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Citrus Heights North- Park Site Basin Drainage Study
CITRUS HEIGHTS NORTH PARK SITE BASIN CITY OF FONTANA DRAINAGE STUDY Revised May 12, 2004 Reference 126-1770 M • M Madole & Associates, Inc. 10601 Church Street, Suite 107 Rancho Cucamonga, CA 91730 (909) 948-1311 Fax 948-8464 �e r I w 0 M P mom V4 I i As v =zn Y ppt 4*r Development Consultants Civil Engineering - Land Surveying - Land Planning 8175 E. KAISER BOULEVARD m ..... . ,_... ,,ANAHEIM, CA 92808 (714) 0 !E� 0 � _ �31 I , P Ia.r r � f, w 0 M P mom V4 I i As v =zn Y ppt 4*r Development Consultants Civil Engineering - Land Surveying - Land Planning 8175 E. KAISER BOULEVARD m ..... . ,_... ,,ANAHEIM, CA 92808 (714) 0 � F I , r � w 0 M P mom V4 I i As v =zn Y ppt 4*r Development Consultants Civil Engineering - Land Surveying - Land Planning 8175 E. KAISER BOULEVARD m ..... . ,_... ,,ANAHEIM, CA 92808 (714) 0 IV SAN BERNARDINO COUNTY HYDROLOGY MANUAL �g v' Zx4I4 46 ,•,—�-rr till Rr, 311 I wp� LT T--L� -7' Z A P-11� W A C-4 C - SAN BERNARD NO COUNTY AS AFEW., SAN BERNARDINO COUNTY HYDROLOGY MANUAL �g v' Zx4I4 46 ,•,—�-rr till Rr, 311 I wp� LT T--L� -7' Z A P-11� W A INDEX MAP A (moron x, M, pro- , t- - " . , "' ` "4 jlj�l IMP= '!7a .., - 'm ma A- 12 _ d � 71 ,. ..... '"��7^r � - __ " y ._ I nl _ r" w. �` •b— w ;n.w t w 1 •"^i'� .: I 1 r'.;� � a •' !: + •y i— H LEGEND SOIL GROUP BOUNDARY A SOIL GROUP DESIGNATION --- BOUNDARY OF INDICATED SOURCE SCALE REDUCED BY I HYDROLOGIC SOILS GROUP MAP r- — -1 — FOR SOUTHWEST --A AREA C-4 C - SAN BERNARD NO COUNTY INDEX MAP A (moron x, M, pro- , t- - " . , "' ` "4 jlj�l IMP= '!7a .., - 'm ma A- 12 _ d � 71 ,. ..... '"��7^r � - __ " y ._ I nl _ r" w. �` •b— w ;n.w t w 1 •"^i'� .: I 1 r'.;� � a •' !: + •y i— H LEGEND SOIL GROUP BOUNDARY A SOIL GROUP DESIGNATION --- BOUNDARY OF INDICATED SOURCE SCALE REDUCED BY I HYDROLOGIC SOILS GROUP MAP r- — -1 — FOR SOUTHWEST --A AREA ►a_® wirala w R- i LIIQRYE W I I ' I R6 I I R5 I 4W I I.o `\:-.- v i— — — 1— y — — RIW-.E��.— J ��-- RIE — I ° "�•. R2E T4N T4 II {S — ( r,ar.I IIT I I M'EYERIA - �i , 7 • ' I 1 P '� I _- -�- - - - 1 •- - - - F -- - - -�_T fi �• r- -I-r-r �ol -` 1.4 T' AL2 r,,I r �, I y , s - l 1 77 I sffit RATTLEsn - 0 ' !� - �, I r I t6 Y I —� I `, a.[u�,\ /�ttTN- r T3 T- 7.0 I '�. 1 0y 9 h fi 5 •MrO.- ^ N �� -f- - r a r +._ .- -• •r• — I-- — —I I ` I 1 I I345.5 i I I er SAN. �— I • ' t C I I I I ' --• . — 1 I ' �..ti �! Jc`t7� r I � � • o •,(w 1 �.0 � 1 `r L. ARROY MSAO 4 �. n �- IN I aA Car L. 1- I �I^^ �(((()))� •� - dL by ' � ro o rnewow - I- - - -k- _ 'L// YI Li F L E _ I jp' N I ( I ( I r • "^ �� , I \ , I � o, I I ` f - .I•,-<aww t: s I t \I �'4�15 �-. I' Z. 1 iir- - [10 ERRI L �. 1 - � a-..�,�. ' A �\ '� ••a r GRbrL1M ' tia yid' I a'C : wu r` '� .� ~ � f /I�. - — —I CUCAMONGA � PEAN �,� i`-;Fo� xr � � :r F' � _�� t .�� 1 ,i- '� -(f �. �aRow � i - 1-i:� - I - +1 �l -F• �� ' X I 1 n _ \y, 1 ."., : I - ( � `'�',.� •Irn ..[.w ' � S _ Y I I i c•`L 1 ' i- � � •� '•.-'•� `,>�-ter � - m -j---I�?'�. � _- -- la � l ' - - Y - 1•� � � - = 1 � � Cs ,, - t � .- I __. 1 , Pell, d - I T- 1l 0 a + - i I �5 j JL. i t i- :y - -- -• s _ �'• i4►Ts - I� �� ` TIN - - - -� ` i e I� .,)Y I �f Lir. J f IN I -00 I I K-, `��• Inrp,#.� _.r: , _ a ��ry Vy y � �.� ��, GJ• _ _ .r_ _r \ar —I' -T j- "I' �'-I._r., f aCl -�' — I i a a, AtrA r x ya 1 3.0 i ?(-r-I- YA - • �' I I ' r; i _ d -4), 1 .y I i s AM i UPL?IND+ 'tl ..ia�r et.w[aT ww tt ' aw. 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RUp, I^ i TERTE I 1 1 • � rw I � �O �� I � i.0 � I • I I r I I T CHINO �;,� \z• #. �.,.A`1 - -- L -f - - �`- - w' . -`'� 4.� -I -i— -4- E -yI 1 < OGJ45 �- e - h - - -+ - - x '' - - r 1 _ y - T l[RN olYo ow I R 2 E _ V 34 - -_ '• - - - - - ww.w I- - - - PSP ,- - I - - - - - `' • '00 O T2S- -- t ..wrrC __ 1 a- •- - -'� a -� w A. .1 3. - " t•t --� P -I- �- }- -t I I__' , 3. -T�lT�-. �.! 3.0 R W I I Iz.O R2W ti RI 't lIr'I I I SAN BERNARDINO CO�Y� -I- -I -- '--`i, —j -- t F Q CCQNTROL 0151PICT 1 _ _ 4, - :'-! 3w REDUCED DRAWING VALLEY AREA 11" 8 CONTR4L`' i `-" + I SCALE I I= 4 MILES W+YETALs r - - - I uAM/-' 12 - 2 YEAR 24 HOUR SAN BERNARDINO COUNTY �" ° °" v> w a 1 C A?�3o APPROVED or HYDROLOGY MANUAL G.0 ISOL LE INES MECiPITATION (INCHES) �>� aGaLd Ra Yn Ka i I R8W I R7 R6W I 1902 f•Eoa. IrrrDA Y d 12 Tom a_In r1r.1 c c_� I I ,wain IARu ■qu•wwT, E '•� _ wauT . 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Al �� j! : I 3a•• -! �,IF, RIvERS10E . couN,T T 2 sIF R S I D E— t — -- a a p •.c' pap' - „•W' . _- - e 5' :ocwr ac •'p0 / R4W �' I R3 R \ IF • t • SPS ' I � I 1 I l -•., 11� � t - r' t -I -- 1- -, IF - 1•:SIJ s T- _. �. - - I R5W: I IF o CONTROL REDUCED DRAWING T3S I -� -- SIN - SCALE I"= 4 MILES IF -�.-1- r . p SAPS BERNARDIN O COUNTY • -4 I I ••�3a - - "•.R8W I R R6 HYDROLOGY (MANUAL LEG EN T IF `•• �9 ISOUNES PRECIPITATION (INCHES) m_II SAN BERNARDINO COUNTY FLOOD CONTROL DISTRICT VALLEY AREA ISOHYETALS YIa - 10 YEAR I HOUR YSED ON U.S.D.C., NA1.A. ATLAS 2,19T3 APPMOM BY FL DATESCALE FILE Na D7lWQ NO. 1902 1••21■i. WIRD-1 1 3 •f 12 rlr-"llor 91_2 + I' I i " .,_t - — -- I I �, 4— j- R6W 4 R8 R7W k5W +�& k ": — �R 2'w 11w RIE R2E Ii.71151 r ?I at) I 43 1.3 I 4N Lf - T. t .4 L LS r• 1WE SUI.IT 4) -4.1tv1-7 It 4, 94 ['02 -4- Ls �F- I L ITA 4-- .�I Z` _ _ I 29 H crow" ' — —1.) 1 34 3 .1 SAN WNW -Z- L. A ryll L k� GRIM• eltwill 1349sT2 N LIN V.L.K L4 0- 1.45 0 44= TM v f [A _T I N Vt. DA. T 0 �T 9 0 ut tAR0tr - !Li 4 Q- M U P L'll f, N Di0 tLAwdbir I OF L--=�.RIALTO".-+ ONTANA-- ;F + TIS' ONTA JQA COLTON I —LL 0-b I un -is I t A4� .j STMOMI y IN CAI INA vu A cf It 77=w ll� TKAI t NJ H 0 IKNN R R2 45 I — 4 IV 111101c, COUNT v T2S t E R S I D E R4W R3 R2W SAN BERNARDINO COUNTY F RA00 LWQ CONTROL QISTRKT - Z -R 5 VALLEYAREA CONT.ROL REDUCED DRAWING MOHYITAJ-3 T3S T SCALE 1 4 MILES Yx- —M YEAR I HOUR 'DA .4 IIASED ON US DIC WAAA An -0 2. 0?3 4 A 30 SAN BERNARDINO COUNTY AMNICIVID MY • w w• HYDROLOGY MANUAL oAn "m ........................ C, 8 ISOLINES PRECIPITATION (INCHES) 1992 C•ae� T= 4 W It R-10 Cil' -110C O -A LUCERNE VALLEY +'- I. I ." - - — -_ _F —_ —_ i i — v RIW 17- RIW 4W RZE 7_7 HE MA T4N R8W R7 L J - I L -i — _ _ I_ � — — +-, �, —' �- — � �I/ � _ � � t � op � 1 i 1 —FT 721— wr MIT 6.0 4.5 5.0 \-9--- 0 - R,htaESNKE 12.0 7 '6 T - -1 1 — 22. '9 0 N 2' 8.0 4 —4 —[go- 34 /L-i rl' '17 -4 S T- ---I I— J- -�F R �11�4 7TI L -Tee - -P ENW. 34'IsT2, N Q 4 i NO 4wo &I T — — — — - I — �— ' - • � '1 - �•-- l�m - + •�} _ �I _ " ' 'T. 1': J ' " ar`� " `O _ :�- < � r_ }" i4 .l +! �i'Y I _ � �' aANi� � fi � I �'`�'i iff J- IN 7 r t lao. 10.0 -4 SA A,a . J— L;kND IT t t4 RfA LT A WAS" It _t,;L2: 4—.—FONTANA- IlLo : L TIS 0 JIT •T .70 18.0 IS/ REDLANDS I 17 "LOMA it.. t aro, we. ... ... I, 7 mv CRESTam Ex f VOW ICA, cl# L_.�7.0 .......... _.T 2 - It. i [CHINO j!�t T RZ SAM 4GOU011ty N lqlvwRsloE COUK'T f3.-00 T2S R IDE I 41" ''cf? 4- R4W I j R _T 4o dFLOOD 10NTR R 5 W/ REDUCED DRAWING 1 T3 SCALE 1 4 MILES t +0 SAN BER NARDINO COUNTY 745 I R8 I w R6W HYDROLOGY MANUAL C6-0ISOLINES PRECIPITATION (INCHES) R - id SAN BERNARDINO COUNTY FLOOD CONTROL CISTRICT VALLEY AREA ISOHYETALS X4 - M YEAR 24 HOUR MASIED ON U.S-DC, KCAA. ATLAS Z, M73 APPKNEO BY FLO 0 CONTR NaINEER DATE SCALE *& � FILE NQ DRNO tm, 1982 1 I".2WRD-1 G °f 12. F I r.1 [Psr Q I. A \Q by V m ita C Cs co V�o r� lk. MR1 MADOLE & ASSOCIATES, INC. Job Citrus Heights North Civil Engineers -Land Surveyors -Planners Sheet No. of 10601 Church Street Suite 107 Calculated by: ATS Date 2/17/04 Rancho Cucamonga, CA 91730 Checked by: Date (909)948-1311 fax948-8464 Scale nts Rainfall Intensity Data Slope of Intensity/Duration curve 0.6 Duration Return Period (year) hr 2 5 10 25 1 100 1 0.87 1.04 1.16 1.32 1.57 3 1.43 1.81 2.09 2.47 3.03 6 1.95 2.57 ! 3.04 3.66 4.6 24 3.8 5.37 6.56 8.13 10.5 slope 0.45 0.50 0.54 0.57 0.60 0=values taken from lsohyetals, Riverside County Hydrology Manual All other values "interpolated" using logarithmic equations as follows: --> Exp( +/- Slope x Ln(T des) + Ln(ref 1) 4+ Slope x Ln(ref T)) --> 1100 - 110 / Ln(100/10) x Ln(des Period / 10) + 110 17.083 0.000 30.44 0.00 6.53 30.4 12.724 17.167 0.000 29.07 0.00 6.53 30.4 12.715 17.250 0.000 27.77 0.00 6.52 30.4 12.697 17.333 0.000 26.68 0.00 6.51 30.4 12.672 17.417 0.000 25.77 0.00 6.50 30.4 12.640 17.500 0.000 24.98 0.00 6.48 30.3 12.603 17.583 0.000 24.28 0.00 6.46 30.3 12.562 17.667 0.000 23.64 0.00 6.45 30.3 12.516 17.750 0.000 23.05 0.00 6.43 30.2 12.467 17.833 0.000 22.51 0.00 6.41 30.2 12.414 17.917 0.000 22.01 0.00 6.38 30.2 12.357 18.000 0.000 21.55 0.00 6.36 30.1 12.298 18.083 0.000 21.13 0.00 6.33 30.1 12.237 18.167 0.000 20.79 0.00 6.31 30.0 12.173 18.250 0.000 20.52 0.00 6.28 30.0 12.107 18.333 0.000 20.23 0.00 6.26 30.0 12.040 18.417 0.000 19.92 0.00 6.23 29.9 11.972 18.500 0.000 19.61 0.00 6.20 29.9 11.901 18.583 0.000 19.31 0.00 6.17 29.8 11.829 18.667 0.000 19.02 0.00 6.14 29.8 11.755 18.750 0.000 18.75 0.00 6.11 29.7 11.679 18.833 0.000 18.49 0.00 6.08 29.7 11.602 18.917 0.000 18.24 0.00 6.05 29.6 11.524 19.000 0.000 18.00 0.00 6.02 29.6 11.444 19.083 0.000 17.78 0.00 5.98 29.5 11.364 19.167 0.000 17.56 0.00 5.95 29.4 11.282 19.250 0.000 17.35 0.00 5.92 29.4 11.199 19.333 0.000 17.15 0.00 5.88 29.3 11.115 19.417 0.000 16.95 0.00 5.85 29.3 11.030 19.500 0.000 16.77 0.00 5.81 29.2 10.945 19.583 0.000 16.59 0.00 5.77 29.1 10.859 19.667 0.000 16.41 0.00 5.74 29.1 10.771 19.750 0.000 16.25 0.00 5.70 29.0 10.684 19.833 0.000 16.08 0.00 5.66 28.9 10.595 19.917 0.000 15.93 0.00 5.63 28.9 10.506 20.000 0.000 15.78 0.00 5.59 28.8 10.416 20.083 0.000 15.63 0.00 5.55 28.7 10.326 20.167 0.000 15.49 0.00 5.51 28.7 10.235 20.250 0.000 15.35 0.00 5.48 28.6 10.144 20.333 0.000 15.22 0.00 5.44 28.5 10.053 20.417 0.000 15.08 0.00 5.40 28.5 9.961 20.500 0.000 14.96 0.00 5.36 26.4 9.868 20.583 0.000 14.84 0.00 5.32 28.3 9.775 20.667 0.000 14.72 0.00 5.28 28.2 9.682 20.750 0.000 14.60 0.00 5.25 28.2 9.569 20.833 0.000 14.49 0.00 5.21 28.1 9.495 20.917 0.000 14.37 0.00 5.17 28.0 9.401 21.000 0.000 14.27 0.00 5.13 28.0 9.306 21.083 0.000 14.16 0.00 5.09 27.9 9.212 21.167 0.000 14.06 0.00 5.05 27.8 9.117 21.250 0.000 13.96 0.00 5.01 27.8 9.022 21.333 0.000 13.86 0.00 4.97 27.7 8.927 21.417 0.000 13.77 0.00 4.93 27.6 8.831 21.500 0.000 13.67 0.00 4.89 27.5 8.736 21.583 0.000 13.58 0.00 4.84 27.4 8.641 21.667 0.000 13.49 0.00 4.80 27.4 8.545 21.750 0.000 13.40 0.00 4.76 27.3 8.450 21.833 0.000 13.32 0.00 4.72 27.2 8.354 21.917 0.000 13.24 0.00 4.68 27.1 8.258 22.000 0.000 13.15 0.00 4.64 27.0 8.163 22.083 0.000 13.07 0.00 4.59 27.0 8.067 22.167 0.000 12.99 0.00 4.55 26.9 7.971 22.250 0.000 12.92 0.00 4.51 26.8 7.875 22.333 0.000 12.84 0.00 4.47 26.7 7.780 04/23/04 D-96 22.417 0.000 12.77 0.00 4.43 26.7 7.684 22.500 0.000 12.70 0.00 4.39 26.6 7.589 22.583 0.000 12.62 0.00 4.34 26.5 7.493 22.667 0.000 12.55 0.00 4.30 26.4 7.398 22.750 0.000 12.49 0.00 4.26 26.3 7.302 22.833 0.000 12.42 0.00 4.22 26.3 7.207 22.917 0.000 12.35 0.00 4.18 26.2 7.112 23.000 0.000 12.29 0.00 4.14 26.1 7.017 23.083 0.000 12.22 0.00 4.10 26.0 6.921 23.167 0.000 12.16 0.00 4.06 25.9 6.827 23.250 0.000 12.10 0.00 4.01 25.9 6.732 23.333 0.000 12.04 0.00 3.97 25.8 6.637 23.417 0.000 11.98 0.00 3.93 25.6 6.544 23.500 0.000 11.92 0.00 3.89 25.4 6.451 23.583 0.000 11.86 0.00 3.84 25.2 6.359 23.667 0.000 11.81 0.00 3.80 25.0 6.268 23.750 0.000 11.75 0.00 3.76 24.8 6.178 23.833 0.000 11.69 0.00 3.72 24.7 6.088 23.917 0.000 11.64 0.00 3.68 24.5 6.000 24.000 0.000 11.59 0.00 3.64 24.3 5.912 24.083 0.000 11.08 0.00 3.60 24.1 5.822 24.167 0.000 8.46 0.00 3.55 23.9 5.716 24.250 0.000 4.24 0.00 3.49 23.7 5.582 24.333 0.000 1.49 0.00 3.42 23.4 5.431 24.417 0.000 0.47 0.00 3.35 23.1 5.275 24.500 0.000 0.18 0.00 3.28 22.8 5.119 24.583 0.000 0.08 0.00 3.21 22.5 4.965 24.667 0.000 0.03 0.00 3.14 22.2 4.812 24.750 0.000 0.01 .0.00 3.07 21.9 4.662 24.833 0.000 0.00 0.00 3.01 21.6 4.513 24.917 0.000 0.00 0.00 2.94 21.2 4.367 25.000 0.000 0.00 0.00 2.87 20.8 4.224 25.083 0.000 0.00 0.00 2.B0 20.4 4.084 25.167 0.000 0.00 0.00 2.74 19.9 3.946 25.250 0.000 0.00 0.00 2.67 19.5 3.812 25.333 0.000 0.00 0.00 2.61 19.1 3.680 25.417 0.000 0.00 0.00 2.55 18.7 3.551 25.500 0.000 0.00 0.00 2.49 18.4 3.424 25.583 0.000 0.00 0.00 2.43 18.0 3.300 25.667 0.000 0.00 0.00 2.37 17.6 3.179 25.750 0.000 0.00 0.00 2.31 17.3 3.060 25.833 0.000 0.00 0.00 2.26 16.9 2.944 25.917 0.000 0.00 0.00 2.20 16.6 2.830 26.000 0.000 0.00 0.00 2.15 16.2 2.718 26.083 0.000 0.00 0.00 2.10 15.9 2.609 26.167 0.000 0.00 0.00 2.05 15.6 2.501 26.250 0.000 0.00 0.00 2.00 15.2 2.397 26.333 0.000 0.00 0.00 1.89 14.2 2.299 26.417 0.000 0.00 0.00 1.79 12.7 2.211 26.500 0.000 0.00 0.00 1.70 11.3 2.134 26.583 0.000 0.00 0.00 1.63 10.1 2.064 26.667 0.000 0.00 0.00 1.56 9.0 2.003 26.750 0.000 0.00 0.00 1.50 8.0 1.948 26.833 0.000 0.00 0.00 1.44 7.1 1.899 26.917 0.000 0.00 0.00 1.39 6.3 1.855 27.000 0.000 0.00 0.00 1.35 5.6 1.816 '27.083 0.000 0.00 0.00 1.31 5.0 1.782 27.167 0.000 0.00 0.00 1.28 4.5 1.751 27.250 0.000 0.00 0.00 1.25 4.0 1.723 27.333 0.000 0.00 0.00 1.22 3.6 1.699 27.417 0.000 0.00 0.00 1.20 3.2 1.677 27.500 0.000 0.00 0.00 1.18 2.8 1.658 27.583 0.000 0.00 0.00 1.16 2.5 1.640 27.667 0.000 0.00 0.00 1.14 2.2 1.625 04/23/04 D-97 27.750 0.000 0.00 0.00 1.12 2.0 1.611 27.833 0.000 0.00 0.00 1.11 1.8 1.599 27.917 0.000 0.00 0.00 1.10 1.6 1.588 28.000 0.000 0.00 0.00 1.09 1.4 1.579 28.083 0.000 0.00 0.00 1.08 1.3 1.570 28.167 0.000 0.00 0.00 1.07 1.1 1.562 28.250 0.000 0.00 0.00 1.06 1.0 1.555 28.333 0.000 0.00 0.00 1.05 0.9 1.549 28.417 0.000 0.00 0.00 1.05 0.8 1.544 26.500 0.000 0.00 0.00 1.04 0.7 1.539 28.583 0.000 0.00 0.00 1.04 0.6 1.535 28.667 0.000 0.00 0.00 1.03 0.6 1.531 28.750 0.000 0.00 0.00 1.03 0.5 1.527 28.833 0.000 0.00 0.00 1.03 0.4 1.524 28.917 0.000 0.00 0.00 1.02 0.4 1.522 29.000 0.000 0.00 0.00 1.02 0.4 1.519 29.083 0.000 0.00 0.00 1.02 0.3 1.517 29.167 0.000 0.00 0.00 1.02 0.3 1.515 29.250 0.000 0.00 0.00 1.01 0.2 1.513 29.333 0.000 0.00 0.00 1.01 0.2 1.512 29.417 0.000 0.00 0.00 1.01 0.2 1.510 29.500 0.000 0.00 0.00 1.01 0.2 1.509 29.583 0.000 0.00 0.00 1.01 0.2 1.508 29.667 0.000 0.00 0.00 1.01 0.1 1.507 29.750 0.000 0.00 0.00 1.01 0.1 1.506 29.833 0.000 0.00 0.00 1.01 0.1 1.506 29.917 0.000 0.00 0.00 1.01 0.1 1.505 ---------------------------------------------------------------------------- PROCESS SUMMARY OF STORAGE: INFLOW VOLUME = 42.436 AF BASIN STORAGE = 0.919 AF (WITH 0.000 AF INITIALLY FILLED) OUTFLOW VOLUME = 41.517 AF LOSS VOLUME = 0.000 AF FLOW PROCESS FROM NODE 10.00 TO NODE 3.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>SUBAREA RUNOFF (UNIT-HYDROGRAPH ANALYSIS) ««< (UNIT-HYDROGRAPH ADDED TO STREAM #2) WATERSHED AREA = 43.300 ACRES BASEFLOW = 0.000 CFS/SQUARE-MILE *USER ENTERED "LAG" TIME = 0.190 HOURS CAUTION: LAG TIME IS LESS THAN 0.50 HOURS. THE 5 -MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. VALLEY(DEVELOPED) S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH/HOUR) = 0.415 LOW LOSS FRACTION = 0.442 *HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5 -MINUTES RAINFALL(INCH)= 0.41 SPECIFIED PEAK 30 -MINUTES RAINFALL(INCH)= 0.95 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.32 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.47 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 3.66 SPECIFIED PEAK 24-HOUR RAINFALL(INCH) = 8.13 *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5 -MINUTE FACTOR = 0.990 30 -MINUTE FACTOR = 0.990 04/23/04 D-98 1 -HOUR FACTOR = 0.990 3 -HOUR FACTOR = 1.000 6 -HOUR FACTOR - 1.000 24-HOUR FACTOR = 1.000 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 43.860 UNIT HYDROGRAPH DETERMINATION ----------------------------------------------------------------------------- INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) ---------------------------------------------------------------------------- 1 3.451 18.070 2 23.188 103.354 3 56.968 176.892 4 83.318 137.984 5 94.150 56.723 6 97.949 19.895 7 98.939 5.185 8 99.497 2.922 9 99.799 1.580 10 99.950 0.790 11 100.000 0.263 ---------------------------------------------------------------------------- TOTAL SOIL -LOSS VOLUME(ACRE-FEET) = 12.2133 TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 17.1137 ---------------------------------------------------------------------------- 04/23/04 D-99 2 4- H O U R S T O R M R U N O F F H Y D R 0 G R A P H 04/23/04 D-100 HYDROGRAPH IN FIVE-MINU'T'E UNIT INTERVALS(CFS) II (Note: Time indicated is at END of Each Unit Intervals) ---------------------------------------------------------------------------- TIME(HRS) VOLUME(AF) Q(CFS) 0. 25.0 50.0 75.0 100.0 0.063 0.0011 0.16 Q 0.167 0.0087 1.10 Q 0.250 0.0274 2.71 VQ j 0.333 0.0547 3.97 VQ ` 0.417 0.0856 4.49 VQ 0.500 0.1179 4.68 VQ 0.583 0.1505 4.74 VQ I0.667 0.1834 4.78 VQ I 0.750 0.2164 4.80 VQ 0.833 0.2496 4.82 VQ 0.917 0.2829 4.83 VQ 1.000 0.3163 4.84 VQ 1.083 0.3497 4.85 VQ 1.167 0.3832 4.87 VQ 1.250 0.4168 4.68 VQ r 1.333 0.4505 4.89 Q ` 1.417 0.4842 4.90 Q 1.500 0.5181 4.91 Q 1.583 0.5520 4.92 Q 1.667 0.5860 4.94 Q I 1.750 0.6201 4.95 Q 1.833 0.6542 4.96 Q 1.917 0.6885 4.97 Q 2.000 0.7228 4.98 Q 2.083 0.7572 5.00 Q 2.167 0.7917 5.01 VQ 2.250 0.8263 5.02 VQ 2.333 0.8610 5.04 Q 2.417 0.8958 5.05 Q 2.500 0.9306 5.06 Q 2.583 0.9656 5.07 Q 2.667 1.0006 5.09 Q 2.750 1.0357 5.10 Q 2.833 1.0709 5.11 Q 2.917 1.1063 5.13 Q 3.000 1.1417 5.14 Q 3.083 1.1772 5.15 Q 3.167 1.2128 5.17 Q 3.250 1.2484 5.18 Q 3.333 1.2842 5.20 QV 3.417 1.3201 5.21 QV 3.500 1.3561 5.23 QV 3.583 1.3922 5.24 QV 3.667 1.4284 5.25 QV I 3.750 1.4647 5.27 QV 3.833 1.5011 5.28 QV 3.917 1.5376 5.30 QV 4.000 1..5742 5.31 QV 4.083 1.6109 5.33 QV 4.167 1.6477 5.35 QV 4.250 1.6846 5.36 QV 4.333 1.7217 5.38 Q V 04/23/04 D-100 J 4.417 1.7588 5.39 Q V J 4.500 1.7961 5.41 Q V 4.583 1.6334 5.43 Q V 4.667 1.8709 5.44 Q V 4.750 1.9085 5.46 Q V 4.833 1.9462 5.48 Q V 4.917 1.9840 5.49 Q V 5.000 2.0220 5.51 Q V 5.083 2.0601 5.53 Q V 5.167 2.0982 5.54 Q V 5.250 2.1365 5.56 Q V 5.333 2.1750 5.58 Q v 5.417 2.2135 5.60 Q V 5.500 2.2522 5.62 Q V 5.583 2.2910 5.64 Q V 5.667 2.3300 5.65 Q V 5.750 2.3691 5.67 Q V 5.833 2.4083 5.69 Q v 5.917 2.4476 5.71 Q V 6.000 2.4871 5.73 Q V 6.083 2.5267 5.75 Q V ' 6.167 2.5664 5.77 Q V 6.250 2.6063 5.79 Q V 6.333 2.6463 5.81 Q V 6.417 2.6865 5.83 Q V 6.500 2.7268 5.85 Q v 6.583 2.7673 5.88 Q V 6.667 2.8079 5.90 Q v 6.750 2.8487 5.92 Q V 6.833 2.8896 5.94 Q V 6.917 2.9307 5.96 Q V 7.000 2.9719 5.99 Q v 7.083 3.0133 6.01 Q v 7.167 3.0548 6.03 Q V 7.250 3.0965 6.06 Q v 7.333 3.1384 6.08 Q v I 7.417 3.1804 6.10 Q V 7.500 3.2226 6.13 Q V 7.583 3.2650 6.15 Q V } 7.667 3.3076 6.18 Q v I1 7.750 3.3503 6.20 Q v 7.833 3.3932 6.23 Q v 7.917 3.4363 6.26 Q v . 6.000 3.4796 6.28 Q v 8.083 3.5230 6.31 Q v . 8.167 3.5667 6.34 Q v . 8.250 3.6105 6.37 Q v . 8.333 3.6545 6.39 Q v . 8.417 3.6988 6.42 Q v . 8.500 3.7432 6.45 Q V . 8.583 3.7878 6.48 Q V . f 8.667 3.8327 6.51 Q V . 8.750 3.8777 6.54 Q V. 8.833 3.9230 6.57 Q V. 8.917 3.9685 6.60 Q V. 9.000 4.0142 6.64 Q V. 9.083 4.0601 6.67 Q V. 9.167 4.1063 6.70 Q V. 9.250 4.1527 6.74 Q V. 9.333 4.1993 6.77 Q V. 9.417 4.2462 6.80 Q V. 9.500 4.2933 6.84 Q v 9.583 4.3406 6.88 Q v 9.667 4.3682 6.91 Q v 04/23/04 D-101 9.750 4.4361 6.95 Q v 9.833 4.4842 6.99 Q v 9.917 4.5326 7.03 Q v 10.000 4.5813 7.07 Q v 10.083 4.6302 7.11 Q v 10.167 4.6794 7.15 Q v 10.250 4.7290 7.19 Q v 10.333 4.7788 7.23 Q V 10.417 4.8289 7.28 Q V 10.500 4.8793 7.32 Q ,V 10.583 4.9300 7.37 Q V 10.667 4.9811 7.41 Q V 10.750 5.0324 7.46 Q V 10.833 5.0641 7,51 Q v 10.917 5.1362 7.56 Q v 11.000 5.1886 7.61 Q v 11.083 5.2413 7.66 Q v 11.167 5.2944 7.71 Q v 11.250 5.3479 7.77 Q v 11.333 5.4018 7.82 Q v 11.417 5.4560 7.88 Q v 11.500 5.5107 7.94 Q v 11.583 5.5657 8.00 Q v 11.667 5.6212 8.06 Q v 11.750 5.6771 8.12 Q v 11.833 5.7335 8.18 Q V 11.917 5.7903 8.25 Q v 12.000 5.8476 8.32 Q v 12.083 5.9053 8.38 Q V 12.167 5.9634 8.43 Q V 12.250 6.0217 8.46 Q v 12.333 6.0803 6.51 Q v 12.417 6.1393 8.57 Q v 12.500 6.1989 8.65 Q v 12.583 6.2590 8.73 Q V 12.667 6.3197 8.82 Q v 12.750 6.3811 8.91 Q V 12.833 6.4431 9.00 Q v 12.917 6.5057 9.10 Q v 13.000 6.5690 9.20 Q v 13.083 6.6331 9.30 Q v 13.167 6.6979 9.41 Q v 13.250 6.7634 9.52 Q v 13.333 6.8298 9.63 Q v 13.417 6.8969 9.75 Q v 13.500 6.9650 9.88 Q v 13.583 7.0340 10.01 Q v 13.667 7.1039 10.15 Q v 13.750 7.1748 10.29 Q v 13.833 7.2467 10.45 Q v 13.917 7.3197 10.60 Q v 14.000 7.3939 10.77 Q V 14.083 7.4694 10.96 Q v 14.167 7.5464 11.19 Q v 14.250 7.6254 11.47 Q v 14.333 7.7063 11.74 Q v . 14.417 7.7889 11.99 Q v . 14.500 7.8731 12.23 Q v . 14.583 7.9591 12.49 Q v . 14.667 8.0470 12.76 Q V . 14.750 8.1369 13.05 Q V. 14.833 8.2290 13.37 Q V. 14.917 8.3234 13.71 Q V. 15.000 8.4204 14.09 Q V. 04/23/04 D-102 15.083 8.5202 14.50 Q V. 15.167 8.6232 14.95 Q V 15.250 8.7297 15.46 Q V 15.333 8.8401 16.03 Q V 15.417 8.9542 16.57 Q V 15.500 9.0690 16.67 Q v 15.583 9.1822 16.44 Q V 15.667 9.2969 16.66 Q v 15.750 9.4186 17.66 Q V 15.833 9.5520 19.37 Q v 15.917 9.7063 22.41 Q V 16.000 9.9053 28.89 Q v 16.083 10.2120 44.54 Q V 16.167 10.7396 76.60 v Q 16.250 11.3999 95.87 V Q . 16.333 11.9247 76.20 v Q 16.417 12.2275 43.97 Q V . 16.500 12.4161 27.40 Q V. 16.583 12.5567 20.41 Q V. 16.667 12.6822 18.23 Q V. 16.750 12.7964 16.58 Q V. 16.833 12.9016 15.26 Q v 16.917 12.9993 14.19 Q V 17.000 13.0915 13.38 Q v 17.083 13.1793 12.75 Q V 17.167 13.2632 12.18 Q V 17.250 13.3433 11.64 Q V 17.333 13.4202 11.16 Q V 17.417 13.4944 10.78 Q v 17.500 13.5663 10.44 Q V 17.583 13.6362 10.14 Q V 17.667 13.7041 9.87 Q v 17.750 13.7704 9.62 Q V 17.833 13.8351 9.39 Q V 17.917 13.8984 9.18 Q V 18.000 13.9603 8.99 Q V 18.083 14.0209 8.81 Q v 18.167 14.0806 8.66 Q v 18.250 14.1395 8.55 Q V 18.333 14.1975 8.43 Q v 18.417 14.2547 6.30 Q V 18.500 14.3110 8.17 Q V 18.583 14.3664 8.05 Q V 18.667 14.4210 7.93 Q V 18.750 14.4748 7.81 Q v 18.833 14.5278 7.70 Q v 18.917 14.5802 7.60 Q V 19.000 14.6318 7.50 Q v 19.083 14.6828 7.40 Q V 19.167 14.7332 7.31 Q v 19.250 14.7829 7.23 Q V 19.333 14.8321 7.14 Q v 19.417 14.8807 7.06 Q V 19.500 14.9288 6.98 Q v 19.583 14.9764 6.91 Q v 19.667 15.0234 6.83 Q V 19.750 15.0700 6.76 Q v 19.833 15.1161 6.70 Q v 19.917 15.1618 6.63 Q v 20.000 15.2070 6.57 Q v 20.083 15.2518 6.51 Q V 20.167 15.2962 6.45 Q v 20.250 15.3402 6.39 Q v 20.333 15.3839 6.33 Q v 04/23/04 D-103 i 20.417 15.4271 6.28 Q V 20.500 15.4700 6.23 Q V 20.583 15.5125 6.17 Q v 20.667 15.5547 6.12 Q v 20.750 15.5965 6.08 Q V 20.833 15.6380 6.03 Q V 20.917 15.6792 5.98 Q V } 21.000 15.7201 5.94 Q V Il 21.083 15.7607 5.89 Q v 21.167 15.8010 5.85 Q v 21.250 15.8410 5.81 Q V 21.333 15.8807 5.77 Q V 21.417 15.9202 5.73 Q v 21.500 15.9593 5.69 Q V 21.583 15.9983 5.65 Q V 1 21.667 16.0369 5.61 Q v 21.750 16.0753 5.58 Q V 11 21.833 16.1135 5.54 Q v 21.917 16.1514 5.51 Q v 22.000 16.1891 5.47 Q v 22.083 16.2266 5.44 Q V 22.167 16.2638 5.41 Q V . 22.250 16.3008 5.37 Q V . 22.333 16.3376 5.34 Q v . 22.417 16.3742 5.31 Q V . 22.500 16.4106 5.28 Q v . 22.583 16.4467 5.25 Q v . I 22.667 16.4827 5.22 Q v II 22.750 16.5185 5.19 Q v . 22.833 16.5540 5.17 Q V . 22.917 16.5894 5.14 Q V . 23.000 16.6246 5.11 Q V . 23.083 16.6596 5.08 Q v . 23.167 16.6945 5.06 Q V. 23.250 16.7291 5.03 Q V. 23.333 16.7636 5.01 Q V. 23.417 16.7979 4.98 Q V. 23.500 16.8321 4.96 Q V. 23.583 16.8661 4.93 Q V. J 23.667 16.8999 4.91 Q V. Il 23.750 16.9335 4.89 Q V. 23.833 16.9670 4.86 Q V. 23.917 17.0004 4.84 Q V. 24.000 17.0336 4.82 Q V. 24.083 17.0655 4.63 Q V. 24.167 17.0908 3.68 Q V. 24.250 17.1050 2.06 Q V. ! 24.333 17.1105 0.80 Q V. 24.417 17.1124 0.28 Q V. 24.500 17.1131 0.10 Q V. 24.583 17.1134 0.05 Q V. 24.667 17.1136 0.02 Q V. 24.750 17.1136 0.01 Q V. FLOW PROCESS FROM NODE 11.00 TO NODE 3.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>SUBAREA RUNOFF (UNIT-HYDROGRAPH ANALYSIS)<<<<< (UNIT-HYDROGRAPH ADDED TO STREAM #3) WATERSHED AREA = 30.000 ACRES 04/23/04 D-104 BASEFLOW = 0.000 CFS/SQUARE-MILE *USER ENTERED "LAG" TIME = 0.230 HOURS CAUTION: LAG TIME IS LESS THAN 0.50 HOURS. THE 5 -MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. VALLEY(DEVELOPED) S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH/HOUR) = 0.585 LOW LOSS FRACTION = 0.612 *HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5 -MINUTES RAINFALL(INCH)= 0.41 SPECIFIED PEAK 30 -MINUTES RAINFALL(INCH)= 0.95 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.32 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.47 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 3.66 SPECIFIED PEAK 24-HOUR RAINFALL(INCH) = 8.13 *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5 -MINUTE FACTOR = 0.990 30 -MINUTE FACTOR = 0.990 1 -HOUR FACTOR = 0.990 3 -HOUR FACTOR = 1.000 6 -HOUR FACTOR = 1.000 24-HOUR FACTOR = 1.000 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 36.232 UNIT HYDROGRAPH DETERMINATION ---------------------------------------------------------------------------- INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER ---------------------------------------------------------------------------- MEAN VALUES ORDINATES(CFS) 1 2.466 8.947 2 16.085 49.413 3 41.283 91.419 4 69.788 103.422 5 86.806 61.742 6 94.520 27.988 7 97.754 11.735 8 98.689 3.391 9 99.338 2.354 10 99.735 1.442 11 99.934 0.721 12 100.000 0.240 ----------------------------------------------------------------------------- TOTAL SOIL -LOSS VOLUME(ACRE-FEET) = 11.7272 TOTAL STORM RUNOFF VOLUME(ACRE-FEET) ---------------------------------------------------------------------------- = 8.5934 04/23/04 D-105 2 4- H O U R S T 0 R M R U N O F F H Y D R O G R A F H 04/23/04 D-106 IN FIVE-MINUTE UNIT INTERVALS(CFS) Time indicated is at END of Each Unit Intervals) --------(Note: TIME(HRS) -----HYDROGRAPH VOLUME(AF) ----------- Q(CFS) ----------------------------------------- 0. 15.0 30.0 45.0 60.0 ---------------------------------------------------------------------------- 0.083 0.0004 0.06 Q 0.167 0.0029 0.37 Q 0.250 0.0094 0.95 Q 0.333 0.0205 1.60 VQ 0.417 0.0342 1.99 VQ 0.500 0.0492 2.17 VQ 0.583 0.0647 2.25 VQ 0.667 0.0804 2.28 VQ 0.750 0.0962 2.30 VQ 0.833 0.1122 2.31 VQ 0.917 0.1282 2.32 VQ 1.000 0.1442 2.33 VQ j 1.083 0.1603 2.34 VQ I 1.167 0.1764 2.34 VQ 1.250 0.1926 2.35 VQ 1.333 0.2088 2.35 VQ 1.417 0.2250 2.36 Q 1.500 0.2413 2.36 Q 1.583 0.2576 2.37 Q ` 1.667 0.2740 2.38 Q 1.750 0.2904 2.38 Q 1.833 0.3068 2.39 Q 1.917 0.3233 2.39 Q 2.000 0.3398 2.40 Q 2.083 0.3564 2.40 Q 2.167 0.3730 2.41 Q 2.250 0.3896 2.42 Q 2.333 0.4063 2.42 Q 2.417 0.4230 2.43 Q 2.500 0.4398 2.44 QV 2.583 0.4566 2.44 QV 2.667 0.4735 2.45 QV 2.750 0.4904 2.45 QV 2.833 0.5073 2.46 QV 2.917 0.5243 2.47 QV 3.000 0.5413 2.47 QV 3.083 0.5584 2.48 QV 3.167 0.5756 2.49 QV 3.250 0.5927 2.49 QV 3.333 0.6099 2.50 QV II 3.417 0.6272 2.51 QV 3.500 0.6445 2.51 Q V 3.583 0.6619 2.52 Q V 3.667 0.6793 2.53 Q V 3.750 0.6968 2.53 Q V 3.833 0.7143 2.54 Q V 3.917 0.7318 2.55 Q V 4.000 0.7494 2.56 Q V 4.083 0.7671 2.56 Q V 4.167 0.7848 2.57 Q V 4.250 0.8026 2.58 Q V 4.333 0.8204 2.59 Q V 04/23/04 D-106 4.417 0.8382 2.59 Q V 4.500 0.8562 2.60 Q V 4.583 0.8741 2.61 Q V 4.667 0.8922 2.62 Q V 4.750 0.9102 2.63 Q V 4.833 0.9284 2.63 Q V 4.917 0.9466 2.64 Q V 5.000 0.9648 2.65 Q V 5.083 0.9831 2.66 Q V 5.167 1.0015 2.67 Q V 5.250 1.0199 2.68 Q V 5.333 1.0384 2.68 Q V 5.417 1.0570 2.69 Q V 5.500 1.0756 2.70 Q V 5.583 1.0942 2.71 Q V 5.667 1.1130 2.72 Q V 5.750 1.1318 2.73 Q V 5.833 1.1506 2.74 Q V 5.917 1.1695 2.75 Q V 6.000 1.1885 2.76 Q V 6.083 1.2076 2.77 Q V 6.167 1.2267 2.78 Q V 6.250 1.2459 2.79 Q V 6.333 1.2651 2.80 Q V 6.417 1.2844 2.81 Q V 6.500 1.3038 2.82 Q V 6.583 1.3233 2.83 Q V 6.667 1.3428 2.84 Q V 6.750 1.3624 2.85 Q v 6.833 1.3821 2.86 Q V 6.917 1.4018 2.87 Q V 7.000 1.4217 2.88 Q V 7.083 1.4416 2.89 Q V 7.167 1.4615 2.90 Q v 7.250 1.4816 2.91 Q v 7.333 1.5017 2.92 Q V 7.417 1.5219 2.93 Q V 7.500 1.5422 2.95 Q V 7.583 1.5626 2.96 Q V 7.667 1.5831 2.97 Q v 7.750 1.6036 2.98 Q V 7.833 1.6242 3.00 Q V 7.917 1.6449 3.01 Q V 8.000 1.6657 3.02 Q V 6.083 1.6866 3.03 Q v 8.167 1.7076 3.05 Q V 8.250 1.7287 3.06 Q V . 8.333 1.7499 3.07 Q V . 8.417 1.7711 3.09 Q v . 8.500 1.7925 3.10 Q v . 8.583 1.8139 3.12 Q v . 8.667 1.8355 3.13 Q V . 8.750 1.8571 3.14 Q v . 8.833 1.8789 3.16 Q V . 8.917 1.9007 3.17 Q v . 9.000 1.9227 3.19 Q v . 9.083 1.9448 3.20 Q V. 9.167 1.9670 3.22 Q V. 9.250 1.9893 3.24 Q V. 9.333 2.0117 3.25 Q V. 9.417 2.0342 3.27 Q V. 9.500 2.0568 3.29 Q V. 9.583 2.0796 3.30 Q V. 9.667 2.1024 3.32 Q V. 04/23/04 D-107 9.750 2.1254 3.34 Q V. 9.833 2.1486 3.36 Q V 9.917 2.1718 3.38 Q v 10.000 2.1952 3.39 Q v 10.083 2.2187 3.41 Q V 10.167 2.2423 3.43 Q v 10.250 2.2661 3.45 Q v 10.333 2.2901 3.47 Q v 10.417 2.3141 3.49 Q V 10.500 2.3383 3.52 Q V 10.583 2.3627 3.54 Q V 10.667 2.3872 3.56 Q v 10.750 2.4119 3.58 Q V 10.833 2.4367 3.61 Q v 10.917 2.4617 3.63 Q V 11.000 2.4869 3.65 Q v 11.083 2.5122 3.68 Q V 11.167 2.5377 3.70 Q v 11.250 2.5634 3.73 Q V 11.333 2.5892 3.75 Q V 11.417 2.6153 3.76 Q v 11.500 2.6415 3.81 Q V 11.583 2.6679 3.84 Q v 11.667 2.6945 3.67 Q v 11.750 2.7214 3.90 Q v 11.833 2.7484 3.93 Q V 11.917 2.7757 3.96 Q v 12.000 2.8032 3.99 Q V 12.063 2.8309 4.02 Q V 12.167 2.8588 4.05 Q v 12.250 2.8868 4.07 Q V 12.333 2.9149 4.09 Q v 12.417 2.9433 4.11 Q v 12.500 2.9718 4.15 Q v 12.583 3.0007 4.19 Q v 12.667 3.0298 4.23 Q v 12.750 3.0592 4.27 Q v 12.833 3.0889 4.31 Q v 12.917 3.1189 4.36 Q v 13.000 3.1493 4.41 Q V 13.083 3.1799 4.45 Q V 13.167 3.2110 4.51 Q v 13.250 3.2424 4.56 Q v 13.333 3.2741 4.61 Q v 13.417 3.3063 4.67 Q v 13.500 3.3389 4.73 Q V 13.583 3.3719 4.79 Q V 13.667 3.4053 4.86 Q V 13.750 3.4393 4.92 Q v 13.833 3.4737 5.00 Q v 13.917 3.5086 5.07 Q v 14.000 3.5441 5.15 Q V 14.083 3.5801 5.23 Q v 14.167 3.6169 5.34 Q v 14.250 3.6545 5.46 Q v 14.333 3.6930 5.59 Q v 14.417 3.7323 5.71 Q V 14.500 3.7725 5.83 Q V 14.583 3.8135 5.95 Q V 14.667 3.8554 6.08 Q v 14.750 3.8982 6.22 Q V . 14.833 3.9421 6.37 Q v . 14.917 3.9870 6.52 Q V . 15.000 4.0331 6.70 Q V . 04/23/04 D-108 15.083 4.0805 6.89 Q v . 15.167 4.1294 7.10 Q V. 15.250 4.1799 7.33 Q V. 15.333 4.2322 7,59 Q V. 15.417 4.2862 7,85 Q V. 15.500 4.3411 7.97 Q v 15.583 4.3959 7.96 Q v 15.667 4.4510 7.99 Q v 15.750 i 4.5083 8.31 Q V 15.833 4.5702 9.00 Q v 15.917 4.6415 10.35 Q v 16.000 4.7347 13.53 Q. v , 16.083 4.8838 21.65 Q v 16.167 5.1498 38.63 V Q 16,250 5.5098 52.27 v Q 1 16.333 5.8694 52.22 V Q 16.417 6.1111 35.09 Q v . I( 16.500 6.2558 21,01 Q V. 16.583 6.3502 13.70 Q. V. 16,667 6.4192 10.03 Q V. 16.750 6.4806 8.92 Q V 16.833 6.5359 8,03 Q V 16.917 6.5862 7,30 Q v 17.000 6.6325 6.72 Q V 17.083 6.6760 6.31 Q v JI 17.167 6.7174 6.01 Q v 17.250 6.7569 5.74 Q v 17.333 6.7948 5.50 Q v 17.417 6.8313 5.29 Q v 17,500 6.8665 5.12 Q v 17.583 6.9007 4.96 Q V 17.667 6.9339 4.82 Q v 17.750 6.9663 4.70 Q v 17.833 6.9979 4.58 Q V 17.917 7.0287 4,48 Q v 18.000 7.0589 4.38 Q V 18.083 7.0884 4.29 Q v I{ 18.167 7.1174 4.21 Q V 18,250 7.1460 4.15 Q V 18.333 7,1742 4.09 Q v 18.417 7.2019 4.03 Q v 18.500 7.2293 3.97 Q v 18.583 7.2562 3.91 Q V 18.667 7.2827 3.85 Q V 18.750 7.3088 3.79 Q v 18.833 7.3345 3.74 Q v 18.917 7.3599 3.69 Q v 19.000 7.3850 3.64 Q v 19.083 7.4097 3.59 Q v 19.167 7,4341 3.55 Q v 19.250 7.4583 3.50 Q V 19.333 7.4821 3.46 Q v C 19.417 7.5057 3.42 Q v 19.500 7.5290 3.38 Q V 19.583 7.5520 3.35 Q v 19.667 7.5748 3.31 Q V 19.750 7.5974 3.28 Q v 19.833 7.6197 3.24 Q v 19.917 7.6418 3.21 Q V 20.000 7.6637 3.18 Q V 20.083 7,6854 3.15 Q v 20.167 7.7069 3.12 Q V 20.250 7.7282 3.09 Q V 20.333 7.7493 3.06 Q V 04/23/04 D-109 20.417 7.7702 3.04 Q v 20.500 7.7910 3.01 Q V 20.583 7.8115 2.99 Q v 20.667 7.8319 2.96 Q V 20.750 7.8522 2.94 Q V 20.833 7.8723 2.92 Q v 20.917 7.8922 2.89 Q v 21.000 7.9120 2.87 Q v 21.083 7.9316 2.85 Q v 21.167 7.9511 2.83 Q v 21.250 7.9704 2.81 Q v 21.333 7.9896 2.79 Q v 21.417 8.0087 2.77 Q v 21.500 8.0276 2.75 Q v 21.583 8.0464 2.73 Q v 21.667 8.0651 2.71 Q v 21.750 8.0837 2.70 Q v 21.833 8.1021 2.68 Q v 21.917 8.1205 2.66 Q v 22.000 8.1387 2.64 Q V 22.083 8.1568 2.63 Q v 22.167 8.1748 2.61 Q v . 22.250 8.1927 2.60 Q v . 22.333 8.2105 2.58 Q V . 22.417 8.2281 2.57 Q V . 22.500 8.2457 2.55 Q V . 22.583 8.2632 2.54 Q v . 22.667 8.2806 2.52 Q V . 22.750 8.2978 2.51 Q V . 22.833 8.3150 2.50 Q V . 22.917 8.3321 2.48 Q v . 23.000 8.3491 2.47 Q v . 23.083 8.3660 2.46 Q V . 23.167 8.3829 2.44 Q V. 23.250 8.3996 2.43 Q V. 23.333 8.4163 2.42 Q V. 23.417 8.4328 2.41 Q V. 23.500 8.4493 2.39 Q V. 23.583 8.4657 2.38 Q V. 23.667 8.4821 2.37 Q V. 23.750 8.4983 2.36 Q V. 23.833 8.5145 2.35 Q V. 23.917 8.5306 2.34 Q V. 24.000 8.5466 2.33 Q V. 24.083 8.5622 2.26 Q V. 24.167 8.5755 1.94 Q V. 24.250 8.5849 1.35 Q V. 24.333 8.5897 0.70 Q V. 24.417 8.5918 0.30 Q V. 24.500 8.5926 0.13 Q V. 24.583 8.5930 0.05 Q V. 24.667 8.5932 0.03 Q V. 24.750 8.5933 0.02 Q V. 24.833 8.5933 0.01 Q V. FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 IS CODE = 7 »»>STREAM NUMBER 2 ADDED TO STREAM NUMBER 1<<<<< 04/23/04 D-110 FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 IS CODE = 7 ---------------------------------------------------------------------------- »»>STREAM NUMBER 3 ADDED TO STREAM NUMBER 1««< FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 IS CODE = 11 ---------------------------------------------------------------------------- »»>VIEW STREAM NUMBER 1 HYDROGRAPH««< 04/23/04 D-111 STREAM HYDROGRAPH IN FIVE-MINUTE UNIT INTERVALS(CFS) (Note: Time indicated is at END of Each Unit Intervals) ------------------------------------------------------------ TIME(HRS) VOLUME(AF) Q(CFS) --------------- 0. 50.0 100.0 150.0 200.0 ---------------------------------------------------------------------------- 0.083 0.0015 0.22 Q 0.167 0.0116 1.47 Q 0.250 0.0368 3.66 Q 0.333 0.0752 5.57 VQ 0.417 0.1198 6.46 VQ 0.500 0.1671 6.86 VQ 0.583 0.2152 6.99 VQ 0.667 0.2638 7.06 VQ 0.750 0.3128 7.10 VQ 0.833 0.3619 7.14 VQ 0.917 0.4112 7.16 VQ 1.000 0.4607 7.18 VQ 1.083 0.5102 7.20 VQ 1.167 0.5599 7.21 VQ 1.250 0.6097 7.23 VQ 1.333 0.6597 7.25 VQ 1.417 0.7097 7.27 VQ 1.500 0.7599 7.29 VQ 1.583 0.8102 7.30 VQ 1.667 0.8606 7.32 VQ 1.750 0.9114 7.38 VQ 1.833 0.9671 8.08 VQ 1.917 1.0313 9.33 VQ 2.000 1.1032 10.44 V Q 2.083 1.1820 11.44 V Q 2.167 1.2669 12.33 V Q 2.250 1.3573 13.13 V Q 2.333 1.4527 13.85 V Q 2.417 1.5525 14.49 V Q 2.500 1.6563 15.08 V Q 2.583 1.7638 15.60 V Q 2.667 1.8745 16.07 V Q 2.750 1.9881 16.50 V Q 2.833 2.1044 16.88 V Q 2.917 2.2230 17.23 V Q 3.000 2.3439 17.55 V Q 3.083 2.4667 17.84 V Q 3.167 2.5914 18.10 V Q 3.250 2.7177 18.34 V Q 3.333 2.8456 18.56 V Q 3.417 2.9748 18.76 V Q 3.500 3.1053 18.95 V Q 3.583 3.2370 19.12 V Q 3.667 3.3698 19.28 VQ 3.750 3.5037 19.43 VQ 3.833 3.6385 19.57 VQ 3.917 3.7742 19.70 VQ 04/23/04 D-111 4.000 3.9107 19.83 VQ 4.083 4.0461 19.94 VQ 4.167 4.1862 20.05 V Q 4.250 4.3250 20.16 V Q 4.333 4.4645 20.26 V Q 4.417 4.6047 20.36 V Q 4.500 4.7456 20.45 V Q 4.583 4.8670 20.54 V Q 4.667 5.0291 20.63 v Q 4.750 5.1717 20.71 VQ 4.833 5.3149 20.80 VQ 4.917 5.4587 20.68 VQ 5.000 5.6030 20.96 VQ 5.083 5.7479 21.04 VQ 5.167 5.8933 21.11 VQ 5.250 6.0393 21.19 VQ 5.333 6.1858 21.27 VQ 5.417 6.3328 21.34 VQ 5.500 6.4803 21.42 VQ 5.583 6.6283 21.50 VQ 5.667 6.7769 21.57 Q 5.750 6.9260 21.65 Q 5.833 7.0756 21.72 Q 5.917 7.2257 21.80 Q 6.000 7.3764 21.88 Q 6.083 7.5276 21.95 Q 6.167 7.6793 22.03 Q 6.250 7.6316 22.11 Q 6.333 7.9844 22.19 Q 6.417 8.1377 22.26 Q 6.500 8.2916 22.34 Q 6.583 8.4460 22.42 QV 6.667 8.6010 22.51 QV 6.750 8.7566 22.59 QV 6.833 8.9127 22.67 QV 6.917 9.0694 22.75 QV 7.000 9.2261 22.84 QV 7.083 9.3845 22.92 Qv 7.167 9.5430 23.01 QV 7.250 9.7020 23.09 QV 7.333 9.8617 23.18 QV 7.417 10.0220 23.27 QV 7.500 10.1829 23.36 Q v 7.583 10.3444 23.45 Q V 7.667 10.5066 23.55 Q V 7.750 10.6694 23.64 Q V 7.833 10.8328 23.73 Q v 7.917 10.9969 23.83 Q V 8.000 11.1617 23.93 Q v 8.083 11.3272 24.03 Q v 8.167 11.4933 24.13 Q V 8.250 11.6602 24.23 Q V 8.333 11.8278 24.33 Q V 8.417 11.9960 24.43 Q v 8.500 12.1651 24.54 Q V 8.563 12.3348 24.65 Q V 8.667 12.5052 24.74 Q V 8.750 12.6760 24.80 Q v 8.833 12.8472 24.86 Q v 8.917 13.0189 24.92 Q V 9.000 13.1909 24.99 Q V 9.083 13.3635 25.05 Q v 9.167 13.5365 25.12 Q V . 9.250 13.7100 25.19 Q V . 04/23/04 D-112 9.333 13.8639 25.26 Q V . 9.417 14.0584 25.34 Q v . 9.500 14.2334 25.41 Q v . 9.583 14.4090 25.49 Q v . 9.667 14.5851 25.57 Q v . 9.750 14.7618 25.65 Q V . 9.833 14.9390 25.74 Q v . 9.917 15.1169 25.83 Q v . 10.000 15.2954 25.92 Q V. 10.083 15.4745 26.01 Q V. 10.167 15.6543 26.10 Q V. 10.250 15.8347 26.20 Q V. 10.333 16.0159 26.30 Q V. 10.417 16.1977 26.40 Q V. 10.500 16.3803 26.51 Q V. 10.563 16.5636 26.62 Q V. 10.667 16.7477 26.73 Q V. 10.750 16.9326 26.84 Q v 10.833 17.1182 26.96 Q v 10.917 17.3047 27.08 Q V 11.000 17.4921 27.20 Q v 11.083 17.6603 27.33 Q V 11.167 17.8694 27.46 Q V 11.250 18.0594 27.59 Q v 11.333 18.2503 27.73 Q v 11.417 18.4423 27.87 Q v 11.500 18.6352 28.01 Q v 11.583 18.8291 26.16 Q v 11.667 19.0241 28.31 Q v 11.750 19.2201 28.47 Q V 11.833 19.4173 28.63 Q v 11.917 19.6156 28.79 Q V 12.000 19.8150 28.96 Q v 12.083 20.0156 29.13 Q v 12.167 20.2172 29.27 Q v 12.250 20.4197 29.40 Q V 12.333 20.6231 29.54 Q v 12.417 20.8277 29.70 Q V 12.500 21.0335 29.89 Q v 12.583 21.2407 30.09 Q V 12.667 21.4494 30.30 Q V 12.750 21.6595 30.51 Q V 12.833 21.8712 30.74 Q V 12.917 22.0845 30.97 Q v 13.000 22.2994 31.21 Q V 13.083 22.5160 31.45 Q V 13.167 22.7344 31.71 Q V 13.250 22.9546 31.98 Q V 13.333 23.1768 32.26 Q v 13.417 23.4009 32.54 Q V 13.500 23.6271 32.64 Q v 13.563 23.8554 33.15 Q V 13.667 24.0860 33.46 Q v 13.750 24.3189 33.82 Q V 13.833 24.5542 34.17 Q V 13.917 24.7921 34.54 Q V 14.000 25.0326 34.93 Q v 14.083 25.2761 35.34 Q V 14.167 25.5229 35.84 Q V 14.250 25.7736 36.40 Q V 14.333 26.0283 36.96 Q v 14.417 26.2868 37.53 Q v 14.500 26.5491 38.09 Q V 14.583 26.8154 38.67 Q V 04/23/04 D-113 i 14.667 27.0859 39.28 Q v 14.750 27.3609 39.92 Q v 14.833 27.6406 40.62 Q V i 14.917 27.9255 41.36 Q v 1 15.000 28.2157 42.15 Q V 1 15.083 28.5115 42.95 Q V 15.167 28.8133 43.81 Q v 15.250 29.1215 44,75 Q V 15.333 29.4370 45.81 Q. v 15.417 29.7596 46.84 Q. v 15.500 30.0853 47.31 Q. v 15.583 30.4111 47.30 Q. v 15.667 30.7401 47,78 Q. V . IJ 15.750 31.0801 49.36 Q. V . 15.833 31.4385 52.05 Q V . 15.917 31.8299 56.83 Q V . 16.000 32.2919 67,08 Q V. 16.083 32,9238 91.75 QV. 16.167 33.9012 141.92 v Q . 16.250 35.1144 176.15 V Q 16.333 36.1998 157.60 V Q 16.417 36.9496 108.87 Q 16.500 37.4902 78.49 Q V 16.583 37.9331 64.31 Q V 16.667 38.3363 58.54 Q v 16.750 38.7208 55.83 Q v 16.833 39.0903 53.66 Q v 16.917 39.4476 51.88 Q v 17.000 39.7954 50.50 Q V 17.083 40.1361 49.46 Q. v 17.167 40.4707 48.59 Q. V 17.250 40.7997 47.77 Q. v 17.333 41.1237 47.04 Q. V 17.417 41.4434 46.42 Q. v 17.500 41.7594 45.89 Q. v 17.583 42.0721 45.41 Q. v 17.667 42.3819 44.97 Q V 17.750 42,6888 44.56 Q v 17,833 42.9931 44.19 Q V 17.917 43.2950 43.83 Q V 18.000 43.5945 43.50 Q v 18.083 43.8920 43.19 Q V 18.167 44.1876 42.92 Q V 18.250 44.4817 42.70 Q V 18.333 44.7742 42.48 Q V 18.417 45.0652 42.24 Q v 18.500 45.3544 42.00 Q V 18.583 45.6421 41.77 Q v 18.667 45.9282 41.54 Q v 18.750 46.2128 41.32 Q V 18.833 46.4959 41.11 Q V 18.917 46.7775 40.90 Q V 19.000 47.0578 40.69 Q v , 19.083 47.3367 40.50 Q V . 19.167 47.6143 40.30 Q v . 19.250 47.8905 40.11 Q v . 19.333 48.1654 39.92 Q v . 19.417 48.4391 39.74 Q V . 19.500 48.7115 39.56 Q V . 19.583 48.9827 39.38 Q V. 19.667 49.2527 39.21 Q V. 19.750 49.5215 39.04 Q V. 19.833 49.7892 38.87 Q V. 19.917 50.0558 38.70 Q V. 04/23/04 D-114 20.000 50.3212 36.54 Q V. 20.083 50.5856 38.38 Q V 20.167 50.8489 38.23 Q V 20.250 51.1111 38.07 Q v 20.333 51.3722 37.92 Q v 20.417 51.6324 37.77 Q V 20.500 51.8915 37.62 Q V 20.583 52.1496 37.48 Q V 20.667 52.4067 37.33 Q v 20.750 52.6629 37.19 Q v 20.833 52.9180 37.05 Q v 20.917 53.1722 36.91 Q V 21.000 53.4255 36.77 Q v 21.083 53.6778 36.64 Q v 21.167 53.9292 36.50 Q v 21.250 54.1797 36.37 Q v 21.333 54.4292 36.23 Q v 21.417 54.6778 36.10 Q v 21.500 54.9255 35.96 Q v 21.583 55.1722 35.82 Q v ` 21.667 55.4180 35.69 Q . v 21.750 55.6629 35.56 Q V 21.833 55.9069 35.43 Q v 21.917 56.1500 35.29 Q v 22.000 56.3922 35.16 Q v 22.083 56.6334 35.04 Q v 22.167 56.8739 34.91 Q v 22.250 57.1134 34.78 Q v 22.333 57.3521 34.66 Q v 22.417 57.5899 34.53 Q v 22.500 57.8269 34.41 Q v 22.583 58.0630 34.28 Q v 22.667 58.2982 34.16 Q v 22.750 58.5327 34.04 Q v 22.833 58.7663 33.92 Q V 22.917 58.9991 33.80 Q v 23.000 59.2310 33.68 Q v 23.063 59.4622 33.56 Q v 23.167 59.6925 33.45 Q v 23.250 59.9220 33.33 Q V 23.333 60.1505 33.18 Q V J 23.417 60.3776 32.97 Q v 23.500 60.6031 32.75 Q v l 23.583 60.8271 32.53 Q v 23.667 61.0496 32.31 Q v 23.750 61.2707 32.09 Q v 23.833 61.4902 31.88 Q v 23.917 61.7083 31.67 Q v 24.000 61.9250 31.46 Q v J! 24.083 62.1387 31.03 Q v 24.167 62.3422 29.55 Q v 24.250 62.5289 27.11 Q v 24.333 62.7004 24.91 Q v 24.417 62.8636 23.69 Q v 24.500 63.0221 23.02 Q v 24.583 63.1777 22.59 Q v 24.667 63.3308 22.23 Q v 24.750 63.4816 21.90 Q v . 24.833 63.6302 21.58 Q v 24.917 63.7763 21.22 Q v 25.000 63.9195 20.79 Q v . 25.083 64.0597 20.36 Q v . 25.167 64.1971 19.94 Q v . 25.250 64.3316 19.54 Q v . 04/23/04 D-115 25.333 64.4634 19.14 Q V . 25.417 64.5925 18.75 Q V . 25.500 64.7190 18.36 Q V . 25.583 64.8429 17.99 Q V ., 25.667 64.9642 17.62 Q V . 25.750 65.0831 17.26 Q V . 25.833 65.1995 16.91 Q V . 25.917 65.3136 16.56 Q V . 26.000 65.4253 16.22 Q V . 26.083 65.5347 15.89 Q V . 26.167 65.6419 15.57 Q V. 26.250 65.7468 15.22 Q V. 26.333 65.8447 14.22 Q V. 26.417 65.9320 12.67 Q V. 26.500 66.0097 11.29 Q V. 26.583 66.0789 10.05 Q V. 26.667 66.1406 8.96 Q V. 26.750 66.1956 7.98 Q V. 26.833 66.2445 7.11 Q V. 26.917 66.2881 6.33 Q V. 27.000 66.3270 5.64 Q V. 27.083 66.3616 5.02 Q V. 27.167 66.3924 4.48 Q V. 27.250 66.4199 3.99 Q V. 27.333 66.4443 3.55 Q V. 27.417 66.4661 3.16 Q V. 27.500 66.4856 2.82 Q V. 27.583 66.5029 2.51 Q V. 27.667 66.5183 2.24 Q V. 27.750 66.5320 1.99 Q V. 27.833 66.5442 1.78 Q V. 27.917 66.5551 1.58 Q V. 28.000 66.5648 1.41 Q V. 28.083 66.5735 1.26 Q V. 28.167 66.5812 1.12 Q V. 28.250 66.5880 1.00 Q V. 28.333 66.5941 0.89 Q V. 28.417 66.5996 0.79 Q V. 28.500 66.6044 0.70 Q V. 28.583 66.6087 0.63 Q V. 28.667 66.6126 0.56 Q V. 28.750 66.6160 0.50 Q V. 28.833 66.6191 0.44 Q V. 28.917 66.6218 0.40 Q V. 29.000 66.6242 0.35 Q V. 29.083 66.6264 0.31 Q V. 29.167 66.6283 0.28 Q V. y 29.250 66.6300 0.25 Q V. 29.333 66.6315 0.22 Q V. 29.417 66.6329 0.20 Q V. 29.500 66.6341 0.18 Q V. 29.583 66.6352 0.16 Q V. 29.667 66.6362 0.14 Q V. 29.750 66.6370 0.12 Q V. 29.833 66.6378 0.11 Q V. 29.917 66.6385 0.10 Q V. 30.000 66.6391 0.09 Q V. FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE = 3.1 ---------------------------------------------------------------------------- »»>FLOW-THROUGH DETENTION BASIN ROUTING MODEL APPLIED TO STREAM #1««< 04/23/04 D-116 INFLOW (STREAM 1) I 1 V _effective depth ----------- I (and volume) l I I I [ I 1 ...V........ I detention 1<-->I outflow I basin I I......... ----------- I ] \ I I dead I basin outlet V 1 storage OUTFLOW--------- (STREAM 1) ROUTE RUNOFF HYDROGRAPH FROM STREAM NUMBER 1 THROUGH A FLOW-THROUGH DETENTION BASIN SPECIFIED BASIN CONDITIONS ARE AS FOLLOWS: DEAD STORAGE(AF) = 0.000 SPECIFIED DEAD STORAGE(AF) FILLED = 0.000 SPECIFIED EFFECTIVE VOLUME(AF) FILLED ABOVE OUTLET = 0.000 DETENTION BASIN CONSTANT LOSS RATE(CFS) = 0.00 BASIN DEPTH VERSUS OUTFLOW AND STORAGE INFORMATION: INTERVAL DEPTH OUTFLOW STORAGE NUMBER (FT) (CFS) (AF) 1 1 0.00 0.00 0.000 2 0.31 0.02 0.001 3 1.31 6.80 0.013 4 2.31 10.20 0.039 { 5 3.31 12.70 0.080 6 4.31 14.80 0.136 7 5.31 16.60 0.212 8 6.31 18.20 0.362 9 7.31 19.70 0.590 10 8.31 21.10 0.837 11 9.31 22.40 1.063 12 10.31 71.80 1.254 13 11.31 108.20 1.462 14 12.31 133.60 1.688 15 13.31 154.40 1.910 16 14.31 172.50 2.053 17 15.31 188.70 2.150 18 16.31 203.60 2.193 19 17.31 217.40 2.218 20 18.31 230.40 2.247 21 19.31 242.60 2.248 MODIFIED -PULS BASIN ROUTING MODEL RESULTS(5-MINUTE COMPUTATION INTERVALS): (Note: Computed EFFECTIVE DEPTH and VOLUME are estimated at the clock time; MEAN OUTFLOW is the average value during the unit interval.) CLOCK MEAN TIME DEAD -STORAGE INFLOW LOSS EFFECTIVE OUTFLOW EFFECTIVE (HRS) FILLED(AF) (CFS) (CFS) DEPTH(FT) (CFS) VOLUME(AF) ------------------------------------------------------------------------ 04/23/04 D-117 0.083 0.000 0.22 0.00 0.32 0.0 0.001 0.167 0.000 1.47 0.00 0.59 1.0 0.004 0.250 0.000 3.66 0.00 0.93 3.1 0.008 0.333 0.000 5.57 0.00 1.20 5.1 0.011 0.417 0.000 6.48 0.00 1.29 6.3 0.012 0.500 0.000 6.86 0.00 1.33 6.8 0.013 0.583 0.000 6.99 0.00 1.35 6.9 0.014 0.667 0.000 7.06 0.00 1.37 7.0 0.014 0.750 0.000 7.10 0.00 1.39 7.0 0.015 0.833 0.000 7.14 0.00 1.40 7.1 0.015 0.917 0.000 7.16 0.00 1.41 7.1 0.015 1.000 0.000 7.18 0.00 1.42 7.2 0.015 1.083 0.000 7.20 0.00 1.42 7.2 0.015 1.167 0.000 7.21 0.00 1.43 7.2 0.016 1.250 0.000 7.23 0.00 1.43 7.2 0.016 1.333 0.000 7.25 0.00 1.44 7.2 0.016 1.417 0.000 7.27 0.00 1.44 7.2 0.016 1.500 0.000 7.29 0.00 1.45 7.3 0.016 1.583 0.000 7.30 0.00 1.45 7.3 0.016 1.667 0.000 7.32 0.00 1.46 7.3 0.016 1.750 0.000 7.38 0.00 1.47 7.3 0.017 1.833 0.000 8.08 0.00 1.60 7.6 0.020 1.917 0.000 9.33 0.00 1.88 8.3 0.028 2.000 0.000 10.44 0.00 2.19 9.3 0.036 2.083 0.000 11.44 0.00 2.44 10.2 0.045 2.167 0.000 12.33 0.00 2.69 10.8 0.055 2.250 0.000 13.13 0.00 2.97 11.5 0.066 2.333 0.000 13.85 0.00 3.24 12.2 0.077 2.417 0.000 14.49 0.00 3.47 12.8 0.089 2.500 0.000 15.08 0.00 3.70 13.3 0.102 2.583 0.000 15.60 0.00 3.92 13.7 0.114 2.667 0.000 16.07 0.00 4.15 14.2 0.127 2.750 0.000 16.50 0.00 4.36 14.7 0.140 2.833 0.000 16.88 0.00 4.53 15.0 0.152 2.917 0.000 17.23 0.00 4.70 15.3 0.165 3.000 0.000 17.55 0.00 4.87 15.6 0.178 3.083 0.000 17.84 0.00 5.04 16.0 0.191 3.167 0.000 18.10 0.00 5.20 16.3 0.204 3.250 0.000 18.34 0.00 5.34 16.5 0.216 3.333 0.000 18.56 0.00 5.42 16.7 0.229 3.417 0.000 18.76 0.00 5.51 16.9 0.242 3.500 0.000 18.95 0.00 5.60 17.0 0.256 3.583 0.000 19.12 0.00 5.69 17.1 0.270 3.667 0.000 19.28 0.00 5.79 17.3 0.283 3.750 0.000 19.43 0.00 5.88 17.4 0.297 3.833 0.000 19.57 0.00 5.97 17.6 0.311 3.917 0.000 19.70 0.00 6.06 17.7 0.324 4.000 0.000 19.83 0.00 6.15 17.9 0.338 4.083 0.000 19.94 0.00 6.24 18.0 0.351 4.167 0.000 20.05 0.00 6.32 18.2 0.364 4.250 0.000 20.16 0.00 6.38 18.3 0.377 4.333 0.000 20.26 0.00 6.44 18.3 0.390 4.417 0.000 20.36 0.00 6.49 18.4 0.404 4.500 0.000 20.45 0.00 6.55 18.5 0.417 4.563 0.000 20.54 0.00 6.61 18.6 0.430 4.667 0.000 20.63 0.00 6.67 18.7 0.444 4.750 0.000 20.71 0.00 6.73 18.8 0.457 4.833 0.000 20.80 0.00 6.79 18.9 0.470 4.917 0.000 20.88 0.00 6.84 19.0 0.483 5.000 0.000 20.96 0.00 6.90 19.0 0.497 5.083 0.000 21.04 0.00 6.96 19.1 0.510 5.167 0.000 21.11 0.00 7.02 19.2 0.523 5.250 0.000 21.19 0.00 7.07 19.3 0.536 5.333 0.000 21.27 0.00 7.13 19.4 0.549 04/23/04 D-118 5.417 0.000 21.34 0.00 7.19 19.5 0.562 5.500 0.000 21.42 0.00 7.24 19.6 0.575 5.583 0.000 21.50 0.00 7.30 19.6 0.587 5.667 0.000 21.57 0.00 7.35 19.7 0.600 5.750 0.000 21.65 0.00 7.40 19.8 0.613 5.833 0.000 21.72 0.00 7.45 19.9 0.626 5.917 0.000 21.80 0.00 7.51 19.9 0.638 6.000 0.000 21.88 0.00 7.56 20.0 0.651 6.083 0.000 21.95 0.00 7.61 20.1 0.664 6.167 0.000 22.03 0.00 7.66 20.2 0.677 6.250 0.000 22.11 0.00 7.72 20.2 0.690 6.333 0.000 22.19 0.00 7.77 20.3 0.703 6.417 0.000 22.26 0.00 7.82 20.4 0.716 6.500 0.000 22.34 0.00 7.87 20.5 0.729 6.583 0.000 22.42 0.00 7.93 20.5 0.742 6.667 0.000 22.51 0.00 7.98 20.6 0.755 6.750 0.000 22.59 0.00 8.03 20.7 0.768 6.833 0.000 22.67 0.00 8.09 20.7 0.781 6.917 0.000 22.75 0.00 8.14 20.8 0.795 7.000 0.000 22.84 0.00 8.19 20.9 0.808 7.083 0.000 22.92 0.00 8.25 21.0 0.822 7.167 0.000 23.01 0.00 8.30 21.1 0.835 7.250 0.000 23.09 0.00 8.36 21.1 0.849 7.333 0.000 23.18 0.00 8.42 21.2 0.862 7.417 0.000 23.27 0.00 8.48 21.3 0.876 7.500 0.000 23.36 0.00 8.54 21.4 0.890 7.583 0.000 23.45 0.00 8.60 21.4 0.903 7.667 0.000 23.55 0.00 8.67 21.5 0.917 7.750 0.000 23.64 0.00 8.73 21.6 0.931 7.833 0.000 23.73 0.00 8.79 21.7 0.945 7.917 0.000 23.83 0.00 8.85 21.8 0.960 8.000 0.000 23.93 0.00 8.92 21.8 0.974 8.083 0.000 24.03 0.00 8.98 21.9 0.988 8.167 0.000 24.13 0.00 9.05 22.0 1.003 8.250 0.000 24.23 0.00 9.11 22.1 1.018 8.333 0.000 24.33 0.00 9.18 22.2 1.032 8.417 0.000 24.43 0.00 9.24 22.3 1.047 8.500 0.000 24.54 0.00 9.31 22.4 1.062 8.583 0.000 24.65 0.00 9.35 23.4 1.071 8.667 0.000 24.74 0.00 9.36 24.6 1.072 8.750 0.000 24.80 0.00 9.36 24.8 1.072 8.833 0.000 24.86 0.00 9.36 24.8 1.072 8.917 0.000 24.92 0.00 9.36 24.9 1.073 9.000 0.000 24.99 0.00 9.36 25.0 1.073 9.083 0.000 25.05 0.00 9.36 25.0 1.073 9.167 0.000 25.12 0.00 9.36 25.1 1.073 9.250 0.000 25.19 0.00 9.37 25.2 1.074 9.333 0.000 25.26 0.00 9.37 25.2 1.074 9.417 0.000 25.34 0.00 9.37 25.3 1.074 9.500 0.000 25.41 0.00 9.37 25.4 1.075 9.583 0.000 25.49 0.00 9.37 25.4 1.075 9.667 0.000 25.57 0.00 9.37 25.5 1.075 9.750 0.000 25.65 0.00 9.38 25.6 1.075 9.833 0.000 25.74 0.00 9.38 25.7 1.076 9.917 0.000 25.83 0.00 9.38 25.8 1.076 10.000 0.000 25.92 0.00 9.38 25.9 1.076 10.083 0.000 26.01 0.00 9.38 26.0 1.077 10.167 0.000 26.10 0.00 9.38 26.1 1.077 10.250 0.000 26.20 0.00 9.39 26.1 1.078 10.333 0.000 26.30 0.00 9.39 26.2 1.078 10.417 0.000 26.40 0.00 9.39 26.3 1.078 10.500 0.000 26.51 0.00 9.39 26.5 1.079 10.583 0.000 26.62 0.00 9.40 26.6 1.079 10.667 0.000 26.73 0.00 9.40 26.7 1.080 04/23/04 D-119 10.750 0.000 26.84 0.00 9.40 26.8 1.080 10.833 0.000 26.96 0.00 9.40 26.9 1.080 10.917 0.000 27.08 0.00 9.40 27.0 1.081 11.000 0.000 27.20 0.00 9.41 27.1 1.081 11.083 0.000 27.33 0.00 9.41 27.3 1.082 11.167 0.000 27.46 0.00 9.41 27.4 1.082 11.250 0.000 27.59 0.00 9.41 27.5 1.083 11.333 0.000 27.73 0.00 9.42 27.7 1.083 11.417 0.000 27.87 0.00 9.42 27.8 1.084 11.500 0.000 28.01 0.00 9.42 27.9 1.085 11.583 0.000 28.16 0.00 9.43 28.1 1.085 11.667 0.000 28.31 0.00 9.43 28.2 1.086 11.750 0.000 28.47 0.00 9.43 26.4 1.086 11.833 0.000 28.63 0.00 9.44 28.5 1.087 11.917 0.000 28.79 0.00 9.44 28.7 1.088 12.000 0.000 28.96 0.00 9.44 28.9 1.088 12.083 0.000 29.13 0.00 9.45 29.0 1.089 12.167 0.000 29.27 0.00 9.45 29.2 1.089 12.250 0.000 29.40 0.00 9.45 29.3 1.090 12.333 0.000 29.54 0.00 9.45 29.5 1.090 12.417 0.000 29.70 0.00 9.46 29.6 1.091 12.500 0.000 29.89 0.00 9.46 29.8 1.092 12.583 0.000 30.09 0.00 9.47 30.0 1.093 12.667 0.000 30.30 0.00 9.47 30.2 1.093 12.750 0.000 30.51 0.00 9.47 30.4 1.094 12.833 0.000 30.74 0.00 9.48 30.6 1.095 12.917 0.000 30.97 0.00 9.48 30.8 1.096 13.000 0.000 31.21 0.00 9.49 31.1 1.097 13.083 0.000 31.45 0.00 9.49 31.3 1.098 13.167 0.000 31.71 0.00 9.50 31.6 1.099 13.250 0.000 31.98 0.00 9.50 31.8 1.100 13.333 0.000 32.26 0.00 9.51 32.1 1.101 13.417 0.000 32.54 0.00 9.51 32.4 1.102 13.500 0.000 32.84 0.00 9.52 32.7 1.103 13.583 0.000 33.15 0.00 9.53 33.0 1.104 13.667 0.000 33.48 0.00 9.53 33.3 1.106 13.750 0.000 33.82 0.00 9.54 33.6 1.107 13.833 0.000 34.17 0.00 9.55 34.0 1.108 13.917 0.000 34.54 0.00 9.56 34.3 1.110 14.000 0.000 34.93 0.00 9.56 34.7 1.111 14.083 0.000 35.34 0.00 9.57 35.1 1.113 14.167 0.000 35.84 0.00 9.58 35.6 1.115 14.250 0.000 36.40 0.00 9.59 36.1 1.117 14.333 0.000 36.98 0.00 9.60 36.7 1.119 14.417 0.000 37.53 0.00 9.62 37.2 1.121 14.500 0.000 38.09 0.00 9.63 37.8 1.123 14.583 0.000 38.67 0.00 9.64 38.3 1.126 14.667 0.000 39.28 0.00 9.65 38.9 1.128 14.750 0.000 39.92 0.00 9.66 39.6 1.130 14.833 0.000 40.62 0.00 9.68 40.2 1.133 14.917 0.000 41.36 0.00 9.69 40.9 1.136 15.000 0.000 42.15 0.00 9.71 41.7 1.139 15.083 0.000 42.95 0.00 9.72 42.5 1.142 15.167 0.000 43.81 0.00 9.74 43.3 1.145 15.250 0.000 44.75 0.00 9.76 44.2 1.149 15.333 0.000 45.81 0.00 9.78 45.2 1.153 15.417 0.000 46.84 0.00 9.80 46.3 1.157 15.500 0.000 47.31 0.00 9.81 47.0 1.159 15.583 0.000 47.30 0.00 9.81 47.3 1.159 15.667 0.000 47.78 0.00 9.82 47.5 1.161 15.750 0.000 49.36 0.00 9.85 48.5 1.167 15.833 0.000 52.05 0.00 9.91 50.6 1.177 15.917 0.000 56.83 0.00 10.00 54.2 1.195 16.000 0.000 67.08 0.00 10.20 61.5 1.233 04/23/04 D-120 16.083 0.000 91.75 0.00 10.71 76.5 1.338 16.167 0.000 141.92 0.00 11.89 104.8 1.594 16.250 0.000 176.15 0.00 13.11 136.6 1.866 16.333 0.000 157.60 0.00 13.28 152.1 1.904 16.417 0.000 108.87 0.00 12.23 142.7 1.671 16.500 0.000 78.49 0.00 11.08 115.7 1.414 16.583 0.000 64.31 0.00 10.35 86.5 1.262 16.667 0.000 58.54 0.00 10.07 66.4 1.207 16.750 0.000 55.83 0.00 9.99 57.9 1.193 16.833 0.000 53.66 0.00 9.95 54.9 1.184 16.917 0.000 51.88 0.00 9.91 52.9 1.177 17.000 0.000 50.50 0.00 9.88 51.3 1.172 17.083 0.000 49.46 0.00 9.86 50.1 1.168 17.167 0.000 48.59 0.00 9.84 49.1 1.164 17.250 0.000 47.77 0.00 9.82 48.2 1.161 17.333 0.000 47.04 0.00 9.81 47.5 1.158 17.417 0.000 46.42 0.00 9.80 46.8 1.156 17.500 0.000 45.89 0.00 9.79 46.2 1.154 17.583 0.000 45.41 0.00 9.78 45.7 1.152 17.667 0.000 44.97 0.00 9.77 45.2 1.150 17.750 0.000 44.56 0.00 9.76 44.8 1.149 17.833 0.000 44.19 0.00 9.75 44.4 1.147 17.917 0.000 43.83 0.00 9.74 44.0 1.146 18.000 0.000 43.50 0.00 9.74 43.7 1.144 18.083 0.000 43.19 0.00 9.73 43.4 1.143 18.167 0.000 42.92 0.00 9.73 43.1 1.142 18.250 0.000 42.70 0.00 9.72 42.8 1.141 18.333 0.000 42.48 0.00 9.72 42.6 1.140 18.417 0.000 42.24 0.00 9.71 42.4 1.140 18.500 0.000 42.00 0.00 9.71 42.1 1.139 18.583 0.000 41.77 0.00 9.70 41.9 1.138 18.667 0.000 41.54 0.00 9.70 41.7 1.137 18.750 0.000 41.32 0.00 9.69 41.4 1.136 18.833 0.000 41.11 0.00 9.69 41.2 1.135 18.917 0.000 40.90 0.00 9.68 41.0 1.134 19.000 0.000 40.69 0.00 9.68 40.8 1.134 19.083 0.000 40.50 0.00 9.68 40.6 1.133 19.167 0.000 40.30 0.00 9.67 40.4 1.132 19.250 0.000 40.11 0.00 9.67 40.2 1.131 19.333 0.000 39.92 0.00 9.66 40.0 1.131 19.417 0.000 39.74 0.00 9.66 39.8 1.130 19.500 0.000 39.56 0.00 9.66 39.7 1.129 19.583 0.000 39.38 0.00 9.65 39.5 1.129 19.667 0.000 39.21 0.00 9.65 39.3 1.128 19.750 0.000 39.04 0.00 9.65 39.1 1.127 19.833 0.000 38.87 0.00 9.64 39.0 1.127 19.917 0.000 38.70 0.00 9.64 38.8 1.126 20.000 0.000 38.54 0.00 9.64 38.6 1.125 20.083 0.000 38.38 0.00 9.63 38.5 1.125 20.167 0.000 38.23 0.00 9.63 38.3 1.124 20.250 0.000 38.07 0.00 9.63 38.2 1.123 20.333 0.000 37.92 0.00 9.62 38.0 1.123 20.417 0.000 37.77 0.00 9.62 37.9 1.122 20.500 0.000 37.62 0.00 9.62 37.7 1.122 20.583 0.000 37.48 0.00 9.62 37.6 1.121 20.667 0.000 37.33 0.00 9.61 37.4 1.121 20.750 0.000 37.19 0.00 9.61 37.3 1.120 20.833 0.000 37.05 0.00 9.61 37.1 1.120 20.917 0.000 36.91 0.00 9.60 37.0 1.119 21.000 0.000 36.77 0.00 9.60 36.9 1.118 21.083 0.000 36.64 0.00 9.60 36.7 1.118 21.167 0.000 36.50 0.00 9.60 36.6 1.117 21.250 0.000 36.37 0.00 9.59 36.4 1.117 21.333 0.000 36.23 0.00 9.59 36.3 1.116 04/23/04 D-121 21.417 0.000 36.10 0.00 9.59 36.2 1.116 21.500 0.000 35.96 0.00 9.58 36.0 1.115 21.583 0.000 35.82 0.00 9.58 35.9 1.115 21.667 0.000 35.69 0.00 9.58 35.8 1.114 21.750 0.000 35.56 0.00 9.58 35.6 1.114 21.833 0.000 35.43 0.00 9.57 35.5 1.113 21.917 0.000 35.29 0.00 9.57 35.4 1.113 22.000 0.000 35.16 0.00 9.57 35.2 1.112 22.083 0.000 35.04 0.00 9.57 35.1 1.112 22.167 0.000 34.91 0.00 9.56 35.0 1.111 22.250 0.000 34.78 0.00 9.56 34.9 1.111 22.333 0.000 34.66 0.00 9.56 34.7 1.110 22.417 0.000 34.53 0.00 9.56 34.6 1.110 22.500 0.000 34.41 0.00 9.55 34.5 1.109 22.583 0.000 34.28 0.00 9.55 34.4 1.109 22.667 0.000 34.16 0.00 9.55 34.2 1.108 22.750 0.000 34.04 0.00 9.55 34.1 1.108 22.833 0.000 33.92 0.00 9.54 34.0 1.107 22.917 0.000 33.80 0.00 9.54 33.9 1.107 23.000 0.000 33.68 0.00 9.54 33.7 1.106 23.083 0.000 33.56 0.00 9.54 33.6 1.106 23.167 0.000 33.45 0.00 9.53 33.5 1.106 23.250 0.000 33.33 0.00 9.53 33.4 1.105 23.333 0.000 33.18 0.00 9.53 33.3 1.105 23.417 0.000 32.97 0.00 9.52 33.1 1.104 23.500 0.000 32.75 0.00 9.52 32.9 1.103 23.583 0.000 32.53 0.00 9.52 32.7 1.102 23.667 0.000 32.31 0.00 9.51 32.4 1.101 23.750 0.000 32.09 0.00 9.51 32.2 1.100 23.833 0.000 31.88 0.00 9.50 32.0 1.100 23.917 0.000 31.67 0.00 9.50 31.8 1.099 24.000 0.000 31.46 0.00 9.49 31.6 1.098 24.083 0.000 31.03 0.00 9.49 31.3 1.096 24.167 0.000 29.55 0.00 9.46 30.3 1.091 24.250 0.000 27.11 0.00 9.41 28.4 1.082 24.333 0.000 24.91 0.00 9.36 26.1 1.073 24.417 0.000 23.69 0.00 9.34 24.4 1.068 24.500 0.000 23.02 0.00 9.32 23.4 1.065 24.583 0.000 22.59 0.00 9.31 22.8 1.064 24.667 0.000 22.23 0.00 9.31 22.5 1.062 24.750 0.000 21.90 0.00 9.29 22.4 1.059 24.833 0.000 21.58 0.00 9.27 22.4 1.053 24.917 0.000 21.22 0.00 9.23 22.3 1.046 25.000 0.000 20.79 0.00 9.19 22.3 1.035 25.083 0.000 20.36 0.00 9.13 22.2 1.023 25.167 0.000 19.94 0.00 9.07 22.1 1.008 25.250 0.000 19.54 0.00 8.99 22.0 0.990 25.333 0.000 19.14 0.00 8.90 21.9 0.971 25.417 0.000 18.75 0.00 8.81 21.8 0.950 25.500 0.000 18.36 0.00 8.71 21.7 0.927 25.583 0.000 17.99 0.00 8.60 21.5 0.903 25.667 0.000 17.62 0.00 8.49 21.4 0.877 25.750 0.000 17.26 0.00 8.36 21.3 0.849 25.833 0.000 16.91 0.00 8.24 21.1 0.820 25.917 0.000 16.56 0.00 8.12 20.9 0.790 26.000 0.000 16.22 0.00 8.00 20.7 0.759 26.083 0.000 15.89 0.00 7.87 20.6 0.727 26.167 0.000 15.57 0.00 7.73 20.4 0.694 26.250 0.000 15.22 0.00 7.59 20.2 0.659 26.333 0.000 14.22 0.00 7.43 20.0 0.620 26.417 0.000 12.67 0.00 7.23 19.7 0.571 26.500 0.000 11.29 0.00 6.98 19.4 0.515 26.583 0.000 10.05 0.00 6.71 19.0 0.454 26.667 0.000 8.96 0.00 6.42 18.6 0.387 04/23/04 D-122 26.750 0.000 7.98 0.00 6.02 18.0 0.318 26.833 0.000 7.11 0.00 5.55 17.4 0.247 26.917 0.000 6.33 0.00 4.87 16.4 0.178 27.000 0.000 5.64 0.00 3.93 14.9 0.114 27.083 0.000 5.02 0.00 2.85 12.8 0.061 27.167 0.000 4.48 0.00 1.74 9.9 0.024 27.250 0.000 3.99 0.00 0.93 6.2 0.008 27.333 0.000 3.55 0.00 0.80 3.8 0.007 27.417 0.000 3.16 0.00 0.77 3.2 0.006 27.500 0.000 2.82 0.00 0.71 2.9 0.006 27.583 0.000 2.51 0.00 0.67 2.6 0.005 27.667 0.000 2.24 0.00 0.63 2.3 0.005 27.750 0.000 1.99 0.00 0.59 2.1 0.004 27.833 0.000 1.78 0.00 0.56 1.8 0.004 27.917 0.000 1.58 0.00 0.53 1.6 0.004 28.000 0.000 1.41 0.00 0.51 1.4 0.003 28.083 0.000 1.26 0.00 0.49 1.3 0.003 28.167 0.000 1.12 0.00 0.47 1.2 0.003 28.250 0.000 1.00 0.00 0.45 1.0 0.003 28.333 0.000 0.89 0.00 0.43 0.9 0.003 28.417 0.000 0.79 0.00 0.42 0.8 0.002 28.500 0.000 0.70 0.00 0.41 0.7 0.002 28.583 0.000 0.63 0.00 0.40 0.6 0.002 28.667 0.000 0.56 0.00 0.39 0.6 0.002 28.750 0.000 0.50 0.00 0.38 0.5 0.002 28.833 0.000 0.44 0.00 0.37 0.5 0.002 28.917 0.000 0.40 0.00 0.36 0.4 0.002 29.000 0.000 0.35 0.00 0.36 0.4 0.002 29.083 0.000 0.31 0.00 0.35 0.3 0.002 29.167 0.000 0.28 0.00 0.35 0.3 0.002 29.250 0.000 0.25 0.00 0.34 0.3 0.001 29.333 0.000 0.22 0.00 0.34 0.2 0.001 29.417 0.000 0.20 0.00 0.34 0.2 0.001 29.500 0.000 0.18 0.00 0.33 0.2 0.001 29.583 0.000 0.16 0.00 0.33 0.2 0.001 29.667 0.000 0.14 0.00 0.33 0.1 0.001 29.750 0.000 0.12 0.00 0.32 0.1 0.001 29.833 0.000 0.11 0.00 0.32 0.1 0.001 29.917 ---------------------------------------------------------------------------- 0.000 0.10 0.00 0.32 0.1 0.001 PROCESS SUMMARY OF STORAGE: INFLOW VOLUME = 67.224 AF BASIN STORAGE = 0.000 AF (WITH 0.000 AF INITIALLY FILLED) OUTFLOW VOLUME = 67.224 AF LOSS VOLUME = 0.000 AF END OF FLOODSCx ROUTING ANALYSIS 04/23/04 D-123 F L 0 0 D R O U T I N G A N A L Y S I S USING COUNTY HYDROLOGY MANUAL OF SAN BERNARDINO(1986) (c) Copyright 1989-2002 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2002 License ID 1251 Analysis prepared by: MADOLE & ASSOCIATES, INC. 10601 CHURCH STREET SUITE 107 RANCHO CUCAMONGA CA 91730 909.948.1311 FAX -948.8464 madole@madolerc.com ************************** DESCRIPTION OF STUDY ************************** * CITRUS HEIGHTS NORTH * Q100 UNIT HYDROGRAPH AND FLOOD ROUTING * PARK BASIN (3+ AC) + RCB STORAGE AT INTERIM CONNECTOR TO REGENCY RCB ************************************************************************** FILE NAME: CHN-UHOO.DAT TIME/DATE OF STUDY: 05:36 04/23/2004 FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>SUBAREA RUNOFF (UNIT-HYDROGRAPH ANALYSIS) ««< (UNIT-HYDROGRAPH ADDED TO STREAM #1) WATERSHED AREA = 135.200 ACRES BASEFLOW = 0.000 CFS/SQUARE-MILE *USER ENTERED "LAG" TIME = 0.176 HOURS CAUTION: LAG TIME IS LESS THAN 0.50 HOURS. THE 5 -MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. VALLEY(DEVELOPED) S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH/HOUR) = 0.527 LOW LOSS FRACTION = 0.567 *HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5 -MINUTES RAINFALL(INCH)= 0.58 SPECIFIED PEAK 30 -MINUTES RAINFALL(INCH)= 1.19 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.57 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 3.03 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 4.60 SPECIFIED PEAK 24-HOUR RAINFALL(INCH) = 10.50 *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5 -MINUTE FACTOR = 0.990 30 -MINUTE FACTOR = 0.990 1 -HOUR FACTOR = 0.990 3 -HOUR FACTOR = 1.000 6 -HOUR FACTOR = 1.000 24-HOUR FACTOR = 1.000 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 47.348 04/23/04 D-124 ----------------------------------------------------------------------------- UNIT HYDROGRAPH DETERMINATION ---------------------------------------------------------------------------- INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) ---------------------------------------------------------------------------- 1 4.002 65.430 2 26.759 372.093 3 63.586 602.164 4 87.334 388.282 5 96.058 142.650 6 98.477 39.546 7 99.313 13.674 8 99.725 6.741 9 99.931 3.371 10 100.000 1.123 ---------------------------------------------------------------------------- TOTAL SOIL -LOSS VOLUME(ACRE-FEET) = 62.5189 TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 55.7523 ----------------------------------------------------------------------------- 04/23/04 D-125 2 4- H O U R S T O R M R U N O F F H Y D R O G R A P H 04/23/04 D-126 HYDROGRAPH IN FIVE-MINUTE UNIT INTERVALS(CFS) (Note: Time indicated is at END of Each Unit Intervals) ---------------------------------------------------------------------------- TIME(HRS) VOLUME(AF) Q(CFS) 0. 125.0 250.0 375.0 500.0 ---------------------------------------------------------------------------- 0.083 0.0042 0.62 Q 0.167 0.0326 4.12 Q 0.250 0.1000 9.79 Q 0.333 0.1927 13.46 VQ 0.417 0.2948 14.63 VQ 0.500 0.3996 15.23 VQ 0.563 0.5056 15.39 VQ 0.667 0.6123 15.49 VQ 0.750 0.7194 15.55 VQ 0.833 0.8268 15.60 VQ 0.917 0.9345 15.63 VQ 1.000 1.0424 15.67 VQ 1.083 1.1505 15.70 VQ 1.167 1.2589 15.74 VQ 1.250 1.3675 15.77 VQ 1.333 1.4764 15.81 Q 1.417 1.5855 15.84 Q 1.500 1.6948 15.88 Q 1.583 1.8044 15.91 Q 1.667 1.9143 15.95 Q 1.750 2.0244 15.99 Q 1.833 2.1348 16.03 Q 1.917 2.2454 16.06 Q 2.000 2.3563 16.10 Q 2.083 2.4675 16.14 Q 2.167 2.5789 16.18 Q 2.250 2.6906 16.22 Q 2.333 2.8025 16.26 QV 2.417 2.9148 16.30 QV 2.500 3.0273 16.34 QV 2.583 3.1400 16.38 QV 2.667 3.2531 16.42 QV 2.750 3.3665 16.46 QV 2.833 3.4801 16.50 QV 2.917 3.5940 16.54 QV 3.000 3.7082 16.58 .QV 3.083 3.8227 16.62 QV 3.167 3.9375 16.67 QV 3.250 4.0526 16.71 QV 3.333 4.1680 16.75 QV 3.417 4.2837 16.80 Q V 3.500 4.3996 16.84 Q V 3.583 4.5160 16.89 Q V 3.667 4.6326 16.93 •Q V 3.750 4.7495 16.98 Q V 3.833 4.8667 17.02 Q V 3.917 4.9843 17.07 Q V 4.000 5.1022 17.12 Q V 4.083 5.2204 17.16 Q V 4.167 5.3389 17.21 Q V 4.250 5.4578 17.26 Q V 4.333 5.5770 17.31 Q V 04/23/04 D-126 4.417 5.6966 17.36 .Q V 4.500 5.8165 17.41 Q V 4.583 5.9367 17.46 Q V 4.667 6.0573 17.51 Q V 4.750 6.1782 17.56 Q V 4.833 6.2995 17.61 Q V 4.917 6.4212 17.66 Q V 5.000 6.5432 17.72 Q V 5.083 6.6656 17.77 Q V 5.167 6.7884 17.82 Q V 5.250 6.9115 17.88 Q V 5.333 7.0350 17.93 Q V 5.417 7.1589 17.99 Q V 5.500 7.2832 18.05 Q V 5.563 7.4079 18.10 Q v 5.667 7.5329 18.16 Q V 5.750 7.6584 18.22 Q V 5.833 7.7843 18.28 Q V 5.917 7.9106 18.34 Q V 6.000 8.0373 18.40 Q V 6.083 8.1644 18.46 Q V 6.167 8.2919 18.52 Q V 6.250 8.4199 18.58 Q V 6.333 8.5483 18.64 Q V Il 6.417 8.6772 18.71 Q V 6.500 8.8064 18.77 Q v 6.583 8.9362 18.84 Q V 6.667 9.0664 18.90 Q V 6.750 9.1970 18.97 Q V 6.833 9.3282 19.04 Q V 6.917 9.4597 19.11 Q V 7.000 9.5918 19.18 Q v 7.083 9.7244 19.25 Q V 7.167 9.8574 19.32 Q V 7.250 9.9910 19.39 Q V j 7.333 10.1250 19.46 Q V 7.417 10.2596 19.54 Q V 7.500 10.3946 19.61 Q V 7.583 10.5302 19.69 Q V 7.667 10.6664 19.77 Q V 7.750 10.8030 19.84 Q V 7.833 10.9402 19.92 Q V 7.917 11.0780 20.00 Q v 8.000 11.2163 20.08 Q V . 8.083 11.3552 20.17 Q V . 8.167 11.4947 20.25 Q V . 8.250 11.6348 20.34 Q v . 8.333 11.7754 20.42 Q V . 6.417 11.9167 20.51 Q V . 8.500 12.0565 20.60 Q V . 8.583 12.2010 20.69 Q V . 8.667 12.3441 20.78 Q V . 8.750 12.4879 20.87 Q v . 8.833 12.6323 20.97 Q V. 8.917 12.7774 21.06 Q V. 9.000 12.9231 21.16 Q V. 9.083 13.0696 21.26 Q V. 9.167 13.2167 21.36 Q V. 9.250 13.3645 21.46 Q V. 9.333 13.5130 21.57 Q V. 9.417 13.6623 21.68 Q V. 9.500 13.8123 21.78 Q V. 9.583 13.9631 21.89 Q V 9.667 14.1147 22.00 Q V 04/23/04 D-127 9.750 14.2670 22.12 .Q v I 9.833 14.4201 22.23 Q v 9.917 14.5740 22.35 Q v 10.000 14.7288 22.47 Q v 10.083 14.8844 22.59 Q v 1 1 10.167 15.0409 22.72 Q v 10.250 15.1982 22.85 Q v 10.333 15.3564 22.97 Q v 10.417 15.5156 23.11 Q V 10.500 15.6757 23.24 Q V 10.583 15.8367 23.38 Q V 10.667 15.9966 23.52 Q V 10.750 16.1616 23.66 Q v 10.833 16.3256 23.81 Q V 10.917 16.4906 23.96 Q v 11.000 16.6567 24.11 Q V 11.083 16.8238 24.27 Q V 11.167 16.9921 24.43 Q V 11.250 17.1614 24.59 Q v 11.333 17.3320 24.76 Q V 11.417 17.5037 24.93 Q v 11.500 17.6766 25.11 Q v 11.583 17.8508 25.29 Q v 11.667 16.0262 25.47 Q v 11.750 18.2030 25.66 Q v 11.833 16.3810 25.86 Q V 11.917 18.5605 26.06 Q V 12.000 18.7414 26.26 Q V 12.083 18.9238 26.49 Q v 12.167 19.1082 26.78 Q v 12.250 19.2950 27.12 Q v y 12.333 19.4838 27.42 Q V 12.417 19.6745 27.68 Q v 12.500 19.8668 27.93 Q v 12.583 20.0610 28.19 Q v 12.667 20.2569 28.45 Q v 12.750 20.4546 28.72 Q v 12.833 20.6543 28.99 Q v 12.917 20.8559 29.26 Q v 13.000 21.0596 29.57 Q v 13.083 21.2654 29.88 Q V 13.167 21.4734 30.20 Q V 13.250 21.6836 30.53 Q V 13.333 21.8962 30.87 Q v 13.417 22.1113 31.23 Q v 13.500 22.3290 31.60 Q v 13.583 22.5493 31.99 Q V 13.667 22.7724 32.40 Q V 13.750 22.9985 32.82 Q V 13.833 23.2276 33.27 Q V 13.917 23.4600 33.74 Q V 14.000 23.6957 34.23 Q V 14.083 23.9351 34.76 Q V 14.167 24.1787 35.37 Q v 14.250 24.4271 36.07 Q V 14.333 24.6802 36.75 Q v 14.417 24.9380 37.43 Q V 14.500 25.2006 38.13 Q V . 14.583 25.4683 38.87 Q V . 14.667 25.7414 39.66 Q V . 14.750 26.0204 40.51 Q V . 14.833 26.3058 41.43 Q V . 14.917 26.5980 42.43 Q V. 15.000 26.8978 43.52 Q V. 04/23/04 D-128 15.083 27.2058 44.73 Q V. 15.167 27.5229 46.05 Q V. 15.250 27.8503 47.53 Q V. 15.333 28.1891 49.19 Q v 15.417 28.5357 50.33 Q v 15.500 28.8675 48.18 Q V 15.583 29.1688 43.76 Q V 15.667 29.4609 42.42 Q V 15.750 29.7711 45.03 Q V 15.833 30.1267 51.64 Q V 15.917 30.5753 65.14 Q v 16.000 31.2215 93.83 Q V 16.083 32.3771 167.80 Q V 16.167 34.6520 330.31 v Q 16.250 37.5156 415.79 v Q 16.333 39.4682 283.52 Q v . 16.417 40.4291 139.53 Q V. 16.500 40.9499 75.62 Q V. 16.583 41.3585 59.32 Q V. 16.667 41.7308 54.06 Q V. 16.750 42.0731 49.69 Q v 16.833 42.3684 45.79 Q v 16.917 42.6837 42.86 Q V 17.000 42.9653 40.88 Q V 17.083 43.2351 39.18 Q v 17.167 43.4943 37.64 Q v 17.250 43.7438 36.22 Q V 17.333 43.9847 34.99 Q V 17.417 44.2184 33.93 Q V 17.500 44.4456 32.99 Q v 17.5B3 44.6669 32.14 Q v 17.667 44.8828 31.36 Q V 17.750 45.0939 30.64 Q v 17.833 45.3004 29.98 Q V 17.917 45.5027 29.37 Q V 18.000 45.7011 28.80 Q v 18.083 45.8957 28.26 Q v 18.167 46.0864 27.69 Q V 18.250 46.2730 27.10 Q V 18.333 46.4561 26.58 Q V 18.417 46.6360 26.13 Q V 18.500 46.8132 25.73 Q V 18.583 46.9878 25.35 Q v 18.667 47.1599 24.99 Q v 18.750 47.3296 24.64 Q V 18.633 47.4971 24.32 Q V 16.917 47.6624 24.00 Q V 19.000 47.8256 23.71 Q V 19.083 47.9869 23.42 Q V 19.167 48.1464 23.15 Q V 19.250 48.3039 22.88 Q V 19.333 48.4598 22.63 Q V 19.417 48.6140 22.39 Q v 19.500 48.7665 22.15 Q V 19.583 48.9175 21.92 Q v 19.667 49.0670 21.71 Q V 19.750 49.2150 21.49 Q v 19.833 49.3617 21.29 Q v 19.917 49.5069 21.09 Q v 20.000 49.6509 20.90 Q v 20.083 49.7935 20.72 Q V 20.167 49.9350 20.54 Q V 20.250 50.0752 20.36 Q v 20.333 50.2142 20.19 Q V 04/23/04 D-129 20.417 50.3522 20.03 Q V 20.500 50.4890 19.87 Q V 20.583 50.6247 19.71 Q V 20.667 50.7594 19.56 Q V 20.750 50.8931 19.41 Q V 20.833 51.0258 19.27 Q V 20.917 51.1575 19.13 Q V 21.000 51.2883 18.99 Q V 21.083 51.4181 18.86 Q V 21.167 51.5471 18.73 Q V 21.250 51.6752 18.60 Q V 21.333 51.8024 18.47 Q V 21.417 51.9286 18.35 Q V 21.500 52.0544 18.23 Q V 21.583 52.1792 18.12 Q V i 21.667 52.3032 18.00 Q V 21.750 52.4264 17.89 Q V 4f 21.833 52.5489 17.78 Q V 21.917 52.6706 17.68 Q V 22.000 52.7917 17.57 Q V 22.083 52.9120 17.47 Q V 22.167 53.0316 17.37 Q V . 22.250 53.1506 17.27 Q V . 22.333 53.2689 17.18 Q V . 22.417 53.3866 17.08 Q V . 22.500 53.5036 16.99 Q V . 22.583 53.6199 16.90 Q V . 22.667 53.7357 16.81 Q V . 22.750 53.8509 16.72 Q V . 22.833 53.9655 16.64 Q V . 22.917 54.0794 16.55 Q V . 23.000 54.1929 16.47 Q V . 23.083 54.3057 16.39 Q V . 23.167 54.4180 16.31 Q V. 23.250 54.5298 16.23 Q V. 1 23.333 54.6410 16.15 Q V. 23.417 54.7517 16.07 Q V. 23.500 54.8619 16.00 Q V. 23.583 54.9716 15.92 Q V. 23.667 55.0807 15.85 Q V. 23.750 55.1894 15.78 Q V. 23.833 55.2976 15.71 Q V. 23.917 55.4053 15.64 Q V. j 24.000 55.5126 15.57 Q V. 24.083 55.6151 14.89 Q V. 24.167 55.6932 11.33 Q V. 24.250 55.7319 5.63 Q V. 24.333 55.7454 1.96 Q V. 24.417 55.7496 0.61 Q V. 24.500 55.7512 0.24 Q V. 24.583 55.7520 0.11 Q V. 24.667 55.7523 0.04 Q V. 24.750 55.7523 0.01 Q V FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 3.1 ---------------------------------------------------------------------------- »»>FLOW-THROUGH DETENTION BASIN ROUTING MODEL APPLIED TO STREAM #1««< INFLOW : (STREAM 1) 04/23/04 D-130 I V _effective depth ----------- I (and volume) I I I I I I I V........ I detention 1<-->1 outflow I basin I I.•••••... ----------- I I \ I I dead I basin outlet V I storage OUTFLOW --------- (STREAM 1) ROUTE RUNOFF HYDROGRAPH FROM STREAM NUMBER 1 THROUGH A FLOW-THROUGH DETENTION BASIN SPECIFIED BASIN CONDITIONS ARE AS FOLLOWS: DEAD STORAGE(AF) = 0.000 SPECIFIED DEAD STORAGE(AF) FILLED = 0.000 SPECIFIED EFFECTIVE VOLUME(AF) FILLED ABOVE OUTLET = 0.000 DETENTION BASIN CONSTANT LOSS RATE(CFS) = 0.00 BASIN DEPTH VERSUS OUTFLOW AND STORAGE INFORMATION: INTERVAL DEPTH OUTFLOW STORAGE NUMBER (FT) (CFS) (AF) 1 0.00 0.00 0.000 2 1.00 0.01 1.500 3 2.00 15.10 2.400 4 3.00 21.40 4.500 5 4.00 25.80 6.700 6 5.00 27.70 9.000 7 6.00 29.50 11.400 8 7.00 31.20 13.900 9 8.00 32.80 16.400 10 9.00 34.30 19.100 11 10.00 35.80 21.900 12 11.00 37.20 24.800 13 12.00 38.50 27.800 MODIFIED -PULS BASIN ROUTING MODEL RESULTS(5-MINUTE COMPUTATION INTERVALS): (Note: Computed EFFECTIVE DEPTH and VOLUME are estimated at the clack time; MEAN OUTFLOW is the average value during the unit interval.) CLOCK MEAN TIME DEAD -STORAGE INFLOW LOSS EFFECTIVE OUTFLOW EFFECTIVE (HRS) FILLED(AF) (CFS) (CFS) DEPTH(FT) (CFS) VOLUME(AF) ---------------------------------------------------------------------------- 0.083 0.000 0.62 0.00 0.00 0.0 0.004 0.167 0.000 4.12 0.00 0.02 0.0 0.033 0.250 0.000 9.79 0.00 0.07 0.0 0.100 0.333 0.000 13.46 0.00 0.13 0.0 0.193 0.417 0.000 14.83 0.00 0.20 0.0 0.295 0.500 0.000 15.23 0.00 0.27 0.0 0.400 0.583 0.000 15.39 0.00 0.34 0.0 0.506 0.667 0.000 15.49 0.00 0.41 0.0 0.612 0.750 0.000 15.55 0.00 0.48 0.0 0.719 0.833 0.000 15.60 0.00 0.55 0.0 0.827 0.917 0.000 15.63 0.00 0.62 0.0 0.934 1.000 0.000 15.67 0.00 0.69 0.0 1.042 04/23/04 D-131 1.083 0.000 15.70 0.00 0.77 0.0 1.150 1.167 0.000 15.74 0.00 0.84 0.0 1.259 1.250 0.000 15.77 0.00 0.91 0.0 1.367 1.333 0.000 15.81 0.00 0.98 0.0 1.476 1.417 0.000 15.84 0.00 1.09 0.7 1.580 1.500 0.000 15.88 0.00 1.19 2.1 1.675 1.583 0.000 15.91 0.00 1.29 3.6 1.759 1.667 0.000 15.95 0.00 1.37 5.0 1.835 1.750 0.000 15.99 0.00 1.45 6.2 1.902 1.833 0.000 16.03 0.00 1.51 7.3 1.963 1.917 0.000 16.06 0.00 1.57 8.2 2.017 2.000 0.000 16.10 0.00 1.63 9.1 2.065 2.083 0.000 16.14 0.00 1.68 9.8 2.108 2.167 0.000 16.18 0.00 1.72 10.5 2.147 2.250 0.000 16.22 0.00 1.76 11.2 2.182 2.333 0.000 16.26 0.00 1.79 11.7 2.213 2.417 0.000 16.30 0.00 1.82 12.2 2.242 2.500 0.000 16.34 0.00 1.85 12.7 2.267 2.583 0.000 16.38 0.00 1.88 13.1 2.290 2.667 0.000 16.42 0.00 1.90 13.4 2.310 2.750 0.000 16.46 0.00 1.92 13.8 2.329 2.833 0.000 16.50 0.00 1.94 14.1 2.346 2.917 0.000 16.54 0.00 1.96 14.3 2.361 3.000 0.000 16.58 0.00 1.97 14.6 2.375 3.083 0.000 16.62 0.00 1.99 14.8 2.388 3.167 0.000 16.67 0.00 2.00 15.0 2.399 3.250 0.000 16.71 0.00 2.00 15.1 2.410 3.333 0.000 16.75 0.00 2.01 15.1 2.421 3.417 0.000 16.80 0.00 2.02 15.2 2.432 3.500 0.000 16.84 0.00 2.02 15.2 2.444 3.583 0.000 16.89 0.00 2.03 15.2 2.455 3.667 0.000 16.93 0.00 2.03 15.3 2.466 3.750 0.000 16.98 0.00 2.04 15.3 2.478 3.833 0.000 17.02 0.00 2.04 15.4 2.489 3.917 0.000 17.07 0.00 2.05 15.4 2.501 4.000 0.000 17.12 0.00 2.05 15.4 2.513 4.083 0.000 17.16 0.00 2.06 15.5 2.524 4.167 0.000 17.21 0.00 2.06 15.5 2.536 4.250 0.000 17.26 0.00 2.07 15.5 2.548 4.333 0.000 17.31 0.00 2.08 15.6 2.560 4.417 0.000 17.36 0.00 2.08 15.6 2.572 4.500 0.000 17.41 0.00 2.09 15.6 2.585 4.583 0.000 17.46 0.00 2.09 15.7 2.597 4.667 0.000 17.51 0.00 2.10 15.7 2.609 4.750 0.000 17.56 0.00 2.11 15.7 2.622 4.833 0.000 17.61 0.00 2.11 15.8 2.634 4.917 0.000 17.66 0.00 2.12 15.8 2.647 5.000 0.000 17.72 0.00 2.12 15.9 2.660 5.083 0.000 17.77 0.00 2.13 15.9 2.673 5.167 0.000 17.82 0.00 2.14 15.9 2.686 5.250 0.000 17.88 0.00 2.14 16.0 2.699 5.333 0.000 17.93 0.00 2.15 16.0 2.712 5.417 0.000 17.99 0.00 2.15 16.1 2.725 5.500 0.000 18.05 0.00 2.16 16.1 2.739 5.583 0.000 18.10 0.00 2.17 16.1 2.752 5.667 0.000 18.16 0.00 2.17 16.2 2.766 5.750 0.000 18.22 0.00 2.18 16.2 2.780 5.833 0.000 18.28 0.00 2.19 16.3 2.794 5.917 0.000 18.34 0.00 2.19 16.3 2.808 6.000 0.000 18.40 0.00 2.20 16.3 2.822 6.083 0.000 18.46 0.00 2.21 16.4 2.836 6.167 0.000 18.52 0.00 2.21 16.4 2.850 6.250 0.000 18.58 0.00 2.22 16.5 2.865 6.333 0.000 18.64 0.00 2.23 16.5 2.880 04/23/04 D-132 6.417 0.000 18.71 0.00 2.24 16.6 2.894 6.500 0.000 18.77 0.00 2.24 16.6 2.909 6.583 0.000 18.84 0.00 2.25 16.7 2.924 6.667 0.000 18.90 0.00 2.26 16.7 2.940 6.750 0.000 18.97 0.00 2.26 16.7 2.955 6.833 0.000 19.04 0.00 2.27 16.8 2.970 6.917 0.000 19.11 0.00 2.28 16.8 2.986 7.000 0.000 19.18 0.00 2.29 16.9 3.002 7.083 0.000 19.25 0.00 2.29 16.9 3.018 7.167 0.000 19.32 0.00 2.30 17.0 3.034 7.250 0.000 19.39 0.00 2.31 17.0 3.050 7.333 0.000 19.46 0.00 2.32 17.1 3.067 7.417 0.000 19.54 0.00 2.33 17.1 3.083 7.500 0.000 19.61 0.00 2.33 17.2 3.100 7.583 0.000 19.69 0.00 2.34 17.2 3.117 7.667 0.000 19.77 0.00 2.35 17.3 3.134 7.750 0.000 19.84 0.00 2.36 17.3 3.152 7.833 0.000 19.92 0.00 2.37 17.4 3.169 7.917 0.000 20.00 0.00 2.37 17.4 3.187 8.000 0.000 20.08 0.00 2.38 17.5 3.205 8.083 0.000 20.17 0.00 2.39 17.5 3.223 8.167 0.000 20.25 0.00 2.40 17.6 3.241 8.250 0.000 20.34 0.00 2.41 17.7 3.260 8.333 0.000 20.42 0.00 2.42 17.7 3.278 8.417 0.000 20.51 0.00 2.43 17.8 3.297 8.500 0.000 20.60 0.00 2.44 17.8 3.316 8.583 0.000 20.69 0.00 2.45 17.9 3.336 8.667 0.000 20.78 0.00 2.45 17.9 3.355 8.750 0.000 20.87 0.00 2.46 18.0 3.375 8.833 0.000 20.97 0.00 2.47 18.1 3.395 8.917 0.000 21.06 0.00 2.48 18.1 3.415 9.000 0.000 21.16 0.00 2.49 18.2 3.436 9.083 0.000 21.26 0.00 2.50 18.2 3.457 9.167 0.000 21.36 0.00 2.51 18.3 3.478 9.250 0.000 21.46 0.00 2.52 18.4 3.499 9.333 0.000 21.57 0.00 2.53 18.4 3.521 9.417 0.000 21.68 0.00 2.54 18.5 3.543 9.500 0.000 21.78 0.00 2.55 18.6 3.565 9.583 0.000 21.89 0.00 2.57 18.6 3.587 9.667 0.000 22.00 0.00 2.58 18.7 3.610 9.750 0.000 22.12 0.00 2.59 18.8 3.633 9.833 0.000 22.23 0.00 2.60 18.8 3.657 9.917 0.000 22.35 0.00 2.61 18.9 3.680 10.000 0.000 22.47 0.00 2.62 19.0 3.704 10.083 0.000 22.59 0.00 2.63 19.0 3.729 10.167 0.000 22.72 0.00 2.64 19.1 3.754 10.250 0.000 22.85 0.00 2.66 19.2 3.779 10.333 0.000 22.97 0.00 2.67 19.3 3.804 10.417 0.000 23.11 0.00 2.68 19.4 3.630 10.500 0.000 23.24 0.00 2.69 19.4 3.856 10.583 0.000 23.38 0.00 2.71 19.5 3.883 10.667 0.000 23.52 0.00 2.72 19.6 3.910 10.750 0.000 23.66 0.00 2.73 19.7 3.936 10.833 0.000 23.81 0.00 2.75 19.8 3.965 10.917 0.000 23.96 0.00 2.76 19.8 3.994 11.000 0.000 24.11 0.00 2.77 19.9 4.023 11.083 0.000 24.27 0.00 2.79 20.0 4.052 11.167 0.000 24.43 0.00 2.80 20.1 4.082 11.250 0.000 24.59 0.00 2.82 20.2 4.112 11.333 0.000 24.76 0.00 2.83 20.3 4.143 11.417 0.000 24.93 0.00 2.84 20.4 4.174 11.500 0.000 25.11 0.00 2.86 20.5 4.206 11.583 0.000 25.29 0.00 2.88 20.6 4.239 11.667 0.000 25.47 0.00 2.89 20.7 4.272 04/23/04 D-133 11.750 0.000 25.66 0.00 2.91 20.8 4.306 11.833 0.000 25.86 0.00 2.92 20.9 4.340 11.917 0.000 26.06 0.00 2.94 21.0 4.375 12.000 0.000 26.26 0.00 2.96 21.1 4.411 12.083 0.000 26.49 0.00 2.97 21.2 4.447 12.167 0.000 26.78 0.00 2.99 21.3 4.485 12.250 0.000 27.12 0.00 3.01 21.4 4.524 12.333 0.000 27.42 0.00 3.03 21.5 4.565 12.417 0.000 27.68 0.00 3.05 21.6 4.607 12.500 0.000 27.93 0.00 3.07 21.7 4.650 12.583 0.000 28.19 0.00 3.09 21.7 4.695 12.667 0.000 28.45 0.00 3.11 21.8 4.740 12.750 0.000 28.72 0.00 3.13 21.9 4.787 12.833 0.000 28.99 0.00 3.15 22.0 4.835 12.917 0.000 29.28 0.00 3.17 22.1 4.884 13.000 0.000 29.57 0.00 3.20 22.2 4.935 13.083 0.000 29.88 0.00 3.22 22.3 4.987 13.167 0.000 30.20 0.00 3.25 22.4 5.041 13.250 0.000 30.53 0.00 3.27 22.5 5.096 13.333 0.000 30.87 0.00 3.30 22.6 5.152 13.417 0.000 31.23 0.00 3.32 22.8 5.211 13.500 0.000 31.60 0.00 3.35 22.9 5.271 13.583 0.000 31.99 0.00 3.38 23.0 5.333 13.667 0.000 32.40 0.00 3.41 23.1 5.396 13.750 0.000 32.82 0.00 3.44 23.3 5.462 13.833 0.000 33.27 0.00 3.47 23.4 5.530 13.917 0.000 33.74 0.00 3.50 23.5 5.601 14.000 0.000 34.23 0.00 3.53 23.7 5.673 14.083 0.000 34.76 0.00 3.57 23.8 5.749 14.167 0.000 35.37 0.00 3.60 24.0 5.827 14.250 0.000 36.07 0.00 3.64 24.1 5.909 14.333 0.000 36.75 0.00 3.68 24.3 5.995 14.417 0.000 37.43 0.00 3.72 24.5 6.084 14.500 0.000 38.13 0.00 3.76 24.7 6.177 14.583 0.000 38.87 0.00 3.81 24.9 6.274 14.667 0.000 39.66 0.00 3.85 25.0 6.374 14.750 0.000 40.51 0.00 3.90 25.3 6.479 14.833 0.000 41.43 0.00 3.95 25.5 6.589 14.917 0.000 42.43 0.00 4.00 25.7 6.704 15.000 0.000 43.52 0.00 4.05 25.9 6.826 15.083 0.000 44.73 0.00 4.11 26.0 6.955 15.167 0.000 46.05 0.00 4.17 26.1 7.093 15.250 0.000 47.53 0.00 4.23 26.2 7.240 15.333 0.000 49.19 0.00 4.30 26.3 7.398 15.417 0.000 50.33 0.00 4.37 26.4 7.562 15.500 0.000 48.18 0.00 4.44 26.6 7.711 15.583 0.000 43.76 0.00 4.49 26.7 7.828 15.667 0.000 42.42 0.00 4.54 26.8 7.936 15.750 0.000 45.03 0.00 4.59 26.9 8.061 15.833 0.000 51.64 0.00 4.67 27.0 8.231 15.917 0.000 65.14 0.00 4.78 27.2 8.492 16.000 0.000 93.83 0.00 4.98 27.5 8.949 16.083 0.000 167.80 0.00 5.38 28.0 9.912 16.167 0.000 330.31 0.00 6.23 29.1 11.986 16.250 0.000 415.79 0.00 7.30 30.8 14.638 16.333 0.000 283.52 0.00 7.99 32.2 16.368 16.417 0.000 139.53 0.00 8.26 33.0 17.102 16.500 0.000 75.62 0.00 8.37 33.3 17.394 16.583 0.000 59.32 0.00 8.43 33.4 17.572 16.667 0.000 54.06 0.00 8.49 33.5 17.714 16.750 0.000 49.69 0.00 8.53 33.6 17.825 16.833 0.000 45.79 0.00 8.56 33.6 17.909 16.917 0.000 42.88 0.00 8.58 33.7 17.973 17.000 0.000 40.88 0.00 8.60 33.7 18.022 04/23/04 D-134 17.083 0.000 39.18 0.00 8.61 33.7 18.060 17.167 0.000 37.64 0.00 8.62 33.7 16.087 17.250 0.000 36.22 0.00 8.63 33.7 18.104 17.333 0.000 34.99 0.00 8.63 33.7 18.112 17.417 0.000 33.93 0.00 8.63 33.8 18.114 17.500 0.000 32.99 0.00 8.63 33.6 18.108 17.583 0.000 32.14 0.00 8.63 33.7 18.097 17.667 0.000 31.36 0.00 8.62 33.7 18.081 17.750 0.000 30.64 0.00 8.61 33.7 18.060 17.833 0.000 29.98 0.00 8.61 33.7 18.034 17.917 0.000 29.37 0.00 8.59 33.7 18.004 18.000 0.000 26.80 0.00 8.58 33.7 17.970 18.083 0.000 28.26 0.00 8.57 33.7 17.933 18.167 0.000 27.69 0.00 8.55 33.6 17.892 18.250 0.000 27.10 0.00 8.54 33.6 17.847 18.333 0.000 26.58 0.00 8.52 33.6 17.799 18.417 0.000 26.13 0.00 8.50 33.6 17.748 18.500 0.000 25.73 0.00 8.48 33.5 17.694 18.583 0.000 25.35 0.00 8.46 33.5 17.638 18.667 0.000 24.99 0.00 8.44 33.5 17.580 18.750 0.000 24.64 0.00 8.41 33.4 17.519 16.833 0.000 24.32 0.00 8.39 33.4 17.456 18.917 0.000 24.00 0.00 8.37 33.4 17.392 19.000 0.000 23.71 0.00 8.34 33.3 17.326 19.083 0.000 23.42 0.00 8.32 33.3 17.258 19.167 0.000 23.15 0.00 8.29 33.3 17.188 19.250 0.000 22.88 0.00 8.27 33.2 17.117 19.333 0.000 22.63 0.00 8.24 33.2 17.044 19.417 0.000 22.39 0.00 8.21 33.1 16.970 19.500 0.000 22.15 0.00 8.18 33.1 16.895 19.583 0.000 21.92 0.00 8.15 33.1 16.818 19.667 0.000 21.71 0.00 8.13 33.0 16.740 19.750 0.000 21.49 0.00 8.10 33.0 16.661 19.833 0.000 21.29 0.00 8.07 32.9 16.581 19.917 0.000 21.09 0.00 8.04 32.9 16.500 20.000 0.000 20.90 0.00 8.01 32.8 16.418 20.083 0.000 20.72 0.00 7.97 32.8 16.335 20.167 0.000 20.54 0.00 7.94 32.7 16.251 20.250 0.000 20.36 0.00 7.91 32.7 16.166 20.333 0.000 20.19 0.00 7.87 32.6 16.080 20.417 0.000 20.03 0.00 7.84 32.6 15.994 20.500 0.000 19.87 0.00 7.80 32.5 15.907 20.583 0.000 19.71 0.00 7.77 32.5 15.819 20.667 0.000 19.56 0.00 7.73 32.4 15.730 20.750 0.000 19.41 0.00 7.70 32.3 15.641 20.833 0.000 19.27 0.00 7.66 32.3 15.552 20.917 0.000 19.13 0.00 7.62 32.2 15.461 21.000 0.000 18.99 0.00 7.59 32.2 15.371 21.083 0.000 18.86 0.00 7.55 32.1 15.279 21.167 0.000 18.73 0.00 7.52 32.1 15.188 21.250 0.000 18.60 0.00 7.48 32.0 15.095 21.333 0.000 18.47 0.00 7.44 31.9 15.003 21.417 0.000 18.35 0.00 7.40 31.9 14.909 21.500 0.000 18.23 0.00 7.37 31.8 14.816 21.583 0.000 18.12 0.00 7.33 31.8 14.722 21.667 0.000 18.00 0.00 7.29 31.7 14.628 21.750 0.000 17.69 0.00 7.25 31.6 14.533 21.833 0.000 17.78 0.00 7.22 31.6 14.438 21.917 0.000 17.68 0.00 7.18 31.5 14.343 22.000 0.000 17.57 0.00 7.14 31.5 14.247 22.083 0.000 17.47 0.00 7.10 31.4 14.151 22.167 0.000 17.37 0.00 7.06 31.3 14.055 22.250 0.000 17.27 0.00 7.02 31.3 13.959 22.333 0.000 17.18 0.00 6.98 31.2 13.862 04/23/04 D-235 22.417 0.000 17.08 0.00 6.95 31.1 13.765 22.500 0.000 16.99 0.00 6.91 31.1 13.668 22.583 0.000 16.90 0.00 6.87 31.0 13.571 22.667 0.000 16.81 0.00 6.83 30.9 13.474 22.750 0.000 16.72 0.00 6.79 30.9 13.376 22.833 0.000 16.64 0.00 6.75 30.8 13.279 22.917 0.000 16.55 0.00 6.71 30.7 13.181 23.000 0.000 16.47 0.00 6.67 30.7 13.083 23.083 0.000 16.39 0.00 6.63 30.6 12.985 23.167 0.000 16.31 0.00 6.59 30.5 12.887 23.250 0.000 16.23 0.00 6.56 30.5 12.789 23.333 0.000 16.15 0.00 6.52 30.4 12.691 23.417 0.000 16.07 0.00 6.48 30.3 12.593 23.500 0.000 16.00 0.00 6.44 30.3 12.494 23.583 0.000 15.92 0.00 6.40 30.2 12.396 23.667 0.000 15.85 0.00 6.36 30.1 12.297 23.750 0.000 15.78 0.00 6.32 30.1 12.199 23.833 0.000 15.71 0.00 6.28 30.0 12.100 23.917 0.000 15.64 0.00 6.24 29.9 12.002 24.000 0.000 15.57 0.00 6.20 29.9 11.903 24.083 0.000 14.89 0.00 6.16 29.8 11.801 24.167 0.000 11.33 0.00 6.11 29.7 11.674 24.250 0.000 5.63 0.00 6.04 29.6 11.509 24.333 0.000 1.96 0.00 5.97 29.5 11.319 24.417 0.000 0.61 0.00 5.88 29.4 11.121 24.500 0.000 0.24 0.00 5.80 29.2 10.921 24.583 0.000 0.11 0.00 5.72 29.1 10.722 24.667 0.000 0.04 0.00 5.63 28.9 10.523 24.750 0.000 0.01 0.00 5.55 28.8 10.325 24.833 0.000 0.00 0.00 5.47 28.6 10.128 24.917 0.000 0.00 0.00 5.39 28.5 9.932 25.000 0.000 0.00 0.00 5.31 28.3 9.737 25.083 0.000 0.00 0.00 5.23 28.2 9.543 25.167 0.000 0.00 0.00 5.15 28.0 9.349 25.250 0.000 0.00 0.00 5.07 27.9 9.157 25.333 0.000 0.00 0.00 4.99 27.7 8.966 25.417 0.000 0.00 0.00 4.90 27.6 8.776 25.500 0.000 0.00 0.00 4.82 27.4 8.587 25.583 0.000 0.00 0.00 4.74 27.3 8.399 25.667 0.000 0.00 0.00 4.66 27.1 8.213 25.750 0.000 0.00 0.00 4.58 27.0 8.027 25.833 0.000 0.00 0.00 4.50 26.8 7.842 25.917 0.000 0.00 0.00 4.42 26.7 7.658 26.000 0.000 0.00 0.00 4.34 26.5 7.476 26.083 0.000 0.00 0.00 4.26 26.4 7.294 26.167 0.000 0.00 0.00 4.18 26.2 7.114 26.250 0.000 0.00 0.00 4.10 26.1 6.934 26.333 0.000 0.00 0.00 4.02 25.9 6.756 26.417 0.000 0.00 0.00 3.94 25.7 6.579 26.500 0.000 0.00 0.00 3.87 25.4 6.404 26.583 0.000 0.00 0.00 3.79 25.0 6.231 26.667 0.000 0.00 0.00 3.71 24.7 6.061 26.750 0.000 0.00 0.00 3.63 24.4 5.894 26.833 0.000 0.00 0.00 3.56 24.0 5.728 26.917 0.000 0.00 0.00 3.48 23.7 5.565 27.000 0.000 0.00 0.00 3.41 23.4 5.404 27.083 0.000 0.00 0.00 3.34 23.0 5.245 27.167 0.000 0.00 0.00 3.27 22.7 5.089 27.250 0.000 0.00 0.00 3.20 22.4 4.934 27.333 0.000 0.00 0.00 3.13 22.1 4.782 27.417 0.000 0.00 0.00 3.06 21.8 4.632 27.500 0.000 0.00 0.00 2.99 21.5 4.484 27.583 0.000 0.00 0.00 2.92 21.1 4.338 27.667 0.000 0.00 0.00 2.86 20.7 4.196 04/23/04 D-136 27.750 0.000 0.00 27.833 0.000 0.00 27.917 0.000 0.00 28.000 0.000 0.00 26.083 0.000 0.00 28.167 0.000 0.00 28.250 0.000 0.00 28.333 0.000 0.00 28.417 0.000 0.00 28.500 0.000 0.00 28.583 0.000 0.00 28.667 0.000 0.00 28.750 0.000 0.00 28.633 0.000 0.00 28.917 0.000 0.00 29.000 0.000 0.00 29.083 0.000 0.00 29.167 0.000 0.00 29.250 0.000 0.00 29.333 0.000 0.00 29.417 0.000 0.00 29.500 0.000 0.00 29.583 0.000 0.00 29.667 0.000 0.00 29.750 0.000 0.00 29.833 0.000 0.00 29.917 0.000 0.00 ---------------------------------------- PROCESS SUMMARY OF STORAGE: INFLOW VOLUME = 55.752 AF BASIN STORAGE = 0.920 AF (WITH OUTFLOW VOLUME = 54.832 AF LOSS VOLUME = 0.000 AF 0.00 2.79 0.00 2.72 0.00 2.66 0.00 2.60 0.00 2.54 0.00 2.48 0.00 2.42 0.00 2.36 0.00 2.30 0.00 2.25 0.00 2.19 0.00 2.14 0.00 2.09 0.00 2.04 0.00 1.97 0.00 1.87 0.00 1.77 0.00 1.69 0.00 1.61 0.00 1.55 0.00 1.49 0.00 1.43 0.00 1.39 0.00 1.34 0.00 1.31 0.00 1.27 0.00 ----------------- 1.24 20.3 4.056 19.9 3.919 19.5 3.785 19.1 3.654 18.7 3.525 18.3 3.399 17.9 3.276 17.5 3.155 17.2 3.037 16.8 2.921 16.5 2.607 16.2 2.696 15.8 2.587 15.5 2.480 15.0 2.377 13.9 2.281 12.4 2.196 11.0 2.120 9.8 2.052 6.8 1.992 7.8 1.938 7.0 1.890 6.2 1.847 5.5 1.809 4.9 1.776 4.4 1.745 3.9 -------------- 1.719 0.000 AF INITIALLY FILLED) FLOW PROCESS FROM NODE 10.00 TO NODE 3.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>SUBAREA RUNOFF (UNIT-HYDROGRAPH ANALYSIS) ««< (UNIT-HYDROGRAPH ADDED TO STREAM #2) WATERSHED AREA = 43.300 ACRES BASEFLOW = 0.000 CFS/SQUARE-MILE *USER ENTERED "LAG" TIME � 0.190 HOURS CAUTION: LAG TIME IS LESS THAN 0.50 HOURS. THE 5 -MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. VALLEY(DEVELOPED) S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH/HOUR) = 0.415 LOW LOSS FRACTION = 0.438 *HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5 -MINUTES RAINFALL(INCH)= 0.58 SPECIFIED PEAK 30 -MINUTES RAINFALL(INCH)= 1.19 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.57 SPECIFIED PEAT{ 3 -HOUR RAINFALL(INCH) � 3.03 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 4.60 SPECIFIED PEAK 24-HOUR RAINFALL(INCH) = 10.50 *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5 -MINUTE FACTOR = 0.990 30 -MINUTE FACTOR = 0.990 04/23/04 D-137 1 -HOUR FACTOR = 0.990 3 -HOUR FACTOR = 1.000 6 -HOUR FACTOR = 1.000 24-HOUR FACTOR = 1.000 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 43.860 UNIT HYDROGRAPH DETERMINATION -------------------------------- INTERVAL "S" GRAPH NUMBER MEAN VALUES -------------------------------- 1 3.451 2 23.188 3 56.968 4 83.318 5 94.150 6 97.949 7 98.939 8 99.497 9 99.799 10 99.950 11 100.000 ----------------------------- UNIT HYDROGRAPH ORDINATES(CFS) ----------------------------- 18.070 103.354 176.892 137.984 56.723 19.895 5.185 2.922 1.580 0.790 0.263 ----------------------------------------------------------------------------- TOTAL SOIL -LOSS VOLUME(ACRE-FEET) = 15.4815 TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 22.3944 ---------------------------------------------------------------------------- 04/23/04 D-138 2 4- H O U R S T 0 R M R U N O F F H Y D R O G R A P H 04/23/04 D-139 HYDROGRAPH IN FIVE-MINUTE UNIT INTERVALS(CFS) (Note: Time indicated is at END of Each Unit Intervals) ---------------------------------------------------------------------------- TIME(HRS) VOLUME(AF) Q(CFS) 0. 50.0 100.0 150.0 200.0 ---------------------------------------------------------------------------- 0.083 0.0015 0.22 Q 0.167 0.0117 1.48 Q 0.250 0.0368 3.64 Q 0.333 0.0736 5.34 VQ 0.417 0.1152 6.04 VQ 0.500 0.1585 6.29 VQ 0.583 0.2024 6.37 VQ 0.667 0.2466 6.42 VQ 0.750 0.2911 6.45 VQ 0.833 0.3357 6.48 VQ 0.917 0.3804 6.50 VQ 1.000 0.4252 6.51 VQ 1.083 0.4702 6.52 VQ 1.167 0.5152 6.54 VQ 1.250 0.5603 6.55 Q 1.333 0.6056 6.57 Q 1.417 0.6509 6.58 Q 1.500 0.6963 6.60 Q 1.583 0.7419 6.61 Q 1.667 0.7875 6.63 Q 1.750 0.8333 6.64 Q 1.833 0.8791 6.66 Q 1.917 0.9251 6.67 Q 2.000 0.9712 6.69 Q 2.083 1.0174 6.71 Q 2.167 1.0637 6.72 Q 2.250 1.1101 6.74 Q 2.333 1.1566 6.75 QV 2.417 1.2032 6.77 QV 2.500 1.2500 6.79 QV 2.583 1.2968 6.80 QV 2.667 1.3438 6.82 QV 2.750 1.3909 6.84 QV 2.833 1.4381 6.86 QV 2.917 1.4854 6.87 QV 3.000 1.5329 6.89 QV 3.083 1.5805 6.91 QV 3.167 1.6282 6.93 QV 3.250 1.6760 6.94 QV 3.333 1.7239 6.96 Q V 3.417 1.7720 6.98 Q V 3.500 1.8202 7.00 Q V 3.583 1.8685 7.02 Q V 3.667 1.9170 7.04 Q V 3.750 1.9655 7.05 Q V 3.833 2.0143 7.07 Q V 3.917 2.0631 7.09 Q V 4.000 2.1121 7.11 Q V 4.083 2.1612 7.13 Q V 4.167 2.2104 7.15 Q V 4.250 2.2598 7.17 Q V 4.333 2.3094 7.19 Q V 04/23/04 D-139 4.417 2.3590 7.21 .Q v 4.500 2.4088 7.23 Q V 4.583 2.4588 7.25 Q V 4.667 2.5089 7.27 Q v 4.750 2.5591 7.30 Q v 4.833 2.6095 7.32 Q V 4.917 2.6601 7.34 Q V 5.000 2.7108 7.36 Q V 5.083 2.7616 7.38 Q V 5.167 2.8126 7.41 Q V 5.250 2.8638 7.43 Q V 5.333 2.9151 7.45 Q V 5.417 2.9666 7.47 Q V 5.500 3.0182 7.50 Q V 5.583 3.0700 7.52 Q V 5.667 3.1220 7.54 Q V 5.750 3.1741 7.57 Q V 5.833 3.2264 7.59 Q V 5.917 3.2788 7.62 Q V 6.000 3.3315 7.64 Q V 6.083 3.3843 7.67 Q V 6.167 3.4373 7.69 Q V 6.250 3.4904 7.72 Q V 6.333 3.5438 7.75 Q V 6.417 3.5973 7.77 Q v 6.500 3.6510 7.80 Q v 6.583 3.7049 7.83 Q V 6.667 3.7590 7.85 Q v 6.750 3.8133 7.88 Q v 6.833 3.8677 7.91 Q V 6.917 3.9224 7.94 Q V 7.000 3.9773 7.97 Q v 7.083 4.0323 8.00 Q V 7.167 4.0876 8.02 Q V 7.250 4.1431 8.05 Q V 7.333 4.1988 8.09 Q V 7.417 4.2547 8.12 Q v 7.500 4.3108 8.15 Q V 7.583 4.3671 8.18 Q V 7.667 4.4236 8.21 Q v 7.750 4.4804 8.24 Q V . 7.833 4.5374 8.28 Q V . 7.917 4.5946 8.31 Q v . 8.000 4.6521 8.34 Q V . 8.083 4.7098 8.38 Q V . 8.167 4.7677 8.41 Q V . 8.250 4.8259 8.45 Q v . 8.333 4.8843 8.48 Q V . 8.417 4.9430 8.52 Q V . 8.500 5.0019 8.56 Q V . 8.583 5.0611 8.59 Q V. 8.667 5.1205 8.63 Q V. 8.750 5.1802 8.67 Q V. 8.833 5.2402 8.71 Q V. 8.917 5.3005 8.75 Q V. 9.000 5.3610 8.79 Q V. 9.083 5.4218 8.83 Q V. 9.167 5.4829 6.87 Q V. 9.250 5.5443 8.91 Q V. 9.333 5.6060 8.96 Q v 9.417 5.6680 9.00 Q v 9.500 5.7303 9.05 Q v 9.583 5.7929 9.09 Q v 9.667 5.8559 9.14 Q v 04/23/04 D-140 9.750 5.9191 9.19 Q v 9.833 5.9827 9.23 Q v 9.917 6.0467 9.28 Q v 10.000 6.1109 9.33 Q v 10.083 6.1755 9.38 Q v 10.167 6.2405 9.43 Q v 10.250 6.3059 9.49 Q v 10.333 6.3716 9.54 Q v 10.417 6.4376 9.60 Q v 10.500 6.5041 9.65 Q v 10.583 6.5710 9.71 Q v 10.667 6.6382 9.77 Q v 10.750 6.7059 9.83 Q v 10.833 6.7740 9.89 Q v 10.917 6.8425 9.95 Q V 11.000 6.9115 10.01 Q V 11.083 6.9809 10.08 Q V 11.167 7.0507 10.14 Q v 11.250 7.1210 10.21 Q v 11.333 7.1918 10.28 Q v 11.417 7.2631 10.35 Q v 11.500 7.3349 10.42 Q v 11.583 7.4072 10.50 Q v 11.667 7.4801 10.58 Q v 11.750 7.5534 10.65 Q v 11.833 7.6274 10.73 Q v 11.917 7.7019 10.82 Q V 12.000 7.7769 10.90 Q v 12.083 7.8527 10.99 Q v 12.167 7.9292 11.11 Q v 12.250 8.0066 11.25 Q v 12.333 8.0850 11.38 Q v 12.417 8.1641 11.49 Q v 12.500 8.2439 11.59 Q v 12.583 8.3245 11.70 Q V 12.667 8.4058 11.81 Q v 12.750 8.4878 11.92 Q v 12.833 8.5707 12.03 Q v 12.917 8.6544 12.15 Q v 13.000 8.7389 12.27 Q v 13.083 8.8243 12.40 Q v 13.167 8.9106 12.53 Q V 13.250 8.9978 12.67 Q V 13.333 9.0860 12.81 Q v 13.417 9.1752 12.96 Q v 13.500 9.2655 13.11 Q v 13.583 9.3569 13.27 Q v 13.667 9.4494 13.44 Q V 13.750 9.5432 13.61 Q v 13.833 9.6382 13.80 Q V 13.917 9.7345 13.99 Q V 14.000 9.8323 14.19 Q v 14.083 9.9315 14.41 Q v 14.167 10.0325 14.66 Q v 14.250 10.1354 14.94 Q v . 14.333 10.2402 15.23 Q v . 14.417 10.3471 15.51 Q v . 14.500 10.4558 15.80 Q v . 14.583 10.5667 16.10 Q v . 14.667 10.6799 16.43 Q V. 14.750 10.7954 16.78 Q V. 14.833 10.9136 17.16 Q V. 14.917 11.0345 17.56 Q V. 15.000 11.1586 18.01 Q V. 04/23/04 D-141 15.083 11.2860 18.50 Q V 15.167 11.4172 19.05 Q v 15.250 11,5525 19.65 Q V 15.333 11.6925 20.33 Q v 15.417 11.8359 20.82 Q .v 15.500 11.9747 20.15 Q V 15.563 12.1023 18.52 Q V 15.667 12.2243 17.72 Q V 15.750 12.3519 18.52 Q V 15.833 12.4943 20.68 Q v 15.917 12.6655 24.86 Q V 16.000 12.8954 33.38 Q v 16.083 13.2730 54.82 Q v 16.167 13.9754 101.99 Q v 16.250 14.8832 131.81 Q 16.333 15.5966 103.59 Q V 16.417 15.9848 56.36 Q v . 16.500 16.2129 33.12 Q v . 16.583 16.3813 24.45 Q V. 16.667 16.5370 22.61 Q V. 16.750 16.6811 20.93 Q V. I 16.833 16.8149 19.42 Q V 16.917 16.9397 18.13 Q V 17.000 17.0578 17.15 Q V 17.083 17.1709 16.41 Q V i 17.167 17,2794 15.76 Q V 17.250 17,3839 15.17 Q V 17.333 17,4647 14.64 Q V 17.417 17.5824 14.19 Q V 17.500 17.6773 13.78 Q V 17.583 17.7698 13.42 Q V 17,667 17,8599 13.09 Q V 17.750 17.9480 12.79 Q v 17.833 18.0342 12.51 Q v 17.917 18.1186 12.26 Q v 18.000 18.2014 12.02 Q v 18.083 18.2826 11.79 Q v 16.167 18.3621 11.55 Q V 18.250 18.4400 11.31 Q V 18.333 18.5164 11.09 Q V 18.417 18.5914 10.90 Q V 18.500 18.6653 10.73 Q V 18.583 18.7381 10.57 Q V ` 18.667 18.8098 10.41 Q V 18.750 18.8805 10.27 Q V Ij 18.833 18.9503 10.13 Q V 18.917 19.0192 10.00 Q V 19.000 19.0872 9.88 Q V 19.083 1 19.1544 9.76 Q v 19.167 19.2208 9.64 Q V 19.250 19.2864 9.53 Q v 19.333 19.3514 9.43 Q V 19.417 19.4156 9.32 Q V 19.500 19.4791 9.23 Q V 19.583 19.5420 9.13 Q V 19.667 19.6042 9.04 Q v 19.750 19.6659 B.95 Q v ' 19.833 19.7269 8.87 Q v 19.917 19.7874 8.78 Q V 20.000 19.8474 8.70 Q v 20.083 19.9068 8.62 Q v 20.167 19.9656 8.55 Q v 20.250 20.0240 8.48 Q v 20.333 20.0819 8.41 Q v 04/23/04 D-142 20.417 20.1393 8.34 Q v 20.500 20.1963 8.27 Q v 20.583 20.2528 8.20 Q V 20.667 20.3089 8.14 Q V 20.750 20.3645 8.08 Q V 20.833 20.4197 8.02 Q V 20.917 20.4746 7.96 Q v 21.000 20.5290 7.90 Q V 21.083 20.5830 7.85 Q v 21.167 20.6367 7.79 Q V 21.250 20.6900 7.74 Q v 21.333 20.7430 7.69 Q V 21.417 20.7956 7.64 Q v 21.500 20.8478 7.59 Q V 21.583 20.8998 7.54 Q V 21.667 20.9514 7.49 Q V 21.750 21.0027 7.45 Q V 21.833 21.0536 7.40 Q v 21.917 21.1043 7.36 Q V 22.000 21.1547 7.31 Q V 22.083 21.2047 7.27 Q V 22.167 21.2545 7.23 Q V 22.250 21.3040 7.19 Q V , 22.333 21.3532 7.15 Q V . 22.417 21.4022 7.11 Q V . 22.500 21.4509 7.07 Q V . 22.583 21.4993 7.03 Q V . 22.667 21.5475 6.99 Q V . 22.750 21.5954 6.96 Q V . 22.833 21.6431 6.92 Q V . 22.917 21.6905 6.89 Q V . 23.000 21.7377 6.85 Q V . 23.083 21.7846 6.82 Q V . 23.167 21.8314 6.78 Q V . 23.250 21.8779 6.75 Q V. 23.333 21.9241 6.72 Q V. 23.417 21.9702 6.69 Q V. 23.500 22.0160 6.66 Q V. 23.583 22.0616 6.63 Q V. 23.667 22.1071 6.59 Q V. 23.750 22.1523 6.56 Q V. 23.833 22.1973 6.54 Q V. 23.917 22.2421 6.51 Q V. 24.000 22.2867 6.48 Q V. 24.083 22.3296 6.23 Q V. 24.167 22.3637 4.94 Q V. 24.250 22.3827 2.77 Q V. 24.333 22.3901 1.07 Q V. 24.417 22.3927 0.38 Q V. 24.500 22.3936 0.13 Q V. 24.583 22.3941 0.07 Q V. 24.667 22.3943 0.03 Q V. 24.750 22.3944 0.01 Q V. 24.833 22.3944 0.00 Q V. FLOW PROCESS FROM NODE 11.00 TO NODE 3.00 IS CODE 1 ---------------------------------------------------------------------------- »»>SUBAREA RUNOFF (UNIT-HYDROGRAPH ANALYSIS) ««< (UNIT-HYDROGRAPH ADDED TO STREAM 03) 04/23/04 D-143 WATERSHED AREA = 30.000 ACRES BASEFLOW = 0.000 CFS/SQUARE-MILE *USER ENTERED "LAG" TIME = 0.230 HOURS CAUTION: LAG TIME IS LESS THAN 0.50 HOURS. THE 5 -MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. VALLEY(DEVELOPED) S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH/HOUR) = 0.585 LOW LOSS FRACTION = 0.609 *HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5 -MINUTES RAINFALL(INCH)= 0.58 SPECIFIED PEAK 30 -MINUTES RATNFALL(INCH)= 1.19 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.57 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 3.03 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 4.60 SPECIFIED PEAK 24-HOUR RAINFALL(INCH) = 10.50 *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5 -MINUTE FACTOR = 0.990 30 -MINUTE FACTOR = 0.990 1 -HOUR FACTOR = 0.990 3 -HOUR FACTOR = 1.000 6 -HOUR FACTOR = 1.000 24-HOUR FACTOR = 1.000 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 36.232 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UNIT HYDROGRAPH DETERMINATION ---------------------------------------------------------------------------- INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) ---------------------------------------------------------------------------- 1 2.466 8.947 2 16.085 49.413 3 41.283 91.419 4 69.788 103.422 5 86.806 61.742 6 94.520 27.988 7 97.754 11.735 8 98.689 3.391 9 99.338 2.354 10 99.735 1.442 11 99.934 0.721 12 100.000 0.240 ---------------------------------------------------------------------------- TOTAL SOIL -LOSS VOLUME(ACRE-FEET) = 14.9238 TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 11.3203 ---------------------------------------------------------------------------- 04/23/04 D-144 2 4- H O U R S T O R M R U N O F F H Y D R 0 G R A P H ------------------------------------------------------------------------------ HYDROGRAPH IN FIVE-MINUTE UNIT INTERVALS(CFS) (Note: Time indicated is at END of Each Unit Intervals) ---------------------------------------------------------------------------- TIME(HRS) VOLUME(AF) Q(CFS) 0. 20.0 40.0 60.0 80.0 ---------------------------------------------------------------------------- 0.083 0.0005 0.08 Q 0.167 0.0039 0.50 Q 0.250 0.0127 1.27 Q 0.333 0.0275 2.15 VQ 0.417 0.0460 2.68 VQ 0.500 0.0662 2.93 VQ 0.583 0.0870 3.03 VQ 0.667 0.1082 3.07 VQ 0.750 0.1295 3.09 VQ 0.833 0.1509 3.11 VQ 0.917 0.1724 3.13 VQ 1.000 0.1940 3.13 VQ 1.083 0.2156 3.14 VQ 1.167 0.2373 3.15 VQ 1.250 0.2591 3.16 VQ 1.333 0.2808 3.16 VQ 1.417 0.3027 3.17 Q 1.500 0.3245 3.18 Q 1.583 0.3465 3.18 Q 1.667 0.3684 3.19 Q 1.750 0.3905 3.20 Q 1.833 0.4126 3.21 Q 1.917 0.4347 3.21 Q 2.000 0.4569 3.22 Q 2.083 0.4791 3.23 Q 2.167 0.5014 3.24 Q 2.250 0.5237 3.24 Q 2.333 0.5461 3.25 Q 2.417 0.5686 3.26 QV 2.500 0.5911 3.27 QV 2.583 0.6136 3.28 QV 2.667 0.6363 3.26 QV 2.750 0.6589 3.29 QV 2.833 0.6817 3.30 QV 2.917 0.7044 3.31 QV 3.000 0.7273 3.32 QV 3.083 0.7502 3.33 QV 3.167 0.7732 3.33 QV 3.250 0.7962 3.34 QV 3.333 0.8193 3.35 QV 3.417 0.8424 3.36 QV 3.500 0.8656 3.37 Q V 3.583 0.8889 3.38 Q V 3.667 0.9122 3.39 Q V 3.750 0.9356 3.40 Q V 3.833 0.9590 3.40 Q V 3.917 0.9825 3.41 Q V 4.000 1.0061 3.42 Q V 4.083 1.0297 3.43 Q V 4.167 1.0535 3.44 Q V 4.250 1.0772 3.45 Q V 4.333 1.1011 3.46 Q V 04/23/04 D-145 4.417 1.1250 3.47 Q V 4.500 1.1489 3.48 Q V 4.583 1.1730 3.49 Q V 4.667 1.1971 3.50 Q V 4.750 1.2213 3.51 Q V j 4.833 1.2455 3.52 Q V 4.917 1.2699 3.53 Q V 5.000 1.2943 3.54 Q V 5.083 1.3187 3.55 Q V 5.167 1.3433 3.56 Q V 5.250 1.3679 3.57 Q V 5.333 1.3926 3.59 Q V 5.417 1.4174 3.60 Q V 5.500 1.4422 3.61 Q V 5.583 1.4672 3.62 Q V 5.667 1.4922 3.63 Q V 5.750 1.5173 3.64 Q V 5.833 1.5424 3.65 Q V 5.917 1.5677 3.67 Q V 6.000 1.5930 3.68 Q V 6.083 1.6184 3.69 Q V 6.167 1.6439 3.70 Q V 6.250 1.6695 3.71 Q V 6.333 1.6952 3.73 Q V 6.417 1.7209 3.74 Q V 6.500 1.7468 3.75 Q V 6.583 1.7727 3.77 Q V 6.667 1.7987 3.78 Q V 6.750 1.8248 3.79 Q V 6.833 1.8510 3.81 Q V 6.917 1.8773 3.82 Q V 7.000 1.9037 3.83 Q V 7.083 1.9302 3.85 Q V 7.167 1.9568 3.86 Q V 7.250 1.9835 3.88 Q V 7.333 2.0103 3.89 Q V 7.417 2.0372 3.90 Q V 7.500 2.0642 3.92 Q V 7.583 2.0913 3.93 Q V 7.667 2.1185 3.95 Q V 7.750 2.1458 3.97 Q V 7.833 2.1732 3.98 Q V 7.917 2.2008 4.00 Q V 8.000 2.2284 4.01 Q V 8.083 2.2561 4.03 Q V 8.167 2.2840 4.05 Q V . 8.250 2.3120 4.06 Q V . 8.333 2.3401 4.08 Q V 8.417 2.3683 4.10 Q V . 8.500 2.3967 4.12 Q V . 8.583 2.4251 4.13 Q V . 8.667 2.4537 4.15 Q V . 8.750 2.4824 4.17 Q V . 8.833 2.5113 4.19 Q V . 8.917 2.5403 4.21 Q V . 9.000 2.5694 4.23 Q V. 9.083 2.5986 4.25 Q V. 9.167 2.6280 4.27 Q V. 9.250 2.6575 4.29 Q V. 9.333 2.6872 4.31 Q V. 9.417 2.7170 4.33 Q V. 9.500 2.7470 4.35 Q V. 9.583 2.7771 4.37 Q V. 9.667 2.8073 4.39 Q V. 04/23/04 D-146 9.750 2.8377 4.42 Q v 9.833 2.8683 4.44 Q v 9.917 2.8990 4.46 Q v 10.000 2.9299 4.49 Q v 1 10.083 2.9610 4.51 Q v 10.167 2.9922 4.54 Q v 10.250 3.0236 4.56 Q v 10.333 3.0552 4.59 Q v 10.417 3.0870 4.61 Q v 10.500 3.1189 4.64 Q V 10.583 3.1511 4.67 Q v 10.667 3.1834 4.69 Q V 10.750 3.2159 4.72 Q V 10.833 3.2486 4.75 Q v 10.917 3.2816 4.78 Q v 11.000 3.3147 4.81 Q v 11.083 3.3480 4.84 Q v 11.167 3.3816 4.87 Q v 11.250 3.4154 4.91 Q v 11.333 3.4494 4.94 Q V 11.417 3.4836 4.97 Q v 11.500 3.5181 5.01 Q v 11.583 3.5528 5.04 Q v 11.667 3.5878 5.08 Q v 11.750 3.6231 5.12 Q v 11.833 3.6586 5.15 Q v 11.917 3.6943 5.19 Q v 12.000 3.7304 5.23 Q v 12.083 3.7667 5.28 Q V i 12.167 3.8034 5.33 Q V 12.250 3.8405 5.39 Q v 12.333 3.8781 5.45 Q v 12.417 3.9160 5.51 Q v 12.500 3.9543 5.56 Q v 12.583 3.9930 5.61 Q v 12.667 4.0320 5.66 Q v 12.750 4.0714 5.72 Q v 12.833 4.1111 5.77 Q v 12.917 4.1513 5.83 Q v 13.000 4.1918 5.89 Q v 13.083 4.2327 5.95 Q v 13.167 4.2741 6.01 Q v 13.250 4.3159 6.07 Q V 13.333 4.3582 6.14 Q v 13.417 4.4010 6.21 Q V } 13.500 4.4442 6.28 Q v 13.583 4.4880 6.36 Q V 13.667 4.5324 6.44 Q v 13.750 4.5773 6.52 Q v 13.833 4.6228 6.61 Q v 13.917 4.6689 6.70 Q v 14.000 4.7157 6.79 Q v 14.083 4.7631 6.89 Q v 14.167 4.8114 7.01 Q v 14.250 4.8605 7.13 Q v 14.333 4.9106 7.27 Q v 14.417 4.9616 7.41 Q v 14.500 5.0136 7.55 Q v 14.583 5.0665 7.69 Q v 14.667 5.1205 7.84 Q v . 14.750 5.1757 8.00 Q v . 14.833 5.2320 8.18 Q v - 14.917 5.2896 8.37 Q V . 15.000 5.3487 8.58 Q v . 04/23/04 D-147 15.083 5.4093 8.80 Q V. 15.167 5.4717 9.05 Q V. 15.250 5.5359 9.33 Q V. 15.333 5.6023 9.64 Q V. 15.417 5.6705 9.89 Q V 15.500 5.7378 9.78 Q v 15.583 5.8017 9.28 Q V 15.667 5.8621 8.77 Q V 15.750 5.9230 8.84 Q V 15.833 5.9894 9.64 Q v 15.917 6.0688 11.53 Q V 16.000 6.1783 15.90 Q v 16.083 6.3655 27.18 Q v 16.167 6.7232 51.93 V Q 16.250 7.2218 72.40 v Q 16.333 7.7247 73.02 V Q ` 16.417 8.0543 47.86 Q V 16.500 8.2430 27.39 Q V. 16.583 8.3615 17.20 Q V. 16.667 8.4469 12.41 Q V. f 16.750 8.5244 11.24 Q V l 16.833 8.5946 10.23 Q V 16.917 8.6591 9.33 Q v 17.000 8.7184 8.61 Q V 17.083 8.7742 8.10 Q v 17.167 8.8276 7.76 Q V 17.250 8.8790 7.46 Q V 17.333 8.9286 7.19 Q V 17.417 8.9765 6.96 Q V 17.500 9.0230 6.75 Q V 17.583 9.0682 6.56 Q V 17.667 9.1122 6.40 Q v 17.750 9.1552 6.24 Q V 17.833 9.1973 6.10 Q V 17.917 9.2384 5.97 Q V 18.000 9.2787 5.85 Q V 18.083 9.3182 5.74 Q . V 18.167 9.3570 5.63 Q V 18.250 9.3949 5.51 Q V 18.333 9.4321 5.40 Q V 18.417 9.4686 5.30 Q V 18.500 9.5045 5.21 Q V 18.583 9.5399 5.13 Q V 18.667 9.5747 5.06 Q V 18.750 9.6091 4.99 Q v 18.833 9.6430 4.92 Q V 18.917 9.6764 4.85 Q v 19.000 9.7094 4.79 Q V 19.083 9.7420 4.73 Q V 19.167 9.7742 4.68 Q V 19.250 9.8060 4.62 Q v 19.333 9.8375 4.57 Q V 19.417 9.8686 4.52 Q v 19.500 9.8994 4.47 Q V 19.583 9.9299 4.42 Q V 19.667 9.9601 4.38 Q v 19.750 9.9899 4.34 Q v 19.833 10.0195 4.29 Q v 19.917 10.0488 4.25 Q V 20.000 10.0778 4.21 Q v 20.083 10.1066 4.18 Q V 20.167 10.1351 4.14 Q v 20.250 10.1634 4.10 Q V 20.333 10.1914 4.07 Q V 04/23/04 D-148 i 20.417 10.2192 4.04 Q V 20.500 10.2467 4.00 Q V 20.563 10.2741 3.97 Q V 20.667 10.3012 3.94 Q V 20.750 10.3282 3.91 Q V ` 20.833 10.3549 3.88 Q V 20.917 10.3814 3.85 Q V 21.000 10.4078 3.82 Q V 21.083 10.4339 3.80 Q V 21.167 10.4599 3.77 Q V 21.250 10.4857 3.74 Q V 21.333 10.5113 3.72 Q V 21.417 10.5367 3.69 Q V 21.500 10.5620 3.67 Q V 21.583 10.5871 3.65 Q V 21.667 10.6121 3.62 Q V 21.750 10.6369 3.60 Q V 21.833 10.6615 3.58 Q V 21.917 10.6860 3.56 Q V 22.000 10.7103 3.54 Q V 22.083 10.7346 3.52 Q V 22.167 10.7566 3.49 Q V . 22.250 10.7826 3.47 Q V , 22.333 10.8064 3,46 Q V . 22.417 10.8300 3.44 Q V , 22.500 10.8535 3.42 Q V . 22.583 10.8770 3.40 Q V . 22.667 10.9002 3.38 Q V , 22.750 10.9234 3.36 Q V . 22.833 10.9464 3.35 Q V . 22.917 10.9694 3.33 Q V . 23.000 10.9922 3.31 Q V . 23.083 11.0149 3.29 Q V , 23.167 11.0374 3.28 Q V. 23.250 11.0599 3.26 Q V. 23.333 11.0823 3.25 Q V. 23.417 11.1045 3.23 Q V. 23.500 11.1267 3.22 Q V. 23.583 11.1487 3.20 Q V. 23.667 11.1707 3.19 Q V. 23.750 11.1925 3.17 Q V. 23.833 11.2143 3.16 Q V. 23.917 11.2359 3.14 Q V. 24.000 11.2575 3.13 Q V. 24.083 11.2784 3.04 Q V. 24.167 11.2964 2.61 Q V. 24.250 11.3089 1.82 Q V. 24.333 11.3153 0.94 Q V. 24.417 11.3182 0.41 Q V. 24.500 11.3193 0.17 Q V. 24.583 11.3198 0.07 Q V. 24.667 11.3201 0.04 Q V. 24.750 11.3202 0.02 Q V. 24.833 11.3203 0.01 Q V. FLOW PROCESS ---------------------------------------------------------------------------- FROM NODE 3.00 TO NODE 3.00 IS CODE = 7 »»>STREAM NUMBER 2 ADDED TO STREAM NUMBER 1««< 04/23/04 D-149 FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 IS CODE = 7 ---------------------------------------------------------------------------- »»>STREAM NUMBER 3 ADDED TO STREAM NUMBER 1««< FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 IS CODE = 11 ---------------------------------------------------------------------------- »»>VIEW STREAM NUMBER 1 HYDROGRAPH<<<<< 04/23/04 D-150 STREAM HYDROGRAPH IN FIVE-MINUTE UNIT INTERVALS(CFS) (Note: Time indicated is at END of Each Unit Intervals) ---------------------------------------------------------------------------- TIME(HRS) VOLUME(AF) ---------------------------------------------------------------------------- Q(CFS) 0. 75.0 150.0 225.0 300.0 0.083 0.0020 0.30 Q 0.167 0.0157 1.98 Q 0.250 0.0495 4.92 Q 0.333 0.1011 7.49 Q 0.417 0.1612 8.72 VQ 0.500 0.2247 9.22 VQ 0.583 0.2895 9.41 VQ 0.667 0.3549 9.49 VQ 0.750 0.4207 9.55 VQ 0.833 0.4867 9.60 VQ 0.917 0.5530 9.63 VQ 1.000 0.6195 9.65 VQ 1.083 0.6861 9.67 VQ 1.167 0.7529 9.70 VQ 1.250 0.8198 9.72 VQ 1.333 0.8869 9.74 VQ 1.417 0.9588 10.44 VQ 1.500 1.0409 11.92 VQ 1.583 1.1335 13.45 VQ 1.667 1.2355 14.81 VQ 1.750 1.3459 16.03 V Q 1.833 1.4638 17.13 V Q 1.917 1.5886 18.11 V Q 2.000 1.7193 18.99 V Q 2.083 1.8556 19.78 V Q 2.167 1.9967 20.49 V Q 2.250 2.1423 21.14 V Q 2.333 2.2919 21.72 VQ 2.417 2.4450 22.24 VQ 2.500 2.6014 22.71 V Q 2.583 2.7608 23.14 V Q 2.667 2.9228 23.53 V Q 2.750 3.0873 23.88 V Q 2.833 3.2540 24.21 V Q 2.917 3.4228 24.50 V Q 3.000 3.5934 24.77 V Q 3.083 3.7657 25.02 V Q 3.167 3.9396 25.25 V Q 3.250 4.1145 25.39 V Q 3.333 4.2898 25.46 V Q 3.417 4.4656 25.52 VQ 3.500 4.6417 25.58 VQ 3.583 4.8183 25.64 VQ 3.667 4.9954 25.70 VQ 3.750 5.1728 25.77 VQ 3.833 5.3507 25.83 VQ 3.917 5.5290 25.89 VQ 04/23/04 D-150 4.000 5.7078 25.96 VQ 4.083 5.8870 26.02 VQ 4.167 6.0666 26.08 VQ 4.250 6.2467 26.15 VQ 4.333 6.4273 26.22 VQ 4.417 6.6083 26.28 VQ 4.500 6.7897 26.35 Q 4.583 6.9717 26.42 Q 4.667 7.1541 26.48 Q 4.750 7.3369 26.55 Q 4.833 7.5203 26.62 Q 4.917 7.7041 26.69 Q 5.000 7.8885 26.76 Q 5.083 8.0733 26.83 Q 5.167 8.2586 26.91 Q 5.250 8.4444 26.98 Q 5.333 8.6307 27.05 Q 5.417 8.8175 27.13 Q 5.500 9.0049 27.20 QV 5.583 9.1927 27.28 QV 5.667 9.3811 27.35 QV 5.750 9.5700 27.43 QV 5.833 9.7595 27.51 QV 5.917 9.9495 27.59 QV 6.000 10.1400 27.66 QV 6.083 10.3311 27.74 QV 6.167 10.5227 27.83 QV 6.250 10.7149 27.91 QV 6.333 10.9077 27.99 QV 6.417 11.1010 28.07 Q V 6.500 11.2949 28.16 Q V 6.583 11.4894 28.24 Q V 6.667 11.6845 28.33 Q V 6.750 11.8802 26.41 Q V 6.833 12.0765 28.50 Q V 6.917 12.2734 28.59 Q V 7.000 12.4709 28.68 Q V 7.083 12.6691 28.77 Q V 7.167 12.8679 28.86 Q V 7.250 13.0673 28.96 Q V 7.333 13.2674 29.05 Q V 7.417 13.4681 29.15 Q V 7.500 13.6695 29.24 Q V 7.583 13.8716 29.34 Q V 7.667 14.0743 29.44 Q V 7.750 14.2777 29.54 Q V 7.833 14.4818 29.64 Q V 7.917 14.6867 29.74 Q V 8.000 14.8922 29.84 Q V 8.083 15.0984 29.95 Q V 8.167 15.3054 30.05 Q V 8.250 15.5131 30.16 Q V 8.333 15.7216 30.27 Q V 8.417 15.9308 30.38 Q V 8.500 16.1408 30.49 Q V 8.583 16.3516 30.60 Q V 8.667 16.5632 30.72 Q V 8.750 16.7755 30.84 Q V 8.833 16.9887 30.95 Q V 8.917 17.2027 31.07 Q V 9.000 17.4175 31.19 Q V 9.063 17.6332 31.32 Q V 9.167 17.8497 31.44 Q V . 9.250 18.0672 31.57 Q V . 04/23/04 D-151 9.333 18.2854 31.70 Q V . 9.417 18.5046 31.83 Q V . 9.500 18.7247 31.96 Q V . 9.583 18.9457 32.09 Q v . 9.667 19.1677 32.23 Q V . 9.750 19.3906 32.37 Q v . 9.833 19.6145 32.51 Q v . 9.917 19.8394 32.65 Q V . 10.000 20.0652 32.80 Q V. 10.083 20.2921 32.94 Q V. 10.167 20.5200 33.09 Q V. 10.250 20.7490 33.25 Q V. 10.333 20.9790 33.40 Q V. 10.417 21.2101 33.56 Q V. 10.500 21.4424 33.72 Q V. 10.583 21.6757 33.88 Q V. 10.667 21.9102 34.05 Q V. 10.750 22.1459 34.22 Q V 10.833 22.3827 34.39 Q V 10.917 22.6208 34.57 Q v 11.000 22.8601 34.75 Q V 11.083 23.1007 34.93 Q V 11.167 23.3425 35.12 Q V 11.250 23.5857 35.31 Q v 11.333 23.8302 35.50 Q v 11.417 24.0761 35.70 Q v 11.500 24.3233 35.90 Q V 11.583 24.5720 36.11 Q V 11.667 24.8222 36.32 Q V 11.750 25.0738 36.54 Q v 11.833 25.3269 36.76 Q v 11.917 25.5816 36.98 Q v 12.000 25.8379 37.22 Q V 12.083 26.0959 37.46 Q v 12.167 26.3558 37.74 Q V 12.250 26.6178 38.04 Q v 12.333 26.8817 38.32 Q V 12.417 27.1473 38.57 Q V 12.500 27.4146 38.81 Q v 12.583 27.6836 39.06 Q v 12.667 27.9543 39.31 Q v 12.750 28.2267 39.56 Q v 12.833 28.5010 39.82 Q V 12.917 28.7771 40.10 Q v 13.000 29.0552 40.38 Q V 13.083 29.3353 40.66 Q V 13.167 29.6174 40.97 Q V 13.250 29.9017 41.27 Q V 13.333 30.1881 41.60 Q v 13.417 30.4769 41.93 Q v 13.500 30.7680 42.27 Q V 13.583 31.0616 42.63 Q V 13.667 31.3578 43.00 Q V 13.750 31.6566 43.39 Q V 13.833 31.9582 43.80 Q v 13.917 32.2628 44.22 Q v 14.000 32.5703 44.66 Q v 14.083 32.8811 45.12 Q V 14.167 33.1954 45.64 Q V 14.250 33.5137 46.21 Q V 14.333 33.8361 46.80 Q V 14.417 34.1625 47.39 Q v 14.500 34.4931 48.00 Q v 14.583 34.8280 48.64 Q V 04/23/04 D-152 1 14.667 35.1677 49.32 Q V 14.750 35.5123 50.03 Q V 14.833 35.8622 50.80 Q v 14.917 36.2177 51.62 Q v i 15.000 36.5789 52.44 Q v 15.083 36.9457 53.26 Q v 15.167 37.3188 54.17 Q v 15.250 37.6987 55.16 Q v j 15.333 38.0863 56.28 Q V 15.417 38.4799 57.16 Q v 15.500 38.8691 56.51 Q v 15.583 39.2444 54.49 Q v 15.667 39.6112 53.27 Q V 15.750 39.9847 54.23 Q v . 15.833 40.3794 57.31 Q V . 15.917 40.8172 63.56 Q v . 16.000 41.3458 76.76 Q v J 16.083 42.1036 110.03 Q V. 16.167 43.3643 183.06 V. Q 16.250 44.9828 235.00 V Q 16.333 46.4211 208.84 v Q 16.417 47.3660 137.20 Q .V 16.500 48.0119 93.78 Q V 16.583 48.5288 75.05 Q v 16.667 49.0006 68.51 Q. v 16.750 49.4533 65.74 Q v 16.833 49.8890 63.26 Q V 16.917 50.3099 61.12 Q v 17.000 50.7193 59.44 Q V 17.083 51.1204 58.23 Q V 17.167 51.5147 57.26 Q V 17.250 51.9029 56.37 Q V 17.333 52.2857 55.58 Q v ! 17.417 52.6638 54.89 Q v 17.500 53.0376 54.28 Q v 17.583 53.4077 53.73 Q v 17.667 53.7743 53.23 Q v 17.750 54.1377 52.76 Q v 17.833 54.4981 52.33 Q v 17.917 54.8557 51.93 Q v 18.000 55.2108 51.55 Q v 18.083 55.5633 51.19 Q v 16.167 55.9133 50.82 Q v 18.250 56.2606 50.44 Q v 18.333 56.6055 50.08 Q v 18.417 56.9482 49.76 Q v 18.500 57.2890 49.47 Q v 18.583 57.6278 49.20 Q V 1 18.667 57.9649 48.94 Q V 18.750 58.3003 48.69 Q V 18.833 58.6340 48.46 Q V 18.917 58.9661 48.22 Q v 19.000 59.2967 48.00 Q V 19.083 59.6258 47.79 Q V 19.167 59.9535 47.58 Q v 19.250 60.2797 47.37 Q v 19.333 60.6046 47.17 Q V 19.417 60.9282 46.98 Q v 19.500 61.2504 46.79 Q v 19.583 61.5714 46.61 Q V 19.667 61.8912 46.43 Q V 19.750 62.2097 46.25 Q V . 19.833 62.5271 46.08 Q V . 19.917 62.8433 45.91 Q V . 04/23/04 D-153 20.000 63.1584 45.75 Q v 20.083 63.4724 45.59 Q v . 20.167 63.7852 45.42 Q v . 20.250 64.0969 45.26 Q v . 20,333 64.4074 45.10 Q V. I 20.417 64.7169 44.94 Q V. 20.500 65.0254 44.78 Q V. 20.583 65.3328 44.63 Q V. 20.667 65.6391 44.48 Q V. 20.750 65.9444 44,33 Q V. 20.833 66.2487 44.19 Q V. 20.917 66.5521 44.04 Q V 21.000 66.8544 43.90 Q v 21,063 67.1557 43.76 Q V 21.167 67.4561 43.62 Q V 21.250 67.7556 43.48 Q V 21.333 66.0541 43.34 Q V 21,417 69.3517 43.21 Q v 21.500 68.6483 43.07 Q V 21.583 68.9441 42.94 Q V 21.667 69.2389 42.81 Q V 21.750 69.5329 42.68 Q V 21.833 69.8259 42.55 Q V 21.917 70.1181 42.43 Q V 22.000 70.4095 42.30 Q v 22.083 70.7000 42.18 Q v 22.167 70.9896 42.05 Q v 22,250 71.2784 41.93 Q v 22.333 71.5663 41.81 Q v 22.417 71.8534 41.69 Q v 22.500 72.1396 41.56 Q v 22.583 72.4250 41.44 Q V j 22.667 72.7096 41,32 Q V 22.750 72.9933 41.20 Q V 22.833 73.2762 41.08 Q V 22.917 73.5583 40.96 Q v 23.000 73.8396 40.84 Q V 23.083 74.1200 40.72 Q V 23.167 74,3997 40.61 Q V ` 23.250 74.6786 40.49 Q V 23.333 74.9566 40.38 Q v )f 23.417 75.2339 40.26 Q V 23.500 75.5105 40.15 Q V 23.583 75.7862 40.04 Q V 23.667 I 76.0611 39.92 Q V 23.750 76.3354 39.81 Q v 23.833 76.6086 39.70 Q V 23.917 76.8815 39.59 Q V 24.000 77,1534 39.48 Q V 24.083 77.4225 39.08 Q v 24.167 77.6793 37.28 Q V i 24.250 77.9149 34.22 Q V 24.333 78.1320 31.52 Q v 24,417 78.3396 30.15 Q v 24.500 78.5429 29.52 Q V 24.583 78.7440 29.20 Q v 24.667 78.9437 28.99 Q v 24.750 79.1421 28.80 Q v 24.833 79.3392 28.63 Q V 24.917 79.5353 28.47 Q v 25.000 79.7304 28.33 Q v 25.083 79.9245 28.18 Q V 25.167 80.1176 28.03 Q v 25.250 80.3097 27,89 Q v 04/23/04 D-154 25.333 80.5007 27.75 Q v 25.417 80.6908 27.59 Q v 25.500 80.8797 27.44 Q V 25.583 81.0676 27.28 Q v 25.667 81.2545 27.13 Q v 25.750 81.4402 26.97 Q V 25.833 81.6249 26.82 Q v 25.917 81.8086 26.67 Q v 26.000 81.9912 26.52 Q V 26.083 82.1728 26.37 Q V 26.167 82.3533 26.22 Q V 26.250 82.5329 26.07 Q v 26.333 82.7114 25.92 Q v 26.417 82.8884 25.70 Q v 26.500 83.0632 25.38 Q v 26.583 83.2356 25.04 Q v 26.667 83.4057 24.69 Q v 26.750 83.5734 24.36 Q v 26.833 83.7389 24.02 Q v 26.917 83.9020 23.69 Q v 27.000 84.0630 23.37 Q v 27.083 84.2217 23.05 Q V . 27.167 84.3783 22.73 Q v . 27.250 84.5327 22.42 Q V . 27.333 84.6850 22.12 Q v . 27.417 84.8353 21.81 Q v . 27.500 84.9834 21.51 Q v . 27.583 85.1289 21.13 Q V . 27.667 85.2715 20.70 Q V . 27.750 85.4111 20.28 Q v . 27.833 85.5479 19.86 Q v . 27.917 85.6819 19.46 Q V . 28.000 85.8132 19.06 Q v . 26.083 85.9418 18.67 Q v . 28.167 86.0677 18.29 Q V . 28.250 86.1911 17.91 Q v . 28.333 86.3119 17.55 Q V . 28.417 86.4303 17.19 Q V. 28.500 86.5462 16.84 Q V. 28.583 86.6598 16.49 Q V. 28.667 86.7711 16.15 Q V. 28.750 86.8801 15.82 Q V. 28.833 86.9868 15.50 Q V. 28.917 87.0903 15.03 Q V. 29.000 87.1861 13.91 Q V. 29.083 87.2714 12.39 Q V. 29.167 87.3474 11.04 Q V. 29.250 87.4151 9.83 Q V. 29.333 87.4754 8.76 Q V. 29.417 87.5292 7.80 Q V. 29.500 87.5770 6.95 Q V. 29.583 87.6197 6.19 Q V. 29.667 87.6577 5.52 Q V. 29.750 87.6915 4.91 Q V. 29.833 87.7217 4.38 Q V. 29.917 87.7485 3.90 Q V. 30.000 87.7725 3.47 Q V. FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE = 3.1 ---------------------------------------------------------------------------- »»>FLOW-THROUGH DETENTION BASIN ROUTING MODEL APPLIED TO STREAM #1««< 04/23/04 D-155 INFLOW (STREAM 1) 1 1 V effective depth ----------- I (and volume) I I I I I I I....V........ I detention 1<-->I outflow basin I I........ ----------- I I \ I dead I basin outlet V I storage I OUTFLOW--------- (STREAM 1) ROUTE RUNOFF HYDROGRAPH FROM STREAM NUMBER 1 THROUGH A FLOW-THROUGH DETENTION BASIN SPECIFIED BASIN CONDITIONS ARE AS FOLLOWS: DEAD STORAGE(AF) = 0.000 SPECIFIED DEAD STORAGE(AF) FILLED = 0.000 SPECIFIED EFFECTIVE VOLUME(AF) FILLED ABOVE OUTLET = 0.000 DETENTION BASIN CONSTANT LOSS RATE(CFS) = 0.00 BASIN DEPTH VERSUS OUTFLOW AND STORAGE INFORMATION: INTERVAL DEPTH OUTFLOW STORAGE NUMBER (FT) (CES) (AF) 1 0.00 0.00 0.000 2 0.31 0.02 0.001 3 1.31 6.80 0.013 4 2.31 10.20 0.039 5 3.31 12.70 0.080 6 4.31 14.80 0.136 7 5.31 16.60 0.212 8 6.31 18.20 0.362 9 7.31 19.70 0.590 10 8.31 21.10 0.837 11 9.31 22.40 1.063 12 10.31 71.80 1.254 13 11.31 108.20 1.462 14 12.31 133.60 1.688 15 13.31 154.40 1.910 16 14.31 172.50 2.053 17 15.31 188.70 2.150 18 16.31 203.60 2.193 19 17.31 217.40 2.218 20 18.31 230.40 2.247 21 19.31 242.60 2.248 MODIFIED -PULS BASIN ROUTING MODEL RESULTS(5-MINUTE COMPUTATION INTERVALS): (Note: Computed EFFECTIVE DEPTH and VOLUME are estimated at the clock time; MEAN OUTFLOW is the average value during the unit interval.) CLOCK MEAN TIME DEAD -STORAGE INFLOW LOSS EFFECTIVE OUTFLOW EFFECTIVE (HRS) FILLED(AF) (CFS) (CFS) DEPTH(FT) (CES) VOLUME(AF) ---------------------------------------------------------------------------- 04/23/04 D-156 0.083 0.000 0.30 0.00 0.34 0.1 0.001 0.167 0.000 1.98 0.00 0.69 1.4 0.005 0.250 0.000 4.92 0.00 1.15 4.2 0.011 0.333 0.000 7.49 0.00 1.48 6.6 0.017 0.417 0.000 8.72 0.00 1.72 7.8 0.023 0.500 0.000 9.22 0.00 1.91 8.5 0.028 0.583 0.000 9.41 0.00 2.01 9.0 0.031 0.667 0.000 9.49 0.00 2.07 9.3 0.033 0.750 0.000 9.55 0.00 2.10 9.4 0.033 0.833 0.000 9.60 0.00 2.12 9.5 0.034 0.917 0.000 9.63 0.00 2.13 9.6 0.034 1.000 0.000 9.65 0.00 2.14 9.6 0.035 1.083 0.000 9.67 0.00 2.15 9.6 0.035 1.167 0.000 9.70 0.00 2.16 9.7 0.035 1.250 0.000 9.72 0.00 2.16 9.7 0.035 1.333 0.000 9.74 0.00 2.17 9.7 0.035 1.417 0.000 10.44 0.00 2.30 9.9 0.039 1.500 0.000 11.92 0.00 2.55 10.5 0.049 1.583 0.000 13.45 0.00 2.91 11.2 0.064 1.667 0.000 14.81 0.00 3.34 12.2 0.082 1.750 0.000 16.03 0.00 3.69 13.1 0.102 1.833 0.000 17.13 0.00 4.09 13.9 0.124 1.917 0.000 18.11 0.00 4.46 14.7 0.147 2.000 0.000 18.99 0.00 4.78 15.4 0.172 2.083 0.000 19.78 0.00 5.13 16.0 0.198 2.167 0.000 20.49 0.00 5.40 16.5 0.226 2.250 0.000 21.14 0.00 5.60 16.9 0.255 2.333 0.000 21.72 0.00 5.80 17.2 0.286 2.417 0.000 22.24 0.00 6.02 17.6 0.318 2.500 0.000 22.71 0.00 6.24 17.9 0.351 2.583 0.000 23.14 0.00 6.41 18.2 0.385 2.667 0.000 23.53 0.00 6.56 18.5 0.420 2.750 0.000 23.88 0.00 6.72 18.7 0.456 2.833 0.000 24.21 0.00 6.88 18.9 0.492 2.917 0.000 24.50 0.00 7.04 19.2 0.529 3.000 0.000 24.77 0.00 7.20 19.4 0.565 3.083 0.000 25.02 0.00 7.36 19.7 0.602 3.167 0.000 25.25 0.00 7.51 19.9 0.639 3.250 0.000 25.39 0.00 7.66 20.1 0.676 3.333 0.000 25.46 0.00 7.80 20.3 0.712 3.417 0.000 25.52 0.00 7.94 20.5 0.746 3.500 0.000 25.58 0.00 8.08 20.7 0.780 3.583 0.000 25.64 0.00 6.21 20.9 0.813 3.667 0.000 25.70 0.00 8.35 21.1 0.845 3.750 0.000 25.77 0.00 8.48 21.2 0.876 3.833 0.000 25.83 0.00 8.62 21.4 0.906 3.917 0.000 25.89 0.00 8.75 21.6 0.936 4.000 0.000 25.96 0.00 8.88 21.8 0.965 4.083 0.000 26.02 0.00 9.00 21.9 0.993 4.167 0.000 26.08 0.00 9.12 22.1 1.021 4.250 0.000 26.15 0.00 9.24 22.2 1.048 4.333 0.000 26.22 0.00 9.34 23.1 1.069 4.417 0.000 26.28 0.00 9.39 25.1 1.077 4.500 0.000 26.35 0.00 9.39 26.2 1.078 4.583 0.000 26.42 0.00 9.39 26.4 1.078 4.667 0.000 26.48 0.00 9.39 26.4 1.079 4.750 0.000 26.55 0.00 9.39 26.5 1.079 4.833 0.000 26.62 0.00 9.40 26.6 1.079 4.917 0.000 26.69 0.00 9.40 26.7 1.079 5.000 0.000 26.76 0.00 9.40 26.7 1.080 5.083 0.000 26.83 0.00 9.40 26.8 1.080 5.167 0.000 26.91 0.00 9.40 26.9 1.080 5.250 0.000 26.98 0.00 9.40 26.9 1.081 5.333 0.000 27.05 0.00 9.40 27.0 1.081 04/23/04 D-157 5.417 0.000 27.13 0.00 9.41 27.1 1.081 5.500 0.000 27.20 0.00 9.41 27.2 1.081 5.583 0.000 27.28 0.00 9.41 27.2 1.082 5.667 0.000 27.35 0.00 9.41 27.3 1.082 5.750 0.000 27.43 0.00 9.41 27.4 1.082 5.833 0.000 27.51 0.00 9.41 27.5 1.083 5.917 0.000 27.59 0.00 9.41 27.5 1.083 6.000 0.000 27.66 0.00 9.42 27.6 1.083 6.083 0.000 27.74 0.00 9.42 27.7 1.084 6.167 0.000 27.83 0.00 9.42 27.8 1.084 6.250 0.000 27.91 0.00 9.42 27.9 1.084 6.333 0.000 27.99 0.00 9.42 27.9 1.084 6.417 0.000 28.07 0.00 9.42 28.0 1.085 6.500 0.000 28.16 0.00 9.43 28.1 1.085 6.583 0.000 28.24 0.00 9.43 28.2 1.085 6.667 0.000 28.33 0.00 9.43 28.3 1.086 6.750 0.000 28.41 0.00 9.43 28.4 1.086 6.833 0.000 28.50 0.00 9.43 28.5 1.086 6.917 0.000 28.59 0.00 9.44 28.5 1.087 7.000 0.000 28.68 0.00 9.44 28.6 1.087 7.083 0.000 28.77 0.00 9.44 28.7 1.087 7.167 0.000 28.86 0.00 9.44 28.8 1.088 7.250 0.000 28.96 0.00 9.44 28.9 1.088 7.333 0.000 29.05 0.00 9.44 29.0 1.089 7.417 0.000 29.15 0.00 9.45 29.1 1.069 7.500 0.000 29.24 0.00 9.45 29.2 1.089 7.583 0.000 29.34 0.00 9.45 29.3 1.090 7.667 0.000 29.44 0.00 9.45 29.4 1.090 7.750 0.000 29.54 0.00 9.45 29.5 1.090 7.833 0.000 29.64 0.00 9.46 29.6 1.091 7.917 0.000 29.74 0.00 9.46 29.7 1.091 8.000 0.000 29.84 0.00 9.46 29.8 1.092 8.083 0.000 29.95 0.00 9.46 29.9 1.092 8.167 0.000 30.05 0.00 9.46 30.0 1.092 8.250 0.000 30.16 0.00 9.47 30.1 1.093 8.333 0.000 30.27 0.00 9.47 30.2 1.093 8.417 0.000 30.38 0.00 9.47 30.3 1.094 8.500 0.000 30.49 0.00 9.47 30.4 1.094 8.583 0.000 30.60 0.00 9.48 30.5 1.095 8.667 0.000 30.72 0.00 9.48 30.7 1.095 8.750 0.000 30.84 0.00 9.48 30.8 1.095 8.833 0.000 30.95 0.00 9.48 30.9 1.096 8.917 0.000 31.07 0.00 9.49 31.0 1.096 9.000 0.000 31.19 0.00 9.49 31.1 1.097 9.083 0.000 31.32 0.00 9.49 31.2 1.097 9.167 0.000 31.44 0.00 9.49 31.4 1.098 9.250 0.000 31.57 0.00 9.50 31.5 1.098 9.333 0.000 31.70 0.00 9.50 31.6 1.099 9.417 0.000 31.83 0.00 9.50 31.8 1.099 9.500 0.000 31.96 0.00 9.50 31.9 1.100 9.583 0.000 32.09 0.00 9.51 32.0 1.100 9.667 0.000 32.23 0.00 9.51 32.2 1.101 9.750 0.000 32.37 0.00 9.51 32.3 1.101 9.833 0.000 32.51 0.00 9.51 32.4 1.102 9.917 0.000 32.65 0.00 9.52 32.6 1.102 10.000 0.000 32.80 0.00 9.52 32.7 1.103 10.083 0.000 32.94 0.00 9.52 32.9 1.104 10.167 0.000 33.09 0.00 9.53 33.0 1.104 10.250 0.000 33.25 0.00 9.53 33.2 1.105 10.333 0.000 33.40 0.00 9.53 33.3 1.105 10.417 0.000 33.56 0.00 9.54 33.5 1.106 10.500 0.000 33.72 0.00 9.54 33.6 1.107 10.583 0.000 33.88 0.00 9.54 33.8 1.107 10.667 0.000 34.05 0.00 9.55 34.0 1.108 04/23/04 D-158 10.750 0.000 34.22 0.00 9.55 34.1 1.109 10.833 0.000 34.39 0.00 9.55 34.3 1.109 10.917 0.000 34.57 0.00 9.56 34.5 1.110 11.000 0.000 34.75 0.00 9.56 34.6 1.111 11.083 0.000 34.93 0.00 9.56 34.8 1.111 11.167 0.000 35.12 0.00 9.57 35.0 1.112 11.250 0.000 35.31 0.00 9.57 35.2 1.113 11.333 0.000 35.50 0.00 9.57 35.4 1.113 11.417 0.000 35.70 0.00 9.58 35.6 1.114 11.500 0.000 35.90 0.00 9.58 35.8 1.115 11.583 0.000 36.11 0.00 9.59 36.0 1.116 11.667 0.000 36.32 0.00 9.59 36.2 1.117 11.750 0.000 36.54 0.00 9.60 36.4 1.117 11.833 0.000 36.76 0.00 9.60 36.6 1.118 11.917 0.000 36.98 0.00 9.60 36.9 1.119 12.000 0.000 37.22 0.00 9.61 37.1 1.120 12.083 0.000 37.46 0.00 9.61 37.3 1.121 12.167 0.000 37.74 0.00 9.62 37.6 1.122 12.250 0.000 38.04 0.00 9.63 37.9 1.123 12.333 0.000 38.32 0.00 9.63 38.2 1.124 12.417 0.000 38.57 0.00 9.64 38.4 1.125 12.500 0.000 38.81 0.00 9.64 38.7 1.126 12.583 0.000 39.06 0.00 9.65 38.9 1.127 12.667 0.000 39.31 0.00 9.65 39.2 1.128 12.750 0.000 39.56 0.00 9.66 39.4 1.129 12.833 0.000 39.62 0.00 9.66 39.7 1.130 12.917 0.000 40.10 0.00 9.67 39.9 1.131 13.000 0.000 40.38 0.00 9.67 40.2 1.132 13.083 0.000 40.66 0.00 9.68 40.5 1.133 13.167 0.000 40.97 0.00 9.69 40.8 1.135 13.250 0.000 41.27 0.00 9.69 41.1 1.136 13.333 0.000 41.60 0.00 9.70 41.4 1.137 13.417 0.000 41.93 0.00 9.70 41.7 1.138 13.500 0.000 42.27 0.00 9.71 42.1 1.140 13.583 0.000 42.63 0.00 9.72 42.4 1.141 13.667 0.000 43.00 0.00 9.73 42.8 1.142 13.750 0.000 43.39 0.00 9.73 43.2 1.144 13.833 0.000 43.80 0.00 9.74 43.6 1.145 13.917 0.000 44.22 0.00 9.75 44.0 1.147 14.000 0.000 44.66 0.00 9.76 44.4 1.149 14.083 0.000 45.12 0.00 9.77 44.9 1.151 14.167 0.000 45.64 0.00 9.78 45.4 1.153 14.250 0.000 46.21 0.00 9.79 45.9 1.155 14.333 0.000 46.80 0.00 9.80 46.5 1.157 14.417 0.000 47.39 0.00 9.82 47.1 1.159 14.500 0.000 48.00 0.00 9.83 47.7 1.162 14.583 0.000 48.64 0.00 9.84 48.3 1.164 14.667 0.000 49.32 0.00 9.85 48.9 1.167 14.750 0.000 50.03 0.00 9.87 49.6 1.169 14.833 0.000 50.80 0.00 9.88 50.4 1.172 14.917 0.000 51.62 0.00 9.90 51.2 1.176 15.000 0.000 52.44 0.00 9.92 52.0 1.179 15.083 0.000 53.26 0.00 9.93 52.8 1.182 15.167 0.000 54.17 0.00 9.95 53.7 1.185 15.250 0.000 55.16 0.00 9.97 54.6 1.189 15.333 0.000 56.28 0.00 9.99 55.7 1.193 15.417 0.000 57.16 0.00 10.01 56.7 1.197 15.500 0.000 56.51 0.00 10.00 56.8 1.195 15.583 0.000 54.49 0.00 9.96 55.6 1.187 15.667 0.000 53.27 0.00 9.94 54.0 1.182 15.750 0.000 54.23 0.00 9.95 53.8 1.186 15.833 0.000 57.31 0.00 10.01 55.7 1.197 15.917 0.000 63.56 0.00 10.14 60.2 1.220 16.000 0.000 76.76 0.00 10.40 69.2 1.273 04/23/04 D-159 16.083 0.000 110.03 0.00 11.12 88.2 1.423 16.167 0.000 183.06 0.00 12.95 124.1 1.829 16.250 0.000 235.00 0.00 16.98 179.8 2.209 16.333 0.000 208.84 0.00 16.60 210.2 2.200 16.417 0.000 137.20 0.00 13.27 180.6 1.901 16.500 0.000 93.78 0.00 11.89 138.3 1.594 16.583 0.000 75.05 0.00 10.87 107.6 1.370 16.667 0.000 68.51 0.00 10.38 83.3 1.269 16.750 0.000 65.74 0.00 10.21 70.6 1.235 16.833 0.000 63.26 0.00 10.14 65.2 1.222 16.917 0.000 61.12 0.00 10.10 62.4 1.213 17.000 0.000 59.44 0.00 10.06 60.4 1.206 17.083 0.000 58.23 0.00 10.04 58.9 1.202 17.167 0.000 57.26 0.00 10.02 57.8 1.198 17.250 0.000 56.37 0.00 10.00 56.9 1.194 17.333 0.000 55.58 0.00 9.98 56.0 1..191 17.417 0.000 54.89 0.00 9.97 55.3 1.189 17.500 0.000 54.28 0.00 9.96 54.6 1.186 17.583 0.000 53.73 0.00 9.94 54.0 1.184 17.667 0.000 53.23 0.00 9.93 53.5 1.182 17.750 0.000 52.76 0.00 9.93 53.0 1.180 17.833 0.000 52.33 0.00 9.92 52.6 1.179 17.917 0.000 51.93 0.00 9.91 52.2 1.177 18.000 0.000 51.55 0.00 9.90 51.8 1.176 18.083 0.000 51.19 0.00 9.89 51.4 1.174 18.167 0.000 50.82 0.00 9.89 51.0 1.173 18.250 0.000 50.44 0.00 9.88 50.7 1.171 18.333 0.000 50.08 0.00 9.87 50.3 1.170 18.417 0.000 49.76 0.00 9.86 49.9 1.169 18.500 0.000 49.47 0.00 9.86 49.6 1.168 18.583 0.000 49.20 0.00 9.85 49.4 1.166 18.667 0.000 46.94 0.00 9.85 49.1 1.165 18.750 0.000 46.69 0.00 9.84 48.8 1.165 18.633 0.000 48.46 0.00 9.84 48.6 1.164 18.917 0.000 48.22 0.00 9.83 46.4 1.163 19.000 0.000 48.00 0.00 9.83 46.1 1.162 19.083 0.000 47.79 0.00 9.82 47.9 1.161 19.167 0.000 47.58 0.00 9.82 47.7 1.160 19.250 0.000 47.37 0.00 9.82 47.5 1.159 19.333 0.000 47.17 0.00 9.81 47.3 1.159 19.417 0.000 46.98 0.00 9.81 47.1 1.158 19.500 0.000 46.79 0.00 9.80 46.9 1.157 19.583 0.000 46.61 0.00 9.80 46.7 1.156 19.667 0.000 46.43 0.00 9.80 46.5 1.156 19.750 0.000 46.25 0.00 9.79 46.4 1.155 19.833 0.000 46.08 0.00 9.79 46.2 1.154 19.917 0.000 45.91 0.00 9.79 46.0 1.154 20.000 0.000 45.75 0.00 9.78 45.8 1.153 20.083 0.000 45.59 0.00 9.78 45.7 1.152 20.167 0.000 45.42 0.00 9.78 45.5 1.152 20.250 0.000 45.26 0.00 9.77 45.3 1.151 20.333 0.000 45.10 0.00 9.77 45.2 1.151 20.417 0.000 44.94 0.00 9.77 45.0 1.150 20.500 0.000 44.78 0.00 9.76 44.9 1.149 20.583 0.000 44.63 0.00 9.76 44.7 1.149 20.667 0.000 44.48 0.00 9.76 44.6 1.148 20.750 0.000 44.33 0.00 9.75 44.4 1.148 20.833 0.000 44.19 0.00 9.75 44.3 1.147 20.917 0.000 44.04 0.00 9.75 44.1 1.147 21.000 0.000 43.90 0.00 9.75 44.0 1.146 21.083 0.000 43.76 0.00 9.74 43.8 1.145 21.167 0.000 43.62 0.00 9.74 43.7 1.145 21.250 0.000 43.48 0.00 9.74 43.6 1.144 21.333 0.000 43.34 0.00 9.73 43.4 1.144 04/23/04 D-160 21.417 0.000 43.21 0.00 9.73 43.3 1.143 21.500 0.000 43.07 0.00 9.73 43.1 1.143 21.583 0.000 42.94 0.00 9.73 43.0 1.142 21.667 0.000 42.81 0.00 9.72 42.9 1.142 21.750 0.000 42.68 0.00 9.72 42.8 1.141 21.833 0.000 42.55 0.00 9.72 42.6 1.141 21.917 0.000 42.43 0.00 9.72 42.5 1.140 22.000 0.000 42.30 0.00 9.71 42.4 1.140 22.083 0.000 42.18 0.00 9.71 42.2 1.139 22.167 0.000 42.05 0.00 9.71 42.1 1.139 22.250 0.000 41.93 0.00 9.71 42.0 1.138 22.333 0.000 41.81 0.00 9.70 41.9 1.138 22.417 0.000 41.69 0.00 9.70 41.8 1.137 22.500 0.000 41.56 0.00 9.70 41.6 1.137 22.583 0.000 41.44 0.00 9.70 41.5 1.136 22.667 0.000 41.32 0.00 9.69 41.4 1.136 22.750 0.000 41.20 0.00 9.69 41.3 1.136 22.833 0.000 41.08 0.00 9.69 41.1 1.135 22.917 0.000 40.96 0.00 9.69 41.0 1.135 23.000 0.000 40.84 0.00 9.68 40.9 1.134 23.083 0.000 40.72 0.00 9.68 40.8 1.134 23.167 0.000 40.61 0.00 9.68 40.7 1.133 23.250 0.000 40.49 0.00 9.68 40.6 1.133 23.333 0.000 40.38 0.00 9.67 40.4 1.132 23.417 0.000 40.26 0.00 9.67 40.3 1.132 23.500 0.000 40.15 0.00 9.67 40.2 1.131 23.583 0.000 40.04 0.00 9.67 40.1 1.131 23.667 0.000 39.92 0.00 9.66 40.0 1.131 23.750 0.000 39.81 0.00 9.66 39.9 1.130 23.833 0.000 39.70 0.00 9.66 39.8 1.130 23.917 0.000 39.59 0.00 9.66 39.7 1.129 24.000 0.000 39.48 0.00 9.66 39.5 1.129 24.083 0.000 39.08 0.00 9.65 39.3 1.127 24.167 0.000 37.28 0.00 9.61 38.2 1.121 24.250 0.000 34.22 0.00 9.55 35.9 1.109 24.333 0.000 31.52 0.00 9.50 33.0 1.099 24.417 0.000 30.15 0.00 9.47 31.0 1.093 24.500 0.000 29.52 0.00 9.45 29.9 1.091 24.583 0.000 29.20 0.00 9.45 29.4 1.089 24.667 0.000 28.99 0.00 9.44 29.1 1.088 24.750 0.000 28.80 0.00 9.44 28.9 1.088 24.833 0.000 28.63 0.00 9.44 28.7 1.087 24.917 0.000 28.47 0.00 9.43 28.6 1.086 25.000 0.000 28.33 0.00 9.43 28.4 1.086 25.083 0.000 28.18 0.00 9.43 28.3 1.085 25.167 0.000 28.03 0.00 9.42 28.1 1.085 25.250 0.000 27.89 0.00 9.42 28.0 1.084 25.333 0.000 27.75 0.00 9.42 27.8 1.084 25.417 0.000 27.59 0.00 9.42 27.7 1.083 25.500 0.000 27.44 0.00 9.41 27.5 1.082 25.583 0.000 27.28 0.00 9.41 27.4 1.082 25.667 0.000 27.13 0.00 9.41 27.2 1.081 25.750 0.000 26.97 0.00 9.40 27.1 1.081 25.833 0.000 26.82 0.00 9.40 26.9 1.080 25.917 0.000 26.67 0.00 9.40 26.B 1.079 26.000 0.000 26.52 0.00 9.39 26.6 1.079 26.083 0.000 26.37 0.00 9.39 26.5 1.078 26.167 0.000 26.22 0.00 9.39 26.3 1.078 26.250 0.000 26.07 0.00 9.38 26.2 1.077 26.333 0.000 25.92 0.00 9.38 26.0 1.077 26.417 0.000 25.70 0.00 9.38 25.8 1.076 26.500 0.000 25.38 0.00 9.37 25.6 1.074 26.583 0.000 25.04 0.00 9.36 25.2 1.073 26.667 0.000 24.69 0.00 9.36 24.9 1.072 04/23/04 D-161 26.750 0.000 24.36 0.00 9.35 24.5 1.071 26.833 0.000 24.02 0.00 9.34 24.2 1.069 26.917 0.000 23.69 0.00 9.34 23.9 1.068 27.000 0.000 23.37 0.00 9.33 23.6 1.067 27.083 0.000 23.05 0.00 9.32 23.2 1.065 27.167 0.000 22.73 0.00 9.32 22.9 1.064 27.250 0.000 22.42 0.00 9.31 22.6 1.063 27.333 0.000 22.12 0.00 9.30 22.4 1.061 27.417 0.000 21.81 0.00 9.28 22.4 1.057 27.500 0.000 21.51 0.00 9.26 22.4 1.051 27.583 0.000 21.13 0.00 9.22 22.3 1.043 27.667 0.000 20.70 0.00 9.18 22.3 1.032 27.750 0.000 20.28 0.00 9.12 22.2 1.019 27.833 0.000 19.86 0.00 9.05 22.1 1.004 27.917 0.000 19.46 0.00 8.97 22.0 0.986 28.000 0.000 19.06 0.00 8.88 21.9 0.967 28.063 0.000 18.67 0.00 8.79 21.8 0.945 28.167 0.000 18.29 0.00 8.69 21.7 0.922 28.250 0.000 17.91 0.00 8.58 21.5 0.897 28.333 0.000 17.55 0.00 8.46 21.4 0.871 28.417 0.000 17.19 0.00 8.34 21.2 0.843 28.500 0.000 16.84 0.00 8.22 21.1 0.814 28.583 0.000 16.49 0.00 8.10 20.9 0.784 28.667 0.000 16.15 0.00 7.97 20.7 0.752 28.750 0.000 15.82 0.00 7.84 20.5 0.720 28.833 0.000 15.50 0.00 7.70 20.3 0.687 28.917 0.000 15.03 0.00 7.56 20.1 0.651 29.000 0.000 13.91 0.00 7.39 19.9 0.610 29.083 0.000 12.39 0.00 7.18 19.7 0.560 29.167 0.000 11.04 0.00 6.93 19.3 0.503 29.250 0.000 9.83 0.00 6.65 18.9 0.440 29.333 0.000 8.76 0.00 6.36 18.5 0.373 29.417 0.000 7.80 0.00 5.92 17.9 0.303 29.500 0.000 6.95 0.00 5.45 17.2 0.233 29.583 0.000 6.19 0.00 4.68 16.1 0.164 29.667 0.000 5.52 0.00 3.71 14.5 0.102 29.750 0.000 4.91 0.00 2.62 12.3 0.052 29.833 0.000 4.38 0.00 1.53 9.3 0.018 29.917 0.000 3.90 0.00 0.83 5.5 0.007 ---------------------------------------------------------------------------- PROCESS SUMMARY OF STORAGE: INFLOW VOLUME = 88.546 AF BASIN STORAGE = 0.000 AF (WITH 0.000 AF INITIALLY FILLED) OUTFLOW VOLUME = 88.546 AF LOSS VOLUME = 0.000 AF END OF FLOODSCx ROUTING ANALYSIS 04/23/04 D-162 HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-2001 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2001 License ID 1251 Analysis prepared by: MADOLE & ASSOCIATES, INC. OF THE INLAND EMPIRE 10601 CHURCH STREET SUITE 107 RANCHO CUCAMONGA, CA 91730 909.948.1311 F948.8464 madole@madolerc.com ---------------------------------------------------------------------------- TIME/DATE OF STUDY: 07:29 04/23/2004 ---------------------------------------------------------------------------- ************************* DESCRIPTION OF STUDY ************************** * CITRUS HEIGHTS NORTH - BASIN STUDY * ANALYSIS OF REGENCY/DRC 10X5 RCB * MAX. FLOW AT MIN. DESIGN SLOPE AND 1 FT FREEBOARD »»CHANNEL INPUT INFORMATION«« ---------------------------------------------------------------------------- NORMAL DEPTH(FEET) = 4.00 CHANNEL Z1(HORIZONTAL/VERTICAL) = 0.00 Z2(HORIZONTAL/VERTICAL) = 0.00 BASEWIDTH(FEET) = 10.00 CONSTANT CHANNEL SLOPE(FEET/FEET) = 0.004900 MANNINGS FRICTION FACTOR = 0.0140 NORMAL -DEPTH FLOW INFORMATION: ---------------------------------------------------------------------------- »»> NORMAL DEPTH FLOW(CFS) = 506.11 FLOW TOP-WIDTH(FEET) = 10.00 FLOW AREA(SQUARE FEET) = 40.00 HYDRAULIC DEPTH(FEET) = 4.00 FLOW AVERAGE VELOCITY(FEET/SEC.) = 12.65 UNIFORM FROUDE NUMBER = 1.115 PRESSURE + MOMENTUM(POUNDS) = 17401.43 AVERAGED VELOCITY HEAD(FEET) = 2.486 SPECIFIC ENERGY(FEET) = 6.486 CRITICAL -DEPTH FLOW INFORMATION: ---------------------------------------------------------------------------- CRITICAL FLOW TOP-WIDTH(FEET) = 10.00 CRITICAL FLOW AREA(SQUARE FEET) = 43.00 CRITICAL FLOW HYDRAULIC DEPTH(FEET) = 4.30 CRITICAL FLOW AVERAGE VELOCITY(FEET/SEC.) = 11.77 CRITICAL DEPTH(FEET) = 4.30 CRITICAL FLOW PRESSURE + MOMENTUM(POUNDS) = 17312.54 AVERAGED CRITICAL FLOW VELOCITY HEAD(FEET) = 2.151 CRITICAL FLOW SPECIFIC ENERGY(FEET) = 6.451 ************************** DESCRIPTION OF STUDY ************************** * REGENCY/DRC 10X5 RCB * REGENCY (281.8 CES) + CHN (180 CFS) = 462 CFS **************************************************************************** »»CHANNEL INPUT INFORMATION«« --------------------------------------------------------- ------------------- CHANNEL Z1(HORIZONTAL/VERTICAL) = 0.00 Z2(HORIZONTAL/VERTICAL) = 0.00 BASEWIDTH(FEET) = 10.00 CONSTANT CHANNEL SLOPE(FEET/FEET) = 0.004900 UNIFORM FLOW(CFS) = 462.00 MANNINGS FRICTION FACTOR = 0.0140 NORMAL -DEPTH FLOW INFORMATION: ----------------------------------------------------------------------------- »»> NORMAL DEPTH(FEET) = 3.74 FLOW TOP-WIDTH(FEET) = 10.00 FLOW AREA(SQUARE FEET) = 37.44 HYDRAULIC DEPTH(FEET) = 3.74 FLOW AVERAGE VELOCITY(FEET/SEC.) = 12.34 UNIFORM FROUDE NUMBER = 1.124 PRESSURE + MOMENTUM(POUNDS) = 15421.22 AVERAGED VELOCITY HEAD(FEET) = 2.364 SPECIFIC ENERGY(FEET) = 6.108 CRITICAL -DEPTH FLOW INFORMATION: ---------------------------------------------------------------------------- CRITICAL FLOW TOP-WIDTH(FEET) = 10.00 CRITICAL FLOW AREA(SQUARE FEET) = 40.47 CRITICAL FLOW HYDRAULIC DEPTH(FEET) = 4.05 CRITICAL FLOW AVERAGE VELOCITY(FEET/SEC.) = 11.42 CRITICAL DEPTH(FEET) = 4.05 CRITICAL FLOW PRESSURE + MOMENTUM(POUNDS) = 15330.67 AVERAGED CRITICAL FLOW VELOCITY HEAD(FEET) = 2.023 CRITICAL FLOW SPECIFIC ENERGY(FEET) = 6.071 ************************** DESCRIPTION OF STUDY ************************** * REGENCY / DRC 10X5 RCB * ACTUAL PROPOSED (INTERIM CONDITION) * REGENCY CONTRIBUTION: 190 CFS; CHN CONTRIBUTION: 180 CFS = 370 CFS »»CHANNEL INPUT INFORMATION«« ---------------------------------------------------------------------------- CHANNEL Z1(HORIZONTAL/VERTICAL) = 0.00 Z2(HORIZONTAL/VERTICAL) = 0.00 BASEWIDTH(FEET) = 10.00 CONSTANT CHANNEL SLOPE(FEET/FEET) = 0.004900 UNIFORM FLOW(CFS) = 370.00 MANNINGS FRICTION FACTOR = 0.0140 NORMAL -DEPTH FLOW INFORMATION: »»> NORMAL DEPTH(FEET) = 3.19 FLOW TOP-WIDTH(FEET) = 10.00 FLOW AREA(SQUARE FEET) = 31.91 HYDRAULIC DEPTH(FEET) = 3.19 FLOW AVERAGE VELOCITY(FEET/SEC.) = 11.60 UNIFORM FROUDE NUMBER = 1.144 PRESSURE + MOMENTUM(POUNDS) 11490.85 AVERAGED VELOCITY HEAD(FEET) = 2.088 SPECIFIC ENERGY(FEET) = 5.279 CRITICAL -DEPTH FLOW INFORMATION: ----------------------------------------------------------------------------- CRITICAL FLOW TOP-WIDTH(FEET) = 10.00 CRITICAL FLOW AREA(SQUARE FEET) = 34.89 CRITICAL FLOW HYDRAULIC DEPTH(FEET) = 3.49 CRITICAL FLOW AVERAGE VELOCITY(FEET/SEC.) = 10.60 CRITICAL DEPTH(FEET) = 3.49 CRITICAL FLOW PRESSURE + MOMENTUM(POUNDS) = 11401.82 AVERAGED CRITICAL FLOW VELOCITY HEAD(FEET) = 1.746 CRITICAL FLOW SPECIFIC ENERGY(FEET) = 5.235 REFERENCES & MAPS 02/24/04 R-1 11.750 0.000 15.51 0.00 1.97 14.6 2.373 11.833 0.000 15.64 0.00 1.98 14.7 2.379 11.917 0.000 15.77 0.00 1.98 14.8 2.386 12.000 0.000 15.91 0.00 1.99 14.9 2.393 12.083 0.000 16.03 0.00 2.00 15.0 2.400 12.167 0.000 16.08 0.00 2.00 15.1 2.406 12.250 0.000 16.08 0.00 2.01 15.1 2.413 12.333 0.000 16.13 0.00 2.01 15.1 2.420 12.417 0.000 16.25 0.00 2.01 15.2 2.427 12.500 0.000 16.41 0.00 2.02 15.2 2.435 12.583 0.000 16.57 0.00 2.02 15.2 2.445 12.667 0.000 16.75 0.00 2.03 15.2 2.455 12.750 0.000 16.93 0.00 2.03 15.3 2.466 12.833 0.000 17.11 0.00 2.04 15.3 2.479 12.917 0.000 17.31 0.00 2.04 15.4 2.492 13.000 0.000 17.51 0.00 2.05 15.4 2.507 13.083 0.000 17.72 0.00 2.06 15.4 2.522 13.167 0.000 17.94 0.00 2.07 15.5 2.539 13.250 0.000 18.17 0.00 2.07 15.5 2.557 13.333 0.000 18.40 0.00 2.08 15.6 2.577 13.417 0.000 18.65 0.00 2.09 15.7 2.597 13.500 0.000 18.91 0.00 2.10 15.7 2.619 13.583 0.000 19.18 0.00 2.12 15.8 2.642 13.667 0.000 19.46 0.00 2.13 15.9 2.667 13.750 0.000 19.75 0.00 2.14 15.9 2.693 13.833 0.000 20.06 0.00 2.15 16.0 2.721 13.917 0.000 20.39 0.00 2.17 16.1 2.751 14.000 0.000 20.73 0.00 2.18 16.2 2.782 14.083 0.000 21.10 0.00 2.20 16.3 2.815 14.167 0.000 21.52 0.00 2.21 16.4 2.850 14.250 0.000 21.99 0.00 2.23 16.5 2.888 14.333 0.000 22.47 0.00 2.25 16.6 2.928 14.417 0.000 22.94 0.00 2.27 16.7 2.971 14.500 0.000 23.44 0.00 2.29 16.9 3.016 14.583 0.000 23.97 0.00 2.32 17.0 3.064 14.667 0.000 24.53 0.00 2.34 17.2 3.115 14.750 0.000 25.14 0.00 2.37 17.3 3.168 14.833 0.000 25.81 0.00 2.39 17.5 3.226 14.917 0.000 26.53 0.00 2.42 17.7 3.287 15.000 0.000 27.32 0.00 2.45 17.9 3.352 15.083 0.000 28.19 0.00 2.49 18.1 3.422 15.167 0.000 29.16 0.00 2.52 18.3 3.497 15.250 0.000 30.25 0.00 2.56 18.5 3.578 15.333 0.000 31.48 0.00 2.60 18.8 3.665 15.417 0.000 32.68 0.00 2.65 19.0 3.759 15.500 0.000 33.14 0.00 2.69 19.3 3.854 15.583 0.000 33.16 0.00 2.74 19.6 3.948 15.667 0.000 34.24 0.00 2.78 19.9 4.046 15.750 0.000 36.76 0.00 2.84 20.2 4.160 15.833 0.000 40.73 0.00 2.90 20.6 4.299 15.917 0.000 47.59 0.00 2.99 21.1 4.482 16.000 0.000 64.04 0.00 3.12 21.6 4.774 16.083 0.000 108.76 0.00 3.39 22.5 5.368 16.167 0.000 202.26 0.00 3.95 24.4 6.593 16.250 0.000 251.27 0.00 4.63 26.3 8.142 16.333 0.000 178.61 0.00 5.08 27.4 9.183 16.417 0.000 94.38 0.00 5.27 28.0 9.641 16.500 0.000 54.72 0.00 5.34 28.2 9.823 16.583 0.000 41.05 0.00 5.38 28.3 9.910 16.667 0.000 35.88 0.00 5.40 28.4 9.962 16.750 0.000 32.11 0.00 5.41 28.4 9.987 16.833 0.000 29.16 0.00 5.41 28.4 9.992 16.917 0.000 27.01 0.00 5.41 28.4 9.982 17.000 0.000 25.52 0.00 5.40 28.4 9.962 04/23/04 D-57 17.083 0.000 24.27 0.00 5.39 28.4 9.934 17.167 0.000 23.17 0.00 5.37 28.4 9.898 17.250 0.000 22.17 0.00 5.36 28.4 9.855 17.333 0.000 21.31 0.00 5.34 28.3 9.807 17.417 0.000 20.56 0.00 5.31 28.3 9.754 17.500 0.000 19.90 0.00 5.29 28.2 9.696 17.583 0.000 19.31 0.00 5.26 28.2 9.635 17.667 0.000 18.77 0.00 5.24 28.2 9.570 17.750 0.000 18.27 0.00 5.21 28.1 9.503 17.833 0.000 17.82 0.00 5.18 28.1 9.432 17.917 0.000 17.40 0.00 5.15 28.0 9.359 18.000 0.000 17.01 0.00 5.12 27.9 9.284 18.083 0.000 16.66 0.00 5.09 27.9 9.207 18.167 0.000 16.41 0.00 5.05 27.8 9.128 18.250 0.000 16.25 0.00 5.02 27.8 9.049 18.333 0.000 16.05 0.00 4.99 27.7 8.968 18.417 0.000 15.81 0.00 4.95 27.6 8.887 j 18.500 0.000 15.55 0.00 4.91 27.6 8.804 18.583 0.000 15.31 0.00 4.86 27.5 8.720 18.667 0.000 15.07 0.00 4.84 27.4 8.635 18.750 0.000 14.84 0.00 4.80 27.4 8.549 1 18.833 0.000 14.63 0.00 4.77 27.3 8.462 18.917 0.000 14.42 0.00 4.73 27.2 8.373 19.000 0.000 14.22 0.00 4.69 27.1 8.284 19.083 0.000 14.03 0.00 4.65 27.1 8.195 j 19.167 0.000 13.85 0.00 4.61 27.0 8.104 19.250 0.000 13.68 0.00 4.57 26.9 8.013 19.333 0.000 13.51 0.00 4.53 26.8 7.921 19.417 0.000 13.35 0.00 4.49 26.8 7.829 ` 19.500 0.000 13.20 0.00 4.45 26.7 7.736 19.583 0.000 13.05 0.00 4.41 26.6 7.642 19.667 0.000 12.91 0.00 4.37 26.5 7.548 ' 19.750 0.000 12.77 0.00 4.33 26.5 7.454 19.833 0.000 12.63 0.00 4.29 26.4 7.359 19.917 0.000 12.51 0.00 4.25 26.3 7.264 20.000 0.000 12.38 0.00 4.20 26.2 7.169 20.083 0.000 12.26 0.00 4.16 26.1 7.073 ' 20.167 0.000 12.14 0.00 4.12 26.1 6.977 20.250 0.000 12.03 0.00 4.08 26.0 6.881 20.333 0.000 11.92 0.00 4.04 25.9 6.785 20.417 0.000 11.81 0.00 3.99 25.8 6.688 20.500 0.000 11.71 0.00 3.95 25.7 6.592 20.583 0.000 11.61 0.00 3.91 25.5 6.497 20.667 0.000 11.51 0.00 3.86 25.3 6.402 20.750 0.000 11.41 0.00 3.82 25.1 6.307 20.833 0.000 11.32 0.00 3.78 24.9 6.214 20.917 0.000 11.23 0.00 3.74 24.7 6.121 21.000 0.000 11.14 0.00 3.69 24.5 6.028 21.083 0.000 11.05 0.00 3.65 24.4 5.937 21.167 0.000 10.97 0.00 3.61 24.2 5.846 21.250 0.000 10.89 0.00 3.57 24.0 5.755 21.333 0.000 10.81 0.00 3.53 23.8 5.666 21.417 0.000 10.73 0.00 3.49 23.6 5.577 21.500 0.000 10.65 0.00 3.45 23.5 5.489 21.583 0.000 10.58 0.00 3.41 23.3 5.401 21.667 0.000 10.51 0.00 3.37 23.1 5.314 21.750 0.000 10.43 0.00 3.33 22.9 5.228 21.833 0.000 10.36 0.00 3.29 22.8 5.143 21.917 0.000 10.30 0.00 3.25 22.6 5.058 22.000 0.000 10.23 0.00 3.22 22.4 4.974 22.083 0.000 10.16 0.00 3.18 22.3 4.890 22.167 0.000 10.10 0.00 3.14 22.1 4.808 22.250 0.000 10.04 0.00 3.10 21.9 4.726 22.333 0.000 9.98 0.00 3.07 21.8 4.645 04/23/04 D-58 22.417 0.000 3.03 22.500 0.000 9.86 22.583 0.000 21.4 22.667 0.000 0.00 22.750 0.000 4.406 22.833 0.000 2.92 22.917 0.000 9.68 23.000 0.000 20.8 23.083 0.000 0.00 23.167 0.000 4.177 23.250 0.000 2.81 23.333 0.000 9.52 23.417 0.000 20.1 23.500 0.000 0.00 23.583 0.000 3.958 23.667 0.000 2.71 23.750 0.000 9.37 23.833 0.000 19.5 23.917 0.000 0.00 24.000 0.000 3.750 24.083 0.000 2.61 24.167 0.000 9.22 24.250 0.000 18.8 24.333 0.000 0.00 24.417 0.000 3.551 24.500 0.000 2.52 24.583 0.000 9.09 24.667 0.000 18.3 24.750 0.000 0.00 24.833 0.000 3.361 24.917 0.000 2.43 25.000 0.000 8.95 25.083 0.000 17.7 25.167 0.000 0.00 25.250 0.000 3.178 25.333 0.000 2.34 25.417 0.000 3.36 25.500 0.000 17.1 25.583 0.000 0.00 25.667 0.000 2.902 25.750 0.000 2.19 25.833 0.000 0.14 25.917 0.000 16.1 ---------------------------------- PROCESS SUMMARY OF STORAGE: 0.00 INFLOW VOLUME = 33.994 AF BASIN STORAGE = 0.918 AF OUTFLOW VOLUME = 33.076 AF LOSS VOLUME = 0.000 AF 9.91 0.00 3.03 21.6 4.564 9.86 0.00 2.99 21.4 4.484 9.80 0.00 2.96 21.2 4.406 9.74 0.00 2.92 21.0 4.328 9.68 0.00 2.88 20.8 4.252 9.63 0.00 2.85 20.5 4.177 9.58 0.00 2.81 20.3 4.103 9.52 0.00 2.78 20.1 4.030 9.47 0.00 2.74 19.9 3.958 9.42 0.00 2.71 19.7 3.887 9.37 0.00 2.68 19.5 3.818 9.32 0.00 2.64 19.3 3.750 9.27 0.00 2.61 19.0 3.682 9.22 0.00 2.58 18.8 3.616 9.18 0.00 2.55 18.7 3.551 9.13 0.00 2.52 18.5 3.487 9.09 0.00 2.49 18.3 3.423 9.04 0.00 2.46 18.1 3.361 9.00 0.00 2.43 17.9 3.300 8.95 0.00 2.40 17.7 3.240 8.57 0.00 2.37 17.5 3.178 6.59 0.00 2.34 17.3 3.104 3.36 0.00 2.29 17.1 3.009 1.20 0.00 2.24 16.8 2.902 0.38 0.00 2.19 16.4 2.792 0.14 0.00 2.13 16.1 2.682 0.07 0.00 2.08 15.8 2.573 0.03 0.00 2.03 15.5 2.467 0.01 0.00 1.96 14.9 2.365 0.00 0.00 1.86 13.7 2.270 0.00 0.00 1.76 12.2 2.186 0.00 0.00 1.68 10.9 2.111 0.00 0.00 1.60 9.7 2.044 0.00 0.00 1.54 8.6 1.985 0.00 0.00 1.48 7.7 1.932 0.00 0.00 1.43 6.9 1.885 0.00 0.00 1.38 6.1 1.843 0.00 0.00 1.34 5.4 1.805 0.00 0.00 1.30 4.8 1.772 0.00 0.00 1.27 4.3 1.742 0.00 0.00 1.24 3.8 1.715 0.00 0.00 1.21 3.4 1.692 0.00 ------------------------------------------ 0.00 1.19 3.1 1.671 (WITH 0.000 AF INITIALLY FILLED) FLOW PROCESS FROM NODE 10.00 TO NODE 3.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>SUBAREA RUNOFF (UNIT-HYDROGRAPH ANALYSIS) ««< (UNIT-HYDROGRAPH ADDED TO STREAM #2) WATERSHED AREA = 43.300 ACRES BASEFLOW = 0.000 CFS/SQUARE-MILE *USER ENTERED "LAG" TIME = 0.191 HOURS CAUTION: LAG TIME IS LESS THAN 0.50 HOURS. THE 5 -MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) 04/23/04 D-59 MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. + VALLEY(DEVELOPED) S -GRAPH SELECTED ' MAXIMUM WATERSHED LOSS RATE(INCH/HOUR) = 0.415 LOW LOSS FRACTION = 0.446 *HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5 -MINUTES RAINFALL(INCH)= 0.36 SPECIFIED PEAK 30 -MINUTES RAINFALL(INCH)= 0.84 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.16 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.09 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 3.04 SPECIFIED PEAK 24-HOUR RAINFALL(INCH) = 6.56 *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5 -MINUTE FACTOR = 0.990 30 -MINUTE FACTOR = 0.990 1 -HOUR FACTOR = 0.990 3 -HOUR FACTOR = 1.000 6 -HOUR FACTOR = 1.000 24-HOUR FACTOR = 1.000 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 43.630 04/23/04 D-60 UNIT HYDROGRAPH DETERMINATION ---------------------------------- INTERVAL ------------------------------------------ "S" GRAPH UNIT HYDROGRAPH NUMBER ------------------------ MEAN VALUES ---------------------------------------------------- ORDINATES(CFS) 1 3.416 17.890 2 22.965 102.370 3 56.507 175.643 } 4 83.014 138.808 5 94.000 57.529 6 97.899 20.416 7 98.911 5.301 8 99.490 3.031 9 99.796 1.603 10 99.949 0.801 11 j 100.000 0.267 ---------------------------------------------------------------------------- TOTAL SOIL -LOSS VOLUME(ACRE-FEET) = 9.9515 TOTALSTORMRUNOFF --- --------------------------------- VOLUME(ACRE-FEET) _ ---13.7121--- ------------------ 04/23/04 D-60 2 4- H O U R S T 0 R M R U N O F F H Y D R 0 G R A P H 04/23/04 D-61 HYDROGRAPH IN FIVE-MINUTE UNIT INTERVALS(CFS) (Note: Time indicated is at END of Each Unit Intervals) ---------------------------------------------------------------------------- TIME(HRS) VOLUME(AF) Q(CFS) 0. 22.5 45.0 67.5 90.0 ---------------------------------------------------------------------------- 0.083 0.0009 0.13 Q 0.167 0.0067 0.84 Q 0.250 0.0210 2.07 Q 0.333 0.0420 3.05 VQ 0.417 0.0658 3.46 VQ 0.500 0.0907 3.61 VQ 0.583 0.1159 3.66 VQ 0.667 0.1413 3.69 VQ 0.750 0.1668 3.71 VQ 0.833 0.1925 3.72 VQ 0.917 0.2182 3.73 VQ 1.000 0.2440 3.74 VQ 1.083 0.2698 3.75 VQ 1.167 0.2957 3.76 VQ 1.250 0.3217 3.77 VQ 1.333 0.3477 3.78 Q 1.417 0.3738 3.79 Q 1.500 0.4000 3.80 Q 1.583 0.4262 3.81 Q 1.667 0.4525 3.82 Q 1.750 0.4789 3.83 Q 1.833 0.5053 3.84 Q 1.917 0.5318 3.85 Q 2.000 0.5584 3.86 Q 2.083 0.5850 3.87 Q 2.167 0.6117 3.88 Q 2.250 0.6385 3.89 Q 2.333 0.6653 3.90 Q 2.417 0.6923 3.91 QV 2.500 0.7192 3.92 QV 2.563 0.7463 3.93 QV 2.667 0.7735 3.94 QV 2.750 0.8007 3.95 QV 2.833 0.8280 3.96 QV 2.917 0.8553 3.97 QV 3.000 0.8828 3.98 QV 3.083 0.9103 4.00 QV 3.167 0.9379 4.01 QV 3.250 0.9655 4.02 QV 3.333 0.9933 4.03 QV 3.417 1.0211 4.04 QV 3.500 1.0490 4.05 Q V 3.583 1.0770 4.06 Q V 3.667 1.1051 4.08 Q V 3.750 1.1333 4.09 Q V 3.833 1.1615 4.10 Q V 3.917 1.1899 4.11 Q V 4.000 1.2183 4.13 Q V 4.083 1.2468 4.14 Q V 4.167 1.2754 4.15 Q V 4.250 1.3040 4.16 Q V 4.333 1.3328 4.18 Q V 04/23/04 D-61 4.417 1.3616 4.19 Q V 4.500 1.3906 4.20 Q V 4.583 1.4196 4.22 Q V 4.667 1.4488 4.23 Q V 4.750 1.4780 4.24 Q V 4.833 1.5073 4.26 Q V 4.917 1.5367 4.27 Q V 5.000 1.5662 4.28 Q V 5.083 1.5958 4.30 Q V 5.167 1.6255 4.31 Q V 5.250 1.6553 4.33 Q V 5.333 1.6853 4.34 Q V 5.417 1.7153 4.36 Q V 5.500 1.7454 4.37 Q V 5.583 1.7756 4.39 Q V 5.667 1.8059 4.40 Q V 5.750 1.8363 4.42 Q V 5.833 1.8669 4.43 Q V 5.917 1.8975 4.45 Q V 6.000 1.9283 4.47 Q V 6.083 1.9592 4.48 Q V 6.167 1.9901 4.50 Q V 6.250 2.0212 4.52 Q V 6.333 2.0524 4.53 Q V 6.417 2.0838 4.55 Q V 6.500 2.1152 4.57 Q V 6.583 2.1468 4.58 Q v 6.667 2.1785 4.60 Q V 6.750 2.2103 4.62 Q V 6.833 2.2422 4.64 Q V 6.917 2.2743 4.66 Q V 7.000 2.3065 4.67 Q V 7,083 2.3388 4.69 Q V 7.167 2.3712 4.71 Q V 7.250 2.4038 4.73 Q v 7.333 2.4366 4.75 Q V 7.417 2.4694 4.77 Q V 7.500 2.5024 4.79 Q V 7.583 2.5355 4.81 Q V 7.667 2.5688 4.83 Q V 7.750 2.6022 4.85 Q v 7.833 2.6358 4.87 Q V 7.917 2.6695 4.90 Q V 8.000 2.7034 4.92 Q V 8.083 2.7374 4.94 Q v 8.167 2.7716 4.96 Q v . 8.250 2.8059 4.99 Q V 8.333 2.8404 5.01 Q V . 8.417 2.8751 5.03 Q v . 8.500 2.9099 5.06 Q v . 8.583 2.9449 5.08 Q V . 8.667 2.9801 5.11 Q V . 8.750 3.0154 5.13 Q V . 8.833 3.0509 5.16 Q V . 8.917 3.0866 5.18 Q V. 9.000 3.1225 5.21 Q V. 9.083 3.1565 5.23 Q V. 9.167 3.1948 5.26 Q V. 9.250 3.2312 5.29 Q V. 9.333 3.2678 5.32 Q V. 9.417 3.3046 5.35 Q V. 9.500 3.3417 5.38 Q V. 9.583 3.3789 5.41 Q V. 9.667 3.4163 5.44 Q V. 04/23/04 D-62 9.750 3.4540 5.47 Q v 9.833 3.4918 5.50 Q V 9.917 3.5299 5.53 Q v 10.000 3.5682 5.56 Q V 10.083 3.6068 5.60 Q v 10.167 3.6456 5.63 Q v 10.250 3.6846 5.66 Q v 10.333 3.7238 5.70 Q V 10.417 3.7633 5.74 Q V 10.500 3.8031 5.77 Q v 10.583 3.8431 5.81 Q v 10.667 3.8834 5.85 Q v 10.750 3.9239 5.89 Q V 10.833 3.9647 5.93 Q V 10.917 4.0059 5.97 Q V 11.000 4.0472 6.01 Q v 11.083 4.0889 6.05 Q v 11.167 4.1309 6.10 Q V 11.250 4.1732 6.14 Q V 11.333 4.2158 6.19 Q v 11.417 4,2588 6.23 Q V 11.500 4.3020 6.28 Q v 11.583 4.3457 6.33 Q V 11.667 4.3896 6.38 Q v 11.750 4.4339 6.44 Q V 11.833 4.4786 6.49 Q v 11.917 4.5237 6.54 Q V 12.000 4.5692 6.60 Q v 12.083 4.6150 6.65 Q v 12.167 4.6610 6.68 Q v 12.250 4.7070 6.68 Q v 12.333 4,7531 6.70 Q v 12.417 4.7996 6.75 Q v 12.500 4.8465 6.81 Q V 12.583 4.8938 6.88 Q V 12.667 4.9417 6.95 Q V 12.750 4.9900 7.02 Q V 12.833 5.0389 7.10 Q v 12.917 5.0884 7,18 Q v 13.000 5.1384 7.26 Q V 13.083 5.1890 7.35 Q v 13.167 5.2403 7.44 Q v 13.250 5.2922 7.53 Q V 13.333 5.3447 7.63 Q v 13.417 5.3980 7.73 Q v 13.500 5.4520 7.84 Q V 13.583 5,5067 7.95 Q V 13.667 5.5623 8.07 Q v 13.750 5.6187 8.19 Q v 13.833 5.6759 8.32 Q v 13.917 5.7341 8.45 Q V 14.000 5.7933 8.59 Q V 14.083 5.8535 8.74 Q V 14.167 5.9149 8,92 Q v 14.250 5.9777 9.11 Q v 14.333 6.0418 9.31 Q V 14.417 6.1072 9.50 Q v 14.500 6.1741 9.71 Q V . 14.583 6.2424 9.92 Q v . 14.667 6.3124 10.16 Q v . 14.750 6.3841 10.41 Q v . 14.833 6.4576 10.68 Q v . 14.917 6.5332 10.98 Q V. 15.000 6.6111 11.30 Q v. 04/23/04 D-63 15.083 15.167 15.250 15.333 15.417 15.500 15.583 15.667 15.750 15.833 15.917 16.000 16.083 16.167 16.250 16.333 16.417 16.500 16.583 16.667 16.750 16.833 16.917 17.000 17.083 17.167 17.250 17.333 17.417 17.500 17.583 17,667 17.750 17.833 17.917 18.000 18.083 18.167 18.250 18.333 18.417 18.500 18.583 18.667 18.750 18.833 18.917 19.000 19.083 19.167 19.250 19.333 19.417 19.500 19.583 19.667 19.750 19.833 19.917 20.000 20.083 20.167 20.250 20.333 6.6914 6.7744 6.8605 6.9501 7,0430 7.1376 7.2326 7.3301 7.4342 7.5492 7.6815 7.8499 8.1094 8.5595 9.1256 9.5784 9.8397 10.0015 10.1196 10.2235 10.3168 10.4019 10.4806 10.5543 10.6243 10.6911 10.7550 10.8164 10.8756 10.9328 10.9884 11.0423 11.0949 11.1461 11.1960 11.2449 11.2927 11.3398 11.3864 11.4324 11.4778 11.5224 11.5663 11.6095 11.6521 11.6941 11.7354 11.7762 11.8165 11.8562 11.8954 11.9341 11.9724 12.0103 12.0477 12.0847 12.1213 12.1575 12.1933 12.2288 12.2640 12.2988 12.3332 12.3674 11.66 Q 12.06 Q 12.50 Q 13.00 Q 13.50 Q 13.74 Q 13.78 Q 14.16 Q 15.12 Q 16.69 Q 19.21 Q 24.45 Q 37.68 65.36 82.19 65.75 37.93 23.50 Q 17.15 Q 15.08 Q 13.54 Q 12.36 Q 11.42 Q 10.71 Q 10.17 Q 9.70 Q 9.28 Q 8.91 Q 8.59 Q 8.31 Q 8.06 Q 7.83 Q 7.63 Q 7.43 Q 7.26 Q 7.09 Q 6.95 Q 6.84 Q 6.76 Q 6.68 Q 6.58 Q 6.48 Q 6.38 Q 6.28 Q 6.18 Q 6.09 Q 6.01 Q 5.92 Q 5.84 Q 5.77 Q 5.70 Q 5.63 Q 5.56 Q 5.49 Q 5.43 Q 5.37 Q 5.31 Q 5.26 Q 5.20 Q 5.15 Q 5.10 Q 5.05 Q 5.01 Q 4.96 Q 04/23/04 D-64 V. V. v V V V .V .v .V V v V Q v V Q. v V Q. Q v . V. V. V. V V V V v V V v V v V V v V v V V v v v V V V V v V V v V V V V V v V v v v v v V v V V Q 20.417 12.4012 4.91 Q v j20.500 12.4348 4.87 Q v 20.583 12.4681 4.83 Q V 20.667 12.5010 4.79 Q V 20.750 12.5337 4.75 Q v 4 20.833 12.5662 4.71 Q V 20.917 12.5983 4.67 Q v 21.000 12.6303 4.63 Q V 21.083 12.6619 4.60 Q v 21.167 12.6934 4.56 Q v 21.250 12.7245 4.53 Q v 21.333 12.7555 4.50 Q v 21.417 12.7863 4.46 Q v I 21.500 12.8168 4.43 Q v 21.583 12.8471 4.40 Q v 21.667 12.8772 4.37 Q v 21.750 12.9071 4.34 Q v 21.833 12.9368 4.31 Q V 21.917 12.9663 4.28 Q v 22.000 12.9956 4.25 Q V 22.083 13.0247 4.23 Q v `1 22.167 13.0536 4.20 Q V , 22.250 13.0624 4,17 Q v , 22.333 13.1109 4.15 Q V , 22.417 13.1393 4.12 Q v , 22.500 13.1676 4.10 Q v , 22.583 13.1956 4.07 Q v , 22.667 13.2235 4.05 Q v , 22.750 13.2513 4.03 Q v . 22.833 13.2788 4.00 Q V , 22.917 13.3063 3.98 Q v , 23.000 13.3336 3.96 Q v , 23.083 13.3607 3.94 Q V , 23.167 13.3877 3.92 Q V. 23.250 13.4145 3.90 Q V. 23.333 13.4412 3.88 Q V. 23.417 13.4677 3.86 Q V. 23.500 13.4942 3.84 Q V. 23.583 13.5205 3.82 Q V. 23.667 13.5466 3.80 Q V. 23.750 13.5726 3.78 Q V. 23.833 13.5965 3.76 Q V. 23.917 13.6243 3.74 Q V. 24.000 13.6499 3.72 Q V. 24.083 13.6746 3.58 Q V. 24.167 13.6942 2.85 Q V. 24.250 13.7053 1.61 Q V. 24.333 13.7096 0.63 Q V. 24.417 13.7111 0.22 Q V. 24.500 13.7116 0.08 Q V. 24.583 13.7119 0.04 Q V. 24.667 13.7120 0.02 Q V. 24.750 13.7121 0.01 Q V. FLOW PROCESS ----------------------------------------------------------------------------- FROM NODE 11.00 TO NODE 3.00 IS CODE = 1 »»>SUBAREA RUNOFF (UNIT-HYDROGRAPH ANALYSIS)<<<<< (UNIT-HYDROGRAPH ADDED TO STREAM #3) WATERSHED AREA = 30.000 ACRES 04/23/04 D-65 BASEFLOW = 0.000 CFS/SQUARE-MILE *USER ENTERED "LAG" TIME = 0.234 HOURS CAUTION: LAG TIME IS LESS THAN 0.50 HOURS. THE 5 -MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. VALLEY(DEVELOPED) S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH/HOUR) = 0.585 LOW LOSS FRACTION = 0.615 *HYDROGRAPH MODEL #)1 SPECIFIED* SPECIFIED PEAK 5 -MINUTES RAINFALL(INCH)= 0.36 SPECIFIED PEAK 30 -MINUTES RAINFALL(INCH)= 0.84 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.16 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.09 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 3.04 SPECIFIED PEAK 24-HOUR RAINFALL(INCH) = 6.56 *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5 -MINUTE FACTOR = 0.990 30 -MINUTE FACTOR = 0.990 1 -HOUR FACTOR = 0.990 3 -HOUR FACTOR = 1.000 6 -HOUR FACTOR = 1.000 24-HOUR FACTOR = 1.000 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 35.613 UNIT HYDROGRAPH DETERMINATION -------------------------------- INTERVAL "S" GRAPH NUMBER MEAN VALUES -------------------------------- 1 2.400 2 15.548 3 40.030 4 68.358 5 85.922 6 94.030 7 97.553 8 98.602 9 99.262 10 99.705 11 99.926 12 100.000 --------------------------- UNIT HYDROGRAPH ORDINATES(CFS) --------------------------- 8.706 47.705 88.824 102.776 63.725 29.417 12.781 3.805 2.395 1.607 0.803 0.268 ---------------------------------------------------------------- TOTAL SOIL -LOSS VOLUME(ACRE-FEET) = 9.5180 TOTAL STORM RUNOFF VOLUME(ACRE-FEET) 6.8784 ---------------------------------------------------------------- 04/23/04 D-66 2 4- H O U R S T O R M R U N O F F H Y D R 0 G R A P H 04/23/04 D-67 HYDROGRAPH IN FIVE-MINUTE UNIT INTERVALS(CFS) (Note: Time indicated is at END of Each Unit Intervals) ---------------------------------------------------------------------------- TIME(HRS) ---------------------------------------------------------------------------- VOLUME(AF) Q(CFS) 0. 12.5 25.0 37.5 50.0 0.083 0.0003 0.04 Q 0.167 0.0022 0.27 Q 0.250 0.0071 0.71 Q 0.333 0.0154 1.21 Q 0.417 0.0259 1.52 VQ 0.500 0.0374 1.67 VQ 0.583 0.0493 1.74 VQ 0.667 0.0614 1.76 VQ 0.750 0.0736 1.77 VQ 0.833 0.0859 1.79 VQ 0.917 0.0983 1.79 VQ 1.000 0.1107 1.80 VQ 1.083 0.1231 1.80 VQ 1.167 0.1356 1.81 VQ 1.250 0.1481 1.81 VQ 1.333 0.1606 1.82 VQ 1.417 0.1731 1.82 Q 1.500 0.1857 1.83 Q 1.583 0.1983 1.83 Q 1.667 0.2110 1.84 Q 1.750 0.2236 1.84 Q 1.833 0.2364 1.85 Q 1.917 0.2491 1.85 Q 2.000 0.2619 1.85 Q 2.083 0.2747 1.86 Q , 2.167 0.2875 1.86 Q 2.250 0.3004 1.87 Q 2.333 0.3133 1.87 Q 2.417 0.3262 1.88 Q 2.500 0.3392 1.88 Q 2.583 0.3522 1.89 QV 2.667 0.3653 1.89 QV 2.750 0.3784 1.90 QV 2.833 0.3915 1.90 QV 2.917 0.4046 1.91 QV 3.000 0.4178 1.92 QV 3.083 0.4311 1.92 QV 3.167 0.4443 1.93 QV 3.250 0.4576 1.93 QV 3.333 0.4710 1.94 QV 3.417 0.4844 1.94 QV 3.500 0.4978 1.95 QV 3.593 0.5112 1.95 QV 3.667 0.5247 1.96 Q V 3.750 0.5383 1.97 Q V 3.833 0.5518 1.97 Q V 3.917 0.5655 1.98 Q V 4.000 0.5791 1.98 Q V 4.083 0.5928 1.99 Q V 4.167 0.6066 2.00 Q V 4.250 0.6203 2.00 Q V 4.333 0.6342 2,01 Q V 04/23/04 D-67 4.417 0.6480 2.01 .Q V 4.500 0.6620 2.02 Q V 4.583 0.6759 2.03 Q V 4.667 0.6899 2.03 Q V 4.750 0.7040 2.04 Q V 4.833 0.7180 2.05 Q V 4.917 0.7322 2.05 Q V 5.000 0.7464 2.06 Q V 5.083 0.7606 2.07 Q v 5.167 0.7749 2.07 Q V 5.250 0.7892 2.08 Q V 5.333 0.8036 2.09 Q V 5.417 0.8180 2.09 Q V 5.500 0.8325 2.10 Q V 5.583 0.8470 2.11 Q V 5.667 0.8616 2.12 Q V 5.750 0.8762 2.12 Q V 5.833 0.8909 2.13 Q V 5.917 0.9056 2.14 Q V 6.000 0.9204 2.15 Q V 6.083 0.9352 2.15 Q V 6.167 0.9501 2.16 Q V 6.250 0.9650 2.17 Q V 6.333 0.9800 2.18 Q V 6.417 0.9951 2.19 Q V 6.500 1.0102 2.19 Q V 6.583 1.0254 2.20 Q V 6.667 1.0406 2.21 Q V 6.750 1.0559 2.22 Q v 6.833 1.0712 2.23 Q V 6.917 1.0866 2.24 Q V 7.000 1.1021 2.25 Q V 7.083 1.1176 2.25 Q V 7.167 1.1332 2.26 Q v 7.250 1.1489 2.27 Q v 7.333 1.1646 2.28 Q V 7.417 1.1804 2.29 Q v 7.500 1.1962 2.30 Q V 7.583 1.2121 2.31 Q V 7.667 1.2281 2.32 Q V 7.750 1.2442 2.33 Q V 7.833 1.2603 2.34 Q v 7.917 1.2765 2.35 Q V 8.000 1.2928 2.36 Q V 8.083 1.3091 2.37 Q V 8.167 1.3255 2.38 Q V 8.250 1.3420 2.39 Q v 8.333 1.3586 2.41 Q V 8.417 1.3752 2.42 Q V 6.500 1.3919 2.43 Q v . 8.583 1.4087 2.44 Q V . 8.667 1.4256 2.45 Q v , 8.750 1.4426 2.46 Q v . 8.833 1.4597 2.48 Q V . 8.917 1.4768 2.49 Q v . 9.000 1.4940 2.50 Q v . 9.083 1.5113 2.51 Q v . 9.167 1.5287 2.53 Q v . 9.250 1.5462 2.54 Q V . 9.333 1.5638 2.55 Q V. 9.417 1.5815 2.57 Q V. 9.500 1.5993 2.58 Q V. 9.583 1.6171 2.59 Q V. 9.667 1.6351 2.61 Q V. 04/23/04 D-68 9.750 1.6532 2.62 Q V. 9.833 1.6713 2.64 Q V. 9.917 1.6896 2.65 Q V. 10.000 1.7080 2.67 Q V. 10.083 1.7265 2.69 Q v 10.167 1.7451 2.70 Q v 10.250 1.7638 2.72 Q V 10.333 1.7827 2.74 Q v 10.417 1.8016 2.75 Q v 10.500 1.8207 2.77 Q v 10.583 1.8399 2.79 Q v 10.667 1.8592 2.81 Q v 10.750 1.8787 2.82 Q v 10.833 1.8983 2.84 Q v 10.917 1.9180 2.86 Q v 11.000 1.9378 2.88 Q V 11.083 1.9578 2.90 Q v 11.167 1.9780 2.92 Q v 11,250 1.9983 2.95 Q v 11.333 2.0187 2.97 Q V 11.417 2.0393 2.99 Q V 11.500 2.0600 3.01 Q v 11.583 2.0809 3.04 Q V 11.667 2.1020 3.06 Q v 11.750 2.1233 3.08 Q v 11.833 2.1447 3.11 Q v 11.917 2.1663 3.14 Q v 12.000 2.1881 3.16 Q v 12.083 2.2100 3.19 Q v 12.167 2.2321 3.21 Q v 12.250 2.2543 3.21 Q v 12.333 2.2765 3.22 Q v 12.417 2.2988 3.24 Q v 12.500 2.3212 3.26 Q V 12.583 2.3439 3.29 Q v 12.667 2.3668 3.33 Q v 12.750 2.3900 3.36 Q v 12.833 2.4134 3.40 Q v 12.917 2.4370 3.44 Q v 13.000 2.4610 3.48 Q v 13.083 2.4852 3.52 Q v 13.167 2.5097 3.56 Q v 13.250 2.5345 3.60 Q V 13.333 2.5597 3.65 Q v 13.417 2.5851 3.70 Q v 13.500 2.6109 3.75 Q v 13.583 2.6371 3.80 Q v 13.667 2.6636 3.85 Q V 13.750 2.6906 3.91 Q V 13.833 2.7179 3.97 Q V 13.917 2.7457 4.03 Q v 14.000 2.7740 4.10 Q V 14.083 2.8027 4.17 Q v 14.167 2.8320 4.25 Q v 14.250 2.8618 4.34 Q V 14.333 2.8923 4.43 Q v 14.417 2.9235 4.52 Q V 14.500 2.9553 4.62 Q v 14.583 2.9878 4.72 Q v . 14.667 3.0211 4.83 Q v 14.750 3.0552 4.95 Q v 14.833 3.0901 5.07 Q v 14.917 3.1260 5.21 Q v . 15.000 3.1629 5.36 Q v . 04/23/04 D-69 15.083 3.2010 5.52 Q v 15.167 3.2403 5.71 Q V . 15.250 3.2809 5.91 Q V. 15.333 3.3232 6.14 Q V. 15.417 3.3671 6.37 Q V. ` 15.500 3.4120 6.53 Q V. 15.583 3.4576 6.62 Q V 15.667 3.5040 6.74 Q v 15.750 3.5527 7.08 Q V 15.833 3.6057 7.69 Q V 15.917 3.6660 8.75 Q V 16.000 3.7430 11.18 Q v 16.083 3.8648 17.69 Q v 16.167 4.0838 31.B0 V Q 16.250 4.3835 43.52 v Q 16.333 4.6885 44.28 v Q f 16.417 4.8975 30.36 Q v 1 16.500 5.0234 18.27 Q V. 16.583 5.1052 11.88 Q. V. 16.667 5.1635 8.47 Q v 16.750 5.2143 7.38 Q v I 16.833 5.2598 6.61 Q v 16.917 5.3007 5.94 Q v 17.000 5.3380 5.42 Q V 1 17.083 5.3728 5.05 Q v 17.167 5.4059 4.80 Q V 17.250 5.4375 4.59 Q V 17.333 5.4677 4.39 Q V 17.417 5.4969 4.23 Q V 17.500 5.5250 4.08 Q v 17.583 5.5522 3.95 Q v 17.667 5.5786 3.84 Q v 17,750 5.6043 3.73 Q v 17.833 5.6293 3.63 Q v 17.917 5.6537 3.54 Q V 18.000 5.6775 3.46 Q v 18.083 5.7008 3.39 Q v 18.167 5.7237 3.32 Q v 18.250 5.7463 3.28 Q v 18.333 5.7686 3.24 Q v 18.417 5.7906 3.20 Q v 18.500 5.8123 3.15 Q v 18.583 5.8336 3.10 Q v 18.667 5.8546 3.05 Q v 18.750 5.8753 3.00 Q v 18.833 5.8957 2.96 Q v 18.917 5.9157 2.91 Q v 19.000 5.9355 2.87 Q v 1 19.083 5.9551 2.83 Q V 19.167 5.9743 2.80 Q v 19.250 5.9933 2.76 Q v 19.333 6.0121 2.73 Q v 19.417 6.0307 2.69 Q v 19.500 6.0490 2.66 Q v 19.583 6.0672 2.63 Q v 19.667 6.0851 2.60 Q v 19.750 6.1028 2.57 Q v 19.833 6.1203 2.55 Q v 19.917 6.1377 2.52 Q v 20.000 6.1549 2.49 Q v 20.083 6.1719 2.47 Q v 20.167 6.1887 2.45 Q v 20.250 6.2054 2.42 Q V 20.333 6.2220 2.40 Q v 04/23/04 D-70 20.417 6.2383 2.38 Q v 20.500 6.2546 2.36 Q v 20.583 6.2707 2.34 Q v 20.667 6.2866 2.32 Q v 20.750 6.3024 2.30 Q v 20.833 6.3161 2.28 Q v 20.917 6.3337 2.26 Q v 21.000 6.3491 2.24 Q V 21.083 6.3644 2.22 Q v 21.167 6.3796 2.21 Q v 21.250 6.3947 2.19 Q v 21.333 6.4097 2.17 Q V 21.417 6.4245 2.16 Q v 21,500 6.4393 2.14 Q v 21.583 6.4539 2.13 Q v 21.667 6.4685 2.11 Q V 21.750 6.4829 2.10 Q v 21.833 6.4973 2.08 Q v 21.917 6.5115 2.07 Q v 22.000 6.5257 2.06 Q v 22.083 6.5398 2.04 Q v . 22.167 6.5537 2.03 Q v . 22.250 6.5676 2.02 Q v . 22.333 6.5814 2.00 Q V . 22.417 6.5952 1.99 Q V . 22.500 6.6088 1.98 Q V . 22.583 6.6224 1.97 Q v . 22,667 6.6358 1.96 Q V . 22.750 6.6492 1.95 Q V . 22.833 6.6626 1.93 Q V . 22.917 6.6758 1,92 Q V . 23.000 6.6890 1.91 Q V . 23.083 6.7021 1.90 Q V . 23.167 6.7151 1.89 Q V. 23.250 6.7281 1.88 Q V. 23.333 6.7410 1.87 Q V. 23.417 6.7538 1.86 Q V. 23.500 6.7665 1.85 Q V. 23.583 6.7792 1.84 Q V. 23.667 6.7919 1.83 Q V. 23.750 6.8044 1.82 Q V. 23.833 6.8169 1.82 Q V. 23.917 6.8294 1.81 Q V. 24.000 6.8417 1.80 Q V. 24.083 6.8538 1.75 Q V. 24.167 6.8641 1.51 Q V. 24.250 6.8715 1.07 Q V. 24.333 6.8754 0.56 Q V. 24.417 6.8771 0.25 Q V. 24.500 6.8778 0.11 Q V. 24.583 6.8781 0.04 Q V. 24.667 6.8783 0.02 Q V. 24.750 6.8784 0.01 Q V. 24.833 6.8784 0.01 Q V. FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 IS CODE = 7 »»>STREAM NUMBER 2 ADDED TO STREAM NUMBER 1««< 04/23/04 D-71 FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 IS CODE - 7 ---------------------------------------------------------------------------- »»>STREAM NUMBER 3 ADDED TO STREAM NUMBER 1<<<<< FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 IS CODE = 11 ---------------------------------------------------------------------------- »»>VIEW STREAM NUMBER 1 HYDROGRAPH««< ----------------------------------------------------------------------------- j STREAM HYDROGRAPH IN FIVE-MINUTE UNIT INTERVALS(CFS) ` (Note: Time indicated is at END of Each Unit Intervals) ---------------------------------------------------------------------------- TIME(HRS) VOLUME(AF) Q(CFS) 0. 50.0 100.0 150.0 200.0 0.083 0.0012 0.17 Q 0.167 0.0089 1.12 Q 0.250 0.0280 2.78 Q I 0.333 0.0574 4.26 Q M 0.417 0.0917 4.99 Q 0.500 0.1281 5.28 VQ 0.583 0.1653 5.40 VQ 0.667 0.2028 5.45 VQ 0.750 0.2406 5.49 VQ 0.833 0.2785 5.51 VQ 0.917 0.3166 5.53 VQ 1.000 0.3548 5.55 VQ 1.083 0.3931 5.56 VQ 1.167 0.4315 5.57 VQ 1.250 0.4700 5.59 VQ 1.333 0.5086 5.60 VQ 1.417 0.5473 5.62 VQ 1.500 0.5861 5.63 VQ 1.583 0.6250 5.65 VQ 1.667 0.6640 5.66 VQ 1.750 0.7031 5.68 VQ 1.833 0.7423 5.69 VQ 1.917 0.7816 5.71 VQ 2.000 0.8210 5.72 VQ 2.083 0.8605 5.74 VQ 2.167 0.9001 5.75 VQ 2.250 0.9423 6.13 VQ 2.333 0.9904 6.98 VQ 2.417 1.0447 7.89 VQ 2.500 1.1046 8.70 VQ 2.583 1.1696 9.43 VQ 2.667 1.2391 10.09 V Q 2.750 1.3126 10.68 V Q 2.833 1.3898 11.21 VQ 2.917 1.4703 11.68 VQ 3.000 1.5537 12.11 VQ 3.083 1.6398 12.50 VQ 3.167 1.7283 12.85 VQ 3.250 1.8189 13.17 VQ 3.333 1.9116 13.45 VQ 3.417 2.0060 13.71 VQ 3.500 2.1021 13.95 VQ 3.583 2.1997 14.17 VQ 3.667 2.2986 14.37 VQ 3.750 2.3988 14.55 VQ 3.833 2.5001 14.71 VQ 3.917 2.6025 14.87 VQ 04/23/04 D-72 4.000 2.7059 15.01 VQ 4.083 2.8102 15.14 VQ 4.167 2.9154 15.27 VQ 4.250 3.0213 15.38 VQ 4.333 3.1280 15.49 VQ 4.417 3.2354 15.60 VQ 4.500 3.3435 15.69 VQ 4.583 3.4522 15.78 VQ 4.667 3.5615 15.87 VQ 4.750 3.6715 15.96 VQ 4.833 3.7819 16.04 VQ 4.917 3.8929 16.12 VQ 5.000 4.0044 16.19 VQ 5.083 4.1165 16.27 Q 5.167 4.2290 16.34 Q 5.250 4.3420 16.41 Q 5.333 4.4555 16.48 Q 5.417 4.5695 16.55 Q 5.500 4.6839 16.62 Q 5.583 4.7988 16.68 Q 5.667 4.9141 16.75 Q 5.750 5.0299 16.81 Q 5.833 5.1462 16.88 Q 5.917 5.2629 16.94 Q 6.000 5.3800 17.01 QV 6.083 5.4976 17.07 QV 6.167 5.6156 17.14 QV 6.250 5.7341 17.20 QV 6.333 5.8531 17.27 QV 6.417 5.9724 17.34 QV 6.500 6.0923 17.40 QV 6.583 6.2126 17.47 QV 6.667 6.3334 17.54 QV 6.750 6.4546 17.60 QV 6.833 6.5763 17.67 QV 6.917 6.6985 17.74 QV 7.000 6.8212 17.81 Q V 7.083 6.9443 17.88 Q V 7.167 7.0679 17.95 Q V 7.250 7.1921 18.02 Q V 7.333 7.3167 18.10 Q V 7.417 7.4418 18.17 Q V 7.500 7.5674 18.24 Q V 7.583 7.6936 18.32 Q V 7.667 7.8203 18.39 Q V 7.750 7.9475 18.47 Q V 7.833 8.0752 18.55 Q V 7.917 8.2035 18.63 Q V 8.000 8.3324 18.71 Q V 8.083 8.4618 18.79 Q V 8.167 8.5917 18.87 Q V 8.250 8.7223 18.95 Q V 8.333 8.8534 19.04 Q V 8.417 8.9851 19.12 Q V 8.500 9.1174 19.21 Q V 8.583 9.2504 19.30 Q V 8.667 9.3839 19.39 Q V 8.750 9.5181 19.48 Q V 8.833 9.6529 19.57 Q V 8.917 9.7883 19.67 Q V 9.000 9.9244 19.76 Q V 9.083 10.0612 19.86 Q V 9.167 10.1986 19.96 Q V 9.250 10.3368 20.06 Q V 04/23/04 D-73 9.333 10.4756 20.16 Q v 9.417 10.6151 20.26 Q V 9.500 10.7554 20.37 Q V . 9.583 10.8964 20.47 Q V . 9.667 11.0381 20.58 Q v . 9.750 11.1806 20.69 Q V . 9.833 11.3239 20.80 Q V . 9.917 11.4680 20.92 Q V . 10.000 11.6129 21.04 Q v . 10.083 11.7586 21.15 Q V . 10.167 11.9051 21.26 Q v . 10.250 12.0524 21.40 Q V . 10.333 12.2007 21.52 Q V. 10.417 12.3498 21.65 Q V. 10.500 12.4998 21.78 Q V. 10.583 12.6507 21.91 Q V. 10.667 12.8026 22.05 Q V. 10.750 12.9554 22.19 Q V. 10.833 13.1092 22.33 Q V. 10.917 13.2640 22.47 Q V. 11.000 13.4198 22.62 Q V 11.083 13.5766 22.77 Q V 11.167 13.7345 22.93 Q V 11.250 13.8935 23.08 Q V 11.333 14.0536 23.25 Q V 11.417 14.2149 23.41 Q v 11.500 14.3773 23.58 Q V 11.583 14.5408 23.75 Q v 11.667 14.7056 23.93 Q V 11.750 14.8717 24.11 Q V 11.833 15.0390 24.30 Q v 11.917 15.2077 24.49 Q V 12.000 15.3777 24.68 Q v 12.083 15.5490 24.88 Q v 12.167 15.7211 24.99 Q V 12.250 15.8935 25.03 Q v 12.333 16.0661 25.07 Q V 12.417 16.2394 25.15 Q v 12.500 16.4134 25.26 Q v 12.583 16.5882 25.39 Q v 12.667 16.7640 25.52 Q v 12.750 16.9408 25.67 Q v 12.833 17.1185 25.82 Q v 12.917 17.2974 25.97 Q v 13.000 17.4774 26.14 Q v 13.083 17.6586 26.31 Q v 13.167 17.8411 26.49 Q V 13.250 18.0248 26.68 Q V 13.333 18.2100 26.88 Q V 13.417 18.3966 27.09 Q V 13.500 18.5847 27.31 Q v 13.583 18.7743 27.54 Q v 13.667 18.9657 27.79 Q V 13.750 19.1588 28.04 Q v 13.833 19.3538 28.31 Q v 13.917 19.5507 28.59 Q v 14.000 19.7497 28.89 Q v 14.083 19.9508 29.21 Q V 14.167 20.1544 29.56 Q v 14.250 20.3607 29.95 Q V 14.333 20.5698 30.36 Q v 14.417 20.7818 30.78 Q v 14.500 20.9967 31.21 Q v 14.583 21..2148 31.67 Q v 04/23/04 D-74 14.667 21.4363 32.16 Q V 14.750 21.6614 32.68 Q v 14.833 21.8903 33.25 Q v 14.917 22.1235 33.86 Q v f 15.000 22.3613 34.52 Q V 15.083 22.6040 35.24 Q v 15.167 22.8522 36.04 Q v 15.250 23.1065 36.92 Q v 15.333 23.3675 37.90 Q v 15.417 23.6354 38.90 Q V 15.500 23.9081 39.58 Q V 15.583 24.1835 40.00 Q V . 15.667 24.4645 40.79 Q V 15.750 24.7565 42.41 Q v . 15.833 25.0663 44.97 Q V . 15.917 25.4040 49.04 Q. V . 16.000 25.7985 57.28 V. 16.083 i 26.3350 77.91 :Q Q V. 16.167 27.1719 121.52 v Q 16.250 28.2188 152.00 V Q 16.333 29.1654 137.44 v Q 16.417 29.8286 96.30 Q. v 16.500 30.3108 70.02 Q v 16.583 30.7060 57.37 Q V 16.667 31.0638 51.95 Q v 16.750 31.4036 49.35 Q. V 16.833 31.7302 47.41 Q. v 16.917 32.0456 45.80 Q. V 17.000 32.3524 44.56 Q v 17.083 32.6529 43.63 Q v 17.167 32.9483 42.89 Q V 17.250 33.2391 42.22 Q v 17.333 33.5258 41.63 Q V 17.417 33.8089 41.11 Q v 17.500 34.0888 40.64 Q V 17.583 34.3657 40.21 Q v 17.667 34.6400 39.82 Q V 17.750 34.9117 39.46 Q V 17.833 35.1811 39.12 Q V 17.917 35.4483 38.80 Q V 18.000 35.7134 38.49 Q V 18.083 35.9766 38.22 Q v 18.167 36.2383 37.99 Q v 18.250 36.4986 37.81 Q v 18.333 36.7578 37.63 Q v 18.417 37.0155 37.42 Q v 18.500 37.2717 37.20 Q V 18.583 37.5263 36.98 Q v 18.667 37.7795 36.76 Q v . 18.750 38.0312 36.55 Q v . 18.833 38.2815 36.34 Q v . 18.917 38.5304 36.14 Q V . 19.000 38.7779 35.94 Q v . 19.083 39.0241 35.75 Q V. 19.167 39.2691 35.56 Q V. 19.250 39.5127 35.38 Q V. 19.333 39.7551 35.20 Q V. 19.417 39.9963 35.02 Q V. 19.500 40.2364 34.85 Q V. 19.583 40.4752 34.68 Q v 19.667 40.7129 34.51 Q v 19.750 40.9495 34.35 Q V 19.833 41.1850 34.19 Q v 19.917 41.4193 34.03 Q v 04/23/04 D-75 20.000 41.6526 33.87 Q v 20.083 i 41.8849 33.72 Q v 20.167 42.1160 33.57 Q v 20.250 42.3462 33.42 Q v I 20.333 42.5753 33.27 Q v 20.417 42.8034 33.12 Q v 20.500 43.0300 32.91 Q v 20.583 43.2549 32.65 Q V j 20.667 43.4781 32.40 Q V 20.750 43.6995 32.15 Q v 20.833 43.9193 31.91 Q v 20.917 44.1374 31.67 Q v + 21.000 44.3538 31.42 Q v 21.083 44.5686 31.19 Q v 21.167 44.7818 30.95 Q V 21.250 44.9933 30.72 Q v j 21.333 45.2033 30.49 Q v 21.417 45.4117 30.26 Q V 21.500 45.6186 30.04 Q v 21.583 45.8240 29.82 Q V j 21.667 46.0278 29.60 Q V 21.750 46.2302 29.38 Q V 21.833 46.4310 29.17 Q v 21.917 46.6304 28.95 Q v 22,000 46.8284 28.74 Q v 22.083 47.0249 28.53 Q v 22.167 47.2200 28.33 Q v 22.250 47,4137 28.13 Q V 22.333 47.6060 27,92 Q v J 22.417 47.7969 27.72 Q V 22.500 47.9865 27.52 Q v 22.583 48,1743 27,28 Q V 1 22.667 48.3603 27.01 Q v 22.750 48.5445 26.74 Q v 22.833 48.7269 26.48 Q V 22.917 48.9075 26.22 Q V 23.000 49.0864 25.97 Q v 23.083 49.2635 25.72 Q v 23.167 49.4390 25.48 Q v 23.250 49.6128 25.24 Q v 23.333 49.7850 25.00 Q v 23.417 49.9555 24.77 Q v 23.500 50.1245 24.54 Q v 23.583 50.2919 24.31 Q v i 23.667 50.4578 24.09 Q V ` 23.750 50.6222 23.87 Q v 23.833 50.7851 23.65 Q v 23.917 50.9465 23.44 Q v I 24.000 51.1065 23.23 Q V , 24.083 51.2639 22.85 Q V . 24.167 51.4132 21.68 Q v , 24.250 51.5492 19.74 Q v , 24.333 51.6728 17.96 Q v . 24.417 51.7893 16.91 Q v . 24.500 51.9015 16.29 Q v , 24.583 52.0108 15.87 Q V . 24.667 52.1176 15.50 Q V , 24.750 52.2204 14.92 Q v , 24.833 52.3149 13.72 Q v . 24.917 52.3990 12.22 Q V. 25.000 52.4740 10.88 Q V. 25.083 52.5408 9.70 Q V. 25.167 52.6002 8.64 Q V. 25.250 52.6532 7.69 Q V. 04/23/04 D-76 25.333 52.7004 6.85 Q V. 25.417 52.7425 6.11 Q V. 25.500 52.7800 5.44 Q V. 25.583 52.8133 4.85 Q V. 25.667 52.8431 4.32 Q V. 25.750 52.8695 3.85 Q V. 25.833 52.8931 3.43 Q V. 25.917 52.9142 3.05 Q V. 26.000 52,9329 2.72 Q V. 26.083 52.9496 2.42 Q V. 26.167 52.9644 2.16 Q V. 26.250 52.9777 1.92 Q V. 26.333 52.9894 1.71 Q V. 26.417 53.0000 1.53 Q V. 26.500 53.0093 1.36 Q V. 26.583 53.0176 1.21 Q V. 26.667 53.0251 1.08 Q V. 26.750 53.0317 0.96 Q V. 26.833 53.0376 0.86 Q V. 26.917 53.0428 0.76 Q V. 27.000 53.0475 0.68 Q V. 27.083 53.0517 0.60 Q V. 27.167 53.0554 0.54 Q V. 27.250 53.0587 0.48 Q V. 27.333 53.0616 0.43 Q V. 27.417 53.0643 0.38 Q V. 27.500 53.0666 0.34 Q V. 27.583 53.0687 0.30 Q V. 27.667 53.0705 0.27 Q V. 27.750 53.0722 0.24 Q V. 27.833 53.0737 0.21 Q V. 27.917 53.0750 0.19 Q V. 28.000 53.0761 0.17 Q V. 28.083 53.0772 0.15 Q V. 28.167 53.0781 0.13 Q V. 28.250 53.0789 0.12 Q V. 28.333 53.0797 0.11 Q V. 28.417 53.0803 0.10 Q V. 28.500 53.0809 0.08 Q V. 28.583 53.0814 0.08 Q V. 28.667 53.0819 0.07 Q V. 28.750 53.0823 0.06 Q V. 28.833 53.0827 0.05 Q V. 28.917 53.0830 0.05 Q V. 29.000 53.0833 0.04 Q V. 29.083 53.0835 0.04 Q V. 29.167 53.0838 0.03 Q V. 29.250 53.0840 0.03 Q V. 29.333 53.0842 0.03 Q V. 29.417 53.0843 0.02 Q V. 29.500 53.0845 0.02 Q V. 29.583 53.0846 0.02 Q V. 29.667 53.0847 0.02 Q V. 29.750 53.0848 0.01 Q V. 29.833 53.0849 0.01 Q V. 29.917 53.0850 0.01 Q V. 30.000 53.0851 0.01 Q V. FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE = 3.1 »»>FLOW-THROUGH DETENTION BASIN ROUTING MODEL APPLIED TO STREAM #1««< 04/23/04 D-77 INFLOW (STREAM 1) I I V _effective depth ----------- I (and volume) I I I I I detention 1<-->I outflow 1 basin I I........ ----------- I I \ I I dead I basin outlet V I storage I OUTFLOW--------- (STREAM 1) ROUTE RUNOFF HYDROGRAPH FROM STREAM NUMBER 1 THROUGH A FLOW-THROUGH DETENTION BASIN SPECIFIED BASIN CONDITIONS ARE AS FOLLOWS: DEAD STORAGE(AF) = 0.000 SPECIFIED DEAD STORAGE(AF) FILLED = 0.000 SPECIFIED EFFECTIVE VOLUME(AF) FILLED ABOVE OUTLET = 0.000 DETENTION BASIN CONSTANT LOSS RATE(CFS) = 0.00 BASIN DEPTH VERSUS OUTFLOW AND STORAGE INFORMATION: INTERVAL DEPTH OUTFLOW STORAGE NUMBER (FT) (CFS) (AF) 1 0.00 0.00 0.000 2 0.31 0.02 0.001 3 1.31 6.80 0.013 4 2.31 10.20 0.039 5 3.31 12.70 0.080 6 4.31 14.80 0.136 7 5.31 16.60 0.212 8 6.31 18.20 0.362 9 7.31 19.70 0.590 10 8.31 21.10 0.837 11 9.31 22.40 1.063 12 10.31 71.80 1.254 13 11.31 108.20 1.462 14 12.31 133.60 1.688 15 13.31 154.40 1.910 16 14.31 172.50 2.053 17 15.31 188.70 2.150 18 16.31 203.60 2.193 19 17.31 217.40 2.218 20 18.31 230.40 2.247 21 19.31 242.60 2.248 MODIFIED -PULS BASIN ROUTING MODEL RESULTS(5-MINUTE COMPUTATION INTERVALS): (Note: Computed EFFECTIVE DEPTH and VOLUME are estimated at the clock time; MEAN OUTFLOW is the average value during the unit interval.) CLOCK MEAN TIME DEAD -STORAGE INFLOW LOSS EFFECTIVE OUTFLOW EFFECTIVE (HRS) FILLED(AF) (CFS) (CFS) DEPTH(FT) (CFS) VOLUME(AF) ---------------------------------------------------------------------------- 04/23/04 D-78 0.083 0.000 0.17 0.00 0.31 0.0 0.001 0.167 0.000 1.12 0.00 0.53 0.8 0.004 0.250 0.000 2.78 0.00 0.78 2.4 0.006 0.333 0.000 4.26 0.00 0.99 3.9 0.009 0.417 0.000 4.99 0.00 1.06 4.9 0.010 0.500 0.000 5.28 0.00 1.10 5.2 0.010 0.583 0.000 5.40 0.00 1.11 5.4 0.010 0.667 0.000 5.45 0.00 1.11 5.4 0.010 0.750 0.000 5.49 0.00 1.12 5.5 0.010 0.833 0.000 5.51 0.00 1.12 5.5 0.010 0.917 0.000 5.53 0.00 1.12 5.5 0.010 1.000 0.000 5.55 0.00 1.13 5.5 0.010 1.083 0.000 5.56 0.00 1.13 5.6 0.010 1.167 0.000 5.57 0.00 1.13 5.6 0.010 1.250 0.000 5.59 0.00 1.13 5.6 0.010 1.333 0.000 5.60 0.00 1.13 5.6 0.010 1.417 0.000 5.62 0.00 1.14 5.6 0.011 1.500 0.000 5.63 0.00 1.14 5.6 0.011 1.583 0.000 5.65 0.00 1.14 5.6 0.011 1.667 0.000 5.66 0.00 1.14 5.7 0.011 1.750 0.000 5.68 0.00 1.14 5.7 0.011 1.833 0.000 5.69 0.00 1.15 5.7 0.011 1.917 0.000 5.71 0.00 1.15 5.7 0.011 2.000 0.000 5.72 0.00 1.15 5.7 0.011 2.083 0.000 5.74 0.00 1.15 5.7 0.011 2.167 0.000 5.75 0.00 1.16 5.7 0.011 2.250 0.000 6.13 0.00 1.23 6.0 0.012 2.333 0.000 6.98 0.00 1.37 6.6 0.014 2.417 0.000 7.89 0.00 1.53 7.3 0.018 2.500 0.000 8.70 0.00 1.74 7.9 0.024 2.583 0.000 9.43 0.00 1.95 8.6 0.029 2.667 0.000 10.09 0.00 2.15 9.3 0.035 2.750 0.000 10.68 0.00 2.33 10.0 0.040 2.833 0.000 11.21 0.00 2.46 10.4 0.045 2.917 0.000 11.68 0.00 2.61 10.8 0.052 3.000 0.000 12.11 0.00 2.77 11.2 0.058 3.083 0.000 12.50 0.00 2.93 11.6 0.065 3.167 0.000 12.85 0.00 3.08 11.9 0.071 3.250 0.000 13.17 0.00 3.23 12.3 0.077 3.333 0.000 13.45 0.00 3.35 12.6 0.082 3.417 0.000 13.71 0.00 3.45 12.9 0.088 3.500 0.000 13.95 0.00 3.56 13.1 0.094 3.583 0.000 14.17 0.00 3.66 13.3 0.100 3.667 0.000 14.37 0.00 3.76 13.5 0.105 3.750 0.000 14.55 0.00 3.86 13.8 0.111 3.833 0.000 14.71 0.00 3.95 14.0 0.116 3.917 0.000 14.87 0.00 4.04 14.1 0.121 4.000 0.000 15.01 0.00 4.13 14.3 0.126 4.083 0.000 15.14 0.00 4.21 14.5 0.130 4.167 0.000 15.27 0.00 4.28 14.7 0.134 4.250 0.000 15.38 0.00 4.34 14.8 0.138 4.333 0.000 15.49 0.00 4.40 14.9 0.142 4.417 0.000 15.60 0.00 4.45 15.0 0.146 4.500 0.000 15.69 0.00 4.50 15.1 0.150 4.583 0.000 15.78 0.00 4.56 15.2 0.155 4.667 0.000 15.87 0.00 4.61 15.3 0.159 4.750 0.000 15.96 0.00 4.66 15.4 0.163 4.833 0.000 16.04 0.00 4.71 15.5 0.166 4.917 0.000 16.12 0.00 4.76 15.6 0.170 5.000 0.000 16.19 0.00 4.81 15.7 0.174 5.083 0.000 16.27 0.00 4.86 15.7 0.178 5.167 0.000 16.34 0.00 4.90 15.8 0.181 5.250 0.000 16.41 0.00 4.95 15.9 0.185 5.333 0.000 16.48 0.00 4.99 16.0 0.188 04/23/04 D-79 5.417 0.000 16.55 0.00 5.04 16.1 0.191 5.500 0.000 16.62 0.00 5.08 16.1 0.194 5.583 0.000 16.68 0.00 5.12 16.2 0.198 5.667 0.000 16.75 0.00 5.16 16.3 0.201 5.750 0.000 16.81 0.00 5.20 16.4 0.204 5.833 0.000 16.88 0.00 5.24 16.4 0.207 5.917 0.000 16.94 0.00 5.28 16.5 0.210 6.000 0.000 17.01 0.00 5.31 16.6 0.213 6.083 0.000 17.07 0.00 5.34 16.6 0.216 6.167 0.000 17.14 0.00 5.36 16.7 0.219 6.250 0.000 17.20 0.00 5.38 16.7 0.223 6.333 0.000 17.27 0.00 5.41 16.7 0.226 6.417 0.000 17.34 0.00 5.43 16.8 0.230 6.500 0.000 17.40 0.00 5.46 16.8 0.234 6.583 0.000 17.47 0.00 5.49 16.9 0.238 6.667 0.000 17.54 0.00 5.52 16.9 0.243 6.750 0.000 17.60 0.00 5.55 17.0 0.247 6.833 0.000 17.67 0.00 5.58 17.0 0.252 6.917 0.000 17.74 0.00 5.61 17.1 0.257 7.000 0.000 17.81 0.00 5.64 17.1 0.262 7.083 0.000 17.BB 0.00 5.67 17.2 0.267 7.167 0.000 17.95 0.00 5.71 17.2 0.272 7.250 0.000 18.02 0.00 5.74 17.3 0.277 7.333 0.000 18.10 0.00 5.78 17.3 0.282 7.417 0.000 18.17 0.00 5.81 17.4 0.288 7.500 0.000 18.24 0.00 5.85 17.4 0.293 7.583 0.000 18.32 0.00 5.89 17.5 0.299 7.667 0.000 18.39 0.00 5.93 17.6 0.305 7.750 0.000 18.47 0.00 5.97 17.6 0.311 7.833 0.000 18.55 0.00 6.01 17.7 0.316 7.917 0.000 18.63 0.00 6.05 17.7 0.323 8.000 0.000 18.71 0.00 6.09 17.8 0.329 8.083 0.000 18.79 0.00 6.13 17.9 0.335 8.167 0.000 18.87 0.00 6.17 17.9 0.341 8.250 0.000 18.95 0.00 6.22 18.0 0.348 8.333 0.000 19.04 0.00 6.26 18.1 0.354 8.417 0.000 19.12 0.00 6.30 18.2 0.361 8.500 0.000 19.21 0.00 6.34 18.2 0.368 8.583 0.000 19.30 0.00 6.37 18.3 0.375 8.667 0.000 19.39 0.00 6.40 18.3 0.383 8.750 0.000 19.48 0.00 6.43 18.4 0.390 8.833 0.000 19.57 0.00 6.47 18.4 0.398 8.917 0.000 19.67 0.00 6.51 18.5 0.406 9.000 0.000 19.76 0.00 6.54 18.5 0.415 9.083 0.000 19.86 0.00 6.58 18.6 0.424 9.167 0.000 19.96 0.00 6.62 18.6 0.433 9.250 0.000 20.06 0.00 6.66 18.7 0.442 9.333 0.000 20.16 0.00 6.70 18.8 0.452 9.417 0.000 20.26 0.00 6.75 18.8 0.462 9.500 0.000 20.37 0.00 6.79 18.9 0.472 9.583 0.000 20.47 0.00 6.84 19.0 0.482 9.667 0.000 20.58 0.00 6.89 19.0 0.493 9.750 0.000 20.69 0.00 6.93 19.1 0.504 9.833 0.000 20.80 0.00 6.98 19.2 0.515 9.917 0.000 20.92 0.00 7.03 19.2 0.527 10.000 0.000 21.04 0.00 7.09 19.3 0.539 10.083 0.000 21.15 0.00 7.14 19.4 0.551 10.167 0.000 21.28 0.00 7.19 19.5 0.563 10.250 0.000 21.40 0.00 7.25 19.6 0.576 10.333 0.000 21.52 0.00 7.30 19.6 0.589 10.417 0.000 21.65 0.00 7.36 19.7 0.602 10.500 0.000 21.78 0.00 7.41 19.8 0.615 10.583 0.000 21.91 0.00 7.47 19.9 0.629 10.667 0.000 22.05 0.00 7.53 20.0 0.644 04/23/04 D-80 10.750 0.000 22.19 0.00 7.59 20.0 0.658 10.833 0.000 22.33 0.00 7.65 20.1 0.674 10.917 0.000 22.47 0.00 7.71 20.2 0.689 11.000 0.000 22.62 0.00 7.78 20.3 0.705 11.083 0.000 22.77 0.00 7.84 20.4 0.721 11.167 0.000 22.93 0.00 7.91 20.5 0.738 11.250 0.000 23.08 0.00 7.98 20.6 0.755 11.333 0.000 23.25 0.00 8.05 20.7 0.773 11.417 0.000 23.41 0.00 8.13 20.8 0.791 11.500 0.000 23.58 0.00 8.20 20.9 0.810 11.583 0.000 23.75 0.00 8.28 21.0 0.828 11.667 0.000 23.93 0.00 8.36 21.1 0.848 11.750 0.000 24.11 0.00 8.45 21.2 0.868 11.833 0.000 24.30 0.00 8.54 21.3 0.888 11.917 0.000 24.49 0.00 8.63 21.5 0.909 12.000 0.000 24.68 0.00 8.72 21.6 0.930 12.083 I 0.000 24.88 0.00 8.82 21.7 0.952 12.167 0.000 24.99 0.00 8.92 21.8 0.974 12.250 0.000 25.03 0.00 9.01 22.0 0.995 12.333 0.000 25.07 0.00 9.10 22.1 1.016 12.417 0.000 25.15 0.00 9.19 22.2 1.036 12.500 0.000 25.26 0.00 9.28 22.3 1.057 12.583 0.000 25.39 0.00 9.35 23.4 1.071 12.667 0.000 25.52 0.00 9.37 24.9 1.075 12.750 0.000 25.67 0.00 9.38 25.6 1.075 12.833 0.000 25.82 0.00 9.38 25.7 1.076 12.917 0.000 25.97 0.00 9.38 25.9 1.077 13.000 0.000 26.14 0.00 9.39 26.0 1.077 13.083 0.000 26.31 0.00 9.39 26.2 1.078 13.167 0.000 26.49 0.00 9.39 26.4 1.079 13.250 0.000 26.68 0.00 9.40 26.6 1.079 13.333 0.000 26.88 0.00 9.40 26.8 1.080 13.417 0.000 27.09 0.00 9.40 27.0 1.081 13.500 0.000 27.31 0.00 9.41 27.2 1.082 13.583 0.000 27.54 0.00 9.41 27.4 1.083 13.667 0.000 27.79 0.00 9.42 27.6 1.084 13.750 0.000 28.04 0.00 9.42 27.9 1.085 13.833 0.000 28.31 0.00 9.43 28.2 1.086 13.917 0.000 28.59 0.00 9.43 28.4 1.087 14.000 0.000 28.89 0.00 9.44 28.7 1.088 14.083 0.000 29.21 0.00 9.45 29.0 1.089 14.167 0.000 29.56 0.00 9.45 29.4 1.090 14.250 0.000 29.95 0.00 9.46 29.7 1.092 14.333 0.000 30.36 0.00 9.47 30.1 1.094 14.417 0.000 30.78 0.00 9.48 30.5 1.095 14.500 0.000 31.21 0.00 9.49 31.0 1.097 14.583 0.000 31.67 0.00 9.50 31.4 1.099 14.667 0.000 32.16 0.00 9.51 31.9 1.100 14.750 i 0.000 32.68 0.00 9.52 32.4 1.102 14.833 0.000 33.25 0.00 9.53 32.9 1.105 14.917 0.000 33.86 0.00 9.54 33.5 1.107 15.000 0.000 34.52 0.00 9.55 34.2 1.110 15.083 0.000 35.24 0.00 9.57 34.8 1.112 15.167 0.000 36.04 0.00 9.59 35.6 1.115 15.250 0.000 36.92 0.00 9.60 36.4 1.119 15.333 0.000 37.90 0.00 9.62 37.4 1.123 15.417 0.000 38.90 0.00 9.64 38.3 1.126 15.500 0.000 39.58 0.00 9.66 39.2 1.129 15.583 0.000 40.00 0.00 9.67 39.8 1.131 ` 15.667 0.000 40.79 0.00 9.68 40.4 1.134 15.750 0.000 42.41 0.00 9.71 41.5 1.140 15.833 0.000 44.97 0.00 9.76 43.6 1.149 15.917 0.000 49.04 0.00 9.84 46.8 1.165 16.000 0.000 57.28 0.00 10.01 52.8 1.196 04/23/04 D-81 16.083 0.000 77.91 0.00 10.42 66.2 1.276 16.167 0.000 121.52 0.00 11.37 92.7 1.475 16.250 0.000 152.00 0.00 12.30 121.4 1.685 16.333 0.000 137.44 0.00 12.39 134.3 1.707 16.417 0.000 96.30 0.00 11.53 124.6 1.512 16.500 0.000 70.02 0.00 10.61 98.3 1.317 16.583 0.000 57.37 0.00 10.10 72.3 1.215 16.667 0.000 51.95 0.00 9.92 57.1 1.179 16.750 0.000 49.35 0.00 9.86 51.0 1.168 16.833 0.000 47.41 0.00 9.82 48.5 1.160 16.917 0.000 45.80 0.00 9.79 46.7 1.154 17.000 0.000 44.56 0.00 9.76 45.3 1.149 17.083 0.000 43.63 0.00 9.74 44.2 1.145 17.167 0.000 42.89 0.00 9.73 43.3 1.142 17.250 0.000 42.22 0.00 9.71 42.6 1.140 17.333 0.000 41.63 0.00 9.70 42.0 1.137 17.417 0.000 41.11 0.00 9.69 41.4 1.135 17.500 0.000 40.64 0.00 9.68 40.9 1.133 17.583 0.000 40.21 0.00 9.67 40.5 1.132 17.667 0.000 39.82 0.00 9.66 40.0 1.130 17.750 0.000 39.46 0.00 9.66 39.7 1.129 17.833 0.000 39.12 0.00 9.65 39.3 1.128 17.917 0.000 38.80 0.00 9.64 39.0 1.126 18.000 0.000 38.49 0.00 9.64 38.7 1.125 18.083 0.000 38.22 0.00 9.63 38.4 1.124 18.167 0.000 37.99 0.00 9.63 38.1 1.123 18.250 0.000 37.81 0.00 9.62 37.9 1.122 18.333 0.000 37.63 0.00 9.62 37.7 1.122 18.417 0.000 37.42 0.00 9.61 37.5 1.121 18.500 0.000 37.20 0.00 9.61 37.3 1.120 18.583 0.000 36.98 0.00 9.61 37.1 1.119 18.667 0.000 36.76 0.00 9.60 36.9 1.118 18.750 0.000 36.55 0.00 9.60 36.7 1.118 18.833 0.000 36.34 0.00 9.59 36.5 1.117 18.917 0.000 36.14 0.00 9.59 36.3 1.116 19.000 0.000 35.94 0.00 9.58 36.1 1.115 19.083 0.000 35.75 0.00 9.58 35.9 1.115 19.167 0.000 35.56 0.00 9.58 35.7 1.114 19.250 0.000 35.38 0.00 9.57 35.5 1.113 19.333 0.000 35.20 0.00 9.57 35.3 1.112 19.417 0.000 35.02 0.00 9.57 35.1 1.112 19.500 0.000 34.85 0.00 9.56 34.9 1.111 19.583 0.000 34.68 0.00 9.56 34.8 1.110 19.667 0.000 34.51 0.00 9.56 34.6 1.110 19.750 0.000 34.35 0.00 9.55 34.4 1.109 19.833 0.000 34.19 0.00 9.55 34.3 1.108 19.917 0.000 34.03 0.00 9.55 34.1 1.108 20.000 0.000 33.87 0.00 9.54 34.0 1.107 20.083 0.000 33.72 0.00 9.54 33.8 1.107 20.167 0.000 33.57 0.00 9.54 33.7 1.106 20.250 0.000 33.42 0.00 9.53 33.5 1.105 20.333 0.000 33.27 0.00 9.53 33.4 1.105 20.417 0.000 33.12 0.00 9.53 33.2 1.104 20.500 0.000 32.91 0.00 9.52 33.0 1.104 20.583 0.000 32.65 0.00 9.52 32.8 1.103 20.667 0.000 32.40 0.00 9.51 32.5 1.102 20.750 0.000 32.15 0.00 9.51 32.3 1.101 20.833 0.000 31.91 0.00 9.50 32.0 1.100 20.917 0.000 31.67 0.00 9.50 31.8 1.099 21.000 0.000 31.42 0.00 9.49 31.6 1.098 21.083 0.000 31.19 0.00 9.49 31.3 1.097 21.167 0.000 30.95 0.00 9.48 31.1 1.096 21.250 0.000 30.72 0.00 9.48 30.9 1.095 21.333 0.000 30.49 0.00 9.47 30.6 1.094 04/23/04 D-82 21.417 0.000 30.26 0.00 9.47 30.4 1.093 21.500 0.000 30.04 0.00 9.46 30.2 1.092 21.583 0.000 29.82 0.00 9.46 29.9 1.092 21.667 0.000 29.60 0.00 9.46 29.7 1.091 21.750 0.000 29.38 0.00 9.45 29.5 1.090 21.833 0.000 29.17 0.00 9.45 29.3 1.089 21.917 0.000 28.95 0.00 9.44 29.1 1.088 22.000 0.000 28.74 0.00 9.44 28.9 1.087 22.083 0.000 28.53 0.00 9.43 28.7 1.087 22.167 0.000 28.33 0.00 9.43 28.4 1.086 22.250 0.000 28.13 0.00 9.43 28.2 1.085 22.333 0.000 27.92 0.00 9.42 28.0 1.084 22.417 0.000 27.72 0.00 9.42 27.8 1.084 22.500 0.000 27.52 0.00 9.41 27.6 1.083 22.583 0.000 27.28 0.00 9.41 27.4 1.062 22.667 0.000 27.01 0.00 9.40 27.2 1.081 22.750 0.000 26.74 0.00 9.40 26.9 1.080 22.833 0.000 26.48 0.00 9.39 26.6 1.079 22.917 0.000 26.22 0.00 9.39 26.4 1.078 23.000 0.000 25.97 0.00 9.38 26.1 1.077 23.083 0.000 25.72 0.00 9.38 25.9 1.076 23.167 0.000 25.48 0.00 9.37 25.6 1.075 23.250 0.000 25.24 0.00 9.37 25.4 1.074 23.333 0.000 25.00 0.00 9.36 25.1 1.073 23.417 0.000 24.77 0.00 9.36 24.9 1.072 23.500 0.000 24.54 0.00 9.35 24.7 1.071 23.583 0.000 24.31 0.00 9.35 24.4 1.070 23.667 0.000 24.09 0.00 9.34 24.2 1.069 23.750 0.000 23.87 0.00 9.34 24.0 1.069 23.833 0.000 23.65 0.00 9.34 23.8 1.068 23.917 0.000 23.44 0.00 9.33 23.6 1.067 24.000 0.000 23.23 0.00 9.33 23.3 1.066 24.083 0.000 22.85 0.00 9.32 23.1 1.065 24.167 0.000 21.68 0.00 9.29 22.6 1.058 24.250 0.000 19.74 0.00 9.21 22.3 1.040 24.333 0.000 17.96 0.00 9.08 22.2 1.011 24.417 0.000 16.91 0.00 8.93 22.0 0.976 24.500 0.000 16.29 0.00 8.76 21.8 0.938 24.583 0.000 15.87 0.00 8.59 21.6 0.899 24.667 0.000 15.50 0.00 8.41 21.3 0.859 24.750 0.000 14.92 0.00 8.23 21.1 0.816 24.833 0.000 13.72 0.00 8.03 20.8 0.767 24.917 0.000 12.22 0.00 7.80 20.5 0.710 25.000 0.000 10.88 0.00 7.54 20.2 0.646 25.083 0.000 9.70 0.00 7.25 19.8 0.576 25.167 0.000 8.64 0.00 6.93 19.4 0.502 25.250 0.000 7.69 0.00 6.59 18.9 0.425 25.333 0.000 6.85 0.00 6.21 18.3 0.346 25.417 0.000 6.11 0.00 5.68 17.6 0.267 25.500 0.000 5.44 0.00 5.02 16.6 0.190 25.583 0.000 4.85 0.00 4.01 15.1 0.119 25.667 0.000 4.32 0.00 2.83 12.8 0.060 25.750 0.000 3.85 0.00 1.61 9.7 0.020 25.833 0.000 3.43 0.00 0.77 5.5 0.006 25.917 0.000 3.05 0.00 0.75 3.1 0.006 26.000 0.000 2.72 0.00 0.69 2.8 0.005 26.083 0.000 2.42 0.00 0.65 2.5 0.005 26.167 0.000 2.16 0.00 0.62 2.2 0.005 26.250 0.000 1.92 0.00 0.58 2.0 0.004 26.333 0.000 1.71 0.00 0.55 1.8 0.004 26.417 0.000 1.53 0.00 0.53 1.6 0.004 26.500 0.000 1.36 0.00 0.50 1.4 0.003 26.583 0.000 1.21 0.00 0.48 1.2 0.003 26.667 0.000 1.08 0.00 0.46 1.1 0.003 04/23/04 D-83 26.750 0.000 0.96 0.00 0.44 1.0 0.003 26.833 0.000 0.86 0.00 0.43 0.9 0.002 26.917 0.000 0.76 0.00 0.42 0.8 0.002 27.000 0.000 0.68 0.00 0.40 0.7 0.002 27.083 0.000 0.60 0.00 0.39 0.6 0.002 27.167 0.000 0.54 0.00 0.38 0.6 0.002 27.250 0.000 0.48 0.00 0.38 0.5 0.002 27.333 0.000 0.43 0.00 0.37 0.4 0.002 27.417 0.000 0.38 0.00 0.36 0.4 0.002 27.500 0.000 0.34 0.00 0.36 0.3 0.002 27.583 0.000 0.30 0.00 0.35 0.3 0.002 27.667 0.000 0.27 0.00 0.35 0.3 0.002 27.750 0.000 0.24 0.00 0.34 0.2 0.001 27.833 0.000 0.21 0.00 0.34 0.2 0.001 27.917 0.000 0.19 0.00 0.33 0.2 0.001 28.000 0.000 0.17 0.00 0.33 0.2 0.001 28.083 0.000 0.15 0.00 0.33 0.2 0.001 28.167 0.000 0.13 0.00 0.33 0.1 0.001 28.250 0.000 0.12 0.00 0.32 0.1 0.001 28.333 0.000 0.11 0.00 0.32 0.1 0.001 28.417 0.000 0.10 0.00 0.32 0.1 0.001 28.500 0.000 0.08 0.00 0.32 0.1 0.001 28.583 0.000 0.08 0.00 0.32 0.1 0.001 28.667 0.000 0.07 0.00 0.32 0.1 0.001 28.750 0.000 0.06 0.00 0.32 0.1 0.001 28.833 0.000 0.05 0.00 0.31 0.1 0.001 28.917 0.000 0.05 0.00 0.31 0.0 0.001 29.000 0.000 0.04 0.00 0.31 0.0 0.001 29.083 0.000 0.04 0.00 0.31 0.0 0.001 29.167 0.000 0.03 0.00 0.31 0.0 0.001 29.250 0.000 0.03 0.00 0.31 0.0 0.001 29.333 0.000 0.03 0.00 0.31 0.0 0.001 29.417 0.000 0.02 0.00 0.31 0.0 0.001 29.500 0.000 0.02 0.00 0.31 0.0 0.001 29.583 0.000 0.02 0.00 0.31 0.0 0.001 29.667 0.000 0.02 0.00 0.30 0.0 0.001 29.750 0.000 0.01 0.00 0.29 0.0 0.001 29.833 0.000 0.01 0.00 0.28 0.0 0.001 29.917 ---------------------------------------------------------------------------- 0.000 0.01 0.00 0.27 0.0 0.001 PROCESS SUMMARY OF STORAGE: INFLOW VOLUME = 53.667 AF BASIN STORAGE = 0.000 AF (WITH 0.000 AF INITIALLY FILLED) OUTFLOW VOLUME = 53.666 AF LOSS VOLUME = 0.000 AF END OF FLOODSCx ROUTING ANALYSIS 04/23/04 D-84 F L 0 0 D R O U T I N G A N A L Y S I S USING COUNTY HYDROLOGY MANUAL OF SAN BERNARDINO(1986) (c) Copyright 1989-2002 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2002 License ID 1251 Analysis prepared by: MADOLE & ASSOCIATES, INC. 10601 CHURCH STREET SUITE 107 RANCHO CUCAMONGA CA 91730 909.948.1311 FAX -948.8464 madole@madolerc.com ************************** DESCRIPTION OF STUDY ************************** * CITRUS HEIGHTS NORTH * Q25 UNIT HYDROGRAPH AND FLOOD ROUTING * PARK BASIN (3+ AC) + RCB STORAGE AT INTERIM CONNECTOR TO REGENCY RCB ************************************************************************** FILE NAME: CHN-UH25.DAT TIME/DATE OF STUDY: 06:27 04/23/2004 FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>SUBAREA RUNOFF (UNIT-HYDROGRAPH ANALYSIS) ««< ---------------------------------------------------------------------------- ------------------------------------------------------------------------------ (UNIT-HYDROGRAPH ADDED TO STREAM #1) WATERSHED AREA = 135.200 ACRES BASEFLOW = 0.000 CFS/SQUARE-MILE *USER ENTERED "LAG" TIME = 0.177 HOURS CAUTION: LAG TIME IS LESS THAN 0.50 HOURS. THE 5 -MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE T00 LARGE FOR PEAR FLOW ESTIMATES. VALLEY(DEVELOPED) S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH/HOUR) = 0.527 LOW LOSS FRACTION = 0.570 *HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5 -MINUTES RAINFALL(INCH)= 0.41 SPECIFIED PEAK 30 -MINUTES RAINFALL(INCH)= 0.95 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 1.32 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.47 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 3.66 SPECIFIED PEAK 24-HOUR RAINFALL(INCH) = 8.13 *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5 -MINUTE FACTOR = 0.990 30 -MINUTE FACTOR = 0.990 1 -HOUR FACTOR = 0.990 3 -HOUR FACTOR = 1.000 6 -HOUR FACTOR = 1.000 24-HOUR FACTOR = 1.000 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 47.081 04/23/04 D-85 UNIT HYDROGRAPH DETERMINATION ------------------------------------- INTERVAL "S" GRAPH NUMBER MEAN VALUES ------------------------------------- 1 3.958 2 26.474 3 63.109 4 87.057 5 95.934 6 98.449 7 99.291 8 99.716 9 99.929 10 100.000 ------------------------------------ UNIT HYDROGRAPH ORDINATES(CFS) ------------------------------------ 64.712 368.162 599.003 391.564 145.157 41.117 13.770 6.954 3.477 1.159 ---------------------------------------------------------------------------- TOTAL SOIL -LOSS VOLUME(ACRE-FEET) = 49.1397 TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 42.4363 ---------------------------------------------------------------------------- 04/23/04 D-86 2 4- H O U R S T O R M R U N O F F H Y D R 0 G R A P H 04/23/04 D-87 HYDROGRAPH IN FIVE-MINUTE UNIT INTERVALS(CFS) (Note: Time indicated is at END of Each Unit Intervals) ---------------------------------------------------------------------------- TIME(HRS) VOLUME(AF) Q(CFS) 0. 75.0 150.0 225.0 300.0 ---------------------------------------------------------------------------- 0.063 0.0031 0.45 Q 0.167 0.0240 3.03 Q 0.250 0.0737 7.22 Q 0.333 0.1424 9.97 VQ 0.417 0.2182 11.01 VQ 0.500 0.2962 11.32 VQ 0.583 0.3751 11.45 VQ 0.667 0.4544 11.52 VQ 0.750 0.5341 11.57 VQ 0.833 0.6140 11.61 VQ 0.917 0.6941 11.63 VQ 1.000 0.7744 11.66 VQ 1.083 0.8549 11.69 VQ 1.167 0.9356 11.71 VQ 1.250 1.0164 11.74 VQ 1.333 1.0975 11.77 Q 1.417 1.1787 11.80 Q 1.500 1.2602 11.82 Q 1.583 1.3418 11.85 Q 1.667 1.4236 11.88 Q 1.750 1.5057 11.91 Q 1.833 1.5879 11.94 Q 1.917 1.6703 11.97 Q 2.000 1.7530 12.00 Q 2.083 1.8358 12.03 Q 2.167 1.9189 12.06 Q 2.250 2.0022 12.09 Q 2.333 2.0856 12.12 Q 2.417 2.1693 12.15 QV 2.500 2.2532 12.16 QV 2.583 2.3373 12.21 QV 2.667 2.4217 12.25 QV 2.750 2.5062 12.28 QV 2.833 2.5910 12.31 QV 2.917 2.6760 12.34 QV 3.000 2.7612 12.38 QV 3.083 2.8467 12.41 QV 3.167 2.9324 12.44 QV 3.250 3.0183 12.48 QV 3.333 3.1045 12.51 QV 3.417 3.1909 12.54 Q V 3.500 3.2775 12.58 Q V 3.583 3.3644 12.61 Q V 3.667 3.4515 12.65 Q V 3.750 3.5388 12.68 Q V 3.833 3.6264 12.72 Q V 3.917 3.7143 12.76 Q V 4.000 3.8024 12.79 Q V 4.083 3.8908 12.83 Q V 4.167 3.9794 12.87 Q V 4.250 4.0683 12.91 Q V 4.333 4.1575 12.94 Q V 04/23/04 D-87 j 4.417 4.2469 12.98 Q V 4.500 4.3366 13.02 Q V 4.583 4.4265 13.06 Q V 4.667 4.5167 13.10 Q V 4.750 4.6073 13.14 Q V 4.833 4.6980 13.18 Q V 4.917 4.7891 13.22 Q V 5.000 4.8805 13.26 Q V 5.083 4.9721 13.31 Q V 5.167 5.0640 13.35 Q V 5.250 5.1563 13.39 Q V 5.333 5.2488 13.43 Q V 5.417 5.3416 13.48 Q V 5.500 5.4346 13.52 Q V 5.583 5.5282 13.57 Q V 5.667 5.6219 13.61 Q V 5.750 5.7160 13.66 Q V 5.833 5.8104 13.70 Q V 5.917 5.9051 13.75 Q V 6.000 6.0001 13.80 Q V 6.083 6.0955 13.85 Q V 6.167 6.1912 13.89 Q V 6.250 6.2872 13.94 Q V 6.333 6.3836 13.99 Q V 6.417 6.4803 14.04 Q v 6.500 6.5774 14.09 Q v 6.583 6.6748 14.15 Q v 6.667 6.7726 14.20 Q v 6.750 6.8707 14.25 Q v 6.833 6.9692 14.30 Q V 6.917 7.0681 14.36 Q v 7.000 7.1674 14.41 Q V ` 7.083 7.2670 14.47 Q V 7.167 7.3670 14.52 Q v 7.250 7.4675 14.58 Q v 7.333 7.5683 14.64 Q v 7.417 7.6695 14.70 Q v 7.500 7.7711 14.76 Q V 7.583 7.8732 14.82 Q v 7.667 7.9756 14.88 Q v 7.750 8.0785 14.94 Q v 7.833 8.1818 15.00 Q v 7.917 8.2856 15.06 Q V 8.000 8.3897 15.13 Q v 8.083 8.4944 15.19 Q V . 8.167 8.5995 15.26 Q V . 8.250 8.7051 15.33 Q v . 8.333 8.8111 15.40 Q V . 8.417 8.9176 15.46 Q V . 8.500 9.0246 15.53 Q V . B.583 9.1321 15.61 Q V . 8.667 9.2400 15.68 Q v . 8.750 9.3485 15.75 Q V . 8.833 9.4575 15.83 Q V . 8.917 9.5671 15.90 Q V. 9.000 9.6771 15.98 Q V. 9.083 9.7877 16.06 Q V. 9.167 9.8989 16.14 Q V. 9.250 10.0106 16.22 Q V. 9.333 10.1229 16.30 Q V. 9.417 10.2357 16.39 Q V. 9.500 10.3492 16.47 Q V. 9.583 10.4632 16.56 Q V. 9.667 10.5779 16.65 Q V. 04/23/04 D-8 8 9.750 10.6931 16.74 Q v 9.833 10.8090 16.83 Q v 9.917 10.9256 16.92 Q v 10.000 11.0428 17.02 Q v 10.083 11.1607 17.12 Q v 10.167 11.2792 17.21 Q v 10.250 11.3985 17.32 Q V 10.333 11.5185 17.42 Q V 10.417 11.6391 17.52 Q v 10.500 11.7606 17.63 Q v 10.583 11.8627 17.74 Q V 10.667 12.0057 17.85 Q v 10.750 12.1294 17.97 Q V 10.833 12.2540 18.08 Q v 10.917 12.3793 18.20 Q v 11.000 12.5055 18.32 Q v 11.083 12.6326 18.45 Q V 11.167 12.7605 18.58 Q v 11.250 12.8894 18.71 Q v 11.333 13.0191 18.84 Q v 11.417 13.1498 18.98 Q v 11.500 13.2815 19.12 Q v 11.583 13.4141 19.26 Q v 11.667 13.5478 19.41 Q v 11.750 13.6825 19.56 Q v 11.833 13.8183 19.72 Q V 11.917 13.9552 19.88 Q v 12.000 14.0932 20.04 Q v 12.083 14.2324 20.20 Q v 12.167 14.3722 20.30 Q V 12.250 14.5125 20.37 Q v 12.333 14.6536 20.49 Q v 12.417 14.7958 20.65 Q v 12.500 14.9394 20.84 Q v 12.583 15.0843 21.04 Q V 12.667 15.2306 21.25 Q V 12.750 15.3785 21.47 Q v 12.833 15.5279 21.69 Q v 12.917 15.6789 21.93 Q v 13.000 15.8316 22.17 Q v 13.083 15.9859 22.42 Q V 13.167 16.1421 22.66 Q V 13.250 16.3001 22.95 Q v 13.333 16.4601 23.23 Q v 13.417 16.6221 23.52 Q v 13.500 16.7862 23.83 Q v 13.583 16.9525 24.15 Q v 13.667 17.1211 24.48 Q v 13.750 17.2921 24.83 Q v 13.833 17.4656 25.19 Q v 13.917 17.6417 25.58 Q v 14.000 17.8207 25.98 Q v 14.083 18.0028 26.44 Q v 14.167 18.1889 27.02 Q v 14.250 18.3797 27.71 Q V 14.333 18.5750 28.36 Q v 14.417 18.7744 28.95 Q V 14.500 18.9778 29.53 Q v 14.583 19.1854 30.15 Q v . 14.667 19.3976 30.81 Q v . 14.750 19.6147 31.52 Q v . 14.833 19.8371 32.29 Q v . 14.917 20.0653 33.13 Q v . 15.000 20.2997 34.04 Q V. 04/23/04 D-89 15.083 20.5411 35.05 Q V. 15.167 20.7901 36.16 Q V. 15.250 21.0477 37.41 Q V. 15,333 21.3150 38.81 Q V 15.417 21.5911 40.10 Q v 15.500 21.8676 40.14 Q v 15.583 22.1390 39.42 Q v 15.667 22.4160 40.21 Q v 15.750 22.7115 42.91 Q V 15.833 23.0382 47.44 Q v 15.917 23.4284 56.65 Q V 16.000 23.9676 78.29 Q V 16.083 24.8758 131.87 Q v 16.167 26.5350 240.92 V Q 16.250 28.5725 295.86 v Q. 16.333 30.0006 207.36 QV , 16.417 30.7525 109.18 Q v . 16.500 31.1895 63.45 Q V. 16.583 31.5270 49.00 Q V. 16.667 31.8258 43.39 Q V. 16.750 32.0965 39.31 Q v 16.833 32.3446 36.02 Q V 16.917 32.5759 33.59 Q V 17.000 32,7955 31.89 Q V 17.083 33.0051 30.44 Q V 17.167 33.2054 29.07 Q V 17.250 33.3966 27.77 Q v 17.333 33.5604 26.68 Q V 17,417 33.7578 25.77 Q V 17.500 33.9299 24.98 Q v 17.583 34.0971 24.28 Q V 17.667 34.2599 23.64 Q V 17.750 34.4187 23.05 Q V 17.833 34.5737 22,51 Q V 17.917 34.7253 22.01 Q V 18.000 34.8737 21.55 Q v 18.083 35.0192 21.13 Q V 18.167 35.1624 20.79 Q v 18.250 35.3037 20.52 Q V 18.333 35.4430 20.23 Q v 18.417 35.5802 19.92 Q v 18.500 35.7153 19.61 Q V 18.583 35.8483 19.31 Q V 18.667 35.9793 19.02 Q V 18.750 36,1084 18.75 Q v 18.833 36.2358 18.49 Q V 18.917 36.3614 18.24 Q V 19.000 36.4854 18.00 Q V 19.083 36.6079 17.78 Q V 19.167 36.7288 17.56 Q V 19.250 36.8483 17.35 Q v 19.333 36.9664 17.15 Q V 19.417 37.0831 16.95 Q V 19.500 37.1986 16.77 Q v 19.583 37,3129 16.59 Q v 19.667 37,4259 16.41 Q v 19.750 37.5378 16.25 Q v 19.833 37.6466 16.08 Q v 19.917 37.7583 15.93 Q v 20.000 37.8669 15.78 Q v 20.083 37.9746 15.63 Q v 20.167 38.0812 15.49 Q v 20.250 38.1669 15.35 Q v 20.333 38.2917 15.22 Q v 04/23/04 D-90 20.417 38.3956 15.08 . Q V 20.500 38.4986 14.96 .Q V 20.583 38.6008 14.84 Q V 20.667 38.7022 14.72 Q v 20.750 38.8027 14.60 Q V 20.833 38.9025 14.49 Q v 20.917 39.0015 14.37 Q v 21.000 39.0997 14.27 Q V 21.083 39.1972 14.16 Q V 21.167 39.2941 14.06 Q V 21.250 39.3902 13.96 Q V 21.333 39.4857 13.86 Q V 21.417 39.5805 13.77 Q V 21.500 39.6746 13.67 Q V 21.583 39.7682 13.58 Q v 21.667 39.8611 13.49 Q v 21.750 39.9534 13.40 Q v 21.833 40.0451 13.32 Q v 21.917 40.1363 13.24 Q V 22.000 40.2269 13.15 Q v 22.083 40.3169 13.07 Q V . 22.167 40.4064 12.99 Q V . 22.250 40.4954 12.92 Q V . 22.333 40.5838 12.84 Q v , 22.417 40.6718 12.77 Q v , 22.500 40.7592 12.70 Q V , 22.583 40.8461 12.62 Q V . 22.667 40.9326 12.55 Q V . 22.750 41.0186 12.49 Q V . 22.833 41.1041 12.42 Q v . 22,917 41.1892 12.35 Q V . 23.000 41.2738 12.29 Q v . 23.083 41.3580 12.22 Q V , 23.167 41.4417 12.16 Q V. 23.250 41.5251 12.10 Q V. 23.333 41.6080 12.04 Q V. 23.417 41.6905 11.98 Q V. 23.500 41.7726 11.92 Q V. 23.583 41.8543 11.86 Q V. 23.667 41.9356 11,81 Q V. 23.750 42,0165 11.75 Q V. 23.833 42.0970 11.69 Q V. 23.917 42.1772 11.64 Q V. 24.000 42.2570 11.59 Q V. 24.083 42.3333 11.08 Q V. 24.167 42,3916 8.46 Q V. 24.250 42.4208 4.24 Q V. 24.333 42.4310 1.49 Q V. 24.417 42.4343 0.47 Q V. 24.500 42.4355 0.18 Q V. 24.583 42.4361 0.08 Q V. 24.667 42.4363 0.03 Q V. 24.750 42.4363 0.01 Q v FLOW PROCESS FROM NODE ---------------------------------------------------------------------------- 2.00 TO NODE 3.00 IS CODE = 3.1 »»>FLOW-THROUGH DETENTION BASIN ROUTING MODEL APPLIED TO STREAM #1««< INFLOW (STREAM 1) 1 04/23/04 D-91 I V effective depth ----------- I (and volume) [ 1 I I I 1 I....V........ I detention I<-->( outflow I basin I I........ ----------- I I \ I 1 dead I basin outlet V I storage I OUTFLOW --------- (STREAM 1) ROUTE RUNOFF HYDROGRAPH FROM STREAM NUMBER 1 THROUGH A FLOW-THROUGH DETENTION BASIN SPECIFIED BASIN CONDITIONS ARE AS FOLLOWS: DEAD STORAGE(AF) = 0.000 SPECIFIED DEAD STORAGE(AF) FILLED = 0.000 SPECIFIED EFFECTIVE VOLUME(AF) FILLED ABOVE OUTLET = 0.000 DETENTION BASIN CONSTANT LOSS RATE(CFS) = 0.00 BASIN DEPTH VERSUS OUTFLOW AND STORAGE INFORMATION: INTERVAL DEPTH OUTFLOW STORAGE NUMBER (FT) (CFS) (AF) 1 0.00 0.00 0.000 2 1.00 0.01 1.500 3 2.00 15.10 2.400 4 3.00 21.40 4.500 5 4.00 25.80 6.700 6 5.00 27.70 9.000 7 6.00 29.50 11.400 8 7.00 31.20 13.900 9 8.00 32.80 16.400 10 9.00 34.30 19.100 11 10.00 35.80 21.900 12 11.00 37.20 24.800 13 12.00 38.50 27.800 MODIFIED -PULS BASIN ROUTING MODEL RESULTS(5-MINUTE COMPUTATION INTERVALS): (Note: Computed EFFECTIVE DEPTH and VOLUME are estimated at the clock time; MEAN OUTFLOW is the average value during the unit interval.) CLOCK TIME DEAD -STORAGE (HRS) -------------------------------- FILLED(AF) 0.083 0.000 0.167 0.000 0.250 0.000 0.333 0.000 0.417 0.000 0.500 0.000 0.583 0.000 0.667 0.000 0.750 0.000 0.833 0.000 0.917 0.000 1.000 0.000 04/23/04 D-92 MEAN INFLOW LOSS EFFECTIVE OUTFLOW EFFECTIVE (CFS) -------------------------------------------- (CFS) DEPTH(FT) (CFS) VOLUME(AF) 0.45 0.00 0.00 0.0 0.003 3.03 0.00 0.02 0.0 0.024 7.22 0.00 0.05 0.0 0.074 9.97 0.00 0.09 0.0 0.142 11.01 0.00 0.15 0.0 0.218 11.32 0.00 0.20 0.0 0.296 11.45 0.00 0.25 0.0 0.375 11.52 0.00 0.30 0.0 0.454 11.57 0.00 0.36 0.0 0.534 11.61 0.00 0.41 0.0 0.614 11.63 0.00 0.46 0.0 0.694 11.66 0.00 0.52 0.0 0.774 04/23/04 D-92 1.083 0.000 11.69 0.00 0.57 0.0 0.855 1.167 0.000 11.71 0.00 0.62 0.0 0.935 1.250 0.000 11.74 0.00 0.68 0.0 1.016 1.333 0.000 11.77 0.00 0.73 0.0 1.097 1.417 0.000 11.80 0.00 0.79 0.0 1.178 1.500 0.000 11.82 0.00 0.84 0.0 1.260 1.583 0.000 11.85 0.00 0.89 0.0 1.341 1.667 0.000 11.88 0.00 0.95 0.0 1.423 1.750 0.000 11.91 0.00 1.01 0.1 1.505 1.833 0.000 11.94 0.00 1.09 0.7 1.582 1.917 0.000 11.97 0.00 1.17 2.0 1.651 2.000 0.000 12.00 0.00 1.24 3.1 1.712 2.083 0.000 12.03 0.00 1.30 4.0 1.767 2.167 0.000 12.06 0.00 1.35 4.9 1.817 2.250 0.000 12.09 0.00 1.40 5.7 1.861 2.333 0.000 12.12 0.00 1.44 6.4 1.900 2.417 0.000 12.15 0.00 1.48 7.0 1.936 2.500 0.000 12.18 0.00 1.52 7.6 1.967 2.583 0.000 12.21 0.00 1.55 8.1 1.996 2.667 0.000 12.25 0.00 1.58 8.5 2.021 2.750 0.000 12.28 0.00 1.60 8.9 2.044 2.833 0.000 12.31 0.00 1.63 9.3 2.065 2.917 0.000 12.34 0.00 1.65 9.6 2.084 3.000 0.000 12.38 0.00 1.67 9.9 2.100 3.083 0.000 12.41 0.00 1.68 10.2 2.116 3.167 0.000 12.44 0.00 1.70 10.4 2.129 3.250 0.000 12.48 0.00 1.71 10.7 2.142 3.333 0.000 12.51 0.00 1.73 10.9 2.153 3.417 0.000 12.54 0.00 1.74 11.0 2.163 3.500 0.000 12.58 0.00 1.75 11.2 2.173 3.583 0.000 12.61 0.00 1.76 11.4 2.181 3.667 0.000 12.65 0.00 1.77 11.5 2.189 3.750 0.000 12.68 0.00 1.77 11.6 2.197 3.833 0.000 12.72 0.00 1.78 11.7 2.203 3.917 0.000 12.76 0.00 1.79 11.9 2.210 4.000 0.000 12.79 0.00 1.79 12.0 2.215 4.083 0.000 12.83 0.00 1.80 12.0 2.221 4.167 0.000 12.87 0.00 1.81 12.1 2.226 4.250 0.000 12.91 0.00 1.81 12.2 2.230 4.333 0.000 12.94 0.00 1.82 12.3 2.235 4.417 0.000 12.98 0.00 1.82 12.4 2.239 4.500 0.000 13.02 0.00 1.83 12.4 2.243 4.583 0.000 13.06 0.00 1.83 12.5 2.247 4.667 0.000 13.10 0.00 1.83 12.6 2.251 4.750 0.000 13.14 0.00 1.84 12.6 2.254 4.833 0.000 13.18 0.00 1.84 12.7 2.258 4.917 0.000 13.22 0.00 1.85 12.7 2.261 5.000 0.000 13.26 0.00 1.85 12.8 2.264 5.083 0.000 13.31 0.00 1.85 12.9 2.267 5.167 0.000 13.35 0.00 1.86 12.9 2.270 5.250 0.000 13.39 0.00 1.86 13.0 2.273 5.333 0.000 13.43 0.00 1.86 13.0 2.276 5.417 0.000 13.48 0.00 1.87 13.1 2.279 5.500 0.000 13.52 0.00 1.87 13.1 2.282 5.583 0.000 13.57 0.00 1.87 13.2 2.285 5.667 0.000 13.61 0.00 1.88 13.2 2.288 5.750 0.000 13.66 0.00 1.88 13.2 2.291 5.833 0.000 13.70 0.00 1.88 13.3 2.294 5.917 0.000 13.75 0.00 1.88 13.3 2.296 6.000 0.000 13.80 0.00 1.89 13.4 2.299 6.083 0.000 13.85 0.00 1.89 13.4 2.302 6.167 0.000 13.89 0.00 1.89 13.5 2.305 6.250 0.000 13.94 0.00 1.90 13.5 2.308 6.333 0.000 13.99 0.00 1.90 13.6 2.311 04/23/04 D-93 6.417 0.000 14.04 0.00 1.90 13.6 2.314 6.500 0.000 14.09 0.00 1.91 13.7 2.316 6.583 0.000 14.15 0.00 1.91 13.7 2.319 6.667 0.000 14.20 0.00 1.91 13.8 2.322 6.750 0.000 14.25 0.00 1.92 13.8 2.325 6.833 0.000 14.30 0.00 1.92 13.9 2.328 6.917 0.000 14.36 0.00 1.92 13.9 2.331 7.000 0.000 14.41 0.00 1.93 14.0 2.334 7.083 0.000 14.47 0.00 1.93 14.0 2.337 7.167 0.000 14.52 0.00 1.93 14.1 2.340 7.250 0.000 14.58 0.00 1.94 14.1 2.344 7.333 0.000 14.64 0.00 1.94 14.2 2.347 7.417 0.000 14.70 0.00 1.94 14.2 2.350 7.500 0.000 14.76 0.00 1.95 14.3 2.353 7.583 0.000 14.82 0.00 1.95 14.3 2.356 7.667 0.000 14.88 0.00 1.96 14.4 2.360 7.750 0.000 14.94 0.00 1.96 14.5 2.363 7.833 0.000 15.00 0.00 1.96 14.5 2.366 7.917 0.000 15.06 0.00 1.97 14.6 2.370 8.000 0.000 15.13 0.00 1.97 14.6 2.373 8.083 0.000 15.19 0.00 1.97 14.7 2.377 8.167 0.000 15.26 0.00 1.98 14.7 2.380 8.250 0.000 15.33 0.00 1.98 14.8 2.384 8.333 0.000 15.40 0.00 1.99 14.9 2.388 8.417 0.000 15.46 0.00 1.99 14.9 2.391 8.500 0.000 15.53 0.00 1.99 15.0 2.395 8.583 0.000 15.61 0.00 2.00 15.1 2.399 8.667 0.000 15.68 0.00 2.00 15.1 2.403 8.750 0.000 15.75 0.00 2.00 15.1 2.407 8.833 0.000 15.83 0.00 2.01 15.1 2.412 8.917 0.000 15.90 0.00 2.01 15.1 2.417 9.000 0.000 15.98 0.00 2.01 15.2 2.423 9.083 0.000 16.06 0.00 2.01 15.2 2.429 9.167 0.000 16.14 0.00 2.02 15.2 2.436 9.250 0.000 16.22 0.00 2.02 15.2 2.443 9.333 0.000 16.30 0.00 2.02 15.2 2.450 9.417 0.000 16.39 0.00 2.03 15.3 2.458 9.500 0.000 16.47 0.00 2.03 15.3 2.466 9.583 0.000 16.56 0.00 2.04 15.3 2.474 9.667 0.000 16.65 0.00 2.04 15.3 2.483 9.750 0.000 16.74 0.00 2.04 15.4 2.493 9.833 0.000 16.83 0.00 2.05 15.4 2.503 9.917 0.000 16.92 0.00 2.05 15.4 2.513 10.000 0.000 17.02 0.00 2.06 15.5 2.524 10.083 0.000 17.12 0.00 2.06 15.5 2.535 10.167 0.000 17.21 0.00 2.07 15.5 2.547 10.250 0.000 17.32 0.00 2.08 15.6 2.559 10.333 0.000 17.42 0.00 2.08 15.6 2.571 10.417 0.000 17.52 0.00 2.09 15.6 2.564 10.500 0.000 17.63 0.00 2.09 15.7 2.598 10.583 0.000 17.74 0.00 2.10 15.7 2.612 10.667 0.000 17.85 0.00 2.11 15.8 2.626 10.750 0.000 17.97 0.00 2.11 15.8 2.641 10.833 0.000 18.08 0.00 2.12 15.8 2.657 10.917 0.000 18.20 0.00 2.13 15.9 2.672 11.000 0.000 18.32 0.00 2.14 15.9 2.689 11.083 0.000 18.45 0.00 2.15 16.0 2.706 11.167 0.000 18.58 0.00 2.15 16.0 2.723 11.250 0.000 18.71 0.00 2.16 16.1 2.741 11.333 0.000 18.84 0.00 2.17 16.2 2.760 11.417 0.000 18.98 0.00 2.18 16.2 2.779 11.500 0.000 19.12 0.00 2.19 16.3 2.798 11.563 0.000 19.26 0.00 2.20 16.3 2.819 11.667 0.000 19.41 0.00 2.21 16.4 2.840 04/23/04 D-94 11.750 0.000 19.56 0.00 2.22 16.5 2.861 11.833 0.000 19.72 0.00 2.23 16.5 2.883 11.917 0.000 19.88 0.00 2.24 16.6 2.906 12.000 0.000 20.04 0.00 2.25 16.7 2.929 12.083 0.000 20.20 0.00 2.26 16.7 2.953 12.167 0.000 20.30 0.00 2.27 16.8 2.977 12.250 0.000 20.37 0.00 2.29 16.9 3.001 12.333 0.000 20.49 0.00 2.30 16.9 3.026 12.417 0.000 20.65 0.00 2.31 17.0 3.051 12.500 0.000 20.84 0.00 2.32 17.1 3.077 12.583 0.000 21.04 0.00 2.33 17.2 3.103 12.667 0.000 21.25 0.00 2.35 17.3 3.131 12.750 0.000 21.47 0.00 2.36 17.3 3.159 12.833 0.000 21.69 0.00 2.38 17.4 3.169 12.917 0.000 21.93 0.00 2.39 17.5 3.219 13.000 0.000 22.17 0.00 2.40 17.6 3.250 13.083 0.000 22.42 0.00 2.42 17.7 3.283 13.167 0.000 22.68 0.00 2.44 17.8 3.317 13.250 0.000 22.95 0.00 2.45 17.9 3.351 13.333 0.000 23.23 0.00 2.47 18.0 3.387 13.417 0.000 23.52 0.00 2.49 18.1 3.424 13.500 0.000 23.83 0.00 2.51 18.2 3.463 13.583 0.000 24.15 0.00 2.53 18.3 3.503 13.667 0.000 24.48 0.00 2.54 18.5 3.544 13.750 0.000 24.83 0.00 2.57 18.6 3.587 13.833 0.000 25.19 0.00 2.59 18.7 3.632 13.917 0.000 25.58 0.00 2.61 18.9 3.678 14.000 0.000 25.98 0.00 2.63 19.0 3.726 14.063 0.000 26.44 0.00 2.66 19.2 3.776 14.167 0.000 27.02 0.00 2.68 19.3 3.829 14.250 0.000 27.71 0.00 2.71 19.5 3.886 14.333 0.000 28.36 0.00 2.74 19.6 3.946 14.417 0.000 28.95 0.00 2.77 19.8 4.009 14.500 0.000 29.53 0.00 2.80 20.0 4.074 14.583 0.000 30.15 0.00 2.83 20.2 4.143 14.667 0.000 30.81 0.00 2.86 20.4 4.214 14.750 0.000 31.52 0.00 2.90 20.7 4.289 14.833 0.000 32.29 0.00 2.94 20.9 4.368 14.917 0.000 33.13 0.00 2.98 21.1 4.450 15.000 0.000 34.04 0.00 3.02 21.4 4.537 15.063 0.000 35.05 0.00 3.06 21.6 4.630 15.167 0.000 36.16 0.00 3.10 21.8 4.729 15.250 0.000 37.41 0.00 3.15 22.0 4.836 15.333 0.000 38.81 0.00 3.20 22.2 4.950 15.417 0.000 40.10 0.00 3.26 22.4 5.072 15.500 0.000 40.14 0.00 3.31 22.7 5.192 15.583 0.000 39.42 0.00 3.37 22.9 5.306 15.667 0.000 40.21 0.00 3.42 23.1 5.424 15.750 0.000 42.91 0.00 3.48 23.4 5.558 15.833 0.000 47.44 0.00 3.56 23.7 5.722 15.917 0.000 56.65 0.00 3.66 24.1 5.946 16.000 0.000 78.29 0.00 3.83 24.7 6.316 16.083 0.000 131.87 0.00 4.15 25.6 7.048 16.167 0.000 240.92 0.00 4.79 26.7 8.523 16.250 0.000 295.86 0.00 5.57 28.0 10.368 16.333 0.000 207.36 0.00 6.08 29.2 11.595 16.417 0.000 109.18 0.00 6.30 29.8 12.141 16.500 0.000 63.45 0.00 6.39 30.1 12.371 16.583 0.000 49.00 0.00 6.44 30.2 12.501 16.667 0.000 43.39 0.00 6.48 30.3 12.591 16.750 0.000 39.31 0.00 6.50 30.3 12.653 16.633 0.000 36.02 0.00 6.52 30.4 12.692 16.917 0.000 33.59 0.00 6.53 30.4 12.714 17.000 0.000 31.89 0.00 6.53 30.4 12.724 04/23/04 D-95 JOB MADOLE AND ASSOCIATES, INC. SHEET NO. / OF (tt 10601 CHURCH STREET STE. 107 RANCHO CUCAMONGA, CA 91730 CALCULATED BY d!Ey DATE L aY PHONE (909) 948-1311 CHECKED BY DATE SCALE ? CAProciram Files\AutoCAD 20021Drawing2.dwg, 02/23/2004 07:04:44 AM, ats JOB I-(el`Alr 1101' MADOLE AND ASSOCIATES, INC. 10601 CHURCH STREET STE. 107 SHEET N0. OF RANCHO CUCAMONGA, CA 91730 CALCULATED BY 73 DAT PHONE (909) 948-1311 CHECKED BY DATE .sF CATLE F `. M.....c -uwz.� S_rI1fir� t./...e__•ifri ..,_ . :. ._ .......------—.. .........._... ......... _ ._ .�....►. .«. .. _ . .- - I --, — _3I t-• C �1 ._.... «.Iri'I ..iIiIIII _ ..__._- ..c. ...— _ _ - fo �_ C /D} -_ a�1 -3-/ - - ,�II , i JsjiI ------------------ i a 3 i i-- i - ............ - I _ _... I _ CAProgram Files\AutoCAD 20021Drawing2.dwg, 08/20/2003 09:01:27 AM, ats F L 0 0 D R 0 U T I N G A N A L Y S I S USING COUNTY HYDROLOGY MANUAL OF SAN BERNARDINO(1986) (c) Copyright 1989-2002 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2002 License ID 1251 Analysis prepared by: MADOLE & ASSOCIATES, INC. 10601 CHURCH STREET SUITE 107 RANCHO CUCAMONGA CA 91730 909.948.1311 FAX -948.8464 madole@madolerc.com ************************** DESCRIPTION OF STUDY ************************** * CITRUS HEIGHTS NORTH * Q2 UNIT HYDROGRAPH AND FLOOD ROUTING * PARK BASIN (3+ AC) + RCB STORAGE AT INTERIM CONNECTOR TO REGENCY RCB ************************************************************************** FILE NAME: CHN-UH02.DAT TIME/DATE OF STUDY: 06:23 04/23/2004 **************************************************************************** FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>SUBAREA RUNOFF (UNIT-HYDROGRAPH ANALYSIS) ««< (UNIT-HYDROGRAPH ADDED TO STREAM #1) WATERSHED AREA = 135.200 ACRES BASEFLOW = 0.000 CFS/SQUARE-MILE *USER ENTERED "LAG" TIME = 0.182 HOURS CAUTION: LAG TIME IS LESS THAN 0.50 HOURS. THE 5 -MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. VALLEY(DEVELOPED) S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH/HOUR) = 0.527 LOW LOSS FRACTION = 0.585 *HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5 -MINUTES RAINFALL(INCH)= 0.27 SPECIFIED PEAK 30 -MINUTES RAINFALL(INCH)= 0.63 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 0.87 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 1.43 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 1.95 SPECIFIED PEAK 24 --HOUR RAINFALL(INCH) = 3.80 *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5 -MINUTE FACTOR = 0.990 30 -MINUTE FACTOR = 0.990 1 -HOUR FACTOR = 0.990 3 -HOUR FACTOR = 1.000 6 -HOUR FACTOR = 1.000 24-HOUR FACTOR = 1.000 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 45.788 04/23/04 D-9 ---------------------------------------------------------------------------- UNIT HYDROGRAPH DETERMINATION ---------------------------------------------------------------------------- INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) ---------------------------------------------------------------------------- 1 3.749 61.301 2 25.123 349.481 3 60.727 582.150 4 85.651 407.521 5 95.283 157.493 6 98.292 49.194 7 99.168 14.334 8 99.667 8.160 9 99.917 4.080 10 100.000 1.360 ---------------------------------------------------------------------------- TOTAL SOIL -LOSS VOLUME(ACRE-FEET) = 23.5680 TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 19.2353 ---------------------------------------------------------------------------- 04/23/04 D-10 2 4- H O U R S T 0 R M R U N O F F H Y D R 0 G R A P H 04/23/04 D-11 -------------- HYDROGRAPH IN FIVE-MINUTE UNIT INTERVALS(CFS) (Note: Time indicated is at END of Each Unit Intervals) TIME(HRS) --------------------------------------------------------------- VOLUME(AF) Q(CFS) 0. 50.0 100.0 150.0 200.0-- 0.083 0.0011 0.16 Q .---`-------- , 0.167 0.0086 1.08 Q 0.250 0.0266 2.62 Q 0.333 0.0521 3.70 Q 0.417 0.0806 4.13 Q 0.500 0,1100 4.27 Q 0.583 0.1397 4.32 Q 0.667 0.1697 4.35 Q 0.750 0.1998 4.37 Q 0.833 0.2301 4.39 Q 0.917 0.2604 4.40 Q 1.000 0.2908 4.42 Q 1.083 0.3213 4.43 Q 1.167 0.3519 4.44 Q 1.250 0.3825 4.45 Q 1.333 0.4133 4.47 Q 1.417 0.4442 4.48 Q 1.500 0.4751 4.49 Q 1.583 0.5061 4.51 QV 1.667 0.5372 4.52 QV 1.750 0.5685 4.53 QV 1.833 0.5998 4.55 QV 1.917 0.6312 4.56 QV 2.000 0.6627 4.57 QV 2.083 0.6943 4.59 QV 2.167 0.7260 4.60 QV 2.250 0.7577 4.62 QV 2.333 0.7896 4.63 QV 2.417 0.8216 4.64 QV 2.500 0.8537 4.66 QV 2.583 0.8859 4.67 QV 2.667 0.9182 4.69 QV 2.750 0.9506 4.70 QV 2.833 0.9831 4.72 Q V 2.917 1.0157 4.73 Q V 3.000 1.0484 4.75 Q V 3.083 1.0812 4.76 Q V 3.167 1.1141 4.78 Q V 3.250 1.1472 4.80 Q V 3.333 1.1803 4.81 Q V 3.417 1.2136 4.83 Q V 3.500 1.2469 4.85 Q V 3.583 1.2804 4.86 Q V 3.667 1.3140 4.88 Q V 3.750 1.3477 4.90 Q V 3.833 1.3816 4.91 Q V 3.917 1.4155 4.93 Q V 4.000 1.4496 4.95 Q V 4.083 1.4838 4.96 Q V 4.167 1.5181 4.98 Q V 4.250 1.5525 5.00 Q V 4.333 1.5871 5.02 Q V 04/23/04 D-11 4.417 1.6217 5.04 Q V 4.500 1.6566 5.05 Q V 4.583 1.6915 5.07 Q V 4.667 1.7266 5.09 Q v 4.750 1.7618 5.11 Q V 4.833 1.7971 5.13 Q V 4.917 1.8326 5.15 Q V 5.000 1.8682 5.17 Q V 5.083 1.9039 5.19 Q v 5.167 1.9398 5.21 Q V 5.250 1.9758 5.23 Q V 5.333 2.0120 5.25 Q V 5.417 2.0483 5.27 Q V 5.500 2.0847 5.29 Q V 5.583 2.1213 5.31 Q V 5.667 2.1581 5.34 Q v 5.750 2.1950 5.36 Q V 5.833 2.2320 5.38 Q V 5.917 2,2692 5.40 Q V 6.000 2.3066 5.43 Q V 6.083 2.3441 5.45 Q V 6.167 2.3818 5.47 Q V 6.250 2.4197 5.49 Q V 6.333 2.4577 5.52 Q V 6.417 2.4958 5.54 Q V 6.500 2.5342 5.57 Q V 6.583 2.5727 5.59 Q V 6.667 2.6114 5.62 Q V 6.750 2.6502 5.64 Q V 6.833 2.6893 5.67 Q V 6.917 2.7285 5.69 Q V 7.000 2.7679 5.72 Q V 7.083 2.8075 5.75 Q V 7.167 2.8473 5.78 Q V 7.250 2.8872 5.80 Q v 7.333 2.9274 5.83 Q V 7.417 2.9678 5.86 Q v 7.500 3.0083 5.89 Q v 7.583 3.0491 5.92 Q V 7.667 3.0900 5.95 Q v 7.750 3.1312 5.98 Q V 7,833 3.1726 6.01 Q V 7.917 3.2142 6.04 Q V 8.000 3.2560 6.07 Q V 8.083 3.2980 6.10 Q v 8.167 3.3403 6.14 Q V 8.250 3.3828 6.17 Q V 8.333 3.4255 6.20 Q V 8.417 3.4684 6.24 Q V 8.500 3.5116 6.27 Q v 8.583 3.5550 6.31 Q v 8.667 3.5987 6,34 Q V 8.750 3.6426 6.38 Q v 8.833 3.6868 6.42 Q V 8.917 3.7313 6.45 Q v 9.000 3.7760 6.49 Q v 9.083 3.8209 6.53 Q V 9.167 3.8662 6.57 Q v . 9.250 3.9117 6.61 Q V . 9.333 3.9575 6.65 Q V . 9.417 4.0036 6.69 Q v . 9.500 4.0500 6.74 Q V . 9.583 4.0967 6.78 Q V . 9.667 4.1437 6.82 Q V . 04/23/04 D-12 9.750 4.1910 6.67 Q v . 9.833 4,2386 6.91 Q V . 9.917 4.2866 6.96 Q V . 10.000 4.3348 7.01 Q V. 10.083 4.3835 7.06 Q V. 10.167 4.4324 7,11 Q V. 10.250 4.4817 7.16 Q V. 10.333 4.5314 7.21 Q V. 10.417 4.5814 7.26 Q V. 10,500 4.6318 7.32 Q V. 10.583 4.6826 7.37 Q V. 10.667 4.7338 7.43 Q V. 10.750 4.7854 7.49 Q V. 10.833 4.8374 7.55 Q v 10.917 4.8898 7.61 Q V 11.000 4.9426 7.67 Q v 11.083 4,9959 7.74 Q v 11.167 5.0496 7.80 Q v 11.250 5.1038 7,87 Q v 11.333 5.1585 7.94 Q V 11.417 5.2136 8.01 Q v 11.500 5.2693 8.08 Q V 11.583 5.3254 8.15 Q V 11.667 5.3821 8.23 Q V 11.750 5.4393 8.31 Q v 11.833 5.4971 8.39 Q v 11.917 5.5555 8.47 Q v 12.000 5.6144 8.56 Q v 12.083 5.6738 8.62 Q V 12.167 5.7329 8.58 Q v 12.250 5.7912 8.45 Q , v 12.333 5.8490 8.40 Q v 12.417 5.9071 8.43 Q v 12.500 5.9657 8.52 Q v 12.583 6.0251 8.62 Q V 12.667 6.0852 8.73 Q v 12.750 6.1461 8.84 Q v 12.833 6.2077 8.96 Q V 12.917 6.2703 9.08 Q v 13.000 6.3337 9.21 Q v 13.083 6.3980 9.34 Q V 13.167 6.4633 9.48 Q v 13.250 6.5295 9.62 Q V 13.333 6.5968 9.77 Q V 13.417 6.6652 9.93 Q V 13.500 6.7347 10.09 Q v 13.583 6.8055 10.27 Q V 13.667 6.8774 10.45 Q v 13.750 6.9507 10.64 Q v 13.833 7.0253 10.84 Q v 13.917 7.1014 11.05 Q V 14.000 7,1791 11.27 Q V 14.083 7,2585 11.53 Q V 14.167 7.3401 11.86 Q V 14.250 7.4246 12.26 Q V 14.333 7.5117 12.64 Q V 14.417 7.6011 12.98 Q v 14.500 7.6929 13.33 Q V 14.583 7.7B71 13.68 Q V 14.667 7.8840 14.07 Q V 14.750 7.9837 14.48 Q v 14.833 8.0866 14.94 Q v 14.917 8.1928 15.43 Q V 15.000 8.3029 15.98 Q V 04/23/04 D-13 15.083 15.167 15.250 15.333 15.417 15.500 15.583 15.667 15.750 15.833 15.917 16.000 16.083 16.167 16.250 16.333 16.417 16.500 16.583 16.667 16.750 16.833 16.917 17.000 17.083 17.167 17.250 17.333 17.417 17.500 17.583 17.667 17.750 17.833 17.917 18.000 18.083 18.167 18.250 18.333 18.417 18.500 18.583 18.667 18.750 18.833 18.917 19.000 19.083 19.167 19.250 19.333 19.417 19.500 19.583 19.667 19.750 19.833 19.917 20.000 20.083 20.167 20.250 20.333 8.4171 8.5359 8.6600 8.7901 8.9271 9.0725 9.2280 9.3956 9.5784 9.7817 10.0150 10.3063 10.7818 11.7038 12.8900 13.7596 14.2247 14.4930 14.6811 14.8382 14.9737 15.0938 15.2031 15.3051 15.4011 15.4915 15.5767 15.6574 15.7346 15.8088 15.8803 15.9493 16.0162 16.0810 16.1441 16.2054 16.2653 16.3247 16.3842 16.4434 16.5019 16.5594 16.6158 16.6712 16.7256 16.7791 16.8318 16.8836 16.9346 16.9848 17.0343 17.0831 17.1312 17.1787 17.2255 17.2718 17.3174 17.3625 17.4071 17.4512 17.4947 17.5378 17.5804 17.6225 16.58 Q 17.26 Q 18.02 Q 18.89 Q 19.89 Q 21.11 Q 22.58 Q 24.34 Q 26.54 Q 29.52 Q 33.88 Q 42.30 Q . 69.03 133.88 172.24 126.27 67.52 38.96 Q 27.32 Q 22.80 Q 19.69 Q 17:44 Q 15.87 Q 14.82 Q 13.94 Q 13.13 Q 12.37 Q 11.72 Q 11.21 Q 10.77 Q 10.38 Q 10.03 Q 9.71 Q 9.42 Q 9.15 Q 8.90 Q 8.70 Q 8.62 Q 8.64 Q 8.61 Q 8.49 Q 8.34 Q 8.19 Q 8.04 Q 7.90 Q 7.77 Q 7.64 Q 7.52 Q 7.40 Q 7.29 Q 7.19 Q 7.08 Q 6.99 Q 6.89 Q 6.80 Q 6.72 Q 6.63 Q 6.55 Q 6.47 Q 6.40 Q 6.32 Q 6.25 Q 6.19 Q 6.12 Q 0 0 04/23/04 D-14 v v V . v . V . V . V. V. V. V V .v v V Q v Q Q v . V. v v V V V v V V V v V V V v v v v v v v v v v v v v V v v V V V v v v V v V V V V V V V v V V 20.417 17.6643 6.06 Q v 20.500 17.7055 5.99 Q v 20.583 17.7464 5.93 Q v 20.667 17,7868 5.87 Q v 20.750 17.8269 5.82 Q V 20,833 17.8666 5.76 Q v 20.917 17.9059 5.71 Q v 21.000 17.9449 5.66 Q V 21.083 17.9835 5.60 Q v 21.167 18.0217 5.56 Q V 21.250 18.0597 5.51 Q v 21.333 18.0973 5.46 Q V 21.417 18.1345 5.41 Q V 21.500 18.1715 5.37 Q v 21,583 18.2082 5.33 Q v 21.667 18.2446 5.28 Q v 21.750 18.2807 5.24 Q V . 21.633 18.3165 5.20 Q v , 21.917 18.3520 5.16 Q V . 22.000 18.3873 5.12 Q v , 22.083 18.4223 5.08 Q V . 22.167 18.4570 5.05 Q V . 22.250 18.4915 5.01 Q V , 22.333 18.5258 4.97 Q v . i 22.417 18.5598 4.94 Q v . 22.500 18.5935 4,90 Q V . If 22.583 18.6271 4.87 Q v , 22.667 18.6604 4.84 Q V . } 22.750 18.6935 4.80 Q V , 22.833 18.7263 4.77 Q v , 22.917 18.7590 4.74 Q V. 23.000 18.7914 4.71 Q V. 23.083 18.8237 4.68 Q V. 23.167 18.8557 4.65 Q V. 23.250 18.8875 4.62 Q V. 23.333 18.9192 4.59 Q V. 23.417 18.9506 4.57 Q V. 23.500 I 18.9819 4.54 Q V. 23.583 19.0130 4.51 Q V. 23.667 19.0439 4.49 Q V. 1 23.750 19.0746 4,46 Q V. 23.833 19.1051 4.43 Q V. 23.917 19.1355 4.41 Q V. 24.000 19.1657 4.38 Q V_ 24.083 19.1946 4.20 Q V. 24.167 19.2170 3.26 Q V. 24.250 19.2288 1.71 Q V. 24.333 19.2331 0.62 Q V. 24.417 19.2345 0.20 Q V. 24.500 19.2350 0.07 Q V. 24.583 19.2352 0.04 Q V. 24.667 19.2353 0.01 Q V. I 24.750 19.2354 0.00 Q v FLOW PROCESS -- FROM NODE 2.00 TO NODE 3.00 IS CODE = 3.1 »»>FLOW-THROUGH DETENTION BASIN ROUTING MODEL APPLIED TO STREAM #1««< i INFLOW (STREAM 1) I 04/23/04 D-15 I V _effective depth ----------- I (and volume) I ! I I 1 I l....V........ I detention I< -->I outflow j basin I I........ ----------- I l \ I dead I basin outlet V I storage I OUTFLOW ----------- (STREAM 1) ROUTE RUNOFF HYDROGRAPH FROM STREAM NUMBER 1 THROUGH A FLOW-THROUGH DETENTION BASIN SPECIFIED BASIN CONDITIONS ARE AS FOLLOWS: DEAD STORAGE(AF) = 0.000 SPECIFIED DEAD STORAGE(AF) FILLED = 0.000 SPECIFIED EFFECTIVE VOLUME(AF) FILLED ABOVE OUTLET = 0.000 DETENTION BASIN CONSTANT LOSS RATE(CFS) = 0.00 BASIN DEPTH VERSUS OUTFLOW AND STORAGE INFORMATION: INTERVAL DEPTH OUTFLOW STORAGE NUMBER (FT) (CFS) (AF) 1 0.00 0.00 0.000 2 1.00 0.01 1.500 3 2.00 15.10 2.400 4 3.00 21.40 4.500 5 4.00 25.80 6.700 6 5.00 27.70 9.000 7 6.00 29.50 11.400 8 7.00 31.20 13.900 9 8.00 32.80 16.400 10 9.00 34.30 19.100 11 10.00 35.80 21.900 12 11.00 37.20 24.800 13 12.00 38.50 27.800 MODIFIED --PULS BASIN ROUTING MODEL RESULTS(S--MINUTE COMPUTATION INTERVALS): - (Note: Computed EFFECTIVE DEPTH and VOLUME are estimated at the clock time; MEAN OUTFLOW is the average value during the unit interval.) CLOCK MEAN TIME DEAD -STORAGE INFLOW LOSS EFFECTIVE OUTFLOW EFFECTIVE (HRS) FILLED(AF) ---------------------------------------------------------------------------- (CFS) (CFS) DEPTH(FT) (CFS) VOLUME(AF) 0.083 0.000 0.16 0.00 0.00 0.0 0.001 0.167 0.000 1.08 0.00 0.01 0.0 0.009 0.250 0.000 2.62 0.00 0.02 0.0 0.027 0.333 0.000 3.70 0.00 0.03 0.0 0.052 0.417 0.000 4.13 0.00 0.05 0.0 0.081 0.500 0.000 4.27 0.00 0.07 0.0 0.110 0.583 0.000 4.32 0.00 0.09 0.0 0.140 0.667 0.000 4.35 0.00 0.11 0.0 0.170 0.750 0.000 4.37 0.00 0.13 0.0 0.200 0.833 0.000 4.39 0.00 0.15 0.0 0.230 0.917 0.000 4.40 0.00 0.17 0.0 0.260 1.000 0.000 4.42 0.00 0.19 0.0 0.291 04/23/04 D-16 1.083 0.000 4.43 0.00 0.21 0.0 0.321 1.167 0.000 4.44 0.00 0.23 0.0 0.352 1.250 0.000 4.45 0.00 0.25 0.0 0.382 1.333 0.000 4.47 0.00 0.28 0.0 0.413 1.417 0.000 4.48 0.00 0.30 0.0 0.444 1.500 0.000 4.49 0.00 0.32 0.0 0.475 1.583 0.000 4.51 0.00 0.34 0.0 0.506 1.667 0.000 4.52 0.00 0.36 0.0 0.537 1.750 0.000 4.53 0.00 0.38 0.0 0.568 1.833 0.000 4.55 0.00 0.40 0.0 0.599 1.917 0.000 4.56 0.00 0.42 0.0 0.631 2.000 0.000 4.57 0.00 0.44 0.0 0.662 2.083 0.000 4.59 0.00 0.46 0.0 0.694 2.167 0.000 4.60 0.00 0.48 0.0 0.726 2.250 0.000 4.62 0.00 0.50 0.0 0.757 2.333 0.000 4.63 0.00 0.53 0.0 0.789 2.417 0.000 4.64 0.00 0.55 0.0 0.821 2.500 0.000 4.66 0.00 0.57 0.0 0.853 2.583 0.000 4.67 0.00 0.59 0.0 0.885 2.667 0.000 4.69 0.00 0.61 0.0 0.916 2.750 0.000 4.70 0.00 0.63 0.0 0.950 2.833 0.000 4.72 0.00 0.65 0.0 0.982 2.917 0.000 4.73 0.00 0.68 0.0 1.015 3.000 0.000 4.75 0.00 0.70 0.0 1.048 3.083 0.000 4.76 0.00 0.72 0.0 1.080 3.167 0.000 4.78 0.00 0.74 0.0 1.113 3.250 0.000 4.80 0.00 0.76 0.0 1.146 3.333 0.000 4.81 0.00 0.79 0.0 1.179 3.417 0.000 4.83 0.00 0.81 0.0 1.212 3.500 0.000 4.85 0.00 0.83 0.0 1.246 3.583 0.000 4.86 0.00 0.85 0.0 1.279 3.667 0.000 4.88 0.00 0.88 0.0 1.313 3.750 0.000 4.90 0.00 0.90 0.0 1.346 3.833 0.000 4.91 0.00 0.92 0.0 1.380 3.917 0.000 4.93 0.00 0.94 0.0 1.414 4.000 0.000 4.95 0.00 0.97 0.0 1.448 4.083 0.000 4.96 0.00 0.99 0.0 1.482 4.167 0.000 4.98 0.00 1.02 0.1 1.515 4.250 0.000 5.00 0.00 1.05 0.5 1.546 4.333 0.000 5.02 0.00 1.08 1.0 1.574 4.417 0.000 5.04 0.00 1.11 1.5 1.598 4.500 0.000 5.05 0.00 1.13 1.8 1.621 4.583 0.000 5.07 0.00 1.16 2.2 1.640 4.667 0.000 5.09 0.00 1.18 2.5 1.658 4.750 0.000 5.11 0.00 1.19 2.8 1.674 4.833 0.000 5.13 0.00 1.21 3.0 1.688 4.917 0.000 5.15 0.00 1.22 3.3 1.701 5.000 0.000 5.17 0.00 1.24 3.5 1.713 5.083 0.000 5.19 0.00 1.25 3.7 1.723 5.167 0.000 5.21 0.00 1.26 3.8 1.733 5.250 0.000 5.23 0.00 1.27 4.0 1.741 5.333 0.000 5.25 0.00 1.28 4.1 1.749 5.417 0.000 5.27 0.00 1.28 4.2 1.756 5.500 0.000 5.29 0.00 1.29 4.4 1.763 5.583 0.000 5.31 0.00 1.30 4.5 1.769 5.667 0.000 5.34 0.00 1.30 4.6 1.774 5.750 0.000 5.36 0.00 1.31 4.6 1.779 5.833 0.000 5.36 0.00 1.31 4.7 1.783 5.917 0.000 5.40 0.00 1.32 4.8 1.787 6.000 0.000 5.43 0.00 1.32 4.9 1.791 6.083 0.000 5.45 0.00 1.33 4.9 1.795 6.167 0.000 5.47 0.00 1.33 5.0 1.798 6.250 0.000 5.49 0.00 1.33 5.0 1.801 6.333 0.000 5.52 0.00 1.34 5.1 1.604 04/23/04 D-17 6.417 0.000 5.54 0.00 1.34 5.1 1.807 6.500 0.000 5.57 0.00 1.34 5.2 1.810 6.583 0.000 5.59 0.00 1.35 5.2 1.812 6.667 0.000 5.62 0.00 1.35 5.3 1.815 6.750 0.000 5.64 0.00 1.35 5.3 1.817 6.833 0.000 5.67 0.00 1.35 5.3 1.819 6.917 0.000 5.69 0.00 1.36 5.4 1.821 7.000 0.000 5.72 0.00 1.36 5.4 1.824 7.083 0.000 5.75 0.00 1.36 5.5 1.826 7.167 0.000 5.78 0.00 1.36 5.5 1.828 7.250 0.000 5.80 0.00 1.37 5.5 1.830 7.333 0.000 5.83 0.00 1.37 5.6 1.831 7.417 0.000 5.86 0.00 1.37 5.6 1.833 7.500 0.000 5.89 0.00 1.37 5.6 1.835 7.583 0.000 5.92 0.00 1.37 5.6 1.837 7.667 0.000 5.95 0.00 1.38 5.7 1.839 7.750 0.000 5.98 0.00 1.38 5.7 1.841 7.833 0.000 6.01 0.00 1.38 5.7 1.843 7.917 0.000 6.04 0.00 1.38 5.8 1.844 8.000 0.000 6.07 0.00 1.38 5.8 1.846 8.083 0.000 6.10 0.00 1.39 5.8 1.848 8.167 0.000 6.14 0.00 1.39 5.9 1.850 8.250 0.000 6.17 0.00 1.39 5.9 1.852 8.333 0.000 6.20 0.00 1.39 5.9 1.854 8.417 0.000 6.24 0.00 1.40 6.0 1.856 8.500 0.000 6.27 0.00 1.40 6.0 1.858 8.583 0.000 6.31 0.00 1.40 6.0 1.860 8.667 0.000 6.34 0.00 1.40 6.1 1.862 8.750 0.000 6.38 0.00 1.40 6.1 1.864 8.833 0.000 6.42 0.00 1.41 6.1 1.866 8.917 0.000 6.45 0.00 1.41 6.2 1.868 9.000 0.000 6.49 0.00 1.41 6.2 1.870 9.083 0.000 6.53 0.00 1.41 6.2 1.872 9.167 0.000 6.57 0.00 1.42 6.3 1.874 9.250 0.000 6.61 0.00 1.42 6.3 1.876 9.333 0.000 6.65 0.00 1.42 6.3 1.878 9.417 0.000 6.69 0.00 1.42 6.4 1.880 9.500 0.000 6.74 0.00 1.43 6.4 1.883 9.583 0.000 6.78 0.00 1.43 6.4 1.885 9.667 0.000 6.82 0.00 1.43 6.5 1.887 9.750 0.000 6.87 0.00 1.43 6.5 1.890 9.833 0.000 6.91 0.00 1.44 6.6 1.892 9.917 0.000 6.96 0.00 1.44 6.6 1.895 10.000 0.000 7.01 0.00 1.44 6.6 1.897 10.083 0.000 7.06 0.00 1.44 6.7 1.900 10.167 0.000 7.11 0.00 1.45 6.7 1.902 10.250 0.000 7.16 0.00 1.45 6.8 1.905 10.333 0.000 7.21 0.00 1.45 6.8 1.908 10.417 0.000 7.26 0.00 1.46 6.9 1.910 10.500 0.000 7.32 0.00 1.46 6.9 1.913 10.583 0.000 7.37 0.00 1.46 7.0 1.916 10.667 0.000 7.43 0.00 1.47 7.0 1.919 10.750 0.000 7.49 0.00 1.47 7.1 1.922 10.833 0.000 7.55 0.00 1.47 7.1 1.925 10.917 0.000 7.61 0.00 1.48 7.2 1.928 11.000 0.000 7.67 0.00 1.48 7.2 1.931 11.083 0.000 7.74 0.00 1.48 7.3 1.934 11.167 0.000 7.80 0.00 1.49 7.3 1.938 11.250 0.000 7.87 0.00 1.49 7.4 1.941 11.333 0.000 7.94 0.00 1.49 7.4 1.945 11.417 0.000 8.01 0.00 1.50 7.5 1.948 11.500 0.000 8.08 0.00 1.50 7.6 1.952 11.583 0.000 8.15 0.00 1.51 7.6 1.955 11.667 0.000 8.23 0.00 1.51 7.7 1.959 04/23/04 D-18 11.750 0.000 8.31 0.00 1.51 7.7 1.963 11.833 0.000 8.39 0.00 1.52 7.8 1.967 11.917 0.000 8.47 0.00 1.52 7.9 1.971 12.000 0.000 8.56 0.00 1.53 7.9 1.975 12.083 0.000 8.62 0.00 1.53 8.0 1.980 12.167 0.000 8.58 0.00 1.54 8.1 1.983 12.250 0.000 8.45 0.00 1.54 8.1 1.985 12.333 0.000 8.40 0.00 1.54 8.2 1.987 12.417 0.000 8.43 0.00 1.54 8.2 1.989 12.500 0.000 8.52 0.00 1.55 8.2 1.991 12.583 0.000 8.62 0.00 1.55 8.3 1.993 12.667 0.000 8.73 0.00 1.55 8.3 1.996 12.750 0.000 8.84 0.00 1.55 8.4 1.999 12.833 0.000 8.96 0.00 1.56 8.4 2.003 12.917 0.000 9.08 0.00 1.56 8.5 2.007 13.000 0.000 9.21 0.00 1.57 8.6 2.012 13.083 0.000 9.34 0.00 1.57 8.6 2.017 13.167 0.000 9.48 0.00 1.58 8.7 2.022 13.250 0.000 9.62 0.00 1.59 8.8 2.027 13.333 0.000 9.77 0.00 1.59 8.9 2.033 13.417 0.000 9.93 0.00 1.60 9.0 2.040 13.500 0.000 10.09 0.00 1.61 9.1 2.047 13.583 0.000 10.27 0.00 1.62 9.2 2.054 13.667 0.000 10.45 0.00 1.62 9.4 2.061 13.750 0.000 10.64 0.00 1.63 9.5 2.069 13.833 0.000 10.84 0.00 1.64 9.6 2.077 13.917 0.000 11.05 0.00 1.65 9.8 2.086 14.000 0.000 11.27 0.00 1.66 9.9 2.096 14.083 0.000 11.53 0.00 1.67 10.1 2.106 14.167 0.000 11.86 0.00 1.69 10.3 2.117 14.250 0.000 12.26 0.00 1.70 10.5 2.129 14.333 0.000 12.64 0.00 1.71 10.7 2.143 14.417 0.000 12.98 0.00 1.73 10.9 2.157 14.500 0.000 13.33 0.00 1.75 11.2 2.172 14.583 0.000 13.68 0.00 1.76 11.4 2.188 14.667 0.000 14.07 0.00 1.78 11.7 2.204 14.750 0.000 14.48 0.00 1.80 12.0 2.221 14.833 0.000 14.94 0.00 1.82 12.3 2.240 14.917 0.000 15.43 0.00 1.84 12.6 2.260 15.000 0.000 15.98 0.00 1.87 12.9 2.281 15.083 0.000 16.58 0.00 1.89 13.3 2.303 15.167 0.000 17.26 0.00 1.92 13.7 2.328 15.250 0.000 18.02 0.00 1.95 14.1 2.355 15.333 0.000 18.89 0.00 1.98 14.6 2.384 15.417 0.000 19.89 0.00 2.01 15.0 2.418 15.500 0.000 21.11 0.00 2.03 15.2 2.459 15.583 0.000 22.58 0.00 2.05 15.4 2.508 15.667 0.000 24.34 0.00 2.08 15.5 2.569 15.750 0.000 26.54 0.00 2.12 15.7 2.644 15.833 0.000 29.52 0.00 2.16 16.0 2.737 15.917 0.000 33.88 0.00 2.22 16.3 2.858 16.000 0.000 42.30 0.00 2.30 16.7 3.034 16.083 0.000 69.03 0.00 2.47 17.5 3.389 16.167 0.000 133.88 0.00 2.85 19.3 4.178 16.250 0.000 172.24 0.00 3.33 21.6 5.216 16.333 0.000 126.27 0.00 3.65 23.5 5.923 16.417 0.000 67.52 0.00 3.78 24.5 6.219 16.500 0.000 38.96 0.00 3.83 24.9 6.316 16.583 0.000 27.32 0.00 3.83 25.0 6.331 16.667 0.000 22.80 0.00 3.83 25.0 6.316 16.750 0.000 19.69 0.00 3.81 25.0 6.279 16.833 0.000 17.44 0.00 3.79 24.9 6.228 16.917 0.000 15.87 0.00 3.76 24.8 6.166 17.000 0.000 14.82 0.00 3.73 24.7 6.098 04/23/04 D-19 17.083 0.000 13.94 0.00 3.69 24.5 6.026 17.167 0.000 13.13 0.00 3.66 24.4 5.948 17.250 0.000 12.37 0.00 3.62 24.2 5.867 17.333 0.000 11.72 0.00 3.58 24.0 5.782 17.417 0.000 11.21 0.00 3.54 23.9 5.694 17.500 0.000 10.77 0.00 3.50 23.7 5.605 17.583 0.000 10.38 0.00 3.46 23.5 5.515 17.667 0.000 10.03 0.00 3.42 23.3 5.423 17.750 0.000 9.71 0.00 3.38 23.2 5.331 17.833 0.000 9.42 0.00 3.34 23.0 5.237 17.917 0.000 9.15 0.00 3.29 22.8 5.143 18.000 0.000 8.90 0.00 3.25 22.6 5.049 18.083 0.000 8.70 0.00 3.21 22.4 4.955 18.167 0.000 8.62 0.00 3.16 22.2 4.861 18.250 0.000 8.64 0.00 3.12 22.0 4.769 18.333 0.000 8.61 0.00 3.08 21.8 4.678 18.417 0.000 8.49 0.00 3.04 21.7 4.587 18.500 0.000 8.34 0.00 3.00 21.5 4.496 18.583 0.000 8.19 0.00 2.96 21.3 4.406 18.667 0.000 8.04 0.00 2.91 21.0 4.317 18.750 0.000 7.90 0.00 2.87 20.7 4.229 18.833 0.000 7.77 0.00 2.83 20.5 4.142 18.917 0.000 7.64 0.00 2.79 20.2 4.055 19.000 0.000 7.52 0.00 2.75 19.9 3.970 19.083 0.000 7.40 0.00 2.71 19.7 3.885 19.167 0.000 7.29 0.00 2.67 19.4 3.802 19.250 0.000 7.19 0.00 2.63 19.2 3.719 19.333 0.000 7.08 0.00 2.59 18.9 3.637 19.417 0.000 6.99 0.00 2.55 18.7 3.557 19.500 0.000 6.89 0.00 2.51 18.5 3.477 19.583 0.000 6.80 0.00 2.48 18.2 3.399 19.667 0.000 6.72 0.00 2.44 18.0 3.321 19.750 0.000 6.63 0.00 2.40 17.7 3.244 19.833 0.000 6.55 0.00 2.37 17.5 3.169 19.917 0.000 6.47 0.00 2.33 17.3 3.094 20.000 0.000 6.40 0.00 2.30 17.1 3.021 20.083 0.000 6.32 0.00 2.26 16.9 2.948 20.167 0.000 6.25 0.00 2.23 16.6 2.877 20.250 0.000 6.19 0.00 2.19 16.4 2.806 20.333 0.000 6.12 0.00 2.16 16.2 2.737 20.417 0.000 6.06 0.00 2.13 16.0 2.668 20.500 0.000 5.99 0.00 2.10 15.8 2.601 20.583 0.000 5.93 0.00 2.06 15.6 2.534 20.667 0.000 5.87 0.00 2.03 15.4 2.468 20.750 0.000 5.82 0.00 2.00 15.2 2.404 20.833 0.000 5.76 0.00 1.94 14.6 2.343 20.917 0.000 5.71 0.00 1.88 13.7 2.288 21.000 0.000 5.66 0.00 1.62 12.8 2.239 21.083 0.000 5.60 0.00 1.77 12.0 2.194 21.167 0.000 5.56 0.00 1.73 11.3 2.155 21.250 0.000 5.51 0.00 1.69 10.7 2.119 21.333 0.000 5.46 0.00 1.65 10.1 2.087 21.417 0.000 5.41 0.00 1.62 9.6 2.058 21.500 0.000 5.37 0.00 1.59 9.1 2.032 21.583 0.000 5.33 0.00 1.57 8.7 2.009 21.667 0.000 5.28 0.00 1.54 8.4 1.987 21.750 0.000 5.24 0.00 1.52 8.0 1.968 21.833 0.000 5.20 0.00 1.50 7.7 1.951 21.917 0.000 5.16 0.00 1.48 7.4 1.935 22.000 0.000 5.12 0.00 1.47 7.2 1.921 22.083 0.000 5.08 0.00 1..45 7.0 1.908 22.167 0.000 5.05 0.00 1.44 6.8 1.896 22.250 0.000 5.01 0.00 1.43 6.6 1.886 22.333 0.000 4.97 0.00 1.42 6.4 1.876 04/23/04 D-20 22.417 0.000 4.94 0.00 1.41 6.2 1.867 22.500 0.000 4.90 0.00 1.40 6.1 1.859 22.583 0.000 4.87 0.00 1.39 6.0 1.851 22.667 0.000 4.84 0.00 1.38 5.8 1.844 22.750 0.000 4.80 0.00 1.38 5.7 1.838 22.833 0.000 4.77 0.00 1.37 5.6 1.832 22.917 0.000 4.74 0.00 1.36 5.5 1.827 23.000 0.000 4.71 0.00 1.36 5.4 1.821 23.083 0.000 4.68 0.00 1.35 5.4 1.817 23.167 0.000 4.65 0.00 1.35 5.3 1.812 23.250 0.000 4.62 0.00 1.34 5.2 1.808 23.333 0.000 4.59 0.00 1.34 5.1 1.805 23.417 0.000 4.57 0.00 1.33 5.1 1.801 23.500 0.000 4.54 0.00 1.33 5.0 1.798 23.583 0.000 4.51 0.00 1.33 5.0 1.794 23.667 0.000 4.49 0.00 1.32 4.9 1.791 23.750 0.000 4.46 0.00 1.32 4.9 1.789 23.833 0.000 4.43 0.00 1.32 4.8 1.786 23.917 0.000 4.41 0.00 1.31 4.8 1.783 24.000 0.000 4.38 0.00 1.31 4.7 1.781 24.083 0.000 4.20 0.00 1.31 4.7 1.777 24.167 0.000 3.26 0.00 1.30 4.6 1.768 24.250 0.000 1.71 0.00 1.28 4.4 1.750 24.333 0.000 0.62 0.00 1.25 4.0 1.727 24.417 0.000 0.20 0.00 1.23 3.6 1.703 24.500 0.000 0.07 0.00 1.20 3.2 1.681 24.583 0.000 0.04 0.00 1.18 2.9 1.662 24.667 0.000 0.01 0.00 1.16 2.6 1.644 24.750 0.000 0.00 0.00 1.14 2.3 1.628 24.833 0.000 0.00 0.00 1.13 2.0 1.614 24.917 0.000 0.00 0.00 1.11 1.8 1.602 25.000 0.000 0.00 0.00 1.10 1.6 1.591 25.083 0.000 0.00 0.00 1.09 1.4 1.581 25.167 0.000 0.00 0.00 1.08 1.3 1.572 25.250 0.000 0.00 0.00 1.07 1.1 1.564 25.333 0.000 0.00 0.00 1.06 1.0 1.557 25.417 0.000 0.00 0.00 1.06 0.9 1.551 25.500 0.000 0.00 0.00 1.05 0.8 1.545 25.583 0.000 0.00 0.00 1.04 0.7 1.540 25.667 0.000 0.00 0.00 1.04 0.6 1.536 25.750 0.000 0.00 0.00 1.04 0.6 1.532 25.833 0.000 0.00 0.00 1.03 0.5 1.528 25.917 -------------------------------------------------------------------------- 0.000 0.00 0.00 1.03 0.5 1.525 PROCESS SUMMARY OF STORAGE: INFLOW VOLUME = 19.235 AF BASIN STORAGE = 0.917 AF (WITH 0.000 AF INITIALLY FILLED) OUTFLOW VOLUME = 18.318 AF LOSS VOLUME = 0.000 AF FLOW PROCESS FROM NODE 10.00 TO NODE 3.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>SUBAREA RUNOFF (UNIT-HYDROGRAPH ANALYSIS) ««< (UNIT-HYDROGRAPH ADDED TO STREAM #2) WATERSHED AREA = 43.300 ACRES BASEFLOW = 0.000 CFS/SQUARE-MILE *USER ENTERED "LAG" TIME = 0.195 HOURS CAUTION: LAG TIME IS LESS THAN 0.50 HOURS. THE 5 -MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) 04/23/04 D-21 MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. VALLEY(DEVELOPED) S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH/HOUR) = 0.415 LOW LOSS FRACTION = 0.461 ` *HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5 -MINUTES RAINFALL(INCH)= 0.27 SPECIFIED PEAK 30 -MINUTES RAINFALL(INCH)= 0.63 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 0.87 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 1.43 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 1.95 SPECIFIED PEAK 24-HOUR RAINFALL(INCH) = 3.80 *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5 -MINUTE FACTOR = 0.990 30 -MINUTE FACTOR = 0.990 1 -HOUR FAC'T'OR = 0.990 3 -HOUR FACTOR = 1.000 6 -HOUR FACTOR = 1.000 24-HOUR FACTOR = 1.000 UNIT HYDROGRAPH TIME UNIT 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 42.735 s UNIT HYDROGRAPH DETERMINATION ---------------------------------------------------------------------------- INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) ---------------------------------------------------------------------------- 1 3.285 17.201 2 22.094 98.497 3 54.706 170.774 4 81.773 141.739 j 5 93.383 60.795 6 97.683 22.521 7 98.802 5.859 8 99.451 3.399 9 99.780 1.724 10 99.945 0.862 11 100.000 0.287 I ---------------------------------- -..------------------------------------------ TOTAL SOIL -LOSS VOLUME(ACRE-FEET) = 5.9479 TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 7.7598 ----------_------------------------------------------------------------------ 04/23/04 D-22 2 4 -- H 0 U R S T 0 R M R U N O F F H Y D R 0 G R A P H 04/23/04 D-23 HYDROGRAPH IN FIVE-MINUTE UNIT INTERVALS(CFS) (Note: Time indicated is at END of Each Unit Intervals) ---------------------------------------------------------------------------- TIME(HRS) ---------------------------------------------------------------------------- VOLUME(AF) Q(CFS) 0. 15.0 30.0 45.0 60.0 0.083 0.0004 0.06 Q 0.167 0.0031 0.40 Q 0.250 0.0099 0.98 Q 0.333 0.0200 1.47 Q 0.417 0.0316 1.68 VQ 0.500 0.0438 1.76 VQ 0.563 0.0561 1.79 VQ 0.667 0.0685 1.81 VQ 0.750 0.0810 1.82 VQ 0.833 0.0936 1.82 VQ 0.917 0.1062 1.83 VQ 1.000 0.1188 1.84 VQ 1.083 0.1315 1.84 VQ 1.167 0.1442 1.85 VQ 1.250 0.1570 1.85 VQ 1.333 0.1698 1.86 VQ 1.417 0.1826 1.86 VQ 1.500 0.1955 1.87 Q 1.583 0.2084 1.87 Q 1.667 0.2213 1.88 Q 1.750 0.2343 1.88 Q 1.833 0.2473 1.89 Q 1.917 0.2604 1.90 Q 2.000 0.2735 1.90 Q 2.083 0.2866 1.91 Q 2.167 0.2998 1.91 Q 2.250 0.3130 1.92 Q 2.333 0.3262 1.92 Q 2.417 0.3395 1.93 Q 2.500 0.3529 1.94 Q 2.583 0.3663 1.94 Q 2.667 0.3797 1.95 Q 2.750 0.3932 1.96 QV 2.833 0.4067 1.96 QV 2.917 0.4202 1.97 Qv 3.000 0.4338 1.97 QV 3.083 0.4475 1.98 QV 3.167 0.4612 1.99 QV 3.250 0.4749 1.99 QV 3.333 0.4887 2.00 QV 3.417 0.5025 2.01 .QV 3.500 0.5164 2.01 QV 3.563 0.5303 2.02 QV 3.667 0.5442 2.03 QV 3.750 0.5583 2.03 QV 3.833 0.5723 2.04 QV 3.917 0.5864 2.05 Q V 4.000 0.6006 2.06 Q V 4.063 0.6148 2.06 Q V 4.167 0.6291 2.07 Q V 4.250 0.6434 2.08 Q V 4.333 0.6578 2.09 Q V 04/23/04 D-23 4.417 0.6722 2.09 .Q V 4.500 0.6866 2.10 Q V 4.583 0.7012 2.11 Q V 4.667 0.7158 2.12 Q V } 4.750 0.7304 2.12 Q V j 4.833 0.7451 2.13 Q V 4.917 0.7598 2.14 Q V 5.000 0.7746 2.15 Q V 5.083 0.7895 2.16 Q V 5.167 0.8044 2.17 Q V 5.250 0.8194 2.17 Q V 5.333 0.8344 2.18 Q V 5.417 0.8495 2.19 Q V 5.500 0.8646 2.20 Q V 5.583 0.8799 2.21 Q V 5.667 0.8951 2.22 Q V 5.750 0.9105 2.23 Q V i 5.833 0,9259 2.24 Q V 5.917 0.9413 2.25 Q V 6.000 0.9569 2.26 Q V 6.083 0.9725 2.26 Q V 6.167 0.9881 2.27 Q V 6.250 1.0039 2.28 Q V 6.333 1.0197 2.29 Q V 6.417 1.0355 2.30 Q V 6.500 1.0515 2.31 Q V 6.583 1.0675 2.32 Q V 6.667 1,0836 2.33 Q V 6.750 1.0997 2.35 Q V 6.833 1.1159 2.36 Q V f 6.917 1.1322 2.37 Q V 7.000 1.1486 2.38 Q V I 7.083 1.1651 2.39 Q V 7.167 1.1816 2.40 Q V 7,250 1.1982 2.41 Q v 7.333 1.2149 2.42 Q V 7.417 1.2317 2.44 Q V 7.500 1.2485 2.45 Q V 7.583 1.2655 2.46 Q V 7.667 1.2825 2.47 Q V 7.750 1.2996 2.48 Q v 7.833 1.3168 2.50 Q V 7.917 1.3341 2.51 Q v 8.000 1.3515 2.52 Q v 8.083 1.3689 2.54 Q V i 8.167 1.3865 2.55 Q V 8.250 1.4041 2.56 Q v 8.333 1.4219 2.58 Q V i 8.417 1.4397 2.59 Q V 8.500 1.4577 2.61 Q V 8.583 1.4757 2.62 Q V 8.667 1.4939 2.64 Q v 8.750 1.5121 2.65 Q V 8.833 1.5305 2.67 Q V 8.917 1.5490 2.68 Q V 9.000 1.5676 2.70 Q v . 9.083 1.5862 2,71 Q V . 9.167 1.6050 2.73 Q V . 9.250 1.6240 2.75 Q V . 9.333 1.6430 2.76 Q V . 9.417 1.6622 2.78 Q V . 9.500 1.6814 2.80 Q v . 9.583 1.7008 2.82 Q V . 9.667 1.7204 2.84 Q V . 04/23/04 D-24 9.750 1.7400 2.85 .Q V . 9.833 1.7598 2.87 Q V. 9.917 1.7797 2.89 Q V. 10.000 1.7998 2.91 Q V. 10.083 1,8200 2.93 Q V. 10.167 1.8403 2.95 Q V. 10.250 1.8608 2.97 Q V. 10.333 1.8814 3.00 Q V. 10.417 1.9022 3.02 Q V. 10.500 1.9232 3.04 Q V. 10.583 1.9443 3.06 Q V 10.667 1.9655 3.09 Q V 10.750 1.9870 3.11 Q V 10.833 2.0086 3.14 Q V 10.917 2.0303 3.16 Q V 11.000 2.0523 3.19 Q V 11.083 2.0744 3.21 Q v 11.167 2.0967 3.24 Q V 11.250 2.1192 3.27 Q v 11.333 2.1419 3.30 Q v 11.417 2.1648 3.33 Q V 11.500 2.1880 3.36 Q v 11.583 2.2113 3.39 Q V 11.667 2.2348 3.42 Q v 11.750 2.2586 3.45 Q v 11.833 2.2826 3.48 Q v 11.917 2.3066 3.52 Q V 12.000 2.3313 3.55 Q V 12.083 2.3560 3.58 Q V 12.167 2.3806 3.57 Q V 12.250 2.4048 3.53 Q v 12.333 2.4289 3.50 Q v 12.417 2.4531 3.51 Q V 12.500 2.4774 3.54 Q V 12.583 2.5021 3.58 Q V 12.667 2.5270 3.62 Q V 12.750 2.5523 3.67 Q V 12.833 2.5779 3.72 Q V 12.917 2.6039 3.77 Q V 13.000 2.6302 3.82 Q V 13.083 2.6569 3.88 Q v 13.167 2.6840 3.93 Q V 13.250 2.7114 3.99 Q V 13.333 2.7394 4.05 Q v 13.417 2.7677 4.12 Q v 13.500 2.7966 4.19 Q v 13.583 2.8259 4.26 Q v 13.667 2.8558 4.33 Q V 13.750 2.8861 4.41 Q v 13.833 2.9171 4.50 Q v 13.917 2.9487 4.58 Q v 14.000 2.9809 4.67 Q v 14.083 3.0136 4.78 Q v 14.167 3.0476 4.91 Q V 14.250 3.0825 5.07 Q v 14.333 3.1186 5.23 Q v 14.417 3.1556 5.38 Q v 14.500 3.1936 5.52 Q v 14.583 3.2326 5.67 Q v 14.667 3.2727 5.83 Q v 14.750 3.3140 6.00 Q v 14.833 3.3566 6.18 Q v 14.917 3.4006 6.38 Q V 15.000 3.4461 6.61 Q v 04/23/04 D-25 i 15.083 3.4933 6.86 Q V . 15.167 3.5424 7.13 Q V . 15.250 3.5937 7.44 Q v . 15.333 3.6474 7.80 Q V . 15.417 3.7039 8.21 Q V. 15.500 3.7638 8.70 Q V. 15.583 3.8278 9.29 Q V. 15.667 3.8968 10.01 Q V 15.750 3.9718 10.89 Q v I 15.833 4.0550 12.08 Q v 15.917 4.1499 13.79 Q• V 16.000 4.2659 16.83 Q v 16.083 4.4389 25.13 Q V 16.167 4.7441 44.31 V Q- 16.250 5.1374 57.11 V Q . 16.333 5.4636 47.36 V .Q } 16.417 5.6545 27.72 Q V. l 16.500 5.7719 17.04 Q V. 16.583 5.8523 11.68 Q V 16.667 5.9192 9.72 Q V 16.750 5.9769 8.38 Q V 16.833 6.0282 7.45 Q v 16.917 6.0748 6.76 Q v 17.000 6.1178 6.24 Q V 17.083 6.1581 5.86 Q v 17.167 6.1961 5.52 Q v 17.250 6.2319 5.20 Q v 17.333 6.2659 4.92 Q v 17.417 6.2982 4.70 Q v 17.500 6.3293 4.51 Q V 17.583 6.3592 4.35 Q v 17.667 6.3881 4.20 Q v 1 17.750 6.4161 4.06 Q v 17.833 6.4432 3.94 Q V ' 17.917 6.4695 3.83 Q v 18.000 6.4952 3.72 Q v 18.083 6.5202 3.63 Q v 18.167 6.5449 3.59 Q V 18.250 6.5697 3.59 Q V 18.333 6.5944 3.58 Q V 18.417 6.6187 3.54 Q V 18.500 6.6427 3.48 Q V 18.583 6.6662 3.42 Q V 18.667 6.6893 3.36 Q V 18.750 6.7121 3.30 Q V 18.833 6.7344 3.24 Q V 18.917 6.7563 3.19 Q v 19.000 6.7779 3.14 Q v 19.083 6.7992 3.09 Q v 19.167 6.8202 3.04 Q v 19.250 6.8408 3.00 Q V 19.333 6.8611 2.95 Q v 19.417 6.8812 2.91 Q v 19.500 6.9010 2.87 Q v 19.583 6.9205 2.84 Q v 19.667 6.9398 2.80 Q V 19.750 6.9588 2.76 Q V 19.633 6.9776 2.73 Q v 19.917 6.9962 2.70 Q v 20.000 7.0146 2.67 Q v 20.083 7.0327 2.64 Q V 20.167 7.0507 2.61 Q V , 20.250 7.0684 2.58 Q v 20.333 7.0860 2.55 Q V 04/23/04 D-26 20.417 7.1034 2.52 Q v 20.500 7.1206 2.50 Q v 20.583 7.1376 2.47 Q V 20.667 7.1545 2.45 Q v 20.750 7.1712 2.42 Q V 20.633 7.1877 2.40 Q V 20.917 7.2041 2.38 Q V 21.000 7.2203 2.36 Q v 21.083 7.2364 2.34 Q V 21.167 7.2523 2.31 Q V 21.250 7.2681 2.29 Q V 21.333 7.2838 2.27 Q V 21.417 7.2993 2.26 Q V j 21.500 7.3147 2.24 Q V 21.583 7.3300 2.22 Q V 21.667 7.3451 2.20 .Q V 21.750 7.3602 2.18 Q v ' 21.833 7.3751 2.17 Q V . 21.917 7.3B99 2.15 Q V . 22.000 7.4046 2.13 Q V . 22.083 7.4192 2.12 Q V . 22.167 7.4336 2.10 Q V . 22.250 7.4480 2.09 Q v . 22.333 7.4623 2.07 Q V . } 22.417 7.4764 2.06 Q v . 22.500 7.4905 2.04 Q v . 22.583 7.5044 2.03 Q V . 22.667 7.5183 2.01 Q V . 22.750 7.5321 2.00 Q V . I 22.833 7.5458 1.99 Q V . 22.917 7.5594 1.97 Q v . 23.000 7.5729 1.96 Q V. 23.083 7.5863 1.95 Q V. I 23.167 7.5997 1.94 Q V. 23.250 7.6129 1.92 Q V. 23.333 7.6261 1.91 Q V. 23.417 7.6392 1.90 Q V. 23.500 7.6522 1.89 Q V. 23.583 7.6651 1.88 Q V. 23.667 7.6780 1.87 Q V. 23.750 7.6908 1.86 Q V. 23.833 7.7035 1.85 Q V. 23.917 7.7162 1.B4 Q V. 24.000 7.7287 1.83 Q V. 24.083 7.7408 1.76 Q V. 24.167 7.7505 1.41 Q V. 24.250 7.7562 0.82 Q V. 24.333 7.7584 0.33 Q V. 24.417 7.7593 0.12 Q V. 24.500 7.7596 0.04 Q V. 24.583 7.7597 0.02 Q V. 24.667 7.7598 0.01 Q V. FLOW PROCESS FROM NODE ---------------------------------------------------------------------------- 11.00 TO NODE 3.00 IS CODE = 1 »»>SUBAREA RUNOFF (UNIT-HYDROGRAPH ANALYSIS) ««< (UNIT-HYDROGRAPH ADDED TO STREAM 43) WATERSHED AREA = 30.000 ACRES BASEFLOW = 0.000 CFS/SQUARE-MILE 04/23/04 D-27 *USER ENTERED "LAG" TIME = 0.239 HOURS CAUTION: LAG TIME IS LESS THAN 0.50 HOURS. THE 5 -MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. VALLEY(DEVELOPED) S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH/HOUR) = 0.585 LOW LOSS FRACTION = 0.625 *HYDROGRAPH MODEL 01 SPECIFIED* SPECIFIED PEAK 5 -MINUTES RAINFALL(INCH)= 0.27 SPECIFIED PEAK 30 -MINUTES RAINFALL(INCH)= 0.63 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 0.87 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 1.43 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 1.95 SPECIFIED PEAK 24-HOUR RAINFALL(INCH) = 3.80 *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5 -MINUTE FACTOR = 0.990 30 -MINUTE FACTOR = 0.990 1 -HOUR FACTOR = 0.990 3 -HOUR FACTOR = 1.000 6 -HOUR FACTOR = 1.000 24-HOUR FACTOR = 1.000 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 34.868 ----------------- INTERVAL NUMBER ---------------- 1 2 + 3 4 5 6 7 8 9 j 10 11 12 UNIT HYDROGRAPH DETERMINATION ------------------------------------------------------- "S" GRAPH UNIT HYDROGRAPH MEAN VALUES ORDINATES(CFS) ------------------------------------------------------- 2.322 8.426 14.904 45.649 38.520 85.680 66.586 101.826 84.791 66.050 93.383 31.173 97.274 14.117 98.497 4.438 99.151 2.372 99.660 1.849 99.915 0.924 100.000 0.308 -------------------------------------------------------------------- TOTAL SOIL -LOSS VOLUME(ACRE-FEET) = 5.6009 TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 3.8971 -------------------------------------------------------------------- 04/23/04 D-28 2 4- H O U R S T 0 R M R U N O F F H Y D R O G R A P H 04/23/04 D-29 HYDROGRAPH IN FIVE-MINUTE UNIT INTERVALS(CFS) (Note: Time indicated - ---------------------------------------------------------------------------- is at END of Each Unit Intervals) TIME(HRS) ---------------------------------------------------------------------------- VOLUME(AF) Q(CFS) 0. 10.0 20.0 30.0 40.0 0.083 0.0001 0.02 Q 0.167 0.0010 0.13 Q 0.250 0.0033 0.33 Q 0.333 0.0073 0.58 Q 0.417 0.0124 0.74 Q 0.500 0.0180 0.81 Q 0.583 0.0238 0.85 Q 0.667 0.0297 0.86 Q 0.750 0.0357 0.87 Q 0.833 0.0417 0.88 Q 0.917 0.0478 0.88 Q 1.000 0.0539 0.88 Q , 1.083 0.0600 0.89 Q 1.167 0.0661 0.89 Q 1.250 0.0722 0.89 Q 1.333 0.0784 0.89 Q 1.417 0.0846 0.90 Q 1.500 0.0908 0.90 Q 1.583 0.0970 0.90 Q 1.667 0.1032 0.90 QV ` 1.750 0.1094 0.91 QV ' 1.833 0.1157 0.91 QV 1.917 0.1220 0.91 QV 2.000 0.1283 0.92 QV 2.083 0.1346 0.92 QV 2.167 0.1410 0.92 QV 2.250 0.1473 0.92 QV 2.333 0.1537 0.93 QV 2.417 0.1601 0.93 QV 2.500 0.1665 0.93 QV 2.583 0.1730 0.93 QV 2.667 0.1794 0.94 QV 2.750 0.1859 0.94 QV 2.833 0.1924 0.94 QV 2.917 0.1969 0.95 Q V 3.000 0.2055 0.95 Q V 3.083 0.2120 0.95 Q V 3.167 0.2186 0.96 Q V 3.250 0.2252 0.96 Q V 3.333 0.2318 0.96 Q V 3.417 0.2385 0.97 Q V 3.500 0.2452 0.97 Q V 3.583 0.2519 0.97 Q V 3.667 0.2586 0.98 Q V 3.750 0.2653 0.98 Q V 3.833 0.2721 0.98 Q V 3.917 0.2789 0.99 Q V 4.000 0.2857 0.99 Q V 4.083 0.2925 0.99 Q V 4.167 0.2994 1.00 Q V 4.250 0.3063 1.00 Q V 4.333 0.3132 1.00 Q V 04/23/04 D-29 4.417 0.3201 1.01 Q v 4.500 0.3271 1.01 Q v 4.583 0.3341 1.01 Q v 4.667 0.3411 1.02 Q V 4.750 0.3481 1.02 Q V 4.833 0.3552 1.03 Q V 4.917 0.3623 1.03 Q V 5.000 0.3694 1.03 Q V 5.083 0.3766 1.04 Q V 5.167 0.3837 1.04 Q V 5.250 0.3909 1.05 Q V 5.333 0.3982 1.05 Q V 5.417 0.4054 1.05 Q v 5.500 0.4127 1.06 Q V 5.583 0.4200 1.06 Q V 5.667 0.4274 1.07 Q V 5.750 0.4347 1.07 Q V 5.833 0.4422 1.08 Q V 5.917 0.4496 1.08 Q V 6.000 0.4571 1.08 Q V 6.083 0.4646 1.09 Q v 6.167 0.4721 1.09 Q v 6.250 0.4797 1.10 Q V 6.333 0.4873 1.10 Q V 6.417 0.4949 1.11 Q V 6.500 0.5026 1.11 Q V 6.583 0.5102 1.12 Q V 6.667 0.5180 1.12 Q v 6.750 0.5257 1.13 Q V 6.833 0.5336 1.13 Q V 6.917 0.5414 1.14 Q V 7.000 0.5493 1.14 Q V 7.083 0.5572 1.15 Q V 7.167 0.5651 1.15 Q V 7.250 0.5731 1.16 Q V 7.333 0.5811 1.17 Q V 7.417 0.5892 1.17 Q V 7.500 0.5973 1.18 Q V 7.583 0.6054 1.18 Q v 7.667 0.6136 1.19 Q V 7.750 0.6219 1.19 Q v 7.833 0.6301 1.20 Q V 7.917 0.6384 1.21 Q v 8.000 0.6468 1.21 Q V 8.083 0.6552 1.22 Q V 8.167 0.6636 1.23 Q V 8.250 0.6721 1.23 Q V 8.333 0.6806 1.24 Q V 8.417 0.6892 1.25 Q V 8.500 0.6978 1.25 Q v 8.583 0.7065 1.26 Q V 8.667 0.7152 1.27 Q v 8.750 0.7240 1.27 Q v 8.833 0.7328 1.28 Q V 8.917 0.7417 1.29 Q V 9.000 0.7506 1.30 Q V 9.083 0.7596 1.30 Q V 9.167 0.7686 1.31 Q v 9.250 0.7777 1.32 Q V 9.333 0.7869 1.33 Q v . 9.417 0.7961 1.34 Q V . 9.500 0.8053 1.34 Q V . 9.583 0.8146 1.35 Q V . 9.667 0.8240 1.36 Q v . 04/23/04 D-30 9.750 0.8335 1.37 Q v . 9,833 0.8430 1.38 Q V . 9.917 0.8525 1.39 Q v . 10.000 0.8622 1.40 Q V . 10.083 0.8719 1.41 Q V . 10.167 0.8816 1.42 Q V. 10.250 0.8915 1.43 Q V. 10.333 0.9014 1.44 Q V. 10.417 0.9114 1.45 Q V. 10.500 0.9214 1,46 Q V. 10.583 0.9315 1.47 Q V. 10.667 0.9417 1.4B Q V. 10.750 0.9520 1.49 Q V. 10.833 0.9624 1.51 Q V. 10.917 0.9728 1.52 Q V. 11.000 0.9834 1.53 Q v 11.083 0.9940 1.54 Q v 11.167 1.0047 1.55 Q V 11.250 1.0155 1.57 Q v 11.333 1.0264 1.58 Q v 11.417 1.0374 1.60 Q V 11.500 1.0485 1.61 Q V 11.583 1.0596 1.62 Q V 11.667 1.0709 1.64 Q v 11.750 1,0823 1.65 Q v 11,833 1.0938 1.67 Q V 11.917 1.1055 1.69 Q V 12.000 1.1172 1.70 Q V 12.083 1.1290 1.72 Q V 12.167 1.1409 1.72 Q v 12.250 1.1527 1.71 Q V 12.333 1.1643 1.69 Q V 12.417 1.1760 1.69 Q V 12.500 1.1877 1,70 Q v 12.583 1.1995 1.72 Q V 12.667 1.2114 1.74 Q v 12.750 1.2235 1.76 Q V 12.833 1.2358 1.78 Q V 12.917 1.2482 1.80 Q V 13.000 1.2608 1.83 Q V 13.083 1.2735 1.85 Q v 13.167 1.2865 1.88 Q V 13.250 1.2996 1.91 Q V 13.333 1.3130 1.94 Q V 13.417 1.3266 1.97 Q V 13.500 1.3403 2.00 Q V 13.583 1.3543 2.03 Q v 13.667 1.3686 2.07 Q V 13.750 1.3831 2,11 Q v 13.833 1.3979 2.15 Q v 13.917 1.4129 2.19 Q v 14.000 1.4283 2.23 Q V 14.083 1.4439 2.28 Q V 14.167 1.4600 2.33 Q V 14.250 1.4766 2.40 Q V 14.333 1.4937 2.48 Q V 14.417 1.5112 2.55 Q v 14.500 1.5293 2.62 Q V 14.583 1.5478 2.69 Q V 14.667 1.5669 2,77 Q v 14.750 1.5865 2.85 Q V 14.833 1.6067 2.93 Q V 14.917 1.6275 3.02 Q V 15.000 1.6491 3.13 Q V 04/23/04 D-31 15.083 15.167 15.250 15.333 15.417 15.500 15.583 15.667 15.750 15.833 15.917 16.000 16.083 16.167 16.250 16.333 16.417 16.500 16.583 16.667 16.750 16.833 16.917 17.000 17.083 17.167 17.250 17.333 17.417 17.500 17.583 17.667 17.750 17.833 17.917 18.000 18.083 18,167 18.250 18.333 18.417 18.500 18.583 18.667 18.750 18.833 18.917 19.000 19.083 19.167 19.250 19.333 19.417 19.500 19.583 19.667 19.750 19.833 19.917 20.000 20.083 20.167 20.250 20.333 1.6714 1.6946 1.7187 1.7440 1.7705 1.7985 1.8284 1.8604 1.8950 1.9332 1. 97 61 2.0275 2,1046 2.2444 2.4417 2.6504 2.7984 2.8885 2.9466 2.9659 3.0182 3.0466 3.0714 3.0935 3.1138 3,1328 3.1507 3.1676 3.1836 3.1990 3.2137 3.2280 3.2417 3.2550 3.2679 3.2805 3.2927 3.3048 3.3167 3.3286 3.3405 3.3521 3.3636 3.3748 3.3859 3.3967 3.4074 3.4179 3.4283 3.4385 3.4485 3.4584 3.4681 3.4777 3.4872 3.4966 3.5058 3.5150 3.5240 3.5329 3.5417 3.5504 3.5590 3.5675 3.24 Q 3.37 v Q 3.51 Q 3.67 V . Q 3.85 Q 4.07 V. Q 4.33 Q 4.65 V Q 5.03 Q 5.54 Q 6.24 v Q Q 7.47 Q 11.20 v Q 20.30 V 28.64 V 30.30 V 21.50 v 13.08 Q 8.44 V Q . 5.70 Q 4.68 v Q 4.13 Q 3.60 v Q 3.21 Q 2.94 Q 2.76 Q v 2.60 Q 2.45 Q V 2.33 Q 2.23 Q v 2.14 Q 2.07 Q v 2.00 Q 1.93 Q v 1.88 Q 1.82 Q v 1.78 Q 1.75 Q v 1.73 Q 1.73 Q v 1.72 Q 1.69 Q v 1.66 Q 1.63 Q 1.61 Q 1.58 Q 1.55 Q 1.53 Q 1.50 Q 1.48 Q 1.46 Q 1,44 Q 1.42 Q 1.40 Q 1.38 Q 1.36 Q 1.34 Q 1.33 Q 1.31 Q 1.29 Q 1.28 Q 1.26 Q 1,25 Q 1.24 Q 04/23/04 D-32 v v v V v . V . V . V. V. V. v V .V Q V V Q . v Q Q v . V. v V V V V V v v V V v V v V V v V v v V v V v V v v v v v v v v v v V v v V v v V v V V v v i i 20.417 3.5760 1.22 Q V 20.500 3.5843 1.21 Q V 20.583 3.5926 1.20 Q V 20.667 3.6007 1.19 Q V 20.750 3.6088 1.17 Q v 20.833 3.6168 1.16 Q v 20.917 3.6248 1.15 Q v 21.000 3.6326 1.14 Q V 21.083 3.6404 1.13 Q V 21.167 3.6481 1.12 Q v 21.250 3.6558 1.11 Q V 21.333 3.6634 1.10 Q V 21.417 3.6709 1.09 Q V 21.500 3.6784 1.08 Q V 21.583 3.6858 1.07 Q v 21.667 3.6931 1.07 Q V 21.750 3.7004 1.06 Q V 21.833 3.7076 1.05 Q V . 21.917 3.7148 1.04 Q V . 22.000 3.7219 1.03 Q V . 22.083 3.7289 1.02 Q V . 22.167 3.7359 1.02 Q v . 22.250 3.7429 1.01 Q V . 22.333 3.7498 1.00 Q V . i 22.417 3.7567 1.00 Q V . ` 22.500 3.7635 0.99 Q V . 22.583 3.7702 0.98 Q V . 22.667 3.7769 0.97 Q V . 22.750 3.7836 0.97 Q v . 22.833 3.7902 0.96 Q V . 22.917 3.7968 0.96 Q V . 23.000 3.8033 0.95 Q V. l 23.083 3.8098 0.94 Q V. I 23.167 3.8163 0.94 Q V. 23.250 3.8227 0.93 Q V. 23.333 3.8291 0.93 Q V. 23.417 3.8354 0.92 Q V. 23.500 3.8417 0.91 Q V. 23.583 3.8480 0.91 Q V. 23.667 3.8542 0.90 Q V. 23.750 3.8604 0.90 Q V. ` 23.833 3.8665 0.89 Q V. 23.917 3.8726 0.89 Q V. 24.000 3.8787 0.88 Q V. j 24.083 3.8846 0.86 Q V. 24.167 3.8897 0.74 Q V. 24.250 3.8934 0.54 Q V. 24.333 3.8954 0.29 Q V. j 24.417 3.8964 0.13 Q V. 24.500 3.8968 0.06 Q V. 24.583 3.8969 0.02 Q V. 24.667 3.8970 0.01 Q V. 24.750 3.8971 0.01 Q V. FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 IS CODE = 7 ---------------------------------------------------------------------------- »»>STREAM NUMBER 2 ADDED TO STREAM NUMBER 1««< FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 IS CODE = 7 04/23/04 D-33 ---------------------------------------------------------------------------- »»>STREAM NUMBER 3 ADDED TO STREAM NUMBER 1««< wwwwwwwwwwwwwwwwwww***wwwwwwwwww+wwwwwwwwww***www*wwwwwwwwwwwwwww*wwwwww**** FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 IS CODE - 11 ---------------------------------------------------------------------------- »»>VIEW STREAM NUMBER 1 HYDROGRAPH««< 04/23/04 D-34 STREAM HYDROGRAPH IN FIVE-MINUTE UNIT INTERVALS(CFS) (Note: Time indicated is at END of Each Unit Intervals) ---------------------------------------------------------------------------- TIME(HRS) VOLUME(AF) Q(CFS) 0. 50.0 100.0 150.0 200.0 -----------------------------------------------------------------_---------- 0.083 0.0005 0.08 Q 0.167 0.0042 0.53 Q 0.250 0.0132 1.32 Q 0.333 0.0273 2.05 Q 0.417 0.0440 2.42 Q 0.500 0.0617 2.58 Q 0.583 0.0799 2.64 Q 0.667 0.0983 2.67 Q 0.750 0.1168 2.69 Q 0.833 0.1354 2.70 Q 0.917 0.1541 2.71 Q 1.000 0.1728 2.72 Q 1.083 0.1916 2.73 Q 1.167 0.2105 2.74 Q 1.250 0.2294 2.75 Q 1.333 0.2483 2.75 Q 1.417 0.2673 2.76 Q 1.500 0.2864 2.77 Q 1.583 0.3056 2.78 Q 1.667 0.3248 2.79 Q 1.750 0.3440 2.80 Q 1.833 0.3633 2.80 Q 1.917 0.3827 2.81 Q 2.000 0.4021 2.82 Q 2.083 0.4216 2.83 Q 2.167 0.4412 2.84 Q 2.250 0.4608 2.85 Q 2.333 0.4804 2.86 Q 2.417 0.5002 2.87 Q 2.500 0.5200 2.88 Q 2.583 0.5399 2.88 Q 2.667 0.5596 2.89 Q 2.750 0.5798 2.90 Q 2.833 0.5998 2.91 Q 2.917 0.6200 2.92 Q 3.000 0.6402 2.93 Q 3.083 0.6604 2.94 Q 3.167 0.6808 2.95 Q 3.250 0.7011 2.96 Q 3.333 0.7216 2.97 Q 3.417 0.7422 2.98 Q 3.500 0.7628 2.99 QV 3.583 0.7834 3.00 QV 3.667 0.8042 3.01 QV 3.750 0.8250 3.02 QV 3.833 0.8459 3.03 QV 3.917 0.8669 3.05 QV 4.000 0.8879 3.06 QV 04/23/04 D-34 4.083 0.9091 3.07 QV 4.167 0.9311 3.21 QV 4.250 0.9560 3.61 QV 4.333 0.9843 4.11 QV 4.417 1.0156 4.55 QV 4.500 1.0498 4.96 QV 4.583 1.0864 5.32 Q 4.667 1.1253 5.65 Q 4.750 1.1662 5.94 Q 4.833 1.2090 6.21 Q 4.917 1.2534 6.45 Q 5.000 1.2993 6.67 Q 5.083 1.3466 6.86 Q 5.167 1.3951 7.04 Q 5.250 1.4447 7.21 Q 5.333 1.4954 7.36 Q 5.417 1.5470 7.49 QV 5.500 1.5994 7.62 QV 5.583 1.6527 7.73 QV 5.667 1.7067 7.84 QV 5.750 1.7614 7.94 QV 5.833 1.8168 8.03 QV 5.917 1.8727 8.12 QV 6.000 1.9292 8.20 QV 6.083 1.9862 8.28 QV 6.167 2.0437 8.35 QV 6.250 2.1017 8.42 QV 6.333 2.1602 8.49 QV 6.417 2.2191 8.55 QV 6.500 2.2784 8.61 Q V 6.583 2.3381 8.67 Q V 6.667 2.3982 8.73 Q V 6.750 2.4586 8.78 Q V 6.833 2.5195 8.83 Q V 6.917 2.5807 8.89 Q V 7.000 2.6422 8.94 Q V 7.083 2.7042 8.99 Q V 7.167 2.7664 9.04 Q V 7.250 2.8290 9.09 Q V 7.333 2.8920 9.14 Q V 7.417 2.9553 9.19 Q V 7.500 3.0189 9.24 Q V 7.563 3.0829 9.29 Q V 7.667 3.1472 9.34 Q V 7.750 3.2119 9.39 Q V 7.833 3.2769 9.44 Q V 7.917 3.3422 9.49 Q V 6.000 3.4079 9.54 Q V 8.083 3.4739 9.59 Q V 8.167 3.5403 9.64 Q V 8.250 3.6071 9.69 Q V 8.333 3.6742 9.74 Q V 8.417 3.7416 9.60 Q V 8.500 3.8095 9.85 Q V 8.583 3.8777 9.90 Q V 8.667 3.9463 9.96 Q V 8.750 4.0152 10.01 Q V 8.833 4.0846 10.07 Q V 8.917 4.1543 10.13 Q V 9.000 4.2245 10.18 Q V 9.083 4.2950 10.24 Q V 9.167 4.3660 10.30 Q V 9.250 4.4373 10.36 Q V 9.333 4.5091 10.43 Q V 04/23/04 D-35 9.417 4.5814 10.49 Q v 9.500 4.6540 10.55 Q V 9.583 4.7272 10.62 Q V 9.667 4.8007 10.68 Q V 9.750 4.8748 10.75 Q V 9.833 4.9493 10.82 Q V 9.917 5.0243 10.89 Q v 10.000 5.0997 10.96 Q V 10.083 5.1757 11.03 Q V 10.167 5.2522 11.10 Q v 10.250 5.3291 11.16 Q v 10.333 5.4067 11.26 Q V 10.417 5.4847 11.33 Q V 10.500 5.5633 11.41 Q v 10.583 5.6425 11.49 Q v 10.667 5.7222 11.58 Q v 10.750 5.8025 11.66 Q V 10.833 5.8835 11.75 Q V 10.917 5.9650 11.84 Q V 11.000 6.0471 11.93 Q V . 11.083 6.1299 12.02 Q v . 11.167 6.2134 12.12 Q v . 11.250 6.2975 12.21 Q V . 11.333 6.3823 12.31 Q V . 11.417 6.4678 12.41 Q V . 11.500 6.5540 12.52 Q V . 11.583 6.6410 12.63 Q V . 11.667 6.7287 12.74 Q v . 11.750 6.8172 12.85 Q V. 11.833 6.9065 12.96 Q V. 11.917 6.9966 13.08 Q V. 12.000 7.0875 13.20 Q V. 12.083 7.1792 13.32 Q V. 12.167 7.2713 13.37 Q V. 12.250 7.3633 13.36 Q V. 12.333 7.4553 13.35 Q V. 12.417 7.5475 13.39 Q V 12.500 7.6402 13.46 Q v 12.583 7.7335 13.55 Q V 12.667 7.8276 13.66 Q v 12.750 7.9225 13.78 Q v 12.833 8.0183 13.91 Q v 12.917 8.1151 14.05 Q V 13.000 8.2129 14.20 Q V 13.083 8.3118 14.36 Q v 13.167 8.4119 14.53 Q v 13.250 8.5132 14.71 Q V 13.333 8.6158 14.90 Q v 13.417 8.7197 15.10 Q V 13.500 8.8251 15.31 Q v 13.583 8.9321 15.53 Q V 13.667 9.0406 15.76 Q V 13.750 9.1508 16.00 Q v 13.833 9.2628 16.26 Q V 13.917 9.3767 16.53 Q V 14.000 9.4926 16.82 Q v 14.083 9.6106 17.13 Q v 14.167 9.7311 17.50 Q V 14.250 9.8546 17.93 Q v 14.333 9.9812 18.39 Q v 14.417 10.1109 18.83 Q V 14.500 10.2438 19.29 Q V 14.583 10.3799 19.77 Q V 14.667 10.5195 20.27 Q v 04/23/04 D-36 14.750 10.6628 20.80 Q V 14.833 10.8100 21.37 Q v 14.917 10.9614 21.99 Q V 15.000 11.1175 22.66 Q V 15.083 11.2785 23.38 Q v 15.167 11.4451 24.18 Q V 15.250 11.6177 25.07 Q V 15.333 11.7972 26.06 Q V 15.417 11.9835 27.05 Q V 15.500 12.1762 27.99 Q v 15.583 12.3757 28.97 Q V 15.667 12.5836 30.17 Q V 15.750 12.8015 31.64 Q v 15.833 13.0328 33.59 Q V 15.917 13.2629 36.31 Q v 16.000 13.5656 41.04 Q V . 16.083 13.9365 53.86 Q v . 16.167 14.5141 83.86 Q V. ` 16.250 15.2536 107.38 VQ 16.333 15.9505 101.19 QV 16.417 16.4585 73.76 Q V 16.500 16.8377 55.06 Q V 16.583 17.1488 45.16 Q. V 16.667 17.4275 40.46 Q v 16.750 17.6695 38.06 Q V 16.833 17.9408 36.48 Q v 16.917 18.1829 35.15 Q V 17.000 18.4179 34.12 Q V 17.083 18.6475 33.33 Q v 17.167 18.8723 32.65 Q V 17.250 19.0928 32.01 Q v 17.333 19.3092 31.42 Q v 17.417 19.5221 30.91 Q v 17.500 19.7317 30.44 Q V 17.583 19.9384 30.01 Q v 17.667 20.1422 29.60 Q v 17.750 20.3434 29.21 Q V 17.833 20.5420 28.84 Q V 17.917 20.7382 28.48 Q v 16.000 20.9320 28.14 Q V 18.083 21.1235 27.81 Q v . 18.167 21.3133 27.56 Q V . 18.250 21.5017 27.36 Q V . 18.333 21.6888 27.16 Q v . 18.417 21.8742 26.92 Q V. 18.500 22.0577 26.65 Q V. 18.583 22.2391 26.33 Q V. 18.667 22.4180 25.98 Q V. 18.750 22.5945 25.62 Q v 18.833 22.7685 25.28 Q v 18.917 22.9403 24.93 Q v 19.000 23.1097 24.60 Q V 19.083 23.2769 24.27 Q V 19.167 23.4418 23.95 Q v 19.250 23.6046 23.63 Q V 19.333 23.7652 23.32 Q v 19.417 23.9238 23.02 Q V 19.500 24.0802 22.72 Q V 19.563 24.2347 22.43 Q V 19.667 24.3872 22.14 Q v 19.750 24.5377 21.85 Q V 19.833 24.6863 21.58 Q V 19.917 24.8330 21.30 Q v 20.000 24.9778 21.03 Q v 04/23/04 D-37 20.083 25.1209 20.77 Q v 20.167 25.2621 20.51 Q v 20.250 25.4016 20.25 Q v 20.333 25.5393 20.00 Q V 20.417 25.6754 19.75 Q V 20.500 25.8098 19.51 Q V 20.583 25.9425 19.27 Q v 20.667 26.0736 19.04 Q V 20.750 26.2031 18.81 Q v 20.833 26.3284 18.19 Q V 20.917 26.4469 17.21 Q V 21.000 26.5592 16.30 Q v 21.083 26.6659 15.49 Q v 21.167 26.7675 14.76 Q v 21.250 26.8646 14.09 Q V 21.333 26.9575 13.50 Q V 21.417 27.0468 12.96 Q V 21.500 27.1326 12.47 Q v 21.583 27.2154 12.03 Q V 21.667 27.2955 11.62 Q v 21.750 27.3731 11.26 Q V 21.833 27.4483 10.93 Q v 21.917 27.5215 10.63 Q V 22.000 27.5928 10.35 Q v 22.083 27.6624 10.10 Q v 22.167 27.7304 9.87 Q v 22.250 27.7969 9.66 Q v 22.333 27.8621 9.47 Q v 22.417 27.9260 9.29 Q v 22.500 27.9889 9.12 Q V 22.583 28.0506 8.97 Q v 22.667 28.1114 8.83 Q v 22.750 28.1713 8.70 Q v 22.833 28.2304 8.57 Q v 22.917 28.2887 8.46 Q V 23.000 28.3462 8.35 Q v 23.083 28.4030 8.25 Q v . 23.167 28.4592 8.16 Q v 23.250 28.5148 8.07 Q v . 23.333 28.5698 7.99 Q v . 23.417 28.6243 7.91 Q v . 23.500 28.6782 7.83 Q v . 23.583 28.7317 7.76 Q v . 23.667 28.7847 7.69 Q v . 23.750 28.8372 7.63 Q v . 23.833 28.8893 7.57 Q v , 23.917 28.9410 7.51 Q V . 24.000 28.9923 7.45 Q v , 24.083 29.0426 7.31 Q v . 24.167 29.0890 6.74 Q V . 24.250 29.1283 5.71 Q v , 24.333 29.1602 4.63 Q v . 24.417 29.1869 3.87 Q v , 24.500 29.2098 3.34 Q v . 24.583 29.2300 2.93 Q V. 24.667 29.2479 2.60 Q V. 24.750 29.2638 2.31 Q V. 24.833 29.2779 2.05 Q V. 24.917 29.2905 1.82 Q V. 25.000 29.3017 1.62 Q V. 25.083 29.3116 1.45 Q V. 25.167 29.3205 1.29 Q V. 25.250 29.3284 1.15 Q V. 25.333 29.3354 1.02 Q V. 04/23/04 D-38 f 25.417 29.3417 0.91 Q V. 25.500 29.3473 0.81 Q V. 25.583 29.3523 0.72 Q V. 25.667 29.3567 0.64 Q V. 25.750 29.3607 0.57 Q V. 25.833 29.3642 0.51 Q V. 25.917 29.3673 0.46 Q V. 26.000 29.3701 0.41 Q V. 26.083 29.3726 0.36 Q V. 26.167 29.3748 0.32 Q V. 26.250 29.376B 0.29 Q V. 26.333 29.3785 0.26 Q V. 26.417 29.3801 0.23 Q V. 26.500 29.3815 0.20 Q V. 26.583 29.3828 0.18 Q V. 26.667 29.3639 0.16 Q V. 26.750 29.3848 0.14 Q V. 26.833 29.3857 0.13 Q V. 26.917 29.3865 0.11 Q V. 27.000 29.3872 0.10 Q V. 27.083 29.3878 0.09 Q V. 27.167 29.3884 0.08 Q V. 27.250 29.3889 0.07 Q V. 27.333 29.3893 0.06 Q V. 27.417 29.3897 0.06 Q V. 27.500 29.3901 0.05 Q V. 27.583 29.3904 0.05 Q V. 27.667 29.3906 0.04 Q V. 27.750 29.3909 0.04 Q V. 27.833 29.3911 0.03 Q V. 27.917 29.3913 0.03 Q V. 28.000 29.3915 0.03 Q V. 28.083 29.3916 0.02 Q V. 28.167 29.3918 0.02 Q V. 28.250 29.3919 0.02 Q V. 28.333 29.3920 0.02 Q V. 28.417 29.3921 0.01 Q V. 28.500 29.3922 0.01 Q V. 28.583 29.3923 0.01 Q V. 28.667 29.3923 0.01 Q V. 28.750 29.3924 0.01 Q V. 28.833 29.3925 0.01 Q V. 2B.917 29.3926 0.01 Q V. 29.000 29.3926 0.01 Q V. 29.083 29.3927 0.01 Q V. 29.167 29.3928 0.01 Q V. 29.250 29.3929 0.01 Q V. 29.333 29.3930 0.01 Q V. 29.417 29.3930 0.01 Q V. 29.500 29.3931 0.01 Q V. 29.583 29.3932 0.01 Q V. 29.667 29.3933 0.01 Q V. 29.750 29.3933 0.01 Q V. 29.833 29.3934 0.01 Q V. 29.917 29.3935 0.01 Q V. 30.000 29.3936 0.01 Q V. FLOW PROCESS ----------------------------------------------------------------------------- FROM NODE 3.00 TO NODE 4.00 IS CODE = 3.1 »»>FLOW-THROUGH DETENTION BASIN ROUTING MODEL APPLIED TO STREAM #1««< 04/23/04 D-39 INFLOW (STREAM 1) 1 V _effective depth ----------- I (and volume) 1 I I I detention 1<--->I outflow basin I I........ ----------- I I \ I I dead I basin outlet V1storageI OUTFLOW --------- (STREAM 1) ROUTE RUNOFF HYDROGRAPH FROM STREAM NUMBER 1 THROUGH A FLOW-THROUGH DETENTION BASIN SPECIFIED BASIN CONDITIONS ARE AS FOLLOWS: DEAD STORAGE(AF) = 0.000 SPECIFIED DEAD STORAGE(AF) FILLED = 0.000 SPECIFIED EFFECTIVE VOLUME(AF) FILLED ABOVE OUTLET = 0.000 DETENTION BASIN CONSTANT LOSS RATE(CFS) = 0.00 BASIN DEPTH VERSUS OUTFLOW AND STORAGE INFORMATION: INTERVAL DEPTH OUTFLOW STORAGE NUMBER (FT) (CFS) (AF) 1 0.00 0.00 0.000 2 0.31 0.02 0.001 J 3 1.31 6.80 0.013 4 2.31 10.20 0.039 5 3.31 12.70 0.080 6 4.31 14.80 0.136 7 5.31 16.60 0.212 8 6.31 18.20 0.362 9 7.31 19.70 0.590 ( 10 8.31 21.10 0.837 11 9.31 22.40 1.063 12 10.31 71.80 1.254 13 11.31 108.20 1.462 J 14 12.31 133.60 1.688 15 13.31 154.40 1.910 16 14.31 172.50 2.053 17 15.31 188.70 2.150 18 16.31 203.60 2.193 19 17.31 217.40 2.218 20 18.31 230.40 2.247 21 19.31 242.60 2.248 MODIFIED -PULS BASIN ROUTING MODEL RESULTS(5-MINUTE COMPUTATION INTERVALS): (Note: Computed EFFECTIVE DEPTH and VOLUME are estimated at the clock time; MEAN OUTFLOW is the average value during the unit interval.) CLOCK MEAN TIME DEAD -STORAGE INFLOW LOSS EFFECTIVE OUTFLOW EFFECTIVE (HRS) FILLED(AF) (CFS) (CFS) DEPTH(FT) (CFS) VOLUME(AF) ------------------------------------------------------------------------ 0.083 0.000 0.08 0.00 0.14 0.0 0.001 04/23/04 D-40 0.167 0.000 0.53 0.00 0.39 0.3 0.002 0.250 0.000 1.32 0.00 0.54 1.1 0.004 0.333 0.000 2.05 0.00 0.63 1.9 0.005 0.417 0.000 2.42 0.00 0.67 2.4 0.005 0.500 0.000 2.58 0.00 0.69 2.5 0.005 0.583 0.000 2.64 0.00 0.70 2.6 0.006 0.667 0.000 2.67 0.00 0.70 2.7 0.006 0.750 0.000 2.69 0.00 0.70 2.7 0.006 0.833 0.000 2.70 0.00 0.71 2.7 0.006 0.917 0.000 2.71 0.00 0.71 2.7 0.006 1.000 0.000 2.72 0.00 0.71 2.7 0.006 1.083 0.000 2.73 0.00 0.71 2.7 0.006 1.167 0.000 2.74 0.00 0.71 2.7 0.006 1.250 0.000 2.75 0.00 0.71 2.7 0.006 1.333 0.000 2.75 0.00 0.71 2.8 0.006 1.417 0.000 2.76 0.00 0.71 2.8 0.006 1.500 0.000 2.77 0.00 0.72 2.8 0.006 1.583 0.000 2.78 0.00 0.72 2.8 0.006 1.667 0.000 2.79 0.00 0.72 2.8 0.006 1.750 0.000 2.80 0.00 0.72 2.8 0.006 1.833 0.000 2.80 0.00 0.72 2.8 0.006 1.917 0.000 2.81 0.00 0.72 2.8 0.006 2.000 0.000 2.82 0.00 0.72 2.8 0.006 2.083 0.000 2.83 0.00 0.72 2.8 0.006 2.167 0.000 2.84 0.00 0.73 2.8 0.006 2.250 0.000 2.85 0.00 0.73 2.8 0.006 2.333 0.000 2.86 0.00 0.73 2.9 0.006 2.417 0.000 2.87 0.00 0.73 2.9 0.006 2.500 0.000 2.88 0.00 0.73 2.9 0.006 2.583 0.000 2.88 0.00 0.73 2.9 0.006 2.667 0.000 2.89 0.00 0.73 2.9 0.006 2.750 0.000 2.90 0.00 0.74 2.9 0.006 2.833 0.000 2.91 0.00 0.74 2.9 0.006 2.917 0.000 2.92 0.00 0.74 2.9 0.006 3.000 0.000 2.93 0.00 0.74 2.9 0.006 3.083 0.000 2.94 0.00 0.74 2.9 0.006 3.167 0.000 2.95 0.00 0.74 2.9 0.006 3.250 0.000 2.96 0.00 0.74 3.0 0.006 3.333 0.000 2.97 0.00 0.75 3.0 0.006 3.417 0.000 2.98 0.00 0.75 3.0 0.006 3.500 0.000 2.99 0.00 0.75 3.0 0.006 3.583 0.000 3.00 0.00 0.75 3.0 0.006 3.667 0.000 3.01 0.00 0.75 3.0 0.006 3.750 0.000 3.02 0.00 0.75 3.0 0.006 3.833 0.000 3.03 0.00 0.76 3.0 0.006 3.917 0.000 3.05 0.00 0.76 3.0 0.006 4.000 0.000 3.06 0.00 0.76 3.1 0.006 4.083 0.000 3.07 0.00 0.76 3.1 0.006 4.167 0.000 3.21 0.00 0.79 3.2 0.007 4.250 0.000 3.61 0.00 0.86 3.5 0.007 4.333 0.000 4.11 0.00 0.93 4.0 0.008 4.417 0.000 4.55 0.00 1.00 4.5 0.009 4.500 0.000 4.96 0.00 1.05 4.9 0.010 4.583 0.000 5.32 0.00 1.11 5.2 0.010 4.667 0.000 5.65 0.00 1.15 5.6 0.011 4.750 0.000 5.94 0.00 1.19 5.9 0.011 4.833 0.000 6.21 0.00 1.23 6.1 0.012 4.917 0.000 6.45 0.00 1.27 6.4 0.012 5.000 0.000 6.67 0.00 1.30 6.6 0.012 5.083 0.000 6.86 0.00 1.33 6.8 0.013 5.167 0.000 7.04 0.00 1.36 6.9 0.014 5.250 0.000 7.21 0.00 1.40 7.0 0.015 5.333 0.000 7.36 0.00 1.45 7.2 0.016 5.417 0.000 7.49 0.00 1.49 7.3 0.01.7 04/23/04 D-41 5.500 0.000 7.62 0.00 1.53 7.5 0.018 5.583 0.000 7.73 0.00 1.56 7.6 0.019 5.667 0.000 7.84 0.00 1.60 7.7 0.020 5.750 0.000 7.94 0.00 1.63 7.8 0.021 5.833 0.000 8.03 0.00 1.66 7.9 0.022 5.917 0.000 8.12 0.00 1.68 8.0 0.022 6.000 0.000 8.20 0.00 1.71 8.1 0.023 6.083 0.000 8.28 0.00 1.73 8.2 0.024 6.167 0.000 8.35 0.00 1.75 8.3 0.024 6.250 0.000 8.42 0.00 1.77 8.3 0.025 6.333 0.000 8.49 0.00 1.79 8.4 0.025 6.417 0.000 8.55 0.00 1.81 8.5 0.026 6.500 0.000 8.61 0.00 1.83 8.5 0.026 6.583 0.000 8.67 0.00 1.85 8.6 0.027 6.667 0.000 8.73 0.00 1.67 8.7 0.027 6.750 0.000 8.78 0.00 1.88 8.7 0.028 6.833 0.000 8.83 0.00 1.90 8.8 0.028 6.917 0.000 8.89 0.00 1.91 8.8 0.029 7.000 0.000 8.94 0.00 1.93 8.9 0.029 7.083 0.000 8.99 0.00 1.94 8.9 0.029 7.167 0.000 9.04 0.00 1.96 9.0 0.030 7.250 0.000 9.09 0.00 1.97 9.0 0.030 7.333 0.000 9.14 0.00 1.99 9.1 0.030 7.417 0.000 9.19 0.00 2.00 9.1 0.031 7.500 0.000 9.24 0.00 2.02 9.2 0.031 7.583 0.000 9.29 0.00 2.03 9.2 0.032 7.667 0.000 9.34 0.00 2.05 9.3 0.032 7.750 0.000 9.39 0.00 2.06 9.3 0.032 7.833 0.000 9.44 0.00 2.08 9.4 0.033 7.917 0.000 9.49 0.00 2.09 9.4 0.033 8.000 0.000 9.54 0.00 2.11 9.5 0.034 8.083 0.000 9.59 0.00 2.12 9.5 0.034 8.167 0.000 9.64 0.00 2.14 9.6 0.034 8.250 0.000 9.69 0.00 2.15 9.6 0.035 8.333 0.000 9.74 0.00 2.17 9.7 0.035 8.417 0.000 9.80 0.00 2.18 9.7 0.036 8.500 0.000 9.85 0.00 2.20 9.8 0.036 8.583 0.000 9.90 0.00 2.21 9.8 0.036 8.667 0.000 9.96 0.00 2.23 9.9 0.037 8.750 0.000 10.01 0.00 2.24 10.0 0.037 8.833 0.000 10.07 0.00 2.26 10.0 0.038 8.917 0.000 10.13 0.00 2.28 10.1 0.038 9.000 0.000 10.18 0.00 2.29 10.1 0.039 9.083 0.000 10.24 0.00 2.31 10.2 0.039 9.167 0.000 10.30 0.00 2.33 10.2 0.040 9.250 0.000 10.36 0.00 2.34 10.3 0.040 9.333 0.000 10.43 0.00 2.36 10.3 0.041 9.417 0.000 10.49 0.00 2.38 10.4 0.042 9.500 0.000 10.55 0.00 2.41 10.4 0.043 9.583 0.000 10.62 0.00 2.43 10.5 0.044 9.667 0.000 10.68 0.00 2.46 10.5 0.045 9.750 0.000 10.75 0.00 2.48 10.6 0.046 9.833 0.000 10.82 0.00 2.51 10.7 0.047 9.917 0.000 10.89 0.00 2.53 10.7 0.048 10.000 0.000 10.96 0.00 2.56 10.8 0.049 10.083 0.000 11.03 0.00 2.59 10.9 0.050 10.167 0.000 11.10 0.00 2.62 10.9 0.052 10.250 0.000 11.18 0.00 2.65 11.0 0.053 10.333 0.000 11.26 0.00 2.68 11.1 0.054 10.417 0.000 11.33 0.00 2.71 11.2 0.055 10.500 0.000 11.41 0.00 2.74 11.2 0.057 10.583 0.000 11.49 0.00 2.77 11.3 0.058 10.667 0.000 11.58 0.00 2.80 11.4 0.059 10.750 0.000 11.66 0.00 2.83 11.5 0.061 04/23/04 D-42 10.833 0.000 11.75 0.00 2.87 11.6 0.062 10.917 0.000 11.84 0.00 2.90 11.6 0.063 11.000 0.000 11.93 0.00 2.94 11.7 0.065 11.083 0.000 12.02 0.00 2.97 11.8 0.066 11.167 0.000 12.12 0.00 3.01 11.9 0.068 11.250 0.000 12.21 0.00 3.04 12.0 0.069 11.333 0.000 12.31 0.00 3.08 12.1 0.071 11.417 0.000 12.41 0.00 3.12 12.2 0.072 11.500 0.000 12.52 0.00 3.16 12.3 0.074 11.583 0.000 12.63 0.00 3.20 12.4 0.076 11.667 0.000 12.74 0.00 3.25 12.5 0.077 11.750 0.000 12.85 0.00 3.29 12.6 0.079 11.833 0.000 12.96 0.00 3.33 12.7 0.081 11.917 0.000 13.08 0.00 3.37 12.8 0.083 12.000 0.000 13.20 0.00 3.41 12.9 0.086 12.083 0.000 13.32 0.00 3.45 13.0 0.088 12.167 0.000 13.37 0.00 3.49 13.0 0.090 12.250 0.000 13.36 0.00 3.52 13.1 0.092 12.333 0.000 13.35 0.00 3.55 13.2 0.093 12.417 0.000 13.39 0.00 3.57 13.2 0.094 12.500 8.000 13.46 0.00 3.59 13.3 0.096 12.583 0.000 13.55 0.00 3.62 13.3 0.097 12.667 0.000 13.66 0.00 3.65 13.4 0.099 12.750 0.000 13.78 0.00 3.69 13.5 0.101 12.833 0.000 13.91 0.00 3.74 13.6 0.104 12.917 0.000 14.05 0.00 3.79 13.7 0.107 13.000 0.000 14.20 0.00 3.84 13.8 0.110 13.083 0.000 14.36 0.00 3.90 13.9 0.113 13.167 0.000 14.53 0.00 3.97 14.0 0.117 13.250 0.000 14.71 0.00 4.03 14.1 0.120 13.333 0.000 14.90 0.00 4.11 14.3 0.125 13.417 0.000 15.10 0.00 4.19 14.5 0.129 13.500 0.000 15.31 0.00 4.27 14.6 0.134 13.583 0.000 15.53 0.00 4.35 14.8 0.139 13.667 0.000 15.76 0.00 4.42 14.9 0.144 13.750 0.000 16.00 0.00 4.51 15.1 0.151 13.833 0.000 16.26 0.00 4.60 15.2 0.158 13.917 0.000 16.53 0.00 4.70 15.4 0.166 14.000 0.000 16.82 0.00 4.81 15.6 0.174 14.083 0.000 17.13 0.00 4.93 15.8 0.183 14.167 0.000 17.50 0.00 5.06 16.0 0.193 14.250 0.000 17.93 0.00 5.21 16.3 0.205 14.333 0.000 18.39 0.00 5.34 16.5 0.217 14.417 0.000 18.83 0.00 5.44 16.7 0.232 14.500 0.000 19.29 0.00 5.55 16.9 0.248 14.583 0.000 19.77 0.00 5.67 17.1 0.267 14.667 0.000 20.27 0.00 5.81 17.3 0.287 14.750 0.000 20.80 0.00 5.96 17.5 0.310 14.833 0.000 21.37 0.00 6.13 17.8 0.335 14.917 0.000 21.99 0.00 6.31 18.1 0.362 15.000 0.000 22.66 0.00 6.44 18.3 0.392 15.083 0.000 23.38 0.00 6.59 18.5 0.425 15.167 0.000 24.18 0.00 6.75 18.7 0.463 15.250 0.000 25.07 0.00 6.94 19.0 0.505 15.333 0.000 26.06 0.00 7.14 19.3 0.551 15.417 0.000 27.05 0.00 7.36 19.6 0.602 15.500 0.000 27.99 0.00 7.59 19.9 0.658 15.583 0.000 28.97 0.00 7.83 20.3 0.718 15.667 0.000 30.17 0.00 8.10 20.6 0.784 15.750 0.000 31.64 0.00 8.40 21.0 0.857 15.833 0.000 33.59 0.00 8.77 21.5 0.941 15.917 0.000 36.31 0.00 9.21 22.0 1.039 16.000 0.000 41.04 0.00 9.60 29.5 1.119 16.083 0.000 53.86 0.00 9.93 44.8 1.181 04/23/04 D-43 16.167 0.000 83.86 0.00 10.54 66.4 1.301 16.250 0.000 107.38 0.00 11.10 90.3 1.418 16.333 0.000 101.19 0.00 11.11 100.8 1.421 16.417 0.000 73.76 0.00 10.55 90.8 1.304 16.500 0.000 55.06 0.00 10.05 69.7 1.203 16.583 0.000 45.16 0.00 9.79 52.3 1.154 16.667 0.000 40.46 0.00 9.68 43.4 1.134 16.750 0.000 38.06 0.00 9.63 39.5 1.124 16.833 0.000 36.48 0.00 9.60 37.4 1.118 16.917 0.000 35.15 0.00 9.57 35.9 1.112 17.000 0.000 34.12 0.00 9.55 34.7 1.108 17.083 0.000 33.33 0.00 9.53 33.8 1.105 17.167 0.000 32.65 0.00 9.52 33.0 1.103 17.250 0.000 32.01 0.00 9.51 32.4 1.100 17.333 0.000 31.42 0.00 9.49 31.8 1.098 17.417 0.000 30.91 0.00 9.48 31.2 1.096 17.500 0.000 30.44 0.00 9.47 30.7 1.094 17.583 0.000 30.01 0.00 9.46 30.3 1.092 17.667 0.000 29.60 0.00 9.46 29.8 1.091 17.750 0.000 29.21 0.00 9.45 29.4 1.089 17.833 0.000 28.84 0.00 9.44 29.0 1.088 17.917 0.000 28.48 0.00 9.43 28.7 1.086 18.000 0.000 28.14 0.00 9.43 28.3 1.085 18.083 0.000 27.81 0.00 9.42 28.0 1.084 18.167 0.000 27.56 0.00 9.41 27.7 1.083 18.250 0.000 27.36 0.00 9.41 27.5 1.082 18.333 0.000 27.16 0.00 9.41 27.3 1.081 18.417 0.000 26.92 0.00 9.40 27.1 1.080 18.500 0.000 26.65 0.00 9.40 26.8 1.079 18.583 0.000 26.33 0.00 9.39 26.5 1.078 18.667 0.000 25.98 0.00 9.38 26.2 1.077 18.750 0.000 25.62 0.00 9.38 25.8 1.075 18.833 0.000 25.28 0.00 9.37 25.5 1.074 18.917 0.000 24.93 0.00 9.36 25.1 1.073 19.000 0.000 24.60 0.00 9.35 24.8 1.071 19.083 0.000 24.27 0.00 9.35 24.5 1.070 19.167 0.000 23.95 0.00 9.34 24.1 1.069 19.250 0.000 23.63 0.00 9.34 23.8 1.068 19.333 0.000 23.32 0.00 9.33 23.5 1.067 19.417 0.000 23.02 0.00 9.32 23.2 1.065 19.500 0.000 22.72 0.00 9.32 22.9 1.064 19.583 0.000 22.43 0.00 9.31 22.6 1.063 19.667 0.000 22.14 0.00 9.30 22.4 1.061 19.750 0.000 21.85 0.00 9.29 22.4 1.058 19.833 0.000 21.58 0.00 9.26 22.4 1.052 19.917 0.000 21.30 0.00 9.23 22.3 1.045 20.000 0.000 21.03 0.00 9.19 22.3 1.037 20.083 0.000 20.77 0.00 9.15 22.2 1.027 20.167 0.000 20.51 0.00 9.10 22.2 1.015 20.250 0.000 20.25 0.00 9.04 22.1 1.003 20.333 0.000 20.00 0.00 8.98 22.0 0.989 20.417 0.000 19.75 0.00 8.92 21.9 0.974 20.500 0.000 19.51 0.00 8.85 21.8 0.958 20.583 0.000 19.27 0.00 8.77 21.7 0.941 20.667 0.000 19.04 0.00 8.69 21.6 0.923 20.750 0.000 18.81 0.00 8.61 21.5 0.904 20.833 0.000 18.19 0.00 8.51 21.4 0.882 20.917 0.000 17.21 0.00 8.38 21.3 0.854 21.000 0.000 16.30 0.00 8.24 21.1 0.821 21.083 0.000 15.49 0.00 8.09 20.9 0.783 21.167 0.000 14.76 0.00 7.93 20.7 0.742 21.250 0.000 14.09 0.00 7.75 20.4 0.699 21.333 0.000 13.50 0.00 7.56 20.2 0.653 21.417 0.000 12.96 0.00 7.37 19.9 0.605 04/23/04 D-44 21.500 0.000 12.47 0.00 7.16 19.6 0.555 21.583 0.000 12.03 0.00 6.94 19.3 0.505 21.667 0.000 11.62 0.00 6.72 19.0 0.455 21.750 0.000 11.26 0.00 6.49 18.6 0.404 21.833 0.000 10.93 0.00 6.25 18.3 0.353 21.917 0.000 10.63 0.00 5.92 17.8 0.303 22.000 0.000 10.35 0.00 5.60 17.3 0.255 22.083 0.000 10.10 0.00 5.27 16.8 0.209 22.167 0.000 9.87 0.00 4.72 16.0 0.167 22.250 0.000 9.66 0.00 4.20 15.1 0.130 22.333 0.000 9.47 0.00 3.64 14.0 0.099 22.417 0.000 9.29 0.00 3.16 12.9 0.074 22.500 0.000 9.12 0.00 2.72 11.8 0.056 22.583 0.000 8.97 0.00 2.41 10.8 0.043 22.667 0.000 8.83 0.00 2.14 10.0 0.035 22.750 0.000 8.70 0.00 1.97 9.3 0.030 22.833 0.000 8.57 0.00 1.89 8.9 0.028 22.917 0.000 8.46 0.00 1.83 8.7 0.026 23.000 0.000 8.35 0.00 1.79 8.5 0.025 23.083 0.000 8.25 0.00 1.76 8.4 0.024 23.167 0.000 8.16 0.00 1.73 8.3 0.024 23.250 0.000 8.07 0.00 1.70 8.2 0.023 23.333 0.000 7.99 0.00 1.68 8.1 0.022 23.417 0.000 7.91 0.00 1.65 8.0 0.022 23.500 0.000 7.83 0.00 1.63 7.9 0.021 23.583 0.000 7.76 0.00 1.61 7.8 0.020 23.667 0.000 7.69 0.00 1.59 7.8 0.020 23.750 0.000 7.63 0.00 1.57 7.7 0.019 23.833 0.000 7.57 0.00 1.55 7.6 0.019 23.917 0.000 7.51 0.00 1.53 7.6 0.018 24.000 0.000 7.45 0.00 1.51 7.5 0.018 24.083 0.000 7.31 0.00 1.48 7.4 0.017 24.167 0.000 6.74 0.00 1.36 7.2 0.014 24.250 0.000 5.71 0.00 1.12 6.2 0.010 24.333 0.000 4.63 0.00 0.95 4.9 0.008 24.417 0.000 3.87 0.00 0.85 4.0 0.007 24.500 0.000 3.34 0.00 0.78 3.5 0.006 24.583 0.000 2.93 0.00 0.73 3.0 0.006 24.667 0.000 2.60 0.00 0.68 2.7 0.005 24.750 0.000 2.31 0.00 0.64 2.4 0.005 24.833 0.000 2.05 0.00 0.60 2.1 0.004 24.917 0.000 1.82 0.00 0.57 1.9 0.004 25.000 0.000 1.62 0.00 0.54 1.7 0.004 25.083 0.000 1.45 0.00 0.51 1.5 0.003 25.167 0.000 1.29 0.00 0.49 1.3 0.003 25.250 0.000 1.15 0.00 0.47 1.2 0.003 25.333 0.000 1.02 0.00 0.45 1.1 0.003 25.417 0.000 0.91 0.00 0.44 0.9 0.003 25.500 0.000 0.81 0.00 0.42 0.8 0.002 25.583 0.000 0.72 0.00 0.41 0.7 0.002 25.667 0.000 0.64 0.00 0.40 0.7 0.002 25.750 0.000 0.57 0.00 0.39 0.6 0.002 25.833 0.000 0.51 0.00 0.38 0.5 0.002 25.917 0.000 0.46 0.00 0.37 0.5 0.002 26.000 0.000 0.41 0.00 0.37 0.4 0.002 26.083 0.000 0.36 0.00 0.36 0.4 0.002 26.167 0.000 0.32 0.00 0.35 0.3 0.002 26.250 0.000 0.29 0.00 0.35 0.3 0.002 26.333 0.000 0.26 0.00 0.34 0.3 0.001 26.417 0.000 0.23 0.00 0.34 0.2 0.001 26.500 0.000 0.20 0.00 0.34 0.2 0.001 26.583 0.000 0.18 0.00 0.33 0.2 0.001 26.667 0.000 0.16 0.00 0.33 0.2 0.001 26.750 0.000 0.14 0.00 0.33 0.1 0.001 04/23/04 D-45 26.833 0.000 0.13 0.00 0.33 0.1 0.001 26.917 0.000 0.11 0.00 0.32 0.1 0.001 27.000 0.000 0.10 0.00 0.32 0.1 0.001 27.063 0.000 0.09 0.00 0.32 0.1 0.001 27.167 0.000 0.08 0.00 0.32 0.1 0.001 27.250 0.000 0.07 0.00 0.32 0.1 0.001 27.333 0.000 0.06 0.00 0.32 0.1 0.001 27.417 0.000 0.06 0.00 0.32 0.1 0.001 27.500 0.000 0.05 0.00 0.31 0.1 0.001 27.583 0.000 0.05 0.00 0.31 0.0 0.001 27.667 0.000 0.04 0.00 0.31 0.0 0.001 27.750 0.000 0.04 0.00 0.31 0.0 0.001 27.833 0.000 0.03 0.00 0.31 0.0 0.001 27.917 0.000 0.03 0.00 0.31 0.0 0.001 28.000 0.000 0.03 0.00 0.31 0.0 0.001 28.083 0.000 0.02 0.00 0.31 0.0 0.001 28.167 0.000 0.02 0.00 0.31 0.0 0.001 28.250 0.000 0.02 0.00 0.31 0.0 0.001 28.333 0.000 0.02 0.00 0.30 0.0 0.001 28.417 0.000 0.01 0.00 0.29 0.0 0.001 28.500 0.000 0.01 0.00 0.28 0.0 0.001 28.583 0.000 0.01 0.00 0.27 0.0 0.001 28.667 0.000 0.01 0.00 0.26 0.0 0.001 28.750 0.000 0.01 0.00 0.25 0.0 0.001 28.833 0.000 0.01 0.00 0.24 0.0 0.001 28.917 0.000 0.01 0.00 0.23 0.0 0.001 29.000 0.000 0.01 0.00 0.22 0.0 0.001 29.083 0.000 0.01 0.00 0.22 0.0 0.001 29.167 0.000 0.01 0.00 0.21 0.0 0.001 29.250 0.000 0.01 0.00 0.21 0.0 0.001 29.333 0.000 0.01 0.00 0.20 0.0 0.001 29.417 0.000 0.01 0.00 0.20 0.0 0.001 29.500 0.000 0.01 0.00 0.19 0.0 0.001 29.583 0.000 0.01 0.00 0.19 0.0 0.001 29.667 0.000 0.01 0.00 0.19 0.0 0.001 29.750 0.000 0.01 0.00 0.19 0.0 0.001 29.833 0.000 0.01 0.00 0.19 0.0 0.001 29.917 0.000 0.01 0.00 0.18 0.0 0.001 PROCESS SUMMARY OF STORAGE: ^^^^ INFLOW VOLUME = 29.975 AF BASIN STORAGE = 0.000 AF (WITH 0.000 AF INITIALLY FILLED) OUTFLOW VOLUME = 29.974 AF LOSS VOLUME = 0.000 AF END OF FLOODSCx ROUTING ANALYSIS 04/23/04 D-46 F L 0 0 D R O U T I N G A N A L Y S I S USING COUNTY HYDROLOGY MANUAL OF SAN BERNARDINO(1986) (c) Copyright 1989-2002 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2002 License ID 1251 Analysis prepared by: MADOLE & ASSOCIATES, INC. 10601 CHURCH STREET SUITE 107 RANCHO CUCAMONGA CA 91730 909.948.1311 FAX -948.8464 madole@madolerc.com ************************** DESCRIPTION OF STUDY ************************** * CITRUS HEIGHTS NORTH * Q10 UNIT HYDROGRAPH AND FLOOD ROUTING * PARK BASIN (3+ AC) + RCB STORAGE AT INTERIM CONNECTOR TO REGENCY RCB ************************************************************************** FILE NAME: CHN-UH10.DAT TIME/DATE OF STUDY: 06:25 04/23/2004 **************************************************************************** FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>SUBAREA RUNOFF (UNIT-HYDROGRAPH ANALYSIS) ««< (UNIT-HYDROGRAPH ADDED TO STREAM #1) WATERSHED AREA = 135.200 ACRES BASEFLOW = 0.000 CFS/SQUARE-MILE *USER ENTERED "LAG" TIME = 0.179 HOURS CAUTION: LAG TIME IS LESS THAN 0.50 HOURS. THE 5 -MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. VALLEY(DEVELOPED) S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH/HOUR) = 0.527 LOW LOSS FRACTION = 0.573 *HYDROGRAPH MODEL 41 SPECIFIED* SPECIFIED PEAK 5 -MINUTES RAINFALL(INCH)= 0.36 SPECIFIED PEAK 30 -MINUTES RAINFALL(INCH)= 0.84 SPECIFIED PEAK I -HOUR RAINFALL(INCH) = 1.16 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.09 SPECIFIED PEAT{ 6 -HOUR RAINFALL(INCH) = 3.04 SPECIFIED PEAK 24-HOUR RAINFALL(INCH) = 6.56 *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5 -MINUTE FACTOR = 0.990 30 -MINUTE FACTOR = 0.990 I -HOUR FACTOR = 0.990 3 -HOUR FACTOR = 1.000 6 -HOUR FACTOR = 1.000 24-HOUR FACTOR = 1.000 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 46.555 04/23/04 D-47 UNIT HYDROGRAPH DETERMINATION ---------------------------------------------------------------------------- INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER ---------------------------------------------------------------------------- MEAN VALUES ORDINATES(CFS) 1 3.872 63.312 2 25.920 360.494 3 62.155 592.475 4 86.498 398.032 5 95.678 150.102 6 98.392 44.361 7 99.245 13.952 8 99.698 7.409 9 99.924 3.704 10 100.000 1.235 ----------------------------------------------------------------------------- TOTAL SOIL -LOSS VOLUME(ACRE-FEET) = 39.8973 TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 33.9945 -------------------------------------------------------------------------- -- 04/23/04 D-48 2 4- H O U R S T 0 R M R U N O F F H Y D R 0 G R A P H 04/23/04 D-49 HYDROGRAPH IN FIVE-MINUTE UNIT INTERVALS(CFS) (Note: Time indicated ---------------------------------------------------------------------------- is at END of Each Unit Intervals) TIME(HRS) VOLUME(AF) Q(CFS) 0. 75.0 150.0 225.0 300.0 0.083 0.0024 0.34 ^^ Q . 0.167 0.0181 2.29 Q 0,250 0.0560 5.49 Q 0.333 0.1087 7.65 VQ 0.417 0.1671 8.48 VQ 0.500 0.2273 8.74 VQ 0.583 0.2881 8.84 VQ 0.667 0.3494 8.90 VQ 0.750 0.4110 8.94 VQ 0.833 0.4728 8.97 VQ 0.917 0.5347 8.99 VQ 1.000 0.5967 9.01 VQ 1.083 0.6589 9.03 VQ 1.167 0.7213 9.06 VQ 1.250 0,7838 9.08 VQ 1.333 0.8465 9.10 VQ 1.417 0.9093 9.12 Q 1.500 0.9723 9.15 Q 1.583 1.0355 9.17 Q 1.667 1.0988 9.19 Q 1.750 1.1622 9.22 Q 1.833 1.2259 9.24 Q 1.917 1.2897 9.26 Q 2.000 1.3536 9.29 Q 2.083 1.4178 9.31 Q 2.167 1.4821 9.34 Q 2.250 1.5465 9.36 Q 2.333 1.6112 9.39 Q 2.417 1.6760 9.41 Q 2.500 1.7410 9.44 QV 2.583 1.8061 9.46 QV 2.667 1.8715 9.49 QV 2.750 1.9370 9.51 QV 2.833 2.0027 9.54 QV 2.917 2.0686 9.57 QV 3.000 2.1346 9.59 QV 3.083 2.2009 9.62 QV 3.167 2.2673 9.65 QV 3.250 2.3340 9.67 QV 3.333 2.4008 9.70 QV 3.417 2,4678 9.73 QV 3.500 2.5350 9.76 QV 3.583 2.6024 9,79 Q V 3.667 2.6700 9.82 Q V 3.750 2.7378 9.84 Q V 3.833 2.8058 9.87 Q V 3.917 2.8740 9.90 Q V 4.000 2.9424 9.93 Q V 4.083 3.0111 9.96 Q V 4.167 3.0799 9.99 Q V 4.250 3.1489 10.03 Q V 4.333 3.2182 10.06 Q V 04/23/04 D-49 4.417 3.2877 10.09 Q V 4.500 3.3574 10.12 Q V 4.583 3.4273 10.15 Q V 4.667 3.4974 10.18 Q V 4.750 3.5678 10.22 Q V 4.833 3.6384 10.25 Q V 4.917 3.7092 10.28 Q V 5.000 3.7803 10.32 Q V 5.083 3.8516 10.35 Q V 5.167 3.9231 10.39 Q V 5.250 3.9949 10.42 Q V 5.333 4.0669 10.46 Q v 5.417 4.1391 10.49 Q V 5.500 4.2116 10.53 Q V 5.583 4.2844 10.56 Q V 5.667 4.3574 10.60 Q V 5.750 4.4307 10.64 Q V 5.833 4.5042 10.68 Q v 5.917 4.5780 10.71 Q V 6.000 4.6521 10.75 Q V 6.083 4.7264 10.79 Q V 6.167 4.8010 10.83 Q V 6.250 4.8759 10.87 Q V 6.333 4.9510 10.91 Q v 6.417 5.0265 10.95 Q V 6.500 5.1022 11.00 Q V 6.583 5.1782 11.04 Q V 6.667 5.2545 11.08 Q V 6.750 5.3311 11.12 Q v 6.833 5.4080 11.17 Q V 6.917 5.4852 11.21 Q V 7.000 5.5628 11.26 Q v 7.083 5.6406 11.30 Q v 7.167 5.7187 11.35 Q v 7.250 5.7972 11.39 Q V 7.333 5.8760 11.44 Q V 7.417 5.9551 11.49 Q V 7.500 6.0346 11.54 Q v 7.583 6.1144 11.59 Q v 7.667 6.1945 11.64 Q V 7.750 6.2750 11.69 Q V 7.833 6.3559 11.74 Q V 7.917 6.4371 11.79 Q V 8.000 6.5186 11.84 Q V 8.083 6.6006 11.90 Q V 8.167 6.6829 11.95 Q V 8.250 6.7656 12.01 Q v 8.333 6.8486 12.06 Q v . 8.417 6.9321 12.12 Q V . 8.500 7.0160 12.18 Q V . 8.583 7.1002 12.24 Q v . 8.667 7.1849 12.30 Q v . 8.750 7.2700 12.36 Q V . 8.833 7.3555 12.42 Q V . 8.917 7.4415 12.48 Q v . 9.000 7.5279 12.54 Q V . 9.083 7.6147 12.61 Q V . 9.167 7.7020 12.67 Q V. 9.250 7.7898 12.74 Q V. 9.333 7.8780 12.81 Q V. 9.417 7.9667 12.88 Q V. 9.500 8.0558 12.95 Q V. 9.583 8.1455 13.02 Q V. 9.667 8.2357 13.09 Q V. 04/23/04 D-50 9.750 8.3264 13.17 Q v. 9.833 8.4176 13.24 Q V. 9.917 8.5093 13.32 Q V 10.000 8.6016 13.40 Q V 10.083 8.6945 13.48 Q V 10.167 8.7879 13.56 Q V 10.250 8.8818 13.65 Q V 10.333 8.9764 13.73 Q V 10.417 9.0716 13.82 Q V 10.500 9.1673 13.91 Q V 10.583 9.2637 14.00 Q V 10.667 9.3608 14.09 Q V 10.750 9.4584 14.18 Q V 10.833 9.5568 14.28 Q V 10.917 9.6558 14.38 Q V 11.000 9.7555 14.48 Q v 11.083 9.8560 14.58 Q v 11.167 9.9571 14.69 Q V 11.250 10.0590 14.80 Q v 11.333 10.1617 14.91 Q v 11.417 10.2652 15.02 Q v 11.500 10.3694 15.14 Q v 11.583 10.4745 15.26 Q v 11.667 10.5805 15.38 Q V 11.750 10.6872 15.51 Q V 11.833 10.7949 15.64 Q V 11.917 10.9035 15.77 Q V 12.000 11.0131 15.91 Q V 12.083 11.1235 16.03 Q V 12.167 11.2343 16.08 Q V 12.250 11.3450 16.08 Q V 12.333 11.4561 16.13 Q V 12.417 11.5680 16.25 Q V 12.500 11.6810 16.41 Q V 12.583 11.7951 16.57 Q V 12.667 11.9105 16.75 Q V 12.750 12.0271 16.93 Q v 12.833 12.1449 17.11 Q V 12.917 12.2641 17.31 Q V 13.000 12.3847 17.51 Q V 13.083 12.5068 17.72 Q v 13.167 12.6303 17.94 Q V 13.250 12.7554 18.17 Q V 13.333 12.8822 18.40 Q V 13.417 13.0106 18.65 Q V 13.500 13.1408 18.91 Q V 13.583 13.2729 19.18 Q V 13.667 13.4069 19.46 Q V 13.750 13.5429 19.75 Q V 13.833 13.6811 20.06 Q V 13.917 13.8215 20.39 Q v 14.000 13.9642 20.73 Q v 14.083 14.1095 21.10 Q V 14.167 14.2578 21.52 Q V 14.250 14.4092 21.99 Q V 14.333 14.5640 22.47 Q V 14.417 14.7220 22.94 Q v 14.500 14.8834 23.44 Q v 14.583 15.0485 23.97 Q V 14.667 15.2174 24.53 Q V 14.750 15.3906 25.14 Q V . 14.833 15.5683 25.81 Q v . 14.917 15.7510 26.53 Q v . 15.000 15.9392 27.32 Q V . 04/23/04 D-51 15.083 16.1334 28.19 Q V 15.167 16.3342 29.16 Q V. 15.250 16.5425 30.25 Q V. 15.333 16.7593 31.48 Q V. 15.417 16.9844 32.68 Q V. 15.500 17.2126 33.14 Q v 1 15.583 17.4410 33.16 Q v 15.667 17,6768 34.24 Q V 15.750 17.9300 36.76 Q v 15.833 18.2106 40.73 Q v 15.917 18.5383 47.59 Q V 16.000 18.9794 64.04 Q V 16.083 19.7284 108.76 Q V 16.167 21.1214 202.26 V Q 16.250 22.8519 251.27 V Q 16.333 24.0819 178.61 Q v . I 16.417 24.7319 94.38 Q V. 16.500 25.1088 54.72 Q V. 16.583 25.3915 41.05 Q V. 16.667 25.6386 35.88 Q V 16.750 25.8598 32.11 Q v 16.833 26.0606 29.16 Q V 16.917 26.2466 27,01 Q v 17,000 26.4224 25.52 Q V 17.083 26.5895 24.27 Q v 17.167 26.7491 23.17 Q v 17.250 26.9018 22.17 Q v 17.333 27.0485 21.31 Q v 17,417 27.1901 20.56 Q v 17.500 27.3272 19.90 Q v 17.583 27.4602 19.31 Q v 17.667 27.5894 18.77 Q V 17.750 27.7153 18.27 Q V 17,833 27.8380 17,82 Q v 17.917 27.9578 17,40 Q V 18.000 28.0750 17.01 Q V 18.083 28.1897 16.66 Q v 18.167 28.3028 16.41 Q v 18.250 28.4147 16.25 Q v 18.333 28.5252 16.05 Q v 18.417 28.6341 15.81 Q v 18.500 28.7412 15.55 Q V 18.583 28.8466 15.31 Q V 18.667 28.9504 15.07 Q V 18.750 29.0526 14.84 Q v 18.833 29.1534 14.63 Q v 18.917 29.2527 14.42 Q v 19.000 29.3506 14.22 Q v 19.083 29.4473 14.03 Q v 19.167 29.5427 13.85 Q v 19.250 29.6369 13.68 Q v 19.333 29.7300 13.51 Q v 19.417 29.8219 13.35 Q v 19,500 29.9128 13.20 Q V 19.583 30.0027 13.05 Q v 19.667 30.0916 12.91 Q v 19.750 30.1795 12.77 Q v 19.833 30.2666 12.63 Q v 19.917 30.3527 12.51 Q v 20.000 30.4379 12.38 Q v 20.083 30.5224 12.26 Q v 20.167 30.6060 12.14 Q v 20.250 30.6888 12.03 Q v 20.333 30.7709 11.92 Q v 04/23/04 D-52 20.417 30.8523 11.81 Q V 20.500 30.9329 11.71 Q v 20.583 31.0128 11.61 Q v 20.667 31.0921 11.51 Q v 20.750 31.1707 11.41 Q v 20.833 31.2486 11.32 Q v 20.917 31.3260 11.23 Q v 21.000 31.4027 11.14 Q v 21.083 31.4788 11.05 Q v 21.167 31.5544 10.97 Q v 21.250 31.6294 10.89 Q v 21.333 31.7038 10.81 Q v 21.417 31.7777 10.73 Q v 21.500 31.8511 10.65 Q v 21.563 31.9239 10.58 Q v 21.667 31.9963 10.51 Q v 21.750 32.0681 10.43 Q v 21.833 32.1395 10.36 Q v 21.917 32.2104 10.30 Q V 22.000 32.2809 10.23 Q v 22.083 32.3509 10.16 Q V . 22.167 32.4204 10.10 Q v . 22.250 32.4896 10.04 Q v . 22.333 32.5583 9.98 Q v . 22.417 32.6265 9.91 Q v . 22.500 32.6944 9.86 Q V . 22.583 32.7619 9.80 Q V . 22.667 32.8290 9.74 Q v . 22.750 32.8957 9.68 Q v . 22.833 32.9620 9.63 Q v . 22.917 33.0280 9.58 Q V . 23.000 33.0935 9.52 Q v . 23.083 33.1588 9.47 Q V. 23.167 33.2236 9.42 Q V. 23.250 33.2862 9.37 Q V. 23.333 33.3524 9.32 Q V. 23.417 33.4162 9.27 Q V. 23.500 33.4797 9.22 Q V. 23.583 33.5430 9.18 Q V. 23.667 33.6059 9.13 Q V. 23.750 33.6684 9.09 Q V. 23.833 33.7307 9.04 Q V. 23.917 33.7927 9.00 Q V. 24.000 33.8543 8.95 Q V. 24.083 33.9134 8.57 Q V. 24.167 33.9587 6.59 Q V. 24.250 33.9819 3.36 Q V. 24.333 33.9901 1.20 Q V. 24.417 33.9928 0.38 Q V. 24.500 33.9938 0.14 Q V. 24.583 33.9942 0.07 Q V. 24.667 33.9944 0.03 Q V. 24.750 33.9944 0.01 Q V. FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 3.1 ---------------------------------------------------------------------------- »»>FLOW-THROUGH DETENTION BASIN ROUTING MODEL APPLIED TO STREAM #1««< INFLOW (STREAM 1) I 04/23/04 D-53 � I V depth l ----------- I _effective I (and volume) f I I l I....V........ I I detention 1<--->I outflow I basin I I........ ----------- I I \ I I dead I basin outlet V I storage I OUTFLOW -________ (STREAM 1) 1 1 1 ROUTE RUNOFF HXDROGRAPH FROM STREAM NUMBER 1 l THROUGH A FLOW-THROUGH DETENTION BASIN } SPECIFIED BASIN CONDITIONS ARE AS FOLLOWS: DEAD STORAGE(AF) = 0.000 SPECIFIED DEAD STORAGE(AF) FILLED = 0.000 SPECIFIED EFFECTIVE VOLUME(AF) FILLED ABOVE OUTLET = 0.000 DETENTION BASIN CONSTANT LOSS RATE(CFS) = 0.00 BASIN DEPTH VERSUS OUTFLOW AND STORAGE INFORMATION: INTERVAL DEPTH OUTFLOW STORAGE NUMBER (FT) (CFS) (AF) } 1 0.00 0.00 0.000 2 1.00 0.01 1.500 3 2.00 15.10 2.400 4 3.00 21.40 4.500 j 5 4.00 25.80 6.700 6 5.00 27.70 9.000 7 6.00 29.50 11.400 8 7.00 31.20 13.900 9 8.00 32.80 16.400 10 9.00 34.30 19.100 11 10.00 35.80 21.900 12 11.00 37.20 24.800 ` 13 I 12.00 38.50 27.800 } MODIFIED-PULS BASIN ROUTING MODEL RESULTS(5-MINUTE COMPUTATION INTERVALS): (Note: Computed EFFECTIVE DEPTH and VOLUME are estimated at the clock time; MEAN OUTFLOW is the average value during the unit interval.) L CLOCK MEAN I TIME DEAD-STORAGE INFLOW LOSS EFFECTIVE OUTFLOW EFFECTIVE (HRS) FILLED(AF) (CFS) (CFS) DEPTH(FT) (CFS) VOLUME(AF) ---------------------------------------------------------------------------- I 0.083 0.000 0.34 0.00 0.00 0.0 0.002 j 0.167 0.000 2.29 0.00 0.01 0.0 0.018 0.250 0.000 5.49 0.00 0.04 0.0 0.056 0.333 0.000 7.65 0.00 0.07 0.0 0.109 0.417 0.000 8.48 0.00 0.11 0.0 0.167 0.500 0.000 8.74 0.00 0.15 0.0 0.227 0.583 0.000 8.84 0.00 0.19 0.0 0.288 0.667 0.000 8.90 0.00 0.23 0.0 0.349 0.750 0.000 8.94 0.00 0.27 0.0 0.411 0.833 0.000 8.97 0.00 0.32 0.0 0.473 0.917 0.000 8.99 0.00 0.36 0.0 0.535 1.000 0.000 9.01 0.00 0.40 0.0 0.597 04/23/04 D-54 1.083 0.000 9.03 0.00 0.44 0.0 0.659 1.167 0.000 9.06 0.00 0.48 0.0 0.721 1.250 0.000 9.08 0.00 0.52 0.0 0.784 1.333 0.000 9.10 0.00 0.56 0.0 0.846 1.417 0.000 9.12 0.00 0.61 0.0 0.909 1.500 0.000 9.15 0.00 0.65 0.0 0.972 1.583 0.000 9.17 0.00 0.69 0.0 1.035 1.667 0.000 9.19 0.00 0.73 0.0 1.098 1.750 0.000 9.22 0.00 0.77 0.0 1.162 1.833 0.000 9.24 0.00 0.82 0.0 1.225 1.917 0.000 9.26 0.00 0.86 0.0 1.289 2.000 0.000 9.29 0.00 0.90 0.0 1.353 2.083 0.000 9.31 0.00 0.94 0.0 1.417 2.167 0.000 9.34 0.00 0.99 0.0 1.481 2.250 0.000 9.36 0.00 1.05 0.4 1.543 2.333 0.000 9.39 0.00 1.11 1.2 1.599 2.417 0.000 9.41 0.00 1.17 2.1 1.650 2.500 0.000 9.44 0.00 1.22 2.9 1.695 2.583 0.000 9.46 0.00 1.26 3.6 1.735 2.667 0.000 9.49 0.00 1.30 4.3 1.771 2.750 0.000 9.51 0.00 1.34 4.8 1.803 2.833 0.000 9.54 0.00 1.37 5.3 1.832 2.917 0.000 9.57 0.00 1.40 5.8 1.858 3.000 0.000 9.59 0.00 1.42 6.2 1.882 3.083 0.000 9.62 0.00 1.45 6.6 1.902 3.167 0.000 9.65 0.00 1.47 6.9 1.921 3.250 0.000 9.67 0.00 1.49 7.2 1.938 3.333 0.000 9.70 0.00 1.50 7.5 1.953 3.417 0.000 9.73 0.00 1.52 7.7 1.967 3.500 0.000 9.76 0.00 1.53 7.9 1.980 3.583 0.000 9.79 0.00 1.55 8.1 1.991 3.667 0.000 9.82 0.00 1.56 8.3 2.001 3.750 0.000 9.84 0.00 1.57 8.5 2.011 3.833 0.000 9.87 0.00 1.58 8.6 2.019 3.917 0.000 9.90 0.00 1.59 8.8 2.027 4.000 0.000 9.93 0.00 1.59 8.9 2.034 4.083 0.000 9.96 0.00 1.60 9.0 2.040 4.167 0.000 9.99 0.00 1.61 9.1 2.046 4.250 0.000 10.03 0.00 1.61 9.2 2.052 4.333 0.000 10.06 0.00 1.62 9.3 2.057 4.417 0.000 10.09 0.00 1.62 9.4 2.062 4.500 0.000 10 12 },v.y� ^^ y.VV i.63 3.5 2.6156 4.583 0.000 10.15 0.00 1.63 9.5 2.071 4.667 0.000 10.18 0.00 1.64 9.6 2.075 4.750 0.000 10.22 0.00 1.64 9.7 2.078 4.833 0.000 10.25 0.00 1.65 9.7 2.082 4.917 0.000 10.28 0.00 1.65 9.8 2.085 5.000 0.000 10.32 0.00 1.65 9.8 2.088 5.083 0.000 10.35 0.00 1.66 9.9 2.092 5.167 0.000 10.39 0.00 1.66 10.0 2.094 5.250 0.000 10.42 0.00 1.66 10.0 2.097 5.333 0.000 10.46 0.00 1.67 10.0 2.100 5.417 0.000 10.49 0.00 1.67 10.1 2.103 5.500 0.000 10.53 0.00 1.67 10.1 2.106 5.583 0.000 10.56 0.00 1.68 10.2 2.108 5.667 0.000 10.60 0.00 1.68 10.2 2.111 5.750 0.000 10.64 0.00 1.68 10.3 2.113 5.833 0.000 10.68 0.00 1.68 10.3 2.116 5.917 0.000 10.71 0.00 1.69 10.4 2.118 6.000 0.000 10.75 0.00 1.69 10.4 2.121 6.083 0.000 10.79 0.00 1.69 10.4 2.123 6.167 0.000 10.83 0.00 1.70 10.5 2.126 6.250 0.000 10.87 0.00 1.70 10.5 2.128 6.333 0.000 10.91 0.00 1.70 10.6 2.130 04/23/04 D-55 6.417 0.000 10.95 0.00 1.70 10.6 2.133 6.500 0.000 11.00 0.00 1.71 10.6 2.135 6.583 0.000 11.04 0.00 1.71 10.7 2.138 6.667 0.000 11.08 0.00 1.71 10.7 2.140 6.750 0.000 11.12 0.00 1.71 10.8 2.143 6.833 0.000 11.17 0.00 1.72 10.8 2.145 6.917 0.000 11.21 0.00 1.72 10.8 2.148 7.000 0.000 11.26 0.00 1.72 10.9 2.150 7.083 0.000 11.30 0.00 1.73 10.9 2.153 7.167 0.000 11.35 0.00 1.73 11.0 2.155 7.250 0.000 11.39 0.00 1.73 11.0 2.158 7.333 0.000 11.44 0.00 1.73 11.1 2.160 7.417 0.000 11.49 0.00 1.74 11.1 2.163 7.500 0.000 11.54 0.00 1.74 11.2 2.166 7.583 0.000 11.59 0.00 1.74 11.2 2.168 7.667 0.000 11.64 0.00 1.75 11.2 2.171 7.750 0.000 11.69 0.00 1.75 11.3 2.174 7.833 0.000 11.74 0.00 1.75 11.3 2.177 7.917 0.000 11.79 0.00 1.76 11.4 2.180 8.000 0.000 11.84 0.00 1.76 11.4 2.182 8.083 0.000 11.90 0.00 1.76 11.5 2.185 8.167 0.000 11.95 0.00 1.76 11.5 2.188 8.250 0.000 12.01 0.00 1.77 11.6 2.191 6.333 0.000 12.06 0.00 1.77 11.6 2.194 8.417 0.000 12.12 0.00 1.77 11.7 2.197 8.500 0.000 12.18 0.00 1.78 11.7 2.200 8.583 0.000 12.24 0.00 1.78 11.8 2.204 8.667 0.000 12.30 0.00 1.79 11.8 2.207 8.750 0.000 12.36 0.00 1.79 11.9 2.210 8.833 0.000 12.42 0.00 1.79 11.9 2.213 8.917 0.000 12.48 0.00 1.80 12.0 2.217 9.000 0.000 12.54 0.00 1.80 12.1 2.220 9.083 0.000 12.61 0.00 1.80 12.1 2.223 9.167 0.000 12.67 0.00 1.81 12.2 2.227 9.250 0.000 12.74 0.00 1.81 12.2 2.230 9.333 0.000 12.81 0.00 1.82 12.3 2.234 9.417 0.000 12.88 0.00 1.82 12.3 2.238 9.500 0.000 12.95 0.00 1.82 12.4 2.241 9.583 0.000 13.02 0.00 1.83 12.5 2.245 9.667 0.000 13.09 0.00 1.83 12.5 2.249 9.750 0.000 13.17 0.00 1.84 12.6 2.253 9.833 0.000 13.24 0.00 1.84 12.7 2.257 9.917 0.000 13.32 0.00 1.85 12.7 2.261 10.000 0.000 13.40 0.00 1.85 12.8 2.265 10.083 0.000 13.48 0.00 1.85 12.9 2.269 10.167 0.000 13.56 0.00 1.86 12.9 2.273 10.250 0.000 13.65 0.00 1.86 13.0 2.278 10.333 0.000 13.73 0.00 1.87 13.1 2.282 10.417 0.000 13.82 0.00 1.87 13.2 2.287 10.500 0.000 13.91 0.00 1.88 13.2 2.291 10.583 0.000 14.00 0.00 1.88 13.3 2.296 10.667 0.000 14.09 0.00 1.89 13.4 2.301 10.750 0.000 14.18 0.00 1.90 13.5 2.306 10.833 0.000 14.28 0.00 1.90 13.6 2.311 10.917 0.000 14.38 0.00 1.91 13.6 2.316 11.000 0.000 14.48 0.00 1.91 13.7 2.321 11.083 0.000 14.58 0.00 1.92 13.8 2.326 11.167 0.000 14.69 0.00 1.92 13.9 2.332 11.250 0.000 14.80 0.00 1.93 14.0 2.337 11.333 0.000 14.91 0.00 1.94 14.1 2.343 11.417 0.000 15.02 0.00 1.94 14.2 2.348 11.500 0.000 15.14 0.00 1.95 14.3 2.354 11.583 0.000 15.26 0.00 1.96 14.4 2.360 11.667 0.000 15.38 0.00 1.96 14.5 2.366 04/23/04 D-56 JOB MADOLE AND ASSOCIATES, INC. SHEET NO. / OF (tt 10601 CHURCH STREET STE. 107 RANCHO CUCAMONGA, CA 91730 CALCULATED BY d!Ey DATE L aY PHONE (909) 948-1311 CHECKED BY DATE SCALE ? CAProciram Files\AutoCAD 20021Drawing2.dwg, 02/23/2004 07:04:44 AM, ats JOB I-(el`Alr 1101' MADOLE AND ASSOCIATES, INC. 10601 CHURCH STREET STE. 107 SHEET N0. OF RANCHO CUCAMONGA, CA 91730 CALCULATED BY 73 DAT PHONE (909) 948-1311 CHECKED BY DATE .sF CATLE F `. M.....c -uwz.� S_rI1fir� t./...e__•ifri ..,_ . :. ._ .......------—.. .........._... ......... _ ._ .�....►. .«. .. _ . .- - I --, — _3I t-• C �1 ._.... «.Iri'I ..iIiIIII _ ..__._- ..c. ...— _ _ - fo �_ C /D} -_ a�1 -3-/ - - ,�II , i JsjiI ------------------ i a 3 i i-- i - ............ - I _ _... I _ CAProgram Files\AutoCAD 20021Drawing2.dwg, 08/20/2003 09:01:27 AM, ats F L 0 0 D R 0 U T I N G A N A L Y S I S USING COUNTY HYDROLOGY MANUAL OF SAN BERNARDINO(1986) (c) Copyright 1989-2002 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2002 License ID 1251 Analysis prepared by: MADOLE & ASSOCIATES, INC. 10601 CHURCH STREET SUITE 107 RANCHO CUCAMONGA CA 91730 909.948.1311 FAX -948.8464 madole@madolerc.com ************************** DESCRIPTION OF STUDY ************************** * CITRUS HEIGHTS NORTH * Q2 UNIT HYDROGRAPH AND FLOOD ROUTING * PARK BASIN (3+ AC) + RCB STORAGE AT INTERIM CONNECTOR TO REGENCY RCB ************************************************************************** FILE NAME: CHN-UH02.DAT TIME/DATE OF STUDY: 06:23 04/23/2004 **************************************************************************** FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>SUBAREA RUNOFF (UNIT-HYDROGRAPH ANALYSIS) ««< (UNIT-HYDROGRAPH ADDED TO STREAM #1) WATERSHED AREA = 135.200 ACRES BASEFLOW = 0.000 CFS/SQUARE-MILE *USER ENTERED "LAG" TIME = 0.182 HOURS CAUTION: LAG TIME IS LESS THAN 0.50 HOURS. THE 5 -MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. VALLEY(DEVELOPED) S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH/HOUR) = 0.527 LOW LOSS FRACTION = 0.585 *HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5 -MINUTES RAINFALL(INCH)= 0.27 SPECIFIED PEAK 30 -MINUTES RAINFALL(INCH)= 0.63 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 0.87 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 1.43 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 1.95 SPECIFIED PEAK 24 --HOUR RAINFALL(INCH) = 3.80 *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5 -MINUTE FACTOR = 0.990 30 -MINUTE FACTOR = 0.990 1 -HOUR FACTOR = 0.990 3 -HOUR FACTOR = 1.000 6 -HOUR FACTOR = 1.000 24-HOUR FACTOR = 1.000 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 45.788 04/23/04 D-9 ---------------------------------------------------------------------------- UNIT HYDROGRAPH DETERMINATION ---------------------------------------------------------------------------- INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) ---------------------------------------------------------------------------- 1 3.749 61.301 2 25.123 349.481 3 60.727 582.150 4 85.651 407.521 5 95.283 157.493 6 98.292 49.194 7 99.168 14.334 8 99.667 8.160 9 99.917 4.080 10 100.000 1.360 ---------------------------------------------------------------------------- TOTAL SOIL -LOSS VOLUME(ACRE-FEET) = 23.5680 TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 19.2353 ---------------------------------------------------------------------------- 04/23/04 D-10 2 4- H O U R S T 0 R M R U N O F F H Y D R 0 G R A P H 04/23/04 D-11 -------------- HYDROGRAPH IN FIVE-MINUTE UNIT INTERVALS(CFS) (Note: Time indicated is at END of Each Unit Intervals) TIME(HRS) --------------------------------------------------------------- VOLUME(AF) Q(CFS) 0. 50.0 100.0 150.0 200.0-- 0.083 0.0011 0.16 Q .---`-------- , 0.167 0.0086 1.08 Q 0.250 0.0266 2.62 Q 0.333 0.0521 3.70 Q 0.417 0.0806 4.13 Q 0.500 0,1100 4.27 Q 0.583 0.1397 4.32 Q 0.667 0.1697 4.35 Q 0.750 0.1998 4.37 Q 0.833 0.2301 4.39 Q 0.917 0.2604 4.40 Q 1.000 0.2908 4.42 Q 1.083 0.3213 4.43 Q 1.167 0.3519 4.44 Q 1.250 0.3825 4.45 Q 1.333 0.4133 4.47 Q 1.417 0.4442 4.48 Q 1.500 0.4751 4.49 Q 1.583 0.5061 4.51 QV 1.667 0.5372 4.52 QV 1.750 0.5685 4.53 QV 1.833 0.5998 4.55 QV 1.917 0.6312 4.56 QV 2.000 0.6627 4.57 QV 2.083 0.6943 4.59 QV 2.167 0.7260 4.60 QV 2.250 0.7577 4.62 QV 2.333 0.7896 4.63 QV 2.417 0.8216 4.64 QV 2.500 0.8537 4.66 QV 2.583 0.8859 4.67 QV 2.667 0.9182 4.69 QV 2.750 0.9506 4.70 QV 2.833 0.9831 4.72 Q V 2.917 1.0157 4.73 Q V 3.000 1.0484 4.75 Q V 3.083 1.0812 4.76 Q V 3.167 1.1141 4.78 Q V 3.250 1.1472 4.80 Q V 3.333 1.1803 4.81 Q V 3.417 1.2136 4.83 Q V 3.500 1.2469 4.85 Q V 3.583 1.2804 4.86 Q V 3.667 1.3140 4.88 Q V 3.750 1.3477 4.90 Q V 3.833 1.3816 4.91 Q V 3.917 1.4155 4.93 Q V 4.000 1.4496 4.95 Q V 4.083 1.4838 4.96 Q V 4.167 1.5181 4.98 Q V 4.250 1.5525 5.00 Q V 4.333 1.5871 5.02 Q V 04/23/04 D-11 4.417 1.6217 5.04 Q V 4.500 1.6566 5.05 Q V 4.583 1.6915 5.07 Q V 4.667 1.7266 5.09 Q v 4.750 1.7618 5.11 Q V 4.833 1.7971 5.13 Q V 4.917 1.8326 5.15 Q V 5.000 1.8682 5.17 Q V 5.083 1.9039 5.19 Q v 5.167 1.9398 5.21 Q V 5.250 1.9758 5.23 Q V 5.333 2.0120 5.25 Q V 5.417 2.0483 5.27 Q V 5.500 2.0847 5.29 Q V 5.583 2.1213 5.31 Q V 5.667 2.1581 5.34 Q v 5.750 2.1950 5.36 Q V 5.833 2.2320 5.38 Q V 5.917 2,2692 5.40 Q V 6.000 2.3066 5.43 Q V 6.083 2.3441 5.45 Q V 6.167 2.3818 5.47 Q V 6.250 2.4197 5.49 Q V 6.333 2.4577 5.52 Q V 6.417 2.4958 5.54 Q V 6.500 2.5342 5.57 Q V 6.583 2.5727 5.59 Q V 6.667 2.6114 5.62 Q V 6.750 2.6502 5.64 Q V 6.833 2.6893 5.67 Q V 6.917 2.7285 5.69 Q V 7.000 2.7679 5.72 Q V 7.083 2.8075 5.75 Q V 7.167 2.8473 5.78 Q V 7.250 2.8872 5.80 Q v 7.333 2.9274 5.83 Q V 7.417 2.9678 5.86 Q v 7.500 3.0083 5.89 Q v 7.583 3.0491 5.92 Q V 7.667 3.0900 5.95 Q v 7.750 3.1312 5.98 Q V 7,833 3.1726 6.01 Q V 7.917 3.2142 6.04 Q V 8.000 3.2560 6.07 Q V 8.083 3.2980 6.10 Q v 8.167 3.3403 6.14 Q V 8.250 3.3828 6.17 Q V 8.333 3.4255 6.20 Q V 8.417 3.4684 6.24 Q V 8.500 3.5116 6.27 Q v 8.583 3.5550 6.31 Q v 8.667 3.5987 6,34 Q V 8.750 3.6426 6.38 Q v 8.833 3.6868 6.42 Q V 8.917 3.7313 6.45 Q v 9.000 3.7760 6.49 Q v 9.083 3.8209 6.53 Q V 9.167 3.8662 6.57 Q v . 9.250 3.9117 6.61 Q V . 9.333 3.9575 6.65 Q V . 9.417 4.0036 6.69 Q v . 9.500 4.0500 6.74 Q V . 9.583 4.0967 6.78 Q V . 9.667 4.1437 6.82 Q V . 04/23/04 D-12 9.750 4.1910 6.67 Q v . 9.833 4,2386 6.91 Q V . 9.917 4.2866 6.96 Q V . 10.000 4.3348 7.01 Q V. 10.083 4.3835 7.06 Q V. 10.167 4.4324 7,11 Q V. 10.250 4.4817 7.16 Q V. 10.333 4.5314 7.21 Q V. 10.417 4.5814 7.26 Q V. 10,500 4.6318 7.32 Q V. 10.583 4.6826 7.37 Q V. 10.667 4.7338 7.43 Q V. 10.750 4.7854 7.49 Q V. 10.833 4.8374 7.55 Q v 10.917 4.8898 7.61 Q V 11.000 4.9426 7.67 Q v 11.083 4,9959 7.74 Q v 11.167 5.0496 7.80 Q v 11.250 5.1038 7,87 Q v 11.333 5.1585 7.94 Q V 11.417 5.2136 8.01 Q v 11.500 5.2693 8.08 Q V 11.583 5.3254 8.15 Q V 11.667 5.3821 8.23 Q V 11.750 5.4393 8.31 Q v 11.833 5.4971 8.39 Q v 11.917 5.5555 8.47 Q v 12.000 5.6144 8.56 Q v 12.083 5.6738 8.62 Q V 12.167 5.7329 8.58 Q v 12.250 5.7912 8.45 Q , v 12.333 5.8490 8.40 Q v 12.417 5.9071 8.43 Q v 12.500 5.9657 8.52 Q v 12.583 6.0251 8.62 Q V 12.667 6.0852 8.73 Q v 12.750 6.1461 8.84 Q v 12.833 6.2077 8.96 Q V 12.917 6.2703 9.08 Q v 13.000 6.3337 9.21 Q v 13.083 6.3980 9.34 Q V 13.167 6.4633 9.48 Q v 13.250 6.5295 9.62 Q V 13.333 6.5968 9.77 Q V 13.417 6.6652 9.93 Q V 13.500 6.7347 10.09 Q v 13.583 6.8055 10.27 Q V 13.667 6.8774 10.45 Q v 13.750 6.9507 10.64 Q v 13.833 7.0253 10.84 Q v 13.917 7.1014 11.05 Q V 14.000 7,1791 11.27 Q V 14.083 7,2585 11.53 Q V 14.167 7.3401 11.86 Q V 14.250 7.4246 12.26 Q V 14.333 7.5117 12.64 Q V 14.417 7.6011 12.98 Q v 14.500 7.6929 13.33 Q V 14.583 7.7B71 13.68 Q V 14.667 7.8840 14.07 Q V 14.750 7.9837 14.48 Q v 14.833 8.0866 14.94 Q v 14.917 8.1928 15.43 Q V 15.000 8.3029 15.98 Q V 04/23/04 D-13 15.083 15.167 15.250 15.333 15.417 15.500 15.583 15.667 15.750 15.833 15.917 16.000 16.083 16.167 16.250 16.333 16.417 16.500 16.583 16.667 16.750 16.833 16.917 17.000 17.083 17.167 17.250 17.333 17.417 17.500 17.583 17.667 17.750 17.833 17.917 18.000 18.083 18.167 18.250 18.333 18.417 18.500 18.583 18.667 18.750 18.833 18.917 19.000 19.083 19.167 19.250 19.333 19.417 19.500 19.583 19.667 19.750 19.833 19.917 20.000 20.083 20.167 20.250 20.333 8.4171 8.5359 8.6600 8.7901 8.9271 9.0725 9.2280 9.3956 9.5784 9.7817 10.0150 10.3063 10.7818 11.7038 12.8900 13.7596 14.2247 14.4930 14.6811 14.8382 14.9737 15.0938 15.2031 15.3051 15.4011 15.4915 15.5767 15.6574 15.7346 15.8088 15.8803 15.9493 16.0162 16.0810 16.1441 16.2054 16.2653 16.3247 16.3842 16.4434 16.5019 16.5594 16.6158 16.6712 16.7256 16.7791 16.8318 16.8836 16.9346 16.9848 17.0343 17.0831 17.1312 17.1787 17.2255 17.2718 17.3174 17.3625 17.4071 17.4512 17.4947 17.5378 17.5804 17.6225 16.58 Q 17.26 Q 18.02 Q 18.89 Q 19.89 Q 21.11 Q 22.58 Q 24.34 Q 26.54 Q 29.52 Q 33.88 Q 42.30 Q . 69.03 133.88 172.24 126.27 67.52 38.96 Q 27.32 Q 22.80 Q 19.69 Q 17:44 Q 15.87 Q 14.82 Q 13.94 Q 13.13 Q 12.37 Q 11.72 Q 11.21 Q 10.77 Q 10.38 Q 10.03 Q 9.71 Q 9.42 Q 9.15 Q 8.90 Q 8.70 Q 8.62 Q 8.64 Q 8.61 Q 8.49 Q 8.34 Q 8.19 Q 8.04 Q 7.90 Q 7.77 Q 7.64 Q 7.52 Q 7.40 Q 7.29 Q 7.19 Q 7.08 Q 6.99 Q 6.89 Q 6.80 Q 6.72 Q 6.63 Q 6.55 Q 6.47 Q 6.40 Q 6.32 Q 6.25 Q 6.19 Q 6.12 Q 0 0 04/23/04 D-14 v v V . v . V . V . V. V. V. V V .v v V Q v Q Q v . V. v v V V V v V V V v V V V v v v v v v v v v v v v v V v v V V V v v v V v V V V V V V V v V V 20.417 17.6643 6.06 Q v 20.500 17.7055 5.99 Q v 20.583 17.7464 5.93 Q v 20.667 17,7868 5.87 Q v 20.750 17.8269 5.82 Q V 20,833 17.8666 5.76 Q v 20.917 17.9059 5.71 Q v 21.000 17.9449 5.66 Q V 21.083 17.9835 5.60 Q v 21.167 18.0217 5.56 Q V 21.250 18.0597 5.51 Q v 21.333 18.0973 5.46 Q V 21.417 18.1345 5.41 Q V 21.500 18.1715 5.37 Q v 21,583 18.2082 5.33 Q v 21.667 18.2446 5.28 Q v 21.750 18.2807 5.24 Q V . 21.633 18.3165 5.20 Q v , 21.917 18.3520 5.16 Q V . 22.000 18.3873 5.12 Q v , 22.083 18.4223 5.08 Q V . 22.167 18.4570 5.05 Q V . 22.250 18.4915 5.01 Q V , 22.333 18.5258 4.97 Q v . i 22.417 18.5598 4.94 Q v . 22.500 18.5935 4,90 Q V . If 22.583 18.6271 4.87 Q v , 22.667 18.6604 4.84 Q V . } 22.750 18.6935 4.80 Q V , 22.833 18.7263 4.77 Q v , 22.917 18.7590 4.74 Q V. 23.000 18.7914 4.71 Q V. 23.083 18.8237 4.68 Q V. 23.167 18.8557 4.65 Q V. 23.250 18.8875 4.62 Q V. 23.333 18.9192 4.59 Q V. 23.417 18.9506 4.57 Q V. 23.500 I 18.9819 4.54 Q V. 23.583 19.0130 4.51 Q V. 23.667 19.0439 4.49 Q V. 1 23.750 19.0746 4,46 Q V. 23.833 19.1051 4.43 Q V. 23.917 19.1355 4.41 Q V. 24.000 19.1657 4.38 Q V_ 24.083 19.1946 4.20 Q V. 24.167 19.2170 3.26 Q V. 24.250 19.2288 1.71 Q V. 24.333 19.2331 0.62 Q V. 24.417 19.2345 0.20 Q V. 24.500 19.2350 0.07 Q V. 24.583 19.2352 0.04 Q V. 24.667 19.2353 0.01 Q V. I 24.750 19.2354 0.00 Q v FLOW PROCESS -- FROM NODE 2.00 TO NODE 3.00 IS CODE = 3.1 »»>FLOW-THROUGH DETENTION BASIN ROUTING MODEL APPLIED TO STREAM #1««< i INFLOW (STREAM 1) I 04/23/04 D-15 I V _effective depth ----------- I (and volume) I ! I I 1 I l....V........ I detention I< -->I outflow j basin I I........ ----------- I l \ I dead I basin outlet V I storage I OUTFLOW ----------- (STREAM 1) ROUTE RUNOFF HYDROGRAPH FROM STREAM NUMBER 1 THROUGH A FLOW-THROUGH DETENTION BASIN SPECIFIED BASIN CONDITIONS ARE AS FOLLOWS: DEAD STORAGE(AF) = 0.000 SPECIFIED DEAD STORAGE(AF) FILLED = 0.000 SPECIFIED EFFECTIVE VOLUME(AF) FILLED ABOVE OUTLET = 0.000 DETENTION BASIN CONSTANT LOSS RATE(CFS) = 0.00 BASIN DEPTH VERSUS OUTFLOW AND STORAGE INFORMATION: INTERVAL DEPTH OUTFLOW STORAGE NUMBER (FT) (CFS) (AF) 1 0.00 0.00 0.000 2 1.00 0.01 1.500 3 2.00 15.10 2.400 4 3.00 21.40 4.500 5 4.00 25.80 6.700 6 5.00 27.70 9.000 7 6.00 29.50 11.400 8 7.00 31.20 13.900 9 8.00 32.80 16.400 10 9.00 34.30 19.100 11 10.00 35.80 21.900 12 11.00 37.20 24.800 13 12.00 38.50 27.800 MODIFIED --PULS BASIN ROUTING MODEL RESULTS(S--MINUTE COMPUTATION INTERVALS): - (Note: Computed EFFECTIVE DEPTH and VOLUME are estimated at the clock time; MEAN OUTFLOW is the average value during the unit interval.) CLOCK MEAN TIME DEAD -STORAGE INFLOW LOSS EFFECTIVE OUTFLOW EFFECTIVE (HRS) FILLED(AF) ---------------------------------------------------------------------------- (CFS) (CFS) DEPTH(FT) (CFS) VOLUME(AF) 0.083 0.000 0.16 0.00 0.00 0.0 0.001 0.167 0.000 1.08 0.00 0.01 0.0 0.009 0.250 0.000 2.62 0.00 0.02 0.0 0.027 0.333 0.000 3.70 0.00 0.03 0.0 0.052 0.417 0.000 4.13 0.00 0.05 0.0 0.081 0.500 0.000 4.27 0.00 0.07 0.0 0.110 0.583 0.000 4.32 0.00 0.09 0.0 0.140 0.667 0.000 4.35 0.00 0.11 0.0 0.170 0.750 0.000 4.37 0.00 0.13 0.0 0.200 0.833 0.000 4.39 0.00 0.15 0.0 0.230 0.917 0.000 4.40 0.00 0.17 0.0 0.260 1.000 0.000 4.42 0.00 0.19 0.0 0.291 04/23/04 D-16 1.083 0.000 4.43 0.00 0.21 0.0 0.321 1.167 0.000 4.44 0.00 0.23 0.0 0.352 1.250 0.000 4.45 0.00 0.25 0.0 0.382 1.333 0.000 4.47 0.00 0.28 0.0 0.413 1.417 0.000 4.48 0.00 0.30 0.0 0.444 1.500 0.000 4.49 0.00 0.32 0.0 0.475 1.583 0.000 4.51 0.00 0.34 0.0 0.506 1.667 0.000 4.52 0.00 0.36 0.0 0.537 1.750 0.000 4.53 0.00 0.38 0.0 0.568 1.833 0.000 4.55 0.00 0.40 0.0 0.599 1.917 0.000 4.56 0.00 0.42 0.0 0.631 2.000 0.000 4.57 0.00 0.44 0.0 0.662 2.083 0.000 4.59 0.00 0.46 0.0 0.694 2.167 0.000 4.60 0.00 0.48 0.0 0.726 2.250 0.000 4.62 0.00 0.50 0.0 0.757 2.333 0.000 4.63 0.00 0.53 0.0 0.789 2.417 0.000 4.64 0.00 0.55 0.0 0.821 2.500 0.000 4.66 0.00 0.57 0.0 0.853 2.583 0.000 4.67 0.00 0.59 0.0 0.885 2.667 0.000 4.69 0.00 0.61 0.0 0.916 2.750 0.000 4.70 0.00 0.63 0.0 0.950 2.833 0.000 4.72 0.00 0.65 0.0 0.982 2.917 0.000 4.73 0.00 0.68 0.0 1.015 3.000 0.000 4.75 0.00 0.70 0.0 1.048 3.083 0.000 4.76 0.00 0.72 0.0 1.080 3.167 0.000 4.78 0.00 0.74 0.0 1.113 3.250 0.000 4.80 0.00 0.76 0.0 1.146 3.333 0.000 4.81 0.00 0.79 0.0 1.179 3.417 0.000 4.83 0.00 0.81 0.0 1.212 3.500 0.000 4.85 0.00 0.83 0.0 1.246 3.583 0.000 4.86 0.00 0.85 0.0 1.279 3.667 0.000 4.88 0.00 0.88 0.0 1.313 3.750 0.000 4.90 0.00 0.90 0.0 1.346 3.833 0.000 4.91 0.00 0.92 0.0 1.380 3.917 0.000 4.93 0.00 0.94 0.0 1.414 4.000 0.000 4.95 0.00 0.97 0.0 1.448 4.083 0.000 4.96 0.00 0.99 0.0 1.482 4.167 0.000 4.98 0.00 1.02 0.1 1.515 4.250 0.000 5.00 0.00 1.05 0.5 1.546 4.333 0.000 5.02 0.00 1.08 1.0 1.574 4.417 0.000 5.04 0.00 1.11 1.5 1.598 4.500 0.000 5.05 0.00 1.13 1.8 1.621 4.583 0.000 5.07 0.00 1.16 2.2 1.640 4.667 0.000 5.09 0.00 1.18 2.5 1.658 4.750 0.000 5.11 0.00 1.19 2.8 1.674 4.833 0.000 5.13 0.00 1.21 3.0 1.688 4.917 0.000 5.15 0.00 1.22 3.3 1.701 5.000 0.000 5.17 0.00 1.24 3.5 1.713 5.083 0.000 5.19 0.00 1.25 3.7 1.723 5.167 0.000 5.21 0.00 1.26 3.8 1.733 5.250 0.000 5.23 0.00 1.27 4.0 1.741 5.333 0.000 5.25 0.00 1.28 4.1 1.749 5.417 0.000 5.27 0.00 1.28 4.2 1.756 5.500 0.000 5.29 0.00 1.29 4.4 1.763 5.583 0.000 5.31 0.00 1.30 4.5 1.769 5.667 0.000 5.34 0.00 1.30 4.6 1.774 5.750 0.000 5.36 0.00 1.31 4.6 1.779 5.833 0.000 5.36 0.00 1.31 4.7 1.783 5.917 0.000 5.40 0.00 1.32 4.8 1.787 6.000 0.000 5.43 0.00 1.32 4.9 1.791 6.083 0.000 5.45 0.00 1.33 4.9 1.795 6.167 0.000 5.47 0.00 1.33 5.0 1.798 6.250 0.000 5.49 0.00 1.33 5.0 1.801 6.333 0.000 5.52 0.00 1.34 5.1 1.604 04/23/04 D-17 6.417 0.000 5.54 0.00 1.34 5.1 1.807 6.500 0.000 5.57 0.00 1.34 5.2 1.810 6.583 0.000 5.59 0.00 1.35 5.2 1.812 6.667 0.000 5.62 0.00 1.35 5.3 1.815 6.750 0.000 5.64 0.00 1.35 5.3 1.817 6.833 0.000 5.67 0.00 1.35 5.3 1.819 6.917 0.000 5.69 0.00 1.36 5.4 1.821 7.000 0.000 5.72 0.00 1.36 5.4 1.824 7.083 0.000 5.75 0.00 1.36 5.5 1.826 7.167 0.000 5.78 0.00 1.36 5.5 1.828 7.250 0.000 5.80 0.00 1.37 5.5 1.830 7.333 0.000 5.83 0.00 1.37 5.6 1.831 7.417 0.000 5.86 0.00 1.37 5.6 1.833 7.500 0.000 5.89 0.00 1.37 5.6 1.835 7.583 0.000 5.92 0.00 1.37 5.6 1.837 7.667 0.000 5.95 0.00 1.38 5.7 1.839 7.750 0.000 5.98 0.00 1.38 5.7 1.841 7.833 0.000 6.01 0.00 1.38 5.7 1.843 7.917 0.000 6.04 0.00 1.38 5.8 1.844 8.000 0.000 6.07 0.00 1.38 5.8 1.846 8.083 0.000 6.10 0.00 1.39 5.8 1.848 8.167 0.000 6.14 0.00 1.39 5.9 1.850 8.250 0.000 6.17 0.00 1.39 5.9 1.852 8.333 0.000 6.20 0.00 1.39 5.9 1.854 8.417 0.000 6.24 0.00 1.40 6.0 1.856 8.500 0.000 6.27 0.00 1.40 6.0 1.858 8.583 0.000 6.31 0.00 1.40 6.0 1.860 8.667 0.000 6.34 0.00 1.40 6.1 1.862 8.750 0.000 6.38 0.00 1.40 6.1 1.864 8.833 0.000 6.42 0.00 1.41 6.1 1.866 8.917 0.000 6.45 0.00 1.41 6.2 1.868 9.000 0.000 6.49 0.00 1.41 6.2 1.870 9.083 0.000 6.53 0.00 1.41 6.2 1.872 9.167 0.000 6.57 0.00 1.42 6.3 1.874 9.250 0.000 6.61 0.00 1.42 6.3 1.876 9.333 0.000 6.65 0.00 1.42 6.3 1.878 9.417 0.000 6.69 0.00 1.42 6.4 1.880 9.500 0.000 6.74 0.00 1.43 6.4 1.883 9.583 0.000 6.78 0.00 1.43 6.4 1.885 9.667 0.000 6.82 0.00 1.43 6.5 1.887 9.750 0.000 6.87 0.00 1.43 6.5 1.890 9.833 0.000 6.91 0.00 1.44 6.6 1.892 9.917 0.000 6.96 0.00 1.44 6.6 1.895 10.000 0.000 7.01 0.00 1.44 6.6 1.897 10.083 0.000 7.06 0.00 1.44 6.7 1.900 10.167 0.000 7.11 0.00 1.45 6.7 1.902 10.250 0.000 7.16 0.00 1.45 6.8 1.905 10.333 0.000 7.21 0.00 1.45 6.8 1.908 10.417 0.000 7.26 0.00 1.46 6.9 1.910 10.500 0.000 7.32 0.00 1.46 6.9 1.913 10.583 0.000 7.37 0.00 1.46 7.0 1.916 10.667 0.000 7.43 0.00 1.47 7.0 1.919 10.750 0.000 7.49 0.00 1.47 7.1 1.922 10.833 0.000 7.55 0.00 1.47 7.1 1.925 10.917 0.000 7.61 0.00 1.48 7.2 1.928 11.000 0.000 7.67 0.00 1.48 7.2 1.931 11.083 0.000 7.74 0.00 1.48 7.3 1.934 11.167 0.000 7.80 0.00 1.49 7.3 1.938 11.250 0.000 7.87 0.00 1.49 7.4 1.941 11.333 0.000 7.94 0.00 1.49 7.4 1.945 11.417 0.000 8.01 0.00 1.50 7.5 1.948 11.500 0.000 8.08 0.00 1.50 7.6 1.952 11.583 0.000 8.15 0.00 1.51 7.6 1.955 11.667 0.000 8.23 0.00 1.51 7.7 1.959 04/23/04 D-18 11.750 0.000 8.31 0.00 1.51 7.7 1.963 11.833 0.000 8.39 0.00 1.52 7.8 1.967 11.917 0.000 8.47 0.00 1.52 7.9 1.971 12.000 0.000 8.56 0.00 1.53 7.9 1.975 12.083 0.000 8.62 0.00 1.53 8.0 1.980 12.167 0.000 8.58 0.00 1.54 8.1 1.983 12.250 0.000 8.45 0.00 1.54 8.1 1.985 12.333 0.000 8.40 0.00 1.54 8.2 1.987 12.417 0.000 8.43 0.00 1.54 8.2 1.989 12.500 0.000 8.52 0.00 1.55 8.2 1.991 12.583 0.000 8.62 0.00 1.55 8.3 1.993 12.667 0.000 8.73 0.00 1.55 8.3 1.996 12.750 0.000 8.84 0.00 1.55 8.4 1.999 12.833 0.000 8.96 0.00 1.56 8.4 2.003 12.917 0.000 9.08 0.00 1.56 8.5 2.007 13.000 0.000 9.21 0.00 1.57 8.6 2.012 13.083 0.000 9.34 0.00 1.57 8.6 2.017 13.167 0.000 9.48 0.00 1.58 8.7 2.022 13.250 0.000 9.62 0.00 1.59 8.8 2.027 13.333 0.000 9.77 0.00 1.59 8.9 2.033 13.417 0.000 9.93 0.00 1.60 9.0 2.040 13.500 0.000 10.09 0.00 1.61 9.1 2.047 13.583 0.000 10.27 0.00 1.62 9.2 2.054 13.667 0.000 10.45 0.00 1.62 9.4 2.061 13.750 0.000 10.64 0.00 1.63 9.5 2.069 13.833 0.000 10.84 0.00 1.64 9.6 2.077 13.917 0.000 11.05 0.00 1.65 9.8 2.086 14.000 0.000 11.27 0.00 1.66 9.9 2.096 14.083 0.000 11.53 0.00 1.67 10.1 2.106 14.167 0.000 11.86 0.00 1.69 10.3 2.117 14.250 0.000 12.26 0.00 1.70 10.5 2.129 14.333 0.000 12.64 0.00 1.71 10.7 2.143 14.417 0.000 12.98 0.00 1.73 10.9 2.157 14.500 0.000 13.33 0.00 1.75 11.2 2.172 14.583 0.000 13.68 0.00 1.76 11.4 2.188 14.667 0.000 14.07 0.00 1.78 11.7 2.204 14.750 0.000 14.48 0.00 1.80 12.0 2.221 14.833 0.000 14.94 0.00 1.82 12.3 2.240 14.917 0.000 15.43 0.00 1.84 12.6 2.260 15.000 0.000 15.98 0.00 1.87 12.9 2.281 15.083 0.000 16.58 0.00 1.89 13.3 2.303 15.167 0.000 17.26 0.00 1.92 13.7 2.328 15.250 0.000 18.02 0.00 1.95 14.1 2.355 15.333 0.000 18.89 0.00 1.98 14.6 2.384 15.417 0.000 19.89 0.00 2.01 15.0 2.418 15.500 0.000 21.11 0.00 2.03 15.2 2.459 15.583 0.000 22.58 0.00 2.05 15.4 2.508 15.667 0.000 24.34 0.00 2.08 15.5 2.569 15.750 0.000 26.54 0.00 2.12 15.7 2.644 15.833 0.000 29.52 0.00 2.16 16.0 2.737 15.917 0.000 33.88 0.00 2.22 16.3 2.858 16.000 0.000 42.30 0.00 2.30 16.7 3.034 16.083 0.000 69.03 0.00 2.47 17.5 3.389 16.167 0.000 133.88 0.00 2.85 19.3 4.178 16.250 0.000 172.24 0.00 3.33 21.6 5.216 16.333 0.000 126.27 0.00 3.65 23.5 5.923 16.417 0.000 67.52 0.00 3.78 24.5 6.219 16.500 0.000 38.96 0.00 3.83 24.9 6.316 16.583 0.000 27.32 0.00 3.83 25.0 6.331 16.667 0.000 22.80 0.00 3.83 25.0 6.316 16.750 0.000 19.69 0.00 3.81 25.0 6.279 16.833 0.000 17.44 0.00 3.79 24.9 6.228 16.917 0.000 15.87 0.00 3.76 24.8 6.166 17.000 0.000 14.82 0.00 3.73 24.7 6.098 04/23/04 D-19 17.083 0.000 13.94 0.00 3.69 24.5 6.026 17.167 0.000 13.13 0.00 3.66 24.4 5.948 17.250 0.000 12.37 0.00 3.62 24.2 5.867 17.333 0.000 11.72 0.00 3.58 24.0 5.782 17.417 0.000 11.21 0.00 3.54 23.9 5.694 17.500 0.000 10.77 0.00 3.50 23.7 5.605 17.583 0.000 10.38 0.00 3.46 23.5 5.515 17.667 0.000 10.03 0.00 3.42 23.3 5.423 17.750 0.000 9.71 0.00 3.38 23.2 5.331 17.833 0.000 9.42 0.00 3.34 23.0 5.237 17.917 0.000 9.15 0.00 3.29 22.8 5.143 18.000 0.000 8.90 0.00 3.25 22.6 5.049 18.083 0.000 8.70 0.00 3.21 22.4 4.955 18.167 0.000 8.62 0.00 3.16 22.2 4.861 18.250 0.000 8.64 0.00 3.12 22.0 4.769 18.333 0.000 8.61 0.00 3.08 21.8 4.678 18.417 0.000 8.49 0.00 3.04 21.7 4.587 18.500 0.000 8.34 0.00 3.00 21.5 4.496 18.583 0.000 8.19 0.00 2.96 21.3 4.406 18.667 0.000 8.04 0.00 2.91 21.0 4.317 18.750 0.000 7.90 0.00 2.87 20.7 4.229 18.833 0.000 7.77 0.00 2.83 20.5 4.142 18.917 0.000 7.64 0.00 2.79 20.2 4.055 19.000 0.000 7.52 0.00 2.75 19.9 3.970 19.083 0.000 7.40 0.00 2.71 19.7 3.885 19.167 0.000 7.29 0.00 2.67 19.4 3.802 19.250 0.000 7.19 0.00 2.63 19.2 3.719 19.333 0.000 7.08 0.00 2.59 18.9 3.637 19.417 0.000 6.99 0.00 2.55 18.7 3.557 19.500 0.000 6.89 0.00 2.51 18.5 3.477 19.583 0.000 6.80 0.00 2.48 18.2 3.399 19.667 0.000 6.72 0.00 2.44 18.0 3.321 19.750 0.000 6.63 0.00 2.40 17.7 3.244 19.833 0.000 6.55 0.00 2.37 17.5 3.169 19.917 0.000 6.47 0.00 2.33 17.3 3.094 20.000 0.000 6.40 0.00 2.30 17.1 3.021 20.083 0.000 6.32 0.00 2.26 16.9 2.948 20.167 0.000 6.25 0.00 2.23 16.6 2.877 20.250 0.000 6.19 0.00 2.19 16.4 2.806 20.333 0.000 6.12 0.00 2.16 16.2 2.737 20.417 0.000 6.06 0.00 2.13 16.0 2.668 20.500 0.000 5.99 0.00 2.10 15.8 2.601 20.583 0.000 5.93 0.00 2.06 15.6 2.534 20.667 0.000 5.87 0.00 2.03 15.4 2.468 20.750 0.000 5.82 0.00 2.00 15.2 2.404 20.833 0.000 5.76 0.00 1.94 14.6 2.343 20.917 0.000 5.71 0.00 1.88 13.7 2.288 21.000 0.000 5.66 0.00 1.62 12.8 2.239 21.083 0.000 5.60 0.00 1.77 12.0 2.194 21.167 0.000 5.56 0.00 1.73 11.3 2.155 21.250 0.000 5.51 0.00 1.69 10.7 2.119 21.333 0.000 5.46 0.00 1.65 10.1 2.087 21.417 0.000 5.41 0.00 1.62 9.6 2.058 21.500 0.000 5.37 0.00 1.59 9.1 2.032 21.583 0.000 5.33 0.00 1.57 8.7 2.009 21.667 0.000 5.28 0.00 1.54 8.4 1.987 21.750 0.000 5.24 0.00 1.52 8.0 1.968 21.833 0.000 5.20 0.00 1.50 7.7 1.951 21.917 0.000 5.16 0.00 1.48 7.4 1.935 22.000 0.000 5.12 0.00 1.47 7.2 1.921 22.083 0.000 5.08 0.00 1..45 7.0 1.908 22.167 0.000 5.05 0.00 1.44 6.8 1.896 22.250 0.000 5.01 0.00 1.43 6.6 1.886 22.333 0.000 4.97 0.00 1.42 6.4 1.876 04/23/04 D-20 22.417 0.000 4.94 0.00 1.41 6.2 1.867 22.500 0.000 4.90 0.00 1.40 6.1 1.859 22.583 0.000 4.87 0.00 1.39 6.0 1.851 22.667 0.000 4.84 0.00 1.38 5.8 1.844 22.750 0.000 4.80 0.00 1.38 5.7 1.838 22.833 0.000 4.77 0.00 1.37 5.6 1.832 22.917 0.000 4.74 0.00 1.36 5.5 1.827 23.000 0.000 4.71 0.00 1.36 5.4 1.821 23.083 0.000 4.68 0.00 1.35 5.4 1.817 23.167 0.000 4.65 0.00 1.35 5.3 1.812 23.250 0.000 4.62 0.00 1.34 5.2 1.808 23.333 0.000 4.59 0.00 1.34 5.1 1.805 23.417 0.000 4.57 0.00 1.33 5.1 1.801 23.500 0.000 4.54 0.00 1.33 5.0 1.798 23.583 0.000 4.51 0.00 1.33 5.0 1.794 23.667 0.000 4.49 0.00 1.32 4.9 1.791 23.750 0.000 4.46 0.00 1.32 4.9 1.789 23.833 0.000 4.43 0.00 1.32 4.8 1.786 23.917 0.000 4.41 0.00 1.31 4.8 1.783 24.000 0.000 4.38 0.00 1.31 4.7 1.781 24.083 0.000 4.20 0.00 1.31 4.7 1.777 24.167 0.000 3.26 0.00 1.30 4.6 1.768 24.250 0.000 1.71 0.00 1.28 4.4 1.750 24.333 0.000 0.62 0.00 1.25 4.0 1.727 24.417 0.000 0.20 0.00 1.23 3.6 1.703 24.500 0.000 0.07 0.00 1.20 3.2 1.681 24.583 0.000 0.04 0.00 1.18 2.9 1.662 24.667 0.000 0.01 0.00 1.16 2.6 1.644 24.750 0.000 0.00 0.00 1.14 2.3 1.628 24.833 0.000 0.00 0.00 1.13 2.0 1.614 24.917 0.000 0.00 0.00 1.11 1.8 1.602 25.000 0.000 0.00 0.00 1.10 1.6 1.591 25.083 0.000 0.00 0.00 1.09 1.4 1.581 25.167 0.000 0.00 0.00 1.08 1.3 1.572 25.250 0.000 0.00 0.00 1.07 1.1 1.564 25.333 0.000 0.00 0.00 1.06 1.0 1.557 25.417 0.000 0.00 0.00 1.06 0.9 1.551 25.500 0.000 0.00 0.00 1.05 0.8 1.545 25.583 0.000 0.00 0.00 1.04 0.7 1.540 25.667 0.000 0.00 0.00 1.04 0.6 1.536 25.750 0.000 0.00 0.00 1.04 0.6 1.532 25.833 0.000 0.00 0.00 1.03 0.5 1.528 25.917 -------------------------------------------------------------------------- 0.000 0.00 0.00 1.03 0.5 1.525 PROCESS SUMMARY OF STORAGE: INFLOW VOLUME = 19.235 AF BASIN STORAGE = 0.917 AF (WITH 0.000 AF INITIALLY FILLED) OUTFLOW VOLUME = 18.318 AF LOSS VOLUME = 0.000 AF FLOW PROCESS FROM NODE 10.00 TO NODE 3.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>SUBAREA RUNOFF (UNIT-HYDROGRAPH ANALYSIS) ««< (UNIT-HYDROGRAPH ADDED TO STREAM #2) WATERSHED AREA = 43.300 ACRES BASEFLOW = 0.000 CFS/SQUARE-MILE *USER ENTERED "LAG" TIME = 0.195 HOURS CAUTION: LAG TIME IS LESS THAN 0.50 HOURS. THE 5 -MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) 04/23/04 D-21 MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. VALLEY(DEVELOPED) S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH/HOUR) = 0.415 LOW LOSS FRACTION = 0.461 ` *HYDROGRAPH MODEL #1 SPECIFIED* SPECIFIED PEAK 5 -MINUTES RAINFALL(INCH)= 0.27 SPECIFIED PEAK 30 -MINUTES RAINFALL(INCH)= 0.63 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 0.87 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 1.43 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 1.95 SPECIFIED PEAK 24-HOUR RAINFALL(INCH) = 3.80 *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5 -MINUTE FACTOR = 0.990 30 -MINUTE FACTOR = 0.990 1 -HOUR FAC'T'OR = 0.990 3 -HOUR FACTOR = 1.000 6 -HOUR FACTOR = 1.000 24-HOUR FACTOR = 1.000 UNIT HYDROGRAPH TIME UNIT 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 42.735 s UNIT HYDROGRAPH DETERMINATION ---------------------------------------------------------------------------- INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER MEAN VALUES ORDINATES(CFS) ---------------------------------------------------------------------------- 1 3.285 17.201 2 22.094 98.497 3 54.706 170.774 4 81.773 141.739 j 5 93.383 60.795 6 97.683 22.521 7 98.802 5.859 8 99.451 3.399 9 99.780 1.724 10 99.945 0.862 11 100.000 0.287 I ---------------------------------- -..------------------------------------------ TOTAL SOIL -LOSS VOLUME(ACRE-FEET) = 5.9479 TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 7.7598 ----------_------------------------------------------------------------------ 04/23/04 D-22 2 4 -- H 0 U R S T 0 R M R U N O F F H Y D R 0 G R A P H 04/23/04 D-23 HYDROGRAPH IN FIVE-MINUTE UNIT INTERVALS(CFS) (Note: Time indicated is at END of Each Unit Intervals) ---------------------------------------------------------------------------- TIME(HRS) ---------------------------------------------------------------------------- VOLUME(AF) Q(CFS) 0. 15.0 30.0 45.0 60.0 0.083 0.0004 0.06 Q 0.167 0.0031 0.40 Q 0.250 0.0099 0.98 Q 0.333 0.0200 1.47 Q 0.417 0.0316 1.68 VQ 0.500 0.0438 1.76 VQ 0.563 0.0561 1.79 VQ 0.667 0.0685 1.81 VQ 0.750 0.0810 1.82 VQ 0.833 0.0936 1.82 VQ 0.917 0.1062 1.83 VQ 1.000 0.1188 1.84 VQ 1.083 0.1315 1.84 VQ 1.167 0.1442 1.85 VQ 1.250 0.1570 1.85 VQ 1.333 0.1698 1.86 VQ 1.417 0.1826 1.86 VQ 1.500 0.1955 1.87 Q 1.583 0.2084 1.87 Q 1.667 0.2213 1.88 Q 1.750 0.2343 1.88 Q 1.833 0.2473 1.89 Q 1.917 0.2604 1.90 Q 2.000 0.2735 1.90 Q 2.083 0.2866 1.91 Q 2.167 0.2998 1.91 Q 2.250 0.3130 1.92 Q 2.333 0.3262 1.92 Q 2.417 0.3395 1.93 Q 2.500 0.3529 1.94 Q 2.583 0.3663 1.94 Q 2.667 0.3797 1.95 Q 2.750 0.3932 1.96 QV 2.833 0.4067 1.96 QV 2.917 0.4202 1.97 Qv 3.000 0.4338 1.97 QV 3.083 0.4475 1.98 QV 3.167 0.4612 1.99 QV 3.250 0.4749 1.99 QV 3.333 0.4887 2.00 QV 3.417 0.5025 2.01 .QV 3.500 0.5164 2.01 QV 3.563 0.5303 2.02 QV 3.667 0.5442 2.03 QV 3.750 0.5583 2.03 QV 3.833 0.5723 2.04 QV 3.917 0.5864 2.05 Q V 4.000 0.6006 2.06 Q V 4.063 0.6148 2.06 Q V 4.167 0.6291 2.07 Q V 4.250 0.6434 2.08 Q V 4.333 0.6578 2.09 Q V 04/23/04 D-23 4.417 0.6722 2.09 .Q V 4.500 0.6866 2.10 Q V 4.583 0.7012 2.11 Q V 4.667 0.7158 2.12 Q V } 4.750 0.7304 2.12 Q V j 4.833 0.7451 2.13 Q V 4.917 0.7598 2.14 Q V 5.000 0.7746 2.15 Q V 5.083 0.7895 2.16 Q V 5.167 0.8044 2.17 Q V 5.250 0.8194 2.17 Q V 5.333 0.8344 2.18 Q V 5.417 0.8495 2.19 Q V 5.500 0.8646 2.20 Q V 5.583 0.8799 2.21 Q V 5.667 0.8951 2.22 Q V 5.750 0.9105 2.23 Q V i 5.833 0,9259 2.24 Q V 5.917 0.9413 2.25 Q V 6.000 0.9569 2.26 Q V 6.083 0.9725 2.26 Q V 6.167 0.9881 2.27 Q V 6.250 1.0039 2.28 Q V 6.333 1.0197 2.29 Q V 6.417 1.0355 2.30 Q V 6.500 1.0515 2.31 Q V 6.583 1.0675 2.32 Q V 6.667 1,0836 2.33 Q V 6.750 1.0997 2.35 Q V 6.833 1.1159 2.36 Q V f 6.917 1.1322 2.37 Q V 7.000 1.1486 2.38 Q V I 7.083 1.1651 2.39 Q V 7.167 1.1816 2.40 Q V 7,250 1.1982 2.41 Q v 7.333 1.2149 2.42 Q V 7.417 1.2317 2.44 Q V 7.500 1.2485 2.45 Q V 7.583 1.2655 2.46 Q V 7.667 1.2825 2.47 Q V 7.750 1.2996 2.48 Q v 7.833 1.3168 2.50 Q V 7.917 1.3341 2.51 Q v 8.000 1.3515 2.52 Q v 8.083 1.3689 2.54 Q V i 8.167 1.3865 2.55 Q V 8.250 1.4041 2.56 Q v 8.333 1.4219 2.58 Q V i 8.417 1.4397 2.59 Q V 8.500 1.4577 2.61 Q V 8.583 1.4757 2.62 Q V 8.667 1.4939 2.64 Q v 8.750 1.5121 2.65 Q V 8.833 1.5305 2.67 Q V 8.917 1.5490 2.68 Q V 9.000 1.5676 2.70 Q v . 9.083 1.5862 2,71 Q V . 9.167 1.6050 2.73 Q V . 9.250 1.6240 2.75 Q V . 9.333 1.6430 2.76 Q V . 9.417 1.6622 2.78 Q V . 9.500 1.6814 2.80 Q v . 9.583 1.7008 2.82 Q V . 9.667 1.7204 2.84 Q V . 04/23/04 D-24 9.750 1.7400 2.85 .Q V . 9.833 1.7598 2.87 Q V. 9.917 1.7797 2.89 Q V. 10.000 1.7998 2.91 Q V. 10.083 1,8200 2.93 Q V. 10.167 1.8403 2.95 Q V. 10.250 1.8608 2.97 Q V. 10.333 1.8814 3.00 Q V. 10.417 1.9022 3.02 Q V. 10.500 1.9232 3.04 Q V. 10.583 1.9443 3.06 Q V 10.667 1.9655 3.09 Q V 10.750 1.9870 3.11 Q V 10.833 2.0086 3.14 Q V 10.917 2.0303 3.16 Q V 11.000 2.0523 3.19 Q V 11.083 2.0744 3.21 Q v 11.167 2.0967 3.24 Q V 11.250 2.1192 3.27 Q v 11.333 2.1419 3.30 Q v 11.417 2.1648 3.33 Q V 11.500 2.1880 3.36 Q v 11.583 2.2113 3.39 Q V 11.667 2.2348 3.42 Q v 11.750 2.2586 3.45 Q v 11.833 2.2826 3.48 Q v 11.917 2.3066 3.52 Q V 12.000 2.3313 3.55 Q V 12.083 2.3560 3.58 Q V 12.167 2.3806 3.57 Q V 12.250 2.4048 3.53 Q v 12.333 2.4289 3.50 Q v 12.417 2.4531 3.51 Q V 12.500 2.4774 3.54 Q V 12.583 2.5021 3.58 Q V 12.667 2.5270 3.62 Q V 12.750 2.5523 3.67 Q V 12.833 2.5779 3.72 Q V 12.917 2.6039 3.77 Q V 13.000 2.6302 3.82 Q V 13.083 2.6569 3.88 Q v 13.167 2.6840 3.93 Q V 13.250 2.7114 3.99 Q V 13.333 2.7394 4.05 Q v 13.417 2.7677 4.12 Q v 13.500 2.7966 4.19 Q v 13.583 2.8259 4.26 Q v 13.667 2.8558 4.33 Q V 13.750 2.8861 4.41 Q v 13.833 2.9171 4.50 Q v 13.917 2.9487 4.58 Q v 14.000 2.9809 4.67 Q v 14.083 3.0136 4.78 Q v 14.167 3.0476 4.91 Q V 14.250 3.0825 5.07 Q v 14.333 3.1186 5.23 Q v 14.417 3.1556 5.38 Q v 14.500 3.1936 5.52 Q v 14.583 3.2326 5.67 Q v 14.667 3.2727 5.83 Q v 14.750 3.3140 6.00 Q v 14.833 3.3566 6.18 Q v 14.917 3.4006 6.38 Q V 15.000 3.4461 6.61 Q v 04/23/04 D-25 i 15.083 3.4933 6.86 Q V . 15.167 3.5424 7.13 Q V . 15.250 3.5937 7.44 Q v . 15.333 3.6474 7.80 Q V . 15.417 3.7039 8.21 Q V. 15.500 3.7638 8.70 Q V. 15.583 3.8278 9.29 Q V. 15.667 3.8968 10.01 Q V 15.750 3.9718 10.89 Q v I 15.833 4.0550 12.08 Q v 15.917 4.1499 13.79 Q• V 16.000 4.2659 16.83 Q v 16.083 4.4389 25.13 Q V 16.167 4.7441 44.31 V Q- 16.250 5.1374 57.11 V Q . 16.333 5.4636 47.36 V .Q } 16.417 5.6545 27.72 Q V. l 16.500 5.7719 17.04 Q V. 16.583 5.8523 11.68 Q V 16.667 5.9192 9.72 Q V 16.750 5.9769 8.38 Q V 16.833 6.0282 7.45 Q v 16.917 6.0748 6.76 Q v 17.000 6.1178 6.24 Q V 17.083 6.1581 5.86 Q v 17.167 6.1961 5.52 Q v 17.250 6.2319 5.20 Q v 17.333 6.2659 4.92 Q v 17.417 6.2982 4.70 Q v 17.500 6.3293 4.51 Q V 17.583 6.3592 4.35 Q v 17.667 6.3881 4.20 Q v 1 17.750 6.4161 4.06 Q v 17.833 6.4432 3.94 Q V ' 17.917 6.4695 3.83 Q v 18.000 6.4952 3.72 Q v 18.083 6.5202 3.63 Q v 18.167 6.5449 3.59 Q V 18.250 6.5697 3.59 Q V 18.333 6.5944 3.58 Q V 18.417 6.6187 3.54 Q V 18.500 6.6427 3.48 Q V 18.583 6.6662 3.42 Q V 18.667 6.6893 3.36 Q V 18.750 6.7121 3.30 Q V 18.833 6.7344 3.24 Q V 18.917 6.7563 3.19 Q v 19.000 6.7779 3.14 Q v 19.083 6.7992 3.09 Q v 19.167 6.8202 3.04 Q v 19.250 6.8408 3.00 Q V 19.333 6.8611 2.95 Q v 19.417 6.8812 2.91 Q v 19.500 6.9010 2.87 Q v 19.583 6.9205 2.84 Q v 19.667 6.9398 2.80 Q V 19.750 6.9588 2.76 Q V 19.633 6.9776 2.73 Q v 19.917 6.9962 2.70 Q v 20.000 7.0146 2.67 Q v 20.083 7.0327 2.64 Q V 20.167 7.0507 2.61 Q V , 20.250 7.0684 2.58 Q v 20.333 7.0860 2.55 Q V 04/23/04 D-26 20.417 7.1034 2.52 Q v 20.500 7.1206 2.50 Q v 20.583 7.1376 2.47 Q V 20.667 7.1545 2.45 Q v 20.750 7.1712 2.42 Q V 20.633 7.1877 2.40 Q V 20.917 7.2041 2.38 Q V 21.000 7.2203 2.36 Q v 21.083 7.2364 2.34 Q V 21.167 7.2523 2.31 Q V 21.250 7.2681 2.29 Q V 21.333 7.2838 2.27 Q V 21.417 7.2993 2.26 Q V j 21.500 7.3147 2.24 Q V 21.583 7.3300 2.22 Q V 21.667 7.3451 2.20 .Q V 21.750 7.3602 2.18 Q v ' 21.833 7.3751 2.17 Q V . 21.917 7.3B99 2.15 Q V . 22.000 7.4046 2.13 Q V . 22.083 7.4192 2.12 Q V . 22.167 7.4336 2.10 Q V . 22.250 7.4480 2.09 Q v . 22.333 7.4623 2.07 Q V . } 22.417 7.4764 2.06 Q v . 22.500 7.4905 2.04 Q v . 22.583 7.5044 2.03 Q V . 22.667 7.5183 2.01 Q V . 22.750 7.5321 2.00 Q V . I 22.833 7.5458 1.99 Q V . 22.917 7.5594 1.97 Q v . 23.000 7.5729 1.96 Q V. 23.083 7.5863 1.95 Q V. I 23.167 7.5997 1.94 Q V. 23.250 7.6129 1.92 Q V. 23.333 7.6261 1.91 Q V. 23.417 7.6392 1.90 Q V. 23.500 7.6522 1.89 Q V. 23.583 7.6651 1.88 Q V. 23.667 7.6780 1.87 Q V. 23.750 7.6908 1.86 Q V. 23.833 7.7035 1.85 Q V. 23.917 7.7162 1.B4 Q V. 24.000 7.7287 1.83 Q V. 24.083 7.7408 1.76 Q V. 24.167 7.7505 1.41 Q V. 24.250 7.7562 0.82 Q V. 24.333 7.7584 0.33 Q V. 24.417 7.7593 0.12 Q V. 24.500 7.7596 0.04 Q V. 24.583 7.7597 0.02 Q V. 24.667 7.7598 0.01 Q V. FLOW PROCESS FROM NODE ---------------------------------------------------------------------------- 11.00 TO NODE 3.00 IS CODE = 1 »»>SUBAREA RUNOFF (UNIT-HYDROGRAPH ANALYSIS) ««< (UNIT-HYDROGRAPH ADDED TO STREAM 43) WATERSHED AREA = 30.000 ACRES BASEFLOW = 0.000 CFS/SQUARE-MILE 04/23/04 D-27 *USER ENTERED "LAG" TIME = 0.239 HOURS CAUTION: LAG TIME IS LESS THAN 0.50 HOURS. THE 5 -MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. VALLEY(DEVELOPED) S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH/HOUR) = 0.585 LOW LOSS FRACTION = 0.625 *HYDROGRAPH MODEL 01 SPECIFIED* SPECIFIED PEAK 5 -MINUTES RAINFALL(INCH)= 0.27 SPECIFIED PEAK 30 -MINUTES RAINFALL(INCH)= 0.63 SPECIFIED PEAK 1 -HOUR RAINFALL(INCH) = 0.87 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 1.43 SPECIFIED PEAK 6 -HOUR RAINFALL(INCH) = 1.95 SPECIFIED PEAK 24-HOUR RAINFALL(INCH) = 3.80 *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5 -MINUTE FACTOR = 0.990 30 -MINUTE FACTOR = 0.990 1 -HOUR FACTOR = 0.990 3 -HOUR FACTOR = 1.000 6 -HOUR FACTOR = 1.000 24-HOUR FACTOR = 1.000 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 34.868 ----------------- INTERVAL NUMBER ---------------- 1 2 + 3 4 5 6 7 8 9 j 10 11 12 UNIT HYDROGRAPH DETERMINATION ------------------------------------------------------- "S" GRAPH UNIT HYDROGRAPH MEAN VALUES ORDINATES(CFS) ------------------------------------------------------- 2.322 8.426 14.904 45.649 38.520 85.680 66.586 101.826 84.791 66.050 93.383 31.173 97.274 14.117 98.497 4.438 99.151 2.372 99.660 1.849 99.915 0.924 100.000 0.308 -------------------------------------------------------------------- TOTAL SOIL -LOSS VOLUME(ACRE-FEET) = 5.6009 TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 3.8971 -------------------------------------------------------------------- 04/23/04 D-28 2 4- H O U R S T 0 R M R U N O F F H Y D R O G R A P H 04/23/04 D-29 HYDROGRAPH IN FIVE-MINUTE UNIT INTERVALS(CFS) (Note: Time indicated - ---------------------------------------------------------------------------- is at END of Each Unit Intervals) TIME(HRS) ---------------------------------------------------------------------------- VOLUME(AF) Q(CFS) 0. 10.0 20.0 30.0 40.0 0.083 0.0001 0.02 Q 0.167 0.0010 0.13 Q 0.250 0.0033 0.33 Q 0.333 0.0073 0.58 Q 0.417 0.0124 0.74 Q 0.500 0.0180 0.81 Q 0.583 0.0238 0.85 Q 0.667 0.0297 0.86 Q 0.750 0.0357 0.87 Q 0.833 0.0417 0.88 Q 0.917 0.0478 0.88 Q 1.000 0.0539 0.88 Q , 1.083 0.0600 0.89 Q 1.167 0.0661 0.89 Q 1.250 0.0722 0.89 Q 1.333 0.0784 0.89 Q 1.417 0.0846 0.90 Q 1.500 0.0908 0.90 Q 1.583 0.0970 0.90 Q 1.667 0.1032 0.90 QV ` 1.750 0.1094 0.91 QV ' 1.833 0.1157 0.91 QV 1.917 0.1220 0.91 QV 2.000 0.1283 0.92 QV 2.083 0.1346 0.92 QV 2.167 0.1410 0.92 QV 2.250 0.1473 0.92 QV 2.333 0.1537 0.93 QV 2.417 0.1601 0.93 QV 2.500 0.1665 0.93 QV 2.583 0.1730 0.93 QV 2.667 0.1794 0.94 QV 2.750 0.1859 0.94 QV 2.833 0.1924 0.94 QV 2.917 0.1969 0.95 Q V 3.000 0.2055 0.95 Q V 3.083 0.2120 0.95 Q V 3.167 0.2186 0.96 Q V 3.250 0.2252 0.96 Q V 3.333 0.2318 0.96 Q V 3.417 0.2385 0.97 Q V 3.500 0.2452 0.97 Q V 3.583 0.2519 0.97 Q V 3.667 0.2586 0.98 Q V 3.750 0.2653 0.98 Q V 3.833 0.2721 0.98 Q V 3.917 0.2789 0.99 Q V 4.000 0.2857 0.99 Q V 4.083 0.2925 0.99 Q V 4.167 0.2994 1.00 Q V 4.250 0.3063 1.00 Q V 4.333 0.3132 1.00 Q V 04/23/04 D-29 4.417 0.3201 1.01 Q v 4.500 0.3271 1.01 Q v 4.583 0.3341 1.01 Q v 4.667 0.3411 1.02 Q V 4.750 0.3481 1.02 Q V 4.833 0.3552 1.03 Q V 4.917 0.3623 1.03 Q V 5.000 0.3694 1.03 Q V 5.083 0.3766 1.04 Q V 5.167 0.3837 1.04 Q V 5.250 0.3909 1.05 Q V 5.333 0.3982 1.05 Q V 5.417 0.4054 1.05 Q v 5.500 0.4127 1.06 Q V 5.583 0.4200 1.06 Q V 5.667 0.4274 1.07 Q V 5.750 0.4347 1.07 Q V 5.833 0.4422 1.08 Q V 5.917 0.4496 1.08 Q V 6.000 0.4571 1.08 Q V 6.083 0.4646 1.09 Q v 6.167 0.4721 1.09 Q v 6.250 0.4797 1.10 Q V 6.333 0.4873 1.10 Q V 6.417 0.4949 1.11 Q V 6.500 0.5026 1.11 Q V 6.583 0.5102 1.12 Q V 6.667 0.5180 1.12 Q v 6.750 0.5257 1.13 Q V 6.833 0.5336 1.13 Q V 6.917 0.5414 1.14 Q V 7.000 0.5493 1.14 Q V 7.083 0.5572 1.15 Q V 7.167 0.5651 1.15 Q V 7.250 0.5731 1.16 Q V 7.333 0.5811 1.17 Q V 7.417 0.5892 1.17 Q V 7.500 0.5973 1.18 Q V 7.583 0.6054 1.18 Q v 7.667 0.6136 1.19 Q V 7.750 0.6219 1.19 Q v 7.833 0.6301 1.20 Q V 7.917 0.6384 1.21 Q v 8.000 0.6468 1.21 Q V 8.083 0.6552 1.22 Q V 8.167 0.6636 1.23 Q V 8.250 0.6721 1.23 Q V 8.333 0.6806 1.24 Q V 8.417 0.6892 1.25 Q V 8.500 0.6978 1.25 Q v 8.583 0.7065 1.26 Q V 8.667 0.7152 1.27 Q v 8.750 0.7240 1.27 Q v 8.833 0.7328 1.28 Q V 8.917 0.7417 1.29 Q V 9.000 0.7506 1.30 Q V 9.083 0.7596 1.30 Q V 9.167 0.7686 1.31 Q v 9.250 0.7777 1.32 Q V 9.333 0.7869 1.33 Q v . 9.417 0.7961 1.34 Q V . 9.500 0.8053 1.34 Q V . 9.583 0.8146 1.35 Q V . 9.667 0.8240 1.36 Q v . 04/23/04 D-30 9.750 0.8335 1.37 Q v . 9,833 0.8430 1.38 Q V . 9.917 0.8525 1.39 Q v . 10.000 0.8622 1.40 Q V . 10.083 0.8719 1.41 Q V . 10.167 0.8816 1.42 Q V. 10.250 0.8915 1.43 Q V. 10.333 0.9014 1.44 Q V. 10.417 0.9114 1.45 Q V. 10.500 0.9214 1,46 Q V. 10.583 0.9315 1.47 Q V. 10.667 0.9417 1.4B Q V. 10.750 0.9520 1.49 Q V. 10.833 0.9624 1.51 Q V. 10.917 0.9728 1.52 Q V. 11.000 0.9834 1.53 Q v 11.083 0.9940 1.54 Q v 11.167 1.0047 1.55 Q V 11.250 1.0155 1.57 Q v 11.333 1.0264 1.58 Q v 11.417 1.0374 1.60 Q V 11.500 1.0485 1.61 Q V 11.583 1.0596 1.62 Q V 11.667 1.0709 1.64 Q v 11.750 1,0823 1.65 Q v 11,833 1.0938 1.67 Q V 11.917 1.1055 1.69 Q V 12.000 1.1172 1.70 Q V 12.083 1.1290 1.72 Q V 12.167 1.1409 1.72 Q v 12.250 1.1527 1.71 Q V 12.333 1.1643 1.69 Q V 12.417 1.1760 1.69 Q V 12.500 1.1877 1,70 Q v 12.583 1.1995 1.72 Q V 12.667 1.2114 1.74 Q v 12.750 1.2235 1.76 Q V 12.833 1.2358 1.78 Q V 12.917 1.2482 1.80 Q V 13.000 1.2608 1.83 Q V 13.083 1.2735 1.85 Q v 13.167 1.2865 1.88 Q V 13.250 1.2996 1.91 Q V 13.333 1.3130 1.94 Q V 13.417 1.3266 1.97 Q V 13.500 1.3403 2.00 Q V 13.583 1.3543 2.03 Q v 13.667 1.3686 2.07 Q V 13.750 1.3831 2,11 Q v 13.833 1.3979 2.15 Q v 13.917 1.4129 2.19 Q v 14.000 1.4283 2.23 Q V 14.083 1.4439 2.28 Q V 14.167 1.4600 2.33 Q V 14.250 1.4766 2.40 Q V 14.333 1.4937 2.48 Q V 14.417 1.5112 2.55 Q v 14.500 1.5293 2.62 Q V 14.583 1.5478 2.69 Q V 14.667 1.5669 2,77 Q v 14.750 1.5865 2.85 Q V 14.833 1.6067 2.93 Q V 14.917 1.6275 3.02 Q V 15.000 1.6491 3.13 Q V 04/23/04 D-31 15.083 15.167 15.250 15.333 15.417 15.500 15.583 15.667 15.750 15.833 15.917 16.000 16.083 16.167 16.250 16.333 16.417 16.500 16.583 16.667 16.750 16.833 16.917 17.000 17.083 17.167 17.250 17.333 17.417 17.500 17.583 17.667 17.750 17.833 17.917 18.000 18.083 18,167 18.250 18.333 18.417 18.500 18.583 18.667 18.750 18.833 18.917 19.000 19.083 19.167 19.250 19.333 19.417 19.500 19.583 19.667 19.750 19.833 19.917 20.000 20.083 20.167 20.250 20.333 1.6714 1.6946 1.7187 1.7440 1.7705 1.7985 1.8284 1.8604 1.8950 1.9332 1. 97 61 2.0275 2,1046 2.2444 2.4417 2.6504 2.7984 2.8885 2.9466 2.9659 3.0182 3.0466 3.0714 3.0935 3.1138 3,1328 3.1507 3.1676 3.1836 3.1990 3.2137 3.2280 3.2417 3.2550 3.2679 3.2805 3.2927 3.3048 3.3167 3.3286 3.3405 3.3521 3.3636 3.3748 3.3859 3.3967 3.4074 3.4179 3.4283 3.4385 3.4485 3.4584 3.4681 3.4777 3.4872 3.4966 3.5058 3.5150 3.5240 3.5329 3.5417 3.5504 3.5590 3.5675 3.24 Q 3.37 v Q 3.51 Q 3.67 V . Q 3.85 Q 4.07 V. Q 4.33 Q 4.65 V Q 5.03 Q 5.54 Q 6.24 v Q Q 7.47 Q 11.20 v Q 20.30 V 28.64 V 30.30 V 21.50 v 13.08 Q 8.44 V Q . 5.70 Q 4.68 v Q 4.13 Q 3.60 v Q 3.21 Q 2.94 Q 2.76 Q v 2.60 Q 2.45 Q V 2.33 Q 2.23 Q v 2.14 Q 2.07 Q v 2.00 Q 1.93 Q v 1.88 Q 1.82 Q v 1.78 Q 1.75 Q v 1.73 Q 1.73 Q v 1.72 Q 1.69 Q v 1.66 Q 1.63 Q 1.61 Q 1.58 Q 1.55 Q 1.53 Q 1.50 Q 1.48 Q 1.46 Q 1,44 Q 1.42 Q 1.40 Q 1.38 Q 1.36 Q 1.34 Q 1.33 Q 1.31 Q 1.29 Q 1.28 Q 1.26 Q 1,25 Q 1.24 Q 04/23/04 D-32 v v v V v . V . V . V. V. V. v V .V Q V V Q . v Q Q v . V. v V V V V V v v V V v V v V V v V v v V v V v V v v v v v v v v v v V v v V v v V v V V v v i i 20.417 3.5760 1.22 Q V 20.500 3.5843 1.21 Q V 20.583 3.5926 1.20 Q V 20.667 3.6007 1.19 Q V 20.750 3.6088 1.17 Q v 20.833 3.6168 1.16 Q v 20.917 3.6248 1.15 Q v 21.000 3.6326 1.14 Q V 21.083 3.6404 1.13 Q V 21.167 3.6481 1.12 Q v 21.250 3.6558 1.11 Q V 21.333 3.6634 1.10 Q V 21.417 3.6709 1.09 Q V 21.500 3.6784 1.08 Q V 21.583 3.6858 1.07 Q v 21.667 3.6931 1.07 Q V 21.750 3.7004 1.06 Q V 21.833 3.7076 1.05 Q V . 21.917 3.7148 1.04 Q V . 22.000 3.7219 1.03 Q V . 22.083 3.7289 1.02 Q V . 22.167 3.7359 1.02 Q v . 22.250 3.7429 1.01 Q V . 22.333 3.7498 1.00 Q V . i 22.417 3.7567 1.00 Q V . ` 22.500 3.7635 0.99 Q V . 22.583 3.7702 0.98 Q V . 22.667 3.7769 0.97 Q V . 22.750 3.7836 0.97 Q v . 22.833 3.7902 0.96 Q V . 22.917 3.7968 0.96 Q V . 23.000 3.8033 0.95 Q V. l 23.083 3.8098 0.94 Q V. I 23.167 3.8163 0.94 Q V. 23.250 3.8227 0.93 Q V. 23.333 3.8291 0.93 Q V. 23.417 3.8354 0.92 Q V. 23.500 3.8417 0.91 Q V. 23.583 3.8480 0.91 Q V. 23.667 3.8542 0.90 Q V. 23.750 3.8604 0.90 Q V. ` 23.833 3.8665 0.89 Q V. 23.917 3.8726 0.89 Q V. 24.000 3.8787 0.88 Q V. j 24.083 3.8846 0.86 Q V. 24.167 3.8897 0.74 Q V. 24.250 3.8934 0.54 Q V. 24.333 3.8954 0.29 Q V. j 24.417 3.8964 0.13 Q V. 24.500 3.8968 0.06 Q V. 24.583 3.8969 0.02 Q V. 24.667 3.8970 0.01 Q V. 24.750 3.8971 0.01 Q V. FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 IS CODE = 7 ---------------------------------------------------------------------------- »»>STREAM NUMBER 2 ADDED TO STREAM NUMBER 1««< FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 IS CODE = 7 04/23/04 D-33 ---------------------------------------------------------------------------- »»>STREAM NUMBER 3 ADDED TO STREAM NUMBER 1««< wwwwwwwwwwwwwwwwwww***wwwwwwwwww+wwwwwwwwww***www*wwwwwwwwwwwwwww*wwwwww**** FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 IS CODE - 11 ---------------------------------------------------------------------------- »»>VIEW STREAM NUMBER 1 HYDROGRAPH««< 04/23/04 D-34 STREAM HYDROGRAPH IN FIVE-MINUTE UNIT INTERVALS(CFS) (Note: Time indicated is at END of Each Unit Intervals) ---------------------------------------------------------------------------- TIME(HRS) VOLUME(AF) Q(CFS) 0. 50.0 100.0 150.0 200.0 -----------------------------------------------------------------_---------- 0.083 0.0005 0.08 Q 0.167 0.0042 0.53 Q 0.250 0.0132 1.32 Q 0.333 0.0273 2.05 Q 0.417 0.0440 2.42 Q 0.500 0.0617 2.58 Q 0.583 0.0799 2.64 Q 0.667 0.0983 2.67 Q 0.750 0.1168 2.69 Q 0.833 0.1354 2.70 Q 0.917 0.1541 2.71 Q 1.000 0.1728 2.72 Q 1.083 0.1916 2.73 Q 1.167 0.2105 2.74 Q 1.250 0.2294 2.75 Q 1.333 0.2483 2.75 Q 1.417 0.2673 2.76 Q 1.500 0.2864 2.77 Q 1.583 0.3056 2.78 Q 1.667 0.3248 2.79 Q 1.750 0.3440 2.80 Q 1.833 0.3633 2.80 Q 1.917 0.3827 2.81 Q 2.000 0.4021 2.82 Q 2.083 0.4216 2.83 Q 2.167 0.4412 2.84 Q 2.250 0.4608 2.85 Q 2.333 0.4804 2.86 Q 2.417 0.5002 2.87 Q 2.500 0.5200 2.88 Q 2.583 0.5399 2.88 Q 2.667 0.5596 2.89 Q 2.750 0.5798 2.90 Q 2.833 0.5998 2.91 Q 2.917 0.6200 2.92 Q 3.000 0.6402 2.93 Q 3.083 0.6604 2.94 Q 3.167 0.6808 2.95 Q 3.250 0.7011 2.96 Q 3.333 0.7216 2.97 Q 3.417 0.7422 2.98 Q 3.500 0.7628 2.99 QV 3.583 0.7834 3.00 QV 3.667 0.8042 3.01 QV 3.750 0.8250 3.02 QV 3.833 0.8459 3.03 QV 3.917 0.8669 3.05 QV 4.000 0.8879 3.06 QV 04/23/04 D-34 4.083 0.9091 3.07 QV 4.167 0.9311 3.21 QV 4.250 0.9560 3.61 QV 4.333 0.9843 4.11 QV 4.417 1.0156 4.55 QV 4.500 1.0498 4.96 QV 4.583 1.0864 5.32 Q 4.667 1.1253 5.65 Q 4.750 1.1662 5.94 Q 4.833 1.2090 6.21 Q 4.917 1.2534 6.45 Q 5.000 1.2993 6.67 Q 5.083 1.3466 6.86 Q 5.167 1.3951 7.04 Q 5.250 1.4447 7.21 Q 5.333 1.4954 7.36 Q 5.417 1.5470 7.49 QV 5.500 1.5994 7.62 QV 5.583 1.6527 7.73 QV 5.667 1.7067 7.84 QV 5.750 1.7614 7.94 QV 5.833 1.8168 8.03 QV 5.917 1.8727 8.12 QV 6.000 1.9292 8.20 QV 6.083 1.9862 8.28 QV 6.167 2.0437 8.35 QV 6.250 2.1017 8.42 QV 6.333 2.1602 8.49 QV 6.417 2.2191 8.55 QV 6.500 2.2784 8.61 Q V 6.583 2.3381 8.67 Q V 6.667 2.3982 8.73 Q V 6.750 2.4586 8.78 Q V 6.833 2.5195 8.83 Q V 6.917 2.5807 8.89 Q V 7.000 2.6422 8.94 Q V 7.083 2.7042 8.99 Q V 7.167 2.7664 9.04 Q V 7.250 2.8290 9.09 Q V 7.333 2.8920 9.14 Q V 7.417 2.9553 9.19 Q V 7.500 3.0189 9.24 Q V 7.563 3.0829 9.29 Q V 7.667 3.1472 9.34 Q V 7.750 3.2119 9.39 Q V 7.833 3.2769 9.44 Q V 7.917 3.3422 9.49 Q V 6.000 3.4079 9.54 Q V 8.083 3.4739 9.59 Q V 8.167 3.5403 9.64 Q V 8.250 3.6071 9.69 Q V 8.333 3.6742 9.74 Q V 8.417 3.7416 9.60 Q V 8.500 3.8095 9.85 Q V 8.583 3.8777 9.90 Q V 8.667 3.9463 9.96 Q V 8.750 4.0152 10.01 Q V 8.833 4.0846 10.07 Q V 8.917 4.1543 10.13 Q V 9.000 4.2245 10.18 Q V 9.083 4.2950 10.24 Q V 9.167 4.3660 10.30 Q V 9.250 4.4373 10.36 Q V 9.333 4.5091 10.43 Q V 04/23/04 D-35 9.417 4.5814 10.49 Q v 9.500 4.6540 10.55 Q V 9.583 4.7272 10.62 Q V 9.667 4.8007 10.68 Q V 9.750 4.8748 10.75 Q V 9.833 4.9493 10.82 Q V 9.917 5.0243 10.89 Q v 10.000 5.0997 10.96 Q V 10.083 5.1757 11.03 Q V 10.167 5.2522 11.10 Q v 10.250 5.3291 11.16 Q v 10.333 5.4067 11.26 Q V 10.417 5.4847 11.33 Q V 10.500 5.5633 11.41 Q v 10.583 5.6425 11.49 Q v 10.667 5.7222 11.58 Q v 10.750 5.8025 11.66 Q V 10.833 5.8835 11.75 Q V 10.917 5.9650 11.84 Q V 11.000 6.0471 11.93 Q V . 11.083 6.1299 12.02 Q v . 11.167 6.2134 12.12 Q v . 11.250 6.2975 12.21 Q V . 11.333 6.3823 12.31 Q V . 11.417 6.4678 12.41 Q V . 11.500 6.5540 12.52 Q V . 11.583 6.6410 12.63 Q V . 11.667 6.7287 12.74 Q v . 11.750 6.8172 12.85 Q V. 11.833 6.9065 12.96 Q V. 11.917 6.9966 13.08 Q V. 12.000 7.0875 13.20 Q V. 12.083 7.1792 13.32 Q V. 12.167 7.2713 13.37 Q V. 12.250 7.3633 13.36 Q V. 12.333 7.4553 13.35 Q V. 12.417 7.5475 13.39 Q V 12.500 7.6402 13.46 Q v 12.583 7.7335 13.55 Q V 12.667 7.8276 13.66 Q v 12.750 7.9225 13.78 Q v 12.833 8.0183 13.91 Q v 12.917 8.1151 14.05 Q V 13.000 8.2129 14.20 Q V 13.083 8.3118 14.36 Q v 13.167 8.4119 14.53 Q v 13.250 8.5132 14.71 Q V 13.333 8.6158 14.90 Q v 13.417 8.7197 15.10 Q V 13.500 8.8251 15.31 Q v 13.583 8.9321 15.53 Q V 13.667 9.0406 15.76 Q V 13.750 9.1508 16.00 Q v 13.833 9.2628 16.26 Q V 13.917 9.3767 16.53 Q V 14.000 9.4926 16.82 Q v 14.083 9.6106 17.13 Q v 14.167 9.7311 17.50 Q V 14.250 9.8546 17.93 Q v 14.333 9.9812 18.39 Q v 14.417 10.1109 18.83 Q V 14.500 10.2438 19.29 Q V 14.583 10.3799 19.77 Q V 14.667 10.5195 20.27 Q v 04/23/04 D-36 14.750 10.6628 20.80 Q V 14.833 10.8100 21.37 Q v 14.917 10.9614 21.99 Q V 15.000 11.1175 22.66 Q V 15.083 11.2785 23.38 Q v 15.167 11.4451 24.18 Q V 15.250 11.6177 25.07 Q V 15.333 11.7972 26.06 Q V 15.417 11.9835 27.05 Q V 15.500 12.1762 27.99 Q v 15.583 12.3757 28.97 Q V 15.667 12.5836 30.17 Q V 15.750 12.8015 31.64 Q v 15.833 13.0328 33.59 Q V 15.917 13.2629 36.31 Q v 16.000 13.5656 41.04 Q V . 16.083 13.9365 53.86 Q v . 16.167 14.5141 83.86 Q V. ` 16.250 15.2536 107.38 VQ 16.333 15.9505 101.19 QV 16.417 16.4585 73.76 Q V 16.500 16.8377 55.06 Q V 16.583 17.1488 45.16 Q. V 16.667 17.4275 40.46 Q v 16.750 17.6695 38.06 Q V 16.833 17.9408 36.48 Q v 16.917 18.1829 35.15 Q V 17.000 18.4179 34.12 Q V 17.083 18.6475 33.33 Q v 17.167 18.8723 32.65 Q V 17.250 19.0928 32.01 Q v 17.333 19.3092 31.42 Q v 17.417 19.5221 30.91 Q v 17.500 19.7317 30.44 Q V 17.583 19.9384 30.01 Q v 17.667 20.1422 29.60 Q v 17.750 20.3434 29.21 Q V 17.833 20.5420 28.84 Q V 17.917 20.7382 28.48 Q v 16.000 20.9320 28.14 Q V 18.083 21.1235 27.81 Q v . 18.167 21.3133 27.56 Q V . 18.250 21.5017 27.36 Q V . 18.333 21.6888 27.16 Q v . 18.417 21.8742 26.92 Q V. 18.500 22.0577 26.65 Q V. 18.583 22.2391 26.33 Q V. 18.667 22.4180 25.98 Q V. 18.750 22.5945 25.62 Q v 18.833 22.7685 25.28 Q v 18.917 22.9403 24.93 Q v 19.000 23.1097 24.60 Q V 19.083 23.2769 24.27 Q V 19.167 23.4418 23.95 Q v 19.250 23.6046 23.63 Q V 19.333 23.7652 23.32 Q v 19.417 23.9238 23.02 Q V 19.500 24.0802 22.72 Q V 19.563 24.2347 22.43 Q V 19.667 24.3872 22.14 Q v 19.750 24.5377 21.85 Q V 19.833 24.6863 21.58 Q V 19.917 24.8330 21.30 Q v 20.000 24.9778 21.03 Q v 04/23/04 D-37 20.083 25.1209 20.77 Q v 20.167 25.2621 20.51 Q v 20.250 25.4016 20.25 Q v 20.333 25.5393 20.00 Q V 20.417 25.6754 19.75 Q V 20.500 25.8098 19.51 Q V 20.583 25.9425 19.27 Q v 20.667 26.0736 19.04 Q V 20.750 26.2031 18.81 Q v 20.833 26.3284 18.19 Q V 20.917 26.4469 17.21 Q V 21.000 26.5592 16.30 Q v 21.083 26.6659 15.49 Q v 21.167 26.7675 14.76 Q v 21.250 26.8646 14.09 Q V 21.333 26.9575 13.50 Q V 21.417 27.0468 12.96 Q V 21.500 27.1326 12.47 Q v 21.583 27.2154 12.03 Q V 21.667 27.2955 11.62 Q v 21.750 27.3731 11.26 Q V 21.833 27.4483 10.93 Q v 21.917 27.5215 10.63 Q V 22.000 27.5928 10.35 Q v 22.083 27.6624 10.10 Q v 22.167 27.7304 9.87 Q v 22.250 27.7969 9.66 Q v 22.333 27.8621 9.47 Q v 22.417 27.9260 9.29 Q v 22.500 27.9889 9.12 Q V 22.583 28.0506 8.97 Q v 22.667 28.1114 8.83 Q v 22.750 28.1713 8.70 Q v 22.833 28.2304 8.57 Q v 22.917 28.2887 8.46 Q V 23.000 28.3462 8.35 Q v 23.083 28.4030 8.25 Q v . 23.167 28.4592 8.16 Q v 23.250 28.5148 8.07 Q v . 23.333 28.5698 7.99 Q v . 23.417 28.6243 7.91 Q v . 23.500 28.6782 7.83 Q v . 23.583 28.7317 7.76 Q v . 23.667 28.7847 7.69 Q v . 23.750 28.8372 7.63 Q v . 23.833 28.8893 7.57 Q v , 23.917 28.9410 7.51 Q V . 24.000 28.9923 7.45 Q v , 24.083 29.0426 7.31 Q v . 24.167 29.0890 6.74 Q V . 24.250 29.1283 5.71 Q v , 24.333 29.1602 4.63 Q v . 24.417 29.1869 3.87 Q v , 24.500 29.2098 3.34 Q v . 24.583 29.2300 2.93 Q V. 24.667 29.2479 2.60 Q V. 24.750 29.2638 2.31 Q V. 24.833 29.2779 2.05 Q V. 24.917 29.2905 1.82 Q V. 25.000 29.3017 1.62 Q V. 25.083 29.3116 1.45 Q V. 25.167 29.3205 1.29 Q V. 25.250 29.3284 1.15 Q V. 25.333 29.3354 1.02 Q V. 04/23/04 D-38 f 25.417 29.3417 0.91 Q V. 25.500 29.3473 0.81 Q V. 25.583 29.3523 0.72 Q V. 25.667 29.3567 0.64 Q V. 25.750 29.3607 0.57 Q V. 25.833 29.3642 0.51 Q V. 25.917 29.3673 0.46 Q V. 26.000 29.3701 0.41 Q V. 26.083 29.3726 0.36 Q V. 26.167 29.3748 0.32 Q V. 26.250 29.376B 0.29 Q V. 26.333 29.3785 0.26 Q V. 26.417 29.3801 0.23 Q V. 26.500 29.3815 0.20 Q V. 26.583 29.3828 0.18 Q V. 26.667 29.3639 0.16 Q V. 26.750 29.3848 0.14 Q V. 26.833 29.3857 0.13 Q V. 26.917 29.3865 0.11 Q V. 27.000 29.3872 0.10 Q V. 27.083 29.3878 0.09 Q V. 27.167 29.3884 0.08 Q V. 27.250 29.3889 0.07 Q V. 27.333 29.3893 0.06 Q V. 27.417 29.3897 0.06 Q V. 27.500 29.3901 0.05 Q V. 27.583 29.3904 0.05 Q V. 27.667 29.3906 0.04 Q V. 27.750 29.3909 0.04 Q V. 27.833 29.3911 0.03 Q V. 27.917 29.3913 0.03 Q V. 28.000 29.3915 0.03 Q V. 28.083 29.3916 0.02 Q V. 28.167 29.3918 0.02 Q V. 28.250 29.3919 0.02 Q V. 28.333 29.3920 0.02 Q V. 28.417 29.3921 0.01 Q V. 28.500 29.3922 0.01 Q V. 28.583 29.3923 0.01 Q V. 28.667 29.3923 0.01 Q V. 28.750 29.3924 0.01 Q V. 28.833 29.3925 0.01 Q V. 2B.917 29.3926 0.01 Q V. 29.000 29.3926 0.01 Q V. 29.083 29.3927 0.01 Q V. 29.167 29.3928 0.01 Q V. 29.250 29.3929 0.01 Q V. 29.333 29.3930 0.01 Q V. 29.417 29.3930 0.01 Q V. 29.500 29.3931 0.01 Q V. 29.583 29.3932 0.01 Q V. 29.667 29.3933 0.01 Q V. 29.750 29.3933 0.01 Q V. 29.833 29.3934 0.01 Q V. 29.917 29.3935 0.01 Q V. 30.000 29.3936 0.01 Q V. FLOW PROCESS ----------------------------------------------------------------------------- FROM NODE 3.00 TO NODE 4.00 IS CODE = 3.1 »»>FLOW-THROUGH DETENTION BASIN ROUTING MODEL APPLIED TO STREAM #1««< 04/23/04 D-39 INFLOW (STREAM 1) 1 V _effective depth ----------- I (and volume) 1 I I I detention 1<--->I outflow basin I I........ ----------- I I \ I I dead I basin outlet V1storageI OUTFLOW --------- (STREAM 1) ROUTE RUNOFF HYDROGRAPH FROM STREAM NUMBER 1 THROUGH A FLOW-THROUGH DETENTION BASIN SPECIFIED BASIN CONDITIONS ARE AS FOLLOWS: DEAD STORAGE(AF) = 0.000 SPECIFIED DEAD STORAGE(AF) FILLED = 0.000 SPECIFIED EFFECTIVE VOLUME(AF) FILLED ABOVE OUTLET = 0.000 DETENTION BASIN CONSTANT LOSS RATE(CFS) = 0.00 BASIN DEPTH VERSUS OUTFLOW AND STORAGE INFORMATION: INTERVAL DEPTH OUTFLOW STORAGE NUMBER (FT) (CFS) (AF) 1 0.00 0.00 0.000 2 0.31 0.02 0.001 J 3 1.31 6.80 0.013 4 2.31 10.20 0.039 5 3.31 12.70 0.080 6 4.31 14.80 0.136 7 5.31 16.60 0.212 8 6.31 18.20 0.362 9 7.31 19.70 0.590 ( 10 8.31 21.10 0.837 11 9.31 22.40 1.063 12 10.31 71.80 1.254 13 11.31 108.20 1.462 J 14 12.31 133.60 1.688 15 13.31 154.40 1.910 16 14.31 172.50 2.053 17 15.31 188.70 2.150 18 16.31 203.60 2.193 19 17.31 217.40 2.218 20 18.31 230.40 2.247 21 19.31 242.60 2.248 MODIFIED -PULS BASIN ROUTING MODEL RESULTS(5-MINUTE COMPUTATION INTERVALS): (Note: Computed EFFECTIVE DEPTH and VOLUME are estimated at the clock time; MEAN OUTFLOW is the average value during the unit interval.) CLOCK MEAN TIME DEAD -STORAGE INFLOW LOSS EFFECTIVE OUTFLOW EFFECTIVE (HRS) FILLED(AF) (CFS) (CFS) DEPTH(FT) (CFS) VOLUME(AF) ------------------------------------------------------------------------ 0.083 0.000 0.08 0.00 0.14 0.0 0.001 04/23/04 D-40 0.167 0.000 0.53 0.00 0.39 0.3 0.002 0.250 0.000 1.32 0.00 0.54 1.1 0.004 0.333 0.000 2.05 0.00 0.63 1.9 0.005 0.417 0.000 2.42 0.00 0.67 2.4 0.005 0.500 0.000 2.58 0.00 0.69 2.5 0.005 0.583 0.000 2.64 0.00 0.70 2.6 0.006 0.667 0.000 2.67 0.00 0.70 2.7 0.006 0.750 0.000 2.69 0.00 0.70 2.7 0.006 0.833 0.000 2.70 0.00 0.71 2.7 0.006 0.917 0.000 2.71 0.00 0.71 2.7 0.006 1.000 0.000 2.72 0.00 0.71 2.7 0.006 1.083 0.000 2.73 0.00 0.71 2.7 0.006 1.167 0.000 2.74 0.00 0.71 2.7 0.006 1.250 0.000 2.75 0.00 0.71 2.7 0.006 1.333 0.000 2.75 0.00 0.71 2.8 0.006 1.417 0.000 2.76 0.00 0.71 2.8 0.006 1.500 0.000 2.77 0.00 0.72 2.8 0.006 1.583 0.000 2.78 0.00 0.72 2.8 0.006 1.667 0.000 2.79 0.00 0.72 2.8 0.006 1.750 0.000 2.80 0.00 0.72 2.8 0.006 1.833 0.000 2.80 0.00 0.72 2.8 0.006 1.917 0.000 2.81 0.00 0.72 2.8 0.006 2.000 0.000 2.82 0.00 0.72 2.8 0.006 2.083 0.000 2.83 0.00 0.72 2.8 0.006 2.167 0.000 2.84 0.00 0.73 2.8 0.006 2.250 0.000 2.85 0.00 0.73 2.8 0.006 2.333 0.000 2.86 0.00 0.73 2.9 0.006 2.417 0.000 2.87 0.00 0.73 2.9 0.006 2.500 0.000 2.88 0.00 0.73 2.9 0.006 2.583 0.000 2.88 0.00 0.73 2.9 0.006 2.667 0.000 2.89 0.00 0.73 2.9 0.006 2.750 0.000 2.90 0.00 0.74 2.9 0.006 2.833 0.000 2.91 0.00 0.74 2.9 0.006 2.917 0.000 2.92 0.00 0.74 2.9 0.006 3.000 0.000 2.93 0.00 0.74 2.9 0.006 3.083 0.000 2.94 0.00 0.74 2.9 0.006 3.167 0.000 2.95 0.00 0.74 2.9 0.006 3.250 0.000 2.96 0.00 0.74 3.0 0.006 3.333 0.000 2.97 0.00 0.75 3.0 0.006 3.417 0.000 2.98 0.00 0.75 3.0 0.006 3.500 0.000 2.99 0.00 0.75 3.0 0.006 3.583 0.000 3.00 0.00 0.75 3.0 0.006 3.667 0.000 3.01 0.00 0.75 3.0 0.006 3.750 0.000 3.02 0.00 0.75 3.0 0.006 3.833 0.000 3.03 0.00 0.76 3.0 0.006 3.917 0.000 3.05 0.00 0.76 3.0 0.006 4.000 0.000 3.06 0.00 0.76 3.1 0.006 4.083 0.000 3.07 0.00 0.76 3.1 0.006 4.167 0.000 3.21 0.00 0.79 3.2 0.007 4.250 0.000 3.61 0.00 0.86 3.5 0.007 4.333 0.000 4.11 0.00 0.93 4.0 0.008 4.417 0.000 4.55 0.00 1.00 4.5 0.009 4.500 0.000 4.96 0.00 1.05 4.9 0.010 4.583 0.000 5.32 0.00 1.11 5.2 0.010 4.667 0.000 5.65 0.00 1.15 5.6 0.011 4.750 0.000 5.94 0.00 1.19 5.9 0.011 4.833 0.000 6.21 0.00 1.23 6.1 0.012 4.917 0.000 6.45 0.00 1.27 6.4 0.012 5.000 0.000 6.67 0.00 1.30 6.6 0.012 5.083 0.000 6.86 0.00 1.33 6.8 0.013 5.167 0.000 7.04 0.00 1.36 6.9 0.014 5.250 0.000 7.21 0.00 1.40 7.0 0.015 5.333 0.000 7.36 0.00 1.45 7.2 0.016 5.417 0.000 7.49 0.00 1.49 7.3 0.01.7 04/23/04 D-41 5.500 0.000 7.62 0.00 1.53 7.5 0.018 5.583 0.000 7.73 0.00 1.56 7.6 0.019 5.667 0.000 7.84 0.00 1.60 7.7 0.020 5.750 0.000 7.94 0.00 1.63 7.8 0.021 5.833 0.000 8.03 0.00 1.66 7.9 0.022 5.917 0.000 8.12 0.00 1.68 8.0 0.022 6.000 0.000 8.20 0.00 1.71 8.1 0.023 6.083 0.000 8.28 0.00 1.73 8.2 0.024 6.167 0.000 8.35 0.00 1.75 8.3 0.024 6.250 0.000 8.42 0.00 1.77 8.3 0.025 6.333 0.000 8.49 0.00 1.79 8.4 0.025 6.417 0.000 8.55 0.00 1.81 8.5 0.026 6.500 0.000 8.61 0.00 1.83 8.5 0.026 6.583 0.000 8.67 0.00 1.85 8.6 0.027 6.667 0.000 8.73 0.00 1.67 8.7 0.027 6.750 0.000 8.78 0.00 1.88 8.7 0.028 6.833 0.000 8.83 0.00 1.90 8.8 0.028 6.917 0.000 8.89 0.00 1.91 8.8 0.029 7.000 0.000 8.94 0.00 1.93 8.9 0.029 7.083 0.000 8.99 0.00 1.94 8.9 0.029 7.167 0.000 9.04 0.00 1.96 9.0 0.030 7.250 0.000 9.09 0.00 1.97 9.0 0.030 7.333 0.000 9.14 0.00 1.99 9.1 0.030 7.417 0.000 9.19 0.00 2.00 9.1 0.031 7.500 0.000 9.24 0.00 2.02 9.2 0.031 7.583 0.000 9.29 0.00 2.03 9.2 0.032 7.667 0.000 9.34 0.00 2.05 9.3 0.032 7.750 0.000 9.39 0.00 2.06 9.3 0.032 7.833 0.000 9.44 0.00 2.08 9.4 0.033 7.917 0.000 9.49 0.00 2.09 9.4 0.033 8.000 0.000 9.54 0.00 2.11 9.5 0.034 8.083 0.000 9.59 0.00 2.12 9.5 0.034 8.167 0.000 9.64 0.00 2.14 9.6 0.034 8.250 0.000 9.69 0.00 2.15 9.6 0.035 8.333 0.000 9.74 0.00 2.17 9.7 0.035 8.417 0.000 9.80 0.00 2.18 9.7 0.036 8.500 0.000 9.85 0.00 2.20 9.8 0.036 8.583 0.000 9.90 0.00 2.21 9.8 0.036 8.667 0.000 9.96 0.00 2.23 9.9 0.037 8.750 0.000 10.01 0.00 2.24 10.0 0.037 8.833 0.000 10.07 0.00 2.26 10.0 0.038 8.917 0.000 10.13 0.00 2.28 10.1 0.038 9.000 0.000 10.18 0.00 2.29 10.1 0.039 9.083 0.000 10.24 0.00 2.31 10.2 0.039 9.167 0.000 10.30 0.00 2.33 10.2 0.040 9.250 0.000 10.36 0.00 2.34 10.3 0.040 9.333 0.000 10.43 0.00 2.36 10.3 0.041 9.417 0.000 10.49 0.00 2.38 10.4 0.042 9.500 0.000 10.55 0.00 2.41 10.4 0.043 9.583 0.000 10.62 0.00 2.43 10.5 0.044 9.667 0.000 10.68 0.00 2.46 10.5 0.045 9.750 0.000 10.75 0.00 2.48 10.6 0.046 9.833 0.000 10.82 0.00 2.51 10.7 0.047 9.917 0.000 10.89 0.00 2.53 10.7 0.048 10.000 0.000 10.96 0.00 2.56 10.8 0.049 10.083 0.000 11.03 0.00 2.59 10.9 0.050 10.167 0.000 11.10 0.00 2.62 10.9 0.052 10.250 0.000 11.18 0.00 2.65 11.0 0.053 10.333 0.000 11.26 0.00 2.68 11.1 0.054 10.417 0.000 11.33 0.00 2.71 11.2 0.055 10.500 0.000 11.41 0.00 2.74 11.2 0.057 10.583 0.000 11.49 0.00 2.77 11.3 0.058 10.667 0.000 11.58 0.00 2.80 11.4 0.059 10.750 0.000 11.66 0.00 2.83 11.5 0.061 04/23/04 D-42 10.833 0.000 11.75 0.00 2.87 11.6 0.062 10.917 0.000 11.84 0.00 2.90 11.6 0.063 11.000 0.000 11.93 0.00 2.94 11.7 0.065 11.083 0.000 12.02 0.00 2.97 11.8 0.066 11.167 0.000 12.12 0.00 3.01 11.9 0.068 11.250 0.000 12.21 0.00 3.04 12.0 0.069 11.333 0.000 12.31 0.00 3.08 12.1 0.071 11.417 0.000 12.41 0.00 3.12 12.2 0.072 11.500 0.000 12.52 0.00 3.16 12.3 0.074 11.583 0.000 12.63 0.00 3.20 12.4 0.076 11.667 0.000 12.74 0.00 3.25 12.5 0.077 11.750 0.000 12.85 0.00 3.29 12.6 0.079 11.833 0.000 12.96 0.00 3.33 12.7 0.081 11.917 0.000 13.08 0.00 3.37 12.8 0.083 12.000 0.000 13.20 0.00 3.41 12.9 0.086 12.083 0.000 13.32 0.00 3.45 13.0 0.088 12.167 0.000 13.37 0.00 3.49 13.0 0.090 12.250 0.000 13.36 0.00 3.52 13.1 0.092 12.333 0.000 13.35 0.00 3.55 13.2 0.093 12.417 0.000 13.39 0.00 3.57 13.2 0.094 12.500 8.000 13.46 0.00 3.59 13.3 0.096 12.583 0.000 13.55 0.00 3.62 13.3 0.097 12.667 0.000 13.66 0.00 3.65 13.4 0.099 12.750 0.000 13.78 0.00 3.69 13.5 0.101 12.833 0.000 13.91 0.00 3.74 13.6 0.104 12.917 0.000 14.05 0.00 3.79 13.7 0.107 13.000 0.000 14.20 0.00 3.84 13.8 0.110 13.083 0.000 14.36 0.00 3.90 13.9 0.113 13.167 0.000 14.53 0.00 3.97 14.0 0.117 13.250 0.000 14.71 0.00 4.03 14.1 0.120 13.333 0.000 14.90 0.00 4.11 14.3 0.125 13.417 0.000 15.10 0.00 4.19 14.5 0.129 13.500 0.000 15.31 0.00 4.27 14.6 0.134 13.583 0.000 15.53 0.00 4.35 14.8 0.139 13.667 0.000 15.76 0.00 4.42 14.9 0.144 13.750 0.000 16.00 0.00 4.51 15.1 0.151 13.833 0.000 16.26 0.00 4.60 15.2 0.158 13.917 0.000 16.53 0.00 4.70 15.4 0.166 14.000 0.000 16.82 0.00 4.81 15.6 0.174 14.083 0.000 17.13 0.00 4.93 15.8 0.183 14.167 0.000 17.50 0.00 5.06 16.0 0.193 14.250 0.000 17.93 0.00 5.21 16.3 0.205 14.333 0.000 18.39 0.00 5.34 16.5 0.217 14.417 0.000 18.83 0.00 5.44 16.7 0.232 14.500 0.000 19.29 0.00 5.55 16.9 0.248 14.583 0.000 19.77 0.00 5.67 17.1 0.267 14.667 0.000 20.27 0.00 5.81 17.3 0.287 14.750 0.000 20.80 0.00 5.96 17.5 0.310 14.833 0.000 21.37 0.00 6.13 17.8 0.335 14.917 0.000 21.99 0.00 6.31 18.1 0.362 15.000 0.000 22.66 0.00 6.44 18.3 0.392 15.083 0.000 23.38 0.00 6.59 18.5 0.425 15.167 0.000 24.18 0.00 6.75 18.7 0.463 15.250 0.000 25.07 0.00 6.94 19.0 0.505 15.333 0.000 26.06 0.00 7.14 19.3 0.551 15.417 0.000 27.05 0.00 7.36 19.6 0.602 15.500 0.000 27.99 0.00 7.59 19.9 0.658 15.583 0.000 28.97 0.00 7.83 20.3 0.718 15.667 0.000 30.17 0.00 8.10 20.6 0.784 15.750 0.000 31.64 0.00 8.40 21.0 0.857 15.833 0.000 33.59 0.00 8.77 21.5 0.941 15.917 0.000 36.31 0.00 9.21 22.0 1.039 16.000 0.000 41.04 0.00 9.60 29.5 1.119 16.083 0.000 53.86 0.00 9.93 44.8 1.181 04/23/04 D-43 16.167 0.000 83.86 0.00 10.54 66.4 1.301 16.250 0.000 107.38 0.00 11.10 90.3 1.418 16.333 0.000 101.19 0.00 11.11 100.8 1.421 16.417 0.000 73.76 0.00 10.55 90.8 1.304 16.500 0.000 55.06 0.00 10.05 69.7 1.203 16.583 0.000 45.16 0.00 9.79 52.3 1.154 16.667 0.000 40.46 0.00 9.68 43.4 1.134 16.750 0.000 38.06 0.00 9.63 39.5 1.124 16.833 0.000 36.48 0.00 9.60 37.4 1.118 16.917 0.000 35.15 0.00 9.57 35.9 1.112 17.000 0.000 34.12 0.00 9.55 34.7 1.108 17.083 0.000 33.33 0.00 9.53 33.8 1.105 17.167 0.000 32.65 0.00 9.52 33.0 1.103 17.250 0.000 32.01 0.00 9.51 32.4 1.100 17.333 0.000 31.42 0.00 9.49 31.8 1.098 17.417 0.000 30.91 0.00 9.48 31.2 1.096 17.500 0.000 30.44 0.00 9.47 30.7 1.094 17.583 0.000 30.01 0.00 9.46 30.3 1.092 17.667 0.000 29.60 0.00 9.46 29.8 1.091 17.750 0.000 29.21 0.00 9.45 29.4 1.089 17.833 0.000 28.84 0.00 9.44 29.0 1.088 17.917 0.000 28.48 0.00 9.43 28.7 1.086 18.000 0.000 28.14 0.00 9.43 28.3 1.085 18.083 0.000 27.81 0.00 9.42 28.0 1.084 18.167 0.000 27.56 0.00 9.41 27.7 1.083 18.250 0.000 27.36 0.00 9.41 27.5 1.082 18.333 0.000 27.16 0.00 9.41 27.3 1.081 18.417 0.000 26.92 0.00 9.40 27.1 1.080 18.500 0.000 26.65 0.00 9.40 26.8 1.079 18.583 0.000 26.33 0.00 9.39 26.5 1.078 18.667 0.000 25.98 0.00 9.38 26.2 1.077 18.750 0.000 25.62 0.00 9.38 25.8 1.075 18.833 0.000 25.28 0.00 9.37 25.5 1.074 18.917 0.000 24.93 0.00 9.36 25.1 1.073 19.000 0.000 24.60 0.00 9.35 24.8 1.071 19.083 0.000 24.27 0.00 9.35 24.5 1.070 19.167 0.000 23.95 0.00 9.34 24.1 1.069 19.250 0.000 23.63 0.00 9.34 23.8 1.068 19.333 0.000 23.32 0.00 9.33 23.5 1.067 19.417 0.000 23.02 0.00 9.32 23.2 1.065 19.500 0.000 22.72 0.00 9.32 22.9 1.064 19.583 0.000 22.43 0.00 9.31 22.6 1.063 19.667 0.000 22.14 0.00 9.30 22.4 1.061 19.750 0.000 21.85 0.00 9.29 22.4 1.058 19.833 0.000 21.58 0.00 9.26 22.4 1.052 19.917 0.000 21.30 0.00 9.23 22.3 1.045 20.000 0.000 21.03 0.00 9.19 22.3 1.037 20.083 0.000 20.77 0.00 9.15 22.2 1.027 20.167 0.000 20.51 0.00 9.10 22.2 1.015 20.250 0.000 20.25 0.00 9.04 22.1 1.003 20.333 0.000 20.00 0.00 8.98 22.0 0.989 20.417 0.000 19.75 0.00 8.92 21.9 0.974 20.500 0.000 19.51 0.00 8.85 21.8 0.958 20.583 0.000 19.27 0.00 8.77 21.7 0.941 20.667 0.000 19.04 0.00 8.69 21.6 0.923 20.750 0.000 18.81 0.00 8.61 21.5 0.904 20.833 0.000 18.19 0.00 8.51 21.4 0.882 20.917 0.000 17.21 0.00 8.38 21.3 0.854 21.000 0.000 16.30 0.00 8.24 21.1 0.821 21.083 0.000 15.49 0.00 8.09 20.9 0.783 21.167 0.000 14.76 0.00 7.93 20.7 0.742 21.250 0.000 14.09 0.00 7.75 20.4 0.699 21.333 0.000 13.50 0.00 7.56 20.2 0.653 21.417 0.000 12.96 0.00 7.37 19.9 0.605 04/23/04 D-44 21.500 0.000 12.47 0.00 7.16 19.6 0.555 21.583 0.000 12.03 0.00 6.94 19.3 0.505 21.667 0.000 11.62 0.00 6.72 19.0 0.455 21.750 0.000 11.26 0.00 6.49 18.6 0.404 21.833 0.000 10.93 0.00 6.25 18.3 0.353 21.917 0.000 10.63 0.00 5.92 17.8 0.303 22.000 0.000 10.35 0.00 5.60 17.3 0.255 22.083 0.000 10.10 0.00 5.27 16.8 0.209 22.167 0.000 9.87 0.00 4.72 16.0 0.167 22.250 0.000 9.66 0.00 4.20 15.1 0.130 22.333 0.000 9.47 0.00 3.64 14.0 0.099 22.417 0.000 9.29 0.00 3.16 12.9 0.074 22.500 0.000 9.12 0.00 2.72 11.8 0.056 22.583 0.000 8.97 0.00 2.41 10.8 0.043 22.667 0.000 8.83 0.00 2.14 10.0 0.035 22.750 0.000 8.70 0.00 1.97 9.3 0.030 22.833 0.000 8.57 0.00 1.89 8.9 0.028 22.917 0.000 8.46 0.00 1.83 8.7 0.026 23.000 0.000 8.35 0.00 1.79 8.5 0.025 23.083 0.000 8.25 0.00 1.76 8.4 0.024 23.167 0.000 8.16 0.00 1.73 8.3 0.024 23.250 0.000 8.07 0.00 1.70 8.2 0.023 23.333 0.000 7.99 0.00 1.68 8.1 0.022 23.417 0.000 7.91 0.00 1.65 8.0 0.022 23.500 0.000 7.83 0.00 1.63 7.9 0.021 23.583 0.000 7.76 0.00 1.61 7.8 0.020 23.667 0.000 7.69 0.00 1.59 7.8 0.020 23.750 0.000 7.63 0.00 1.57 7.7 0.019 23.833 0.000 7.57 0.00 1.55 7.6 0.019 23.917 0.000 7.51 0.00 1.53 7.6 0.018 24.000 0.000 7.45 0.00 1.51 7.5 0.018 24.083 0.000 7.31 0.00 1.48 7.4 0.017 24.167 0.000 6.74 0.00 1.36 7.2 0.014 24.250 0.000 5.71 0.00 1.12 6.2 0.010 24.333 0.000 4.63 0.00 0.95 4.9 0.008 24.417 0.000 3.87 0.00 0.85 4.0 0.007 24.500 0.000 3.34 0.00 0.78 3.5 0.006 24.583 0.000 2.93 0.00 0.73 3.0 0.006 24.667 0.000 2.60 0.00 0.68 2.7 0.005 24.750 0.000 2.31 0.00 0.64 2.4 0.005 24.833 0.000 2.05 0.00 0.60 2.1 0.004 24.917 0.000 1.82 0.00 0.57 1.9 0.004 25.000 0.000 1.62 0.00 0.54 1.7 0.004 25.083 0.000 1.45 0.00 0.51 1.5 0.003 25.167 0.000 1.29 0.00 0.49 1.3 0.003 25.250 0.000 1.15 0.00 0.47 1.2 0.003 25.333 0.000 1.02 0.00 0.45 1.1 0.003 25.417 0.000 0.91 0.00 0.44 0.9 0.003 25.500 0.000 0.81 0.00 0.42 0.8 0.002 25.583 0.000 0.72 0.00 0.41 0.7 0.002 25.667 0.000 0.64 0.00 0.40 0.7 0.002 25.750 0.000 0.57 0.00 0.39 0.6 0.002 25.833 0.000 0.51 0.00 0.38 0.5 0.002 25.917 0.000 0.46 0.00 0.37 0.5 0.002 26.000 0.000 0.41 0.00 0.37 0.4 0.002 26.083 0.000 0.36 0.00 0.36 0.4 0.002 26.167 0.000 0.32 0.00 0.35 0.3 0.002 26.250 0.000 0.29 0.00 0.35 0.3 0.002 26.333 0.000 0.26 0.00 0.34 0.3 0.001 26.417 0.000 0.23 0.00 0.34 0.2 0.001 26.500 0.000 0.20 0.00 0.34 0.2 0.001 26.583 0.000 0.18 0.00 0.33 0.2 0.001 26.667 0.000 0.16 0.00 0.33 0.2 0.001 26.750 0.000 0.14 0.00 0.33 0.1 0.001 04/23/04 D-45 26.833 0.000 0.13 0.00 0.33 0.1 0.001 26.917 0.000 0.11 0.00 0.32 0.1 0.001 27.000 0.000 0.10 0.00 0.32 0.1 0.001 27.063 0.000 0.09 0.00 0.32 0.1 0.001 27.167 0.000 0.08 0.00 0.32 0.1 0.001 27.250 0.000 0.07 0.00 0.32 0.1 0.001 27.333 0.000 0.06 0.00 0.32 0.1 0.001 27.417 0.000 0.06 0.00 0.32 0.1 0.001 27.500 0.000 0.05 0.00 0.31 0.1 0.001 27.583 0.000 0.05 0.00 0.31 0.0 0.001 27.667 0.000 0.04 0.00 0.31 0.0 0.001 27.750 0.000 0.04 0.00 0.31 0.0 0.001 27.833 0.000 0.03 0.00 0.31 0.0 0.001 27.917 0.000 0.03 0.00 0.31 0.0 0.001 28.000 0.000 0.03 0.00 0.31 0.0 0.001 28.083 0.000 0.02 0.00 0.31 0.0 0.001 28.167 0.000 0.02 0.00 0.31 0.0 0.001 28.250 0.000 0.02 0.00 0.31 0.0 0.001 28.333 0.000 0.02 0.00 0.30 0.0 0.001 28.417 0.000 0.01 0.00 0.29 0.0 0.001 28.500 0.000 0.01 0.00 0.28 0.0 0.001 28.583 0.000 0.01 0.00 0.27 0.0 0.001 28.667 0.000 0.01 0.00 0.26 0.0 0.001 28.750 0.000 0.01 0.00 0.25 0.0 0.001 28.833 0.000 0.01 0.00 0.24 0.0 0.001 28.917 0.000 0.01 0.00 0.23 0.0 0.001 29.000 0.000 0.01 0.00 0.22 0.0 0.001 29.083 0.000 0.01 0.00 0.22 0.0 0.001 29.167 0.000 0.01 0.00 0.21 0.0 0.001 29.250 0.000 0.01 0.00 0.21 0.0 0.001 29.333 0.000 0.01 0.00 0.20 0.0 0.001 29.417 0.000 0.01 0.00 0.20 0.0 0.001 29.500 0.000 0.01 0.00 0.19 0.0 0.001 29.583 0.000 0.01 0.00 0.19 0.0 0.001 29.667 0.000 0.01 0.00 0.19 0.0 0.001 29.750 0.000 0.01 0.00 0.19 0.0 0.001 29.833 0.000 0.01 0.00 0.19 0.0 0.001 29.917 0.000 0.01 0.00 0.18 0.0 0.001 PROCESS SUMMARY OF STORAGE: ^^^^ INFLOW VOLUME = 29.975 AF BASIN STORAGE = 0.000 AF (WITH 0.000 AF INITIALLY FILLED) OUTFLOW VOLUME = 29.974 AF LOSS VOLUME = 0.000 AF END OF FLOODSCx ROUTING ANALYSIS 04/23/04 D-46 F L 0 0 D R O U T I N G A N A L Y S I S USING COUNTY HYDROLOGY MANUAL OF SAN BERNARDINO(1986) (c) Copyright 1989-2002 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2002 License ID 1251 Analysis prepared by: MADOLE & ASSOCIATES, INC. 10601 CHURCH STREET SUITE 107 RANCHO CUCAMONGA CA 91730 909.948.1311 FAX -948.8464 madole@madolerc.com ************************** DESCRIPTION OF STUDY ************************** * CITRUS HEIGHTS NORTH * Q10 UNIT HYDROGRAPH AND FLOOD ROUTING * PARK BASIN (3+ AC) + RCB STORAGE AT INTERIM CONNECTOR TO REGENCY RCB ************************************************************************** FILE NAME: CHN-UH10.DAT TIME/DATE OF STUDY: 06:25 04/23/2004 **************************************************************************** FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>SUBAREA RUNOFF (UNIT-HYDROGRAPH ANALYSIS) ««< (UNIT-HYDROGRAPH ADDED TO STREAM #1) WATERSHED AREA = 135.200 ACRES BASEFLOW = 0.000 CFS/SQUARE-MILE *USER ENTERED "LAG" TIME = 0.179 HOURS CAUTION: LAG TIME IS LESS THAN 0.50 HOURS. THE 5 -MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. VALLEY(DEVELOPED) S -GRAPH SELECTED MAXIMUM WATERSHED LOSS RATE(INCH/HOUR) = 0.527 LOW LOSS FRACTION = 0.573 *HYDROGRAPH MODEL 41 SPECIFIED* SPECIFIED PEAK 5 -MINUTES RAINFALL(INCH)= 0.36 SPECIFIED PEAK 30 -MINUTES RAINFALL(INCH)= 0.84 SPECIFIED PEAK I -HOUR RAINFALL(INCH) = 1.16 SPECIFIED PEAK 3 -HOUR RAINFALL(INCH) = 2.09 SPECIFIED PEAT{ 6 -HOUR RAINFALL(INCH) = 3.04 SPECIFIED PEAK 24-HOUR RAINFALL(INCH) = 6.56 *USER SPECIFIED PRECIPITATION DEPTH -AREA REDUCTION FACTORS: 5 -MINUTE FACTOR = 0.990 30 -MINUTE FACTOR = 0.990 I -HOUR FACTOR = 0.990 3 -HOUR FACTOR = 1.000 6 -HOUR FACTOR = 1.000 24-HOUR FACTOR = 1.000 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 46.555 04/23/04 D-47 UNIT HYDROGRAPH DETERMINATION ---------------------------------------------------------------------------- INTERVAL "S" GRAPH UNIT HYDROGRAPH NUMBER ---------------------------------------------------------------------------- MEAN VALUES ORDINATES(CFS) 1 3.872 63.312 2 25.920 360.494 3 62.155 592.475 4 86.498 398.032 5 95.678 150.102 6 98.392 44.361 7 99.245 13.952 8 99.698 7.409 9 99.924 3.704 10 100.000 1.235 ----------------------------------------------------------------------------- TOTAL SOIL -LOSS VOLUME(ACRE-FEET) = 39.8973 TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 33.9945 -------------------------------------------------------------------------- -- 04/23/04 D-48 2 4- H O U R S T 0 R M R U N O F F H Y D R 0 G R A P H 04/23/04 D-49 HYDROGRAPH IN FIVE-MINUTE UNIT INTERVALS(CFS) (Note: Time indicated ---------------------------------------------------------------------------- is at END of Each Unit Intervals) TIME(HRS) VOLUME(AF) Q(CFS) 0. 75.0 150.0 225.0 300.0 0.083 0.0024 0.34 ^^ Q . 0.167 0.0181 2.29 Q 0,250 0.0560 5.49 Q 0.333 0.1087 7.65 VQ 0.417 0.1671 8.48 VQ 0.500 0.2273 8.74 VQ 0.583 0.2881 8.84 VQ 0.667 0.3494 8.90 VQ 0.750 0.4110 8.94 VQ 0.833 0.4728 8.97 VQ 0.917 0.5347 8.99 VQ 1.000 0.5967 9.01 VQ 1.083 0.6589 9.03 VQ 1.167 0.7213 9.06 VQ 1.250 0,7838 9.08 VQ 1.333 0.8465 9.10 VQ 1.417 0.9093 9.12 Q 1.500 0.9723 9.15 Q 1.583 1.0355 9.17 Q 1.667 1.0988 9.19 Q 1.750 1.1622 9.22 Q 1.833 1.2259 9.24 Q 1.917 1.2897 9.26 Q 2.000 1.3536 9.29 Q 2.083 1.4178 9.31 Q 2.167 1.4821 9.34 Q 2.250 1.5465 9.36 Q 2.333 1.6112 9.39 Q 2.417 1.6760 9.41 Q 2.500 1.7410 9.44 QV 2.583 1.8061 9.46 QV 2.667 1.8715 9.49 QV 2.750 1.9370 9.51 QV 2.833 2.0027 9.54 QV 2.917 2.0686 9.57 QV 3.000 2.1346 9.59 QV 3.083 2.2009 9.62 QV 3.167 2.2673 9.65 QV 3.250 2.3340 9.67 QV 3.333 2.4008 9.70 QV 3.417 2,4678 9.73 QV 3.500 2.5350 9.76 QV 3.583 2.6024 9,79 Q V 3.667 2.6700 9.82 Q V 3.750 2.7378 9.84 Q V 3.833 2.8058 9.87 Q V 3.917 2.8740 9.90 Q V 4.000 2.9424 9.93 Q V 4.083 3.0111 9.96 Q V 4.167 3.0799 9.99 Q V 4.250 3.1489 10.03 Q V 4.333 3.2182 10.06 Q V 04/23/04 D-49 4.417 3.2877 10.09 Q V 4.500 3.3574 10.12 Q V 4.583 3.4273 10.15 Q V 4.667 3.4974 10.18 Q V 4.750 3.5678 10.22 Q V 4.833 3.6384 10.25 Q V 4.917 3.7092 10.28 Q V 5.000 3.7803 10.32 Q V 5.083 3.8516 10.35 Q V 5.167 3.9231 10.39 Q V 5.250 3.9949 10.42 Q V 5.333 4.0669 10.46 Q v 5.417 4.1391 10.49 Q V 5.500 4.2116 10.53 Q V 5.583 4.2844 10.56 Q V 5.667 4.3574 10.60 Q V 5.750 4.4307 10.64 Q V 5.833 4.5042 10.68 Q v 5.917 4.5780 10.71 Q V 6.000 4.6521 10.75 Q V 6.083 4.7264 10.79 Q V 6.167 4.8010 10.83 Q V 6.250 4.8759 10.87 Q V 6.333 4.9510 10.91 Q v 6.417 5.0265 10.95 Q V 6.500 5.1022 11.00 Q V 6.583 5.1782 11.04 Q V 6.667 5.2545 11.08 Q V 6.750 5.3311 11.12 Q v 6.833 5.4080 11.17 Q V 6.917 5.4852 11.21 Q V 7.000 5.5628 11.26 Q v 7.083 5.6406 11.30 Q v 7.167 5.7187 11.35 Q v 7.250 5.7972 11.39 Q V 7.333 5.8760 11.44 Q V 7.417 5.9551 11.49 Q V 7.500 6.0346 11.54 Q v 7.583 6.1144 11.59 Q v 7.667 6.1945 11.64 Q V 7.750 6.2750 11.69 Q V 7.833 6.3559 11.74 Q V 7.917 6.4371 11.79 Q V 8.000 6.5186 11.84 Q V 8.083 6.6006 11.90 Q V 8.167 6.6829 11.95 Q V 8.250 6.7656 12.01 Q v 8.333 6.8486 12.06 Q v . 8.417 6.9321 12.12 Q V . 8.500 7.0160 12.18 Q V . 8.583 7.1002 12.24 Q v . 8.667 7.1849 12.30 Q v . 8.750 7.2700 12.36 Q V . 8.833 7.3555 12.42 Q V . 8.917 7.4415 12.48 Q v . 9.000 7.5279 12.54 Q V . 9.083 7.6147 12.61 Q V . 9.167 7.7020 12.67 Q V. 9.250 7.7898 12.74 Q V. 9.333 7.8780 12.81 Q V. 9.417 7.9667 12.88 Q V. 9.500 8.0558 12.95 Q V. 9.583 8.1455 13.02 Q V. 9.667 8.2357 13.09 Q V. 04/23/04 D-50 9.750 8.3264 13.17 Q v. 9.833 8.4176 13.24 Q V. 9.917 8.5093 13.32 Q V 10.000 8.6016 13.40 Q V 10.083 8.6945 13.48 Q V 10.167 8.7879 13.56 Q V 10.250 8.8818 13.65 Q V 10.333 8.9764 13.73 Q V 10.417 9.0716 13.82 Q V 10.500 9.1673 13.91 Q V 10.583 9.2637 14.00 Q V 10.667 9.3608 14.09 Q V 10.750 9.4584 14.18 Q V 10.833 9.5568 14.28 Q V 10.917 9.6558 14.38 Q V 11.000 9.7555 14.48 Q v 11.083 9.8560 14.58 Q v 11.167 9.9571 14.69 Q V 11.250 10.0590 14.80 Q v 11.333 10.1617 14.91 Q v 11.417 10.2652 15.02 Q v 11.500 10.3694 15.14 Q v 11.583 10.4745 15.26 Q v 11.667 10.5805 15.38 Q V 11.750 10.6872 15.51 Q V 11.833 10.7949 15.64 Q V 11.917 10.9035 15.77 Q V 12.000 11.0131 15.91 Q V 12.083 11.1235 16.03 Q V 12.167 11.2343 16.08 Q V 12.250 11.3450 16.08 Q V 12.333 11.4561 16.13 Q V 12.417 11.5680 16.25 Q V 12.500 11.6810 16.41 Q V 12.583 11.7951 16.57 Q V 12.667 11.9105 16.75 Q V 12.750 12.0271 16.93 Q v 12.833 12.1449 17.11 Q V 12.917 12.2641 17.31 Q V 13.000 12.3847 17.51 Q V 13.083 12.5068 17.72 Q v 13.167 12.6303 17.94 Q V 13.250 12.7554 18.17 Q V 13.333 12.8822 18.40 Q V 13.417 13.0106 18.65 Q V 13.500 13.1408 18.91 Q V 13.583 13.2729 19.18 Q V 13.667 13.4069 19.46 Q V 13.750 13.5429 19.75 Q V 13.833 13.6811 20.06 Q V 13.917 13.8215 20.39 Q v 14.000 13.9642 20.73 Q v 14.083 14.1095 21.10 Q V 14.167 14.2578 21.52 Q V 14.250 14.4092 21.99 Q V 14.333 14.5640 22.47 Q V 14.417 14.7220 22.94 Q v 14.500 14.8834 23.44 Q v 14.583 15.0485 23.97 Q V 14.667 15.2174 24.53 Q V 14.750 15.3906 25.14 Q V . 14.833 15.5683 25.81 Q v . 14.917 15.7510 26.53 Q v . 15.000 15.9392 27.32 Q V . 04/23/04 D-51 15.083 16.1334 28.19 Q V 15.167 16.3342 29.16 Q V. 15.250 16.5425 30.25 Q V. 15.333 16.7593 31.48 Q V. 15.417 16.9844 32.68 Q V. 15.500 17.2126 33.14 Q v 1 15.583 17.4410 33.16 Q v 15.667 17,6768 34.24 Q V 15.750 17.9300 36.76 Q v 15.833 18.2106 40.73 Q v 15.917 18.5383 47.59 Q V 16.000 18.9794 64.04 Q V 16.083 19.7284 108.76 Q V 16.167 21.1214 202.26 V Q 16.250 22.8519 251.27 V Q 16.333 24.0819 178.61 Q v . I 16.417 24.7319 94.38 Q V. 16.500 25.1088 54.72 Q V. 16.583 25.3915 41.05 Q V. 16.667 25.6386 35.88 Q V 16.750 25.8598 32.11 Q v 16.833 26.0606 29.16 Q V 16.917 26.2466 27,01 Q v 17,000 26.4224 25.52 Q V 17.083 26.5895 24.27 Q v 17.167 26.7491 23.17 Q v 17.250 26.9018 22.17 Q v 17.333 27.0485 21.31 Q v 17,417 27.1901 20.56 Q v 17.500 27.3272 19.90 Q v 17.583 27.4602 19.31 Q v 17.667 27.5894 18.77 Q V 17.750 27.7153 18.27 Q V 17,833 27.8380 17,82 Q v 17.917 27.9578 17,40 Q V 18.000 28.0750 17.01 Q V 18.083 28.1897 16.66 Q v 18.167 28.3028 16.41 Q v 18.250 28.4147 16.25 Q v 18.333 28.5252 16.05 Q v 18.417 28.6341 15.81 Q v 18.500 28.7412 15.55 Q V 18.583 28.8466 15.31 Q V 18.667 28.9504 15.07 Q V 18.750 29.0526 14.84 Q v 18.833 29.1534 14.63 Q v 18.917 29.2527 14.42 Q v 19.000 29.3506 14.22 Q v 19.083 29.4473 14.03 Q v 19.167 29.5427 13.85 Q v 19.250 29.6369 13.68 Q v 19.333 29.7300 13.51 Q v 19.417 29.8219 13.35 Q v 19,500 29.9128 13.20 Q V 19.583 30.0027 13.05 Q v 19.667 30.0916 12.91 Q v 19.750 30.1795 12.77 Q v 19.833 30.2666 12.63 Q v 19.917 30.3527 12.51 Q v 20.000 30.4379 12.38 Q v 20.083 30.5224 12.26 Q v 20.167 30.6060 12.14 Q v 20.250 30.6888 12.03 Q v 20.333 30.7709 11.92 Q v 04/23/04 D-52 20.417 30.8523 11.81 Q V 20.500 30.9329 11.71 Q v 20.583 31.0128 11.61 Q v 20.667 31.0921 11.51 Q v 20.750 31.1707 11.41 Q v 20.833 31.2486 11.32 Q v 20.917 31.3260 11.23 Q v 21.000 31.4027 11.14 Q v 21.083 31.4788 11.05 Q v 21.167 31.5544 10.97 Q v 21.250 31.6294 10.89 Q v 21.333 31.7038 10.81 Q v 21.417 31.7777 10.73 Q v 21.500 31.8511 10.65 Q v 21.563 31.9239 10.58 Q v 21.667 31.9963 10.51 Q v 21.750 32.0681 10.43 Q v 21.833 32.1395 10.36 Q v 21.917 32.2104 10.30 Q V 22.000 32.2809 10.23 Q v 22.083 32.3509 10.16 Q V . 22.167 32.4204 10.10 Q v . 22.250 32.4896 10.04 Q v . 22.333 32.5583 9.98 Q v . 22.417 32.6265 9.91 Q v . 22.500 32.6944 9.86 Q V . 22.583 32.7619 9.80 Q V . 22.667 32.8290 9.74 Q v . 22.750 32.8957 9.68 Q v . 22.833 32.9620 9.63 Q v . 22.917 33.0280 9.58 Q V . 23.000 33.0935 9.52 Q v . 23.083 33.1588 9.47 Q V. 23.167 33.2236 9.42 Q V. 23.250 33.2862 9.37 Q V. 23.333 33.3524 9.32 Q V. 23.417 33.4162 9.27 Q V. 23.500 33.4797 9.22 Q V. 23.583 33.5430 9.18 Q V. 23.667 33.6059 9.13 Q V. 23.750 33.6684 9.09 Q V. 23.833 33.7307 9.04 Q V. 23.917 33.7927 9.00 Q V. 24.000 33.8543 8.95 Q V. 24.083 33.9134 8.57 Q V. 24.167 33.9587 6.59 Q V. 24.250 33.9819 3.36 Q V. 24.333 33.9901 1.20 Q V. 24.417 33.9928 0.38 Q V. 24.500 33.9938 0.14 Q V. 24.583 33.9942 0.07 Q V. 24.667 33.9944 0.03 Q V. 24.750 33.9944 0.01 Q V. FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 3.1 ---------------------------------------------------------------------------- »»>FLOW-THROUGH DETENTION BASIN ROUTING MODEL APPLIED TO STREAM #1««< INFLOW (STREAM 1) I 04/23/04 D-53 � I V depth l ----------- I _effective I (and volume) f I I l I....V........ I I detention 1<--->I outflow I basin I I........ ----------- I I \ I I dead I basin outlet V I storage I OUTFLOW -________ (STREAM 1) 1 1 1 ROUTE RUNOFF HXDROGRAPH FROM STREAM NUMBER 1 l THROUGH A FLOW-THROUGH DETENTION BASIN } SPECIFIED BASIN CONDITIONS ARE AS FOLLOWS: DEAD STORAGE(AF) = 0.000 SPECIFIED DEAD STORAGE(AF) FILLED = 0.000 SPECIFIED EFFECTIVE VOLUME(AF) FILLED ABOVE OUTLET = 0.000 DETENTION BASIN CONSTANT LOSS RATE(CFS) = 0.00 BASIN DEPTH VERSUS OUTFLOW AND STORAGE INFORMATION: INTERVAL DEPTH OUTFLOW STORAGE NUMBER (FT) (CFS) (AF) } 1 0.00 0.00 0.000 2 1.00 0.01 1.500 3 2.00 15.10 2.400 4 3.00 21.40 4.500 j 5 4.00 25.80 6.700 6 5.00 27.70 9.000 7 6.00 29.50 11.400 8 7.00 31.20 13.900 9 8.00 32.80 16.400 10 9.00 34.30 19.100 11 10.00 35.80 21.900 12 11.00 37.20 24.800 ` 13 I 12.00 38.50 27.800 } MODIFIED-PULS BASIN ROUTING MODEL RESULTS(5-MINUTE COMPUTATION INTERVALS): (Note: Computed EFFECTIVE DEPTH and VOLUME are estimated at the clock time; MEAN OUTFLOW is the average value during the unit interval.) L CLOCK MEAN I TIME DEAD-STORAGE INFLOW LOSS EFFECTIVE OUTFLOW EFFECTIVE (HRS) FILLED(AF) (CFS) (CFS) DEPTH(FT) (CFS) VOLUME(AF) ---------------------------------------------------------------------------- I 0.083 0.000 0.34 0.00 0.00 0.0 0.002 j 0.167 0.000 2.29 0.00 0.01 0.0 0.018 0.250 0.000 5.49 0.00 0.04 0.0 0.056 0.333 0.000 7.65 0.00 0.07 0.0 0.109 0.417 0.000 8.48 0.00 0.11 0.0 0.167 0.500 0.000 8.74 0.00 0.15 0.0 0.227 0.583 0.000 8.84 0.00 0.19 0.0 0.288 0.667 0.000 8.90 0.00 0.23 0.0 0.349 0.750 0.000 8.94 0.00 0.27 0.0 0.411 0.833 0.000 8.97 0.00 0.32 0.0 0.473 0.917 0.000 8.99 0.00 0.36 0.0 0.535 1.000 0.000 9.01 0.00 0.40 0.0 0.597 04/23/04 D-54 1.083 0.000 9.03 0.00 0.44 0.0 0.659 1.167 0.000 9.06 0.00 0.48 0.0 0.721 1.250 0.000 9.08 0.00 0.52 0.0 0.784 1.333 0.000 9.10 0.00 0.56 0.0 0.846 1.417 0.000 9.12 0.00 0.61 0.0 0.909 1.500 0.000 9.15 0.00 0.65 0.0 0.972 1.583 0.000 9.17 0.00 0.69 0.0 1.035 1.667 0.000 9.19 0.00 0.73 0.0 1.098 1.750 0.000 9.22 0.00 0.77 0.0 1.162 1.833 0.000 9.24 0.00 0.82 0.0 1.225 1.917 0.000 9.26 0.00 0.86 0.0 1.289 2.000 0.000 9.29 0.00 0.90 0.0 1.353 2.083 0.000 9.31 0.00 0.94 0.0 1.417 2.167 0.000 9.34 0.00 0.99 0.0 1.481 2.250 0.000 9.36 0.00 1.05 0.4 1.543 2.333 0.000 9.39 0.00 1.11 1.2 1.599 2.417 0.000 9.41 0.00 1.17 2.1 1.650 2.500 0.000 9.44 0.00 1.22 2.9 1.695 2.583 0.000 9.46 0.00 1.26 3.6 1.735 2.667 0.000 9.49 0.00 1.30 4.3 1.771 2.750 0.000 9.51 0.00 1.34 4.8 1.803 2.833 0.000 9.54 0.00 1.37 5.3 1.832 2.917 0.000 9.57 0.00 1.40 5.8 1.858 3.000 0.000 9.59 0.00 1.42 6.2 1.882 3.083 0.000 9.62 0.00 1.45 6.6 1.902 3.167 0.000 9.65 0.00 1.47 6.9 1.921 3.250 0.000 9.67 0.00 1.49 7.2 1.938 3.333 0.000 9.70 0.00 1.50 7.5 1.953 3.417 0.000 9.73 0.00 1.52 7.7 1.967 3.500 0.000 9.76 0.00 1.53 7.9 1.980 3.583 0.000 9.79 0.00 1.55 8.1 1.991 3.667 0.000 9.82 0.00 1.56 8.3 2.001 3.750 0.000 9.84 0.00 1.57 8.5 2.011 3.833 0.000 9.87 0.00 1.58 8.6 2.019 3.917 0.000 9.90 0.00 1.59 8.8 2.027 4.000 0.000 9.93 0.00 1.59 8.9 2.034 4.083 0.000 9.96 0.00 1.60 9.0 2.040 4.167 0.000 9.99 0.00 1.61 9.1 2.046 4.250 0.000 10.03 0.00 1.61 9.2 2.052 4.333 0.000 10.06 0.00 1.62 9.3 2.057 4.417 0.000 10.09 0.00 1.62 9.4 2.062 4.500 0.000 10 12 },v.y� ^^ y.VV i.63 3.5 2.6156 4.583 0.000 10.15 0.00 1.63 9.5 2.071 4.667 0.000 10.18 0.00 1.64 9.6 2.075 4.750 0.000 10.22 0.00 1.64 9.7 2.078 4.833 0.000 10.25 0.00 1.65 9.7 2.082 4.917 0.000 10.28 0.00 1.65 9.8 2.085 5.000 0.000 10.32 0.00 1.65 9.8 2.088 5.083 0.000 10.35 0.00 1.66 9.9 2.092 5.167 0.000 10.39 0.00 1.66 10.0 2.094 5.250 0.000 10.42 0.00 1.66 10.0 2.097 5.333 0.000 10.46 0.00 1.67 10.0 2.100 5.417 0.000 10.49 0.00 1.67 10.1 2.103 5.500 0.000 10.53 0.00 1.67 10.1 2.106 5.583 0.000 10.56 0.00 1.68 10.2 2.108 5.667 0.000 10.60 0.00 1.68 10.2 2.111 5.750 0.000 10.64 0.00 1.68 10.3 2.113 5.833 0.000 10.68 0.00 1.68 10.3 2.116 5.917 0.000 10.71 0.00 1.69 10.4 2.118 6.000 0.000 10.75 0.00 1.69 10.4 2.121 6.083 0.000 10.79 0.00 1.69 10.4 2.123 6.167 0.000 10.83 0.00 1.70 10.5 2.126 6.250 0.000 10.87 0.00 1.70 10.5 2.128 6.333 0.000 10.91 0.00 1.70 10.6 2.130 04/23/04 D-55 6.417 0.000 10.95 0.00 1.70 10.6 2.133 6.500 0.000 11.00 0.00 1.71 10.6 2.135 6.583 0.000 11.04 0.00 1.71 10.7 2.138 6.667 0.000 11.08 0.00 1.71 10.7 2.140 6.750 0.000 11.12 0.00 1.71 10.8 2.143 6.833 0.000 11.17 0.00 1.72 10.8 2.145 6.917 0.000 11.21 0.00 1.72 10.8 2.148 7.000 0.000 11.26 0.00 1.72 10.9 2.150 7.083 0.000 11.30 0.00 1.73 10.9 2.153 7.167 0.000 11.35 0.00 1.73 11.0 2.155 7.250 0.000 11.39 0.00 1.73 11.0 2.158 7.333 0.000 11.44 0.00 1.73 11.1 2.160 7.417 0.000 11.49 0.00 1.74 11.1 2.163 7.500 0.000 11.54 0.00 1.74 11.2 2.166 7.583 0.000 11.59 0.00 1.74 11.2 2.168 7.667 0.000 11.64 0.00 1.75 11.2 2.171 7.750 0.000 11.69 0.00 1.75 11.3 2.174 7.833 0.000 11.74 0.00 1.75 11.3 2.177 7.917 0.000 11.79 0.00 1.76 11.4 2.180 8.000 0.000 11.84 0.00 1.76 11.4 2.182 8.083 0.000 11.90 0.00 1.76 11.5 2.185 8.167 0.000 11.95 0.00 1.76 11.5 2.188 8.250 0.000 12.01 0.00 1.77 11.6 2.191 6.333 0.000 12.06 0.00 1.77 11.6 2.194 8.417 0.000 12.12 0.00 1.77 11.7 2.197 8.500 0.000 12.18 0.00 1.78 11.7 2.200 8.583 0.000 12.24 0.00 1.78 11.8 2.204 8.667 0.000 12.30 0.00 1.79 11.8 2.207 8.750 0.000 12.36 0.00 1.79 11.9 2.210 8.833 0.000 12.42 0.00 1.79 11.9 2.213 8.917 0.000 12.48 0.00 1.80 12.0 2.217 9.000 0.000 12.54 0.00 1.80 12.1 2.220 9.083 0.000 12.61 0.00 1.80 12.1 2.223 9.167 0.000 12.67 0.00 1.81 12.2 2.227 9.250 0.000 12.74 0.00 1.81 12.2 2.230 9.333 0.000 12.81 0.00 1.82 12.3 2.234 9.417 0.000 12.88 0.00 1.82 12.3 2.238 9.500 0.000 12.95 0.00 1.82 12.4 2.241 9.583 0.000 13.02 0.00 1.83 12.5 2.245 9.667 0.000 13.09 0.00 1.83 12.5 2.249 9.750 0.000 13.17 0.00 1.84 12.6 2.253 9.833 0.000 13.24 0.00 1.84 12.7 2.257 9.917 0.000 13.32 0.00 1.85 12.7 2.261 10.000 0.000 13.40 0.00 1.85 12.8 2.265 10.083 0.000 13.48 0.00 1.85 12.9 2.269 10.167 0.000 13.56 0.00 1.86 12.9 2.273 10.250 0.000 13.65 0.00 1.86 13.0 2.278 10.333 0.000 13.73 0.00 1.87 13.1 2.282 10.417 0.000 13.82 0.00 1.87 13.2 2.287 10.500 0.000 13.91 0.00 1.88 13.2 2.291 10.583 0.000 14.00 0.00 1.88 13.3 2.296 10.667 0.000 14.09 0.00 1.89 13.4 2.301 10.750 0.000 14.18 0.00 1.90 13.5 2.306 10.833 0.000 14.28 0.00 1.90 13.6 2.311 10.917 0.000 14.38 0.00 1.91 13.6 2.316 11.000 0.000 14.48 0.00 1.91 13.7 2.321 11.083 0.000 14.58 0.00 1.92 13.8 2.326 11.167 0.000 14.69 0.00 1.92 13.9 2.332 11.250 0.000 14.80 0.00 1.93 14.0 2.337 11.333 0.000 14.91 0.00 1.94 14.1 2.343 11.417 0.000 15.02 0.00 1.94 14.2 2.348 11.500 0.000 15.14 0.00 1.95 14.3 2.354 11.583 0.000 15.26 0.00 1.96 14.4 2.360 11.667 0.000 15.38 0.00 1.96 14.5 2.366 04/23/04 D-56 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 13.60 0.98 0.50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA AREA(ACRES) = 13.60 SUBAREA RUNOFF(CFS) = 38.99 EFFECTIVE AREA(ACRES) = 28.90 AREA -AVERAGED FM(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 28.90 PEAK FLOW RATE(CFS) = 82.85 www*wwww*ww**wwwwwwwwwwwwwwwwww*wwwww*w**wwwww**w***www**ww****wwww***w*ww*w FLOW PROCESS FROM NODE 4.40 TO NODE 4.00 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1664.00 DOWNSTREAM(FEET) = 1647.00 FLOW LENGTH(FEET) = 1200.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 39.0 INCH PIPE IS 28.0 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 13.00 ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 82.85 PIPE TRAVEL TIME(MIN.) = 1.54 Tc(MIN.) = 16.09 LONGEST FLOWPATH FROM NODE 4.10 TO NODE 4.00 = 3160.00 FEET. *********www*wwwwww*wwww**********w*wwwwwww***w**************w*w**www**wwwww FLOW PROCESS FROM NODE 4.00 TO NODE 4.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 16.09 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.458 SUBAREA LOSS RATE DATA(AMC 11): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 12.10 0.98 0.50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA AREA(ACRES) = 12.10 SUBAREA RUNOFF(CFS) = 32.35 EFFECTIVE AREA(ACRES) = 41.00 AREA -AVERAGED Fu(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 41.00 PEAK FLOW RATE(CFS) = 109.61 **w****www*w**www*w*ww*ww*w*wwwwwwwwwwwwwwwwwwww********w*****ww*******w*w*w FLOW PROCESS FROM NODE 4.00 TO NODE 4.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 16.09 RAINFALL INTENSITY(INCH/HR) = 3.46 'AREA -AVERAGED FM(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 41.00 TOTAL STREAM AREA(ACRES) = 41.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 109.61 ** CONFLUENCE DATA ** 04/23/04 Q-45 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 77.96 19.50 3.081 0.97( 0.49) 0.50 33.4 1.00 2 109.61 16.09 3.458 0.98( 0.49) 0.50 41.0 4.10 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 183.28 16.09 3.458 0.98( 0.49) 0.50 68.6 4.10 2 173.67 19.50 3.081 0.97( 0.49) 0.50 74.4 1.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 183.28 Tc(MIN.) = 16.09 EFFECTIVE AREA(ACRES) = 68.56 AREA -AVERAGED Ftn(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 74.40 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 4.00 = 4400.00 FEET. FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1647.00 DOWNSTREAM(FEET) = 1617.00 FLOW LENGTH(FEET) = 1000.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 45.0 INCH PIPE IS 33.3 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 20.91 ESTIMATED PIPE DIAMETER(INCH) = 45.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 183.28 PIPE TRAVEL TIME(MIN.) = 0.80 Tc(MIN.) = 16.89 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 5.00 = 5400.00 FEET. FLOW PROCESS FROM NODE 5.00 TO NODE 5.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 16.89 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.359 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 2.00 0.98 0.50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA AREA(ACRES) = 2.00 SUBAREA RUNOFF(CFS) = 5.17 EFFECTIVE AREA(ACRES) = 70.56 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 76.40 PEAK FLOW RATE(CFS) = 183.28 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE **************************************************************************** FLOW PROCESS FROM NODE 5.00 TO NODE 5.00 IS CODE 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 16.89 04/23/04 Q-46 RAINFALL INTENSITY(INCH/HR) = 3.36 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 70.56 TOTAL STREAM AREA(ACRES) = 76.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 183.28 FLOW PROCESS FROM NODE 5.10 TO NODE 5.20 IS CODE = 21 ----------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 900.00 ELEVATION DATA: UPSTREAM(FEET) = 1683.00 DOWNSTREAM(FEET) = 1660.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 10.250 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.533 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) NATURAL FAIR COVER "OPEN BRUSH" A 5.10 0.86 1.00 46 22.34 RESIDENTIAL "11+ DWELLINGS/ACRE" A 10.50 0.98 0.20 32 10.25 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.89 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.46 SUBAREA RUNOFF(CFS) = 57.85 TOTAL AREA(ACRES) = 15.60 PEAK FLOW RATE(CFS) = 57.85 FLOW PROCESS FROM NODE 5.20 TO NODE 5.30 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 1654.00 DOWNSTREAM(FEET) = 1636.00 FLOW LENGTH(FEET) = 1350.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 33.0 INCH PIPE IS 26.2 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 11.42 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 57.85 PIPE TRAVEL TIME(MIN.) = 1.97 Tc(MIN.) = 12.22 LONGEST FLOWPATH FROM NODE 5.10 TO NODE 5.30 = 2250.00 FEET. FLOW PROCESS FROM NODE 5.30 TO NODE 5.30 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< ----------------------------------------------------------------------------- MAINLINE Tc(MIN) = 12.22 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.079 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL FAIR COVER "OPEN BRUSH" A 7.90 0.86 1.00 46 RESIDENTIAL "5-7 DWELLINGS/ACRE" A 13.00 0.98 0.50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.91 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.69 SUBAREA AREA(ACRES) = 20.90 SUBAREA RUNOFF(CFS) = 64.90 04/23/04 Q-47 EFFECTIVE AREA(ACRES) = 36.50 AREA -AVERAGED FYn(INCH/HR) = 0.54 AREA -AVERAGED Fp(INCH/HR) = 0.91 AREA -AVERAGED Ap = 0.59 TOTAL AREA(ACRES) = 36.50 PEAK FLOW RATE(CFS) = 116.38 **************************************************************************** FLOW PROCESS FROM NODE 5.30 TO NODE 5.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1636.00 DOWNSTREAM(FEET) = 1619.00 FLOW LENGTH(FEET) = 900.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 42.0 INCH PIPE IS 30.1 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 15.76 ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 116.38 PIPE TRAVEL TIME(MIN.) = 0.95 Tc(MIN.) = 13.17 LONGEST FLOWPATH FROM NODE 5.10 TO NODE 5.00 = 3150.00 FEET. FLOW PROCESS FROM NODE 5.00 TO NODE 5.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 13.17 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.899 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL FAIR COVER "OPEN BRUSH" A 6.00 0.86 1.00 46 RESIDENTIAL "5-7 DWELLINGS/ACRE" A 12.30 0.98 0.50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.92 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.66 SUBAREA AREA(ACRES) = 18.30 SUBAREA RUNOFF(CFS) = 54.18 EFFECTIVE AREA(ACRES) = 54.80 AREA -AVERAGED Fm(INCH/HR) = 0.56 AREA -AVERAGED Fp(INCH/HR) = 0.91 AREA -AVERAGED Ap = 0.62 TOTAL AREA(ACRES) = 54.80 PEAK FLOW RATE(CFS) = 164.67' FLOW PROCESS FROM NODE 5.00 TO NODE 5.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 13.17 RAINFALL INTENSITY(INCH/HR) = 3.90 AREA -AVERAGED Fm(INCH/HR) = 0.56 AREA -AVERAGED Fp(INCH/HR) = 0.91 AREA -AVERAGED Ap = 0.62 EFFECTIVE STREAM AREA(ACRES) = 54.80 TOTAL STREAM AREA(ACRES) = 54.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 164.67 ** CONFLUENCE DATA ** STREAM Q Tc NUMBER (CFS) (MIN.) 1 183.28 16.89 1 173.67 20.31 2 164.67 13.17 Intensity Fp(Fm) (INCH/HR) (INCH/HR) 3.359 0.97( 0.49) 3.007 0.97( 0.49) 3.899 0.91( 0.56) Ap Ae HEADWATER (ACRES) NODE 0.50 70.6 4.10 0.50 76.4 1.00 0.62 54.8 5.10 04/23/04 Q-48 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 334.50 13.17 3.899 0.94( 0.52) 0.56 109.8 5.10 2 321.30 16.89 3.359 0.94( 0.52) 0.55 125.4 4.10 3 294.34 20.31 3.007 0.94( 0.52) 0.55 131.2 1.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 334.50 Tc(MIN.) = 13.17 EFFECTIVE AREA(ACRES) = 109.83 AREA -AVERAGED Fm(INCH/HR) = 0.52 AREA -AVERAGED Fp(INCH/HR) = 0.94 AREA -AVERAGED Ap = 0.56 TOTAL AREA(ACRES) = 131.20 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 5.00 = 5400.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5.00 TO NODE 5.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< ---------------------------------------------------------------------------- MAINLINE Tc(MIN) = 13.17 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.899 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN PUBLIC PARK A 4.00 0.98 0.85 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.85 SUBAREA AREA(ACRES) = 4.00 SUBAREA RUNOFF(CFS) = 11.05 EFFECTIVE AREA(ACRES) = 113.83 AREA -AVERAGED Fm(INCH/HR) = 0.53 AREA -AVERAGED Fp(INCH/HR) = 0.94 AREA -AVERAGED Ap = 0.57 TOTAL AREA(ACRES) = 135.20 PEAK FLOW RATE(CFS) = 344.69 +--------------------- I END NORTHERN SYSTEM I I BEGIN SOUTHERN SYSTEM +--------------------- FLOW PROCESS FROM NODE 6.10 TO NODE 6.20 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 1000.00 ELEVATION DATA: UPSTREAM(FEET) = 1657.00 DOWNSTREAM(FEET) = 1635.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE))**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 11.017 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.341 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "11+ DWELLINGS/ACRE" A 10.30 0.98 0.20 32 11.02 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.20 SUBAREA RUNOFF(CFS) = 38.43 TOTAL AREA(ACRES) = 10.30 PEAK FLOW RATE(CFS) = 38.43 04/23/04 Q-49 FLOW PROCESS FROM NODE 6.20 TO NODE 6.30 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1630.00 DOWNSTREAM(FEET) = 1620.00 FLOW LENGTH(FEET) = 750.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 20.9 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 10.52 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 38.43 PIPE TRAVEL TIME(MIN.) = 1.19 Tc(MIN.) = 12.21 LONGEST FLOWPATH FROM NODE 6.10 TO NODE 6.30 = 1750.00 FEET. FLOW PROCESS FROM NODE 6.30 TO NODE 6.30 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE TC(MIN) = 12.21 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.082 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 13.00 0.98 0.50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA AREA(ACRES) = 13.00 SUBAREA RUNOFF(CFS) = 42.05 EFFECTIVE AREA(ACRES) = 23.30 AREA -AVERAGED FM(INCH/HR) = 0.36 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap.= 0.37 TOTAL AREA(ACRES) = 23.30 PEAK FLOW RATE(CFS) = 78.09 **************************************************************************** FLOW PROCESS FROM NODE 6.30 TO NODE 6.40 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1620.00 DOWNSTREAM(FEET) = 1609.00 FLOW LENGTH(FEET) = 750.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 29.2 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 12.70 ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 78.09 PIPE TRAVEL TIME(MIN.) = 0.98 Tc(MIN.) = 13.19 LONGEST FLOWPATH FROM NODE 6.10 TO NODE 6.40 = 2500.00 FEET. FLOW PROCESS FROM NODE 6.40 TO NODE 6.40 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 13.19 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.896 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "11+ DWELLINGS/ACRE" A 11.00 0.98 0.20 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.20 SUBAREA AREA(ACRES) = 11.00 SUBAREA RUNOFF(CFS) = 36.64 EFFECTIVE AREA(ACRES) = 34.30 AREA -AVERAGED FM(INCH/HR) = 0.31 04/23/04 Q-50 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.31 TOTAL AREA(ACRES) = 34.30 PEAK FLOW RATE(CFS) = 110.84 *wwwwwwwwwwwwwwwww****wwwwwwwwwwwwww*wwwwwww*ww*www*www**wwwwwwwwwwww*wwwwww FLOW PROCESS FROM NODE 6.40 TO NODE 6.00 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1609.00 DOWNSTREAM(FEET) = 1608.00 - FLOW LENGTH(FEET) = 400.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 60.0 INCH PIPE IS 43.4 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 7.29 ESTIMATED PIPE DIAMETER(INCH) = 60.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 110.84 PIPE TRAVEL TIME(MIN.) = 0.92 Tc(MIN.) = 14.10 LONGEST FLOWPATH FROM NODE 6.10 TO NODE 6.00 = 2900.00 FEET. **wwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwww*wwwwwwww**w***wwwwwwwwwwwwwwwwwwwwww*ww FLOW PROCESS FROM NODE 6.00 TO NODE 6.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 14.10 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.743 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN PUBLIC PARK A 9.00 0.98 0.85 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.65 SUBAREA AREA(ACRES) = 9.00 SUBAREA RUNOFF(CFS) = 23.60 EFFECTIVE AREA(ACRES) = 43.30 AREA -AVERAGED Fm(INCH/HR) = 0.41 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.43 TOTAL AREA(ACRES) = 43.30 PEAK FLOW RATE(CFS) = 129.69 +---------------------------------------------------------- I END EASTERLY TWO SYSTEMS ("NORTH" AND "SOUTH") j I I BEGIN WESTERLY SYSTEM -t---------------------------------------------------------------------------+ wwwwwwwwwwwww*wwwwwwww***ww*wwwwwwwwwwwwwwwwwww*wwwwwwwwww*wwwwwwwwwww*wwwww FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 1000.00 ELEVATION DATA: UPSTREAM(FEET) = 1675.00 DOWNSTREAM(FEET) = 1650.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 13.656 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.816 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) RESIDENTIAL "3-4 DWELLINGS/ACRE" A 4.00 0.98 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA RUNOFF(CFS) = 11.63 TOTAL AREA(ACRES) = 4.00 PEAK FLOW RATE(CFS) 04/23/04 Q-51 Ap SCS Tc (DECIMAL) CN (MIN.) 0.60 32 13.66 0.98 11.63 FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 61 ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STANDARD CURB SECTION USED) ««< UPSTREAM ELEVATION(FEET) = 1650.00 DOWNSTREAM ELEVATION(FEET) = 1633.00 STREET LENGTH(FEET) = 750.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 17.56 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.41 HALFSTREET FLOOD WIDTH(FEET) = 14.18 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.12 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.69 STREET FLOW TRAVEL TIME(MIN.) = 3.03 Tc(MIN.) = 16.69 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.384 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" A 4.70 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 4.70 SUBAREA RUNOFF(CFS) = 11.84 EFFECTIVE AREA(ACRES) = 8.70 AREA -AVERAGED Fm(INCH/HR) = 0.59 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 8.70 PEAK FLOW RATE(CFS) = 21.91 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.44 HALFSTREET FLOOD WIDTH(FEET) = 15.51 FLOW VELOCITY(FEET/SEC.) = 4.34 DEPTH*VELOCITY(FT*FT/SEG.) = 1.90 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 12.00 = 1750.00 FEET. FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 16.69 - * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.384 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" A 16.30 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 16.30 SUBAREA RUNOFF(CFS) = 41.05 EFFECTIVE AREA(ACRES) = 25.00 AREA -AVERAGED Fm(INCH/HR) = 0.59 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 25.00 PEAK FLOW RATE(CFS) = 62.97 **************************************************************************** 04/23/04 Q-52 FLOW PROCESS FROM NODE 12.00 TO NODE 13.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1626.00 DOWNSTREAM(FEET) = 1620.00 FLOW LENGTH(FEET) = 400.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 33.0 INCH PIPE IS 27.0 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 12.12 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 62.97 PIPE TRAVEL TIME(MIN.) = 0.55 Tc(MIN.) = 17.24 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 13.00 = 2150.00 FEET. FLOW PROCESS FROM NODE 13.00 TO NODE 13.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE TC(MIN) = 17.24 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.318 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap 5CS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" A 2.10 0.98 0.60 32 RESIDENTIAL "3-4 DWELLINGS/ACRE" A 1.80 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 3.90 SUBAREA RUNOFF(CFS) = 9.59 EFFECTIVE AREA(ACRES) = 28.90 AREA -AVERAGED Fm(INCH/HR) = 0.59 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 28.90 PEAK FLOW RATE(CFS) = 71.09 END OF STUDY SUMMARY: TOTAL AREA(ACRES) - 28.90 TC(MIN.) = 17.24 EFFECTIVE AREA(ACRES) = 28.90 AREA -AVERAGED Fm(INCH/HR)= 0.59 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.60 PEAK FLOW RATE(CFS) = 71.09 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- END OF RATIONAL METHOD ANALYSIS 04/23/04 Q-53 W FLOOD ROUTING CALCULATIONS 02/23/04 D-1 Project: Engineer: Notes: Citrus Heights North Aaron Skeers Park Basin Set #1 Date: 2/17/2004 1st-24hr 126-1770 2nd-24hr 1 Design Storm yr 2 2 Catchment Lag time hrs 0 3 Catchment Area acres 135.2 4 Base flow cfs/sq mi 0 5 S -graph 6 Maximum loss rate, Fm in/hr 7 Low loss fraction, Y -bar 8 Watershed area -averaged 5 -minute point rainfall inches 0.27 0.10 Watershed area -averaged 30 -minute point rainfall inches 0.63 0.23 Watershed area -averaged 1 -hour point rainfall inches 0.87 0.31 Watershed area -averaged 3 -hour point rainfall inches 1.43 0.51 Watershed area -averaged 6 -hour point rainfall inches 1.95 0.70 Watershed area -averaged 24 -hour point rainfall inches 3.80 1.37 9 24-hour storm unit interval minutes 5 Point rainfall unadjusted by depth -area factors 10 Depth -area adjustment factors 5 -min (Fig E-4) 30 -min 1 -hr 3 -hr 6 -hr 24 -hr Drainage-UHinput-sheet.xls 2/23/2004 Project: Engineer: Notes: Citrus Heights North Aaron Skeers Park Basin Set #1 Date: 2/17/2004 1st-24hr 126-1770 2nd-24hr 1 Design Storm yr 10 2 Catchment Lag time hrs 0 3 Catchment Area acres 135.2 4 Base flow cfs/sq mi 0 5 S -graph 6 Maximum loss rate, Fm in/hr 7 Low loss fraction, Y -bar 8 Watershed area -averaged 5 -minute point rainfall inches 0.36 0.13 Watershed area -averaged 30 -minute point rainfall inches 0.84 0.30 Watershed area -averaged 1 -hour point rainfall inches 1.16 0.42 Watershed area -averaged 3 -hour point rainfall inches 2.09 0.75 Watershed area -averaged 6 -hour point rainfall inches 3.04 1.09 Watershed area -averaged 24 -hour point rainfall inches 6.56 2.36 9 24-hour storm unit interval minutes 5 Point rainfall unadjusted by depth -area factors 10 Depth -area adjustment factors 5 -min (Fig E-4) 30 -min 1 -hr 3 -hr 6 -hr 24 -hr Drainage-UHinput-sheet.xis 2/23/2004 Project: Engineer: Notes: Citrus Heights North Aaron Skeers Park Basin Set #1 Date: 2/17/2004 1 st-24hr 126-1770 2nd-24hr 1 Design Storm yr 25 2 Catchment Lag time hrs 0 3 Catchment Area acres 135.2 4 Base flow cfs/sq mi 0 5 S -graph 6 Maximum loss rate, Fm in/hr 7 Low loss fraction, Y -bar 8 Watershed area -averaged 5 -minute point rainfall inches 0.41 0.15 Watershed area -averaged 30 -minute point rainfall inches 0.95 0.34 Watershed area -averaged 1 -hour point rainfall inches 1.32 0.48 Watershed area -averaged 3 -hour point rainfall inches 2.47 0.89 Watershed area -averaged 6 -hour point rainfall inches 3.66 1.32 Watershed area -averaged 24 -hour point rainfall inches 8.13 2.93 9 24-hour storm unit interval minutes 5 Point rainfall unadjusted by depth -area factors 10 Depth -area adjustment factors 5 -min (Fig E-4) 30 -min 1 -hr 3 -hr 6 -hr 24 -hr Drainage-UHinput-sheet.xls 2/23/2004 Project: Engineer: Notes: Citrus Heights North Aaron Skeers Park Basin Set #1 Date: 2/17/2004 1st-24hr 126-1770 2nd-24hr 1 Design Storm yr 100 2 Catchment Lag time hrs 0 3 Catchment Area acres 135.2 4 Base flow cfs/sq mi 0 5 S -graph 6 Maximum loss rate, Fm in/hr 7 Low loss fraction, Y -bar 8 Watershed area -averaged 5 -minute point rainfall inches 0.49 0.18 Watershed area -averaged 30 -minute point rainfall inches 1.13 0.41 Watershed area -averaged 1 -hour point rainfall inches 1.57 0.57 Watershed area -averaged 3 -hour point rainfall inches 3.03 1.09 Watershed area -averaged 6 -hour point rainfall inches 4.60 1.66 Watershed area -averaged 24 -hour point rainfall inches 10.50 3.78 9 24-hour storm unit interval minutes 5 Point rainfall unadjusted by depth -area factors 10 Depth -area adjustment factors 5 -min (Fig E-4) 30 -min 1 -hr 3 -hr 6 -hr 24 -hr Drainage-UHinput-sheet.xls 2/23/2004 Project: Citrus Heights North Date: 2/17/2004 126-1770 Engineer: Aaron Skeers Notes: SETY Set #2 1st-24hr 2nd-24hr 1 Design Storm hrs 2 Catchment Lag time 43.3 3 Catchment Area 0.31 4 Base flow 0.51 5 S -graph 0.70 6 Maximum loss rate, Fm 1.37 7 Low loss fraction, Y -bar 8 Watershed area -averaged 5 -minute point rainfall Watershed area -averaged 30 -minute point rainfall Watershed area -averaged 1 -hour point rainfall Watershed area -averaged 3 -hour point rainfall Watershed area -averaged 6 -hour point rainfall Watershed area -averaged 24 -hour point rainfall 9 24-hour storm unit interval Point rainfall unadjusted by depth -area factors 10 Depth -area adjustment factors (Fig E-4) yr 2 hrs 0 acres 43.3 cfs/sq mi 0 in/hr inches 0.27 0.10 inches 0.63 0.23 inches 0.87 0.31 inches 1.43 0.51 inches 1.95 0.70 inches 3.80 1.37 minutes 5 5 -min 30 -min 1 -hr 3 -hr 6 -hr 24 -hr Drainage-UHinput-sheet.xls 2/23/2004 Project: Engineer: Notes: Citrus Heights North Aaron Skeers SE'LY Set #2 Date: 2/17/2004 1st-24hr 126-1770 2nd-24hr 1 Design Storm yr 10 2 Catchment Lag time hrs 0 3 Catchment Area acres 43.3 4 Base flow cfs/sq mi 0 5 S -graph 6 Maximum loss rate, Fm in/hr 7 Low loss fraction, Y -bar 8 Watershed area -averaged 5 -minute point rainfall inches 0.36 0.13 Watershed area -averaged 30 -minute point rainfall inches 0.84 0.30 Watershed area -averaged 1 -hour point rainfall inches 1.16 0.42 Watershed area -averaged 3 -hour point rainfall inches 2.09 0.75 Watershed area -averaged 6 -hour point rainfall inches 3.04 1.09 Watershed area -averaged 24 -hour point rainfall inches 6.56 2.36 9 24-hour storm unit interval minutes 5 Point rainfall unadjusted by depth -area factors 10 Depth -area adjustment factors 5 -min (Fig E-4) 30 -min 1 -hr 3 -hr 6 -hr 24 -hr Drainage-UHinput-sheet.xls 2/23/2004 Project: Engineer: Notes: Citrus Heights North Aaron Skeers SE'LY Set #2 Date: 2/17/2004 1st-24hr 126-1770 2nd-24hr 1 Design Storm yr 25 2 Catchment Lag time hrs 0 3 Catchment Area acres 43.3 4 Base flow cfs/sq mi 0 5 S -graph 6 Maximum loss rate, Fm in/hr 7 Low loss fraction, Y -bar 8 Watershed area -averaged 5 -minute point rainfall inches 0.41 0.15 Watershed area -averaged 30 -minute point rainfall inches 0.95 0.34 Watershed area -averaged 1 -hour point rainfall inches 1.32 0.48 Watershed area -averaged 3 -hour point rainfall inches 2.47 0.89 Watershed area -averaged 6 -hour point rainfall inches 3.66 1.32 Watershed area -averaged 24 -hour point rainfall inches 8.13 2.93 9 24-hour storm unit interval minutes 5 Point rainfall unadjusted by depth -area factors 10 Depth -area adjustment factors 5 -min (Fig E-4) 30 -min 1 -hr 3 -hr 6 -hr 24 -hr Drainage-UHinput-sheet.xls 2/23/2004 Project: Engineer: Notes: Citrus Heights North Aaron Skeers SE'LY Set #2 Date: 2/17/2004 1st-24hr 126-1770 2nd-24hr 1 Design Storm yr 100 2 Catchment Lag time hrs 0 3 Catchment Area acres 43.3 4 Base flow cfs/sq mi 0 5 S -graph 6 Maximum loss rate, Fm in/hr 7 Low loss fraction, Y -bar 8 Watershed area -averaged 5 -minute point rainfall inches 0.49 0.18 Watershed area -averaged 30 -minute point rainfall inches 1.13 0.41 Watershed area -averaged 1 -hour point rainfall inches 1.57 0.57 Watershed area -averaged 3 -hour point rainfall inches 3.03 1.09 Watershed area -averaged 6 -hour point rainfall inches 4.60 1.66 Watershed area -averaged 24 -hour point rainfall inches 10.50 3.78 9 24-hour storm unit interval minutes 5 Point rainfall unadjusted by depth -area factors 10 Depth -area adjustment factors 5 -min (Fig E-4) 30 -min 1 -hr 3 -hr 6 -hr 24 -hr Drainage-UHinput-sheet.xls 2/23/2004 Project: Engineer: Notes: Citrus Heights North Aaron Skeers PA 4 Set #3 Date: 2/17/2004 1st-24hr 126-1770 2nd-24hr 1 Design Storm yr 2 2 Catchment Lag time hrs 0 3 Catchment Area acres 30 4 Base flow cfs/sq mi 0 5 S -graph 6 Maximum loss rate, Fm in/hr 7 Low loss fraction, Y -bar 8 Watershed area -averaged 5 -minute point rainfall inches 0.27 0.10 Watershed area -averaged 30 -minute point rainfall inches 0.63 0.23 Watershed area -averaged 1 -hour point rainfall inches 0.87 0.31 Watershed area -averaged 3 -hour point rainfall inches 1.43 0.51 Watershed area -averaged 6 -hour point rainfall inches 1.95 0.70 Watershed area -averaged 24 -hour point rainfall inches 3.80 1.37 9 24-hour storm unit interval minutes 5 Point rainfall unadjusted by depth -area factors 10 Depth -area adjustment factors 5 -min (Fig E-4) 30 -min 1 -hr 3 -hr 6 -hr 24 -hr Drainage-UHinput-sheet.xls 2/23/2004 Project: Engineer: Notes: Citrus Heights North Aaron Skeers PA 4 Set #3 Date: 2/17/2004 1 st-24hr 126-1770 2nd-24hr 1 Design Storm yr 10 2 Catchment Lag time hrs 0 3 Catchment Area acres 30 4 Base flow cfs/sq mi 0 5 S -graph 6 Maximum loss rate, Fm in/hr 7 Low loss fraction, Y -bar 8 Watershed area -averaged 5 -minute point rainfall inches 0.36 0.13 Watershed area -averaged 30 -minute point rainfall inches 0.84 0.30 Watershed area -averaged 1 -hour point rainfall inches 1.16 0.42 Watershed area -averaged 3 -hour point rainfall inches 2.09 0.75 Watershed area -averaged 6 -hour point rainfall inches 3.04 1.09 Watershed area -averaged 24 -hour point rainfall inches 6.56 2.36 9 24-hour storm unit interval minutes 5 Point rainfall unadjusted by depth -area factors 10 Depth -area adjustment factors 5 -min (Fig E-4) 30 -min 1 -hr 3 -hr 6 -hr 24 -hr Drai nage-U Hinput-sheet.xls 2/23/2004 Project: Engineer: Notes: Citrus Heights North Aaron Skeers PA 4 Set #3 Date: 2/17/2004 1st-24hr 126-1770 2nd-24hr 1 Design Storm yr 25 2 Catchment Lag time hrs 0 3 Catchment Area acres 30 4 Base flow cfs/sq mi 0 5 S -graph 6 Maximum loss rate, Fm in/hr 7 Low loss fraction, Y -bar 8 Watershed area -averaged 5 -minute point rainfall inches 0.41 0.15 Watershed area -averaged 30 -minute point rainfall inches 0.95 0.34 Watershed area -averaged 1 -hour point rainfall inches 1.32 0.48 Watershed area -averaged 3 -hour point rainfall inches 2.47 0.89 Watershed area -averaged 6 -hour point rainfall inches 3.66 1.32 Watershed area -averaged 24 -hour point rainfall inches 8.13 2.93 9 24-hour storm unit interval minutes 5 Point rainfall unadjusted by depth -area factors 10 Depth -area adjustment factors 5 -min (Fig E-4) 30 -min 1 -hr 3 -hr 6 -hr 24 -hr Drainage-UHinput-sheet.xls 2/23/2004 Project: Engineer: Notes: Citrus Heights North Aaron Skeers PA 4 Set #3 Date: 2/17/2004 1 st-24hr 126-1770 2nd-24hr 1 Design Storm yr 100 2 Catchment Lag time hrs 0 3 Catchment Area acres 30 4 Base flow cfs/sq mi 0 5 S -graph 6 Maximum loss rate, Fm in/hr 7 Low loss fraction, Y -bar 8 Watershed area -averaged 5 -minute point rainfall inches 0.49 0.18 Watershed area -averaged 30 -minute point rainfall inches 1.13 0.41 Watershed area -averaged 1 -hour point rainfall inches 1.57 0.57 Watershed area -averaged 3 -hour point rainfall inches 3.03 1.09 Watershed area -averaged 6 -hour point rainfall inches 4.60 1.66 Watershed area -averaged 24 -hour point rainfall inches 10.50 3.78 9 24-hour storm unit interval minutes 5 Point rainfall unadjusted by depth -area factors 10 Depth -area adjustment factors 5 -min (Fig E-4) 30 -min 1 -hr 3 -hr 6 -hr 24 -hr Drainage-UHinput-sheet.xls 2/23/2004 NON-HOMOGENEOUS WATERSHED AREA -AVERAGED LOSS RATE (Fm) AND LOW LOSS FRACTION ESTIMATIONS (C) Copyright 1989-2002 Advanced Engineering Software (aes) Ver. 9.0 Release Date: 01/01/2002 License ID 1251 Analysis prepared by: MADOLE & ASSOCIATES, INC. 10601 CHURCH STREET SUITE 107 RANCHO CUCAMONGA CA 91730 909.948.1311 FAX -946.8464 madole@madolerc.com **************************************************************************** ---------------------------------------------------------------------------- Problem Descriptions: CITRUS HEIGHTS NORTH PARK BASIN FM & Y -BAR VALUES FOR UH (DEVELOPED CONDITION) 2 -YEAR *** NON-HOMOGENEOUS WATERSHED AREA -AVERAGED LOSS RATE (Fm) --- AND LOW LOSS FRACTION ESTIMATIONS FOR AMC II: TOTAL 24-HOUR DURATION RAINFALL DEPTH = 3.80 (inches) SOIL -COVER AREA PERCENT OF SCS CURVE LOSS RATE PERCENT OF II TYPE (Acres) PERVIOUS AREA NUMBER Fp(in./hr.) YIELD 1 101.70 50.00 32. 0.975 0.469 2 10.50 20.00 32. 0.975 0.751 j 3 4.00 85.00 32. 0.975 0.141 4 19.00 100.00 46. 0.860 0.000 TOTAL AREA (Acres) = 135.20 I 10.50 20.00 AREA -AVERAGED LOSS RATE, Fm (in./hr.) = 0.527 0.975 0.765 AREA -AVERAGED LOW LOSS FRACTION, Y = 0.585 4.00 85.00 Problem Descriptions: 0.975 0.143 CITRUS HEIGHTS NORTH 19.00 100.00 FM & Y -BAR VALUES FOR UH (DEVELOPED CONDITION) 0.860 0.000 5 -YEAR *** NON-HOMOGENEOUS WATERSHED AREA -AVERAGED LOSS RATE ---------- (Fm) 1 AND LOW LOSS FRACTION ESTIMATIONS FOR AMC II: TOTAL 24-HOUR DURATION RAINFALL DEPTH = 5.37 (inches) SOIL -COVER AREA PERCENT OF SCS CURVE LOSS RATE TYPE (Acres) PERVIOUS AREA NUMBER Fp(in./hr.) YIELD 1 101.70 50.00 32. 0.975 0.478 2 10.50 20.00 32. 0.975 0.765 3 4.00 85.00 32. 0.975 0.143 4 19.00 100.00 46. 0.860 0.000 TOTAL AREA (Acres) = 135.20 AREA -AVERAGED LOSS RATE, Fm (in./hr.) = 0.527 AREA -AVERAGED LOW LOSS FRACTION, Y = 0.577 02/23/04 D-2 Problem Descriptions: CITRUS HEIGHTS NORTH FM & Y -BAR VALUES FOR UH (DEVELOPED CONDITION) 10 -YEAR *** NON-HOMOGENEOUS WATERSHED AREA -AVERAGED LOSS RATE (Fm) AND LOW LOSS FRACTION ESTIMATIONS FOR AMC II: TOTAL 24-HOUR DURATION RAINFALL DEPTH = 6.56 (inches) SOIL -COVER AREA PERCENT OF SCS CURVE LOSS RATE 1 TYPE (Acres) PERVIOUS AREA NUMBER Fp(in./hr.) YIELD 1 101.70 50.00 32. 0.975 0.482 2 10.50 20.00 32. 0.975 0.771 3 4.00 85.00 32. 0.975 0.145 4 19.00 100.00 46. 0.860 0.000 iI TOTAL AREA (Acres) = 135.20 I AREA -AVERAGED LOSS RATE, Fm (in./hr.) = 0.527 AREA -AVERAGED LOW LOSS FRACTION, Y = 0.573 Problem Descriptions: CITRUS HEIGHTS NORTH l FM & Y -BAR VALUES FOR UH (DEVELOPED CONDITION) 25 -YEAR ---------------------------------------------------------------------------- *** NON-HOMOGENEOUS WATERSHED AREA -AVERAGED LOSS RATE (Fm) AND LOW LOSS FRACTION ESTIMATIONS FOR AMC II: TOTAL 24-HOUR DURATION RAINFALL DEPTH = 8.13 (inches) SOIL -COVER AREA PERCENT OF SCS CURVE LOSS RATE TYPE (Acres) PERVIOUS AREA NUMBER Fp(in./hr.) YIELD 1 101.70 50.00 32. 0.975 0.485 2 10.50 20.00 32. 0.975 0.776 3 4.00 85.00 32. 0.975 0.146 4 19.00 100.00 46. 0.860 0.000 TOTAL AREA (Acres) = 135.20 AREA -AVERAGED LOSS RATE, Fm (in./hr.) = 0.527 AREA -AVERAGED LOW LOSS FRACTION, Y = 0.570 i Problem Descriptions: CITRUS HEIGHTS NORTH FM & Y -BAR VALUES FOR UH (DEVELOPED CONDITION) 100 -YEAR *** NON-HOMOGENEOUS WATERSHED AREA -AVERAGED LOSS RATE (Fm) AND LOW LOSS FRACTION ESTIMATIONS FOR AMC II: TOTAL 24-HOUR DURATION RAINFALL DEPTH = 10.50 (inches) SOIL -COVER AREA PERCENT OF SCS CURVE LOSS RATE TYPE (Acres) PERVIOUS AREA NUMBER Fp(in./hr.) YIELD 1 101.70 50.00 32. 0.975 0.489 2 10.50 20.00 32. 0.975 0.782 02/23/04 D-3 3 4.00 85.00 32. 0.975 0.147 4 19.00 100.00 46. 0.860 0.000 TOTAL AREA (Acres) = 135.20 AREA -AVERAGED LOSS RATE, Fm (in./hr.) = 0.527 AREA -AVERAGED LOW LOSS FRACTION, Y = 0.567 02/23/04 D-4 NON-HOMOGENEOUS WATERSHED AREA -AVERAGED LOSS RATE (Fm) AND LOW LOSS FRACTION ESTIMATIONS (C) Copyright 1989-2002 Advanced Engineering Software (aes) Ver. 9.0 Release Date: 01/01/2002 License ID 1251 Analysis prepared by: MADOLE & ASSOCIATES, INC. 10601 CHURCH STREET SUITE 107 RANCHO CUCAMONGA CA 91730 909.948.1311 FAX -948.8464 madole@madolerc.com ---------------------------------------------------------------------------- Problem Descriptions: CHN SOUTH EASTERLY 43 ACRES 2 -YEAR ----------- *** NON-HOMOGENEOUS WATERSHED AREA -AVERAGED LOSS RATE (Fm) AND LOW LOSS FRACTION ESTIMATIONS FOR AMC II: TOTAL 24-HOUR DURATION RAINFALL DEPTH = 3.80 (inches) SOIL -COVER AREA PERCENT OF SCS CURVE LOSS RATE TYPE (Acres) PERVIOUS AREA NUMBER Fp(in./hr.) YIELD 1 13.00 50.00 32. 0.975 0.469 2 21.30 20.00 32. 0.975 0.751 f 3 9.00 85.00 32. 0.975 0.141 TOTAL AREA (Acres) = 43.30 AREA -AVERAGED LOSS RATE, Fm (in./hr.) = 0.415 AREA -AVERAGED LOW LOSS FRACTION, Y = 0.461 10 -YEAR *** NON-HOMOGENEOUS WATERSHED AREA -AVERAGED -LOSS RATE (Fm)- -- --- - AND LOW LOSS FRACTION ESTIMATIONS FOR AMC 12: TOTAL 24-HOUR DURATION RAINFALL DEPTH = 6.56 (inches) I SOIL -COVER AREA PERCENT OF SCS CURVE LOSS RATE TYPE (Acres) PERVIOUS AREA NUMBER Fp(in./hr.) YIELD 1 13.00 50.00 32. 0.975 0.482 2 21.30 20.00 32. 0.975 0.771 3 9.00 85.00 32. 0.975 0.145 TOTAL AREA (Acres) = 43.30 AREA -AVERAGED LOSS RATE, Fm (in./hr.) = 0.415 AREA -AVERAGED LOW LOSS FRACTION, Y = 0.446 02/23/04 D-5 25 -YEAR *** NON --HOMOGENEOUS WATERSHED AREA -AVERAGED LOSS RATE (Fm) AND LOW LOSS FRACTION ESTIMATIONS FOR AMC II: TOTAL 24-HOUR DURATION RAINFALL DEPTH = 8.13 (inches) SOIL --COVER AREA PERCENT OF SCS CURVE LOSS RATE TYPE (Acres) PERVIOUS AREA NUMBER Fp(in./hr.) YIELD 1 13.00 50.00 32. 0.975 0.485 2 21.30 20.00 32. 0.975 0.776 3 9.00 85.00 32. 0.975 0.146 ` TOTAL AREA (Acres) = 43.30 AREA -AVERAGED LOSS RATE, Fm (in./hr.) = 0.415 AREA -AVERAGED LOW LOSS FRACTION, Y = 0.442 I 100 -YEAR *** NON-HOMOGENEOUS WATERSHED AREA -AVERAGED LOSS RATE (Fm) AND LOW LOSS FRACTION ESTIMATIONS FOR AMC II: TOTAL 24-HOUR DURATION RAINFALL DEPTH = 10.50 (inches) SOIL -COVER AREA PERCENT OF SCS CURVE LOSS RATE TYPE (Acres) PERVIOUS AREA NUMBER Fp(in./hr.) YIELD 1 13.00 50.00 32. 0.975 0.489 2 21.30 20.00 32. 0.975 0.782 3 9.00 85.00 32. 0.975 0.147 TOTAL AREA (Acres) = 43.30 AREA --AVERAGED LOSS RATE, Fm (in./hr.) = 0.415 AREA -AVERAGED LOW LOSS FRACTION, Y = 0.438 02/23/04 D-6 NON-HOMOGENEOUS WATERSHED AREA -AVERAGED LOSS RATE (Fm) i AND LOW LOSS FRACTION ESTIMATIONS ---(C) Copyright 1989-2002 AdvancedEngineeringSoftware (aes)-- - Ver. 9.0 Release Date: 01/01/2002 License ID 1251 Analysis prepared by: MADOLE & ASSOCIATES, INC. 10601 CHURCH STREET SUITE 107 RANCHO CUCAMONGA CA 91730 909.948.1311 FAX -948.8464 madole@madolerc.com **************************************************************************** ---------------------------------------------------------------------------- Problem Descriptions: CHN PA 4 2 -YEAR *** NON-HOMOGENEOUS WATERSHED AREA -AVERAGED LOSS RATE (Fm) AND LOW LOSS FRACTION ESTIMATIONS FOR AMC II: TOTAL 24-HOUR DURATION RAINFALL DEPTH = 3.80 (inches) SOIL -COVER AREA PERCENT OF SCS CURVE LOSS RATE TYPE (Acres) PERVIOUS AREA NUMBER Fp(in./hr.) YIELD 1 30.00 60.00 32. 0.975 0.375 TOTAL AREA (Acres) = 30.00 AREA -AVERAGED LOSS RATE, Fm (in./hr.) = 0.585 AREA -AVERAGED LOW LOSS FRACTION, Y = 0.625 1 10 -YEAR *** NON-HOMOGENEOUS WATERSHED AREA -AVERAGED LOSS RATE (Fm) AND LOW LOSS FRACTION ESTIMATIONS FOR AMC II: i TOTAL 24-HOUR DURATION RAINFALL DEPTH = 6.56 (inches) SOIL -COVER AREA PERCENT OF SCS CURVE LOSS RATE I TYPE (Acres) PERVIOUS AREA NUMBER Fp(in./hr.) YIELD 1 30.00 60.00 32. 0.975 0.385 TOTAL AREA (Acres) = 30.00 I _ AREA -AVERAGED LOSS RATE, Fm (in./hr.) = 0.585 AREA -AVERAGED LOW LOSS FRACTION, Y = 0.615 02/23/04 D_7 25 -YEAR --------------------------------- *** NON-HOMOGENEOUS WATERSHED AREA -AVERAGED LOSS RATE (Fm) AND LOW LOSS FRACTION ESTIMATIONS FOR AMC II: TOTAL 24-HOUR DURATION RAINFALL DEPTH = 8.13 (inches) SOIL -COVER AREA PERCENT OF SCS CURVE LOSS RATE TYPE (Acres) PERVIOUS AREA NUMBER Fp(in./hr.) YIELD 1 30.00 60.00 32. 0.975 0.388 TOTAL AREA (Acres) = 30.00 AREA -AVERAGED LOSS RATE, Fm (in./hr.) = 0.585 AREA -AVERAGED LOW LOSS FRACTION, Y = 0.612 100 -YEAR -- ---------------------- *** NON-HOMOGENEOUS WATERSHED AREA -AVERAGED LOSS RATE (Fm) AND LOW LOSS FRACTION ESTIMATIONS FOR AMC II: TOTAL 24-HOUR DURATION RAINFALL DEPTH = 10.50 (inches) SOIL -COVER AREA PERCENT OF SCS CURVE LOSS RATE TYPE (Acres) PERVIOUS AREA NUMBER Fp(in./hr.) YIELD 1 30.00 60.00 32. 0.975 0.391 TOTAL AREA (Acres) = 30.00 AREA -AVERAGED LOSS RATE, Fm (in./hr.) = 0.585 AREA -AVERAGED LOW LOSS FRACTION, Y = 0.609 02/23/04 D-8 CITRUS HEIGHTS NORTH PARK SITE BASIN Basin Geometry Depth Acres j Volume out ft Acres Cf ac -ft I cfs 0 1.89 - 1 0.01 0.0 1 1.98 66,905 1 1.51 0.0 2 2.07 102,661 1 2.41 15.1 3 2.16 194,824 4.51 21.4 4 2.25 290,953 , 6.71 25.8 5 2.35 391,104 1 9.0 27.7 6 2.441 495,334 11.4 29.5 7 2.541 603,702 13.91 31.2 8 2.631 716,265 16.41 32.8 9 2.731 833,079 19.11 34.3 10 i 2.83 954,203 21.91 35.8 11 2.93 1,079,693 24.81 37.2 12 ! 3.03 1,209,608 27.81 38.5 126-1770 4/22/2004 PM 26-17701DrainagelBasinVolume.xls 4/23/2004 r<< CITRUS HEIGHTS NORTH PARK SITE BASIN Basin Outlet Hydraulics RISER INPUT DATA (Horizontal Orifice) C 0 (weir) (N/A=0) C 0.6 (orifice) Dia 2 ft Rim 1 ft BASIN OUTLET PIPE DATA (Assumes no downstream control) N 0.013 Dia 2 ft Slope 0.005 ft/ft Length 500 ft Basin Depth ft Head Depth ft Riser Orifice cfs Basin Weir Outlet Pipe cfs cfs Manual override Control cfs cfs 0 0 0.0 16.0 0.0 1 0 0.0 18.9 0.0 2 1 15.1 21.5 15.1 3 2 21.4 23.7 21.4 4 3 26.2 25.8 25.8 5 4 30.3 27.7 27.7 6 5 33.8 29.5 29.5 7 6 37.1 31.2 31.2 8 7 40.0 32.8 32.8 9 8 42.8 34.3 34.3 10 9 45.4 35.8 35.8 11 10 47.8 37.2 37.2 12 11 50.2 38.5 38.5 126-1770 4/22/2004 P:1126-17701DrainagelBasinVolume.xls 4/23/2004 It O O O N co cb N N r naFavo Q m � LU CD v+ O a� � 0 z� Ln f E _V E W CIO Z O U ,a; CD 0 0 N c� N �r �,ILO;CD,M�rIr�OIO MOI rl NId CD I �, ! ! ; 1 Md'co co O 001,100 1 TCOO �I'r" Ln LC)ITT r,l�l� _tid =IO Q) 2 chlCflltil O t0 ;OI I O LO: LO ; O� r E I i I i i r �i IOIti' TIOIQ7'OIC7 1171 I LO to i !O �-� U , I I I I IIII;fI I Ir N II C6 C7 L6( III 1L6 CD "Hill ► II 1 � If II I !I M CCgCptiti O NLONCOr d' LoCe)CoICO04M Lf) � I M MM I O r '" I I I I ' ' , T:'i'I' d 11__ QId'NOII1LOLOU.)ILOILOLOLC) QI N It, 100 OcrCAOOOIO{000 CY) m It C7 m m In M M M ig I iQ IIIj p I (j U I j I I J CV del CD t- CA O I C7 CT I CT O O O 1 I I co Iii 1 I� lil Nr OOCAIcoC14mNO IMO Lo V) LnU)InLnOIr~OIOOO �IOd OLOITT vj��!TNLO Ipl I IMILOlqr CI) TOI%- CO 00 Ce) COCOOCq.CACACi NNNNN Cp�COCOCD Ln to LO tC� O C) I C 7 CSS Lp I r I� C7100 d OO N N N CV CV �I E T T I I r N N M 'cP d- Lf) Lo Lo LO LO I IM I 0' OOCMO LC) r (D L!7 NCMCOO r n0 CD TpOco'tcoMMco[*-NLCj�.00OOO OO rOO +- LO L0 O O %-. 101 CV ' Md'O LOCOS COr CM N'.T IM C) 000 NcrCAr0 M M I N LO M1OOOOOO CO CO CO CEO CO (n L1) LC)V) CD LO I O I T M I LC) 1 CXi I N LO 00 O C N C CO 100 CO CO I CO 00 CO CO a7 V_ T_ I IU I 1rrrNNNN I NINNN;INNN U f I I C9 m > > Q)l-1 C='�i��NiN OI,- L0 Or CO n-0 0tiO1�NqqrM UI) WM1,_W .t �� — m! ONOOLnNrCACONMNI000ANCANII�ICOICA CS CilM 101 MrWWM0Lo0MC)Md.0 -gr N p -O C'0M (D 0 M 1 jl W =I ) U 0i U 0 0 000 0 0 0 0 CT 40 O!O LnCX1ONIcr000 O O rlrir rfTIN C)rrNN NIN NIN N N Im 1 i 0� Ic j I Ifn; I I I � O I'� � I I 1 O T CO CM Co 1 d' 00 Co N I` M O co COCO I-- 1� In LC) r 1T Md O CO Ir-MTM'I'CAOIgtC)C) lr 0 LC)jCcg0)NI.-COd'N CO (OILC)Td:1COLOCOCO�r 1 T C"]Ln IOLC)LgCOCO NM d' d Ln MIC"1MCAMU-)1(6`I_ CO ti 00 100 I r CA CAI O O O fi f. II i f �III1 c'7 COO1N I� OOOOOiO CJOOO1O1TId-ICDO?1d COILOd Ln 00 ol�� a C) C) T 700ooC)C:oMMl-�1--tMI0CDImm I d CX) O N I d' LO I_ I CO 1 0) 0 = TIr r rIT T T N I+ 3 v ov I I �I o rccON 00 MNIlOo(ON PI: rd I�OOrr'rTjO,C�00 O O C)C)COC)N V CO 00OTNMd CD100MOTrIrN O rrrrTTNNNNNNN NIMMIMM r LOO O ( Ti I �O Q 9Q >1� 0gcgNf�00CDNr: '1'0?NCOd L01-00 V qo: CO 0 O OC:)COONgtCoMM N — WMd NW MI�ON 0 rrrrrrNCV IOMLO r r T fl- COOrMd N N N N IO � T r o" 1 O T T I T T T T T T r r r r r T r r r T T T M C M 0M M c? M M M C? M 0 M M M M M M M M I M C) T N M V LO (O ti CO O O r N M d' LO CO ti M CA L T r r r T r rIr r T [V Q d CM I O C O M {� CDrNM'[FLL)COICOOOTNM'd'LoC0 fl- 00OO (lT > $ p CO CO LO CO l0 O M CO LC) O LC) O LC) 0 LO (O LO CO LC) ti M ti L1) ti M ti l0 ti LO ti LO ti LC) ti LO h LO 11 Lo a0 LO A wI LO r T r r T T T T T T T T r r T T r r r T 0 0 N c� N �r LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL FAIR COVER "OPEN BRUSH" A 48.90 0.86 1.00 46 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.86 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 48.90 SUBAREA RUNOFF(CFS) = 64.33 EFFECTIVE AREA(ACRES) = 71.90 AREA -AVERAGED Fm(INCH/HR) = 0.86 AREA -AVERAGED Fp(INCH/HR) = 0.86 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 71.90 PEAK FLOW RATE(CFS) = 94.58 FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE = 52 »»>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< »»>TRAVELTIME THRU SUBAREA««< --ELEVATION DATA: UPSTREAM(FEET) ^-1671.00 DOWNSTREAM(FEET) = 1615.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 2040.00 CHANNEL SLOPE = 0.0275 CHANNEL FLOW THRU SUBAREA(CFS) = 94.58 FLOW VELOCITY(FEET/SEC) = 7.73 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 4.40 TC(MIN-) = 27.81 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 5.00 = 4500.00 FEET. FLOW PROCESS FROM NODE 5.00 TO NODE 5.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 27.81 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.094 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL ' AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL FAIR COVER "OPEN BRUSH" A 108.10 0.86 1.00 46 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.86 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 108.10 SUBAREA RUNOFF(CFS) = 120.04 EFFECTIVE AREA(ACRES) = 180.00 AREA -AVERAGED Fm(INCH/HR) = 0.86 AREA -AVERAGED Fp(INCH/HR) = 0.86 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 180.00 PEAK FLOW RATE(CFS) = 199.89 FLOW PROCESS FROM NODE 5.00 TO NODE 5.00 IS CODE = 1 --»»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 27.81 RAINFALL INTENSITY(INCH/HR) = 2.09 AREA -AVERAGED Fm(INCH/HR) = 0.86 AREA -AVERAGED Fp(INCH/HR) = 0.86 AREA -AVERAGED Ap = 1.00 EFFECTIVE STREAM AREA(ACRES) = 180.00 TOTAL STREAM AREA(ACRES) = 180.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 199.89 FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< 02/23/04 QU-19 INITIAL SUBAREA FLOW-LENGTH(FEET) = 500.00 ELEVATION DATA: UPSTREAM(FEET) = 1677.00 DOWNSTREAM(FEET) = 1663.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 17.336 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.780 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) NATURAL FAIR COVER "OPEN BRUSH" A 3.90 0.86 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 6.74 TOTAL AREA(ACRES) = 3.90 PEAK FLOW RATE(CFS) Ap SCS Tc (DECIMAL) CN (MIN.) 1.00 46 17.34 0.86 6.74 **************************************************************************** FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 52 »»>COMPUTE NATURAL VALLEY CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA««< ELEVATION DATA: UPSTREAM(FEET) = 1663.00 DOWNSTREAM(FEET) = 1630.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 1200.00 CHANNEL SLOPE = 0.0275 CHANNEL FLOW THRU SUBAREA(CFS) = 6.74 FLOW VELOCITY(FEET/SEC) = 3.76 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 5.32 Tc(MIN.) = 22.66 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 12.00 = 1700.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 81 - »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 22.66 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.368 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL FAIR COVER "OPEN BRUSH" A 27.00 0.86 1.00 46 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.86 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 27.00 SUBAREA RUNOFF(CFS) = 36.64 EFFECTIVE AREA(ACRES) = 30.90 AREA -AVERAGED Fm(INCH/HR) = 0.86 AREA -AVERAGED Fp(INCH/HR) = 0.86 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 30.90 PEAK FLOW RATE(CFS) = 41.93 **************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 5.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES ««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 22.66 RAINFALL INTENSITY(INCH/HR) = 2.37 AREA -AVERAGED Fm(INCH/HR) = 0.86 AREA -AVERAGED Fp(INCH/HR) = 0.86 AREA -AVERAGED Ap = 1.00 EFFECTIVE STREAM AREA(ACRES) = 30.90 TOTAL STREAM AREA(ACRES) = 30.90 PEAK FLOW RATE(CFS) AT CONFLUENCE = 41.93 02/23/04 QU-20 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 199.89 27.81 2.094 0.86( 0.86) 1.00 180.0 1.00 2 41.93 22.66 2.368 0.86( 0.86) 1.00 30.9 10.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER l NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 240.94 22.66 2.368 0.86( 0.86) 1.00 177.6 10.00 2 234.20 27.81 2.094 0.86( 0.86) 1.00 210.9 1.00 j COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 240.94 Tc(MIN.) = 22.66 EFFECTIVE AREA(ACRES) = 177.56 AREA -AVERAGED Fm(INCH/HR) = 0.86 AREA -AVERAGED Fp(INCH/HR) = 0.86 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 210.90 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 5.00 = 4500.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 210.90 TC(MIN.) = 22.66 EFFECTIVE AREA(ACRES) = 177.56 AREA -AVERAGED Fm(INCH/HR)= 0.86 AREA -AVERAGED Fp(INCH/HR) = 0.86 AREA -AVERAGED Ap = 1.00 PEAK FLOW RATE(CFS) = 240.94 ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 240.94 22.66 2.368 0.86( 0.86) 1.00 177.6 10.00 2 234.20 27.81 2.094 0.86( 0.86) 1.00 210.9 1.p0 1 END OF RATIONAL METHOD ANALYSIS 02/23/04 QU-21 04/23/04 DEVELOPED HYDROLOGY Q-1 RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-2002 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2002 License ID 1251 Analysis prepared by: MADOLE & ASSOCIATES, INC. 10601 CHURCH STREET SUITE 107 RANCHO CUCAMONGA CA 91730 909.948.1311 FAX -948.8464 madole@madolerc.com ************************** DESCRIPTION OF STUDY ************************** * CITRUS HEIGHTS NORTH * Q2 HYDROLOGY * ************************************************************************** FILE NAME: CHNO2.DAT TIME/DATE OF STUDY: 13:40 04/22/2004 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --*TIME-OF-CONCENTRATION MODEL* -- USER SPECIFIED STORM EVENT(YEAR) = 2.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 24.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) = 0.6000 USER SPECIFIED 1 -HOUR INTENSITY(INCH/HOUR) = 0.8700 *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *USER -DEFINED STREET -SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER -GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT -/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 1000.00 ELEVATION DATA: UPSTREAM(FEET) = 1735.00 DOWNSTREAM(FEET) = 1723.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 14.932 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 2.004 04/23/04 Q-2 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS TC LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "5-7 DWELLINGS/ACRE" A 5.50 0.98 0.50 32 14.93 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 7.51 TOTAL AREA(ACRES) = 5.50 PEAK FLOW RATE(CFS) = 7.51 FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 31 ----------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1717.00 DOWNSTREAM(FEET) = 1699.00 FLOW LENGTH(FEET) = 1100.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 24.000 DEPTH OF FLOW IN 24.0 INCH PIPE IS 8.5 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 7.59 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 7.51 PIPE TRAVEL TIME(MIN.) = 2.41 Tc(MIN.) = 17.35 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 3.00 = 2100.00 FEET. FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 17.35 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.832 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL 115-7 DWELLINGS/ACRE" A 6.10 0.98 0.50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA AREA(ACRES) = 6.10 SUBAREA RUNOFF(CFS) = 7.38 EFFECTIVE AREA(ACRES) = 11.60 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 11.60 PEAK FLOW RATE(CFS) = 14.03 FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 17.35 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.832 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 17.60 0.98 0.50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA AREA(ACRES) = 17.60 SUBAREA RUNOFF(CFS) = 21.29 EFFECTIVE AREA(ACRES) = 29.20 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 29.20 PEAK FLOW RATE(CFS) = 35.33 04/23/04 Q-3 FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1699.00 DOWNSTREAM(FEET) = 1647.00 FLOW LENGTH(FEET) = 2300.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 17.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 12.62 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 35.33 PIPE TRAVEL TIME(MIN.) = 3.04 Tc(MIN.) = 20.38 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 4.00 = 4400.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 4.00 TO NODE 4.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 20.38 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.663 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL 115-7 DWELLINGS/ACRE" A 4.20 0.98 0.50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA AREA(ACRES) = 4.20 SUBAREA RUNOFF(CFS) = 4.44 EFFECTIVE AREA(ACRES) = 33.40 AREA-AVERAGED Fm(INCH/HR) = 0.49 AREA-AVERAGED Fp(INCH/HR) = 0.97 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 33.40 PEAK FLOW RATE(CFS) = 35.33 **************************************************************************** FLOW PROCESS FROM NODE 4.00 TO NODE 4.00 IS CODE = 1 ----------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 20.38 RAINFALL INTENSITY(INCH/HR) = 1.66 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 33.40 TOTAL STREAM AREA(ACRES) = 33.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 35.33 FLOW PROCESS FROM NODE 4.10 TO NODE 4.20 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 1000.00 ELEVATION DATA: UPSTREAM(FEET) = 1705.00 DOWNSTREAM(FEET) = 1680.00 Tc = K*{(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 12.893 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 2.189 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc 04/23/04 Q-4 LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "5-7 DWELLINGS/ACRE" A 8.80 0.96 0.50 32 12.89 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 13.47 TOTAL AREA(ACRES) = 8.80 PEAK FLOW RATE(CFS) = 13.47 FLOW PROCESS FROM NODE 4.20 TO NODE 4.30 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1674.00 DOWNSTREAM(FEET) = 1671.00 FLOW LENGTH(FEET) = 250.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 24.000 DEPTH OF FLOW IN 24.0 INCH PIPE IS 12.8 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 7.90 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 13.47 PIPE TRAVEL TIME(MIN.) = 0.53 Tc(MIN.) = 13.42 LONGEST FLOWPATH FROM NODE 4.10 TO NODE 4.30 = 1250.00 FEET. nr ori nnnnnnn 11nal! MODE i.30 Tc NcDE A 3C 1S fCDE - of ---------------------------------------------------------------------------.- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE TC(MIN) = 13.42 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 2.137 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 6.50 0.98 0.50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA AREA(ACRES) = 6.50 SUBAREA RUNOFF(CFS) = 9.65 EFFECTIVE AREA(ACRES) = 15.30 AREA -AVERAGED Fin(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 15.30 PEAK FLOW RATE(CFS) = 22.71 FLOW PROCESS FROM NODE 4.30 TO NODE 4.40 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 1671.00 DOWNSTREAM(FEET) = 1664.00 FLOW LENGTH(FEET) = 710.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 17.6 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 8.29 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 22.71 PIPE TRAVEL TIME(MIN.) = 1.43 Tc(MIN.) = 14.85 LONGEST FLOWPATH FROM NODE 4.10 TO NODE 4.40 = 1960.00 FEET. FLOW PROCESS FROM NODE 4.40 TO NODE 4.40 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 14.85 04/23/04 Q-5 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 2.011 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 13.60 0.98 0.50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA AREA(ACRES) = 13.60 SUBAREA RUNOFF(CFS) = 18.65 EFFECTIVE AREA(ACRES) = 28.90 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 28.90 PEAK FLOW RATE(CFS) = 39.63 FLOW PROCESS FROM NODE 4.40 TO NODE 4.00 IS CODE = 31 ---------------------------------------------------------------------------- »» >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1664.00 DOWNSTREAM(FEET) = 1647.00 FLOW LENGTH(FEET) = 1200.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 20.9 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 10.84 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 39.63 PIPE TRAVEL TIME(MIN.) = 1.84 Tc(MIN.) = 16.69 LONGEST FLOWPATH FROM NODE 4.10 TO NODE 4.00 = 3160.00 FEET. FLOW PROCESS FROM NODE 4.00 TO NODE 4.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 16.69 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.875 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 12.10 0.98 0.50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA AREA(ACRES) = 12.10 SUBAREA RUNOFF(CFS) = 15.10 EFFECTIVE AREA(ACRES) = 41.00 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 41.00 PEAK FLOW RATE(CFS) = 51.18 **************************************************************************** FLOW PROCESS FROM NODE 4.00 TO NODE 4.00 IS CODE = 1 ----------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 16.69 RAINFALL INTENSITY(INCH/HR) = 1.87 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 41.00 TOTAL STREAM AREA(ACRES) = 41.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 51.18 04/23/04 Q-6 ** CONFLUENCE DATA ** Intensity Fp(F-) Ap Ae HEADWATER (INCH/HR) (INCH/HR) (ACRES) NODE 1.663 0.97( 0.49) 0.50 33.4 1.00 1.875 0.98( 0.49) 0.50 41.0 4.10 STREAM Q Tc NUMBER (CFS) (MIN.) 1 35.33 20.38 2 51.18 16.69 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 85.33 16.69 1.875 0.98( 0.49) 0.50 68.4 4.10 2 78.70 20.38 1.663 0.97( 0.49) 0.50 74.4 1.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 85.33 Tc(MIN.) = 16.69 EFFECTIVE AREA(ACRES) = 68.35 AREA -AVERAGED Fra(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 74.40 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 4.00 = 4400.00 FEET. wwww*ww****www****www*ww********wwwww*wwwwwwwwww*www*wwwwww***wwwwwww*wwwwww FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA«« < »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1647.00 DOWNSTREAM(FEET) = 1617.00 FLOW LENGTH(FEET) = 1000.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 33.0 INCH PIPE IS 25.8 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 17.11 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 85.33 PIPE TRAVEL TIME(MIN.) = 0.97 Tc(MIN.) = 17.67 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 5.00 = 5400.00 FEET. w*www*****wwww**ww**wwwww**wwwwww*******wwwwwwwwwwwww*wwwwwwwwwwwwwwww*wwwww FLOW PROCESS FROM NODE 5.00 TO NODE 5.00 IS CODE = 81 ----------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 17.67 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.812 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 2.00 0.98 0.50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA AREA(ACRES) = 2.00 SUBAREA RUNOFF(CFS) = 2.38 EFFECTIVE AREA(ACRES) = 70.35 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 76.40 PEAK FLOW RATE(CFS) = 85.33 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE wwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwww*wwwwwwwwwwwwwwwwwwwww*www*wwwwwww FLOW PROCESS FROM NODE 5.00 TO NODE 5.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: 04/23/04 Q-7 TIME OF CONCENTRATION(MIN.) = 17.67 RAINFALL INTENSITY(INCH/HR) = 1.81 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 70.35 TOTAL STREAM AREA(ACRES) = 76.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 85.33 FLOW PROCESS FROM NODE 5.10 TO NODE 5.20 IS CODE = 21 ----------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 900.00 ELEVATION DATA: UPSTREAM(FEET) = 1683.00 DOWNSTREAM(FEET) = 1660.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE))**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 10.250 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 2.512 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) NATURAL FAIR COVER "OPEN BRUSH" A 5.10 0.86 1.00 46 22.34 RESIDENTIAL "11+ DWELLINGS/ACRE" A 10.50 0.98 0.20 32 10.25 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.89 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.46 SUBAREA RUNOFF(CFS) = 29.47 TOTAL AREA(ACRES) = 15.60 PEAK FLOW RATE(CFS) = 29.47 FLOW PROCESS FROM NODE 5.20 TO NODE 5.30 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1654.00 DOWNSTREAM(FEET) = 1636.00 FLOW LENGTH(FEET) = 1350.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 19.0 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 9.83 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 29.47 PIPE TRAVEL TIME(MIN.) = 2.29 Tc(MIN.) = 12.54 LONGEST FLOWPATH FROM NODE 5.10 TO NODE 5.30 = 2250.00 FEET. FLOW PROCESS FROM NODE 5.30 TO NODE 5.30 IS CODE = B1 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 12.54 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 2.226 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL FAIR COVER "OPEN BRUSH" A 7.90 0.86 1.00 46 RESIDENTIAL "5-7 DWELLINGS/ACRE" A 13.00 0.98 0.50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.91 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.69 04/23/04 Q-8 SUBAREA AREA(ACRES) = 20.90 EFFECTIVE AREA(ACRES) = 36.50 AREA -AVERAGED Fp(INCH/HR) = 0.91 TOTAL AREA(ACRES) = 36.50 SUBAREA RUNOFF(CFS) = 30.05 AREA -AVERAGED Fm(INCH/HR) = 0.54 AREA -AVERAGED Ap = 0.59 PEAK FLOW RATE(CFS) = 55.50 FLOW PROCESS FROM NODE 5.30 TO NODE 5.00 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1636.00 DOWNSTREAM(FEET) = 1619.00 FLOW LENGTH(FEET) = 900.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 33.0 INCH PIPE IS 22.0 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 13.20 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 55.50 PIPE TRAVEL TIME(MIN.) = 1.14 Tc(MIN.) = 13.68 LONGEST FLOWPATH FROM NODE 5.10 TO NODE 5.00 = 3150.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5.00 TO NODE 5.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 13.68 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 2.113 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL FAIR COVER "OPEN BRUSH" A 6.00 0.86 1.00 46 RESIDENTIAL "5-7 DWELLINGS/ACRE" A 12.30 0.98 0.50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.92 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.66 SUBAREA AREA(ACRES) = 18.30 SUBAREA RUNOFF(CFS) = 24.76 EFFECTIVE AREA(ACRES) = 54.80 AREA -AVERAGED Fm(INCH/HR) = 0.56 AREA -AVERAGED Fp(INCH/HR) = 0.91 AREA -AVERAGED Ap = 0.62 TOTAL AREA(ACRES) = 54.80 PEAK FLOW RATE(CFS) = 76.55 FLOW PROCESS FROM NODE 5.00 TO NODE 5.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 13.68 RAINFALL INTENSITY(INCH/HR) = 2.11 AREA -AVERAGED Fm(INCH/HR) = 0.56 AREA -AVERAGED Fp(INCH/HR) = 0.91 AREA -AVERAGED Ap = 0.62 EFFECTIVE STREAM AREA(ACRES) = 54.80 TOTAL STREAM AREA(ACRES) = 54.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 76.55 ** CONFLUENCE DATA ** STREAM Q Tc NUMBER (CFS) (MIN.) 1 85.33 17.67 1 78.70 21.37 2 76.55 13.68 Intensity Fp(Fm) (INCH/HR) (INCH/HR) 1.812 0.98( 0.49) 1.616 0.97( 0.49) 2.113 0.91( 0.56) Ap Ae HEADWATER (ACRES) NODE 0.50 70.4 4.10 0.50 76.4 1.00 0.62 54.8 5.10 04/23/04 Q-9 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. j ** PEAK FLOW RATE TABLE ** j STREAM 4 Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 157.61 13.68 2.113 0.94( 0.52) 0.56 109.3 5.10 2 147.04 17.67 1.812 0.94( 0.52) 0.55 125.2 4.10 3 130.77 21.37 1.616 0.94( 0.52) 0.55 131.2 1.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 157.61 Tc(MIN.) = 13.68 EFFECTIVE AREA(ACRES) = 109.26 AREA -AVERAGED Fm(INCH/HR) = 0.52 AREA -AVERAGED Fp(INCH/HR) = 0.94 AREA -AVERAGED Ap = 0.56 TOTAL AREA(ACRES) = 131.20 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 5.00 = 5400.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5.00 TO NODE 5.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 13.68 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 2.113 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN I PUBLIC PARK A 4.00 0.98 0.85 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.85 SUBAREA AREA(ACRES) = 4.00 SUBAREA RUNOFF(CFS) = 4.62 EFFECTIVE AREA(ACRES) = 113.26 AREA -AVERAGED Fm(INCH/HR) = 0.53 j AREA -AVERAGED Fp(INCH/HR) = 0.94 AREA -AVERAGED Ap = 0.57 TOTAL AREA(ACRES) = 135.20 PEAK FLOW RATE(CFS) = 160.83 i---------------------------------------------------------------------------+ I END NORTHERN SYSTEM I I I BEGIN SOUTHERN SYSTEM +------------------------------------------------------- **************************************************************************** FLOW PROCESS FROM NODE 6.10 TO NODE 6.20 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 1000.00 ELEVATION DATA: UPSTREAM(FEET) = 1657.00 DOWNSTREAM(FEET) = 1635.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)I**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 11.017 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 2.405 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) I RESIDENTIAL "11+ DWELLINGS/ACRE" A 10.30 0.98 0.20 32 11.02 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.20 SUBAREA RUNOFF(CFS) = 20.49 TOTAL AREA(ACRES) = 10.30 PEAK FLOW RATE(CFS) = 20.49 04/23/04 Q-10 FLOW PROCESS FROM NODE 6.20 TO NODE 6.30 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1630.00 DOWNSTREAM(FEET) = 1620.00 FLOW LENGTH(FEET) = 750.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 16.3 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 9.01 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = I PIPE-FLOW(CFS) = 20.49 PIPE TRAVEL TIME(MIN.) = 1.39 Tc(MIN.) = 12.40 LONGEST FLOWPATH FROM NODE 6.10 TO NODE 6.30 = 1750.00 FEET. FLOW PROCESS FROM NODE 6.30 TO NODE 6.30 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 12.40 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 2.240 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 13.00 0.98 0.50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA AREA(ACRES) = 13.00 SUBAREA RUNOFF(CFS) 20.51 EFFECTIVE AREA(ACRES) = 23.30 AREA -AVERAGED Fiu(INCH/HR) = 0.36 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.37 TOTAL AREA(ACRES) = 23.30 PEAK FLOW RATE(CFS) = 39.46 FLOW PROCESS FROM NODE 6.30 TO NODE 6.40 IS•CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ----------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1620.00 DOWNSTREAM(FEET) = 1609.00 FLOW LENGTH(FEET) = 750.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 20.6 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 10.99 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 39.46 PIPE TRAVEL TIME(MIN.) = 1.14 Tc(MIN.) = 13.54 LONGEST FLOWPATH FROM NODE 6.10 TO NODE 6.40 = 2500.00 FEET. FLOW PROCESS FROM NODE 6.40 TO NODE 6.40 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 13.54 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 2.125 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "llt DWELLINGS/ACRE" A 11.00 0.98 0.20 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.20 SUBAREA AREA(ACRES) = 11.00 SUBAREA RUNOFF(CFS) = 19.11 04/23/04 Q-11 EFFECTIVE AREA(ACRES) = 34.30 AREA -AVERAGED Fm(INCH/HR) = 0.31 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.31 TOTAL AREA(ACRES) = 34.30 PEAK FLOW RATE(CFS) = 56.17 wwwwwwwwwwww:r**w**wwwwwww*wwww*wwwwwwwww**,ewww*w*wwwwwwwwwwwwwwwwwwwwww**www FLOW PROCESS FROM NODE 6.40 TO NODE 6.00 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1609.00 DOWNSTREAM(FEET) = 1608.00 FLOW LENGTH(FEET) = 400.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 45.0 INCH PIPE IS 35.1 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 6.07 ESTIMATED PIPE DIAMETER(INCH) = 45.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 56.17 PIPE TRAVEL TIME(MIN.) = 1.10 Tc(MIN.) = 14.64 LONGEST FLOWPATH FROM NODE 6.10 TO NODE 6.00 = 2900.00 FEET. wwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwww*wwwwwwwwwwwwwwwwwwwwwwwwwwwww FLOW PROCESS FROM NODE 6.00 TO NODE 6.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 14.64 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 2.028 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN PUBLIC PARK A 9.00 0.98 0.85 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.85 SUBAREA AREA(ACRES) = 9.00 SUBAREA RUNOFF(CFS) = 9.72 EFFECTIVE AREA(ACRES) = 43.30 AREA -AVERAGED Fm(INCH/HR) = 0.41 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.43 TOTAL AREA(ACRES) = 43.30 PEAK FLOW RATE(CFS) = 62.88 +--------------------------------------------------------------------------+ I END EASTERLY TWO SYSTEMS ("NORTH" AND "SOUTH") I I I BEGIN WESTERLY SYSTEM -I----------------------------------------------- + wwwww******wwwww**wwww**wwwwwwwwwwwwwww*wwwwwwwwww*wwwwwwwwwwwwwwwwwwwwwwwww FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 1000.00 ELEVATION DATA: UPSTREAM(FEET) = 1675.00 DOWNSTREAM(FEET) = 1650.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 13.656 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 2.115 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "3-4 DWELLINGS/ACRE" A 4.00 0.98 0.60 32 13.66 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA RUNOFF(CFS) = 5.51 TOTAL AREA(ACRES) = 4.00 PEAK FLOW RATE(CFS) = 5.51 04/23/04 Q-12 FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 61 ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STANDARD CURB SECTION USED) ««< ---------------------------------------------------------------------------- ------------------------------------------------------------------------------ UPSTREAM ELEVATION(FEET) = 1650.00 DOWNSTREAM ELEVATION(FEET) = 1633.00 STREET LENGTH(FEET) = 750.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR fox Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 8.16 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.33 HALFSTREET FLOOD WIDTH(FEET) = 10.35 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.43 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.14 STREET FLOW TRAVEL TIME(MIN.) = 3.65 Tc(MIN.) = 17.30 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.835 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" A 4.70 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.96 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 4.70 SUBAREA RUNOFF(CFS) = 5.29 EFFECTIVE AREA(ACRES) = 8.70 AREA -AVERAGED Fm(INCH/HR) = 0.59 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 8.70 PEAK FLOW RATE(CFS) = 9.78 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.35 HALFSTREET FLOOD WIDTH(FEET) = 11.13 FLOW VELOCITY(FEET/SEC.) = 3.60 DEPTH*VELOCITY(FT*FT/SEC.) = 1.26 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 12.00 = 1750.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 17.30 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.835 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" A 16.30 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 16.30 SUBAREA RUNOFF(CFS) = 18.33 EFFECTIVE AREA(ACRES) = 25.00 AREA -AVERAGED Fm(INCH/HR) = 0.59 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 25.00 PEAK FLOW RATE(CFS) = 28.12 04/23/04 Q-13 **************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 13.00 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 1626.00 DOWNSTREAM(FEET) = 1620.00 FLOW LENGTH(FEET) = 400.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 17.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 10.23 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 28.12 PIPE TRAVEL TIME(MIN.) = 0.65 Tc(MIN.) = 17.95 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 13.00 = 2150.00 FEET. FLOW PROCESS FROM NODE 13.00 TO NODE 13.00 IS CODE = 81 ------------------------------- ----------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 17.95 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.794 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" A 2.10 0.9B 0.60 32 RESIDENTIAL "3-4 DWELLINGS/ACRE" A 1.80 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 3.90 SUBAREA RUNOFF(CFS) = 4.25 EFFECTIVE AREA(ACRES) = 28.90 AREA-AVERAGED Fm(INCH/HR) = 0.59 AREA-AVERAGED Fp(INCH/HR) = 0.98 AREA-AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 28.90 PEAK FLOW RATE(CFS) = 31.46 END OF STUDY SUMMARY: TOTAL AREA(ACRES) - 28.90 TC(MIN.) = 17.95 EFFECTIVE AREA(ACRES) = 28.90 AREA-AVERAGED FM(INCH/HR)= 0.59 AREA-AVERAGED Fp(INCH/HR) = 0.98 AREA-AVERAGED Ap = 0.60 PEAK FLOW RATE(CFS) - 31.46 END OF RATIONAL METHOD ANALYSIS 04/23/04 Q-14 **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-2002 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2002 License ID 1251 Analysis prepared by: MADOLE & ASSOCIATES, INC. 10601 CHURCH STREET SUITE 107 RANCHO CUCAMONGA CA 91730 909.948.1311 FAX -948.8464 madole@madolerc.com ************************** DESCRIPTION OF STUDY ************************** * CITRUS HEIGHTS NORTH * Q10 HYDROLOGY * * FILE NAME: CHNIO.DAT TIME/DATE OF STUDY: 13:43 04/22/2004 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- --*TIME-OF-CONCENTRATION MODEL* -- USER SPECIFIED STORM EVENT(YEAR) = 10.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 24.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) = 0.6000 USER SPECIFIED I -HOUR INTENSITY(INCH/HOUR) = 1.1600 *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *USER -DEFINED STREET -SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER -GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT -/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 1000.00 ELEVATION DATA: UPSTREAM(FEET) = 1735.00 DOWNSTREAM(FEET) = 1723.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 14.932 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.672 04/23/04 Q-15 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) RESIDENTIAL "5-7 DWELLINGS/ACRE" A 5.50 0.98 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 10.81 TOTAL AREA(ACRES) = 5.50 PEAK FLOW RATE(CFS) Ap SCS Tc (DECIMAL) CN (MIN.) 0.50 32 14.93 0.98 10.81 FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1717.00 DOWNSTREAM(FEET) = 1699.00 FLOW LENGTH(FEET) = 1100.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 24.000 DEPTH OF FLOW IN 24.0 INCH PIPE IS 10.3 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 8.38 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 10.81 PIPE TRAVEL TIME(MIN.) = 2.19 Tc(MIN.) = 17.12 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 3.00 = 2100.00 FEET. FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE TC(MIN) = 17.12 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.462 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 6.10 0.98 0.50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA AREA(ACRES) = 6.10 SUBAREA RUNOFF(CFS) = 10.84 EFFECTIVE AREA(ACRES) = 11.60 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 11.60 PEAK FLOW RATE(CFS) = 20.61 FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE TC(MIN) = 17.12 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.462 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 17.60 0.98 0.50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA AREA(ACRES) = 17.60 SUBAREA RUNOFF(CFS) = 31.27 EFFECTIVE AREA(ACRES) = 29.20 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 29.20 PEAK FLOW RATE(CFS) = 51.89 04/23/04 Q-16 FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1699.00 DOWNSTREAM(FEET) = 1647.00 FLOW LENGTH(FEET) = 2300.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 21.5 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 13.78 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 51.89 PIPE TRAVEL TIME(MIN.) = 2.78 Tc(MIN.) = 19.90 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 4.00 = 4400.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 4.00 TO NODE 4.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 19.90 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.249 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL 115-7 DWELLINGS/ACRE" A 4.20 0.98 0.50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA AREA(ACRES) = 4.20 SUBAREA RUNOFF(CFS) = 6.66 EFFECTIVE AREA(ACRES) = 33.40 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 33.40 PEAK FLOW RATE(CFS) = 52.96 FLOW PROCESS FROM NODE 4.00 TO NODE 4.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 19.90 RAINFALL INTENSITY(INCH/HR) = 2.25 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 33.40 TOTAL STREAM AREA(ACRES) = 33.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 52.96 **************************************************************************** FLOW PROCESS FROM NODE 4.10 TO NODE 4.20 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ----------------------------------------------------------------------------- INITIAL SUBAREA FLOW-LENGTH(FEET) = 1000.00 ELEVATION DATA: UPSTREAM(FEET) = 1705.00 DOWNSTREAM(FEET) = 1680.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 12.893 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.918 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc 04/23/04 Q-17 LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "5-7 DWELLINGS/ACRE" A 8.80 0.98 0.50 32 12.89 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 19.25 TOTAL AREA(ACRES) = 8.80 PEAK FLOW RATE(CFS) = 19.25 **************************************************************************** FLOW PROCESS FROM NODE 4.20 TO NODE 4.30 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1674.00 DOWNSTREAM(FEET) = 1671.00 FLOW LENGTH(FEET) = 250.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 16.2 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 8.54 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 19.25 PIPE TRAVEL TIME(MIN.) = 0.49 Tc(MIN.) = 13.38 LONGEST FLOWPATH FROM NODE 4.10 TO NODE 4.30 = 1250.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 4.30 TO NODE 4.30 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 13.38 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.854 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 6.50 0.98 0.50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA AREA(ACRES) = 6.50 SUBAREA RUNOFF(CFS) = 13.84 EFFECTIVE AREA(ACRES) = 15.30 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 15.30 PEAK FLOW RATE(CFS) = 32.59 **************************************************************************** FLOW PROCESS FROM NODE 4.30 TO NODE 4.40 IS CODE = 31 ----------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1671.00 DOWNSTREAM(FEET) = 1664.00 FLOW LENGTH(FEET) = 710.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 20.7 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 9.03 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 32.59 PIPE TRAVEL TIME(MIN.) = 1.31 Tc(MIN.) = 14.69 LONGEST FLOWPATH FROM NODE 4.10 TO NODE 4.40 = 1960.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 4.40 TO NODE 4.40 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- MAINLINE Tc(MIN) = 14.69 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.698 04/23/04 Q-18 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 13.60 0.98 0.50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA AREA(ACRES) = 13.60 SUBAREA RUNOFF(CFS) = 27.06 EFFECTIVE AREA(ACRES) = 28.90 AREA -AVERAGED FYn(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 28.90 PEAK FLOW RATE(CFS) = 57.50 **************************************************************************** FLOW PROCESS FROM NODE 4.40 TO NODE 4.00 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1664.00 DOWNSTREAM(FEET) = 1647.00 FLOW LENGTH(FEET) = 1200.00 MANNING'S N = 0.01.3 DEPTH OF FLOW IN 33.0 INCH PIPE IS 25.4 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 11.74 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 57.50 PIPE TRAVEL TIME(MIN.) = 1.70 Tc(MIN.) = 16.40 LONGEST FLOWPATH FROM NODE 4.10 TO NODE 4.00 = 3160.00 FEET. FLOW PROCESS FROM NODE 4.00 TO NODE 4.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- MAINLINE Tc(MIN) = 16.40 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.526 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SGS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 12.10 0.98 0.50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA AREA(ACRES) = 12.10 SUBAREA RUNOFF(CFS) = 22.20 EFFECTIVE AREA(ACRES) = 41.00 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 41.00 PEAK FLOW RATE(CFS) = 75.24 **************************************************************************** FLOW PROCESS FROM NODE 4.00 TO NODE 4.00 IS CODE = I ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES«« < ----------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) 16.40 RAINFALL INTENSITY(INCH/HR) = 2.53 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 41.00 TOTAL STREAM AREA(ACRES) = 41.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 75.24 ** CONFLUENCE DATA ** 04/23/04 Q-19 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 52.96 19.90 2.249 0.97( 0.49) 0.50 33.4 1.00 2 75.24 16.40 2.526 0.98( 0.49) 0.50 41.0 4.10 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 125.73 16.40 2.526 0.98( 0.49) 0.50 68.5 4.10 2 117.96 19.90 2.249 0.97( 0.49) 0.50 74.4 1.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 125.73 Tc(MIN.) = 16.40 EFFECTIVE AREA(ACRES) = 68.52 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 74.40 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 4.00 = 4400.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1647.00 DOWNSTREAM(FEET) = 1617.00 FLOW LENGTH(FEET) = 1000.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 39.0 INCH PIPE IS 29.0 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 19.02 ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 125.73 PIPE TRAVEL TIME(MIN.) = 0.88 Tc(MIN.) = 17.27 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 5.00 = 5400.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5.00 TO NODE 5.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 17.27 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.449 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL 115-7 DWELLINGS/ACRE" A 2.00 0.98 0.50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA AREA(ACRES) = 2.00 SUBAREA RUNOFF(CFS) = 3.53 EFFECTIVE AREA(ACRES) = 70.52 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 76.40 PEAK FLOW RATE(CFS) = 125.73 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE **************************************************************************** FLOW PROCESS FROM NODE 5.00 TO NODE 5.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 17.27 04/23/04 Q-20 RAINFALL INTENSITY(INCH/HR) = 2.45 AREA -AVERAGED Fin(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 70.52 TOTAL STREAM AREA(ACRES) = 76.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 125.73 FLOW PROCESS FROM NODE 5.10 TO NODE 5.20 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 900.00 ELEVATION DATA: UPSTREAM(FEET) = 1683.00 DOWNSTREAM(FEET) = 1660.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 10.250 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 3.349 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) NATURAL FAIR COVER "OPEN BRUSH" A 5.10 0.86 1.00 46 22.34 RESIDENTIAL "11+ DWELLINGS/ACRE" A 10.50 0.98 0.20 32 10.25 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.89 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.46 SUBAREA RUNOFF(CFS) = 41.23 TOTAL AREA(ACRES) = 15.60 PEAK FLOW RATE(CFS) = 41.23 FLOW PROCESS FROM NODE 5.20 TO NODE 5.30 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1654.00 DOWNSTREAM(FEET) = 1636.00 FLOW LENGTH(FEET) = 1350.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 22.1 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 10.63 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 41.23 PIPE TRAVEL TIME(MIN.) = 2.12 Tc(MIN.) = 12.37 LONGEST FLOWPATH FROM NODE 5.10 TO NODE 5.30 = 2250.00 FEET. FLOW PROCESS FROM NODE 5.30 TO NODE 5.30 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< ---------------------------------------------------------------------------- MAINLINE Tc(MIN) = 12.37 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.992 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL FAIR COVER "OPEN BRUSH" A 7.90 0.86 1.00 46 RESIDENTIAL "5-7 DWELLINGS/ACRE" A 13.00 0.98 0.50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.91 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.69 SUBAREA AREA(ACRES) = 20.90 SUBAREA RUNOFF(CFS) = 44.47 04/23/04 Q-21 EFFECTIVE AREA(ACRES) = 36.50 AREA -AVERAGED Fm(INCH/HR) = 0.54 AREA -AVERAGED Fp(INCH/HR) = 0.91 AREA -AVERAGED Ap = 0.59 TOTAL AREA(ACRES) = 36.50 PEAK FLOW RATE(CFS) = 80.69 **************************************************************************** FLOW PROCESS FROM NODE 5.30 TO NODE 5.00 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1636.00 DOWNSTREAM(FEET) = 1619.00 FLOW LENGTH(FEET) = 900.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 26.8 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 14.31 ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 80.69 PIPE TRAVEL TIME(MIN.) = 1.05 Tc(MIN.) = 13.41 LONGEST FLOWPATH FROM NODE 5.10 TO NODE 5.00 = 3150.00 FEET. FLOW PROCESS FROM NODE 5.00 TO NODE 5.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE TC(MIN) = 13.41 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.850 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL FAIR COVER "OPEN BRUSH" A 6.00 0.86 1.00 46 RESIDENTIAL "5-7 DWELLINGS/ACRE" A 12.30 0.98 0.50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.92 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.66 SUBAREA AREA(ACRES) = 18.30 SUBAREA RUNOFF(CFS) = 36.89 EFFECTIVE AREA(ACRES) = 54.80 AREA -AVERAGED Fm(INCH/HR) = 0.56 AREA -AVERAGED Fp(INCH/HR) = 0.91 AREA -AVERAGED Ap = 0.62 TOTAL AREA(ACRES) = 54.80 PEAK FLOW RATE(CFS) = 112.90 **************************************************************************** FLOW PROCESS FROM NODE 5.00 TO NODE 5.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 13.41 RAINFALL INTENSITY(INCH/HR) = 2.85 AREA -AVERAGED F7u(INCH/HR) = 0.56 AREA -AVERAGED Fp(INCH/HR) = 0.91 AREA -AVERAGED Ap = 0.62 EFFECTIVE STREAM AREA(ACRES) = 54.80 TOTAL STREAM AREA(ACRES) = 54.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 112.90 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 125.73 17.27 2.449 0.98( 0.49) 0.50 70.5 4.10 1 117.96 20.79 2.191 0.97( 0.49) 0.50 76.4 1.00 2 112.90 13.41 2.850 0.91( 0.56) 0.62 54.8 5.10 04/23/04 Q-22 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 230.51 13.41 2.850 0.94( 0.52) 0.56 109.6 5.10 2 218.86 17.27 2.449 0.94( 0.52) 0.55 125.3 4.10 3 198.39 20.79 2.191 0.94( 0.52) 0.55 131.2 1.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 230.51 Tc(MIN.) = 13.41 EFFECTIVE AREA(ACRES) = 109.57 AREA -AVERAGED Fm(INCH/HR) = 0.52 AREA -AVERAGED Fp(INCH/HR) = 0.94 AREA -AVERAGED Ap = 0.56 TOTAL AREA(ACRES) = 131.20 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 5.00 = 5400.00 FEET. **www***wwwwwwwwwwwwwww*****ww**wwwwwww***wwww*www**wwwwwwwww**ww*wwwww*www* FLOW PROCESS FROM NODE 5.00 TO NODE 5.00 IS CODE = 81 ------------------------------------------------------------------------------ »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 13.41 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.850 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN PUBLIC PARK A 4.00 0.98 0.85 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.85 SUBAREA AREA(ACRES) = 4.00 SUBAREA RUNOFF(CFS) = 7.28 EFFECTIVE AREA(ACRES) = 113.57 AREA -AVERAGED Fm(INCH/HR) = 0.53 AREA -AVERAGED Fp(INCH/HR) = 0.94 AREA -AVERAGED Ap = 0.57 TOTAL AREA(ACRES) = 135.20 PEAK FLOW RATE(CFS) = 236.61 +----------------------------------- I END NORTHERN SYSTEM I BEGIN SOUTHERN SYSTEM +----------------------------------- -----------------------------------1- 1 I ----------------------------------+ w**ww*wwwww**www***wwwwwwwwww*wwwwwwwwwwwwwwwww*ww***wwwwwwwwww***wwwwwwwwww FLOW PROCESS FROM NODE 6.10 TO NODE 6.20 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 1000.00 ELEVATION DATA: UPSTREAM(FEET) = 1657.00 DOWNSTREAM(FEET) = 1635.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 11.017 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 3.207 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) RESIDENTIAL "11+ DWELLINGS/ACRE" A 10.30 0.98 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.20 SUBAREA RUNOFF(CFS) = 27.92 TOTAL AREA(ACRES) = 10.30 PEAK FLOW RATE(CFS) Ap SCS Tc (DECIMAL) CN (MIN.) 0.20 32 11.02 0.97 27.92 wwwwwwwwwwwwwwwwwwww**www*wwwwwwwwwwwwwwwwwwwww*wwwww*wwwwwww*wwwww*wwwwwwww 04/23/04 Q-23 FLOW PROCESS FROM NODE 6.20 TO NODE 6.30 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1630.00 DOWNSTREAM(FEET) = 1620.00 FLOW LENGTH(FEET) = 750.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 18.3 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 9.74 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 27.92 PIPE TRAVEL TIME(MIN.) = 1.28 Tc(MIN.) = 12.30 LONGEST FLOWPATH FROM NODE 6.10 TO NODE 6.30 = 1750.00 FEET. FLOW PROCESS FROM NODE 6.30 TO NODE 6.30 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 12.30 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 3.002 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 13.00 0.98 0.50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA AREA(ACRES) = 13.00 SUBAREA RUNOFF(CFS) = 29.42 EFFECTIVE AREA(ACRES) = 23.30 AREA -AVERAGED Fm(INCH/HR) = 0.36 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.37 TOTAL AREA(ACRES) = 23.30 PEAK FLOW RATE(CFS) = 55.44 FLOW PROCESS FROM NODE 6.30 TO NODE 6.40 IS CODE = 31 ----------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1620.00 DOWNSTREAM(FEET) = 1609.00 FLOW LENGTH(FEET) = 750.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 33.0 INCH PIPE IS 24.2 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 11.87 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 55.44 PIPE TRAVEL TIME(MIN.) = 1.05 Tc(MIN.) = 13.35 LONGEST FLOWPATH FROM NODE 6.10 TO NODE 6.40 = 2500.00 FEET. FLOW PROCESS FROM NODE 6.40 TO NODE 6.40 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 13.35 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.858 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "11+ DWELLINGS/ACRE" A 11.00 0.98 0.20 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.20 SUBAREA AREA(ACRES) = 11.00 SUBAREA RUNOFF(CFS) = 26.36 EFFECTIVE AREA(ACRES) = 34.30 AREA -AVERAGED Fm(INCH/HR) = 0.31 04/23/04 Q-24 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.31 TOTAL AREA(ACRES) = 34.30 PEAK FLOW RATE(CFS) = 78.77 **************************************************************************** FLOW PROCESS FROM NODE 6.40 TO NODE 6.00 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) «« < ELEVATION DATA: UPSTREAM(FEET) = 1609.00 DOWNSTREAM(FEET) = 1608.00 FLOW LENGTH(FEET) = 400.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 51.0 INCH PIPE IS 40.0 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 6.60 ESTIMATED PIPE DIAMETER(INCH) = 51.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 78.77 PIPE TRAVEL TIME(MIN.) = 1.01 Tc(MIN.) = 14.36 LONGEST FLOWPATH FROM NODE 6.10 TO NODE 6.00 = 2900.00 FEET. FLOW PROCESS FROM NODE 6.00 TO NODE 6.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 14.36 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.735 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN PUBLIC PARK A 9.00 0.98 0.85 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.85 SUBAREA AREA(ACRES) = 9.00 SUBAREA RUNOFF(CFS) = 15.44 EFFECTIVE AREA(ACRES) = 43.30 AREA -AVERAGED FM(INCH/HR) = 0.41 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.43 TOTAL AREA(ACRES) = 43.30 PEAK FLOW RATE(CFS) = 90.44 -h--------------------------------------------------------------------------+ END EASTERLY TWO SYSTEMS ("NORTH" AND "SOUTH") j I I BEGIN WESTERLY SYSTEM-----------------------------� FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 21 f---------------------------------------------------------------------------- i »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< I INITIAL SUBAREA FLOW-LENGTH(FEET) = 1000.00 ELEVATION DATA: UPSTREAM(FEET) = 1675.00 DOWNSTREAM(FEET) = 1650.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE))**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 13.656 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.819 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) RESIDENTIAL "3-4 DWELLINGS/ACRE" A 4.00 0.98 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA RUNOFF(CFS) = 8.04 TOTAL AREA(ACRES) = 4.00 PEAK FLOW RATE(CFS) 04/23/04 Q-25 Ap SCS Tc (DECIMAL) CN (MIN.) 0.60 32 13.66 0.98 8.04 FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 61 ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< »»>(STANDARD CURB SECTION USED) ««< UPSTREAM ELEVATION(FEET) = 1650.00 DOWNSTREAM ELEVATION(FEET) = 1633.00 STREET LENGTH(FEET) = 750.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 12.05 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.37 HALFSTREET FLOOD WIDTH(FEET) = 12.15 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.78 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.40 STREET FLOW TRAVEL TIME(MIN.) = 3.31 Tc(MIN.) = 16.96 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.475 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" A 4.70 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 4.70 SUBAREA RUNOFF(CFS) = 8.00 EFFECTIVE AREA(ACRES) = 8.70 AREA -AVERAGED Fm(INCH/HR) = 0.59 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 8.70 PEAK FLOW RATE(CFS) = 14.80 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.39 HALFSTREET FLOOD WIDTH(FEET) = 13.24 FLOW VELOCITY(FEET/SEC.) = 3.95 DEPTH*VELOCITY(FT*FT/SEC.) = 1.55 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 12.00 = 1750.00 FEET. FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 16.96 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.475 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" A 16.30 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 16.30 SUBAREA RUNOFF(CFS) = 27.73 EFFECTIVE AREA(ACRES) = 25.00 AREA -AVERAGED Fm(INCH/HR) = 0.59 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 25.00 PEAK FLOW RATE(CFS) = 42.53 04/23/04 Q-26 FLOW PROCESS FROM NODE 12.00 TO NODE 13.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< >>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1626.00 DOWNSTREAM(FEET) = 1620.00 FLOW LENGTH(FEET) = 400.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 21.6 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 11.23 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 42.53 PIPE TRAVEL TIME(MIN.) = 0.59 Tc(MIN.) = 17.56 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 13.00 = 2150.00 FEET. FLOW PROCESS FROM NODE 13.00 TO NODE 13.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 17.56 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.425 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" A 2.10 0.98 0.60 32 RESIDENTIAL "3-4 DWELLINGS/ACRE" A 1.80 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 3.90 SUBAREA RUNOFF(CFS) 6.46 EFFECTIVE AREA(ACRES) = 28.90 AREA -AVERAGED Fm(INCH/HR) = 0.59 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 28.90 PEAK FLOW RATE(CFS) = 47.86 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 28.90 TC(MIN.) = 17.56 EFFECTIVE AREA(ACRES) = 28.90 AREA -AVERAGED Fm(INCH/HR)= 0.59 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.60 PEAK FLOW RATE(CFS) = 47.86 END OF RATIONAL METHOD ANALYSIS 04/23/04 Q-27 wwwwwwwwwwww,tw**wwwww*w*wwwww***w*w**wwwwwww*w**www*wwwwwwwwwwwwwwwwww**ww*w RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-2002 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2002 License ID 1251 Analysis prepared by: MADOLE & ASSOCIATES, INC. 10601 CHURCH STREET SUITE 107 RANCHO CUCAMONGA CA 91730 909.948.1311 FAX -948.8464 madole@madolerc.com wwwwwww*wwwwwwwwwwwwwwwwww DESCRIPTION OF STUDY *wwwwwwwwwwwwwwwwwwwwwwwww * CITRUS HEIGHTS NORTH * Q25 HYDROLOGY w w wwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwww*wwwwwwwwwwwwwwwwwwwwwwwwwwwwww*wwwww*www FILE NAME: CHN25.DAT TIME/DATE OF STUDY: 13:43 04/22/2004 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- --*TIME-OF-CONCENTRATION MODEL* -- USER SPECIFIED STORM EVENT(YEAR) = 25.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 24.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) = 0.6000 USER SPECIFIED 1 -HOUR INTENSITY(INCH/HOUR) = 1.3200 *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *USER -DEFINED STREET -SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER -GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT -/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) --- ------------------------------- ------ ----- ------ ------------ --- ------------------------------- ------ ----- ------ ----- ------- 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED wwww*wwwwwwwwwwwwwwwwwwwwwww,�wwwwwwwwwwwwwwwwwwww*wwwwwwwwwwwwwwwwwwwwwwww*w FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< --------------------------------------------------------------------------- ---------------------------------------------------------------------------- INITIAL SUBAREA FLOW-LENGTH(FEET) = -1000.00 ELEVATION DATA: UPSTREAM(FEET) = 1735.00 DOWNSTREAM(FEET) = 1723.00 Tc = K*I(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 14.932 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.041 04/23/04 Q-28 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "5-7 DWELLINGS/ACRE" A 5.50 0.98 0.50 32 14.93 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 12.64 TOTAL AREA(ACRES) = 5.50 PEAK FLOW RATE(CFS) = 12.64 FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< >>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1717.00 DOWNSTREAM(FEET) = 1699.00 FLOW LENGTH(FEET) = 1100.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 24.000 DEPTH OF FLOW IN 24.0 INCH PIPE IS 11.3 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 8.73 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 12.64 PIPE TRAVEL TIME(MIN.) = 2.10 Tc(MIN.) = 17.03 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 3.00 = 2100.00 FEET. FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 17.03 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.810 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 6.10 0.98 0.50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.96 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA AREA(ACRES) = 6.10 SUBAREA RUNOFF(CFS) = 12.75 EFFECTIVE AREA(ACRES) = 11.60 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 11.60 PEAK FLOW RATE(CFS) = 24.25 FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 17.03 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.810 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 17.60 0.98 0.50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA AREA(ACRES) = 17.60 SUBAREA RUNOFF(CFS) = 36.79 EFFECTIVE AREA(ACRES) = 29.20 AREA -AVERAGED FYn(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 29.20 PEAK FLOW RATE(CFS) = 61.04 04/23/04 Q-29 FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1699.00 DOWNSTREAM(FEET) = 1647.00 FLOW LENGTH(FEET) = 2300.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 33.0 INCH PIPE IS 22.1 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) 14.46 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 61.04 PIPE TRAVEL TIME(MIN.) = 2.65 Tc(MIN.) = 19.68 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 4.00 = 4400.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 4.00 TO NODE 4.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) = 19.68 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.576 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 4.20 0.98 0.50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA AREA(ACRES) = 4.20 SUBAREA RUNOFF(CFS) - 7.90 EFFECTIVE AREA(ACRES) = 33.40 AREA -AVERAGED FM(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 33.40 PEAK FLOW RATE(CFS) = 62.79 **************************************************************************** FLOW PROCESS FROM NODE 4.00 TO NODE 4.00 IS CODE = 1 ----------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 19.68 RAINFALL INTENSITY(INCH/HR) = 2.58 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 33.40 TOTAL STREAM AREA(ACRES) = 33.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 62.79 **************************************************************************** FLOW PROCESS FROM NODE 4.10 TO NODE 4.20 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 1000.00 ELEVATION DATA: UPSTREAM(FEET) = 1705.00 DOWNSTREAM(FEET) = 1680.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 12.893 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.321 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc 04/23/04 Q-30 LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "5-7 DWELLINGS/ACRE" A 8.80 0.98 0.50 32 12.89 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 22.44 TOTAL AREA(ACRES) = 8.80 PEAK FLOW RATE(CFS) = 22.44 **************************************************************************** FLOW PROCESS FROM NODE 4.20 TO NODE 4.30 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1674.00 DOWNSTREAM(FEET) = 1671.00 FLOW LENGTH(FEET) = 250.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 18.3 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 8.73 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 22.44 PIPE TRAVEL TIME(MIN.) = 0.48 Tc(MIN.) = 13.37 LONGEST FLOWPATH FROM NODE 4.10 TO NODE 4.30 = 1250.00 FEET. FLOW PROCESS FROM NODE 4.30 TO NODE 4.30 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 13.37 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.249 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 6.50 0.98 0.50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA AREA(ACRES) = 6.50 SUBAREA RUNOFF(CFS) = 16.16 EFFECTIVE AREA(ACRES) = 15.30 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 15.30 PEAK FLOW RATE(CFS) = 38.03 FLOW PROCESS FROM NODE 4.30 TO NODE 4.40 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1671.00 DOWNSTREAM(FEET) = 1664.00 FLOW LENGTH(FEET) = 710.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 23.5 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 9.21 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 38.03 PIPE TRAVEL TIME(MIN.) = 1.29 Tc(MIN.) = 14.66 LONGEST FLOWPATH FROM NODE 4.10 TO NODE 4.40 = 1960.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 4.40 TO NODE 4.40 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 14.66 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.075 04/23/04 Q-31 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 13.60 0.98 0.50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA AREA(ACRES) = 13.60 SUBAREA RUNOFF(CFS) = 31.67 EFFECTIVE AREA(ACRES) = 28.90 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 28.90 PEAK FLOW RATE(CFS) = 67.30 FLOW PROCESS FROM NODE 4.40 TO NODE 4.00 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 1664.00 DOWNSTREAM(FEET) = 1647.00 FLOW LENGTH(FEET) = 1200.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 26.0 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 12.33 ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES 1 PIPE-FLOW(CFS) = 67.30 PIPE TRAVEL TIME(MIN.) = 1.62 Tc(MIN.) = 16.28 LONGEST FLOWPATH FROM NODE 4.10 TO NODE 4.00 = 3160.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 4.00 TO NODE 4.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE TC(MIN) = 16.28 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.887 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 12.10 0.98 0.50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA AREA(ACRES) = 12.10 SUBAREA RUNOFF(CFS) = 26.14 EFFECTIVE AREA(ACRES) = 41.00 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 41.00 PEAK FLOW RATE(CFS) = 88.56 **************************************************************************** FLOW PROCESS FROM NODE 4.00 TO NODE 4.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 16.28 RAINFALL INTENSITY(INCH/HR) = 2.89 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 41.00 TOTAL STREAM AREA(ACRES) = 41.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 88.56 ** CONFLUENCE DATA ** 04/23/04 Q-32 STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 62.79 19.68 2.576 0.97( 0.49) 0.50 33.4 1.00 2 88.56 16.28 2.887 0.98( 0.49) 0.50 41.0 4.10 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 148.22 16.28 2.887 0.97( 0.49) 0.50 68.6 4.10 2 139.87 19.68 2.576 0.97( 0.49) 0.50 74.4 1.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 148.22 Tc(MIN.) = 16.28 EFFECTIVE AREA(ACRES) = 68.62 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 74.40 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 4.00 = 4400.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1647.00 DOWNSTREAM(FEET) = 1617.00 FLOW LENGTH(FEET) = 1000.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 42.0 INCH PIPE IS 30.4 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 19.90 ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 148.22 PIPE TRAVEL TIME(MIN.) = 0.84 Tc(MIN.) = 17.12 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 5.00 = 5400.00 FEET. FLOW PROCESS FROM NODE 5.00 TO NODE 5.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< ---------------------------------------------------------------------------- MAINLINE Tc(MIN) = 17.12 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.802 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 2.00 0.98 0.50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA AREA(ACRES) = 2.00 SUBAREA RUNOFF(CFS) = 4.17 EFFECTIVE AREA(ACRES) = 70.62 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 76.40 PEAK FLOW RATE(CFS) = 148.22 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE **************************************************************************** FLOW PROCESS FROM NODE 5.00 TO NODE 5.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 17.12 04/23/04 Q-33 RAINFALL INTENSITY(INCH/HR) = 2.80 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 70.62 TOTAL STREAM AREA(ACRES) = 76.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 148.22 FLOW PROCESS FROM NODE 5.10 TO NODE 5.20 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 900.00 ELEVATION DATA: UPSTREAM(FEET) = 1683.00 DOWNSTREAM(FEET) = 1660.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 10.250 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.811 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) NATURAL FAIR COVER "OPEN BRUSH" A 5.10 0.86 1.00 46 22.34 RESIDENTIAL "11f DWELLINGS/ACRE" A 10.50 0.98 0.20 32 10.25 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.89 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.46 SUBAREA RUNOFF(CFS) = 47.71 TOTAL AREA(ACRES) = 15.60 PEAK FLOW RATE(CFS) = 47.71 **************************************************************************** FLOW PROCESS FROM NODE 5.20 TO NODE 5.30 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1654.00 DOWNSTREAM(FEET) = 1636.00 FLOW LENGTH(FEET) = 1350.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 33.0 INCH PIPE IS 22.4 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 11.14 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 47.71 PIPE TRAVEL TIME(MIN.) = 2.02 Tc(MIN.) = 12.27 LONGEST FLOWPATH FROM NODE 5.10 TO NODE 5.30 = 2250.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5.30 TO NODE 5.30 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 12.27 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.421 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL FAIR COVER "OPEN BRUSH" A 7.90 0.86 1.00 46 RESIDENTIAL "5-7 DWELLINGS/ACRE" A 13.00 0.98 0.50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.91 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.69 SUBAREA AREA(ACRES) = 20.90 SUBAREA RUNOFF(CFS) = 52.53 04/23/04 Q-34 EFFECTIVE AREA(ACRES) = 36.50 AREA -AVERAGED Fm(INCH/HR) = 0.54 AREA -AVERAGED Fp(INCH/HR) = 0.91 AREA -AVERAGED Ap = 0.59 TOTAL AREA(ACRES) = 36.50 PEAK FLOW RATE(CFS) = 94.77 FLOW PROCESS FROM NODE 5.30 TO NODE 5.00 IS CODE = 31 ---------------------------------------------------------------------------- »» >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) «« < ELEVATION DATA: UPSTREAM(FEET) = 1636.00 DOWNSTREAM(FEET) = 1619.00 FLOW LENGTH(FEET) = 900.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 39.0 INCH PIPE IS 27.8 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 14.99 ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 94.77 PIPE TRAVEL TIME(MIN.) = 1.00 Tc(MIN.) = 13.27 LONGEST FLOWPATH FROM NODE 5.10 TO NODE 5.00 = 3150.00 FEET. FLOW PROCESS FROM NODE 5.00 TO NODE 5.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 13.27 * 25 YEAR RAINFALL INTENSITY(INCH/HR) 3.264 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL FAIR COVER "OPEN BRUSH" A 6.00 0.86 1.00 46 RESIDENTIAL "5-7 DWELLINGS/ACRE" A 12.30 0.98 0.50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.92 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.66 SUBAREA AREA(ACRES) = 18.30 SUBAREA RUNOFF(CFS) = 43.71 EFFECTIVE AREA(ACRES) = 54.80 AREA -AVERAGED Fm(INCH/HR) = 0.56 AREA -AVERAGED Fp(INCH/HR) = 0.91 AREA -AVERAGED Ap = 0.62 TOTAL AREA(ACRES) = 54.80 PEAK FLOW RATE(CFS) = 133.32 FLOW PROCESS FROM NODE 5.00 TO NODE 5.00 IS CODE = 1 ------------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 13.27 RAINFALL INTENSITY(INCH/HR) = 3.26 AREA -AVERAGED Fm(INCH/HR) = 0.56 AREA -AVERAGED Fp(INCH/HR) = 0.91 AREA -AVERAGED Ap = 0.62 EFFECTIVE STREAM AREA(ACRES) = 54.80 TOTAL STREAM AREA(ACRES) = 54.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 133.32 ** CONFLUENCE DATA ** STREAM Q Tc NUMBER (CFS) (MIN.) 1 148.22 17.12 1 139.87 20.53 2 133.32 13.27 Intensity Fp(Fm) (INCH/HR) (INCH/HR) 2.802 0.97( 0.49) 2.512 0.97( 0.49) 3.264 0.91( 0.56) Ap Ae HEADWATER (ACRES) NODE 0.50 70.6 4.10 0.50 76.4 1.00 0.62 54.8 5.10 04/23/04 Q-35 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 271.19 13.27 3.264 0.94( 0.52) 0.56 109.6 5.10 2 258.75 17.12 2.802 0.94( 0.52) 0.55 125.4 4.10 3 236.12 20.53 2.512 0.94( 0.52) 0.55 131.2 1.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 271.19 Tc(MIN.) = 13.27 EFFECTIVE AREA(ACRES) = 109.56 AREA -AVERAGED Fm(INCH/HR) = 0.52 AREA -AVERAGED Fp(INCH/HR) = 0.94 AREA -AVERAGED Ap = 0.56 TOTAL AREA(ACRES) = 131.20 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 5.00 = 5400.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5.00 TO NODE 5.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 13.27 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.264 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN PUBLIC PARK A 4.00 0.98 0.85 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.85 SUBAREA AREA(ACRES) = 4.00 SUBAREA RUNOFF(CFS) = 8.77 EFFECTIVE AREA(ACRES) = 113.56 AREA --AVERAGED Fm(INCH/HR) = 0.53 AREA -AVERAGED Fp(INCH/HR) = 0.94 AREA -AVERAGED Ap = 0.57 TOTAL AREA(ACRES) = 135.20 PEAK FLOW RATE(CFS) = 278.91 +---------------------------------------------------------------------------+ I END NORTHERN SYSTEM I I I I BEGIN SOUTHERN SYSTEM +---------------------------------------------------------------------------+ **************************************************************************** FLOW PROCESS FROM NODE 6.10 TO NODE 6.20 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 1000.00 - - ELEVATION DATA: UPSTREAM(FEET) = 1657.00 DOWNSTREAM(FEET) = 1635.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE))**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 11.017 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.649 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) RESIDENTIAL "11f DWELLINGS/ACRE" A 10.30 0.98 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.20 SUBAREA RUNOFF(CFS) = 32.02 TOTAL AREA(ACRES) = 10.30 PEAK FLOW RATE(CFS) Ap SCS Tc (DECIMAL) CN (MIN.) 0.20 32 11.02 0.97 32.02 **************************************************************************** 04/23/04 Q-36 FLOW PROCESS FROM NODE 6.20 TO NODE 6.30 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1630.00 DOWNSTREAM(FEET) = 1620.00 FLOW LENGTH(FEET) = 750.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 20.4 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 9.94 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = I PIPE-FLOW(CFS) = 32.02 PIPE TRAVEL TIME(MIN.) = 1.26 Tc(MIN.) = 12.27 LONGEST FLOWPATH FROM NODE 6.10 TO NODE 6.30 = 1750.00 FEET. FLOW PROCESS FROM NODE 6.30 TO NODE 6.30 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 12.27 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.420 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 13.00 0.98 0.50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA AREA(ACRES) = 13.00 SUBAREA RUNOFF(CFS) = 34.31 EFFECTIVE AREA(ACRES) = 23.30 AREA -AVERAGED Fm(INCH/HR) = 0.36 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.37 TOTAL AREA(ACRES) = 23.30 PEAK FLOW RATE(CFS) = 64.21 FLOW PROCESS FROM NODE 6.30 TO NODE 6.40 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1620.00 DOWNSTREAM(FEET) = 1609.00 FLOW LENGTH(FEET) = 750.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 24.7 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 12.42 ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 64.21 PIPE TRAVEL TIME(MIN.) = 1.01 Tc(MIN.) = 13.28 LONGEST FLOWPATH FROM NODE 6.10 TO NODE 6.40 = 2500.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 6.40 TO NODE 6.40 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 13.28 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.262 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "11+ DWELLINGS/ACRE" A 11.00 0.98 0.20 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.20 SUBAREA AREA(ACRES) = 11.00 SUBAREA RUNOFF(CFS) = 30.37 EFFECTIVE AREA(ACRES) = 34.30 AREA -AVERAGED kin(INCH/HR) = 0.31 04/23/04 Q-37 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.31 TOTAL AREA(ACRES) = 34.30 PEAK FLOW RATE(CFS) = 91.27 **************************************************************************** FLOW PROCESS FROM NODE 6.40 TO NODE 6.00 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1609.00 DOWNSTREAM(FEET) = 1608.00 FLOW LENGTH(FEET) = 400.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 54.0 INCH PIPE IS 42.1 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 6.86 ESTIMATED PIPE DIAMETER(INCH) = 54.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 91.27 PIPE TRAVEL TIME(MIN.) = 0.97 Tc(MIN.) = 14.25 LONGEST FLOWPATH FROM NODE 6.10 TO NODE 6.00 = 2900.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 6.00 TO NODE 6.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) = 14.25 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.127 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE./ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN PUBLIC PARK A 9.00 0.98 0.85 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.85 SUBAREA AREA(ACRES) = 9.00 SUBAREA RUNOFF(CFS) = 18.62 EFFECTIVE AREA(ACRES) = 43.30 AREA -AVERAGED Fm(INCH/HR) = 0.41 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.43 TOTAL AREA(ACRES) = 43.30 PEAK FLOW RATE(CFS) = 105.70 t--------------------------------------------------------------------------+ I END EASTERLY TWO SYSTEMS ("NORTH" AND "SOUTH") I I I I BEGIN WESTERLY SYSTEM +--------------------------------------------------------------------------- * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 1000.00 ELEVATION DATA: UPSTREAM(FEET) = 1675.00 DOWNSTREAM(FEET) = 1650.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 13.656 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.208 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "3-4 DWELLINGS/ACRE" A 4.00 0.98 0.60 32 13.66 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA RUNOFF(CFS) = 9.44 TOTAL AREA(ACRES) = 4.00 PEAK FLOW RATE(CFS) = 9.44 04/23/04 Q-38 FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 61 ---------------------------------------------------------------------------- »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STANDARD CURB SECTION USED) ««< UPSTREAM ELEVATION(FEET) = 1650.00 DOWNSTREAM ELEVATION(FEET) = 1633.00 STREET LENGTH(FEET) = 750.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 14.20 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.39 HALFSTREET FLOOD WIDTH(FEET) = 13.01 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.92 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.52 STREET FLOW TRAVEL TIME(MIN.) = 3.19 Tc(MIN.) = 16.84 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.829 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" A 4.70 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 4.70 SUBAREA RUNOFF(CFS) = 9.49 EFFECTIVE AREA(ACRES) = 8.70 AREA -AVERAGED Fm(INCH/HR) = 0.59 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 8.70 PEAK FLOW RATE(CFS) = 17.57 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.41 HALFSTREET FLOOD WIDTH(FEET) = 14.18 FLOW VELOCITY(FEET/SEC.) = 4.13 DEPTH*VELOCITY(FT*FT/SEC.) = 1.69 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 12.00 = 1750.00 FEET. FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 16.84 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.829 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" A 16.30 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 16.30 SUBAREA RUNOFF(CFS) = 32.92 EFFECTIVE AREA(ACRES) = 25.00 AREA -AVERAGED FM(INCH/HR) = 0.59 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 25.00 PEAK FLOW RATE(CFS) = 50.49 04/23/04 Q-39 FLOW PROCESS FROM NODE 12.00 TO NODE 13.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1626.00 DOWNSTREAM(FEET) = 1620.00 FLOW LENGTH(FEET) = 400.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 33.0 INCH PIPE IS 22.3 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 11.81 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 50.49 PIPE TRAVEL TIME(MIN.) = 0.56 Tc(MIN.) = 17.41 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 13.00 = 2150.00 FEET. FLOW PROCESS FROM NODE 13.00 ----------------------------------------------------------------------------- TO NODE 13.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAT{ FLOW««< MAINLINE Tc(MIN) = 17.41 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.773 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "3-4 DWELLINGS/ACRE" A 2.10 0.98 0.60 32 RESIDENTIAL "3-4 DWELLINGS/ACRE" A 1.80 0.98 0.60 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.60 SUBAREA AREA(ACRES) = 3.90 SUBAREA RUNOFF(CFS) = 7.68 EFFECTIVE AREA(ACRES) = 28.90 AREA -AVERAGED FM(INCH/HR) = 0.59 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 28.90 PEAK FLOW RATE(CFS) = 56.92 END OF STUDY SUMMARY: TOTAL AREA(ACRES) - 26.90 TC(MIN.) = 17.41 EFFECTIVE AREA(ACRES) = 28.90 AREA -AVERAGED Fn(INCH/HR)= 0.59 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.60 PEAK FLOW RATE(CFS) = 56.92 END OF RATIONAL METHOD ANALYSIS 04/23/04 Q-40 RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-2002 Advanced Engineering Software (aes) Vex. 8.0 Release Date: 01/01/2002 License ID 1251 Analysis prepared by: MADOLE & ASSOCIATES, INC. 10601 CHURCH STREET SUITE 107 RANCHO CUCAMONGA CA 91730 909.948.1311 FAX -948.8464 madole@madolerc.com ************************** DESCRIPTION OF STUDY ************************** * CITRUS HEIGHTS NORTH * Q100 HYDROLOGY * * ************************************************************************** FILE NAME: CHN . DAT TIME/DATE OF STUDY: 13:19 04/22/2004 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --*TIME-OF-CONCENTRATION MODEL* -- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 24.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) = 0.6000 USER SPECIFIED I -HOUR INTENSITY(INCH/HOUR) = 1.5700 *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *USER -DEFINED STREET -SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER -GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT -/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED **##**************#****#*************#**#*********************************** FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 1000.00 ELEVATION DATA: UPSTREAM(FEET) = 1735.00 DOWNSTREAM(FEET) = 1723.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 14.932 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.617 04/23/04 Q-41 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) RESIDENTIAL "5-7 DWELLINGS/ACRE" A 5.50 0.98 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 15.49 TOTAL AREA(ACRES) = 5.50 PEAK FLOW RATE(CFS) Ap SCS Tc (DECIMAL) CN (MIN.) 0.50 32 14.93 0.98 15.49 FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1717.00 DOWNSTREAM(FEET) = 1699.00 FLOW LENGTH(FEET) = 1100.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 24.000 DEPTH OF FLOW IN 24.0 INCH PIPE IS 12.7 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 9.19 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 15.49 PIPE TRAVEL TIME(MIN.) = 2.00 Tc(MIN.) = 16.93 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 3.00 = 2100.00 FEET. FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 16.93 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.355 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 6.10 0.98 0.50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA AREA(ACRES) = 6.10 SUBAREA RUNOFF(CFS) = 15.74 EFFECTIVE AREA(ACRES) = 11.60 AREA -AVERAGED FM(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.98 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 11.60 PEAK FLOW RATE(CFS) = 29.93 FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 16.93 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.355 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 17.60 0.98 0.50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA AREA(ACRES) = 17.60 SUBAREA RUNOFF(CFS) = 45.41 EFFECTIVE AREA(ACRES) = 29.20 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 29.20 PEAK FLOW RATE(CFS) = 75.35 04/23/04 Q-42 FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1699.00 DOWNSTREAM(FEET) = 1647.00 FLOW LENGTH(FEET) = 2300.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 33.0 INCH PIPE IS 26.3 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 14.87 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 75.35 PIPE TRAVEL TIME(MIN.) = 2.58 Tc(MIN.) = 19.50 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 4.00 = 4400.00 FEET. FLOW PROCESS FROM NODE 4.00 TO NODE 4.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 19.50 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.081 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 4.20 0.98 0.50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA AREA(ACRES) = 4.20 SUBAREA RUNOFF(CFS) = 9.80 EFFECTIVE AREA(ACRES) = 33.40 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 33.40 PEAK FLOW RATE(CFS) = 77.96 FLOW PROCESS FROM NODE 4.00 TO NODE 4.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 19.50 RAINFALL INTENSITY(INCH/HR) = 3.08 AREA -AVERAGED Fm(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/HR) = 0.97 AREA -AVERAGED Ap = 0.50 EFFECTIVE STREAM AREA(ACRES) = 33.40 TOTAL STREAM AREA(ACRES) = 33.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 77.96 FLOW PROCESS FROM NODE 4.10 TO NODE 4.20 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW--LENGTH(FEET) = 1000.00 ELEVATION DATA: UPSTREAM(FEET) = 1705.00 DOWNSTREAM(FEET) = 1680.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 12.893 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.950 SUBAREA Tc AND LOSS RATE DATA(AMC 1I): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc 04/23/04 Q-43 LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "5-7 DWELLINGS/ACRE" A 8.80 0.98 0.50 32 12.89 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA RUNOFF(CFS) = 27.42 TOTAL AREA(ACRES) = 8.80 PEAK FLOW RATE(CFS) = 27.42 FLOW PROCESS FROM NODE 4.20 TO NODE 4.30 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1674.00 DOWNSTREAM(FEET) = 1671.00 FLOW LENGTH(FEET) = 250.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 18.8 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 9.30 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 27.42 PIPE TRAVEL TIME(MIN.) = 0.45 Tc(MIN.) = 13.34 LONGEST FLOWPATH FROM NODE 4.10 TO NODE 4.30 = 1250.00 FEET. FLOW PROCESS FROM NODE 4.30 TO NODE 4.30 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 13.34 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.870 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 6.50 0.98 0.50 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.50 SUBAREA AREA(ACRES) = 6.50 SUBAREA RUNOFF(CFS) = 19.79 EFFECTIVE AREA(ACRES) = 15.30 AREA -AVERAGED FM(INCH/HR) = 0.49 AREA -AVERAGED Fp(INCH/Hit) = 0.98 AREA -AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 15.30 PEAK FLOW RATE(CFS) = 46.57 FLOW PROCESS FROM NODE 4.30 TO NODE 4.40 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1671.00 DOWNSTREAM(FEET) = 1664.00 FLOW LENGTH(FEET) = 710.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 33.0 INCH PIPE IS 24.7 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 9.76 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 46.57 PIPE TRAVEL TIME(MIN.) = 1.21 Tc(MIN-) = 14.55 LONGEST FLOWPATH FROM NODE 4.10 TO NODE 4.40 = 1960.00 FEET. FLOW PROCESS FROM NODE 4.40 TO NODE 4.40 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 14.55 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.673 04/23/04 Q-44 SRC / REGENCY HYDROLOGY FLOOD ROUTNG cCAL CU LATE®NS 02/24/04 H-1 RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-2003 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2003 License ID 1251 Analysis prepared by: Madole & Associates, Inc. 10601 Church Street Suite 107 Rancho Cucamonga CA 91730 909.948.1311 Fax.948.8464 ************************** DESCRIPTION OF STUDY ************************** * CITRUS HEIGHTS NORTH DRAINAGE * RE-EVALUATION OF REGENCY / DRC DRAINAGE * OFF-SITE Q100 (UNDEVELOPED/EXISTING CONDITION) ************************************************************************** FILE NAME: CHN-DRC.DAT TIME/DATE OF STUDY: 09:00 01/27/2004 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --*TIME-OF-CONCENTRATION MODEL* -- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 24.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) = 0.6000 USER SPECIFIED 1 -HOUR INTENSITY(INCH/HOUR) = 1.5800 *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *USER -DEFINED STREET -SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER -GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT -/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) -1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth � 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED **************************************************************************** FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 800.00 ELEVATION DATA: UPSTREAM(FEET) = 1664.00 DOWNSTREAM(FEET) = 1642.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 20.998 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.966 02/24/04 H-2 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) NATURAL FAIR COVER "OPEN BRUSH" A 8.60 0.86 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 16.30 TOTAL AREA(ACRES) = 8.60 PEAK FLOW RATE(CFS) Ap SCS Tc (DECIMAL) CN (MIN.) 1.00 46 21.00 0.86 16.30 FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 52 »»>COMPUTE NATURAL VALLEY CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA««< ELEVATION DATA: UPSTREAM(FEET) = 1642.00 DOWNSTREAM(FEET) = 1612.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 1000.00 CHANNEL SLOPE = 0.0300 CHANNEL FLOW THRU SUBAREA(CFS) = 16.30 FLOW VELOCITY(FEET/SEC) = 4.91 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 3.39 Tc(MIN.) = 24.39 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 3.00 = 1800.00 FEET. FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 IS CODE = 81 ----------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 24.39 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.712 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL FAIR COVER "OPEN BRUSH" A 17.00 0.86 1.00 46 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.86 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 17.00 SUBAREA RUNOFF(CFS) = 28.33 EFFECTIVE AREA(ACRES) = 25.60 AREA -AVERAGED Fm(INCH/HR) = 0.86 AREA -AVERAGED Fp(INCH/HR) = 0.86 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 25.60 PEAK FLOW RATE(CFS) = 42.66 **************************************************************************** FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE = 52 »»>COMPUTE NATURAL VALLEY CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA««< ELEVATION DATA: UPSTREAM(FEET) = 1612.00 DOWNSTREAM(FEET) = 1572.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 1400.00 CHANNEL SLOPE = 0.0286 CHANNEL FLOW THRU SUBAREA(CFS) = 42.66 FLOW VELOCITY(FEET/SEC) = 6.25 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 3.73 Tc(MIN.) = 28.12 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 4.00 = 3200.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 4.00 TO NODE 4.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 28.12 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.490 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS 02/24/04 H-3 LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL FAIR COVER "OPEN BRUSH" A 20.60 0.86 1.00 46 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.86 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 20.60 SUBAREA RUNOFF(CFS) = 30.21 EFFECTIVE AREA(ACRES) = 46.20 AREA -AVERAGED FYri(INCH/HR) = 0.86 AREA -AVERAGED Fp(INCH/HR) = 0.86 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 46.20 PEAK FLOW RATE(CFS) = 67.76 FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< --INITIAL =SUBAREA FLOW-LENGTH(FEET) = 900.00 ELEVATION DATA: UPSTREAM(FEET) = 1647.00 DOWNSTREAM(FEET) = 1620.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE))**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 21.631 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.914 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) NATURAL FAIR COVER "OPEN BRUSH" A 9.30 0.86 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 17.19 TOTAL AREA(ACRES) = 9.30 PEAK FLOW RATE(CFS) Ap SCS Tc (DECIMAL) CN (MIN.) 1.00 46 21.63 0.86 = 17.19 FLOW PROCESS FROM NODE 12.00 TO NODE 13.00 IS CODE = 52 »»>COMPUTE NATURAL VALLEY CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA««< ELEVATION DATA: UPSTREAM(FEET) = 1620.00 DOWNSTREAM(FEET) = 1584.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 1240.00 CHANNEL SLOPE = 0.0290 CHANNEL FLOW THRU SUBAREA(CFS) = 17.19 FLOW VELOCITY(FEET/SEC) = 4.90 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 4.22 Tc(MIN.) = 25.85 LONGEST FLOWPATH FROM NODE 11.00 TO NODE 13.00 = 2140.00 FEET. FLOW PROCESS FROM NODE 13.00 TO NODE 13.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 25.85 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.619 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL FAIR COVER "OPEN BRUSH" A 16.30 0.86 1.00 46 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.86 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 16.30 SUBAREA RUNOFF(CFS) = 25.80 EFFECTIVE AREA(ACRES) = 25.60 AREA -AVERAGED Fm(INCH/HR) = 0.86 AREA -AVERAGED Fp(INCH/HR) = 0.86 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 25.60 PEAK FLOW RATE(CFS) = 40.52 02/24/04 H-4 FLOW PROCESS FROM NODE 21.00 TO NODE 22.00 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 840.00 ELEVATION DATA: UPSTREAM(FEET) = 1629.00 DOWNSTREAM(FEET) = 1606.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 21.430 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.930 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) NATURAL FAIR COVER "OPEN BRUSH" A 8.20 0.86 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 15.28 TOTAL AREA(ACRES) = 8.20 PEAK FLOW RATE(CFS) Ap SCS Tc (DECIMAL) CN (MIN.) 1.00 46 21.43 0.86 15.28 FLOW PROCESS FROM NODE 22.00 TO NODE 23.00 IS CODE = 52 »»>COMPUTE NATURAL VALLEY CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA««< ELEVATION DATA: UPSTREAM(FEET) _ - 1606.00 DOWNSTREAM(FEET) = 1583.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 1060.00 CHANNEL SLOPE = 0.0212 CHANNEL FLOW THRU SUBAREA(CFS) = 15.28 FLOW VELOCITY(FEET/SEC) = 4.06 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 4.35 Tc(MIN.) = 25.78 LONGEST FLOWPATH FROM NODE 21.00 TO NODE 23.00 = 1900.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 23.00 TO NODE 23.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 25.78 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.623 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL FAIR COVER "OPEN BRUSH" A 14.10 0.86 1.00 46 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.86 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 14.10 SUBAREA RUNOFF(CFS) = 22.37 EFFECTIVE AREA(ACRES) = 22.30 AREA -AVERAGED Fm(INCH/HR) = 0.86 AREA -AVERAGED Fp(INCH/HR) = 0.86 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 22.30 PEAK FLOW RATE(CFS) = 35.38 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 22.30 TC(MIN.) = 25.78 EFFECTIVE AREA(ACRES) = 22.30 AREA -AVERAGED Fm(INCH/HR)= 0.86 AREA -AVERAGED Fp(INCH/HR) = 0.86 AREA -AVERAGED Ap = 1.00 PEAK FLOW RATE(CFS) = 35.38 END OF RATIONAL METHOD ANALYSIS 02/24/04 H-5 SMALL AREA UNIT HYDROGRAPH MODEL (C) Copyright 1989-2001 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2001 License ID 1251 Analysis prepared by: MADOLE & ASSOCIATES, INC. 10601 CHURCH STREET SUITE 107 RANCHO CUCAMONGA CA 91730 909.948.1311 FAX 948.8464 DRC/REGENCY - POND "A" RATIONAL METHOD CALIBRATION COEFFICIENT = 0.90 TOTAL CATCHMENT AREA(ACRES) = 46.20 Q SOIL -LOSS RATE, Fm,(INCH/HR) = 0.860 (HOURS) LOW LOSS FRACTION = 0.682 (CFS) TIME OF CONCENTRATION(MIN.) = 28.10 ---------------------------------------------------------------------------- 0.08 RATIONAL METHOD PEAK FLOW RATE (DEFINED BY USER) IS USED FOR SMALL AREA PEAK Q 0.54 USER SPECIFIED RAINFALL VALUES ARE USED 3.46 RETURN FREQUENCY(YEARS) = 100 1.01 5 -MINUTE POINT RAINFALL VALUE(INCHES) = 0.59 30 -MINUTE POINT RAINFALL VALUE(INCHES) = 1.20 1 -HOUR POINT RAINFALL VALUE(INCHES) = 1.58 3 -HOUR POINT RAINFALL VALUE(INCHES) = 2.00 6 -HOUR POINT RAINFALL VALUE(INCHES) = 4.60 24-HOUR POINT RAINFALL VALUE(INCHES) = 10.50 ------------------------------------------------------ TOTAL CATCHMENT RUNOFF VOLUME(ACRE-FEET) = 12.92 TOTAL CATCHMENT SOIL -LOSS VOLUME(ACRE-FEET) = 27.50 TIME VOLUME Q 0. 17.5 35.0 52.5 70.0 (HOURS) (AF) (CFS) ---------------------------------------------------------------------------- 0.08 0.0000 0.00 Q 0.54 0.0670 3.46 Q 1.01 0.2017 3.49 Q 1.48 0.3380 3.55 Q 1.95 0.4761 3.58 Q 2.42 0.6159 3.65 Q 2.89 0.7577 3.68 Q 3.35 0.9015 3.75 Q 3.82 1.0474 3.79 Q 4.29 1.1956 3.87 Q 4.76 1.3460 3.91 Q 5.23 1.4990 4.00 Q 5.70 1.6545 4.04 Q 6.16 1.8129 4.14 Q 6.63 1.9742 4.19 Q 7.10 2.1387 4.31 Q 7.57 2.3065 4.37 Q 8.04 2.4781 4.50 Q 8.51 2.6535 4.57 Q 8.98 2.8333 4.72 Q 9.44 3.0177 4.81 Q 9.91 3.2073 4.99 Q 10.38 3.4024 5.09 Q 02/24/04 H-6 10.85 3.6039 5.32 Q 11.32 3.8123 5.45 Q 11.78 4.0288 5.74 Q 12.25 4.2543 5.91 Q 12.72 4.5993 11.92 Q 13.19 5.0564 11.70 Q 13.66 5.4998 11.21 Q 14.13 5.9284 10.93 Q 14.60 6.1813 2.14 Q i 15.06 6.2711 2.50 Q 15.53 6.4070 4.52 Q 16.00 6.6968 10.45 Q 16.47 8.2112 67.80 Q . 16.94 9.5824 3.06 Q 17.41 9.7797 7.14 Q 17.87 10.1398 11.47 Q I 18.34 10.5737 10.95 Q 18.81 10.8939 5.59 Q 19.28 11.1027 5.20 Q 19.75 11.2980 4.89 Q 20.22 11.4826 4.64 Q 20.68 11.6562 4.43 Q 21.15 11.8262 4.25 Q 21.62 11.9876 4.09 Q 22.09 12.1432 3.95 Q 22.56 12.2937 3.83 Q 23.02 12.4396 3.71 Q 23.49 12.5815 3.61 Q 23.96 12.7196 3.52 Q 24.43 12.8544 3.45 Q 24.90 ----------------------------------------------------------------------------- 12.9211 0.00 Q FLOW-THROUGH DETENTION BASIN MODEL SPECIFIED BASIN CONDITIONS ARE AS FOLLOWS: CONSTANT HYDROGRAPH TIME UNIT(MINUTES) = 28.100 DEAD STORAGE(AF) = 0.00 SPECIFIED DEAD STORAGE(AF) FILLED = 0.00 ASSUMED INITIAL DEPTH(FEET) IN STORAGE BASIN = 0.00 INFLOW I I V _effective depth ------------- I (and volume) I I I I I detention I I....V............. I basin 1<-->I outflow -------------- I I \ I I storage I basin outlet V----------- OUTFLOW DEPTH -VS. -STORAGE AND DEPTH -VS. -DISCHARGE INFORMATION: TOTAL NUMBER OF BASIN DEPTH INFORMATION ENTRIES = 9 *BASIN -DEPTH STORAGE OUTFLOW **BASIN -DEPTH STORAGE OUTFLOW 02/24/04 H-7 * (FEET) (ACRE-FEET) (CFS) ** (FEET) (ACRE-FEET) (CFS) * 0.000 0.000 0.000** 1.000 0.040 0.930* * 2.000 0.160 8.000** 3.000 0.310 16.900* * 4.000 0.470 20.500** 5.000 0.650 23.500* * 6.000 0.850 26.200** 7.000 1.070 54.800* * 8.000 1.300 104.900** 1.39 3.67 ----------------------------------------------------------------------- BASIN STORAGE, OUTFLOW AND DEPTH ROUTING VALUES: 1.40 INTERVAL DEPTH (S-O*DT/2) (S+O*DT/21 3.83 NUMBER (FEET) (ACRE-FEET) (ACRE-FEET) 1.43 1 0.00 0.00000 0.00000 4.02 2 1.00 0.02200 0.05800 1.46 3 2.00 0.00518 0.31482 4.26 4 3.00 -0.01706 0.63706 1.51 5 4.00 0.07327 0.86673 4.54 6 5.00 0.19521 1.10479 1.55 7 6.00 0.34296 1.35704 4.91 8 7.00 0.00948 2.13052 1.62 9 8.00 -0.73009 3.33009 5.40 WHERE S=STORAGE(AF);O=OUTFLOW(AF/MIN.);DT=UNIT INTERVAL(MIN.) 5.61 ----------------------------------------------------------------------- DETENTION BASIN ROUTING RESULTS: 5.84 2.49 NOTE: COMPUTED BASIN DEPTH, OUTFLOW, AND STORAGE QUANTITIES 12.07 OCCUR AT THE GIVEN TIME. BASIN INFLOW VALUES REPRESENT THE AVERAGE INFLOW DURING THE RECENT HYDROGRAPH UNIT INTERVAL. TIME (HRS) ------------ 0.077 0.545 1.013 1.482 1.950 2.418 2.887 3.355 3.823 4.292 4.760 5.228 5.697 6.165 6.633 7.102 7.570 8.038 8.507 8.975 9.443 9.912 10.3B0 10.848 11.317 11.785 12.253 12.722 13.190 13.658 14.127 14.595 15.063 15.532 16.000 DEAD -STORAGE FILLED(AF) ------------ 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 INFLOW (CFS) 0.00 3.46 3.49 3.55 3.58 3.65 3.68 3.75 3.79 3.87 3.91 4.00 4.04 4.14 4.19 4.31 4.37 4.50 4.57 4.72 4.81 4.99 5.09 5.32 5.45 5.74 5.91 11.92 11.70 11.21 10.93 2.14 2.50 4.52 10.45 EFFECTIVE OUTFLOW DEPTH(FT) (CFS) ------------------ 0.00 0.00 1.30 1.51 1.37 3.27 1.37 3.54 1.38 3.57 1.38 3.62 1.39 3.67 1.40 3.72 1.40 3.77 1.42 3.83 1.42 3.89 1.43 3.96 1.44 4.02 1.46 4.10 1.46 4.17 1.48 4.26 1.49 4.34 1.51 4.44 1.52 4.54 1.54 4.65 1.55 4.77 1.58 4.91 1.59 5.05 1.62 5.22 1.64 5.40 1.68 5.61 1.71 5.84 2.49 9.12 2.43 12.07 2.37 11.55 2.34 11.14 1.10 6.30 1.23 2.09 1.53 3.60 2.32 7.74 02/24/04 H-8 EFFECTIVE VOLUME(AF) ---------------------- 0.000 0.076 0.084 0.085 0.085 0.086 0.087 0.088 0.089 0.090 0.091 0.092 0.093 0.095 0.095 0.097 0.096 0.101 0.102 0.105 0.106 0.109 0.111 0.115 0.117 0.122 0.125 0.233 0.224 0.215 0.210 0.052 0.068 0.103 0.208 f 16.468 1 16.937 17.405 17.873 l 18.342 f 18.810 19.278 19.747 20.215 j 20.663 21.152 21.620 22.088 22.557 23.025 23.493 23.962 24.430 24.898 -------------- I I 0.000 67.80 0.000 3.06 0.000 7.14 0.000 11.47 0.000 10.95 0.000 5.59 0.000 5.20 0.000 4.89 0.000 4.64 0.000 4.43 0.000 4.25 0.000 4.09 0.000 3.95 0.000 3.83 0.000 3.71 0.000 3.61 0.000 3.52 0.000 3.45 0.000 ---------------- 0.00 7.41 43.13 1.165 1.23 39.00 0.068 1.92 5.01 0.150 2.42 9.59 0.223 2.34 11.38 0.211 1.62 8.15 0.114 1.60 5.24 0.112 1.56 5.04 0.107 1.52 4.75 0.103 1.49 4.52 0.099 1.47 4.33 0.096 1.45 4.16 0.093 1.43 4.01 0.091 1.41 3.B8 0.089 1.39 3.76 0.087 1.38 3.66 0.085 1.37 3.56 0.084 1.36 3.48 0.083 0.28 -------------------------- 1.85 0.011 02/24/04 H-9 i SMALL AREA UNIT HYDROGRAPH MODEL (C) Copyright 1989-2001 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2001 License ID 1251 Analysis prepared by: MADOLE & ASSOCIATES, INC. 10601 CHURCH STREET SUITE 107 RANCHO CUCAMONGA CA 91730 909.948.1311 FAX 948.8464 DRC/REGENCY - POND "B" RATIONAL METHOD CALIBRATION COEFFICIENT = 0.90 TOTAL CATCHMENT AREA(ACRES) = 25.60 SOIL -LOSS RATE, Fm,(INCH/HR) = 0.860 LOW LOSS FRACTION = 0.682 TIME OF CONCENTRATION(MIN.) = 25.90 J RATIONAL METHOD PEAK FLOW RATE (DEFINED BY USER) IS USED FOR SMALL AREA PEAK Q USER SPECIFIED RAINFALL VALUES ARE USED j RETURN FREQUENCY(YEARS) = 100 J 5 -MINUTE POINT RAINFALL VALUE(INCHES) = 0.59 30 -MINUTE POINT RAINFALL VALUE(INCHES) = 1.20 1 -HOUR POINT RAINFALL VALUE(INCHES) = 1.58 3 -HOUR POINT RAINFALL VALUE(INCHES) = 2.00 6 -HOUR POINT RAINFALL VALUE(INCHES) = 4.60 24-HOUR POINT RAINFALL VALUE(INCHES) = 10.50 ---------------------------------------------------------------------------- 1 TOTAL CATCHMENT RUNOFF VOLUME(ACRE-FEET) = 7.14 TOTAL CATCHMENT SOIL -LOSS VOLUME(ACRE-FEET) = 15.26 TIME VOLUME Q 0. 12.5 25.0 37.5 50.0 (HOURS) (AF) (CFS) ---------------------------------------------------------------------------- j 0.03 0.0000 0.00 Q 0.46 0.0341 1.91 Q 0.89 0.1028 1.94 Q 1.32 0.1722 1.95 Q 1.76 0.2424 1.98 Q 2.19 0.3135 2.00 Q 2.62 0.3855 2.03 Q i 3.05 0.4583 2.05 Q 3.48 0.5322 2.09 Q 3.91 0.6070 2.11 Q 4.35 0.6129 2.15 .Q 4.78 0.7600 2.17 Q 5.21 0.8382 2.21 Q 5.64 0.9176 2.24 Q 6.07 0.9983 2.29 Q ' 6.50 1.0804 2.31 Q 6.93 1.1640 2.37 Q 7.37 1.2492 2.40 Q 7.80 1.3360 2.47 Q 8.23 1.4246 2.50 Q 8.66 1.5151 2.58 Q 9.09 1.6078 2.62 Q 9.52 1.7027 2.70 Q 02/24/04 H-10 9.96 1.8000 2.75 Q 10.39 1.9000 2.86 Q 10.62 2.0030 2.92 Q 11.25 2.1.094 3.05 Q 11.68 2.2194 3.12 Q 12.12 2.3337 3.29 Q 12.55 2.5059 6.37 Q 12.98 2.7354 6.50 Q 13.41 2.9650 6.38 Q 13.84 3.1878 6.11 Q 14.27 3.4031 5.96 Q 14.70 3.5319 1.26 Q 15.14 3.5808 1.48 Q 15.57 3.6616 3.05 Q 16.00 3.8245 6.08 Q 16.43 4.6554 40.50 Q 16.86 5.4100 1.80 Q 17.30 5.4662 1.35 Q 17.73 5.6018 6.25 Q 18.16 5.8311 6.61 Q 18.59 6.0061 3.20 Q 19.02 6.1163 2.98 Q 19.45 6.2194 2.80 Q 19.89 6.3169 2.66 Q 20.32 6.4095 2.54 Q 20.75 6.4982 2.43 Q 21.18 6.5834 2.34 Q 21.61 6.6655 2.26 Q 22.04 6.7450 2.19 Q 22.48 6.8220 2.13 Q 22.91 6.8969 2.07 Q 23.34 6.9698 2.02 Q 23.77 7.0409 1.97 Q 24.20 7.1103 1.92 Q 24.63 ---------------------------------------------------------------------------- 7.1446 0.00 Q FLOW-THROUGH DETENTION BASIN MODEL SPECIFIED BASIN CONDITIONS ARE AS FOLLOWS: CONSTANT HYDROGRAPH TIME UNIT(MINUTES) =• 25.900 DEAD STORAGE(AF) = 0.00 SPECIFIED DEAD STORAGE(AF) FILLED = 0.00 ASSUMED INITIAL DEPTH(FEET) IN STORAGE BASIN = 0.00 02/24/04 INFLOW I 1 I V _effective depth ------------- j (and volume) I I I I I detention I I.•••`7-••••......•• I basin l< -->I outflow ------------- l ] \ I I storage I basin outlet V----------- OUTFLOW H-11 DEPTH -VS. -STORAGE AND DEPTH -VS. -DISCHARGE INFORMATION: TOTAL NUMBER OF BASIN DEPTH INFORMATION ENTRIES = 9 *BASIN -DEPTH STORAGE OUTFLOW **BASIN -DEPTH STORAGE OUTFLOW * (FEET) (ACRE-FEET) (CFS) ** (FEET) (ACRE-FEET) (CFS) * 0.000 0.000 0.000** 1.000 0.040 0.820* * 2.000 0.180 8.220** 3.000 0.340 12.760* * 4.000 0.510 15.340** 5.000 0.700 17.540* * 6.000 0.900 19.490** 7.000 1.130 47.400* * 8.000 1.370 96.840** --------------------------------------------------------------------------- BASIN STORAGE, OUTFLOW AND DEPTH ROUTING VALUES: INTERVAL DEPTH (S-O*DT/2) (S+0*DT/2) NUMBER (FEET) (ACRE-FEET) (ACRE-FEET) 1 0.00 0.00000 0.00000 2 1.00 0.02537 0.05463 3 2.00 0.03338 0.32662 4 3.00 0.11239 0.56761 5 4.00 0.23637 0.78363 6 5.00 0.38713 1.01287 7 6.00 0.55235 1.24765 8 7.00 0.28450 1.97550 9 8.00 -0.35738 3.09738 WHERE S=STORAGE(AF);O=OUTFLOW(AF/MIN.);DT=UNIT INTERVAL(MIN.) ------------------------------------- -------------------------------------- DETENTION BASIN ROUTING RESULTS: NOTE: COMPUTED BASIN DEPTH, OUTFLOW, AND STORAGE QUANTITIES OCCUR AT THE GIVEN TIME. BASIN INFLOW VALUES REPRESENT THE AVERAGE INFLOW DURING THE RECENT HYDROGRAPH UNIT INTERVAL. TIME DEAD -STORAGE INFLOW EFFECTIVE OUTFLOW EFFECTIVE (HRS) FILLED(AF) (CFS) DEPTH(FT) (CFS) VOLUME(AF) -- 0.028 0.000 0.00 0.00 0.00 0.000 0.460 0.000 1.91 1.05 0.60 0.047 0.892 0.000 1.94 1.15 1.55 0.061 1.323 0.000 1.95 1.15 1.93 0.061 1.755 0.000 1.98 1.16 1.97 0.062 2.187 0.000 2.00 1.16 1.99 0.062 2.618 0.000 2.03 1.16 2.02 0.063 3.050 0.000 2.05 1.17 2.04 0.063 3.482 0.000 2.09 1.17 2.07 0.064 3.913 0.000 2.11 1.17 2.10 0.064 4.345 0.000 2.15 1.18 2.13 0.065 4.777 0.000 2.17 1.18 2.16 0.066 5.208 0.000 2.21 1.19 2.19 0.066 5.640 0.000 2.24 1.19 2.23 0.067 6.072 0.000 2.29 1.20 2.26 0.068 6.503 0.000 2.31 1.20 2.30 0.068 6.935 0.000 2.37 1.21 2.34 0.069 7.367 0.000 2.40 1.21 2.39 0.070 7.798 0.000 2.47 1.22 2.43 0.071 8.230 0.000 2.50 1.23 2.48 0.072 8.662 0.000 2.58 1.24 2.54 0.073 9.093 0.000 2.62 1.24 2.59 0.074 9.525 0.000 2.70 1.25 2.66 0.076 9.957 0.000 2.75 1.26 2.73 0.077 10.388 0.000 2.86 1.27 2.80 0.078 10.820 0.000 2.92 1.28 2.88 0.080 11.252 0.000 3.05 1.30 2.98 0.082 11.683 0.000 3.12 1.31 3.08 0.083 12.115 0.000 3.29 1.33 3.20 0.087 12.547 0.000 6.37 1.74 4.78 0.143 12.978 0.000 6.50 1.77 6.38 0.147 02/24/04 H-12 13.410 0.000 6.38 1.75 6.44 0.145 13.642 0.000 6.11 1.72 6.25 0.140 14.273 0.000 5.96 1.70 6.04 0.137 14.705 0.000 1.26 1.08 3.68 0.051 15.137 0.000 1.48 1.09 1.44 0.052 15.568 0.000 3.05 1.29 2.24 0.081 16.000 0.000 6.08 1.70 4.50 0.138 16.432 0.000 40.50 6.31 17.12 0.972 16.863 0.000 1.80 2.86 20.17 0.317 17.295 0.000 1.35 1.35 7.75 0.089 17.727 0.000 6.25 1.72 4.78 0.141 18.158 0.000 6.61 1.78 6.38 0.149 18.590 0.000 3.20 1.34 4.95 0.087 19.022 0.000 2.98 1.29 3.14 0.081 19.453 0.000 2.80 1.27 2.90 0.078 19.885 0.000 2.66 1.25 2.74 0.075 20.317 0.000 2.54 1.23 2.60 0.073 20.748 0.000 2.43 1.22 2.49 0.071 21.180 0.000 2.34 1.21 2.39 0.069 21.612 0.000 2.26 1.20 2.31 0.067 22.043 0.000 2.19 1.19 2.23 0.066 22.475 0.000 2.13 1.18 2.16 0.065 22.907 0.000 2.07 1.17 2.10 0.064 23.338 0.000 2.02 1.16 2.04 0.063 23.770 0.000 1.97 1.16 1.99 0.062 24.202 0.000 1.92 1.15 1.95 0.061 24.633 ----------------------------------------------------------------------- 0.000 0.00 0.49 1.16 0.019 02/24/04 H-13 SMALL AREA UNIT HYDROGRAPH MODEL (C) Copyright 1989-2001 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2001 License ID 1251 Analysis prepared by: MADOLE & ASSOCIATES, INC. 10601 CHURCH STREET SUITE 107 RANCHO CUCAMONGA CA 91730 909.948.1311 FAX 948.8464 DRC/REGENCY - POND "C" RATIONAL METHOD CALIBRATION COEFFICIENT = 0.90 TOTAL CATCHMENT AREA(ACRES) = 22.30 SOIL -LOSS RATE, Fm,(INCH/HR) = 0.860 LOW LOSS FRACTION = 0.682 TIME OF CONCENTRATION(MIN.) = 25.80 RATIONAL METHOD PEAT{ FLOW RATE (DEFINED BY USER) IS USED FOR SMALL AREA PEAK Q USER SPECIFIED RAINFALL VALUES ARE USED RETURN FREQUENCY(YEARS) = 100 5 -MINUTE POINT RAINFALL VALUE(INCHES) = 0.59 30 -MINUTE POINT RAINFALL VALUE(INCHES) = 1.20 1 -HOUR POINT RAINFALL VALUE(INCHES) = 1.58 3 -HOUR POINT RAINFALL VALUE(INCHES) = 2.00 6 -HOUR POINT RAINFALL VALUE(INCHES) = 4.60 24 --HOUR POINT RAINFALL VALUE(INCHES) = 10.50 ---------------------------------------------------------------------------- TOTAL CATCHMENT RUNOFF VOLUME(ACRE-FEET) = 6.21 TOTAL CATCHMENT SOIL -LOSS VOLUME(ACRE-FEET) = 13.30 TIME VOLUME Q 0. 10.0 20.0 30.0 40.0 (HOURS) (AF) (CFS) ---------------------------------------------------------------------------- 0.09 0.0000 0.00 Q 0.52 0.0296 1.67 Q 0.95 0.0893 1.69 Q 1.38 0.1496 1.70 Q 1.81 0.2107 1.73 Q 2.24 0.2724 1.75 Q 2.67 0.3350 1.77 Q 3.10 0.3983 1.79 Q 3.53 0.4625 1.82 Q 3.96 0.5275 1.84 Q 4.39 0.5935 1.87 Q 4.82 0.6604 1.89 Q 5.25 0.7284 1.93 Q 5.68 0.7974 1.95 Q 6.11 0.8676 2.00 Q 6.54 0.9389 2.02 Q 6.97 1.0116 2.07 Q 7.40 1.0856 2.10 Q 7.83 1.1610 2.15 Q 8.26 1.2381 2.18 Q 8.69 1.3168 2.25 Q 9.12 1.3972 2.28 Q 9.55 1.4797 2.36 Q 02/24/04 H-14 9.98 1.5643 2.40 Q 10.41 1.6513 2.49 Q 10.84 1.7408 2.54 Q 11.27 1.8332 2.66 Q 11.70 1.9288 2.72 Q 12.13 2.0281 2.87 Q 12.56 2.1804 5.70 Q 12.99 2.3822 5.65 Q 13.42 2.5814 5.55 Q 13.85 2.7745 5.32 Q 14.28 2.9612 5.19 Q 14.71 3.0730 1.10 Q 15.14 3.1155 1.29 Q 15.57 3.1861 2.68 Q 16.00 3.3281 5.31 Q 16.43 4.0515 35.40 Q 16.86 4.7085 1.58 Q 17.29 4.7554 1.06 Q 17.72 4.8710 5.44 Q 18.15 5.0698 5.75 Q 18.58 5.2216 2.79 Q 19.01 5.3174 2.60 Q 19.44 5.4071 2.45 Q 19.87 5.4917 2.32 Q 20.30 5.5723 2.21 Q 20.73 5.6493 2.12 Q 21.16 5.7234 2.04 Q 21.59 5.7948 1.97 Q 22.02 5.8638 1.91 Q 22.45 5.9308 1.86 Q 22.88 5.9958 1.81 Q 23.31 6.0592 1.76 Q 23.74 6.1210 1.72 Q 24.17 6.1813 1.68 Q 24.60 ------------------------------------------------------------------------------ 6.2111 0.00 Q FLOW-THROUGH DETENTION BASIN MODEL SPECIFIED BASIN CONDITIONS ARE AS FOLLOWS: CONSTANT HYDROGRAPH TIME UNIT(MINUTES) = 25.800 DEAD STORAGE(AF) = 0.00 SPECIFIED DEAD STORAGE(AF) FILLED = 0.00 ASSUMED INITIAL DEPTH(FEET) IN STORAGE BASIN = 0.00 INFLOW I I I V _effective depth ------------- I (and volume) I I I l I detention I I .... v ............. I basin I< -->I outflow II I ......... ------------- I 1 \ I I storage I basin outlet V----------- OUTFLOW 02/24/04 H-15 DEPTH -VS. -STORAGE AND DEPTH -VS. -DISCHARGE INFORMATION: TOTAL NUMBER OF BASIN DEPTH INFORMATION ENTRIES = 9 *BASIN -DEPTH STORAGE OUTFLOW **BASIN -DEPTH STORAGE OUTFLOW * (FEET) (ACRE-FEET) (CFS) ** (FEET) (ACRE-FEET) (CES) * 0.000 0.000 0.000** 1.000 0.060 0.820* * 2.000 0.200 8.220** 3.000 0.370 12.760* * 4.000 0.540 15.340** 5.000 0.740 17.540* * 6.000 0.950 19.490** 7.000 1.180 47.400* * 8.000 1.430 96.840** ---------------------------------------------------------------------------- BASIN STORAGE, OUTFLOW AND DEPTH ROUTING VALUES: INTERVAL DEPTH (S-O*DT/21 (S+O*DT/2) NUMBER (FEET) (ACRE-FEET) (ACRE-FEET) 1 0.00 0.00000 0.00000 2 1.00 0.04543 0.07457 3 2.00 0.05394 0.34606 4 3.00 0.14327 0.59673 5 4.00 0.26743 0.81257 6 5.00 0.42834 1.05166 7 6.00 0.60369 1.29631 8 7.00 0.33777 2.02223 9 8.00 -0.29071 3.15071 WHERE S=STORAGE(AF);O=OUTFLOW(AF/MIN.);DT=UNIT INTERVAL(MIN.) ---------------------------------------------------------------------------- DETENTION BASIN ROUTING RESULTS: NOTE: COMPUTED BASIN DEPTH, OUTFLOW, AND STORAGE QUANTITIES OCCUR AT THE GIVEN TIME. BASIN INFLOW VALUES REPRESENT THE AVERAGE INFLOW DURING THE RECENT HXDROGRAPH UNIT INTERVAL. TIME DEAD -STORAGE INFLOW EFFECTIVE OUTFLOW EFFECTIVE (HRS) FILLED(AF) (CFS) DEPTH(FT) (CFS) VOLUME(AF) ---------------------------------------------------------------------------- 0.090 0.000 0.00 0.00 0.00 0.000 0.520 0.000 1.67 0.79 0.33 0.048 0.950 0.000 1.69 1.08 1.03 0.071 1.380 0.000 1.70 1.12 1.55 0.077 1.810 0.000 1.73 1.12 1.71 0.077 2.240 0.000 1.75 1.12 1.74 0.077 2.670 0.000 1.77 1.13 1.76 0.078 3.100 0.000 1.79 1.13 1.78 0.078 3.530 0.000 1.82 1.14 1.81 0.079 3.960 0.000 1.84 1.14 1.83 0.079 4.390 0.000 1.87 1.14 1.86 0.080 4.820 0.000 1.89 1.14 1.86 0.080 5.250 0.000 1.93 1.15 1.91 0.081 5.680 0.000 1.95 1.15 1.94 0.081 6.110 0.000 2.00 1.16 1.97 0.082 6.540 0.000 2.02 1.16 2.01 0.063 6.970 0.000 2.07 1.17 2.04 0.084 7.400 0.000 2.10 1.17 2.08 0.084 7.830 0.000 2.15 1.18 2.12 0.085 8.260 0.000 2.18 1.18 2.17 0.086 8.690 0.000 2.25 1.19 2.21 0.087 9.120 0.000 2.28 1.20 2.26 0.088 9.550 0.000 2.36 1.21 2.32 0.089 9.980 0.000 2.40 1.21 2.38 0.090 10.410 0.000 2.49 1.23 2.44 0.092 10.840 0.000 2.54 1.23 2.52 0.093 11.270 0.000 2.66 1.25 2.60 0.095 11.700 0.000 2.72 1.26 2.69 0.096 12.130 0.000 2.87 1.28 2.79 0.099 12.560 0.000 5.70 1.65 4.24 0.151 12.990 0.000 5.65 1.65 5.63 0.151 02/24/04 H-16 13.420 0.000 5.55 1.64 5.60 0.150 13.850 0.000 5.32 1.61 5.44 0.145 14.280 0.000 5.19 1.59 5.26 0.143 14.710 0.000 1.10 1.06 3.21 0.068 15.140 0.000 1.29 1.06 1.26 0.069 15.570 0.000 2.68 1.25 1.96 0.094 16.000 0.000 5.31 1.60 3.93 0.143 16.430 0.000 35.40 6.02 12.59 0.954 i 16.860 0.000 1.58 3.27 16.71 0.416 17.290 0.000 1.06 1.52 9.05 0.132 17.720 0.000 5.44 1.62 5.03 0.147 18.150 0.000 5.75 1.66 5.58 0.153 l 18.580 0.000 2.79 1.28 4.31 0.099 c 19.010 0.000 2.60 1.24 2.75 0.094 19.440 0.000 2.45 1.22 2.53 0.091 19.870 0.000 2.32 1.20 2.39 0.088 20.300 0.000 2.21 1.19 2.27 0.086 20.730 0.000 2.12 1.18 2.17 0.085 21.160 0.000 2.04 1.17 2.09 0.083 21.590 0.000 1.97 1.16 2.01 0.082 22.020 0.000 1.91 1.15 1.95 0.081 22.450 0.000 1.86 1.14 1.89 0.080 22.880 0.000 1.81 1.13 1.83 0.079 23.310 0.000 1.76 1.13 1.78 0.078 I� 23.740 0.000 1.72 1.12 1.74 0.077 24.170 0.000 1.68 1.12 1.70 0.076 24.600 ---------------------------------------------------------------------------- 0.000 0.00 0.62 1.10 0.037 02/24/04 H-17 RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-2002 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2002 License ID 1251 Analysis prepared by: MADOLE & ASSOCIATES, INC. 10601 CHURCH STREET SUITE 107 RANCHO CUCAMONGA CA 91730 909.948.1311 FAX -948.8464 madole@madolerc.com ************************** DESCRIPTION OF STUDY ************************** * REGENCY FONTANA - DRC CONCEPT * CONDITION: REGENCY DEVELOPED, BASINS MITIGATING UNDEV. OFF-SITE AREA * Q100 HYDROLOGY (W/ USER INPUT FOR BASIN ROUTING OF OFF-SITE AREA) ************************************************************************** FILE NAME: CHN-DRCP.DAT TIME/DATE OF STUDY: 09:19 01/31/2004 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --*TIME-OF-CONCENTRATION MODEL* -- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 12.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) = 0.6000 USER SPECIFIED 1 -HOUR INTENSITY(INCH/HOUR) = 1.5800 *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *USER -DEFINED STREET -SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER -GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT -/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) -1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0312 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED **************************************************************************** FLOW PROCESS FROM NODE 20.00 TO NODE 20.00 IS CODE = 7 ---------------------------------------------------------------------------- »»>USER SPECIFIED HYDROLOGY INFORMATION AT NODE««< USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN.) = 28.10 RAINFALL INTENSITY(INCH/HR) = 2.49 EFFECTIVE AREA(ACRES) = 46.20 TOTAL AREA(ACRES) = 46.20 PEAK FLOW RATE(CFS) = 43.10 AREA -AVERAGED Fm(INCH/HR) = 0.86 AREA -AVERAGED Fp(INCH/HR) = 0.86 AREA -AVERAGED Ap = 1.00 NOTE: EFFECTIVE AREA IS USED AS THE TOTAL CONTRIBUTING AREA FOR ALL 02/24/04 H-18 CONFLUENCE ANALYSES. FLOW PROCESS FROM NODE 20.00 TO NODE 21.00 IS CODE = 41 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 56.60 DOWNSTREAM(FEET) = 58.40 FLOW LENGTH(FEET) = 20.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 48.0 INCH PIPE IS 18.3 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 9.81 GIVEN PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 43.10 PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 28.13 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 21.00 = 20.00 FEET. FLOW PROCESS FROM NODE 21.00 TO NODE 21.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 28.13 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.489 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 1.02 0.98 0.10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 1.02 SUBAREA RUNOFF(CFS) = 2.20 EFFECTIVE AREA(ACRES) = 47.22 AREA -AVERAGED Fm(INCH/HR) = 0.84 AREA -AVERAGED Fp(INCH/HR) = 0.86 AREA -AVERAGED Ap = 0.98 TOTAL AREA(ACRES) = 47.22 PEAK FLOW RATE(CFS) = 69.93 FLOW PROCESS FROM NODE 21.00 TO NODE 22.00 IS CODE = 41 ------------------------------------------------------------------------------ »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) ««< ELEVATION DATA: = 58.40 DOWNSTREAM(FEET) = 58.30 FLOW LENGTH(FEET) = 10.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 48.0 INCH PIPE IS 24.0 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 11.14 GIVEN PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 69.93 PIPE TRAVEL TIME(MIN.) = 0.01 Tc(MIN.) = 28.15 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 22.00 = 30.00 FEET. FLOW PROCESS FROM NODE 22.00 TO NODE 22.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 28.15 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.488 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 4.85 0.98 0.10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 4.85 SUBAREA RUNOFF(CFS) = 10.44 02/24/04 H-19 EFFECTIVE AREA(ACRES) = 52.07 AREA -AVERAGED Fm(INCH/HR) = 0.77 AREA -AVERAGED Fp(INCH/HR) = 0.86 AREA -AVERAGED Ap = 0.90 TOTAL AREA(ACRES) = 52.07 PEAK FLOW RATE(CFS) = 80.33 FLOW PROCESS FROM NODE 22.00 TO NODE 23.00 IS CODE = 41 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »» >USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) ««< --------------------------------- ---- ELEVATION DATA: UPSTREAM(FEET) = 58.30 DOWNSTREAM(FEET) = 58.07 FLOW LENGTH(FEET) = 50.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 48.0 INCH PIPE IS 33.9 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 8.48 GIVEN PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 80.33 PIPE TRAVEL TIME(MIN.) = 0.10 Tc(MIN.) = 28.25 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 23.00 = 80.00 FEET. FLOW PROCESS FROM NODE 23.00 TO NODE 23.00 IS CODE = 61 ------------------------------------------------------------------------------ »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 28.25 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.483 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 0.23 0.98 0.10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 0.23 SUBAREA RUNOFF(CFS) = 0.49 EFFECTIVE AREA(ACRES) = 52.30 AREA -AVERAGED Fm(INCH/HR) = 0.77 AREA -AVERAGED Fp(INCH/HR) = 0.86 AREA -AVERAGED Ap = 0.90 TOTAL AREA(ACRES) = 52.30 PEAK FLOW RATE(CFS) = 80.58 FLOW PROCESS FROM NODE 23.00 TO NODE 24.00 IS CODE = 41 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) ««< ----------------------------- ---- - ELEVATION DATA: UPSTREAM(FEET) = 58.07 DOWNSTREAM(FEET) 57.87 FLOW LENGTH(FEET) = 40.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 46.0 INCH PIPE IS 32.9 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 8.78 GIVEN PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 80.58 PIPE TRAVEL TIME(MIN.) = 0.08 Tc(MIN.) = 28.32 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 24.00 = 120.00 FEET. FLOW PROCESS FROM NODE 24.00 TO NODE 24.00 IS CODE = 81 ---------------------- ------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 26.32 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.479 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 0.28 0.98 0.10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 02/24/04 H-20 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 0.28 SUBAREA RUNOFF(CFS) = 0.60 EFFECTIVE AREA(ACRES) = 52.58 AREA -AVERAGED Fm(INCH/HR) = 0.77 AREA -AVERAGED Fp(INCH/HR) = 0.86 AREA -AVERAGED Ap = 0.89 TOTAL AREA(ACRES) = 52.58 PEAK FLOW RATE(CFS) = 80.99 www*wwwwwwwwwwwwwwwwww*wwwwwwww***www*wwwwwwwwwwwwwwww******wwww**wwwwwwwwww FLOW PROCESS FROM NODE 24.00 TO NODE 25.00 IS CODE = 41 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 57.87 DOWNSTREAM(FEET) = 56.55 FLOW LENGTH(FEET) = 260.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 48.0 INCH PIPE IS 32.8 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 6.64 GIVEN PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 80.99 PIPE TRAVEL TIME(MIN.) = 0.49 Tc(MIN.) = 28.81 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 25.00 = 380.00 FEET. wwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwww*wwwwwwww*wwwwwww FLOW PROCESS FROM NODE 25.00 TO NODE 25.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 28.81 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.454 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 0.77 0.98 0.10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 0.77 SUBAREA RUNOFF(CFS) = 1.63 EFFECTIVE AREA(ACRES) = 53.35 AREA -AVERAGED Fm(INCH/HR) = 0.76 AREA -AVERAGED Fp(INCH/HR) = 0.86 AREA -AVERAGED Ap = 0.88 TOTAL AREA(ACRES) = 53.35 PEAK FLOW RATE(CFS) = 81.42 wwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwww*wwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwww*wwwwwww FLOW PROCESS FROM NODE 25.00 TO NODE 26.00 IS CODE = 41 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 56.55 DOWNSTREAM(FEET) = 55.48 FLOW LENGTH(FEET) = 100.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 48.0 INCH PIPE IS 25.7 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 11.86 GIVEN PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 81.42 PIPE TRAVEL TIME(MIN.) = 0.14 TC(MIN.) = 28.95 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 26.00 = 480.00 FEET. wwwwwwwww*wwwwwwwww*wwwwwwwwwwwwwwwwwwwwwwwwwww*wwwwwwwwwwwwwwwwwwwwwwwww*ww FLOW PROCESS FROM NODE 26.00 TO NODE 26.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE TC(MIN) = 28.95 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.446 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN 02/24/04 H -2I COMMERCIAL A 0.45 0.98 0.10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 0.45 SUBAREA RUNOFF(CFS) = 0.95 EFFECTIVE AREA(ACRES) = 53.80 AREA -AVERAGED Fm(INCH/HR) = 0.75 AREA -AVERAGED Fp(INCH/HR) = 0.86 AREA -AVERAGED Ap = 0.87 TOTAL AREA(ACRES) = 53.80 PEAK FLOW RATE(CFS) = 82.03 FLOW PROCESS FROM NODE 26.00 TO NODE 27.00 IS CODE = 41 ----------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 55.48 DOWNSTREAM(FEET) 52.11 FLOW LENGTH(FEET) = 235.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 48.0 INCH PIPE IS 23.7 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 13.27 GIVEN PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 82.03 PIPE TRAVEL TIME(MIN.) = 0.30 Tc(MIN.) = 29.25 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 27.00 = 715.00 FEET. FLOW PROCESS FROM NODE 27.00 TO NODE 27.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 29.25 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.432 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 0.27 0.98 0.10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 0.27 SUBAREA RUNOFF(CFS) = 0.57 EFFECTIVE AREA(ACRES) = 54.07 AREA -AVERAGED Fin(INCH/HR) = 0.75 AREA -AVERAGED Fp(INCH/HR) = 0.86 AREA -AVERAGED Ap = 0.87 TOTAL AREA(ACRES) = 54.07 PEAK FLOW RATE(CFS) = 82.03 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE FLOW PROCESS FROM NODE 27.00 TO NODE 28.00 IS CODE = 41 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) 52.11 DOWNSTREAM(FEET) 49.54 FLOW LENGTH(FEET) = 235.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 54.0 INCH PIPE IS 24.1 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 11.97 GIVEN PIPE DIAMETER(INCH) = 54.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 82.03 PIPE TRAVEL TIME(MIN.) = 0.33 Tc(MIN.) = 29.58 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 28.00 = 950.00 FEET. FLOW PROCESS FROM NODE 28.00 TO NODE 28.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 29.58 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.415 02/24/04 H-22 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 0.47 0.98 0.10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 0.47 SUBAREA RUNOFF(CFS) = 0.98 EFFECTIVE AREA(ACRES) = 54.54 AREA -AVERAGED Fm(INCH/HR) = 0.74 AREA -AVERAGED Fp(INCH/HR) = 0.86 AREA -AVERAGED Ap = 0.86 TOTAL AREA(ACRES) = 54.54 PEAK FLOW RATE(CFS) = 82.07 wwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwww*wwwwwwwwwwwww FLOW PROCESS FROM NODE 28.00 TO NODE 29.00 IS CODE = 41 ------------------------ ---------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) ««< --ELEVATION DATA: UPSTREAM(FEET) = 49.54 DOWNSTREAM(FEET) = 48.40 FLOW LENGTH(FEET) = 100.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 54.0 INCH PIPE IS 23.8 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 12.16 GIVEN PIPE DIAMETER(INCH) = 54.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 82.07 PIPE TRAVEL TIME(MIN.) = 0.14 Tc(MIN.) = 29.71 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 29.00 = 1050.00 FEET. wwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwww*wwwwwwwwwwwwwwwwwwwwwww**wwwww FLOW PROCESS FROM NODE 29.00 TO NODE 29.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 29.71 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.409 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 0.26 0.98 0.10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 0.26 SUBAREA RUNOFF(CFS) = 0.54 EFFECTIVE AREA(ACRES) = 54.80 AREA -AVERAGED Fm(INCH/HR) = 0.74 AREA -AVERAGED Fp(INCH/HR) = 0.86 AREA -AVERAGED Ap = 0.86 TOTAL AREA(ACRES) = 54.80 PEAK FLOW RATE(CFS) = 82.28 wwwwwwwwwwwwwwwww**www*****wwww*www*:�wwwwwwwwwwwwwwwwwwwwwwwwww*wwwwww*wwwww FLOW PROCESS FROM NODE 29.00 TO NODE 30.00 IS CODE = 41 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 48.40 DOWNSTREAM(FEET) = 47.95 FLOW LENGTH(FEET) = 25.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 54.0 INCH PIPE IS 21.0 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 14.38 GIVEN PIPE DIAMETER(INCH) = 54.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 82.28 PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 29.74 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 30.00 = 1075.00 FEET. *wwww*wwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwww**www*wwwwwwwwwwwwwwwwwwwww FLOW PROCESS FROM NODE 30.00 TO NODE 30.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 02/24/04 H-23 MAINLINE Tc(MIN) = 29.74 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.407 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 0.95 0.98 0.10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 0.95 SUBAREA RUNOFF(CFS) = 1.97 EFFECTIVE AREA(ACRES) = 55.75 AREA -AVERAGED Fm(INCH/HR) = 0.73 AREA -AVERAGED Fp(INCH/HR) = 0.86 AREA -AVERAGED Ap = 0.65 TOTAL AREA(ACRES) = 55.75 PEAK FLOW RATE(CFS) = 84.19 **************************************************************************** FLOW PROCESS FROM NODE 30.00 TO NODE 111.00 IS CODE = 41 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) ««< -ELEVATION DATA: UPSTREAM(FEET) = 47.95 DOWNSTREAM(FEET) = 39.70 FLOW LENGTH(FEET) = 60.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 54.0 INCH PIPE IS 12.5 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 30.02 GIVEN PIPE DIAMETER(INCH) = 54.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 84.19 PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 29.78 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 111.00 = 1135.00 FEET. FLOW PROCESS FROM NODE 111.00 TO NODE 111.00 IS CODE = 10 ---------------------------------------------------------------------------- »»>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK #( 1 ««< FLOW PROCESS FROM NODE 100.00 TO NODE 100.00 IS CODE = 13 ---------------------------------------------------------------------------- »»>CLEAR THE MAIN -STREAM MEMORY««< FLOW PROCESS FROM NODE 100.00 TO NODE 100.00 IS CODE = 7 ---------------------------------------------------------------------------- »»>USER SPECIFIED HYDROLOGY INFORMATION AT NODE««< USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN.) = 25.80 RAINFALL INTENSITY(INCH/HR) = 2.62 EFFECTIVE AREA(ACRES) = 22.30 TOTAL AREA(ACRES) = 22.30 PEAK FLOW RATE(CFS) = 16.70 AREA -AVERAGED Fm(INCH/HR) = 0.86 AREA -AVERAGED Fp(INCH/HR) = 0.86 AREA -AVERAGED Ap = 1.00 NOTE: EFFECTIVE AREA IS USED AS THE TOTAL CONTRIBUTING AREA FOR ALL CONFLUENCE ANALYSES. **************************************************************************** FLOW PROCESS FROM NODE 100.00 TO NODE 101.00 IS CODE = 41 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 75.30 DOWNSTREAM(FEET) = 64.90 FLOW LENGTH(FEET) = 470.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 96.0 INCH PIPE IS 7.6 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 9.07 02/24/04 H-24 GIVEN PIPE DIAMETER(INCH) = 96.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 16.70 PIPE TRAVEL TIME(MIN.) = 0.86 Tc(MIN.) = 26.66 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 101.00 = 1605.00 FEET. FLOW PROCESS FROM NODE 101.00 TO NODE 101.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 26.66 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.570 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 0.46 0.98 0.10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 0.46 SUBAREA RUNOFF(CFS) = 1.02 EFFECTIVE AREA(ACRES) = 22.76 AREA -AVERAGED Fm(INCH/HR) = 0.84 AREA -AVERAGED Fp(INCH/HR) = 0.86 AREA -AVERAGED Ap = 0.98 TOTAL AREA(ACRES) = 22.76 PEAK FLOW RATE(CFS) = 35.35 FLOW PROCESS FROM NODE 101.00 TO NODE 102.00 IS CODE = 51 ---------------------------------------------------------------------------- »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) 64.90 DOWNSTREAM(FEET) = 62.20 CHANNEL LENGTH THRU SUBAREA(FEET) = 230.00 CHANNEL SLOPE = 0.0117 CHANNEL BASE(FEET) = 10.00 "Z" FACTOR = 0.000 MANNING`S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 5.00 CHANNEL FLOW THRU SUBAREA(CFS) = 35.35 FLOW VELOCITY(FEET/SEC.) = 6.58 FLOW DEPTH(FEET) = 0.54 TRAVEL TIME(MIN.) = 0.58 Tc(MIN.) = 27.25 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 102.00 = 1835.00 FEET. FLOW PROCESS FROM NODE 102.00 TO NODE 102.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 27.25 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.537 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 0.62 0.98 0.10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 0.62 SUBAREA RUNOFF(CFS) = 1.36 EFFECTIVE AREA(ACRES) = 23.38 AREA -AVERAGED Fm(INCH/HR) = 0.82 AREA -AVERAGED Fp(INCH/HR) = 0.86 AREA -AVERAGED Ap = 0.96 TOTAL AREA(ACRES) = 23.38 PEAK FLOW RATE(CFS) = 36.03 FLOW PROCESS FROM NODE 102.00 TO NODE 103.00 IS CODE = 51 ---------------------------------------------------------------------------- »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 62.20 DOWNSTREAM(FEET) = 58.30 CHANNEL LENGTH THRU SUBAREA(FEET) = 170.00 CHANNEL SLOPE = 0.0229 02/24/04 H-25 CHANNEL BASE(FEET) = 10.00 "Z" FACTOR = 0.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 5.00 CHANNEL FLOW THRU SUBAREA(CFS) = 36.03 FLOW VELOCITY(FEET/SEC.) = 8.20 FLOW DEPTH(FEET) = 0.44 TRAVEL TIME(MIN.) = 0.35 Tc(MIN.) = 27.59 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 103.00 = 2005.00 FEET. FLOW PROCESS FROM NODE 103.00 TO NODE 103.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 27.59 RAINFALL INTENSITY(INCH/HR) = 2.52 AREA -AVERAGED Fm(INCH/HR) = 0.82 AREA -AVERAGED Fp(INCH/HR) = 0.86 AREA -AVERAGED Ap = 0.96 EFFECTIVE STREAM AREA(ACRES) = 23.38 TOTAL STREAM AREA(ACRES) = 23.38 PEAK FLOW RATE(CFS) AT CONFLUENCE = 36.03 FLOW PROCESS FROM NODE 50.00 TO NODE 50.00 IS CODE = 7 ---------------------------------------------------------------------------- »»>USER SPECIFIED HYDROLOGY INFORMATION AT NODE««< USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN.) = 25.90 RAINFALL INTENSITY(INCH/HR) = 2.62 EFFECTIVE AREA(ACRES) = 25.60 TOTAL AREA(ACRES) = 25.60 PEAK FLOW RATE(CFS) = 20.20 AREA -AVERAGED Fm(INCH/HR) = 0.86 AREA -AVERAGED Fp(INCH/HR) = 0.86 AREA -AVERAGED Ap = 1.00 NOTE: EFFECTIVE AREA IS USED AS THE TOTAL CONTRIBUTING AREA FOR ALL CONFLUENCE ANALYSES. FLOW PROCESS FROM NODE 50.00 TO NODE 51.00 IS CODE = 41 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 67.70 DOWNSTREAM(FEET) = 67.30 FLOW LENGTH(FEET) = 70.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 48.0 INCH PIPE IS 14.2 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 6.49 GIVEN PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 20.20 PIPE TRAVEL TIME(MIN.) = 0.18 Tc(MIN.) = 26.08 LONGEST FLOWPATH FROM NODE 50.00 TO NODE 51.00 = 70.00 FEET. FLOW PROCESS FROM NODE 51.00 TO NODE 51.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 26.08 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.605 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 0.61 0.98 0.10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 42/24/04 H-26 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 0.61 SUBAREA RUNOFF(CFS) = 1.38 EFFECTIVE AREA(ACRES) = 26.21 AREA -AVERAGED FM(INCH/HR) = 0.84 AREA -AVERAGED Fp(INCH/HR) = 0.86 AREA -AVERAGED Ap = 0.98 TOTAL AREA(ACRES) = 26.21 PEAK FLOW RATE(CFS) = 41.58 **************************************************************************** FLOW PROCESS FROM NODE 51.00 TO NODE 52.00 IS CODE = 41 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) ««< ELEVATION -DATA: UPSTREAM(FEET) = 67.30 DOWNSTREAM(FEET) = 67.10 FLOW LENGTH(FEET) = 40.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 48.0 INCH PIPE IS 21.7 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 7.54 GIVEN PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 41.58 PIPE TRAVEL TIME(MIN.) = 0.09 Tc(MIN.) = 26.17 LONGEST FLOWPATH FROM NODE 50.00 TO NODE 52.00 = 110.00 FEET. FLOW PROCESS FROM NODE 52.00 TO NODE 52.00 IS CODE = 81 ----------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE TC(MIN) = 26.17 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.599 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 2.21 0.98 0.10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 2.21 SUBAREA RUNOFF(CFS) = 4.98 EFFECTIVE AREA(ACRES) = 28.42 AREA -AVERAGED Fa(INCH/HR) = 0.78 AREA -AVERAGED Fp(INCH/HR) = 0.86 AREA -AVERAGED Ap = 0.91 TOTAL AREA(ACRES) = 28.42 PEAK FLOW RATE(CFS) = 46.43 FLOW PROCESS FROM NODE 52.00 TO NODE 53.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 67.10 DOWNSTREAM(FEET) = 67.00 FLOW LENGTH(FEET) = 40.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 48.0 INCH PIPE IS 28.6 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 5.96 GIVEN PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 46.43 PIPE TRAVEL TIME(MIN.) = 0.11 Tc(MIN.) = 26.28 LONGEST FLOWPATH FROM NODE 50.00 TO NODE 53.00 = 150.00 FEET. FLOW PROCESS FROM NODE 53.00 TO NODE 53.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 26.28 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.593 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL,) CN 02/24/04 H-27 COMMERCIAL A 0.87 0.98 0.10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 0.87 SUBAREA RUNOFF(CFS) = 1.95 EFFECTIVE AREA(ACRES) = 29.29 AREA -AVERAGED Fm(INCH/HR) = 0.76 AREA -AVERAGED Fp(INCH/HR) = 0.86 AREA -AVERAGED Ap = 0.89 TOTAL AREA(ACRES) = 29.29 PEAK FLOW RATE(CFS) = 48.21 **************************************************************************** FLOW PROCESS FROM NODE 53.00 TO NODE 54.00 IS CODE = 41 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 67.00 DOWNSTREAM(FEET) = 66.70 FLOW LENGTH(FEET) = 110.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 48.0 INCH PIPE IS 28.5 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 6.21 GIVEN PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 48.21 PIPE TRAVEL TIME(MIN.) = 0.30 Tc(MIN.) = 26.58 LONGEST FLOWPATH FROM NODE 50.00 TO NODE 54.00 = 260.00 FEET. FLOW PROCESS FROM NODE 54.00 TO NODE 54.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 26.58 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.576 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 0.22 0.98 0.10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 0.22 SUBAREA RUNOFF(CFS) = 0.49 EFFECTIVE AREA(ACRES) = 29.51 AREA -AVERAGED Fm(INCH/HR) = 0.76 AREA -AVERAGED Fp(INCH/HR) = 0.86 AREA -AVERAGED Ap = 0.88 TOTAL AREA(ACRES) = 29.51 PEAK FLOW RATE(CFS) = 48.25 **************************************************************************** FLOW PROCESS FROM NODE 54.00 TO NODE 54.50 IS CODE = 41 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 66.70 DOWNSTREAM(FEET) = 66.00 FLOW LENGTH(FEET) = 110.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 48.0 INCH PIPE IS 22.1 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 8.56 GIVEN PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 48.25 PIPE TRAVEL TIME(MIN.) = 0.21 Tc(MIN.) = 26.79 LONGEST FLOWPATH FROM NODE 50.00 TO NODE 54.50 = 370.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 54.50 TO NODE 54.50 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 26.79 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.563 SUBAREA LOSS RATE DATA(AMC II): 02/24/04 H-28 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 2.00 0.98 0.10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 2.00 SUBAREA RUNOFF(CFS) = 4.44 EFFECTIVE AREA(ACRES) = 31.51 AREA -AVERAGED Fm(INCH/HR) = 0.72 AREA -AVERAGED Fp(INCH/HR) = 0.86 AREA -AVERAGED Ap = 0.83 TOTAL AREA(ACRES) = 31.51 PEAK FLOW RATE(CFS) = 52.35 FLOW PROCESS FROM NODE 54.50 TO NODE 55.00 IS CODE = 41 ---------------------------------------------------------------------------- »» >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 66.00 DOWNSTREAM(FEET) = 61.70 FLOW LENGTH(FEET) = 130.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 48.0 INCH PIPE IS 14.8 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 15.95 GIVEN PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 52.35 PIPE TRAVEL TIME(MIN.) = 0.14 Tc(MIN.) = 26.93 LONGEST FLOWPATH FROM NODE 50.00 TO NODE 55.00 500.00 FEET. FLOW PROCESS FROM NODE 55.00 TO NODE 55.00 IS CODE = 81 ----------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW«« < MAINLINE Tc(MIN) = 26.93 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.555 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 3.65 0.98 0.10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 3.65 SUBAREA RUNOFF(CFS) = 8.07 EFFECTIVE AREA(ACRES) = 35.16 AREA -AVERAGED Fm(INCH/HR) = 0.65 AREA -AVERAGED Fp(INCH/HR) = 0.86 AREA -AVERAGED Ap = 0.76 TOTAL AREA(ACRES) = 35.16 PEAK FLOW RATE(CFS) = 60.21 **************************************************************************** FLOW PROCESS FROM NODE 55.00 TO NODE 56.00 IS CODE = 41 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) ««< ----------------------- - ---- - _ ELEVATION DATA: UPSTREAM(FEET) 61.70 DOWNSTREAM(FEET) 61.50 FLOW LENGTH(FEET) = 20.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 48.0 INCH PIPE IS 22.0 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 10.72 GIVEN PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 60.21 PIPE TRAVEL TIME(MIN.) = 0.03 TC(MIN.) = 26.96 LONGEST FLOWPATH FROM NODE 50.00 TO NODE 56.00 = 520.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 56.00 TO NODE 56.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 26.96 02/24/04 H-29 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.554 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 0.18 0.98 0.10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 0.18 SUBAREA RUNOFF(CFS) = 0.40 EFFECTIVE AREA(ACRES) = 35.34 AREA -AVERAGED Fm(INCH/HR) = 0.65 AREA -AVERAGED Fp(INCH/HR) = 0.86 AREA -AVERAGED Ap = 0.75 TOTAL AREA(ACRES) = 35.34 PEAK FLOW RATE(CFS) = 60.55 **************************************************************************** FLOW PROCESS FROM NODE 56.00 TO NODE 103.00 IS CODE = 41 ------------------------------------------------------------------------------ »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) ««< TELEVATION DATA: UPSTREAM(FEET)-= 61.50 DOWNSTREAM(FEET) = 58.30 FLOW LENGTH(FEET) = 40.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 48.0 INCH PIPE IS 12.7 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 22.79 GIVEN PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 60.55 PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 26.99 LONGEST FLOWPATH FROM NODE 50.00 TO NODE 103.00 = 560.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 103.00 TO NODE 103.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 26.99 RAINFALL INTENSITY(INCH/HR) = 2.55 AREA -AVERAGED Fm(INCH/HR) = 0.65 AREA -AVERAGED Fp(INCH/HR) = 0.86 AREA -AVERAGED Ap = 0.75 EFFECTIVE STREAM AREA(ACRES) = 35.34 TOTAL STREAM AREA(ACRES) = 35.34 PEAK FLOW RATE(CFS) AT CONFLUENCE = 60.55 ** CONFLUENCE DATA ** STREAM Q Tc NUMBER (CFS) (MIN.) 1 36.03 27.59 2 60.55 26.99 Intensity Fp(Fm) (INCH/HR) (INCH/HR) 2.518 0.86( 0.82) 2.552 0.86( 0.65) Ap Ae HEADWATER (ACRES) NODE 0.96 23.4 100.00 0.75 35.3 50.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 96.50 26.99 2.552 0.86( 0.72) 0.83 58.2 50.00 2 95.51 27.59 2.518 0.86( 0.72) 0.83 58.7 100.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 96.50 Tc(MIN.) = 26.99 EFFECTIVE AREA(ACRES) = 58.21 AREA -AVERAGED Fm(INCH/HR) = 0.72 AREA -AVERAGED Fp(INCH/HR) = 0.86 AREA -AVERAGED Ap = 0.83 TOTAL AREA(ACRES) = 58.72 02/24/04 H-30 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 103.00 = 2005.00 FEET. FLOW PROCESS FROM NODE 103.00 TO NODE 104.00 IS CODE = 51 ---------------------------------------------------------------------------- »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< ELEVATION -DATA: UPSTREAM(FEET)-= 56.30 DOWNSTREAM(FEET) = 57.60 CHANNEL LENGTH THRU SUBAREA(FEET) = 110.00 CHANNEL SLOPE = 0.0064 CHANNEL BASE(FEET) = 10.00 "Z" FACTOR = 0.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 5.00 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.539 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 0.01 0.98 0.10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 96.51 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 7.84 AVERAGE FLOW DEPTH(FEET) = 1.23 TRAVEL TIME(MIN.) = 0.23 Tc(MIN.) = 27.22 SUBAREA AREA(ACRES) = 0.01 SUBAREA RUNOFF(CFS) = 0.02 EFFECTIVE AREA(ACRES) = 58.22 AREA -AVERAGED Fm(INCH/HR) = 0.72 AREA -AVERAGED Fp(INCH/HR) = 0.86 AREA -AVERAGED Ap = 0.83 TOTAL AREA(ACRES) = 58.73 PEAK FLOW RATE(CFS) = 96.50 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 1.23 FLOW VELOCITY(FEET/SEC.) = 7.84 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 104.00 = 2115.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 104.00 TO NODE 104.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE TC(MIN) = 27.22 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.539 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 1.33 0.98 0.10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 1.33 SUBAREA RUNOFF(CFS) = 2.92 EFFECTIVE AREA(ACRES) = 59.55 AREA -AVERAGED Fm(INCH/HR) = 0.70 AREA -AVERAGED Fp(INCH/HR) = 0.86 AREA -AVERAGED Ap = 0.82 TOTAL AREA(ACRES) = 60.06 PEAK FLOW RATE(CFS) = 98.30 FLOW PROCESS FROM NODE 104.00 TO NODE 105.00 IS CODE = 51 ---------------------------------------------------------------------------- »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 57.60 DOWNSTREAM(FEET) = 57.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 135.00 CHANNEL SLOPE = 0.0044 CHANNEL BASE(FEET) = 10.00 "Z" FACTOR = 0.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 5.00 CHANNEL FLOW THRU SUBAREA(CFS) = 98.30 FLOW VELOCITY(FEET/SEC.) = 7.02 FLOW DEPTH(FEET) = 1.40 TRAVEL TIME(MIN.) = 0.32 Tc(MIN.) = 27.54 02/24/04 H-31 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 105.00 = 2250.00 FEET. FLOW PROCESS FROM NODE 105.00 TO NODE 105.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 27.54 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.521 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 4.59 0.98 0.10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 4.59 SUBAREA RUNOFF(CFS) = 10.01 EFFECTIVE AREA(ACRES) = 64.14 AREA -AVERAGED Fm(INCH/HR) = 0.66 AREA -AVERAGED Fp(INCH/HR) = 0.86 AREA -AVERAGED Ap = 0.77 TOTAL AREA(ACRES) = 64.65 PEAK FLOW RATE(CFS) = 107.35 FLOW PROCESS FROM NODE 105.00 TO NODE 106.00 IS CODE = 51 ----------------------------------------------------------------------------- »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) 57.00 DOWNSTREAM(FEET) = 55.60 CHANNEL LENGTH THRU SUBAREA(FEET) = 270.00 CHANNEL SLOPE = 0.0052 CHANNEL BASE(FEET) = 10.00 "Z" FACTOR = 0.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 5.00 CHANNEL FLOW THRU SUBAREA(CFS) = 107.35 FLOW VELOCITY(FEET/SEC.) = 7.60 FLOW DEPTH(FEET) = 1.41 TRAVEL TIME(MIN.) = 0.59 Tc(MIN.) = 28.13 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 106.00 = 2520.00 FEET. FLOW PROCESS FROM NODE 106.00 TO NODE 106.00 IS CODE = 81 ------------------------------------------------------------------------------ »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 28.13 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.489 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 0.88 0.98 0.10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 0.88 SUBAREA RUNOFF(CFS) = 1.69 EFFECTIVE AREA(ACRES) = 65.02 AREA -AVERAGED Fm(INCH/HR) = 0.65 AREA -AVERAGED Fp(INCH/HR) = 0.86 AREA -AVERAGED Ap = 0.76 TOTAL AREA(ACRES) = 65.53 PEAK FLOW RATE(CFS) = 107.40 FLOW PROCESS FROM NODE 106.00 TO NODE 107.00 IS CODE = 51 ---------------------------------------------------------------------------- »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< ------------------------ - ----- ELEVATION DATA: UPSTREAM(FEET) = 55.60 DOWNSTREAM(FEET) = 54.90 CHANNEL LENGTH THRU SUBAREA(FEET) = 135.00 CHANNEL SLOPE = 0.0052 CHANNEL BASE(FEET) = 10.00 "Z" FACTOR = 0.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 5.00 CHANNEL FLOW THRU SUBAREA(CFS) = 107.40 02/24/04 H-32 FLOW VELOCITY(FEET/SEC.) = 7.60 FLOW DEPTH(FEET) = 1.41 TRAVEL TIME(MIN.) = 0.30 Tc(MIN.) = 28.43 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 107.00 = 2655.00 FEET. FLOW PROCESS FROM NODE 107.00 TO NODE 107.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 28.43 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.473 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 1.71 0.98 0.10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 1.71 SUBAREA RUNOFF(CFS) = 3.66 EFFECTIVE AREA(ACRES) = 66.73 AREA -AVERAGED Fm(INCH/HR) = 0.64 AREA -AVERAGED Fp(INCH/HR) = 0.86 AREA -AVERAGED Ap = 0.74 TOTAL AREA(ACRES) = 67.24 PEAK FLOW RATE(CFS) = 110.15 FLOW PROCESS FROM NODE 107.00 TO NODE 108.00 IS CODE = 51 ----------------------------------------------------------------------------- »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) 54.90 DOWNSTREAM(FEET) = 51.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 260.00 CHANNEL SLOPE = 0.0131 CHANNEL BASE(FEET) = 10.00 "Z" FACTOR = 0.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 5.00 CHANNEL FLOW THRU SUBAREA(CFS) = 110.15 FLOW VELOCITY(FEET/SEC.) = 10.36 FLOW DEPTH(FEET) = 1.06 TRAVEL TIME(MIN.) = 0.42 Tc(MIN.) = 28.85 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 108.00 = 2915.00 FEET. FLOW PROCESS FROM NODE 108.00 TO NODE 108.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 28.85 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.452 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 1.38 0.98 0.10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 1.38 SUBAREA RUNOFF(CFS) = 2.92 EFFECTIVE AREA(ACRES) = 68.11 AREA -AVERAGED Fm(INCH/HR) = 0.63 AREA -AVERAGED Fp(INCH/HR) = 0.86 AREA -AVERAGED Ap = 0.73 TOTAL AREA(ACRES) = 68.62 PEAK FLOW RATE(CFS) = 111.77 **************************************************************************** FLOW PROCESS FROM NODE 108.00 TO NODE 109.00 IS CODE = 51 ---------------------------------------------------------------------------- »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 51.50 DOWNSTREAM(FEET) 48.30 CHANNEL LENGTH THRU SUBAREA(FEET) = 130.00 CHANNEL SLOPE = 0.0246 CHANNEL BASE(FEET) = 10.00 "Z" FACTOR = 0.000 02/24/04 H-33 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 5.00 CHANNEL FLOW THRU SUBAREA(CFS) = 111.77 FLOW VELOCITY(FEET/SEC.) = 12.78 FLOW DEPTH(FEET) = 0.87 TRAVEL TIME(MIN.) = 0.17 Tc(MIN.) = 29.02 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 109.00 = 3045.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 109.00 TO NODE 109.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 29.02 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.443 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 7.13 0.98 0.10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 7.13 SUBAREA RUNOFF(CFS) = 15.05 EFFECTIVE AREA(ACRES) = 75.24 AREA -AVERAGED Fm(INCH/HR) = 0.58 AREA -AVERAGED Fp(INCH/HR) = 0.87 AREA -AVERAGED Ap = 0.67 TOTAL AREA(ACRES) = 75.75 PEAK FLOW RATE(CFS) = 126.30 **************************************************************************** FLOW PROCESS FROM NODE 109.00 TO NODE 110.00 IS CODE = 51 ---------------------------------------------------------------------------- »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 48.30 DOWNSTREAM(FEET) = 47.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 50.00 CHANNEL SLOPE = 0.0260 CHANNEL BASE(FEET) = 10.00 "Z" FACTOR = 0.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 5.00 CHANNEL FLOW THRU SUBAREA(CFS) = 126.30 FLOW VELOCITY(FEET/SEC.) = 13.61 FLOW DEPTH(FEET) = 0.93 TRAVEL TIME(MIN.) = 0.06 Tc(MIN.) = 29.08 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 110.00 = 3095.00 FEET. FLOW PROCESS FROM NODE 110.00 TO NODE 110.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) = 29.08 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.440 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 2.41 0.98 0.10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 2.41 SUBAREA RUNOFF(CFS) = 5.08 EFFECTIVE AREA(ACRES) = 77.65 AREA -AVERAGED Fm(INCH/HR) = 0.56 AREA -AVERAGED Fp(INCH/HR) = 0.87 AREA -AVERAGED Ap = 0.65 TOTAL AREA(ACRES) = 78.16 PEAK FLOW RATE(CFS) = 131.17 FLOW PROCESS FROM NODE 110.00 TO NODE 110.50 IS CODE = 51 ---------------------------------------------------------------------------- »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< -------------------------------------- ---- - ELEVATION DATA: UPSTREAM(FEET) = 47.00 DOWNSTREAM(FEET) 44.00 02/24/04 H-34 CHANNEL LENGTH THRU SUBAREA(FEET) = 130.00 CHANNEL SLOPE = 0.0231 CHANNEL BASE(FEET) = 10.00 "Z" FACTOR = 0.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 5.00 CHANNEL FLOW THRU SUBAREA(CFS) = 131.17 FLOW VELOCITY(FEET/SEC.) = 13.26 FLOW DEPTH(FEET) = 0.99 TRAVEL TIME(MIN.) = 0.16 Tc(MIN.) = 29.24 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 110.50 = 3225.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 110.50 TO NODE 110.50 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 29.24 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.432 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL A 0.55 0.98 0.10 32 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.97 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 0.55 SUBAREA RUNOFF(CFS) = 1.16 EFFECTIVE AREA(ACRES) = 78.20 AREA -AVERAGED Fm(INCH/HR) = 0.56 AREA -AVERAGED Fp(INCH/HR) = 0.87 AREA -AVERAGED Ap = 0.65 TOTAL AREA(ACRES) = 78.71 PEAK FLOW RATE(CFS) = 131.75 FLOW PROCESS FROM NODE 110.50 TO NODE 111.00 IS CODE = 51 ---------------------------------------------------------------------------- »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 44.00 DOWNSTREAM(FEET) = 39.70 CHANNEL LENGTH THRU SUBAREA(FEET) = 170.00 CHANNEL SLOPE = 0.0253 CHANNEL BASE(FEET) = 10.00 "Z" FACTOR = 0.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 5.00 CHANNEL FLOW THRU SUBAREA(CFS) = 131.75 FLOW VELOCITY(FEET/SEC.) = 13.67 FLOW DEPTH(FEET) = 0.96 TRAVEL TIME(MIN.) = 0.21 Tc(MIN.) = 29.45 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 111.00 = 3395.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 111.00 TO NODE 111.00 IS CODE = 11 ---------------------------------------------------------------------------- »»>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN -STREAM MEMORY««< ** MAIN STREAM CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 106.12 29.50 2.419 0.86( 0.72) 0.83 58.7 50.00 2 104.31 30.12 2.389 0.86( 0.72) 0.83 58.7 100.00 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 111.00 = 3395.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 84.19 29.78 2.406 0.86( 0.73) 0.85 55.8 20.00 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 111.00 = 1135.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 190.20 29.50 2.419 0.86( 0.72) 0.84 114.0 50.00 02/24/04 H-35 2 189.51 29.78 2.406 0.86( 0.72) 0.84 114.5 20.00 3 187.65 30.12 2.389 0.86( 0.72) 0.84 114.5 100.00 TOTAL AREA(ACRES) = 134.46 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 190.20 Tc(MIN.) = 29.500 EFFECTIVE AREA(ACRES) = 113.96 AREA -AVERAGED Fm(INCH/HR) = 0.72 AREA -AVERAGED Fp(INCH/HR) = 0.86 AREA -AVERAGED Ap = 0.84 TOTAL AREA(ACRES) = 134.46 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 111.00 = 3395.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 134.46 TC(MIN.) 29.50 EFFECTIVE AREA(ACRES) = 113.96 AREA -AVERAGED Fm(INCH/HR)= 0.72 AREA -AVERAGED Fp(INCH/HR) = 0.86 AREA -AVERAGED Ap = 0.84 PEAK FLOW RATE(CFS) = 190.20 ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 190.20 29.50 2.419 0.86( 0.72) 0.84 114.0 50.00 2 189.51 29.78 2.406 0.86( 0.72) 0.84 114.5 20.00 3 187.65 30.12 2.389 0.86( 0.72) 0.84 114.5 100.00 END OF RATIONAL METHOD ANALYSIS 02/24/04 H-36 JOB �kcww. �hE In�nti Uric;. �S l-rLf MADOLE AND ASSOCIATES, INC. of SHEET NO_ low © 10601 CHURCH STREET STE. 107 CALCULATED BY D, TE RANCHO CUCAMONGA, CA 91730 CHECKED BY TE PHONE (909) 948-1311 cuu SCALE r,t lu W �3 �• kyy Q � g2- f P� 3 ofo .t _Qll'e LID 10 Ic? 4BI ) r' i-- ;7- - _ - -- V t 1,4 /r _ !'f-�R✓1�k r�4�....5 �{ti�nJ� ►`C�✓.(lY . ...... ........ . . . ............... wrf ---- -- ,VaO C G2 (c fr) �. yyyy `. — c +-1 fv ^' YyY. %� - 410 c i j +b _ c Z40 c{r -tom ra 414 Iti.. "'2cP �C�(r...r•-! Yr rcc ,mow ^r 4R 4, 3(- ;2Z f5 I -J -tit fir) 4w 3,C -4T ct� "� u �c %�.-. 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OF 10601 CHURCH STREET STE. 107 RANCHO CUCAMONGA, CA 91730 CALCULATED BY DATE PHONE (909) 948-1311 CHECKED BY DATE . i r [' T2e'kgLG(/1t,,,,7 (fp loo G -� �✓Gf(GSL. t+, (t- �7'. iVkS� %SGCrS JI.HLL C:1Program Files\AutoCAD 20021Drawing2-dwg, 02/23/2004 07:04:44 AM, atE UNDEVELOPED HYDROLOGY 02/23/04 QU-1 xxxx*xxx*x*i(*xxx****x**xie*xxx****xx****xxx*******x*x**otx*x**xxx**�rxx-k*at*xxx* RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-2002 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2002 License ID 1251 Analysis prepared by: MADOLE & ASSOCIATES, INC. 10601 CHURCH STREET SUITE 107 RANCHO CUCAMONGA CA 91730 909.948.1311 FAX -948.8464 madole@madolerc.com ****x*xxxx*x*******xx***** DESCRIPTION OF STUDY **xxxx******x*****xx****** * CITRUS HEIGHTS NORTH * EXISTING CONDITION x * 2 -YEAR RAINFALL **************xx****x*xxx**xx*x*x*x***xxx**x***x********x*xxxxx**xx******x FILE NAME: CHN-EX02.DAT TIME/DATE OF STUDY: 15:47 02/23/2004 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --- ------------------------- --*TIME-OF-CONCENTRATION MODEL* -- USER SPECIFIED STORM EVENT(YEAR) = 2.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) = 0.6000 USER SPECIFIED 1 -HOUR INTENSITY(INCH/HOUR) = 0.8700 *ANTECEDENT MOISTURE CONDITION (AMC) 11 ASSUMED FOR RATIONAL METHOD* *USER -DEFINED STREET -SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER -GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT -/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0312 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 21 -- --------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 470.00 ELEVATION DATA: UPSTREAM(FEET) = 1742.00 DOWNSTREAM(FEET) = 1729.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE))**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 16.954 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.857 02/23/04 QU_2 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) NATURAL FAIR COVER "OPEN BRUSH" A 5.40 0.86 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 4.85 TOTAL AREA(ACRES) = 5.40 PEAK FLOW RATE(CFS) Ap SCS Tc (DECIMAL) CN (MIN.) 1.00 46 16.95 0.86 4.85 **************************************************************************** FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 52 »»>COMPUTE NATURAL VALLEY CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA««< ---- ----------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1729.00 DOWNSTREAM(FEET) = 1705.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 790.00 CHANNEL SLOPE = 0.0304 CHANNEL FLOW THRU SUBAREA(CFS) = 4.85 FLOW VELOCITY(FEET/SEC) = 3.65 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 3.61 Tc(MIN.) = 20.56 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 3.00 = 1260.00 FEET. FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 IS CODE = 81 ----------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< ---- ------------------------------- MAINLINE Tc(MIN) = 20.56 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.654 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL FAIR COVER "OPEN BRUSH" A 17.60 0.86 1.00 46 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.86 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 17.60 SUBAREA RUNOFF(CFS) = 12.58 EFFECTIVE AREA(ACRES) = 23.00 AREA -AVERAGED Fin(INCH/HR) = 0.86 AREA -AVERAGED Fp(INCH/HR) = 0.86 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 23.00 PEAK FLOW RATE(CFS) = 16.44 FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE = 52 »»>COMPUTE NATURAL VALLEY CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA««< ELEVATION DATA: UPSTREAM(FEET) = 1705.00 DOWNSTREAM(FEET) = 1671.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 1200.00 CHANNEL SLOPE = 0.0283 CHANNEL FLOW THRU SUBAREA(CFS) = 16.44 FLOW VELOCITY(FEET/SEC) = 4.79 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 4.18 Tc(MIN.) = 24.74 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 4.00 = 2460.00 FEET. FLOW PROCESS FROM NODE 4.00 TO NODE 4.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< ---- ---- MAINLINE Tc(MIN) = 24.74 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.480 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS 02/23/04 QU-3 LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL FAIR COVER "OPEN BRUSH" A 48.90 0.86 1.00 46 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.86 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 48.90 SUBAREA RUNOFF(CFS) = 27.30 EFFECTIVE AREA(ACRES) = 71.90 AREA -AVERAGED Fm(INCH/HR) = 0.86 AREA -AVERAGED Fp(INCH/HR) = 0.86 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 71.90 PEAK FLOW RATE(CFS) = 40.14 FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE = 52 ---------------------------------------------------------------------------- »»>COMPUTE NATURAL VALLEY CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA««< ELEVATION DATA: UPSTREAM(FEET) = 1671.00 DOWNSTREAM(FEET) = 1615.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 2040.00 CHANNEL SLOPE = 0.0275 CHANNEL FLOW THRU SUBAREA(CFS) = 40.14 FLOW VELOCITY(FEET/SEC) = 6.02 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 5.65 Tc(MIN.) = 30.39 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 5.00 = 4500.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 5.00 TO NODE 5.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 30.39 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.309 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL FAIR COVER "OPEN BRUSH" A 108.10 0.86 1.00 46 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.86 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 108.10 SUBAREA RUNOFF(CFS) = 43.64 EFFECTIVE AREA(ACRES) = 180.00 AREA -AVERAGED Fm(INCH/HR) = 0.86 AREA -AVERAGED Fp(INCH/HR) = 0.86 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 180.00 PEAK FLOW RATE(CFS) = 72.67 FLOW PROCESS FROM NODE 5.00 TO NODE 5.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM I ARE: TIME OF CONCENTRATION(MIN.) = 30.39 RAINFALL INTENSITY(INCH/HR) = 1.31 AREA -AVERAGED Fm(INCH/HR) = 0.86 AREA -AVERAGED Fp(INCH/HR) = 0.86 AREA -AVERAGED Ap = 1.00 EFFECTIVE STREAM AREA(ACRES) = 180.00 TOTAL STREAM AREA(ACRES) = 180.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 72.67 FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< 02/23/04 QU-4 INITIAL SUBAREA FLOW-LENGTH(FEET) = 500.00 ELEVATION DATA: UPSTREAM(FEET) = 1677.00 DOWNSTREAM(FEET) = 1663.00 Tc = K*I(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 17.336 * 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.832 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) NATURAL FAIR COVER "OPEN BRUSH" A 3.90 0.86 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 3.41 TOTAL AREA(ACRES) = 3.90 PEAK FLOW RATE(CFS) Ap SCS Tc (DECIMAL) CN (MIN.) 1.00 46 17.34 0.86 = 3.41 **************************************************************************** FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 52 -- »»>COMPUTE NATURAL VALLEY CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA««< - -- --------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1663.00 DOWNSTREAM(FEET) = 1630.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 1200.00 CHANNEL SLOPE = 0.0275 CHANNEL FLOW THRU SUBAREA(CFS) = 3.41 FLOW VELOCITY(FEET/SEC) = 3.20 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 6.24 Tc(MIN.) = 23.58 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 12.00 = 1700.00 FEET. FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 81 --- ^ »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE TC(MIN) = 23.58 * 2 YEAR RAINFALL TNTENSITY(INCH/HR) = 1.524 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL FAIR COVER "OPEN BRUSH" A 27.00 0.86 1.00 46 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.86 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 27.00 SUBAREA RUNOFF(CFS) 16.13 EFFECTIVE AREA(ACRES) = 30.90 AREA -AVERAGED Fm(INCH/HR) = 0.86 AREA -AVERAGED Fp(INCH/HR) = 0.86 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 30.90 PEAK FLOW RATE(CFS) = 18.46 FLOW PROCESS FROM NODE 12.00 TO NODE 5.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »» >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< --- ----------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 23.58 RAINFALL INTENSITY(INCH/HR) = 1.52 AREA -AVERAGED Fm(INCH/HR) = 0.86 AREA -AVERAGED Fp(INCH/HR) = 0.86 AREA -AVERAGED Ap = 1.00 EFFECTIVE STREAM AREA(ACRES) = 30.90 TOTAL STREAM AREA(ACRES) = 30.90 PEAK FLOW RATE(CFS) AT CONFLUENCE = 18.46 02/23/04 QU-5 1 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 72.67 30.39 1.309 0.86( 0.86) 1.00 180.0 1.00 2 16.46 23.58 1.524 0.86( 0.86) 1.00 30.9 10.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER i NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 91.13 23.58 1.524 0.86( 0.86) 1.00 170.6 10.00 2 85.15 30.39 1.309 0.86( 0.86) 1.00 210.9 1.00 ( COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 91.13 Tc(MIN.) = 23.58 EFFECTIVE AREA(ACRES) = 170.57 AREA -AVERAGED Fm(INCH/HR) = 0.86 AREA -AVERAGED Fp(INCH/HR) = 0.86 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 210.90 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 5.00 = 4500.00 FEET. END OF STUDY SUMMARY: f TOTAL AREA(ACRES) = 210.90 TC(MIN.) = 23.58 EFFECTIVE AREA(ACRES) = 170.57 AREA -AVERAGED Fm(INCH/HR)= 0.86 AREA -AVERAGED Fp(INCH/HR) = 0.86 AREA -AVERAGED Ap = 1.00 PEAK FLOW RATE(CFS) = 91.13 ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CES) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 91.13 23.58 1.524 0.86( 0.86) 1.00 170.6 10.00 2 85.15 30.39 1.309 0.86( 0.86) 1.00 210.9 1.00 END OF RATIONAL METHOD ANALYSIS 02/23/04 QU-6 **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-2002 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2002 License ID 1251 Analysis prepared by: MADOLE & ASSOCIATES, INC. 10601 CHURCH STREET SUITE 107 RANCHO CUCAMONGA CA 91730 909.948.1311 FAX -948.8464 madole@madolerc.com ************************** DESCRIPTION OF STUDY ************************** * CITRUS HEIGHTS NORTH * EXISTING CONDITION * 5 -YEAR RAINFALL ************************************************************************** FILE NAME: CHN-EX05.DAT TIME/DATE OF STUDY: 15:46 02/23/2004 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -------------- --*TIME-OF-CONCENTRATION MODEL* -- USER SPECIFIED STORM EVENT(YEAR) = 5.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) = 0.6000 USER SPECIFIED 1 -HOUR INTENSITY(INCH/HOUR) = 1.0400 *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *USER -DEFINED STREET -SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER -GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT -/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0312 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED **************************************************************************** FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 470.00 ELEVATION DATA: UPSTREAM(FEET) = 1742.00 DOWNSTREAM(FEET) = 1729.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)j**0.20 SUBAREA ANALYSIS USED MINIMUM TOMIN.) = 16.954 * 5 YEAR RAINFALL INTENSITY(INCH/HR) = 2.220 02/23/04 QU-7 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) NATURAL FAIR COVER "OPEN BRUSH" A 5.40 0.86 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 6.61 TOTAL AREA(ACRES) = 5.40 PEAK FLOW RATE(CFS) Ap SCS Tc (DECIMAL) CN (MIN.) 1.00 46 16.95 0.86 = 6.61 FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 52 ---------------------------------------------------------------------------- »»>COMPUTE NATURAL VALLEY CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA««< ELEVATION DATA: UPSTREAM(FEET) = 1729.00 DOWNSTREAM(FEET) = 1705.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 790.00 CHANNEL SLOPE = 0.0304 CHANNEL FLOW THRU SUBAREA(CFS) = 6.61 FLOW VELOCITY(FEET/SEC) = 3.93 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 3.35 Tc(MIN.) = 20.30 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 3.00 = 1260.00 FEET. FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 20.30 * 5 YEAR RAINFALL INTENSITY(INCH/HR) = 1.992 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL FAIR COVER "OPEN BRUSH" A 17.60 0.86 1.00 46 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.86 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 17.60 SUBAREA RUNOFF(CFS) = 17.94 EFFECTIVE AREA(ACRES) = 23.00 AREA -AVERAGED Fm(INCH/HR) = 0.86 AREA -AVERAGED Fp(INCH/HR) = 0.86 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 23.00 PEAK FLOW RATE(CFS) = 23.44 FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE = 52 ---------------------------------------------------------------------------- »»>COMPUTE NATURAL VALLEY CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA««< ELEVATION DATA: UPSTREAM(FEET) = 1705.00 DOWNSTREAM(FEET) = 1671.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 1200.00 CHANNEL SLOPE = 0.0283 CHANNEL FLOW THRU SUBAREA(CFS) = 23.44 FLOW VELOCITY(FEET/SEC) = 5.27 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 3.80 Tc(MIN.) = 24.10 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 4.00 = 2460.00 FEET. FLOW PROCESS FROM NODE 4.00 TO NODE 4.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 24.10 * 5 YEAR RAINFALL INTENSITY(INCH/HR) = 1.798 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS 02/23/04 QU-8 LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL FAIR COVER "OPEN BRUSH" A 48.90 0.86 1.00 46 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.86 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 48.90 SUBAREA RUNOFF(CFS) = 41.26 EFFECTIVE AREA(ACRES) = 71.90 AREA -AVERAGED FM(INCH/HR) = 0.86 AREA -AVERAGED Fp(INCH/HR) = 0.86 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 71.90 PEAK FLOW RATE(CFS) = 60.67 FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE = 52 ---------------------------------------------------------------------------- »»>COMPUTE NATURAL VALLEY CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA««< ELEVATION DATA: UPSTREAM(FEET) = 1671.00 DOWNSTREAM(FEET) = 1615.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 2040.00 CHANNEL SLOPE = 0.0275 CHANNEL FLOW THRU SUBAREA(CFS) = 60.67 FLOW VELOCITY(FEET/SEC) = 6.78 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 5.01 Tc(MIN.) = 29.11 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 5.00 = 4500.00 FEET. FLOW PROCESS FROM NODE 5.00 TO NODE 5.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE TC(MIN) = 29.11 * 5 YEAR RAINFALL INTENSITY(INCH/HR) = 1.605 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL FAIR COVER "OPEN BRUSH" A 108.10 0.86 1.00 46 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.86 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 108.10 SUBAREA RUNOFF(CFS) = 72.48 EFFECTIVE AREA(ACRES) = 180.00 AREA -AVERAGED Fm(INCH/HR) = 0.86 AREA -AVERAGED Fp(INCH/HR) = 0.86 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 180.00 PEAK FLOW RATE(CFS) = 120.68 FLOW PROCESS FROM NODE 5.00 TO NODE 5.00 IS CODE = I ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 29.11 RAINFALL INTENSITY(INCH/HR) = 1.60 AREA -AVERAGED FM(INCH/HR) = 0.86 AREA -AVERAGED Fp(INCH/HR) = 0.86 AREA -AVERAGED Ap = 1.00 EFFECTIVE STREAM AREA(ACRES) = 180.00 TOTAL STREAM AREA(ACRES) = 180.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 120.68 FLOW PROCESS FROM NODE 10.00 TO NODE' 11.00 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< 02/23/04 QU-9 INITIAL SUBAREA FLOW-LENGTH(FEET) = 500.00 ELEVATION DATA: UPSTREAM(FEET) = 1677.00 DOWNSTREAM(FEET) = 1663.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 17.336 * 5 YEAR RAINFALL INTENSITY(INCH/HR) = 2.191 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) NATURAL FAIR COVER "OPEN BRUSH" A 3.90 0.86 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 4.67 TOTAL AREA(ACRES) = 3.90 PEAK FLOW RATE(CFS) Ap SCS Tc (DECIMAL) CN (MIN.) 1.00 46 17.34 0.86 = 4.67 **************************************************************************** FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA««< ELEVATION -DATA: UPSTREAM(FEET) = 1663.00 DOWNSTREAM(FEET) = 1630.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 1200.00 CHANNEL SLOPE = 0.0275 CHANNEL FLOW THRU SUBAREA(CFS) = 4.67 FLOW VELOCITY(FEET/SEC) = 3.44 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 5.81 Tc(MIN.) = 23.15 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 12.00 = 1700.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 23.15 * 5 YEAR RAINFALL INTENSITY(INCH/HR) = 1.842 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL FAIR COVER "OPEN BRUSH" A 27.00 0.86 1.00 46 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.86 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 27.00 SUBAREA RUNOFF(CFS) = 23.86 EFFECTIVE AREA(ACRES) = 30.90 AREA -AVERAGED Fm(INCH/HR) = 0.86 AREA -AVERAGED Fp(INCH/HR) = 0.86 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 30.90 PEAK FLOW RATE(CFS) = 27.30 **************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 5.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 23.15 RAINFALL INTENSITY(INCH/HR) = 1.84 AREA -AVERAGED Fm(INCH/HR) = 0.86 AREA -AVERAGED Fp(INCH/HR) = 0.86 AREA -AVERAGED Ap = 1.00 EFFECTIVE STREAM AREA(ACRES) = 30.90 TOTAL STREAM AREA(ACRES) = 30.90 PEAK FLOW RATE(CFS) AT CONFLUENCE = 27.30 02/23/04 QU-10 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 120.68 29.11 1.605 0.86( 0.86) 1.00 180.0 1.00 2 27.30 23.15 1.842 O.B6( 0.86) 1.00 30.9 10.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 147.99 23.15 1.842 0.86( 0.86) 1.00 174.0 10.00 2 141.40 29.11 1.605 0.86( 0.86) 1.00 210.9 1.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 147.99 Tc(MIN.) = 23.15 EFFECTIVE AREA(ACRES) = 174.00 AREA -AVERAGED Fm(INCH/HR) = 0.86 AREA -AVERAGED Fp(INCH/HR) = 0.86 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 210.90 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 5.00 = 4500.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 210.90 TC(MIN.) = 23.15 EFFECTIVE AREA(ACRES) = 174.00 AREA -AVERAGED Fm(INCH/HR)= 0.86 AREA -AVERAGED Fp(INCH/HR) = 0.86 AREA -AVERAGED Ap = 1.00 PEAK FLOW RATE(CFS) = 147.99 ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 1.47.99 23.15 1.842 0.86( 0.86) 1.00 174.0 10.00 2 141.40 29.11 1.605 0.86( 0.86) 1.00 210.9 1.00 _ END OF RATIONAL METHOD ANALYSIS 02/23/04 QU-11 RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-2002 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2002 License ID 1251 Analysis prepared by: MADOLE & ASSOCIATES, INC. 10601 CHURCH STREET SUITE 107 RANCHO CUCAMONGA CA 91730 909.948.1311 FAX -948.8464 madole@madolerc.com ******###*#*####*******##* DESCRIPTION OF STUDY #****##***#*####**#*#***** * CITRUS HEIGHTS NORTH * EXISTING CONDITION * 10 -YEAR RAINFALL #*#***#*#**#*####******###**#***#*#****###***###**********#*#*##*****#**** FILE NAME: CHN-EX10.DAT TIME/DATE OF STUDY: 15:45 02/23/2004 USER-SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --*TIME-OF-CONCENTRATION MODEL* -- USER SPECIFIED STORM EVENT(YEAR) = 10.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) = 0.6000 USER SPECIFIED 1 -HOUR INTENSITY(INCH/HOUR) = 1.1600 *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *USER -DEFINED STREET -SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER -GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT -/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0312 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 470.00 ELEVATION DATA: UPSTREAM(FEET) = 1742.00 DOWNSTREAM(FEET) = 1729.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 16.954 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.476 02/23/04 QU-12 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) NATURAL FAIR COVER "OPEN BRUSH" A 5.40 0.86 1.00 46 16.95 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.86 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 7.85 TOTAL AREA(ACRES) = 5.40 PEAK FLOW RATE(CFS) = 7.85 FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 52 »»>COMPUTE NATURAL VALLEY CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA««< ELEVATION DATA UPSTREAM(FEET) _ _1729.00 DOWNSTREAM(FEET) = 1705.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 790.00 CHANNEL SLOPE = 0.0304 CHANNEL FLOW THRU SUBAREA(CFS) = 7.85 FLOW VELOCITY(FEET/SEC) = 4.10 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 3.21 Tc(MIN.) = 20.17 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 3.00 = 1260.00 FEET. FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 IS CODE = 81 --»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 20.17 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.231 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL FAIR COVER "OPEN BRUSH" A 17.60 0.86 1.00 46 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.86 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 17.60 SUBAREA RUNOFF(CFS) = 21.72 EFFECTIVE AREA(ACRES) = 23.00 AREA -AVERAGED Fm(INCH/HR) = 0.86 AREA -AVERAGED Fp(INCH/HR) = 0.86 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 23.00 PEAK FLOW RATE(CFS) = 28.39 FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE = 52 »»>COMPUTE NATURAL VALLEY CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA««< ELEVATION DATA: UPSTREAM(FEET) _ _ 1705.00 DOWNSTREAM(FEET) = 1671.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 1200.00 CHANNEL SLOPE = 0.0283 CHANNEL FLOW THRU SUBAREA(CFS) = 28.39 FLOW VELOCITY(FEET/SEC) = 5.55 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 3.60 Tc(MIN.) = 23.77 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 4.00 = 2460.00 FEET. FLOW PROCESS FROM NODE 4.00 TO NODE 4.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 23.77 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.022 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS 02/23/04 QU-13 LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL FAIR COVER "OPEN BRUSH" A 48.90 0.86 1.00 46 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.86 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 48.90 SUBAREA RUNOFF(CFS) = 51.13 EFFECTIVE AREA(ACRES) = 71.90 AREA -AVERAGED Fm(INCH/HR) = 0.86 AREA -AVERAGED Fp(INCH/HR) = 0.86 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 71.90 PEAK FLOW RATE(CFS) = 75.18 FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE = 52 »»>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< »»>TRAVELTIME THRU SUBAREA«« < ELEVATION DATA: UPSTREAM(FEET) = 1671.00 DOWNSTREAM(FEET) = 1615.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 2040.00 CHANNEL SLOPE = 0.0275 CHANNEL FLOW THRU SUBAREA(CFS) = 75.18 FLOW VELOCITY(FEET/SEC) = 7.22 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 4.71 TC(MIN.) = 28.47 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 5.00 = 4500.00 FEET. FLOW PROCESS FROM NODE 5.00 TO NODE 5.00 IS CODE = 81 -»»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) = 28.47 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.814 SUBAREA LOSS RATE DATA(AMC II); DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL FAIR COVER "OPEN BRUSH" A 108.10 0.86 1.00 46 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.86 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 108.10 SUBAREA RUNOFF(CFS) = 92.83 EFFECTIVE AREA(ACRES) = 180.00 AREA -AVERAGED Fm(INCH/HR) = 0.86 AREA -AVERAGED Fp(INCH/HR) = 0.86 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 180.00 PEAK FLOW RATE(CFS) = 154.57 FLOW PROCESS FROM NODE 5.00 TO NODE 5.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 28.47 RAINFALL INTENSITY(INCH/HR) = 1.81 AREA -AVERAGED Fm(INCH/HR) = 0.86 AREA -AVERAGED Fp(INCH/HR) = 0.86 AREA -AVERAGED Ap = 1.00 EFFECTIVE STREAM AREA(ACRES) = 180.00 TOTAL STREAM AREA(ACRES) = 180.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 154.57 FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< 02/23/04 QU-14 INITIAL SUBAREA FLOW-LENGTH(FEET) = 500.00 ELEVATION DATA: UPSTREAM(FEET) = 1677.00 DOWNSTREAM(FEET) = 1663.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 17.336 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.443 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) NATURAL FAIR COVER "OPEN BRUSH" A 3.90 0.86 1.00 46 17.34 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.86 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 5.56 TOTAL AREA(ACRES) = 3.90 PEAK FLOW RATE(CFS) = 5.56 FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 52 »»>COMPUTE NATURAL VALLEY CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA««< ELEVATION DATA: UPSTREAM(FEET) = 1663.00 DOWNSTREAM(FEET) = 1630.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 1200.00 CHANNEL SLOPE = 0.0275 CHANNEL FLOW THRU SUBAREA(CFS) = 5.56 FLOW VELOCITY(FEET/SEC) = 3.59 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 5.58 Tc(MIN.) = 22.91 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 12.00 = 1700.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) = 22.91 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.067 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL FAIR COVER "OPEN BRUSH" A 27.00 0.86 1.00 46 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.86 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 27.00 SUBAREA RUNOFF(CFS) = 29.33 EFFECTIVE AREA(ACRES) = 30.90 AREA -AVERAGED Fm(INCH/HR) = 0.86 AREA -AVERAGED Fp(INCH/HR) = 0.86 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 30.90 PEAK FLOW RATE(CFS) = 33.56 FLOW PROCESS FROM NODE 12.00 TO NODE 5.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 22.91 RAINFALL INTENSITY(INCH/HR) = 2.07 AREA -AVERAGED Fm(INCH/HR) = 0.86 AREA -AVERAGED Fp(INCH/HR) = 0.86 AREA -AVERAGED Ap = 1.00 EFFECTIVE STREAM AREA(ACRES) = 30.90 TOTAL STREAM AREA(ACRES) = 30.90 PEAK FLOW RATE(CFS) AT CONFLUENCE = 33.56 02/23/04 QU-15 I ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 154.57 28.47 1.814 0.86( 0.86) 1.00 180.0 1.00 2 33.56 22.91 2.067 0.86( 0.86) 1.00 30.9 10.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 188.14 22.91 2.067 0.86( 0.86) 1.00 175.7 10.00 2 181.11 28.47 1.814 0.86( 0.86) 1.00 210.9 1.00 I COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 188.14 Tc(MIN.) = 22.91 EFFECTIVE AREA(ACRES) = 175.74 AREA -AVERAGED Fm(INCH/HR) = 0.86 AREA -AVERAGED Fp(INCH/HR) = 0.86 AREA --AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 210.90 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 5.00 = 4500.00 FEET. } END OF STUDY SUMMARY: - TOTAL AREA(ACRES) 210.90 TC(MIN.) = 22.91 EFFECTIVE AREA(ACRES) = 175.74 AREA -AVERAGED Fm(INCH/HR)= 0.86 AREA -AVERAGED Fp(INCH/HR) = 0.86 AREA -AVERAGED Ap = 1.00 PEAK FLOW RATE(CFS) = 188.14 ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 188.14 22.91 2.067 0.86( 0.86) 1.00 175.7 10.00 2 181.11 28.47 1.814 0.86( 0.86) 1.00 210.9 1.00 END OF RATIONAL METHOD ANALYSIS 02/23/04 QU-16 RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-2002 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2002 License ID 1251 Analysis prepared by: MADOLE & ASSOCIATES, INC. 10601 CHURCH STREET SUITE 107 RANCHO CUCAMONGA CA 91730 909.948.1311 FAX -948.8464 madole@madolerc.com ************************** DESCRIPTION OF STUDY ************************** * CITRUS HEIGHTS NORTH DRAINAGE * EXISTING CONDITION * FILE NAME: CHN-EX.DAT TIME/DATE OF STUDY: 09:01 02/03/2004 _USER ^SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --*TIME-OF-CONCENTRATION MODEL* -- USER SPECIFIED STORM EVENT(YEAR) = 25.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) = 0.6000 USER SPECIFIED 1 -HOUR INTENSITY(INCH/HOUR) = 1.3200 *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *USER -DEFINED STREET -SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER -GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT -/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0312 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED **************************************************************************** FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 470.00 ELEVATION DATA: UPSTREAM(FEET) = 1742.00 DOWNSTREAM(FEET) = 1729.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN-) = 16.954 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.818 02/23/04 QU-17 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) NATURAL FAIR COVER "OPEN BRUSH" A 5.40 0.86 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 9.51 TOTAL AREA(ACRES) = 5.40 PEAK FLOW RATE(CFS) Ap SCS Tc (DECIMAL) CN (MIN.) 1.00 46 16.95 0.86 = 9.51 **************************************************************************** FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 52 ---------------------------------------------------------------------------- »»>COMPUTE NATURAL VALLEY CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA««< ELEVATION DATA: UPSTREAM(FEET) = 1729.00 DOWNSTREAM(FEET) = 1705.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 790.00 CHANNEL SLOPE = 0.0304 CHANNEL FLOW THRU SUBAREA(CFS) = 9.51 FLOW VELOCITY(FEET/SEC) = 4.30 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 3.06 Tc(MIN.) = 20.01 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 3.00 = 1260.00 FEET. FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 20.01 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.551 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL FAIR COVER "OPEN BRUSH" A 17.60 0.86 1.00 46 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.86 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 17.60 SUBAREA RUNOFF(CFS) = 26.78 EFFECTIVE AREA(ACRES) = 23.00 AREA -AVERAGED Fm(INCH/HR) = 0.86 AREA -AVERAGED Fp(INCH/HR) = 0.86 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 23.00 PEAK FLOW RATE(CFS) = 35.00 FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE = 52 ---------------------------------------------------------------------------- »»>COMPUTE NATURAL VALLEY CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA««< ELEVATION DATA: UPSTREAM(FEET) = 1705.00 DOWNSTREAM(FEET) = 1671.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 1200.00 CHANNEL SLOPE = 0.0283 CHANNEL FLOW THRU SUBAREA(CFS) = 35.00 FLOW VELOCITY(FEET/SEC) = 5.89 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 3.40 Tc(MIN.) = 23.41 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 4.00 = 2460.00 FEET. FLOW PROCESS FROM NODE 4.00 TO NODE 4.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 23.41 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.322 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS 02/23/04 QU-18 � STUDYANAlYSISSCHEIVATIC REGENCY/OFFSITE A Analyze unde ve%ped off-site areas (RM). B -Route off-site flows thru Regency Basins (UH/FR). C Rerun Regency de ve%ped hydrology (RM) to determine runoff (including outflow from basins). D -Determine capacity of existing 10x5 RCB (/- 15). CITRUS HEIGHTS NOR TH / ON-SITE 1->3 Analyze area tributary to park basin (RM/UH) 3 -Route tributary area thru park (FR) 10->3 Analyze SE'L Y portion not tributary to basin (RM/UH) I l 1->3 Analyze PA 4, not tributary to basin (RM/UH) 3 -Combine Basin outflow, SEL Yand PA 4 streams (FR) 3->4 -Route combined flows down Summit RCB to connector/headwall at Regency RCB (FR) 4 -Determine discharge into Regency RCB (FR) i NOTES (RM) -Rational Method Hydrology (UH) = Synthetic Unit Hydrograph (FR) = Flood Routing AW OFF—SITE (INTEK) A .fir/r/;r,�� % l6� � ��\ C ;l"'��.• � ,.' �; POND A" . . POND B ----------------------------------------- --- REGENCY CENTER PON C 17 CFS ss190 %fs ; /� /• � 218 CFS - ;;/.ir [482 CfSj EXISTING RCB (10X5) E6ENCY RCB (10X5)/ N.A.P. l :OUTH ROPOSED_> :.. u ARK" BASIN- > j (� .:. p P .. 5 vug1 _ T _ AVENUE MPD LINE B (12X9 RCB) MADOLE & ASSOCIATES, INC CONSULTING CML ENGINEERS AND LAND PLANNERS 10601 CHURCH STREET. SUITE 107 RANCHO CUCAMONGA. CA 91730 (909) 948-1311 CITRUS HEIGHTS NORTH INDEX MAP 8tS 'ARK SITE BASIN CITY OF FONTANA Revised May 12, 2004 Reference 126-1770 PREPARED BY: Madoie & Associates, Inc. 10601 Church Street, Suite 107 Rancho Cucamonga, CA 91730 (909) 948-1311 Fax 948-8464 CITRUS HEIGHTS NORTH PARK SITE BASIN CITY OF FONTANA Revised May 12, 2004 Reference 126-1770 PREPARED BY: Madole & Associates, Inc. 10601 Church Street, Suite 107 Rancho Cucamonga, CA 91730 (909) 948-1311 Fax 948-8464 kA S'(3-- Aaronk. Ss Date R.C.E. 621e rExp. 9/30/05 o No. 62183 cin M 1 Exp q -3b CIV OP C�,i �N0 CONTENTS SECTION TITLE ❑ A DISCUSSION ❑ Vicinity Map ❑ Summary ❑ Index Map ❑ H ANALYSIS OFEXISTING RCB IREGENCYDRAINAGE ❑ Regency Site — Off-site "Existing"— Rational Method Hydrology ❑ Regency Site — Off-site "Existing"— UH and Flood Routing ❑ Regency Site —Proposed Condition —Rational Method Hydrology ❑ Capacity of Existing 10x5 RCB (I-15/Summit) ❑ QU UNDEVELOPED RATIONAL METHOD HYDROLOGY ❑ Q2 (Q2 rainfall) ❑ Q10 (Q5 rainfall) ❑ Q25 (Q10 rainfall) ❑ Q100 (Q25 rainfall) ❑ Q DEVELOPED RATIONAL METHOD HYDROLOGY ❑ Q2 ❑ Q10 ❑ Q25 ❑ Q100 ❑ UH UNITHYDROGRAPHAND FLOOD ROUTING ❑ Basin Geometric and Hydraulic Stage relationships ❑ Design of Interim connector between Summit and Regency RCBs. ❑ Q2 ❑ Q10 ❑ Q25 ❑ Q100 ❑ Hydraulic Analysis of Regency/DRC IW RCB ❑ R REFERENCES & MAPS ❑ Soils Map (from San Bernardino County Hydrology Manual) ❑ Isohyetal Map (from San Bernardino County Hydrology Manual) ❑ Basin Grading Plan ❑ Regency Site Hydrology Map ❑ Regency Site Existing Conditions "Off-site"llydrology Map ❑ Developed Hydrology Map ❑ Existing Hydrology Map ❑ ADDITIONAL REFERENCES NOT INCLUDED IN THIS STUDY: ❑ Summit Avenue Storm Drain Drainage Study (Phase II: dated 8112103) ❑ Summit Avenue Storm Drain Imp. Plan (approved Nov 2003) ❑ Regency Centers Hydrology Study (DRC: dated 1214103) ❑ Regency Centers Storm Drain Imp. Plan (DRC: dated 1214103) DISCUSSION The purpose of this drainage study is to determine the size of the detention basin facility required for the Citrus Heights North Planned Community. Specifically, the subject site is located south of Duncan Canyon Road and a major utility corridor, east of Lytle Creek Road, north of Summit Avenue, and west of Citrus Avenue, in the City Fontana, County of San Bernardino, California. The subject site will consist of approximately 1,100 single-family and multi -family residences, with an approximate area of 208 acres. Proposed drainage is overland and by street flow in generally a southwesterly direction. Off-site tributary area consists of approximately 20 acres of undeveloped utility corridor. Runoff from remaining adjacent land uses, consisting of undeveloped utility corridor and vacant land, is not addressed in this study and is assumed to maintain historic flow patterns, being conveyed past the project. Ultimate, master -planned facilities do not currently exist in or around the site. The project will extend master plan of storm drainage Line `B" to serve the site. Currently, Line `B ends approximately 1500 feet west of Lytle Creek Road in Summit Avenue. Other projects presently underway (as of February 2004) will extend Line `B" just past Lytle Creek Road. The subject site will then construct Line `B" in Summit Avenue from Lytle Creek Road through Citrus Avenue. At this time, Line `B" does not have a downstream connection, and therefore an alternate means of drainage is required. An existing 10x5 RCB located along the north side of Summit Avenue at I-15 has been analyzed and determined to have remaining capacity. For this determination, the area tributary to the existing RCB was analyzed. This area consists of approximately 134 acres bounded by I-15, Summit Avenue and Lytle Creek Road, including the proposed Regency Centers project and undeveloped land. The Regency Centers project will install three detention basins to mitigate developed runoff. Modeled in this study is the condition where undeveloped area is routed through the basins, then combined with development runoff from the project (100 -year runoff for this condition is 190 cfs). Should the undeveloped areas later be improved, that project would be required to mitigate runoff to below undeveloped rates, therefore this condition is worst-case (see "Study Analysis Schematic"). The capacity of the existing 10x5 was analyzed and determined to be 492 cfs at the upstream end, providing approximately one foot of freeboard throughout. Therefore, remaining capacity is (4927190 cfs) 302 cfs. The Citrus Heights North Planned Community is also required to mitigate developed flows to a level below the predevelopment condition. Per County and City policy, mitigation is required for the 2-, 10-, 25- and 100 -year storm events. A detention basin is proposed on the north side of a planned park site to provide mitigation of flows. Undeveloped rational method hydrology was modeled for each event in order to determine allowable discharge rates (see summary table). Then, developed rational method hydrology was modeled in order to determine variables necessary for synthetic unit hydrograph development, both of which were modeled for each return period. There are three major subareas within the site; approximately 135 acres constituting the northeasterly portion of the site that is tributary to the park site basin, approximately 43 acres in the southeasterly portion, and Planning Area 4, approximately 30 acres in the northwest portion of the site, with the latter two subareas not being routed through the basin. The first subarea is routed through the basin and then combined with the latter two subareas. The combined flows are then routed to the Regency Centers site via Line "B". A special headwall will be installed in Line `B" to produce the head necessary to force the flows into the Regency Centers RCB, which is shallower than the RCB in Summit Avenue. Two 36" RCPs will connect the two RCBs and will convey approximately 180 cfs (well below the available capacity in the existing RCB). Another 30 cfs will be discharged through two 12" low -flow orifices installed in the Line "B" RCB headwall. This low -flow discharge should not have an adverse impact on the interim downstream "drain" at San Sevaine Road, which was installed to handle runoff from the 30 -acre Summit Gateway Center at Summit Avenue and Beech Avenue. The worst-case scenario in the event that the San Sevaine Road interim drain failed is that flow would build- up in the RCB and eventually "bubble" out via catch basins located in Summit Avenue at the downstream end. Note that the combined mitigated downstream discharge (100 -year) is about 210 cfs, which is below the allowable mitigation level. The 10 -year and 25 -year mitigation levels are at allowable levels. The 2 -year mitigation level is not met, although it is still below developed rates. Also note that the small -area unit hydrograph is the correct model for this watershed, however routing numerous subareas is not readily possible or an accurate way of using the model, therefore the standard (full) model was used. It should be noted that the small area model would have generated lower peak and volume rates, therefore all mitigation levels likely are achieved. Please note that the maximum depth in the detention basin exceeds County and City policy for a "Local and Interim Basin" by 7.5 inches. Freeboard criteria is maintained, and the basin does not fall under the jurisdiction of the Division of Safety of Dams. Furthermore, only about 3.5 feet of stored depth occurs above extreme downstream existing grade, therefore the berm height does not exceed the guidelines of a local/interim basin. A rough, normal depth hydraulic analysis is included (end of Section UH) to verify that proposed interim flows from the Summit RCB to the Regency/DRC RCB do not negatively impact the Regency Center. All analyses were performed on the minimum design slope (worst case). The maximum allowable flow is shown to be 500 cfs, therefore, with a contribution from the Regency Center of 190 cfs and a contribution from Citrus Heights North of 180 cfs (totaling 370 cfs), the capacity of the 10x5 RCB is not exceeded. The rational method hydrologic and synthetic unit hydrograph models, as defined by Flood Control for San Bernardino County, were followed in the determination of storm runoff. AES software was utilized for hydrology and flood routing calculations. CivilDesign's WSPGW hydraulic software program was used to validate pipe sizes. i I � z II w J U I' N SUMMIT HEIGHTS I W Q I v w I m DUNCAN CANYON ROAD CITRUS O '1HEIGHTS cr- j , Q W NORTH v SUMMIT AVE. LAKES CURTIS AVE. SIERRA LAKES PKWY. NOT TO SCALE tt( MADOLE &ASSOCIATES, INC. CITRUS HEIGHTS NORTH CONSULTING CML ENGINEERS AND LAND PLANNERS 10601 CHURCH STREET, SUITE 107 VICINITY MAP RANCHO CUCAMONGA, CA 91730 (909) 948-1311 J:\126-1770\storm\Basin-Hyd-Map_dwg, 2/24/2004 7:23:41 AM, ats z CITRUS SIERRA J HEIGHTS v cn LAKES CURTIS AVE. SIERRA LAKES PKWY. NOT TO SCALE tt( MADOLE &ASSOCIATES, INC. CITRUS HEIGHTS NORTH CONSULTING CML ENGINEERS AND LAND PLANNERS 10601 CHURCH STREET, SUITE 107 VICINITY MAP RANCHO CUCAMONGA, CA 91730 (909) 948-1311 J:\126-1770\storm\Basin-Hyd-Map_dwg, 2/24/2004 7:23:41 AM, ats SUMMARY Goal: To determine the necessary storage volume and configuration of the detention basin needed for the Citrus Heights North Planned Community. Approach /Summary: 1. Determine downstream capacity / constraints a. Determine capacity of existing 10x5 RCB [Section H: 492 cfs] b. Determine contribution from the Regency Project [Section H: 190 cfs] Remaining capacity = 492 —190 = 302 cfs % of Undeveloped Event 2. Determine interim allowable discharge mitigation (Per SB Co Policy) 90% of pre -developed 25 -year runoff [Section QU: 216 cfs] Therefore, allowable project discharge = 216 cfs 100.8 3. Analyze developed runoff (rational method hydrology) [Section Q] 4. Analyze developed runoff (synth. unit hydrograph) [Section UH] 5. Set basin geometry and outlet hydraulics [Section UH] 6. Analyze basin routing (max. discharge = 33.8 cfs) [Section UH] 7. Analyze RCB flows (Summit to Regency RCB: max = +/- 180 cfs) 188 [Section UH] 8. Determine total downstream mitigated discharge (210.2 cfs) 100 [Section UH] Flow /Mitigation Summary Table Design Event Undeveloped Rainfall Event Undeveloped Flow 90% of Undeveloped Flow Mitigated Developed Flow % of Undeveloped Event 2 2 91 81.9 100.8 110.8% 10 5 148 1 133.2 134.3 90.7% 25 10 188 169.2 152.1 80.9% 100 25 240 216 210.2 87.6% . . ........... • .. ..... . .... ... t —J - jaol ARM 0 0 II 61 NOTE ALL SOILS GROUP "A" EXCEPT AS DELINEATED GROUP "B' xxx FS = XX NODE DESCRIPTION 1w = XX z 0100= XX ACREAG SUBAREA DESCRIPTION LENGTH BETWEEN NODES L=500" FLOW ARROW DRAINAGE BOUNDARY I ,- / " ) D / I -) " 'i"L 004 -n/0All')nAA r -Ag -A7 AR 1, ats 610 90 12 REWSION DESCRIP770M �wmfl_:, TOP OF BERM (1627) ,.005) E PROP. 36" RCP — — -- LJ liA t it m W ti ,V" or r IV NN F-1 LL, SUWATNI I 11-v M ,Z�LUIIUN d H-1 ":40' / V-1 "A' CONSTRUCTION NOTES &CONSTRUCT 4" P.C.C. PAVEMENT ON 12" COMPACTED NATIVE MATERIAL. Q�_CONSTRUCT ACCESS ROAD ON 12" COMPACTED NATIVE MATERIAL. &CONSTRUCT 4" P.C.C. SPILLWAY CREST WITH GROUTED RIP -RAP SLOPE PROTECTION. a�_INSTALL 24" CMP RISER WITH TRASH RACK GRATE. &CONSTRUCT OUTLET HEADWALL PER STD xxxxxx. 00 INSTALL RIP -RAP OUTLET SPLASH PROTECTION. 13/22 0 04 1.1-9nQ -1*77Al_4__16Z_f.— 0--:- A.— nAin,.)AAA ll-lZ-7-'>'7 ARA -- TOP OF BASIN/DAYLIGHT (1635.8) tl TOP F BERM (1627) BASIN 100 YR W.S. (1623.6) r) I E ISI I I ��'� _ I I I� -I I �-1 I �_ (s=o.w5) i I Mil: i 1 11...-1 � I-� I ( � ma ! 11-i i ��I ! �! I ISI I I � ! !1 I !-1 I i lu I I ! ,- � F ;,III I_ -I I r �I �! ,Z�LUIIUN d H-1 ":40' / V-1 "A' CONSTRUCTION NOTES &CONSTRUCT 4" P.C.C. PAVEMENT ON 12" COMPACTED NATIVE MATERIAL. Q�_CONSTRUCT ACCESS ROAD ON 12" COMPACTED NATIVE MATERIAL. &CONSTRUCT 4" P.C.C. SPILLWAY CREST WITH GROUTED RIP -RAP SLOPE PROTECTION. a�_INSTALL 24" CMP RISER WITH TRASH RACK GRATE. &CONSTRUCT OUTLET HEADWALL PER STD xxxxxx. 00 INSTALL RIP -RAP OUTLET SPLASH PROTECTION. 13/22 0 04 1.1-9nQ -1*77Al_4__16Z_f.— 0--:- A.— nAin,.)AAA ll-lZ-7-'>'7 ARA -- III 'j I MAT,to EXIST 01 Qll BEFORE You —0to ME SCA�E FEET ao 1 SCALE: 1" = 40' T --r is 0 Uj LYSTER AVE. w STATE I ROUTE 1 210 ACWTY AW NIS gm r SMIGI-Im'VIN-05 CONSTRUCTION NOTF,, QUANTITAFS A, FURNISH AND INSTALL R7 -9A SIGN WITH POST PER CITY STD. 4003 J EA. OR STREET LIGHT, AS APPLICABLE. FURNISH AND INSTALL R1-1 SIGN WITH POST PER CITY STD. 4003 1 EA. OR ST TEET LIGHT, AS APPLICABLE. FURNISH AND INSTALL R4-7, TYPE K (CA) SIGN WITH POST PER CITY STD. 4003 4 E4. OR STREET LIGHT, AS APPLICABLE. FURNISH AND INSTALL NO STOPPING SIGN R26(S)(CA) AND POST PER CITY STD. 4003 15 EA. OR STREET LIGHT, AS APPLICABLE. FURNISH AND INSTALL W3-1 SIGN WITH POST PER CITY STD. 4003 1 EA. OR STREET LIGHT, AS APPLICABLE. FURNISH AND INSTALL W3-3 SIGNAL AHEAD SIGN WITH POST PER CITY STD. 400J 1 EA. OR STREET LIGHT, AS APPLICABLE. FURNISH AND INSTALL R3-7 SIGN WITH POST PER CITY STD. 400J J EA. OR STREET LIGHT, AS APPLICABLE. FURNISH AND INSTALL W73A (CA) SIGN WITH POST PER CITY STD. 400J I EA. OR STREET LIGHT, AS APPLICABLE. FURNISH AND INSTALL W4-7 SIGN WITH POST PER CITY STD. 4003 I EA. OR STREET LIGHT, AS APPLICABLE. FURNISH AND INSTALL W31A (CA) SIGN WITH POST PER CITY STD. 4003 2 EA. OR , STREET LIGHT, AS APPLICABLE. FURNISH AND INSTALL TYPE F DELINEATORS PER CITY STD. 4003 5 EA. OR STREET LIGHT, AS APPLICABLE. FURNISH AND INSTALL W31 (CA),/TYPE N(CA) SIGN ON BARRICADE AS SHOWN 2 EA, FURNISH AND INSTALL Wl-la(10) SIGN WITH POST PER CITY STD. 4003 2 EA. OR STPEET LIGHT, AS APPLICABLE. @ FURNISH AND INSTALL W1-6 SIGN (LT OR RT.) WITH POST PER CITY STD. 4003 2 EA. OR STREET LIGHT, AS APPLICABLE. S-Tli` -C T1,00NI N0111101--Als— T111W 0,-,10, (D APPLY 4" THERMOPLASTIC DOUBLE YELLOW CENTERLINE STRIPE PER DETAIL 22. 254 L.F. APPLY 6- THERMOPLASTIC WHITE LINE PER DETAIL 39. 1,247 L.F NOT T USED APPLY 12- THERMOPLASTIC WHITE LAWT LINE 235 L.F APPLY THERMOPLASTIC BIKE LANE WORD LEGEND SYMBOL AND 6 EA. BIKE LANE ARROW PER MUTCD FIG. 9C -105 - APPLY 8" THERMOPLASTIC WHITE STRIPE PER DETAIL 38. 896 L. F. APPLY THERMOPLASTIC PAVEMENT MAR -KING AS SHOWN. 16 EA. APPLY 4" THERMOPLASTIC MEDIAN ISLAND STRIPE PER DETAIL 29. 314 L. F. APPLY 4- THERMOPLASTIC WHITE EDGE STRIPE PER DETAIL 27B 857 L.F APPLY 4" THERMOPLASTIC WHITE LANE STRIPE PER DETAIL 14A. 917 L.F APPLY 4- THERMOPLASTIC WHITE STRIPE 250 L.F. RE -APPLY 12- THERMOPLASTIC WHITE LIA41T LINE. 27 L.F. APPLY 8- THERMOPLASTIC WHITE LINE PER DETAIL 37B 335 L.F REM0,VE EXISTING CONFLICTING STRIPING BY SAND BLASTING....... 91 L.F. REMOVE EXISTING "NOT A THROUGH STREET' SIGN 1 EA. SWF SWET 2 No. 36637 ® 06-30-09 (7YP.) Prepared Under The Supervision Of : VWW A SCALE. YEAW AS SHOWN a OF SWR" LAKES PARKW4 Y CHE060 8�S, C1 TY 7- Ebi%1EEF------6-E� J:\714-1906\streets\striDina0l.dwa. 7/20/2007 1:18:40 PM. Ernie. Ernie MEN; m FURNISH AND INSTALL TYPE F DLINEATORS PER CITY STD. 400J OR STREET LIGHT, AS APPLICABLE. FURNISH AND INSTALL W31 (CA)ITYPE N(CA) SIGN ON BARRICADE AS SHOWN (DAPPLY 4- THERMOPLASTIC DOUBLE YELLOW CENTERLINE STRIPE PER DETAIL 22. (2) APPLY 6- THERMOPLASTIC WHITE LINE PER DETAIL J9. NOT USED APPLY 12- THERMOPLASTIC W*TE LIMIT LINE. La 1 sm- J:\714-1906\streets\striDinaO2.dwa. 6/1212007 5:06:05 PM. Ernie. Ernie