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13-036 (2) o a C70 2DA�xn m� Y ,. ffnn m z z mz ..:. w mA o n o .CVER,.. - l w � — � . • CL CD o T , u m � g x 3 2 ?s D m $ I a Y IF _ W IIII _ ,/, s�oac s�oac 3 —rn u Alp �L— esTppy �,_a.. F ,�, O• �� ,� � �� —III .• �� ffi�j �+1 � ii=q�e � -- 1 �— IIII_ _F - � i- to l=Id` Illli� Ilillll IIII ^ —III Ili STORAGE•100 C.F. VIII VIII A 9F CID � �IIIIII _ IIII ALES bi gL a a _I 4.e T T� T 2 C) g tf i o p C c� is d, p TES a ---MIN I1j -II1= ° T T N = m p x n m ii z s o w� L �I - IIII IIII N \ IIIIII �4 1 r� X x w j CD \ n - g Oa T � � c �=IIII II —I b �P^ W IIII= CENTERLINE wPo - �° I II'III i) IIII IIII 9, `? A S 9.n m m m a SF m go 0 F MIN _ SHOULDER c d d y .'W v m° N �' Si o m 3 3 x m a3 o m W09 J 5 O �.B c ° o m ov 33 c• 6 6,o J od v7 o m n m a � 0 �SSJ J '" ?� �.a o� B 0 d'd � 1'co OT 61'o y f a1Jc Fri J .°. V y 0 N A O N fD N Jq CAN 10 .' O1 Ip N l� N O 4i J O. S D m n oMMON rnnovar{ve Orien Ridge Condominiums --- - — y b' Constructton 360 North King St. - y e 7echnoCogy Northampton,Massachusetts - — - -- - z M o z m'� e min r Rm/Cuwre Aeubpmenr I W G7 - o c o' �m £MnrmvdCuim � r: off �' EnHtonmmiolPmnJmr� _ _.. Details an ACTION DATE BY APP DESCRIPTION N � r ► G� r- P VIAIES CD C N Y n _ =r ? QFR6 O � F N CD VANES 7L•MIN. d � A X (D / Q -n Q (D ` n ? � \ v M =r O N (°—D C gq CD 9 I. Aga k _ o rwN. z Ig d A $ II FN I IIII ac CD E W CD� R a I I I I �i ¢ IIII 9 IILLM1M1 S S jj 3 C 411 o r 1:.mY) I � - r =r e w –IIII . a –IIII IIII- � IIII ' , �• mil° � � € `G IIII =li —y =nl$lu°mm_m iu m IIII°Illls Ih=IIII= 111 CD W =IIII=IIII= I - -m =I_1= o 4 'ru I�u_r_Iiu IIf�I11 fil u all� $ — IR z IIII Q � � s II II IIII; (OD n O R C/) ill lilt � � w o III a a IIII= � � o , F —lill CD CD ily= lillll mill ilII;III_il o m Orien Ridge Condominiums �J F nd COMMp�, Fn1t0'VatIV D �f Constm�y��ction 360 North King St. ?echnoCogy Northampton,Massachusetts z >� NRm(Ema Llne6pmenr End—m 16 Dn4n � M1 � � n (Pmn/ttin( -z FP si,S� Vin".. °° . Details Plan ACTION DATE BY APP DESCRIPTION SOMEONE ,si`P kmq loll MAI Sed I� 4irS1 � vv �-.,,4 des'•' � � ,�-;"xA t', � � � ee. s e I ENr . WE- PLAN IT GREEN Orien Ridge Condominiums _ • • Architects Technology 77MAISIr"t Northampton,Massachusetts 7.1411568,M&-F-411568.6566 •- Plan C��. Davd A,Paine ASLA M i g ay 9 ey+AYp � � � ,_ I♦ g8e ° Y Y g 4 y 4 r 1 � i f r 4 , 1 / B 1 I, I 1 x _ N. — w R _ t 1 ...� ,.;, v . I 2 e \ I ' 1 , 1 r i I e , c vs� I ' rr r , I ..... art ..,: r ----------- - - c� - ^ / o g I i/ o - / o n no n 1 U o _ o __ ___ ��+-- ------ - -- - 15RCP ------- --- ' ----- ------ - - ° V Orien Ridge Condominiums — Innovative �— `°"" Construction 360 North King St. -- - �_ Northampton,Technology Massachusetts z ti z C3 �� Rea/Esrete Lkvebpmmt Envvonmen(e/Perm�tnng z Sll�s� Constructan Erosion Control Plan REVISION 06/1}/06 AS P.B. SUBMISSION ACTION D TE BY APP DESCRIPTION � T O� � T O II Elevation o �� Z a N �G N O � O Z PVIS'.6+14.60 PVIE:243.22 243.05 i 243.0 25 242.81 242.8 242.58 242.6 242.36 PVIS'.5+40.5] 242,4 -- ; PVIE.242.35 242.65 9' 242.6 �l �A 242.94 242.9 243.22 243.2 243.51 m _ t N 243.5 �o ZA 243,80 "N= g 243.8 _ 244.09 244.1 244.38 ± 244.4 g g rt 244 244.7.7 VJ � 245.2' n z� _cn 245.3 Q 2 02 24646.0 � a 246,99 m 247.0 248.13 248.1 249.31 249.3 250.48 250.5 ;_ m 251.66 251.7 ` m uN�€ 252.84 252.8 ° m 254.01 N 254,0 g 255.15 255.2 256.08 256.1 I 256,72 256.7 t 257.10 257.1 257.21 i P 25 T F _3 257.2 25 257.05 t 257.0 m N 256 62 256.6 255.92 &N- 255.9w a`r� 254.96 255.0 Pvls,0+0000 Q 254.55 Y g PvIE.254.55 g 254.5 8 N e;m r III g 8 $ 8 8 $ 8 8 U01jeA9l'3 g m T ° _ Innovative ; wa,� �' m Orien Ridge Condominiums N06/13/06 _.D m ad coMMON� Construction 360 North King St. -Technology Northampton,Massachusetts R.1 Estero D-kpmmt 5 Ehg#a ft P A Dmtpn yProfile (Alignment C1) S P.B. SUBMISSION BY APP DESCRIPTION � r r 'f1 O n O Z �c- 0� Z 70 M, I II I m Elevation N � N � ,-�-- -,T ---, +-__,T� I �---�-- + I �_�-•-._,-r- I ;--,TAT + I I t u _ PV15:4,3000 246.26 ^' PVIE'.247.74 248.3 249.31 249.3 250.35 mNNNI'y� 250.1 'e>a� 251,39N 251.4 252.43 " 252.4 253.44 253.4 254.25 254.3 254.9.9 � \ 1 254.9 ''n^ T Cn 255.37 s�z2 255.65 255.7.7 0 255.74 255.7 255.66 - g t + $ 255.7 NQNi 25 255.38 ^^^ 255.4 254.93 " N 254.9 A 254.41 254.4 253,89 S 253.9 253.a e's 25284 252.8 � 252.37 252,a S Pws:o,51 oo N PVIE.252.55 � �Nt v g tl.m QQ � a iAU�4 8 � s s 8 $ s s s s a s e uol1eAal=1 oWwo Innovative m Orien Ridge Condominiums D m yam° "w, Construction " m 360 North King St. Technology s Northampton,Massachusetts Ep-m telt.Vml[tvq v ICTIONDATE Profile (Alignment B3) AS P.B. SUBMISSION BY APP DESCRIPTION mill 0 a T 0 0 s 70 13 n " y m Elevation S i 8 Y u�v u�N�m Py15.4+04.19 252 43 PVC 252.39 Z 252.60 25 252.6 252.77 252.8 252.95 252.9 253,12 253.1 m iT€ 253.29 2513 253.47 °m ♦'^^ 253.5 ♦'n^ V/ 253.64 ' W 253.6 J 253.81 253.8 I 0 254,10 1 n �-254.1 a 254.56 2yc� N 254.5 - $ �m 255.18 255.2 U U. 255.97 256,0 256.86 >Y 256,9 2 257.30 �o mix 257.3 s o ,g - namg oz z 257.13 3 257 25 a .1 256.35 U m 256,4 255.24 0 255.2 -_ Pvs o.51 oo ° PVIE'.255.42 O Y 8 8 $ 8 8 8 8 8 UOIIBA913 Orien Ridge Condominiums Innovative T D m = y'' c��4p"w, Construction 360 North King SL - - N Technology a:t Northampton,Massachusetts - wz N 'c 5 °D Reel ft lkvebV Enguxermy B lblgn C-r-t=°,��""� Profile (Alignment B2) z REVISION 06/13/06 AS P.B. SUBMISSION O li: mww.wrr....wm.r.4nawrm.r.4,uo„m _ ACTION DATE BY APP DESCRIPTION �7 r ° 9O II II Elevation o z N� N Q Z O PVIS:fia)0.00 255,04 PVIS,254.70 255.0 256.30 256.3 259.20 259.2 262.74 262.7 265.17 265.2 265.44 265.4 III 265.65 _ 265.7 264.99 265,0 263.42 263.a 265.85 265,8 266.47 266.5 263.86 '8 �s 263.9 �> 263.65 ~0,g 263.6 262.38 $ m a u 262.4 $ ^' 261.85 y 261.8 V^'J 261.26 e 261.3 rh H O 261.45 m 261.4 260.53 260.5 259.50 z m T PvIE-.zse,ea 259.5 �o 258.41 i •Vy9e p 258.4 253.26 : 253.3 m ^ 253.14 253.1 sz� 252,54 252.5 m 248.84 248.8 246.86 246,9 pQ o 247.02 247.0 $ 248.58 248.6 249.50 _ 249.5 250.75 250,8 '� e 256.96 0� ¢� 257,0 $U N 256.66 0 256.7 >• g - PVIS.0+51 02 M Pv,E:25404 256.25 256.3 mmm=iz 259.40 t 259.4 - 262,62 262,6 H 8 s 8 8 8 $ 8 8 U0112AA13 o _ m Orien Ridge Condominiums Innovative m D m �' `o""°"w, Construction m 360 North King St. Technology � - €,a ;< Northampton,Massachusetts i z 4 v o e ReelEstim wV 1kDnent Enpinaerlr1g As/gn O < VEER S113S Cowtruct n PCflllltl/j z _ >a. �. Profile (Alignment B1) L22J ON 0 �. " I • I Q Q l• O Z 1P1 �C O Z �T T n I I m Elevation �+ s Q- �s+l� 251.24 g=oo \\ + aviE.250.50 251.2 \ i 252,08 ' m m 252.1 _: 252,91 252.9 253.74 253.7 254.53 254.5 255.13 255.1 255.51 ' 255.5 m x 255.69 _ 255.7 255,65 Y 255,7 r 255.41 255.4 254.97 ti r 255.0 ti 254.31 254.3 § A 1- 25153 253.5 252.76io 2528x 251.98 - 252.0 - 251.20 251 2 250.38 -S:9+02.00 250.4 PVle:250,50 249.19 249.2 247.99 248.0 �itiee 246.80 246.8 245.61 245.6 244.41 Vyy� y 244.4 243.22 243.2 y 242.02 242.0 240.83 240.8 239.64 - -> 239.6 N ? H _ 238.44 238,4 $ 237.25 237.2 236.06 2361 234.86 = m ,,^^ 234.9 0 233,67 233.7 u PR-4.2 0 232.47 .. PR-4.2 ................... . ... 2325 �MATCH LINE�................................................ .MATCH LINE. ..... PR-4.1 PR-4.1 231.27 231.3 229.95 230.0 228.47 228.5 _ mg 226.83 L 4 9 0 f Orien Ridge Condominiums Innovative A g m s ��e COyyoh�9 Construction m 360 North King St. Technology Northampton,Massachusetts s 1 z N ' F DWI-ero Development -`. __ _ F- y� EnplMennpdfkslpn N o ffR Envttonmentel Pers Jmv z „3s� Constrncton 0, Profile (Alignment Al) O r.rreWr.w L...ow reet.rm a1.>m � �. REVISION 706/13/O6 AS P.B. SUBM6SION_ 'p '^} ACTION DATE BY APP I DESCRIPTION 255.13 255.1 255.51 3 255.5 255.69 O 255.7 255.65 N .-1 255.7 j1 255.41 255.4 254.97 $ 255,0 254.31 q m 9: 254.3 253.53 253.5 N 252.76 252.8 251.98 252.0 251.20 251.2 250.38 250.4 8 249.19 249.2 247,99 248,0 A 246.80 246.8 _ 245.61 8 245.6 244.41 Q 244.4 243.22 243.2 242.02 Y 242.0 240.83m 240.8 239.64 "-� U S Uzi 239.6 238.44 y�uv 238.4 237,25 237.2 236.06 236.1 234.86 �� 234.9 8agk U) 233.67 233.7 e N' w O 232.47 ....................... ................... PR-4.2 tiV 232,5 .. _ . MATCH LINE ................................................ ....................tN 231.27 PR-4.1 231.3 229.95 230.0 s ` 228.47 228.5 226.83 226.8 225.04 225.0 E a 223.09 m 223.1 ' zR 221.11 'opgm 221.1 219.130 219.I _ 217.14 217.1 215.16 215.2 g 8 s� 213.17 c 213.2 211.19 _ $2 211,2 ti 209.20 � �� yC_'N_N_iii U mmzy 209,2 207.22 ~t., N 207.2 205.2 20125 203.3 aim a �:$!^� iR CN4 = 201.27 201.3 199.28 199.3 ;rz 197.30 197,3 r m gyp- m `4OUm 195.32 :' � g zEli 195.3 193.33 _ohm i F, U 193.3 191.35 191.3 189.37 189.4 Y 187054 187.5 N � �& vNNNFr4my m n< 185.90 $ N s:� fit" ze m- RE C+A o § 185,9 m --m § ^rg mN os o°z"`'° 184046 184.4 - Odm c Ns U ° ° 183.2 H e 182.09 -- 182,1 181.03 181.0 e� Pvis: '00 00 N u ti PV 11)9.98 J C !p Z m in�n vNNN A4 gg �OPoN mF` 'dgo„ sir Ye s s s s s s s s s uolJeAai3 o g A Orien Ridge Condominiums D , ��a C0�N0"+� Construction ° m 360 North King St. - _� o , 4 Technology ; s° Northampton,Massachusetts - A N q „s m� Reel&wt Devebpment " z I r r`� Eng/rx mz 8 D-11n d! ----1-- yf 5113 Cautruc del Perm9lunp I z Profile (Alignment Al) - Q REVISION O6/13/06 AS P_B. SUBM1851ON , ,� ACTION DATE BY APP DESCRIPTION 1 I „s 1 « m I q r I % 1 � a 1 � I ii 1, I I I I I I I I I I I 1 I I II "O_ " - -- - - ---0 I i w I I I of I wl I I I 1 I I I I I i I _I I I I I f� j o I t 1 0 H n N 1 � ----- - - Fo I L� t �a+ l o � "ll ro F--_MATYY/L/NE ---- --- ------------------.i---------- .� ° o MoNw Innovative Orien Ridge Condominiums > �� Construction �� 360 North King St. 5 r o , _ o Technology Northampton,Massachusetts --- - °A -- — W5 mq � Rrar ESrare Lbvelopm<nt ti ti o' F 9 Grading & Utilities Plan - C x.avw wwr..oaou w.nuwrm w.�+o.w.�m REVISION �6/13/O6 AS P.B. SUBMISSION PC-1 I DAZE ©v APP DESCRiPTiUN 0 oil O' ---------- ----------------------------------------------------------- I I I Z I �c I � � I � i o I I ' I ' I 1 I I I I I I 1 I I I I ' I I I ' I I , I , I I I , I I I I I I I I ' I 1 I I I I I 1 , I , I I= I I I 1 �m I to 1 m , I _ I - --- --- -- -- - 1 I ' I ' 1 I. I ' I ' zr mm I � ti8 j 'exam � I I = a I I i I .....__... 257 % Y / � 1 v T - g .ze i lzb v- _. _ F t�. 0 0 p _ p.. I ' Sfi o h y � � I o � 1 / f' �s 0,W r F8 0� I I If ti bFvum e.J qy °' ti eqt - W -------- 0 0 Orien Ridge Condominiums _ a_ COk o Innovative r r 5� "¢f Construction ll�. 360 North King sr. gy Northampton,Massachusetts tts Technolo mm Rra/Estate lkvebpment - -- ^' No 'F a �' ��, Eng�mxrinp 8 Design EnvaonnKn(al Porm1mnp Grading & Utilities Plan --- - - AS P.B. SUBMISSION ACTION DATE BY APP DESCRIPTION -------- -- - ----- --—----------------/ - -- - ------------------ -------- I o i z � m � � I� A mo o ` �'� �O O N � m m y 0 i' Z A am � s• 12 H E .3 03•S 0. �� "..._... 3vg \ i. o l44 f m *w k v o o "1 L �nl� .....L.. .__.- wr S9 .�. sus g a 9 o m 1 f O d� qq c i + I N _ I - m z �2 I o U -4 I I a , u o j v k i I I E i 1 fi D1 r 127' O \ i - r 1 I r e i I i --- N .- — TC z\1A N u D m o h Innovative k Orien Ridge Condominiums 0 Construction Y ? 360 North King St. z r� Technology }>'; Northampton,Massachusetts ' Rai Estate Devebpmenr Engbeerbg B Design Environmental Permitting W z 5113 CaufruCfbn 9 0 Grading & Utilities Plan RE ISION 06/1}/O6 AS P.B. SUBMISSION x..vr..n r.e..alan r.tnsrrm aa�ww.lm � ACTION DATE BY APP I DESCRIPTION =r I-- -- - - — -- — --- — --- — — -- — ------........... Ns m N �-- �•----- —'--- ———— N — 7Y77LBJE---_ ...— — m il o \ O 3 r00 S � Y e \ � I y a•o B ti -' g� - N O ni m- m °ma°x az zy+o d1 — z - z o 5 2,4?m L22 R" '•, m i ^ N 4 ti 0 58 v n B p� � I �. I amri J N D Z7 v m o , m - u 230 i _....___ m 1 ; i - x m_ C 220 I pp I' 21.5 � G ; r n z 210 205 `- r i r s I I Y _ I I ti ° ..... - y..5.51%I m.. ._ - -_.-__ --------- .- ------go -- N Iy0 ;AS I vNN�p�g m I 1 ---- -- -------------------------------------------------------------------------------------------------------------------------------- ° 71 g Orien Ridge Condominiums .DEMO Innovative Construction 360 North King St. — Technology Northampton,Massachusetts Rn/Esrate Devebgnen( ti„F`- W C� Ehjj—v 6 Desvn r^�•� Env,ron -WP-11we -- -- N z lli350 Cortslructbn 6 Grading & Utilities Plan kEVISION 06/13/06 AS PB. SUBMISSION xm,.r r.ar...n.am.r.ar�owrm.ranm.,m `'�' ACTION DATE BY APP DESCRIPTION 1 - ' - --_-- --- .. --------- _ _ P ' — --_ / -- -- -- ----------- -- -------___MA7C7/1.INE 1_ � i� �� _ _ .� , N j m 0I m. 1 ,1 P 1 o i I 1 / e 1 I ti I j I � .__ �; b2'Zq+O e � I p. 1 m f m 5� � I rt O q I ISTR � J'r I e S I U , I 1 5 / 1 --'--__-----------'--_— 7—T 1 , 7. V sv I Si i r 1 a m I 7) �u / I :�u 0 x 1 / j D 0 O 1N J 240 I I� 1 � 1 I � I , I 230 1 1 I _ , N - I I I m I Q I I / I I I 1 IT1 O mo < Scns N m r g _ I, =O 275 A --.:..y L u NN 1 J -<7D ^i Z o i eU 20p _ .. r - Qmr z z _.... C� 195...._ g e �. m 190 r ' 70 I -1 I 1 I I _t--------------------------------------- . I ----------L--------- I _..___-_.._ _._._._._._.___ -------- ._._._._.. _.__._._._.._ _.._._-_.._. _. -._. _.._..._._ .___..__.__. ___.._.__ _.._.__.._ _____._.. _._-____-._. ---------\ _-_..� .._._._.._ _.__._. _ _.._ _.____ __.____ __.___. ___.__ _. .. /-_ _ __ __'___6" H.P. GAS I m. (�7" --- ---------------------------------------------------------------- 15 RCP - --- ---- ---- n�"� - - 1 g 1 \—�'. ________ ________ ____________.___________________________-__________________.____________________________._________________________.__.________._____.___.,_- -- — BRIM-]9.]9' ___ 71+0 7 -,_.-._.-.-.--------._.-._--.-.-.-.-. .}^( _y^1_ -- I —�� \ - ._._.—.—.—.—._._.—._._._._---_._.—._.—.—._.—.—. CT ai NORTH KING STREET Y \ g g T U 17 N -------------- " Pm I V , Qa ` titivtiz'� mi'� i33 ziso «may �Z�22$°� 2 o- z oZ_in gf� a 1 II II e nRRn , I ° �w .� Innovative Orien Ridge Condominiums — ° w= Construction 360 North King St. ro N >� Technology w Northampton,Massachusetts W e r 2 F m 5 Eng wrvw B DwVn Grading & Utilities Plan C� «e..w.wsdw.,o�w.r.u.rrw.ruam s REVISION 06/1.7/06 AS P.B. SUBMISSION ACTION DATE BY APP DESCRIPTION . . . CD ID An OZ el Z. p mm 12" RCP Orien Ridge Condominiums Construction 360 North King St. Technology Northampton,Massachusetts Sul 0 Layout Plan REVU /13/06 JAS J-1 DA � Z O Z M O D �� 0 En +'. rn'^ 4 O 0 -p O "D ;0 -4 O Cn O y m m D 0 Cn v v ' v n ° p (D M z m °o_ m m X --q 4' M n v ac my -� 0 m z z 00 M v C/) > G) v v v � m 0' z -n Y z M M m n � r 0 M 1 m z c � D r Z 3 � z G) i r m m C z - _ 3 D - - � ` Z - v i 5 0 A- A i t- t A 15 r 4 s, f � t , i t , � I `m I b� 1 _ 235 r 1 I , J 0 0 0 0 0 0 /-... f o o ; _o y> (`( 9 _ I I Q S = xl = m 5 o r 1 a i 1 i.._.. U) N _:_ - - -- O D z s o 0 m ao m M N� � d v o ° O -0 a O y 'U -o O Cr A CD m a, 8 � m v N e U o 3 Z O 0 0 D n > A r 0O = ;0 M Cn X X m cmi, D n o -1 p � m n G7 K _ -rf Z 2 KO G) � 0 O Noun o n > n c v = z = m z D D coo Z —i m Cn rT. m -i m -Df Z D a ° ° t a Condominiums Orien Rid > � � � co�,wo� �'°� Innovative 9 ," w9 Construction 360 North King St. Technology r z m N g e3 m o SY Northampton,Massachusetts 1 � o lic �� c RealEatate Development F m G EnP/naermY 6 Oe+lpn o o xt"� �']� Envlmnmenul Polmlltmp `"Irwtlo Overall Plan 0 rrrrrrr.�..mm•r.uarrm.r..uaou REVISION 06/13/06 AS �.8, SUBMISSION ACTION DATE BY APP DESCRIPTION 3 N v O fl1 s 1 1 " v" a V m rn—� � n °a� 2 � so `z oo (D mnW 0) T � 3 mnti (D � s � C ?7 3z 0o a CD w o n m —M'o o 7 `° H m a a n (C d o Z _ 01 A m y� S a' Q° m to y o �7 CD CD �_ o S r O Q O N p C CL co Cb (Z i N w { r CD f l m N M NM pOm3CC3�2�. nv Sm m'�� ➢ z F,p 3 oo _ z z � 10 -th, -sa - CD i3 cl, pC N A, OZ /� /� /� ^ A m CL UJ N/ UJ UJ /}� m a a a a X y cc co cn co x z :m G � �0 Sp Ro 90 fM co ppm n °, °, °, °, °, ccper x Q co U) in co 0 D ai cmn cmn umi -0 "D -0 � wwwww -- N N N SU fU ;p jV 41 mm N N m N ... AM A Awk AM AM Aolk Am ANO AM Aow Aft am low ANW omm AW Amm Auk AWA .w Am AIM AM Alm gow low AM .. .m .,m �w. proposed Type /1124-hr 100 Yr. Rainfall=6.40" Prepared by(enter your company name here} Page 63 HydroCADO 7.00 s/n 000905 © 1986-2003 Applied Microcomputer Systems 5/20/2006 Aft Pond 13P: forebay Inflow Area = 5.199 ac, Inflow Depth = 3.52" for 100 Yr. event 4OW Inflow = 19.62 cfs @ 12.12 hrs, Volume= 1.526 of AM Outflow = 20.41 cfs @ 12.11 hrs, Volume= 1.408 af, Atten= 0%, Lag= 0.0 min Primary = 20.41 cfs @ 12.11 hrs, Volume= 1.408 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 235.29' @ 12.11 hrs Surf.Area= 1,900 sf Storage= 5,200 cf Plug-Flow detention time= 41.3 min calculated for 1.408 of(92% of inflow) Center-of-Mass det. time= 15.3 min ( 802.3 - 787.0 ) # Invert Avail.Storage Storage Description 1 232.00' 5,200 cf Custom Stage Data(Prismatic) Listed below loft Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 232.00 1,500 0 0 233.00 1,700 1,600 1,600 "* 234.00 1,800 1,750 3,350 „,k 235.00 1,900 1,850 5,200 # Routing invert Outlet Devices 1 Primary 235.00' 50.0' long x 2.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 Coef. (English) 2.54 2.61 2.61 2.60 2.66 2.70 2.77 2.89 2.88 2.85 3.07 3.20 3.32 Primary OutFlow Max=19.81 cfs @ 12.11 hrs HW=235.29' (Free Discharge) �. t-1=Broad-Crested Rectangular Weir (Weir Controls 19.81 cfs @ 1.4 fps) A. , Am f. AM ,ft Am 4. Aft Am A� AM AMW Apr AMOK ow .W AMW AW .O.. Ak AM AOM. AIW AMW AIW Aw low 'no. AMW ..w AMW ... AM ,.R Aft" AM A AMW A 41► proposed Type 111 24-hr 100 Yr. Rainfall=6.40" Prepared by {enter your company name here} Page 62 HydroCADO 7.00 s/n 000905 ©1986-2003 Applied Microcomputer Systems 5120/2006 Aft Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Max. Velocity= 14.5 fps, Min. Travel Time= 0.2 min ow Avg. Velocity = 5.8 fps, Avg. Travel Time= 0.6 min qw Peak Depth= 1.08' @ 12.11 hrs Capacity at bank full= 22.76 cfs 18.0" Diameter Pipe n= 0.012 Length= 200.0' Slope= 0.04007' Pond 12P: Detention Basin ., Inflow Area = 5.199 ac, Inflow Depth = 3.25" for 100 Yr. event Inflow = 20.41 cfs @ 12.11 hrs, Volume= 1.408 of 4" Inflow = 3.79 cfs @ 12.65 hrs, Volume= 1.022 af, Atten= 81%, Lag= 32.4 min ., Primary = 3.79 cfs @ 12.65 hrs, Volume= 1.022 of 4W Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs « w Peak Elev= 235.16' @ 12.65 hrs Surf.Area= 12,137 sf Storage= 29,538 cf Plug-Flow detention time= 143.7 min calculated for 1.022 of(73% of inflow) " Center-of-Mass det. time= 80.9 min ( 883.2 - 802.3 ) # Invert Avail.Stora a Storage Description 1 232.00' 40,198 cf Custom Stage Data (Prismatic) Listed below „f, Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 232.00 3,500 0 0 233.00 9,291 6,396 6,396 234.00 10,577 9,934 16,330 235.00 11,920 11,249 27,578 W 236.00 13,320 12,620 40,198 # Routing Invert Outlet Devices A► 1 Primary 232.00' 4.0"Vert. Orifice/Grate C= 0.600 AM 2 Primary 234.00' 12.0"Vert. Orifice/Grate C= 0.600 3 Primary 235.50' 2.00'x 2.00' Horiz. Orifice/Grate Limited to weir flow C= 0.600 Ift 4 Primary 236.00' 5.0' long x 3.0' breadth Broad-Crested Rectangular Weir 40% Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 4W Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Primary OutFlow Max=3.79 cfs @ 12.65 hrs HW=235.16' (Free Discharge) 1=Orifice/Grate (Orifice Controls 0.73 cfs @ 8.3 fps) 2=0rifice/Grate (Orifice Controls 3.06 cfs @ 3.9 fps) 3=Orifice/Grate ( Controls 0.00 cfs) =Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Aft Am ,"W Aft w .. Aw AM ®M ,.AW AMW Aft low 4. %* AM Aft .r► AMW 4M a" Awk .*. AW low Aok 4 ..o .,W ,.W AM AW ..W .mm .M AMW MW I'm *M proposed Type Ill 24-hr 100 Yr. Rainfall=6.40" Prepared by{enter your company name here} Page 61 HydroCADO 7.00 s/n 000905 ©1986-2003 Applied Microcomputer Systems 5/20/2006 4^ Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) ' 3.9 60 0.0830 0.3 Sheet Flow, Sheet Flow *•+ Grass: Short n= 0.150 P2= 2.90" A" 0.3 100 0.0700 5.4 Shallow Concentrated Flow, gutter flow Paved Kv= 20.3 fps 4.2 160 Total 4 Am Subcatchment 9S: Area 9 *ft Runoff = 3.27 cfs @ 12.11 hrs, Volume= 0.227 af, Depth= 2.71" om Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs 4M Type III 24-hr 100 Yr. Rainfall=6.40" Area (sf) CN Description 7,475 98 roof ►. 1,160 98 pave 35,093 61 >75% Grass cover, Good, HSG B 43,728 68 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.6 70 0.0300 0.2 Sheet Flow, sheet flow Grass: Short n= 0.150 P2= 2.90" 0.4 200 0.2000 9.1 Shallow Concentrated Flow, gutter flow """ Paved Kv= 20.3 fps AM 7.0 270 Total Reach 10R: Pipe flow Inflow Area = 1.603 ac, Inflow Depth = 3.66" for 100 Yr. event Inflow = 6.76 cfs @ 12.10 hrs, Volume= 0.489 of Outflow = 6.61 cfs @ 12.12 hrs, Volume= 0.488 af, Atten= 2%, Lag= 0.8 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Max. Velocity= 6.7 fps, Min. Travel Time= 0.5 min Avg. Velocity= 2.6 fps, Avg. Travel Time= 1.3 min ' Peak Depth= 0.83' @ 12.11 hrs Capacity at bank full= 11.38 cfs err 18.0" Diameter Pipe n= 0.012 Length= 200.0' Slope= 0.0100 '/' Reach 11 R: Pipe flow Inflow Area = 5.199 ac, Inflow Depth = 3.52" for 100 Yr. event Inflow = 19.80 cfs @ 12.11 hrs, Volume= 1.526 of Outflow = 19.62 cfs @ 12.12 hrs, Volume= 1.526 af, Atten= 1%, Lag= 0.4 min awe AM .a. AW AMM AMW AM Aw AM a.» 4w ,.s .R AM AW Weis AMP AIW AMM ..W 'M Am am loft A*. low .. lom AIM low .■. Anw- Awjw .m Amw .., qft Ift am proposed Type ll!24-hr 100 Yr. Rainfall=6.40" Prepared by{enter your company name here} Page 60 HydroCAD®7.00 s/n 000905 © 1986-2003 Applied Microcomputer Systems 5/20/2006 m Area (sf) CN Description 2,300 98 roof 16,931 98 pave 18,931 61 >75% Grass cover, Good HSG B 38,162 80 Weighted Average Tc Length Slope Velocity Capacity Description .,� (min) (feet) (ft/ft) (ft/sec) (cfs) 5.6 60 0.0330 0.2 Sheet Flow, sheet flow Grass: Short n= 0.150 P2= 2.90" 0.3 50 0.0250 3.2 Shallow Concentrated Flow, gutter flow Paved Kv= 20.3 fps 5.9 110 Total Subcatchment 7S: Area 7 Runoff = 4.53 cfs @ 12.12 hrs, Volume= 0.333 af, Depth= 3.58" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100 Yr. Rainfall=6.40" Area (sf) CN Description 8,625 98 roof low 12,800 98 pave ,,, 27,177 61 >75% Grass cover, Good HSG B �ak 48,602 77 Weighted Average Tc Length Slope Velocity Capacity Description A, (min) (feet) (ft/ft) (ft/sec) (cfs) 7.7 70 0.0200 0.2 Sheet Flow, sheet flow Grass: Short n= 0.150 P2= 2.90" Am 0.8 200 0.0400 4.1 Shallow Concentrated Flow, gutter flow Paved Kv= 20.3 fps ` 8.5 270 Total Subcatchment 8S: Area 8 Runoff = 3.79 cfs @ 12.06 hrs, Volume= 0.245 af, Depth= 3.89" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100 Yr. Rainfall=6.40" *w Area (sf) CN Description 5,175 98 roof 11,600 98 pave 16,098 61 >75% Grass cover, Good, HSG B 32,873 80 Weighted Average 4W AIW ww AIM a Am A Aw. AM AW AM ... 49W AAM Amw. AMW AMW Amw AW 4w Alm low .m A Am AM AMM Aw low Aw ,.A ..m AW AAW AIM A .W 4M im Am proposed Type 111 24-hr 100 Yr. Rainfall=6.40" Prepared by{enter your company name here} Page 59 HydroCADO 7.00 s/n 000905 ©1986-2003 Applied Microcomputer Systems 5/20/2006 Subcatchment 4S: Area 4 Runoff = 2.67 cfs @ 12.20 hrs, Volume= 0.233 af, Depth= 3.88" ter, Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100 Yr. Rainfall=6.40" AW .A. Area (sf) CN Description oft 6,325 98 roof 9,400 98 pave 15,706 61 >75% Grass cover, Good, HSG B 31,431 80 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 13.6 100 0.0100 0.1 Sheet Flow, sheet flow Grass: Short n= 0.150 P2= 2.90" 0.7 150 0.0300 3.5 Shallow Concentrated Flow, gutter flow Paved Kv= 20.3 fps 14.3 250 Total 4M „f, Subcatchment 5S: Area 5 "M Runoff = 2.73 cfs @ 12.13 hrs, Volume= 0.205 af, Depth= 3.38" A Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100 Yr. Rainfall=6.40" 4 Area (sf) CN Description 4,600 98 roof 7,800 98 pave 19,280 61 >75% Grass cover, Good HSG B 31,680 75 Weighted Average Tc Length Slope Velocity Capacity Description wry (min) (feet) (ft/ft) (ft/sec) (cfs) 9.1 180 0.0890 0.3 Sheet Flow, Sheet Flow Grass: Short n= 0.150 P2=2.90" w Subcatchment 6S: Area 6 Runoff = 4.15 cfs @ 12.09 hrs, Volume= 0.284 af, Depth= 3.89" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100 Yr. Rainfall=6.40" 4M AM AM, A AOM ANN AW ..w AIM ... MW AmM AW Am Amw ... ..k A Anm A ,.W AM .. AMW AM Am AM .aft 4m AMW Am Imb AIM Aw ... proposed Type 111 24-hr 900 Yr. Rainfall=6.40" Prepared by{enter your company name here} Page 58 HydroCADO 7.00 s/n 000905 © 1986-2003 Applied Microcomputer Systems 5120/2006 r� ., Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 4S: Area 4 Runoff Area=31,431 sf Runoff Depth=3.88" Flow Length=250' Tc=14.3 min CN=80 Runoff=2.67 cfs 0.233 of * Subcatchment 5S: Area 5 Runoff Area=31,680 sf Runoff Depth=3.38" Flow Length=180' Tc=9.1 min CN=75 Runoff=2.73 cfs 0.205 of Subcatchment 6S: Area 6 Runoff Area=38,162 sf Runoff Depth=3.89" a Flow Length=110' Tc=5.9 min CN=80 Runoff=4.15 cfs 0.284 of Subcatchment 7S: Area 7 Runoff Area=48,602 sf Runoff Depth=3.58" Flow Length=270' Tc=8.5 min CN=77 Runoff=4.53 cfs 0.333 of Subcatchment 8S: Area 8 Runoff Area=32,873 sf Runoff Depth=3.89" Flow Length=160' Tc=4.2 min CN=80 Runoff=3.79 cfs 0.245 of ,.. Subcatchment 9S: Area 9 Runoff Area=43,728 sf Runoff Depth=2.71" Flow Length=270' Tc=7.0 min CN=68 Runoff=3.27 cfs 0.227 of Reach 10R: Pipe flow Peak Depth=0.83' Max Vet=6.7 fps Inflow=6.76 cfs 0.489 of D=18.0" n=0.012 L=200.0' S=0.0100 '/' Capacity=11.38 cfs Outflow=6.61 cfs 0.488 of *"^ Reach 11 R: Pipe flow Peak Depth=1.08' Max Vet=14.5 fps Inflow=19.80 cfs 1.526 of D=18.0" n=0.012 L=200.0' S=0.0400 '/' Capacity=22.76 cfs Outflow=19.62 cfs 1.526 of Pond 12P: Detention Basin Peak Elev=235.16' Storage=29,538 cf Inflow=20.41 cfs 1.408 of 4M Outflow=3.79 cfs 1.022 of Aft Pond 13P: forebay Peak Elev=235.29' Storage=5,200 cf Inflow=19.62 cfs 1.526 of ` Outflow=20.41 cfs 1.408 of Awk am AM 4M Am AM a& Ak oft 4W AMM ANK AW AM AMIW AM Asm Moo, A Aft AIM Akio Am Am ,..E AW Awk AMW AM AMft am AM /M AM .,► ..a low ,.w AMM Aw AVW ... AM .. AW Am* proposed Type 111 24-hr 10 Yr. Rainfall=4.40" Prepared by {enter your company name here} Page 57 HydroCADO 7.00 s/n 000905 ©1986-2003 Applied Microcomputer Systems 5/20/2006 mow, Pond 13P: forebay Inflow Area = 5.199 ac, Inflow Depth = 1.94" for 10 Yr. event "* Inflow = 10.75 cfs @ 12.12 hrs, Volume= 0.839 of Outflow = 13.16 cfs @ 12.10 hrs, Volume= 0.725 af, Atten= 0%, Lag= 0.0 min Primary = 13.16 cfs @ 12.10 hrs, Volume= 0.725 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 235.22' @ 12.10 hrs Surf.Area= 1,900 sf Storage= 5,200 cf '"•" Plug-Flow detention time= 60.8 min calculated for 0.725 of(86% of inflow) Center-of-Mass det. time= 20.2 min ( 820.7- 800.5 ) # Invert Avail.Storage Storage Description 1 232.00' 5,200 cf Custom Stage Data (Prismatic) Listed below Am Elevation Surf.Area Inc.Store Cum.Store Awk (feet) (sq-ft) (cubic-feet) (cubic-feet) � 232.00 1,500 0 0 233.00 1,700 1,600 1,600 *M* 234.00 1,800 1,750 3,350 4,, 235.00 1,900 1,850 5,200 ""` # Routing Invert Outlet Devices 1 Primary 235.00' 50.0' long x 2.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 .�. Coef. (English) 2.54 2.61 2.61 2.60 2.66 2.70 2.77 2.89 2.88 2.85 3.07 4ft 3.20 3.32 ►, Primary OutFlow Max=12.65 cfs @ 12.10 hrs HW=235.21' (Free Discharge) t-1=Broad-Crested Rectangular Weir (Weir Controls 12.65 cfs @ 1.2 fps) A" ,M AM APM .MA jw^ .M .f .Mo AMW, Am "m low AM 4wk lom APM AM& low M! ..a A** AM 4m Aw Amm 4m. Awl 4wk w 4aw AM Amw w Amw AMW- d0M �w proposed Type 111 24-hr 10 Yr. Rainfall=4.40" Prepared by (enter your company name here) Page 56 HydroCAD®7.00 s/n 000905 © 1986-2003 Applied Microcomputer Systems 5/20/2006 ., Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Max. Velocity= 12.7 fps, Min. Travel Time= 0.3 min Avg. Velocity= 5.1 fps, Avg. Travel Time= 0.6 min k Peak Depth= 0.73' @ 12.12 hrs Am Peak at bank full= 22.76 cfs .., 18.0" Diameter Pipe n= 0.012 Length= 200.0' Slope= 0.0400 '/' Awk Pond 12P: Detention Basin AM 4M Inflow Area = 5.199 ac, Inflow Depth = 1.67" for 10 Yr. event Inflow = 13.16 cfs @ 12.10 hrs, Volume= 0.725 of Outflow = 0.72 cfs @ 14.75 hrs, Volume= 0.399 af, Atten= 95%, Lag= 158.8 min Primary = 0.72 cfs @ 14.75 hrs, Volume= 0.399 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 234.17' @ 14.75 hrs Surf.Area= 10,804 sf Storage= 18,228 cf Plug-Flow detention time= 221.4 min calculated for 0.398 of(55% of inflow) Center-of-Mass det. time= 138.6 min ( 959.3- 820.7 ) 4M Am # Invert Avail.Storage Storage Description 1 232.00' 40,198 cf Custom Stage Data (Prismatic) Listed below Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 232.00 3,500 0 0 233.00 9,291 6,396 6,396 234.00 10,577 9,934 16,330 235.00 11,920 11,249 27,578 Aw 236.00 13,320 12,620 40,198 AM # Routing Invert Outlet Devices 1 Primary 232.00' 4.0"Vert. Orifice/Grate C= 0.600 am 2 Primary 234.00' 12.0"Vert. Orifice/Grate C= 0.600 3 Primary 235.50' 2.00' x 2.00' Horiz. Orifice/Grate Limited to weir flow C= 0.600 4 Primary 236.00' 5.0' long x 3.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 AM 2.92 2.97 3.07 3.32 Primary OutFlow Max=0.72 cfs @ 14.75 hrs HW=234.17' (Free Discharge) 1=Orifice/Grate (Orifice Controls 0.59 cfs @ 6.8 fps) 2=Ori1lice/Grate (Orifice Controls 0.12 cfs @ 1.4 fps) 3=Orifice/Grate ( Controls 0.00 cfs) ,, =Broad-Crested Rectangular Weir ( Controls 0.00 cfs) AM AO 4 Am a. AMM Am AW Aak am .., low ... low AM Aak Amb Aft An .w., .-, AIM A. AM am AM A A w. AM AWW .nM AM Alm An* A A * ASM ..w Aloft AWN, low .,. proposed Type 111 24-hr 10 Yr. Rainfall=4.40" Prepared by {enter your company name here} Page 55 HydroCADO 7.00 s/n 000905 © 1986-2003 Applied Microcomputer Systems 5/20/2006 s� 4M Tc Length Slope Velocity Capacity Description A. (min) (feet) (ft/ft) (ft/sec) (cfs) 3.9 60 0.0830 0.3 Sheet Flow, Sheet Flow oft Grass: Short n= 0.150 P2= 2.90" 0.3 100 0.0700 5.4 Shallow Concentrated Flow, gutter flow Paved Kv= 20.3 fps am 4.2 160 Total AM Subcatchment 9S: Area 9 AM Runoff = 1.57 cfs @ 12.11 hrs, Volume= 0.112 af, Depth= 1.34" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10 Yr. Rainfall=4.40" Area (sf) CN Description 7,475 98 roof 1,160 98 pave 35,093 61 >75% Grass cover, Good HSG B 43,728 68 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) ' 6.6 70 0.0300 0.2 Sheet Flow, sheet flow Grass: Short n= 0.150 P2= 2.90" 0.4 200 0.2000 9.1 Shallow Concentrated Flow, gutter flow Paved Kv= 20.3 fps ** 7.0 270 Total AM Reach 10R: Pipe flow 14M Inflow Area = 1.603 ac, Inflow Depth = 2.04" for 10 Yr. event im Inflow = 3.80 cfs @ 12.10 hrs, Volume= 0.272 of Outflow = 3.69 cfs @ 12.12 hrs, Volume= 0.272 af, Atten= 3%, Lag= 1.0 min 4W Am Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Max. Velocity= 5.8 fps, Min. Travel Time= 0.6 min AM Avg. Velocity = 2.3 fps, Avg. Travel Time= 1.5 min oft Peak Depth= 0.60' @ 12.11 hrs M Capacity at bank full= 11.38 cfs AM 18.0" Diameter Pipe n= 0.012 Length= 200.0' Slope= 0.0100 '/' low Reach 11 R: Pipe flow ,M Inflow Area = 5.199 ac, Inflow Depth = 1.94" for 10 Yr. event Inflow = 10.87 cfs @ 12.11 hrs, Volume= 0.839 of Outflow = 10.75 cfs @ 12.12 hrs, Volume= 0.839 af, Atten= I%, Lag= 0.4 min w AM AIM AM 'aw jaw A AM Aw ,.W owk 40 A . .w Alw AM A AW AM AM AW AWk AMW A AW Am AMW to AW low ,.R ..b AM Aft 'mm ,m APW Amm AM 4M AM Aft proposed Type 111 24-hr 10 Yr. Rainfall=4.40" Prepared by (enter your company name here} Page 54 HydroCAD®7.00 s/n 000905 ©1986-2003 Applied Microcomputer Systems 5/20/2006 Area (sf) CN Description 2,300 98 roof 16,931 98 pave AM 18,931 61 >75% Grass cover, Good, HSG B ►, 38,162 80 Weighted Average OM Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.6 60 0.0330 0.2 Sheet Flow, sheet flow Grass: Short n= 0.150 P2= 2.90" Aft 0.3 50 0.0250 3.2 Shallow Concentrated Flow, gutter flow AM Paved Kv= 20.3 fps 5.9 110 Total Aft Subcatchment 7S: Area 7 A. Runoff = 2.51 cfs @ 12.12 hrs, Volume= 0.183 af, Depth= 1.97' Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10 Yr. Rainfall=4.40" Area (sf) CN Description 8,625 98 roof 12,800 98 pave AM 27,177 61 >75% Grass cover, Good HSG B Am 48,602 77 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.7 70 0.0200 0.2 Sheet Flow, sheet flow Grass: Short n= 0.150 P2= 2.90" 0.8 200 0.0400 4.1 Shallow Concentrated Flow, gutter flow Paved Kv= 20.3 fps 8.5 270 Total .. Subcatchment 8S: Area 8 Runoff = 2.19 cfs @ 12.07 hrs, Volume= 0.139 af, Depth= 2.22" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10 Yr. Rainfall=4.40" Area (sf) CN Description 5,175 98 roof 11,600 98 pave .. 16,098 61 >75% Grass cover, Good, HSG B 32,873 80 Weighted Average AM* Ate& AM A.l. A pR low 'am AW AM AM AIM A.. A AW AIM AMW Amm. A % Aft AMW. AMW A.R low Aw 4m AW 400 AMW AOWA AM ANN AMW Aw AW AMW Ank Am. AST AM AW .MW AM AM M AW proposed Type 111 24-hr 90 Yr. Rainfall=4.40" Prepared by{enter your company name here} Page 53 Am HydroCAD®7.00 s/n 000905 © 1986-2003 Applied Microcomputer Systems 5/20/2006 AM Subcatchment 4S: Area 4 AM Runoff = 1.54 cfs @ 12.20 hrs, Volume= 0.133 af, Depth= 2.21" AM AMW Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10 Yr. Rainfall=4.40" ism „M Area (sf) CN Description 6,325 98 roof 9,400 98 pave 15,706 61 >75% Grass cover, Good HSG B 31,431 80 Weighted Average Tc Length Slope Velocity Capacity Description �.► (min) (feet) (ft/ft) (ft/sec) (cfs) 13.6 100 0.0100 0.1 Sheet Flow, sheet flow Am Grass: Short n= 0.150 P2= 2.90" 0.7 150 0.0300 3.5 Shallow Concentrated Flow, gutter flow Paved Kv= 20.3 fps 14.3 250 Total Subcatchment 5S: Area 5 Runoff = 1.47 cfs @ 12.14 hrs, Volume= 0.110 af, Depth= 1.82" M. Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs """ Type III 24-hr 10 Yr. Rainfall=4.40" oft Area (sf) CN Description 4,600 98 roof 7,800 98 pave A" 19,280 61 >75% Grass cover, Good HSG B 31,680 75 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) ' 9.1 180 0.0890 0.3 Sheet Flow, Sheet Flow "*' Grass: Short n= 0.150 P2= 2.90" Subcatchment 6S: Area 6 + ► Runoff = 2.40 cfs @ 12.09 hrs, Volume= 0.162 af, Depth= 2.21" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10 Yr. Rainfall=4.40" .. AN& low AM AOW A .M ,.tea. AMM AM AM AM* low ..W A AMM .N* AOM Amb Am AMW ..K APM AMW AOM low ARM AI ..R AOM am proposed Type 111 24-hr 10 Yr. Rainfall=4.40" Prepared by{enter your company name here} Page 52 HydroCADO 7.00 s/n 000905 © 1986-2003 Applied Microcomputer Systems 5/20/2006 Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Aft Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method ,M Subcatchment 4S: Area 4 Runoff Area=31,431 sf Runoff Depth=2.21" Flow Length=250' Tc=14.3 min CN=80 Runoff=1.54 cfs 0.133 of Subcatchment 5S: Area 5 Runoff Area=31,680 sf Runoff Depth=1.82" AM Flow Length=180' Tc=9.1 min CN=75 Runoff=1.47 cfs 0.110 of A0"' Subcatchment 6S: Area 6 Runoff Area=38,162 sf Runoff Depth=2.21" Flow Length=110' Tc=5.9 min CN=80 Runoff=2.40 cfs 0.162 of Subcatchment 7S: Area 7 Runoff Area=48,602 sf Runoff Depth=1.97" Flow Length=270' Tc=8.5 min CN=77 Runoff=2.51 cfs 0.183 of Subcatchment 8S: Area 8 Runoff Area=32,873 sf Runoff Depth=2.22" Flow Length=160' Tc=4.2 min CN=80 Runoff=2.19 cfs 0.139 of Subcatchment 9S: Area 9 Runoff Area=43,728 sf Runoff Depth=1.34" Flow Length=270' Tc=7.0 min CN=68 Runoff=1.57 cfs 0.112 of AM ,,, Reach 10R: Pipe flow Peak Depth=0.60' Max Vet=5.8 fps Inflow=3.80 cfs 0.272 of AM D=18.0" n=0.012 L=200.0' S=0.0100'/' Capacity=11.38 cfs Outflow=3.69 cfs 0.272 of 'ft Reach 11 R: Pipe flow Peak Depth=0.73' Max Vet=12.7 fps Inflow=10.87 cfs 0.839 of om D=18.0" n=0.012 L=200.0' S=0.0400 '/' Capacity=22.76 cfs Outflow=10.75 cfs 0.839 of Pond 12P: Detention Basin Peak Elev=234.17' Storage=18,228 cf Inflow=13.16 cfs 0.725 of Outflow=0.72 cfs 0.399 of Pond 13P: forebay Peak Elev=235.22' Storage=5,200 cf Inflow=10.75 cfs 0.839 of Outflow=13.16 cfs 0.725 of 4M 4W 4M 4M Aft s low AM* lom Aw A , .. .,.. AM Am ,..- AMM APO 'IM. Alm AMR. AM AN& AMW Awk AMW AM AOIW AMW AW ,.R A AM .. A AM AIM AIM ... low low AMW �w. m *M proposed Type ///24-hr 2 Yr. Rainfall=2.90" Am Prepared by{enter your company name here} Page 51 Am HydroCADO 7.00 s/n 000905 © 1986-2003 Applied Microcomputer Systems 5/20/2006 *M Pond 13P: forebay Am Inflow Area = 5.199 ac, Inflow Depth = 0.90" for 2 Yr. event AM Inflow = 4.74 cfs @ 12.14 hrs, Volume= 0.389 of AM Outflow = 4.89 cfs @ 12.30 hrs, Volume= 0.273 af, Aften= 0%, Lag= 9.7 min Primary = 4.89 cfs @ 12.30 hrs, Volume= 0.273 of Am 4M Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 235.11' @ 12.30 hrs Surf.Area= 1,900 sf Storage= 5,200 cf Am Plug-Flow detention time= 113.6 min calculated for 0.273 of(70% of inflow) 4 ft Center-of-Mass det. time= 43.6 min ( 860.9 -817.3 ) Invert Avail.Storage Storage Description .,,�.►► 1 232.00' 5,200 cf Custom Stage Data (Prismatic) Listed below Elevation Surf.Area Inc.Store Cum.Store .. (feet) (sq-ft) (cubic-feet) (cubic-feet) 232.00 1,500 0 0 233.00 1,700 1,600 1,600 234.00 1,800 1,750 3,350 235.00 1,900 1,850 5,200 Routing Invert Outlet Devices 0M 1 Primary 235.00' 50.0' long x 2.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 .. Coef. (English) 2.54 2.61 2.61 2.60 2.66 2.70 2.77 2.89 2.88 2.85 3.07 3.20 3.32 Primary OutFlow Max=4.66 cfs @ 12.30 hrs HW=235.11' (Free Discharge) left t1=Broad-Crested Rectangular Weir (Weir Controls 4.66 cfs @ 0.8 fps) Am Am oft Am Oft AM Am Am 4M 4 44M 4m A., AM AMM AW A** A"W ..W AVW Am Aft Amm Alm Ama A l AWA AMM AM 40ft. AMW Amm Mw AM AM AM AIM A*W AMW „w AMM Am AMW .,4 Amw Am proposed Type ///24-hr 2 Yr. Rainfall=2.90" Prepared by{enter your company name here} Page 50 HydroCADO 7.00 s/n 000905 © 1986-2003 Applied Microcomputer Systems 5/20/2006 Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Max. Velocity= 10.2 fps, Min. Travel Time= 0.3 min Avg. Velocity = 4.4 fps, Avg. Travel Time= 0.8 min A. Peak Depth= 0.47' @ 12.13 hrs Capacity at bank full= 22.76 cfs W 18.0" Diameter Pipe n= 0.012 Length= 200.0' Slope= 0.0400 '/' 4M Pond 12P: Detention Basin Aft 4M Inflow Area = 5.199 ac, Inflow Depth = 0.63" for 2 Yr. event Inflow = 4.89 cfs @ 12.30 hrs, Volume= 0.273 of "' Outflow = 0.34 cfs @ 15.24 hrs, Volume= 0.194 af, Atten= 93%, Lag= 176.8 min Am Primary = 0.34 cfs @ 15.24 hrs, Volume= 0.194 of qM Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs loft Peak Elev= 232.83' @ 15.24 hrs Surf.Area= 8,288 sf Storage= 5,288 cf Plug-Flow detention time= 178.2 min calculated for 0.194 of(71% of inflow) Center-of-Mass det. time= 108.0 min ( 968.9- 860.9 ) Am # Invert Avail.Storage Storage Description 1 232.00' 40,198 cf Custom Stage Data (Prismatic) Listed below Am Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 232.00 3,500 0 0 ., 233.00 9,291 6,396 6,396 234.00 10,577 9,934 16,330 235.00 11,920 11,249 27,578 236.00 13,320 12,620 40,198 # Routing Invert Outlet Devices 1 Primary 232.00' 4.0"Vert. Orifice/Grate C= 0.600 2 Primary 234.00' 12.0"Vert. Orifice/Grate C= 0.600 3 Primary 235.50' 2.00'x 2.00' Horiz. Orifice/Grate Limited to weir flow C= 0.600 4 Primary 236.00' 5.0' long x 3.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Primary OutFlow Max=0.34 cfs @ 15.24 hrs HW=232.83' (Free Discharge) JL 1=Orifice/Grate (Orifice Controls 0.34 cfs @ 3.9 fps) 2=Orifice/Grate ( Controls 0.00 cfs) 3=Orifice/Grate ( Controls 0.00 cfs) =Broad-Crested Rectangular Weir ( Controls 0.00 cfs) �w low AOM AM Aw Iffm AW A AM A ARW Am ARW Am A ..W ARM AMW Am Amk AIM Amw ..w AM 'so AMW Amw ..w Amw ..W AIM AMW AW Am Amw omm AM oft Am MW proposed Type ///24-hr 2 Yr. Rainfall=2.90" AM Prepared by {enter your company name here} Page 49 HydroCADO 7.00 s/n 000905 © 1986-2003 Applied Microcomputer Systems 5/20/2006 Tc Length Slope Velocity Capacity Description �.. (min) (feet) (ft/ft) (ft/sec) (cfs) 3.9 60 0.0830 0.3 Sheet Flow, Sheet Flow Grass: Short n= 0.150 P2= 2.90" 0.3 100 0.0700 5.4 Shallow Concentrated Flow, gutter flow Paved Kv= 20.3 fps 4.2 160 Total low Subcatchment 9S: Area 9 'w Runoff = 0.52 cfs @ 12.12 hrs, Volume= 0.043 af, Depth= 0.51" AM Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs am Type III 24-hr 2 Yr. Rainfall=2.90" 4M Area (sf) CN Description � 7,475 98 roof AM 1,160 98 pave 440 35,093 61 >75% Grass cover, Good, HSG B 43,728 68 Weighted Average AM Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.6 70 0.0300 0.2 Sheet Flow, sheet flow Grass: Short n= 0.150 P2= 2.90" 0.4 200 0.2000 9.1 Shallow Concentrated Flow, gutter flow Paved Kv= 20.3 fps * 7.0 270 Total Reach 10R: Pipe flow Inflow Area = 1.603 ac, Inflow Depth = 0.96" for 2 Yr. event Am Inflow = 1.76 cfs @ 12.11 hrs, Volume= 0.128 of Outflow = 1.68 cfs @ 12.13 hrs, Volume= 0.128 af, Atten= 4%, Lag= 1.4 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Max. Velocity= 4.6 fps, Min. Travel Time= 0.7 min Avg. Velocity = 1.9 fps, Avg. Travel Time= 1.7 min Peak Depth= 0.40' @ 12.12 hrs Capacity at bank full= 11.38 cfs 18.0" Diameter Pipe n= 0.012 Length= 200.0' Slope= 0.0100 '/' Reach 11 R: Pipe flow Inflow Area = 5.199 ac, Inflow Depth = 0.90" for 2 Yr. event Inflow = 4.83 cfs @ 12.12 hrs, Volume= 0.389 of "" Outflow = 4.74 cfs @ 12.14 hrs, Volume= 0.389 af, Atten= 2%, Lag= 0.8 min 4M �w ,.. AM AM AW .M A AMP A ARW AOM, low ... AIW AIM AMM AMW AMW Aw ARW AMW AMW ANW A AM* AM A low .,W AM ,ow AIM A AM AM Amok A A ANW Am 'em .o. 4M oft Am la ► proposed Type 111 24-hr 2 Yr. Rainfall=2.90" low Prepared by {enter your company name here) Page 48 Aft HydroCADO 7.00 s/n 000905 © 1986-2003 Applied Microcomputer Systems 5/20/2006 Aft Area (sf) CN Description 2,300 98 roof '" 16,931 98 pave 18,931 61 >75% Grass cover, Good HSG B 38,162 80 Weighted Average 0M Tc Length Slope Velocity Capacity Description „,ft (min) (feet) (ft/ft) (ft/sec) (cfs) 5.6 60 0.0330 0.2 Sheet Flow, sheet flow Aft Grass: Short n= 0.150 P2= 2.90" 4., 0.3 50 0.0250 3.2 Shallow Concentrated Flow, gutter flow Paved Kv= 20.3 fps 5.9 110 Total AM M Subcatchment 7S: Area 7 '""" Runoff = 1.13 cfs @ 12.13 hrs, Volume= 0.085 af, Depth= 0.92" AM Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2 Yr. Rainfall=2.90" Area (sf) CN Description 8,625 98 roof 12,800 98 pave 27,177 61 >75% Grass cover, Good HSG B 48,602 77 Weighted Average Tc Length Slope Velocity Capacity Description �. (min) (feet) (ft/ft) (ft/sec) (cfs) 7.7 70 0.0200 0.2 Sheet Flow, sheet flow Grass: Short n= 0.150 P2= 2.90" 0.8 200 0.0400 4.1 Shallow Concentrated Flow, gutter flow Paved Kv= 20.3 fps 8.5 270 Total 4M Subcatchment 8S: Area 8 AM Runoff = 1.06 cfs @ 12.07 hrs, Volume= 0.068 af, Depth= 1.08" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs '"" Type III 24-hr 2 Yr. Rainfall=2.90" AM Area (sf) CN Description 5,175 98 roof 11,600 98 pave 4m 16,098 61 >75% Grass cover, Good, HSG B 4M 32,873 80 Weighted Average ,N., A low AMM A AM AMW AMW A� AMW AW ARM am AM .w Aw AOM 40M tow Am ARM ARM AMW AMW Apw AM Am AWW AOM AOW AMW A. ARM AMW AMW ANW AMW 4M AM Am Am proposed Type 11124-hr 2 Yr. Rainfall=2.90" Am Prepared by {enter your company name here} Page 47 HydroCADO 7.00 s/n 000905 ©1986-2003 Applied Microcomputer Systems 5/20/2006 Am A► Subcatchment 4S: Area 4 AIM Runoff = 0.75 cfs @ 12.21 hrs, Volume= 0.065 af, Depth= 1.08" 4M ,w, Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2 Yr. Rainfall=2.90" lift ,,M Area (sf) CN Description 6,325 98 roof AM 9,400 98 pave «R. 15,706 61 >75% Grass cover, Good, HSG B 4-OW 31,431 80 Weighted Average Aft Tc Length Slope Velocity Capacity Description OM (min) (feet) (ft/ft) (ft/sec) (cfs) 13.6 100 0.0100 0.1 Sheet Flow, sheet flow 4M Grass: Short n= 0.150 P2= 2.90" AM 0.7 150 0.0300 3.5 Shallow Concentrated Flow, gutter flow Paved Kv= 20.3 fps OM 14.3 250 Total m Subcatchment 5S: Area 5 14M Runoff = 0.63 cfs @ 12.14 hrs, Volume= 0.049 af, Depth= 0.81" Oft Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Am Runoff III 24-hr 2 Yr. Rainfall=2.90" 4M OAk Area (sf) CN Description 4,600 98 roof AM 7,800 98 pave AM 19,280 61 >75% Grass cover, Good, HSG B 31,680 75 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) �► 9.1 180 0.0890 0.3 Sheet Flow, Sheet Flow Oft Grass: Short n= 0.150 P2= 2.90" IM AM Subcatchment 6S: Area 6 �M Runoff = 1.17 cfs @ 12.10 hrs, Volume= 0.079 af, Depth= 1.08" am Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Owk Type III 24-hr 2 Yr. Rainfall=2.90" 4M Am ... Aw low A ADW AW Am AOW A omw ,mw A Am AM ., A Amm AMM low Am Awl AM AFM A. Am AMM ARW .* AM AMW a AW Wft Aft ow low proposed Type ///24-hr 2 Yr. Rainfall=2.90" ,w,,,, Prepared by{enter your company name here} Page 46 HydroCAD®7.00 s/n 000905 © 1986-2003 Applied Microcomputer Systems 5/20/2006 4M Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 4S: Area 4 Runoff Area=31,431 sf Runoff Depth=1.08" Flow Length=250' Tc=14.3 min CN=80 Runoff=0.75 cfs 0.065 of .� Subcatchment 5S: Area 5 Runoff Area=31,680 sf Runoff Depth=0.81" Flow Length=180' Tc=9.1 min CN=75 Runoff=0.63 cfs 0.049 of '"" Subcatchment 6S: Area 6 Runoff Area=38,162 sf Runoff Depth=1.08" AM Flow Length=110' Tc=5.9 min CN=80 Runoff=1.17 cfs 0.079 of 4M Subcatchment 7S: Area 7 Runoff Area=48,602 sf Runoff Depth=0.92" Am Flow Length=270' Tc=8.5 min CN=77 Runoff=1.13 cfs 0.085 of 0% Subcatchment 8S: Area 8 Runoff Area=32,873 sf Runoff Depth=1.08" Am Flow Length=160' Tc=4.2 min CN=80 Runoff=1.06 cfs 0.068 of q.. Subcatchment 9S: Area 9 Runoff Area=43,728 sf Runoff Depth=0.51" Flow Length=270' Tc=7.0 min CN=68 Runoff=0.52 cfs 0.043 of I.. 4,, Reach 1 OR: Pipe flow Peak Depth=0.40' Max Vet=4.6 fps Inflow=1.76 cfs 0.128 of D=18.0" n=0.012 L=200.0' S=0.0100 '/' Capacity=11.38 cfs Outflow=1.68 cfs 0.128 of Reach 11 R: Pipe flow Peak Depth=0.47' Max Vet=10.2 fps Inflow=4.83 cfs 0.389 of D=18.0" n=0.012 L=200.0' S=0.0400 T Capacity=22.76 cfs Outflow=4.74 cfs 0.389 of Pond 12P: Detention Basin Peak Elev=232.83' Storage=5,288 cf Inflow=4.89 cfs 0.273 of Outflow=0.34 cfs 0.194 of AM Pond 13P: forebay Peak Elev=235.11' Storage=5,200 cf Inflow=4.74 cfs 0.389 of Am Outflow=4.89 cfs 0.273 of AM qW am 4W Am Am ew, ,.. Aw ONM .M low AMM AIW 4mw Am AM ANW Aw AMW .m .m AOM ,.W AM A AMW 'M AMW AMW AM AM AMW ..w AMM 4OW low AMW AMW ... AIM 4M am 4M A* proposed Type 111 24-hr 9 Yr. Rainfall=2.50" ft Prepared by{enter your company name here} Page 45 AW HydroCADO 7.00 s/n 000905 ©1986-2003 Applied Microcomputer Systems 5/20/2006 •• Pond 13P: forebay Inflow Area = 5.199 ac, Inflow Depth = 0.66" for 1 Yr. event Am Inflow = 3.37 cfs @ 12.14 hrs, Volume= 0.286 of A, Outflow = 1.95 cfs @ 12.51 hrs, Volume= 0.167 af, Atten=42%, Lag= 21.8 min Primary = 1.95 cfs @ 12.51 hrs, Volume= 0.167 of Am Am Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 235.06' @ 12.50 hrs Surf.Area= 1,900 sf Storage= 5,200 cf Am Plug-Flow detention time= 154.0 min calculated for 0.167 of(58% of inflow) AM Center-of-Mass det. time= 69.7 min ( 894.0 - 824.2 ) AM # Invert Avail.Storage Storage Description Ow 1 232.00' 5,200 cf Custom Stage Data (Prismatic) Listed below am Elevation Surf.Area Inc.Store Cum.Store Ow (feet) (sq-ft) (cubic-feet) (cubic-feet) AM 232.00 1,500 0 0 233.00 1,700 1,600 1,600 00* 234.00 1,800 1,750 3,350 M. 235.00 1,900 1,850 5,200 # Routing Invert Outlet Devices oft 1 Primary 235.00' 50.0' long x 2.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 AM 3.00 3.50 Coef. (English) 2.54 2.61 2.61 2.60 2.66 2.70 2.77 2.89 2.88 2.85 3.07 Am 3.20 3.32 Am Primary OutFlow Max=1.76 cfs @ 12.51 hrs HW=235.06' (Free Discharge) Am t1=Broad-Crested Rectangular Weir (Weir Controls 1.76 cfs @ 0.6 fps) Am 4M Am �w► A omm low AMR, ASM ,.W AM Am APW- AMM 'M A. AM AM* ... Aw AMW AM am .w 1. AW AMM AM ANO AM 'am AM ... ,. AW AM AM AM ,ow low proposed Type 111 24-hr 1 Yr. Rainfall=2.50" Prepared by{enter your company name here} Page 44 HydroCADO 7.00 s/n 000905 © 1986-2003 Applied Microcomputer Systems 5/20/2006 Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Max. Velocity= 9.2 fps, Min. Travel Time= 0.4 min ' Avg. Velocity = 4.1 fps, Avg. Travel Time= 0.8 min Peak Depth= 0.39' @ 12.13 hrs Capacity at bank full= 22.76 cfs w 18.0" Diameter Pipe n= 0.012 Length= 200.0' Slope= 0.0400 '/' Pond 12P: Detention Basin Inflow Area = 5.199 ac, Inflow Depth = 0.39" for 1 Yr. event Inflow = 1.95 cfs @ 12.51 hrs, Volume= 0.167 of Outflow = 0.23 cfs @ 15.74 hrs, Volume= 0.120 af, Atten= 88%, Lag= 193.8 min +�► Primary = 0.23 cfs @ 15.74 hrs, Volume= 0.120 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 232.46' @ 15.74 hrs Surf.Area= 6,189 sf Storage= 2,969 cf Aw Plug-Flow detention time= 158.8 min calculated for 0.119 of(71% of inflow) Center-of-Mass det. time= 91.3 min ( 985.3- 894.0 ) .. AM # Invert Avail.Storage Storage Description 1 232.00' 40,198 cf Custom Stage Data (Prismatic) Listed below am „W Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) ' 232.00 3,500 0 0 ■,, 233.00 9,291 6,396 6,396 234.00 10,577 9,934 16,330 AM 235.00 11,920 11,249 27,578 4 ft 236.00 13,320 12,620 40,198 a .° # Routing Invert Outlet Devices Am 1 Primary 232.00' 4.0"Vert. Orifice/Grate C= 0.600 ,M 2 Primary 234.00' 12.0"Vert. Orifice/Grate C= 0.600 3 Primary 235.50' 2.00'x 2.00' Horiz. Orifice/Grate Limited to weir flow C= 0.600 am 4 Primary 236.00' 5.0' long x 3.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Am Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 4,,,, 2.92 2.97 3.07 3.32 AM Primary OutFlow Max=0.23 cfs @ 15.74 hrs HW=232.46' (Free Discharge) aft 1=Orifice/Grate (Orifice Controls 0.23 cfs @ 2.6 fps) 2=Orifice/Grate ( Controls 0.00 cfs) Am 3=Orifice/Grate ( Controls 0.00 cfs) oft =Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Aw AM AM .. AMR .W low AM low .M AM AMM ..R ,.W AM AM* Ono AM* Am A ..A AM AMW A AMW AMM AM APM ANW, Aw AM ARM AIM AMW ATW MW A"W A. low Ift "a proposed Type ///24-hr 1 Yr. Rainfall=2.50" go, Prepared by{enter your company name here} Page 43 HydroCADO 7.00 s/n 000905 © 1986-2003 Applied Microcomputer Systems 5/20/2006 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) '" 3.9 60 0.0830 0.3 Sheet Flow, Sheet Flow m Grass: Short n= 0.150 P2= 2.90" 4M 0.3 100 0.0700 5.4 Shallow Concentrated Flow, gutter flow Paved Kv= 20.3 fps 4.2 160 Total Subcatchment 9S: Area 9 Runoff = 0.29 cfs @ 12.14 hrs, Volume= 0.029 af, Depth= 0.34" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 1 Yr. Rainfall=2.50" AM Area (sf) CN Description 7,475 98 roof 1,160 98 pave 35,093 61 >75% Grass cover, Good HSG B 43,728 68 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.6 70 0.0300 0.2 Sheet Flow, sheet flow Grass: Short n= 0.150 P2= 2.90" 0.4 200 0.2000 9.1 Shallow Concentrated Flow, gutter flow Paved Kv= 20.3 fps Alm 7.0 270 Total oft Reach 10R: Pipe flow Am Inflow Area = 1.603 ac, Inflow Depth = 0.71" for 1 Yr. event Inflow = 1.27 cfs @ 12.11 hrs, Volume= 0.095 of Outflow = 1.22 cfs @ 12.14 hrs, Volume= 0.095 af, Atten=4%, Lag= 1.7 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Max. Velocity= 4.2 fps, Min. Travel Time= 0.8 min *� Avg. Velocity= 1.8 fps, Avg. Travel Time= 1.8 min Peak Depth= 0.34' @ 12.12 hrs Capacity at bank full= 11.38 cfs 18.0" Diameter Pipe n= 0.012 Length= 200.0' Slope= 0.0100 '/' Reach 11 R: Pipe flow Inflow Area = 5.199 ac, Inflow Depth = 0.66" for 1 Yr. event Inflow = 3.39 cfs @ 12.13 hrs, Volume= 0.286 of Outflow = 3.37 cfs @ 12.14 hrs, Volume= 0.286 af, Atten= 1%, Lag=0.9 min AW AM ..> .m AW AM ARM Amm AM AM Aw ANW .m. . m AMW ANO om 4 .M. am A AMW am A A. .. ,o AMM ... ...k .IW Oft Am proposed Type 111 24-hr 1 Yr. Rainfall=2.50" Am Prepared by {enter your company name here} Page 42 HydroCADO 7.00 s/n 000905 © 1986-2003 Applied Microcomputer Systems 5/20/2006 of Area (sf) CN Description Am 2,300 98 roof 16,931 98 pave 4M 18,931 61 >75% Grass cover, Good, HSG B Am 38,162 80 Weighted Average o*" Tc Length Slope Velocity Capacity Description ,,,,f _(min) (feet) (ft/ft) (ft/sec) (cfs) AM 5.6 60 0.0330 0.2 Sheet Flow, sheet flow Grass: Short n= 0.150 P2= 2.90" ^ 0.3 50 0.0250 3.2 Shallow Concentrated Flow, gutter flow Paved Kv= 20.3 fps 5.9 110 Total AM A, Subcatchment 7S: Area 7 O. Runoff = 0.81 cfs @ 12.14 hrs, Volume= 0.062 af, Depth= 0.67' m Awk Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 1 Yr. Rainfall=2.50" MW Area (sf) CN Description 8,625 98 roof 12,800 98 pave 27,177 61 >75% Grass cover, Good, HSG B 48,602 77 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.7 70 0.0200 0.2 Sheet Flow, sheet flow Grass: Short n= 0.150 P2=2.90" 0.8 200 0.0400 4.1 Shallow Concentrated Flow, gutter flow Paved Kv= 20.3 fps 8.5 270 Total Subcatchment 8S: Area 8 Runoff = 0.79 cfs @ 12.07 hrs, Volume= 0.051 af, Depth= 0.81" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 1 Yr. Rainfall=2.50" Area (sf) CN Description 5,175 98 roof 11,600 98 pave 4M 16,098 61 >75% Grass cover, Good, HSG B 32,873 80 Weighted Average AMW AMW AIM AM ,.M AMW AM ARM .. ..I AM AN* A Am .M AMW .. A low ..0. AIW AM AM AMW AM AMM AMW 44W AMM ..W ..w ... AMW Am 49% proposed Type 11124-hr 9 Yr. Rainfall=2.50" Prepared by{enter your company name here} Page 41 HydroCADO 7.00 s/n 000905 © 1986-2003 Applied Microcomputer Systems 5/20/2006 Subcatchment 4S: Area 4 Runoff = 0.55 cfs @ 12.21 hrs, Volume= 0.049 af, Depth= 0.81" low ,M Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 1 Yr. Rainfall=2.50" Am Am Area (sf) CN Description 6,325 98 roof Am 9,400 98 pave Am 15,706 61 >75% Grass cover, Good HSG B am 31,431 80 Weighted Average Tc Length Slope Velocity Capacity Description .... (min) (feet) (ft/ft) (ft/sec) (cfs) 13.6 100 0.0100 0.1 Sheet Flow, sheet flow Grass: Short n= 0.150 P2= 2.90" Auk 0.7 150 0.0300 3.5 Shallow Concentrated Flow, gutter flow Paved Kv= 20.3 fps OM 14.3 250 Total OM i Subcatchment 5S: Area 5 am Runoff = 0.44 cfs @ 12.15 hrs, Volume= 0.036 af, Depth= 0.59" 4M Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs ""' Type III 24-hr 1 Yr. Rainfall=2.50" Ow Area (sf) CN Description 4,600 98 roof 4M 7,800 98 pave NM 19,280 61 >75% Grass cover, Good, HSG B oft 31,680 75 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.1 180 0.0890 0.3 Sheet Flow, Sheet Flow Grass: Short n= 0.150 P2= 2.90" Subcatchment 6S: Area 6 Runoff = 0.87 cfs @ 12.10 hrs, Volume= 0.059 af, Depth= 0.81" s.. Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 1 Yr. Rainfall=2.50" 4M AM AIM 'm AM AMW .M AIM AOM AMW AMW AM AM ..► AOW. 4 am am A Asm. low AM AIM AW* 4m AMW ... AM, Awk AM low A Aww ,.W low low AOM AMW AIM 4-M ..d om Am am proposed Type 11124-hr 1 Yr. Rainfall=2.50" Am Prepared by{enter your company name here} Page 40 AM HydroCAD®7.00 s/n 000905 © 1986-2003 Applied Microcomputer Systems 5/20/2006 4, Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method ,,,,,,,, Subcatchment 4S: Area 4 Runoff Area=31,431 sf Runoff Depth=0.81" Flow Length=250' Tc=14.3 min CN=80 Runoff=0.55 cfs 0.049 of oft +. Subcatchment 5S: Area 5 Runoff Area=31,680 sf Runoff Depth=0.59" am Flow Length=180' Tc=9.1 min CN=75 Runoff=0.44 cfs 0.036 of 4M Subcatchment 6S: Area 6 Runoff Area=38,162 sf Runoff Depth=0.81" ,M Flow Length=110' Tc=5.9 min CN=80 Runoff=0.87 cfs 0.059 of 'M Subcatchment 7S: Area 7 Runoff Area=48,602 sf Runoff Depth=0.67" Flow Length=270' Tc=8.5 min CN=77 Runoff=0.81 cfs 0.062 of 4W Subcatchment 8S: Area 8 Runoff Area=32,873 sf Runoff Depth=0.81" Flow Length=160' Tc=4.2 min CN=80 Runoff=0.79 cfs 0.051 of AM ... Subcatchment 9S: Area 9 Runoff Area=43,728 sf Runoff Depth=0.34" Flow Length=270' Tc=7.0 min CN=68 Runoff=0.29 cfs 0.029 of 4M ,,,ft, Reach 10R: Pipe flow Peak Depth=0.34' Max Vet=4.2 fps Inflow=1.27 cfs 0.095 of D=18.0" n=0.012 L=200.0' S=0.0100 '/' Capacity=11.38 cfs Outflow=1.22 cfs 0.095 of Aft Reach 11 R: Pipe flow Peak Depth=0.39' Max Vet=9.2 fps Inflow=3.39 cfs 0.286 of D=18.0" n=0.012 L=200.0' S=0.0400 '/' Capacity=22.76 cfs Outflow=3.37 cfs 0.286 of Pond 12P: Detention Basin Peak Elev=232.46' Storage=2,969 cf Inflow=1.95 cfs 0.167 of ► Outflow=0.23 cfs 0.120 of Pond 13P: forebay Peak Elev=235.06' Storage=5,200 cf Inflow=3.37 cfs 0.286 of Am Outflow=1.95 cfs 0.167 of 4W 4W 40M Am qM *ft Am Am 4W IM AM AIM am APW AMOI Am AM AMM .W AMW. AM AW AMW AM AMW AIW AM ARM AMW ASW AMW AwAt A AM* AMM AM A"'m .,a A A to .o. A .W 4W Oft Am am +fie AM 4W 4M 12 P Om m Detention'�asin 8S _ 13 P Area 8 fore ay 7S 1 QR � 6S Area 7 Aft 11 R Pipe flow 4W rea 6 Oft Pipe w IM 5S 9S Area 5 Area 9 4S Area 4 SubCat Reach On Ljnk Drainage Diagram for proposed Prepared by{enter your company name here} 5/20/2006 HydroCAD®7.00 s/n 000905 ©1986-2003 Applied Microcomputer Systems ..W AMM AMM A AM AMW ..P AM A Alm AM AUW AIW A .M AMM Aw A.. ..e AMM Aga Aw AMM Awk AIM AMW ARM A"* A AM .w AN& AMW Aw ARW ,MW ... AM AMW DevToRoad Type 111 24-hr 900 Yr. Rainfall=640" Prepared by{enter your company name here) Page 38 HydroCADO 7.00 s/n 000905 © 1986-2003 Applied Microcomputer Systems 5/20/2006 w Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 202.50 150 0 0 203.00 310 115 115 �.. 204.00 745 528 643 204.50 850 399 1,041 w # Routing Invert Outlet Devices 1 Primary 202.50' 4.0"Vert. Orifice/Grate C= 0.600 2 Primary 204.00' 3.0' long x 3.0' breadth overflow weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Primary OutFlow Max=5.95 cfs @ 12.11 hrs HW=204.76' (Free Discharge) .► LI=Orifice/Grate (Orifice Controls 0.61 cfs @ 7.0 fps) 2=overflow weir (Weir Controls 5.34 cfs @ 2.3 fps) AM Aft AM AM qft AMW AMW _ Amm low _. _ _ AW _ _ _. _ AOM ANO _ _. _ _ _ _ _. _ AMW AIW ANW AMW _ AMM AIM AIM AMI AWW AMW Am DevToRoad Type 111 24-hr 100 Yr. Rainfall=6.40" Prepared by{enter your company name here} Page 37 HydroCADO 7.00 s/n 000905 © 1986-2003 Applied Microcomputer Systems 5/20/2006 Pond 8P: settlement basin Inflow Area = 0.686 ac, Inflow Depth = 2.53" for 100 Yr. event Inflow = 2.04 cfs @ 12.11 hrs, Volume= 0.144 of Outflow = 0.82 cfs @ 12.42 hrs, Volume= 0.098 af, Atten=60%, Lag= 18.2 min Primary = 0.82 cfs @ 12.42 hrs, Volume= 0.098 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 230.23' @ 12.42 hrs Surf.Area= 2,709 sf Storage= 2,531 cf Plug-Flow detention time= 125.9 min calculated for 0.098 of(68% of inflow) Center-of-Mass det. time= 54.9 min ( 860.9 - 806.1 ) # Invert Avail.Storage Storage Description 1 229.00' 3,278 cf Custom Stage Data (Prismatic) Listed below Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 229.00 1,204 0 0 230.00 2,635 1,920 1,920 4M 230.50 2,800 1,359 3,278 4M # Routing Invert Outlet Devices 1 Primary 230.00' 3.0' long x 2.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 Coef. (English) 2.54 2.61 2.61 2.60 2.66 2.70 2.77 2.89 2.88 2.85 3.07 3.20 3.32 Primary OutFlow Max=0.81 cfs @ 12.42 hrs HW=230.22' (Free Discharge) 't1=Broad-Crested Rectangular Weir (Weir Controls 0.81 cfs @ 1.2 fps) Pond 9P: Lower basin Inflow Area = 1.747 ac, Inflow Depth = 2.83" for 100 Yr. event •.► Inflow = 5.78 cfs @ 12.11 hrs, Volume= 0.412 of Outflow = 6.11 cfs @ 12.11 hrs, Volume= 0.411 af, Atten= 0%, Lag= 0.0 min ** Primary = 6.11 cfs @ 12.11 hrs, Volume= 0.411 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 204.78' @ 12.11 hrs Surf.Area= 850 sf Storage= 1,041 cf Plug-Flow detention time= 10.3 min calculated for 0.411 of(100% of inflow) Center-of-Mass det. time= 9.0 min ( 808.7 - 799.6 ) # Invert Avail.Storage Storage Description 1 202.50' 1,041 cf Custom Stage Data (Prismatic) Listed below low APAW AMM AIM AMM AMW AM AM An* AOW AW AMW AMW AMW AMW .MW AA A AM AM A 40M. AOM APO AMW A AWW Amm, AM AM AM 4w Amw AIW ARW AM AM AOMW AM AM ,. AMM -Am A"k ow am DevToRoad Type ///24-hr 100 Yr. Rainfall=6.40" Prepared by{enter your company name here} Page 36 �w HydroCAD®7.00 s/n 000905 © 1986-2003 Applied Microcomputer Systems 5120/2006 Subcatchment 7S: Area 21 Runoff = 2.04 cfs @ 12.11 hrs, Volume= 0.144 af, Depth= 2.53" AMW Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Am Type III 24-hr 100 Yr. Rainfall=6.40" AM Area (sf) CN Description Am 3,400 98 roof 1,100 98 pave "M 4,500 60 Woods, Fair, HSG B „m 20,883 61 >75% Grass cover, Good HSG B IMM 29,883 66 Weighted Average 4M Tc Length Slope Velocity Capacity Description AM (min) (feet) (ft/ft) (ft/sec) (cfs) 6.9 80 0.2500 0.2 Sheet Flow, Sheet Flow Aft Woods: Light underbrush n= 0.400 P2= 2.90" AM 0.6 150 0.0500 4.5 Shallow Concentrated Flow, gutter flow Paved Kv= 20.3 fps am 7.5 230 Total Subcatchment 10S: Lower Road 4M Runoff = 1.70 cfs @ 12.09 hrs, Volume= 0.116 af, Depth= 3.79" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs oft Type III 24-hr 100 Yr. Rainfall=6.40" A. Area (sf) CN Description '® 8,000 98 pave 8,000 60 Woods, Fair, HSG B oft 16,000 79 Weighted Average A. Tc Length Slope Velocity Capacity Description ,M (min) (feet) (ft/ft) (fUsec) (cfs) 6.0 Direct Entry, minimum Reach 6R: Combined Flow to Rt.5 4M low Inflow Area = 2.779 ac, Inflow Depth = 2.88" for 100 Yr. event Inflow = 8.58 cfs @ 12.11 hrs, Volume= 0.666 of Am Outflow = 8.58 cfs @ 12.11 hrs, Volume= 0.666 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs w AM AM low A AM .w AMW ,.« A AM A AIM 4w A ARW AW A Aw A Amm AMM AM AMW A AIM AMR AOM AMW Aw AM AM AMM ... AM ..M AIM AIM ..W mom MW Am DevToRoad Type 111 24-hr 100 Yr. Rainfall=6.40" Prepared by {enter your company name here} Page 35 HydroCAD®7.00 s/n 000905 ©1986-2003 Applied Microcomputer Systems 5/20/2006 Aft Tc Length Slope Velocity Capacity Description Am (min) (feet) (ft/ft) (ft/sec) (cfs) 7.2 100 0.3500 0.2 Sheet Flow, Sheet Flow AM Woods: Light underbrush n= 0.400 P2= 2.90" oft 0.7 550 0.1000 12.4 99.46 Channel Flow, swale Area= 8.0 sf Perim= 4.0' r= 2.00' n= 0.060 "' 7.9 650 Total 4M AM Subcatchment 4S: To Quarry 4"k Runoff = 1.26 cfs @ 12.18 hrs, Volume= 0.105 af, Depth= 2.25" AM Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs '"' Type III 24-hr 100 Yr. Rainfall=6.40" .., Aft Area (sf) CN Description 1,725 98 roof am 8,400 61 >75% Grass cover, Good, HSG B 14,175 60 Woods, Fair, HSG B 24,300 63 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.4 100 0.1000 0.3 Sheet Flow, Sheet Flow Grass: Short n= 0.150 P2= 2.90" 6.8 50 0.1000 0.1 Sheet Flow, Sheet Flow Woods: Light underbrush n= 0.400 P2= 2.90" 12.2 150 Total 4M Ow Subcatchment 5S: To South A* Runoff = 0.74 cfs @ 12.09 hrs, Volume= 0.050 af, Depth= 2.90" 4M Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs AM Type III 24-hr 100 Yr. Rainfall=6.40" Am Area (sf) CN Description " 2,300 98 roof am 1,400 60 Woods, Fair, HSG B 5,300 61 >75% Grass cover, Good, HSG B 9,000 70 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 80 0.0500 0.2 Sheet Flow, Sheet Flow 4► Grass: Short n= 0.150 P2= 2.90" Am Awk Am ft JW AIM Am ,ow, Am AMW A. low 'mm AW AMM Almw AIM low AMW .M .... ARM AMW AOW 'OM AM A" A Amm am am AWIW AIM A ... AMW AM .M 'am ..W AN& �w DevToRoad Type 111 24-hr 100 Yr. Rainfall=6.40" low Prepared by {enter your company name here} Page 34 HydroCADO 7.00 s/n 000905 © 1986-2003 Applied Microcomputer Systems 5/20/2006 Aim Subcatchment 1S: NE Corner 4M AW Runoff = 1.40 cfs @ 12.29 hrs, Volume= 0.139 af, Depth= 2.51" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs AM Type III 24-hr 100 Yr. Rainfall=6.40" Area (sf) CN Description 2,000 98 roof 1,800 98 pave 1,000 60 Woods, Fair, HSG B 24,195 61 >75% Grass cover, Good, HSG B 28,995 66 Weighted Average Tc Length Slope Velocity Capacity Description AM (min) (feet) (ft/ft) (ft/sec) (cfs) 20.4 250 0.1600 0.2 Sheet Flow, sheet flow Woods: Light underbrush n= 0.400 P2= 2.90" AM Subcatchment 2S: Upper Road A" Runoff = 1.18 cfs @ 12.09 hrs, Volume= 0.080 af, Depth= 3.48" ` Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Am Type III 24-hr 100 Yr. Rainfall=6.40" Area (sf) CN Description Am 5,000 98 pave ,,,, 7,000 61 >75% Grass cover, Good, HSG B Oft 12,000 76 Weighted Average Tc Length Slope Velocity Capacity Description Am (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, gutter flow wow 4M Subcatchment 3S: To Swale Runoff = 4.64 cfs @ 12.12 hrs, Volume= 0.332 af, Depth= 2.71" „ft Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100 Yr. Rainfall=6.40" Am Area (sf) CN Description 5,175 98 roof 4K 20,500 73 Woods, Fair, HSG C 38,403 61 >75% Grass cover, Good, HSG B 64,078 68 Weighted Average AIM AMM AIM AMW AMW Am* AW A AM AM A. AMW AM* A AM. .MNW MW low AMW APO ... AM Ow .M^. AM AMW AIM AM ..w AMM ... AM Imm 4W DevToRoad Type 111 24-hr 100 Yr. Rainfall=6.40" ,.. Prepared by{enter your company name here} Page 33 HydroCADO 7.00 s/n 000905 © 1986-2003 Applied Microcomputer Systems 5/20/2006 Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points AM Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1S: NE Corner Runoff Area=28,995 sf Runoff Depth=2.51" Flow Length=250' Tc=20.4 min CN=66 Runoff=1.40 cfs 0.139 of Subcatchment 2S: Upper Road Runoff Area=12,000 sf Runoff Depth=3.48" AW Tc=6.0 min CN=76 Runoff=1.18 cfs 0.080 of Am Subcatchment 3S: To Swale Runoff Area=64,078 sf Runoff Depth=2.71" AM Flow Length=650' Tc=7.9 min CN=68 Runoff=4.64 cfs 0.332 of Subcatchment 4S: To Quarry Runoff Area=24,300 sf Runoff Depth=2.25" "" Flow Length=150' Tc=12.2 min CN=63 Runoff=1.26 cfs 0.105 of Aftft sew Subcatchment 5S: To South Runoff Area=9,000 sf Runoff Depth=2.90" Flow Length=80' Tc=6.0 min CN=70 Runoff=0.74 cfs 0.050 of 4W ,ft Subcatchment 7S: Area 21 Runoff Area=29,883 sf Runoff Depth=2.53" Flow Length=230' Tc=7.5 min CN=66 Runoff=2.04 cfs 0.144 of Subcatchment 10S: Lower Road Runoff Area=16,000 sf Runoff Depth=3.79" �w Tc=6.0 min CN=79 Runoff=1.70 cfs 0.116 of Reach 6R: Combined Flow to Rt.5 Inflow=8.58 cfs 0.666 of AW Outflow=8.58 cfs 0.666 of Pond 8P: settlement basin Peak EIev=230.23' Storage=2,531 cf Inflow=2.04 cfs 0.144 of Ak Outflow=0.82 cfs 0.098 of 4M AM Pond 9P: Lower basin Peak EIev=204.78' Storage=1,041 cf Inflow=5.78 cfs 0.412 of Outflow=6.11 cfs 0.411 of w +mow AM ift w AN% AIM AMW AIW AMW AMM 'MM Aam AM A'^. .20 AMW AMW AM .o. AOM AW .M. AIW A AIM Aft AMM AMP AiM am 4w ..0 low .O, ANN AMW AM low DevToRoad Type 111 24-hr 10 Yr. Rainfall=4.40" Prepared by{enter your company name here) Page 32 HydroCADO 7.00 s/n 000905 ©1986-2003 Applied Microcomputer Systems 5/20/2006 Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 202.50 150 0 0 203.00 310 115 115 204.00 745 528 643 204.50 850 399 1,041 N% # Routing Invert Outlet Devices ANk 1 Primary 202.50' 4.0"Vert. Orifice/Grate C= 0.600 2 Primary 204.00' 3.0' long x 3.0' breadth overflow weir AW Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 A,, 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 Aft 2.92 2.97 3.07 3.32 .r,. Primary OutFlow Max=2.63 cfs @ 12.16 hrs HW=204.42' (Free Discharge) 40* 1:1=Orifce/Grate (Orifice Controls 0.56 cfs @ 6.4 fps) AM 2=overflow weir (Weir Controls 2.08 cfs @ 1.7 fps) am M AM AM 4M wa AMW Aaw am 'am A AWII low AOM ASO ,ww Awl n. w. 0 AMW Jew .mp .w ,M am AMW ... A AW Am Aw ..R A"W Am AMR Ao", AR... ... ... ... am Oft ` DevToRoad Type 111 24-hr 10 Yr. Rainfall=4.40" Awk Prepared by{enter your company name here} Page 31 aw ydroCADO 7.00 s/n 000905 © 1986-2003 Applied Microcomputer Systems 5/20/2006 AM Pond 8P: settlement basin Am Inflow Area = 0.686 ac, Inflow Depth = 1.21" for 10 Yr. event Inflow = 0.94 cfs @ 12.12 hrs, Volume= 0.069 of Outflow = 0.07 cfs @ 14.64 hrs, Volume= 0.024 af, Atten= 92%, Lag= 151.1 min Primary = 0.07 cfs @ 14.64 hrs, Volume= 0.024 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs oft Peak Elev= 230.05' @ 14.64 hrs Surf.Area= 2,650 sf Storage= 2,042 cf Plug-Flow detention time= 255.6 min calculated for 0.024 of(34% of inflow) *M Center-of-Mass det. time= 157.6 min ( 980.2 - 822.5 ) Aft # Invert Avail.Storage Storage Description Aft 1 229.00' 3,278 cf Custom Stage Data (Prismatic) Listed below e. Elevation Surf.Area Inc.Store Cum.Store oft (feet) (sq-ft) (cubic-feet) (cubic-feet) m 229.00 1,204 0 0 230.00 2,635 1,920 1,920 "" 230.50 2,800 1,359 3,278 Am # Routing Invert Outlet Devices 1 Primary 230.00' 3.0' long x 2.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 Coef. (English) 2.54 2.61 2.61 2.60 2.66 2.70 2.77 2.89 2.88 2.85 3.07 3.20 3.32 Primary OutFlow Max=0.07 cfs @ 14.64 hrs HW=230.05' (Free Discharge) L1=Broad-Crested Rectangular Weir (Weir Controls 0.07 cfs @ 0.5 fps) Pond 9P: Lower basin Am Inflow Area = 1.747 ac, Inflow Depth = 1.43" for 10 Yr. event „,t Inflow = 2.84 cfs @ 12.12 hrs, Volume= 0.207 of Outflow = 2.71 cfs @ 12.16 hrs, Volume= 0.207 af, Atten= 5%, Lag=2.7 min 4M Primary = 2.71 cfs @ 12.16 hrs, Volume= 0.207 of IM Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs ow Peak Elev= 204.42' @ 12.16 hrs Surf.Area= 834 sf Storage= 981 cf lift Plug-Flow detention time= 11.4 min calculated for 0.207 of(100% of inflow) Center-of-Mass det. time= 9.7 min ( 824.4- 814.7 ) Oft *M # Invert Avail.Storage Storage Description AM 1 202.50' 1,041 cf Custom Stage Data (Prismatic) Listed below AM AMM ... AV& .W AW AM* AMM Aft AMW AIM A , AW AM, Amw AMW AMW AMM APM An% ..R Aft A AM AMW AOM AMM Am . . A AIM ... ..R .0 ASW. AlkW ..h a, .W ewe. to` DevToRoad Type 11124-hr 10 Yr. Rainfall=4.40" qM Prepared by{enter your company name here} Page 30 Aft HydroCADO 7.00 s/n 000905 ©1986-2003 Applied Microcomputer Systems 5/20/2006 Am Subcatchment 7S: Area 21 Aft �w Runoff = 0.94 cfs @ 12.12 hrs, Volume= 0.069 af, Depth= 1.21" ■w Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10 Yr. Rainfall=4.40" Area (sf) CN Description ,M 3,400 98 roof 1,100 98 pave 4,500 60 Woods, Fair, HSG B 20,883 61 >75% Grass cover, Good HSG B 29,883 66 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) ' 6.9 80 0.2500 0.2 Sheet Flow, Sheet Flow *s Woods: Light underbrush n= 0.400 P2= 2.90" 0.6 150 0.0500 4.5 Shallow Concentrated Flow, gutter flow w. Paved Kv= 20.3 fps "^ 7.5 230 Total Subcatchment 10S: Lower Road Runoff = 0.97 cfs @ 12.09 hrs, Volume= 0.065 af, Depth= 2.13" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10 Yr. Rainfall=4.40" Area (sf) CN Description 8,000 98 pave 8,000 60 Woods, Fair, HSG B 16,000 79 Weighted Average ask Tc Length Slope Velocity Capacity Description ,"e (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, minimum *.k Reach 6R: Combined Flow to Rt.5 4M Inflow Area = 2.779 ac, Inflow Depth = 1.46" for 10 Yr. event *'"' Inflow = 3.91 cfs @ 12.16 hrs, Volume= 0.339 of 4M Outflow = 3.91 cfs @ 12.16 hrs, Volume= 0.339 af, Atten= 0%, Lag= 0.0 min ""' Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs awn 0M 4M 4 oomw AMOK AMP .. ANN AW AM Awl ... AW 'am .w AM low AMW A AM Aw ,.. Am AMW .m AM* AIM AMM am AMM Alm ,..w .O 'MOW Aaw Aw low Aft DevToRoad Type 111 24-hr 10 Yr. Rainfall=4.40" Prepared by{enter your company name here) Page 29 HydroCADO 7.00 s/n 000905 © 1986-2003 Applied Microcomputer Systems 5/20/2006 * ► Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.2 100 0.3500 0.2 Sheet Flow, Sheet Flow Woods: Light underbrush n= 0.400 P2= 2.90" M 0.7 550 0.1000 12.4 99.46 Channel Flow, swale Area= 8.0 sf Perim= 4.0' r= 2.00' n= 0.060 'ft 7.9 650 Total 4M m Subcatchment 4S: To Quarry 4M Runoff = 0.54 cfs @ 12.19 hrs, Volume= 0.048 af, Depth= 1.03" Apk Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10 Yr. Rainfall=4.40" �w Area (sf) CN Description 1,725 98 roof 8,400 61 >75% Grass cover, Good, HSG B 14,175 60 Woods, Fair, HSG B 24,300 63 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.4 100 0.1000 0.3 Sheet Flow, Sheet Flow Grass: Short n= 0.150 P2= 2.90" 4M 6.8 50 0.1000 0.1 Sheet Flow, Sheet Flow Woods: Light underbrush n= 0.400 P2= 2.90" Aft 12.2 150 Total Am Subcatchment 5S: To South AM Runoff = 0.37 cfs @ 12.10 hrs, Volume= 0.025 af, Depth= 1.47" m Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Ow Type III 24-hr 10 Yr. Rainfall=4.40" 4■ Area (sf) CN Description Am 2,300 98 roof *• 1,400 60 Woods, Fair, HSG B 5,300 61 >75% Grass cover, Good, HSG B 9,000 70 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 80 0.0500 0.2 Sheet Flow, Sheet Flow Grass: Short n= 0.150 P2= 2.90" AM Immk AM AM AM AM ,MM. ANKH AMW AM Aak Awk oomw Aftk AOW AM AMW AOM ANM Am ,mw ..MM AM AW ,M AM A A. 4"k mom AMR aft .wrn AMW ANw AM Ago AM MM Alum w am ft DevToRoad Type 11124-hr 10 Yr. Rainfall=4.40" Prepared by tenter your company name here) Page 28 HydroCADO 7.00 s/n 000905 ©1986-2003 Applied Microcomputer Systems 5/20/2006 4M Subcatchment 1S: NE Corner Am AM Runoff = 0.64 cfs @ 12.31 hrs, Volume= 0.067 af, Depth= 1.20" Ink Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs OM Type III 24-hr 10 Yr. Rainfall=4.40" Aw Area (sf) CN Description 2,000 98 roof 1,800 98 pave Ow 1,000 60 Woods, Fair, HSG B ,w 24,195 61 >75%Grass cover, Good, HSG B 28,995 66 Weighted Average oft Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.4 250 0.1600 0.2 Sheet Flow, sheet flow Woods: Light underbrush n= 0.400 P2= 2.90" 4M AMI Subcatchment 2S: Upper Road oft Runoff = 0.65 cfs @ 12.10 hrs, Volume= 0.044 af, Depth= 1.90" Oft Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10 Yr. Rainfall=4.40" Area (sf) CN Description m 5,000 98 pave Am ___ 7,000 61 >75% Grass cover, Good, HSG B Am 12,000 76 Weighted Average ,m Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, gutter flow Subcatchment 3S: To Swale 'M Runoff = 2.22 cfs @ 12.12 hrs, Volume= 0.164 af, Depth= 1.34" am Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type 111 24-hr 10 Yr. Rainfall=4.40" aft 4ft Area (sf) CN Description 5,175 98 roof """'a 20,500 73 Woods, Fair, HSG C 38,403 61 >75% Grass cover, Good, HSG B 64,078 68 Weighted Average 4M 40 am ... am OA"k .,R ,w low Am, AMW ,.w Affm AM' . a .o AW AMW wee AIM ,.. Alw- AMW Aft AM 40M AM AM* AM Am ... Am tow ..r� ..w AMP AN W- 400 low AMW ,.M Am "- k DevToRoad Type 111 24-hr 10 Yr. Rainfall=4.40" aft Prepared by{enter your company name here} Page 27 � HydroCADO 7.00 s/n 000905 ©1986-2003 Applied Microcomputer Systems 5/20/2006 Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1S: NE Corner Runoff Area=28,995 sf Runoff Depth=1.20" Flow Length=250' Tc=20.4 min CN=66 Runoff=0.64 cfs 0.067 of Oft Subcatchment 2S: Upper Road Runoff Area=12,000 sf Runoff Depth=1.90" Am Tc=6.0 min CN=76 Runoff=0.65 cfs 0.044 of Am Subcatchment 3S: To Swale Runoff Area=64,078 sf Runoff Depth=1.34" Flow Length=650' Tc=7.9 min CN=68 Runoff=2.22 cfs 0.164 of Subcatchment 4S: To Quarry Runoff Area=24,300 sf Runoff Depth=1.03" Flow Length=150' Tc=12.2 min CN=63 Runoff=0.54 cfs 0.048 of Aft Subcatchment 5S: To South Runoff Area=9,000 sf Runoff Depth=1.47" Flow Length=80' Tc=6.0 min CN=70 Runoff=0.37 cfs 0.025 of Am ®M Subcatchment 7S: Area 21 Runoff Area=29,883 sf Runoff Depth=1.21" Flow Length=230' Tc=7.5 min CN=66 Runoff=0.94 cfs 0.069 of Ok Am Subcatchment 10S: Lower Road Runoff Area=16,000 sf Runoff Depth=2.13" qM Tc=6.0 min CN=79 Runoff=0.97 cfs 0.065 of AW Reach 6R: Combined Flow to Rt.5 Inflow=3.91 cfs 0.339 of ter► Outflow=3.91 cfs 0.339 of 4W Pond 8P: settlement basin Peak Elev=230.05' Storage=2,042 cf Inflow=0.94 cfs 0.069 of Outflow=0.07 cfs 0.024 of Pond 9P: Lower basin Peak Elev=204.42' Storage=981 cf Inflow=2.84 cfs 0.207 of Outflow=2.71 cfs 0.207 of �.w ..w «% om AMM 'OW AWO ,.A AIM A Am ,.. 40M Amw AMW Amw Asm Am A AM AW .. Amm Aw ... AWW AM AMW A .. ... Aw .,W .. ..f. ..W AM AW. ,W A^ Am aft AM DevToRoad Type /I/24-hr 2 Yr. Rainfall=2.90" Prepared by{enter your company name here} Page 26 HydroCAD®7.00 s/n 000905 ©1986-2003 Applied Microcomputer Systems 5/20/2006 Am Elevation Surf.Area Inc.Store Cum.Store .w (feet) (sq-ft) (cubic-feet) (cubic-feet) 202.50 150 0 0 4.► 203.00 310 115 115 204.00 745 528 643 204.50 850 399 1,041 # Routing Invert Outlet Devices 1 Primary 202.50' 4.0"Vert. Orifice/Grate C= 0.600 2 Primary 204.00' 3.0' long x 3.0' breadth overflow weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 4M 2.92 2.97 3.07 3.32 A. Primary OutFlow Max=0.47 cfs @ 12.45 hrs HW=203.92' (Free Discharge) 1:1=Orifice/Grate (Orifice Controls 0.47 cfs @ 5.4 fps) 2=overflow weir ( Controls 0.00 cfs) Am 4W 4" Am 4M Ak am 4 qft wM am Oft Aim .w Am .w ... "M AMW .M AMW A AO AMW opm. AV* ..W ... AM AOM ..w Imm AMW AM ,.A% AIM AMR AMP, AWN, amw ,m 4 ..W ARM �OWAll AWft A. Am Aft DevToRoad Type 111 24-hr 2 Yr. Rainfall=2.90" 4M Prepared by{enter your company name here} Page 25 Ak HydroCADO 7.00 s/n 000905 © 1986-2003 Applied Microcomputer Systems 5/20/2006 0k Pond 8P: settlement basin Inflow Area = 0.686 ac, Inflow Depth = 0.44" for 2 Yr. event Inflow = 0.27 cfs @ 12.14 hrs, Volume= 0.025 of Outflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 100%, Lag= 0.0 min Primary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 of ,.► Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 229.57' @ 20.00 hrs Surf.Area= 2,020 sf Storage= 1,095 cf Plug-Flow detention time= (not calculated) Center-of-Mass det. time= (not calculated) # Invert Avail.Storage Storage Description *"* 1 229.00' 3,278 cf Custom Stage Data(Prismatic) Listed below Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) M 229.00 1,204 0 0 230.00 2,635 1,920 1,920 AM 230.50 2,800 1,359 3,278 4W # Routing Invert Outlet Devices 1 Primary 230.00' 3.0' long x 2.0' breadth Broad-Crested Rectangular Weir �qw Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 Am 3.00 3.50 Coef. (English) 2.54 2.61 2.61 2.60 2.66 2.70 2.77 2.89 2.88 2.85 3.07 Aft 3.20 3.32 Am Primary OutFlow Max=0.00 cfs @ 5.00 hrs HW=229.00' (Free Discharge) Am t--1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) +f. 4. Pond 9P: Lower basin "m Inflow Area = 1.747 ac, Inflow Depth = 0.57" for 2 Yr. event „f, Inflow = 0.99 cfs @ 12.13 hrs, Volume= 0.083 of Outflow = 0.47 cfs @ 12.45 hrs, Volume= 0.082 af, Atten= 52%, Lag= 19.3 min Am Primary = 0.47 cfs @ 12.45 hrs, Volume= 0.082 of Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 203.92' @ 12.45 hrs Surf.Area= 710 sf Storage= 601 cf Plug-Flow detention time= 13.2 min calculated for 0.082 of(99% of inflow) Center-of-Mass det. time= 10.4 min ( 846.3 - 835.9 ) # Invert Avail.Storage Storage Description ..s 1 202.50' 1,041 cf Custom Stage Data(Prismatic) Listed below �w AOM AIM Aw Am AWA ..ol AVW APW Alow ... ARK Am AMM AMW .IO� AMM AMW AIM Alw low . m ASM Am ARM ..e Alw Aw am AIM 4m low ww AWO AMM a .. AdW AOAM AM DevToRoad Type 11124-hr 2 Yr. Rainfall=2.90" Prepared by {enter your company name here} Page 24 HydroCADO 7.00 s/n 000905 ©1986-2003 Applied Microcomputer Systems 5/20/2006 Subcatchment 7S: Area 21 Runoff = 0.27 cfs @ 12.14 hrs, Volume= 0.025 af, Depth= 0.44" AM Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2 Yr. Rainfall=2.90" . Area (sf) CN Description ,m 3,400 98 roof 1,100 98 pave A► 4,500 60 Woods, Fair, HSG B oft 20,883 _61 >75% Grass cover, Good, HSG B �w 29,883 66 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.9 80 0.2500 0.2 Sheet Flow, Sheet Flow .► Woods: Light underbrush n= 0.400 P2= 2.90" Aft 0.6 150 0.0500 4.5 Shallow Concentrated Flow, gutter flow Paved Kv= 20.3 fps Am 7.5 230 Total Subcatchment 10S: Lower Road Runoff = 0.46 cfs @ 12.10 hrs, Volume= 0.031 af, Depth= 1.03" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2 Yr. Rainfall=2.90" Area (sf) CN Description 8,000 98 pave 8,000 60 Woods, Fair, HSG B 16,000 79 Weighted Average Tc Length Slope Velocity Capacity Description Aft (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, minimum *ft Reach 6R: Combined Flow to Rt.5 4M Inflow Area = 2.779 ac, Inflow Depth = 0.59" for 2 Yr. event '"m Inflow = 0.86 cfs @ 12.31 hrs, Volume= 0.138 of 40% Outflow = 0.86 cfs @ 12.31 hrs, Volume= 0.138 af, Atten= 0%, Lag=0.0 min Oft Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs .w 4M AM Aa ..w am Am 'em. AMM A ... M* AWW ANK AM* AMP 4m Alm 4m Aft Aw odw ,.M AW AM AM ww 40M AN* 400, AM .. AM ,.., AMM Aft ,. AXW Aw AMW Am low Am Am left AM DevToRoad Type //I 24-hr 2 Yr. Rainfall=2.90" Prepared by{enter your company name here) Page 23 HydroCADO 7.00 s/n 000905 ©1986-2003 Applied Microcomputer Systems 5/20/2006 +** Tc Length Slope Velocity Capacity Description imm (min) (feet) (ft/ft) (ft/sec) (cfs) AM 7.2 100 0.3500 0.2 Sheet Flow, Sheet Flow Woods: Light underbrush n= 0.400 P2= 2.90" Am 0.7 550 0.1000 12.4 99.46 Channel Flow, swale Area= 8.0 sf Perim= 4.0' r= 2.00' n= 0.060 "" 7.9 650 Total Subcatchment 4S: To Quarry Runoff = 0.13 cfs @ 12.25 hrs, Volume= 0.016 af, Depth= 0.34" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2 Yr. Rainfall=2.90" Area (sf) CN Description 1,725 98 roof 8,400 61 >75% Grass cover, Good, HSG B 14,175 60 Woods, Fair, HSG B 24,300 63 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.4 100 0.1000 0.3 Sheet Flow, Sheet Flow Grass: Short n= 0.150 P2= 2.90" �.► 6.8 50 0.1000 0.1 Sheet Flow, Sheet Flow Woods: Light underbrush n= 0.400 P2= 2.90" 12.2 150 Total w. �. Subcatchment 5S: To South Runoff = 0.13 cfs @ 12.11 hrs, Volume= 0.010 af, Depth= 0.59" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2 Yr. Rainfall=2.90" Area (sf) CN Description 'M 2,300 98 roof *m 1,400 60 Woods, Fair, HSG B 4M 5,300 61 >75% Grass cover, Good, HSG B 9,000 70 Weighted Average AM Wft Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4M 6.0 80 0.0500 0.2 Sheet Flow, Sheet Flow 4M Grass: Short n= 0.150 P2= 2.90" 4M AW AM AM am A .m 4w AM A. AMW ... AM AM Amm Am ..k Ow ma Oaft 40M AOW AM IMW MW AMW AM= A AOM AIM AMM AIW Aw- AMK AMW AMW .A. ..W " DevToRoad Type ///24-hr 2 Yr. Rainfall=2.90" Prepared by {enter your company name here) Page 22 HydroCAD®7.00 s/n 000905 © 1986-2003 Applied Microcomputer Systems 5120/2006 Subcatchment 1S: NE Corner Oft AM Runoff = 0.19 cfs @ 12.37 hrs, Volume= 0.024 af, Depth= 0.44" low Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Am Type III 24-hr 2 Yr. Rainfall=2.90" Area (sf) CN Description Am 2,000 98 roof 1,800 98 pave Am 1,000 60 Woods, Fair, HSG B 4w. 24,195 61 >75% Grass cover, Good HSG B 28,995 66 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.4 250 0.1600 0.2 Sheet Flow, sheet flow * Woods: Light underbrush n= 0.400 P2= 2.90" 4M Subcatchment 2S: Upper Road oft Runoff = 0.29 cfs @ 12.10 hrs, Volume= 0.020 af, Depth= 0.87" oft Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Am Type III 24-hr 2 Yr. Rainfall=2.90" Area (sf) CN Description AM 5,000 98 pave 7,000 61 >75% Grass cover, Good HSG B 12,000 76 Weighted Average Am Tc Length Slope Velocity Capacity Description Am (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, gutter flow 4M AM Subcatchment 3S: To Swale am Runoff = 0.73 cfs @ 12.14 hrs, Volume= 0.063 af, Depth= 0.51" AM Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2 Yr. Rainfall=2.90" Area (sf) CN Description 5,175 98 roof 20,500 73 Woods, Fair, HSG C 38,403 61 >75% Grass cover, Good, HSG B 4M 64,078 68 Weighted Average 4M Amm AM ,om .00 4w d AMb AM AW AMW AMM AN* .MM ..m ,. A**. Aow mw A Am Ana Amm low ANW .. .... Aft AWW .M ..K AM ,.. Am Asm .o ..w AM 4=k ... AM. Am am oft DevToRoad Type 111 24-hr 2 Yr. Rainfall=2.90" Prepared by {enter your company name here} Page 21 IMWW HydroCADO 7.00 s/n 000905 © 1986-2003 Applied Microcomputer Systems 5/20/2006 mow► Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points „M Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Am 4M Subcatchment 1S: NE Corner Runoff Area=28,995 sf Runoff Depth=0.44" Flow Length=250' Tc=20.4 min CN=66 Runoff=0.19 cfs 0.024 of AM Subcatchment 2S: Upper Road Runoff Area=12,000 sf Runoff Depth=0.87" „„ Tc=6.0 min CN=76 Runoff=0.29 cfs 0.020 of Subcatchment 3S: To Swale Runoff Area=64,078 sf Runoff Depth=0.51" Aw Flow Length=650' Tc=7.9 min CN=68 Runoff=0.73 cfs 0.063 of M Subcatchment 4S: To Quarry Runoff Area=24,300 sf Runoff Depth=0.34" 4M Flow Length=150' Tc=12.2 min CN=63 Runoff=0.13 cfs 0.016 of Aft Subcatchment 5S: To South Runoff Area=9,000 sf Runoff Depth=0.59" Flow Length=80' Tc=6.0 min CN=70 Runoff=0.13 cfs 0.010 of Subcatchment 7S: Area 21 Runoff Area=29,883 sf Runoff Depth=0.44" Flow Length=230' Tc=7.5 min CN=66 Runoff=0.27 cfs 0.025 of Subcatchment 10S: Lower Road Runoff Area=16,000 sf Runoff Depth=1.03" Tc=6.0 min CN=79 Runoff=0.46 cfs 0.031 of Reach 6R: Combined Flow to Rt.5 Inflow=0.86 cfs 0.138 of Outflow=0.86 cfs 0.138 of Pond 8P: settlement basin Peak Elev=229.57' Storage=1,095 cf Inflow=0.27 cfs 0.025 of " Outflow=0.00 cfs 0.000 of Pond 9P: Lower basin Peak Elev=203.92' Storage=601 cf Inflow=0.99 cfs 0.083 of Outflow=0.47 cfs 0.082 of 4M 4M AMI 4M AW Aw ARM Am AMM ..k ..W A"W Anw Aw Am AMF. Am Am* .. AIM 'Wo Aw low low AIM Mw low AMW AM Aw ,am AN* AM Aom Am w Am ANW AMW Aaft ANk low Am AMM e�w DevToRoad Type 111 24-hr 9 Yr. Rainfall=2.50" Prepared by{enter your company name here} Page 20 MPPM HydroCAD®7.00 s/n 000905 © 1986-2003 Applied Microcomputer Systems 5/20/2006 Elevation Surf.Area Inc.Store Cum.Store s�M► (feet) (sq-ft) (cubic-feet) (cubic-feet) 202.50 150 0 0 203.00 310 115 115 204.00 745 528 643 204.50 850 399 1,041 # Routing Invert Outlet Devices 1 Primary 202.50' 4.0"Vert. Orifice/Grate C= 0.600 2 Primary 204.00' 3.0' long x 3.0' breadth overflow weir .► Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68 2.72 2.81 2.92 2.97 3.07 3.32 Primary OutFlow Max=0.35 cfs @ 12.42 hrs HW=203.35' (Free Discharge) t:2=overflow 1=Orifice/Grate (Orifice Controls 0.35 cfs @ 4.0 fps) weir ( Controls 0.00 cfs) 4Mllw AW AM 4M Am wM► 40 ARW .w .,. .. ..w low ... AM .. AIW .W low 'Na AM AGM AGM ww Aw .o. ANK ANO AM AM ..h .MW wr AMW 4m .w AMW 4 ,.. AVW ..M ANW ..k MM m AM 4"W DevToRoad Type 111 24-hr 1 Yr. Rainfall=2.50" Prepared by{enter your company name here} Page 19 HydroCADO 7.00 s/n 000905 © 1986-2003 Applied Microcomputer Systems 5/20/2006 49% Pond 8P: settlement basin AM Inflow Area = 0.686 ac, Inflow Depth = 0.28" for 1 Yr. event 4M Inflow = 0.14 cfs @ 12.16 hrs, Volume= 0.016 of M Outflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 100%, Lag= 0.0 min Am Primary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 of AM Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 229.37' @ 20.00 hrs Surf.Area= 1,730 sf Storage= 706 cf ' " Plug-Flow detention time= (not calculated) A. Center-of-Mass det. time= (not calculated) A.► # Invert Avail.Storage Storage Description *w 1 229.00' 3,278 cf Custom Stage Data (Prismatic) Listed below ww Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) m 229.00 1,204 0 0 230.00 2,635 1,920 1,920 Am 230.50 2,800 1,359 3,278 Oft # Routing Invert Outlet Devices ' 1 Primary 230.00' 3.0' long x 2.0' breadth Broad-Crested Rectangular Weir Am Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 oft 3.00 3.50 Coef. (English) 2.54 2.61 2.61 2.60 2.66 2.70 2.77 2.89 2.88 2.85 3.07 O. 3.20 3.32 Am Primary OutFlow Max=0.00 cfs @ 5.00 hrs HW=229.00' (Free Discharge) ** t--1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) 4M Pond 9P: Lower basin oft am Inflow Area = 1.747 ac, Inflow Depth = 0.39" for 1 Yr. event 4. Inflow = 0.60 cfs @ 12.14 hrs, Volume= 0.056 of Outflow = 0.35 cfs @ 12.42 hrs, Volume= 0.056 af, Atten= 42%, Lag= 16.9 min Primary = 0.35 cfs @ 12.42 hrs, Volume= 0.056 of Am Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 203.35' @ 12.42 hrs Surf.Area= 462 sf Storage= 300 cf ,w", Plug-Flow detention time= 11.2 min calculated for 0.056 of(99% of inflow) Center-of-Mass det. time= 7.7 min ( 853.5 -845.8 ) Am _ _#_ Invert Avail.Storage Storage Description 1 202.50' 1,041 cf Custom Stage Data (Prismatic) Listed below 4" Am qft +M ... AMM AW AM ..W loft 40M Awl AM Aw AM AMW AMM Aw Alm AM Amm .m low AMM am Asm AM A AIM AM AIM 40M low .. low AMM AMM AIM AMM .MM AM Aft M DevToRoad Type 11124-hr 1 Yr. Rainfall=2.50" Prepared by {enter your company name here} Page 18 HydroCADO 7.00 s/n 000905 © 1986-2003 Applied Microcomputer Systems 5/20/2006 "' Subcatchment 7S: Area 21 4M Am Runoff = 0.14 cfs @ 12.16 hrs, Volume= 0.016 af, Depth= 0.28" 4M Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 1 Yr. Rainfall=2.50" • Area (sf) CN Description 3,400 98 roof 1,100 98 pave 4,500 60 Woods, Fair, HSG B 20,883 61 >75% Grass cover, Good HSG B 29,883 66 Weighted Average Tc Length Slope Velocity Capacity Description �.► (min) (feet) (ft/ft) (ft/sec) (cfs) 6.9 80 0.2500 0.2 Sheet Flow, Sheet Flow Woods: Light underbrush n= 0.400 P2= 2.90" 0.6 150 0.0500 4.5 Shallow Concentrated Flow, gutter flow Paved Kv= 20.3 fps `ow 7.5 230 Total 4M Am Subcatchment 10S: Lower Road 4'" Runoff = 0.34 cfs @ 12.10 hrs, Volume= 0.023 af, Depth= 0.76" lift Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Aft Type III 24-hr 1 Yr. Rainfall=2.50" 4M Area (sf) CN Description Am 8,000 98 pave aft 8,000 60 Woods, Fair, HSG B 16,000 79 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) w 6.0 Direct Entry, minimum Aft Reach 6R: Combined Flow to Rt.5 OM oft Inflow Area = 2.779 ac, Inflow Depth = 0.41" for 1 Yr. event Inflow = 0.60 cfs @ 12.32 hrs, Volume= 0.095 of Outflow = 0.60 cfs @ 12.32 hrs, Volume= 0.095 af, Atten= 0%, Lag= 0.0 min 4. Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Aft 4M Am Am low AMM AMW ARM am A. ,w. AM. AMW ..W A AIM AM AM A AMW AM* low ...w AM AM AMW AN* ,.. AMW AMW ... AMW AIM "M AMW AMW AIM A low ASM low AMM Am low Am Am DevToRoad Type 111 24-hr 1 Yr. Rainfall=2.50" Prepared by {enter your company name here} Page 17 HydroCADO 7.00 s/n 000905 © 1986-2003 Applied Microcomputer Systems 5/20/2006 Tc Length Slope Velocity Capacity Description .M., (min) (feet) (ft/ft) (ft/sec) (cfs) 7.2 100 0.3500 0.2 Sheet Flow, Sheet Flow Woods: Light underbrush n= 0.400 P2= 2.90" 0.7 550 0.1000 12.4 99.46 Channel Flow, swale Area= 8.0 sf Perim= 4.0' r=2.00' n= 0.060 `M 7.9 650 Total Am AM Subcatchment 4S: To Quarry �Mw Runoff = 0.06 cfs @ 12.38 hrs, Volume= 0.010 af, Depth= 0.21" AM Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 1 Yr. Rainfall=2.50" ,". Area (sf) CN Description 1,725 98 roof oft 8,400 61 >75% Grass cover, Good, HSG B MW 14,175 60 Woods, Fair, HSG B 24,300 63 Weighted Average 4M 4M Tc Length Slope Velocity Capacity Description _ (min) (feet) (ft/ft) (ft/sec) (cfs) 5.4 100 0.1000 0.3 Sheet Flow, Sheet Flow .s► Grass: Short n= 0.150 P2= 2.90" M 6.8 50 0.1000 0.1 Sheet Flow, Sheet Flow Woods: Light underbrush n= 0.400 P2= 2.90" "* 12.2 150 Total AM Subcatchment 5S: To South oft AM Runoff = 0.08 cfs @ 12.11 hrs, Volume= 0.007 af, Depth= 0.40" m Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs "" Type III 24-hr 1 Yr. Rainfall=2.50" am Area (sf) CN Description 'w 2,300 98 roof 1,400 60 Woods, Fair, HSG B 5,300 61 >75% Grass cover, Good, HSG B 9,000 70 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 80 0.0500 0.2 Sheet Flow, Sheet Flow Grass: Short n= 0.150 P2=2.90" 4. AM 4M AMW ,.w AMW AM. AIM low " .,b AMW AWN .o ARM AOW AOW ,R Aft Asm AM a..e ..R ®. AM AM AM., AMW ..w AOM ..k AIM AMW AM AMW Am ... .5M ..W AXM 4M DevToRoad Type 111 24-hr 9 Yr. Rainfall=2.50" yew Prepared by{enter your company name here} Page 16 HydroCADO 7.00 s/n 000905 ©1986-2003 Applied Microcomputer Systems 5/20/2006 Subcatchment 1S: NE Corner 4M Runoff = 0.11 cfs @ 12.42 hrs, Volume= 0.016 af, Depth= 0.28" AM Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 1 Yr. Rainfall=2.50" IM ■., Area (sf) CN Description Am 2,000 98 roof 1,800 98 pave s.► 1,000 60 Woods, Fair, HSG B 24,195 61 >75% Grass cover, Good, HSG B 28,995 66 Weighted Average A.► low Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4M 20.4 250 0.1600 0.2 Sheet Flow, sheet flow ®•• Woods: Light underbrush n= 0.400 P2= 2.90" Subcatchment 2S: Upper Road Runoff = 0.20 cfs @ 12.10 hrs, Volume= 0.014 af, Depth= 0.63" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 1 Yr. Rainfall=2.50" Area (sf) CN Description M 5,000 98 pave 7,000 61 >75% Grass cover, Good, HSG B 12,000 76 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.0 Direct Entry, gutter flow Subcatchment 3S: To Swale Runoff = 0.42 cfs @ 12.16 hrs, Volume= 0.042 af, Depth= 0.34" �.. Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 1 Yr. Rainfall=2.50" Area (sf) CN Description 5,175 98 roof 20,500 73 Woods, Fair, HSG C 38,403 61 >75% Grass cover, Good HSG B 64,078 68 Weighted Average A AMM AMM AIM low AW AMW AMW AMW AMW AMM M .. A AMW low ... AW AM a A ..P AMM AM AMM AM Aw low A ..W AIM .m. AM Aft 4M Am "" DevToRoad Type /If 24-hr 1 Yr. Rainfall=2.50" Prepared by {enter your company name here} Page 15 Am HydroCAD®7.00 s/n 000905 © 1986-2003 Applied Microcomputer Systems 5/20/2006 +f► Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points w► Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method AM Subcatchment 1S: NE Corner Runoff Area=28,995 sf Runoff Depth=0.28" Flow Length=250' Tc=20.4 min CN=66 Runoff=0.11 cfs 0.016 of Alm Subcatchment 2S: Upper Road Runoff Area=12,000 sf Runoff Depth=0.63" ,,,w Tc=6.0 min CN=76 Runoff=0.20 cfs 0.014 of A'"'"' Subcatchment 3S: To Swale Runoff Area=64,078 sf Runoff Depth=0.34" +M Flow Length=650' Tc=7.9 min CN=68 Runoff=0.42 cfs 0.042 of AM Subcatchment 4S: To Quarry Runoff Area=24,300 sf Runoff Depth=0.21" AM Flow Length=150' Tc=12.2 min CN=63 Runoff=0.06 cfs 0.010 of 4M AW Subcatchment 5S: To South Runoff Area=9,000 sf Runoff Depth=0.40" Flow Length=80' Tc=6.0 min CN=70 Runoff=0.08 cfs 0.007 of 4M ,M Subcatchment 7S: Area 21 Runoff Area=29,883 sf Runoff Depth=0.28" Flow Length=230' Tc=7.5 min CN=66 Runoff=0.14 cfs 0.016 of 4w oft Subcatchment 10S: Lower Road Runoff Area=16,000 sf Runoff Depth=0.76" Aft Tc=6.0 min CN=79 Runoff=0.34 cfs 0.023 of low Reach 6R: Combined Flow to Rt.5 Inflow=0.60 cfs 0.095 of ,mow Outflow=0.60 cfs 0.095 of AMM Pond 8P: settlement basin Peak Elev=229.37' Storage=706 cf Inflow=0.14 cfs 0.016 of 4M Outflow=0.00 cfs 0.000 of Pond 9P: Lower basin Peak Elev=203.35' Storage=300 cf Inflow=0.60 cfs 0.056 of Outflow=0.35 cfs 0.056 of 4M Am 4M 4M Am AM 4W AM 4W 4M 4 am AM low ... low Am AM mw ANW A.w ..M. AM low low AMW Am Alm 'm AMM am ANW AMM A ARM Amw Amw. AMW A ... Aw AMW AMW A... Aw ..M ANW AMI ARM AnW ARM sw AM AM Am Oft 4M AM 4W% 8P M `4 set ement basin 1 S NE Corner 7S 'M 9P V 6 R -4., _2S Area 21 qft Upper Road L er basin or bined Flow to Rt.5 M 10S 3S Lower Road To Swale 5S To Quarry To South 4W AM Am 4M low ,, SubCat Reach Oft Link Drainage Diagram for DevToRoad Prepared by{enter your company name here} 5/20/2006 4W HydroCAD®7.00 s/n 000905 ©1986-2003 Applied Microcomputer Systems AM AUM AOMW AOW AMW AMW 4m AM* low AIW .. low A. AMW 40M AM .. AM AMM AMM AM low AM AMM AKIW AM ®. AM ..W .. AMM ..w .e. APOW AWW Am AW Am existing Type 111 24-hr 100 Yr. Rainfall=6.40" Prepared by{enter your company name here} Page 13 4M HydroCAD®7.00 s/n 000905 © 1986-2003 Applied Microcomputer Systems 5/20/2006 Am low Subcatchment 4S: To South 4M Runoff = 2.66 cfs @ 12.29 hrs, Volume= 0.265 af, Depth= 1.99" Am Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100 Yr. Rainfall=6.40" Area (ac) CN Description 1.600 60 Woods, Fair, HSG B Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 19.2 200 0.1200 0.2 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.90" Subcatchment 5S: To Wetlands Runoff = 3.98 cfs @ 12.32 hrs, Volume= 0.414 af, Depth= 1.99" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs �.., Type III 24-hr 100 Yr. Rainfall=6.40" Area (ac) CN Description 2.500 60 Woods, Fair, HSG B Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) .. 21.5 200 0.0900 0.2 Sheet Flow, sheet flow Woods: Light underbrush n= 0.400 P2= 2.90" AW 4M m 4W 4M AM Aft low 4M Am AWM- Am ... ..m 'am Amw AM ARM AW AMW ..► omm AMM am AMR ..m Am AOM .W.. "M .M 4ow Am A AM ... ,W .emu Am Amw AM ..M A AMW MM Ank Am existing Type Ill 24-hr 900 Yr. Rainfall=6.40" Prepared by {enter your company name here} Page 12 HydroCAD®7.00 s/n 000905 © 1986-2003 Applied Microcomputer Systems 5/20/2006 Subcatchment 1S: To Road Runoff = 8.65 cfs @ 12.35 hrs, Volume= 0.924 af, Depth= 3.17" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100 Yr. Rainfall=6.40" 4M Area (ac) CN Description 3.500 73 Woods, Fair, HSG C Tc Length Slope Velocity Capacity Description .. _ (min) (feet) (ft/ft) (ft/sec) (cfs) 22.6 200 0.0800 0.1 Sheet Flow, sheet flow Woods: Light underbrush n= 0.400 P2= 2.90" 1.7 200 0.1500 1.9 Shallow Concentrated Flow, concentrated Woodland Kv= 5.0 fps 0.3 300 0.1300 17.9 35.72 Channel Flow, channel Area= 2.0 sf Perim= 2.0' r= 1.00' n= 0.030 24.6 700 Total Subcatchment 2S: To North Runoff = 4.73 cfs @ 12.50 hrs, Volume= 0.593 af, Depth= 1.98" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100 Yr. Rainfall=6.40" Area (ac) CN Description 3.600 60 Woods, Fair, HSG 6 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) AM 33.5 300 0.0670 0.1 Sheet Flow, sheet flow ■, Woods: Light underbrush n= 0.400 P2= 2.90" 4M Subcatchment 3S: To Quarry Am 4M, Runoff = 1.46 cfs @ 12.31 hrs, Volume= 0.149 af, Depth= 1.99" 4M Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs A, Type III 24-hr 100 Yr. Rainfall=6.40" Area(ac) CN Description ► 0.900 60 Woods, Fair, HSG 6 Tc Length Slope Velocity Capacity Description * (min) (feet) (ft/ft) (ft/sec) (cfs) Aft 20.6 200 0.1000 0.2 Sheet Flow, Sheet Flow 4M Woods: Light underbrush n= 0.400 P2= 2.90" APO. ... 'MM AM A low AM AM .w AMW AMM AW .v AMM .0.. lak Aw Amw A AIM MW AMW Aoft Awk AMW AMM AM AMM AM A ..w .. A 4M .mow, existing Type 111 24-hr 900 Yr. Rainfall=6.40" Prepared by{enter your company name here} Page 11 AmHydroCADO 7.00 s/n 000905 © 1986-2003 Applied Microcomputer Systems 5/20/2006 Am Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS m Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method 4M Mk Subcatchment 1S: To Road Runoff Area=3.500 ac Runoff Depth=3.17" Flow Length=700' Tc=24.6 min CN=73 Runoff=8.65 cfs 0.924 of Am AM Subcatchment 2S: To North Runoff Area=3.600 ac Runoff Depth=1.98" Ok Flow Length=300' Tc=33.5 min CN=60 Runoff=4.73 cfs 0.593 of Subcatchment 3S: To Quarry Runoff Area=0.900 ac Runoff Depth=1.99" 4M Flow Length=200' Tc=20.6 min CN=60 Runoff=1.46 cfs 0.149 of AM Subcatchment 4S: To South Runoff Area=1.600 ac Runoff Depth=1.99" , w Flow Length=200' Tc=19.2 min CN=60 Runoff=2.66 cfs 0.265 of Subcatchment 5S: To Wetlands Runoff Area=2.500 ac Runoff Depth=1.99" Flow Length=200' Tc=21.5 min CN=60 Runoff=3.98 cfs 0.414 of Am A" 4^ ;+ww wn Aw Am Am AM oft Am w Aft A ..m Al . AM A 400 low ..k .w AMR ,.w, Aw .w AMM ..M. ..a AM .w .w Aw loft am low ... AOM A ,... Aek Am Aft, low Alm AOPW .W existing Type 111 24-hr 90 Yr. Rainfall=4.40" �. Prepared by {enter your company name here) Page 10 HydroCADO 7.00 s/n 000905 ©1986-2003 Applied Microcomputer Systems 5/20/2006 Subcatchment 4S: To South Runoff = 1.04 cfs @ 12.32 hrs, Volume= 0.115 af, Depth= 0.86" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10 Yr. Rainfall=4.40" 4M Area (ac) CN Description 1.600 60 Woods, Fair, HSG B At am Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4M 19.2 200 0.1200 0.2 Sheet Flow, am Woods: Light underbrush n= 0.400 P2= 2.90" Am Subcatchment 5S: To Wetlands Akv Am Runoff = 1.55 cfs @ 12.36 hrs, Volume= 0.179 af, Depth= 0.86" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs AM Type III 24-hr 10 Yr. Rainfall=4.40" Am Area (ac) CN Description Aft 2.500 60 Woods, Fair, HSG B 4M Tc Length Slope Velocity Capacity Description Aft (min) (feet) (ft/ft) (ft/sec) (cfs) „m 21.5 200 0.0900 0.2 Sheet Flow, sheet flow Am Woods: Light underbrush n= 0.400 P2= 2.90" Ak Am AM Aft Am 4w Am am 4M Oft AMW AM Aft 'am AM* low Asm A.. AWk A .M ..O Aw ..W Amok ..M AMM .M AMM Am AM AMW am Aaw AOM Aw AIM 40M AM. .a AMW AM AMM ARM AMW AMW Am Am m existing Type 111 24-hr 10 Yr. Rainfall=4.40" Ow Prepared by{enter your company name here} Page 9 HydroCADO 7.00 s/n 000905 © 1986-2003 Applied Microcomputer Systems 5/20/2006 w ,ft Subcatchment 1S: To Road Am Runoff = 4.51 cfs @ 12.36 hrs, Volume= 0.486 af, Depth= 1.67" AM Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs 4M Type III 24-hr 10 Yr. Rainfall=4.40" Am Area (ac) CN Description A► 3.500 73 Woods, Fair, HSG C Ask Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) m 22.6 200 0.0800 0.1 Sheet Flow, sheet flow m Woods: Light underbrush n= 0.400 P2= 2.90" 1.7 200 0.1500 1.9 Shallow Concentrated Flow, concentrated Oft Woodland Kv= 5.0 fps 40,, 0.3 300 0.1300 17.9 35.72 Channel Flow, channel Area= 2.0 sf Perim= 2.0' r= 1.00' n= 0.030 Aft 24.6 700 Total 4M Subcatchment 2S: To North dA.. Runoff = 1.86 cfs @ 12.55 hrs, Volume= 0.256 af, Depth= 0.85" Ok Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs `" Type III 24-hr 10 Yr. Rainfall=4.40" Am qft Area (ac) CN Description 3.600 60 Woods, Fair, HSG B Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 33.5 300 0.0670 0.1 Sheet Flow, sheet flow Woods: Light underbrush n= 0.400 P2= 2.90" Subcatchment 3S: To Quarry 4M „■. Runoff = 0.57 cfs @ 12.34 hrs, Volume= 0.064 af, Depth= 0.86" Am Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs 4. Type III 24-hr 10 Yr. Rainfall=4.40" *a Area (ac) CN Description oft 0.900 60 Woods, Fair, HSG B m Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.6 200 0.1000 0.2 Sheet Flow, Sheet Flow Woods: Light underbrush n= 0.400 P2= 2.90" 4w 1 .m. ,o AO ,MW A® ,.W AMW AMW AMW A Alw APM A Aft 4... Aoft AM ..t AM Amw AMW AIW Aw AMW left AMM ASM low ..m 4M asp► 4M Oft existing Type 11124-hr 10 Yr. Rainfall=4.40" Prepared by{enter your company name here) Page 8 """ HydroCAD®7.00 s/n 000905 © 1986-2003 Applied Microcomputer Systems 5/20/2006 4M AM Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS ow Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1S: To Road Runoff Area=3.500 ac Runoff Depth=1.67" ft- Length=700' Tc=24.6 min CN=73 Runoff=4.51 cfs 0.486 of Subcatchment 2S: To North Runoff Area=3.600 ac Runoff Depth=0.85" Flow Length=300' Tc=33.5 min CN=60 Runoff=1.86 cfs 0.256 of ,.ft Subcatchment 3S: To Quarry Runoff Area=0.900 ac Runoff Depth=0.86" Am Flow Length=200' Tc=20.6 min CN=60 Runoff=0.57 cfs 0.064 of Am Subcatchment 4S: To South Runoff Area=1.600 ac Runoff Depth=0.86" oft Flow Length=200' Tc=19.2 min CN=60 Runoff=1.04 cfs 0.115 of M' Subcatchment 5S: To Wetlands Runoff Area=2.500 ac Runoff Depth=0.86" 4w Flow Length=200' Tc=21.5 min CN=60 Runoff=1.55 cfs 0.179 of 4M 4M 4M AM- +gip. Aft 4M AM JIM w 4M .w Amm AIM ,MW AM ... Ank AM AMW ..W ..W AIW A** AM AM Am AMW ..0 AOM Awk a .. A AW AMM AW Am AOW. .* AMW AMW ..M� ..m ..W Aft AM qft existing Type ///24-hr 2 Yr. Rainfall=2.90" Prepared by{enter your company name here) Page 7 '"" HydroCADO 7.00 s/n 000905 © 1986-2003 Applied Microcomputer Systems 5/20/2006 4M ,M Subcatchment 4S: To South A Runoff = 0.21 cfs @ 12.47 hrs, Volume= 0.034 af, Depth= 0.25" AM Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2 Yr. Rainfall=2.90" Oft Area (ac) CN Description ww► 1.600 60 Woods, Fair, HSG B Am Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) MN& 19.2 200 0.1200 0.2 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.90" Subcatchment 5S: To Wetlands Runoff = 0.31 cfs @ 12.51 hrs, Volume= 0.053 af, Depth= 0.25" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2 Yr. Rainfall=2.90" "* Area (ac) CN Description 2.500 60 Woods, Fair, HSG B Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 21.5 200 0.0900 0.2 Sheet Flow, sheet flow Woods: Light underbrush n= 0.400 P2= 2.90" +�w �.w I.W AM A► .IM Aw. ,ow AOW AM .w. low AM A*A% A Aw A AMW AIM AMW Aft low .w► Am Amw .I ..p .,0 AIM a A Awa. Aw ,MW AM AM ,,. ,.w. ASM A" Aft oft Am existing Type ///24-hr 2 Yr. Rainfall=2.90" Am Prepared by{enter your company name here} Page 6 HydroCADO 7.00 s/n 000905 © 1986-2003 Applied Microcomputer Systems 5/20/2006 +fw 4,„ Subcatchment 1S: To Road Oft Runoff = 1.83 cfs @ 12.39 hrs, Volume= 0.208 af, Depth= 0.71" Aft Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs "'" Type III 24-hr 2 Yr. Rainfall=2.90" Am Aft Area (ac) CN Description 3.500 73 Woods, Fair, HSG C Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 22.6 200 0.0800 0.1 Sheet Flow, sheet flow Woods: Light underbrush n= 0.400 P2= 2.90" 1.7 200 0.1500 1.9 Shallow Concentrated Flow, concentrated Woodland Kv= 5.0 fps 0.3 300 0.1300 17.9 35.72 Channel Flow, channel Area= 2.0 sf Perim= 2.0' r= 1.00' n= 0.030 24.6 700 Total Subcatchment 2S: To North A"" Runoff = 0.38 cfs @ 12.68 hrs, Volume= 0.075 af, Depth= 0.25" Am Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs "' Type III 24-hr 2 Yr. Rainfall=2.90" Aft a.. Area (ac) CN Description 3.600 60 Woods, Fair, HSG B Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 33.5 300 0.0670 0.1 Sheet Flow, sheet flow • Woods: Light underbrush n= 0.400 P2= 2.90" ,ew Subcatchment 3S: To Quarry 4M . . Runoff = 0.11 cfs @ 12.49 hrs, Volume= 0.019 af, Depth= 0.25" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2 Yr. Rainfall=2.90" Area (ac) CN Description " 0.900 60 Woods, Fair, HSG B Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 20.6 200 0.1000 0.2 Sheet Flow, Sheet Flow Woods: Light underbrush n= 0.400 P2= 2.90" awe .�w _ AMW _. _ _ _. _ Idpw _ _ _ _ A*^ Aw. AM _ _ _ AM AIM _ _ AW _ _ _ Aft� AMW _ _ _. . _ am Aft AW Oft existing Type 111 24-hr 2 Yr. Rainfall=2.90" Prepared by {enter your company name here) Page 5 4"k HydroCADO 7.00 s/n 000905 ©1986-2003 Applied Microcomputer Systems 5/20/2006 s Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1S: To Road Runoff Area=3.500 ac Runoff Depth=0.71" Flow Length=700' Tc=24.6 min CN=73 Runoff=1.83 cfs 0.208 of Subcatchment 2S: To North Runoff Area=3.600 ac Runoff Depth=0.25" Flow Length=300' Tc=33.5 min CN=60 Runoff=0.38 cfs 0.075 of Subcatchment 3S: To Quarry Runoff Area=0.900 ac Runoff Depth=0.25" uw Flow Length=200' Tc=20.6 min CN=60 Runoff=0.11 cfs 0.019 of ** Subcatchment 4S: To South Runoff Area=1.600 ac Runoff Depth=0.25" Flow Length=200' Tc=19.2 min CN=60 Runoff=0.21 cfs 0.034 of Subcatchment 5S: To Wetlands Runoff Area=2.500 ac Runoff Depth=0.25" set Flow Length=200' Tc=21.5 min CN=60 Runoff=0.31 cfs 0.053 of am AM m 4M AM qft 4M 4M 4M 4M 40► Am Am AM a 4 oft .0> low, AM lwa ,w AN W. "a' AIW ASM ,.w Aw ... A AM 4*0 AW .. A" AUK A Awl ... ,.W .ft Aft AW ..M .,W AM AIAIM AR Aft existing Type ///24-hr 9 Yr. Rainfall=2.50" Prepared by{enter your company name here} Page 4 HydroCADO 7.00 s/n 000905 ©1986-2003 Applied Microcomputer Systems 5/20/2006 Subcatchment 4S: To South Runoff = 0.09 cfs @ 12.56 hrs, Volume= 0.019 af, Depth= 0.14" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 1 Yr. Rainfall=2.50" Aa Area (ac) CN Description 1.600 60 Woods, Fair, HSG B M OM Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4M 19.2 200 0.1200 0.2 Sheet Flow, M Woods: Light underbrush n= 0.400 P2= 2.90" Subcatchment 5S: To Wetlands Runoff = 0.13 cfs @ 12.59 hrs, Volume= 0.030 af, Depth= 0.14" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs 4, Type III 24-hr 1 Yr. Rainfall=2.50" "ft Area (ac) CN Description 2.500 60 Woods, Fair, HSG B Tc Length Slope Velocity Capacity Description (min) (feet) (fUft) (ft/sec) (cfs) 21.5 200 0.0900 0.2 Sheet Flow, sheet flow Woods: Light underbrush n= 0.400 P2= 2.90" Aak gr.. �w Oft Am A. AM1. A!! AMb A.. Am dm ANN Aft. Aim A.. 'No .w AMW AA. Am, AW A** AM15 ASP AIw Am A,. Aftr A.. AM ANk. ..M. Aom AM A.M ARb AM. A.W Aiwa Aft A. Aw AM AOW. "M Amm AW Aft ^ Aft existing Type H/24-hr 1 Yr. Rainfall=2.50" Prepared by{enter your company name here} Page 3 r HydroCADO 7.00 s/n 000905 ©1986-2003 Applied Microcomputer Systems 5/20/2006 AM Subcatchment IS: To Road Runoff = 1.23 cfs @ 12.40 hrs, Volume= 0.147 af, Depth= 0.50" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 1 Yr. Rainfall=2.50" Area (ac) CN Description 3.500 73 Woods, Fair, HSG C Tc Length Slope Velocity Capacity Description "" _ (min) (feet) (ft/ft) (ft/sec) (cfs) * 22.6 200 0.0800 0.1 Sheet Flow, sheet flow Woods: Light underbrush n= 0.400 P2= 2.90" 1.7 200 0.1500 1.9 Shallow Concentrated Flow, concentrated Woodland Kv= 5.0 fps 0.3 300 0.1300 17.9 35.72 Channel Flow, channel Area= 2.0 sf Perim= 2.0' r= 1.00' n= 0.030 Ak 24.6 700 Total 4► .w Subcatchment 2S: To North Runoff = 0.16 cfs @ 12.77 hrs, Volume= 0.042 af, Depth= 0.14" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 1 Yr. Rainfall=2.50" ft Area (ac) CN Description 3.600 60 Woods, Fair, HSG B AMW 4M Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 33.5 300 0.0670 0.1 Sheet Flow, sheet flow Woods: Light underbrush n= 0.400 P2= 2.90" am Subcatchment 3S: To Quarry ,M Runoff = 0.05 cfs @ 12.58 hrs, Volume= 0.011 af, Depth= 0.14" Am Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Aft Type III 24-hr 1 Yr. Rainfall=2.50" am Area (ac) CN Description AM 0.900 60 Woods, Fair, HSG B IM Tc Length Slope Velocity Capacity Description Ok (min) (feet) (ft/ft) (ft/sec) (cfs) Aft 20.6 200 0.1000 0.2 Sheet Flow, Sheet Flow Woods: Light underbrush n= 0.400 P2= 2.90" Alft ANN AM AOM Aft AM AW A 4mk ,.. ANNA AM ,ft AW AMW .,.. Amw ... AMW AM .,w app AM AM AMW low AM ..R AM ANK A 4 AMft low AMW AMW mok Am AIM Am so ,M existing Type Ill 24-hr 1 Yr. Rainfall=2.50" Prepared by {enter your company name here} Page 2 A" HydroCADO 7.00 s/n 000905 ©1986-2003 Applied Microcomputer Systems 5/20/2006 Am Am Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points Runoff by SCS TR-20 method, UH=SCS •w Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method 4ft. Subcatchment 1 S: To Road Runoff Area=3.500 ac Runoff Depth=0.50" Flow Length=700' Tc=24.6 min CN=73 Runoff=1.23 cfs 0.147 of A" 4. Subcatchment 2S: To North Runoff Area=3.600 ac Runoff Depth=0.14" Flow Length=300' Tc=33.5 min CN=60 Runoff=0.16 cfs 0.042 of 4M Subcatchment 3S: To Quarry Runoff Area=0.900 ac Runoff Depth=0.14" Flow Length=200' Tc=20.6 min CN=60 Runoff=0.05 cfs 0.011 of w Subcatchment 4S: To South Runoff Area=1.600 ac Runoff Depth=0.14" Flow Length=200' Tc=19.2 min CN=60 Runoff=0.09 cfs 0.019 of Subcatchment 5S: To Wetlands Runoff Area=2.500 ac Runoff Depth=0.14" ±ww Flow Length=200' Tc=21.5 min CN=60 Runoff=0.13 cfs 0.030 of AM oft oft am A AM Aft 4M aweqft low AW. om .., .'� AMW A",, Aft loom A AM Aw .W ..t AM .M. .N* ... low, AWW .VW AWA AM ,.M 4w w ,NOW AMW .,.. 40, AM AVW ..I AM dWk Am +sw IM .. 2S To North 5S 1S To Wetlands w, To Road Aft 3S Am 4S Aft To Quarry '"t To South 4w A Aft A.. Aft Aft 4M A IM Subcat Reach on Llllk Drainage Diagram for existing Am Prepared by{enter your company name here} 5/20/2006 HydroCAD®7.00 s/n 000905 ©1986-2003 Applied Microcomputer Systems Am Idw AN. Amw low low low A„ AIW Am, A01W ,o AW AdW AMW AWft AIW A.. w AMW A* AM Amw low .M AIM Am* ,. w AM low A AN* ..A, A am Awk ARM low Am Determination for Seasonal High Water Table Method Used: a^ M Depth observed standing in observation hole inches. ■A F–] Depth weeping from side of observation hole inches. AM F—] Depth to soil mottles inches. Am 0 Ground water adjustment feet. 4W AM Index Well Number Reading Date Index Well Level Adjustment Factor Adjusted Ground Water Level Percolation Test Date: 3/24/06 Time: 10:15pm ww► Observation Hole# TP 1 TP 1 ±" Depth of Perc 49" 46" Am Start Pre-Soak 9:52 11:28 *o► End Pre-Soak 10:08 11:42 *M Time at 12" 10:08 11:42 w Time at 9" 10:15 11:03 * Time at 6" 10:38 12:28 4" Time(9"-6") 23 85 Rate Min. /Inch 8 28 Site Suitability Assessment: Site Passed 0 Site Failed Additional Testing Needed: Performed By: Aharon Sharff, E.I.T. Certification Number: 18448 r Witnessed By: �w • Comments: For each perc test approximately 8—9 gal were used +w. ,wr ..m AM Aw AM* AIM wr ... AWMIW AMW AM AUft .. 4WW ..M Alk low AOW low 4m ok AM* A. AMM .M AW AM #NW low low Alow ASM ... 4M M M a% Location Address or Lot No. 360 North King Street, Northampton Am On-site Review Am Deep Hole Number 2 Date: 3/24/06 Time: 11:44 Weather Cloudy ft Location (identify on site plan) See Site Plan oft Land Use Wood Slope(%) 5 Surface Stones Outcrop Mk Vegetation Pine, Maple, Oak Landform .. Position on Landscape(sketch on back) APM Distances from: Open Water Body > 100 FT-See SKs Feet Drainage way See SKs Feet Possible Wet Area 60-80 FT See SKs Feet Property Line See SKs Feet Drinking Water >100 FT Feet Other Well DEEP OBSERVATION HOLE LOG Depth from Soil Horizon Soil Texture Soil Color Soil Other ,ft Surface(Inches) (USDA) (Munsell) Mottling (Structure,Stones,Boulders, Consistency,%Gravel) am 0-2 O 7.5YR2.5/ 1 Aft Am 2-4 Ap LS 7.5YR3/3 Soft, 5% stone A^ Aft 40ft 4-29 Bw LS 7.5YR4/6 Soft, 5% stone &cobble AM Awk 29-86 C LS 7.5YR4/2 5% @46 Dens, firm, hard 5% stone& *a 5yr4/4 cobble, smearing Am AM MINIMUM OF 2 HOLES REQUIRED AT EVERY PROPOSED DISPOSAL AREA ww Parent Material(geologic) Depth to Bedrock: none ow Depth to Groundwater: Standing Water in the Hole: none Weeping from Pit Face: 54 qft Estimated Seasonal High Ground Water: 46 DER APPROVED FORM- 12/07/95 4W mss, Am Auk Aft low _ _ Amow _ AIM _ _ AIM _ AM loft _ �. _ . � _ _ _. _ _. _ _ _. Am _ _ Amw _ _ Awl AIM AMW _. _ am AW Amm Asm . _ Am +�w awe Location Address or Lot No. 360 North King Street, Northampton On-site Review Deep Hole Number 1 Date: 3/24/06 Time: 10:07 Weather Cloudy Location(identify on site plan) See Site Plan Land Use Wood Slope(%) 5 Surface Stones 5-10% Vegetation Pine, Maple, Oak Aft Landform Am Position on Landscape(sketch on back) AM Distances from: Open Water Body > 100 FT-See SKs Feet Drainage way See SKs Feet Oft Possible Wet Area 60-80 FT See SKs Feet Property Line See SKs Feet Drinking Water >100 FT Feet Other Well _ Am yew DEEP OBSERVATION HOLE LOG aft AM Depth from Soil Horizon Soil Texture Soil Color Soil Other Surface(Inches) (USDA) (Munsell) Mottling (Structure,Stones,Boulders, mok Consistency,%Gravel 0-2 O 7.5YR2.5/ AW 1 AM ow 2-7 Ap LS 7.5YR3/3 Soft, 5% stone �w 4-38 Bw LS 7.5YR4/4 Medium to course sand 38-92 C Silt Loam 7.5YR4/1 5% @41 Smearing, 15%gravel 5yr4/4 u�w �w. .w "MINIMUM OF 2 HOLES REQUIRED AT EVERY PROPOSED DISPOSAL AREA ter. Parent Material(geologic) Depth to Bedrock: none Depth to Groundwater. Standing Water in the Hole: none Weeping from Pit Face: none Estimated Seasonal High Ground Water: 41 +Mw DEP APPROVED FORM- 12/07/95 12/07/95 AA�r 4 A"k AM AUK A.. Amw Aww .M Ago AMW AM. AO low .. AM A.. Mw A.W AMR AMW AM AW AW AR ABM AM AW Alm ARM 40m, AIM ANM Atli AIR AAW AM AM ..» AM* A.. AMM Al�h AIM Awrt. AMW a% of Aft Am Determination for Seasonal High Water Table MM Aft Method Used: Depth observed standing in observation hole inches. dM Depth weeping from side of observation hole inches. „m � Depth to soil mottles inches. ,,,,,,, 0 Ground water adjustment feet. AM AM Index Well Number Reading Date Index Well Level 40k Adjustment Factor Adjusted Ground Water Level fm AM Percolation Test f., Am Date: 3/24/06 Time: 10:15pm ,,, Observation Hole# TP 1 TP 1 ,Aft Depth of Perc 49" 46" A. Start Pre-Soak 9:52 11:28 " End Pre-Soak 10:08 11:42 Time at 12" 10:08 11:42 Time at 9" 10:15 11:03 AM Time at 6" 10:38 12:28 Time(9"-6") 23 85 .w Rate Min. /Inch 8 28 Site Suitability Assessment: Site Passed FX Site Failed Additional Testing Needed: Performed By: Aharon Sharff, E.I.T. Certification Number: 18448 Witnessed By: Comments: For each perc test approximately 8—9 gal were used mss, 4M ANA 4w,, Am, AM Amw AMR .w AM AIM AIM. A. MW AMM AMW AdW AM, Av^ AMW AM ,w AIM AWO AMW , + AOW low .may ASW AM", An", AWW AM AMM .M Adw Am AM Operation and Maintenance w Prior to construction,the owner, developer,and/or contractor will be required to file a Notice of Intent with EPA and complete a SWPPP. At that time the construction sequence and schedule "* will be known. Areas for stockpiling topsoil and other materials excavated on site will be established and protected from erosion. The final ownership of the project will be a condominium with a board of directors to allocate funds for on-going maintenance of the infrastructure. Until the time that the majority of the units are sold,the developer will retain these responsibilities. Annual street sweeping and cleaning of the deep sump catchbasins will be performed at the owners' expense. The detention basin will be inspected annually and sediment removed and brush cut as needed. The Conservation Commission will have the right to enter the property and inspect the condition of the wetlands as needed. AM Water Quality/Infiltration AM mm The proposed development includes several features to mitigate the impacts of changing the ground cover to impervious surfaces. The lower portion of the site drive way includes an open ' ' drainage swale to permit infiltration and filtering of runoff. The proposed settlement basin to the AM north of the road will also promote infiltration of the runoff collected in the pipe system. This Am basin does not have an outlet pipe, so all sediment carried to this location will be trapped. The Detention basin to the west of the site will incorporate a sediment forebay which will protect the primary basin. Exfiltration from the basin is not included in the calculations,although it will occur over time. The groundwater is near the surface in this area,as evidenced by the adjacent wetlands. W Removal of Total Suspended Solids for the developed site will be accomplished as follows: Street Sweeping: 100% sediment— 10%=90% 4W Deep Sump Catch basins: 90%sediment—25%=67.5% AW Extended detention with forebay: 67.5%sediment—70%=20.25 sediment remaining *I% An additional 25%of TSS will be removed by drainage swales where shown on the plans. Am Aft The forebay is sized to hold `/a inch of runoff over the impervious area of the contributory area. The basin to the north is not needed to attenuate peak flows and functions only as an infiltration/sedimentation basin. Am Am ate► 4 Aft Am Am 4W 4W Aft AM Am ,.m low Aoft.. AMW ... AM oft A ..W ...E Auk AM .m AOW low AW AM AM AM ..M low Ism ASM .wry lom .■. .M aw am A AM Aw AVW ,M. .A Am A AM AL ook � 1 4 ``� FLAGGED C\ ` �B3 WE1LANOS \ \ l 100, / AL / C4 82 S X y� / jIL LE \ C.3XR cle \ � AREAS Ok \\ / XPOSED f 1DO• °�. # ► \ BUF�.R E2 E3 E4 \\ YF4-El �W. J� / \ AL I \\ FLAGGED E5� F3 WETLANDS / \\ L E6 f \ li ff W �FI\ EBt II 0 (n \\ AL AL \\ P f \ 1 E9 AL f-- 1tt s� E1O P \ \ t \ \ Q A A L Ell \ f i E12a 1 \ \ +I Ak ` m 4 t' I E93 E14or fOp gU �� I / I I DEVELOPED DRAINAGE AREAS 100' _ _ - AM .M&I AWW ,M AMR .dw .M .m. low AMW ..R AOW. Aw low AMW AM 40 AOW, AM Alm ink Amok AMW . � .. . AOM ... mow, aw "M Developed Conditions Proposed development of 96 new housing units and associated 4M driveways, parking, and lawn areas will change the existing stormwater patterns. A system of catch basins and subsurface pipes will direct runoff toward open settling basins and stormwater detention areas. Flow is maintained in each identified pre-development sub-basin 1 to 5. Stormwater from the proposed development does not enter the municipal stormwater collection system. The lower portion of the site driveway will contribute to an existing MHD catch basin in North King Street(Route 5). This basin is currently filled with sediment and not operating. It is proposed to convert this catchbasin to a manhole and connect a pair of new hooded,deep-sump catchbasins to it. This will improve sediment removal, protection from floating contaminants, and will relieve MHD of maintenance of an open structure. Approval of MHD will be required. As shown in this analysis,their criteria of no increase in peak runoff contribution to their system *** is met. Peaks are expected to rise due to changes in ground cover and shorter times of concentration across the paved or grassed surfaces. Analysis of the eastern portion of the developed site is presented in pages 14 to 38 of the attached output pages. This corresponds to sub-areas 1 through 4 of the existing conditions analysis. In each sub-area the post-development peak is calculated to be less than the existing peak rate of runoff. This is accomplished generally by decreasing the areas which flow directly off-site,and through two small settling basins. Area 4 corresponds directly to pre-development area 3, as area 5 corresponds to pre-development area 4. Area 7, directed toward the property to the north,corresponds to pre-development area 2 and its settlement basin is designated 8P in the computer output. The area flowing east toward Route 5 combines a portion of the site driveway drained by a piped " system, and vegetated areas north and south of the driveway that drain directly toward the existing road. As was input in the analysis of existing conditions,the soil type for developed area 3 assumes"C"type soils to account for the frequency of rock outcrops. A roadside swale improves infiltration and filtering of sediments, as does a proposed open basin in this area. The total calculated peak flow reaching Route 5 is combined in a structure named 6R in the output. Runoff from the majority of the developed area will be directed to the west. Peak rates of flow will be mitigated in a two-stage detention basin,then released toward the existing wetland areas. The flow from developed areas 4 through 9,as shown on the following figure entitled"Proposed Drainage Areas," is combined in the basin designated 12P. A multi-stage outlet structure restricts outflow from the required design storms,as shown on the detail plan. A comparison of pre-and post-development flows is shown on the following table. Peak Rate of Flow for each Sub-area,in cfs. AM 1 2 3 4 5 Storm 6R 7 4 5 11R 12P Frequency Pre Post Pre Post Pre Post Pre Post Pre Post Post pond AM 1 Yr. 1.23 0.60 0.16 0.14 0.05 0.06 0.09 0.08 0.13 3.39 0.23 2 Yr. 1.83 0.86 0.38 0.27 0.11 0.13 0.21 0.13 0.31 4.74 0.34 10 Yr. 4.51 3.91 1.86 0.94 0.57 0.54 1.04 0.37 1.55 10.75 0.72 100 Yr. 8.65 8.58 4.73 2.04 1.46 1.26 2.66 0.74 3.98 19.62 3.79 4w Aft Am aww 40^ a" Auk 4m 4m 4m om :Ally AAA►. Aft Am Am ml, ABU 4M4 AWA OW AM 4M AA AIM. OW OM IAW AAA AM IAA 40k AM Aft.. /q1 AA, MOW '-ft AM% -W w s+R+ wwn ...�.. ..4..,�..�..,.r.�!. ..�i.ww.. �w..i�w..` iaelw 4mm qw WW 4M �Allw dW !OM AR M► �ft 4M 0M*M IW AM AM AID ► rllA► A 1111Ar a! 1 A f > yb� .b W u w =m to 0 � u � 8 �i 255 B(V 57 l' pct w�� O' S N -- n ---- ro m A C, 2q0 �y LLL D Km DTIo 1 ti \ 255 245 �`- 0 ii , „ I 233 3c 245 a 240 n I Y � O otit ,yl z{ 2 � �25 N 210 215 I y �A 210 200 � B 9 , 205 X 200 195 _t ^�,p -..-----, 190 180 i 85 ®®81T. ROAD® NORTH KING STREET X Z it M o Z a Cl M D M m a ,M*� a. ..W Agb, AMMk . ,MINA ... AWk AM low I'm, A..Aft mft om. w.� - — - ...., — — — — — — .—.,. — _m •Y �.�, � ail �►��,,►�w !1��,�� -'- • .�,,k ► .�`� rr� • lit ,IRR,/ �f I ► ��!�� 0) lift Wv RJR ��I Ok �FWC4 MIX Olga 0 Not, 1,ow F'111111� gg JR,A ��*�►\►�17 I N -MOB UO FA PAR- . ,i� low .R. AOW Amw AM o. AMW Aw A A .gyp AW Amw AMW A AMft Am ow Aom l • A ..W A. Amw Amw ..R a 40M A " Aft A Am Amw A ANO. Amm low low .a 4W w Ift Am Am Stormwater Management Plan Am Existing Conditions The site of the proposed Orien Ridge development is located in the Aft northeastern corner of the City of Northampton, north of the commercial district, on the west side of North King Street(Route 5). The property comprises three parcels totaling 4.-acres. The area Ab is undeveloped except for a single residence on two lots at the frontage. The adjacent parcel to the ,M southeast is a former quarry which has been proposed for commercial development. Residential properties abut to the north. The remaining properties adjacent to the site are wooded. The Am Broad Brook Conservation land surrounding Fitzgerald Lake abuts the property to the west. Oft 4ft The land which is proposed for development slopes up steeply from the Route 5 frontage, with observable rock outcroppings. Approximately 500 feet from the road,the site begins to slope down more gently to the west. A wetland system has been mapped in this southwestern area. A AM Request for Determination of Applicability has been submitted to the Northampton Conservation Aft Commission and their determination is pending. No construction is proposed within the 100 foot wetland buffer, excepting portions of the stormwater management system. Am The portion of the property to be developed is approximately 12.acres initially,with 5 additional acres for expansion. The remaining 32.%cres will have a permanent conservation easement recorded on the deed, or be conveyed to the City. In this analysis,the 12 acre portion of the property is divided into five distinct drainage basins as shown on the attached map entitled "Existing Drainage Areas." Expected peak rates of stormwater runoff are calculated for each drainage sub-basin using the HydroCAD computer model. They are then compared to the projected post-development conditions. Soil maps in the area indicate that the majority of the soils are fairly well drained. This is confirmed by percolation tests performed in 2006 and appended to this report. Soils are classified as type B in the computer model,except for the area nearest the frontage, where a significant portion of the area exhibits rock outcroppings. For this reason this sub-area was modeled using C type soil, which assumes a higher rate of nznoff on the exposed rock surfaces, and shallow soil structure. Flow paths across the sub-areas range from 200 feet to 700 feet. Based on the various ground Aft slopes and the wooded cover,times of concentration are calculated for each sub-area in the range ,,,m of 20 to 30 minutes. 'm Calculations for expected peak rates of runoff for 1, 2, 10, and 100 year frequency storms are Mw presented in pages 1 to 13 in the attached output pages. Peak flows are summarized below: Peak Rate of Flow for each Sub-area, in efs. A% Storm Frequency 1 2 3 4 5 AM 1 Yr. 1.23 0.16 0.05 0.09 0.13 2 Yr. 1.83 0.38 0.11 0.21 0.31 4W 10 Yr. 4.51 1.86 0.57 1.04 1.55 4M 100 Yr. 8.65 4.73 1.46 2.66 3.98 Aft +�w .0W Aww- ... 4w ,.W Am AMM low omw AMP AM ANk AMW ..w A Am. ,.w 4 AMW low ..a A A AM AMW am 4,. am ..W aw AWE AIM . A AMW AMM AM A . low 4ft MM Table of Contents oft Cover Contents Existing Conditions Existing Drainage Areas map Developed Conditions Developed Drainage Areas map ,. , Operation and Maintenance Water Quality/infiltration Test Pit Logs ^ * Computation pages low �.w �w �w �w �w �w �w �w r Oft 4M Am auw w Oft b•r. �w n w +iw AAW AWAW AMW ... AW Asm A. AMW ..W ..M ..e AIM AM AM ..w AMM AM .. low low AM AMW AIM AM AOM ,.m am ADM AMW AMW A. ,MM Aqw AM .. AMW w +e�w 40% M 4M Oft Om Stormwater Management Plan ,m Proposed Orien Ridge Residential Development \ 4M Am Alm Alm AM m AM May 22, 2006 AM dft `tNpF M,AS�d� cIpAL w■. o 7 AI Itft � t1011A� f Am oft Oft