\NM Pond Routing
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs Cfs Cfs cfs Cfs cfs cfs cfs cfs cfs
39.70 0.000 766 29 0.947 0.947 ----- ----- ----- ----- ----- ----- ----- 0.947
39 80 0.000 766.28 0.946 0 946 ----- ----- ----- - - - ----- ----- 0.946
39 90 0.000 766,28 0.944 0.944 ----- ----- -----
- - ----- ----- -----
0.944
40.00 0.000 766.27 0.943 0.943 ----- ----- ----- ----- ----- - ----- 0.943
40.10 0.000 766.27 0.942 0.942 ----- ----- -----
---- ----- ----- -----
0.942
40.20 0.000 766.26 0.941 0.941 ----- ----- ----- ----- ----- - ----- 0.941
40.30 0.000 766 26 0.940 0.939 ---- --- - ---- ----- ----- ----- 0.939
40.40 0.000 766.25 0.938 0.938 ----- ----- ----- ----- ----- - - 0.938
40.50 0.000 766.25 0.937 0.937 ----- - - --- ----- ----- - -- ----- 0.937
40.60 0.000 766.24 0.936 0.936 ----- ----- ----- ----- - ----- ----- 0.936
4070 0.000 766.24 0.935 0.934 ---- - ---- - - - ----- ----- 0.934
40.80 0.000 766.23 0.933 0.933 - ----- ----- ----- ----- --- ----- 0.933
40.90 0.000 766.22 0.932 0.932 ----- ----- ----- - - - - ----- ----- 0.932
41.00 0.000 766.22 0.931 0.931 ----- ----- - - ----- ----- ----- ----- 0.931
41.10 0.000 766.21 0.930 0.930 ----- ----- ----- ----- ----- ----- - -- 0.930
41.20 0.000 766.21 0.928
- -----
0.928 -----
----- ----- ----- -----
0.928
41.30 0.000 766.20 0.927 0.927 ----- ----- ----- ----- --- ----- ----- 0.927
41.40 0.000 766.20 0.926 0.926 ----- ----- - -- ----- ----- ----- 0.926
41.50 0.000 766.19 0.925 0.925 -- - ----- ----- ----- ----- 0.925
41.60 0.000 76619 0.924 0.923 ----- ----- ----- ----- ----- ----- 0.923
41.70 0.000 766.18 0.922 0.922 ----- ----- - - ----- ----- ----- 0.922
41.80 0.000 766.18 0.921 0 921 ----- ----- ----- ----- ----- ----- 0.921
41.90 0.000 766.17 0 920 0.919 ----- ----- - - ----- ----- ----- 0.919
42.00 0.000 766.17 0.919 0 918 ----- ----- ----- ----- ----- 0.918
42.10 0 000 766.16 0.918
----
0.917 ----- -----
----- ----- ----- -----
0 917
42.20 0.000 766.15 0.917 0 916 ----- ----- ----- ----- ----- ----- 0.916
42.30 0.000 766 15 0.915 0 914 ----- ----- ----- 0.914
42.40 0 000 766.14 0 914 0.913 ----- ----- ----- ----- ----- ----- ----- 0.913
Continues on next page...
SWM Pond Routing
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfii Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
42 50 0.000 766.14 0.913 0.912 ----- ----- ----- ----- ----- ----- ----- 0.912
42.60 0 000 766.13 0.912 0.911 --- ----- ----- ----- ----- ----- ----- 0.911
42.70 0 000 766.13 0.911 0.909 - - ----- ----- ----- -- 0.909
42.80 0.000 76612 0 910 0 908 ----- ----- ----- - ----- ----- ----- 0.908
42.90 0.000 766.12 0.908 0.907 ----- ----- ----- ----- ----- ----- ----- 0.907
4100 0.000 766.11 0.907 0.906 ----- ----- ----- ----- ----- ----- ----- 0.906
4310 0.000 766.11 0.906 0.904 ----- ----- ----- ----- ----- ----- ----- 0.904
43.20 0.000 766.10 0.905 0.903 - - ----- ----- ----- ----- ----- ----- 0.903
43 30 0.000 766.10 0.904 0.902 - - ----- ----- ----- ----- ----- ----- 0.902
4140 0.000 766.09 0.903 0.901 - - - ----- ----- ----- ----- 0.901
4150 0.000 766.09 0.902 0.899 - - - - ----- ----- ----- ----- 0.899
43.60 0.000 766.08 0.900 0.898 - - -- --- ----- ----- ----- ----- 0.898
43.70 0.000 766.08 0.899 0.897 ----- ----- ----- ----- ----- ----- ----- 0.897
43.80 0.000 766.07 0.898 0.896 ----- ----- ----- ----- ----- ----- ----- 0.896
4190 0.000 766.07 0.897 0.894 ----- ----- ----- ----- ----- ----- ----- 0.894
44.00 0.000 766.06 0.896 0.893 ----- - - ----- ----- ----- --- ----- 0.893
44.10 0.000 766.06 0.895 0.892 ----- --- ----- ----- ----- ----- ----- 0.892
44.20 0.000 766 05 0.894 0.891 ----- ----- ----- ----- ----- ----- ----- 0.891
44.30 0.000 766.04 0.892 0.889 ----- ----- ----- ----- ----- ----- ----- 0 889
44.40 0.000 766.04 0.891 0.888 ----- ----- ----- ----- ----- -- -- 0.888
44.50 0.000 766.03 0.890 0.887 ----- ----- ----- ----- ----- ----- ----- 0 887
44.60 0.000 766.03 0.889 0.886 ----- ----- ----- ----- ----- ----- 0.886
44 70 0.000 766.02 0.888 0.884 ----- ----- ----- ----- ----- ----- ----- 0.884
44.80 0.000 766.02 0.887 0.883 ----- ----- ----- ----- ----- ----- ----- 0.883
44 90 0 000 766.01 0 886 0 882 ----- ----- ----- ----- ----- ----- 0.882
45 00 0.000 766.01 0 885 0.881 ----- ----- ----- ----- ----- ----- 0 881
45.10 0.000 766.00 0 883 0.880 ----- ----- ----- ----- 0.880
45.20 0 000 766 00 0 882 0 878 ----- ----- ----- ----- ----- 0.878
Continues on next page...
SVVN1 Pond Routing
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs Cfs Cfs cfs
45.30 0.000 765.99 0.881 0.877 ----- ----- -- ----- ----- ----- 0.877
45.40 0.000 765.99 0.879 0.876 ----- ----- ----- ----- ----- - 0.876
45.50 0.000 765.98 0.878 0.874 ----- ----- ----- ----- ----- ----- ----- 0.874
45.60 0.000 765.98 0.876 0.873 - - - - ----- ----- ----- ----- 0.873
45.70 0.000 765.97 0.875 0.871 ----- ----- - - ----- ----- ----- ----- 0.871
45.80 0.000 765.97 0.873 0.870 ----- ----- ----- ----- ----- ----- ----- 0.870
45.90 0.000 765.96 0.872 0.869 ----- ----- -- - -- ----- ----- ----- 0.869
46.00 0.000 765.95 0.870 0.867 ---- --- -- -- ----- ----- ----- 0.867
46.10 0.000 765.95 0.869 0.866 - ----- ---- -- -- ----- 0.866
46.20 0.000 765.94 0.867 0.865 ---- --- -- ----- ----- ----- 0.865
46.30 0.000 765.94 0.866 0.863 ----- ----- ----- - ----- ----- - 0.863
46.40 0.000 765.93 0.864 0.862 ----- ---- -- - - -- ----- ----- 0.862
46.50 0.000 765.93 0.863 0.860 ----- ----- --- ----- ----- - - ----- 0.860
46.60 0.000 765.92 0.861 0.859 ----- ----- --- - ---- ----- ----- 0.859
46.70 0.000 765.92 0.860 0.858 ----- ----- --- - -- - --- - - 0.858
46.80 0.000 765.91 0.858 0.856 -- - --- ---- - -- -- ----- ----- 0.856
46.90 0.000 765.91 0.857 0.855 -- - - - - ----- ----- ----- 0.855
47.00 0.000 765.90 0.855 0.854 -- -- - - ----- ----- ----- 0.854
4710 0.000 765.89 0.854 0.852 ----- ----- ----- ----- ----- ----- ----- 0.852
47.20 0.000 765 89 0.852 0.851 ----- ----- ----- ----- - ----- ----- 0.851
47.30 0.000 765.88 0.851 0.850 ----- ----- ---- - - ----- 0.850
47.40 0.000 765.88 0.849 0.848 ----- ----- ----- ----- ----- ----- ----- 0.848
47.50 0.000 765.87 0.848 0 847 ----- ----- ---- - ----- 0.847
47.60 0.000 765.87 0.846 0.846 ----- ----- ----- - - - ----- ----- 0.846
47 70 0.000 765.86 0.845 0 844 ----- ----- ----- ----- ----- ----- 0 844
47.80 0 000 765 86 0 843 0.843 ----- ----- ----- ----- ----- ----- ----- 0.843
47.90 0.000 755.85 0.842 0.842 ----- ----- ----- ----- ----- ----- ----- 0 842
48.00 0 000 765 85 0 840 0 840 ----- ----- ----- ----- ----- 0.840
Continues on next page...
- ,. ?J:1
----- ----- ----- -----

- R

- - - - - - - - - - - - - - - - - - - - - - - -
?,• ,I, .,. .. ,.. ..
0 2:i,1 ----- ----- ----- ----- _-__
l
----- ----- -----

C ll; ;?> s 1 ! - ----- - ? -- 0 7
----- ----- -----

t , _
----- ----- ----- -----
----- ----- ----- ----- ----- ----- -----
----- ----- -----
SWM Pond ftoutfng
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs Cfs cfs cfs Cfs cfs
50.90 0.000 765 70 0.801 0.801 ----- ----- ----- ----- ----- ----- ----- 0.801
51.00 0.000 765.69 0.800 0.800 ----- ----- ----- - ----- ----- ----- 0.800
51.10 0.000 765.69 0.798 0.798 ----- ----- ----- - ----- ----- ----- 0.798
51.20 0.000 765.68 0.797 0.797 ----- ---- - - - - - ----- 0.797
51.30 0.000 765.68 0.796 0.795 ----- ----- ----- - ----- ----- ----- 0.795
51.40 0.000 765.67 0.794 0.794 ----- ----- ---- - - ----- 0.794
51.50 0.000 765.67 0.793 0.793 - - -- ----- ----- - -- ----- ----- 0.793
51.60 0.000 765.66 0.791 0.791 ---- ----- ----- ----- - 0.791
51.70 0.000 765.66 0.790 0.790 ----- - - ----- ----- ----- ----- ----- 0.790
51.80 0.000 765.65 0.789 0.788 - - ----- ----- ----- ----- 0.788
51.90 0.000 765.65 0.787 0.787 - - ----- ----- ----- ----- ----- ----- 0.787
52.00 0.000 765.64 0.786 0.786 ----- ----- ----- ----- ----- ----- - - 0.786
52.10 0.000 765.64 0.785 0.784 ---- - - - --- - -- ----- 0.784
52.20 0.000 765.63 0.783 0.783 ----- ----- ----- ----- ----- ----- ----- 0.783
52.30 0.000 765.63 0.782 0.782 ----- ----- ----- ---- - - - - -- 0.782
52.40 0.000 765.62 0.781 0.780 ----- ----- ----- ----- ----- ----- ----- 0.780
52.50 0.000 765.62 0.779 0.779 ----- -- -- ----- ----- ----- 0.779
52.60 0.000 765.61 0778 0.778 ---- - - - - ----- ----- ----- 0.778
52.70 0.000 765.61 0.777 0.776 ----- ---- - - - - - ----- ----- 0.776
52.80 0.000 765.60 0.775 0.775 ----- ----- ----- ----- ----- - - 0.775
52.90 0.000 765.60 0.774 0.774 ----- ----- ----- ----- ----- ----- ----- 0 774
53.00 0 000 765 59 0.773 0.772 ----- ----- ----- ----- ----- 0 772
53.10 0.000 785.59 0 771 0 771 ----- ----- ----- ----- ----- ----- 0 771
53 20 0.000 765.58 0.770 0.770 ----- ----- ----- ----- ----- ----- ----- 0.770
53.30 0.000 765.58 0 769 0.768 ----- ----- ----- ----- ----- ----- 0 768
53.40 0 000 765.57 0.757 0.767 ----- ----- ----- ----- ----- ----- 0.757
53.50 0 000 765.57 0.766 0.766 ----- ----- 0.766
5160 0 000 765.56 0 765 0 764 ----- ----- ----- ----- ----- 0 764
Continues on next page..
SW M Pond Routing
Hydrograph Discharge Table
Time Inflow Elevation C{v A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
53.70 0.000 765.56 0.763 0.763 ----- ----- --- ----- ----- ----- - 0.763
53.80 0.000 765.55 0.762 0.762 ----- ----- ----- ----- ----- ----- ----- 0.762
53 90 0.000 765.55 0.761 0.760 ----- ----- ----- ----- ----- ----- 0.760
54.00 0.000 765.54 0.760 0.759 ----- ----- ----- ----- ----- ----- ----- 0.759
54.10 0.000 765.54 0.758 0.757 ----- ----- ----- ----- ----- ----- ----- 0.757
54.20 0.000 765.54 0.757 0.756 ----- ----- ----- ----- ----- ----- ----- 0.756
54.30 0.000 765.53 0.756 0755 ----- ----- ----- ----- ----- ----- ----- 0.755
54.40 0.000 765.53 0.755 0.753 ----- ----- ----- ----- ----- ----- ----- 0.753
54.50 0.000 765.52 0.754 0.752 ----- ----- ----- ----- ----- ----- 0.752
54.60 0.000 765.52 0.752 0.750 - - ----- ----- ----- ----- ----- ----- 0.750
54.70 0.000 765.51 0.751 0.749 ----- ----- ----- ----- ----- ----- ----- 0.749
54.80 0.000 765.51 0.750 0.748 ---- -- - - ----- ----- ----- 0.748
54.90 0.000 765.50 0.749 0.746 -- - ----- ----- ----- ----- ----- ----- 0.746
55.00 0.000 765.50 0.748 0.745 ----- ----- 0.745
55.10 0.000 765.49 0.746 0.744 ----- ----- ----- ----- ----- - -- ----- 0.744
55.20 0.000 765.49 0.745 0.742 ----- ----- ----- ----- ----- 0.742
55.30 0.000 765.48 0.744 0.741 ----- ----- ----- - - ----- ----- ----- 0.741
55.40 0.000 765.48 0.743 0.740 ----- ----- ----- ----- ----- ----- ----- 0.740
55.50 0.000 765.47 0.742 0.738 ----- ----- ----- ----- ----- ----- ----- 0.738
55.60 0.000 765.47 0.741 0.737 - - ----- ----- ----- ----- ----- ----- 0.737
55.70 0 000 765.46 0.739 0 735 ----- ----- ----- ----- ----- ----- ----- 0 735
55.80 0.000 765.46 0.738 0.734 ----- - ----- ----- ----- ----- ----- 0 734
55 90 0 000 765.46 0.737 0.733 ----- ----- ----- ----- ----- ----- 0.733
56.00 0.000 765.45 0 736 0.731 ----- ----- ----- ----- ----- ----- 0 731
5610 0.000 765 45 0 735 0.730 ----- ----- ----- ----- ----- ----- ----- 0.730
56.20 0.000 765.44 0.733 0.729 ----- ----- ----- ----- ----- ----- ----- 0 729
56.30 0.000 755.44 0.732 0 727 ----- ----- ----- ----- ----- ----- 0.727
56.40 0 000 755 43 0.731 0.726 ----- ----- ----- ----- ----- 0.726
Confrnues on next page...
SWM Pond Routing
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv D Clv C PfRsr Wr A Wr D Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs Cfs Cfs cfs cfs cfs Cfs Cfs cfs
56.50 0.000 765.43 0.730 0.725 - ----- ----- - ----- ----- ----- 0.725
56.60 0.000 765.42 0.729 0.723 ---- - - - ---- ----- ----- ----- 0.723
56.70 0.000 765.42 0.728 0.722 -- - ----- ----- - - ----- ----- ----- 0.722
56.80 0.000 765.41 0.727 0.721 ----- ----- ----- ----- ----- ----- ----- 0.721
56.90 0.000 765.41 0.725 0.719 ----- ----- ----- - ----- ----- ----- 0.719
57.00 0.000 765.41 0.724 0.718 ----- ----- ----- - ----- ----- ----- 0.718
57.10 0.000 765.40 0.723 0.717 ----- ----- - - ----- ----- ----- 0.717
57.20 0.000 765.40 0.722 0.715 ----- ----- ----- - ----- ----- 0.715
57.30 0.000 765.39 0.721 0.714 ----- - - ----- ----- ----- ----- ----- 0.714
57.40 0.000 765.39 6.720 0.713 ----- ----- ----- - ----- ----- ----- 0.713
57.50 0.000 765.38 0.719 0.711 - - -- ----- ---- - -- - -- 0.711
57.60 0.000 765.38 0.718 0.710 -- - --- --- ----- ----- ----- - - 0.710
57.70 0.000 765.37 0.716
- -- -- - -- -
0.708 ----- -----
0.708
57.80 0.000 765.37 0.715 0.707 ----- --- ----- ----- ----- ----- - -- 0.707
57.90 0.000 765.36 0.714
----- ----- ----- -----
0.706 ----- -----
0.706
58.00 0.000 765.36 0.713 0.704 ----- ----- - - - -- - --- 0.704
58.10 0.000 765.36 0.712 0.703 ----- ----- --- ----- ----- ----- ----- 0.703
58.20 0.000 765.35 0.711 0.701 ----- -- - ----- ----- ----- - -- ----- 0.701
58.30 0.000 765.35 0.710
---- ----- - - ----- -----
0.700 ----- -----
0.700
58.40 0.000 765.34 0.709 0.699 ----- ----- ----- - - - ----- ----- ----- 0.699
58.50 0.000 755.34 0.708
---- ----- ----- -----
0.697 ----- -----
0.697
58 60 0.000 765.33 0.707 0.696 - ----- ----- ----- ----- ----- 0 696
58 70 0 000 765.33 0.706 0.695 ----- ----- ----- ----- ----- ----- ----- 0.695
58 80 0.000 765 33 0.704 0693 - ----- ----- ----- ----- ----- ----- 0 693
58.90 0.000 765.32 0.703 M92 ----- ----- ----- ----- ----- ----- 0.692
59.00 0 000 765.32 0 702 0.691 ----- ----- ----- ----- ----- ----- 0 691
59 10 0 000 765.31 0 701 0.689 ----- ----- ----- ----- ----- ----- 0 689
59.20 0.000 765.31 0,700
---- ----- ----- ----- -----
0,688 ----- -----
0.688
Continues on next page..
" VM Pond Routing
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs Cfs cfs
59.30 0.000 765.30 0.699 0 687 ----- ----- ----- ----- ----- ----- ----- 0.687
59.40 0.000 765.30 0.698 0.685 ----- ----- ----- ----- ----- ----- ----- 0.685
59.50 0.000 765.29 0.697 0.684 ----- ----- ----- ----- ----- ----- ----- 0.684
59.60 0.000 765.29 0.696 0.683 _____ ----- 0.683
59 70 0.000 765.29 0.695 0.681 ----- ----- ----- ----- ----- ----- 0.681
59.80 0.000 765.28 0.694 0.680 ----- ----- ----- ----- ----- ----- ----- 0.680
59.90 0.000 765.28 0.693 0.679 ----- ----- ----- ----- ----- ----- ----- 0.679
60.00 0.000 765.27 0.692 0.677 ----- ----- ----- ----- ----- ----- ----- 0.677
60.10 0.000 765.27 0.691 0.676 ----- ----- - - ----- ----- ----- ----- 0.676
60.20 0.000 765.26 0.690 0.675 - - ----- ----- ----- ----- ----- ----- 0.675
60.30 0.000 765.26 0.689 0.673 ----- ----- ----- ----- ----- ----- --- 0.673
60.40 0.000 765.26 0.688 0.672 ----- ----- ----- ----- ----- ----- ----- 0.672
60.50 0.000 765.25 0.687 0.671 ----- ----- ----- ----- --- --- ----- 0.671
60.60 0.000 765.25 0.685 0.669 ----- ----- ----- - - - ----- ----- ----- 0.669
60.70 0.000 765.24 0.683 0.668 ----- ----- --- ----- ----- ----- ----- 0.668
60.80 0.000 765.24 0.681 0.666 ----- ----- --- ----- ----- ----- - -- 0.666
60.90 0.000 765.24 0.679 0.665 - - --- ----- ----- ----- ----- 0.665
61.00 0.000 765.23 0.678 0.664 - --- ----- ----- 0.664
61.10 0.000 765.23 0.676 0.662 ----- ----- ----- ----- -- --- ----- 0.662
61.20 0.000 765.22 0.674 0.661 ----- ----- ----- ----- ----- -- ----- 0.661
61.30 0.000 765.22 0 672 0.659 ----- ----- ----- - - ----- ----- ----- 0.659
61.40 0.000 765.21 0.670 0.658 ----- ----- - - ----- ----- ----- ----- 0.658
61.50 0 000 765 21 0 668 0 657 ----- ----- ----- ----- ----- ----- ----- 0 657
61.60 0 000 765.21 0.667 0.655 ----- ----- ----- ----- ----- ----- 0.655
61.70 0 000 765.20 0.665 0 654 ----- ----- ----- ----- ----- ----- ----- 0 654
61.80 0.000 755.20 0.663 0.653 ----- ----- ----- ----- ----- ----- ----- 0.553
61.90 0.000 765.19 0.661 0.651 ----- ----- ----- ----- ----- ----- 0.651
62.00 0.000 765.19 0.659 0.650 ----- ----- ----- ----- _.--- ----- 0 650
Continues on next page...
SVVM Pond Flouting
Hydrograph Discharge Table
Time Inflow Elevation Clv A Civ B Clv C PfRsr Wr A Wr B Wr C Wr O Wit Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
62.10 0.000 765.19 0.658 0.648 ----- - - ----- ----- ----- ----- 0.648
62.20 0.000 765.18 0.656 0.647 - ----- ----- - ----- ----- ----- 0.647
62.30 0 000 765.18 0 654 0.646 ---- - - --- --- ----- ----- ----- 0646
62.40 0.000 765.17 0.652 0.644 ----- ----- ----- - - ----- ----- 0.644
62.50 0.000 765.17 0.650 0.643 ---- ----- ----- ----- ----- ----- 0.643
62.60 0.000 765.17 0.649 0.642 ---- - - - --- - ----- 0.642
62.70 0.000 765.16 0.647 0.640 - - --- - - ----- ----- ----- 0.640
62.80 0.000 765.16 0.645 0.639 ---- - - - - --- ----- ----- ----- 0.639
62.90 0.000 765.15 0.643 0.638 ----- ----- ----- - - ----- ----- ----- 0.638
63.00 0.000 765.15 0.641 0.636 ----- ---- - - - - - ----- 0.636
63.10 0.000 765.15 0.640 0.635 ---- - - -- ----- ----- - - 0.635
63.20 0.000 765.14 0.638 6.634 ----- ----- - ----- ----- -- ----- 0.634
63.30 0.000 765.14 0.636 0.632 -- ----- ---- - - - -- - - 0.632
63.40 0.000 765.13 0.634 0.631 ----- ----- - ----- ----- - ----- 0.631
63.50 0.000 765.13 0.633 0.630 ---- --- -- - ----- ----- - 0.630
63.60 0.000 765.13 0.631 0.628 -- - --- - - -- ----- ----- 0.628
63.70 0.000 765.12 0.629 0.627 -- - --- -- - - ----- ----- - 0.627
63.80 0.000 765.12 0.627 0.626 - - ----- ----- ----- ----- - ----- 0.626
63.90 0.000 765.11 0.626 0.624 ---- --- - - ----- ----- ----- 0.624
64.00 0.000 765.11 0.624 0.623 ----- ----- ----- ----- ----- ----- 0.623
64.10 0.000 76511 0 622 0.622 ----- ----- ----- ----- ----- ----- ----- 0.622
64 20 0.000 765.10 0.621 0.620 ----- ----- ----- - - ----- ----- ----- 0.620
64.30 0 000 765.10 0.619 0619 ---- ----- ----- ----- 0.619
64 40 0.000 765.09 0.618 0.618 ----- ----- ----- ----- ----- - 0.618
64.50 0 000 765 09 0.617 0 616 ---- ----- ----- ----- 0.616
64 60 0.000 765.09 0.516 0.615 ----- ----- ----- ----- ----- ----- ----- 0.615
64.70 0 000 765.08 0.615 0.613 ----- ----- ----- ----- ----- ----- ----- 0.613
64 80 0.000 765.08 0.614 0 612 ----- ----- ----- ----- ----- ----- ----- 0 612
Cootirn,gs on next page. .
SWM Pond Routing
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs Cfs cfs cfs cfs Cfs Cfs cfs Cfs cfs
64.90 0.000 765.07 0.614 0.611 ----- ----- ----- ----- ----- ----- ----- 0.611
65.00 0.000 765.07 0.613 0.609 ----- ----- ----- ----- ----- ----- ----- 0.609
65.10 0 000 765.07 0.612 0.608 ----- ----- ----- ----- ----- ---- ----- 0.608
65.20 0.000 765.06 0.611 0.606 ----- ----- ----- ----- ----- ----- ----- 0.606
65.30 0.000 765.06 0.610 0.605 ----- ----- ----- ----- ----- ----- ----- 0.605
65.40 0.000 765.06 0.609 0.604 ----- ----- ----- ----- ----- ----- ----- 0,604
65.50 0.000 765.05 0.608 0.602 ---- --- - ----- ----- ----- 0.602
65.60 0.000 765.05 0.607 0.601 ----- ----- -- ----- ----- ----- ----- 0.601
65.70 0.000 765.04 0.606 0.599 - ----- ----- ----- ---- ----- ----- 0.599
65.80 0.000 765.04 0.605 0.598 ---- ----- ----- ----- ----- ----- ----- 0.598
65.90 0.000 765.04 0.604 0.597 ----- ----- ----- --- --- --- 0.597
66.00 0.000 765.03 0.603 0.595 -- ----- ----- ----- ----- ----- ----- 0.595
66.10 0.000 765.03 0.602 0.594 ---- --- ----- -- ----- ----- 0.594
66.20 0.000 765.03 0.601 0.593 ----- ----- ----- --- ----- ----- ----- 0.593
66.30 0.000 765.02 0.600 0.591 - - - --- ---- ----- ----- 0.591
66.40 OMO 765.02 0.599 0.590 ----- ----- -- ---- ----- ----- ----- 0.590
66.50 0.000 765.01 0.598 0.589 ----- ----- ----- ----- ----- ----- ----- 0.589
66.60 0.000 765.01 0.598 0.587 ----- - -- --- ----- ----- ----- 0.587
66.70 0.000 765.01 0.597 0.586 --- ----- ----- ----- ----- ----- 0.586
66.80 0.000 765.00 0.596 0.585 ----- --- ----- ----- ----- ----- --- 0.585
66.90 0 000 765.00 0 595 0.583 ----- ----- ----- •---- ----- ----- 0.583
67.00 0.000 765.00 0.594 0.582 ----- ----- ----- ----- ----- ----- 0 582
67.10 0.000 764.99 0.593 0.581 ----- ----- ----- ----- ----- ----- 0.581
67.20 0.000 764 99 0.592 0.579 ----- --- ----- ----- ----- ----- ----- 0 579
67.30 0.000 764 98 0.591 0 578 ----- ----- ----- ----- ----- ----- ----- 0 578
67.40 0 000 764.98 0.590 0.577 ----- ----- ----- 0.577
67.50 0 000 764.98 0.589 0.575 ----- ----- ----- ----- ----- ----- ----- 0.575
67.60 0.000 7^04 97 0 588 0 574 ----- ----- ----- ----- 0.574
Continues 013 next page.
SWM Pond Routing
Hydrograph Discharge Table
Time Inflow Elevation Clv A C4v B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs Cfs cfs Cfs cfs cfs cfs cfs cfs
67 70 0.000 764.97 0.588 0.573 ----- ----- ----- ----- ----- ----- ----- 0.573
67 80 0.000 764.97 0.587 0.571 - - - - ----- ----- ----- 0.571
67.90 0.000 764.96 0.586 0.570 ----- ----- ----- - - -- ----- ----- 0.570
68.00 0.000 764.96 0.585
----- ----- ----- -----
0.569 ----- -----
0.569
68.10 0.000 764.96 0.584 0.567 ----- ----- - - ----- ----- ----- 0.567
68.20 0.000 764.95 0.583 0.566 ----- - - ----- ----- 0.566
68.30 0.000 764.95 0.582 0.565 ----- ----- ----- ----- - ----- ----- 0.565
68.40 0.000 764.94 0.580 0.563 - - ----- ----- ----- ----- ----- 0.563
68.50 0.000 764.94 0.579 0.562 ----- ----- ----- ----- - - ----- ----- 0.562
68.60 0.000 764.94 0.577 0.560 ----- ----- ----- --- ----- ----- ----- 0.560
68.70 0.000 764.93 0.576 0.559 ----- ----- - - -- ----- ----- ----- 0.559
68.80 0.000 764.93 0.574
---- ----- ----- ----- ---
0.558 ----- -----
0.558
68.90 0.000 764.93 0.573 0.556 - - ----- ----- ----- ----- ----- 0.556
69.00 0.000 764.92 0.572 0.555 ---- ----- ----- - -- -- 0.555
69.10 0.000 764.92 0.570 0.553 -- - --- ----- ----- - - ----- ----- 0.553
69.20 0.000 764.92 0.569 0.552 - - - --- ----- ----- ----- ----- 0.552
69.30 0.000 764.91 0.567 0.551 ----- ----- ----- ----- ----- - -- ----- 0.551
69.40 0.000 764.91 0.566
----- ----- ----- ----- --
0.549 ----- -----
0.549
69.50 0.000 764.91 0.564 0.548 - - ---- ----- ----- ----- ----- 0.548
69.60 0.000 764.90 0.563
---- ----- ----- ----- -----
0.546 ----- -----
0.546
69.70 0.000 764.90 0.561 0.545 - -- - ----- ----- ----- ----- 0.545
69.80 0.000 764.90 0.560 0-544 ----- -----
---- ----- ----- -----
0.544
69.90 0.000 764.89 0.558 0.542 ----- ----- ----- ----- ----- 0.542
70.00 0,000 764.89 0.557 0.541 ----- -----
---- - - ----- ----- -----
0.541
70 10 0.000 764.89 0 556 0.540 ----- ----- ----- ----- ----- 0.540
70 20 0.000 764.88 0.554 0.538 ----- ----- ----- ----- ----- ----- 0.538
70.30 0.000 764 88 0.553 0 537 ----- ----- - ----- ----- 0.537
70.40 0 000 764 88 0 551 0.535 ----- ----- ----- ----- 0 535
Continues on next page...
SVV M Pond Routing
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
70.50 0.000 764.87 0.550 0.534 ----- ----- ----- ----- ----- ----- ----- 0.534
70.60 0.000 764 87 0.548 0.533 ----- ----- ----- ----- ----- ----- ----- 0.533
70.70 0.000 764.87 0.547 0.531 ----- ----- -- ----- ----- ----- 0.531
70.80 0.000 764.86 0.546 0.530 ----- ----- ----- ---- ----- - ----- 0.530
70.90 0.000 764.86 0.544 0.529 ----- ----- ----- ----- ----- ----- ----- 0.529
71.00 0.000 764.86 0.543 0.527 ----- ----- ----- ----- ----- ----- ----- 0.527
7110 0.000 764.85 0.541 0.526 - ----- ----- ----- ----- ----- ----- 0.526
71.20 0.000 764.85 0.540 0.525 -- ----- ----- - ----- ----- ----- 0 525
71.30 0.000 764.85 0.539 0.523 ----- ----- ----- ----- ----- ----- ----- 0.523
71.40 0.000 764.84 0.537 0.522 ----- ----- ----- --- ----- ----- ----- 0,522
71.50 0.000 764.84 0.536 0.521 ----- ----- ----- ----- ----- ----- ----- 0.521
71.60 0.000 764.84 0.534 0.519 -- - ----- ----- ----- ----- ----- ----- 0.519
71.70 0.000 764.83 0.533 0.518 ----- ----- --- - - ----- ----- ----- 0.518
71.80 0.000 764.83 0.532 0.517 ----- ---- - - - ----- ----- ----- 0.517
71.90 0.000 764.83 0.530 0.515 ----- ----- ----- ----- ----- - - ----- 0.515
72.00 0.000 764.82 0.529 0.514 ----- ----- ----- _____ 0.514
72.10 0.000 764.82 0.528 0.513 ----- ----- ----- ----- ----- ----- ----- 0.513
72.20 0.000 764.82 0.526 0.512 ----- ----- ----- - -- ----- ----- ----- 0.512
72.30 0.000 764.81 0.525 0.510 ----- ----- ----- ----- ----- ----- ----- 0.510
72.40 0 000 764.81 0.524 0.509 - ----- ----- ----- ----- - ----- 0.509
72.50 0.000 764.81 0.522 0.508 ----- ----- ----- ----- ----- ----- ----- 0.508
72.60 0.000 764 80 0 521 0 506 ----- ----- ----- ----- ----- ----- ----- 0.506
72 70 0.000 764.80 0.520 0.505 ----- ----- ----- ----- ----- ----- ----- 0.505
72 80 0.000 764.80 0 518 0 504 ----- ----- ----- ----- ----- ----- 0.504
72.90 0.000 764.79 0 516 0 502 ----- ----- ----- ----- ----- ----- 0 502
73.00 0 000 764 79 0 514 0 501 ----- ----- ----- ----- ----- ----- 0 501
73.10 0 000 764.79 0 513 0.499 ----- ----- ----- ----- ----- 0 499
73 20 0 000 764.78 0.511 0.498 ----- ----- ----- ----- ----- ----- ----- 0.498
Continues on nest page.
SW M Pond Routing
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs Cfs cfs
73.30 0.000 764.78 0.509 0.496 ----- ----- ---- - - -- ----- 0.496
73.40 0.000 764.78 0 507 0.495 -- --- -- ----- ----- ----- 0.495
73.50 0.000 764.78 0.506 0.494 ----- ----- ----- ----- ----- ----- ----- 0.494
73.60 0.000 764.77 0.504 0.492 ----- ----- - - ----- ----- ----- 0.492
73.70 0.000 764 77 0.502 0.491 ----- ----- ----- ----- ----- ----- ----- 0.491
73.80 0.000 764 77 0.500 0.489 ----- ----- --- ----- ----- ----- ----- 0.489
73.90 0.000 764.76 0.499
---- ----- ----- -
0.488 ----- ----- -----
0.488
74.00 0.000 764.76 0.497 0.486 ----- --- -- - - ----- ----- - -- 0.486
74.10 0.000 764.76 0.495
---- - - ----- -----
0.485 ----- ----- -----
0.485
74.20 0.000 764.75 0.494 0.484 -- - -- -- -- - ----- ----- ----- 0.484
74.30 0.000 764.75 0.492 0.482 ----- ----- ----- ----- ----- ----- - - 0.482
74.40 0.000 764.75 0.490 0.481 -- - ----- ----- ----- - - ----- ----- 0.481
74.50 0.000 764.74 0.489
--- - - ----- ----- --
0.480 ----- -----
0.480
74.60 0.000 764.74 0.487 0.478 ----- ----- ---- -- - -- -- - ----- 0.478
74.70 0.000 764.74 0.485 0.477 ----- ----- ----- ----- ----- - - 0.477
74.80 0.000 764.74 0.484 0.475 ----- ----- ----- ----- - - - ----- 0.475
74.90 0.000 764.73 0.482
- - - -- ----- ----- -----
0.474 ----- -----
0.474
75.00 0.000 764.73 0.480 Q.473 ----- ----- ----- - - - - ----- ----- 0.473
75.10 0.000 764.73 0.479
-- ----- ----- ----- ----- -----
0.471 -----
0.471
75.20 0.000 764.72 0.477 0.470 ----- ---- --- - - - ----- ----- 0 470
75.30 0.000 764.72 0.475
---- ----- ----- ----- -----
0.469 ----- -----
0.469
75.40 0.000 764 72 0.474 0 467 ----- ----- ----- ----- ----- ----- ----- 0 467
75.50 0 000 764.71 0.472 0.466 - ----- ----- ----- ----- ----- 0.466
75.60 0.000 764.71 0.471 0.465 ----- ---- - ----- ----- 0 465
75,70 0.000 764.71 0.469
---- ----- ----- -----
0.463 ----- -----
0.463
75.80 0 OQO 764 71 0 467 0 462 ----- ----- ----- ----- ----- ----- ----- 0 462
75.90 0.000 764.70 0 466 0.461 ----- ----- ----- ----- ----- ----- ----- 0 461
76 00 0.000 764.70 0.464 0.459 ----- ----- ----- ----- ----- ----- ----- 0.459
Contirnies on next page...
5WM Pond Routing
Hydrograph Discharge Table
Time Inflow Elevation Clv A Civ B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft Cfs Cfs Cfs cfs Cfs cfs Cfs Cfs cfs cfs
76.10 0.000 764.70 0.462 0.458 ----- ----- ----- ----- ----- ----- 0.458
76.20 0.000 764.69 0.461 0.457 ----- ----- ----- - - - ----- ----- 0.457
76.30 0.000 764.69 0.459 0.455 ----- ----- ----- ----- ----- -- ----- 0.455
76.40 0.000 764.69 0.458 0.454 ----- ----- ----- ----- ----- - ----- 0.454
76.50 0.000 764.69 0456 0.453 ----- ----- ----- _____ _____ _____ 0.453
76.60 0.000 764.68 0.455 0.451 ----- ----- ----- ----- - ----- ----- 0.451
76.70 0.000 764.68 0.453 0.450 ----- ----- ----- ----- ----- ----- ----- 0.450
76.80 0.000 764.68 0.451 0.449 ----- ----- ----- ----- ----- ----- ----- 0.449
76.90 0.000 764.67 0.450 0.447 ----- ----- ----- ----- ----- ----- ----- 0.447
77.00 0.000 764.67 0.448 0.446 - - ----- ----- ----- ----- ----- ----- 0.446
77.10 0.000 764.67 0.447 0.445 - ----- ----- ----- ----- ----- ----- 0.445
77.20 0.000 764.67 0.445 0.444 - - ----- ----- ----- ----- 0.444
77.30 0.000 764.66 0.444 0.442 ----- ----- --- ----- ----- ---- ----- 0.442
77.40 0.000 764.66 0.442 0.441 ----- ----- --- ----- ----- ----- ----- 0.441
77.50 0.000 764.66 0.441 0.440 ----- ----- --- ----- ----- ----- ----- 0.440
77.60 0.000 764.65 0.439 0.438 - - ----- ----- ----- ----- - - 0.438
77.70 0.000 764.65 0.437 0.437 - - -- --- ----- ----- ----- ----- 0.437
77.80 0.000 764.65 0.436 0.436 ----- --- ----- ----- ----- ----- ----- 0.436
77.90 0.000 764.65 0 435 0.434 ----- ----- ----- ----- ----- ----- ----- 0.434
78.00 0.000 764.64 0.433 0.433 ----- ----- ----- ----- ----- ----- ----- 0 433
78.10 0.000 764.64 0 432 0 431 ----- ----- ----- ----- ----- ----- ----- 0.431
78.20 0.000 764.64 0 430 0.430 ----- ----- ----- ----- ----- ----- 0 430
78.30 0.000 764.64 0.429 0.428 ----- ----- ----- ----- ----- 0 428
78.40 0 000 764.63 0.427 0 427 ----- ----- ----- - - ----- ----- ----- 0.427
78.50 0.000 764.63 0.426 0.426 ----- ----- ----- ----- ----- ----- 0.426
78.60 0 000 784 63 0 425 0.424 ----- ----- ----- ----- 0 424
78 70 0 000 764 62 0.423 0.423 ----- ----- ----- ----- ----- 0.423
78.80 0.000 764.62 0.422 0.421 ----- ----- ---- ----- 0 421
Continues on next page. .
SWM Pond Routing
Hydrograph Discharge Table
Time Inflow Elevation CIS A CIS B CIS C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft Cfs cfs cfs cfs Cfs Cfs Cfs cfs cfs cfs
78.90 0 000 764.62 0.420 0.420 ---- - ----- ----- ----- 0.420
79.00 0.000 764.62 0.419 0.418 ----- ----- ----- ----- ----- 0.418
79.10 0.000 764.61 0.418 0.417 ----- ----- ----- ----- ----- ----- ----- 0.417
79.20 0.000 764 61 0.416 0.415 ----- ----- ----- ----- ----- ----- ----- 0.415
79.30 0.000 764.61 0.415 0.414 ----- ----- ----- ----- ----- ----- 0.414
79.40 0.000 764.61 0.413 0.413 ----- - ----- ----- ----- ----- ----- 0.413
79.50 0.000 764.60 0.412
---- ----- - -- - -
0.411 ----- ----- -----
0.411
79.60 0.000 764.60 0.411 0.410 -- - ----- ----- - ----- ----- ----- 0.410
79.70 0.000 764.60 0.409
- ----- ----- -----
0.408 ----- ----- -----
0 408
79.80 0.000 764.60 0.408 0.407 -- - ----- ----- - - ----- ----- - - 0.407
79.90 0.000 764.59 0.407 0.406 ----- ----- --- ----- ----- ----- - 0.406
80.00 0.000 764.59 0.405 0.404 ----- ----- ----- ----- ----- ----- 0.404
80.10 0.000 764.59 0.404
- - - ----- -----
0.403 ----- ----- -----
0.403
80.20 0.000 764.59 0.403 0.401 ---- -- - - - - - ----- 0.401
80.30 0.000 764.58 0.401
---- ----- ----- - -
0.400 ----- ----- -----
0.400
80.40 0.000 764.58 0.400 0.399 ----- ----- ----- --- ----- ----- ----- 0.399
80.50 0.000 764.58 0.399 0.397 ---- - - -- - - - -- - - -- 0.397
80.60 0.000 764.58 0.397 0.396 -- ----- ----- ----- - ----- ----- 0.396
80.70 0.000 764.57 0.396 0.395 -- - - - ----- ----- ----- - 0.395
80.80 0.000 764.57 0.395 0.393 - - - - ----- ----- ----- ----- 0.393
80.90 0.000 764.57 0.393 0.392 ----- ----- ----- ----- ----- ----- ----- 0.392
81 00 0.000 764 57 0.392 0.391 ----- ----- ----- ----- ----- ----- ----- 0.391
81.10 0.000 764.56 0.391 0.389 ----- ----- ----- ----- ----- ----- ----- 0.389
81 20 0.000 764.56 0.390 0.388 - ----- ----- ----- ----- - 0 388
81.30 0.000 764 56 0 388 0.387 ----- ----- ----- ----- ----- ----- 0.387
81 40 0 000 764.56 0 387 0 385 ----- ---- 0 385
81.50 0.000 764.55 0.386 0.384 ----- ----- ----- ----- ----- ----- 0.384
81.60 0.000 764 55 0.384 0.383 ---- ----- ----- ----- 0.383
Continues on next page
SWM Pond Routing
Hydrograph Discharge Table
Time Inflow Elevation Clv A CIv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft Cfs Cfs Cfs cfs cfs cfs cfs cfs cfs cfs
81.70 0.000 764.55 0.383 0.381 ----- ----- ----- ----- ----- ----- ----- 0.381
81.80 0 000 764.55 0.382 0.380 ----- ----- ----- ----- ----- ----- ----- 0.380
81.90 0.000 764.54 0.381 0.379 ----- ----- ----- ----- ----- ----- 0379
82.00 0.000 764.54 0.379 0.377 ----- ----- ----- ----- ----- ----- ----- 0.377
82.10 0.000 764.54 0.378 0376 ----- ----- ----- ----- ----- ----- 0376
82.20 0.000 764.54 0.377 0.375 ----- ----- ----- ----- ----- ----- ----- 0.375
82.30 0.000 764.53 0.376 0.373 ----- ----- ----- ----- ----- ----- ----- 0.373
82.40 0.000 764.53 0.374 0.372 ----- ----- ----- ----- ----- ----- 0.372
82.50 0.000 764.53 0.373 0.371 ----- ----- ----- ----- ----- ----- ----- 0.371
82.60 0.000 764.53 0.372 0.370 ----- ----- ----- ----- ----- - -- ----- 0.370
82.70 0.000 764.53 0.371 0.368 - - ----- ----- ----- ----- ----- ----- 0.368
82.80 0.000 764.52 0.369 0.367 - - ----- ----- ----- ----- -- ----- 0.367
82.90 0.000 764.52 0.368 0.366 ----- ----- ----- ----- ----- ----- ----- 0.366
83.00 0.000 764.52 0.367 0.365 - - ----- ----- ----- ----- ----- ----- 0.365
83.10 0.000 764.52 0.366 0.363 ---- --- --- - - - - - - - 0.363
83.20 0.000 764.51 0.365 0.362 - -- --- ----- ----- ----- ----- - - 0.362
83.30 0.000 764.51 0.363 0.361 ----- ----- ----- ----- 0.361
83.40 0.000 764.51 0362 0.360 ----- ----- ----- ----- ----- ----- ----- 0.360
8150 0.000 764.51 0.361 0.358 ----- ----- ----- ----- ----- ----- ---- 0.358
8160 0 000 764.50 0.360 0.357 ----- ----- - - - ----- ----- - - 0.357
83.70 0.000 764.50 0.359 0.356 ----- ----- ----- ----- ----- ----- ---- 0.356
83.80 0 000 764 50 0.357 0355 ----- ----- ----- ----- ----- 0.355
83.90 0.000 764.50 0.356 0.353 - ----- ----- - ----- ----- ----- 0 353
84.00 0.000 764.50 0.355 0.352 ----- ----- ----- ----- ----- ----- 0 352
84.10 0.000 764.49 0.354 0.350 ----- ----- ----- ----- ----- ----- 0.350
84 20 0.000 764.49 0.353 0.349 ----- ----- ---- 0 349
84.30 0.000 764.49 0 352 0.347 ----- ----- ----- ----- ----- 0 347
84.40 0 000 764.49 0 351 0 346 ----- ----- ----- ----- ----- ----- ----- 0.346
Continues on next page .
SWM Pond Routing
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs Cfs cfs cfs
84 50 0.000 764.48 0.350 0.344 -- - ----- ----- ----- ----- ----- ----- 0.344
84.60 0.000 764.48 0.349
---- ----- ----- -----
0.343 ----- ----- -----
0.343
84.70 0.000 764.48 0.348 0341 - ----- ----- - ----- ----- ----- 0.341
84.80 0.000 764.48 0.346 0.340 ----- ----- ---- ----- ----- ----- 0.340
84.90 0.000 764.47 0.345 0.338 ----- ----- ----- ----- ----- ----- ----- 0.338
85.00 0.000 764.47 0.344 0.337 -- - -- -- - - ----- ----- ----- ----- 0.337
85.10 0.000 764.47 0.343 0335 ----- ----- ----- ----- - - - ----- 0.335
85.20 0.000 764.47 0.342 0.334 -- - ----- ----- - ----- ----- ----- 0.334
85.30 0.000 764.47 0.341 0.332 ----- ----- ----- - -- ----- ----- ----- 0.332
85.40 0.000 764.46 0.340 0.331 ----- -- - ----- ----- ----- ----- - -- 0.331
85.50 a.a00 764.46 0.339 0.330 ----- -- - - - ----- ----- ----- ----- 0.330
85.60 0.000 764.46 0.338 0.328 - - --- - - - -- - - - ----- 0.328
85.70 0.000 764.46 0.337 0.327 ----- ----- - ----- ----- ----- ----- 0.327
85.80 0.000 764.45 0.336 0.325 - - ----- ----- ----- ----- - -- ----- 0.325
85.90 0.000 764.45 0.335
----- ----- ----- ----- -----
0.324 ----- -----
0324
86.00 0.000 764.45 0.334 0.322 -- - ----- ----- -- ----- ----- ----- 0.322
8610 0.000 764.45 0332
---- ----- ----- ----- -----
0.321 ----- -----
0.321
86.20 0.000 764.45 0.330 0.320 -- - ----- ----- ----- ----- ----- ----- 0.320
86.30 0.000 764.44 0.328 0.318 ----- ----- --- ----- ----- - - - 0.318
86.40 0.000 764.44 0.326 0.317 ----- ----- ----- ----- ----- ----- ----- 0.317
86.50 MOO 764.44 0.324 0 315 - ----- ----- ----- ----- ----- 0.315
86.60 0.000 764.44 0 323 0.314 ----- ----- ----- ----- ----- 0.314
86.70 0 000 764 43 0.321 0.313 - - ----- 0.313
86.80 0.000 764.43 0.319 0.311 ----- ----- ----- ----- ----- ----- ----- 0 311
86 90 0 000 764.43 0 317 0.310 ----- ----- ----- ----- ----- ----- 0 310
87.00 0.000 764.43 0.315 0.308 ----- ----- ----- ----- ----- ----- ----- 0 308
87.10 0.000 764 43 0 313 0.307 ----- ----- ----- ----- ----- ----- 0307
87.20 0 000 764.42 0.312 0 306 ----- ----- ----- ----- ----- ----- 0.306
Contirnles on next page..
SW M Pond Routing
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
87.30 0.000 764.42 0.310 0.304 ----- ----- ----- ----- ----- ----- ----- 0.304
87.40 0 000 764.42 0.308 0.303 ----- ----- ----- ----- ----- ----- ----- 0.303
87.50 0.000 764.42 0.306 0.302 ----- ----- ----- ----- ----- ----- ----- 0.302
87.60 0.000 764.42 0.304 0.300 - - ----- ----- ----- ----- ----- ----- 0.300
8710 0.000 764.41 0.303 0.299 - - ----- ----- ----- ----- 0.299
87.80 0.000 764.41 0.301 0.298 - - ----- ----- ----- ----- ----- ----- 0.298
87.90 0.000 764.41 0.299 0.296 ----- ---- ----- ----- ----- ----- ----- 0.296
88.00 0.000 764.41 0.297 0.295 ----- ----- ----- ----- ----- ----- ----- 0.295
88.10 0.000 764.41 0.296 0.294 ----- --- ----- ----- ----- ----- ----- 0.294
88.20 0.000 764.40 6.294 0.292 ----- --- ---- ----- ----- ---- --- 0.292
88.30 0.000 764.40 0.292 0.291 -- - ----- ----- ----- ----- -- - ----- 0.291
88.40 0.000 764.40 0.291 0.290 -- - -- - - ----- ----- -- - ----- 0.290
88.50 0.000 764.40 0.289 0.288 - - --- ----- ----- ----- ----- ----- 0.288
88.60 0.000 764.40 0.287 0.286 ----- --- --- ----- ----- ----- ----- 0.286
88.70 0.000 764.39 0.286 0.285 ----- ----- ----- ----- ----- ----- - -- 0.285
88.80 0.000 764.39 0.284 0.283 --- ----- ----- ----- ----- ----- ----- 0.283
88.90 0.000 764.39 0.283 0.281 ----- ----- ----- ----- ----- ----- ----- 0.281
89.00 0.000 764.39 0.281 0.280 ----- ----- ----- ----- ----- ----- ----- 0.280
89.10 0.000 764.39 0.280 0.278 ----- ----- ----- ----- ----- ----- - - 0.278
89.20 0.000 764.38 0.278 0.277 ----- ----- ----- ----- -- ---- ----- 0.277
89.30 0.000 764.38 0.277 0.275 ----- ----- ----- ----- ----- ----- ----- 0.275
89.40 0 000 764.38 0.275 0.273 ----- ----- ----- ----- ----- ----- 0 273
89.50 0.000 764.38 0.274 0.272 ----- ----- ----- ----- ----- 0 272
89 60 0 000 764 38 0 273 0.270 ----- ----- ----- ----- ----- ----- ----- 0 270
89 70 0.000 764.38 0.271 0.269 ----- ----- ----- ----- ----- ----- 0 269
89.80 0 000 764 37 0 270 0 257 ----- ----- ----- - ----- ----- ----- 0.267
89 90 0 000 764 37 0 268 0 265 ----- ----- ----- ----- ----- ----- 0.265
90.00 0.000 764.37 0.267 0 264 ----- ----- ----- ----- ----- ----- 0 264
Continues on next page...
SbVM Pond Routing
Hydrograph Discharge Table
Time Inflow Elevation Clv A CIv B Civ C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs CfS cfs cfs cfs cfs cfs cfs cfs
90.10 0.000 764.37 0.265 0.262 ---- ----- ----- ----- ----- 0.262
90.20 0.000 764.37 0.264 0.261 - ----- ----- ----- ----- 0.261
90.30 0.000 764.36 0.263 0.259 ---- ----- ----- ----- ----- 0.259
90.40 0.000 764.36 0.261 0.258 ---- ----- ----- ----- ----- 0.258
90.50 0.000 764.36 0.260 0.256 ----- - ----- ----- ----- 0.256
90.60 0.000 764.36 0.259 0.255 ----- - - ----- ----- ----- 0.255
90.70 0.000 764.36 0.257 0.253 ---- --- - - - ----- 0.253
90.80 0.000 764.36 0.256 0.252 ----- ----- ----- - -- --- 0.252
90.90 0.000 764.35 0.254 0.250 ---- ----- ----- ----- -- 0.250
91.00 0.000 764.35 0.253 0.249 -- - ----- -- ----- ----- ----- 0.249
91.10 0.000 764.35 0.252 0.247 -- ----- ----- ----- - 0.247
91.20 0.000 764.35 0.250 0.246 - - - ----- ----- ----- ----- 0.246
91.30 0.000 764.35 0.249 0.244 ---- ----- ----- ----- - - 0.244
91.40 0.000 764.35 0.247 0.242 ---- ----- - ----- ----- ----- 0.242
91.50 0.000 764.34 0.245 0.241 - - ----- - -- - -- 0.241
91.60 0.000 764.34 0.243 0.239 -- - -- -- ----- ----- ----- 0239
91.70 0.000 764.34 0.242 0.237 - --- - - - -- - - ----- 0.237
91.80 0.000 764.34 0.240 0.236 ---- ----- ----- ----- ----- ----- 0.236
91.90 0.000 764.34 0.238 0.234 ----- ----- ----- ----- - - 0.234
92.00 0.000 764.34 0.237 0.233 ----- -- - -- ----- ----- --- 0.233
92.10 0.000 764.33 0.235 0.231 ----- ----- - - ----- ----- ----- ----- 0.231
92.20 0 000 764.33 0.233 0.229 ---- ----- - ----- ----- ----- 0.229
92.30 0.000 764 33 0.232 0 228 ---- ----- ----- ----- ----- 0.228
92.40 0.000 764.33 0.230 0.226 ---- ----- ----- ----- ----- ----- 0 226
92.50 0.000 764 33 0.229 0.225 ----- ----- ----- 0.225
92.60 0 000 764.33 0 227 0.223 ----- ----- ----- ----- ----- ----- 0 223
92 70 0.000 764.33 0226 0.222 ----- ----- ----- ----- 0.222
92.80 0 000 764 32 0 224 0.220 ---- ----- ----- ----- ----- ----- 0.220
Continues on next page.
SWM Pond Routing
Hydrograph Discharge Table
Time Inflow Elevation Clv A Civ B Clv C PfRsr Wr A Wr B Wr C MID Exfil Outflow
(hrs) cfs ft cfs Cfs Cfs Cfs Cfs cfs cfs Cfs Cfs cfs
92.90 0.000 764 32 0.222 0.219 ----- ----- ----- ----- ----- ----- ----- 0.219
93.00 0.000 764.32 0.221 0.217 ----- ----- ----- ----- ----- ----- ----- 0.217
93.10 0.000 764.32 0.219 0.216 ----- ----- ----- ----- ----- ----- 0.216
93.20 0.000 764.32 0.218 0.214 ----- ----- ----- ----- ----- ----- ----- 0.214
93.30 0.000 764.32 0.216 0.213 ----- ----- ----- ----- ----- ----- ----- 0.213
93.40 0.000 764.31 0.215 0.211 ----- ----- --- ----- ----- ----- 0.211
93.50 0.000 764.31 0.213 0.210 ----- ----- --- ---- ----- ----- ----- 0.210
9160 0.000 764.31 0 212 0.208 - ----- ----- ----- ----- ----- ---- 0.208
9170 0.000 764.31 0.210 0.207 ----- ----- ----- ----- ----- ----- ----- 0.207
93.80 0.000 764.31 0.209 0.205 ----- --- ----- ----- ----- ----- ----- 0.205
93.90 0.000 764.31 0.208 0.204 -- ----- ----- ----- ----- ---- ----- 0.204
94.00 0.000 764.31 0.206 0.202 ----- ----- ----- ----- - ----- ----- 0.202
94.10 0.000 764.31 0.205 0.201 ----- ----- ----- ----- ----- --- ----- 0.201
94.20 0.000 764.30 0.203 0.200 ----- ----- ----- ---- ----- ----- ----- 0.200
9430 0.000 764.30 0.202 0.198 ----- --- ----- ----- ----- ---- 0.198
94.40 0.000 764.30 0.200 0.197 - - - - ---- -- ---- ----- ----- 0.197
94.50 0.000 764.30 0.199 0.196 - -- ----- ----- ----- ----- ----- ----- 0.196
94.60 0.000 764.30 0.198 0.194 ----- ----- ----- ----- ----- ----- 0,194
94.70 0.000 764.30 0.197 0193 ----- ----- ----- ----- ----- ----- 0.193
94.80 0.000 764.30 0.196 0.192 - ----- ----- ---- ---- -- ----- 0.192
94.90 0.000 764.29 0194 0190 ----- ----- ----- ---- ----- ----- ----- 0190
95.00 0.000 764.29 0193 0.189 ----- ----- ----- ----- ----- ----- 0.189
95 10 0.000 764 29 0.192 0 188 ----- ----- ----- -- ----- ----- ----- 0.188
95.20 0 000 764.29 0 191 0.186 ----- ----- ----- ----- ----- ----- 0 186
95.30 0.000 764.29 0.190 0.185 ----- ----- ----- ----- ----- ----- ----- 0.185
95 40 0.000 764 29 0.189 0 184 ----- ----- ----- ----- 0 184
95.50 0.000 764 29 0.188 0.183 ----- ----- -- ----- ----- 0.183
95.60 0.000 704.29 0.187 0.181 ----- ----- ----- ----- 0.181
Contiluaes on next page..
SW O Pond Routing
Hydrograph Discharge Fable
Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) Cfs ft Cfs Cfs Cfs Cfs Cfs Cfs Cfs Cfs Cfs Cfs
95.70 0 000 764.28 0.186 0.180 ----- ----- _ ----- ----- ----- 0.180
95.80 0.000 764.28 0.185 0.179 ----- - ----- ----- ----- ----- 0179
95.90 0.000 764 28 0.184 0178 ----- ----- ----- - - ----- ----- ----- 0.178
96.00 0.000 764.28 0.182 0.177 - ----- ----- ----- ----- ----- 0.177
96.10 0.000 764.28 0.181 0.175 ----- ----- ----- ----- ----- ----- 0.175
96.20 0.000 764.28 0.180 0.174 ----- ----- ----- - - ----- ----- ----- 0.174
96.30 0 000 764.28 0.179 0.173 - -- - - ----- ----- ----- 0.173
96.40 0.000 764.28 0.178 0.172 ----- ----- ----- ----- - - ----- ----- 0.172
96.50 0.000 764.27 0177 0.171 -- - ----- ----- ----- ----- ----- 0.171
96.60 0.000 764.27 0.176 0.169 - --- ----- ----- ----- ----- ----- 0.170
96.70 0.000 764.27 0.175 0.168 ----- --- ----- ----- - -- ----- ----- 0.168
96.80 0.000 764.27 0.174 0.167 -- - ----- ----- ----- ----- ----- ----- 0.167
96.90 0.000 764.27 0.173 0.166 ----- - -- ----- ----- ----- ----- - - 0.166
97.00 0.000 764.27 0.172 0.165 ---- --- -- - ----- ----- ----- 0.165
97.10 0.000 764.27 0171 0.164 - - ----- ----- ---- - - - - 0.164
97.20 0.000 764.27 0.170 0.163 - --- --- --- --- ----- 0.163
9730 0.000 764.27 0.169 0.162 ----- ----- ----- ----- ----- ----- ----- 0.162
97.40 0.000 764.26 0.168 0.160 -- - ----- ----- ----- ----- ----- ----- 0.161
97.50 0 000 764.26 0.167 0.159 ----- ----- ----- ----- ----- ----- -- 0.159
97.60 0.000 764.26 0.166 0158 ----- ----- ----- ----- ----- ----- 0.158
97.70 0.000 764 26 0.166 0157 - - ----- ----- ----- ----- ----- ----- 0.157
97.80 0.000 764.26 0165 0156 ----- ----- ----- ----- ----- - ----- 0156
97.90 0.000 764 26 0.164 0.155 ----- ----- ----- ---- 0.155
98.00 0 000 764.26 0.163 0.154 ----- ----- ----- ----- ----- ----- 0.154
98.10 0.000 764 26 0.162 0 153 ----- ----- - ----- ----- ----- ----- 0.153
98 20 0.000 764 26 0 161 0 152 ----- ----- - ----- ----- ----- 0 152
98 30 0 000 764.26 0 160 0 151 ----- ----- ----- 0.151
98.40 0.000 764 25 0.159 0.150 ----- ----- - ----- ----- ----- 0 150
Continues on next page...
SNJM Pond Routing
Hydrograph Discharge Table
Time Inflow Elevation CIS A CIS B CIS C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
98.50 0 000 764.25 0.158 0.149 ----- ----- ----- ----- ----- ----- 0149
98.60 0.000 764.25 0.157 0.148 ----- ----- ----- ----- ----- ----- ----- 0.148
98.70 0.000 764.25 0 156 0147 ----- ----- ----- ----- 0.147
98.80 0.000 764.25 0156 0.146 ----- ----- ----- ----- ----- ----- ----- 0.146
98.90 0.000 764.25 0.154 0.145 ----- ----- ----- ----- ----- ----- ----- 0.145
99.00 0.000 764.25 0.153 0.144 ----- ----- ----- ----- ----- ----- ----- 0.144
9910 0.000 764.25 0.152 0.143 ----- ----- ----- ----- ----- ----- 0.143
99 20 0.000 764.25 0.151 0.142 ----- ----- ----- ----- ----- ----- ----- 0.142
99.30 0.000 764.25 0.150 0.141 ----- ----- ----- ----- ----- ----- ----- 0.141
99.40 0.000 764.24 0.149 0.140 ----- ----- ----- ----- ----- ----- ----- 0.140
99.50 0.000 764.24 0.148 0.140 - - ----- ----- ----- ----- ----- - -- 0.140
99.60 0.000 76424 0.147 0.139 ----- - ----- ----- ----- ----- 0.139
99.70 0.000 764.24 0.146 0.138 ----- ----- ----- ----- ----- ----- ----- 0.138
99.80 0.000 764.24 0.145 0.137 ----- ----- --- ----- ----- - - ----- 0.137
99.90 0.000 764.24 0.144 0.136 - - ----- ----- ----- ----- ----- ----- 0.136
100.00 0.000 764.24 0.143 0.135 ----- ----- ----- ----- ----- ----- ----- 0.135
100.10 0.000 764.24 0.142 0.134 - ----- ----- ----- ----- ----- ----- 0.134
100.20 0.000 764.24 0.141 0.134 ----- ----- ----- ----- ----- ----- ----- 0.134
100.30 0.000 764.24 0.140 0.133 ----- - ----- ----- ----- ----- ----- 0.133
100.40 0.000 764.23 0.139 0.132 ----- ----- ----- ----- ----- ----- ----- 0.132
100.50 0 000 764 23 0 138 0 131 --- ----- ----- ----- ----- 0 131
100.60 0.000 764.23 0137 0130 ----- ----- ----- ----- ----- ----- ----- 0130
100.70 0.000 764 23 0136 0 129 ----- ----- ----- ----- ----- ----- ----- 0.129
100.80 0.000 764 23 0.135 0.129 ----- ----- ----- ----- ----- ----- ----- 0 129
100.90 0 000 764.23 0.134 0.128 ----- ----- ---- - ----- 0.128
101 00 0 000 764 23 0 133 0 127 ----- ----- ----- ----- ----- ----- ----- 0.127
101.10 0 000 764.23 0 132 0 126 ----- ----- ----- ----- ----- 0 126
101.20 0.000 764.23 0.131 0.125 ----- ----- ----- ----- ----- ----- ----- 0.125
Continties on next page ..
WIM Pond Routing
Hydrograph Discharge Table
Time Inflow Elevation Civ A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs Cfs Cfs cfs cfs cfs Cfs cfs Cfs
10130 0.000 764.23 0.130 0.125 - ----- ----- ----- ----- ----- ----- 0.125
101.40 0.000 764.23 0.129 0.124 ----- ----- ----- ----- ----- ----- ----- 0.124
101.50 0.000 764.23 0.128 0123 ----- ----- ----- ----- ----- ----- ----- 0.123
101.60 0.000 764.22 0127 0.122 -- ----- ----- ----- ----- ----- ----- 0122
101.70 0.000 764.22 0.126 0.122 - ----- ----- - ----- ----- ----- 0.122
101.80 0.000 764.22 0.125 0.121 ----- - - ----- ----- ----- ----- ----- 0.121
101.90 0.000 764.22 0.124 0.120 ----- ----- ----- ----- ----- ----- ----- 0.120
102.00 0.000 764.22 0.123 0.119 ----- ---- --- - - --- ----- 0.119
102.10 0.000 764.22 0.123 0.119 -- - -- - - - - 0.119
102.20 0.000 76422 0.122 0.118 ----- ----- - ----- ----- ----- ----- 0118
102.30 0.000 764.22 0.121 0.117 ----- ----- ----- -- ----- ----- ----- 0.117
102.40 0.000 764.22 0.120 0.116 -- ----- ----- - ----- ----- ----- 0.116
102.50 0.000 764.22 0.119 0.116 ----- ----- ----- ---- - -- 0.116
102.60 0.000 764.22 0.118 0.115 -- ----- ----- - - ----- ----- ----- 0.115
102.70 0.000 764.22 0117 0.114 ----- ----- ----- --- - -- 0.114
102.80 0.000 764.22 0.116 0.113 -- - - --- - - - - - ----- 0.113
102.90 0.000 764.21 0.116 0.113 ----- --- ----- ---- - -- --- -- 0.113
103.00 0.000 76421 0115 0.112 ----- ----- -- ----- ----- ----- ----- 0112
103.10 OMO 764.21 0.114 0.111 ----- ----- --- - - ----- ----- ----- 0.111
103.20 0.000 764.21 0.113 0.111 ----- ----- - ----- ----- - - - 0.111
103 30 0.000 764.21 0.112 0 110 ----- ----- ----- ----- ----- - - -- 0 110
103.40 0.000 764.21 0111 0.109 ----- ----- ----- ----- ----- ----- 0.109
103.50 0 000 764 21 0.111 0.109 - ----- ----- ----- ----- 0 109
103.60 0.000 764.21 0110 0.108 ----- ----- ----- ----- ----- ----- ----- 0.108
103.70 0 000 764 21 0.109 0.107 ---- ----- ----- ----- 0 107
103 80 0.000 764.21 0 108 0 107 ----- ----- ----- ----- ----- ----- ----- 0.107
103 90 0.000 764.21 0107 0.106 ----- ----- ----- ----- 0.106
104.00 0.000 764 21 0.106 0105 ----- ----- ----- ----- 0.105
Continues on next page...
SINM Pond Routing
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv 8 CIv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft Cfs Cfs cfs cfs cfs cfs ON cfs cfs cfs
104.10 0.000 764.21 0.106 0.105 ----- ----- ----- ----- ----- ----- ----- 0.105
104.20 0.000 764.20 0.105 0.104 ----- ----- ----- ----- ----- ----- - 0.104
104.30 0.000 764.20 0104 0.103 ----- ----- ----- ----- ----- ----- ----- 0.103
104.40 0.000 764.20 0103 0.103 ----- ----- ----- ----- ----- ----- ----- 0.103
104.50 0.000 764.20 0.103 0.102 - ----- ----- 0.102
104.60 0.000 764.20 0.102 0.101 ----- ----- ----- ----- ----- --- ----- 0.101
104.70 0.000 764.20 0.101 0.101 ----- ----- ----- ----- ----- ----- ----- 0.101
104.80 0 000 764.20 0 100 0.100 ----- ----- ----- ----- ----- ----- ----- 0.100
104.90 0.000 764.20 0.100 0.099 - ----- ----- ----- ----- ----- ----- 0.099
105.00 0.000 764.20 0.099 0.099 - - ----- ----- --- ----- ----- ----- 0.099
105.10 0.000 764.20 0.098 0.098 ----- ----- ----- ----- ----- ----- 0.098
105.20 0.000 764.20 0.098 0.098 ----- ----- - - - ----- ----- ----- 0.098
105.30 0.000 764.20 0.097 0.097 ----- ----- ----- ----- ----- ----- ----- 0.097
105.40 0.000 764.20 0.097 0.097 ----- ----- ----- ----- ---- ----- ----- 0.097
105.50 0.000 764.20 0.096 0.096 ----- - - - ----- ----- ----- ----- ----- 0.096
105.60 0.000 764.20 0.096 0.096 ----- ----- - --- ----- ----- ----- 0.096
105.70 0.000 764.19 0.095 0.095 -- - ----- ----- ----- ----- ----- ----- 0.095
105.80 0.000 764.19 0.095 0.095 ---- ----- ----- ----- ----- ----- ----- 0.095
105.90 0.000 764.19 0.094 0 094 -- - ----- ----- ----- ----- ----- --- 0.094
106.00 0.000 764 19 0 094 0.094 --- ----- ----- ----- ----- ----- 0.094
106.10 0 000 764.19 0 093 0 093 ----- ----- ----- ---- ----- ----- ----- 0 093
106 20 0.000 764.19 0 092 0.092 ----- ----- --- ----- ----- ----- ----- 0.092
106.30 0 000 764.19 0.092 0.092 ----- ----- ----- ----- ----- ----- 0.092
106 40 0 000 764.19 0 091 0.091 ----- ----- ----- ----- ----- ----- 0 091
106.50 0 000 764.19 0.091 0.091 ----- ----- ----- ----- ----- 0.091
106.60 0 000 764.19 0.090 0 090 ----- ---- 0 090
106 70 0 000 764.19 0 090 0.090 ----- ----- ----- ----- ----- ----- 0.090
106.80 0.000 76419 0.089 0.089 ----- ----- ----- ----- 0.089
Continues on next page _._
5W M Pond Routing
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D EAl Outflow
(hrs) cfs ft. Cfs Cfs cfs Cfs Cfs Cfs cfs Cfs cfs Cfs
106.90 0 000 764.19 0 089 0.089 ---- ----- ----- ----- ----- 0.089
107.00 0.000 764.19 0.088 0.088 ----- ----- ----- - - ----- ----- 0.088
107.10 0.000 764.19 0.088 0.088 ----- ----- ----- ----- ----- ----- ----- 0.088
107.20 0.000 764.19 0.087 0.087 ----- ----- ----- - ----- ----- ----- 0.087
107.30 0.000 764.18 0.087 0.087 ---- ----- - ----- ----- ----- 0.087
107.40 0.000 764.18 0.086 0.086 -- - - - - - ----- ----- ----- ----- 0.086
107.50 0.000 764.18 0.086 0.086 -- - ----- ----- ----- ----- ----- ----- 0.086
107.60 0.000 764.18 0.085 0.085 -- - --- - - - ----- ----- ----- 0.086
107.70 0.000 764.18 0.085 0.085 -- - ----- ----- ----- ----- ----- ----- 0.085
107.80 0.000 764.18 0.085 0.085 -- - --- ----- ----- -- ----- ----- 0.085
107.90 0.000 764.18 0.084 0.084 ----- ---- - - - -- ----- 0.084
108.00 0.000 76418 0.084 0.084 ----- - ----- ----- ----- ----- - 0.084
108.10 0.000 764.18 0.083 0.083 ----- ----- -- ----- ----- - ----- 0.083
108.20 0.000 764.18 0.083 0.083 ----- ----- ----- ----- ----- - - 0.083
108.30 0.000 764.18 0.082 0.082 ----- ----- -- ----- ----- - ----- 0.082
108.40 0.000 76418 0.082 0.082 ---- -- -- - -- ----- ----- --- 0.082
108.50 0.000 764.18 0.081 0.081 ----- ----- -- -- ----- ----- ----- 0.081
108.60 0.000 76418 0 081 0.081 ----- ----- ----- -- - ----- ----- 0.081
108.70 0.000 764.18 0.080 0.080 ----- ----- ----- ----- ----- - ----- 0.080
108.80 0.000 764.18 0.080 0.080 ----- -- --- ----- ----- ----- ----- 0.080
108 90 0.000 764.18 0.080 0.079 - - ----- ----- ----- ----- ----- ----- 0.079
109.00 0.000 764 18 0.079 0 079 ----- ----- ----- ----- ----- ----- 0.079
109.10 0.000 764.17 0.079 0.079 ----- ----- ----- ----- ----- 0.079
109.20 OMO 764.17 0.078 0.078 ----- - - ----- ----- ----- ----- 0.078
109.30 0.000 764.17 0.078 0.078 ----- ----- ----- ----- ----- ----- 0.078
109.40 0 000 764.17 0.077 0 077 ----- ----- ----- ----- 0 077
109.50 0 000 764.17 0.077 0 077 - 0 077
109 60 0.000 764.17 0 076 0.076 ----- ----- ----- ----- 0.076
Continues on next page. .
SVVM Pond Routing
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs c f s cfs cfs cfs cfs cfs cfs cfs
109.70 0.000 764.17 0.076 0.076 ----- ----- ----- ----- ----- ----- ----- 0.076
109.80 0.000 764.17 0.076 0.076 ----- ----- ----- ----- ----- ----- 0.076
109.90 0.000 764.17 0.075 0.075 ----- ----- ----- ----- ----- ----- ----- 0.075
110.00 0.000 764.17 0.075 0.075 - ----- ----- ----- ----- ----- ----- 0.075
110.10 0.000 764.17 0.074 0.074 ----- ----- ----- ----- ----- ----- 0.074
110.20 0.000 764 17 0.074 0.074 ----- ----- ----- - - ----- ----- ----- 0.074
110.30 0.000 764.17 0.074 0.073 ----- ----- ----- ----- ----- ----- ----- 0.073
110.40 0.000 76417 0.073 0.073 ----- ----- ----- - - ----- ----- ----- 0.073
110.50 0.000 764.17 0.073 0.073 ----- ----- ----- ----- ----- ----- ----- 0.073
110.60 0.000 764.17 0 072 0.072 ----- ----- ----- ----- ----- ----- ----- 0.072
110.70 0.000 764.17 0.072 0.072 ----- ----- ----- ----- ----- ----- 0.072
110.80 0.000 764.17 0.071 0.071 ----- ----- ----- ----- ----- ----- ----- 0.071
110.90 0.000 764.17 0.071 0.071 ----- ----- ----- ----- ----- ----- ----- 0.071
111.00 0.000 76416 0.071 0.071 ----- ----- ----- ----- ----- ----- ----- 0.071
11110 0.000 764.16 0.070 0.070 ----- ----- ----- ----- ----- ----- ----- 0.070
111.20 0.000 764.16 0.070 0.070 - - ----- ----- ----- ----- ----- ----- 0.070
111.30 0.000 764.16 0.069 0.069 - - ----- ----- ----- ----- ----- ----- 0.069
111.40 0 000 764.16 0.069 0.069 ----- ----- ----- ----- ----- ----- ----- 0.069
111.50 0.000 764.16 0.069 0.069 ----- ----- ---- - - - --- ----- 0.069
1 11.50 0 000 764.16 0.068 0.068 ----- ----- ----- ----- ----- ----- ----- 0.068
111.70 0.000 764.16 0.068 0.068 ----- ----- ----- ----- ----- ----- 0.068
111.80 0.000 764 16 0 068 0.068 ----- ----- ----- ----- ----- ----- 0.068
ill 90 0.000 764.16 0 067 0.067 ----- ----- ----- ----- ----- 0.067
112.00 0.000 764.16 0 067 0 067 ----- ----- ----- ----- ----- 0.067
112 10 0 000 764.16 0.066 0.066 ----- ----- ----- ----- ----- ----- ----- 0.066
112.20 0.000 764.16 0 066 0 066 ---- ----- ----- ----- 0 066
112.30 0.000 764 16 0 066 0 066 ---- ----- 0.066
112.40 0 000 764.16 0.065 0.065 ----- ---- ----- ----- 0.065
Continues on next page...
S MA Pond Routing
Hydrograph [discharge Table
Time Inflow Elevation CIv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs Cfs cfs Cfs Cfs cfs cfs cfs cfs
112.50 0.000 764.16 0.065 0.065 ----- - ----- ----- 0 065
112.60 0.000 764.16 0.065 0.065 ---- ----- ----- ----- ----- 0.065
112.70 0 000 764.16 0.064 0 064 ---- ----- ----- ----- ----- - 0.064
112.80 0.000 764.16 0.064 0.064 ----- ----- ----- ----- ----- ----- 0.064
112.90 0.000 764.16 0.064 0.064 ---- ----- ----- ----- ----- 0.064
113.00 0.000 764.16 0.063 0.063 ----- ----- - - - ----- ----- 0.063
113.10 0.000 76416 0.063 0.063 ----- - -- ----- ----- ----- -~ 0.063
113.20 0.000 764.16 0.062 0.062 ----- ----- ----- - - - - -- ----- 0.062
113.30 0.000 764.15 0.062 0.062 ----- --- ----- ----- - -- ----- 0.062
113.40 0.000 764.15 0.062 0.062 - ----- - - - - ~- ----- 0.062
113.50 0.000 764.15 0.061 0.061 ----- --- ----- ----- ----- ----- 0.061
113.60 0.000 764.15 0.061 0.061 - ----- ----- ----- ----- ----- 0.061
113.70 0.000 764.15 0.061 0.061 - - - --- ----- ----- -- ----- 0.061
113.80 0.000 764.15 0.060 0.060 -- - ----- ----- -- ----- ----- 0.060
113.90 0.000 764.15 0.060 0.060 -- - - ----- ----- --- ----- 0.060
114.00 0.000 764.15 0.060 0.060 -- ----- -- --- ----- ----- 0.060
114.10 0.000 764.15 0.059 0.059 -- - -- - --- ----- ----- - - - ----- 0.059
114.20 0.000 764.15 0.059 0.059 -- --- ----- ----- ----- ----- ----- 0.059
114.30 0.000 764.15 0.059 0.059 ----- ----- ----- ----- ----- ----- - 0.059
114 40 0.000 764.15 0 058 0.058 - - - ----- ----- ----- ----- ----- 0.058
114.50 0.000 764.15 0.058 0 058 ----- ----- ----- ----- ----- ----- ----- 0 058
114 60 0.000 764.15 0 058 0.058 ----- ----- ----- ----- ----- ----- ----- 0.058
114.70 0.000 764.15 0.058 0.058 ---- ----- ----- ----- ----- 0.058
114.80 0.000 76415 0.058 0.057 ----- ----- ----- ----- ----- ----- ----- 0.057
114.90 0.000 764.15 0.057 0 057 ----- ----- ----- ----- ----- ----- 0.057
115.00 0.000 76415 0 057 0.057 ----- ----- ----- ----- ----- ----- ----- 0.057
115 10 0 000 764.15 0.057 0.057 ----- ----- ----- ----- ----- ----- 0.057
115.20 0.000 764.15 0.057 0.056 ----- ----- ----- ----- ----- 0 056
Continues on next cage. .
5WM Pond Routing
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C Pfftsr Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs CfS cfs
115 30 0.000 764.15 0.056 0.056 ----- ----- ----- ----- ----- ----- ----- 0.056
115.40 0.000 76415 0.056 0.056 ----- ----- ----- ----- ----- ----- ----- 0 056
115.50 0.000 764.15 0.056 0 056 ----- ----- ----- ----- ----- ----- ----- 0.056
115.60 0.000 764.15 0.056 0.056 ----- ----- ----- ----- - - ----- 0.056
115.70 0.000 764.15 0.056 0.055 ----- ----- ----- ----- ----- ----- ----- 0.055
115.80 0.000 76414 0.055 0.055 ----- ---- ----- ----- ----- ----- ----- 0.055
115.90 0 000 764 14 0.055 0.055 ----- ----- ----- ----- ----- ----- 0.055
116.00 0.000 764.14 0.055 0.055 - -- ----- ----- ----- ----- ----- 0.055
116.10 0.000 764.14 0.055 0.054 _____ ----- 0.054
116.20 0.000 764.14 0.055 0.054 ----- ----- ----- ----- ----- ----- ----- 0.054
116.30 0.000 764.14 0.054 0.054 - - -- -- ----- ----- --- ----- 0.054
116.40 0.000 764.14 0.054 0.054 -- - ----- ----- ----- ----- ----- ----- 0.054
116.50 0.000 764.14 0.054 0.054 ----- ----- ----- ----- ----- ----- ----- 0.054
116.60 0.000 764.14 0.054 0.053 ----- ----- ----- ----- ---- ---- ----- 0.053
116.70 0.000 764.14 0.054 0.053 ----- ----- ----- ----- ---- ----- ----- 0.053
116.80 0.000 764.14 0.053 0.053 ----- ----- ----- --- ---- ----- ----- 0.053
116.90 0.000 764.14 0.053 0.053 ----- - --- ----- ----- ---- ----- 0.053
117.00 0.000 764.14 0.053 0.052 -- ----- ----- ----- ----- ----- ----- 0.052
117.10 0.000 764.14 0.053 0.052 ----- ----- ----- ----- ----- ----- ----- 0.052
117.20 0.000 764.14 0.053 0.052 - - ----- ----- ----- ----- 0.052
117.30 0.000 764.14 0 052 0052 - - ----- ----- ----- ----- ----- 0.052
117.40 0.000 764.14 0 052 0 052 ----- ----- ----- ----- ----- ----- ----- 0 052
117.50 0 000 764.14 0 052 0 051 ----- ----- ----- ----- ----- ----- 0.051
117.60 0.000 764.14 0 052 0 051 ----- ----- ----- ----- ----- ----- ----- 0 051
117.70 0 000 764.14 0.052 0 051 ----- ----- ----- ----- ----- ----- 0.051
117 80 0.000 764.14 0 051 0 051 ----- ----- ----- ----- ----- ----- ----- 0 051
117.90 0.000 764.14 0 051 0 051 ----- ----- ----- ----- ----- ----- 0 051
118.00 0 000 784.14 0.051 0.050 ----- ----- ----- ----- ----- ----- ----- 0.050
Con infles On next page .
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I a t,? ` r ` .'Gl? 761- l 3

QUANTITY CONTROL CALCULATIONS

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STAG EISTORAGEIDISCHARGE DATA
Pond Report
Hydraflow Hydrographs Extension for AutoCADC Civil 3D,?) 2C' 0 by Autodesk Inc v9 25 ??esday. Apr 5 2011
Pond No. 1 - Tract 4 Pond A
Pond Data
Contours -User-defined contour areas Average end area method used for volume calculation Beginir.g E'evatlon = 758.50 ft
Stage I Storage Table
Stage (ft) Elevation (ft) Contour a rea (sgft) Incr. Storage (c uff) Total storage [cult)
0.00 758.50 35,022 0 0
150 760,00 38.348 55,028 55,028
3 50 762 00 42,981 81,329 136,357
5.00 763 5C 46,604 67,189 203.545
5.50 764.00 50,779 24.346 227,891
6.00 764.50 55111 26,473 254,364
7 50 766.00 59,144 85,691 340,055
9.50 768 00 64,751 123,895 463,950
11.50 770.00 70,521 135.272 599,222
12.50 771.00 73.542 72,032 671,253
Culvert I Orifice Structures Weir Stru ctures
[A] [Dl [C] [PrfRsr] [A] [D] [C] [D]
Rise (in) = 18 00 5 00 0.00 0.00 Crest Len (ft) = 16.00 2000 0 00 0.00
Span (in) = 18 00 6.00 0.00 0 00 Crest EL (ft) 7 768 40 769 00 0 00 0.00
No. Barrels = 10 10 10 0 Weir Coeff. = 3 330 00 3.33 3.33 3 33
Invert El. (ft ) = 758.50 764 00 0 00 0.00 Weir Type = Rect Rect Rect ---
Length (ft) = 110.00 0 00 0.00 0.00 Multi-Stage = Yes No Yes No
Stope (%) = 2.35 0 00 0.00 n/a
N-Value = 013 .013 .013 nla
Orifice Coeff. = 0 60 0.60 0 60 0 60 ExfiI.(inlhr) = 0 (by Conto ur)
Multi-Stage = n1a Yes Yes No TW Elev. (ft } = 0.00
No te. Ci,lvartlonfice oucfl ows are analyzed under r'et ; c1 and outl et (oc) control. Weir risers ci ecked'or o r5ce condlTons :: c; and suomergence i s
Stage I Storage 1 Discharg e Table
Stage Storage Elevation Cl A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total
ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
0.00 0 758.50 0.00 0-00 --- --- 0.00 0-00 --- --- --- - 0 000
0.15 5,503 758.65 0 00 0,00 --- --- 0 00 0,00 --- --- --- --- 0,000
0-30 11,006 758.80 0 00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
0.45 16,508 758.95 0.00 0,00 ---
--
0.00
0.00
---
--- --- --- 0 000
0.60 22,011 759,10 0.00 0-00 --- --- 0-00 0-00 --- --- --- --- 0-000
0.75 27,514 759.25 0,00 0.00 --- 0-00 4 00 --- --- --- 0.000
0-90 33,017 759.40 0 00 0.00 --- 0 00 0.00 --- --- --- 0.000
1 05 38,519 759 55 0 00 0.00 --- --- 0.00 0.00 --- 0.000
1.20 44,022 759.70 0.00 0-W --- --- 0 00 0-00 --- --- --- 0-000
1.35 49,525 759.85 0.00 0.00 --- --- 0 00 0.00
---
--- --- --- 0 000
1 50 55 02a 760.00 o co 0 00 ---
0 00
0 00
---
--- --- --- 0.000
1 70 83 160 760 20 0 00 0 CO --- --- 0.00 0.00 --- --- --- 0.000
1 90 71,293 760 40 0.00 0 00 --- --- 0 Jo 0 00 --- --- --- OGO
2 1J 79 425 760 60 0 .,0 0 00 --- „ CC 0 CO _-- ___ 0 000
2 3C 37 559 760.80 0 110 3.3c --- CC
.DO
1
0 000
2-53 95 092 731 C0 0 JO 0 C0 J CO 0.00 -_ --- --- 3 000
2 '3, ' 33 325 761-20 C C0 0 vG --- -- J ;0 D JC --- --- -- 0 "cc
2 y0 ' 95a ?31 40 ,.'JO ] c0 .-- , CC C G --- --- --- --- CG.
3 1 J 120 319' 731 60 J 10 00 ., CC ., CO -- --- --- --- 0CG
3 3C '28-224 751 80 C Jo J OC 3 C3 0 c0 --- 000
3 5% 136.35.' 752 ;0 '-0 J X 3 0 0 ;0 .-- --- J XC

3 35
143 c'5 732 15
J JC
13
1 ., G
---
--- _j '
3 S, '_19 79a 732 30 "C . ,
J
--- --- ---
3 41? ,_

a ' ??
X3.232 2 ,.
? ?
.--
-- ,.
..- ---
...,
- 5
2 39 95' -32..1.5
1. _,
3?1 -32 --- .-. ---
333 -33 15 --- ---
1 .3 '°3 2- --- ---

_ 2-3 -- --- ---
9r: 0
t
,,5
?,
1 !:;-;
2-YR HYDROGRAPHS
Hyd r®g ra p h Summary Re pFQ ra ow Hydrographs Extension for AuIoCACJ Clvii 3OG 2010 by Autodesk Inc v9 2-5
;Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
!No. type flow interva l 'Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (tuft) (ft) {cuff)
1 SCS Runoff 2 134 2 158 21 550 ------ ------ ------ Pre
2 i SCS Runoff 38 74 2 150 164,929 ------ ------ ------ Post

3

li
Reservoir I
1.024
2
371,
158:546 I 2
,
I ,
766 64
! 379.859

II
SWM Pond Routing

i
22 T-as. -1 Pu^ 901,v rr ? ?d 2 Year TI-?esda/ Ai-r 2-D1'
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3DC 2p10 b y A itodesk. Inc v9 25 Tuesday. Apr 5 201 1
Hyd. No. 1
Pre
Hydrograph type = SCS Runoff Peak discharge = 2.134 cfs
Storm frequency = 2 yrs Time to peak = 2.63 hrs
Time interval = 2 min Hyd. volume = 21,650 cuft
Drainage area = 28.930 ac Curve number = 66
Basin Slope = 3.7 % Hydraulic length = 2397 ft
Tc method = KIRPICH Time of conc. (Tc) = 11.11 min
Total precip. = 2.15 in Distribution = SCS 6-Hr
Storm duration = 6.00 hrs Shape factor = 484
Pre
Q (cfs Q (cfs)
Hyd. No. 1 -- 2 Year
3.00
3.00 ?
2.00
1 00
2.0 3 4: 5 ? 0
2.00
1.00
- ? 00
Tme ^rs`i
I-- Nc
Precipitation Report
Hydraflow Hydrographs Extension for AutoCAD(?, Civil 30® 2010 by Autoriesk Inc v9 25
Hyd. No. 1
Pre
Storm Frequency = 2 yrs Time interval
Total precip. = 2.1500 in Distribution
Storm duration = 6.00 hrs
Precip (in)
0 10
I
0,09 ? ? -
0.08
0.07
' I
0.06 -?
0.05
0.04
0 03 -- -
0 02
0.01 -.. ._.
SCS ?-H.- Des'g^ Szlor.,r
Incremental Rainfall Precipitation
Hyd. No. 1 Pre - 2 Year
2.0 2-
33 a0 a, 3
Tuesday Apr5.2011
= 2 min
= SCS 6-Hr
Precip (in)
-? 0 10
0.09
I
r 0.08
i
0.07
- 0.06
0.05
-- 0.04
0 03
0 02
001
0 00
Tame ?;s,
Hydrograph Report
Hydraflow Hydrograpns Extension for AUtOCADO Civil 3DJ 2010 Oy Autodesk. Irc v9 25 Tuesday. Apr 5 201 1
Hyd. No. 2
Post
Hydrograph type = SCS Runoff Peak discharge = 38.74 cfs
Storm frequency = 2 yrs Time to peak = 2.50 hrs
Time interval = 2 min Hyd. volume = 164,929 cuft
Drainage area = 32.080 ac Curve number = 93
Basin Slope = 2.8% Hydraulic length = 3196 ft
Tc method = KIRPICH Time of conc. (Tc) = 15.50 min
Total precip. = 2.15 in Distribution = SCS 6-Hr
Storm duration = 6.00 hrs Shape factor = 484
Q (cfs)
40,00
Post
Hyd. No. 2 -- 2 Year
Q (cfs)
40.00
30 00
2000
10 00
30 00
2000
10.00
3 5 30 ,
I - e "^`S
H', ? ill J 2
I?recipitati®n Rep®rt
f-{ydraflotiv Fiydrographs Extensicn for AutoCAD??) Cwil 3O(?? 2G^ D Oy Autodesk Enc. 'v9 25
Hyd. No. 2
Post
Storm Frequency = 2 yrs Time interval
Total precip. = 2.1500 in Distribution
Storm duration = 6.00 hrs
Precip (ln)
0.10 ?-? .
0.09 -?- _?-
?_
0 08 ?I
I
0.07 ?-
O D6 -i
o. a5 -? ',
0.04 ? - .,
0,03 - - --
0 02 - - - -
..., , J J ? 3
7vJ 3-?` De3?gr ?:?
Incremental Rainfall Precipitation
Hyd. No. 2 Post - 2 Year
-? I
L_ _
2.; z
Tuesday Apr5 2011
= 2 min
= SCS 6-Hr
Precip (in}
-? - ?-? 0.10
-? o ao
?i,
_ i - + 0.08
?I -
' 0.07
'? _._? ? ?
}---I 0.06
- -- - 0.05
-- D.as
- _. _. 0.03
- -- -- 0 02
- .. - ... 0.01
n .
-- - ...... - - -- - - ? V .i
33 40 ?, 53 0.0
T !"'Z . hf5 ?
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 30.x) 20'.3 by Autodesk. Inc v9 25 Tuesday. Apr 5 201
Hyd. No. 3
SWM Pond Routing
Hydrograph type = Reservoir Peak discharge = 1.024 cfs
Storm frequency = 2 yrs Time to peak = 6.27 hrs
Time interval = 2 min Hyd. volume = 158,546 cuft
Inflow hyd. No. = 2 - Post Max. Elevation = 766.64 ft
Reservoir name = Tract 4 Pond A Max. Storage = 379,859 tuft
Storage Indication method used. Wet pond routing start elevation = 764.00 ft
SWM Pond Routing
Q (cfs) Hyd. No. 3 -- 2 Year Q (cfs)
40 00 -- 40.00
i i I 1 i I
f I 1 ? I
30.00 30.00
i
G
j i 1 1
2000 2000
i
I
10.00 -# . - 10 00
0 CO
3 J 20 33 a? 00 70 0C 1 0
Tema ors'!
339
i-4 ICJ 3 ;- y ? N0 2 7ct3l slor3ge used - 3,0 ?u`.
-
0-YR HYDROGRAPHS
Hydrograph Summary Rep,
y ra ow Hydrograprs Extension for ALJWCAbC Cvll 3D( 20'.0 by Autodesk Inc v9.25
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (tuft) (ft) (tuft)
1 SCS Runoff 15 07 2 154 77,986 ------ ------ Pre
2 SCS Runoff 68.73 2 148 I 294.080 ------
------
------
Post
3 Reservoir 4 304

I

?
? I
I II 2 370

I i

I

I

I
I 279.460 2

it

?

i I

i 768 52

I

II 499.355

I

I SVVM Pond Routing
I I

?I

III
i II
V?3, ???as. aj` A,^, 2'?
Hydrograph Report
Hydraflow Hydrographs Extension 'or AutoCADC Civil 3CC 2.,13 by Autodesk 1r.c 19 25 Tuesday. Apr 5 201 1
Hyd. No. 1
Pre
Hydrograph type = SCS Runoff Peak discharge = 15.07 cfs
Storm frequency = 10 yrs Time to peak = 2.57 hrs
Time interval = 2 min Hyd. volume = 77,986 tuft
Drainage area = 28.930 ac Curve number = 66
Basin Slope = 3.7 % Hydraulic length = 2397 ft
Tc method = KIRPICH Time of conc. (Tc) = 11.11 min
Total precip. = 3.35 in Distribution = SCS 6-Hr
Storm duration = 6.00 hrs Shape factor = 484
Q (cfs)
18.00
i
15.00
12.00
9 00
6.00
3 00

Pre
Hyd. No. 1 -- 10 Year

Q (cfs)
18.00
15 00
12 00
9.00
6 00
3.00
?J
Tlirr'G1 i?J
Pr??ipitati®n Rep?r?
Hydraflow Hydrographs Extension for AutoC?DC?? Civil 3DC? 2C'?, ? by Autodesk Inc ?-?9 25
Hyd. No. 7
Pre
Storm Frequency = 10 yrs Time interval
Total precip. = 3.3500 in Distribu#ion
Storm duration = 6.00 Y?rs
T?_?esday. Apr 5 20':
= 2 min
= SCS 6-Hr
Incremental Rainfall Precipitation
Precip (in} Hyd. No. 1 : Pre - 10 Year Precip (in)
0.10 0.10
0.09 ?- ? -?--?-- j - ..- -?-
0.08 ?-T- - I ----+ - -- --
?? ?
i
o.D? ? ???
I
O D6 - ----- --
I,
2.
0,09
0.08
0.07
0.06
Hydrograph Report
Flydraflow Hydregraphs Extension for AutoCADO Cml 3DI, 201 oy A itodesk. Irc A 25 T,.esday Aar 5 201 1
Hyd. No. 2
Post
Hydrograph type = SCS Runoff Peak discharge = 68.73 cfs
Storm frequency = 10 yrs Time to peak = 2.47 hrs
Time interval = 2 min Hyd. volume = 294,080 cuft
Drainage area = 32.080 ac Curve number = 93
Basin Slope = 2.8% Hydraulic length = 3196 ft
Tc method = KIRPICH Time of conc. (Tc) = 15.50 min
Total precip. = 3.35 in Distribution = SCS 6-Hr
Storm duration = 6.00 hrs Shape factor = 484
Q (cfs)
70.00
60.00
50 00
40.00
30.00
20 M
? v J 2
Post
Hyd. No 2 -- 10 Year

3 4 .. .r . J
Q (cfs)
70.00
60.00
50.00
40.00
30.00
20.00
1 J 00
TI -. g,
Precipitation Report
Hydraflow Nydrographs Extens;on for AutoCAD,3 Civil 3130' 2013 by Autodesk Inc v9 25
Hyd, No. 2
Post
Storm Frequency = 10 yrs Time interval
Totai precip. = 3.3500 in Distribution
Storm duration = 6.00 hrs
Precip (in)
010
0.09
0.08
0 07
0.06
0 05
0.04
0.03
02
SCS Deng- S:-,r,7
T esday Apr 5. 2011
= 2 min
SCS 6-Hr
2? ?? 3.3 1.0 4, 53 30
T:-e rs,
Incremental Rainfall Precipitation
Hyd. No. 2 : Post - 10 Year
Hydrograph Report
Hydraflow Hydrographs Ex,ensien for AutoCADRR Civil 3EXR1 2010 by Autndesk. Inc v9 25
Hyd. No. 3
SWM Pond Routing
Hydrograph type = Reservoir Peak discharge
Storm frequency = 10 yrs Time to peak
Time interval = 2 min Hyd. volume
Inflow hyd. No. = 2 - Post Max. Elevation
Reservoir name = Tract 4 Pond A Max. Storage
Storage Indication method used Wet pond routing start elevation = 7(34 00 ft
Tuesday Apr-) 2011
= 4.304 cfs
= 6.17 hrs
= 279,460 cuft
= 768.52 ft
= 499,355 cuft
SWM Pond Routing
Q (cfs) Hyd. No 3 -- 10 Year Q (cfs)
70.00 70.00
60.00 60.0
I
5000
50 00 -?
{
J ? , II 1 ? I
40.00 40.00
30 00 30.00
20 00 - - 20.00
)
OC 10 ?0
3 20 33 0? 33 'u 3? OC?0
?? t i^ H j:? ti? 4?9 353 C""',
25-YR HYDROGRAPHS
Hydr®graph Summary Rep
,ora ow 14ydrogmphs Extension for AutoCAD(r O,VII 3DC) 2013 by Autodesk_ Inc v9 25
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval 'Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (tuft) (ft) (cult)
1 SOS Runoff 24 48 2 152 116 945 ------ ------ Pre
2 SCS Runoff 84 75 2
i 148 364,477 ------ ------ ------ Post

3

I
Reservoir

i
10 41

I

I
2

I

I

I i
292

I
i

I

?

II
349 514 2

i

II
768 70

?
511.131

l

III
SVVM Pond Routing
'I

I

i

I
i
i
,
i
5 2-
Pe,;3? 25 Yea-
Hydrograph Report
k iydraflow Hydrographs Extension `or AutoCADC) C vrl 317:? 2T D by Autodesk Inc. v9.25 f Tiesday. Apr 5 201 1
Hyd. No. 1
Pre
Hydrograph type = SCS Runoff Peak discharge = 24.48 cfs
Storm frequency = 25 yrs Time to peak = 2.53 hrs
Time interval = 2 min Hyd. volume = 116,945 cuft
Drainage area = 28.930 ac Curve number = 66
Basin Slope = 3.7 % Hydraulic length = 2397 ft
Tc method = KIRPICH Time of conc. (Tc) = 11.11 min
Total precip. = 3.99 in Distribution = SCS 6-Hr
Storm duration = 6.00 hrs Shape factor = 484

Q (cfs)
28 00
24.00
20.00
16.00
12 00
8 cc
CC
Pre
Hyd No. 1 -- 25 Year
I
2C
Q (cfs)
28.00
I
i I
24 00
20.00
16.00
1200
.8.00
4 00
3
T r^? ..rs,
Precipitation Report
Hydraflcw Hydrographs Extension for AutoCADC; Civ-4 3DC, 2?1 `C oy Autodesk, Inc v9 25
byd. No. 1
Pre
Storm Frequency = 25 yrs Time interval
Total precip. = 3.9900 in Distribution
Storm duration = 6.00 hrs
Precip (in)
0 50
0 45
0.40 -1---
0.35
0.30
0.25
0 20 --
0 15 --
0.05 -
Tuesday AprS 2011
= 2 min
= SCS 6-Hr
Incremental Rainfall Precipitation
Hyd. No 1 Pre - 25 Year Precip (in)
T- ?? - 0.50
0.45
0.40
- 0.35
I i
0.30
j
i
025
0 20
0 15
Hydr®graph Report
Hydra"ow Hydrograpns cxtens on for A.,toCADCR, Cr l 3D' 201 , by A'Jtodesk I is v9 25 T.,asday Apr 5 20'
Hyd. No. 2
Post
Hydrograph type = SCS Runoff Peak discharge = 84.75 cfs
Storm frequency = 25 yrs Time to peak = 2.47 hrs
Time interval = 2 min Hyd. volume = 364,477 tuft
Drainage area = 32.080 ac Curve number = 93
Basin Slope = 2.8% Hydraulic length = 3196 ft
Tc method = KIRPICH Time of conc. (Tc) = 15.50 min
Total precip. = 3.99 in Distribution = SCS 6-Hr
Storm duration = 6.00 hrs Shape factor = 484
Q (cfs)
90.00
80.00
70 00
60.00
50.00
40 00
30 00
2C OC
10 cc
2
Post
Hyd. No. 2 -- 25 Year
2.C 3 ? J 3
Q (cfs)
90.00
80.00
70.00
6x.00
50.00
40.00
30 00
-- 20 00
J-.J
T:- e -s:
Precipitation Report
Hydrae-law Hydmgraphs Extensio!, for AutoCAD,7 Civil 3B'3 2J by A.,todesk. Inc v9 25
Hyd. No. 2
Post
Storm Frequency = 25 yrs Time interval
Total precip. = 3.9900 in Distribution
Storm duration = 6.00 hrs
Precip (in)
0 50
I
i
0.45
i
0.40
i
0.35
I
0.30 -
0.25 - -
0 20 -
0 15 -
Incremental Rainfall Precipitation
Hyd. No 2 Post - 25 Year
i- 0.50
r 0.45
- 0.40

i
-I-
0
35
.
30
0
.
25
0
.
0 20

- 0 15
---- - 1 1J

.. ?. .^ O

T re
F,e,sday Apr 5 201 !
= 2 min
= SCS 6-Hr
Precip (in)
Hydrograph Deport
Hydraflow Hydregraphs Extensor for AutoCAD,', Civil 3D.,, 2010 by Autodesk Inc_ v9 25 Tuesday. Apr 5 20' 1
Hyd. No. 3
SWM Pond Routing
Hydrograph type = Reservoir Peak discharge = 10.41 cfs
Storm frequency = 25 yrs Time to peak = 4.87 hrs
Time interval = 2 min Hyd. volume = 349,614 tuft
Inflow hyd. No. = 2 - Post Max. Elevation = 768.70 ft
Reservoir name = Tract 4 Pond A Max. Storage = 511,131 tuft
Storage Indication method used. Wet pond routing start elevation = 704.00 ft
SWM Pond Routing
Q (cfs) Hyd. No. 3 -- 25 Year
90.00 k
80.00
' I
70 00
I
60.00
I
I i
50.00
`t V.UV ?ff
1
T ..`ai s?,--aye -,sed = -5' '3
Q (cfs)
-T 90.00
80.00
70.00
60 00
I
50.00
40.00
30 00
- 2D C0
^n
50-YR HYDROGRAPHS
yd r®g ra p h Summary Repp
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(sJ elevation strge used Description
(origin) (cfs) (min) (min) [tuft} (ft) (cult)
1 SCS Ranoff 32.47 2 152 149 825 ------ ------ ------ Pre
2 SCS 1 96.96 2 148 418,756 ------ ------ ------ Post
3 Reservoir 14 92

i

' I

I 2 246

? 403 858 2
II

II

i 768 80

I

i
?
i 518,108 SWM Pond Routing

I

Hydrograph Report
Hydraflow Hydroyrapr.s Extension for AutoCADCi C vil 300 2C' ? by Autodesk, Inc v9 25 Tuesday Apr 5. 2011
Hyd. No. 1
Pre
Hydrograph type = SCS Runoff Peak discharge = 32.47 cfs
Storm frequency = 50 yrs Time to peak = 2.53 hrs
Time interval = 2 min Hyd. volume = 149,825 cuft
Drainage area = 28.930 ac Curve number = 66
Basin Slope = 3.7 % Hydraulic length = 2397 ft
Tc method = KIRPICH Time of conc. (Tc) = 11.11 min
Total precip. = 4.48 in Distribution = SCS 6-Hr
Storm duration = 6.00 hrs Shape factor = 484
Q (cfs)
35.00
30.00
25.00
2000
15 00
10 00
_-

Pre
Hyd. No. 1 -- 50 Year

3 33
23 3 5
Q (cfs)
35.00
30 00
25 00
20.00
15.00
10.00
5.30
T?M .,;
Precipitation Report
HyOraflow Hydrographs Extens;on for AutoCAD(? Civil 3U?'D 2.0' 0 oy Autodesk Inc v9 25
Hyd. No. 1
Pre
Storm Frequency = 50 yrs Time interval
Total precip. = 4.4800 in Distribution
Storm duration = 6.00 hrs
Precip (in)
0 50
0.45 I
0 40
i
0.35
i
0.30
0.25
0.20
Incremental Rainfall Precipitation
Hyd No 1 : Pre - 50 Year
,esday Apr 5 201 '
= 2 min
= SCS 6-Hr
Precip (in)
- -? --T 0.50
I
I
i
0 45
0.40
-_ -? 0 35
0.30
0 25
0.20
- - - 0 15
- - -- -- 0.05
--3 2 3 3 4 1. 5 3 3. ?
r 'J v
T ,.
JCS ;3-1, S-r-
Hydrograph Report
Hydraflow Hydrogranhs Extension far Au',oCADCj C viI 31F?1 213' ? by Autodesx, Inc v9 25 Tuesday Apr 5 201 1
Hyd. No. 2
Post
Hydrograph type = SCS Runoff Peak discharge = 96.96 cfs
Storm frequency = 50 yrs Time to peak = 2.47 hrs
Time interval = 2 min Hyd. volume = 418,756 cuft
Drainage area = 32.080 ac Curve number = 93
Basin Slope 2.8 % Hydraulic length = 3196 ft
Tc method = KIRPICH Time of conc. (Tc) = 15.50 min
Total precip. = 4.48 in Distribution = SCS 6-Hr
Storm duration = 6.00 hrs Shape factor = 484
Q (cfs)
100.00
90.00
80.00
70.00
60 00
50.00
40.00
30 00
2C 33 _-
,i J V G
v r'.l

Post
Hyd. No. 2 -- 50 Year
2 3 3
5
Q (cfs)
1 100.00
90.00
80.00
4 70.00
60.00
50.00
40 00
30 00
- 20.CC
- 10 C0
1 nJ
J
Precipitation Report
Hydraflow Hydrographs Extens:cn for AatcCAD,a, Civil 31)(, 201 by Aotcdesk. Inc v9 25
Hyd. No. 2
Post
Storm Frequency = 50 yrs Time interval
Total precip. = 4.4800 in Distribution
Storm duration = 6.00 hrs
Incremental Rainfall Precipitation
Precip (n) Nyd. No 2 Post - 50 Year
0.50 --
0.45 -?- -- -
i
0.40 - -
I
0.35
i
030 - -?
fjesday Apr 5. 2011
= 2 min
= SCS 6-Hr
I
0.25 -- -
0 20 - - - - ..._T. -
Precip (in)
0.50
045
- 0.40
- 0.35
0.30
i
0.25
0 20
-- - 0 15
0 10
-- 0 05
53 5.0
Ta s
Hydr®graph Report
Hydraflow Hydrograghs Extension for AutoCADL Civ 13l 201 ] by Autodesk. Inc ?J9 25 7,jesday. Apr 5 20'
Hyd. No. 3
SWM Pond Routing
Hydrograph type = Reservoir Peak discharge = 14.92 cfs
Storm frequency = 50 yrs Time to peak = 4.10 hrs
Time interval = 2 min Hyd. volume = 403,858 tuft
Inflow hyd. No. = 2 - Post Max. Elevation = 768.80 ft
Reservoir name Tract 4 Pond A Max. Storage = 518,108 cuft
Storage Indication method used. Wet pond routing stag elevation = 764 00 ft
SWM Pond Routing
Hyd No 3 -- 50 Year
33 43
- ,:i ',,D 2
3 33
Q (cfs)
100.00
90.00
80 00
70 00
60.00
50.00
- 40 CO
3C 00
20.00
10 CC
J U .
00-YR HYDROGRAPHS
Hy"' ®graph Summary Repi Eydreflow }iydrographs Extension forAutoCAD'?, Civil 30,? 2C'.3 by AL,todesk Inc u9 25
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval :Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (tuft) (ft) (cult)
1 SCS Runoff 40 93 2 152 184.889 ------ ------ ------ Pre
2 ' SCS Runoff 109.20 2 146 473 281 ------ ------ ------ Post
I '
3

i

I

I

I Reserioir

I 26 56

i

III

II

? 2

II,
I

i 214

I

?

i

i 458,354 2

II

it

i 768.91

li

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Hydrograph Report
k ,jdraflow Hydrograchs Extension for AutoCADG??' C v 4 3DC 2013 by Aatodesk Inc A 25 T,.esday Acr h 201
Hyd. No. 1
Pre
Hydrograph type = SCS Runoff Peak discharge = 40.93 cfs
Storm frequency = 100 yrs Time to peak = 2.53 hrs
Time interval = 2 min Hyd. volume = 184,889 tuft
Drainage area = 28.930 ac Curve number = 66
Basin Slope = 3.7 % Hydraulic length = 2397 ft
Tc method = KIRPICH Time of conc. (Tc) = 11.11 min
Total precip. = 4.97 in Distribution = SCS 6-Hr
Storm duration = 6.00 hrs Shape factor = 484
Q (cfs)
50 00
40.00
30.00
20.00
13 VV
` a \?
Pre
Hyd. No. 1 -- 100 Year

2 3.
Q (cfs)
50.00
40.00
30.00
2000
1 00

Precipitation Report
Hydraflow Hydrograpi-s Extensicn for AutoCAii Civil 3DCN 20 1 D by Autodesk !nc v9 25
Hyd. No. 1
Pre
Storm Frequency = 100 yrs Time interval
Total precip. = 4.9700 in Distribution
Storm duration = 6.00 hrs
Tuesday AprS 2D11
= 2 min
= SCS 6-Hr

Precip (In) Incremental Rainfall Precipitation
Hyd. No 1 Pre - 100 Year
Precip (in)
- ------------------- ---------------------- 050
0.50 ------------------------
0.45 -r
0.45
- ?
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40
0.40 ?
-
- - - .

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------------- --
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Hydrograph Report
Hydraflow I lydregraphs Extens.on for AutoCAOJ Civil 3U'?) 20' 2 by Aotodesk Inc v5 25 T.esday Apr 5. 201 1
Hyd. No. 2
Post
Hydrograph type = SCS Runoff Peak discharge = 109.20 cfs
Storm frequency = 100 yrs Time to peak = 2.43 hrs
Time interval = 2 min Hyd, volume = 473,281 cuft
Drainage area = 32.080 ac Curve number = 93
Basin Slope = 2.8% Hydraulic length = 3196 ft
Tic method = KIRPICH Time of conc. (Tc) = 15.50 min
Total precip. = 4.97 in Distribution = SCS 6-Hr
Storm duration = 6.00 hrs Shape factor = 484
Q (cfs)
120 00 -f
100 00
Post
Hyd. No. 2 -- 100 Year
i
Q (cfs)
120.00
80.00
60 00
40.00
100.00
80.00
60 00
40.00
Precipitation Report
Hydraflow Hydrograpns Extension forAutoCADw civil 3M-? 2.01 C ?yA.todesk Inc v9 25
Hyd. No. 2
Post
Storm Frequency = 100 yrs Time interval
Total precip. = 4.9700 in Distribution
Storm duration = 6.00 hrs
tcesday Apr 5. 2C1 I
= 2 min
= SCS 6-Hr
Incremental Rainfall Precipitation
Precip (ln} Hyd. No. 2 : Post - 100 Year Precip {in}
-------------
0.50 ?-? 0 50
0 45 0.45
? I
-? 0 40
040
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- Q.35
0.35
0.30 - -! 0.30
0.25 - - - - 0.25
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-- f _ - o
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Hydrograph Report
I iydrafow Hydrographs Exte^sier for A,:toCAO0D CiviI 31D:=; 20'. a 'cy AutcdesK Inc v9 25 Tuesday. Apr 5 29'.'.
Hyd. No. 3
SWM Pond Routing
Hydrograph type = Reservoir Peak discharge = 20.56 cfs
Storm frequency = 100 yrs Time to peak = 3.57 hrs
Time interval = 2 min Hyd. volume = 458,354 cuft
Inflow hyd. No. = 2 - Post Max. Elevation = 768.91 ft
Reservoir name = Tract 4 Pond A Max. Storage = 525,501 cuft
Storage Indication method used Wet pond routing start elevation = 764.00 ft
Q (cfs)
120.00
SWM Pond Routing
Hyd No. 3 -- 100 Year
Q (cfs)
120.00
10000
100 00 - oao0
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Sluw Mel 'P-
Landscape Architecture
Civil Engineering
Land Planning
August 24, 2011
Sue Homewood
NCDENR - Winston Salem Regional Office
Department of Water Quality
585 Waughtown Street
Winston Salem NC 27107
Reference: Village Point Phase 2 - Tract 4 - Pond A
Clemmons, NC
Dear Sue:
Please find the following additional information relating to the 401 Water Quality Certification for wetland and
stream impacts on the above mentioned project as requested in your letter dated May 13, 2011. This submittal
also includes information discussed with Annette Lucas. Enclosed in this submittal is the following:
1. Construction plans and calculations for the WS/FC Zone 7 School. This project was designed by
a different engineering firm and is currently constructed on Tract 2 within the Village Point
development. We obtained these copies from the Village of Clemmons.
2. Construction plans and calculations for the wet detention pond that we are proposing to build as
a part of the phase 2 roadway construction between Harper Road and the new WS/FC Zone 7
School.
3. Revised Overall Conceptual Stormwater Management Plan. We added additional notes clarifying
the existing and proposed sections of the development.
4. Signed and notarized O&M Agreement for the "Temporary Sediment Trap BLIP" that will
temporally treat the runoff from the roadway over the dam until Tract 6 is developed. The
runoff from the roadway over the dam will be diverted into tke Tract 6 BMP when Tract 6 is
developed. The existing -sediment trap will be cleaned out and made operational within 30 dates
of this letter. Enclosed is a copy of the email correspondence.
Please advise if the submittal package is incomplete or if you need additional information. If you should have
any questions about the design, please do not hesitate to call for a clarification.
Sincerely,
Kelway L. Howard III, P.E.
Project Manager
Stimmel Associates, P.A.
cc: Novant Health - \,Ir. Nick Eller
Annette Lucas - NCDENR - DWQ
301 M. rsde Straset, Built-- 200
Uf inston Salem, IdMC 27101
P. 336.723.1067 'r'8 336.723.1069
?errnk Nurnber:
(to be provided by DO/fib)
crainage >'Area, Murnber: -
Tsmpoirarrj Sediment Basin Operation and Wntananc e Agreement
I will keep a maintenance record on this 13MP. This maintenance record will be kept in a log in a
known set location. Any deficient 13MP elements noted in the inspection will be corrected,
repaired or replaced immediately. These deficiencies can affect the integrity of structures,
safety of the public, and the removal efficiency of the IMP.
The temporary sediment basin system does not incorporate a vegetated filter at the
outlet.
Important maintenance procedures:
? No portion of the temporary sediment basin should be fertilized after the first initial
fertilization that is required to establish the plants on the vegetated shelf.
? Stable groundcover should be maintained in the drainage area to reduce the
sediment load to the temporary sediment basin.
? If the basin must be drained for an emergency or to perform maintenance, the
flushing of sediment through the emergency drain should be minimized to the
maximum extent practical.
After the temporary sediment basin is established, it should be inspected once a month and
within 24 hours after every storm event greater than 1.0 inches (or 1.5 Inches if in a
Coastal County). Records of operation and maintenance should be kept in a known set
location and must be available upon request.
Inspection activities shall be performed as follows. Any problems that are found shall be
repaired immediately.
BMP element: Potential problem:._ How I will remediate the problem:
The entire BMP Trash/ debris is resent. Remove the trash/ debris.
The perimeter of the Areas of bare soil and/or Regrade the soil if necessary to
basin erosive gullies have formed. remove the gully, and then plant a
ground cover and water until it is
established. Provide lime and a one-
time fertilizer application.
Vegetation is too short or too Maintain vegetation at a height of
long. a rMimatel six inches.
BMP element: Potential problem: low 1 will remediate the roblem:
perm it N,un bar:
(to be provided by DIV110)
Drainage Area Number:
- -
I MP ellemente Potential problem. How I will remediale the problem:
`>C'he entire 1$M? Trash/debris is resent. Remove the trash/ debris.
The perimeters of the Areas of bare soul and/or Regrade the soil if necessary Lo
basin erosive gullies have formed. remove the gully, and then plant a
ground cover and water until it is
established. Provide lime and a one-
time fertilizer application.
Vegetation is too short or too Maintain vegetation at a height of
long. approximately six inches.
BMP element: Potential problem: How I will remediate the problem:
The inlet device. pipe or The pipe is clogged. Unclog the pipe. Dispose of the
swale sediment off-site.
The pipe is cracked or Replace the pipe.
otherwise damaged.
Erosion is occurring in the Regrade the swale if necessary to
swale. smooth it over and provide erosion
control devices such as reinforced
turf matting or riprap to avoid
future problems with erosion.
The forebay Sediment has accumulated to Search for the source of the
a depth greater than the sediment and remedy the problem if
original design depth for possible. Remove the sediment and
sediment storage. dispose of it in a location where it
will not cause impacts to streams or
i1__ DT 4n
The sediment shall be cleaned out when it reaches 2-feet deep. The cieanoaut elevation
shall be marked in the field for reference.
I acknowledge and agree by my signature below that I am responsible for the performance of the
maintenance procedures listed above. I agree to notify DWQ of any problems with the system or prior to
any changes to the system or responsible party.
Project Name:
Print name and Title:
Address:
Phone:
Village Point Phase 1
Novant Health. Inc. - Mr. Nick Eller. Construction Manager
Signature: ..'
Date. Ord
Note: The legally responsible party should not be a homeowners association unless more than 50% of
the lots have been sold and a resident of the subdivision has been named the president.
a Notary Public for the State of
y County of - do hereby certify that
personally appeared before me this day of
and acknowledge the due execution of the forgoing temporary sediment
basin maintenance requirements. Witness my hand and official seal. e Y
MGM"
0
P ? C
9lA?= cou 00 ??
Permit Number:
(to be provided by JVIO)
Drainage Area Number:
BM P element: Potential rnlbllenna How Q will rernediate the problem.
The entire 1$MP Trash/debris is rresent. Remove the trash/debris.
The perimeter of the Areas of bare soil and/ or Regrade the soil if necessary to
basin erosive gullies have formed. remove the gully, and then plant a
ground cover and water until it is
established. Provide lime and a one-
time fertilizer application.
Vegetation is too short or too Maintain vegetation at a height of
long. approximately six inches.
BMP element- Potential problem- How I will remediate the problem-
The inlet device: pipe or The pipe is clogged. Unclog the pipe. Dispose of the
Swale sediment off-site.
The pipe is cracked or Replace the pipe.
otherwise damaged.
Erosion is occurring in the Regrade the Swale if necessary to
Swale. smooth it over and provide erosion
control devices such as reinforced
turf matting or riprap to avoid
future problems with erosion.
The forebay Sediment has accumulated to Search for the source of the
a depth greater than the sediment and remedy the problem if
original design depth for possible. Remove the sediment and
sediment storage. dispose of it in a location where it
will not cause impacts to streams or
the BMP.
Erosion has occurred. Provide additional erosion
protection such as reinforced turf
matting or riprap if needed to
prevent future erosion problems.
Weeds are present. Remove the weeds, preferably by
hand. If pesticide is used, wipe it on
the plants rather than spraying.
The amain treatment area Sediment has accumulated to Search for the source of the
a depth greater than the sediment and remedy the problem if
original design sediment possible. Remove the sediment and
storage depth. dispose of it in a location where it
i
CERTIFIED MAIL: 7010 2780 0001 X1221 5101
RETURN RECEIPT REQUESTED
Michael Brame
ECS Carolinas, LLP
4811 Kroger Boulevard
Greensboro, NC 27407
Re: Section 401 Water Quality Certification application
Dear Mr. Brame:
May 13, 2011
DWQ# 11-0359
Forsyth County
On April 13, 2011, the North Carolina Division of Mater Quality (Division) received a copy of your application for a 401
General Water Quality Certification to impact streams and wetlands for Village Point Drive in Clemmons, NC in Forsyth
County. Additional information is required in order that we may determine your project's compliance with 15A NCAC
2H.0500. The Division will require this information in order to process your application to impact protected wetlands
and/or streams on the subject property. Therefore, we will place this project on hold as incomplete until we receive this
additional information, and if we do not receive the additional information requested below, we will have to move toward
denial of your application as required by 15A NCAC 2H.0506. Please provide the following information so that we may
continue to review your project.
1. Please provide a Pre-Construction Notification Form that is either signed by the owner of the property, or provide
an "Agent Authorization Letter" delegating signature authority to you from the owner. A sample authorization
letter can be found on the USACE website.
2. For the proposed public linear transportation portions of this project (Harper Road, Village Point Lake Drive and
Village Point Drive), please provide a plan for treating the stormwater that complies with the NCDOT Stormwater
Best Management Practices Toolbox, available at
,ins .i/ ? r t::_ = This manual requires
that the roadway runoff be treated to the maximum extent practical.
3. For the driveway that provides access to Tract 6, please provide a stormwater management plan that provides a
minimum of 85% TSS removal. Please provide a BMP Supplement Form for each proposed best management
practice that will be used on the site (including both worksheets, Design Summary and Required Items Checklist),
as well as all of the required items. The BMP Supplement Forms are available on the DWQ web site at:

3 o3C -i;
ona.33 wC a o .' ' _ a: 3
_One
-N D, Lh
Village Point Drive
iDW09 111-0359
day 13, 2011
Page 2 oi'2
Please respond in writing within 30 calendar days of the date of this letter by sending a copy of this information to Sue
Homewood at the address on this letterhead, and a copy to Ian McMillan N. C. Division of Water Quality, W-Hands/401
Certification Unit, 1650 Mail Service Center, Raleigh, NC 27699-1650. If you will not be able to provide the requested
information within that timeframe, please provide written confirmation that you intend to provide the requested
information, and include a specific timetable delineating when the requested materials will be provided. If we do not hear
from you in 30 calendar days, we will assume that you no longer want to pursue this project and we will consider the
project as returned.
This letter only addresses the application review and does not authorize any impacts to wetlands, waters or protected
buffers. Please be aware that any impacts requested within your application are not authorized (at this time) by the
Division. If you have any questions, please contact me at 336-771-4964 or [e-mail].
Sincerely,

Sue Homewood
DWQ Winston-Salem Regional Office
cc: John Thomas, U. S. Army Corps of Engineers, Raleigh Regulatory ]Field Office (via email)
Nick Eller, Novant Health Inc (via email)
Judy Cherry, Village of Clemmons Stormwater Administrator (via email)
DWQ Winston-Salem Regional Office
D WQ Wetlands/401 Unit

„?ramp Lucas, Annette Panne€[e-mail]]
Sent. Ivaonday, July 25, 2011 1 'l -A 5 ANI
To: Kalway Howard; Homewood, Sue
ce. Neal Tucker
Subject: GCE: Village point

"
_ sa __ ,-lam _ _ 1; i
, ?.
_
?.l (.
ld, j'u,--as, PE
Environmental Engineer
idC?E11 %Y ?1ctial ds and Storm-wat°r Branch
1550 Mail Sew vice -enLcr, Raleigh, ETC 27099-1551-
512 1i. Salisbury St, Faleig?', NC 27604 1 9u1 door
phone: [phone] "Ec: [phone] 1 Email: ------ - ---
lol'e DrirltIrig this en, ail, UIeaS2 COPS1CleC your budget 3!? the Ci;`!li Ot?ii,Zil't.
sOt Before r
-mail cor aspoilde ice to aiZd From 'fills address may e sub;ect lZ2 ??Oi" iZ ai oll'tia PuJIiC °COi""CIS ?a4V a'i?d iT a ! be disclosed to
d;Zird parties.
From- Kelway Howard [mailto:[e-mail]]
Sent: Wednesday, July 20, 2011 11:03 AM
To- Homewood, Sue
Cc: Lucas, Annette; Neal Tucker
Subject: RE: Village Point

1
Fvz) m Honnewocd, Sae [rnailto:[e-mail]
Sent. Wednesday, July 20, 201-11 9:34 Avl
TDo Kelway iHcvvard
(Cco Lucas, Annette
Subject. RE: Village Point

'JI '11''x_ i ?_;ai!'i \•''
Nins on
1 . ./\. I3 36I I -L I,
this ad d raSS i" 1a`J' 7c 5 31 ^a ?n-h Carolina Public ?2C' be
ali COi'r?S'Ovn 2nC2 .f^ and I or n
diSCIOSed to mind panes.
From: Kelway Howard [mailto:[e-mail]]
Sent: Wednesday, July 20, 20118:02 AM
To: Homewood, Sue
Subject: Re: Village Point
Sue, Have you and Annette had a chance to talk? I am on vacation next week and would to give my guys direction before
I leave.
Kelway L Howard, PE
Project Manager
Stimmel Associates, PA
[From: Homewood, Sue <[e-mail]>
To: Kelway Howard
Sent: Thu Jul 14 13:48:312011
Subject: RE: Village Point

2
From. Kelway Howard [mailto:[e-mail]]
Sent. Thursday, July 14, 2011 1:48 PM
To. Homewood, Sue
Cc, Lucas, Annette
Subject- RE: Village Point
p'
f M,
+` al play L. Hove ard 111, PE
Stimmal Aasoc ates, P.-A.
v: 336.723.1067)(112 f: 336.723.1069
From. Homewood, Sue [mailto:[e-mail]]
Sent- Thursday, July 14, 2011 12:35 PM
To- Kelway Howard
Cc: Lucas, Annette
Subject., RE: Village Point
}:el?way,
1t?a?/° ilot (?1aC{ a Cl?a v?1 sorry. I 1 'I i "ti'?/ LJ Ca itil .?ii ?il.. ?•-e aSa, ? Sl i i." 'ida` '5 Cif vacation next i 1"if..8? O
lf?l'2 i?Ca, I_.. i: nce S-lek n. One CjUIC::
question, does all the drainage I "om the roam to i ran' 6 drain to this oui12_ and st'.dimeribasin, of is tiler e a Ci-s- in I lle
road some+fvhei-a sending some o the roadviay'oazk, towards tile roundabout? I'm sur2 Annette knows but you rflay
Can " er than I c3^n
save as some time if you [a!I :a fast r e?aCl her.
Thanks.
Sue Homewood
i<- DENR Wkilston-Salen-) Regional Once
Division oic Vlla"'?er Cl_al;-
535 \Naughtown Street
,rlliilston-Salad, `"i- 27107
!lone: (335; 771-- 954
X: ( 333) 771-` .530
F DL,
3 7a
From. Kelway Howard [mailto:[e-mail]]
Sent: Thursday, July 14, 2011 12:27 PM
To- Lucas, Annette
Cc: Homewood, Sue
Subject: RE: Village Point
3

From- Lucas, Annette [mailto:[e-mail]]
Se t: Wednesday, Juiy 06, 20119:27 PM
To. Kelway Howard
Cc. Homewood, Sue
Subject, RE: Village Point
Kelway,
Sue and I will discuss this and get hack to you, hopefully within the next few business days,
Thanks,
Annette
(From. Kelway Howard [[e-mail]]
Sent: Wednesday, July 06, 20114:15 PM
To: Lucas, Annette
Cc: Homewood, Sue
Subject: RE: Village Point
Q n 'r-? ,_ hnee ! Lo s2nfi i? to u. ??I?I ?i LLl r.r.a lie iv, 1?1f0
,L, ini0 ... - •.
,Aiii'le_L° i -a!^ Ii^'ya?e ?!";,d ivi on -n,? basin a!^_? sE„lo i"1
,
do not ;have a "irn.e ah e on Use :.`eveiopi-n;e-r', o. ; "a• _ S.
Kah,vay L. Ilivyvard .511, PE
Stum ma Associates, P.A.
v: 336.723.1067x112 f: 336.723.1069
From- Lucas, Annette [mailto:[e-mail]]
Sent: Tuesday, July 05, 201111:37 AM
To: Kelway Howard
Cc: Homewood, Sue
Subject: RE: Village Point
K'aIway,
i? r ;-)e s poi r re se and ti?ank `dol.,, oc sending a
So'. / ioi° t. s?or1)
a aid it Oi-eirn S i•_i 0? t?: Also o?/oU iia/ a long O&NI
11
Co':po!_, haves an '2SL tMa_? as to 'how ions i ''vvi
a?'"e°i';1e :C Ot? l! ke S° ili l°i L JaS0

(From: Kelway Howard [mailto:[e-mail]]
Sent: Thursday, June 30, 2011 10:46 AM
To: Lucas, Annette
Subject: FW: Village Point
4

i a
?%:
Prom: Clelway Howard
Sent: Thursday, June 23, 29113-31 PM
To. 'Lucas, Annette'; Homewood, Sue
Cc: MBrame
Subject. RE: Village Point
_ -
3:1 s
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±J .. ?I1 ?v. _ _. _ _. ..?_. ?. _
_ G J L;LI_i _ ?. !r?'_._ _i ?.
=^ji i
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a Dh. !'.' .? ?::' 01 i'a ":.,_ D_N..?.!? .sl -i.w
-K-bmay L, Hoiiijand 111, PE
fimmal Aasociates, P.A.
v: 336.723.1067x'112 1: 336.723.1069
From: Lucas, Annette [mailto:[e-mail]]
Sent: Tuesday, June 14, 20112:04 PM
To: Kelway Howard; Homewood, Sue
Cc: MBrame
Subject: RE: Village Point

Than 11 C you for the surnnna"y of our phone conve'.-cation.
Items 2-5 loo: fine.
Qi if'fi:t 1, I bV3s LV:JnG2rii; IT tii2 developer CoU{ consti'! IC-? a pQlI?ailOn i fi oval grass s`iUdl2 at the = L1isChar0 point
1,
r2f 2r2i^:c2 Chapter 14 of `lif'e SNIP Aida ual. i his does not provide a lull 95% T SS iCar1IOV31, bU'L NOUICi help to
aiieviate some of the pollution issues un tii the reimaincler o Ti act 5 is colnstructed.
Nease !:et me know what You I thin nk.
i lai"l?CS,
From- Kelway Howard [mailto:[e-mail]]
Sent- Monday, June 13, 2011 1:31 PM
To: Lucas, Annette; Homewood, Sue
Cc: MBrame
Subject: RE: Village Point

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age 7 ... . _ .a. .l .. Argo ._ _... :. =11h „. . ., zy.J_ .t_. : ., 13 1 _... .. _ ,
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proposed "Ohases.
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Please nCili{S? .Ii ? r?:? as ? ..
..O!SAU.. "de;.1r. if JO; ''1 •. ° /I,;., J_I._, a .1V?. on _,. pans no .... la-I tl .! ON ract rani2? .. and --i:e;`?'i it t
'r '?l? ?1,
inioi-rnation to you, for revie1,v. Thai-As
KaMa y L. Hvhvard 111, !P 'E
Shim reel Associates, P.A.
v: 336.723.1067x112 i':336.723.1069
From: Lucas, Annette [mailto:[e-mail]]
Sent: Thursday, June 02, 20119:57 AM
To: Homewood, Sue; Kelway Howard
Cc: MBrame
Subject: RE: Village Point
Ksinvay,
vvill'ive you a call later today.
.=Lire eUa
Ii xorn: Homewood, Sue
Sent: Wednesday, June 01, 2011309 PM
To, Kelway Howard; Lucas, Annette
Cc: MBrame
Subject: RE: Village Point
10 AbNay,
T?wa tee.^__ wore 00fror, ,\ .a _ ___a_'., ..-l'1_._=. 0v+ 0702 S:..u. SO SO ..a..
N you know exavdy 322 OF &I Pact 1"

6

From- Kelway Howard [mailto:[e-mail]]
Sent. Wednesday, June 01, 20113:37 PM
To, Homewood, Sue
U: MBrame
Su b?ec to Village Point
Sue, Thanks for the call, I was away from my desk and you were when I called back. I wanted to confirm what we plan
to submit to you as a response to your request for more information.
See comment #2 on your letter dated May 13, 2011. We are constructing a wet detention basin as a part of project to
treat Village Point Drive and Harper Road (the impervious being constructed as a part of this project) to the maximum
extent possible. The pond was designed in accordance with the RICDENR BMP manual and we are completing the
supplement forms and worksheets now. Clemmons has reviewed the BMP and we expect comments any day now. We
are not following the NCDOT linear guidelines because we are building standard BMP's within each lot to treat the
roadways and future developed lots as they are built-out. Can you confirm this is what you were looking for?
See comment #3 on your letter dated May 13, 2011. Michael Brame with ECS indicated that you had trouble following
the drainage areas on the SWM master plan. We will clean that up. Not sure if this was the basis of the comment you
made. I assume you couldn't tell how the "driveway" for tract 6 was being treated. We had planned for the "driveway"
into Tract 6 to be treated with a BMP constructed with the future development of Tract 6. We can place a bolder note
on the SWM master plan that makes this obvious for Tract 6. Will that be sufficient?
I will be out of the office for the remaining of the afternoon. Thanks.
Kalway L. Howard .115, PE
Project Manager
khoward(@stimmelpa. com
Stjmm eo Aasoc later, 'tom .A.
601 N. Trade St. Suite 200
Winston-Salem, i1C 27101
v: 336.723.1067 ext.112
t 336.723.1069
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,

Zane 7 Elementary School
Stormwater Management Plan
Project Number 80171
Revised February 5, 2010
Prepared By:
Davis-Martin-Powell and Associates
6415 Old Plank Road
High Point NC 27265
MI
\,J
40 C,
,rr???f71 f3/11111i1
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P<nc?. 1
Ic?nc 7 Srcrrrt??vatt.r Maaahenrc.nt Phan Revised F clrr LLIF 5,'M10
TABLE OF CONTENTS
Description Page
Narrative Report 3-6
Supporting Calculations 7-10
Attachments
Attachment No. 1 - Hydroflow Pre and Post Development Report
Attachment No. 2 -Soil Type Report from Natural Resource Conservation Service
Attachment No. 3 - Hydroflow Storm Water Report
Attachment No. 4 - NOAA Precipitation Frequency Data
Attachment No. 5 -- Stormwater Management Plan Sheets
SWMP-1--Pre-Development Drainage Map
SWMP-2 -Overall Grading, Drainage, Erosion Control and Post Development Drainage Plan
SWMP-3 - Stormwater Detention Plan
SWMP-4 -- Storm Sewer Drainage Area Delineation Map
SWMP-5-Stormwater 10% Study Area Delineation
Zone 7 Stormwater ivianagenient Plan - Revised Februdry 5, 2010 Page 2
Clemmons Elementary School
Stormwater Narrative
General
Clemmons Elementary School is located on Harper Road. The total Zone 7 school site is approximately
t6.52 acres. The property is currently undeveloped and is predominately wooded with some isolated
cleared areas on the property. Some single family hernes are located to the north and south of the
property. 'the elementary school site is part of a larger overall development plan that received
Clemmons Plannin=; Board and Council approval in the summei of 2009. As part of this project two new
streets will he constructed along, the northern and eastern boundary of the site. This Stornlwater study
inourles the areas of these two streets and includes these streets in the design of proposed stormwater
collection and treatment. Any future development outside of the areas of these two streets, as depicted
on the drainage baser; reaps included in the appendix of this report, will require developmen of fl!tLife
storm water treatment and collection) systems. A summary of the study area included as part of this
report is as follows:
School Site Overall Acreages 16.52 Acres
Overall Drainage Basin to Proposed Sto nlwater Ponce t 20.09 Acres -
School Site Area Draining to Proposed Stormwater Ponce i 14.19 Acres
E Offsite Areas Draining to Proposed Storniviater Pond 5.80 Acres
School Site Not Draining to Ponce E 2.23 Acres
Purose
The purpose of this study is determine the pre-development and post development runoff volumes for
the Zone 7 Elementary School Site The Village of Clenlmons requires the post cevelopment 2 year, 10
year and 25 year SCI) C)-'rlour '.town runoff peak flows f=tl))ain it m bait)'.+r pie-de olop€m,(It v'llues
Fill-th"'r the difference in rLlooff volufni- hz_t,veen tht? pro and post ?5 year stow)) water VO IWM_'S nIUSI.
he retamete on site and release(( at i control rate over a 2 to 5 day period
lice proposed wet detention pored is designed for -viater quantity and water gLlality. The pond is also
ovefsized for future built upon area. The exact amounts of additional capacity are defined on the
stornmater plans. The Pont! surface area ,vas oversized to meet a 90% reduction in Total SLrspended
Solids. This design criterion was selected since a 30 foot vegetated filter strip at the pond discharge is
not part of the BPNI system design.
Prnyect lnforrnation
Pmposed developim-fnt on tlw '-.k- nlons School site will coiisist of a rimltistory school hu'ddini,, tMith his(
IIOC3[' Coveral%(' of apl)!0'tlr)mI-1y 6P-1 }z.a 5th .vide aSSOClat('fl palk€nb fa( !lihes ?md driveways A I)Ortiml of
tll(' {i!??rpl{1t}r1l(311t rU_)(Iv:' y'lnd r,ltfw (P k, vM1 hL cUnsti w.t('.d ?i5 i)jf I. of Lhi'.1 project. I Ile post
SIoi Illl.al': { l i Inde;C'ri1:'!li I'i lie 11 'US('d l ('hrLlaf 5 ?f), :_['Itf Pas
development conditions its this study Wili i(IclUde future additional 6';il)ervi0us area of approximately 2 3
acres. A proposed built upon area tracking chart is included in tho storrnwater exhibit reaps.
Flydroflow software was used to determine pre and post development runoff conditions and to desif;n a
proposed storimvater wet pond.
The proposed stonwvater suet pond is designed in accordance with Section 10 of the State of North
Carolina BIVIP raMnual. In addition stormwater detention volcmae is provided for the difference in runoff
between the pre and post development runoff volume for a 25 year b hour storm.
All SCS Curve numbers are based on class C or O soils as follows. A copy of the soil survey for the prajer,t
area is inciuded in the appendix of this report.
PreDevelooment Conditions
The Drainage Area that drains to the proposed wet detention pond is 20.09 acres consisting of the
followinf; clevelooment densities:
Soil Type Acreage I Area ! IJyclrologic GraUl.) SCS Curve Number
Description
Siff 5.48 Undeveloped D i 80
OkD 4.93 Undeveloped
Jkt3 0.27 Paved Area C/o 98
JIM ! 0.07 ! Building ? C/t) 98
JIM 5.53 Undeveloped C/i7 ll -
SnaD (1.04 BLtiIding I i) 198
SmD o.ot Paved Area D 1 98
SraaD 1 66 Undeveloped D ! 80
Snic 0.07 Paved Area D 98
SmC 0.05 -- ; Building D 98
SmC 1.47 Undeveloped t) 80
CoA 0.46 Undeveloped M
I'OJAI. ARL A 20.09
Bascd on a weighted average the overail r_orraposite SCS cur ve numb; r is 78
Hydmflow H{/d graph I)rograra VMS lr';ed to model the pledevelopmerit runoff volumes. Jhe foik)vlt l;
dc''L> vjd!, used to determine the Im, development hydrogrlph:
I IMF Of: CONCENTRATION
Use 1,16") Method
SHE:E:7 [:LOW
FLOW LE NG I
1.0PI:
ftO M,I'NI 55 ("()I H lf:if_N I
t2. f3
0.1110 - L](_itI I UHtaLIMP,U. I
1(uw- 7 St:u €tu??atci ?I?rn.3i,s?iaa??ial I'I?t,a I;t ti?i?rri E {?lar€a;rE } _'.t,, :?l' I L1 ??, I
2-YEAR 214 HOUR STORM!
3-112 IfdCHCS
SHALLOW CONCENTRATED FLOW
FLOW LLNGTIi 264
SLOPE 9 1% I
SURFACC DESCRIPTION UNPAVED
CHANNEL f-10W
TRAPEZOIDAL CHANNEL WITH 2'801-TOM WIDTH SLOPE 5.6%, SIDE SLOPE 3:1, N=0,05, FLOW -41
CFS(20 AC X 3.42 IN/HP `t 0.6)
FLOW LENGTH 493
SLOPE 5.6Y,
SURFACE DESCRIPTION UNPAVED -
n - ROUGHNESS COEFFICIENT ! 0.05 -- NATURAL CHANNEL, EARTH WINDING
WETTED PERIMETER 9.9 FEET
CROSS-SECTIONAL AREA OF C.H!1NN11.
7.2 SQUARE FEET
LCULATED TIME OF CONCENTRATION PER ATTACHMENT - 3.11 MINUTES -- USE 5 MINUTES
HYDROLOGIC DATA
SC. S 6-110UR S 10RSVI DISTRIf3U 1101',) tHRLE )MINUTE 1IIIML INTERVAL
Hle Laic IIJ[ed pig' iIE'v,dopi_'li it(7?ni Val.f.,f fowv "'Ild 5Iolm b,%m1E'.f I(Inoffvolullles 4Ve rI, l:ilIculaced ds
follo?.;;s:
STORM EVEP•i-I' PEAK FLOW RUINO0 -F VOLUMI-
Year ].?. L8 r.fs 53,354 cclhlr feet
10 Yeaf 2656 cfs 108,921 c(II.)ic feet
. --..... .... 25 Yoar 3;.71 c:fs 1114,549 cubic feet
100 yr rr 50.93 cfs 204,064 CnL)l(: fret
Post,-. Development Conditions
IOSt D1-V'IL)j)111"11i 1"M)Off Colli: 0i1115ChviciE'Cl imo off"11t, mid onsJ", di,l l ge awC 3s:
.1 F
- - - -
7,nnr i ,`%till 11m,1WI tilt;{t?Iro till w111 1,1,111 l:hvisi?rl f r bru,lrti! ?(;. ,_'.Il I{1 1 .3??
0HSIT AREA
I Description Area SCS Curve NUrllber
j Pavements and Walks 1 2.68 98
Buildings - - ! 0.16 ' 98
tsiuv/ dVUvtlcu Areas - 2.90 //
1 Totol/Composite Curve No. 5.80 Acres
ONSITE AREA
Description Area SCS Curve Number
Gravel 0,13 90
Pavements and Walks : 4.24 98
Buildings ? 1.43 98
future Buildings j 2.3 98
Grass/Wooded Areas 6,19 ! 77
10tal%C017)p0site Curve No. 14.29 ; 89
On 'Site BLfllt Upon Area -= 9.1 Acres or 49% of the [6.51 Acre School Site
Off Site Built Upon Area - 2.8.4 Acres
Overall Guilt Upon Area within 20.09 Study Area - 8,11-1.84=10.94 Acres or 5d1% of the Pond Drainage Area
Proposed Stormwater [detention Device Will be Designed for 54% Built Upon Area
Summary of Pre and Post Runoff
Stol m i vent •. Pre Dev Post Uev Post 4Mth Pond/Stage
10.8 cfs 21 3 cfs 2.8/770.8
217 Js 37.2 cfs 9.Z/17 L0
- -
25 31..8 cfs 46.6 cfs 17 9/771.3
100 45.3 cfs 61 S cfs 11.5/771.7
lrc tr>p of tl?irn Will be 772.7 Auld mef_ts th(' rt;cluirenrni to have. i font of :lddition-ll hoc, hoard abovE=
tll I()0 /ear Illa;<iMLIM;later level.
SIORIM DRAINAGE CALCULATIONS
I IjdiYlfli;S!? tii{ll'lll'dd??tf'I piogralll Via" us''.d l0 SIZE'. 01e S'tofill ilr'wwf.;t' Ili'll?l'171It 1111 tllr' Loflf' / w1lnol sltc.
III 'il?)IIn ?iraiElS `AIE'li'. Cli'S1 11[ (l for .1 2°)-yoar S?ol'III cvcll[ _ Rcltioll<d Illl'lhm] kp);c 1-I t(1 ]I/e VIII 5101,11)
(,
lV4 111-1!"('1)1'llt 1111111 Reviscd [',(,h ual .- ?h, .r1o 10 I??l„?,
/r)ElE' / ?1i11 Ellll;it?'S'
drains. Time of concentration of 5 minutes was used for each inlet. Storm water output data and
hydr a iIic grade line profiles are incIu(Ied in Attachment No. 3.
ANALYSIS OF DOWNSTREAM ARE-AS -- 10% RULE
A wrap showing the delifwe aion of they watershed i)elow the schooi site to a point that exceeds 10:b of
the school watershed is irodudec.l. This point is located at a 7' x7 box culvert that passes under interstate
40. Lhe total drainage area at that paint is -1.92 acws. The analysis of potential adverse effects of the
increase in the 100 year storm following the development of the school was performed.
Total Drainage Area - 292 Acres
Peak flow time for th, 10% basin Aran k shi.?n1n on Page 40 in Attachment 1. This peak flow was
determined using the Kirpich method using the foilovm)(' input I cvmneters
Length of Travel =4S5$ t F.el
Slope=2..1%
100 Year Pre-Development Peak Flow = 11181..34 CTS
1.00 Year Pre-Development From School -- (15,1 r.fs
100 Year Post-Deveiopment From School - 4.1.5 cfs
l00 Year Post Development at 10°. Location - MIT() cfs
Since post development 100-year flow will he reduced following installation of this stommater pond
this development will have no adverse effects on the on the hox culvert under interstate 40.
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Attachment No. 1- Hydroflow Pre and Post Development Report
Hydraflow Table of Contents Storrnstudy.gpw
Hydraflow Hydrographs Extension for AutoCADO Civil 3D® 2009 by Autodesk, Inc. v6.066 Friday, Feb 5, 2010
Watershed Model Schematic ........................................................................... 1
Hydrograph Return Period Recap ................................................................... 2
1 - Year
Summary Report .............................................................................................................. 3
Hydrograph Reports ........................................................................................................ 4
Hydrograph No. 1, SCS Runoff, Pre-Development Conditions ...................................... 4
Precipitation Report ...................................................................................................
Hydrograph No. 2, SCS Runoff, Post Development Conditons ..................................... 6
Precipitation Report ...................................................................................................
Hydrograph No. 3, Reservoir, ROUTE THRU POND .................................................... 8
Pond Report - WET POND ..................................................................................... 9
Hydrograph No. 4, SCS Runoff, 10% Study Location .................................................. 12
2-Year
Summary Report ............................................................................................................ 13
Hydrograph Reports ...................................................................................................... 14
Hydrograph No. 1, SCS Runoff, Pre-Development Conditions .................................... 14
Precipitation Report ................................................................................................. 15
Hydrograph No. 2, SCS Runoff, Post Development Conditons .................................. 16
Precipitation Report ................................................................................................. 17
Hydrograph No. 3, Reservoir, ROUTE THRU POND .................................................. 18
Hydrograph No. 4, SCS Runoff, 10% Study Location .................................................. 19
10 - Year
Summary Report ............................................................................................................ 2Q
Hydrograph Reports ...................................................................................................... 21
Hydrograph No. 1, SCS Runoff, Pre-Development Conditions .................................... 21
Precipitation Report ................................................................................................. 22
Hydrograph No. 2, SCS Runoff, Post Development Conditons ................................... 23
Precipitation Report ................................................................................................. 24
Hydrograph No. 3, Reservoir, ROUTE THRU POND .................................................. 25
Hydrograph No. 4, SCS Runoff, 10% Study Location .................................................. 26
25 - Year
Summary Report ............................................................................................................ 27
Hydrograph Reports ...................................................................................................... 28
Hydrograph No. 1, SCS Runoff, Pre-Development Conditions .................................... 28
Precipitation Report ................................................................................................. 29
Hydrograph No. 2, SCS Runoff, Post Development Conditons ................................... 30
Precipitation Report ................................................................................................. 31
Hydrograph No. 3, Reservoir, ROUTE THRU POND .................................................. 32
Hydrograph No. 4, SCS Runoff, 10% Study Location .................................................. 33
100 - Year
Summary Report ............................................................................................................ 34
Contents continued...
5iormstudy.gpw
Hydrograph Reports ...................................................................................................... 35
Hydrograph No. 1, SCS Runoff, Pre-Development Conditions .................................... 35
Precipitation Report ................................................................................................. 36
Hydrograph No. 2, SCS Runoff, Post Development Conditons ................................... 37
3
Precipitation Report .................................................................................................
Hydrograph No. 3, Reservoir, ROUT= T H RU POND .................................................. 39
Hydrograph No. 4, SCS Runoff, 10% Study Location .................................................. 40
IDF Report ....................................................................................................... 41
1
Watershed Model S ch em Pytip. Hydrographs Extension for AutoCAD® Civil 300 2009 by Autodesk, Inc. v6.066
I - Pre-Development Conditions 2 - Post Development Conditons
CD
3 - ROUTE THRU POND
f
Legend
Hyd• Origin Description
1 SCS Runoff Pre-0eve€opmenl Conditions
2 SCS Runoff Post Development Conditons
3 Reservoir ROUTE T1IRU POND
a SCS Runoff 10''/, Study Location
Project: Stornistudy.gpW
h - 10% Study Location
CD
-- -? Friday, Feb 5, 2010
2
Hyd r®g ra p h Return Peri ®KydrtfZP?FPyJropraphs Extension for AutoCADO Civil 300 2009 by Autodesk, Inc. v6.066
_ j Friday, Feb 2010
? Pro j. files Storm stud w 1 Y, i,
3
HYd r®g rap m rY Rerlyd9floow Hydrographs Extension for AutOCAD® Civil 30® 2009 by Autodesk, Inc. v6.066
Starrnstudy.gpw i Return Period: 1 Year Friday, Feb 5, 2010
4
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 31DO 2009 by Autodesk, Inc. v6.066 Friday, Feb 5, 2010
Hyd. No. 1
Pre-Development Conditions
Hydrograph type = SCS Runoff Peak discharge = 6.746 cfs
Storm frequency = 1 yrs Time to peak = 150 min
Time interval = 3 min Hyd, volume = 31,877 cuft
Drainage area = 20.040 ac Curve number = 78'
Basin Slope = 0.0% Hydraulic length = 0 ft
Tc method = USER Time of conc. (Tc) = 5.00 min
Total precip. = 1.97 in Distribution = SCS 6-Hr
Storm duration = 6.00 hrs Shape factor = 484
Composite (Area1CN) = [(8.610 x 80) + (5.390 x 74} + (0.510 x 98) + (5.530 x 77)1 ! 20.040
Q (cfs)
7.00
6.00
5.00
4.00
3.00
2.00
1.00
0.00
0 60
Hyd No. 1
Pre-Development Conditions
Hyd. No. 1 -- 1 Year
Q (cfs)
7.00
6.00
5.00
4.00
3.00
2.00
1.00
0.00
420
Time (miff)
120 180 240 300 360
F i
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14
S
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3DO 2009 by Autodesk, Inc. v6.066
Hyd. No. 2
Post Development Conditons
Hydrograph type = SCS Runoff
Storm frequency = 1 yrs
Time interval
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
3 min
20.090 ac
0.0%
USER
1.97 in
6.00 hrs
` Composite (Area1CN) = [(14.290 x 89) } (5.800 x 87)1120-090
Q (cfs)
18.00
6
Friday, Feb 5, 2010
Peak discharge = 15.60 cfs
Time to peak = 14 min
Hyd. volume = 64,343 tuft
Curve number = 88"
Hydraulic length = 0 ft
Time of conc. (Tc) = 5.00 min
Distribution = SCS 6-Hr
Shape factor = 484
15.00
12.00
9.00
6.00
3.00
0.00
0 60 120 180 240 300 360
Hyd No. 2
Q (cfs)
18.00
15.00
12.00
9.00
6.00
3.00
0.00
420
Time (min)
Post Development Conditons
Hyd. No. 2 -- 1 Year

_
120
7

i
?Fm
® 1J:V?i
0,05
I
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Hydr®graph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D0 2009 by Autodesk, Inc-, v6.066
Hyd. No. 3
ROUTE THRU POND
Hydrograph type Reservoir
Storm frequency = 1 yrs
Time interval = 3 min
Inflow hyd. No. = 2 - Post Development Conditons
Reservoir name = WET POND
Storage Indication method used. Wet pond routing start elevation = 768.00 It.
Q (Cfs )
18.00
15.00
12.00
9.00
6.00
3.00
0.00
0
720 1440 2160 2880
Hyd No. 3 __. _.- - H yd No. 2
8
Friday, Feb 5, 2010
Peak discharge = 0.480 cfs
Time to peak = 360 min
Hyd. volume = 64,163 cuft
Max. Elevation = 770.37 ft
Max. Storage = 130,168 cuft
3600 4320 5040 5760 6480
11 I i 1 I Total storage used = 130,168 cult
a (cfs)
18.00
15.00
12.00
9.00
6.00
3.00
0.00
7200
Time (min)
ROUTE THRU POND
Hyd. No. 3 -- 1 Year
Pond Report 9
Hydraflow Hydrogral Extension for Aul Civil 300 2009 by Autodesk, Inc. v6.066 F=riday, Feb 5, 2010
Pond No. 1 - WET POND
Pond Data
Contours - User-defined contour areas. Average end area method used for volume calculation. 3egining Elevation = 762.00 ft
Stage I Storage Table
Stage (ft) Elevation (ft)
Contour area (sgft)
6,433
8,073
9,795
11,598
13,481
15,441
19,943
24,724
27,020
29,373
31,779
33,005
Incr. Storage (cuftl
Total storage (cult)
0.00 762.00
1.00 763.00
2.00 764.00
3.00 765.00
4.00 766.00
5.00 767.00
6.00 768.00
7.00 769.00
8.00 770.00
9.00 771.00
10.00 772.00
10.50 772-50
Culvert 1 Orifice Structures
0
7,253
8,934
10,697
12,540
14,461
17,692
22,334
25,872
28,197
30,576
16,196
0
7,253
16,187
26,884
39,423
53,884
71,576
93,910
119,782
147,978
178,554
194,750
[A1 [131 [C] [Pil
[Al [B] [C] [D]
Rise (in) = 24.00 3.50 Inactive Inactive Crest Len (ft) = 9.42 20-00 0.00 0.00
Span (in) = 24.00 3.50 0.00 0.00 Crest El. (ft) = 770.60 771.30 0.00 0-00
No. Barrels = 1 1 0 1 Weir Coeff. = 3.33 3.33 3.33 133
Invert El. (ft ) = 762.00 768.00 0.00 0.00 Weir Type = Riser Rect --- ---
Length (ft) = 105.00 0.00 0.00 0.00 Multi-Stage Yes No No No
Slope (%) = 1.45 0.00 0.00 nla
N-Value = .027 .013 .013 nla
Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.( rll = 0.000 (by Contour)
Multi-Stage = nla Yes No No TW Elev. (ft) = 0.00
Note: CuhierUOnfice outflows are analyzed under i nlet (ic) and outlet (oc} co ntrol- VVeLr riS°r 5 checked for orince conditions {ia) and submergence (s}.
Stage ! Storage J Dischar ge Table
Stage Storage Elevatio n Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total
ft tuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
0.00 0 762.00 0.00 0.00 --- 0.00 0.00 --- --- 0.000
0.10 725 762.10 0-00 0.00 --- 0-00 0.00 - --- --- --- 0.000
0.20 1,x151 762.20 0.00 0.00 --- --- 0.00 0.00 --- --- --- --- 0.000
0.30 2,176 762.30 0.00 0.00 --- --- 0.00 0.00 --- - --- --- 0.000
0.40 2,901 762.40 0.00 0.00 ---
0.00
0.00
--
--- --- --- 0.000
0.50 3,627 762.50 0.00 0-00 --- --- 0.00 0.00 --- --- - --- 0.000
0.60 4.352 762.60 0.00 0.00 0.00 0.00 --- --- --- --- 0.000
0.70 5.077 762.70 0.00 0.00 --- --- 0.00 0.00 --- --- 0.000
0.80 5,802 762.80 0.00 0.00 --- --- 0.00 0-00 --- --- --- --- 0.000
0.90 6,528 762.90 0.00 0.00 --- --- 0.00 0.00 --- 0.000
1,00 7,253 763.00 0.00 0.00 --- --- 0.00 0.00 --- --- --- 0.000
1.10 8.146 763.10 0.00 0.00 --- --- 0.00 0.00 --- --- --- 0.000
1.20 9.040 763.20 0-00 0.00 --- 0.00 0.00 --- --- --- 0.000
1.30 9,933 763.30 0-00 0.00 --- 0.00 0,00 --- --- --- --- 0.000
1.40 10,827 763.40 0.00 0.00 0.00 0.00 --- 0,000
1.50 1 1,720 763-50 0,00 0,00 --- 0.00 0.00 --- --- --- --- 0,000
1.60 12,613 763.60 0.00 0.00 --- --- 0.00 0.00 --- --- --- --- 0.000
1.70 13,507 763.70 0.00 0.00
-- 0.00
0.00
---
--- --- --. 0.000
1.80 14.400 763.80 0.00 0.00 --- --- 0-00 OAO
---
- 0.000
1.90 15,294 763.90 0.00 0.00 --- --- 0-00 D_00 --- --- --- --- 0.000
2.00 16.187 764.00 0.00 0.00 .-- 0.00 0.00 --- --- 0.000
2.10 17,257 764.10 0.00 0.00 -- --- 0.00 0,00 --- --- 0.000
2.20 18,326 764.20 0-00 0.00 ---
-- 0.00
0,00
---
--- --- 0-000
2-30 19.396 764.30 0.00 0.00 --- --- 0.00 0.00 --- --- --- 0.000
2.40 20.,166 764,40 000 0,00
0.00
0.00
---
--- 0000
'?-50 21.535 764,50 0.00 0 00 --- 0.00 0.00 --- --- 0.000
2.60 22,605 764,60 0.00 0.00 --- 0,00 0.00 0000
2.70 ?:1.675 764.70 0.00
---
0.00 0,00 0.00
---
--- ---
0 000
2.80 2 1, 74 1 764.80 0-00 0.00 0.00 0.00 0.000
2 90 25.81-1 764.90 0.00 0.00 - 0-00 }-00 --- 0.000
Coolrnues on fiext pago,
Weir Structures
10
WET POND
Stage I S torage I Discharge Table
Stage Storage Elevation Clv A Civ B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total
Ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
100 26,884 765.00 0.00 0.00 --- --- 0.00 0.00 --- --- 0.000
3.10 28,137 765.10 0.40 0.00 --- --- 0.00 0.00 --- --- --- --- 0.000
3.20 29,391 765.20 0.00 0.00 --- --- 0.00 0.00 --- --- 0.000
3.30 30,645 765.30 0.00 0.00 0.00 9.00 --- --- --- 0.000
3.40 31.899 765.40 0.00 0.09 0.00 0.00 --- --- --- --- 0.000
3.50 33,153 765.50 0.00 0.00 --- --- 0.00 0.00 --- --- --- 0.000
3-60 34,407 765.60 0.00 0.00 --- --- 0.00 0.00 --- --- --- 0.000
170 35,661 765.70 0.00 0.00 --- --- 0.00 0.00 --- --- --- 0.000
3.80 36,915 765.80 0.00 0.00 --- --- 0.00 0.00 0.000
3.90 38,169 765.90 0.00 0.00 --- --- 0.00 0.00 --- --- --- --- 0.000
4.00 39,423 766.00 0.00 0.00 --- 0.00 0.00 --- --- --- 0.000
4.10 40,869 766.10 0.00 0.00 0.00 0.00 --- --- --- 0.000
4.20 42,315 766.20 0.00 0.00 --- --- 0.00 0.00 --- 0.000
4.30 43,761 766.30 0.00 0.00 --- --- 0.00 0.00 --- 0.000
4.40 45,207 766.40 0.00 0.00 --- --- 0.00 0.00 --- --- --- 0.000
4.50 46,654 766.50 0.00 0.00 --- --- 0.00 0.00 --- --- 0.000
4.60 48,100 766.60 0.00 0.00 --- --- 0.00 0.00 --- --- --- 0.000
4.70 49,546 766.70 0.00 0.00 --- --- 0.00 0.00 --- --- --- --- 0.000
4.80 50,992 766.80 0.00 0,00 --- --- 0.00 0.00 --- --- --- 0.000
4.90 52,438 766.90 0.00 0.00 --- --- 0.00 0.00 --- 0.000
5.00 53,884 767.00 0.00 0.00 --- --- 0.00 0.00 --- --- --- --- 0.000
5.i0 55,653 767.10 0.00 0.00 --- --- 0.00 0.00 --- --- --- --- 0-000
5.20 57,422 767.20 0.00 0.00 --- --- 0.00 0.00 --- --- --- --- 0.000
5.30 59,192 767.30 0.00 0.00 --- --- 0.00 0.00 --- --- --- --- 0.000
5.40 60,961 767.40 0.00 0.00 --- --- 0.00 0.00 --- --- --- --- 0.000
5.50 62,730 767.50 0.00 0.00 --- --- 0.00 0.00 --- --- --- --- 0.000
5.60 64,499 767.60 0.00 0.00 ---
--
0.00
0.00 ---
--- --- ---
0.000
5.70 66,268 767.70 0.00 0.00 --- --- 0.00 0.00 --- --- --- 0.000
5.80 68,038 767.80 0.00 0.00 --- --- 0.00 0.00 --- --- 0.000
5.90 69,807 767.90 0.00 0.00 --- --- 0.00 0.00 --- 0.000
6.00 71,576 768.00 0.00 0.00 --- --- 0.00 0.00 --- --- --- --- 0.000
610 73,809 76810 0.02 oc M2 is 0-00 0.00 --- --- --- --- 0-022
6.20 76.043 768.20 0.08 is 0.08 is --- --- 0.00 0.00 --- --- --- 0.075
6.30 78,276 768.30 0.13 is 0.13 is --- --- 0.00 0.00 0.126
6.40 80,509 768.40 0.16 1s 0.16 is --- --- 0.00 0.00 --- --- --- 0.162
6.50 82,743 768.50 0.20 is 0.19 is --- --- 0.00 0.00 --- --- --- --- 0.191
6.60 84,976 768.60 0.22 is 0.22 is --- --- 0.00 0.00 --- 0.217
6.70 87,209 768.70 0.24 is 0.24 is --- --- 0.00 0.00 --- --- --- --- 0.239
6.80 89,443 768.80 0.27 is 0.26 is 0.00 0.00 --- 0.260
6.90 91,676 768.90 0.29 is 0.28 is --- 0.00 0.00 --- --- --- 0.279
7.00 93,910 769.00 0.30 is 0.30 is --- --- 0.00 0.00 --- --- --- --- 0.297
7.10 96,497 769.10 0.32 is 0.31 is --- --- 0.00 0.00 --- --- --- --- 0.314
7.20 99,084 769.20 0.35 is 033 is --- --- 0.00 0.00 --- --- --- --- 0.330
7.30 101,671 769.30 0.35 is 0.35 is --- --- 0.00 0.00 --- --- --- --- 0.346
7.40 104,258 769.40 0.38 is 0.36 is --- --- 0.00 0.00 --- --- --- --- 0.360
7.50 106,846 769.50 0.38 is 0.37 is 0.00 0.00 --- 0.374
7.60 109,433 769.60 0.41 is 0.39 is --- --- 0.00 0.00 --- --- 0.388
7.70 112,020 76910 0.41 is 0.40 is --- 0.00 0.00 --- --- --- 0.401
7.80 114,607 769.80 0.41 is 0.41 is 0.00 0.00 --- --- --- --- 0-414
7.90 117.194 769.90 0.44 is 0.43 is --- --- 0-00 0.00 --- --- --- --- 0.426
8.00 119,782 770.00 0-44 is 0.44 is --- --- 0.00 0.00 --- --- --- --- 0.438
8-10 122,601 770.10 0.45 is 0.45;G --- --- 0.00 0.09 0-450
8.20 125,421 770.20 0.48 is 0.46 is 0.00 0.00 --- --- --- --- 0.461
8.30 128,240 770.30 0.48 is 0.47 is --- --- 0.00 0.00 --- --- --- --- 0.472
8.40 131,060 770.40 0.48 is 0.48 is --- --- 0.00 0.00 --- --- --- --- 0,483
8.50 133,880 770.50 0.52 is 0.49 is 0.00 0.00 --- --- 0.494
8,60 136,699 770.60 0.52 lc 0.50 is --- --- 0.00 0,00 --- --- --- 0.504
8,70 139,519 770.70 1-50 is 0.51 is --- 0.99
__-
0.00
---
1.504
8.80 142.339 770.80 3.39 is 0.52 is --- --- 2.80 0.00 --- --- --- 3.326
8.90 145,158 770.90 5.76 is 0.53 is --- --- 5.15 0.00 --- --- --- 5-683
9.00 147,978 771.00 8.48 is 0.54 is --- --- 7.94 0.00 --- --- --- 8.480
9.10 151,036 771.10 11.66 oc 0.55 is 11.09 0.00 --- --- --- --- 11.64

9.20
154,093
771.20
15-14 oc
0.56 is ---
14 58
-
0.00 ---
--- -- ---
15.14
9.30 157.151 771.30 18.94 oc 0.57 is -- 18.37 0.00 --- 18.94
9.40 160,208 771.40 23.00 oc 0.56 is --- 22-44 2-10 --- --- --- 25.11
9.50 163.266 771-50 27.04 oc 0.30 is -- --- 26.74 s 5.95 --- --- --- 32.99
9.60 166,324 771.60 27.72 oc 0,24 is --- 27,48 s 10 94 --- --- --- 38.66
9.70 169.381 771-70 28.11 oc 0.21 is 27.90 s 16.84 --- --- --- 44-95
9.80 172,439 7%1.80 28.42 ac 0.18 is 2823 s 23-53 -- --- --- 95
9.90 175,496 77190 28.68 oc 0.1'6 28.51 s 30.94 59 61
10.00 178,554 !72,00 28-91 oc 0.15 it 28 76 s "19 01 --- 67.91
C01WIlw?s on ne xt page.
11
WET POND
Stage / Storage 1 Discharge Table
Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B
ft curt ft cfs cfs cfs Cfs cfs cfs
10.05 180,174 772.05 29.02 oc 0.14 is --- 28.87s 43.26
10.10 181,793 77210 29.12 oc 0.13 is 28.98s 47.65
10.15 183,413 772.15 29.22 oc 0.13 is --- --- 29.08 s 52.20
10.20 185,032 772.20 29.32 oc 0.12 is --- --- 29.19s 56.87
10.25 186:652 772.25 29.41 oc 0.12 is --- --- 29.28s 61.66
10.30 188,272 772.30 29.50 oc 0.11 is --- --- 29.39s 66.59
10-35 189,891 772.35 29.59 oc 011 is --- --- 29.48s 71.65
10.40 191,511 772.40 29.68 oc 0.10 is --- --- 29.57s 76.83
10.45 193,130 772.45 29.77 oc 0.10 is --- --- 29.66 s 82,12
10.50 194,750 772.50 29.85 oc 0.10 is --- --- 29.75 s 87.55
End
Wr C Wr D Extil User Total
cfs cfs cfs Cfs cfs
-- --- --- 7227
--- --- --- 76.77
-- --- 81.41
-- --- --- 86.18
- --- --- --- 91.06
-- --- --- 96.09
- --- --- --- 101.24
-- --- --- 106.50
111.89
--- 117.39
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D® 2009 by Aulodesk, Inc. v6.066
Hyd. No. 4
10% Study Location
Hydrograph type = SCS Runoff
Storm frequency = 1 yrs.
Time interval
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
Q (cfs)
320.00
280.00
240.00
200.00
160.00
120.00
80.00
40.00
0.00
0
2 min
292.000 ac
2.1 %
KIRPICH
2.81 in
24 hrs
10% Study Location
Hyd. No. 4 -- 1 Year
a (cfs)
320.00
280.00
240.00
200.00
160.00
120.00
80.00
40.00
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 4
12
Friday, Feb 5, 2010
Peak discharge = 298.31 cfs
Time to peak = 728 min
Hyd. volume = 1,074,127 cuft
Curve number = 78
Hydraulic length = 4558 ft
Time of conc. (Tc) = 22.66 min
Distribution = Type 11
Shape factor = 484
V ? Y n I R? _ ., 1 ?9 M Y

I V'1. - - E'?I1
77}.77
i ,
Hydrograph Report
14
Hydraflow Hydrographs Extension for AutoCADp Civil 3D® 2009 by Aulodesk, Inc. v6.066 Friday, Feb 5, 2010
Hyd. No. 1
Pre-Development Conditions
Hydrograph type = SCS Runoff Peak discharge = 10.83 cfs
Storm frequency = 2 yrs Time to peak = 147 min
Time interval = 3 min Hyd. volume = 48,504 cuft
Drainage area = 20.040 ac Curve number = 78*
Basin Slope = 0.0% Hydraulic length = 0 ft
Tc method = USER Time of conc. (Tc) = 5.00 min
Total precip. = 2.38 in Distribution = SCS 6-Hr
Storm duration = 6.00 hrs Shape factor = 484
' Composite (AreaICN) = [(8.610 x 80) + (5.390 x 74) + (0.510 x 98) + (5.530 x 77)1 1 20.040
Q (cfs)
12.00
10.00
8.00
6.00
4.00
2.00
0.00
0 60 120 180 240 300 360
Hyd No 1
Q (cfs)
12.00
10.00
8.00
6.00
4.00
2.00
0 00
420
Time (min)
Pre-Development Conditions
Hyd. No. 1 -- 2 Year
? ' ,?, CllilE; li'
0.10
i I?IIIT
'... r
N '
2f1 Qn
^I?
I
v:
15
G:iv
7 '1>;
u .U4
OM
ft Ol
i
16
Hydrograph Report
Hydraflow Flydrographs Fxtension for AutoCADO Civil 31DO 2009 by Autodesk, lnc. v6-066 Friday, Feb 5, 2010
Hyd. No. 2
Post Development Conditons
Hydrograph type = SCS Runoff Peak discharge = 21.34 cfs
Storm frequency = 2 yrs Time to peak = 147 min
Time interval = 3 min Hyd. volume = 87,469 tuft
Drainage area = 20.090 ac Curve number = 88*
Basin Slope = 0.0% Hydraulic length = 0 ft
Tc method = USER Time of conc. (Tc) = 5.00 min
Total precip. = 2.38 in Distribution = SCS 6-Hr
Storm duration = 6.00 hrs Shape factor = 484
Composite (Area1CN) _ [(14.290 x 89) +- (5.800 x 87)1/ 20.090
Q (Cf5)
24.00
20.00
16.00
12.00
8.00
4.00
0.00
0 60
Hyd No. 2
120 180 240 300 360
Q (Cfs)
24.00
20.00
16.00
12.00
8.00
4.00
0.00
420
Time (min)
Post Development Conditons
Hyd. No. 2 -- 2 Year
7

b??r ?.?.??..
- - - ----- --- - -----

i
i ,
.. ®.._ _......
l
s
- - -----------
G.u

?.j
O04
0.03
0
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 30® 2009 by Autodesk, Inc. v6.066
Hyd. No. 3
ROUTE THRU POND
Hydrograph type = Reservoir
Storm frequency = 2 yrs
Time interval = 3 min
Inflow hyd. No. = 2 - Post Development Conditons
Reservoir name = WET POND
Peak discharge
Time to peak
Hyd. volume
Max. Elevation
Max. Storage
18
Friday, Feb 5, 2010
= 2.750 cfs
= 336 min
= 87,256 cuft
= 770.77 ft
= 141,447 cuft
Storage Indication method used. Wet pond routing start elevation = 768.00 It.
Q (cfs)
24.00
20.00
16.00
12.00
8.00
4.00
0.00
0
Q (cfs)
24.00
20.00
16.00
12.00
8.00
4.00
0.00
360 720 1080 1440 1800 2160 2520 2880 3240 3600 3960 4320 4680
Time (mw)
Hyd No. 3 -- Hyd No. 2 ! Total storage used = 141,447 cuft
ROUTE THRU POND
Hyd. No. 3 -- 2 Year
Hydr ograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 300 2009 by Autodesk, Inc. v6.066
Hyd. No. 4
10% Study Location
Hydrograph type = SCS Runoff
Storm frequency = 2 yrs
Time interval
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
Q (cfs)
480.00
420.00
360.00
300.00
240.00
180.00
120.00
60.00
0 00
0
2 min
292.000 ac
2.1 %
KIRPICH
3.39 in
24 hrs
10% Study Location
Hyd. No. 4 -- 2 Year
19
Friday, Feb 5, 2010
Peak discharge = 432.77 cfs
Time to peak =
Hyd. volume -
Curve number =
Hydraulic length =
Time of conc. (Tc)
Distribution =
Shape factor =
728 min
1,525,867 cuft
78
4558 ft
22.66 min
Type II
484
Q (cfs)
480.00
420.00
360.00
300.00
240.00
180.00
120.00
60.00
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 4
0
21
Hydr®graph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D0 2009 by Autodesk, Inc. V6.066 Friday, Feb 5, 2010
Hyd. No. 1
Pre-Development Conditions
Hydrograph type = SCS Runoff Peak discharge = 23.70 cfs
Storm frequency = 10 yrs Time to peak = 147 min
Time interval = 3 min Hyd. volume = 99,019 cuft
Drainage area = 20.040 ac Curve number = 78*
Basin Slope = 0.0% Hydraulic length = 0 ft
Tc method = USER Time of conc. (Tc) = 5.00 min
Total precip. = 3.44 in Distribution = SCS 6-Hr
Storm duration = 6.00 hrs Shape factor = 484
,Composite (Area1CN) = ((8.610 x 80) + (5.390 x 74) + (0.510 x98) + (5.530 x 77)1 1 20.040
Q (cfs)
24.00
20.00
16.00
12.00
8.00
4.00
0.00
0 60 120 180 240 300 360
Hyd No 1
Q (cfs)
24.00
20.00
16.00
12.00
8.00
4.00
0.00
42.0
Time (??iin)
Pre-Development Conditions
Hyd. No. 1 -- 10 Year
Precipitation Report
Hydraflow Hydrographs Extension for AutoGADO Civil 3D® 2009 by Autodesk, Inc. X6.066
Hyd. No. 9
Pre-Development Conditions
Storm Frequency = 10 yrs. Time interval
Total precip. - 3.4400 in Distribution
Storm duration = 6.00 hrs
Precip (in)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0.00 jr- LL:
0 30 60 90
SCS 6-Hr Design Storm
22
Friday, Feb 5. 2010
= 3 min
= SCS 6-Hr
Precip (in)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0.00
120 150 180 210 240 270 300 330 360
Time (min)
Incremental Rainfall Precipitation
Hyd. No. 1 : Pre-Development Conditions - 10 Year
Hydrograph Report
Hydraflow Hydrographs Extension for AutoGADO Civil 3D'J 2009 by Autodesk. Inc. v6.066
Hyd. No. 2
Post Development Conditons
Hydrograph type = SCS Runoff
Storm frequency = 10 yrs
Time interval
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
3 min
20.090 ac
0.0%
USER
3.44 in
6.00 hrs
Composite (Area1CN) _ ((14.290 x 89) + (5.800 x 87)j/ 20.090
Q (cfs)
40.00
30.00
20.00
10.00
0.00
0
Hyd No. ?_
60 120
180 240
23
Friday, Feb 5, 2010
Peak discharge = 37.21 cfs
Time to peak = 144 min
Hyd. volume = 151,371 cult
Curve number = 88*
Hydraulic length = 0 ft
Time of conc. (Tc) = 5.00 min
Distribution = SCS 6-Hr
Shape factor = 484
300 360
Q (cfs)
40.00
30.00
20.00
10.00
0.00
420
Time (min)
Post Development Conditons
Hyd. No. 2 -- 10 Year
Precipitation Report
Hydraflow Hydrographs Extension for AutoCADO Civil 31D0 2009 by Autodesk, Inc. v6.066
Wyd. No. 2
Post Development Conditons
Storm Frequency = 10 yrs Time interval
Total precip. = 3.4400 in Distribution
Storm duration = 6.00 hrs
Precip (in)
0.50
0.45
0.40
0.35
0.30
0.25
020
0.15
0 10
0.05
0.00
0
24
Friday, Feb 5, 2010
= 3 min
= SCS 0-Hr
Incremental Rainfall Precipitation
Hyd. No. 2 : Post Development Conditons - 10 Year Precip (in)
30 60 90
:ACS 6-Hr Design Storm
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0.00
120 150 180 210 240 270 300 330 360
! Ime (min)
Hydrograph Report
25
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2009 by Autodesk, Inc. v6.066 Friday. Feb 5, 2010
Hyd. No. 3
ROUTE THRU POND
Hydrograph type = Reservoir Peak discharge = 9.195 cfs
Storm frequency = 10 yrs Time to peak = i86 min
Time interval = 3 min Hyd. volume = 151,156 cuft
Inflow hyd. No. = 2 - Post Development Conditons Max. Elevation = 771.02 ft
Reservoir name = WET POND Max. Storage = 148,669 cuft
Storage Indication method used. Wet pond routing start elevation = 768.00 ft.
0 (cfs)
40.00
30.00
20.00
10.00
o.a0
0
360 720 1080 1440 1800 2160 2520 2880 3240 3600
Hyd No. 3 3---5 Hyd No. 2 ; I ; Total storage used = 148,669 tuft
Q (cfs )
40.00
30.00
20.00
10.00
0.00
3960
Time (min)
ROUTE THRU POND
Hyd. No. 3 -- 10 Year
26
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Cwil 3D0 2009 by Aulodesk, Inc. X6.066
Hyd. No. 4
10% Study Location
Hydrograph type = SCS Runoff
Storm frequency = 10 yrs
Time interval
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
Q (cfs)
826.00
708.00
590.00
472.00
354.00
236.00
118.00
0.00
0
2 min
292.000 ac
2.1 %
KIRPICH
4.91 in
24 hrs
10% Study Location
Hyd. No. 4 -- 10 Year
Friday, Feb 5, 2010
Peak discharge = 822.31 cfs
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
726 min
2,843,372 cuft
78
4558 ft
22.66 min
Type II
484
Q (cfs)
826.00
708.00
590.00
472.00
354.00
236.00
118.00
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (ruin)
I?Ivri No. 4
7
28
Hydrograph Report
Hydraflow Hydrographs Extension for AuWCAD® Civil 3D0 2009 by Autodesk, Inc. v6.066 Friday, Feb 5, 2010
Hyd. No. 1
Pre-Development Conditions
Hydrograph type = SCS Runoff Peak discharge = 31.84 cfs
Storm frequency = 25 yrs Time to peak = 147 mini
Time interval = 3 min Hyd. volume = 131,408 tuft
Drainage area = 20.040 ac Curve number = 78*
Basin Slope = 0.0% Hydraulic length = 0 ft
Tc method = USER Time of conc. (Tc) = 5.00 min
Total precip. = 4.05 in Distribution = SCS 6-Hr
Storm duration = 6.00 hrs Shape factor = 484
' Composite (Area/CN) = [(8.610 x SO) + (5.390 x 74) + (0.510 x 98) + (5.530 x 77)[1 20.040
0 (Cfs)
35.00
30.00
25.00
20.00
15.00
10.00
5.00
0.00
0
Pre-Development Conditions
Hyd. No. 1 -- 25 Year
0 (cfs)
35.00
30.00
25.00
20.00
15.00
10.00
5.00
0.00
420
Time (rain)
60 120 180 240 300 360
Hyd No. 1
Precipitation Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D® 2009 by Autodesk, Inc. v6.066
Hyd. No. 1
Pre-Development Conditions
Storm Frequency = 25 yrs Time interval
Total precip. = 4.0500 in Distribution
Storm duration = 6.00 hrs
Precip (in)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0.00
0 30 60 90
SCS 64Ir Design Storm
29
Friday, Feb 5, 2010
= 3 min
= SCS 6-Hr
Precip (in)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0.00
120 150 180 210 240 270 300 330 360
Time (min)
Incremental Rainfall Precipitation
Hyd. No_ 1 : Pre-Development Conditions - 25 Year
30
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil Me 2009 by Autodesk, Inc. V6.066
Hyd. No. 2
Post Development Conditons
Hydrograph type = SCS Runoff
Storm frequency = 25 yrs
Time interval
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
3 min
20.090 ac
0.0%
USER
4.05 in
6.00 hrs
Composite (Area1CN) = [(14.290 x 89) + (5.800 x 87)1 / 20.090
Q (cfs)
50.00
40.00
30.00
20.00
10.00
0.00
0
60 120 180 240
Hyd No. 2
Friday, Feb 5, 2010
Peak discharge = 46.62 cfs
Time to peak = 144 min
Hyd. volume - 189,746 cuft
Curve number = 88*
Hydraulic length = 0 ft
Time of conc. (Tc) = 5.00 min
Distribution = SCS 6-Hr
Shape factor = 484
300 360
Q (cfs)
50.00
40.00
30.00
20.00
10.00
0.00
420
Time (min)
Post Development Conditons
Hyd. No. 2 -- 25 Year
31
Precipitation Report
Hydraflow Hydrographs Extension for AutoCAO® Civil 3D0 2009 by Autodesk, Inc, v6.066 Friday, Feb 5, 2010
Hyd. No. 2
Post Development Conditons
Storm Frequency = 25 yrs. Time interval = 3 min
Total precip. = 4.0500 in Distribution = SCS 6-Hr
Storm duration = 6.00 hrs
Preeip (in)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0.00
0
incremental Rainfall Precipitation
Precip (in)
Hyd. No. 2 : Post Development Conditons - 25 Year
30 60 90
SCS 6-1 Ir Design Storm
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0.00
120 150 180 210 240 270 300 330 360
Time (min)

t ? y
?ri7(?II f?
(I if! ;4'?, i?'?ti .•'?t). - '' - :fit :i ?). ?,:',i(1f71 :_'i;l _ .`.fl:., :11` I.i_i?_, i i:.,`1?.`,I`..`fl - ! r .. ? i?.
?, Vt'i - -1 i111t; V.,VF f ?ky1;
30.00
Q i.
yd No..

Hydr®g raph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D(9 2009 by Aulodesk, Inc. v6.066
Hyd. No. 4
10% Study Location
Hydrograph type = SCS Runoff
Storm frequency = 25 yrs
Time interval = 2 min
Drainage area = 292.000 ac
Basin Slope = 2.1 %
Tic method = KIRPICH
Total precip. = 5.83 in
Storm duration = 24 hrs
Q (cfs)
1078.00
924.00
770.00
616.00
462.00
308.00
154.00
0.00
0
10% Study Location
Hyd. No. 4 -- 25 Year
33
Friday, Feb 5, 2010
Peak discharge = 1071.55 cfs
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
726 min
3,699,689 cuft
78
4558 ft
22.66 min
Type 11
484
Q (cfs)
1078.00
924.00
770.00
616.00
462.00
308.00
154.00
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 4

gg
y 1 3,r.(i k n ;i;, t H. n, ".i..:x1 .i cif',3 h.
.vk-- i'y':;•P lip:v it ?:.'f `J,v. il??.3. :.?1 f(:: r: i?,.?{?ti`. ;, le_A..tl..i`a?<7_' U <t h?fl?;Flil fl

i I

I
2
I <GEa '? i
_
Hydrograph Report
Hydraftow Hydrographs Extension for AutoCAD RO Civil 3D® 2009 by Autodesk, Inc. v6.066
Hyd. No. 1
Pre-Development Conditions
Hydrograph type = SCS Runoff
Storm frequency = 100 yrs
Time interval
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
3 min
20.040 ac
0.0%
USER
5.01 in
6.00 hrs
35
Friday, Feb 5, 2010
Peak discharge = 45.26 cfs
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
147 min
185,510 cuft
78*
0 ft
5.00 min
SCS 6-Hr
484
Composite (Area/CN) = [($.610 x 80) + (5.390 x 74) + (0.510 x 98) + (5.530 x 77)] 1 20.040
Q (cfs)
50.00
40.00
30.00
20.00
10.00
0.00
0
60 120 180 240 300 360
Hyd No. 1
Q (cfs)
50.00
40.00
30.00
20.00
10.00
0.00
420
Time (rein)
Pre-Development Conditions
Hyd. No. 1 -- 100 Year

r?}..i"I'1 ? _l_i(I?(?? ?'_;L) ?f:"? I!'•1t' li t?1'?.?t? 111;1
1
3
10
I
I.
10 Z,.+ [ '
1
?f01_; _,,, ..1iil? ?a?:>Ei"@f•?I? s?;?'is:{x)11+:iL??)f?
37
Hydr®graph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 31D0 2009 by Autodesk, Inc. v6.066 Friday, Feb 5, 2010
Hyd. No. 2
Post Development Conditons
Hydrograph type = SCS Runoff Peak discharge = 61.51 cfs
Storm frequency = 100 yrs Time to peak = 144 min
Time interval = 3 min Hyd. volume = 251,489 cuft
Drainage area = 20.090 ac Curve number = 88*
Basin Slope = 0.0% Hydraulic length = 0 ft
Tc method = USER Time of conc. (Tc) = 5.00 min
Total precip. = 5.01 in Distribution = SCS 6-Hr
Storm duration = 6.00 hrs Shape factor = 484
' Composite (Area1CN) _ [(14.290 x 89) + (5.800 x 87)J/ 20.090
0 (c€s)
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00
0
60 120 180 240
Hyd No. 2
300 360
0 (cfs)
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00
420
Time (mint)
Post Development Conditons
Hyd. No. 2 -- 100 Year
?11?" i?lt-;I'?'_?? - _ ?„??•

Hydr®graph Report
39
Hydraflow Hydrographs Extension for AutoCAD0 Civil 300 2009 by Autodesk, Inc. v6.066 Friday, Feb 5, 2010
Hyd. No. 3
ROUTE THRU POND
Hydrograph type = Reservoir Peak discharge = 41.48 cfs
Storm frequency = 100 yrs Time to peak = 156 min
Time interval = 3 min Hyd. volume = 251,273 cuft
Inflow hyd. No. = 2 - Post Development Conditons Max. Elevation = 771.66 ft
Reservoir name = WET POND Max. Storage = 167,695 cuft
Storage indication method used. Wet pond routing start elevation = 768.00 ft.
Q (cfs)
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00
0
180 360 540 720 900 1080
Hyd No. 3 .. Hyd No. 2 ! I1 I, Total storage used = 167,695 CLIft
Q (cfs)
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00
1260
Time (Thin)
ROUTE THRU POND
Hyd. No. 3 -- 100 Year
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 31DO 2009 by Autodesk, Inc. v6.066
Hyd. No, 4
10% Study Location
Hydrograph type = SCS Runoff
Storm frequency = 100 yrs
Time interval
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
Q (cfs)
1484.00
1272.00
1060.00
848.00
636.00
424.00
212.00
0.00
0
2 min
292.000 ac
2.1 %
KIRPICH
7.31 in
24 hrs
10% Study Location
Hyd. No. 4 -- 100 Year
40
Friday, Feb 5, 2010
Peak discharge = 1481.34 cfs
Time to peak =
Hyd. volume -
Curve number =
Hydraulic length =
Time of conc. (Tc)
Distribution =
Shape factor -
726 min
5,132,239 tuft
78
4558 ft
22.66 min
Type II
484
Q (cfs)
1484.00
1272.00
1060.00
848.00
636.00
424.00
212.00
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
I-ytl No. 4
Hydraflow Rainfall Report
Hydraflow Hydrographs E=xtension for AutoCADO Civil 31J0 2009 by Autodesk, Inc. v6.066
Return Intensity-Duration-Frequency Equation Coefficients (FHA)
Period - - - -
k (Yrs) - B ? -- -- E (NIA)
! 1 55.044 i I 12.3000 0.0786 --- - '
i
2 66.6567 I 12.8000 I 0.8772 ------
3 0.0000 0.0000
5 65.8708 12.4000
10 69.9811 12.6000

25
57.4970 I
10.8000
50 53.7325 10.1000
100 48.7074 I 9-2000
File name: Winston-Salem.ID F
0.0000
0.8244
0.8085
0.7332
0.6977
0.6578
41
Friday, Feb 5, 2010
Intensity = B 1 (Tc + D)"E
Return Intensity Values (in/hr)

Period
?
- -
-
__ -
T - -T
i - - --
(Yrs) 5 min j 10 15 20 25 30 35 40 45 50 55 80

1 4.50 3.60 3.01 2.60 2.29 2.05 1.86 1.70 1.57 1.46 1.36 1.28
2 5.33 4.29 3.61 3.12 2.75 2.47 1 2.24 2.05 1.90 1.16 1.65 1.55
3 I 0.00 0.00 0.00 0.00 'I 0.00 0.00 0.00 I 0.00 0.00 0.00 0.00 0.00
5 6.25 5.08 1 4.30 3.74 3.33 3.00 2.74 2.52 2.34 2.18 2.05 1.93
i
10 6.89 5.63 4.79 4.18 3.73 3.37 108 2.84 2.64 2.47 2.32 1 2.19 .I
25 7.60 6.21 5,30 4.66 4.17 3.79 3.48 3.23 3.01 2.83 2.67 2.53
50 8.08 6.62 5.67 ! 5.00 4.49 4-09 3,77 3.50 3.28 3.08 2.92
, 2.77
100 8.50 6.97 I 5-99 I
5.29 !
4.77 4.36 4.03 3-75 i
3.52 I
3.32 3.15 3-00

Tc = lime in minUtes. Values may exce ed 60.
Precip. file name: WINSTON.p
Rainfall Precipitation Table (in)
Storm - - - -- - - I '
Distribution
- 1-yr
- 2-yr I 3-yr I 5-yr 10-yr 25-yr 1 5D-yr 160-yr
SCS 24-hour 281 3.39 0.00 0.00 4.91 5.83 0.00 7 31
SCS 6-Hr 1.97 2.38 ! ON 0.00 144 4.05 0.00 5.01

Huff-1st
0.00 I
000 I
0.00
0.00 ?
I 0.00
0.00
0.00
0.00
!
Muff 2nd 0-00 0.00 0,00 0.00 0-00 0.00 0.00 0-00

Huff-3rd
0.00
0 00
o.oo i
0.00
0.00
0-0o
0.00
0.00 1
Huff-4th 0.00 }.o0 I a-o0 o.00 1)00 0.00 O,Oo 0.00
huff-Indy
! 0 00 0,00 0 00 0.00 0.00 0,00 0.00 0-00
Custom 0.00 0 00 0.00 0.00 0.00 0-00 0.00 0.00
f
V

i

r< ! °i

C. i it (2 V in iyd, volume
1.ci,, ")7

,.
hi
? _Y . 3 I is

s
TR55 T c Worksheet
Hydra to i Hydrograpns Exs'ension 'or AwoCADD Civil 3D® 2009 by Aulod2sk, inc. v6.066
Hyd. No. 1
Pre-Development Conditions
Rescript A
Sheet. Flaw
Manning's n-value = 0.013
Flow length (ft) = 128.0
Two-year 24-hr precip. (in) = 3.42
Land slope (%) = 6.60
"travel Time (min) = 1.01
Shallow Concentrated Flew
Flow length (ft) = 264.00
Watercourse slope {°/fl) = 9.10
Surface description = Unpaved
Average velocity (ftls) = 4.87
Travel Time (miry) = 0,90
B C Totals
0.011 0.011
0.0 0.0
0.00 0.00
0.00 0.00
+ 0.00 + 0.00 1.01
0.00 0.00
0.00 0.00
Paved Paved
0.00 0.00
+ 0.00 + 0.00 ? 0.90
Channel Flow
X sectional flow area (sgft) = 7.20 0.00 0.00
Wetted perimeter (ft) = 9.90 0.00 0.00
Channel slope (%) = 6.60 0.00 0.00
Manning's n-value = 0.050 0.016 0.015
Velocity (flfs) = 5.70 0.00 0.00
Flow length (ft) = 493.0 0.0 0.0
Travel Time (min) = 1.44 + 0.00 0,00 m -1.44
'Total Travel Time, Tc ........... _......_,,,,,,,,,,,3,36 rain
TR55 Te Worksheet
Nydraflovr Liydroq(aphs EE:densicn nor Aui0CADOO Civil 3DJ 2003 by Autoclask, Inc. v5.666
Wyd. No. 2
Post Development Conditons
®escrl Lion A B Totals
Sheet Flow
Manning's n-value = 0.013 0.011 0.011
Flow length (ft) = 87.0 0.0 0.0
Two-year 24-hr precip. (in) = 3.42 0.00 0.00
Land slope (%) = 2.00 0.00 0.00
Travel Time (min) = 1.20 + 0.00 + 0.00 _ 1.20
Shallow Concentrated Flow
Flow length (ft) = 152.00 0.00 0.00
Watercourse slope 1%) = 4,00 0,00 0.00
Surface description = Paved Paved Paved
Average velocity (fUs) = 4.07 0.00 0.00
Travel Time (min) = 0,62 + 0,00 + 0.00 0.62
Channel Flow
X sectional flow area (sgft) = 1.70 0.00 0.00
Wetted perimeter (ft) = 4,70 0.00 0.00
Channel slope (%) = 3.95 0.00 0.00
Manning's n-value = 0.013 0.015 0.015
Velocity (ftls) = 11,52 0.00 0.00
Flow length (ft) = 1279,0 0.0 0.0
Travel Time (min) ? 1,05 0,00 + 0,00 ? 1.85
Total Travel Time, Tc ,,,,,,,,,,,,, ,,,,,,,,,,,,,, ,,,,,,,,,,,,,, ,,,, 3,67 min

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188
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Soil Map-Forsyth County, North Carolina
Map Unit Legend
Forsyth County, North Carolina (NC©67)
Map Unit Symbol Map Unit Name Acres in AOI
CoA Codorus loam, 0 to 2 percent slopes. 2.6
Frequently flooded I
JkB Jackland fine sandy loam, 2 to 6 percent 13.2 I

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OkC slopes
----=---
Oak Level loam, dark surface, 6 to 10 percent
--
1.7
slopes
OkD j Oak Level loam, dark surface, 10 to 15 percent 12.0
I slopes
PoB Poplar Forest fine sandy loam, 2 to 6 percent
slopes
PoC Poplar Forest fine sandy loam, 6 to 10 percent

SmC Siloam sandy loam, 4 to 10 percent slopes
SmD Siloam sandy loam, 10 to 15 percent slopes
j SmF Siloam sandy loam, 15 to 45 percent slopes
TmB Tomlin loam, 2 to 6 percent slopes
TmC Tomlin loam, 6 to 10 percent slopes
Totals for Area of Interest -- - -
0.6 -
1.9
2.3
2.9
5.8 1,
3
4.3
50.6
Clemmons/Zone 7 Elementary School
Percent of A01
5.1%
26.0% I',I
3.3%
23.6%
1.5%
3.8%
4.5%
5.8%
11.4%
6.4%.
8. -% i
100.0°
tg1 Natural Resources Web Soil Survey 10/13/2009
?xhJ Conservation Service National Cooperative Soil Survey Page 3 of 3
Attachment No. 3 ® Hydroflow Storm Water Report
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Precipitation Frequency Data Server
Please refer to NOAA Atlas t4 OOCOWnI for more Irdormauor. NOTE. Formatting prevents estimates near zero to appear as zero
i Text version of tabtes 1
26
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Partial duration based Point Precipitation frequency Estimates - Version: 3
36.089 N 80.186 ll 875 Ft
1 2 5 10 25 50 100 280 506 1000
Average Recurrence Interval (years)
lion Nov 02 16:2710.? 2004
Duration
5-min ---? 48-hr ->` 3+_t-cl a,? -,•.
- 7-g1g,-I -...-
3_i-r.?ln - 12-hr -?-- __
Partial duration based Point Precipitation Frequency Estimates - Versions 3
36.089 N 80.186 i1 875 it
26
25
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23
22
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t 20
19
18
17
Q 16
a 15
14
13
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Page 2 of 3
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Other Ntaps/Photographs -
View USCG digital ortlw?hoto guadran>:Ic (DOO) covering this location From Ten-aServer USES Aerial Photograph may also be available
lions this site. A DOQ is a computer-generated image of an aerial photograph in which 1213ge displacement cauSed by terrain relief and camera
lilts has been removed. It combines the image characteristics of a photograph with rile geometric qualities of a map. Visit the USGS for more infonnation-
Watershed/Stream Flow Information -
rend the Watershed for this location using the U.S. ?nviromuzlttal Protection Agency's site
Climate Data Sources -
P10C1; (?11071i equertc_r rc'su11s are based oa dour from a rnrFely oj_s0ur[es, bur lar"'A 'CDC. 111e f 1/otvbxg links lrr??rrif_ 'Iepleral urjormauorl
u6orrt obserrirr? sires 111 the area, regardless nTijlhcierlrr7cr nrrs user! in rlri.a s;,r derrrile'! inhrovmon about 111e simians user! lrr (his snrdr.
pfeose Tic for to A10.4A Atlas 14 Docrrrnent-
Using the National Climatic Data Center's (NCDC) slalion search engine, locate other cl imalr: mttioas within:
+1-30 minute ...OR... +1: 1 degree of this Eocalion (36-039 -1,11.10). Digital AS( ll delta can be nhtnincd directly tinm N(-'DC
Ilpdrometeorological Design Sludles Cemer
IMCAOA VN.1lional Mcalher Ser,ice
1315 Els1-Wes( Ilighs,ay
iil,cr Spring. NID 20910
{ 1) 7 13-1669
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.L.unwk. - - -
User [n ut Data
Calculated Value
Reference Data
Designed By: FIM Date: 21e?Wnic
Checked By: Date:
Company: .,Is F CS
Project Name: ZONE 7 UUMIENT.ARY SCK
Project No.: 80171
Site Location (City/Town) A iNSrON
Channel[Waterwa td.
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