Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Home
My WebLink
About
WPO200900030 Calculations 2009-06-17
TCSEn .ineerin,. CLLC Engineering Calculations for Charlottesville First Church of the Nazarene County of Albemarle,Virginia Nva\ ,�n a Contents: a `r°` C.)(0\r\oecAy; Section Description s �, Gx ?; 414.0 S A. Drainage Maps B. Summary Routing(PRE) ex C. Summary Routing(POST) \ O eK D. VDOT Storm Sewer Design Worksheet <50C E. VDOT Inlet Design Worksheet F. Sediment basin Design Calculations G. Water Quality Worksheet H. Soils summary L w®� a 000 ^Lm A I •r Ji r ,),f..:'. Taggart • O '0. 022841 2 a t°IP 11(<01 June 17,2009 0 .4S3`�'�ONAL�17/ TCS Job No.07-020 f, + P.O. Box 306 Nellysford, Virginia 22958 Ph.434/361-1215 Fax 434/361-1216 Email: JTagg2@AOL.com //// i iiii,Ifilil V,11 \ J OO ///\ >1((�;/ i' i4 \ \filirk\ \\ \ •'•: �, . �, ` ,-. /I\\\ \ VA \ \\\ m W U o/ II /,i ; 1. Ay,,�kJ:k $L \ t\ N A\VV A' \\\ \ _ Iii/i/ ,?�`//_ i " \\. '4,-p-;,,,,'�, y''�' -its- -�� - \ \\\\\< ; k$ -�uu'� 11 T%f i, ,lE��i �j�"�1r"► '` \ \\\ �. I \\\\„1" L V/Jl./////,,/, /1 l'II ,, I� �/ ,k / r, e.� v. '}{. *-4 , \\ �\ \ i, \I I 1 /l rill;'///; //////, i11,41��/I� \\\� i \\\\ \.\\\\ '; ("Ci)1 /In/ Ill/ 11 l it all/// 1 �P - V A VAi�. , A VA�VVA \\\���\\VAA�� I 1 / \ 111/�/4//111/1.(14 ll,�l�j/ \;11 '/// i 1,4,/ A \ \ 1� \\Vw •A \\A\ , \� ---�-�" ! , /,' /l I 1 1 \ 1 \ \ , \�\\\ `�; \\flllll r11/I ll'll // (ill �/ / � \ \ �, 1 's, \\\ \\\/ill/ill//%l//,f a // ,� �immr,„/�, � 1 11 v v v v vv i y vv�yvv v�,v 'Evv vvv //, , i/;/ § IIll 4ap//, hi oifitt \ 1 \ \ \ \ \\\\\. \ \ \ \\ \\ �,I//i/ //,` f 61161' f i1 ,� \ \ \\ \ \ \\ �\ \ ml\ \ \� \ \1 I ( � \ \\\\\\\ \ \\\�\ \\' Sf/illiii / / •to F4 /1 \ \ \ \ 1� \ ,\ I .'I \\\\ \' \ \\ \\!hallll �� \ \ . }����to 1- I \ \ \ 1 \ \ \ \ \I\ \1:: I ; ' i \i' \; ' \ \\ \ \llIllll,4 j 1 �, `i j�f'-�P `r���• Gr � 1�1 1 -40). ! I ,\c'°il��' \' \ \ \\\\%\,� \\\\� 11 / f�//// l/ liq'lt � \ \ � � I - � � a�N�\ \ , \\I// V lI ll// /// VA V A \ � 'Ors' I ,: A\N V� \,/� f / //////� � j1 )t� v \ V' \\1 /� \ 11 i // Ir '� -1 \\ /A Lis �.i; , ;\,,,\ \\\\1 • �, , //iiia/! , .,, , f„ ,.�� \r \ tt : / , I \�\\\a \ \\\�\ N/4 r. Il l �///ll/ �tik \\\\ `ii tk• \ 1 \ ` t / I \ \•�\\ \\/r \ /illir//� rr �� I�l �� 9 \r� i' \,.,4.y*, I�, I�1 1 \. \\ \\V \\ �I ll( lr f/ill/r l 74- ,`�� Vt,,-, ...4..-4-11 .; \, 1 ,\ \\\ \\I l !l : � 1, * ��ifl r hill/Illillii /TN,:! � � "��� � \ 1 \ 1� ,.\,,,,i ����� �' �i -! „,t„,„,,,,,--,...,, ) \1�\�\�\ \ yi l l rill a If !\ \` �� � ' l'� r'� t ik': `kk.\. 1 ,/1'//////7/, , / v V ��'���;,.v i . v v v vv v, r11 r 1 ei \, \�� 1 ifr I/4/l�lil/i���ir(l � v v I *�,, v i I i'/1 / /llllllll/1r t�, �4 ( ir �1'": '— II-� ,t (a-. 1l/ /rill 11 l Vii/ 1 I Ii I 1 1 V`'`��. 'r V ' /( (• ..„.\.,.,... \\ lr /l //l �llll .. 1 .�� - I 1 411 \ ,v 1� ( --I (I 1 1 ll/ 11/l a to l; \ �� —I I I i 1 / ///lit//// + 1; 4: reg, � I 6I 11 �i I I A f ; , I ' I .! llllllll111 i l' � r I i' I I lA <�/ A :II 1 + 1' rI//ill/11/l1/1l1/� t��'�� L� I to + + I 1 � 1 1 �;;j�� I � I f yam' .•II/' 1 '� __ � � A. � 1/04„„,,,,///l// ;;?. �1►.,= ! J 1 r i 11 :; a I ;l r//�iiiraiy ����; '.������,I� � I I 1 1 I �1, 1 \,),, ,�, ,:r , �� iI I� � v Iril////// '' i� l11 I t, I ' 4 v. t 1 .1 ' -- -. !1 v .. /////pial/il/ ,�, w�, ,, , \ I v +((i(+l((ri l / 1 I / � �a���� `Atm=mac,041111 !irk*l i ' h \ ,iIH t .41 ii 4,11n111' I ili \II ' 1� I' , vI1r I Pi // 111 // / / t Lir oI II 1 '/iii l/ l ./ /l I \ I 11`”- r l / — ,, fit. 11,>\ 'i' ►�•,� �ti ill I I / , �� I ( I I ,, I I/ /� � �-r.,F �� I+� 1 \ ;iiiI I � I / / I / ,°s�.. I + i/ i ' �-` ��' '� �I + \ �► 1 �'�` ' I illy / 1 I 1 i / n ( / ; ( / / ��>��;,�V . II •� ,[ / / I ( I1 ( , Ii / 1 / / .. ; // I `t 7 ^,�� 10)..Ch I(. ;11,, �� I Ii • , „ N.41,,,,*.\_ z 'my ,_. _ .. \ \ \ \ �l lI I l I + &"'/ 11/1!,k 'i i 1 Ill I I I / // /// ��► '�,•. 4�1/7 7/./// —._i / ••,,, LI * / 1i / • . gig!, -.- .A.V4 ' .1 I ''''-' - I I l' i, _ 11!yv / I III I I 1 11 / leo., -,, �t%t / t ll l l 1117 I ( I I Iii � � II\1 \ \ /I ;>;�r� �'",4`,71 ..�/l: — / i � t �, 11(I �, 1 11 I , 1 I 1 I I I III II ;' _✓i/ 0. �s "a III✓/ I I 1 jI 11 I II � 1 III 1111 1111 \\ \ \\\\ \\\\\ .\ \ \ 1 Hi� t�' fr = g1 ��'- 1 I I \\ \ /�/ S- \ 1 IIII IIII , 1 11 III 1 \ \ , .: -_,�A�•\•� ,,N \ \ I1I1II, I, I , III1 IIIA If , l`�l :: i` , / , y // \ J 1/,'/,,,/,/l j1 /II \ . - �\ ,���\,.\ b, �\ ,1 \\^\\\`\\\ U / o l!/,//a, I J I \ iN '4 ���C 1:. 4 \, \\E \ \ ` ,,\\ a) (T5 J O ///\ SIIllr /-� i'Je l I \ \, '' \ � ,'' 44,vi -j `` /t`k� \. k,\ 4 \ \\\ "' J J J \ ,:y �� r ' c- \\\\ \ \ � \ \ (U 1„/( \(p,..,,,k,.., tii.. \,,,,.....„ k\::,.,11;1,11irk,s, \ ,:,t,\ • \• v., tv 44.\ \\‘ \\ (1) a) a.) °' t.,c1L.,1\,i71//, /f �',l V A Ei �►���.. N4I�l�\�a�' '\\\\\ A A e1 \\ \ > 0) f+ \ ► 0 "t,ilii$4 * l `;:, \ \�lir 5 q./7. - rvvv��� v �I �. ,\\, \ �`. ` k \\\\ � ;;,'t p A.„,,.,.�4 •t .� 1 . `• A \ \, 111 .,� /y /d/ ' );'/ / ivier�� - r� �` �� ,�,;� '� '`�, \\\ '�\\\ :, III 1 \ O ,,,lr // lI ! / ; / • >,•, \\\ \ \\ \\ I , 1 \�llll 111/J Jllfl�l ;Y1 �/ / V A\ \s.. \ A\\VA \ \\\\\,t,,„\\,\+ �,V�\ I / \ %// 11Il�r / ' 1, / �„ lir/// l// /i \ II l 1, 1, r \ \ \ \ \ � \0\\. --�---- ,/r 1//i /, 1/,// �� v v\ �, , vvvv l/lr/l/l/ 1,/ / )- 'At, \ v vv \ 1 '', , - ' vv� /////////////,/.1ri/l;' I lll/ �/ \ \ \ \ \ \ \ \ o \\\\\ \\ , \ �\\\\\ 1/ / // �t.,, ,IE it/ \\ \\ \ \ \ \\\�\\ \\,,, �C\\ \ P // /l/�'r /4 ;Y r llll/ poi pick , \ \ \ \ \ \\ V , ,� I V\ �AA, VA , \\\\ ///////////,/ , 'I /i /, f /411 � \ \ 1 I I ;, \E \\\\\\\ \'\\ \\ \ \\ /r/ 111 e i/ } l '''.I/ \\ \ \ '`_ `` ��a ,\\\\\\° \\ \ /lrli/1,� I / : //// �Vt.,yy�. I \ I \ \ \ � \ \� \ \ lrri/r, �;' ////// \\ •t 4 --_� I ' ; I /'''' -Ig \' \\\ \\� \\`* \��� xt\\ ‘ /// /;� \ 7 /// jib .- \\ \ Nt JI a t .\ 1114‘� \ \ \ \\,./_-\,>,,A, \\\\ l; il ll/ 14 � _ � vii\ \ I d /�; 1, l/r/rill// 41 \ \v- � ,�i vtA I / / I ��wv a \;wyv / ; r/r/illll \ v 4 V\ , \ !r.., \ ‘ \ . \ \\\��\ \\,, \\ v 'Il;111 /ll/rllir � � �-g v v 1!!:, V \. '�' I v v\\ \ l' I ;`/ itli //// fr � r, = ' `� v 1 '`-1 v v N, " ,, / lrllll,,l , ,g•-;‘,44,fmss,�, it �� , I . I. vvy I ", „ /,/#0 ' tir, e ��_/�4 \ 1 E 141 1\ ►, � 1� % :�� a \'p \ t4 G '1 III i ',t 11-":: 1 1 ' \ \�\ I ill l/l/ltill/11V# , 1� \ \ 3 ,t 1 � 1_\ `\ \1 �r''� \: \\\ \ \\\l v �� i: i.. 1 .//llllllt s I1 1 \ 1 ! ) 11 V A\\ / ///// //// I I ; 1 � i \-. \ r� ) I_ I V A liirr I � I all vv � ��=� ;� V� !Il' /ill�llll�i41,/ OW g =� . I m v v 1 /1 I .II I/ ////e// l f I �6III / ,, IJ ' I v.I1r /lllllll l /l >� � -/ J I �;; I I v v h v :.I I 1• r ////////i/4 '� � .� o I ��ibilA i , I I I 1 } y' V ii IJ .:?I''1-' ' 1�4 A w 1..1 /tail, L-- %- 1/iiilr/l i �10,...=,4104. ,1-4,1„2”r � ' 1 J 1 16 \ I f • \ I Mr //Hiililllll j \ gt, •,:•f.,„• ...,.,... ' /•1a 1 I 1 Agi- /1 . ' \ 0', ` °f ` ` . ''' \ ......_.„ ,,:....„,...:,.,. ,„,. III /l l ; 1 r V ��!'� L 1 , Illi /////, . 1 I I a-t;\�� 'l �A' �>� �'l A.i , JJ I ,Il)lll)rlJ�fl / / 0,�aE l�� L� a 1 h \ 41141111 r. I 1 i ` � , 1 II K I I 1 I r � i �"�. `�-� �. I'II1 / cott4i\2 I sir • \ I•41iIl/ / JAJ .•sk I 1 1 // 1 / 01 I •• ) F. "-. .� / I / -:-.#016141),� I 1, • , �i/ / I J J 1 I ) !" ( IICl I I�, ,Th� II ` 1 k 11 I I o klf„�,�-, ` aiy • •J 1 4.„_ I -4 ,, /-7,-/ JI / ) J 1 ' I i J / /,, ./ 1/� �_. - 1.1140: 1 r I l I I *111%11\11tiIII 1 1 I I// // // `�� _,1&-z.-.:.,._ / ,l'/ —,�� �-, .�� L`_ l 1 I III I I I 1 // ' -� I� �� I / . / ` l/11 I I I , I I 1 1 I 1 I I \ \\ \ I /( '141\‘10 -1 ♦ �, ;//,. / i 1 �, IJ I/ . I i I I I i I i I I - ,� -, /;' - 0. �s 4"8 �i S I I 1 1 1 i l l 11 I I ! i \\ \I\\I\ \\l '\ \ 1 1r r,,1 '�': J.o.- 1ah�.. \ IIS 11 11 I II I I \ \\\\ \\ ; , ls� BN� � �e 1 I I I I I III, I l l I I 7/1 1 1 ,\ 1 , 'e �'4 ,—.p i ' �: .� \ IL1iiII I ! I ! ! I i � Ii '� � 141 ) ,/ �J ' Watershed IViodel Schematic Hydraflow Hydrographs by Intelisolve v9.2 1 -DA A post t, 3-DA Q post 4-DAApre 5-DA 0 pre 2-Stormwater Management a` 6-Total post 64.17-Total Pre Project: Nazarene.gpw Tuesday, Jun 16, 2009 2 Hydrograph Summary Report Hydraflow Hydrographs by Intelisolve v9.2 Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph No. type flow interval peak volume hyd(s) elevation strge used description (origin) (cfs) (min) (min) (cuft) (ft) (cult) 1 Mod.Rational 12.86 1 8 6,172 -- — DAA post 2 Reservoir 0.186 1 16 3,788 1 391.25 6,098 Stormwater Management 3 Rational 2.606 1 36 7,516 — --- — DA Q post 4 Rational 1.427 1 19 2,172 — ---- -- DAA pre 5 Rational 3.748 1 35 10,507 -- ---- --- DA Q pre 6 Combine 2.787 1 36 11,295 2,3, ----- -- Total post 7 Combine 4.439 1 35 12,598 4,5, ---- ----- Total Pre • Nazarene.gpw Return Period: 2 Year Tuesday, Jun 16, 2009 3 Hydrograph Summary Report Hydraflow Hydrographs by Intelisolve v9.2 Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph No. type flow interval peak volume hyd(s) elevation strge used description (origin) (cfs) (min) (min) (cuft) (ft) (cuft) 1 Mod. Rational 17.46 1 8 8,379 --- ---- -- DAA post 2 Reservoir 0.238 1 16 5,996 1 391.64 8,275 Stormwater Management 3 Rational 3.818 1 36 11,009 -- --- — DA Q post 4 Rational 2.034 1 19 3,095 — --- --- DAA pre 5 Rational 5.484 1 35 15,375 -- DA Q pre 6 Combine 4.049 1 36 16,991 2,3, --- Total post 7 Combine 6.468 1 35 18,352 4,5, --- -- Total Pre Nazarene.gpw Return Period: 10 Year Tuesday, Jun 16, 2009 4 Hydrograph Summary Report Hydraflow Hydrographs by Intelisolve v9.2 Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph No. type flow interval peak volume hyd(s) elevation strge used description (origin) (cfs) (min) (min) (cuft) (ft) (cuft) 1 Mod.Rational 24.24 1 8 11,636 — --- DA A post 2 Reservoir 0.298 1 16 9,253 1 392.22 11,494 Stormwater Management 3 Rational 5.624 1 36 16,219 -- ---- -- DA Q post 4 Rational 2.948 1 19 4,486 --- DA A pre 5 Rational 8.077 1 35 22,643 — --- DA Q pre 6 Combine 5.916 1 36 25,451 2,3, --- -- Total post 7 Combine 9.503 1 35 26,955 4,5, -- -- Total Pre Nazarene.gpw Return Period: 100 Year Tuesday, Jun 16, 2009 r 0 O M Q N m C I- > D x o J < m 0 a W LL o cc n w Y a 0 0 0 0 0 N 0 0 0 o O o 0 0 o O o 0 0 0 o a g Q a a 0 M U Q w u. 0 1 > Y -i C z a m co co H > I- m - 0 0 > U) 0 0 0 0 CO 0 d N- O O O U) O 0 0) M O O O n n M CO U) Oo 0 aV; V C) r OD N 0) n n AO n r 3 = 0nN r O N O n00N Oo O O 0Oo o o 0 N0) cD n mE V V V' M M V V V V V V V V CV M M M M M M 0_ f0 = O U) 0 O O U) CO U 0 O O M M O O n n M n n C C - O n O O O O n V' O O CO CO 0 CA n n 70 n n t a 0) O O o CO 6) Ni, O 0 00) C) _ _ O O N O CO N ,3 CO V V V M M V V V' C7 V V V M M M M M CO M M O V n a) CO M O a- O D) M M O M > a E n 0 N M 0) N n o n IN V CO n OD N N U) U M > CO O O M V U) IC) 0 CO n f0 6 6 6 O M V V 6 O O) 0) 0) 0) 07 CO O Cr) 0) o O O O CO CO n CO CO n n W M M M M M M V M M V V V V M M M M M M M J 0 Z C M 0) (NN U) (0 CV M 6) CO n )C) O O CO n CO 0 �^ M 00 V 0) 0) I() in T. M C') kr) er. CC) M 0 V V U) U) CO t` n V O O 0p M C•) OD O O CM V C') O 0) 0) CO CO CD 0) 0) a) CO 0) rn o 0 CO CO n n CO n N- 0) M M M M M M M M M M V V M M M M M M M O N ID O M COO M IN CO e- V V CC) 0 N 6) CO O ID CO O p, V: IC) U) N N- n CO N CO n N CO n O N C _d Q 6 M 6 V V CO O n n 6j N 6j 6 n 6 N M v 6 0 _ W MMM MOV ) MMM M M M M V CO CO M M M 't' O O O t[) N O M Na-- O O O V O N 0 O 0 M O O C C as O O M 0 V C() CO V CO N CO N O 0 N CO O 0) N .0 Q M M M V V V 0 M n V 0 N M n 00 CO N V N CO 7 MOCO 0 VMM CD M ZM 0) 0) CO 0) 0) C) M C) M V CV CV C) a) CO a eN. CO CO M a) M V 0) n V M CO (C M V V VO \ N IN M n O 76 V M CO CO N C!). IN 0 CO CO 'V (n ... O O O O O O aN O CV O C` r .- O n O O O OQ 'a m _ N E N N N U) 00 CO CO U) N CC) 1() 70 CC) CO 4) U) U) N N 0 N O 11 CO V O CO n Cn O n n M N M M V' V N CO n N (0 (O N CO CO n N 0) 0) O CO n N n CO n CO Cr 7 n II CC) CV) N M N CV M CV r CV r r V M N Oi (Na- N 0 CO�= w N O n O COMN. N M 0)nO 00 N 0 N COVn CO n0 CV CV O. II 0 w W r 6i V c0 aD CV O N r (V r 0r fV CV II n 0) 5T CO V CO n n N O O O n O 00 co O V O 0 a) co co 'V 0 ° (6 V CD COV CO CO CO r M CO V n I() N r 0 CO r M n CC) M II V M (NI M N O - O 0 (O 4 N r O O M II C_ .a v E CO co 6) M M CO 00 00 a) CO 00 CO CO 0) C Cp IC') 6 O 0 0 0 Ih n n n n n fV N Cf) (r) u'i CO N } ,I.. C o T co r V M r M n co CC N N O) CO (n0 6 0) r o yr r Cn m 6) CO n n 0 CC) M 67 M N M mai 6) a) (O C0) II V r C CO e H Q t0• C 4. '- n M M n O (O N N CO CO coci n 0 Ch O V r Q C '� V N it) +) N Cti C[)Ci r r C') 7N7 tC) Il) C(j a) O C+Oj E d 0 O V CO R O Vn M O M r N O O a- M N r O a. 0 x N r - r CO a a a O a a a a N r a a a a r ■— r O♦+ Q a- MM a- nra- vaOVCOU M N M e- a- r O O O a- C) a- <M C O O O O O O O O O O O O O O O O O O O _ r O MO d co O M O O 0 O CC) O O O O O I() O 0 O CC) O IO n M C O V Co 0) n CO CO CO n -CO CO 0) n CC CO V' CO 0 n V' CC) V .1.. C1 O O O O O O O O O O O O O O O O O O O O 0) Ipi 01 OV V N a) O N CO 0 M M N CA U) N O tO CO COO CO CO v r O 0) O (0 CC) CO V a- N O O CC) IC) n V. M r an E N 0 L Q I- M N r r r O O O O O O O O v 6 O O O C N in C 0 m U) 3 O 0 V NO0) N V M 0 CO ON0 C V V r (Na) C) N N 0 0) a- M a- UMO O O O O O O O O O O O O O O O O O O N fa- CV CN CN 76 hNC W e II C Cl)�// J M MNj NN M Cj NICO CV CO O N r NN r. Z = E C w C c C L w 1-J w e- N M V CA (O a- CO V a) r r W V In t0 n COC6 Il 6 O r �, w /r4�� ,OCj a- N M V 0 COn COO r0 e- (N- a) eV' 70 CO N CO CD 0 O` O v♦ (NI a z A siS m a C O kt '� '� ' v. ID CO n CO U) N CDS m_Z 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3: co CD 0.... N CD C O 0 0 0 0 0 0 0 0 O 0 0 O O 0 O 0 0 0 0 m 0 r. N CV CV N N N N N N CV N N N N N N N N N6 O) m rn IDN C Q. CO N M .-- COMCr! CSD• OO) CD CO CO CO O N M 0 CO CD g O 1` IC) N o m r n (A O O) r O r CD N r r 1. CO r r r r O CO O C In NM MM '- CO � -- O =vM r M N CO N r CI N O O O O O O O O O O O O O O O O O O O OQ C 13 3 O CC co Us G CO N N- vM- CO OM) 0 CO CD CO COCO N 0 v- CLO IC)O . CD 0) 0 CO (A O N Ih O O O (V O d• CO CV CM r N O (M I+'M CV r O O Nr N 0 0 0 (U^ 'iN N N CD r. rr r 0) N .- r r O 03 0) O O O O O O O O O O O O O O O O O O O coQ CO M M M M M M M M M M M M M M M M M M M CO C C 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O 0 0 0 0 '2 O O O O O O O O O O O O O O O O O O O O N U 41 co 0 0 0 O 0 O 0 O O 0 O O O 0 O O O 0 O C) Q CD K d' N N NN N N N N N N N N N N N N N N N C Ca 0 0 0 0 0 0 0 0 0 0 O 0 0 0 O 0 0 0 O O = •p 0 O O O O O O O O O O O O O O O O O O O O o M 0p O O O O O O O O O O O O O O co O O N CC CO 1j1 U) U) C() CC) U) U) U) U) LC) U) U) U) U) U) U) U) U) U) .. ca O 0 0 o 0 0 0 0 O 0 0 0 0 0 0 0 0 0 0 0 E G- O O O O O O O O O O O O O O O O O O O O D C Z o Es 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 C o 0 0 0 o 0 0 0 o O O 0 0 0 0 0 O o 0 o Y N N N N N N (Ni N N N N N N N N N N N N N N E. 0 0N N co coCN N O N 0 co co N N O O m 0 0 0 0 C N C co co co co co O co O co (n (n Cn O to Cn O O O O co O O 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 E O 0 0 O O O O O O O O O O CD O O O O C) 0iti O O O O O O O O N N N6 O N N N N N N N } ) C O_ 0 O 0 0 O 0 co 0 0 O O 0 0 co O co co 0 O O 11 w J a O O O O 0 0 0 O 0 O O CD 0 0 0 0 0 0 0 0 2 O O O O O O O O N N N O O N N N N N N N a 0 _ O $ 0 0 0 0 0 0 0 0 0 0 O 0 0 O O 0 0 0 0 0 0. Li Cr O O 0 0 0 0 0 0 M M M 0 0 0 0 0 CD 0 0 0 E co 0- O O O O O O O O O O O O O N N N N N N Nco 0 O 0 O O O O O 0 0 O O O O O O O O O O CC d -� O O O O O O O O O O O O O 4 O O O O O O c N CO r co CD N to N N 4 N N N r CO 4 4 4 4 f_ t` O = r+C 0 0 0 0 0 O 0 0 0 0 O O O 0 0 0 O O O 0 _•�„ O (O (O CO O O CO (C) co 4 CO (O co CO (O (O CO co co Ni O V r c -e a u -L a -2 -2 .Q m m m a -2 -2 .2 -2 a a 3 + -)L'' 0 0 D D 0 0 0 0 0 0' 0 0 0 0 0 0 0 0 D I E E Q• O 0 O 0 0 0 0) 0 O O O 0 0 CO 0) 0iii a '� ..:1-..:1- N hN O 0 O 0 0 CO 0 m 0 0 0 0 0 0 0 1- U) M N 0 C O O O O O O O O O O O O O O O O O O O O _ w U) G. w n N M r N 0) O) n O) CO 1- CO N CO CO 0 M n 0 V v N CN- 0 I) r N M M CO N- 0 N r N N- c() v M co M N N r N O N O O O r O O N r O O O O M r 2" w 6 O 0 CD O 0 0 0 0 0 0 O CD CD O CO 0 0)) coC 0 0 O " a " O0 0 0 O 0 0 0 0 0 O 0 0 O 1` CO O O C C) O O O O O O O O O O O O O O O O O O O O a) „ + C cc < 4 N N CCj CC') r CCD M N On` O O rco Nt` O V C,2 g,.::, M col C (O0 0 (NirN - N O N r 0 O r O O N r O O O 0 CO f0 0 0 O H O r r r• N IA c. O. M M M _� M M M Cv) M M M m m m m C Q. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 - N .111 t- t- I- t- F- f- !- 1- i- F' ►- i- t- H F- h O m Z li. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 W Z a) > > > > > > > > > > > > > > > > > > S iii c vIlma m 0 0 W CL U' 2 j Y J Z d re 6 1= j X ii Gol V) C) 111 N 1- C 0 O •r N M [Y U) CO CO 0) 0 d Z C J Z r N M V. U) CO r CO Cr) d SILTSIZ SEDIMENT BASIN SIZING Project: Nazarene Church Sediment Basin No. 1 Date: 21-May-09 AREA= 4.43 ACRES TOTAL REQ'D VOL.= 593.0 C.Y. OR 16012.1 C.F. Bottom of Pond Elev= 391.0 Top of wet Storage and bottom of Dry Impervious Area= 27% %from WRPO worksheet or 52051.14 WET STORAGE REQ'D VOL.= 8006.0 C.F. FOR A SURFACE AREA OF 5000 S.F. at Elev= 391.0 AND A TYP. SIDE SLOPE OF 2 TO 1 yeilds a wet bottom area of 3447 s.f. at Elev= 388.0 � 3 c/ D i p" d 141 and a volume of 12670.4., c.f. OK Fti1'to DRY STORAGE REQ'D VOL.= 8006.0 C.F. FOR A BOTTOM AREA OF 5000 S.F. AND A TYP. SIDE SLOPE OF 2 TO 1 A dry depth of 2 ft. yeilds a dry surface area of 6195 s.f. at Elev= 393.0 and a volume of 11195.4 c.f. OK Riser dia= 36.0 Riser top Elev. 393.0 Orifice Elev. 390.5' Orifice Dia(in.) 3.0 Outfall Pipe Dia 24.0 Outfall Pipe elev. 390.0 Dewatering Orifice Calculations: (h)Head(Riser elev less orifice elev./2) 1.3 (s)=dry storage area(see above) 11195.4 c.f. (Q) required orifice flow rate(S/21600) 0.518 cfs (A)Required area=Q/(64.32 x h/2)^0.5 x 0.6= 0.049 s.f. (d)diameter=2 x(A/3.14159)1'0.5= 3.00 in. minimum req'd. Use 6 in.flex Pipe ;ott°i• - _ -a 88.0 y Top of Wet Storage 391.0 '7 '�� eying Orifice 390. Top of Dry Storage 393.0 'V Top of Riser 393.0 �' _T / Top of berm 395.0 Forebay design(0.25"per acre of impervious) D Ill/r /<0v�. Required Volume= 1084 C.F. (Imperv.Area x 0.25"/12) (.o , design depth= 3 ft. with side slopes of 2 :1 yeilds average area of 600 and approximate provided volume= 1800 c.f. OK! Page 1 a Short Version BMP Computations For Worksheets 2-6 Albemarle County Water Protection Ordinance: Modified Simple Method Plan: Cville 1st Church of Nazarene Water Resources Area: Cher Rural Preparer: JLT Date: 21-May-09 Original Project Drainage Area Designation Pond Total L storm pollutant export in pounds, L=[P(Pj)Rv/12][C(A)2.72] Rv mean runoff coefficient, Rv=0.05+0.009(1) Pj small storm correction factor,0.9 percent imperviousness P annual precipitation,43"in Albemarle A project area in acres in subject drainage area, A= 6.77 Approx Total property C pollutant concentration,mg/I or ppm target phosphorus f factor applied to RR ✓ required treatment volume in cy,0.5"over imperv.area= A(I)43560(0.5/12)/27 RR required removal, L(post)-f x L(pre) %RR removal efficiency, RR100/L(post) Impervious Cover Computation(values in feet&square feet) Item pre-development Area post-development Area Roads Length Width subtotal Length Width subtotal 0 0 0 0 O 0 O 0 0 0 Driveways Length Width no. subtotal Length Width no. subtotal and walks 0 O 0 O 00 0 Parking Lots 1 2 3 4 1 2 3 4 0 55416 8453 0 63869 Gravel areas Area Area x0.70= 0 x0.70= 0 Structures Area no. subtotal Area no. subtotal 0 Church 15620 1 15620 0 0 O 0 0 15620 Actively-grazed pasture& Area Area yards and cultivated turf 0 x 0.08= 0 Remainder 0 x 0.08= 0 Active crop land Area Area x0.25= 0 x0.25= 0 Other Impervious Areas 0 0 Impervious Cover 0% 27% I(pre) l(post) Rv(post) V 0.29 122.7 New Development(For Development Areas,existing impervious cover<=20%) C f l(pre)* Rv(pre) L(pre) L(post) RR %RR Area Type 0.70 1.00 20% 0.23 9.56 12.16 2.60 21% L)sv--��31irea 0.35 1.00 0% 0.05 1.04 6.08 5.04 a% Dnnking Water Watersheds 0.40 1.00 1% 0.06 1.40 6.95 5.55 80% Other Rural Lan-. *min.values Redevelopment(For Development Areas,existing impervious cover>20%) C f I(pre)* Rv(pre) L(pre) L(post) RR %RR Area Type 0.70 0.90 20% 0.23 9.56 12.16 3.55 29% Development Area 0.35 0.85 0% 0.05 1.04 6.08 5.20 85% Drinking Water Watersheds 0:40 0:85 1% 0.06 1.40 6.95 5.76 83% Other Rural Land Interim Manual, Page 70 rev. 16 Feb 1998 GEB Wpb Soil Survey Page 1 of 1 411S rn�r.,Gc. 'ti•U .tu-i�ut IK g ` � 1 ,...anz Contact Us Download Soils Data Archived Soil Surveys Soil Survey Status Glossary Preferences Logout Help 11 1,11, .. A A Area of Interest(AOI) Soil Map Soil Data Explorer Shopping Cart(Free) View Soil Information By Use:+All Uses J Printable Version I Add to Shopping Cart) Intro to Soils Sultabllities and Limitations for Use Soil Properties and Qualities Ecological Site Assessment Soil Reports Search 0 Soil QMap �+�ry� f p� 0 Soil Reports `=t ��15� _ 1 scale �' o?to scale)J . ...;r. o mprsIto AOI Inventory Building Site Development Construction Materials i "` ; Land Classifications Cit) Land Management Recreational Development Sanitary Facilities •I-. �a Soil Chemical Properties , Soil Erosion RUSLE2 Related Attributes View Description) View Soil Report) .^' Options �O a�.,,l,�.i .t �' ` '? Include Minor f Soils Report—RUSLE2 Related Attributes View Description View Soil Report) Albemarle County,Virginia C Windbreaks and Environmental Plantings Map symbol and soil name Pct.of Hydrologic group Kf T factor Representative value map unit % %Silt %Clay Soil Physical Properties Sand ®O 23C—Davidson clay loam,7 to 15 percent Soil Qualities and Features slopes M O Davidson 80 B .28 5 34.7 37.8 27.5 Vegetative Productivity 51B—Manteo channery silt loam,2 to 7 ® percent slopes Waste Management Manteo 80 C/D .37 1 29.3 53.7 17.0 Water Features O O 51D—Manteo channery silt loam,15 to 25 percent slopes ®O Water Management Manteo 80 C/D .37 1 29.3 53.7 17.0 58B—Myersville silt loam,2 to 7 percent slopes Myersville 80 B .37 4 30.9 56.6 12.5 71C—Rabun clay loam,7 to 15 percent slopes Rabun 80 B .32 4 35.2 32.8 32.0 0 Description—RUSLE2 Related Attributes RUSLE2 Related Attributes This report summarizes those soil attributes used byt the Revised Universal Soil Loss Equation Version 2(RUSLE2)for the map units in the selected area.The report includes the map unit symbol,the component name,and the percent of the component in the map unit.Soil property data for each map unit component include the hydrologic soil group,erosion factors Kf for the surface horizon,erosion factor T,and the representative percentage of sand,silt,and clay in the surface horizon. FOIA I Accessibility Statement I Privacy Policy I Non-Discrimination Statement I Information Quality I USA.gov I White House http://websoilsurvey.ares.usda.gov/app/WebSoilSurvey.aspx 6/12/2009 Jim, The actual field check is what is important and I agree that Dennis checked and indicated that you have adequate sight distance. If this does not agree with your topo, I recommend showing the triangles with a note indicating that VDOT has field checked this location and it meets the sight line requirements. If for some reason it does not in the field, then grading to get sight lines will be necessary. I would recommend that you meet out there with Dennis again to double check the location of the entrance to be sure that it is OK. Thanks Joel Joel DeNunzio, P.E. Staff Engineer 434-293-0011 Ext. 120 ioel.denunzioC)vdot.virginia.00v From: Jim Taggart(mailto:jtagg2caol.com] Sent: Wednesday, September 16, 2009 8:05 AM To: DeNunzio,Joel D., P.E.; pastorbiIk cvillenaz.com Subject: Nazarene Joel, Following up on my question from last week. I don't mean to belabor this issue but lowering additional sections of that gas line is a task I do not wish to undertake unless absolutley necessary. My follow on is: I can include the triangles but I am trying to discern if we will need to grade down the embankment to the South for sight distance. The triangle topography will most likely indicate that I need to lower the grading and thus the utilities to the South and I thought that Dennis had determined that grading would not be required. The question is: would Dennis' field check over-ride the findings of the sight triangle? Must we grade the area VDOT chose to exclude? Thank You, Jim Taggart,P.E. for TCS Engineering Co., LLC 741 Duncan Hollow Loop TCSEngineerjnp Comøany, LLC Downstream Channel Evaluation for Charlottesville First Church of the Nazarene County of Albemarle, Virginia Contents: Section Description A. Narrative B. Drainage Connection Photos C. Nazarene Summary Hydrology D. VDOT Hydrology as prepared for highway improvements 44•• #+0 +F # 000 • 0 JIMM TAGGART v-'-' i Lic. No. 0' 40.. Ayr 22841 rilr ORIGINAL. 19JUN09 �4 j•ô .? TCS Job No. 07-020 / SIGNAL S 0`14 P.O. Box 306 Nellysford, Virginia 22958 Ph.434/361-1215 Fax 434/361-1216 Email: JTagg2@AOL.com TCSEnciineering Comøany, LLC Narrative: The Charlottesville First Church of the Nazarene has developed a dual stormsewer network with two separate discharge points. Both points are immediately collected by newly designed and installed VDOT drainage structures placed as a part of the recent 250/22 intersection improvements. The two Nazarene networks(Discharge Point A and Discharge Point Q)serve newly impervious areas. Point A serves a larger postdeveloped drainage area than the same point in the predeveloped site, but is discharging from a water quality/quantity detention pond with extreme reductions in peak flows. Point Q,has no such attenuation structure but serves a smaller(post developed)drainage area and thus experiences smaller peak flows. As the two VDOT drainage networks have been very recently designed and installed for larger flows,the reduced flow from this site should alleviate flows even further than the currently approved system. The attachmenst document the Summary flows from the project and the recent VDOT design. P.O. Box 306 Nellysford, Virginia 22958 Ph.434/361-1215 Fax 434/361-1216 Email: JTagg2@AOL.com 0011.11.1* TCSEngineering Com an LLC oazcz VDOT Stormsewer-Inlet 3-3 • ':[i VDOT Culvert Item 5-1 .1.113 P.O. Box 306 Nellysford, Virginia 22958 'r•� Ph.434/361-1215 Fax 434/361-1216 Email: JTagg2 a�OL.com • Watershed Model Schematic Hydraflow Hydrographs by Intelisolve v9.2 1 -DA A post 3-DAQpost 4-DAApre 5-DAQpre 2-Stormwater Management 11110 -Total post 7-Total Pre Project: Nazarene.gpw Friday, Jun 19, 2009 Hydrograph Summary Report HydraflowHydrographsbylntelisolvev9.2 Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph No. type flow interval peak volume hyd(s) elevation strge used description (origin) (cfs) (min) (min) (cuft) (ft) (cuft) 1 Mod.Rational 17.46 1 8 8,379 --- ---- ---- DA A post 2 Reservoir 0.238 1 16 5,996 1 391.64 8,275 Stormwater Management 3 Rational 3.818 1 36 11,009 --- ---- ---- DA Q post 4 Rational 2.034 1 19 3,095 --- ----- DA A pre 5 Rational 5.484 1 35 15,375 --- ----- ----- DA Q pre 6 Combine 4.049 1 36 16,991 2,3, ---- Total post 7 Combine 6.468 1 35 18,352 4,5, -- Total Pre Nazarene.gpw Return Period: 10 Year Friday, Jun 19, 2009 • a --1= 1' I %Z. A I (k. d willill _ i 31, .,,t ii 1 I • •I i i j I I s i g I I i 11/41O .1\k1 l'i,) # :t i lilt ' ) 1 il / 11111i1 k . \ f•I 11 1 I D I I I t_ DOD' I of N.:;',;\,\\'',./\\.\. 't—..,..j),SZE- ,,'"-------- - 1`‘,\e,. \ air .„. _ a ,., , :;=. ..... .1. \\\ \\ .,,,, .4' . 4,4‘,„„_,,,____,„„_____:/x.„\ NNta _ t$,. - PR,V)- •St\s:i \ ce\-.'ea e‘.1.:\ , s.P. ' 1 ' t\ k `�.._. o rfi ? . pt ~ is.,-\\ \ ''..._.,\\N r ;;;:\ -N.;,...9cf.',<:*'N'''''.)44Z -1 ,tr:::, i ''''''.Zs. 0 r...jis,„j-,,,,N \....\-.:-..,... b' ,,,,,..„.----------,„„,,, ‘,..) ' .. el 1 c'', \-----\\) a-`' ,n J Y41` / .0, - 0‘.k\a. ,,.. if, Oa ¢ , e3+ r\\\\---'s wr �r 0 ,n s' ,r. �� a bre iC0 ���,.P �� �` \, Y� Py :yin„ �` t r ,,,,\\ 0 ` l . \(\i 717P'9 ,,,,. o ss, /i i \ \)// . 1)(1\ \ - ' la\ , 1-3 iii •\0. • .0. t\-\:\ Or 1 / i 1 - .-21,. ' \TT\\---\\ 0..„\ N.... 1.-,,, \\\ / \\I _- :.1 ti,r4:\\\\\::‘,___t\\\;,,,...\2:4>zke,,,,,,,,,.. \ ‘51. N‘li \ \ //f: , 1,, \\\\\ )/y. s 44, III Y \\\: ._. ., _ : . . ass. \ \ 45 ejt.t: 1 1 P" ..„.r _, . ':''''''''') 11 tJ _ r LS / i "?''''›V.-'' .0 1 is& Jif T -`T� m J[q- j : , s ryrz. �irst j� '14:7 " i \' b9 ''-‘,<4, ' 1' 1 ' / ' ° ! g ..49///,.. : ---pKi, o , .1. ts,,,, , ,,,,I.// ' '''.t:--- ,L____;„ :,:_,L,...,44, . i , , ,' ' vir:1—',,::::: ' t ' F„,,,...\\tts 14: _._., i I') .// , r gg 1 i i ---, -14--/7/1 { 0 . f fO, elr.D 360n �c i eL $v _f n 3 sa 2` a in Qa m?'R+', 'P,-.1,-2,-,?,,, r `te ' 1 i � WI- gg Eg 7,'2,'-=',--. 1T A-.` ro a OD N . b` a, F• , 8R , l• Cr0UJ 0 tt W ae -' w 8 + awa ' say • x�€ waw nvO�Dw ate ° wor r + �S aWWW x z e alk a. . ....,-- .. / . . .I r:-7:71 I 1 ist42. ? as r ` h! ! ! ! :) f i , -- tip; 1! ' Qc 2,•• ., ; Yti>y hz •Sly J.46 ;�!; 1,4,-. _ -- ' �`�b '7 va <'.- C-.• ac:2 o _-/ 13 F ` - •a + 'lam _ y•- q li ..,-.L.-1'::_'_o. tY B. M a :sr., Y •Y, / •• ••/,_-+ / /,'.-o 21°0,0,_ .=0:•'24,4' \ t,'/ _� I:/ ' / 4 _ )) -,• �� a. gW 3 m ! y -� J 1/ \`U' p g�'ly�.(� \ / vl p" j b S a te, 1Yi/%4YN' / (. 7'1 ;!---'. I, .' O''t�w`� d- Y ,,Z.::" g b • v 4totn • . ��� ' vPr .2 ".a, -; 4. 4.1 w e i / o u P'� �� 2 2 2 5 jam' • / • tt.4' kt i \ [pct" e -(1'‘V�J • ti `d Rig' s _ /!. `\ dfa � :F .., F -, s 9 j " Eft ,• act - S '' ; eP /% 1 ( a �� - :,,,r.; r"/•I. .��... �� q -SYS .._. -=, 2e77,i y cf. �'S3'. '''.� ----fir e f i_ • r ,. v�cF`� //i 11„140A, •\ 7, /' 6:2:0‘,, ,�° ®; 'f d9 iNgl." ,y/ d f �' p tea^ • CF a:0-97,-•:.,'''"•' s% 04,,,c' 6 ra Iriiii.e 4 f IIF�~G' ,n�` amu' i- d\1°S eyC ge N Q02 `fl ya1°°'1446' Yip\\� Z• `� � 6 \ o e�,9 P\. 3";,c, a F s 5t 1 , o v ° i -.. --C ,t'% __' ,,15 V' Hyl e h AlJ „ ° . ca S $ ''',�6"1-14,As'...---, , J J E a w $ g' ern gp§ • U •ti CZ400�.�2���W •).. ^rte. P t \ _ds•,'�O cv2 a yI 8 A 6 Qtgbx,.y� g � U gd 'iW 'Fy pt'Z h\ti NI-.i 8 im �0 2fi R 0.t 1 ,,7 2 c o 0 a 0 O i Z o a co c o 0 5 LL ~ C a C O a o a $ nm v 2 $ 8 4 cq F-0 F tti 0 01 av $ mf � m mQn LL y pN N i0ce 0 a G i UO yj a °.a v w a Ara ° m + 0n 2 0 G n v g h m 3e 3e V U a A 4 m . m 0, ri m R tS r 05 a z W $ ii g� _ t8 ,g 8 0 28 8O gAl 0 � LL� u'� M. � _ � �� $ 8 lei tam 8 8 g ei o O • vIggiu — O ra n r, M co or ro"zi llgiEio — aO O E d �p pN� �fp�p+ h0 Oni �yOp 2 8 g U W 3 Ill M P~f !�f M A a O m $ $ N r M o 0 0 - ci LE Z J Zat ` �? $ $ 8 8 0 COma W m W Z F SW n 0 N 7 0 a a I•.cl h A N o CC z 8g — N N O O O eV N W O < a = 17 0 a 8 W (,,� N o O 72 8 Q Z i -- N O O 0 O O voF " u O u g a $ 8 $ $ $ g 0. a O u a a a ac o c 4 2 k z I Nrs p V//q� p� 4 W N , O O N O 4N.: 0 O C o G O r H 2 sY It, es) co 05 d, A co n 0.4 A al J �r if A-----"4%.,....„ . „,, N .-.. & 0 = '1o11144111 grimkcolu,i- .0..(1..zyk .. .. uo NI o � �ti � o ‘11C 0 cNi 0V ti V M ,_, ‘D t o O ^ V 'V d N d.• Ct v! C4 (iii d ” 0 a* co v G .5 .2 C O s = N 's o 00 S ' a i-.a o a. a> u O U U a ° ° 00 00 eq°° °° zz N ^' 0 F w In w 4. r••••• vD as ax c 'I ru • w o o > C) N N (( \s > O 0. 0., �� l� "� O O 0 `0 l�J ^ N N so 0 - v 1 6 L C) 1� Cy a a �� � 0 aNN a N aV ,Z N - A u a; t s.N.2 . 1 cc .8 i 1 1 i 0 ,, 8k tag u,,i• X , 2 IX 39 zt! 1 11 i A coo) w z =, ('3 8 cc Do 1 i 'i'i2- -J IG a.La Q. ti) g § V ‘e La 0 1 i > C I-IIC 4i . 1 /1°1111.1:111:111.11%nr 7,3 6 Li -S • g`i. '2 43117 t''' Q.1 A ,!, 4\14 LIIIIII — 4-1 ---t 1,% g a , s,..3 G, g '"'•*•• Z ,g — I tigg7. 4„..a b l I i 13 e— ag 7,''•', k; §'.3.. ?, T 4 ,, , . . ,,...... k 4 Ir___JI , U ri, I i \Illtiolimen, z,V4 -Q Z g f9 g E .- a .:-.. ‘..-, U c..) "ip '11 1 er..'t rr "4:t° ! r •R a: A g 1. , =1 A -...-•-@ , i'[ 1 IP 1.5.2.,L...' •,-, ; / . , , ,1., , . :. 1 ‘1111. i , . '- 1\, g t , !- , , .• N , ‘.., it 1 tn LI l)s-ii'''' H 1 allib cl- . i cm r 8 v..,-, 0 c\J 7 Yrr'02-0 Cr, 1 6 t 414 e Z ctl E , o N 0 ‘ 8 •65.0 •;. , - ' `6, 4 I ----. 1 .-'2 1 1 SZ F, coi O ? ,''ti tll . '-,--- Ti T ''' ,,,.__,,, NI. f' , 1 i Q , Q.- O * .'x - §1 , 1.:- / J .?. I••...:...._1,ii' ,,,:, I4.1 ,,,,zc'-c- 'i•- 8 4, ,li''' i'S t-t ilii, Z8:5'i2,' ,--,q,...., liii '41'1,,' ',.5-9 k i0 '- , .4' 1 ..r ....4 ., \ •-il ‘ 1 • -I ( I 'e. 'V-1: (-i tu C.% i 1 (..r, ''' 11 k z. k,;,„.._.,,, , , ,,,, t L., rs`,1-, , 0 k, .-R - : : f, i x , v, 4 n"... c, A 9:•'=',7 iii's•ilpp L'I'-'-'-i' rci • 1, ie. -,f,.---ci_-t()- i img, r•----' , : 11'1:- - 11 III b ANS 4117 voiDiv ooqie uoppis 7.0 'aid u, - : Y.13,0T Station "C" 110 Area Q10 _. (left) (in/hr) (acres) (cfs) 204+00 0.32 4.75 2.71 4.1 205+00 0.32 4.7 3.32 5 206+00 0.32 4.65 3.91 5.8 207+00 0.32 4.6 4.96 7.3 208+00 0.32 4.55 5.85 8.5 209+00 0.32 4.5 6.89 9.9 210+00 0.32 4.45 7.71 11 211+00 0.32 4.4 8.5 212+00 0.32 4.35 9.27 1 . yQ©7- "5�i'� Str. 5-1 0.32 4.3 10.8 14.9 `-"c'gLL - /4-9 C 0/0 ..?0,7.- r.� °")��3 2re .� �/o 3. 8 cA. biofilter.txt BasinFlow printout • INPUT: Basin: 5 Contour Areas Elevation(ft) Area(sf) Computed vol.(cy) 90.00 4483.00 0.0 91.00 5065.00 176.7 92.00 6299.00 X6.7 94.00 8984.00 949.8 95.00 11800.00 1333.5 Start_Elevation(ft) 90.00 vol.(cy) 0.00 4 Outlet Structures Outlet structure 0 orifice name: name area (sf) 0.136 diameter or depth (in) 5.000 width for rect. (in) 0.000 coefficient 0.600 invert (ft) 91.000 multiple 1 discharge into riser Outlet structure 1 Culvert name: name multiple 1 discharge out of riser D (in) 15.000 h (in) 0.000 Length (ft) 50.000 Slope 0.020 Manning's n 0.025 Inlet coeff. Ke 0.500 Equation constant set 0 Invert (ft) 90.000 outlet structure 2 Weir name: name length (ft) 20.000 side angle 0.000 coefficient 3.000 invert (ft) 94.000 multiple 1 discharge through dam outlet structure 3 weir name: name diameter (in) 36.000 side angle 0.000 coefficient 3.000 invert (ft) 93.600 multiple 1 discharge into riser transition at (ft) 1.003 orifice coef. 0.500 orifice area (sf) 7.069 5 Inflow Hydrographs Hydrograph 0 Modified_Rational name: post dev captured C 0.700 Area (acres) 4.000 IDF file: a2 time of concentration (min) 5.00 receding factor 1.670 time increment 1.00 time limit (min) 200.00 fudge factor 1.00 storm: crit. duration (65 iterations) volume (cy) 720.22 Page 1 biofilter.txt peak flow (cfs) 2.121 intensity (in/hr) 0.758 time to peak (min) 5.000 duration of peak (min) 146.12 routed true Hydro9raph 1 Modified_Rational name: post dev captured C 0.700 Area (acres) 4.000 IDF file: a10 time of concentration (min) 5.00 receding factor 1.670 time increment 1.00 time limit (min) 200.00 fudge factor 1.00 storm: crit. duration (428 iterations) volume (cy) 1018.00 peak flow (cfs) 3.795 intensity (in/hr) 1.355 time to peak (min) 5.000 duration of peak (min) 114.04 routed true Hydro9raph 2 Modified_Rational name: post dev captured C 0.700 Area (acres) 4.000 IDF file: a100 time of concentration (min) 5.00 receding factor 1.670 time increment 1.00 time limit (min) 200.00 fudge factor 1.00 storm: crit. duration (1 iterations) volume (cy) 1411.93 peak flow (cfs) 7.324 intensity (in/hr) 2.616 time to peak (min) 5.000 duration of peak (min) 80.08 routed true Hydro9raph 3 Modified_Rational name: name C 0.300 Area (acres) 1.000 IDF file: a2 time of concentration (min) 8.00 receding factor 1.670 time increment 1.00 time limit (min) 360.00 fudge factor 1.00 storm: peak intensity (zero duration) volume (cy) 31.90 peak flow (cfs) 1.344 intensity (in/hr) 4.480 time to peak (min) 8.000 duration of peak (min) 0.00 routed true Hydrograph 4 Modified_Rational name: name C 0.300 Area (acres) 1.000 IDF file: a10 time of concentration (min) 8.00 receding factor 1.670 time increment 1.00 time limit (min) 360.00 fudge factor 1.00 storm: peak intensity (zero duration) volume (cy) 41.37 peak flow (cfs) 1.743 intensity (in/hr) 5.811 time to peak (min) 8.000 Page 2 biofilter.txt duration of peak (min) 0.00 routed true OUTPUT: Routing Method: storage-indication Hydrograph 0 Routing Summary of Peaks: post dev captured inflow (cfs) 2.122 at 5.00 (min) discharge (cfs) 0.816 at 156.00 (min) water level (ft) 92.753 at 156.00 (min) storage (cy) 575.537 Hydrograph 1 Routing Summary of Peaks: post dev captured inflow (cfs) 3.796 at 5.00 (min) discharge (cfs) 1.529 at 123.00 (min) water level (ft) 93.668 at 123.00 (min) storage (cy) 842.282 Hydrograph 2 Routing Summary of Peaks: post dev captured inflow (cfs) 7.326 at 5.00 (min) discharge (cfs) 7.229 at 85.00 (min) water level (ft) 93.961 at 85.00 (min) storage (cy) 936.997 Hydrograph 3 Routing Summary of Peaks: name inflow (cfs) 1.344 at 8.00 (min) discharge (cfs) 0.000 at 0.00 (min) water level (ft) 90.189 at 21.00 (min) storage (cy) 31.698 Hydrograph 4 Routing summary of Peaks: name inflow (cfs) 1.743 at 8.00 (min) discharge (cfs) 0.000 at 0.00 (min) water level (ft) 90.244 at 21.00 (min) storage (cy) 41.110 Thu Jan 21 17:39:39 EST 2010 Page 3 Ti • 1 Short Version BMP Computations For Worksheets 2-6 Albemarle County Water Protection Ordinance: Modified Simple Method Plan: Cville 1st Church of the Nazarene Water Resources Area: Rural Land Preparer: JLT Date: 03-Nov-09 Revised Project Drainage Area Designation Trap No. 1 Retrofit ............. L storm pollutant export in pounds, L=[P(Pj)Rv/12][C(A)2.72] Rv mean runoff coefficient, Rv=0.05+0.009(1) Pj small storm correction factor,0.9 I percent imperviousness P annual precipitation,43"in Albemarle A project area in acres in subject drainage area, A= 2.96 Total Site EAST side C pollutant concentration,mg/1 or ppm target phosphorus f factor applied to RR ✓ required treatment volume in cy,0.5"over imperv.area= A(I)43560(0.5/12)/27 RR required removal, L(post)-f x L(pre) %RR removal efficiency, RR100/L(post) Impervious Cover Computation(values in feet&square feet) Item pre-development Area post-development Area Roads Length Width subtotal Length Width subtotal O 360 227920 .... .... .. ... O 0 O 0 O 0 0 7920 Driveways Length Width no. subtotal Length Width no. subtotal and walks 0 _. 0 O 0. O 0 0 0 Parking Lots 1 2 3 4 1 2 3 4 _ . 0 0 0 0 Gravel areas Area Area x0.70= 0 x0.70= 0 Structures Area no. subtotal Area no. subtotal O Homes 0 O 0 0 0 Actively-grazed pasture& Area Area yards and cultivated turf 0 x 0.08= 0 Remainder 0 x 0.08= 0' Active crop land Area Area x0.25= 0 x0.25= 0 Other Impervious Areas 0 0 Impervious Cover 0% 6% l(pre) l(post) Rv(post) V 0.11 12.2 New Development(For Development Areas,existing impervious cover<=20%) C f I(pre)* Rv(pre) L(pre) L(post) RR %RR Area Type 0.70 1.00 20% 0.23 4.18 1.91 -2.27 -119% Development Area 0.35 1.00 0% 0.05 0.45 0.96 0.50 52%. Drinking Water Watersheds 0.40 1.00 1% 0.06 0.61 1.09 0.48 44% Other Rural Land *min.values Redevelopment(For Development Areas,existing impervious cover>20%) C f I(pre)* Rv(pre) L(pre) L(post) RR %RR Area Type 0.70 0.90 20% 023 4.18 1.91 -1.85 -97% Development Area 0.35 0.85 0% 0.05 0.45 0.96 0.57 60% Drinking Water Watersheds 0.40 0.85 1% 0.06 0.61 1.09 0.57 52% Other Rural Land Interim Manual,Page 70 rev.16 Feb 1998 GEB SILTSIZ SILT TRAP SIZING Project: Nazarene Silt trap No. 1 Date: 3-Nov-09 AREA= 0.96 ACRES TOTAL REQ'D VOL.= 128.9 C.Y.OR 3480.1 C.F. Bottom of Weir Elev= 371.5 WET STORAGE REQ'D VOL= 1740.1 C.F. FOR A SURFACE AREA OF 875 S.F. AND A TYP.SIDE SLOPE OF 2 TO 1 A wet depth of 3 ft. yeilds a wet bottom area of 309 s.f. and a volume of 1776.1 c.f. OK DRY STORAGE Std.Dimensions from VESCH REQ'D VOL.= 1740.1 C.F. H Ho W FORA BOTTOM AREA OF 875 S.F. 1.5 0.5 2 AND A TYP.SIDE SLOPE OF 2 TO 1 2 1 2 A dry depth of 12 ft. 2.5 1.5 2.5 yeilds a dry surface area of 1412 s.f. 3 2 2.5 and a volume of 2287.3 c.f. OK 3.5 2.5 3 desired bottom length= 40 ft. 4 3 3 4.5 3.5 4 Plan Designation 5 4 4.5 Trap No. 1 Drainage Area= 0.96 Ac. Length= 6 ft. Bottom of Excay.Wet Area= 40 x 8 or 309.07 S.F.at elev. 368.5 OK Depth of Wet Storage= 3 ft. Wet Cleanout Elev.= 370.0 Bottom of Weir= 52 x 20 or 1025.79 S.F.at elev. 371.5 OK Depth of Dry Storage= 2 ft. Top of Berm= 60 x 28 or 1663.61 S.F.at elev. 374.5 OK H= 3 ft Ho= 2 ft W= 2.5 ft. Page 1 Biofilter Computations Albemarle County Water Protection Ordinance Plan: Cville 1st Church of the Nazarene Water Resources Area: Rural Land Preparer: JLT Date: 03-Nov-09 Revised Project Drainage Area Designation Trap No. 1 Retrofit Biofilter No.: 1 Drainage Area= 129011 s.f. Impervious Area= 7920 s.f.(See WPRO Worksheet) Required Floor at 2.5% 198 s.f.minimum Required WQV(first 1/2")= 330 c.f. Top Dimensions of biofilter material= 14 x 28 = 392 s.f. (L/W=2:1) Dimensions at Bottom of Weir= 20 x 34 = 680 s.f. Available Volume= 804 c.f. WQV O.K. Floor O.K. Forebay design(0.10"-0.25"per acre of impervious) Required Volume= 79 C.F.(Imperv.Area x 0.12"/12) At 1 ft.design depth= 79 S.f. at full width of floor= 14 ft. Yeilds barrier 6 ft.from upper end of retrofit Biofilter Top Elev.= 371.5 Underdrain: Bottom of weir stone= 373.0 Top of ponding berm= 374.5 1 underdrain line(s) 33 L.F.of 6"perforated PVC pipe Max Elevation of 2 yr.event= 372.5 OK Max.Outfall Elevation= 368.1 Max Elevation of 10 yr.event= 372.6 OK See plan for actual lengths and elevations Required No.of Plants(10 per 1000 s.f.)= 4 Shrubs 3 Trees 1 Tree varieties shall be Juniperius Virginiana(eastern red cedar) (1"min.Cal.) evenly distributed: Red Maple(Acer Rubrum) (1"min.Cal.) Red Oak(quercus rubra) (1"min.Cal.) Shrub varieties shall be Arrowwood Viburnum(Viburnum dentatum) (3-4 ft.min.Height at planting) 1 Watershed Model Schematic HydraflowHydrographsbylntelisolvev9.2 1 -Trap No 1 2-Trap Retrofit Project: NazareneTrapNOV09.gpw Monday, Nov 9, 2009 Hydrograph Report 2 Hydraflow Hydrographs by Intelisolve v92 Monday,Nov 9,2009 Hyd. No. 1 Trap No 1 Hydrograph type = Rational Peak discharge = 1.971 cfs Storm frequency = 2 yrs Time to peak = 9 min Time interval = 1 min Hyd. volume = 1,330 cuft Drainage area = 0.990 ac Runoff coeff. = 0.47* Intensity = 4.236 in/hr Tc by User = 9.00 min IDF Curve = Albmrle.IDF Asc/Rec limb fact = 1/1.5 *Composite(Area/C)=[(0.300 x 0.45)+(0.130 x 0.70)+(0.140 x 0.50)+(0.160 x 0.50)+(0.260 x 0.35)]/0.990 Trap No 1 Q (cfs) Hyd. No. 1 —2 Year Q (cfs) 2.00 2.00 1.00 1.00 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 Hyd No. 1 Time(min) Hydrograph Report 3 Hydraflow Hydrographs by Intelisolve v9.2 Monday,Nov 9,2009 Hyd. No. 2 Trap Retrofit Hydrograph type = Reservoir Peak discharge = 0.114 cfs Storm frequency = 2 yrs Time to peak = 21 min Time interval = 1 min Hyd. volume = 34 cuft Inflow hyd. No. = 1 - Trap No 1 Max. Elevation = 372.53 ft Reservoir name = Trap Retrofit Max. Storage = 1,227 cuft Storage Indication method used. Exfittration extracted from Outflow. Trap Retrofit Q(cfs) Hyd. No. 2—2 Year Q (cfs) 2.00 2.00 1.00 1.00 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 Time (min) Hyd No. 2 Hyd No. 1 _IJili Total storage used= 1,227 cuft Pond Report 4 Hydraflow Hydrographs by Intelisolve v9.2 Monday,Nov 9,2009 Pond No. 1 - Trap Retrofit Pond Data Trapezoid-Bottom L x W=52.0 x 20.0 ft, Side slope=2.0:1, Bottom elev.=371.50 ft, Depth=3.00 ft Stage/Storage Table Stage(ft) Elevation(ft) Contour area(sqft) Incr.Storage(cuft) Total storage(cuft) 0.00 371.50 1,040 0 0 0.30 371.80 1,128 325 325 0.60 372.10 1,219 352 677 0.90 372.40 1,312 380 1,057 1.20 372.70 1,409 408 1,465 1.50 373.00 1,508 437 1,902 1.80 373.30 1,610 468 2,370 2.10 373.60 1,715 499 2,868 2.40 373.90 1,823 531 3,399 2.70 374.20 1,934 564 3,963 3.00 374.50 2,048 597 4,560 Culvert/Orifice Structures Weir Structures [A] [B] [C] [PrfRsr] [A] [B] [C] [D] Rise(in) = 6.00 0.00 0.00 0.00 Crest Len(ft) = 8.00 6.00 0.00 0.00 Span(in) = 6.00 0.00 0.00 0.00 Crest El.(ft) = 372.50 373.00 0.00 0.00 No.Barrels = 1 0 0 0 Weir Coeff. = 3.33 2.60 3.33 3.33 Invert El.(ft) = 368.10 0.00 0.00 0.00 Weir Type = Riser Broad - - Length(ft) = 75.00 0.00 0.00 0.00 Multi-Stage = Yes No No No Slope(%) = 5.00 0.00 0.00 n/a N-Value = .013 .013 .013 n/a Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(inlhr) = 2.000(by Contour) Multi-Stage = n/a No No No TW Elev.(ft) = 0.00 Note:Culvert/Orifice outflows are analyzed under inlet(ic)and outlet(oc)control. Weir risers checked for orifice conditions(ic)and submergence(s). Stage(ft) Stage I Discharge Elev(ft) 3.00 374.50 2.00 373.50 • 1.00 372.50 0.00 371.50 0.00 3.00 6.00 9.00 12.00 15.00 18.00 21.00 24.00 27.00 30.00 33.00 Total Q Discharge(cfs) Short Version BMP Computations For Worksheets 2-6 Albemarle County Water Protection Ordinance: Modified Simple Method Plan: Cville 1st Church of the Nazarene Water Resources Area: Rural Land . . .. . ..... .. .. Preparer: JLT Date: 03-Nov-09 Revised Project Drainage Area Designation Trap No. 1 Retrofit L storm pollutant export in pounds, L=[P(Pj)Rv/12][C(A)2.72] Rv mean runoff coefficient, Rv=0.05+0.009(1) Pj small storm correction factor,0.9 1 percent imperviousness P annual precipitation,43"in Albemarle A project area in acres in subject drainage area, A= 2.96 Total Site EAST side C pollutant concentration,mg/I or ppm target phosphorus f factor applied to RR ✓ required treatment volume in cy,0.5"over imperv.area= A(I)43560(0.5/12)/27 RR required removal, L(post)-f x L(pre) %RR removal efficiency, RR100/L(post) Impervious Cover Computation(values in feet&square feet) Item pre-development Area post-development Area Roads Length Width subtotal Length Width subtotal O 360 22 7920 O 0 O 0 0 0 0 7920 Driveways Length Width no. subtotal Length Width no. subtotal and walks 0 O O 0 O 0 0 0 Parking Lots 1 2 3 4 12 3 4 0 0 0 0 Gravel areas Area Area ' x0.70= 0 x0.70= 0 Structures Area no. subtotal Area no. subtotal 0 Homes 0 0 0 0 0 0 0 Actively-grazed pasture& Area Area yards and cultivated turf 0 x 0.08= 0 Remainder 0 x 0.08= 0 Active crop land Area Area x0.25= 0 x025= 0 Other Impervious Areas 0 0 Impervious Cover 0% 6% I(pre) l(post) Rv(post) V 0.11 12.2 New Development(For Development Areas,existing impervious cover<=20%) C f I re Rv(pre) L(pre) L(post) RR %RR (pre)** (P ) (p ) (P ) Area Type 0.70 1.00 20% 0.23 4.18 1.91 -2.27 -119% Development Area 0.35 1.00 0% 0.05 0.45 0.96 0.50 52% Drinking Water Watersheds 0:40 1.00 1% 0.06 0.61 1.09 0.48 44% Other Rural Land *min.values Redevelopment(For Development Areas,existing impervious cover>20%) C f I(pm)* Rv(pre) L(pre) L(post) RR %RR Area Type 0.70 0.90 20% 0.23 4.18 1.91 -1.85 -97% Development Area 0.35 0.85 0% 0.05 0.45 0.96 0.57 60% Drinking Water Watersheds 0.40 0.85 1% 0.06 0.61 1.09 0.57 52% Other Rural Land Interim Manual,Page 70 rev. 16 Feb 1998 GEB r SILTSIZ SILT TRAP SIZING Project: Nazarene Silt trap No. 1 Date: 3-Nov-09 AREA= 0.96 ACRES TOTAL REQ'D VOL= 128.9 C.Y.OR 3480.1 C.F. Bottom of Weir Elev= I 371.5 WET STORAGE REQ'D VOL.= 1740.1 C;F. FOR A SURFACE AREA OF 875 S.F. AND A TYP.SIDE SLOPE OF 2 TO 1 A wet depth of 3 ft. yeilds a wet bottom area of 309 s.f. and a volume of 1776.1 c.f. OK DRY STORAGE Std.Dimensions from VESCH REQ'D VOL.= 1740.1 C.F. H Ho W FOR A BOTTOM AREA OF 875 S.F. 1.5 0.5 2 AND A TYP.SIDE SLOPE OF 2 TO 1 2 1 2 A dry depth of 12 ft. 2.5 1.5 2.5 yeilds a dry surface area of 1412 s.f. 3 2 2.5 and a volume of 2287.3 c.f. OK 3.5 2.5 3 desired bottom length= 40 Ift. 4 3 3 4.5 3.5 4 Plan Designation 5 4 4.5 Trap No. 1 Drainage Area= 0.96 Ac. Length= 6 ft Bottom of Excay.Wet Area= 40 x 8 or 309.07 S.F.at elev. 368.5 OK Depth of Wet Storage= 3 ft. Wet Cleanout Elev.= 370.0 Bottom of Weir- 52 x 20 or 1025.79 S.F.at elev. 371.5 OK Depth of Dry Storage= 2 ft, Top of Berm= 60 x 28 or 1663.61 S.F.at elev. 374.5 OK H= 3 ft Ho= 2 ft W= 2.5 ft Page 1 I Biofilter Computations Albemarle County Water Protection Ordinance Plan: Cville 1st Church of the Nazarene Water Resources Area: Rural Land Preparer: JLT Date: 03-Nov-09 Revised Project Drainage Area Designation Trap No. 1 Retrofit Biofilter No.: 1 Drainage Area= 129011 s.f. Impervious Area= 7920 s.f.(See WPRO Worksheet) Required Floor at 2.5% 198 s.f.minimum Required WQV(first 1/2")= 3.30 c.f. Top Dimensions of biofilter material= 14 x 28 = 392 s.f. (L .N=2:1) Dimensions at Bottom of Weir= 20 x 34 = 680 s.f. Available Volume= 804 c.f. WQV O.K. Floor O.K. Forebay design(0.10"-0.25"per acre of impervious) Required Volume= 79 C.F.(Imperv.Area x 0.12"/12) At 1 ft.design depth= 79 S.f. at full width of floor= 14 ft. Yeilds barrier 6 ft.from upper end of retrofit Biofilter Top Elev.= 371.5 Underdrain: Bottom of weir stone= 373.0 Top of ponding berm= 374.5 1 underdrain line(s) 33 L.F.of 6"perforated PVC pipe Max Elevation of 2 yr.event= 372.5 OK Max.Outfall Elevation= 368.1 Max Elevation of 10 yr.event= 372.6 OK See plan for actual lengths and elevations Required No.of Plants(10 q per 1000 s.f.)= 4 Shrubs 3 Trees 1 Tree varieties shall be Juniperius Virginiana(eastern red cedar) (1"min.Cal.) evenly distributed: Red Maple(Acer Rubrum) (1"min.Cal.) Red Oak(quercus rubra) (1"min.Cal.) Shrub varieties shall be Arrowwood Viburnum(Viburnum dentatum) (3-4 ft.min.Height at planting) 1 Watershed Model Schematic Hydraflow Hydrographs by Intelisolve v9.2 1 -Trap No 1 2-Trap Retrofit API Project NazareneTrapNOV09.gpw Monday, Nov 9, 2009 0 Hydrograph Report 2 Hydraflow Hydrographs by Intelisolve v9.2 Monday,Nov 9,2009 Hyd. No. 1 Trap No 1 Hydrograph type = Rational Peak discharge = 1.971 cfs Storm frequency = 2 yrs Time to peak = 9 min Time interval = 1 min Hyd. volume = 1,330 cuft Drainage area = 0.990 ac Runoff coeff. = 0.47* Intensity = 4.236 in/hr Tc by User = 9.00 min IDE Curve = Albmrle.IDF Asc/Rec limb fact = 1/1.5 *Composite(Area/C)=[(0.300 x 0.45)+(0.130 x 0.70)+(0.140 x 0.50)+(0.160 x 0.50)+(0.260 x 0.35)]/0.990 Trap No 1 Q (cfs) Q(cfs) Hyd. No. 1 —2 Year 2.00 2.00 1.00 1.00 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 s Hyd No. 1 Time(min) Hydrograph Report 3 Hydraflow Hydrographs by Intelisolve v9.2 Monday,Nov 9,2009 Hyd. No. 2 Trap Retrofit Hydrograph type = Reservoir Peak discharge = 0.114 cfs Storm frequency = 2 yrs Time to peak = 21 min Time interval = 1 min Hyd. volume = 34 cuft Inflow hyd. No. = 1 - Trap No 1 Max. Elevation = 372.53 ft Reservoir name = Trap Retrofit Max. Storage = 1,227 cuft Storage Indication method used. Exfiltration extracted from Outflow. Trap Retrofit Q(cfs) Q (cfs) Hyd. No. 2—2 Year 2.00 2.00 1.00 1.00 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 Time(min) Hyd No. 2 ® Hyd No. 1 'Mill Total storage used= 1,227 cuft Pond Report 4 Hydraflow Hydrographs by Intelisolve v92 Monday,Nov 9,2009 Pond No. 1 - Trap Retrofit Pond Data Trapezoid-Bottom L x W=52.0 x 20.0 ft, Side slope=2.0:1, Bottom elev.=371.50 ft, Depth=3.00 ft Stage/Storage Table Stage(ft) Elevation(ft) Contour area(sqft) Incr.Storage(cuft) Total storage(cuft) 0.00 371.50 1,040 0 0 0.30 371.80 1,128 325 325 0.60 372.10 1,219 352 677 0.90 372.40 1,312 380 1,057 1.20 372.70 1,409 408 1,465 1.50 373.00 1,508 437 1,902 1.80 373.30 1,610 468 2,370 2.10 373.60 1,715 499 2,868 2.40 373.90 1,823 531 3,399 2.70 374.20 1,934 564 3,963 3.00 374.50 2,048 597 4,560 Culvert/Orifice Structures Weir Structures [A] [B] [C] [PrfRsr] [A] [B] [C] [D] Rise(in) = 6.00 0.00 0.00 0.00 Crest Len(ft) = 8.00 6.00 0.00 0.00 Span(in) = 6.00 0.00 0.00 0.00 Crest El.(ft) = 372.50 373.00 0.00 0.00 No.Barrels = 1 0 0 0 Weir Coeff. = 3.33 2.60 3.33 3.33 Invert El.(ft) = 368.10 0.00 0.00 0.00 Weir Type = Riser Broad - - Length(ft) = 75.00 0.00 0.00 0.00 Multi-Stage = Yes No No No Slope(%) = 5.00 0.00 0.00 n/a N-Value = .013 .013 .013 n/a Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfll.(inlhr) = 2.000(by Contour) Multi-Stage = n/a No No No TW Elev.(ft) = 0.00 Note:Culvert/Orifice outflows are analyzed under inlet(ic)and outlet(oc)control. Weir risers checked for orifice conditions(ic)and submergence(s). Stage(ft) Stage/Discharge Elev(ft) 3.00 374.50 2.00 373.50 1.00 372.50 0.00 1111110021.- 0.00 3.00 6.00 9.00 12.00 15.00 18.00 21.00 24.00 27.00 30.00 33.00371.50 Total Q Discharge(cfs) r Biofilter Computations Albemarle County Water Protection Ordinance Plan: Cville 1st Church of the Nazarene Water Resources Area: Rural Land Preparers JLT Date: 03-Nov-09 Revised Project Drainage Area Designation Trap No. 1 Retrofit Biofilter No.: 1 Drainage Area= 129011 s.f. Impervious Area= 7920 s.f.(See WPRO Worksheet) Required Floor at 2.5% 198 s.f.minimum Required WQV(first 1/2")= 330 c.f. Top Dimensions of biofilter material= 14 x 28 = 392 s.f. (L/VV=2:1) Dimensions at Bottom of Weir= 20 x 34 = 680 s.f. Available Volume= 804 c.f. WQV O.K. Floor O.K. Forebay design(0.10"-0.25"per acre of impervious) Required Volume= 79 C.F.(Imperv.Area x 0.12"/12) At 1 ft.design depth= 79 S.f. at full width of floor= 14 ft. Yeilds barrier 6 ft.from upper end of retrofd Biofilter Top Elev.= 371.5 Underdrain: Bottom of weir stone= 373.0 Top of ponding berm= 374.5 1 underdrain line(s) 33 L.F.of 6"perforated PVC pipe Max Elevation of 2 yr.event= 372.5 OK Max.Outfall Elevation= 368.1 Max Elevation of 10 yr.event= 372.6 OK See plan for actual lengths and elevations Required No.of Plants(10 per 1000 s.f.)= 4 Shrubs 3 Trees 1 Tree varieties shall be Juniperius Virginiana(eastern red cedar) (1"min.Cal.) evenly distributed: Red Maple(Acer Rubrum) (1"min.Cal.) Red Oak(quercus rubra) (1"min.Cal.) Shrub varieties shall be Arrowwood Viburnum(Viburnum dentatum) (3-4 ft.min. Height at planting) 1 Watershed Model Schematic Hydraflow Hydrographs by Intelisolve v9.2 1 -Trap No 1 2-Trap Retrofit Project: NazareneTrapNOV09.gpw Monday, Nov 9, 2009 Hydrograph Report 2 Hydraflow Hydrographs by Intelisolve v9.2 Monday,Nov 9,2009 Hyd. No. 1 Trap No 1 Hydrograph type = Rational Peak discharge = 1.971 cfs Storm frequency = 2 yrs Time to peak = 9 min Time interval = 1 min Hyd. volume = 1,330 cuft Drainage area = 0.990 ac Runoff coeff. = 0.47* Intensity = 4.236 in/hr Tc by User = 9.00 min IDF Curve = Albmrle.IDF Asc/Rec limb fact = 1/1.5 *Composite(Area/C)_[(0.300 x 0.45)+(0.130 x 0.70)+(0.140 x 0.50)+(0.160 x 0.50)+(0.260 x 0.35)]/0.990 Trap No Q (cfs) 1 Hyd. No. 1 --2 Year Q (cfs) 2.00 2.00 1.00 1.00 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 - Hyd No. 1 Time(min) Hydrograph Report 3 Hydraflow Hydrographs by Intelisolve v9.2 Monday,Nov 9,2009 Hyd. No. 2 Trap Retrofit Hydrograph type = Reservoir Peak discharge = 0.114 cfs Storm frequency = 2 yrs Time to peak = 21 min Time interval = 1 min Hyd. volume = 34 cuft Inflow hyd. No. = 1 - Trap No 1 Max. Elevation = 372.53 ft Reservoir name = Trap Retrofit Max. Storage = 1,227 cuft Storage Indication method used. Exfiltration extracted from Outflow. Trap Retrofit Q (cfs) Q (cfs) Hyd. No. 2–2 Year 2.00 2.00 1.00 — 1. 1.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 - 0.00 Time(min) — Hyd No. 2 — Hyd No. 1 I1E111 Total storage used= 1,227 cuft Pond Report 4 Hydraflow Hydrographs by Intelisolve v9.2 Monday,Nov 9,2009 Pond No. 1 - Trap Retrofit Pond Data Trapezoid-Bottom L x W=52.0 x 20.0 ft, Side slope=2.0:1, Bottom elev.=371.50 ft, Depth=3.00 ft Stage/Storage Table Stage(ft) Elevation(ft) Contour area(sqft) incr.Storage(cuft) Total storage(cuft) 0.00 371.50 1,040 0 0 0.30 371.80 1,128 325 325 0.60 372.10 1,219 352 677 0.90 372.40 1,312 380 1,057 1.20 372.70 1,409 408 1,465 1.50 373.00 1,508 437 1,902 1.80 373.30 1,610 468 2,370 2.10 373.60 1,715 499 2,868 2.40 373.90 1,823 531 3,399 2.70 374.20 1,934 564 3,963 3.00 374.50 2,048 597 4,560 Culvert/Orifice Structures Weir Structures [A] [B] [C] [PrfRsr] [A] [B] [C] [D] Rise(in) = 6.00 0.00 0.00 0.00 Crest Len(ft) = 8.00 6.00 0.00 0.00 Span(in) = 6.00 0.00 0.00 0.00 Crest El.(ft) = 372.50 373.00 0.00 0.00 No.Barrels = 1 0 0 0 Weir Coeff. = 3.33 2.60 3.33 3.33 Invert El.(ft) = 368.10 0.00 0.00 0.00 Weir Type = Riser Broad - - Length(ft) = 75.00 0.00 0.00 0.00 Multi-Stage = Yes No No No Slope(%) = 5.00 0.00 0.00 n/a N-Value = .013 .013 .013 n/a Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(inlhr) = 2.000(by Contour) Multi-Stage = n/a No No No TW Elev.(ft) = 0.00 Note:Culvert/Orifice outflows are analyzed under inlet(ic)and outlet(oc)control. Weir risers checked for orifice conditions(ic)and submergence(s). Stage(ft) Stage/Discharge Elev(ft) 3.00 - 374.50 2.00 373.50 1.00 372.50 0.00 0.00 3.00 6.00 9.00 12.00 15.00 18.00 21.00 24.00 27.00 30.00 33.00371.50 -- Total Q Discharge(cfs)