The URL can be used to link to this page

Home My WebLink About20061900 Ver 1_Stormwater Plans_20061227lmll ~~ e ~ ssoc. ~.~,--~ ~kP o ~ - ~ g o 0 Engineering Planning Landscape Architecture PEARL CREEK Environmental Permit Documentation This binder contains documentation in support of a request for permits related to impacts upon wetlands, stream channels, and riparian buffers necessary to accommodate development of Pearl Creek-a proposed single-family residential development within the Neuse River Basin in southeast Raleigh. The project consists of 473 single-family lots on 155 acres. The documentation is divided into the following sections: A) Impact Maps B) BMP Details C) Impervious Area Calculations D) BMP Worksheets E) BMP H/H Calculations & Routings F) Operation & Maintenance Agreements G) BMP Operation & Maintenance Manuals H) Appendix • Q~c~~aa~p GEC 2~.YUU6 D~NFt -WATER C2U~-LITY WETLANDS AND 8TORMWATER BRANCH Although the impervious area of the development at buildout is projected to be less than 30% of the total site area, the proposed stormwater management plan for the project includes a combination of best management practices to control levels of nitrogen export as well as peak rates of stormwater discharge. Three constructed stormwater wetlands and two dry detention basins are proposed as the primary best management practices for the project. Information related to the design and operation of these facilities is provided in this binder. Within the Appendix at the back of the binder are three exhibits of the overall site depicting existing conditions, overall contributory areas, and proposed conditions. The information and exhibits presented herein were prepared under my direct supervision. To the best of my knowledge, all of the accompanying information is true and accurate. William G. Daniel & Associates, P.A. William G. Daniel, P.E. ,~,,,,,„~t,.~,.~ ,,~~'~~~~ CA R~ ~°,. ~' q~ ~+ pp8 ~9f ~~ ~ ~1r~'IV~ ° • s a • ~~ ~ • ~ • ~/ ~ ~' •'~ •, ~~ •~ 1150 S. E. Maynard Road • Suite 260 • Cary, NC 27511 • (919) 467-9708 • Fax (919) 460-7585 Y `\r~ u • ~ o~ o ~~ ~ ~~ C N 5R 2550 PEARL ROAD i ~~ „~, ®a m 2 - J; ~ 5 ~ °~ ' ~ ~'` ' WlNANW ~' n ~, 3 ~m EASIN ~-~ ., 4 ~~ ~~~ -- ,~ a _ - ,;, _ ,~ -~ ' a ~ h' ~ ~~ ~~a ~ ~ X . ` r ~ ' ~.~ _ _~_ ` i~ `~ ' 111. CHANNEL, WETLANDS, & NRB IMPACTS n O L. ~ DOCUMENTATION FOR Engineering Planning site oesign PEARL CREEK 1150 SE MAYNARD READ SUITE 260 GARY, NC 27511 C919) 467-9708 WAKE COUNTY, NORTH CAROLINA SCALE 1 " = 600' December 11, 2006 im pa.c,~ F~'1 c~ S 7o p 7a O ~ C~S~ ~ ~ ~ C N SR 2550 PEARL ROAD ~_ I %,f\ ~~ ~ =~ m ®~ ~ 2 5 °~ ' ~ ~~~ ~.~_ 3 ~~ n ~~ ~~\ wam ~J °~" ,~ 4 ~. ;~ -- ,~ -- .~ -- a '~ ~ ; - - _ ~,- ;~ a _ ~~ - .~ _ a ~ ~ ;k. .. ``k h , ~ ~ if a ~ ~ ` X '~ .`~ `x Y ~ ` ~ ~ ~ ~.~ ~ ` .~ _-- \ `\ .~ ~ ~ \ , ~ CHANNEL, ni e ~~ WETLANDS, & NRB IMPACT MAP Engineering Planning FOR Site Design PEARL CREEK 1150 SE MAYNARD ROAD SUITE 260 GARY, NC 27511 C919) 467-9706 WAKE COUNTY, NORTH CAROLINA SCALE 1 " = 600' December 11, 2006 PREPARED BY: WILLIAM G. DANIEL, PE SHEET 1 OF 22 / - 2 _'~ IMPACT -~ ~ 232 2 ~ ~ , 267 0 LF -CHANNEL IMPACT ~ ~ ~ ~ - ~ .0 18 Ac. -WETLAND IMPACT 231. O SF - ZONE I NRB IMPACT O SF -ZONE 2 NRB IMPACT ~ Z 2~~ w / 2 _ _ - _ ,~ 103 `26q ,/ , o 1Co4~ ~° ~ ~ ` ~~~ .. -,. o .- _ ~ m C~~ ~ J 1.f- _ \ ~ _ . i ~ / \~ 270 ~~ . ,, /`~ ~ / ~ / . , Z ~, ,_ - \: ~ \ ~ ~' ~~ ~ ex. wErurv~s / 2 71 ~ ; /;~ ~_ ~~ ~ ~ ~ ~ / `~ i~, - ~ /~~~ ~~~ 272 ~ ;', ~~, ~ ~~ ~ ,;'~'~ i ~ :< / ~ / ~ ZONE I .RIPARIAN BUFFER ' P AN B FF - - ) / ZONE 2 RI ARI U ER ~ 8 6' /' . T „ , ' ~ 'c''~_ ~ ~ oe ~ 2 7 3 /` ~~ i~ ~ CHANNEL, ni e WETLANDS &NRB IMPACT MAP ~ , Engineering Planning FOR Site Design PEARL CREEK 1150 SE MAYNARD READ SURE 260 CARP, NC 27511 IMPACT AREA 1 C919) 467-9708 WAKE COUNTY, NORTH CAROLINA SCALE 1" = 60' December 11, 2006 PREPARED BY.' WILLIAM G. DANIEL, PE SHEET 2 OF 22 290 290 .< .-_~r. 280 270 - 260 3+00 ~• • nie Engineering Planning Site Design 1150 SE MAYNARD ROAD SUITE 260 GARY, NC 27511 C919) 467-9708 SCALE 1 " = 50' VERT. SCALE 1 " = 5' HOR/Z. CHANNEL, WETLANDS, & NRB IMPACT MAP FOR PEARL CREEK SECTION THRU IMPACT AREA 1 WAKE COUNTY, NORTH CAROLINA December 11, 2006 PREPARED BY.~ WILLIAM G. DANIEL, PE SHEET 3 OF 22 _ J I 270 ~~ AREA OF PIPE CROSS SECTION ~'' ~~ 2 71 ` ~ SCALE 1 " = 50' `~ ~-PROP. 36" RCP " BELOW CHANNEL BOTTOM 8 ~X. G2P,D ~_ ___-- __,____ ~ GRgDE __--- f SCALE 1 " = 8' nie Engineering Planning Site Design 1150 SE MAYNARD ROAD SUITE 260 CARY, NC 27511 C919) 467-9708 CROSSING AT IMPACT #1 FOR PEARL CREEK WAKE COUNTY, NORTH CAROLINA December 11, 2006 '. _... \ / t _., ~ 270 ` ~~~ ~ o ~ ~~ ~~~ ~ ~ ~ ~~ . ___ , ~~ m ~ _. \' ~G - ~ Z .. - ,, ~~ _ _277 - - ~.. ~ IMPA ~ ~ _ _ '' ,. -_ 14I LF -CHANNEL IMPACT '' ,- 428 SF -AREA OF STREAM IMPA '' - ~ ~ ~ -- ~ , - >''_ 278 ~ 0 Ac. -WETLAND IMPACT - ,294 SF - ZONE I NRB IMPACT - - - - - - 3,430 SF -ZONE 2 NRB IMPACT ~ - -- z ~ ~~_, _. _- ~ , . ,- ~ / - i _ __ __ , __ ,~-: ~, ~ /a ~~ ~ ~'-TOpa~ NK' -. ~-~ r _~' ~ ~~ _ - O~~P _ ~ A i N_.. ~ , ~ ~ ~ ~ ~ ~~ ~ COQ ~p~~ _ ~ a_ / _ , - 2 ~~? ~ ~~ ~ ~ 2 ~ ~ e ~~ ,; ,~ \, - - '~ ~' ~ ~... r- - ~ ~: ~t_ _ , k ~ ZONE I RI ARIAN BUFFER ~ ~~~ ~ ~ - , OI~E 2 RIPARIA BUFFER 2 - \ O~ `1. 3O7 ZONE I RIPARIAN BUFFER ~ / ZONE 2 RIPARIAN BUFFER ~ ~ N~ ~27q 3~6 ~ ~ 280 . z8 ' 30 ~ ~ .' ,' ~ ~, z ~. ~,' 28~ / -' • CHANNEL, l Il s WETLANDS &NRB IMPACT MAP ~ , Engineering Planning FOR Site Design PEARL CREEK 1150 SE MAYNARD ROAD SUITE 260 CARP, NC 27511 IMPACT AREA 2 <919> 467-9708 WAKE COUNTY, NORTH CAROLINA SCALE 1 " = 60' December 11, 2006 PREPARED BY: WILLIAM G. DANIEL, PE SHEET 5 OF 22 290 290 ) 280 280 PROP. - c ~Iz~o~ 'VV. 271.00 -- ~ -~--- 1'BELOW :HANNEL ~~+_ 30TTOM)- - 260 3+00 nie Engineering Planning Site Design 1150 SE MAYNARD ROAD SUITE 260 CARP, NC 27511 C919) 467-9708 SCALE 1 " = 50' VERT. SCALE 1 " = 5' HORIZ. CHANNEL, WETLANDS, & NRB IMPACT MAP FOR PEARL CREEK SECTION THRU IMPACT AREA 2 WAKE COUNTY, NORTH CAROLINA December 71, 2006 PREPARED BY: WILLIAM G. DANIEL, PE SHEET 6 OF 22 ~ \ ~/ aR~, C~~i~LPE ~. ;~ ~ ,. CRO~S SEC~ON \ ~ \ ~. ~~ ~ ~ ,~ ~~~ ~~ ~ ~~ `~ X, % ~ '~ ~\ ~ ~/' j. 307 SCALE 1 " 50' PROP. 48" RCP I' BELOW Cf1ANNEL BOTTOM ~X. G~~E ~-- ---- - ,--- i EX. GRADE / --_._ --__ _ --_._ ____ / SCALE 1 " = 8' nie Engineering Planning Site Design 1750 SE MAYNARD ROAD SUITE 260 CARY, NC 27511 C919) 467-9708 CROSSING AT IMPACT #2 FOR PEARL CREEK WAKE COUNTY, NORTH CAROLINA December 11, 2006 I~ ; ~~//` S ~ 4//,1~: ~\ ` ~~ `~ 87 . ~ ~ ~ ~ ~' ~ ~' \ ~... i ~~ ~ ~ ~ ~~~ _ ~ ~ ~ ~ ~ ~ ~~ ~ ~ ~,°~ ~ ~ I~ I RIPA IAN BUFF 2 R~ IAN BUFFED R ~ ~ ~ ~_ -- ~ _ ~. ~ ~ ~,- ~ ,,:y / ~ - ;, OF Bp,NK " :. _ _ - ..TOP BPNC` -, tOP ~ i . ~, - ~ l '~ ~ ~ "- ice. : ,. , _~_ ' ~ ,: ~ ~~ nie ~ CHANNEL, WETLANDS, & NRB IMPACT MAP Engineering Planning FOR Site Design PEARL CREEK 1150 SE MAYNARD ROAD SUITE 260 GARY, NC 27511 IMPACT AREA 3 C919) 467-9708 WAKE COUNTY, NORTH CAROLINA SCALE 1" = 60' December 11, 2006 PREPARED BY: WILLIAM G. DANIEL, PE SHEET 8 OF 22 ~Z 88 zor ~. nie ' Engineering Planning Site Design 1150 SE MAYNARD RDAD SUITE 260 CARP, NC 27511 C919) 467-9708 CHANNEL, WETLANDS, & NRB IMPACT MAP FOR PEARL CREEK IMPACT AREA 4 WAKE COUNTY, NORTH CAROLINA SCALE 1 " = 60' December 11, 2006 PREPARED BY: WILLIAM G. DANIEL, PE SHEET 9 OF 22 .Ills • CHANNEL, ~~ WETLANDS, & NRB IMPACT MAP Engineering Planning FOR Site Design PEARL CREEK 1150 SE MAYNARD RDAD SURE 260 (919) 467-9708 GARY, "` 2751' SECTION THRU IMPACT AREA 4 SCALE 1" = 50' VERT. WAKE COUNTY, NORTH CAROLINA SCALE 7 - 60 December 7 7, 2006 SCALE 1 " = 5' HOR/Z. PREPARED BY.~ WILLIAM G. DANIEL, PE SHEET 10 OF 22 /' ~~~ AREA C~ PIPE ~~~~ ~` ~ CRQ~S SE~TI ON ~~'~ ~ ~.~ ;, ~, , u ~~ ~~ :~ ~ ~ ~~, ~ ~ i SCALE 1 " = 50' PROP. 66" RCP ' BELOW ChAN N EL BOTTOM ____ EX. GfZADE -____ -____ EX. GR~~E ----- --' ~- _--- __--- --- SCALE 1 " = 8' nie CROSSING AT IMPACT #4 ~ Engineering Planning FOR Site Design PEARL CREEK 1150 SE MAYNARD ROAD SUITE 260 GARY, NC 27511 C919> 467-9708 WAKE COUNTY, NORTH CAROLINA SCALE 1 " = 60' December 11, 2006 PREPARED BY: WILLIAM G. DANIEL, PE SHEET 11 OF 22 ~p~ , 81 - ~ ~ ; .. ~~ ~ _ ~ ~ - i i ! / _. /~ ~ z ~~ ~~ 'n Ills • CHANNEL, WETLANDS, & NRB IMPACT MAP Engineering Planning FOR Site Design PEARL CREEK 1150 SE MAYNARD ROAD SUITE 260 GARY, NC 27511 IMPACT AREA 5 C919) 467-9700 WAKE COUNTY, NORTH CAROLINA SCALE 1" = 60' December 11, 2006 PREPARED BY: WILLIAM G. DANIEL, PE SHEET 12 OF 22 Q 2 ~~ \=+ .~ A ~ c A a o~~ _m r/ c ~~ a °'Q~~~ QNNO~ U Y W ~ ~~ a ,- Z a f.. a~ _ > ,. cam, WN~~ ~` y U ~ CND Z O O N ~ Q ~ z U ~ ~- Q W ~ ~ ~ ~ U ~ ~ ~ ~ ~ z °~ ~ v z o ~ ~ J ~ ~ ~ ~ ~ Q ~ ~ CO ~ ~ ~- W J ~ U ~ ~ {= W w aw ~ ~ ~ 2 ~ U o n 4~ ~ M ~ , ~ O ~ ~ n Q m ~ W ~ A ~ ~ M o~ N N O ~ M 4. ~ ~ q cy. 2 ~, ~ ~ ~ w w ... ~ J w z Q c~ ~ ~ m w ~ a / ~ ~ N ~ ~ I I ~ ~ s ~' ~, ~ +~ a--` a--' - ~ C C C C '(`1~' ~ ~ ~ 10 % r~ N i ~ ~ / ~ "~ ~' ~ ~ ~ ~ ~~ ~ / j ~ ~c~~c7 ~ rc~c~c~ ~ ~ ~ Q ~~~~ / h,.n,~~.~ z ~ ~' ~ l ~ ~ , ~ ~ ~ ~ , ~ ~ ~~ ~ ~ A ~ ~ ~~ ~~ ` w~ ~ ~~ooo ' '~ ~ \ ;i ~o~~~ o ~ ~ ' / ~ i ~~ ~ ~o~o~~oa o 0 0 oc~ ~ N ~ ~--~ ~--~ ,~ ~ ~ ~ ~ ~ ~ / / ~ V X X X X / I r ~NNNN / r dI ~ ~ ~ ~~' ~ ' - / ~ ~sss ~ +~ d o d i~ . O d N N N ~ r ~ N~~~ -B Q ('~ / / / / ~ ~ ' , ~,`~ ~ ~ N V ~ UJ cfJ ~ v O I I I I ~_-- / i ~ ,. ~ ~ ~ ~y~~ ~ N . 0000 . ~ ~ ' ~ - 24 ~% ~' ~ ~ ~ / / ~ ~ T ~ I 7 / J ~ ~ ~ ~ ~ L ~ ~ ' ~ . ~• ~ 3 ld / / ~ \ z ., ~ ~ ~ ~ O ~_~ ~ w ~ ~ ~ +~ o W ~~ ~ ~ Q , .~ ~~~111 ~ ~ ~~ ~~ ~~ ~ ~~~ ~~ ~ ~ ~ W ~~Q~ a U O ~ _ •~'' ~ _ ' , ~l ~~ ~ ~ ~ - t~ t/ _ ' ~ ~~ ~ l to to to ~ ~ A VQ~ / ~ . %: O~z ~ / '~ ~~~ ~ ~ ~ ~ ~ ~ ~ N ~ \ ~ WAN ~' ~~~ 'c~~ /))) ~ iii111 ~ ,n ,n ~ ~ d ~ ~ L ~ ~ ~~~ ,N ~ - ~~~,,VVV ' ~ y~ ~ C Jl ~ ~ ~ ~ Q - ~~ --~ ~- .. ~_, ~ ~~ a ~ ~ ~, ~. ~ ' ~ - ~ fV ~%~ ~: ~ ' \ \ ~.... ~, t ~ ~ ~' f V ~ ~ ~ . ~ ~~~ ~ ~ ~ ~ O ~ ~ ~ / ~ A ~ ~ " \ ~ , j ~. ~ ~~ W i i ~ W\~ n ~ ~ ~ L~ ~ O ~ ~ ~ ~ ~~ p ~ Q N O ~_ J p ~ Q ~ Q ~ ~ J W Q ~ ~ ~ N W ~ J~ w ~`~ pm w~ Jam ``~° Z U ~' ~' ~ ~ ~ p (n _ ~ Y U w ~ LL O O ~Z O o ~ ~ ~ ~ W w ~ )- ~ O N J w p ~ W (~\ O 4 z Q J N ~ ~ U ~~ ~ zw Z O J ~ W -. Z ~ `~ U ` ~i ~O ~ Q ~-~ ~ Q Wp Z W ~ J ~ ~ ~ ~ ~ ~~ Z_ W ~ J m ~ ~ o `° W U ~ Y~ a w ~ ~ J .V..~ M "~ w J Y F-JU 'Q ~ w ~ ~ p ~ O ~ ~ ~ ~ ~ Z p= N ' ~ Q U Z U W.~ ~' ~ ~ . 1 v ~ v I f J _J I ~., ~ O ~~ N O ~ N ~ a OJ Q W ~ O p O H W ~ ~ ~ . ~- N q U U ~ ~ ~w h ~O U I I ~ ~ ~ ~ p ~ o° ~ ~ I V ~ ~ ~ `~ ~ q ~ `' - N Z ~ p c ~, w w ~' ~ ~ Q a y O N O N ~1 ~ O p ~ Q ~ ~ ~ Q ~ ~ pp ~ O O Z Z ~ Q ~ ~ O W N ~ X~~ N O W w ~ Q M J p W ~'~ ~ O J N~ N N Z V J Q p Q _ p W~ ~ W O pW ~ N H w p ~ 00 ~ > wN ~U II O W ~ ~ --~ ~ ~ pOZ ~ O Z ~ az Nw wOUOZ ~ M = Q W F - > Q O Z ~ ~ O cn ~ ~ Z o a -~ ~ ~ W l ~ ~ J O ~ Q O Z Q~ W ~ W O ~ ~ M E-~ZO ~~Qa -~ ~ Up (~ ~ N O ~ mLiJrn ~~N ~F_-(nom Z N= O w z W ~Q~ zZ z O ~mJ~ z ~ ~~ '-Jl'~Q'~ O R ~; ~ X J ~] ~ N W vZ p ~~ W Q ca Q O cn cn Q J~ O ~ ~ J w Q z ~ o ~``' w~ ~wQ zcn>~ w ~ ~ - Z = ~D C~ ~ ~ Q OC JwZ o w ~ J ~ ~ ~ _ V~2C~ Q QOF-z ,~,^ m U ~ Q ~ wo ~ • 2 atS~~~~ mQ ~ ~~C o ..=t-~C~O cnwzUWH ~ = ~ CC ov~ o ~ ~~ w w O w w z U V a~ O ~ W ~~ ~'fA ooh ° ~ ) -- (V Q cYi U Z Q Cn W ~• ~ N ~ QtON . a ~ z ~ ~ ~ } .-. w Vl ~ Of .` ~ ~ ~ ~ U ~ ~ ~ ~~ ' ^ ~' . ~ f` W ~ n ~ •D C° _ Q 6NZ~ z ~ W V ~ ~ W N ~ ~ •~N N am o ~~ ~ ~ ~ w Z ~ ~'~^ O V ` W ~ C7 ~ ~ W ~ I ~ O ~ ~ ~ `.J O ~L J ~ ~ W Z O O N ~ U ~ ~ ~ ~ U O N ~ ~ ~ Z ~ O _ U ~- Y J ~ U ~ ~ W W O ~~ ~ ~ Q QW Z 2 ~- ~ ~ U O O Q ~~ p a ~ ~ ~ p Z h ~ ~ q~ o ~' ~ ~ M O~ ~ i ~~ ~- ~ ; i r.~,. '~i~ I'r` ~ , r ' ~' ,_ ;, 1; r :.: ~ ~-~ ~ ._; `~ O ~ ~; ~ ~ ~ ~~ i ~ ~ ~ i ~ J o' a ~ c~ ~ ~ m W a ` l ~ ~ ~ /i l / ~ ' ~ \ \ ~ I ~ I ' / ' ~ / 1 \ \ ` ~ ~ ` ~~ ,~ ~ I? ; ~ ~, I ,II~~ ~ 6" ~ ~ ' ' ~ 0~ ~ i ~ Q ) ~ ~• ~ ~ ~ +~ +~ +~ ~~ c c c -~~a~a , ~ ~ Q ~~~ ~~ ~ ' O I ~ I ' /, f 3 3 3 ~ 6' -_. ~ ~ b ~ ~~ .~ ~ ~; ~~ ~ ' ,p O O O --- ~ ~ N N N ~ ~ ~~ ~ ;, ,. .. ~ - ~ ~ ~ o~ooo ~ ` ` ' . ' Y` , ~' N ~ +~ -1~ ~ ~ , : N ~ ~ ~m~ , w ;~ ~ i / v X X X X :,< ,~ ~~ z d' `; O~gfN, ~ , ~ ~ / Q N N N N ~ ~ r ,S~! ~~ ~ `~` , ~ s L s i ~ " : _- ~. ~. `~ ~~; , ~ N ~ ~ ~ >, , x ~, ;, ~ • dJ ~ ~ ~: ~ ~ \ E / ... / ~ ~ ,:, S ~ i . ~ ~ ', , \ / ~ ~ 0 ~ ~ w %: ~ i ~ ; o ~~Q m N ~ ~ w ° ~ ~ ~ ~ ~ / ~, ~~N ~ ~~~ I ~., d d a ~ . ~' ~aW ~\W~~`W ~ i h~ O O O N J ~ ~ ~ / ,~ ~ . N ? ~ \ ~Y ., ~ - O ~~~~ ~ ~ ~o ~ ~m ~~ o ~ .~ , , ; ` - N E ~}- ~ f ~ ~~ ~ -t-~ O \ \ ~ \ b~ y.. ~ ~/W ~ ~ ~ ~ c ~ ~ N V ~ \ ~ ~ ' ~ ~d. J ,n W N ~ ~ LO O .n v7 .,1 \ ~ ~ - / ~ ~ c~ 10 1_6 16 ~ >L~ I , ~ , ~ ~, ~ 1 ~ , ~~ ~ ~ ~~~a o ~ i : ~ ~ ~ ~ ~ ~ L Q , ~~ ~ ~ ~ ~ ~ Q N O ~ Q o ~ ~ J O O ;°_ ~Q ~ ~'~ v ~~ pm ~ x ~d~ N ~ O ~ N Q ~ ~ W _ W >cn ° w~ ~`~~ ~ = r- ~ N ~ ~ ~ °o ~O o O J ~ ~ W ~ o~ W ~ ~ O Q wa J N ~ ~ ~ U Z N ~. ~* ~ ; Z J w z Q J LL ~ ~ - W ° -. Z U ~~ O ~ ~ J ~ L~ W ~ ~ ~~ Z 1~ W ~ J m ~ O o c° W U ~ ~ -. a ~ ~ ~ Q Q a W ~- Z o~ o wJY wQ= ~ W ~ O ~~~ o~ ~ ~ z o= OzN ~ I ~~ • ~ y ~ ,i ..1 I r J J I f. , W Q (n ~ O ~ N ° O ~ w ~ o ~ ~ ~Q ~ N q p Q m ~ W W ao ~' ~ QO M OJ ~w V W W I ~~~ ~ ~ I ~V~ o ~ ~q~ rn (n a ~' Z ~ O o oN ~ ° w W p W > O M N ~ d Z O ~ p ~ 9.0 Q ~~° ~c`rv ~ a- ~ O x~p~ O W ~ w ~ e= ~~ ~ O~ ° w~ ~ N E O N ~ Q Q ~~ 0 0 ~ a~N o co~~ w~ Z W ~ N ~ ° ~~ aN oo Ni-- o~ o ~ o ~ ~ ~ w ? ~ n ~ 0--~ O 0 ~ ~? J N w ° z~> a ~ O z ~ Z J a ~- ~ ~ ~ M W ~ Q > > ~ ~ O Z ~ ~ a z J Oc~~ °o ~ ci I- (~ Z W Q Q ~ ~ O ~ Q O W ~_ ~ J oo v ~ Q O Z Q~ W Q (n w g w ~ S Q ~ W N Q Q ~ ~ Z O ~ Q Q a N w - ~ U ~ ~ ~ ~ m ~ ~ ~ ~ ~ (n ~ N= O w z z ~Q~ ~? ~m~~ Z `" ~~ J~a.-. V~ 0~~0 x J ~~ w~~~ ~ ~ w m Q z p z ~wwQ ~ w Q O ~ ~ J c~ z oc i~ ~'-'-' ~wQw ~ w ~ d ~ N o a_~ zcn>~ ~~Qw ~ Q z~00O ~ O C1 w z w zo z ~ ~ Q J ~ ~' ~ V ~2C~ a QOHZ Jc~ °0 VU~~~ O ~a o • ~ ~ ~ m ~ ~ • ..= HC~p wW W =~ ~ ~ c~ ~ °' o ~ `_ WZ O ~ ~ U ~ ~ O w w~ ~ - ~~tn o ° O~^ ~ Of Zr-c~QM ~ Q ~N ZN~^ QFZ~ C ~ •` ~ wv i~rn N U ~ ~ ~~ ~~ ~ C .~ w z o ~ J O N ~ Q ~ z = c • M Q ~ ~ ~ ° v J ~ O •~ C C ~ Nm a•~ tJ O ~ ~ ~ O aN n Z ~ O r , V ~~ U Q Y WZ`0 ~ a r e f .. ~y~ C I I I rv~n J +, ,~vi~~ H Q ~ • ` C N ~ U v ~ ~ ~ ( `} 1 _ ((/~~ ~, ~ W ~/ C U j n W O ~ Q J Q U ~ ~ U ~ Q ~ N N O Z o W 1 ~ ~ W U ~ O Q `^ ` vJ ~ O 3 m o ° z ~ ~ w ~Y w q Q ~ ~ O o~ o ~ o ~ ~ I ~ O ~ I ~ _~ 1 A.. N N W lLJ Q Q J J rya W W a a ~~~~~ 4, 16 la ~ ~ ~~~~ N N N N ~ ~ c~ c~ c~ h ~ .~ .--~ '-+ O ~:-J W W _ J Q +~ ~ ~ ~ a' o o o ~ ~ n~ ~ ~ ~ N O ~ ~ ~ O Q O ~a ~a ~a ~ ~ ~ O O O ~j .--~ -N ~--~ +-i .--i V N N N x N x N X N X N ~ t L .L s ~ +~ +~ d +~ d +- ~ ~ ~ ~ ~ ~ N V CfJ CfJ CfJ r y I I I I E 0 0 0 0 ~ ~ ~ ~ ~1 10 - > > > rn N ~ a ~o ~o m ~ \ ~, ~ a o d o a o a~ ~ ~~, J ~ ~ ~ N L L ~ ~ ~ ~ > to > ~ O L O OL ~ 3 ~ ~ ~ ~ m - ~ 16 4 O O -. d ~ ~ 3 V O ~ ~ ~ ~ ~ E ~ +~ O !a V ~ ~ ~ L `n ] N ~ Q, ~ JI ~ 16 ~ 0 O ~ ~ 4- ~ ~ ( L (0 ~ i ~ ~ ~ ~ (6 ~ / ~ ~ ~ J1 N / C . C ~ ~ ~ U ln ~ L Q `.. i i j ~ Q N O Z O w ~ `° O ° ~° ~ ~ ~"~ O W j~ p pm ~ Ja ~ w~~ ~ ~ ~ w ~ ~ z ~ _ ~ ~ O UlO ~ ~ ~ LL,J I I ~ ~ ~ ~ W ~ pN wa g LV ~L ~ ~ ~ W O JN ~ (, Z M > J zw O v Q ~~ tia 0 ~ ~ U J O J ~c CV ~ ~ ~ ~ Q ~ J j0 ~ ~ ~ ~ ~ ~~ J Z_ J m ~ CO Q ~ o ~ ~ w ~ ~ Q W via ~ N z w~Y W Q ~ W ~ p p O = ~ ~ ~ ~ ~L Z p r OZN Q U W.~ ~ I F ~ . I a n 'a. ~ ~I ~I I f _J ~ O (n ~ ~ ~ N ~ t2 O 0 °o Q ~ 0o w O ~ ~ W - ~ Q O ~ ° '~ ~ ° Q W <f N q @~ U~ (p ow ~ ~O I ~ ~ ~ ry~~ o M ~ ~V~ °' ~ ~ ~ Q qWW I v ~ ~ ~~ ~ ~ ~ N Z Q O co a ~, v _ Q °oN ~ ° ~ W 0 Q U n_ w ° > > z Q p co ~ ~° ° z a Z ~ ~C'l~ ~ s o a ~f..~U ~c~v ~ Xw ~O N O w (n W ~ W ~~ N J O W o O I~ SUN ~w ~ ~ N 00 II ~ z Q tin M Q ~ (n U o Q~~ tY ~ ~~ ~ 0 W FW- N~ cnw W F- O '' Ow oOZ ~N ~ wU II O W ~ Z O O ~ J t2'z w J OZw ~ Q O Z Q O a Nw wUUZ ~ Ch O W ~~ > ~ ~ O Z D ~ Z ov~g Q2C~~ I- cn Z w ~ I 0 ~. Q Wi~0 ~ U ~ °o U Qw ~ ~LLW Z Q Q (/~ w ~ S W p N ~ -~ m Q O 7 W Q~ Uo c~n ~ A W N ~' ~ w a N= O w Z Z w z Q~ f- ~ m ~ ~ z ~ ww wUQ^ U~ O~~ ~ X m ~~ wa~z D ~ ~ ~ ~wwQ W Q O ~ ~ J U Z Ocn ~w ~wQw LL W ~ a ~ ~ o w~ zcn>~ ~ ~ Q W ~ Q Z ~ m U' O ~J W Z zo Q ~ ~ ~ Z ~ _ ~ W ~ U~2C~ r Q Q O I- Z ~ w^ ~ m U ~p UpQ~ ~ wz wo ~ ° ~ ~ c = ~ ~ Q Q `` 'c U00 (n= WI- WZ m~ ~ v~ ~ ° ~ Sao W W W O W Z ~c~UacnO ~ w aN ~~ _ ~~(A a~ oo^ ° a f Z O r- c~i Q c~i U w ._. ~ ~N° a z~ ~ ~ ~~}~ C .L ~ wN~O> N ~ ~ ~ ~~ N ~' ~ . ~ C ~.1..~ nie ~ DRY EXTENDED DETENTION BASIN #4 DISCHARGE & GRADING Engineering Planning FOR Site Design PEARL CREEK 1150 SE MAYNARD ROAD SUITE 260 GARY, NC 27511 <919) 467-9708 WAKE COUNTY, NORTH CAROLINA SCALE 1" = 60' December 11, 2006 PREPARED BY: WILLIAM G. DANIEL, PE SHEET 19 OF 22 p W Q N o o z -~ o w ~°o 0 ~~ om ~ ~ ~ F ~ o a z N ~ ° ° w m W a ~ o J ~ Q W ~ ~ J W Z ~ ~ O Q W z ~ .. ON wp ~ r , V ~ v~ Q ; J N O O O m ~- zw ~ J z W -. ~ L1J LV Z J W W W p~ z W ~ ~ Z J W ~ ~ ~ m j ~ w p `° WU ° w ~ Y ~ Q a _ J ~~ W J O ~J Q ~ ~ o Z ~~ a ~~ ~ ~L ZpN } Q OZ~ U w .~ ~ 1 1 ~ a I a n 'a: ~. J _J 1 1' W O ~ O O ~ N ~ N ~ d p Q ~ W ~ ~ o ~ ~• q ~ N W O~ ~w V ~ U ~ 4, ~ I ~ ~V o ~ I ¢q~ ~ I U q~ N ~ w ~ l • } °' ~' '~ ~ Z ~ o~ O N p w ~ ~ _ ~ p m O ~ Q ~ ° Z ~ Z ~' ~ ~ Q~ wN ~- Nw °° x oN O °w z ~~ o ~ ~ ~, J p W O J W ~ N ~ m Q ~ p Q cn~ ~~ U 1 W ~ O~ II O ~ O Z zZ O~ o °-~ QN r my °om~ W 0 ~ Z O- ~ UQ a Z N W a O O z ~ 0 1 W Z I~ > 1 1 ' W 4 0 ~ Q O (n Z ~ 9. F-(nZ Q ~ f" m Z ~ O _ (~ J ~ ~ w ~ W cD _ Z Q D (/) _ ~ p ~~ N ~ ~' Z O ~ Q -~ ~ C~p ~ ~ O ~~> p0? O O ~ (n Z N Q Z ~ ~ W ~ ~ w C C~ Q_ m J ~ O F -- ~ W ~ ' Z (.~ Z : Q.-. O~QO W ~- w Q ~O J (nc°wC~ ~ ~ X W Z (n p J z w Q ~_ ~wwQ ~ ~ J I- W O ~ rZ' J c~ Z ~ ~ O cn LL W ~ ~ Ul ~ w~ Z(n~~ ~ ~ Q W ~ Q Z ~ m O I O ~ ~ W Z Z J ~ ~' ~ ~ U~= JQO~Z ,~,~ Q ~ VU~DUj ~ ~~~~~ ~z ~p aQ m ~ o ~ ~,c c o =t`~C~O m~ w ~ CC o wwO`,wwz O~ U~~ O ~w Q ~ N 01 a Z.=c~iQriV (n W .~ ~ N Z a Za ~ ~ w ~ .~ ~ il~rn c N ~ ~ ~~ ~ ~ C ~ ~• . ~ C W ~ ~ i ..~~ ~ ~ ( ~ ~e -- ~, ~ , > ~ ~%~~ ~ ~ ~ ~' ~~ ~ . ~ ~ :., _- _- -~ _ ~ a ~f ,~ ~~ ~ ~~ , / ~ ~ /,- 1~3 ~ ~,; ~, ~ ~/ ~: _ _ ~ - ;-~ ~ ~ ~ , ;~; ,,y~ / ~ , ~ ~ ~~~ Ills • DRY EXTENDED DETENTION BASIN #5 DISCHARGE & GRADING Engineering Planning FOR Site Design PEARL CREEK 1150 SE MAYNARD ROAD SUITE 260 CARP, NC 27511 (919) 467-9708 WAKE COUNTY, NORTH CAROLINA SCALE 1 " = 60' December 11, 2006 PREPARED BY.' WILLIAM G. DANIEL, PE SHEET 21 OF 22 ~ Q N ° Z a ~ J p O N ~Q ~J w ¢ ~ ~ N N W ~"~ O pm J~~ ? !~ U _ w ;~ w~ ~~~ ~ ~' W O acs pNO ~~ ~ ~~ No J "' ~ m W ~W ~ ~ W O ~ ; J ~ ~/ p0 O N J ~ .~ O ~ U ~ Z m z I_ O o `- J ~~ U ._. o ~ ~ WO ~~ r- ~ ~ Z Q z J ~ ~ ~ ~ ~ m °o ~ ~ WU ~ ~ _w a ~ ~ ~ Q J ~ o~ w J Y ~ W o z wQ= a ~O v~~ ~L Z p Q UW~. ~:. •~I a a •I • ~ •r ~ O ~~ O ~ N ~ N ~ d Q O p ~ O J F- W ,~ 000 ~~ q o T N W ~ ~ O ~ V i-- w ~ 4' U I ~~~ ~ I I ~qQ W '~ ~ Q ~ I W q I ~ ~ - 4 v r N ~ W ~ V O ~ o ~ ~ ~ w '^ /1 Q lLJ -~ N U ~ ~ ~ Z O ~ ~ ~ Q N N O ~ r N~ r Q C~ ~ Q ~ J pQ O W 00 ~FW-NF- W VI m ~ ~ e- F ~ Oct QN ~~ II O W O ~ Z - Oz O a~ w oza ~ o Z O Q U (A ~J az cvw °-o~z ~ z Q Z ~ W o a ~ p ~oz~ oo~m ~~o W I- ~ c~ (~J~~ w ° pwco Z ~ D (n i ,_ ~ w SUN ~ W Z O Q~ ~ CJp ~ ~ ~ C 7 ~~> p0? O ~ Z N= Z . Q W~ ~ O ~ W ~ Z W ~ ~ Z (~ Z ~ m J~ O W N ~~ J= a W ~ ~~ X J ~~ W v Z ° (A O J Z ~~ w ~' m ~ ~_ °N ~ wwQ QJ~ ~g O ~ w W ~ d Z ~ ~ ~ ~w °-~ ~ zcwn>~ ~~Qw ~ Q z~m~ I ~~wz ° z ~ ~ ~ ~ ~ ~ w° U~=O Q ~ Z w ~ UOQ~ ~ w • rn ~ 2 ~ES~cn~~ o mQ p ~ ~~~ ..2F-HC~O ~ ~ CC o o w c~U ~O ~' ' O cn N Q M U Z Q~ W.~ ~ ~ ~ a~N° ZNUn ~ Q~Z~ ~~}.-. C wN~Of .L ~ ~ ~ N ~ ~ ~ ~ ~' ' ^ ~ ^ • ~ C ELI _~_rY\~~:_~ ~~UUS ~_..A,.~ c~U ~cL'~' 1 UN1 j • r1 LJ Pearl Creek Impervious Area Data Overview: Pearl Creek contains a total of 155.072 acres of which 149.73 acres will be developed as a single family community of 473 lots. The remaining 5.43 acres will be recreation area including pool, clubhouse, and outdoor sports court. IMPERVIOUS AREA SUMMARY TRACT ACREAGE 155.072 Ac. IMPERVIOUS AREA (TOTAL) 46.04 Ac. SIDEWALK 2.209 Ac. STREETS 15.658 Ac. LOT IMPROVEMENTS* 27.15 Ac. RECREATION (TOTAL) 1.03 Ac. BUILDING 0.08 Ac. PARKING 0.57 Ac. SPORT COURT 0.17 Ac. WALK & POOL PERIMETER 0.22 Ac. TOTAL IMPERVIOUS AREA COVERAGE 29.69% I~TPERVIOUS AREA FOR LOT IMPROVEMENTS IS BASED ON AN AVERAGE OF 2500 SF OF IMPERVIOUS AREA (TO INCLUDE ROOF AREA, DRIVEWAYS, PATIOS, AND ALL OTHER ON-SITE IMPERVIOUS AREA) PER LOT APPLIED TO A TOTAL OF 473 LOTS. r1 Q,t~"1 t~ ~vrKS h~c.-~5 DWQ Project No. • DIVISION OF WATER QUALITY - 401 EXTENDED DETENTION (and POCKET*) WETLAND WORKSHEET I. PROJECT INFORMATION (please complete the following information): Project Name : Pen ~ l Cr e e IL Contact Person: R; I t Drni e ~ Phone Number: ~91q~ Wto~ - 9'}08 For projects with multiple basins , specify which basin this worksheet applies to: We-I•l4~dc '~ 1 Permanent Pool Elevation 231. ov ft. (elevation of the orifice invert out) Temporary Pool Elevation 232 . So ft. (elevation of the outlet structure invert in) Permanent Pool Surface Area S4, 2 ~l sq. ft. (water surface area at permanent pool elevation) Drainage Area Z 9.08 ac. (on-site and off-site drainage to the basin) Impervious Area t~• y5 ac. (on-site and off-site drainage to the basin) Forebay Surface Area 9, yoo sq. ft. (at permanent pool elevation approximately 15%)* Marsh 0"-9" Surface Area 2 3, goo sq. ft. (at permanent pool elevation approximately 35%)* Marsh 9"-18" Surface Area 18, 40o sq. ft. (at permanent pool elevation approximately 35%)* Micro Pool Surface Area `b, 3 ~i o sq. ft. (at permanent pool elevation approximately 15%)* Temporary Pool Volume 93, 9 41 cu. ft. (volume detained on top of the permanent pool) SA/DA used ~. yO (surface area to drainage area ratio)* Diameter of Orifice y.O in. (draw down orifice diameter) II. REQUIRED ITEMS CHECKLIST • Initial in the space provided to indicate the following design requirements have been met and supporting documentation is attached. If a requirement has not been met, attach an explanation of why. At a minimum, a complete stormwater management plan submittal includes a worksheet for each BMP, design calculations, plans and specifications showing all BMPs and outlet structure details, a detailed drainage plan and a fully executed operation and maintenance agreement. An incomplete submittal package will result in a request for additional information and will substantially delay final review and approval of the project Aoolicants Initials The temporary pool controls runoff from the 1 inch rain. The basin side slopes are no steeper than 3:1. ~ A planting plan for the marsh areas with plant species and densities is provided. Vegetation above the permanent pool elevation is specified. An emergency drain is provided to drain the basin. The temporary pool draws down in 2 to 5 days. Sediment storage is provided in the permanent pool. A sediment disposal area is provided. ~~ Access is provided for maintenance. ~ A site specific, signed and notarized operation and maintenance agreement is provided. ~~ The drainage area (including any offsite area) is delineated on a site plan. -- ~ > Access is provided for maintenance. Plan details for the wetland are provided. Plan details for the inlet and outlet are provided. ~_-~ A site specific operation and maintenance agreement, signed and notarized by the responsible party is provided (see http:flh 2o.ehnr.state.nc.us/ncwetfandsloandm.doc). * Pocket Wetlands have different design parameters and are only assumed to remove 35% TSS -See pp. 19 and 20 of the NC DENR stormwater BMP Manual, April 1999. 10% open water, 50% high marsh, 40% low marsh. DWQ Project No. • DIVISION OF WATER QUALITY -LEVEL SPREADER WORKSHEET (112007) I. PROJECT INFORMATION (please complete the following information): Project Name : ~ea~ 1 Cr cc IL Contact Person: ~3; I t 1]4 n~ G( Phone Number: (91 ~) 4 to } - q ~ o ~ Level Spreader ID: ~ 1 c? l~y~land ~ 1- Level Spreader Length Drainage Area Impervious Area Forebay Area Maximum Filter StriplBuffer Slope grass Max. Discharge from 1"IHr Storm Max. Discharge to Level Spreader Filter Strip/ Zone 2 Buffer Vegetation Pre-treatment or Bypass Method Used Zo,o ft. (perpendicular to flow) 24.08 ac. (on-site and off-site drainage to the level spreader) I ~. 45 ac. (on-site and off-site drainage to the level-spreader) We4lands cu ft. (0.2% of the contributing impervious surface area) 6. o % (6% for forested, leaf littler cover, 8% for thick ground cover 0. Zq cfs o• 34 cfs ~ (o year Soo (thick ground cover or grass; canopied forest with leaf litter groundcover) ~e • lrcc4 nnen~ II. REQUIRED ITEMS CHECKLIST Initial in the space provided to indicate the following design requirements have been met and supporting documentation is attached. If a • requirement has not been met, attach an explanation of why. At a minimum, a complete stormwater management plan submittal includes a worksheet for each BMP, design calculations, plans and specifications showing all BMPs and outlet structure details, a detailed drainage plan and a fully executed operation and maintenance agreement. An incomplete submittal package will result in a request for additional information and will substantially delay final review and approval of the project. Aoolicants Initials Project Site was visited prior to designing level spreader. <<~8~dc Date of the Site visit. PLEASE ATTACH TIME-DATED DIGITAL PHOTO OF EXISTING BUFFER CONDITIONS. -~-- ~-~ Level spreader is at least 13 ft. per cfs for thick ground cover or grass or 65 ft per cfs in canopied forest with leaf litter for 50-foot buffer; 50 ft per cfs for 100-foot buffer, or 40 ft, per cfs for 150-foot buffer. ~,s Pre-Formed Scour Holes are on flat slopes only. ~-7 No structures are located in protected buffers (must meet no practical alternatives criteria). Design Alternative (if any) and Bypass method used: Bypass conveyance method is specified and plan details and calculations are provided. Alternative design option is specified and plan details and calculations are provided. Discharge to level spreader and subsequent filter strip is hydraulically and spatially separate from the bypass discharge. No structures are located in protected buffers. Plan details for the bypass and outlets are provided. The operation and maintenance agreement includes annual erosion and vegetation repair. The operation and maintenance agreement signed and notarized by the responsible party is provided. • DWQ Project No. • DIVISION OF WATER QUALITY - 401 EXTENDED DETENTION (and POCKET*) WETLAND WORKSHEET I. PROJECT INFORMATION (please complete the following information): Project Name : Pear 1 Cr ce-L Contact Person: 13: 11 Daniel Phone Number: (qi9) 4coT-9~og For projects with multiple basins, specify which basin this worksheet applies to: We~la~d ~ Z Permanent Pool Elevation Z4 3. o n ft. (elevation of the orifice invert out) Temporary Pool Elevation ZV 5.3o ft. (elevation of the outlet structure invert in) Permanent Pool Surface Area S~, X08 sq. ft. (water surface area at permanent pool elevation) Drainage Area 48.92 ac. (on-site and off-site drainage to the basin) Impervious Area 2g• 3S ac. (on-site and off-site drainage to the basin) Forebay Surface Area 8, D 5o sq. ft. (at permanent pool elevation approximately 15%)* Marsh 0"-9" Surface Area Z 3, Zoo sq. ft. (at permanent pool elevation approximately 35%)* Marsh 9"-18" Surface Area I~. 458 sq. ft. (at permanent pool elevation approximately 35%)* Micro Pool Surface Area $~oo sq. ft. (at permanent pool elevation approximately 15%)* Temporary Pool Volume l2to, - 3o cu. ft. (volume detained on top of the permanent pool) SAIDA used Z.'io (surface area to drainage area ratio)* Diameter of Orifice y. o in. (draw down orifice diameter) II. REQUIRED ITEMS CHECKLIST Initial in the space provided to indicate the following design requirements have been met and supporting documentation is attached. If a requirement has not been met, attach an explanation of why. At a minimum, a complete stormwater management plan submittal includes a worksheet for each BMP, design calculations, plans and specifications showing all BMPs and outlet structure details, a detailed drainage plan and a fully executed operation and maintenance agreement. An incomplete submittal package will result in a request for additional information and will substantially delay final review and approval of the project Applicants Initials -~:~ The temporary pool controls runoff from the 1 inch rain. ~ The basin side slopes are no steeper than 3:1. A planting plan for the marsh areas with plant species and densities is provided. Vegetation above the permanent pool elevation is specified. An emergency drain is provided to drain the basin. The temporary pool draws down in 2 to 5 days. Sediment storage is provided in the permanent pool. A sediment disposal area is provided. Access is provided for maintenance. A site specific, signed and notarized operation and maintenance agreement is provided. The drainage area (including any offsite area) is delineated on a site plan. Access is provided for maintenance. Gig- Plan details for the wetland are provided. Plan details for the inlet and outlet are provided. ~~ A site specific operation and maintenance agreement, signed and notarized by the responsible party is provided (see http:/lh2o.eh nr.state. nc. us/ncwetlands/oandm.doc). * Pocket Wetlands have different design parameters and are only assumed to remove 35% TSS -See pp. 19 and 20 of the NC DENR stormwater BMP Manual, April 1999.10% open water, 50% high marsh, 40% low marsh. DWQ Project No. DIVISION OF WATER QUALITY -LEVEL SPREADER WORKSHEET (112007) I. PROJECT INFORMATION (please complete the following information): Project Name : Pearl Crce K Contact Person: 13~It Dao~el Phone Number: (9i9) 410- q~ot3 Level Spreader ID: ~ Z @ W e~ I o~ d ~ Z. Level Spreader Length z~. o Drainage Area 4 g. Q2 Impervious Area 29.35 Forebay Area 1,vc~ lo..d~ Maximum Filter StriplBuffer Slope 4 •o grass ft. ac. ac. cu ft. (perpendicular to flow) (on-site and off-site drainage to the level spreader) (on-site and off-site drainage to the level spreader) (0.2% of the contributing impervious surface area) (6% for forested, leaf littler cover, 8% for thick ground cover Max. Discharge from 1"/Hr Storm D•523 cfs Max. Discharge to Level Spreader D• ro ~ cfs C Io ye~~) Filter Strip/ Zone 2 Buffer Vegetation (thick ground cover or grass; canopied forest with leaf litter groundcover) Pre-treatment or Bypass Method Used Pro -~'rtakrnerc+ II. REQUIRED ITEMS CHECKLIST Initial in the space provided to indicate the following design requirements have been met and supporting documentation is attached. !f a • requirement has not been met, atfach an explanation of why. At a minimum, a complete stormwater management plan submittal includes a worksheet for each BMP, design calculations, plans and specifications showing all BMPs and outlet structure details, a detailed drainage plan and a fully executed operation and maintenance agreement. An incomplete submittal package will result in a request for additional information and will substantially delay final review and approval of the project. Applicants Initials Project Site was visited prior to designing level spreader. /~ ~ oL Date of the Site visit. PLEASE ATTACH TIME-DATED DIGITAL PHOTO OF EXISTING BUFFER CONDITIONS. Level spreader is at least 13 ft. per cfs for thick ground cover or grass or 65 ft per cfs in canopied forest with leaf litter for 50-foot buffer; 50 ft per cfs for 100-foot buffer, or 40 ft. per cfs for 150-foot buffer. _ /q Pre-Formed Scour Holes are on flat slopes only. ~,~-~ No structures are located in protected buffers (must meet no practical alternatives criteria). Design Alternative (if any) and Bypass method used: Bypass conveyance method is specified and plan details and calculations are provided. Alternative design option is specified and plan details and calculations are provided. Discharge to level spreader and subsequent filter strip is hydraulically and spatially separate from the bypass discharge. No structures are located in protected buffers. Plan details for the bypass and outlets are provided. The operation and maintenance agreement includes annual erosion and vegetation repair. The operation and maintenance agreement signed and notarized by the responsible party is provided. • DWQ Project No. • DIVISION OF WATER QUALITY •401 EXTENDED DETENTION (and POCKET*) WETLAND WORKSHEET I. PROJECT INFORMATION (please complete the following information): Project Name : Pear t C~eetC -- ContactPerson: g;11 pan~tl Phone Number. ~91~i) y(o3-Q~of3 For projects with multiple basins, specify which basin this worksheet applies to: W e~ l u~d +1 3 Permanent Pool Elevation 2 y ~. o n ft. (elevation of the orifice invert out) Temporary Pool Elevation 246. So ft. (elevation of the outlet structure invert in) Permanent Pool Surface Area 4 3 4~~ sq. ft. (water surface area at permanent pool elevation) Drainage Area 2-. ~9 ac. (on-site and off-site drainage to the basin) Impervious Area 13.o I ac. (on-site and off-site drainage to the basin) Forebay Surface Area (,, 40o sq. ft. (at permanent pool elevation approximately 15%)* Marsh 0"-9" Surface Area lfvr loo sq. ft. (at permanent pool elevation approximately 35%)* Marsh 9"-18" Surface Area I5, 85n sq. ft. (at permanent pool elevation approximately 35%)* Micro Pool Surface Area 5,~ I ~' sq. ft. (at permanent pool elevation approximately 15%)* Temporary Pool Volume ~I, 4~°l cu. ft. (volume detained on top of the permanent pool) SA/DA used 2.40 (surface area to drainage area ratio)* Diameter of Orifice 3. o in. (draw down orifice diameter) II. REQUIRED ITEMS CHECKLIST . Initial in the space provided to indicate the following design requirements have been met and supporting documentation is attached. If a requirement has not been met, attach an explanation of why. At a minimum, a complete stormwater management plan submittal includes a worksheet for each BMP, design calculations, plans and specifications showing all BMPs and outlet structure details, a detailed drainage plan and a fully executed operation and maintenance agreement. An incomplete submittal package will result in a request for additional information and will substantially delay final review and approval of the project The temporary pool controls runoff from the 1 inch rain. The basin side slopes are no steeper than 3:1. A planting plan for the marsh areas with plant species and densities is provided. Vegetation above the permanent pool elevation is specified. An emergency drain is provided to drain the basin. The temporary pool draws down in 2 to 5 days. Sediment storage is provided in the permanent pool. A sediment disposal area is provided. Access is provided for maintenance. A site specific, signed and notarized operation and maintenance agreement is provided. The drainage area (including any offsite area) is delineated on a site plan. Access is provided for maintenance. Plan details for the wetland are provided. Plan details for the inlet and outlet are provided. ~r,~~ A site specific operation and maintenance agreement, signed and notarized by the responsible party is provided (see http:llh2o.ehnr.state.nc.us/ncwetlandsloandm.doc). * Pocket Wetlands have different design parameters and are only assumed to remove 35% TSS -See pp.19and 20 of the NC DENR stormwater BMP Manual, April 1999. 10% open water, 50% high marsh, 40% low marsh. • DWO Project No, DIVISION OF WATER QUALITY -LEVEL SPREADER WORKSHEET (112007) I. PROJECT INFORMATION (please complete the following information): Project Name : Peur t Cree K Contact Person: l3. II Da~-~a t Phone Number: (919) 4 to ~ ' 908 Level Spreader ID: ~ 3 ~ Wt~ IGnd ~ 3 Level Spreader Length 20. n ft. (perpendicular to flow) Drainage Area ~ I~ (09 ac. (on-site and off-site drainage to the level spreader) Impervious Area 13.o t ac. (on-site and off-site drainage to the level spreader) Forebay Area We+ta~d cu ft. (0.2% of the contributing impervious surface area) Maximum Filter Strip/Buffer Slope lo•o % (6% for forested, leaf littler cover, 8% for thick ground cover grass Max. Discharge from 1"/Hr Storm ~•Iq cfs Max. Discharge to Level Spreader O.2Z cfs Cio yeu~) Filter Strip/ Zone 2 Buffer Vegetation Soc (thick ground cover or grass; canopied forest with leaf litter groundcover) Pre-treatment or Bypass Method Used are - ~rrea~ men'E' II. REQUIRED ITEMS CHECKLIST Initial in the space provided to indicate the following design requirements have been met and supporting documentation is attached. If a requirement has not been met, attach an explanation of why. At a minimum, a complete stormwater management plan submittal includes a worksheet for each BMP, design calculations, plans and specifications showing all BMPs and outlet structure details, a detailed drainage plan and a fully executed operation and maintenance agreement. An incomplete submittal package will result in a request for additional information and will substantially delay final review and approval of the project. Applicants Initials ~~-- _Project Site was visited prior to designing level spreader. 8 oL Date of the Site visit. PLEASE ATTACH TIME-DATED DIGITAL PHOTO OF EXISTING BUFFER CONDITIONS. Level spreader is at least 13 ft. per cfs for thick ground cover or grass or 65 ft per cfs in canopied forest with leaf litter for 50-foot buffer; 50 ft per cfs for 100-foot buffer, or 40 ft. per cfs for 150-foot buffer. ~J~iq Pre-Formed Scour Holes are on flat slopes only. ~ No structures are located in protected buffers (must meet no practical alternatives criteria). Design Alternative (if any) and Bypass method used: Bypass conveyance method is specified and plan details and calculations are provided. Alternative design option is specified and plan details and calculations are provided. Discharge to level spreader and subsequent filter strip is hydraulically and spatially separate from the bypass discharge. No structures are located in protected buffers. Plan details for the bypass and outlets are provided. The operation and maintenance agreement includes annual erosion and vegetation repair. The operation and maintenance agreement signed and notarized by the responsible party is provided. • Project No. DWQ • DIVISION OF WATER QUALITY 401 EXTENDED DRY DETENTION BASIN WORKSHEET DWQ Stormwater Management Plan Review: At a minimum, a complete stormwater management plan submittal includes a worksheet for each BMP, design calculations, plans and specifications showing atl BMPs and outlet structure details, a detailed drainage plan and a fully executed operation and maintenance agreement. An incomplete submittal package will result in a request for additional information and will substantially delay final review and approval of the project PROJECT INFORMATION (please complete the following information): Project Name Contact Person: Phone Number: For projects with multiple basins, specify which basin this worksheet applies to:_ Bann ~ 4 Drainage Area:~•33 acres Percent Impervious Area:~% II. REQUIRED ITEMS CHECKLIST The following checklist outlines design requirements per the Stormwater Best Management Practices Manual (N.C. Department of Environment, Health and Natural Resources, November 1995) and Administrative Code Section: 15 A NCAC 2H .1008. Initial in the space provided to indicate the following design requirements have been met and supporting documentation is attached. If a requirement has not been met, attach an explanation of why. Applicants Initials Either capture runoff from 1 yr., 24 hour storm and release over a 48 hour period, or d~~ capture runoff from 1 inch storm and draw down over a period of 2 to 5 days. Please provide routing for 1 yr. 24 hr. event or volume from 1 inch rain ~S'G ~ 1!~ G/C The basin length to width ratio is greater than 3:1. The basin side slopes are no steeper than 3:1. ~r.s~-? A small permanent pool at outlet orifice is provided to reduce clogging. ;~_._~ An emergency drain to completely empty the basin is provided. ~'~ Vegetation plan prepared is specified on plans. Basin to be stabilized within 14 days of construction is specified. Sediment storage (20% of detention volume) in addition to detention volume is provided. ~ Inlet and outlet erosion control measures to prevent scour are provided. ~ ~ Additional treatment to meet the 85% TSS removal efficiency is provided. ---~-~ Access for clean-out and maintenance is provided. ~ Inlet plunge pool or other energy dissipation is provided. ~-~,7 Forebay is provided to capture sediment and minimize clean-out problems. ~~ Uncompacted natural soils are utilized to promote vegetation and reduce sedimentation. Seasonal high water table is at least 1 foot below bottom of basin. If used as a temporary sediment basin, plans indicate clean-out prior to final operation. A site specific operation and maintenance plan with the following provisions is provided. -quo-~ The 0&M agreement is signed by the responsible party and notarized. • DWQ Project No. • DIVISION OF WATER QUALITY -LEVEL SPREADER WORKSHEET (112007) I. PROJECT INFORMATION (please complete the following information): Project Name : Pear 1 G r•eeK Contact Person: ~ ~ 11 D G~~ e 1 _ Phone Number. (919) ~b ~ - 9 ~ 0 ~ Level Spreader ID: ~ 4 ~' O~ y 3as;~ ~ 4 Level Spreader Length 2~•o ft. (perpendicular to flow) Drainage Area ~ • 33 ac. (on-site and off-site drainage to the level spreader) Impervious Area 4•'i~ ac. (on-site and off-site drainage to the level spreader) Forebay Area bus ~n cu ft. (0.2% of the contributing impervious surface area) Maximum Filter StriplBuffer Slope fo • o % (6% for forested, leaf littler cover, 8% for thick ground cover grass Max. Discharge from 1 "/Hr Storm 0.Oq cfs Max. Discharge to Level Spreader d. Oq cfs Filter Stripi Zone 2 Buffer Vegetation Soo (thick ground cover or grass; canopied forest with leaf litter groundcover) Pre-treatment or Bypass Method Used Pr•t - }reukMenk II. REQUIRED ITEMS CHECKLIST Initial in the space provided to indicate the following design requirements have been met and supporting documentation is attached. If a requirement has not been met, attach an explanation of why. At a minimum, a complete stormwater management plan submittal includes a worksheet for each BMP, design calculations, plans and specifications showing all BMPs and outlet structure details, a detailed drainage plan and a fully executed operation and maintenance agreement. An incomplete submittal package will result in a request for additional information and will substantially delay final review and approval of the project. Aoolicants Initials Project Site was visited prior to designing level spreader. r, S ~t Date of the Site visit. PLEASE ATTACH TIME-DATED DIGITAL PHOTO OF EXISTING BUFFER CONDITIONS. Level spreader is at least 13 ft. per cfs for thick ground cover or grass or 65 ft per cfs in canopied forest with leaf litter for 50-foot buffer; 50 ft per cfs for 100-foot buffer, or 40 ft. per cfs for 150-foot buffer. ,o.1~Q Pre-Formed Scour Holes are on flat slopes only. ---T ~ No structures are located in protected buffers (must meet no practical alternatives criteria). Design Alternative (if any) and Bypass method used: Bypass conveyance method is specified and plan details and calculations are provided. Alternative design option is specified and plan details and calculations are provided. Discharge to level spreader and subsequent filter strip is hydraulically and spatially separate from the bypass discharge. No structures are located in protected buffers. Plan details for the bypass and outlets are provided. The operation and maintenance agreement includes annual erosion and vegetation repair. The operation and maintenance agreement signed and notarized by the responsible party is provided. • Project No. DWQ DIVISION OF WATER QUALITY 401 EXTENDED DRY DETENTION BASIN WORKSHEET DWQ Stormwater Management Plan Review: At a minimum, a complete stormwater management plan submittal includes a worksheet for each BMP, design calculations, plans and specifications showing all BMPs and outlet structure details, a detailed drainage plan and a fully executed operation and maintenance agreement. An incomplete submittal package will result in a request for additional information and will substantially delay final review and approval of the project PROJECT INFORMATION (please complete the following information): Project Name Contact Person: Phone Number: (9i9) yU~~ Ht ~~ For projects with multiple basins, specify which basin this worksheet applies to:_ ~as;n ~ S Drainage Area:~acres Percent Impervious Area: 60 II. REQUIRED ITEMS CHECKLIST The following checklist outlines design requirements per the Stormwater Best Management Practices Manual (N.C. Department of Environment, Health and Natural Resources, November 1995) and Administrative Code Section: 15 A NCAC 2H .1008. Initial in the space provided to indicate the following design requirements have been met and supporting documentation is attached. If a requirement has not been met, attach an explanation of why. Applicants Initials . )C Either capture runoff from 1 yr., 24 hour storm and release over a 48 hour period, or ,/ n capture runoff from 1 inch storm and draw down over a period of 2 to 5 days. Please provide routing for 1 yr. 24 hr. event or volume from 1 inch rain 3 72.7 c~ -~~.-~ The basin length to width ratio is greater than 3:1. The basin side slopes are no steeper than 3:1. A small permanent pool at outlet orifice is provided to reduce clogging. ~ An emergency drain to completely empty the basin is provided. C_ ~ Vegetation plan prepared is specified on plans. Basin to be stabilized within 14 days of construction is specified. _ Sediment storage (20% of detention volume) in addition to detention volume is provided. ~_~-Inlet and outlet erosion control measures to prevent scour are provided. ~,4/q ~~ Additional treatment to meet the 85% TSS removal efficiency is provided. Access for clean-out and maintenance is provided. _ Inlet plunge pool or other energy dissipation is provided. Forebay is provided to capture sediment and minimize clean-out problems. Uncompacted natural soils are utilized to promote vegetation and reduce sedimentation. Seasonal high water table is at least 1 foot below bottom of basin. If used as a temporary sediment basin, plans indicate clean-out prior to final operation. A site specific operation and maintenance plan with the following provisions is provided. -~ The 0&M agreement is signed by the responsible party and notarized. • DWQ Project No. • DIVISION OF WATER QUALITY -LEVEL SPREADER WORKSHEET (112007) I. PROJECT INFORMATION (please complete the following information): Project Name : pearl C~te1C Contact Person: b ~ 11 Dan. el Phone Number: (919 1 4t.{ - quo S Level Spreader ID: ~ S ~' Dry t3asi^ '~ S Level Spreader Length Zo•n Drainage Area ~_ Impervious Area I• o Forebay Area (3a s i ^ Maximum Filter StriplBuffer Slope ~•o grass Max. Discharge from 1"IHr Storm Max. Discharge to Level Spreader Filter Stripl Zone 2 Buffer Vegetation Pre-treatment or Bypass Method Used ac. ac. cu ft. . 02 3 cfs . 0 2.c~ cfs Sop Prc -~rea~4 Mcrc~' (perpendicular to flow) (on-site and off-site drainage to the level spreader) (on-site and off-site drainage to the level spreader) (0.2% of the contributing impervious surface area) (6% for forested, leaf littler cover, 8% for thick ground cover (thick ground cover or grass; canopied forest with leaf litter groundcover) II. REQUIRED ITEMS CHECKLIST Initial in the space provided to indicate the following design requirements have been met and supporting documentation is attached. If a • requirement has not been met, attach an explanation of why. At a minimum, a complete stormwater management plan submittal includes a worksheet for each BMP, design calculations, plans and specifications showing all BMPs and outlet structure details, a detailed drainage plan and a fully executed operation and maintenance agreement. An incomplete submittal package will result in a request for additional information and will substantially delay final review and approval of the project. Applicants Initials _ Project Site was visited prior to designing level spreader. ~ $ o G Date of the Site visit. PLEASE ATTACH TIME-DATED DIGITAL PHOTO OF EXISTING BUFFER CONDITIONS. ~ Level spreader is at least 13 ft. per cfs for thick ground cover or grass or 65 ft per cfs in canopied forest with leaf litter for 50-foot buffer; 50 ft per cfs for 100-foot buffer, or 40 ft. per cfs for 150-foot buffer. N~/~ Pre-Formed Scour Holes are on flat slopes only. C,~ No structures are located in protected buffers (must meet no practical alternatives criteria). Design Alternative (if any) and Bypass method used: Bypass conveyance method is specified and plan details and calculations are provided. Alternative design option is specified and plan details and calculations are provided. Discharge to level spreader and subsequent filter strip is hydraulically and spatially separate from the bypass discharge. No structures are located in protected buffers. Plan details for the bypass and outlets are provided. The operation and maintenance agreement includes annual erosion and vegetation repair. The operation and maintenance agreement signed and notarized by the responsible party is provided. • Pearl Creek Raleigh, North Carolina 12/6/2006 Dated: 10/ 17!2006 Revised: 12/4/2006 BMP Stormwater Wetland & Extended Dry Detention Basin Design Calculations SA/DA Ratios for Permanent Pool Sizing to Achieve 85% TSS Reduction • IMPERVIOUS PERCENT 3.00 PERMANENT POOL DEPTHS [N FEET 4.00 5.00 6.00 10% 0.59 0.49 0.43 0.3~ 20% 0.97 0.79 0.70 0.59 30% 1.34 1.08 0.97 0.83 40% 1.73 1.43 1.25 1.05 50% 2.06 1.73 1.50 1.30 60% 2.40 2.03 1.71 1.51 70% 2.88 2.40 2.07 1.79 80% 3.36 2.78 2.38 2.10 Wetland Area Ac.) Descri tion 1 29.08 Ad'acent to Lots 428-43 I 2 48.92 Ad'acent to Lots 96-100 3 2l .69 Ad'acent to Lots 407-416 Dr Basin Area (Ac.) Descri tion 4 7.33 Near Lots 301 and 302 5 1.74 Recreation Area Normal Pool Surface Area Calculations Re aired Provided BMP # [MP. % DEPTH (FT) SA/DA POOL AREA (SF) POOL AREA (SF) 1 60 3 2.40 30,401 59,251 2 60 3 2.40 51,143 57,708 3 60 3 2.40 22,676 43,667 4 60 3 2.40 N/A N/A 5 60 3 2.40 N/A N/A Pearl Creek C7 • Pearl Creek Raleigh, North Carolina 12/6/2006 BMP Stormwater Wetland Design Calculations (cont.) Wetland #1 Volume to be controlled from the 1" storm 0.5900 = Rv (Runoff coefficient) 62,281 =Volume to be controlled (cf) 93,991 =Volume provided (cf) Wetland #3 Volume to be controlled from the 1" storm 0.5900 = Rv (Runoff coefficient) 46,453 = Volume to be controlled (cf) 71,479 =Volume provided (cf) Dry Basin #S Volume to be controlled from the 1" storm 0.5900 = Rv (Runoff coefficient) 3,727 =Volume to be controlled (cf) 4,343 =Volume provided (cf) Water Quality drawdown calculations (For 1 "storm) Wetland #2 Volume to be controlled from the 1" storm 0.5900 = Rv (Runoff coefficient) 104,772 =Volume to be controlled (cf) 126,130 = Volume provided (cf) Dry Basin #4 Volume to be controlled from the 1" storm 0.5900 = Rv (Runoff coefficient) 15,699 =Volume to be controlled (cf) 17,606 =Volume provided (cf) BMP # Discharge Volume (cf) Discharge Rate (cfs) Drawdown Time (Days) Drawdown fd (Inches) Peak Discharge Rate (cfs) t 62,281 0.1752 4.11 4.0 0.292 2 104,772 0.3138 3.86 4.0 0.523 3 46,453 0.1146 4.69 3.0 0.191 4 1,699 0.01 3.~6 2.0 0.08 5 3,727 0.0138 3. t 3 1.0 0.023 • Discharge rates based on 60% of peak discharge. Pearl Creek Pond Report Hydraflow Hydrographs by Intelisolve Thursday, Dec 14 2006, 9:29 AM • Pond No. 1 -Wetland #1 Pond Data Pond storage is based on k nown contour areas. Average end area method used. Stage /Storage Table Stage (ft) Elevation (ft) Contour area (sgft- Incr. Storage (tuft) Total storage (cult) 0.00 228.00 14,280 0 0 1.00 229.00 21,611 17,946 17,946 2.00 230.00 38,760 30,186 48,131 3.00 231.00 59,251 49,006 97,137 4.00 232.00 64,002 61,627 158,763 4.50 232.50 65,458 32,365 191,128 5.00 233.00 66,928 33,097 224,225 6.00 234.00 69,911 68,420 292,644 Culvert /Orifice Structures Weir Structures [A] [B] [C] [D] [A] (B] (C] [D] Rise (in) = 12.00 4.00 0.00 0.00 Crest Len (ft) = 8.00 40.00 0.00 0.00 Span (in) = 12.00 4.00 0.00 0.00 Crest EI. (ft) = 232.25 232.50 0.00 0.00 No. Barrels = 1 1 0 0 Weir Coeff. = 3.33 2.60 0.00 0.00 Invert EI. (ft) = 221.40 231.00 0.00 0.00 Weir Type =Riser Broad - - Length (ft) = 100.00 0.00 0.00 0.00 Multi-Stage =Yes No No No Slope (%) = 0.50 0.00 0.00 0.00 N-Value = .011 .011 .000 .000 Orif. Coeff. = 0.60 0.60 0.00 0.00 Multi-Stage = n/a Yes No No Exfiltration = 0.000 in/hr (Contour) Tailwater Elev. = 0.00 ft • Note: Culvert/Orifice outflows have been analyzed under inlet and o utlet control. Stage (Storage /Discharge Table Stage Storage Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Total ft tuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 0.00 0 228.00 0.00 0.00 -- --- 0.00 0.00 --- -- -- 0.00 1.00 17,946 229.00 7.26 0.00 --- -- 0.00 0.00 -- --- - 0.00 2.00 48,131 230.00 7.26 0.00 --- -- 0.00 0.00 -- -- --- 0.00 3.00 97,137 231.00 7.26 0.00 --- --- 0.00 0.00 --- -- -- 0.00 4.00 158,763 232.00 7.26 0.38 --- --- 0.00 0.00 --- --- -- 0.38 4.50 191,128 232.50 7.26 0.49 --- --- 3.33 0.00 --- - --- 3.82 5.00 224,225 233.00 9.74 0.14 --- -- 9.60 36.77 --- -- - 46.51 6.00 292.644 234.00 10.22 0.04 - -- 10.14 191.06 --- - --- 201.25 • Pond Report Hydraflow Hydrographs by Intelisolve Thursday, Dec 14 2006, 11:42 AM • Pond No. 2 -Wetland #2 Pond Data Pond storage is based on known contour areas. Average end area method used. Stage 1 Storage Table • Stage (ft) Elevation (ft) Contour area (sgft) Incr. Storage (tuft) Total storage (tuft) 0.00 240.00 12,840 0 0 1 00 241.00 21,217 17,029 17,029 . 2 00 242.00 29,456 25,337 42,365 . 3.00 243.00 57,708 43,582 85,947 4 00 244.00 63,676 60,692 146,639 . 5.00 245.00 67,199 65,438 212,077 6.00 246.00 70,779 68,989 281,066 7.00 247.00 80,000 75,390 356,455 Culvert I Orifice Structures Weir Structures IA] LB] [Cl ID] IAl IB] [Cl IDl Rise (in) = 12.00 4.00 0.00 0.00 Crest Len (ft) = 8.00 40.00 0.00 0.00 Span (in) = 12.00 4.00 0.00 0.00 Crest EI. (ft) = 246.00 245.30 0.00 0.00 No. Barrels = 1 1 0 0 Weir Coeff. = 3.33 2.60 0.00 0.00 Invert EI. (ft) = 230.50 243.00 0.00 0.00 Weir Type =Riser Broad - - Length (ft) = 110.00 0.00 0.00 0.00 Multi-Stage =Yes No No No Slope (%) = 0.50 0.00 0.00 0.00 N-Value = .011 .013 .000 .000 Orif. Coeff. = 0.60 0.60 0.00 0.00 Multi-Stage = n/a Yes No No Exfiitration = 0.000 in/hr (Contour) Tailwater Elev. = 0.00 ft Note: CulverVOrfice ou tflows have been analyzed under inlet and outlet control. Stage /S torage /Discharge Table Stage Storage Elevation Civ A Civ B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Total ft cult ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 0.00 0 240.00 0.00 0.00 --- --- 0.00 0.00 -- ___ ___ 0.00 0 00 1.00 17,029 241.00 9.55 0.00 - --- 0.00 0.00 --- -- -- . 00 0 2.00 42,365 242.00 9.55 0.00 - - 0.00 0.00 --- --- --- . 00 0 3.00 85,947 243.00 9.55 0.00 -- --- 0.00 0.00 --- -- -- . 38 0 4.00 146,639 244.00 9.55 0.38 --- -- 0.00 0.00 -- - -- . 57 0 5.00 212,077 245.00 9.55 0.57 --- -- 0.00 0.00 -- - -- . 64 95 6.00 281,066 246.00 9.55 0.71 --- -- 3.33 60.91 -- - - . 21 243 7.00 356,455 247.00 12.70 0.09 -- - 12.60 230.52 --- --- --- . • Pond Report Hydraflow Hydrographs by Intelisolve Thursday, Dec 14 2006, 9:31 AM • Pond No. 3 -Wetland #3 Pond Data Pond storage is based on known contour areas. Average end area method used. Stage /Storage Table • Stage (ft) Elevation (ft) Contour area (sgft) Incr. Storage (tuft) Total storage (cult) 0.00 244.00 6,583 0 0 1.00 245.00 14,827 10,705 10,705 2.00 246.00 28,550 21,689 32,394 3.00 247.00 43,667 36,109 68,502 4.00 248.00 49,221 46,444 114,946 4.50 248.50 50,917 25,035 139,981 5.00 249.00 52,628 25,886 165,867 6.00 250.00 56,091 54,360 220,226 Culvert /Orifice Structures [Al [Bl [~l Rise (in) = 12.00 3.00 0.00 Span (in) = 12.00 3.00 0.00 No. Barrels = 1 1 0 Invert EI. (ft) = 240.00 247.00 0.00 Length (ft) = 105.00 0.00 0.00 Slope (%) = 1.00 0.00 0.00 N-Value = .011 .013 .000 Orif. Coeff. = 0.60 0.60 0.00 Multi-Stage = n/a Yes No [D] 0.00 0.00 0 0.00 0.00 0.00 .000 0.00 No Weir Structures [Al Crest Len (ft) = 8.00 Crest EI. (ft} = 248.50 Weir Coeff. = 3.33 Weir Type =Riser Multi-Stage =Yes [Bl [cl 40.00 0.00 248.50 0.00 2.60 0.00 Broad -- No No IDl o.oo 0.00 0.00 No Exfiltration = 0.000 in/hr (Contour) Tailwater Elev. = 0.00 ft Note: Culvert/Orifice outflows have been analyzed under inlet and outlet control. Stage /Storage 1 Discharge Table Stage Storage Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Total ft tuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 0.00 0 244.00 0.00 0.00 -- --- 0.00 0.00 --- -- --- 0.00 00 0 1.00 10,705 245.00 6.48 0.00 -- --- 0.00 0.00 -- --- -- . 00 0 2.00 32,394 246.00 6.48 0.00 -- -- 0.00 0.00 -- -- --- . 0 00 3.00 68,502 247.00 6.48 0.00 --- --- 0.00 0.00 --- -- -- . 22 0 4.00 114,946 248.00 6.48 0.22 - -- 0.00 0.00 - -- --- . 28 0 4.50 139,981 248.50 6.48 0.28 --- --- 0.00 0.00 --- -- -- . 46 22 5.00 165,867 249.00 9.45 0.16 - --- 9.29 36.77 -- --- -- . 24 201 6.00 220,226 250.00 10.20 0.03 -- -- 10.15 191.06 -- --- --- . • Pond Report Hydraflow Hydrographs by Intelisolve Thursday, Dec 14 2006, 9:32 AM . Pond No. 4 -Dry Basin #4 Pond Data Pond storage is based on known contour areas. Average end area method used. Stage /Storage Table Stage (ft) Elevation (ft) Contour area (sgft) Incr. Storage (cult) Total storage (cuft- 0.00 263.00 1,650 0 0 1.00 264.00 4,350 3,000 3,000 2.00 265.00 7,488 5,919 8,919 2.50 265.50 8,664 4,038 12,957 3.00 266.00 9,931 4,649 17,606 4.00 267.00 15,435 12,683 30,289 Culvert /Orifice Structures Weir Structures [A] [B] [C] [D] [A] [B] [C] [D] Rise (in) = 12.00 1.50 0.00 0.00 Crest Len (ft) = 8.00 20.00 0.00 0.00 Span (in) = 12.00 1.50 0.00 0.00 Crest EI. (ft) = 266.20 266.00 0.00 0.00 No. Barrels = 1 1 0 0 Weir Coeff. = 3.33 2.60 0.00 0.00 Invert EI. (ft) = 258.50 263.00 0.00 0.00 Weir Type =Riser Broad -- -- Length (ft) = 100.00 0.00 0.00 0.00 Multi-Stage =Yes No No No Slope (%) = 0.50 0.00 0.00 0.00 N-Value = .011 .013 .000 .000 Orif. Coeff. = 0.60 0.60 0.00 0.00 Multi-Stage = n/a Yes No No Exfiltration = 0.000 in/hr (Contour) Tailwater Elev. = 0.00 ft Note: CulverVOrifice outflows have been analyzed under inlet and outlet control. • Stage /Storage /Discharg e Table Stage Storage Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Total ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 0.00 0 263.00 0.00 0.00 --- - 0.00 -- 0.00 --- -- --- 0.00 1.00 3,000 264.00 6.54 0.06 --- --- 0.00 0.00 --- -- --- 0.06 2.00 8,919 265.00 6.54 0.08 --- --- 0.00 0.00 --- --- -- 0.08 2.50 12,957 265.50 6.54 0.09 --- -- 0.00 0.00 -- -- --- 0.09 3.00 17,606 266.00 6.54 0.10 -- --- 0.00 0.00 -- -- --- 0.10 4.00 30,289 267.00 9.20 0.02 -- --- 9.18 52.00 -- --- --- 61.19 r: Pond Report Dec 14 2006, 9:33 AM Thursday Hydraflow Hydrographs by Intelisolve , • Pond No. 5 -Dry Basin #5 Pond Data Pond storage is based on known contour areas. Average end area method used. Stage /Storage Table Stage (ft) Elevation (ft) Contour a rea (sgft) Incr. Storage (cult) Total storage (cult) 0.00 266.00 1,585 0 0 00 267.00 1 2,756 2.171 2,171 . 1.70 267.70 3,450 2,172 4,343 2.00 268.00 3,964 1,112 5,455 Culvert /Orifice Structures Weir Structures IAl IB] [Cl ID] IAl IBl [Cl IDI Rise (in) = 12.00 1.00 0.00 0.00 Crest Len (ft) = 8.00 20.00 0.00 0.00 Span (in) = 12.00 1.00 0.00 0.00 Crest EI. (ft) = 267.75 267.70 0.00 0.00 No. Barrels = 1 1 0 0 Weir Coeff. = 3.33 2.60 0.00 0.00 Invert EI. (ft) = 265.00 266.00 0.00 0.00 Weir Type =Riser Broad -- -- Length (ft) = 30.00 0.00 0.00 0.00 Multi-Stage =Yes No No No Slope (%) = 0.50 0.00 0.00 0.00 N-Value = .011 .013 .000 .000 Orif. Coeff. = 0.60 0.60 0.00 0.00 Multi-Stage = n/a Yes No No Exfiltration = 0.000 in/hr (Contour) Tailwater Elev. = 0.00 ft Note: CulverUOr~ce outFlows have been analyzed under inlet and outlet control. Stage / Storage I Discharge Table Stage Storage Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Total • ft cult ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 0.00 0 266.00 0.00 0.00 -- - 0.00 0.00 --- - -- 0.00 0 03 1.00 2,171 267.00 1.66 0.03 --- --- 0.00 0.00 --- --- -- . 0 03 1.70 4,343 267.70 1.66 0.03 -- -- 0.00 0.00 -- - --- . 11 91 2.00 5,455 268.00 3.36 0.03 --- -- 3.33 8.54 --- --- --- . • Hydrograph Plot • Hydraflow Hydrographs by Intelisolve Monday, Nov 27 2006, 2:14 PM Hyd. No. 6 Wetland #1 routing Hydrograph type = Reservoir Peak discharge = 0.292 cfs Storm frequency = 2 yrs Time interval = 1 min Inflow hyd. No. = 1 Max. Elevation = 231.65 ft Reservoir name = Wetland #1 Max. Storage = 137,340 cult r1 U • Storage Indication method used. Wet pond routing start elevation = 231.00 ft. Hydrograph Volume = 29,598 tuft Q (cfs) 100.00 90.00 80.00 70.00 60.00 50.00 40.00 30.00 20.00 10.00 0.00 0.0 0.2 Hyd No. 6 Wetland #1 routing Hyd. No. 6 -- 2 Yr 0.3 0.5 0.7 0.8 Hyd No. 1 aZZJ Req. Stor = 137,340 cult Hydrograph Plot • Hydraflow Hydrographs by Intelisolve Tuesday, Dec 12 2006, 12:9 PM Hyd. No. 6 Wetland #1 routing Hydrograph type =Reservoir Peak discharge = 0.292 cfs Storm frequency = 2 yrs Time interval = 1 min Inflow hyd. No. = 1 Max. Elevation = 231.65 ft Reservoir name =Wetland #1 Max. Storage = 137,340 cult Storage Indication method used. Wet pond routing start elevation = 231.00 ft. • Elev (ft) 233.00 ~ 232.00 -', I 231.00 ' • 0.0 0.2 1. Wetland #1 0.3 0.5 0.7 Hydrograph Volume = 29,598 cult 0.8 Elev (ft - 233.00 232.00 ~ 231.00 1.0 Time (hrs) Hydrograph Plot . Hydraflow Hydrographs by Intelisolve Monday, Nov 27 2006, 2:15 PM Hya. No. s Wetland #1 routing Hydrograph type = Reservoir Peak discharge = 0.342 cfs Storm frequency = 10 yrs Time interval = 1 min Inflow hyd. No. = 1 Max. Elevation = 231.83 ft Reservoir name = Wetland #1 Max. Storage = 148, 303 cult Storage Indication method used. Wet pond routing start elevation = 231.00 ft. Hydrograph Volume = 37,780 cult Q (cfs) 140.00 • 120.00 • 100.00 80.00 60.00 40.00 20.00 0.00 0.0 0.2 Hyd No. 6 Wetland #1 routing Hyd. No. 6 -- 10 Yr 0.3 0.5 0.7 0.8 Hyd No. 1 i~ITi Req. Stor = 148,303 cult Q (cfs) ~ 140.00 120.00 100.00 80.00 60.00 40.00 20.00 0.00 1.0 Time (hrs) Hydrograph Plot • Hydraflow Hydrographs by Intelisolve Hya. Wo. s Wetland #1 routing Hydrograph type =Reservoir Storm frequency = 10 yrs Inflow hyd. No. = 1 Reservoir name =Wetland #1 • Tuesday.. Dec 12 2006, 12:9 PM Peak discharge = 0.342 cfs Time interval = 1 min Max. Elevation = 231.83 ft Max. Storage = 148,303 cult Storage Indication method used. Wet pond routing start elevation = 231.00 ft. Elev (ft) 233.00 r I 232.00 231.00 • 0.0 0.2 1. Wetland #1 0.3 Wetland #1 routing Hyd. No. 6 -- 10 Yr 0.5 Hydrograph Volume = 37,781 cult 0.7 0.8 Elev (ft) - 233.00 i i i I~ 232.00 231.00 1.0 Time (hrs) Hydrograph Plot • Hydraflow Hydrographs by Intelisolve Hyd. No. 6 Wetland #1 routing Hydrograph type =Reservoir Storm frequency = 100 yrs Inflow hyd. No. = 1 Reservoir name =Wetland #1 Storage Indication method used. Wet pond routing start elevation = 231.00 ft r: • Q (cfs) 180.00 160.00 140.00 120.00 100.00 80.00 60.00 40.00 20.00 0.00 0.0 0.2 Hyd No. 6 Wetland #1 routing Hyd. No. 6 -- 100 Yr Monday, Nov 27 2006, 2:15 PM Peak discharge = 0.410 cfs Time interval = 1 min Max. Elevation = 232.12 ft Max. Storage = 166,606 cult Hydrograph Volume = 49,782 cult 0.3 0.5 0.7 0.8 Hyd No. 1 !_~ Req. Stor = 166,606 cult Hydrograph Plot • Hytlratlow HydrographS by InteItS0lve Hyd. No. 6 Wetland #1 routing Hydrograph type = Reservoir Storm frequency = 100 yrs Inflow hyd. No. = 1 Reservoir name = Wetland #1 Tuesday, Dec 12 2006, 12:11 PM Peak discharge = 0.410 cfs Time interval = 1 min Max. Elevation = 232.12 ft Max. Storage = 166,606 cult Storage Indication method used. Wet pond routing start elevation = 231.00 ft. Wetland #1 routing Elev (ft) Hyd. No. 6 -- 100 Yr 234.00 ~ ~ I ', li 233.00 -', , 232.00 231.00 0.0 0.2 1. Wetland #1 0.3 0.5 Hydrograph Volume = 49.782 cult 0.7 0.8 Elev (ft) 234.00 i i i r 233.00 232.00 231.00 1.0 Time (hrs) Hydrograph Plot Hydraflow Hydrographs by Intelisolve Thursday, Dec 14 2006, 11:36 AM Hyd. No. 7 Wetland #2 routing Hydrograph type = Reservoir Peak discharge = 0.523 cfs Storm frequency = 2 yrs Time interval = 1 min Inflow hyd. No. = 2 Max. Elevation = 244.72 ft Reservoir name = Wetland #2 Max. Storage = 193,437 cult Storage Indication method used. Wet pond routing start elevation = 243.00 ft. Hydrograph Volume = 69,977 cult Q (cfs) 120.00 • 100.00 80.00 60.00 40.00 20.00 • 0.00 0.0 0.2 Hyd No. 7 Wetland #2 routing Hyd. No. 7 -- 2 Yr 0.3 0.5 0.7 0.8 Hyd No. 2 ~ Req. Stor = 193,437 cult Q (cfs) 120.00 100.00 80.00 60.00 40.00 20.00 0.00 1.0 Time (hrs) Hydrograph Plot • rtyarariow nyarograpns oy mrensoroe Hyd. No. 7 Wetland #2 routing Hydrograph type =Reservoir Storm frequency = 2 yrs Inflow hyd. No. = 2 Reservoir name =Wetland #2 Storage Indication method used. Wet pond routing start elevation = 243.00 ft • Thursday, Dec 14 2006, 11:36 AM Peak discharge = 0.523 cfs Time interval = 1 min Max. Elevation = 244.72 ft Max. Storage = 193,437 cult Hydrograph Volume = 69,977 cult Wetland #2 routing Elev (ft) Hyd. No. 7 -- 2 Yr 246.00 i li ~ ~ 11 'i '~ 245.00 + 244.00 243.00 0.0 0.2 2. Wetland #2 0.3 0.5 0.7 0.8 Elev (ft) 246.00 245.00 244.00 243.00 1.0 Time (hrs) Hydrograph Plot • Hydraflow Hydrographs by Intelisolve Hyd. No. 7 Wetland #2 routing Hydrograph type = Reservoir Storm frequency = 10 yrs Inflow hyd. No. = 2 Reservoir name = Wetland #2 Storage Indication method used. Wet pond routing start elevation = 243.00 ft Q (cfs) 160.00 140 00 • . 120 00 . 100.00 80 00 . 0 60.0 40 00 . 20 00 . 0.00 0.0 • Wetland #2 routing Hyd. No. 7 -- 10 Yr Thursday, Dec 14 2006, 11:37 AM Peak discharge = 0.605 cfs Time interval = 1 min Max. Elevation = 245.24 ft Max. Storage = 228,842 cult Hydrograph Volume = 84,757 tuft 0.2 0.3 0.5 0.7 0.8 - Hyd No. 7 Hyd No. 2 i~~, Req. Stor = 228,842 cuff Hydrograph Plot nywau~w nywuyiaNna uy intcnaurvc Hyd. No. 7 Wetland #2 routing Hydrograph type =Reservoir Storm frequency = 10 yrs Inflow hyd. No. = 2 Reservoir name =Wetland #2 Storage Indication method used. Wet pond routing start elevation = 243.00 ft Elev (ft) 247.00 246.00 245.00 244.00 Thursday, Dec 14 2006, 11:37 AM Peak discharge = 0.605 cfs Time interval = 1 min Max. Elevation = 245.24 ft Max. Storage = 228,842 cult Hydrograph Volume = 84,757 cult Wetland #2 routing Hyd. No. 7 -- 10 Yr I I ~, , I I i i I~ '~ 243.00 • 0.0 0.2 0.3 2. Wetland #2 0.5 0.7 0.8 Elev (ft ~- 247.00 i I III r 246.00 245.00 244.00 243.00 1.0 Time (hrs) Hydrograph Plot Hydraflow Hydrographs by fntelisolve Hyd. No. 7 Wetland #2 routing Hydrograph type =Reservoir Storm frequency = 100 yrs Inflow hyd. No. = 2 Reservoir name =Wetland #2 Storage Indication method used. Wet pond routing start elevation = 243.00 ft Q (cfs) 210.00 • 180 00 . 150.00 120.00 90.00 60.00 30.00 0.00 0.0 0.2 • Hyd No. 7 Wetland #2 routing Hyd. No. 7 -- 100 Yr Thursday. Dec 14 2006, 11:37 AM Peak discharge = 41.03 cfs Time interval = 1 min Max. Elevation = 245.83 ft Max. Storage = 269,026 cult Hydrograph Volume = 136,441 tuft 0.3 0.5 0.7 0.8 Hyd No. 2 ~ Req. Stor = 269,026 cult Hydrograph Plot • nyuianuw nyw uyiaNna uy n ucnavivc Hyd. No. 7 Wetland #2 routing Hydrograph type =Reservoir Storm frequency = 100 yrs Inflow hyd. No. = 2 Reservoir name =Wetland #2 • Thursday. Dec 14 2006, 11:37 AM Peak discharge = 41.03 cfs Time interval = 1 min Max. Elevation = 245.83 ft Max. Storage = 269,026 cult Storage Indication method used. Wet pond routing start elevation = 243.00 ft. Wetland #2 routing Elev (ft) Hyd. No. 7 -- 100 Yr 247.00 246.00 245.00 244.00 243.00 • 0.0 0.2 2. Wetland #2 0.3 0.5 Hydrograph Volume = 136,441 cult 0.7 0.8 Elev (ft; ~- 247.00 246.00 245.00 244.00 243.00 1.0 Time (hrs) Hydrograph Plot • Hydraflow Hydrographs by Intelisolve Hyd. No. 8 Wetland #3 routing Hydrograph type =Reservoir Storm frequency = 2 yrs Inflow hyd. No. = 3 Reservoir name =Wetland #3 Monday, Nov 27 2006, 2:17 PM Peak discharge = 0.191 cfs Time interval = 1 min Max. Elevation = 247.78 ft Max. Storage = 104,722 cult Storage indication method used. Wet pond routing start elevation = 247.00 ft. Q (cfs) 70.00 I • 60.00 50.00 40.00 30.00 20.00 10.00 0.00 • 0.0 0.2 Hyd No. 8 Wetland #3 routing Hyd. No. 8 -- 2 Yr Hydrograph Volume = 24,049 cult 0.3 0.5 0.7 0.8 Hyd No. 3 ~-I_J Req. Stor = 104,722 cult Hydrograph Plot • Hydraflow Hydrograpns ny inteusoive Hyd. No. 8 Wetland #3 routing Hydrograph type =Reservoir Storm frequency = 2 yrs Inflow hyd. No. = 3 Reservoir name =Wetland #3 Storage Indication method used. Wet pond routing start elevation = 247.00 ft • • Wetland #3 routing Elev (ft) Hyd. No. 8 -- 2 Yr 249.00 ~~ i !, '~ I~ I ~, I i I ', 248.00 I~ ~' 247.00 0.0 0.2 0.3 0.5 3. Wetland #3 Tuesday, Dec 12 2006, 12:12 PM Peak discharge = 0.191 cfs Time interval = 1 min Max. Elevation = 247.78 ft Max. Storage = 104,722 cult Hydrograph Volume = 24,049 cult Elev (ft; 249.00 i ~, '~ ~, ~' i j ~ ~I i ~ 248.00 0.7 0.8 247.00 1.0 Time (hrs) Hydrograph Plot • Hydraflow Hydrographs by Intelisolve Monday, Nov 27 2006, 2:17 PM Hyd. No. 8 Wetland #3 routing Hydrograph type = Reservoir Peak discharge = 0.222 cfs Storm frequency = 10 yrs Time interval = 1 min Inflow hyd. No. = 3 Max. Elevation = 248.01 ft Reservoir name = Wetland #3 Max. Storage = 115,429 cult Storage Indication method used. Wet pond routing start elevation = 247.00 ft. Hydrograph Volume = 29,440 tuft C] • Q (cfs) 80.00 70.00 60.00 50.00 40.00 30.00 20.00 10.00 0.00 0.0 Wetland #3 routing Hyd. No. 8 -- 10 Yr 0.2 0.3 0.5 0.7 0.8 Hyd No. 8 Hyd No. 3 ~ Req. Stor = 115,429 tuft 0.00 1.0 Time (hrs) Hydrograph Plot • Hyoranow Hyarograpns oy m[eusoive Hya. No. s Wetland #3 routing Hydrograph type =Reservoir Storm frequency = 10 yrs Inflow hyd. No. = 3 Reservoir name =Wetland #3 Tuesday, Dec 12 2006. 12:12 PM Peak discharge = 0.222 cfs Time interval = 1 min Max. Elevation = 248.01 ft Max. Storage = 115,429 cult Storage Indication method used. Wet pond routing start elevation = 247.00 ft. Elev (ft) 250.00 ~ • 249.00 ~~ 248.00 247.00 • 0.0 0.2 3. Wetland #3 Wetland #3 routing Hyd. No. 8 -- 10 Yr I i II i 0.3 0.5 Hydrograph Volume = 29,440 cult 0.7 0.8 Elev (ft) 250.00 i i T 249.00 248.00 247.00 1.0 Time (hrs) Hydrograph Plot • Hydraflow Hydrographs by Intelisolve Hyd. No. 8 Wetland #3 routing Hydrograph type =Reservoir Storm frequency = 100 yrs Inflow hyd. No. = 3 Reservoir name =Wetland #3 Monday, Nov 27 2006, 2:17 PM Peak discharge = 0.262 cfs Time interval = 1 min Max. Elevation = 248.36 ft Max. Storage = 132,895 cult Storage Indication method used. Wet pond routing start elevation = 247.00 ft. Hydrograph Volume = 36,801 cult Wetland #3 routing Q (cfs) Hyd. No. 8 -- 100 Yr 120.00 • 100.00 80.00 60.00 40.00 20.00 0.00 • 0.0 0.2 0.3 0.5 0.7 0.8 Hyd No. 8 Hyd No. 3 CCCL Req. Stor = 132,895 tuft Hydrograph Plot • Hydraflow Hydrographs by Intelisolve Hyd. No. 8 Wetland #3 routing Hydrograph type =Reservoir Storm frequency = 100 yrs Inflow hyd. No. = 3 Reservoir name =Wetland #3 • • Tuesday, Dec 12 2006, 12:12 PM Peak discharge = 0.262 cfs Time interval = 1 min Max. Elevation = 248.36 ft Max. Storage = 132,895 cult Storage Indication method used. Wet pond routing start elevation = 247.00 ft. Hydrograph Volume = 36,801 cult Wetland #3 routing Elev (ft) Hyd. No. 8 -- 100 Yr Elev (ft) 250.00 250.00 i i i ~ I I j '~ II ,~ ~~ ~ ~ 249.00 249.00 ~ ~ i ~, i I I ~ i I 248.00 247.00 0.0 0.2 3. Wetland #3 0.3 0.5 0.7 0.8 248.00 247.00 1.0 Time (hrs) Hydrograph Plot • Hydraflow Hydrographs by Intelisolve Hyd. No. 9 Dry Basin #4 routing Hydrograph type =Reservoir Storm frequency = 2 yrs Inflow hyd. No. = 4 Reservoir name =Dry Basin #4 Wednesday: Dec 6 2006, 10:48 AM Peak discharge = 0.085 cfs Time interval = 1 min Max. Elevation = 265.14 ft Max. Storage = 10,015 cult Storage Indication method used. Q (cfs} 24.00 20.00 16.00 12.00 8.00 4.00 • Dry Basin #4 routing Hyd. No. 9 -- 2 Yr Hydrograph Volume = 9,694 cult 0.00 0.0 0.2 0.3 0.5 0.7 0.8 Hyd No. 9 Hyd No. 4 fir; Req. Stor = 10,015 cult Q (cfs} 24.00 20.00 16.00 12.00 8.00 4.00 0.00 1.0 Time (hrs) Hydrograph Plot • Hydraflow Hydrographs by Intelisolve Hyd. No. 9 Dry Basin #4 routing Hydrograph type =Reservoir Storm frequency = 2 yrs Inflow hyd. No. = 4 Reservoir name =Dry Basin #4 Tuesday, Dec 12 2006, 12:13 PM Peak discharge = 0.085 cfs Time interval = 1 min Max. Elevation = 265.14 ft Max. Storage = 10,015 cult Storage Indication method used. Elev (ft) 267.00 ~ i • ~ 266.00 -i I 265.00 264.00 263.00 • 0.0 0.2 4. Dry Basin #4 Hydrograph Volume = 9,694 cult Dry Basin #4 routing Hyd. No. 9 -- 2 Yr j I' li ~I i I I i i i ', I 0.3 0.5 0.7 0.8 Elev (ft) - 267.00 h- 266.00 265.00 264.00 263.00 1.0 Time (hrs) Hydrograph Plot • Hydraflow Hydrographs by Intelisolve Wednesday, Dec 6 2006, 10'48 AM Hyd. No. 9 Dry Basin #4 routing Hydrograph type =Reservoir Peak discharge = 0.092 cfs Storm frequency = 10 yrs Time interval = 1 min Inflow hyd. No. = 4 Max. Elevation = 265.47 ft Reservoir name =Dry Basin #4 Max. Storage = 12,752 cult Storage Indication method used. Q (cfs) • 35.00 i 30.00 25.00 20.00 15.00 10.00 5.00 • 0.00 0.0 Hyd 0.2 No. 9 Dry Basin #4 routing Hyd. No. 9 -- 10 Yr Hydrograph Volume = 11,726 tuft 0.3 0.5 0.7 0.8 Hyd No. 4 ice' Req. Stor = 12,752 cult Hydrograph Plot Hydraflow Hydrographs by Intelisolve Hyd. No. 9 Dry Basin #4 routing Hydrograph type =Reservoir Storm frequency = 10 yrs Inflow hyd. No. = 4 Reservoir name =Dry Basin #4 Storage Indication method used Tuesday, Dec 12 2006, 12:13 PM Peak discharge = 0.092 cfs Time interval = 1 min Max. Elevation = 265.47 ft Max. Storage = 12,752 cult Hydrograph Volume = 11,726 cult Dry Basin #4 routing Elev (ft) Hyd. No. 9 -- 10 Yr Elev (ft 267.00 ~ 267.00 ,~ i II '~ 266.00 ~ i ~ 266.00 265.00 264.00 263.00 • 0.0 0.2 4. Dry Basin #4 0.3 0.5 0.7 0.8 265.00 264.00 263.00 1.0 Time (hrs) Hydrograph Plot • Hydraflow Hydrographs by Intelisolve Hyd. No. 9 Dry Basin #4 routing Hydrograph type =Reservoir Storm frequency = 100 yrs Inflow hyd. No. = 4 Reservoir name =Dry Basin #4 Dry Basin #4 routing Hyd. No. 9 -- 100 Yr i, Storage Indication method used. • Q (cfs) 50.00 - ~I 40.00 30.00 20.00 10.00 0.00 0.0 0.2 Hyd No. 9 Wednesday, Dec 6 2006, 10'48 AM Peak discharge = 0.101 cfs Time interval = 1 min Max. Elevation = 265.97 ft Max. Storage = 17,322 cult Hydrograph Volume = 14,123 cult 0.3 0.5 0.7 0.8 Hyd No. 4 ~~ Req. Stor = 17,322 cult Q (cfs) - 50.00 I I 40.00 30.00 20.00 10.00 0.00 1.0 Time (hrs) Hydrograph Plot . Hydraflow Hydrographs by Intelisolve Hyd. No. 9 Dry Basin #4 routing Hydrograph type =Reservoir Storm frequency = 100 yrs Inflow hyd. No. = 4 Reservoir name =Dry Basin #4 Tuesday, Dec 12 2006, 12:13 PM Peak discharge = 0.101 cfs Time interval = 1 min Max. Elevation = 265.97 ft Max. Storage = 17,322 cult Storage Indication method used. Elev (ft) 267.00 I I • ~, , 266.00 265.00 264.00 263.00 • 0.0 0.2 4. Dry Basin #4 Hydrograph Volume = 14,123 cult Dry Basin #4 routing Hyd. No. 9 -- 100 Yr i ~ I ~ II li I' '~ 0.3 0.5 0.7 0.8 Elev (ft; r 267.00 266.00 265.00 264.00 263.OC 1.0 Time (hrs) Hydrograph Plot • Hydraflow Hydrographs by Intelisolve Wednesday, Dec 6 2006, 10:19 AM Hyd. No. 11 Dry Basin #5 routing Hydrograph type =Reservoir Peak discharge = 0.023 cfs Storm frequency = 2 yrs Time interval = 1 min Inflow hyd. No. = 10 Max. Elevation = 266.83 ft Reservoir name =Dry Basin #5 Max. Storage = 1,794 cult Storage Indication method used. Hydrograph Volume = 1,768 cult Q (cfs) 7.00 • 6.00 5.00 4.00 3.00 2.00 1.00 • 0.00 0.0 Dry Basin #5 routing Hyd. No. 11 -- 2 Yr 0.2 0.3 0.5 0.7 0.8 Hyd No. 11 Hyd No. 10 II=Q~ Req. Stor = 1,794 cult Q (cfs) 7.00 6.00 5.00 4.00 3.00 2.00 1.00 0.00 1.0 Time (hrs) Hydrograph Plot • Hydraflow Hydrographs by Intelisolve Hyd. No. 11 Dry Basin #5 routing Hydrograph type =Reservoir Storm frequency = 2 yrs Inflow hyd. No. = 10 Reservoir name =Dry Basin #5 Storage Indication method used. • • Tuesday, Dec 12 2006, 12:13 PM Peak discharge = 0.023 cfs Time interval = 1 min Max. Elevation = 266.83 ft Max. Storage = 1,794 tuft Hydrograph Volume = 1,768 cult Dry Basin #5 routing Elev (ft) Hyd. No. 11 -- 2 Yr 268.00 j i i ~ ~', I ~ ~~ II I I I i ~I 'i , I I~ il' 267.00 266.00 0.0 0.2 0.3 0.5 0.7 0.8 5. Dry Basin #5 Elev (ft 268.00 i i i i 267.00 266.OC 1.0 Time (hrs) Hydrograph Plot • Hydraflow Hydrographs by Intelisolve Hyd. No. 11 Dry Basin #5 routing Hydrograph type =Reservoir Storm frequency = 10 yrs Inflow hyd. No. = 10 Reservoir name =Dry Basin #5 Wednesday, Dec 6 2006, 10:19 AM Peak discharge = 0.026 cfs Time interval = 1 min Max. Elevation = 267.03 ft Max. Storage = 2,251 cult Storage Indication method used. Dry Basin #5 routing Q (cfs) Hyd. No. 11 -- 10 Yr 8.00 i 6.00 4.00 2.00 0.00 0.0 Hydrograph Volume = 2,205 cult 0.2 0.3 0.5 0.7 0.8 Hyd No. 11 Hyd No. 10 i~ Req. Stor = 2,251 tuft Q (cfs) ~ 8.00 6.00 4.00 2.00 0.00 1.0 Time (hrs) Hydrograph Plot • Hydraflow Hydrographs by Intelisolve Hyd. No. 11 Dry Basin #5 routing Hydrograph type =Reservoir Storm frequency = 10 yrs Inflow hyd. No. = 10 Reservoir name =Dry Basin #5 Tuesday, Dec 12 2006, 12:13 PM Peak discharge = 0.026 cfs Time interval = 1 min Max. Elevation = 267.03 ft Max. Storage = 2,251 cult Storage Indication method used. Hydrograph Volume = 2,205 cult Dry Basin #5 routing Elev (ft) Hyd. No. 11 -- 10 Yr Elev (ft) 269.00 ~ 269.00 i li • I ~ I I '', I ~ ~I ~' i 268.00 ~~I I i ; 268.00 '. it ~ ~ i i ~ ~~ , I i , j II ~ 267.00 266.00 • 0.0 0.2 5. Dry Basin #5 0.3 0.5 0.7 0.8 267.00 266.00 1.0 Time (hrs) Hydrograph Plot Hydraflow Hydrographs by Intelisolve Hyd. No. 11 Dry Basin #5 routing Hydrograph type =Reservoir Storm frequency = 100 yrs Inflow hyd. No. = 10 Reservoir name =Dry Basin #5 Storage Indication method used. Q (cfs) 12.00 10.00 8.00 6.00 4.00 2.00 • Wednesday, Dec 6 2006, 10:19 AM Peak discharge = 0.028 cfs Time interval = 1 min Max. Elevation = 267.28 ft Max. Storage = 3,031 cult Hydrograph Volume = 2,913 tuft Dry Basin #5 routing Hyd. No. 11 -- 100 Yr 0.00 0.0 0.2 0.3 0.5 0.7 0.8 Hyd No. 11 Hyd No. 10 CLZZ' Req. Stor = 3,031 cult Q (cfs) 12.00 10.00 8.00 6.00 4.00 2.00 0.00 1. () Time (hrs) Hydrograph Plot • Hydraflow Hydrographs by Intelisolve Tuesday, Dec 12 2006, 12:14 PM Hyd. No. 11 Dry Basin #5 routing Hydrograph type =Reservoir Peak discharge = 0.028 cfs Storm frequency = 100 yrs Time interval = 1 min Inflow hyd. No. = 10 Max. Elevation = 267.28 ft Reservoir name =Dry Basin #5 Max. Storage = 3,031 cult Storage Indication method used. Hydrograph Volume = 2,913 cult Dry Basin #5 routing Elev (ft) Hyd. No. 11 -- 100 Yr Elev (ft; 269 00 269.00 i , l . I ~ ~ i I ~ ', ~ '~ II i ~ ~I I 268 00 268.00 ', ! III i . ~ ~ I ~' ~ ~ I ~, [7 267.00 266.00 0.0 0.2 0.3 0.5 0.7 0.8 5. Dry Basin #5 267.00 266.00 1.0 Time (hrs) WETLAND OPERATION AND MAINTENANCE AGREEMENT The wetland system is defined as the wetland, pretreatment including forebays and the vegetated filter if one • is provided. Maintenance activities shall be performed as follows: After every significant runoff producing rainfall event and at least monthly: a. Inspect the wetland system for sediment accumulation, erosion, trash accumulation, vegetated cover, and general condition. b. Check and clear the orifice of any obstructions such that drawdown of the temporary pool occurs within 2 to 5 days as designed. 2. Repair eroded areas immediately, re-seed as necessary to maintain good vegetative cover, mow vegetative cover to maintain a maximum height of six inches, and remove trash as needed. 3. Inspect and repair the collection system (i.e. catch basins, piping, swales, riprap, etc.) quarterly to maintain proper functioning. 4. Remove accumulated sediment from the wetland system semi-annually or when depth is reduced to 75% of the original design depth (see diagram below). Removed sediment shall be disposed of in an appropriate manner and shall be handled in a manner that will not adversely impact water quality (i.e. stockpiling near a wetland or stream, etc.). The measuring device used to determine the sediment elevation shall be such that it will give an accurate • depth reading and not readily penetrate into accumulated sediments. If the elevation of the marsh areas exceed the permanent pool elevation, the sediment should be removed to design levels. This shall be performed by removing the upper 6 inches of soil and stockpiling it. Then the marsh area shall be excavated six inches below design elevations. Afterwards the stockpiled soil should be spread over the marsh surface. The soil should not be stockpiled for more than two weeks. When the permanent pool depth reads 2.25 feet in the forebay and micro-pool, the sediment shall be removed. STORMWATER WETLAND #1 DIAGRAM 0 Permanent Pool Elevation 231.00 Sed. Rem. \ 175% / WETLAND \ Sediment EI. 228.75 ...................................+-..................... MARSH Removal Elevation 228.75 (75% Bot. EI. 228.00 ` • ' \ Bottom Elevation 228.00 (25% FOREBAY MICRO-POOL • 5. Remove cattails and other indigenous wetland plants when they cover 50% of the basin surface. These plants shall be encouraged to grow along the vegetated shelf and forebay berm. Page 1 of 2 Wetland planting densities in the marsh areas should be maintained by replanting bare areas as needed. Wetland plants should be encouraged to grow in the marsh areas. • 6. If the basin must be drained for an emergency or to perform maintenance, the flushing of sediment through the emergency drain shall be minimized to the maximum extent practical. 7. All components of the wetland system shall be maintained in good working order. 8. Level spreaders or other structures that provide diffuse flow shall be maintained every six months. All accumulated sediment and debris shall be removed from the structure, and a level elevation shall be maintained across the entire flow spreading structure. Any down gradient erosion must be repaired and/or replanted as necessary. I acknowledge and agree by my signature below that I am responsible for the performance of the seven 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. Print name: ~,~~~ ~,~~.~ Title: ~.~ ~ti ~e ~- Address: SZD/ GU %/,Q,,, Q„~/ /~or~, Qr,c~c /~a./u~G,~ J~C z~~~~ Phone: Signat~ Date: /Z~i3/d 6 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. I, ~jac-~ ~. VY~ ~ Clan , a Notary Public for the State of ~o r`Nn Ccro l~na County of `a,a4Ce. , do hereby certify that ~ ~ ~[~ arr. k • ~orclin personally appeared before me this 13~ day of De.ceN.bet 200 ~ ,and acknowledge the due execution of the forgoing wet [wetland] detention basin maintenance requirements. Witness my hand and official seal, c~rni v~~~ My commission expires l~v usr~ ~ ~`~~ 20 t~ • Pale 2 of 2 WETLAND OPERATION AND MAINTENANCE AGREEMENT • The wetland system is defined as the wetland, pretreatment including forebays and the vegetated filter if one is provided. Maintenance activities shall be performed as follows: After every significant runoff producing rainfall event and at least monthly: • a. Inspect the wetland system for sediment accumulation, erosion, trash accumulation, vegetated cover, and general condition. b. Check and clear the orifice of any obstructions such that drawdown of the temporary pool occurs within 2 to 5 days as designed. 2. Repair eroded areas immediately, re-seed as necessary to maintain good vegetative cover, mow vegetative cover to maintain a maximum height of six inches, and remove trash as needed. 3. Inspect and repair the collection system (i.e. catch basins, piping, swales, riprap, etc.) quarterly to maintain proper functioning. 4. Remove accumulated sediment from the wetland system semi-annually or when depth is reduced to 75% of the original design depth (see diagram below). Removed sediment shall be disposed of in an appropriate manner and shall be handled in a manner that will not adversely impact water quality (i.e. stockpiling near a wetland or stream, etc.). The measuring device used to determine the sediment elevation shall be such that it will give an accurate depth reading and not readily penetrate into accumulated sediments. If the elevation of the marsh areas exceed the permanent pool elevation, the sediment should be removed to design levels. This shall be performed by removing the upper 6 inches of soil and stockpiling it. Then the marsh area shall be excavated six inches below design elevations. Afterwards the stockpiled soil should be spread over the marsh surface. The soil should not be stockpiled for more than two weeks. When the permanent pool depth reads 2.25 feet in the forebay and micro-pool, the sediment shall be removed. STORMWATER WETLAND #2 DIAGRAM p Permanent Pool Elevation 240.00 Sed. Rem. \ ~ 75% / WETLAND \ Sediment EI. 237.75 .......................................................... MARSH Removal Elevation 237.75 (75% Bot. EI. 237.00 ` • ~ \ Bottom Elevation 237.00 (25% FOREBAY MICRO-POOL • 5. Remove cattails and other indigenous wetland plants when they cover 50% of the basin surface. These plants shall be encouraged to grow along the vegetated shelf and forebay berm. Page 1 of 2 Wetland planting densities in the marsh areas should be maintained by replanting bare areas as needed. Wetland plants should be encouraged to grow in the marsh areas. • 6. If the basin must be drained for an emergency or to perform maintenance, the flushing of sediment through the emergency drain shall be minimized to the maximum extent practical. 7. All components of the wetland system shall be maintained in good working order. 8. Level spreaders or other structures that provide diffuse flow shall be maintained every six months. All accumulated sediment and debris shall be removed from the structure, and a level elevation shall be maintained across the entire flow spreading structure. Any down gradient erosion must be repaired and/or replanted as necessary. I acknowledge and agree by my signature below that I am responsible for the performance of the seven 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. Print name: ~ ~~ Title: ~,.11~. ~e w Address: 520/ GU %/~o,r, sn~/ ~ar r ~a. e~ /~ C '~ 7~(~/(o Phone Signat~ Date: /Z~i3/d 6 • 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. I, ~ou-+ 7. VYl •` Cla:r. , a Notary Public for the State of ~o r`Nn Cc{~ (~na , County of ~,tl,o.lC~ , do hereby certify that ~~< <[~ a++-. k • ~orClin personally appeared before me this ~3~^ day of ~ece„,.be~ 20o to ,and acknowledge the due execution of the forgoing wet [wetland] detention basin maintenance requirements. Witness my hand and official seal, JChL My commission expires }~vSUS~ I`~~ 20 i~ • Paje 2 of 2 WETLAND OPERATION AND MAINTENANCE AGREEMENT • • The wetland system is defined as the wetland, pretreatment including forebays and the vegetated filter if one is provided. Maintenance activities shall be performed as follows: After every significant runoff producing rainfall event and at least monthly: a. Inspect the wetland system for sediment accumulation, erosion, trash accumulation, vegetated cover, and general condition. b. Check and clear the orifice of any obstructions such that drawdown of the temporary pool occurs within 2 to 5 days as designed. 2. Repair eroded areas immediately, re-seed as necessary to maintain good vegetative cover, mow vegetative cover to maintain a maximum height of six inches, and remove trash as needed. 3. Inspect and repair the collection system (i.e. catch basins, piping, swales, riprap, etc.) quarterly to maintain proper functioning. 4. Remove accumulated sediment from the wetland system semi-annually or when depth is reduced to 75% of the original design depth (see diagram below). Removed sediment shall be disposed of in an appropriate manner and shall be handled in a manner that will not adversely impact water quality (i.e. stockpiling near a wetland or stream, etc.). The measuring device used to determine the sediment elevation shall be such that it will give an accurate depth reading and not readily penetrate into accumulated sediments. If the elevation of the marsh areas exceed the permanent pool elevation, the sediment should be removed to design levels. This shall be performed by removing the upper 6 inches of soil and stockpiling it. Then the marsh area shall be excavated six inches below design elevations. Afterwards the stockpiled soil should be spread over the marsh surface. The soil should not be stockpiled for more than two weeks. When the permanent pool depth reads 2.25 feet in the forebay and micro-pool, the sediment shall be removed. STORMWATER WETLAND #3 DIAGRAM ~ Permanent Pool Elevation 247.00 Sed. Rem. ~ 75% WETLAND Sediment EI. 243.75 ~ ~ ~ ~~~~~~~ ~ ~~~ ~~~ ~ ~~ ~~ ~ ~ ~~ ~~ ~ MARSH Removal Elevation 243.75 (75% 25% .............................................................................................................................. Bot. EI. 243.00 Bottom Elevation 243.00 (25% FOREBAY MICRO-POOL • 5. Remove cattails and other indigenous wetland plants when they cover 50% of the basin surface. These plants shall be encouraged to grow along the vegetated shelf and forebay berm. Pase I of 2 Wetland planting densities in the marsh areas should be maintained by replanting bare areas as needed. Wetland plants should be encouraged to grow in the marsh areas. • 6. If the basin must be drained for an emergency or to perform maintenance, the flushing of sediment through the emergency drain shall be minimized to the maximum extent practical. 7. All components of the wetland system shall be maintained in good working order. r 1 LJ • 8. Level spreaders or other structures that provide diffuse flow shall be maintained every six months. All accumulated sediment and debris shall be removed from the structure, and a level elevation shall be maintained across the entire flow spreading structure. Any down gradient erosion must be repaired and/or replanted as necessary. I acknowledge and agree by my signature below that I am responsible for the performance of the seven 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. Print name: ~ ~ Title: ~r ~~ ,e Address: 520/ Gtj,//,G Phone: Signat~ c z Date: /?~~/d 6 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. I, ~ar{- ~• Y`n•` Clam , a Notary Public for the State of ~or`4L~ CG•~l~nc~ , County of `it].o.IC~ , do hereby certify that ~ ~ <<i ar+-. k • {~torGlin personally appeared before me this ~3~ day of Dece~be ~ 200 ~ ,and acknowledge the due execution of the forgoing wet [wetland] detention basin maintenance requirements. Witness my hand and official seal, SEAL My commission expires i~vGUS+ I`~J 2otn Pale 2 of 2 DRY DETENTION BASIN OPERATION AND MAINTENANCE AGREEMENT The dry detention basin system is defined as the dry detention basin, pretreatment including forebays and the • vegetated filter if one is provided. Maintenance activities shall be performed as follows: After every significant runoff producing rainfall event and at least monthly: a. Inspect the dry detention basin system for sediment accumulation, erosion, trash accumulation, vegetated cover, and general condition. b. Check and clear the orifice of any obstructions such that drawdown of the temporary pool occurs within 2 to 5 days as designed. 2. Repair eroded areas immediately, re-seed as necessary to maintain good vegetative cover, mow vegetative cover to maintain a maximum height of six inches, and remove trash as needed. 3. Inspect and repair the collection system (i.e. catch basins, piping, swales, riprap, etc.) quarterly to maintain proper functioning. 4. Remove accumulated sediment from the dry detention basin system semi-annually or when necessary to ensure function of dry sediment basin. Removed sediment shall be disposed of in an appropriate manner and shall be handled in a manner that will not adversely impact water quality (i.e. stockpiling near a wetland or stream, etc.). 5. If the basin must be drained for an emergency or to perform maintenance, the flushing of sediment • through the emergency drain shall be minimized to the maximum extent practical. 6. All components of the dry detention basin system shall be maintained in good working order. 7. Level spreaders or other structures that provide diffuse flow shall be maintained every six months. All accumulated sediment and debris shall be removed from the structure, and a level elevation shall be maintained across the entire flow spreading structure. Any down gradient erosion must be repaired and/or replanted as necessary. • Page 1 of 2 I acknowledge and agree by my signature below that I am responsible for the performance of the seven • 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. Print name: ~if~ ~ K. ~~~r. ' Title: ~~ ~ r- Address: .S2a / w. /~A.Y, ai+c+~ ~.~~ ~/~vc ~ Qa/e~ ~~, /I!C Z~lo/ro Phone: /9 - ~/2Z -~1/2 ~ Signature: ' Date: /2 ~i3 ~o ~ 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. I, ~ [,.r~ ,t . ~~ C[ ~~~ , a Notary Public for the State of I~oc'~-~ Cc~ (~~a , County of ~n(o.ICe , do hereby certify that 1rd~l'(.G,Y. K. ~-r~r~lin personally appeared before me this 13~'` day of ~PCem~Oel 2~e-, and acknowledge the due execution of the forgoing wet [wetland] detention basin maintenance requirements. Witness my hand and official seal, • J C/'1L My commission expires l~v cu s f l~'~ 2 b i o CJ Page 2 of 2 DRY DETENTION BASIN OPERATION AND MAINTENANCE AGREEMENT The dry detention basin system is defined as the dry detention basin, pretreatment including forebays and the • vegetated filter if one is provided. Maintenance activities shall be performed as follows: After every significant runoff producing rainfall event and at least monthly: a. Inspect the dry detention basin system for sediment accumulation, erosion, trash accumulation, vegetated cover, and general condition. b. Check and clear the orifice of any obstructions such that drawdown of the temporary pool occurs within 2 to 5 days as designed. 2. Repair eroded areas immediately, re-seed as necessary to maintain good vegetative cover, mow vegetative cover to maintain a maximum height of six inches, and remove trash as needed. 3. Inspect and repair the collection system (i.e. catch basins, piping, swales, riprap, etc.) quarterly to maintain proper functioning. 4. Remove accumulated sediment from the dry detention basin system semi-annually or when necessary to ensure function of dry sediment basin. Removed sediment shall be disposed of in an appropriate manner and shall be handled in a manner that will not adversely impact water quality (i.e. stockpiling near a wetland or stream, etc.). 5. If the basin must be drained for an emergency or to perform maintenance, the flushing of sediment • through the emergency drain shall be minimized to the maximum extent practical. 6. All components of the dry detention basin system shall be maintained in good working order. 7. Level spreaders or other structures that provide diffuse flow shall be maintained every six months. All accumulated sediment and debris shall be removed from the structure, and a level elevation shall be maintained across the entire flow spreading structure. Any down gradient erosion must be repaired and/or replanted as necessary. U Page 1 of 2 I acknowledge and agree by my signature below that I am responsible for the performance of the seven maintenance procedures listed above. I agree to notify DWQ of any problems with the system or prior to any • changes to the/s/ystem or responsible party. Print name: ~if~ ,,,,. ~ ffai~f.~ Title: '~,, ~~, ~ r- Address: _SZo/ Cam.//,Q,,., Qnd /~7a~y hnu~ ~ lQohh NC 131a/lo Phone: 9/ 9- yzz -/~yi2 ~ Signature: ~~~~,1~ Date: /2~/3 /O!o r 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. I, ~u~~ T, ~ ~ C(aZn , a Notary Public for the State of ~(.or~ ~arol~na , County of ~(cdC~ , do hereby certify that 1tiJ~l(~a~ (~ • N~rcli~n personally appeared before me this !3~ day of (~ere~,.~je~ Zoo ~ ,and acknowledge the due execution of the forgoing wet [wetland] detention basin maintenance requirements. Witness my hand and official seal, n U JtHL My commission expires ~ ~~ u s ~ /~/ ZO / c~ • Page 2 of 2 LEVEL SPREADER OPERATION AND MAINTENANCE AGREEMENT The level spreader is defined as an elongated, level threshold, designed to diffuse stormwater runoff. • Maintenance activities shall be performed as follows: 1. After construction and until vegetation has been established, level spreader(s) shall be inspected after every rainfall. Thereafter, level spreader(s) shall be inspected at least every month and more frequently during the fall season and after heavy rainfall events: a. Accumulated sediment, leaves, and trash shall be removed, and repairs made if required. b. Inspect level spreader(s) for evidence of scour, undercutting, settlement of the structure, and concentrated flows downhill from the level spreader(s). c. A level elevation shall be maintained across the entire flow-spreading structure at all times. Repair or replace the level spreader if it is damaged. d. Mow vegetative cover to a height of six (6) inches and prune plants if they cover over half of the level spreader surface. e. Repair eroded areas and replace/replant dead or damaged vegetation. 2. The contractor should avoid the placement of any material on and prevent construction traffic across the structure. If the measure is damaged by construction traffic, it shall be repaired immediately. 3. Inspect and repair the collection system (e.g., catch basins, pipes, swales, riprap) four (4) times a year to maintain proper functioning. 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. Print name: ~• • Title: ~.- .~ ~~ Address: S,2o/ G~,'~/, p,Y, Q„~ /'1'J~~ /~i'~vc ~~,leisti , iU ~ •Z 31t/ ~ Phon Sign Date: /Z//3/O/o 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. I, ~a~-~ J , M`' C~ a~•, , a Notary Public for the State of l~or'Nn Ca~~ I~nG County of ~~1aILL , do hereby certify that ~~f~~a n~ K• l~crcl~„ personally appeared before me this 13 ~h day of l~ecentibe i ~ o o ~ ,and acknowledge the due execution of the forgoing wet [wetland] detention basin maintenance requirements. Witness my hand and official seal, SEAL My commission expires ~ ~s ~ /`~ Zoo Page 1 of 1 • STORMWATER OPERATIONS AND MAINTENANCE MANUAL (WETLANDS #1, #2, 8~ #3J PEARL CREEK STORMWATER CONTROL MEASURES RALEIGH, NC • Owner: TU BE OR NOT TU BE, LLC D/B/A PEARL CREEK PARTNERS P.O. BOX 97365 RALEIGH, NC 27624-7365 Prepared By: William G. Daniel & Associates 1150 SE Maynard Road Suite 260 Cary, NC 27511 • DECEMBER 12, 2006 • STORMWATER OPERATIONS AND MAINTENANCE MANUAL BACKGROUND Pearl Creek is located southwest of the intersection of Rock Quarry Road (SR 2542) and Pearl Road (SR 2550) . The project abuts the south side of Pearl Road. The stormwater management plan for Pearl Creek employs three (3) constructed stormwater wetlands and two (2) dry extended detention basins as the primary stormwater control measures in achieving compliance with the City's requirements related to control of rates of stormwater runoff and rates of nitrogen export. This stormwater control measure is as depicted on preliminary drawings entitled "Pearl Creek" as prepared by • William G. Daniel & Associates, P.A. dated September 29, 2006 pursuant to preliminary site plan approval for this project by the City of Raleigh (S-76-06). This manual is intended to set forth guidelines and requirements associated with the proper maintenance of the constructed stormwater wetlands. • Pearl Creek Operations and Maintenance Manual P. 2 of 11 • GENERAL INFORMATION OPERATIONS ~ MAINTENANCE MANUAL Project: Pearl Creek (S-76-06) WATERSHED PROTECTION -CREATED WETLANDS #1, #2, & #3 Raleigh, NC Owners: Tu Be or Not Tu Be, LLC D/B/A Pearl Creek Partners Address: P.O. BOX 97365 RALEIGH, NC 27624-7365 Owner Agent: William G. Daniel & Associates, P.A. (attn: William G. Daniel) Address: 1150 S.E. Maynard Road, Suite 260 Cary, NC 27511 Phone #: 919-467-9708 Prepared by: William G. Daniel & Associates, P.A. Date: December 12, 2006 C] Project: Pearl Creek (Sudbdivision) Date Constructed: Proposed Spring of 2007 Location: SW of intersection of Rock Quarry Road and Pearl Road. Receiving Water Course: Neuse River Contractor: (List below) Landscape Contractor Wayne L. Adams, Inc. Grading Contractor Wayne L. Adams, Inc. Pearl Creek Operations and Maintenance Manual P. 3 of 11 C~ OPERATIONS AND MAINTENANCE MANUAL PEARL CREEK WATERSHED PROTECTION CREATED WETLANDS This manual establishes procedures for maintenance and operation of the PEARL CREEK created wetlands areas in accordance with Part 10, Section 9 of the City of Raleigh Municipal Code. I. MAINTENANCE OF CREATED WETLANDS AREAS Vegetation-The areas above the elevation of the normal pool are to be vegetatively stabilized with a ground cover of fescue, which if properly maintained will prevent erosion of the embankment and provide serviceable access for maintenance and inspection. Grass should be fertilized every October and April. Re-Seeding-Periodic re-seeding may be required to establish grass on areas where seed did not take or have been destroyed. Before seeding, fertilizer (12-12-12) should be applied at a minimum rate of 12 to 15 pounds per 1,000 SF. The seed should be evenly sown at a rate of three pounds per 1,000 SF. The seed should be covered with soil to the depth of approximately '/4". Immediately following the planting, the area • should be mulched with straw. Trees and Shrubs-Trees, shrubs and other landscape vegetation should be permitted only as shown on the approved planting plan. The vegetation should be kept healthy and vibrant. If a tree or shrub dies it should be removed and replaced with another tree or shrub from the same species (see attached maintenance schedule and Plant List included in the Appendix fo this manual). Mowing-Grass mowing, brush cutting and removal of weed vegetation will be necessary for the proper maintenance of the areas. All area slopes and vegetation should be mowed when the grass exceeds 8" in height. Acceptable methods include the use of weed whips or power brush cutters and mowers. Erosion-Erosion occurs when the water concentrates causing failure of the vegetation or when vegetation dies and sets up the environment for rill erosion and eventually gullies from the stormwater runoff. The areas should be inspected. Proper care of vegetative areas that develop erosion is required to prevent more serious damage to the site. Rills and gullies should be filled with suitable. soil compacted and then seeded. Methods described earlier on vegetation should be used to properly establish the grass surface. Where eroded areas are detected, the cause of the erosion should be addressed to prevent a continued maintenance problem. Frequently, problems result from the concentration of runoff to one point of the created wetland instead of a uniform • distribution of runoff. This can be corrected by reshaping, to more evenly distribute the runoff to areas not experiencing erosion problems. Pearl Creek Operations and Maintenance Manual P. 4 Of 11 • Rodent Control-Generally in this urban environment, rodents are not a problem. Rodents such as groundhogs, muskrats and moles are attracted to moist, wet areas and can be quite dangerous to structural integrity and proper performance of the earthwork and drainage. Groundhogs and muskrats thrive on burrowing into the manmade earthwork, which become pathways for seepage. In the event that burrows are detected within the wetland area, the rodents should be dealt with by removal. Trash and Debris--Trash acts as a barrier to stormwater infiltration and attracts unwanted pests. The wetland area should be kept clear of debris such as loose bottles, cans, food containers and other forms of rubbish. The area should be cleared of debris as needed, but no less than twice a year. II MAINTENANCE OF SPILLWAYS AND CONTROL STRUCTURE Inspection of Conduits--Conduits should be inspected thoroughly once a year. Conduits should be visually inspected at the joints. Pipes should be inspected for proper alignment (sagging), elongation and displacement at joints, cracks, leaks, surface wear, loss of protective coating, corrosion and blocking. Problems with conduits most often occur at joints and special attention should be given to them during inspection. Joints should be checked for gaps caused by elongation or settlement and loss of joint filler • material. Open joints can permit erosion of the earthwork and possibly the piping of soil material through the joints. A depression in the soil surface over the pipe may be signs that soil is being removed from around the pipe. III OPERATION Drainpipes--Drainpipes should always be operable so that the water can be drawn down in the event of severe rain or for repairs or maintenance. Record Keeping--Operation of created wetland areas should include recording of the following: Annual Inspection Reports -The stormwater Control Measures (as defined in the stormwater Replacement Protection Easement and Access Maintenance Agreement and Installment Replacement Contribution among Tu Be or Not Tu Be, LLC, and the City of Raleigh) shall be thoroughly inspected once a year in accordance with Part 10, Chapter 9, Section 10-9028 of the Raleigh City Code (or any successor provision). The inspection report, a sample of which is included in Section IV of this Manual, must be submitted to the Public Works Department, stormwater Management Division of the City of Raleigh (the "City") from a qualified, registered North Carolina professional engineer, surveyor, or landscape architect and shall be in the form proscribed by the Raleigh City Code • and provided by the City. Pearl Creek Operations and Maintenance Manual P. 5 of 11 • Inspection Reports -the Owner shall maintain copies of annual inspection reports in its records. Observations--All observations should be recorded. Where periodic inspections are performed following significant rainfall, these inspections should be logged into the Periodic Inspection, Operations and Maintenance Form appended to this manual. Maintenance--Written records of maintenance and/or repairs should be recorded on the Periodic Inspection, Operation and Maintenance Form appended to this manual. Other Operational Procedures--The owner should maintain a complete and up-to-date set of plans (as-built drawings) and all changes made to the created wetland area over time should be recorded on the as-builts. Sedimentation and Dredging--Sedimentation from on-site and off-site soils will eventually result in the clogging of drainage conduits and will have to be removed. The frequency of this sediment removal can be reduced by ensuring that the site areas around the building be stabilized with a vegetative ground cover such that it restrains erosion. This would include a periodic application of fertilizer and/or other treatment • necessary to promote a stable ground cover and minimize sedimentation to the pond. The removed material should be hauled offsite to a suitable landfill site or mounded somewhere on site and stabilized with a ground cover sufficient to restrain erosion. Example Maintenance Schedule for Created Wetland Areas • Descri tion Method Fre uenc Time of ear SOIL Ins ect and re air erosion Visual Monthl All ear ORGANIC LAYER Remulch an void area B hand As needed As needed Remove previous mulch By hand Once every Spring layer before applying new 2-3 years la er o tional) An additional mulch added B hand Once a ear Sprin PLANTS Removal and replacement See planting Twice a year As directed by of all dead and diseased specifications landscaper vegetation considered be and treatment Treat all diseased trees Mechanical N/A Varies, dependent and shrubs or by hand on insect or disease infestation Pearl Creek Operations and Maintenance Manual P. 6 of 11 • • Watering of plant material By hand Daily Immediately after shall take place at the end completion of project of each day for fourteen consecutive days and after lantin is com leted Replacement of support By hand Once a year Only remove stake stakes in the s rin Replace any deficient By hand As needed As needed stakes or wires For specific list of plants approved for use within the created wetlands, see Wetlands Plant List included in Section V of this manual. Pearl Creek Operations and Maintenance Manual P. 7 of 11 • IV. INSPECTION, OPERATION ~ MAINTENANCE CHECKLISTS WETLANDS INSPECTION CHECKLIST Date: Inspected by: Time: Signature Registration P.E. ^ R.L.S. ^ L.A.R. ^ Pearl Creek: Neuse River Watershed Protection BMP, Raleigh, NC SPILLWAYS -DRAINS -OUTLETS • Check/Circle Condition Noted Observations Action - Re air Action - Monitor Action -- Investi ative Outlet Structure Type: Debris Cracks/Deterioration Joint Deterioration Improper Alignment Cracks/Deterioration Joint Deterioration Seepage/Piping Undercutting Erosion Debris Drain/Other Outlets Type: GatesNalves O erabili General Comments, Sketches & Field Measurements i • '~ Pearl Creek ~~ Operations and Maintenance Manual P: 8 of 11 • WETLANDS INSPECTION CHECKLIST Date: Inspected by: Time: Signature Registration P.E. ^ R.L.S. ^ L.A.R. ^ Pearl Creek: Neuse River Watershed Protection BMP, Raleigh, NC EMBANKMENT -- POOL • • Check/Circle Condition Noted Observations Action - Re air Action - Monitor Action Investi ative U/S Slo e T e: Vegetation/Riprap Beach ing/slides/cracks Undermining/erosion Rodent burrows Area Adjacent to Perimeter Walls Type: Ruts/erosion Cracks/settlement D/S Sloe T e: Ve etation/erosion Rodent burrows Slou hs/slides/cracks See a e/wetness Pool T e: Erosion/ round cover Sedimentation Water uali Abutment T e: Ve etation/erosion Slou h/slides/cracks See a e/wetness General Comments, Sketches & Field Measurements Pearl Creek Operations and Maintenance Manual P.9of11 • PERIODIC INSPECTION, OPERATION ~ MAINTENANCE RECORDS Date: Inspected by: Time: Signature Registration P.E. ~ R.L.S. C L.A.R. ^ Pearl Creek: Neuse River Watershed Protection BMP, Raleigh, NC • Date Time Rain " Pool Level Weather General Observations Recorded By Conditions or Comments Date Maintenance Performed Comments Recorded Date Equipment Operated Comments I Recorded Pearl Creek Operations and Maintenance Manual P. 10 of 11 • V. WETLANDS PLANT LIST The following table contains a list of plants specified for the stormwater wetlands as shown on the approved stormwater management plan for Pearl Creek. If in the course of routine maintenance it comes necessary to replace diseased or dead plants, replacements should be made from the same plat species. In the event that the owner of the wetlands elects to modify the makeup of the planting within the wetlands from that depicted on the following list, such changes may be implemented only after having a planting plan representing the proposed changes prepared by a landscape architect or other person with specific expertise in wetlands planting and maintenance; submitting such plan to the City of Raleigh Conservation Department for review and approval; and receipt of written approval from the City of Raleigh Conservation for the proposed changes. • Approved Plant List for Created stormwater Wetlands Species Type Location (Depth of Water) Total # Carex SP Sedges 0-3" 750 Juncus Effusus Soft Rush 0-6" 1750 Saururus Cemuus Lizard's Tail 0-12" 716 Peltandra Virginica Arrow Arum 0-12" 716 Pontederia Cordata Pickerelweed 0-12" 716 VI. MAJOR REPAIR Major repairs of a stormwater control measure are those that would result in a cost equal to or exceeding one third of the cost of initial construction. Such major repairs are anticipated to occur very infrequently. Examples of major repair could include breaching of the wetlands dam due to extremely large rainfall events such as those associated with hurricanes, unanticipated structural problems resulting in settlement or sliding of the embankment material or displacement of the outlet structure, or the need to replace over one third of the wetlands vegetation. • Pearl Creek Operations and Maintenance Manual P. 11 of 11 • STORMWATER OPERATIONS AND MAINTENANCE MANUAL (DRY DETENTION BASINS #4, #5) PEARL CREEK STORMWATER CONTROL MEASURES RALEIGH, NC • Owner: TU BE OR NOT TU BE, LLC D/B/A PEARL CREEK PARTNERS P.O. BOX 97365 RALEIGH, NC 27624-7365 Prepared By: William G. Daniel & Associates 1150 SE Maynard Road Suite 260 Cary, NC 27511 • DECEMBER 12, 2006 r: STORMWATER OPERATIONS AND MAINTENANCE MANUAL BACKGROUND Pearl Creek is located southwest of the intersection of Rock Quarry Road (SR 2542) and Pearl Road (SR 2550) . The project abuts the south side of Pearl Road. The stormwater management plan for Pearl Creek employs three (3) constructed stormwater wetlands and two (2) dry extended detention basins as the primary stormwater control measures in achieving compliance with the City's requirements related to control of rates of stormwater runoff and rates of nitrogen export. This stormwater control • measure is as depicted on preliminary drawings entitled "Pearl Creek" as prepared by William G. Daniel & Associates, P.A. dated September 29, 2006 pursuant to preliminary site plan approval for this project by the City of Raleigh (S-76-06). This manual is intended to set forth guidelines and requirements associated with the proper maintenance of the proposed dry detention basins. • Pearl Creek Operations and Maintenance Manual (Dry Detention) P. 2 of 11 • GENERAL INFORMATION OPERATIONS ~ MAINTENANCE MANUAL Project: Pearl Creek (S-76-06) WATERSHED PROTECTION -Dry Detention Basins #1, #2 Raleigh, NC • Owners: Tu Be or Not Tu Be, LLC D/B/A Pearl Creek Partners Address: P.O. BOX 97365 RALEIGH, NC 27624-7365 Owner Agent: William G. Daniel & Associates, P.A. (attn: William G. Daniel) Address: 1150 S.E. Maynard Road, Suite 260 Cary, NC 27511 Phone #: 919-467-9708 Prepared by: William G. Daniel & Associates, P.A. Date: December 12, 2006 • Project: Pearl Creek (Sudbdivision) Date Constructed: Proposed Spring of 2007 Location: SW of intersection of Rock Quarry Road and Pearl Road. Receiving Water Course: Neuse River Contractor: (List below) Landscape Contractor Wayne L. Adams, Inc. Grading Contractor Wayne L. Adams, Inc. Pearl Creek Operations and Maintenance Manual (Dry Detention) P.3of11 • OPERATIONS AND MAINTENANCE MANUAL PEARL CREEK WATERSHED PROTECTION DRY DETENTION BASINS This manual establishes procedures for maintenance and operation of the PEARL CREEK dry detention basins in accordance with Part 10, Section 9 of the City of Raleigh Municipal Code. I. MAINTENANCE OF DRY DETENTION BASINS Vegetation-The areas comprising the basins will be vegetatively stabilized with a ground cover of fescue, which if properly maintained will prevent erosion of the embankment and provide serviceable access for maintenance and inspection. Grass should be fertilized every October and April. Re-Seeding-Periodic re-seeding may be required to establish grass on areas where seed did not take or have been destroyed. Before seeding, fertilizer (12-12-12) should be applied at a minimum rate of 12 to 15 pounds per 1,000 SF. The seed should be evenly sown at a rate of three pounds per 1,000 SF. The seed should be covered with soil to the depth of approximately '/4". Immediately following the planting, the area • should be mulched with straw. Trees and Shrubs-Trees, shrubs and other landscape vegetation should be permitted only as shown on the approved planting plan. The vegetation should be kept healthy and vibrant. If a tree or shrub dies it should be removed and replaced with another tree or shrub from the same species (as specified in the approved landscape plan for Pearl Creek). Mowing-Grass mowing, brush cutting and removal of weed vegetation will be necessary for the proper maintenance of the areas. All area slopes and vegetation should be mowed when the grass exceeds 8" in height. Acceptable methods include the use of weed whips or power brush cutters and mowers. Erosion-Erosion occurs when the water concentrates causing failure of the vegetation or when vegetation dies and sets up the environment for rill erosion and eventually gullies from the stormwater runoff. The areas should be inspected. Proper care of vegetative areas that develop erosion is required to prevent more serious damage to the site. Rills and gullies should be filled with suitable soil compacted and then seeded. Methods described earlier on vegetation should be used to properly establish the grass surface. Where eroded areas are detected, the cause of the erosion should be addressed to prevent a continued maintenance problem. Frequently, problems result from the concentration of runoff to one point of the dry detention basin instead of a • uniform distribution of runoff. This can be corrected by reshaping, to more evenly distribute the runoff to areas not experiencing erosion problems. Pearl Creek Operations and Maintenance Manual (Dry Detention) P. 4 of 11 Rodent Control-Generally in this urban environment, rodents are not a problem. Rodents such as groundhogs, muskrats and moles are attracted to moist, wet areas and can be quite dangerous to structural integrity and proper performance of the earthwork and drainage. Groundhogs and muskrats thrive on burrowing into the manmade earthwork, which become pathways for seepage. In the event that burrows are detected within the dry detention area, the rodents should be dealt with by removal. Trash and Debris--Trash acts as a barrier to stormwater infiltration and attracts unwanted pests. The detention area should be kept clear of debris such as loose bottles, cans, food containers and other forms of rubbish. The area should be cleared of debris as needed, but no less than twice a year. II MAINTENANCE OF SPILLWAYS AND CONTROL STRUCTURE Inspection of Conduits--Conduits should be inspected thoroughly once a year. Conduits should be visually inspected at the joints. Pipes should be inspected for proper alignment (sagging), elongation and displacement at joints, cracks, leaks, surface wear, loss of protective coating, corrosion and blocking. Problems with conduits most often occur at joints and special attention should be given to them during inspection. Joints should be checked for gaps caused by elongation or settlement and loss of joint filler • material. Open joints can permit erosion of the earthwork and possibly the piping of soil material through the joints. A depression in the soil surface over the pipe may be signs that soil is being removed from around the pipe. III OPERATION Drainpipes--Drainpipes should always be operable so that the water can be drawn down in the event of severe rain or for repairs or maintenance. Record Keeping--Operation of dry detention basins should include recording of the following: Annual Inspection Reports -The stormwater Control Measures (as defined in the stormwater Replacement Protection Easement and Access Maintenance Agreement and Installment Replacement Contribution among Tu Be or Not Tu Be, LLC, and the City of Raleigh) shall be thoroughly inspected once a year in accordance with Part 10, Chapter 9, Section 10-9028 of the Raleigh City Code (or any successor provision). The inspection report, a sample of which is included in Section IV of this Manual, must be submitted to the Public Works Department, stormwater Management Division of the City of Raleigh (the "City") from a qualified, registered North Carolina professional engineer, surveyor, or landscape architect and shall be in the form proscribed by the Raleigh City Code • and provided by the City. Pearl Creek Operations and Maintenance Manual (Dry Detention) P. 5 of 11 • Inspection Reports -the Owner shall maintain copies of annual inspection reports in its records. Observations--All observations should be recorded. Where periodic inspections are performed following significant rainfall, these inspections should be logged into the Periodic Inspection, Operations and Maintenance Form appended to this manual. Maintenance--Written records of maintenance and/or repairs should be recorded on the Periodic Inspection, Operation and Maintenance Form appended to this manual. Other Operational Procedures--The owner should maintain a complete and up-to-date set of plans (as-built drawings) and all changes made to the dry detention basins over time should be recorded on the as-builts. Sedimentation and Dredging--Sedimentation from on-site and off-site soils will eventually result in the clogging of drainage conduits and will have to be removed. The frequency of this sediment removal can be reduced by ensuring that the site areas around the building be stabilized with a vegetative ground cover such that it restrains erosion. This would include a periodic application of fertilizer and/or other treatment • necessary to promote a stable ground cover and minimize sedimentation to the pond. The removed material should be hauled offsite to a suitable landfill site or mounded somewhere on site and stabilized with a ground cover sufficient to restrain erosion. Example Maintenance Schedule for Dry Detention Basins • Description Method Fre uenc Time of ear SOIL Inspect and re air erosion Visual Monthl All ear ORGANIC LAYER Remulch an void area B hand As needed As needed Remove previous mulch By hand Once every Spring layer before applying new 2-3 years la er optional) An additional mulch added B hand Once a ear S rin PLANTS Removal and replacement See planting Twice a year As directed by of all dead and diseased specifications landscaper vegetation considered be and treatment Treat all diseased trees Mechanical N/A Varies, dependent and shrubs or by hand on insect or disease infestation Pearl Creek Operations and Maintenance Manual (Dry Detention) P. 6 of 11 CJ .] • Watering of plant material By hand Daily Immediately after shall take place at the end completion of project of each day for fourteen consecutive days after lantin is com leted Replacement of support By hand Once a year Only remove stake stakes in the sprin Replace any deficient By hand As needed As needed stakes or wires Only those plants as specified in the approved landscape plan for Pearl Creek shall be allowed within the limits of the dry detention areas. Pearl Creek Operations and Maintenance Manual (Dry Detention) P. 7 of 11 r~ IV. INSPECTION, OPERATION ~ MAINTENANCE CHECKLISTS DRY DETENTION INSPECTION CHECKLIST Date: Time: Inspected by: Signature Registration P.E. ^ R.L.S. ^ L.A.R. ^ Pearl Creek: Neuse River Watershed Protection BMP, Raleigh, NC SPILLWAYS -DRAINS -OUTLETS • Check/Circle Condition Noted Observations Action - Re air Action - Monitor Action -- Investi ative Outlet Structure Type: Debris Cracks/Deterioration Joint Deterioration Improper Alignment Cracks/Deterioration Joint Deterioration Seepage/Piping Undercutting Erosion Debris Drain/Other Outlets Type: GatesNalves O erabili General Comments, Sketches & Field Measurements Pearl Creek Operations and Maintenance Manual (Dry Detention) P. 8 of 11 • DRY DETENTION INSPECTION CHECKLIST Date: Inspected by: Time: Signature Registration P.E. ^ R.L.S. ^ L.A.R. ^ Pearl Creek: Neuse River Watershed Protection BMP, Raleigh, NC TEMPORARY POOL AREA • • Check/Circle Condition Noted Observations Action - Re air Action - Monitor Action Investi ative U/S Slo e T e: Vegetation/Riprap Beach ing/slides/cracks Undermining/erosion Rodent burrows Perimeter Sloe T e: Ruts/erosion Cracks/settlement D/S Sloe T e: Ve etation/erosion Rodent burrows Slou hs/slides/cracks See a e/wetness Detention Area T e: Erosion/ round cover Sedimentation Water uali Abutment T e: Ve etation/erosion Slou h/slides/cracks See a e/wetness General Comments, Sketches & Field Measurements Pearl Creek Operations and Maintenance Manual (Dry Detention) P. 9 of 11 PERIODIC INSPECTION, OPERATION ~ MAINTENANCE RECORDS Date: Inspected by: Time: Signature Registration P.E. ^ R.L.S. ^ L.A.R. ^ Pearl Creek: Neuse River Watershed Protection BMP, Raleigh, NC Date Time Rain " Pool Level Weather General Observations Recorded By Conditions or Comments Date Maintenance Performed ~ Comments ~ Recorded Date Equipment Operated Comments Recorded Pearl Creek Operations and Maintenance Manual (Dry Detention) P. 10 of 11 V. DRY DETENTION AREA LANDSCAPING The areas comprising the dry detention areas shall be initially stabilized by establishment of fescue sod-either through seeding & mulching or placement of sod. Landscaping within the dry detention areas may be augmented in accordance with duly approved landscaping plans prepared by a landscape architect or other person with specific expertise in landscaping and maintenance. VI. MAJOR REPAIR Major repairs of a stormwater control measure are those that would result in a cost equal to or exceeding one third of the cost of initial construction. Such major repairs are anticipated to occur very infrequently. Examples of major repair could include breaching of the detention basin berm due to extremely large rainfall events such as those associated with hurricanes, unanticipated structural problems resulting in • settlement or sliding of the embankment material or displacement of the outlet structure. Pearl Creek Operations and Maintenance Manual (Dry Detention) P. 11 of 11