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HomeMy WebLinkAboutTract 1699311 ALLARD ENGINEERING dd" ---A-g lmd surveft Ind Tract No. 16993 Hydrology & Hydraulics Report Prepared under the ) wt Davg S. Hmmmw, P.E. Original: October 24, 2005 1' Revision: January 24, 2006 2 d Revision: March 21, 2006 Prepared For: Young Homes 10370 Trademark Street Rancho Cucamonga, CA. 91730 (909) 291-7600 � ' Fax (909) 291-7633 Job # 1 No. 4W6 EXP- 6W/07 RCE 43M Exp. = "I" BY Im 0 8253 SW= AVqnUe Fmtana, [:A 92335 (909) 35&1815 * (SM) 356-1795 0 Discussion Hy4ology Reference Material Rational Methods Onsite Offsite Table of Contents Predeveloped 2 Year Storm Event 10 Year Storm Event 25 Year Storm Event 100 Year Storm Event Developed 2 Year Storm Event 10 Year Storm Event 25 Year Storm Event 100 Year Storm Event 100 Year Storm Event Street Capacity Calculation Catch Basin Sizing Calculation Unit Hydrograph Developed 2 Year Storm Event 10 Year Storm Event M I 25 Year Storm Event 100 Year Storm Event Hydrograph Routing 2 Year Storm Event 10 Year Storm Event 25 Year Storm Event 100 Year Storm Event Detention Basin Volume Table WSPG Line A Line B Lateral A-1 - Detention Basin Outlet Reference — Line A from Tract 16271 Flow Comparison Table Emergency Overflow Sizing Calculation Channel Capacity Calculations Predeveloped. Hydrology Exhibit Developed Hydrology Exhibit Offsite Hydrology Exhibit 0 Discussion OVERVIEW Tract 16993 is a proposed 16 lot single family residential development on approximately 4.5. acres located in the City of �ontana. The tract is bounded on the north by Miller Avenue, on the west by Beech Avenue, on the east by Sultana Avenue and on the south by Tract 1627 1. The site currently consists of natural ground but is proposed to become a single family residential development. The ultimate master planned storm drain does not exist downstream, therefore an interim detention basin will be locited within the tract boundary to mitigate the increased flows downstream. However, an existing dry line is available downstream that shall accept surface runoff from Tract 16993 in the interim and ultimate coxiditions. Presently the dry line is capped at the downstream and was originally constructed to serve Tract 16271 in & ultimate condition. This report will propose an extension of the existing dry line downstream to a point at which the storm drain can day fight to the finished surface. I CRITERIA The criteria utilized for hydrologic analysis is the San Bernardino County Hydrology Manual. Civil Cad and AES computer software were utilized to perform computations. 0 OBJECTIVE The objective of this drainage study is to quantify the rate of runoff that Tract 16993 shall produce in a 100 year storm event and show that the onsite drainage systems that are comprised of the proposed streets and parkway drain are adequately sized. Also an analysis of the onsite detention basins ability to reduce the developed peak flows below the predeveloped level will also be included. RESULTS Results demonstrate that 12.2 ch; is generated by Tract 16993 in a 100 year storm event. Hydraulic calculations illustrate that the onsite and of1site dramage systems are adequately sized. Street capacity calculations show that Knollview Place will have the ability to convey the 100 year storm event below the top of curb. A 10' sump basin will be necessary to intercept and convey 100% of the runoff produced by Tract 16993 during the 100 year storm event. In the ultimate condition the wall opening at the end of Knollview Place with a basewidth of 15' will be available to serve as an emergency overflow and will release flows to Beech Avenue. If the catch basin happened to plug, then the 100 year storm event will flood up to an elevation of 1310.2 ft. The lowest pad elevation is set at 1311.2 ft so that 1.0 ft shall be available for freeboard. 0 The onsite detention basin has the capacity necessary to reduce the developed peak flow rates for the 10, 25 and 100 year storm events below 90% of the predeveloped level. A spillway has been sized for the detention basin that shall have the ability to convey the 1000 year storm event. Calculations and exhibits accompany this discussion to finther illustrate these findings. 0 Hydrology Reference' Material 0 0 ..—I * -?7?7,1 I J1 /UCUA ir 11 D 11 LOADS - DITCH C -if r= SEP I 19TA JRUCK LOADING -CASE Ad&p BEDDING SUJTAr�LE wi4rzt-,J 3EDGE BEARING TEST -0.01 CRACK TP-emcH DEPTH (LIVE LOAD+ DEAD LOAD)1.25 SAFETY FACTOR /,,,I NPT-UIL A�,ovET4 Trench vvidth = 0111ts'ide diameter of i e + 2 feet E-,rctiF 5 6 TF—a 9 io n 12. ILI lu Ll N L4 — DEPTH OF COVER- IN ----F r_ . T&r- FEET 0.;5 w F�2 1 2 3 A 5 6 TF—a 9 io n 12. 1 13 14 1 15 1 16 12 15 21 24 3750 a360 Z 97,-10 1710 /cfj Af7O, IS20 0 1510 I J'? 0 L14GO '1410 r 13 r -O 3 *0 1370 1330 1530 /.500 1300 12eO 1260F1210 'ZZO Izzo //60 14-90 1470 1690 1610 1520' '1670 Z000 178.0 1690 16 20 1860 Zozo 1920 1820 1730 E34"k Z300 zl3o 20.10� Zito 1930 ZOZO 1850 1930 0 2600 Z3 ??40 �140 ?110 0 70AO ?700 Z4.801 0 1270 2160 1 Z79 Z550 ZAZO' MO i?50 1#6 Z550 UZO Z340 26'. Z530 27 30 _ z$0-0- Z220 _ A00 T..?5 6 0 .0 pr IJ70�*. 40 1 ?40 IZZO 1150 IrZO 1700 IZOO 1140 1470 14601ISSO 13GO 1660 164011730 1760 1870 LL�� Z0Z0 1970 2070 Z060 2190 1150 ?3ZO ZZAO 60 0 33 2100 JEOF11130 1190 "?o 1120 1430 1310 1590 1700, ISZO 19to toto EIZO z zz Q .36 1-93o 12,9 f L: . E, 0 I I f )�,l 0 1430 1470 1570 1670 .1770 11590 1990 2070 Z170 0 3 39 42 1680 16801IZ70 —1 17.90 Ar70 IM 0 IZ8O 1?1101 no ,Z_ IZ-50 I I iVfYI I I* 0 0 ­ _.14.9 0 1.370 13-51 1440 1440 1550 1330 1650 1630 1740 1700 1860 1817 19801 1950 2060 ?.030 Mo 2140 ? zmu is'' ZZOO tw 45 1720 /X/d ?4 IZ40 1144 8 0 13?0114ZO 1510115-30 1-700 1800119zo 2030 ZI?O ?too &7b //80 1?10 IZ10 lit 1070 13ZO 1390 14901 1550 1680 1790 1900 ZOOO t09O Z180 MCI 51 //00 MOO I lolk 060 1500 1580 1490 1560 1660 1770 1860 1990 Zo90 Z180 2240 54 .30 Y o 1180 1180 1090 I IOGO IE70 1380 lArpo 1560 1660 1760 1860 I 1970 ZOGO 2150 U30 57 .60 W0111ZO 1100 9 -60 1080 -4-40 1050 J9,00 IZ70 1 ?.50 1360 1330 1460 1460, 1360 1SGO 1660]1760 16401173_0 1860 ISZO 1940 ZO60 1930 20?0 ZI ZI 63 (;tt / "06 0 0 IZ40 1330 1440 15AQ 1640 1720 1810 Iq?_O 1010 v 6 C, 69 W� )Y6�b 1020 ��00 Jle 90 1920 $20 IZ30 1220 131.0 1 4�3 0 15 ul�-:.14,3 a Is �to m. 1!55 i 0 17 Ilk 10 17 fil 0 19 9i 10 10 2.11 20 21 10 72 ,z,#,o /000 970 J4. 8j 0 a 0 .9/0 1210 1190 13 1�� _-(?�zo 1.3 10 15 1..!.: I5&46lJ]KZO T .-, 0 l7t� 10 17 1" 00 19 Cj) 191 10 so 1 ol coh 0 78 (OP 360, e;La 0 .. 0 q/ 310 . 0 vap .3�00 00 is 0 17 bb 0 18% 0 Z080 ?1701 81 84 3co 1 .9201"0 PC 860 850 &so go &so a-9 a 1�,u I' *� 12 a OpAo 0 00 80 lz9c;jd8O ISO 14 143'0 'Tt.90 1580 169 1690 CIO 1790 18 5& 18 1 IJ9 0 0 L070 217 EOGO ZIG 90 /Offo 8,gc 0 .10 800 IW 0 IZ8O 1370 70 14 1470 1580 1690 17aO 1890 1960 f.060 ZIS 96 9_90 860 8 0 60 1660 I'l "59- JZSO j?'O 111.50 So I 4 14.5 0 1560 IG70 1780 11590 1960 2060 Z150 102 .9.fO 61.30 Ajfl�g 0 860 1150 IZ40 11410 1550 1650 1770 1880 1950 Zor.0 E140 108 -900 800 7 7Z'P V9 0 OSO 1140 IZ30 1350 1450 1550 1650 177011870 1950 Z040 P-140 114 C60 770 4" 0 1 ej,o 1110 IZ30 [1350 13ZO 14SO 1550 1630 17 60 1860 1950 2040 E140 120 ww"..A--ow 820 7,f.0 74�4 ��70 8 jo 1100IM30 13 1320 1 1450 1540 i6so i7Qo iaGO 19501 Z040 E140 LOAD FACTORS Load foctom are //5e mt/0 0f,&ppa-11ly SAA - 1.25 SAp m 1-50 &relyth of_ql;107 &0&/;y ColVitlon to S5d � 2-00 5Bp - 2.30 3- 5dgC �e�71,lng. Sc,4 - 2-50 3cp - 3.50 IQbCw4,pMaw17 4or1Yhj1av711*1Zgv-hj5p� DEPARTMENT OF COUNTY ENGINEER -COUNTY OF Los ANGELES COUNTY ENGINEER DESIGN DIVISION C -3(a) APPROVED nATr- A 9 2.5 WMM 3 2.5 ---- --1 2 It .<I 1.5 0 1 1 1 1 — I __ 0 2 5 10 25 50 100 NOTE- RETURN PERIOD IN YEARS I H r. L FOR INTERMENATE RETURN PERIODS PLOT 10-YIEAR AND 100 -YEAR ONE HOUR VALUES FROOM MAPS. THEN CONNECT POINTS AND READ VALUE FOR DESIRED RETURN PERIOO. FOR EXJWPLE GIVEN 10 -YEAR ONE HOUR a 0.95' AND 100 -YEAR CNE HOUR 61-60'. 25 -YEA -R ONE HOUR . 1.16'. REFERENC-F-NOAA ATLAS ?,VOLUME -XI-CAL-,19T3 RAINFALL DEPTH VERSUS "'Wm� SAN BERNARDINO COUNTY RETURN PERIOD FOR ,%MW- HYDROLOGY MANUAL PARTIAL DURATION SERIES D-7 FIGURE ()-2 cf) w z z 2 CL LLJ 0 —i _j LL 1.5 z ,*MOW < cr WMM 3 2.5 ---- --1 2 It .<I 1.5 0 1 1 1 1 — I __ 0 2 5 10 25 50 100 NOTE- RETURN PERIOD IN YEARS I H r. L FOR INTERMENATE RETURN PERIODS PLOT 10-YIEAR AND 100 -YEAR ONE HOUR VALUES FROOM MAPS. THEN CONNECT POINTS AND READ VALUE FOR DESIRED RETURN PERIOO. FOR EXJWPLE GIVEN 10 -YEAR ONE HOUR a 0.95' AND 100 -YEAR CNE HOUR 61-60'. 25 -YEA -R ONE HOUR . 1.16'. REFERENC-F-NOAA ATLAS ?,VOLUME -XI-CAL-,19T3 RAINFALL DEPTH VERSUS "'Wm� SAN BERNARDINO COUNTY RETURN PERIOD FOR ,%MW- HYDROLOGY MANUAL PARTIAL DURATION SERIES D-7 FIGURE ()-2 3.5 3.5 2.5 2.5 cn w z z 2 2 0. w 1.5 u- 1.5 0.5 0.5 0 1 1 0 2 5 10' 25 50 100 RETURN PERIOD IN YEARS NOTE, MAPS, 1. FOR INTERMEDIATE RETURN PERIODS PLOT to -YEAR AND 100 -YEAR ONE HOUR VALUES FROM THEN CONNECT POINTS AND READ VALUE FOR DESIRED RETURN PERIOD, FOR EXAMPLE GIVEN 10 -YEAR ONE HOUR a 0.95" AND 100 -YEAR CNE HOUR - 1.60", 25 -YEAR ONE HOUR x 1.18". REFERENCE , N 0 A A ATLAS 2, VOLUME M: - CAL.,1973 RAINFALL DEPTH VERSUS SAN BERNARDINO COUNTY RETURN PERIOD FOR HYDROLOGY MANUAL PARTIAL DURATION SERIES D—� FIGURE D-2 It 24-HOUR SYNTHETIC CRITICAL STORM PATTERN '111 joi k 2 Yeiir 5 Year 10 Year 25 Year 100 Year (inches) (Inches) (inches) (inches) (Inches) 5 Minute 0.22 0.29 0.35 0.45 0.49 30 Minute 0.43 0.63 0.75 0.93 1.10 1 Hour 0.54 0.82- 0.98 1.20 1.50 3 Hour 1.10 1.50 1.80 2.15 2.70 6 Hour 1.75 2.27 2.62 3.05 3.85. 24 Hour 3.30 4.75 5.70 7.00 9.00 '111 joi k 2 c 7'_ L f' 7 F 'r - Aly 4. 'DI tee A'. i 17 1 -7 -1" 7: T. A t 74 Lr �AN BERNARDINO COUNTY !YDROLOGY MANUAL sw'A Slat. w-1 ir; M. - F, CLPOY,64AP Zi p _.e D _k' X11—i L( ?l -,- "�V -:7- -4: tOiT OWAP AE A ;77- 7 f4t- t M - We A: t 7 74 X:- '7� A Lr. .4. L e .ts . W. A ke wv'-' it— - i ::: J ;A -r-F - - A r 7-i - SOIL rRoLlp D(XjNDAAy A SO -L GAoup OESIGJ4ATION 9"'�GAWI Of MOCSTED SouRCE lwr. ..' SCALE .--6A00 SCALE REDUCED BY HYDROLOGIC SOILS GROUP MAP FOR SOtJTHWFQT - A A n C A qij- nqv �AN BERNARDINO COUNTY !YDROLOGY MANUAL sw'A Slat. w-1 ir; M. - F, CLPOY,64AP Zi p _.e D _k' X11—i L( ?l -,- "�V -:7- -4: tOiT OWAP AE A ;77- 7 f4t- t M - We A: t 7 74 X:- '7� A Lr. .4. L e .ts . W. A ke wv'-' it— - i ::: J ;A -r-F - - A r 7-i - SOIL rRoLlp D(XjNDAAy A SO -L GAoup OESIGJ4ATION 9"'�GAWI Of MOCSTED SouRCE lwr. ..' SCALE .--6A00 SCALE REDUCED BY HYDROLOGIC SOILS GROUP MAP FOR SOtJTHWFQT - A A n C A 4— 4 R8 RGW R5W R7W R2 w RIE R2E F?1w 4w T4N 7, T A 4- L 4 TA -A ............ BE 1, ST?N IJ A�'r 41 mm X-� -4 _T I N F - - - - - - - - 4 I L? t:� -T I N i -T J IN SA A Zl . I - , U. 4-1 ........ N�11 — IPL i f AA i r W 1 0 CLA-AWNWI 1 71 )NTAN TIS 0 1 10 c0_ N S i REDLANDS wn-Am ALA &*A" t9014" J -J R2 mg pocil cauv WOO T2S I' ERSIDE patio" R R4W R3 R2W SAN KANARDINO COLPM F CONTROL DISTRICT LOOD —30 R5 0 v1ky" r VALLEYAREA REDUCED DRAWiNG V T3S ISOHYETALS SCALE 1 4 MILES Y--K)O.YEAR 11 -HOUR 2. III&= ON UAW— MCA& WLAII a. Bpi' 74 4A SAN BERNARDINO COUNTY LEGEND, 8 w w HYDROLOGY MANUAL L 8 ISOLINES PRE6pl,,ATION (INCHES) ... . ...................... w 4 –4 T_ 4w r R R6W T4N R;W R2w 7 L-2`1 RIW RIE I R2E T .14 1 1 -4 1 .4 T - 7r T 3. -4 T3N _-4; F 1.4 1.8 31Y MQ f T2N 4- --AR J_ Bill —IT2 N L4 VLLA09 T L3 f L &Man 9. LI D_ ,Xls ;17 — __ J_ Iii Co. T' r T IN .T, je It PL ND 4! AN 7 OF TIS 4 1 1 T�ON 0. tot JS cac wow CHINO 10 TV r T2S -�I! J_ RIE .7 R E RSIIJE 4 R4W 3 I R2 1-4. T3S 011.0, R5W.' 10 .s SAN BERNARDINO COUNTY A I' -,R 8 W I R7w R 6 ........................ HYDROLOGY MANUAL R EDUC ED DRAWING SCALE 1 4 MILES LEGENo, a 15OLINES PRECIPITATION (INCHES) I I�A�N BERNARDINO COUNTY C ' T VALLEY AREA fs-6—HYETALS Y -e -( 10 YEAR I HOUR "Im'opi u -Lor- Ko.AA jcrLAs z. m75 by ­/ I ft 4 UN I KUL ` LOW Nt lCALl I FLI MQ %wAly -T R7W R6W 4W R2 w -fliw RIE R2E -T v T 4- -4 — - WEST T 5 77- j t —I— T - t .0 4-- -F - T3 6 2-111 7 54 2 4-1 2 T- I L Alk Q"JAD N ) ! - , z' 11% L :�O 4 ARDI 2.6 T2 ri 7 w —4— L cuc 4 IZ-4 �P N" 4— 2.A WF, rD - t. I ALJT� L N -RIAL FONTANA jfTIS 7 ONT AR 10��- 7: S Z: REDLiN :INCA 1.4 .8 ZA IST 'live 6 2 GRANT"ARfE -2 W-1mrm TY /I CHINO 4- 4 4 - RIE R2E + T2S L d P, I ERSI E 4 3 R4W R2W R3 4� SAN BERNARDINO CMINTY t ELQQQ CONTROL DISTRIC -e R5W VALLEY AREA REDUCED DRAwiNG T I ISOHYETALS SCALE I' = 4 MILES Xt - 2 YEAR 6 HOUR SAWD O� U.1.0,C, KaAA ATLAS t. MTS f c A --4 SAN BERNARDINO COUNTY R 6 R7W R6W LEr?END: HYDROLOGY MANUAL 0 ISOWNES PRECIrITATION (INCHES) DAM 9 MA "m cz *,OIL P-cl rim tPir P - I - '. I 0 1417"!ftl memo I M-11111IM P -PAR I q! F a Una=,. NOW 1 9 ymmloLual"mullm [Wd 0- w= A M—m -mi a wi p c - go -mm ML 0 WOMB 7 REDUCED DRAWING 5 W 4 rJlLES \T3S SCALE SAN BERNARDINO COUNTY C 4A LEQEND; R8W R 7 R6W 3. 0 ISOLINES PRFCIPITATIOIN (INCHES) HYDROLOGY MANUAL m SAN BERNARDINO COUNTY FLOOD CONTROL DISTRICT VALLEYAREA WHYETALS X2 - 2 YEAR 24 HOUR BASFD ON U�LCLC- WXIL& ffl- 't- 01" TE FIGURE B-2 LWE� R� R5W -LXY W 4 w I -,� RIW R2E L T4N 1.4 12 -T -4 4- memo I M-11111IM P -PAR I q! F a Una=,. NOW 1 9 ymmloLual"mullm [Wd 0- w= A M—m -mi a wi p c - go -mm ML 0 WOMB 7 REDUCED DRAWING 5 W 4 rJlLES \T3S SCALE SAN BERNARDINO COUNTY C 4A LEQEND; R8W R 7 R6W 3. 0 ISOLINES PRFCIPITATIOIN (INCHES) HYDROLOGY MANUAL m SAN BERNARDINO COUNTY FLOOD CONTROL DISTRICT VALLEYAREA WHYETALS X2 - 2 YEAR 24 HOUR BASFD ON U�LCLC- WXIL& ffl- 't- 01" TE FIGURE B-2 LL" 11w !7! R 4- 4 -3 ",/f 4w �,o R2E _T 7 .0 -4 7- % -4 4 - WT 2!.5 7, -T -3y-.o 7.1 1 4.5 T_ T -1 T- -651 lr�.2 1 22 1 4.5 T_ 7 L( -1 9.0 T N i r N i 1) fill 2N I k --r IT -N sun L"g VILLAW L L 6. 77. h, j 0 V -1 r �4 r-ol- 45 -4-- 4�- 4�- ";'17 ly 1- -7 "ILE -+44k M INV- T� TIN t ...... 4.3, -7 pi -I 4 *A TA L LC Dl' 0 L + FONTANA- 2.5 p� rt L TIS 3. 77-,— �Is 01 A rt I ul, EDLANDS f owilpfMA F.4 3.0, 4_ IT I—— IJJ ucl A .......... CHINO T_ -4m= ol!ol- 1 E R21E 1-4, co,,v Woo _r novignsloc. couv T2S I ER IDE 3 7 -T T 7- R SAN BERNAPaNO COUNTY T r- t FLOOD CONTROL DISTRICT -R5W VALLEY AREA MA00 FLOOD CONTIPOL REDUCED DRAWNG tSOMYETALS = 4 MILES L T3S SCALE I T X3 — 100 YEAR 6 HOUR "Sm 0" U.Lur- KoAk ffL" 2. In$ SAN BERNARDINO COUNTY C IIA AFFIP11DAD By LFGEND: I T, 4'. ,T.G ER RSW R R6* HYDROLOGY MANUAL C40 ISOLINES PFtE-IpITATK>N (INC"") DATE SCALZ "A ma No 4.0 1962 r.zha 11100-1 B-13 FIGURE 8-! lz T3 c I R� w 4.0 -R5 W/ J SAN BERNARDINO COUNTY R6W HYDROLOGY MANUAL REDUCED DRAWING .1 SCALE 1 4 MILES LEQgNQ: 6_ 0 ISOLINES PR c(:IPITATION (INCHES) SAN BERNARDINO COMP FL00Q CONTROL DISTRIC VALLEY AREA ISOHYETALS X, —)00 YEAR 24 H(XJR IIASED ON U.S.D-t. "AA- OLAS Z. r97 AprmovtD By QATt I SCALE FILE Oka I DRVIC 1982 i,.ZNL wpt -1 6-. R8W R7 R5 -4 qw T�N RiW RI R 2 E 3.5 1 �l IT T 4.0 L� 4.5 Al T-7 5.0 4 —4 T- rc 12.0 2 ?_0 c 41Y .0 716) 4— z: 116.0 /L .9 'o �1&0 22.0 F T -f RNkR Z-- CITT �x LA oVILLA" F 1111 X % le, 4- 11to Jr YZ\ -V -T -T T- =;��10.0 4.0 d� ri --7Tr - AL,TA UPL4ND EIE IN z:;- Zcz -FONTANA- -'W 00-- TIS &0 r T. ToN IsLo REEL INDS --- j.0 100 4 —0" -4 7 I T 7.0 c - 17 t SAN OWN ly R T2 nsvgotsim collv R IDE 1-1 Iv - R4W R R2W 0 lz T3 c I R� w 4.0 -R5 W/ J SAN BERNARDINO COUNTY R6W HYDROLOGY MANUAL REDUCED DRAWING .1 SCALE 1 4 MILES LEQgNQ: 6_ 0 ISOLINES PR c(:IPITATION (INCHES) SAN BERNARDINO COMP FL00Q CONTROL DISTRIC VALLEY AREA ISOHYETALS X, —)00 YEAR 24 H(XJR IIASED ON U.S.D-t. "AA- OLAS Z. r97 AprmovtD By QATt I SCALE FILE Oka I DRVIC 1982 i,.ZNL wpt -1 6-. 3.5 q4 % OLD 4" cf) w z z CL w 0 _j LL z �i tj cr 11 4w J 5 w z I— CL w a LL45 z :R W 4 -3.5 _10 S.5 vq..,r WIP t b.( M&M �Q -7.* 2 5 10 25 50 100 RETURN PERIOD IN YEARS NOTE, 12A m 1. FOR INTERMEDIATE RETURN PERIODS PLOT 10 -YEAR AND 100 -YEAR ONE HOUR VALUES FROM M.A", THEN CONNECT POINTS AND READ VALUE FOR DiSIREO RETURN PERIOD. FOR EXAMPLE GIVEN 10- YEAR ONE HOUR 0 0.95' AND 100 -YEAR CNE HOUR - 1.60", 25-YIEAR ONE HOUR 1 .16'. REFERENCEINOAA ATLAS t. VOLUME Xr-CAL,lgT3 RAINFALL DEPTH VERSUS SAN BERNARDINO COUNTY RETURN PERIOD FOR HYDROLOGY t NUAL PARTIAL DURATION JES Om Rational Method RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-95 Advanced Engineering Software (aes) Ver. 5.1A Release Date: 08/01/95 License ID 1400 Analysis prepared by: ALLARD ENGINEERING, INC. 6101 CHERRY AVENUE FONTANA, CALIFORNIA 92336 (909) 899 - 5011 DESCRIPTION OF STUDY * Tract 16993 * Predeveloped Condition * 2 Year Storm Event FILE NAME: 16993P.DAT TIME/DATE OF STUDY: 12:47 5/ 9/2005 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 = .90 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) .6000 USER SPECIFIED 1 -HOUR INTENSITY(INCH/HOUR) = .5600 *ANTECEDENT MOISTURE CONDITION (AMC II) ASSUMED FOR RATIONAL METHOD* FLOW PROCESS FROM NODE .00 TO NODE 1.00 IS CODE 2.1 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) 160.00 ELEVATION DATA: UPSTREAM(FEET) = 1318.00 DOWNSTREAM(FEET) 1313.80 Tc = K*[(LENGTH** 3.00MELEVATION CHANGE)]** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 8.279 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.838 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 POOR COVER "GRASS" A .20 .60 1.00 67 8.28 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .60 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) .22 TOTAL AREA(ACRES) = .20 PEAK FLOW RATE(CFS) .22 FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE 5.2 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ELEVATION DATA: UPSTREAM(FEET) 1313.80 DOWNSTREAM(FEET) = 1310.00 CHANNEL LENGTH THRU SUBAREA(FEET) 150.00 CHANNEL SLOPE = .0253 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) -_ .22 FLOW VELOCITY(FEET/SEC) = 2.39 (PER LACFCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.05 Tc(MIN.) = 9.33 FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE 8.1 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) 9.33 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.711 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap scs LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL POOR COVER "GRASS" A .40 .60 1.00 67 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .60 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREMACRES) = .40 SUBAREA RUNOFF(CFS) .40 EFFECTIVE AREA(ACRES) .60 AREA -AVERAGED Fm(INCH/HR) .60 AREA -AVERAGED Fp(INCH/HR) .60 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = .60 PEAK FLOW RATE(CFS) = .60 FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE 5.2 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ELEVATION DATA: UPSTREAM(FEET) 1310.00 DOWNSTREAM(FEET) = 1308.40 CHANNEL LENGTH THRU SUBAREA(FEET) 70.00 CHANNEL SLOPE = .0229 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = .60 FLOW VELOCITY(FEET/SEC) = 2.27 (PER LACFCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = .51 Tc(MIN.) = 9.84 .*VW- FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE 8.1 ---------------------------------------------------------------------------- N%W >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ---------------- MAINLINE Tc(MIN) 9.84 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.657 SUBAREA LOSS RATE DATA(AMC II): Ap SCS DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL POOR COVER "GRASS" A 1.30 .60 1.00 67 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .60 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 1.24 SUBAREA AREA(ACRES) = 1.30 SUBAREA RUNOFF(CFS) = EFFECTIVE AREMACRES) = 1.90 AREA -AVERAGED Fm(INCH/HR) .60 AREA -AVERAGED Fp(INCH/HR) .60 AREA -AVERAGED Ap = 1.00 1.81 TOTAL AREMACRES) = 1.90 PEAK FLOW RATE(CFS) = FLOW PROCESS FROM NODE 3.00 TO NODE 13.00 IS CODE -------------------------------------------------------------------- ------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 9.84 RAINFALL INTENSITY(INCH/HR) = 1.66 AREA -AVERAGED Fm(INCH/HR) = .60 AREA -AVERAGED FP(INCH/HR) = .60 AREP,-AVERAGED Ap = 1.00 EFFECTIVE STREAM AREA(ACRES) 1.90 TOTAL STREAM AREA(ACRES) = 1.90 PEAK FLOW RATE(CFS) AT CONFLUENCE 1.81 FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE 2.1 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SU13ARF-A ANALYSIS<<<<< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) 255.00 1311.00 ELEVATION DATA: UPSTREAM(FEET) = 1315.00 DOWNSTREAM(FEET) Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGEH** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 11.058 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.545 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) NATURAL POOR COVER C .20 .27 11GFASS'l SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) .23 TOTAL AREMACRES) = .20 PEAK FLOW RATE(CFS) Ap SCS Tc (DECIMAL) CN (MIN-) .27 1.00 86 11.06 .23 FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 5.2 >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ELEVATION DATA: UPSTREAM(FEET) 1311.00 DOWNSTREAM(FEET) = 1309.00 CHANNEL LENGTH THRU SUBAREA(FEET) 95.00 CHANNEL SLOPE = .0211 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) -_ - 23 FLOW VELOCITY(FEET/SEC) = 2.18 (PER LACFCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) .73 Tc(MIN.) = 11.79 FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 8.1 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) = 11.79 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.487 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL POOR COVER "GRASS" A .30 .60 1.00 67 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .60 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = .30 SUBAREA RUNOFF(CFS) .24 EFFECTIVE AREA(ACRES) .50 AREA -AVERAGED Fm(INCH/HR) .47 AREA -AVERAGED Fp(INCH/HR) .47 AREA -AVERAGED Ap = 1.00 TOTAL AREMACRES) = .50 PEAK FLOW RATE(CFS) = .46 FLOW PROCESS FROM NODE 12.00 TO NODE 13.00 IS CODE 5.2 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ELEVATION DATA: UPSTREAM(FEET) 1309.00 DOWNSTREAM(FEET) = 1306.20 CHANNEL LENGTH THRU SUBAREA(FEET) 160.00 CHANNEL SLOPE = .0175 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = .46 FLOW VELOCITY(FEET/SEC) = 1.98 (PER LACFCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.34 Tc(MIN.) = 13.13 FLOW PROCESS FROM NODE 12.00 TO NODE 13.00 IS CODE 8.1 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) = 13.13 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.394 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap scs LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN .40"k- NATURAL POOR COVER Fp(Fm) Ap Ae 11GIRASS'l A 1.00 .60 1.00 67 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .60 NODE SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 .582( .582) 1.00 3.0 SUBAREA AREA(ACRES) = 1.00 SUBAREA RUNOFF(CFS) .72 EFFECTIVE AREMACRES) 1.50 AREA -AVERAGED Fm(INCH/HR) .55 AREA -AVERAGED Fp(INCH/HR) .55 AREA -AVERAGED AP = 1.00 AS FOLLOWS: TOTAL AREA(ACRES) 1.50 PEAK FLOW RATE(CFS) 1.13 Tc(MIN.) = 9.84 FLOW PROCESS FROM NODE 13.00 TO NODE 3.00 IS CODE AREA -AVERAGED Fm(INCH/HR) ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENC!E<<<<< AREA -AVERAGED Fp(INCH/HR) .58 >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: END OF STUDY SUMMARY: TIME OF CONCENTRATION(MIN.) = 13.13 RAINFALL INTENSITY(INCH/HR) = 1.39 TC(MIN.) 9.84 AREA -AVERAGED Fm(INCH/HR) = .55 EFFECTIVE AREA(ACRES) 3.02 AREA -AVERAGED Fp(INCH/HR) = .55 .58 AREA -AVERAGED Ap = 1.00 AREA -AVERAGED Ap = 1.00 EFFECTIVE STREAM AREMACRES) 1.50 PEAK FLOW RATE(CFS) 2.93 TOTAL STREAM AREA(ACRES) = 1.50 PEAK FLOW RATE(CFS) AT CONFLUENCE 1.13 ** CONFLUENCE DATA ** STREAM Q Tc Intensity STREAM Q Tc Intensity Fp(Fm) Ap Ae SOURCE SOURCE NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 1.81 9.84 1.657 .60( .60) 1.00 1.90 .00 2 1.13 13.13 1.394 .55( .55) 1.00 1.50 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 SOURCE NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 2.9 9.84 1.657 .582( .582) 1.00 3.0 .00 2 2.5 13.13 1.394 .579( .579) 1.00 3.4 10.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 2.93 Tc(MIN.) = 9.84 EFFECTIVE AREA(ACRES) 3.02 AREA -AVERAGED Fm(INCH/HR) .58 AREA -AVERAGED Fp(INCH/HR) .58 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) 3.40 END OF STUDY SUMMARY: TOTAL AREA(ACRES) 3.40 TC(MIN.) 9.84 EFFECTIVE AREA(ACRES) 3.02 AREA -AVERAGED Fm(INCH/HR)= .58 AREA -AVERAGED Fp(INCH/HR) .58 AREA -AVERAGED Ap = 1.00 PEAK FLOW RATE(CFS) 2.93 ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae SOURCE NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 2.9 9.84 1.657 .582( .582) 1.00 3.0 .00 2 2.5 13.13 1.394 .579( .579) 1.00 3.4 10.00 END OF RATIONAL METHOD ANALYSIS RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-95 Advanced Engineering Software (aes) Ver. 5.1A Release Date: 08/01/95 License ID 1400 Analysis prepared by: ALLARD ENGINEERING, INC. 6101 CHERRY AVENUE FONTANA, CALIFORNIA 92336 (909) 899 - 5011 DESCRIPTION OF STUDY * Tract 16993 * Predeveloped Condition * 10 Year Storm Event FILE NAME: 16993P.DAT TIME/DATE OF STUDY: 12:49 5/ 9/2005 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 .90 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) .6000 USER SPECIFIED 1 -HOUR INTENSITY(INCH/HOUR) = .8200 *ANTECEDENT MOISTURE CONDITION (AMC II) ASSUMED FOR RATIONAL METHOD* FLOW PROCESS FROM NODE .00 TO NODE 1.00 IS CODE 2.1 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) 160.00 ELEVATION DATA: UPSTREAM(FEET) = 1318.00 DOWNSTREAM(FEET) 1313.80 TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 8.279 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.691 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 POOR COVER "GRASS" A .20 .60 1.00 67 8.28 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .60 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = .38 PEAK FLOW RATE(CFS) .38 TOTAL AREA(ACRES) = .20 FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE 5.2 >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ELEVATION DATA: UPSTREAM(FEET) 1313.80 DOWNSTREAM(FEET) = 1310.00 CHANNEL LENGTH THRU SUBAREA(FEET) 150.00 CHANNEL SLOPE = .0253 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) -_ .38 FLOW VELOCITY(FEET/SEC) = 2.39 (PER LACFCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.05 Tc(MIN.) = 9.33 FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE 8.1 ------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) 9.33 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.505 SUBAREA LOSS RATE DATA(AMC II): Ap SCS DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL POOR COVER A .40 .60 1.00 67 "GRASS" SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) .60 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 .69 SUBAREA AREMACRES) = .40 SUBAREA RUNOFF(CFS) .60 EFFECTIVE AREA(ACRES) .60 AREA -AVERAGED Fm(INCH/HR) AREA -AVERAGED Fp(INCH/HR) .60 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) .60 PEAK FLOW RATE(CFS) 1.03 FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 5.2 ------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ELEVATION DATA: UPSTREAM(FEET) 1310.00 DOWNSTREAM(FEET) = .0229 CHANNEL LENGTH THRU SUBAREA(FEET) 70.00 CHANNEL SLOPE = CHANNEL FLOW THRU SUBAREA(CFS) = 1.03 FLOW VELOCITY(FEET/SEC) = 2.28 (PER LACFCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = .51 Tc(MIN.) = 9.84 FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE 8.1 --------- .00011- ------------------------------------------------------------------ >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) = 9.84 * 10 YEAR RAINFALL INTENSITY(INCHIHR) = 2.426 SUBAREA LOSS RATE DATA(AMC II): Ap scs DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL POOR COVER A 1.30 .60 1.00 67 "GRASS" SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) .60 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 2.14 SUBAREA AREA(ACRES) = 1.30 SUBAREA RUNOFF(CFS) = EFFECTIVE AREMACRES) = 1.90 AREA -AVERAGED Fm(INCH/HR) .60 AREA -AVERAGED Fp(INCH/HR) .60 AREA -AVERAGED Ap = I. . 00 3.13 TOTAL AREMACRES) = 1.90 PEAK FLOW RATE(CFS) = FLOW PROCESS FROM NODE 3.00 TO NODE 13.00 IS CODE ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 9.84 RAINFALL INTENSITY(INCM/MR) = 2.43 AREA -AVERAGED Fm(INCH/MR) = .60 AREA -AVERAGED Fp(INCM/HR) = .60 AREA -AVERAGED Ap = 1.00 EFFECTIVE STREAM AREMACRES) 1.90 TOTAL STREAM AREA(ACRES) = 1.90 PEAK FLOW RATE(CFS) AT CONFLUENCE 3.13 FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE 2.1 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) 255.00 ELEVATION DATA: UPSTREAM(FEET) = 1315.00 DOWNSTREAMWEET) 1311.00 TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN-) = 11.058 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.262 SUBAREA Tc AND LOSS RATE DATA(AMC II): SCS Tc DEVELOPMENT TYPE/ SCS SOIL AREA Fp GROUP (ACRES) (INCH/HR) Ap (DECIMAL) CN (MIN.) LAND USE NATURAL POOR COVER C .27 1.00 86 11.06 "GRASS" .20 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) .27 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) .36 TOTAL AREA(ACRES) .20 PEAK FLOW RATE(CFS) .36 FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 5.2 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<-<< ELEVATION DATA: UPSTREAM(FEET) 1311.00 DOWNSTREAM(FEET) = 1309.00 CHANNEL LENGTH THRU SUBAREA(FEET) 95.00 CHANNEL SLOPE = .0211 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) -_ .36 FLOW VELOCITY(FEET/SEC) = 2.18 (PER LACFCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = .73 Tc(MIN.) = 11.79 FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 8.1 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) = 11.79 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.177 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap scs LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL POOR COVER "GRASS" A .30 .60 1.00 67 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) .60 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREMACRES) = .30 SUBAREA RUNOFF(CFS) .43 EFFECTIVE AREA(ACRES) .50 AREA -AVERAGED Fm(INCH/HR) .47 AREA -AVERAGED Fp(INCH/HR) .47 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = .50 PEAK FLOW RATE(CFS) = .77 FLOW PROCESS FROM NODE 12.00 TO NODE 13.00 IS CODE = 5.2 >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ELEVATION DATA: UPSTREAM(FEET) 1309.00 DOWNSTREAM(FEET) = 1306.20 CHANNEL LENGTH THRU SUBAREA(FEET) 160.00 CHANNEL SLOPE = .0175 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = .77 FLOW VELOCITY(FEET/SEC) = 1.98 (PER LACFCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.34 Tc(MIN.) = 13.13 FLOW PROCESS FROM NODE 12.00 TO NODE 13.00 IS CODE = 8.1 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<< MAINLINE Tc(MIN) = 13.13 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.041 SUBAREA LOSS RATE DATA(AMC II): Ap scs DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL POOR COVER "GRASS" A 1.00 .60 1.00 67 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .60 SOURCE SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 (INCH/HR) SUBAREA AREA(ACRES) = 1.00 SUBAREA RUNOFF(CFS) 1.30 EFFECTIVE AREA(ACRES) 1.50 AREA -AVERAGED Fm(INCH/HR) .55 AREA -AVERAGED FP(INCH/HR) .55 AREA -AVERAGED Ap = 1.00 .00 TOTAL AREA(ACRES) 1.50 PEAK FLOW RATE(CFS) 2.01 .579( .579) 1.00 3.4 10.00 FLOW PROCESS FROM NODE 13.00 TO NODE 3.00 IS CODE AS FOLLOWS: ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< PEAK FLOW RATE(CFS) = >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<< ­ Tc(MIN.) = 9.84 TOTAL NUMBER OF STREAMS = 2 EFFECTIVE AREA(ACRES) CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: AREA -AVERAGED Fm(INCH/HR) TIME OF CONCENTRATION(MIN.) = 13.13 AREA -AVERAGED Fp(INCH/HR) .58 RAINFALL INTENSITY(INCH/HR) = 2.04 AREA -AVERAGED Fm(INCH/HR) = .55 3.40 AREA -AVERAGED Fp(INCH/HR) = .55 AREA -AVERAGED Ap = 1.00 EFFECTIVE STREAM AREA(ACRES) 1.50 TOTAL STREAM AREMACRES) = 1.50 3.40 PEAK FLOW RATE(CFS) AT CONFLUENCE 2.01 ** CONFLUENCE DATA ** 3.02 STREAM Q Tc Intensity Fp(Fm) Ap Ae SOURCE NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 3.13 9.84 2.426 .60( .60) 1.00 1.90 .00 2 2.01 13.13 2.041 .55( .55) 1.00 1.50 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 SOURCE NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 5.0 9.84 2.426 .582( .582) 1.00 3.0 .00 2 4.5 13.13 2.041 .579( .579) 1.00 3.4 10.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 5.02 Tc(MIN.) = 9.84 EFFECTIVE AREA(ACRES) 3.02 AREA -AVERAGED Fm(INCH/HR) .58 AREA -AVERAGED Fp(INCH/HR) .58 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) 3.40 END OF STUDY SUMMARY: TOTAL AREA(ACRES) 3.40 TC(MIN.) 9.84 EFFECTIVE AREA(ACRES) 3.02 AREA -AVERAGED Fm(INCH/HR)= .58 AREA -AVERAGED Fp(INCH/HR) .58 AREA -AVERAGED Ap = 1.00 PEAK FLOW RATE(CFS) 5.02 PEAK FLOW RATE TABLE STREAM Q Tc Intensity FP(Fm) Ap Ae SOURCE NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE own, 1 5.0 9.84 2.426 .582( .582) 1.00 3.0 .00 2 4.5 13.13 2.041 .579( .579) 1.00 3.4 10.00 END OF RATIONAL METHOD ANALYSIS m Erm N RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-95 Advanced Engineering Software (aes) Ver. 5.1A Release Date: 08/01/95 License ID 1400 Analysis prepared by: ALLARD ENGINEERING, INC. 6101 CHERRY AVENUE FONTANA, CALIFORNIA 92336 (909) 899 - 5011 DESCRIPTION OF STUDY * Tract 16993 * Predeveloped Condition * 25 Year Storm Event FILE NAME: 16993P.DAT TIME/DATE OF STUDY: 12:51 5/ 9/2005 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 .90 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(TC;MIN)) .6000 USER SPECIFIED 1 -HOUR INTENSITY(INCH/HOUR) = .9800 *ANTECEDENT MOISTURE CONDITION (AMC II) ASSUMED FOR RATIONAL METHOD* FLOW PROCESS FROM NODE .00 TO NODE 1.00 IS CODE 2.1 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA— INITIAL SUBAREA FLOW-LENGTH(FEET) 160.00 FEET) 1313.80 ELEVATION DATA: UPSTREAM(FEET) = 1318.00 DOWNSTREAM( TC = K*[(LENGTH** 3.00MELEVATION CHANGE)]** .20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 8.279 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.216 SUBAREA TC AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) NATURAL POOR COVER Ap SCS TC (DECIMAL) CN (MIN-) "GRASS" A .20 .60 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .60 1.00 67 8.28 .omw- SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 I*ftow SUBAREA RUNOFF(CFS) = .47 (CFS) .47 TOTAL AREMACRES) = .20 PEAK FLOW RATE FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE 5.2 ----------------- ---------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ELEVATION DATA: UPSTREAM(FEET) 1313.80 DOWNSTREAM(FEET) = 1310.00 CHANNEL LENGTH THRU SUBAREA(FEET) 150.00 CHANNEL SLOPE = .0253 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = .47 DROLOGY MANUAL) FLOW VELOCITY(FEET/SEC) = 2.39 (PER LACFCD HY TRAVEL TIME(MIN.) = 1.05 Tc(MIN.) = 9.33 FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE 8.1 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<< MAINLINE Tc(MIN) 9.33 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.994 SUBAREA LOSS RATE DATA(AMC II): Ap SCS DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL POOR COVER A .40 .60 1.00 67 "GRASS" SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) .60 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 .86 SUBAREA AREMACRES) = .40 SUBAREA RUNOFF(CFS) 60 EFFECTIVE AREMACRES) .60 AREA -AVERAGED Fm(INCH/HR) AREA -AVERAGED Fp(INCH/HR) .60 AREA -AVERAGED Ap = 1.00 TOTAL AREMACRES) = .60 PEAK FLOW RATE(CFS) = 1.29 FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE 5.2 -------- --------------------------------------------------------- --------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< EET) = 1308.40 ELEVATION DATA: UPSTREAM(FEET) 1310.00 DOWNSTREAM(F CHANNEL LENGTH THRU SUBAREA(FEET) 70.00 CHANNEL SLOPE = .0229 CHANNEL FLOW THRU SUBAREA(CFS) = 1.29 MANUAL) FLOW VELOCITY(FEET/SEC) = 2.38 (PER LACFCD HYDROLOGY TRAVEL TIME(MIN.) = .49 Tc(MIN.) = 9.82 FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE 8.1 ----------------- ----------------------------- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - >>>>>ADDITION OF SU , BAREA TO MAINLINE PEAK FLOW<<<< MAINLINE Tc(MIN) = 9.82 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.904 SUBAREA LOSS RATE DATA(AMC II): Ap scs DEVELOPMENT TYPE/ SCS SOIL AREA Fp CIMAL) CN LAND USE GROUP (ACRES) (INCH/HR) (DE NATURAL POOR COVER A 1.30 .60 1.00 67 fl GRASS tv SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) .60 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 2.70 SUBAREA AREMACRES) = 1.30 SUBAREA RUNOFF(CFS) .60 EFFECTIVE AREMACRES) 1.90 AREA -AVERAGED Fm(INCH/HR) AREA -AVERAGED Fp(INCH/HR) .60 AREA -AVERAGED Ap = 1.00 TOTAL AREMACRES) = 1.90 PEAK FLOW RATE(CFS) = 3.94 FLOW PROCESS FROM NODE 3.00 TO NODE 13.00 IS CODE ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE-<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 9.82 RAINFALL INTENSITY(INCH/HR) = 2.90 AREA -AVERAGED Fm(INCH/HR) = .60 AREA -AVERAGED Fp(INCH/HR) = .60 AREA -AVERAGED Ap = 1-00 EFFECTIVE STREAM AREMACRES) 1.90 TOTAL STREAM AREMACRES) = 1.90 PEAK FLOW RATE(CFS) AT CONFLUENCE 3.94 FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE 2.1 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) 255.00 1311.00 ELEVATION DATA: UPSTREAM(FEET) = 1315.00 DOWNSTREAM(FEET) TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 11.058 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.703 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) NATURAL POOR COVER C .20 .27 "GRASS" SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) .44 TOTAL AREA(ACRES) = .20 PEAK FLOW RATE(CFS) Ap scs Tc (DECIMAL) CN (MIN-) 1.00 86 11.06 .27 .44 FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE 5-2 ------- -------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ELEVATION DATA: UPSTREAM(FEET) 1311.00 DowNSTREAM(FEET) = 1309.00 CHANNEL LENGTH THRU SUBAREA(FEET) 95.00 CHANNEL SLOPE = .0211 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = .44 FLOW VELOCITY(FEET/SEC) = 2.18 (PER LACFCD HYDROLOGY MANUAL TRAVEL TIME(MIN.) = .73 Tc(MIN.) = 11.79 FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 8.1 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) = 11.79 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.602 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap scs LAND USE GROUP (ACRES) (INCH/HR) (DE CIMAL) CN NATURAL POOR COVER 1.00 67 "GRASS" A .30 .60 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) .60 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = .30 SUBAREA RUNOFF(CFS) .54 EFFECTIVE AREA(ACRES) .50 AREA -AVERAGED Fm(INCH/HR) .47 AREA -AVERAGED Fp(INCH/HR) .47 AREA -AVERAGED Ap = 1.00 TOTAL AREMACRES) = .50 PEAK FLOW RATE(CFS) = .96 FLOW PROCESS FROM NODE 12.00 TO NODE 13.00 IS CODE 5.2 >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ELEVATION DATA: UPSTREAM(FEET) 1309.00 DOWNSTREAM(FEET) = 1306.20 CHANNEL LENGTH THRU SUBAREA(FEET) 160.00 CHANNEL SLOPE = .0175 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = .96 FLOW VELOCITY(FEET/SEC) = 1.98 (PER LACFCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.34 Tc(MIN.) = 13.13 FLOW PROCESS FROM NODE 12.00 TO NODE 13.00 IS CODE 8.1 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) = 13.13 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.439 SUBAREA LOSS RATE DATMAMC II): Ap SCS DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL POOR COVER GRASS A 1.00 .60 1.00 67 SUBAREA AVERAGE PERVIOUS L OSS RATE, FP(INCH/HR) .60 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 Intensity SUBAREA AREA(ACRES) = 1.00 SUBAREA RUNOFF(CFS) = 1.66 EFFECTIVE AREMACRES) 1.50 AREA -AVERAGED Fm(INCH /HR) .55 AREA -AVERAGED FP(INCH/HR) = .55 AREA -AVERAGED Ap = 1.00 NODE TOTAL AREA(ACRES) 1.50 PEAK FLOW RATE(CFS) 2.54 .582( .582) 1.00 3.0 FLOW PROCESS FROM NODE 13.00 TO NODE 3.00 IS CODE 2 5.7 13.13 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< .579( .579) 1.00 3.4 >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< COMPUTED CONFLUENCE ESTIMATES ARE TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: 6.31 TIME OF CONCENTRATION(MIN.) = 13.13 RAINFALL INTENSITY(INCH/HR) = 2.44 3.02 AREA -AVERAGED Fm(INCH/HR) = .55 .58 AREA -AVERAGED Fp(INCH/HR) = .55 AREA -AVERAGED AP = 1.00 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) EFFECTIVE STREAM AREMACRES) 1.50 TOTAL STREAM AREA(ACRES) = 1.50 END OF STUDY SUMMARY: PEAK FLOW RATE(CFS) AT CONFLUENCE 2.54 TC(MIN.) 9.82 ** CONFLUENCE DATA ** Q Tc Intensity FP(Fm) Ap Ae SOURCE STREAM NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 3.94 9.82 2.904 .60( .60) 1.00 1.90 .00 2 2.54 13.13 2.439 .55( .55) 1.00 1.50 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 SOURCE NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 6.3 9.82 2.904 .582( .582) 1.00 3.0 .00 2 5.7 13.13 2.439 .579( .579) 1.00 3.4 10.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 6.31 Tc(MIN.) = 9.82 EFFECTIVE AREA(ACRES) 3.02 AREA -AVERAGED Fm(INCH/HR) .58 AREA -AVERAGED Fp(INCH/HR) .58 AREA -AVERAGED AP = 1.00 TOTAL AREA(ACRES) 3.40 END OF STUDY SUMMARY: 3.40 TC(MIN.) 9.82 TOTAL AREA(ACRES) AREA(ACRES) 3.02 AREA -AVERAGED Fm(INCH/HR)= .58 EFFECTIVE AREA -AVERAGED Fp(INCH/HR) .58 AREA -AVERAGED Ap = 1.00 PEAK FLOW RATE(CFS) 6.31 ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae SOURCE NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE o"ft 1 1 6.3 9.82 2.904 .582( .582) 1.00 3.0 .00 2 5.7 13.13 2.439 .579( .579) 1.00 3.4 10.00 END OF RATIONAL METHOD ANALYSIS On RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-95 Advanced Engineering Software (aes) Ver. 5.1A Release Date: 08/01/95 License ID 1400 Analysis prepared by: ALLARD ENGINEERING, INC. 6101 CHERRY AVENUE FONTANA, CALIFORNIA 92336 (909) 899 - 5011 DESCRIPTION OF STUDY * Tract 16993 * Predeveloped Condition * 100 Year Storm Event FILE NAME: 16993P.DAT TIME/DATE OF STUDY: 12:52 5/ 9/2005 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --*TIME-OF-CONCENTRATION MODEL* -- USER SPECIFIED STORM EVENT(YEAR) 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTIO14 SLOPE .90 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) = .6000 USER SPECIFIED 1 -HOUR INTENSITY(INCH/HOUR) = 1.2000 *ANTECEDENT MOISTURE CONDITION (AMC II) ASSUMED FOR RATIONAL METHOD* FLOW PROCESS FROM NODE .00 TO NODE 1.00 IS CODE 2.1 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) 160.00 ELEVATION DATA: UPSTREAM(FEET) = 1318.00 DOWNSTREAMWEET) 1313.80 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 8.279 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.938 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.) AM. NATURAL POOR COVER "GRASS" A .20 .60 1.00 67 8.28 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .60 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) .60 TOTAL AREA(ACRES) = .20 PEAK FLOW RATE(CFS) .60 FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE 5.2 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ELEVATION DATA: UPSTREAM(FEET) 1313.80 DOWNSTREAM(FEET) = 1310.00 CHANNEL LENGTH THRU SUBAREA(FEET) 150.00 CHANNEL SLOPE = .0253 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = .60 FLOW VELOCITY(FEET/SEC) = 2.39 (PER LACFCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.05 Tc(MIN.) = 9.33 FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE 8.1 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE TC(MIN) 9.33 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.666 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap scs LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL POOR COVER "GRASS" A .40 .60 1.00 67 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .60 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREMACRES) = .40 SUBAREA RUNOFF(CFS) 1.10 EFFECTIVE AREA(ACRES) .60 AREA -AVERAGED Fm(INCH/HR) .60 AREA -AVERAGED Fp(INCH/HR) .60 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) .60 PEAK FLOW RATE(CFS) 1.66 FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 5.2 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ELEVATION DATA: UPSTREAM(FEET) 1310.00 DOWNSTREAM(FEET) = 1308.40 CHANNEL LENGTH THRU SUBAREA(FEET) 70.00 CHANNEL SLOPE = .0229 CHANNEL FLOW THRU SUBAREA(CFS) = 1.66 FLOW VELOCITY(FEET/SEC) = 2.50 (PER LACFCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = .47 Tc(MIN.) = 9.79 FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE 8.1 00m, ---------------------------------------------------------------------------- N�mw >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) = 9.79 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.561 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap scs LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL POOR COVER A 1.30 .60 1.00 67 "GRASS" SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .60 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 1.30 SUBAREA RUNOFF(CFS) 3.47 EFFECTIVE AREA(ACRES) 1.90 AREA -AVERAGED Fm(INCH/HR) .60 AREA -AVERAGED FP(INCH/HR) .60 AREA -AVERAGED Ap = 1.00 TOTAL AREMACRES) = 1.90 PEAK FLOW RATE(CFS) = 5.07 FLOW PROCESS FROM NODE 3.00 TO NODE 13.00 IS CODE ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 9.79 RAINFALL INTENSITY(INCH/HR) = 3.56 AREA -AVERAGED FM(INCH/HR) = .60 AREA -AVERAGED FP(INCH/HR) = .60 AREA -AVERAGED Ap = 1.00 EFFECTIVE STREAM AREMACRES) 1.90 TOTAL STREAM AREMACRES) = 1.90 PEAK FLOW RATE(CFS) AT CONFLUENCE 5.07 FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE 2.1 ------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) 255.00 1311.00 ELEVATION DATA: UPSTREAM(FEET) = 1315.00 DOWNSTREAM(FEET) Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGEH** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 11.058 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.310 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 POOR COVER C .20 .27 1.00 86 11.06 "GRASS" SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) .27 SUBAREA AVERAGE PERVIOUS AREA FRACTION, AP = 1.00 SUBAREA RUNOFF(CFS) .55 TOTAL AREMACRES) .20 PEAK FLOW RATE(CFS) .55 ,AON*, N%W FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 5.2 -OWN#. - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< *two, >>>>>TRAVELTIME THRU SUBAREA<<<<< ELEVATION DATA: UPSTREAM(FEET) 1311.00 DOWNSTREAM(FEET) = 1309.00 CHANNEL LENGTH THRU SUBAREA(FEET) 95.00 CHANNEL SLOPE = .0211 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = .55 FLOW VELOCITY(FEET/SEC) = 2.18 (PER LACFCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = .73 Tc(MIN.) = 11.79 FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 8.1 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<< MAINLINE TC(MIN) = 11.79 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.186 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap scs LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL POOR COVER "GRASS" A .30 .60 1-.00 67 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .60 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = .30 SUBAREA RUNOFF(CFS) .70 EFFECTIVE AREA(ACRES) .50 AREA -AVERAGED Fm(INCH/HR) .47 AREA -AVERAGED FP(INCH/HR) .47 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) .50 PEAK FLOW RATE(CFS) 1.22 FLOW PROCESS FROM NODE 12.00 TO NODE 13.00 IS CODE 5.2 >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ELEVATION DATA: UPSTREAM(FEET) 1309.00 DOWNSTREAM(FEET) = 1306.20 CHANNEL LENGTH THRU SUBAREA(FEET) 160.00 CHANNEL SLOPE = .0175 CHANNEL FLOW THRU SUBAREA(CFS) = 1.22 FLOW VELOCITY(FEET/SEC) = 2.06 (PER LACFCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.29 Tc(MIN.) = 13.08 FLOW PROCESS FROM NODE 12.00 TO NODE 13.00 IS CODE 8.1 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<< MAINLINE Tc(MIN) = 13.08 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.993 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL POOR COVER 1.00 67 "GRASS" A 1.00 .60 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .60 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREMACRES) = 1.00 SUBAREA RUNOFF(CFS) 2.16 EFFECTIVE AREA(ACRES) 1.50 AREA -AVERAGED Fm(INCH/HR) .55 AREA -AVERAGED Fp(INCH/HR) .55 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 1.50 PEAK FLOW RATE(CFS) = 3.29 FLOW PROCESS FROM NODE 13.00 TO NODE 3.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< Fp(Fm) Ap Ae >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< NUMBER TOTAL NUMBER OF STREAMS = 2 (INCH/HR) CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: NODE TIME OF CONCENTRATION(MIN.) = 13.08 8.1 9.79 RAINFALL INTENSITY(INCH/HR) = 2.99 .582( .582) 1.00 3.0 AREA -AVERAGED Fm(INCH/HR) = .55 2 AREA -AVERAGED Fp(INCH/HR) = .55 2.993 AREA -AVERAGED Ap = 1.00 10.00 EFFECTIVE STREAM AREMACRES) 1.50 TOTAL STREAM AREA(ACRES) = 1.50 PEAK FLOW RATE(CFS) AT CONFLUENCE 3.29 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae SOURCE NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 5.07 9.79 3.561 .60( .60) 1.00 1.90 .00 2 3.29 13.08 2.993 .55( .55) 1.00 1.50 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 SOURCE NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 8.1 9.79 3.561 .582( .582) 1.00 3.0 .00 2 7.4 13.08 2.993 .579( .579) 1.00 3.4 10.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 8.10 Tc(MIN.) = 9.79 EFFECTIVE AREA(ACRES) 3.02 AREA -AVERAGED Fm(INCH/HR) .58 AREA -AVERAGED FP(INCH/HR) .58 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) 3.40 END OF STUDY SUMMARY: TOTAL AREMACRES) 3.40 TC(MIN.) 9.79 .58 EFFECTIVE AREMACRES) 3.02 ARZA-AVERAGED FM(INCH/HR)= AREA -AVERAGED Fp(INCH/HR) .58 AREA -AVERAGED Ap = 1.00 PEAK FLOW RATE(CFS) 8.10 ** PEAK FLOW RATE TABLE ** 00*- STREAM Q Tc Intensity FP(Fm) Ap Ae SOURCE NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE NOW 1 8.1 9.79 3.561 .582( .582) 1.00 3.0 .00 2 7.4 13.08 2.993 .579( .579) 1.00 3.4 10.00 END OF RATIONAL METHOD ANALYSIS 19 0 Developed Condition Rational Methods m IN RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-95 Advanced Engineering Software (aes) Ver. 5.1A Release Date: 08/01/95 License ID 1400 Analysis prepared by: ALLARD ENGINEERING, INC. 6101 CHERRY AVENUE FONTANA, CALIFORNIA 92336 (909) 899 - 5011 DESCRIPTION OF STUDY * Tract 16993 * Developed Condition * 2 Year Storm Event FILE NAME: 16993D.DAT TIME/DATE OF STUDY: 9: 5 1/ 3/2006 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 = .90 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) .6000 USER SPECIFIED 1 -HOUR INTENSITY(INCH/HOUR) = .5600 *ANTECEDENT MOISTURE CONDITION (AMC III) ASSUMED FOR RATIONAL METHOD* FLOW PROCESS FROM NODE .00 TO NODE 1.00 IS CODE 2.1 ---------------------------------------------------------------------------- �>;>�>�>>RATIoNAL METHOD INITIAL SUBAREA ANALYSIS -- >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) 180.00 1312.30 ELEVATION DATA: UPSTREAM(FEET) = 1315.20 DOWNSTREAM(FEET) TC = K*[(LENGTH** 3.00MELEVATION CHANGEH** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.509 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.949 SUBAREA Tc AND LOSS RATE DATA(AMC III): Ap SCS Tc DEVELOPMENT TYPE/ SCS SOIL AREA Fp CIMAL) CN (MIN.) LAND USE GROUP (ACRES) (INCH/HR) (DE RESIDENTIAL .60 52 7.51 "3-4 DWELLINGS/ACRE" A .90 .80 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .80 lowl- SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .60 *4401 SUBAREA RUNOFF(CFS) = 1.19 FLOW RATE(CFS) 1.19 TOTAL AREMACRES) = .90 PEAK FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 6.1 ---------------- I ----------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<< ­ >>>>>(STANDARD CURB SECTION USED)<<<<< UPSTREAM ELEVATION(FEET) = 1312.30 DOWNSTREAM ELEVATION(FEET) = 1310.20 STREET LENGTH(FEET) = 200.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 18-00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) 9.00 INSIDE STREET CROSSFALL(DECIMAL) .020 OUTSIDE STREET CROSSFALL(DECIMAL) .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) 1.96 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = .25 HALFSTREET FLOOD WIDTH(FEET) = 6.37 AVERAGE FLOW VELOCITY(FEET/SEC.) 1.87 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) .48 STREET FLOW TRAVEL TIME(MIN.) = 1.78 Tc(MIN.) 9.29 2 YEAR RAINFALL INTENSITY(INCH/HR) 1.715 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap scs LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL .80 .50 52 115-7 DWELLINGS/ACRE" A 1.30 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) .80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREMACRES) = 1.30 SUBAREA RUNOFF(CFS) 1.54 EFFECTIVE AREA(ACRES) 2.20 AREA -AVERAGED Fm(INCH/HR) .43 AREA -AVERAGED Fp(INCH/HR) = .80 AREA -AVERAGED Ap = .54 TOTAL AREA(ACRES) = 2.20 PEAK FLOW RATE(CFS) = 2.54 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .27 HALFSTREET FLOOD WIDTH(FEET) 7.27 FLOW VELOCITY(FEET/SEC.) = 1.97 DEPTH*VELOCITY(FT*FT/SEC.) .53 FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 6.1 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USEDk<<<< UPSTREAM ELEVATION(FEET) = 1310.20 DOWNSTREAM ELEVATIONWEET) = 1308.30 STREET LENGTHWEET) = 175.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) 9.00 INSIDE STREET CROSSFALL(DECIMAL) .020 OUTSIDE STREET CROSSFALL(DECIMAL) .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 2 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) 3.18 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = .29 HALFSTREET FLOOD WIDTH(FEET) = 8.04 AVERAGE FLOW VELOCITY(FEET/SEC.) 2.08 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) .60 STREET FLOW TRAVEL TIME(MIN.) = 1.40 Tc(MIN.) = 10.69 2 YEAR RAINFALL INTENSITY(INCH/HR) 1.576 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL 1.20 .80 .50 52 115-7 DWELLINGS/ACRE" A SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) .80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = 1.20 SUBAREA RUNOFF(CFS) 1.27 EFFECTIVE AREMACRES) 3.40 AREA -AVERAGED Fm(INCH/HR) .42 AREA -AVERAGED Fp(INCH/HR) = .80 AREA -AVERAGED Ap = .53 TOTAL AREMACRES) = 3.40 PEAK FLOW RATE(CFS) = 3.54 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .29 HALFSTREET FLOOD WIDTH(FEET) 8.43 FLOW VELOCITY(FEET/SEC.) = 2.14 DEPTH*VELOCITY(FT*FT/SEC.) .63 END OF STUDY SUMMARY: TOTAL AREA(ACRES) 3.40 TC(MIN.) 10.69 EFFECTIVE AREA(ACRES) 3.40 AREA -AVERAGED Fm(INCH/HR)= .42 AREA -AVERAGED Fp(INCH/HR) .80 AREA -AVERAGED Ap .53 PEAK FLOW RATE(CFS) 3.54 END OF RATIONAL METHOD ANALYSIS r.ma om 0� RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-95 Advanced Engineering Software (aes) Ver. 5.1A Release Date: 08/01/95 License ID 1400 Analysis prepared by: ALLARD ENGINEERING, INC. 6101 CHERRY AVENUE FONTANA, CALIFORNIA 92336 (909) 899 - 5011 DESCRIPTION OF STUDY * Tract 169�;3 * Developed Condition * 10 Year Storm Event FILE NAME: 16993D.DAT TIME/DATE OF STUDY: 9: 4 1/ 3/2006 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 .90 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) .6000 USER SPECIFIED 1 -HOUR INTENSITY(INCH/HOUR) = .9800 *ANTECEDENT MOISTURE CONDITION (AMC III) ASSUMED FOR RATIONAL METHOD* FLOW PROCESS FROM NODE .00 TO NODE 1.00 IS CODE 2.1 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) 180.00 ELEVATION DATA: UPSTREAM(FEET) = 1315.20 DOWNSTREAM(FEET) 1312.30 Tc = K*[(LENGTH** 3.00MELEVATION CHANGE)]** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.509 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 3.410 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL 113-4 DWELLINGS/ACRE" A .90 .80 .60 52 7.51 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap .60 SUBAREA RUNOFF(CFS) 2.38 TOTAL AREMACRES) = .90 PEAK FLOW RATE(CFS) 2.38 FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 6.1 --------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED)<<<<< UPSTREAM ELEVATION(FEET) = 1312.30 DOWNSTREAM ELEVATION(FEET) = 1310.20 STREET LENGTH(FEET) = 200.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) 9.00 INSIDE STREET CROSSFALL(DECIMAL) .020 OUTSIDE STREET CROSSFALL(DECIMAL) .020 SPECIFIED NUMBER OF HALPSTREETS CARRYING RUNOFF = 2 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) 3.93 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = .30 HALFSTREET FLOOD WIDTH(FEET) = 8.88 AVERAGE FLOW VELOCITY(FEET/SEC.) 2.17 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) .66 STREET FLOW TRAVEL TIME(MIN.) = 1.54 Tc(MIN.) 9.05 * 10 YEAR RAINFALL INTENSITY(INCH/HR) 3.049 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL 115-7 DWELLINGS/ACRE" A 1.30 .80 .50 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREMACRES) = 1.30 SUBAREA RUNOFF(CFS) 3.10 EFFECTIVE AREA(ACRES) 2.20 AREA -AVERAGED Fm(INCH/HR) .43 AREA -AVERAGED Fp(INCH/HR) .80 AREA -AVERAGED Ap = .54 TOTAL AREA(ACRES) = 2.20 PEAK FLOW RATE(CFS) 5.18 END OF SU13AREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .33 HALFSTREET FLOOD WIDTH(FEET) = 10.04 FLOW VELOCITY(FEET/SEC.) = 2.30 DEPTH-VELOCITY(FT*FT/SEC.) .75 FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 6.1 ----------------- ----------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED)<<<<< UPSTREAM ELEVATION(FEET) = 1310.20 DOWNSTREAM ELEVATION(FEET) = 1308.30 STREET LENGTH(FEET) = 175.00 CURB HEIGHT(INCHES) = 6.0 #ww*� STREET HALFWIDTH(FEET) = 18.00 Iftw- DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 9.00 INSIDE STREET CROSSFALL(DECIMAL) .020 OUTSIDE STREET CROSSFAI;L(DECIMAL) .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 "TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) 6.50 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) .35 HALFSTREET FLOOD WIDTH(FEET) = 10.94 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.47 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) .85 STREET FLOW TRAVEL TIME(MIN.) = 1.18 Tc(MIN.) = 10.23 * 10 YEAR RAINFALL INTENSITY(INCH/HR) 2.833 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 1.20 .80 .50 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREMACRES) = 1.20 SUBAREA RUNOFF(CFS) 2.63 EFFECTIVE AREA(ACRES) 3.40 AREA -AVERAGED Fm(INCH/HR) .42 AREA -AVERAGED Fp(INCH/HR) .80 AREA -AVERAGED Ap = .53 TOTAL AREMACRES) = 3.40 PEAK FLOW RATE(CFS) 7.39 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .36 HALFSTREET FLOOD WIDTH(FEET) = 11.59 FLOW VELOCITY(FEET/SEC.) = 2.53 DEPTH-VELOCITY(FT*FT/SEC-.) .91 END OF STUDY SUMMARY: TOTAL AREA(ACRES) 3.40 TC(MIN.) 10.23 EFFECTIVE AREMACRES) 3.40 AREA -AVERAGED Fm(INCH/HR)= .42 AREA -AVERAGED Fp(INCH/HR) .80 AREA -AVERAGED Ap .53 PEAK FLOW RATE(CFS) 7.39 END OF RATIONAL METHOD ANALYSIS %410.w RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-95 Advanced Engineering Software (aes) Ver. 5.1A Release Date: 08/01/95 License ID 1400 Analysis prepared by: ALLARD ENGINEERING, INC. 6101 CHERRY AVENUE FONTANA, CALIFORNIA 92336 (909) 899 - 5011 DESCRIPTION OF STUDY * Tract 16993 * Developed condition * 25 Year Storm Event FILE NAME: 16993D.DAT TIME/DATE OF STUDY: 8:59 1/ 3/2006 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 = .90 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) .6000 USER SPECIFIED 1 -HOUR INTENSITY(INCH/HOUR) = 1.2000 *ANTECEDENT MOISTURE CONDITION (AMC III) ASSUMED FOR RATIONAL METHOD* FLOW PROCESS FROM NODE .00 TO NODE 1.00 IS CODE = 2.1 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS—<<< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) 180.00 ELEVATION DATA: UPSTREAM(FEET) = 1315.20 DOWNSTREAM(FEET) 1312.30 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGEH** .20 SU13AREA ANALYSIS USED MINIMUM Tc(MIN-) = 7.509 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.176 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp AP SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) ,�Jmw-_ RESIDENTIAL .80 .60 52 7.51 "3-4 DWELLINGS/ACRE" A .90 **WAW SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) .80 4. SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap .60 .,Vol SUBAREA RUNOFF(CFS) 3.00 ,%W,W TOTAL AREA(ACRES) = .90 PEAK FLOW RATE(CFS) 3.00 FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 6.1 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED)<<<<< UPSTREAM ELEVATION(FEET) = 1312.30 DOWNSTREAM ELEVATION(FEET) = 1310.20 STREET LENGTH(FEET) = 200.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 1B.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) 9.00 INSIDE STREET CROSSFALL(DECIMAL) .020 OUTSIDE STREET CROSSFALL(DECIMAL) .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) 4.96 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = .32 HALFSTREET FLOOD WIDTH(FEET) = 9.85 AVERAGE FLOW VELOCITY(FEET/SEC.) 2.28 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) .74 STREET FLOW TRAVEL TIME(MIN.) = 1.46 Tc(MIN.) 8.97, .00� * 25 YEAR RAINFALL INTENSITY(INCH/HR) 3.753 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap scs LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 1.30 .80 .50 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREMACRES) = 1.30 SUBAREA RUNOFF(CFS) 3.93 EFFECTIVE AREMACRES) 2.20 AREA -AVERAGED Fm(INCH/HR) .43 AREA -AVERAGED FP(INCH/HR) = .80 AREA -AVERAGED Ap = .54 TOTAL AREMACRES) = 2.20 PEAK FLOW RATE(CFS) 6.58 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .35 HALFSTREET FLOOD WIDTH(FEET) = 11.07 FLOW VELOCITY(FEET/SEC.) = 2.45 DEPTH-VELOCITY(FT*FT/SEC.) .8.5 FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 6.1 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USEDk<<<< UPSTREAM ELEVATION(FEET) = 1310.20 DOWNSTREAM ELEVATION(FEET) = 1308.30 STREET LENGTH(FEET) = 175.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 18.00 %VON., DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 9.00 EM INSIDE STREET CROSSFALL(DECIMAL) .020 OUTSIDE STREET CROSSFALL(DECIMAL) .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 "TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) 8.25 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = .37 HALFSTREET FLOOD WIDTH(FEET) = 12.10 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.61 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) .96 STREET FLOW TRAVEL TIME(MIN.) = 1.12 Tc(MIN.) = 10.09 * 25 YEAR RAINFALL INTENSITY(INCH/HR) 3.497 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 1.20 .80 .50 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = 1.20 SUBAREA RUNOFF(CFS) 3.35 EFFECTIVE AREA(ACRES) 3.40 AREA -AVERAGED Fm(INCH/HR) .42 AREA -AVERAGED Fp(INCH/HR) .80 AREA -AVERAGED Ap = .53 TOTAL AREMACRES) = 3.40 PEAK FLOW RATE(CFS) 9.42 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .38 HALFSTREET FLOOD WIDTH(FEET) = 12.81 FLOW VELOCITY(FEET/SEC.) = 2.68 DEPTH*VELOCITY(FT*FT/SEC.) 1.02 END OF STUDY SUMMARY: TOTAL AREA(ACRES) 3.40 TC(MIN.) 10.09 EFFECTIVE AREA(ACRES) 3.40 AREA -AVERAGED Fm(INCH/HR)= .42 AREA -AVERAGED Fp(INCH/HR) .80 AREA -AVERAGED Ap .53 PEAK FLOW RATE(CFS) 9.42 END OF RATIONAL METHOD ANALYSIS L�_ N 4,, RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-95 Advanced Engineering Software (aes) Ver. 5.1A Release Date: 08/01/95 License ID 1400 Analysis prepared by: ALLARD ENGINEERING, INC. 6101 CHERRY AVENUE FONTANA, CALIFORNIA 92336 (909) 899 - 5011 DESCRIPTION OF STUDY Tract 16993 Developed Condition 100 Year Storm Event FILE NAME: 16993D.DAT TIME/DATE OF STUDY: 13:38 12/ 2/2005 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --*TIME-OF-CONCENTRATION MODEL* -- USER SPECIFIED STORM EVENT(YEAR) 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = .90 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) .6000 USER SPECIFIED 1 -HOUR INTENSITY(INCH/HOUR) = 1.5000 *ANTECEDENT MOISTURE CONDITION (AMC III) ASSUMED FOR RATIONAL METHOD* FLOW PROCESS FROM NODE .00 TO NODE 1.00 IS CODE 2.1 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) 180.00 ELEVATION DATA: UPSTREAM(FEET) = 1315.20 DOWNSTRFAM(FEET) 1312.30 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.509 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.220 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) RESIDENTIAL "3-4 DWELLINGS/ACRE" A .90 .80 .60 52 7.51 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap .60 SUBAREA RUNOFF(CFS) 3.84 TOTAL AREA(ACRES) = .90 PEAK FLOW RATE(CFS) 3.84 FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE 6.1 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED)<<<<< UPSTREAM ELEVATION(FEET) =.1312.30 DOWNSTREAM ELEVATION(FEET) = 1310.20 STREET LENGTHWEET) = 200.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) 9.00 INSIDE STREET CROSSFALL(DECIMAL) .020 OUTSIDE STREET CROSSFALL(DECIMAL) .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 "TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) 6.37 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = .35 HALFSTREET FLOOD WIDTH(FEET) = 10.94 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.42 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) .84 STREET FLOW TRAVEL TIME(MIN.) = 1.38 Tc(MIN.) 8.89- * 100 YEAR RAINFALL INTENSITY(INCH/HR) 4.718 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 1.30 .80 .50, 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREMACRES) = 1.30 SUBAREA RUNOFF(CFS) 5.05 EFFECTIVE AREMACRES) 2.20 AREA -AVERAGED Fm(INCH/HR) .43 AREA -AVERAGED Fp(INCH/HR) = .80 AREA -AVERAGED Ap = .54 TOTAL AREMACRES) = 2.20 PEAK FLOW RATE(CFS) 8.49 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .37 HALFSTREET FLOOD WIDTH(FEET) = 12.36 FLOW VELOCITY(FEET/SEC.) = 2.58 DEPTH-VELOCITY(FT*FT/SEC.) .96 FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE 6.1 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED)<<<<< UPSTREAM ELEVATION(FEET) = 1310.20 DOWNSTREAM ELEVATION(FEET) = 1308.30 STREET LENGTH(FEET) = 175.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 18.00 *4%0- DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 9.00 .0m.- INSIDE STREET CROSSFALL(DECIMAL) .020 OUTSIDE STREET CROSSFALL(DECIMAL) .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 "TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) 10.66 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) .40 HALFSTREET FLOOD WIDTH(FEET) = 13.46 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.76 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) 1.09 STREET FLOW TRAVEL TIME(MIN.) = 1.06 Tc(MIN.) 9.94 * 100 YEAR RAINFALL INTENSITY(INCH/HR) 4.411 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap scs LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN RESIDENTIAL "5-7 DWELLINGS/ACRE" A 1.20 .80 .50 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .50 SUBAREA AREA(ACRES) = 1.20 SUBAREA RUNOFF(CFS) 4.33 EFFECTIVE AREA(ACRES) 3.40 AREA -AVERAGED Fm(INCH/HR) .42 AREA -AVERAGED Fp(INCH/HR) = .80 AREA -AVERAGED Ap = .53 TOTAL AREA(ACRES) = 3.40 PEAK FLOW RATE(CFS) = 12.21 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = .41 HALFSTREET FLOOD WIDTH(FEET) = 14.23 FLOW VELOCITY(FEET/SEC.) = 2.85 DEPTH*VELOCITY(FT*FT/SEC.) 1.17 END OF STUDY SUMMARY: TOTAL AREA(ACRES) 3.40 TC(MIN.) 9.94 EFFECTIVE AREMACRES) 3.40 AREA -AVERAGED FM(INCH/HR)= .42 AREA -AVERAGED Fp(INCH/HR) .80 AREA -AVERAGED Ap .53 PEAK FLOW RATE(CFS) 12.21 END OF RATIONAL METHOD ANALYSIS 160 Offsite Rational Method N m RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-95 Advanced Engineering Software (aes) Ver. 5.1A Release Date: 08/01/95 License ID 1400 Analysis prepared by: ALLARD ENGINEERING, INC. 6101 CHERRY AVENUE FONTANA, CALIFORNIA 92336 (909) 899 - 5011 DESCRIPTION OF STUDY * Tract 16993 * Offsite - Tributary to Channel * 100 Year Storm Event FILE NAME: 169930S.DAT TIME/DATE OF STUDY: 10:58 1/16/2006 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: __*TIME -OF -CONCENTRATION MODEL* -- USER SPECIFIED STORM EVENT(YEAR) 100-00 SPECIFIED MINIMUM PIPE SIZE(INCH) 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE .90 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) .9000 USER SPECIFIED 1 -HOUR INTENSITY(INCH/HOUR) = 1.5000 *ANTECEDENT MOISTURE CONDITION (AMC II) ASSUMED FOR RATIONAL METHOD* FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 2.1 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) 650.00 ELEVATION DATA: UPSTREAM(FEET) = 1317.50 DOWNSTREAM(FEET) 1313.00 TC = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** ' .20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 10.964 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 6.925 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.) tow. COMMERCIAL A .40 .98 .10 32 10.96 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .97 ,%MW SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = .10 SUBAREA RUNOFF(CFS) 2.46 (CFS) 2.46 TOTAL AREMACRES) = .40 PEAK FLOW RATE FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE 5-2 >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ELEVATION DATA: UPSTREAM(FEET) 1313.00 DOWNSTREAM(FEET) = 1286.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 1360.00 CHANNEL SLOPE = .0199 CHANNEL FLOW THRU SUBAREA(CFS) = 2.46 FLOW VELOCITY(FEET/SEC) = 2.53 (PER LACFCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 8.95 Tc(MIN.) = 19-91 FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 8-1 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) = 19-91 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.048 SUBAREA LOSS RATE DATA(AMC II): Ap SCS DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN 114w- NATURAL POOR COVER A 2.00 .60 1.00 67 11 GRASS 11 %4we SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) .60 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREMACRES) = 2.00 SUBAREA RUNOFF(CFS) 6.21 EFFECTIVE AREA(ACRES) 2.40 AREA -AVERAGED Fm(INCH/HR) .51 AREA -AVERAGED Fp(INCH/HR) .61 AREA -AVERAGED Ap = .85 TOTAL AREA(ACRES) = 2.40 PEAK FLOW RATE(CFS) = 7.63 FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 19-91 RAINFALL INTENSITY(INCH/HR) 4.05 AREA -AVERAGED Fm(INCH/HR) = .51 AREA -AVERAGED Fp(INCH/HR) = .61 AREA-AvERAGED Ap =, .85 EFFECTIVE STREAM AREMACRES) 2.40 TOTAL STREAM AREMACRES) = 2.40 PEAK FLOW RATE(CFS) AT CONFLUENCE 7.63 FLOW PROCESS FROM NODE .00 TO NODE 1.00 IS CODE = 2.1 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) 300.00 ELEVATION DATA: UPSTREAM(FEET) = 1306.10 DOWNSTREAM(FEET) 1300.00 Tc = K*[(LENGTH** 3.00MELEVATION CHANGE)]** .20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 11.204 * loo YEAR RAINFALL INTENSITY(INCH/HR) = 6.792 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 POOR COVER "GRASS" A .50 .60 1.00 67 11.20 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .60 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) 2.79 TOTAL AREA(ACRES) = .50 PEAK FLOW RATE(CFS) 2.79 FLOW PROCESS FROM NODE 1.00 TO NODE 12.00 IS CODE = 5.2 >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ELEVATION DATA: UPSTREAM(FEET) 1300.00 DOWNSTREAM(FEET) = 1286.00 CHANNEL LENGTH THRU SUBAREA(FEET) 710.00 CHANNEL SLOPE = .0197 CHANNEL FLOW THRU SUBAREA(CFS) = 2.79 FLOW VELOCITY(FEET/SEC) = 2.59 (PER LACFCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 4.S6 Tc(MIN.) = 15.76 FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 8.1 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) = 15.76 * loo YEAR RAINFALL INTENSITY(INCH/HR) = 4.99S SUBAREA LOSS RATE DATA(AMC II) - DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL POOR COVER "GRASS" A 4.10 .60 1.00 67 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = .60 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 4.10 SUBAREA RUNOFF(CFS) 16.22 EFFECTIVE AREMACRES) 4.60 AREA -AVERAGED Fm(INCH/HR) .60 AREA -AVERAGED Fp(INCH/HR) .60 AREA -AVERAGED Ap = 1.00 TOTAL AREMACRES) = 4.60 PEAK FLOW RATE(CFS) = 18.20 .108- FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE ---------------------------------------------------------------------------- i4ftw >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<- >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS = 2 Fp(Fm) CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 15.76 (INCH/HR) RAINFALL INTENSITY(INCH/HR) = 4.99 (ACRES) AREA -AVERAGED Fm(INCH/HR) = .60 1 21.9 19.91 AREA -AVERAGED Fp(INCH/HR) = .60 .600( .569) .95 AREA -AVERAGED Ap = 1.00 10.00 EFFECTIVE STREAM AREA(ACRES) 4.60 4.995 TOTAL STREAM AREA(ACRES) = 4.60 6.5 PEAK FLOW RATE(CFS) AT CONFLUENCE 18.20 COMPUTED CONFLUENCE ESTIMATES ARE ** CONFLUENCE DATA ** .600( .569) .95 7.0 STREAM Q Tc Intensity Fp(Fm) Ap Ae SOURCE NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 7.63 19.91 4.048 .61( .51) .85 2.40 10.00 2 18.20 15.76 4.995 .60( .60) 1.00 4.60 .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 SOURCE NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 21.9 19.91 4.048 .600( .569) .95 7.0 10.00 2 25.8 15.76 4.995 .600( .574) .96 6.5 .00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: .600( .569) .95 7.0 10.00 PEAK FLOW RATE(CFS) = 25.83 Tc(MIN.) = 15.76 EFFECTIVE AREA(ACRES) 6.50 AREA -AVERAGED Fm(INCH/HR) .57 AREA -AVERAGED Fp(INCH/HR) .60 AREA -AVERAGED Ap .96 TOTAL AREA(ACRES) 7.00 END OF STUDY SUMMARY: TOTAL AREA(ACRES) 7.00 TC(MIN.) 15.76 EFFECTIVE AREA(ACRES) 6.50 AREA -AVERAGED Fm(INCH/HR)= .57 AREA -AVERAGED Fp(INCH/HR) .60 AREA -AVERAGED Ap .96 PEAK FLOW RATE(CFS) 25.83 ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae SOURCE NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 25.8 15.76 4.995 .600( .574) .96 6.5 .00 2 21.9 19.91 4.048 .600( .569) .95 7.0 10.00 END OF RATIONAL METHOD ANALYSIS m Knollview Place Street Capacity Calculation On Tract 16993 Knollview Place Street Capacity Calculation 100 Year Storm Event >>>>STREETFLOW MODEL INPUT INFORMATION<<<< ------------------------- CONSTANT STREET GRADE(FEET/FEET) = 0.010000 CONSTANT STREET FLOW(CFS) = 12.50 AVERAGE STREETFLOW FRICTION FACTOR(MANNING) — 0.0 15000 CONSTANT SYMMETRICAL STREET HALF-WIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 9.00 INTERIOR STREET CROSSFALL(DECIMAL) 0.020000 OUTSIDE STREET CROSSFALL(DECIN4AL) 0.020000 CONSTANT SYMMETRICAL CURB HEIGHT(FEET) = 0.50 CONSTANT SYMMETRICAL GUTTER-WIDTH(FEET) = 1.50 CONSTANT SYMMETRICAL GUTTER-LIP(FEET) = 0.03125 CONSTANT SYMMETRICAL GUTTER-HIKE(FEET) = 0. 12500 FLOW ASSUMED TO FILL STREET EVENLY ON BOTH SIDES STREET FLOW MODEL RESULTS: ---------------------------------------------------------------------- STREET FLOW DEPTH(FEET) = 0.42 HALFSTREET FLOOD WIDTH(FEET) = 14.65 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.76 PRODUCT OFDEPTH&VELOCITY= 1.16 0.42' < 0.5' , Therefore 100 Year Storm Event is flowing below top of curb. If 100 Year Storm Event is flowing below top of curb so is the 25 Year Storm Event. Catch Basin Sizing Calculation m Tract 16993 Sump Basin Width Calculation 100 Year Storm Event >>>>SUMP TYPE BASIN INPUT INFORMATION<<<< Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. BASIN INFLOW(CFS) = 12.52 BASIN OPENING(FEET) = 0.71 DEPTH OF WATER(FEET) = 0.90 >>>>CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 5.23 N Developed Condition Unit Hydrographs U n i t H y d r o g r a p h A n a 1 y s i s Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 1999, Version 6.0 Study date 05/09/05 ........................................................................ ------------------------------------------------------------------------ San Bernardino County Synthetic Unit Hydrology Method Manual date - August 1986 Allard Engineering, Fontana, California - SIN 643 --------------------------------------------------------------------- Tract 16993 Developed Condition 2 Year 24 Hour Storm Event Storm Event Year = 2 Antecedent Moisture Condition = 3 English (in -lb) Input Units Used 11-1 English Rainfall Data (Inches) Input Values Used English Units used in output format Area averaged rainfall intensity isohyetal data: Sub -Area Duration Isohyetal (Ac.) (hours) (In) Rainfall data for year 2 3.40 1 0.56 -------------------------------------------------------------------- Rainfall data for year 2 3.40 6 1.75 -------------------------------------------------------------------- Rainfall data for year 2 3.40 24 3.30 -------------------------------------------------------------------- .................................................................... ******** Area -averaged max loss rate, Fm ******** SCS curve SCS curve Area Area Fp(Fig C6) Ap Fm No.(AMCII) NO.(AMC 3) (Ac.) Fraction (In/Hr) (dec.) (In/Hr) 32.0 52.0 3.40 1.000 0.785 0.500 0.393 Area -averaged adjusted loss rate FM (In/Hr) = 0.393 ********* Area -Averaged low loss rate fraction, Yb Area Area SCS CN SCS CN S Pervious (Ac.) Fract (AMC2) (AMC3) Yield Fr 1.70 0.500 32.0 52.0 9.23 0.060 1.70 0.500 98.0 98.0 0.20 0.929 Area -averaged catchment yield fraction, Y = 0.495 Area -averaged low loss fraction, Yb 0.505 user entry of time of concentration 0.177 (hours) .................................................................... Watershed area = 3.40(Ac.) Catchment Lag time 0.142 hours Unit interval = 5.000 minutes unit interval percentage of lag time = 58.6854 Hydrograph baseflow = 0.00(CFS) Average maximum watershed loss rate(Fm) = 0.393(In/Hr) Average low loss rate fraction (Yb) = 0.505 (decimal) VALLEY DEVELOPED S -Graph Selected Computed peak 5 -minute rainfall 0.207(In) computed peak 30 -minute rainfall 0.424(In) Specified peak 1 -hour rainfall = 0.560(In) Computed peak 3 -hour rainfall = 1.126(In) Specified peak 6 -hour rainfall = 1.750(In) Specified peak 24-hour rainfall 3.300(In) Rainfall depth area reduction factors: Using a total area of 3.40(Ac.) (Ref: fig. E-4) 5 -minute factor 1.000 Adjusted rainfall = 0.207(In) 30 -minute factor 1.000 Adjusted rainfall = 0.424(In) 1 -hour factor = 1.000 Adjusted rainfall = 0.560(In) 3 -hour factor = 1.000 Adjusted rainfall = 1.126(In) 6 -hour factor = 1.000 Adjusted rainfall = 1.750(In) 24-hour factor = --------------------------------------------------------------------- 1.000 Adjusted rainfall = 3.300(In) U n i t H y d r o g r a p h ..................................................................... Interval IS' Graph Unit Hydrograph Number Mean values ((CFS)) (K 41.12 (CFS)) 1 6.244 2.568 2 40.017 13.887 3 80.414 16.611 4 94.993 5.995 5 98.547 1.461 6 100.000 0.597 -------------------------------------------------------------------- -ON, Peak Unit Adjusted mass rainfall Unit rainfall Number (In) (In) "Wool 1 0.2072 0.2072 2 0.2734 0.0662 3 0.3216 0.0481 4 0.3608 0.0392 5 0.3945 0.0337 6 0.4243 0.0298 7 0.4513 0.0270 8 0.4761 0.0248 9 0.4990 0.0230 10 0.5205 0.0215 11 0.5408 0.0202 12 0.5599 0.0192 13 0.5892 0.0292 14 0.6176 0.0284 15 0.6453 0.0277 16 0.6723 0.0270 17 0.6988 0.0264 18 0.7246 0.0259 19 0.7500 0.0254 20 0.7749 0.0249 21 0.7993 0.0244 22 0.8233 0.0240 23 0.8469 0.0236 24 0.8701 0.0232 25 0.8930 0.0229 26 0.9156 0.0226 27 0.9378 0.0222 28 0.9598 0.0219 29 0.9814 .0.0217 30 1.0028 0.0214 31 1.0240 0.0211 32 1.0449 0.0209 33 1.0655 0.0207 34 1.0859 0.0204 35 1.1061 0.0202 36 1.1261 0.0200 37 1.1459 0.0198 38 1.1655 0.0196 39 1.1850 0.0194 40 1.2042 0.0192 41 1.2232 0.0191 42 1.2421 0.0189 43 1.2609 0.0187 44 1.2794 0.0186 45 1.2979 0.0184 46 1.3161 0.0183 47 1.3342 0.0181 48 1.3522 0.0180 49 1.3701 0.0178 50 1.3878 0.0177 51 1.4054 0.0176 52 1.4228 0.0175 53 1.4402 0.0173 54 1.4574 0.0172 55 1.4745 0.0171 56 1.4915 0.0170 57 1.5084 0.0169 58 1.5252 0.0168 59 1.5418 0.0167 60 1.5584 0.0166 61 1.5749 0.0165 62 1.5912 0.0164 63 1.6075 0.0163 64 1.6237 0.0162 65 1.6398 0.0161 66 1.6558 0.0160 67 1.6717 0.0159 68 1.6875 0.0158 69 1.7033 0.0157 70 1.7189 0.0157 71 1.7345 0.0156 72 1.7500 0.0155 73 1.7611 0.0111 74 1.7721 0.0110 75 1.7830 0.0109 76 1.7938 0.0108 77 1.8046 0.0108 78 1.8153 0.0107 79 1.8259 0.0106 80 1.8364 0.0105 81 1.8469 0.0105 82 1.8573 0.0104 83 1.8676 0.0103 84 1.8779 0.0103 85 1.8881 0.0102 86 1.8982 0.0101 87 1.9083 0.0101 88 1.9183 0.0100 8 9 1.9282 0.0099 90 1.9381 0.0099 91 1.9479 0.0098 92 1.9577 0.0098 93 1.9674 0.0097 94 1.9770 0.0097 95 1.9866 0.0096 96 1.9962 0.0095 97 2.0057 0.0095 98 2.0151 0.0094 99 2.0245 0.0094 100 2.0338 0.0093 101 2.0431 0.0093 102 2.0523 0.0092 103 2.0615 0.0092 104 2.0706 0.0091 105 2.0797 0.0091 106 2.0888 0.0090 107 2.0978 0.0090 108 2.1067 0.0089 109 2.1156 0.0089 110 2.1245 0.0089 ill 2.1333 0.0088 112 2.1421 0.0088 113 2.1508 0.0087 114 2.1595 0.0087 115 2.1681 0.0086 116 2.1767 0.0086 117 2.1853 0.0086 118 2.1938 0.0085 119 2.2023 0.0085 120 2.2108 0.0084 121 2.2192 0.0084 122 2.2275 0.0084 123 2.2359 0.0083 124 2.2442 0.0083 125 2.2524 0.0083 126 2.2607 0.0082 127 2.2689 0.0082 128 2.2770 0.0082 129 2.2851 0.0081 130 2.2932 0.0081 131 2.3013 0.0081 132 2.3093 0.0080 133 2.3173 0.0080 134 2.3253 0.0080 135 2.3332 0.0079 136 2.3411 0.0079 137 2.3489 0.0079 138 2.3568 0.0078 139 2.3646 0.0078 140 2.3723 0.0078 141 2.3801 0.0077 142 2.3878 0.0077 143 2.3955 0.0077 144 2.4031 0.0077 145 2.4107 0.0076 146 2.4183 0.0076 147 2.4259 0.0076 148 2.4334 0.0075 149 2.4409 0.0075 150 2.4484 0.0075 151 2.4559 0.0075 152 2.4633 0.0074 153 2.4707 0.0074 154 2.4781 0.0074 155 2.4854 0.0073 156 2.4927 0.0073 157 2.5000 0.0073 158 2.5073 0.0073 159 2.5146 0.0072 160 2.5218 0.0072 161 2.5290 0.0072 162 2.5362 0.0072 163 2.5433 0.0072 164 2.5504 0.0071 165 2.5576 0.0071 166 2.5646 0.0071 167 2.5717 0.0071 168 2.5787 0.0070 169 2.5857 0.0070 170 2.5927 0.0070 171 2.5997 0.0070 172 2.6066 0.0069 m 173 2.6136 0.0069 174 2.6205 0.0069 175 2.6273 0.0069 176 2.6342 0.0069 177 2.6410 0.0068 178 2.6479 0.0068 179 2.6547 0.0068 180 2.6614 0.0068 181 2.6682 0.0068 182 2.6749 0.0067 183 2.6816 0.0067 184 2.6883 0.0067 185 2.6950 0.0067 186 2.7017 0.0067 187 2.7083 0.0066 188 2.7149 0.0066 189 2.7215 0.0066 190 2.7281 0.0066 191 2.7347 0.0066 192 2.7412 0.0065 193 2.7477 0.0065 194 2.7542 0.0065 195 2.7607 0.0065 196 2.7672 0.0065 197 2.7736 0.0065 198 2.7801 0.0064 199 2.7865 0.0064 200 2.7929 0.0064 201 2.7993 0.0064 202 2.8056 0.0064 203 2.8120 0.0063 204 2.8183 0.0063 205 2.8246 0.0063 206 2.8309 0.0063 207 2.8372 0.0063 208 2.8434 0.0063 209 2.8497 0.0062 210 2.8559 0.0062 211 2.8621 0.0062 212 2.8683 0.0062 213 2.8745 0.0062 214 2.8807 0.0062 215 2.8868 0.0062 216 2.8930 0.0061 217 2.8991 0.0061 218 2.9052 0.0061 219 2.9113 0.0061 220 2.9174 0.0061 221 2.9234 0.0061 222 2.9295 0.0060 223 2.9355 0.0060 224 2.9415 0.0060 225 2.9475 0.0060 226 2.9535 0.0060 227 2.9595 0.0060 228 2.9654 0.0060 229 2.9714 0.0059 230 2.9773 0.0059 231 2.9832 0.0059 232 2.9891 0.0059 233 2.9950 0.0059 234 3.0009 0.0059 235 3.0068 0.0059 236 3.0126 0.0058 237 3.0184 0.0058 238 3.0243 0.0058 239 3.0301 0.0058 240 3.0359 0.0058 241 3.0416 0.0058 242 3.0474 0.0058 243 3.0532 0.0058 244 3.0589 0.0057 245 3.0646 0.0057 246 3.0704 0.0057 247 3.0761 0.0057 248 3.0818 0.0057 249 3.0874 0.0057 250 3.0931 0.0057 251 3.0988 0.0057 252 3.1044 0.0056 253 3.1100 0.0056 254 3.1156 0.0056 255 3.1213 0.0056 256 3.1268 0.0056 257 3.1324 0.0056 258 3.1380 0.0056 259 3.1436 0.0056 260 3.1491 0.0055 261 3.1546 0.0055 262 3.1602 0.0055 263 3.1657 0.0055 264 3.1712 0.0055 265 3.1767 0.0055 266 3.1822 0.0055 267 3.1876 0.0055 268 3.1931 0.0055 269 3.1985 0.0054 270 3.2040 0.0054 271 3.2094 0.0054 272 3.2148 0.0054 273 3.2202 0.0054 274 3.2256 0.0054 275 3.2310 0.0054 276 3.2363 0.0054 277 3.2417 0.0054 278 3.2471 0.0053 279 3.2524 0.0053 280 3.2577 0.0053 281 3.2630 0.0053 282 3.2683 0.0053 283 3.2736 0.0053 284 3.2789 0.0053 285 3.2842 0.0053 286 3.2895 0.0053 287 3.2947 0.0053 288 3.3000 0.0052 - ------------------------------------------------------------------- Unit Unit Unit Effective Period Rainfall Soil -Loss Rainfall (number) (In) (In) (In) --------------------------------------------------------------------- 1 0.0052 0.0027 0.0026 2 0.0053 0.0027 0.0026 3 0.0053 0.0027 0.0026 4 0.0053 0.0027 0.0026 5 0.0053 0.0027 0.0026 6 0.0053 0.0027 0.0026 7 0.0053 0.0027 0.0026 8 0.0053 0.0027 0.0026 9 0.0054 0.0027 0.0027 10 0.0054 0.0027 0.0027 11 0.0054 0.0027 0.0027 12 0.0054 0.0027 0.0027 13 0.0054 0.0027 0.0027 14 0.0054 0.0028 0.0027 15 0.0055 0.0028 0.0027 16 0.0055 0.0028 0.0027 17 0.0055 0.0028 0.0027 18 0.0055 0.0028 0.0027 19 0.0055 0.0028 0.0027 20 0.0055 0.0028 0.0027 21 0.0056 0.0028 0' * 0028 22 0.0056 0.0028 0.0028 23 0.0056 0.0028 0.0028 24 0.0056 0.0028 0.0028 25 0.0056 0.0029 0.0028 26 0.0057 0.0029 0.0028 27 0.0057 0.0029 0.0028 28 0.0057 0.0029 0.0028 29 0.0057 0.0029 0.0028 30 0.0057 0.0029 0.0028 31 0.0058 0.0029 0.0028 32 0.0058 0.0029 0.0029 33 0.0058 0.0029 0.0029 34 0.0058 0.0029 0.0029 35 0.0058 0.0029 0.0029 36 0.0058 0.0030 0.0029 37 0.0059 0.0030 0.0029 38 0.0059 0.0030 0.0029 39 0.0059 0.0030 0.0029 40 0.0059 0.0030 0.0029 41 0.0060 0.0030 0.0029 42 0.0060 0.0030 0.0030 43 0.0060 0.0030 0.0030 44 0.0060 0.0030 0.0030 45 0.0060 0.0031 0.0030 46 0.0061 0.0031 0.0030 47 0.0061 0.0031 0.0030 48 0.0061 0.0031 0.0030 49 0.0061 0.0031 0.0030 50 0.0062 0.0031 0.0030 51 0.0062 0.0031 0.0031 52 0.0062 0.0031 0.0031 53 0.0062 0.0031 0.0031 54 0.0062 0.0032 0.0031 55 0.0063 0.0032 0.0031 56 0.0063 0.0032 0.0031 57 0.0063 0.0032 0.0031 58 0.0063 0.0032 0.0031 59 0.0064 0.0032 0.0032 60 0.0064 0.0032 0.0032 61 0.0064 0.0033 0.0032 62 0.0065 0.0033 0.0032 63 0.0065 0.0033 0.0032 64 0.0065 0.0033 0.0032 65 0.0065 0.0033 0.0032 66 0.0066 0.0033 0.0032 67 0.0066 0.0033 0.0033 68 0.0066 0.0033 0.0033 69 0.0067 0.0034 0.0033 70 0.0067 0.0034 0.0033 71 0.0067 0.0034 0.0033 72 0.0067 0.0034 0.0033 73 0.0068 0.0034 0.0034 74 0.0068 0.0034 0.0034 75 0.0068 0.0035 0.0034 76 0.0069 0.0035 0.0034 77 0.0069 0.0035 0.0034 78 0.0069 0.0035 0'.0034 79 0.0070 0.0035 0.0034 80 0.0070 0.0035 0.0035 81 0.0070 0.0036 0.0035 82 0.0071 0.0036 0.0035 83 0.0071 0.0036 0.0035 84 0.0071 0.0036 0.0035 85 0.0072 0.0036 0.0035 86 0.0072 0.0036 0.0036 87 0.0072 0.0037 0.0036 88 0.0073 0.0037 0.0036 89 0.0073 0.0037 0.0036 90 0.0073 0.0037 0.0036 91 0.0074 0.0037 0.0037 92 0.0074 0.0038 0.0037 93 0.0075 0.0038 0.0037 9.4 0.0075 0.0038 0.0037 95 0.0076 0.0038 0.0037 96 0.0076 0.0038 0.0038 97 0.0077 0.0039 0.0038 98 0.0077 0.0039 0.0038 99 0.0077 0.0039 0.0038 100 0.0078 0.0039 0.0038 101 0.0078 0.0040 0.0039 102 0.0079 0.0040 0.0039 103 0.0079 0.0040 0.0039 104 0.0080 0.0040 0.0039 105 0.0080 0.0041 0.0040 106 0.0081 0.0041 0.0040 107 0.0081 0.0041 0.0040 108 0.0082 0.0041 0.0040 109 0.0082 0.0042 0.0041 110 0.0083 0.0042 0.0041 ill 0.0083 0.0042 0.0041 112 0.0084 0.0042 0.0041 113 0.0084 0.0043 0.0042 114 0.0085 0.0043 0.0042 115 0.0086 0.0043 0.0042 116 0.0086 0.0043 0.0043 117 0.0087 0.0044 0.0043 118 0.0087 0.0044 0.0043 119 0.0088 0.0045 0.0044 120 0.0089 0.0045 0.0044 121 0.0089 0.0045 0.0044 122 0.0090 0.0045 0.0044 123 0.0091 0.0046 0.0045 124 0.0091 0.0046 0.0045 125 0.0092 0.0047 0.0046 126 0.0093 0.0047 0.0046 127 0.0094 0.0047 0.0046 128 0.0094 0.0048 0.0047 129 0.0095 0.0048 0.0047 130 0.0096 0.0048 0.0047 131 0.0097 0.0049 0.0048 132 0.0098 0.0049 0.0048 133 0.0099 0.0050 0.0049 134 0.0099 0.0050 0.0049 135 0.0101 0.0051 0' * 0050 136 0.0101 0.0051 0.0050 137 0.0103 0.0052 0.0051 138 0.0103 0.0052 0.0051 139 0.0105 0.0053 0.0052 140 0.0105 0.0053 0.0052 141 0.0107 0.0054 0.0053 142 0.0108 0.0054 0.0053 143 0.0109 0.0055 0.0054 144 0.0110 0.0056 0.0054 145 0.0155 0.0078 0.0077 146 0.0156 0.0079 0.0077 147 0.0157 0.0080 0.0078 148 0.0158 0.0080 0.0078 149 0.0160 0.0081 0.0079 150 0.0161 0.0081 0.0080 151 0.0163 0.0082 0.0081 152 0.0164 0.0083 0.0081 153 0.0166 0.0084 0.0082 154 0.0167 0.0084 0.0082 155 0.0169 0.0085 0.0084 156 0.0170 0.0086 0.0084 157 0.0172 0.0087 0.0085 158 0.0173 0.0088 0.0086 159 0.0176 0.0089 0.0087 160 0.0177 0.0090 0.0088 161 0.0180 0.0091 0.0089 162 0.0181 0.0092 0.0090 163 0.0184 0.0093 0.0091 164 0.0186 0.0094 0.0092 165 0.0189 0.0095 0.0093 166 0.0191 0.0096 0.0094 167 0.0194 0.0098 0.0096 168 0.0196 0.0099 0.0097 169 0.0200 0.0101 0.0099 170 0.0202 0.0102 0.0100 171 0.0207 0.0104 0.0102 172 0.0209 0.0106 0.0103 173 0.0214 0.0108 0.0106 174 0.0217 0.0109 0.0107 175 0.0222 0.0112 0.0110 176 0.0226 0.0114 0.0112 177 0.0232 0.0117 0.0115 178 0.0236 0.0119 0.0117 179 0.0244 0.0123 0.0121 180 0.0249 0.0126 0.0123 181 0.0259 0.0131 0.0128 182 0.0264 0.0134 0.0131 183 0.0277 0.0140 0.0137 184 0.0284 0.0144 0.0141 185 0.0192 0.0097 0.0095 186 0.0202 0.0102 0.0100 187 0.0230 0.0116 0.0114 188 0.0248 0.0125 0.0122 189 0.0298 0.0151 0.0148 190 0.0337 0.0170 0.0167 191 0.0481 0.0243 0.0238 192 0.0662 0.0327 0'.0335 193 0.2072 0.0327 0.1745 194 0.0392 0.0198 0.0194 195 0.0270 0.0136 0.0134 196 0.0215 0.0109 0.0106 197 0.0292 0.0148 0.0145 198 0.0270 0.0137 0.0134 199 0.0254 0.0128 0.0125 200 0.0240 0.0121 0.0119 201 0.0229 0.0116 0.0113 202 0.0219 0.0111 0.0109 203 0.0211 0.0107 0.0105 204 0.0204 0.0103 0.0101 205 0.0198 0.0100 0.0098 206 0.0192 0.0097 0.0095 207 0.0187 0.0095 0.0093 20.8 0.0183 0.0092 0.0090 209 0.0178 0.0090 0.0088 210 0.0175 0.0088 0.0086 211 0.0171 0.0086 0.0085 212 0.0168 0.0085 0.0083 213 0.0165 0.0083 0.0081 214 0.0162 0.0082 0.0080 215 0.0159 0.0080 0.0079 216 0.0157 0.0079 0.0077 217 0.0111 0.0056 0.0055 218 0.0108 0.0055 0.0054 219 0.0106 0.0054 0.0052 220 0.0104 0.0053 0.0051 221 0.0102 0.0052 0.0050 222 0.0100 0.0051 0.0049 loo� 223 0.0098 0.0050 0.0049 224 0.0097 0.0049 0.0048 225 0.0095 0.0048 0.0047 226 0.0093 0.0047 0.0046 227 0.0092 0.0046 0.0045 228 0.0090 0.0046 0.0045 229 0.0089 0.0045 0.0044 230 0.0088 0.0044 0.0043 231 0.0086 0.0044 0.0043 232 0.0085 0.0043 0.0042 233 0.0084 0.0043 0.0042 234 0.0083 0.0042 0.0041 235 0.0082 0.0041 0.0041 236 0.0081 0.0041 0.0040 237 0.0080 0.0040 0.0040 238 0.0079 0.0040 0.0039 239 0.0078 0.0039 0.0039 240 0.0077 0.0039 0.0038 241 0.0076 0.0039 0.0038 242 0.0075 0.0038 0.0037 243 0.0075 0.0038 0.0037 244 0.0074 0.0037 0.0036 245 0.0073 0.0037 0.0036 246 0.0072 0.0037 0.0036 247 0.0072 0.0036 0.0035 248 0.0071 0.0036 0.0035 249 0.0070 0.0035 0 * '0035 250 0.0069 0.0035 0.0034 251 0.0069 0.0035 0.0034 252 0.0068 0.0034 0.0034 253 0.0068 0.0034 0.0033 254 0.0067 0.0034 0.0033 255 0.0066 0.0034 0.0033 256 0.0066 0.0033 0.0033 257 0.0065 0.0033 0.0032 258 0.0065 0.0033 0.0032 259 0.0064 0.0032 0.0032 260 0.0064 0.0032 0.0031 261 0.0063 0.0032 0.0031 262 0.0063 0.0032 0.0031 263 0.0062 0.0031 0.0031 264 0.0062 0.0031 0.0031 265 0.0061 0.0031 0.0030 266 0.0061 0.0031 0.0030 267 0.0060 0.0030 0.0030 268 0.0060 0.0030 0.0030 269 0.0059 0.0030 0.0029 270 0.0059 0.0030 0.0029 271 0.0059 0.0030 0.0029 272 0.0058 0.0029 0.0029 273 0.0058 0.0029 0.0029 274 0.0057 0.0029 0.0028 275 0.0057 0.0029 0.0028 276 0.0057 0.0029 0.0028 277 0.0056 0.0028 0.0028 Iftwoo, 278 0.0056 0.0028 0.0028 279 0.0056 0.0028 0.0028 280 0.0055 0.0028 0.0027 281 0.0055 0.0028 0.0027 282 0.0055 0.0028 0.0027 283 0.0054 0.0027 0.0027 284 0.0054 0.0027 0.0027 285 0.0054 0.0027 0.0027 286 0.0053 0.0027 0.0026 287 0.0053 0.0027 0.0026 288 -------------------------------------------------------------------- 0.0053 0.0027 0.0026 -------------------------------------------------------------------- Total soil rain loss = 1.59(In) Total effective rainfall 1.71(In) Peak flow rate in flood hydrograph = 3.45(CFS) --------------------------------------------------------------------- .................................................................... 24 - H 0 U R S T 0 R M R u n o f f H y d r o g r a p h Hydrograph in 5 minute intervals ((CFS)) -------------------------------------------------------------------- Time(h+m) Volume Ac.Ft Q(CFS) 0 2.5 5.0 7.5 10.0 ----------------------------------------------------------------------- 0+ 5 0.0000 0.01 Q 0+10 0.0003 0.04 Q 0+15 0.0009 0.09 Q 0+20 0.0016 0.10 Q 0+25 0.0024 0.11 Q 0+30 0.0031 0.11 Q 0+35 0.0038 0.11 Q 0+40 0.0046 0.11 Q 0+45 0.0053 0.11 Q 0+50 0.0061 0.11 Q 0+55 0.0068 0.11 Q 1+ 0 0.0076 0.11 Q 1+ 5 0.0084 0.11 Q 1+10 0.0091 0.11 Q 1+15 0.0099 0.11 Q 1+20 0.0106 0.11 Q 1+25 0.0114 0.11 Q 1+30 0.0122 0.11 QV 1+35. 0.0129 0.11 QV 1+40 0.0137 0.11 QV 1+45 0.0145 0.11 QV 1+50 0.0153 0.11 QV 1+55 0.0161 0.11 QV 2+ 0 0.0168 0.11 QV 2+ 5 0.0176 0.11 QV 2+10 0.0184 0.11 QV 2+15 0.0192 0.11 QV 2+20 0.0200 0.12 QV 2+25 0.0208 0.12 QV 2+30 0.0216 0.12 QV 2+35 0.0224 0.12 QV *ftw 2+40 0.0232 0.12 QV 2+45 0.0240 0.12 QV 2+50 0.0248 0.12 Q V 2+55 0.0256 0.12 Q V 3+ 0 0.0264 0.12 Q V 3+ 5 0.0273 0.12 Q V 3+10 0.0281 0.12 Q V 3+15 0.01289 0.12 Q V 3+20 0.0297 0.12 Q V 3+25 0.0305 0.12 Q V 3+30 0.0314 0.12 Q V 3+35 0.0322 0.12 Q V 3+40 0.0331 0.12 Q V 3+45 0.0339 0.12 Q V 3+50 0.0347 0.12 Q V 3+55 0.0356 0.12 Q V 4+ 0 0.0364 0.12 Q V 4+ 5 0.0373 0.12 Q V 4+10 0.0381 0.12 Q V 4+15 0.0390 0.12 Q V 4+20 0.0399 0.13 Q V 4+25 0.0407 0.13 Q V 4+30 0.0416 0.13 Q V 4+35 0.0425 0.13 Q V 4+40 0.0434 0.13 Q V 4+45 0.0442 0.13 Q V 4+50 0.0451 0.13 Q V 4+55 0.0460 0.13 Q V 5+ 0 0.0469 0.13 Q V 5+ 5 0.0478 0.13 Q V 5+10 0.0487 0.13 Q v 5+15 0.0496 0.13 Q V 5+20 0.0505 0.13 Q V 5+25 0.0514 0.13 Q V 5+30 0.0523 0.13 Q V 5+35 0.0532 0.13 Q V 5+40 0.0542 0.13 Q V 5+45 0.0551 0.13 Q V 5+50 0.0560 0.13 Q V 5+55 0.0569 0.14 Q V 6+ 0 0.0579 0.14 Q v 6+ 5 0.0588 0.14 Q v 6+10 0.0598 0.14 Q V 6+15 0.0607 0.14 Q v 6+20. 0.0617 0.14 Q v 6+25 0.0626 0.14 Q v 6+30 0.0636 0.14 Q v 6+35 0.0646 0.14 Q v 6+40 0.0655 0.14 Q v 6+45 0.0665 0.14 Q v 6+50 0.0675 0.14 Q v 6+55 0.0685 0.14 Q v 7+ 0 0.0695 0.14 Q v 7+ 5 0.0705 0.14 Q v 7+10 0.0715 0.15 Q v 7+15 0.0725 0.15 Q v 7+20 0.0735 0.15 Q v 7+25 0.0745 0.15 Q v 7+30 0.0755 0.15 Q V 7+35 0.0765 0.15 Q V 7+40 0.0776 0.15 Q V 7+45 0.0786 0.15 Q V 7+50 0.0796 0.15 Q V 7+55 0.0807 0.15 Q V 8+ 0 0.0817 0.15 Q V 8+ 5 0.0828 0.15 Q V 8+10 0.0839 0.15 Q V 8+15 0.0849 0.16 Q V 8+20 0.0860 0.16 Q V 8+25 0.0871 0.16 Q V 8+30 0.0882 0.16 Q V 8+35 0.0893 0.16 Q V 8+40 0.0904 0.16 Q V 8+45 0.0915 0.16 Q V 8+50 0.0926 0.16 Q V 8+55 0.0937 0.16 Q V 9+ 0 0.0949 0.16 Q V 9+ 5 0.0960 0.17 Q V 9+10 0.0972 0.17 Q V 9+15 0.0983 0.17 Q V 9+20 0.0995 0.17 Q V 9+25 0.1006 0.17 Q V 9+30 0.1018 0.17 Q V 9+35 0.1030 0.17 Q V 9+40 0.1042 0.17 Q V 9+45 0.1054 0.17 Q V 9+50 0.1066 0.18 Q V 9+55 0.1078 0.18 Q V 10+ 0 0.1090 0.18 Q VI 10+ 5' 0.1103 0.18 Q VI 10+10 0.1115 0.18 Q VI 10+15 0.1128 0.18 Q V1 10+20 0.1140 0.18 Q V1 10+25 0.1153 0.18 Q V1 10+30 0.1166 0.19 Q VI 10+35 0.1179 0.19 Q vi 10+40 0.1192 0.19 Q VI 10+45 0.1205 0.19 Q VI 10+50 0.1218 0.19 Q V 10+55 0.1232 0.19 Q V 11+ 0 0.1245 0.20 Q V 11+ 5 0.1259 0.20 Q V 11+10 0.1273 0.20 Q V 11+15 0.1286 0.20 Q V 11+20 0.1300 0.20 Q V 11+25 0.1315 0.20 Q V 11+30 0.1329 0.21 Q IV 11+35 0.1343 0.21 Q IV 11+40 0.1358 0.21 Q IV 11+45 0.1372 0.21 Q IV 11+50 0.1387 0.22 Q IV 11+55 0.1402 0.22 Q IV 12+ 0 0.1417 0.22 Q IV 12+ 5 0.1433 0.23 Q IV 12+10 0.1451 0.26 IQ I V 12+15 0.1471 0.30 1 Q V 12+20 0.1493 0.31 IQ V 12+25 0.1515 0.32 IQ V 12+30 0.1537 0.32 IQ V 12+35 0.1560 0 . 33 IQ V 12+40 0.1582 0 . 33 IQ V 12+45 0.1605 0 . 33 IQ V 12+50 0.1628 0 . 33 IQ I V 12+55 0.1651 0 . 34 IQ I V 13+ 0 0.1675 0 . 34 IQ I V 13+ 5 0.1698 0 . 34 IQ I V 13+10 0.1722 0 . 35 IQ I V 13+15 0.1746 0 . 35 IQ I V 13+20 0.1771 0 . 35 IQ I V 13+25 0.1795 0 . 36 IQ I V 13+30 0.1820 0 . 36 IQ I V 13+35 0.1846 0 . 37 IQ I V 13+40 0.1871 0 . 37 IQ I V 13+45 0.1897 0 . 37 IQ I V 13+50 0.1923 0 . 38 IQ I V 13+55 0.1950 0 . 38 IQ I V 14+ 0 0.1976 0 . 39 IQ I V 14+ 5 0.2004 0 . 40 IQ I V 14+10 0.2031 0 . 40 IQ I V 14+15 0.2059 0 . 41 IQ I V 14+20 0.2088 0 . 41 IQ I V 14+25 0.2117 0 . 42 IQ I V 14+30 0.2146 0 . 43 IQ I V 14+35 0.2176 0.44 IQ I V 14+40 0.2207 0.44 IQ I V 14+45 0.2238 0.45 IQ I V 14+50, 0.2270 0 . 46 IQ I V 14+55 0.2303 0.47 IQ I VI 15+ 0 0.2336 0.49 IQ I VI 15+ 5 0.2370 0.50 IQ I VI 15+10 0.2405 0.51 Q I VI 15+15 0.2442 0 . 53 Q I V 15+20 0.2479 0 . 55 Q I V 15+25 0.2517 0 . 55 Q I V 15+30 0.2552 o . 50 IQ I IV 15+35 0.2582 0 . 44 IQ I IV 15+40 0.2612 0 . 44 IQ I IV 15+45 0.2645 0 . 48 IQ I IV 15+50� 0.2682 0 . 54 Q I I V 15+55 0.2726 0 . 63 Q I I V 16+ 0 0.2782 0 . 81 Q I I V 16+ 5 0.2881 1 . 44 Q I I V 16+10 0.3101 3 . 21 Q I V 16+15 0.3339 3 . 45 Q I V 16+20 0.3452 1.64 Q I V 16+25 0.3507 0.80 Q I VI 16+30 0.3550 0.62 Q I VI 16+35 0.3588 0 . 55 Q I VI 16+40 0.3625 0 . 54 Q I V 16+45 0.3660 0 . 51 Q I V 16+50 0.3694 0 . 49 IQ I V **NOW 16+55 0.3726 0.46 IQ I V 17+ 0 0.3756 0.44 1 Q I I I V .Sift. 17+ 5 0.3786 0.43 IQ I I IV 17+10 0.3814 0.41 IQ I I IV 17+15 0.3842 0.40 IQ I I IV 17+20 0.3869 0.39 IQ v 17+25 0.3895 0.38 IQ v 17+30 0.31920 0.37 IQ V 17+35 0.3945 0.36 IQ v 17+40 0.3970 0.35 IQ v 17+45 0.3993 0.35 IQ V 17+50 0.4017 0.34 IQ V 17+55 0.4040 0.33 IQ V 18+ 0 0.4063 0.33 IQ V 18+ 5 0.4084 0.32 IQ V 18+10 0.4104 0.28 IQ V 18+15 0.4120 0.24 Q V 18+20 0.4136 0.22 Q V 18+25 0.4151 0.22 Q V 18+30 0.4165 0.21 Q V 18+35 0.4180 0.21 Q V 18+40 0.4194 0.20 Q v 18+45 0.4207 0.20 Q V 18+50 0.4221 0.20 Q V 18+55 0.4234 0.19 Q V 19+ 0 0.4247 0.19 Q V 19+ 5 0.4260 0.19 Q V 19+10 0.4272 0.18 Q v 19+15 0.4285 0.18 Q v 19+20 0.4297 0.18 Q V 19+25 0.4309 0.18 Q V 19+30 0.4321 0.17 Q V 19+35 0.4333 0.17 Q V 19+40 0.4344 0.17 Q V 19+45 0.4356 0.17 Q V 19+50 0.4367 0.16 Q V 19+55 0.4378 0.16 Q V 20+ 0 0.4389 0.16 Q V 20+ 5 0.4400 0.16 Q V 20+10 0.4411 0.16 Q V 20+15 0.4422 0.15 Q V 20+20 0.4432 0.15 Q V 20+25 0.4443 0.15 Q V 20+30 0.4453 0.15 Q V 20+35. 0.4463 0.15 Q V 20+40 0.4473 0.15 Q V 20+45 0.4483 0.15 Q V 20+50 0.4493 0.14 Q V 20+55 0.4503 0.14 Q V 21+ 0 0.4513 0.14 Q v 21+ 5 0.4522 0.14 Q v 21+10 0.4532 0.14 Q V 21+15 0.4541 0.14 Q V 21+20 0.4551 0.14 Q V 21+25 0.4560 0.13 Q V 21+30 0.4569 0.13 Q v 21+35 0.4578 0.13 Q V 21+40 0.4587 0.13 Q V 21+45 0.4596 0.13 Q v 21+50 0.4605 0.13 Q v 21+55 0.4614 0.13 Q v 22+ 0 0.4623 0.13 Q v 22+ 5 0.4632 0.13 Q v 22+10 0.4640 0.13 Q v 22+15 0.4649 0.12 Q v 22+20 0.4657 0.12 Q v 22+25 0.4666 0.12 Q v 22+30 0.4674 0.12 Q v 22+35 0.4682 0.12 Q v 22+40 0.4691 0.12 Q v 22+45 0.4699 0.12 Q v 22+50 0.4707 0.12 Q v 22+55 0.4715 0.12 Q VI 23+ 0 0.4723 0.12 Q VI 23+ 5 0.4731 0.12 Q VI 23+10 0.4739 0.12 Q VI 23+15 0.4747 0.11 Q VI 23+20 0.4755 0.11 Q VI 23+25 0.4762 0.11 Q VI 23+30 0.4770 0.11 Q VI 23+35 0.4778 0.11 Q VI 23+40 0.4786 0.11 Q VI 23+45 0.4793 0.11 Q VI 23+50 0.4801 0.11 Q VI 23+55 0.4808 0.11 Q I VI 24+ 0 0.4816 0.11 Q I VI 24+ 5 0.4823 0.10 Q I VI 24+10 0.4827 0.06 Q I VI 24+15 0.4828 0.02 Q I VI 24+20- 0.4829 0.01 Q I VI 24+25 ----------------------------------------------------------------------- 0.4829 0.00 Q I v m U n i t H y d r o g r a p h A n a 1 y s i s Copyright (c) CIVILCADD/CIVILDESIGN, 1989 1999, Version 6.0 Study date 08/23/05 ........................................................................ ------------------------------------------------------------------------ San Bernardino County Synthetic Unit Hydrology Method Manual date - August 1986 Allard Engineering, Fontana, California - SIN 643 --------------------------------------------------------------------- TRACT 16993 Developed Condition 10 Year 24 Hour Storm Event Storm Event Year = 10 Antecedent Moisture Condition = 3 English (in -lb) Input Units Used 11%� English Rainfall Data (Inches) Input Values Used English Units used in output format Area averaged rainfall intensity isohyetal data: Sub -Area Duration Isohyetal (Ac.) (hours) (In) Rainfall data for year 10 3.40 1 0.98 -------------------------------------------------------------------- Rainfall data for year 10 3.40 6 2.62 -------------------------------------------------------------------- Rainfall data for year 10 3.40 24 5.70 -------------------------------------------------------------------- .................................................................... ******** Area -averaged max loss rate, Fm ******** SCS curve SCS curve Area Area Fp(Fig C6) Ap Fm No.(AMCII) NO.(AMC 3) (Ac.) Fraction (In/Hr) (dec.) (In/Hr) 32.0 52.0 3.40 1.000 0.785 0.500 0.393 Area -averaged adjusted loss rate Fm (In/Hr) = 0.393 ********* Area -Averaged low loss rate fraction, Yb Area Area SCS CN SCS CN S Pervious (Ac.) Fract (AMC2) (AMC3) Yield Fr 1.70 0.500 32.0 52.0 9.23 0.199 1.70 0.500 98.0 98.0 0.20 0.958 Area -averaged catchment yield fraction, Y = 0.579 Area -averaged low loss fraction, Yb 0.421 User entry of time of concentration 0.164 (hours) .................................................................... Watershed area = 3.40(Ac.) Catchment Lag time 0.131 hours Unit interval = 5.000 minutes Unit interval percentage of lag time = 63.5163 Hydrograph baseflow = 0.00(CFS) Average maximum watershed loss rate(Fm) = 0.393(In/Hr) Average low loss rate fraction (Yb) = 0.421 (decimal) VALLEY DEVELOPED S -Graph Selected Computed peak 5 -minute rainfall 0.363(In) Computed peak 30 -minute rainfall 0.743(In) Specified peak 1 -hour rainfall = 0.980(In) Computed peak 3 -hour rainfall = 1.791(In) Specified peak 6 -hour rainfall = 2.620(In) Specified peak 24-hour rainfall 5.700(In) Rainfall depth area reduction factors: Using a total area of 3.40(Ac.) (Ref: fig. E-4) 5 -minute factor 1.000 Adjusted rainfall = 0.363(In) 30 -minute factor 1.000 Adjusted rainfall = 0.743(In) 1 -hour factor = 1.000 Adjusted rainfall = 0.980(In) 3 -hour factor = 1.000 Adjusted rainfall = 1.791(In) 6 -hour factor = 1.000 Adjusted rainfall = 2.620(In) 24-hour factor = --------------------------------------------------------------------- 1.000 Adjusted rainfall = 5.700(In) U n i t H y d r o g r a p h ..................................................................... Interval IS' Graph Unit Hydrograph Number Mean values ((CFS)) (K 41.12 (CFS)) 1 7.278 2.993 2 45.958 15.905 3 84.780 15.963 4 96.661 4.885 5 98.945 0.939 6 100.000 0.434 -------------------------------------------------------------------- Peak Unit Adjusted mass rainfall Unit rainfall Number (In) (In) 1 0.3626 0.3626 2 0.4785 0.1159 3 0.5628 0.0843 4 0.6314 0.0686 5 0.6904 0.0589 6 0.7426 0.0522 7 0.7898 0.0472 8 0.8331 0.0433 9 0.8733 0.0402 10 0.9109 0.0376 11 0.9463 0.0354 12 0.9798 0.0335 13 1.0239 0.0440 14 1.0664 0.0425 15 1.1075 0.0412 16 1.1475 0.0399 17 1.1863 0.0388 18 1.2241 0.0378 19 1.2610 0.0369 20 1.2970 0.0360 21 1.3322 0.0352 22 1.3667 0.0345 23 1.4004 0.0338 24 1.4335 0.0331 25 1.4660 0.0325 26 1.4979 0.0319 27 1.5293 0.0314 28 1.5601 0.0308 29 1.5905 0.0303 30 1.6204 0.0299 31 1.6498 0.0294 32 1.6788 0.0290 33 1.7074 0.0286 34 1.7356 0.0282 35 1.7634 0.0278 36 1.7909 0.0275 37 1.8181 0.0271 38 1.8449 0.0268 39 1.8714 0.0265 40 1.8975 0.0262 41 1.9234 0.0259 42 1.9490 0.0256 43 1.9744 0.0253 44 1.9994 0.0251 45 2.0243 0.0248 46 2.0488 0.0246 47 2.0732 0.0243 48 2.0972 0.0241 49 2.1211 0.0239 50 2.1448 0.0237 51 2.1682 0.0234 52 2.1914 0.0232 53 2.2145 0.0230 54 2.2373 0.0228 55 2.2599 0.0226 tAov. 56 2.2824 0.0225 57 2.3047 0.0223 %wo- 58 2.3268 0.0221 m 59 2.3487 0.0219 60 2.3705 0.0218 61 2.3921 0.0216 62 2.4135 0.0214 63 2.4348 0.0213 64 2.4560 0.0211 65 2.4770 0.0210 66 2.4978 0.0208 67 2.5185 0.0207 68 2.5391 0.0206 69 2.5595 0.0204 70 2.5798 0.0203 71 2.5999 0.0202 72 2.6200 0.0200 73 2.6403 0.0203 74 2.6605 0.0202 75 2.6806 0.0201 76 2.7006 0.0200 77 2.7205 0.0199 78 2.7402 0.0198 79 2.7599 0.0196 80 2.7794 0.0195 81 2.7988 0.0194 82 2.8182 0.0193 83 2.8374 0.0192 84 2.8565 0.0191 85 2.8755 0.0190 86 2.8944 0.0189 87 2.9133 0.0188 88 2.9320 0.0187 89 2.9506 0.0186 9'0 2.9692 0.0185 91 2.9876 0.0185 92 3.0060 0.0184 93 3.0243 0.0183 94 3.0424 0.0182 95 3.0606 0.0181 96 3.0786 0.0180 97 3.0965 0.0179 98 3.1144 0.0179 99 3.1322 0.0178 100 3.1499 0.0177 101 3.1675 0.0176 102 3.1850 0.0175 103 3.2025 0.0175 104 3.2199 0.0174 105 3.2372 0.0173 106 3.2545 0.0173 107 3.2716 0.0172 108 3.2888 0.0171 109 3.3058 0.0170 110 3.3228 0.0170 ill 3.3397 0.0169 112 3.3565 0.0168 113 3.3733 0.0168 114 3.3900 0.0167 115 3.4066 0.0166 116 3.4232 0.0166 117 3.4397 0.0165 118 3.4562 0.0165 119 3.4726 0.0164 120 3.4889 0.0163 121 3.5052 0.0163 122 3.5214 0.0162 123 3.5375 0.0162 124 3.5536 0.0161 125 3.5697 0.0160 126 3.5857 0.0160 127 3.6016 0.0159 128 3.6175 0.0159 129 3.6333 0.0158 130 3.6490 0.0158 131 3.6648 0.0157 132 3.6804 0.0157 133 3.6960 0.0156 134 3.7116 0.0156 135 3.7271 0.0155 136 3.7425 0.0155 137 3.7579 0.0154 138 3.7733 0.0154 139 3.7886 0.0153 140 3.8039 0.0153 141 3.8191 0.0152 142 3.8342 0.0152 143 3.8494 0.0151 144 3.8644 0.0151 145 3.8794 0.0150 146 3.8944 0.0150 147 3.9094 0.0149 148 3.9243 0.0149 149 3.9391 0.0148 150 3.9539 0.0148 151 3.9687 0.0148 152 3.9834 0.0147 153 3.9980 0.0147 154 4.0127 0.0146 155 4.0273 0.0146 156 4.0418 0.0145 157 4.0563 0.0145 158 4.0708 0.0145 159 4.0852 0.0144 160 4.0996 0.0144 161 4.1139 0.0143 162 4.1283 0.0143 163 4.1425 0.0143 164 4.1568 0.0142 165 4.1709 0.0142 166 4.1851 0.0142 167 4.1992 0.0141 168 4.2133 0.0141 169 4.2273 0.0140 lwow� 170 4.2413 0.0140 171 4.2553 0.0140 *awl' 172 4.2693 0.0139 173 4.2832 0.0139 174 4.2970 0.0139 175 4.3108 0.0138 176 4.3246 0.0138 177 4.3384 0.0138 178 4.3521 0.0137 179 4.3658 0.0137 180 4.3795 0.0137 181 4.3931 0.0136 182 4.4067 0.0136 183 4.4203 0.0136 184 4.4338 0.0135 185 4.4473 0.0135 186 4.4607 0.0135 187 4.4742 0.0134 188 4.4876 0.0134 189 4.5009 0.0134 190 4.5143 0.0133 191 4.5276 0.0133 192 4.5409 0.0133 193 4.5541 0.0132 194 4.5673 0.0132 195 4.5805 0.0132 196 4.5937 0.0132 197 4.6068 0.0131 198 4.6199 0.0131 199 4.6330 0.0131 200 4.6460 0.0130 201 4.6590 0.0130 202 4.6720 0.0130 203 4.6849 0.0130 204 4.6979 0.0129 205 4.7108 0.0129 206 4.7236 0.0129 207 4.7365 0.0128 208 4.7493 0.0128 209 4.7621 0.0128 210 4.7748 0.0128 211 4.7876 0.0127 212 4.8003 0.0127 213 4.8130 0.0127 214 4.8256 0.0127 215 4.8383 0.0126 216 4.8509 0.0126 217 4.8634 0.0126 218 4.8760 0.0126 219 4.8885 0.0125 220 4.9010 0.0125 221 4.9135 0.0125 222 4.9260 0.0125 223 4.9384 0.0124 224 4.9508 0.0124 225 4.9632 0.0124 226 4.9755 0.0124 227 4.9879 0.0123 228 5.0002 0.0123 229 5.0125 0.0123 230 5.0247 0.0123 231 5.0370 0.0122 232 5.0492 0.0122 233 5.0614 0.0122 234 5.0735 0.0122 235 5.0857 0.0121 236 5.0978 0.0121 237 5.1099 0.0121 238 5.1220 0.0121 239 5.1340 0.0121 240 5.1461 0.0120 241 5.1581 0.0120 242 5.1701 0.0120 243 5.1820 0.0120 244 5.1940 0.0119 245 5.2059 0.0119 246 5.2178 0.0119 247 5.2297 0.0119 248 5.2416 0.0119 249 5.2534 0.0118 250 5.2652 0.0118 251 5.2770 0.0118 252 5.2888 0.0118 253 5.3006 0.0118 254 5.3123 0.0117 255 5.3240 0.0117 256 5.3357 0.0117 257 5.3474 0.0117 258 5.3590 0.0117 259 5.3707 0.0116 260 5.3823 0.0116 261 5.3939 0.0116 262 5.4055 0.0116 263 5.4170 0.0116 264 5.4286 0.0115 265 5.4401 0.0115 266 5.4516 0.0115 267 5.4631 0.0115 268 5.4745 0.0115 269 5.4860 0.0114 270 5.4974 0.0114 271 5.5088 0.0114 272 5.5202 0.0114 273 5.5316 0.0114 274 5.5429 0.0114 275 5.5543 0.0113 276 5.5656 0.0113 277 5.5769 0.0113 278 5.5881 0.0113 279 5.5994 0.0113 280 5.6106 0.0112 281 5.6219 0.0112 282 5.6331 0.0112 283 5.6443 0.0112 284 5.6555 0.0112 285 5.6666 0.0112 286 5.6777 0.0111 287 5.6889 0.0111 288 5.7000 0.0111 --------------------------------------------------------------------- Unit Unit Unit Effective Period Rainfall Soil -Loss Rainfall (number) (In) (In) (In) --------------------------------------------------------------------- 1 0.0111 0.0047 0.0064 2 0.0111 0.0047 0.0064 3 0.0112 0.0047 0.0065 4 0.0112 0.0047 0.0065 5 0.0112 0.0047 0.0065 6 0.0112 0.0047 0.0065 7 0.0113 0.0047 0.0065 8 0.0113 0.0048 0.0065 9 0.0113 0.0048 0.0065 10 0.0113 0.0048 0.0066 11 0.0114 0.0048 0.0066 12 0.0114 0.0048 0.0066 13 0.0114 0.0048 0.0066 14 0.0114 0.0048 0.0066 15 0.0115 0.0048 0.0066 16 0.0115 0.0048 0.0067 17 0.0115 0.0049 0.0067 18 0.0116 0.0049 0.0067 19 0.0116 0.0049 0.0067 20 0.0116 0.0049 0.0067 21 0.0117 0.0049 0'.0067 22 0.0117 0.0049 0.0068 23 0.0117 0.0049 0.0068 24 0.0117 0.0049 0.0068 25 0.0118 0.0050 0.0068 26 0.0118 0.0050 0.0068 27 0.0118 0.0050 0.0069 28 0.0119 0.0050 0.0069 29 0.0119 0.0050 0.0069 30 0.0119 0.0050 0.0069 31 0.0120 0.0050 0.0069 32 0.0120 0.0051 0.0069 33 0.0120 0.0051 0.0070 34 0.0121 0.0051 0.0070 35 0.0121 0.0051 0.0070 36 0.0121 0.0051 0.0070 37 0.0122 0.0051 0.0070 38 0.0122 0.0051 0.0071 39 0.0122 0.0052 0.0071 40 0.0123 0.0052 0.0071 41 0.0123 0.0052 0.0071 42 0.0123 0.0052 0.0071 43 0.0124 0.0052 0.0072 44 0.0124 0.0052 0.0072 45 0.0125 0.0052 0.0072 46 0.0125 0.0053 0.0072 47 0.0125 0.0053 0.0073 48 0.0126 0.0053 0.0073 49 0.0126 0.0053 0.0073 50 0.0126 0.0053 0.0073 Apol. 51 0.0127 0.0053 0.0073 52 0.0127 0.0054 0.0074 53 0.0128 0.0054 0.0074 54 0.0128 0.0054 0.0074 55 0.0128 0.0054 0.0074 56 0.0129 0.0054 0.0074 57 0.0129 0.0054 0.0075 58 0.0130 0.0055 0.0075 59 0.0130 0.0055 0.0075 60 0.0130 0.0055 0.0075 61 0.0131 0.0055 0.0076 62 0.0131 0.0055 0.0076 63 0.0132 0.0056 0.0076 64 0.0132 0.0056 0.0076 65 0.0133 0.0056 0.0077 66 0.0133 0.0056 0.0077 67 0.0134 0.0056 0.0077 68 0.0134 0.0056 0.0078 69 0.0135 0.0057 0.0078 70 0.0135 0.0057 0.0078 71 0.0136 0.0057 0.0078 72 0.0136 0.0057 0.0079 73 0.0137 0.0058 0.0079 74 0.0137 0.0058 0.0079 75 0.0138 0.0058 0.0080 76 0.0138 0.0058 0.0080 77 0.0139 0.0058 0.0080 78 0.0139 0.0059 0'.0080 79 0.0140 0.0059 0.0081 80 0.0140 0.0059 0.0081 81 0.0141 0.0059 0.0081 82 0.0141 0.0059 0.0082 83 0.0142 0.0060 0.0082 84 0.0142 0.0060 0.0082 85 0.0143 0.0060 0.0083 86 0.0143 0.0060 0.0083 87 0.0144 0.0061 0.0083 88 0.0145 0.0061 0.0084 89 0.0145 0.0061 0.0084 90 0.0146 0.0061 0.0084 91 0.0147 0.0062 0.0085 92 0.0147 0.0062 0.0085 93 0.0148 0.0062 0.0086 94 0.0148 0.0063 0.0086 95 0.0149 0.0063 0.0086 96 0.0150 0.0063 0.0087 97 0.0151 0.0063 0.0087 98 0.0151 0.0064 0.0087 99 0.0152 0.0064 0.0088 100 0.0153 0.0064 0.0088 101 0.0154 0.0065 0.0089 102 0.0154 0.0065 0.0089 103 0.0155 0.0065 0.0090 104 0.0156 0.0066 0.0090 105 0.0157 0.0066 0.0091 106 0.0157 0.0066 0.0091 107 0.0158 0.0067 0.0092 108 0.0159 0.0067 0.0092 109 0.0160 0.0067 0.0093 110 0.0160 0.0068 0.0093 ill 0.0162 0.0068 0.0093 112 0.0162 0.0068 0.0094 113 0.0163 0.0069 0.0095 114 0.0164 0.0069 0.0095 115 0.0165 0.0070 0.0096 116 0.0166 0.0070 0.0096 117 0.0167 0.0070 0.0097 118 0.0168 0.0071 0.0097 119 0.0169 0.0071 0.0098 120 0.0170 0.0071 0.0098 121 0.0171 0.0072 0.0099 122 0.0172 0.0072 0.0099 123 0.0173 0.0073 0.0100 124 0.0174 0.0073 0.0101 125 0.0175 0.0074 0.0102 126 0.0176 0.0074 0.0102 127 0.0178 0.0075 0.0103 128 0.0179 0.0075 0.0103 129 0.0180 0.0076 0.0104 130 0.0181 0.0076 0.0105 131 0.0183 0.0077 0.0106 132 0.0184 0.0077 0.0106 133 0.0185 0.0078 0.0107 134 0.0186 0.0079 0.0108 135 0.0188 0.0079 01.0109 136 0.0189 0.0080 0.0109 137 0.0191 0.0081 0.0111 138 0.0192 0.0081 0.0111 139 0.0194 0.0082 0.0112 140 0.0195 0.0082 0.0113 141 0.0198 0.0083 0.0114 142 0.0199 0.0084 0.0115 143 0.0201 0.0085 0.0116 144 0.0202 0.0085 0.0117 145 0.0200 0.0084 0.0116 146 0.0202 0.0085 0.0117 147 0.0204 0.0086 0.0118 148 0.0206 0.0087 0.0119 149 0.0208 0.0088 0.0121 150 0.0210 0.0088 0.0121 151 0.0213 0.0090 0.0123 152 0.0214 0.0090 0.0124 153 0.0218 0.0092 0.0126 154 0.0219 0.0092 0.0127 155 0.0223 0.0094 0.0129 156 0.0225 0.0095 0.0130 157 0.0228 0.0096 0.0132 158 0.0230 0.0097 0.0133 159 0.0234 0.0099 0.0136 160 0.0237 0.0100 0.0137 161 0.0241 0.0102 0.0139 162 0.0243 0.0102 0.0141 163 0.0248 0.0105 0.0144 164 0.0251 0.0106 0.0145 165 0.0256 0.0108 0.0148 166 0.0259 0.0109 0.0150 167 0.0265 0.0112 0.0153 168 0.0268 0.0113 0.0155 169 0.0275 0.0116 0.0159 170 0.0278 0.0117 0.0161 171 0.0286 0.0120 0.0166 172 0.0290 0.0122 0.0168 173 0.0299 0.0126 0.0173 174 0.0303 0.0128 0.0176 175 0.0314 0.0132 0.0181 176 0.0319 0.0134 0.0185 177 0.0331 0.0139 �0.0192 178 0.0338 0.0142 0.0195 179 0.0352 0.0148 0.0204 180 0.0360 0.0152 0.0208 181 0.0378 0.0159 0.0219 182 0.0388 0.0164 0.0225 183 0.0412 0.0173 0.0238 184 0.0425 0.0179 0.0246 185 0.0335 0.0141 0.0194 186 0.0354 0.0149 0.0205 187 0.0402 0.0169 0.0233 188 0.0433 0.0183 0.0251 189 0.0522 0.0220 0.0302 190 0.0589 0.0248 0.0341 191 0.0843 0.0327 0.0515 192 0.1159 0.0327 0-.0832 193 0.3626 0.0327 0.3299 194 0.0686 0.0289 0.0397 195 0.0472 0.0199 0.0273 196 0.0376 0.0158 0.0218 197 0.0440 0.0185 0.0255 198 0.0399 0.0168 0.0231 199 0.0369 0.0155 0.0213 200 0.0345 0.0145 0.0199 201 0.0325 0.0137 0.0188 202 0.0308 0.0130 0.0178 203 0.0294 0.0124 0.0170 204 0.0282 0.0119 0.0163 205 0.0271 0.0114 0.0157 206 0.0262 0.0110 0.0152 207 0.0253 0.0107 0.0147 208 0.0246 0.0103 0.0142 209 0.0239 0.0101 0.0138 210 0.0232 0.0098 0.0134 211 0.0226 0.0095 0.0131 212 0.0221 0.0093 0.0128 213 0.0216 0.0091 0.0125 214 0.0211 0.0089 0.0122 215 0.0207 0.0087 0.0120 216 0.0203 0.0085 0.0117 217 0.0203 0.0086 0.0118 218 0.0200 0.0084 0.0116 219 0.0196 0.0083 0.0114 220 0.0193 0.0081 0.0112 221 0.0190 0.0080 0.0110 222 0.0187 0.0079 0.0108 223 0.0185 0.0078 0.0107 224 0.0182 0.0077 0.0105 225 0.0179 0.0076 0.0104 226 0.0177 0.0075 0.0102 227 0.0175 0.0074 0.0101 228 0.0173 0.0073 0.0100 229 0.0170 0.0072 0.0099 230 0.0168 0.0071 0.0097 231 0.0166 0.0070 0.0096 232 0.0165 0.0069 0.0095 233 0.0163 0.0069 0.0094 234 0.0161 0.0068 0.0093 235 0.0159 0.0067 0.0092 236 0.0158 0.0066 0.0091 237 0.0156 0.0066 0.0090 238 0.0155 0.0065 0.0089 239 0.0153 0.0064 0.0089 240 0.0152 0.0064 0.0088 241 0.0150 0.0063 0.0087 242 0.0149 0.0063 0.0086 243 0.0148 0.0062 0.0085 244 0.0146 0.0062 0.0085 245 0.0145 0.0061 0.0084 246 0.0144 0.0061 0.0083 247 0.0143 0.0060 0.0083 248 0.0142 0.0060 0.0082 249 0.0140 0.0059 0'.0081 250 0.0139 0.0059 0.0081 251 0.0138 0.0058 0.0080 252 0.0137 0.0058 0.0079 253 0.0136 0.0057 0.0079 254 0.0135 0.0057 0.0078 255 0.0134 0.0057 0.0078 256 0.0133 0.0056 0.0077 257 0.0132 0.0056 0.0077 258 0.0132 0.0055 0.0076 259 0.0131 0.0055 0.0076 260 0.0130 0.0055 0.0075 261 0.0129 0.0054 0.0075 262 0.0128 0.0054 0.0074 263 0.0127 0.0054 0.0074 264 0.0127 0.0053 0.0073 265 0.0126 0.0053 0.0073 266 0.0125 0.0053 0.0072 267 0.0124 0.0052 0.0072 268 0.0124 0.0052 0.0072 269 0.0123 0.0052 0.0071 270 0.0122 0.0051 0.0071 271 0.0121 0.0051 0.0070 272 0.0121 0.0051 0.0070 273 0.0120 0.0051 0.0070 274 0.0119 0.0050 0.0069 275 0.0119 0.0050 0.0069 276 0.0118 0.0050 0.0068 277 0.0118 0.0050 0.0068 278 0.0117 0.0049 0.0068 279 0.0116 0.0049 0.0067 280 0.0116 0.0049 0.0067 281 0.0115 0.0049 0.0067 282 0.0115 0.0048 0.0066 283 0.0114 0.0048 0.0066 284 0.0114 0.0048 0.0066 285 0.0113 0.0048 0.0065 286 0.0112 0.0047 0.0065 287 0.0112 0.0047 0.0065 288 -------------------------------------------------------------------- 0.0111 0.0047 0.0064 -------------------------------------------------------------------- Total soil rain loss = 2.26(In) Total effective rainfall 3.44(In) Peak flow rate in flood hydrograph = 6.99(CFS) --------------------------------------------------------------------- .................................................................... 24 - H 0 U R S T 0 R M R u n o f f H y d r o g r a p h Hydrograph in 5 Minute intervals ((CFS)) -------------------------------------------------------------------- Time(h+m) Volume Ac.Ft Q(CFS) 0 2.5 5.0 7.5 10.0 ----------------------------------------------------------------------- 0+ 5 0.0001 0.02 Q 0+10 0.0010 0.12 Q 0+15 0.0025 0.22 Q 0+20 0.0043 0.26 VQ 0+25 0.0061 0.26 VQ 0+30 0.0079 0.27 VQ 0+35" 0.0098 0.27 VQ 0+40 0.0116 0.27 VQ 0+45 0.0134 0.27 VQ 0+50 0.0153 0.27 VQ 0+55 0.0172 0.27 VQ 1+ 0 0.0190 0.27 VQ 1+ 5 0.0209 0.27 VQ 1+10 0.0227 0.27 VQ 1+15 0.0246 0.27 IQ 1+20 0.0265 0.27 IQ 1+25 0.0284 0.27 IQ 1+30 0.0303 0.27 IQ 1+35 0.0322 0.27 IQ 1+40 0.0341 0.28 IQ 1+45 0.0360 0.28 IQ 1+50 0.0379 0.28 IQ 1+55 0.0398 0.28 IQ 2+ 0 0.0417 0.28 IQ 2+ 5 0.0436 0.28 IQ 2+10 0.0455 0.28 IQ 2+15 0.0475 0.28 IQ 2+20 0.0494 0.28 IQV 2+25 0.0513 0.28 IQV 2+30 0.0533 0.28 1 QV 2+35 0.0552 0.28 IQV 2+40 0.0572 0.28 IQV 2+45 0.0592 0.28 IQV 2+50 0.0611 0.29 IQV 2+55 0.0631 0.29 IQV 3+ 0 0.0651 0.29 IQV 3+ 5 0.0671 0.29 IQV 3+10 0.0691 0.29 IQV 3+15 0.0711 0.29 IQV 3+20 0.0731 0.29 IQ V 3+25 0.0751 0.29 IQ V 3+30 0.0771 0.29 IQ V 3+35 0.0791 0.29 IQ V 3+40 0.0811 0.29 IQ V 3+45 0.0831 0.29 IQ V 3+50 0.0852 0.30 IQ V 3+55 0.0872 0.30 IQ V 4+ 0 0.0893 0.30 IQ V 4+ 5 0.0913 0.30 IQ V 4+10 0.0934 0.30 IQ V 4+15 0.0955 0.30 IQ V 4+20 0.0975 0.30 IQ V 4+25 0.0996 0.30 IQ V 4+30 0.1017 0.30 IQ V 4+35 0.1038 0.30 IQ V 4+40 0.1059 0.30 IQ V 4+45 0.1080 0.31 IQ V 4+50 0.1101 0.31 IQ V 4+55 0.1122 0.31 IQ V 5+ 0 0.1143 0.31 IQ V 5+ 5 0.1165 0.31 IQ V 5+10 0.1186 0.31 IQ V 5+15 0.1208 0.31 IQ V 5+20" 0.1229 0.31 IQ V 5+25 0.1251 0.31 IQ V 5+30 0.1273 0.32 IQ V 5+35 0.1294 0.32 IQ V 5+40 0.1316 0.32 IQ V 5+45 0.1338 0.32 IQ V 5+50 0.1360 0.32 IQ V 5+55 0.1382 0.32 IQ V 6+ 0 0.1404 0.32 IQ V 6+ 5 0.1427 0.32 IQ V 6+10 0.1449 0.32 IQ V 6+15 0.1471 0.33 IQ V 6+20 0.1494 0.33 IQ V 6+25 0.1516 0.33 IQ V 6+30 0.1539 0.33 IQ V 6+35 0.1562 0.33 IQ V 6+40 0.1585 0.33 IQ V 6+45 0.1607 0.33 IQ V 6+50 0.1630 0.33 IQ V 6+55 0.1654 0.34 IQ v 7+ 0 0.1677 0 . 34 IQ V 7+ 5 0.1700 0.34 IQ V 7+10 0.1723 0.34 IQ v I 7+15 0.1747 0.34 IQ v I 7+20 0.1770 0.34 IQ v I 7+25 0.1794 0.34 IQ v I 7+30 0.1818 0.34 IQ V 1 7+35 0.1842 0.35 IQ V I 7+40 0.1866 0.35 IQ V 1 7+45 0.1890 0.35 IQ V 1 7+50 0.1914 0.35 IQ V I 7+55 0.1938 0.35 IQ V 1 8+ 0 0.11963 0.35 IQ V I 8+ 5 0.1987 0.36 IQ V I 8+10 0.2012 0.36 IQ V 1 8+15 0.2036 0.36 IQ V 1 8+20 0.2061 0.36 IQ V 1 8+25 0.2086 0.36 IQ V 1 8+30 0.2111 0.36 IQ V 1 8+35 0.2136 0.37 IQ V 1 8+40 0.2162 0.37 IQ V 1 8+45 0.2187 0.37 IQ V 1 8+50 0.2213 0.37 IQ VI 8+55 0.2238 0.37 IQ VI 9+ 0 0.2264 0.37 IQ VI 9+ 5 0.2290 0.38 IQ VI 9+10 0.2316 0.38 IQ VI 9+15 0.2342 0.38 IQ VI 9+20 0.2369 0.38 IQ VI 9+25 0.2395 0.38 IQ VI 9+30 0.2422 0.39 IQ VI 9+35 0.2449 0.39 IQ V 9+40 0.2476 0.39 IQ V 9+45 0.2503 0.39 IQ V 9+50 0.2530 0.40 IQ V 9+55 0.2557 0.40 IQ V 10+ 0 0.2585 0.40 IQ V 10+ 5' 0.2613 0.40 IQ V 10+10 0.2641 0.41 IQ V 10+15 0.2669 0.41 IQ V 10+20 0.2697 0.41 IQ IV 10+25 0.2725 0.41 IQ IV 10+30 0.2754 0.42 IQ IV 10+35 0.2783 0.42 IQ IV 10+40 0.2812 0.42 IQ IV 10+45 0.2841 0.42 IQ IV 10+50 0.2870 0.43 IQ IV 10+55 0.2900 0.43 IQ IV 11+ 0 0.2930 0.43 IQ I V 11+ 5 0.2960 0.44 IQ I V 11+10 0.2990 0.44 IQ I V 11+15 0.3020 0.44 IQ I V 11+20 0.3051 0.45 IQ I V 11+25 0.3082 0.45 IQ I V 11+30 0.3113 0.45 IQ I V 11+35 0.3144 0.46 IQ I V 11+40 0.3176 0.46 IQ I V 11+45 0.3208 0.46 IQ I V 11+50 0.3240 0.47 IQ I V 11+55 0.3272 0.47 IQ I V 12+ 0 0.3305 0.47 IQ I V 12+ 5 0.3338 0.48 IQ I V 12+10 0.3371 0.48 IQ I V 12+15 0.3404 0.48 1 Q V 12+20 0.3437 0.48 IQ V 12+25 0.3471 0.49 IQ V 12+30 0.3505 0.49 IQ V 12+35 0.3539 0.50 IQ V 12+40 0.3573 0.50 Q I V 12+45 0.3608 0.51 Q I V 12+50 0.3644 0.51 Q I V 12+55 0.3679 0.52 Q I v 13+ 0 0.3716 0.53 Q I V 13+ 5 0.3752 0.53 Q I V 13+10 0.3789 0 . 54 Q I V 13+15 0.3827 0 . 54 Q I v 13+20 0.3865 0 . 55 Q I V 13+25 0.3903 0 . 56 Q I V 13+30 0.3942 0 . 57 Q I V 13+35 0.3982 0 . 57 Q I V 13+40 0.4022 0 . 58 Q I V 13+45 0.4063 0 . 59 Q I V 13+50 0.4104 0 . 60 Q I V 13+55 0.4146 0 . 61 Q I V 14+ 0 0.4189 0 . 62 Q I v 14+ 5 0.4233 0.63 Q I V 14+10 0.4277 0.64 Q I V 14+15 0.4322 0 . 66 Q I V 14+20 0.4368 0 . 67 Q I V 14+25 0.4416 0 . 68 Q I V 14+30 0.4464 0.70 Q I v 14+35 0.4513 0.71 Q I V 14+40 0.4563 0.73 Q I V 14+45 0.4615 0.75 Q I V 14+50 0.4668 0.77 Q I VI 14+55 0.4723 0 . 79 Q I VI 15+ 0 0.4779 0 . 82 Q I VI 15+ 5 0.4837 0 . 84 Q I VI 15+10 0.4897 0 . 87 Q I V 15+15 0.4960 o . 91 Q I V 15+20 0.5025 0 . 95 Q I V 15+25 0.5092 0 . 97 Q I V 15+30 0.5154 o . 91 Q IV 15+35 0.5213 0 . 86 Q IV 15+40 0.5275 o . go Q IV 15+45 0.5343 o . 99 Q IV 15+50 0.5421 1 . 12 Q I V 15+55 0.5513 1 . 33 Q I I v 16+ 0 0.5636 1 . 79 Q I I V I 16+ 5 0.5866 3 . 34 Q I v 16+10 0.6348 6 . 99 VQ 16+15 0.6792 6 . 45 Q V 16+20 0.6988 2 . 85 IQ v 16+25 0.7084 1.40 Q I VI 16+30 0.7162 1.14 Q I VI 16+35 0.7230 o . 99 Q I VI 16+40 0.7294 0 . 92 Q I VI 16+45 0.7353 0 . 86 Q I V 16+50 0.7409 0 . 81 Q I V 16+55 0.7461 0 . 76 Q I V m m 17+ 0 0.7511 0.72 Q V 17+ 5 0.7559 0.69 Q IV 17+10 0.7605 0.66 Q IV 17+15 0.7649 0 . 64 Q IV 17+20 0.7691 0 . 62 Q IV 17+25 0.7732 0 . 60 Q IV 17+30 0.7772 0 . 58 Q IV 17+35 0.7811 0.56 Q v 17+40 0.7849 0.55 Q V 17+45 0.7886 0 . 53 Q v 17+50 0.7922 0 . 52 Q V 17+55 0.7957 0 . 51 Q v 18+ 0 0.7991 0 . 50 IQ V 18+ 5 0.8025 0 . 49 IQ V 18+10 0.8058 0 . 48 IQ V 18+15 0.8091 0 . 48 IQ V 18+20 0.8124 0 . 47 IQ V 18+25 0.8156 0 . 46 IQ V 18+30 0.8187 0 . 46 IQ V 18+35 0.8218 0 . 45 IQ V 18+40 0.8249 0 . 44 IQ V 18+45 0.8279 0 . 44 IQ v 18+50 0.8309 0 . 43 IQ V 18+55 0.8338 0 . 43 IQ v 19+ 0 0.8367 0 . 42 IQ V 19+ 5 0.8395 0 . 41 IQ V 19+10 0.8424 0 . 41 IQ v 19+15 0.8451 0 . 40 IQ v 19+20 0.8479 0 . 40 IQ v 19+25 0.8506 0 . 39 IQ V 19+30 0.8533 0 . 39 IQ v 19+35' 0.8560 0 . 39 IQ V 19+40 0.8586 0 . 38 IQ V 19+45 0.8612 0 . 38 IQ v 19+50 0.8638 0 . 37 IQ V 19+55 0.8663 0 . 37 IQ v 20+ 0 0.8688 0 . 37 IQ V 20+ 5 0.8713 0 . 36 IQ v 20+10 0.8738 0 . 36 IQ V 20+15 0.8763 0 . 36 IQ V 20+20 0.8787 0 . 35 IQ V 20+25 0.8811 0 . 35 IQ V 20+30 0.8835 0 . 35 IQ V 20+35 0.8859 0 . 34 IQ V 20+40 0.8882 0.34 IQ V 20+45 0.8906 0.34 IQ V 20+50 0.8929 0.34 IQ V 20+55 0.8952 0.33 IQ V 21+ 0 0.8974 0.33 IQ V 21+ 5 0.8997 0.33 IQ V 21+10 0.9019 0.33 IQ V 21+15 0.9042 0.32 IQ v 21+20 0.9064 0.32 IQ V 21+25 0.9086 0.32 IQ v 21+30 0.9108 0.32 IQ V 21+35 0.9129 0.31 IQ V 21+40 0.9151 0.31 IQ v 21+45 0.9172 0.31 1 Q v 21+50 0.9193 0.31 IQ v 21+55 0.9215 0.31 IQ v 22+ 0 0.9235 0 . 30 IQ v 22+ 5 0.9256 0 . 30 IQ v 22+10 0.9277 0 . 30 IQ v 22+15 0.9298 0 . 30 IQ v 22+20 0.9318 0.30 IQ v 22+25 0.9338 0.30 IQ v 22+30 0.9359 0.29 IQ v 22+35 0.9379 0 . 29 IQ v 22+40 0.9399 0 . 29 IQ v 22+45 0.9419 0 . 29 IQ v 22+50 0.9438 0 . 29 IQ v 22+55 0.9458 0 . 29 IQ v 23+ 0 0.9477 0 . 28 IQ v 23+ 5 0.9497 0 . 28 IQ VI 23+10 0.9516 0 . 28 IQ VI 23+15 0.9535 0 . 28 IQ VI 23+20 0.9555 0 . 28 IQ VI 23+25 0.9574 0 . 28 IQ VI 23+30 0.9593 0 . 28 IQ VI 23+35 0.9611 0 . 27 IQ VI 23+40 0.9630 0.27 IQ VI 23+45 0.9649 0.27 IQ VI 23+50 0.9667 0.27 IQ VI 23+55 0.9686 0 . 27 IQ VI 24+ 0 0.9704 0.27 IQ VI 24+ 5 0.9721 0.25 Q VI 24+10 0.9731 0.14 Q VI 24+15 0.9734 0.04 Q VI 24+20 0.9735 0.01 Q VI 24+25 ----------------------------------------------------------------------- 0.9735 0.00 Q VI cm N U n i t H y d r o g r a p h A n a 1 y s i s Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 1999, Version 6.0 Study date 05/09/05 ........................................................................ ------------------------------------------------------------------------ San Bernardino County Synthetic Unit Hydrology Method Manual date - August 1986 Allard Engineering, Fontana, California - SIN 643 --------------------------------------------------------------------- Tract 16993 Developed Condition 25 Year 24 Hour Storm Event Storm Event Year = 25 Antecedent Moisture Condition = 3 English (in -lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format Area averaged rainfall intensity isohyetal data: Sub -Area Duration Isohyetal (Ac.) (hours) (In) Rainfall data for year 25 3.40 1 1.20 -------------------------------------------------------------------- Rainfall data for year 25 3.40 6 3.05 -------------------------------------------------------------------- Rainfall data for year 25 3.40 24 7.00 -------------------------------------------------------------------- .................................................................... ******** Area -averaged max loss rate, Fm ******** SCS curve SCS curve Area Area Fp(Fig C6) Ap Fm No.(AMCII) NO.(AMC 3) (Ac.) Fraction (In/Hr) (dec.) (In/Hr) 32.0 52.0 3.40 1.000 0.785 0.500 0.393 _Awft- Area -averaged adjusted loss rate Fm (In/Hr) = 0.393 ********* Area -Averaged low loss rate fraction, Yb Area Area SCS CN SCS CN S Pervious (Ac.) Fract (AMC2) (AMC3) Yield Fr 1.70 0.500 32.0 52.0 9.23 0.264 1.70 0.500 98.0 98.0 0.20 0.966 Area -averaged catchment yield fraction, Y = 0.615 Area -averaged low loss fraction, Yb 0.385 User entry of time of concentration 0.164 (hours) ...................................................... .............. Watershed area = 3.40(Ac.) Catchment Lag time 0.131 hours Unit interval = 5.000 minutes Unit interval percentage of lag time = 63.5163 Hydrograph baseflow = 0.00(CFS) Average maximum watershed loss rate(Fm) = 0.393(In/Hr) Average low loss rate fraction (Yb) = 0.385 (decimal) VALLEY DEVELOPED S -Graph Selected Computed peak 5 -minute rainfall 0.444(In) Computed peak 30 -minute rainfall 0.909(In) Specified peak 1 -hour rainfall = 1.200(In) Computed peak 3 -hour rainfall = 2.126(In) Specified peak 6 -hour rainfall = 3.050(In) Specified peak 24-hour rainfall 7.000(In) Rainfall depth area reduction factors: Using a total area of 3.40(Ac.) (Ref: fig. E-4) 5 -minute factor 1.000 Adjusted rainfall = 0.444(In) 30 -minute factor 1.000 Adjusted rainfall = 0.909(In) 1 -hour factor = 1.000 Adjusted rainfall = 1.200(In) 3 -hour factor = 1.000 Adjusted rainfall = 2.126(In) 6 -hour factor = 1.000 Adjusted rainfall = 3.050(In) 24-hour factor = --------------------------------------------------------------------- 1.000 Adjusted rainfall = 7.000(In) U n i t H y d r o g r a p h ..................................................................... Interval 'S' Graph Unit Hydrograph Number Mean values ((CFS)) (K 41.12 (CFS)) 1 7.278 2.993 2 45.958 15.905 3 84.780 15.963 4 96.661 4.885 5 98.945 0.939 6 100.000 0.434 --------------------------------------------------------------------- Peak unit Adjusted mass rainfall Unit rainfall Number (In) (In) 1 0.4441 0.4441 2 0.5859 0.1419 3 0.6891 0.1032 4 0.7731 0.0840 5 0.8453 0.0722 6 0.9093 0.0640 7 0.9671 0.0578 8 1.0202 0.0531 9 1.0694 0.0492 10 1.1154 0.0460 11 1.1588 0.0433 12 1.1998 0.0410 13 1.2509 0.0511 14 1.3001 0.0492 15 1.3477 0.0476 16 1.3937 0.0461 17 1.4384 0.0447 18 1.4819 0.0435 19 1.5242 0.0423 20 1.5654 0.0413 21 1.6057 0.0403 22 1.6451 0.0394 23 1.6836 0.0385 24 1.7214 0.0377 25 1.7583 0.0370 26 1.7946 0.0363 27 1.8302 0.0356 28 1.8652 0.0350 29 1.8996 0.0344 30 1.9335 0.0338 31 1.9668 0.0333 32 1.9996 0.0328 33 2.0319 0.0323 34 2.0637 0.0318 35 2.0951 0.0314 36 2.1260 0.0310 37 2.1566 0.0305 38 2.1867 0.0302 39 2.2165 0.0298 40 2.2459 0.0294 41 2.2750 0.0291 42 2.3037 0.0287 43 2.3321 0.0284 44 2.3602 0.0281 45 2.3879 0.0278 46 2.4154 0.0275 47 2.4426 0.0272 48 2.4695 0.0269 49 2.4962 0.0267 50 2.5226 0.0264 51 2.5487 0.0261 52 2.5746 0.0259 53 2.6003 0.0257 54 2.6257 0.0254 55 2.6509 0.0252 56 2.6759 0.0250 57 2.7007 0.0248 58 2.7252 0.0246 IAMR� 59 2.7496 0.0244 60 2.7738 0.0242 ,*%MOW 61 2.7977 0.0240 62 2.8215 0.0238 63 2.8451 0.0236 64 2.8686 0.0234 65 2.8918 0.0232 66 2.9149 0.0231 67 2.9378 0.0229 68 2.9605 0.0227 69 2.9831 0.0226 70 3.0056 0.0224 71 3.0278 0.0223 72 3.0500 0.0221 73 3.0753 0.0253 74 3.1005 0.0252 75 3.1255 0.0250 76 3.1504 0.0249 77 3.1752 0.0248 78 3.1998 0.0246 79 3.2244 0.0245 80 3.2488 0.0244 81 3.2730 0.0243 82 3.2972 0.0242 83 3.3212 0.0240 84 3.3451 0.0239 85 3.3690 0.0238 86 3.3926 0.0237 87 3.4162 0.0236 88 3.4397 0.0235 89 3.4631 0.0234 90 3.4864 0.0233 91 3.5095 0.0232 92 3.5326 0.0231 93 3.5555 0.0230 94 3.5784 0.0229 95 3.6012 0.0228 96 3.6238 0.0227 97 3.6464 0.0226 98 3.6689 0.0225 99 3.6913 0.0224 100 3.7136 0.0223 101 3.7358 0.0222 102 3.7579 0.0221 103 3.7799 0.0220 104 3.8019 0.0220 105 3.8238 0.0219 106 3.8455 0.0218 107 3.8672 0.0217 108 3.8889 0.0216 109 3.9104 0.0215 110 3.9319 0.0215 ill 3.9532 0.0214 112 3.9745 0.0213 113 3.9958 0.0212 114 4.0169 0.0212 115 4.0380 0.0211 116 4.0590 0.0210 .Aoff� 117 4.0800 0.0209 118 4.1008 0.0209 119 4.1216 0.0208 120 4.1423 0.0207 121 4.1630 0.0207 122 4.1836 0.0206 123 4.2041 0.0205 124 4.2245 0.0204 125 4.2449 0.0204 126 4.2652 0.0203 127 4.2855 0.0203 128 4.3057 0.0202 129 4.3258 0.0201 130 4.3459 0.0201 131 4.3659 0.0200 132 4.3858 0.0199 133 4.4057 0.0199 134 4.4255 0.0198 135 4.4453 0.0198 136 4.4650 0.0197 137 4.4846 0.0196 138 4.5042 0.0196 139 4.5237 0.0195 140 4.5432 0.0195 141 4.5626 0.0194 142 4.5820 0.0194 143 4.6013 0.0193 144 4.6206 0.0193 145 4.6398 0.0192 146 4.6589 0.0191 147 4.6780 0.0191 148 4.6971 0.0190 149 4.7161 0.0190 150 4.7350 0.0189 151 4.7539 0.0189 152 4.7727 0.0188 153 4.7915 0.0188 154 4.8103 0.0187 155 4.8290 0.0187 156 4.8476 0.0186 157 4.8662 0.0186 158 4.8848 0.0186 15.9 4.9033 0.0185 160 4.9217 0.0185 161 4.9401 0.0184 162 4.9585 0.0184 163 4.9768 0.0183 164 4.9951 0.0183 165 5.0133 0.0182 166 5.0315 0.0182 167 5.0497 0.0181 168 5.0678 0.0181 169 5.0858 0.0181 170 5.1038 0.0180 171 5.1218 0.0180 172 5.1397 0.0179 173 5.1576 0.0179 low- 174 5.1755 0.0178 175 5.1933 0.0178 176 5.2110 0.0178 177 5.2287 0.0177 178 5.2464 0.0177 179 5.2641 0.0176 180 5.2817 0.0176 181 5.2992 0.0176 182 5.3168 0.0175 183 5.3343 0.0175 184 5.3517 0.0174 185 5.3691 0.0174 186 5.3865 0.0174 187 5.4038 0.0173 188 5.4211 0.0173 189 5.4384 0.0173 190 5.4556 0.0172 191 5.4728 0.0172 192 5.4900 0.0172 193 5.5071 0.0171 194 5.5242 0.0171 195 5.5412 0.0170 196 5.5582 0.0170 197 5.5752 0.0170 198 5.5921 0.0169 199 5.6090 0.0169 200 5.6259 0.0169 201 5.6428 0.0168 202 5.6596 0.0168 203 5.6763 0.0168 204 5.6931 0.0167 205 5.7098 0.0167 206 5.7265 0.0167 207 5.7431 0.0166 208 5.7597 0.0166 209 5.7763 0.0166 210 5.7928 0.0165 211 5.8094 0.0165 212 5.8258 0.0165 213 5.8423 0.0165 214 5.8587 0.0164 215 5.8751 0.0164 216 5.8915 0.0164 217 5.9078 0.0163 218 5.9241 0.0163 219 5.9404 0.0163 220 5.9566 0.0162 221 5.9728 0.0162 222 5.9890 0.0162 223 6.0052 0.0162 224 6.0213 0.0161 225 6.0374 0.0161 226 6.0534 0.0161 227 6.0695 0.0160 228 6.0855 0.0160 229 6.1015 0.0160 230 6.1174 0.0160 231 6.1333 0.0159 ,%WWI 232 6.1492 0.0159 233 6.1651 0.0159 234 6.1810 0.0158 235 6.1968 0.0158 236 6.2126 0.0158 237 6.2283 0.0158 238 6.2441 0.0157 239 6.2598 0.0157 240 6.2754 0.0157 241 6.2911 0.0157 242 6.3067 0.0156 243 6.3223 0.0156 244 6.3379 0.0156 245 6.3535 0.0156 246 6.3690 0.0155 247 6.3845 0.0155 248 6.4000 0.0155 249 6.4154 0.0155 250 6.4309 0.0154 251 6.4463 0.0154 252 6.4616 0.0154 253 6.4770 0.0154 254 6.4923 0.0153 255 6.5076 0.0153 256 6.5229 0.0153 257 6.5382 0.0153 258 6.5534 0.0152 259 6.5686 0.0152 260 6.5838 0.0152 261 6.5990 0.0152 262 6.6141 0.0151 263 6.6292 0.0151 264 6.6443 0.0151 265 6.6594 0.0151 266 6.6744 0.0150 267 6.6895 0.0150 268 6.7045 0.0150 269 6.7194 0.0150 270 6.7344 0.0150 271 6.7493 0.0149 272 6.7643 0.0149 273 6.7791 0.0149 274 6.7940 0.0149 275 6.8089 0.0148 276 6.8237 0.0148 277 6.8385 0.0148 278 6.8533 0.0148 279 6.8680 0.0148 280 6.8828 0.0147 281 6.8975 0.0147 282 6.9122 0.0147 283 6.9269 0.0147 284 6.9415 0.0147 285 6.9562 0.0146 286 6.9708 0.0146 287 6.9854 0.0146 288 7.0000 0.0146 --------------------------------------------------------------------- Unit Unit Unit Effective Period Rainfall Soil -Loss Rainfall (number) (In) (In) (In) --------------------------------------------------------------------- 1 0.0146 0.0056 0.0090 2 0.0146 0.0056 0.0090 3 0.0146 0.0056 0.0090 4 0.0147 0.0056 0.0090 5 0.0147 0.0057 0.0090 6 0.0147 0.0057 0.0091 7 0.0148 0.0057 0.0091 8 0.0148 0.0057 0.0091 9 0.0148 0.0057 0.0091 10 0.0148 0.0057 0.0091 11 0.0149 0.0057 0.0092 12 0.0149 0.0057 0.0092 13 0.0150 0.0058 0.0092 14 0.0150 0.0058 0.0092 15 0.0150 0.0058 0.0092 16 0.0150 0.0058 0.0093 17 0.0151 0.0058 0.0093 18 0.0151 0.0058 0.0093 19 0.0152 0.0058 0.0093 20 0.0152 0.0058 0.0093 21 0.0152 0.0059 0'.0094 22 0.0153 0.0059 0.0094 23 0.0153 0.0059 0.0094 24 0.0153 0.0059 0.0094 25 0.0154 0.0059 0.0095 26 0.0154 0.0059 0.0095 27 0.0155 0.0060 0.0095 28 0.0155 0.0060 0.0095 29 0.0155 0.0060 0.0095 30 0.0156 0.0060 0.0096 31 0.0156 0.0060 0.0096 32 0.0156 0.0060 0.0096 33 0.0157 0.0060 0.0096 34 0.0157 0.0061 0.0097 35 0.0158 0.0061 0.0097 36 0.0158 0.0061 0.0097 37 0.0158 0.0061 0.0097 38 0.0159 0.0061 0.0098 39 0.0159 0.0061 0.0098 40 0.0160 0.0061 0.0098 41 0.0160 0.0062 0.0098 42 0.0160 0.0062 0.0099 43 0.0161 0.0062 0.0099 44 0.0161 0.0062 0.0099 45 0.0162 0.0062 0.0099 46 0.0162 0.0062 0.0100 47 0.0163 0.0063 0.0100 48 0.0163 0.0063 0.0100 49 0.0164 0.0063 0.0101 50 0.0164 0.0063 0.0101 AIM-, 51 0.0165 0.0063 0.0101 52 0.0165 0.0063 0.0101 53 0.0165 0.0064 0.0102 54 0.0166 0.0064 0.0102 55 0.0166 0.0064 0.0102 56 0.0167 0.0064 0.0103 57 0.0167 0.0064 0.0103 58 0.0168 0.0065 0.0103 59 0.0168 0.0065 0.0104 60 0.0169 0.0065 0.0104 61 0.0169 0.0065 0.0104 62 0.0170 0.0065 0.0104 63 0.0170 0.0066 0.0105 64 0.0171 0.0066 0.0105 65 0.0172 0.0066 0.0105 66 0.0172 0.0066 0.0106 67 0.0173 0.0066 0.0106 68 0.0173 0.0067 0.0106 69 0.0174 0.0067 0.0107 70 0.0174 0.0067 0.0107 71 0.0175 0.0067 0.0108 72 0.0175 0.0068 0.0108 73 0.0176 0.0068 0.0108 74 0.0176 0.0068 0.0108 75 0.0177 0.0068 0.0109 76 0.0178 0.0068 0.0109 77 0.0178 0.0069 0.0110 78 0.0179 0.0069 0'.0110 79 0.0180 0.0069 0.0110 80 0.0180 0.0069 0.0111 81 0.0181 0.0070 0.0111 82 0.0181 0.0070 0.0112 83 0.0182 0.0070 0.0112 84 0.0183 0.0070 0.0112 85 0.0184 0.0071 0.0113 86 0.0184 0.0071 0.0113 87 0.0185 0.0071 0.0114 88 0.0186 0.0071 0.0114 89 0.0186 0.0072 0.0115 90 0.0187 0.0072 0.0115 91 0.0188 0.0072 0.0116 92 0.0188 0.0073 0.0116 93 0.0189 0.0073 0.0116 9.4 0.0190 0.0073 0.0117 95 0.0191 0.0074 0.0117 96 0.0191 0.0074 0.0118 97 0.0193 0.0074 0.0118 98 0.0193 0.0074 0.0119 99 0.0194 0.0075 0.0119 100 0.0195 0.0075 0.0120 101 0.0196 0.0075 0.0120 102 0.0196 0.0076 0.0121 103 0.0198 0.0076 0.0122 104 0.0198 0.0076 0.0122 105 0.0199 0.0077 0.0123 106 0.0200 0.0077 0.0123 107 0.0201 0.0078 0.0124 108 0.0202 0.0078 0.0124 109 0.0203 0.0078 0.0125 110 0.0204 0.0079 0.0125 ill 0.0205 0.0079 0.0126 112 0.0206 0.0079 0.0127 113 0.0207 0.0080 0.0127 114 0.0208 0.0080 0.0128 115 0.0209 0.0081 0.0129 116 0.0210 0.0081 0.0129 117 0.0212 0.0081 0.0130 118 0.0212 0.0082 0.0131 119 0.0214 0.0082 0.0131 120 0.0215 0.0083 0.0132 121 0.0216 0.0083 0.0133 122 0.0217 0.0084 0.0133 123 0.0219 0.0084 0.0134 124 0.0220 0.0085 0.0135 125 0.0221 0.0085 0.0136 126 0.0222 0.0086 0.0137 127 0.0224 0.0086 0.0138 128 0.0225 0.0087 0.0138 129 0.0227 0.0087 0.0139 130 0.0228 0.0088 0.0140 131 0.0230 0.0088 0.0141 132 0.0231 0.0089 0.0142 133 0.0233 0.0090 0.0143 134 0.0234 0.0090 0.0144 135 0.0236 0.0091 0'.0145 136 0.0237 0.0091 0.0146 137 0.0239 0.0092 0.0147 138 0.0240 0.0093 0.0148 139 0.0243 0.0094 0.0149 140 0.0244 0.0094 0.0150 141 0.0246 0.0095 0.0152 142 0.0248 0.0095 0.0152 143 0.0250 0.0096 0.0154 144 0.0252 0.0097 0.0155 145 0.0221 0.0085 0.0136 146 0.0223 0.0086 0.0137 147 0.0226 0.0087 0.0139 148 0.0227 0.0088 0.0140 149 0.0231 0.0089 0.0142 150 0.0232 0.0090 0.0143 15.1 0.0236 0.0091 0.0145 152 0.0238 0.0092 0.0146 153 0.0242 0.0093 0.0149 154 0.0244 0.0094 0.0150 155 0.0248 0.0095 0.0152 156 0.0250 0.0096 0.0154 157 0.0254 0.0098 0.0156 158 0.0257 0.0099 0.0158 159 0.0261 0.0101 0.0161 160 0.0264 0.0102 0.0162 161 0.0269 0.0104 0.0166 162 0.0272 0.0105 0.0167 163 0.0278 0.0107 0.0171 164 0.0281 0.0108 0.0173 165 0.0287 0.0111 0.0177 166 0.0291 0.0112 0.0179 167 0.0298 0.0115 0.0183 168 0.0302 0.0116 0.0185 169 0.0310 0.0119 0.0190 170 0.0314 0.0121 0.0193 171 0.0323 0.0124 0.0199 172 0.0328 0.0126 0.0202 173 0.0338 0.0130 0.0208 174 0.0344 0.0132 0.0211 175 0.0356 0.0137 0.0219 176 0.0363 0.0140 0.0223 177 0.0377 0.0145 178 0.0385 0.0148 0.0237 179 0.0403 0.0155 0.0248 180 0.0413 0.0159 0.0254 181 0.0435 0.0167 0.0267 182 0.0447 0.0172 0.0275 183 0.0476 0.0183 0.0292 184 0.0492 0.0190 0.0303 185 0.0410 0.0158 0.0252 186 0.0433 0.0167 0.0266 187 0.0492 0.0190 0.0303 188 0.0531 0.0204 0.0326 189 0.0640 0.0246 0.0393 190 0.0722 0.0278 0.0444 191 0.1032 0.0327 0.0705 192 0.1419 0.0327 0'.1092 193 0.4441 0.0327 0.4113 194 0.0840 0.0324 0.0517 195 0.0578 0.0223 0.0356 196 0.0460 0.0177 0.0283 197 0.0511 0.0197 0.0314 198 0.0461 0.0177 0.0283 199 0.0423 0.0163 0.0260 200 0.0394 0.0152 0.0242 201 0.0370 0.0142 0.0227 202 0.0350 0.0135 0.0215 203 0.0333 0.0128 0.0205 204 0.0318 0.0123 0.0196 205 0.0305 0.0118 0.0188 206 0.0294 0.0113 0.0181 207 0.0284 0.0109 0.0175 208 0.0275 0.0106 0.0169 209 0.0267 0.0103 0.0164 210 0.0259 0.0100 0.0159 211 0.0252 0.0097 0.0155 212 0.0246 0.0095 0.0151 213 0.0240 0.0092 0.0147 214 0.0234 0.0090 0.0144 215 0.0229 0.0088 0.0141 216 0.0224 0.0086 0.0138 217 0.0253 0.0098 0.0156 218 0.0249 0.0096 0.0153 219 0.0245 0.0094 0.0151 220 0.0242 0.0093 0.0149 221 0.0238 0.0092 0.0146 222 0.0235 0.0090 0.0144 223 0.0232 0.0089 0.0142 224 0.0229 0.0088 0.0141 225 0.0226 0.0087 0.0139 226 0.0223 0.0086 0.0137 227 0.0220 0.0085 0.0135 228 0.0218 0.0084 0.0134 229 0.0215 0.0083 0.0132 230 0.0213 0.0082 0.0131 231 0.0211 0.0081 0.0130 232 0.0209 0.0080 0.0128 233 0.0207 0.0080 0.0127 234 0.0204 0.0079 0.0126 235 0.0203 0.0078 0.0125 236 0.0201 0.0077 0.0123 237 0.0199 0.0077 0.0122 238 0.0197 0.0076 0.0121 239 0.0195 0.0075 0.0120 240 0.0194 0.0075 0.0119 241 0.0192 0.0074 0.0118 242 0.0190 0.0073 0.0117 243 0.0189 0.0073 0.0116 244 0.0187 0.0072 0.0115 245 0.0186 0.0072 0.0114 246 0.0185 0.0071 0.0113 247 0.0183 0.0071 0.0113 248 0.0182 0.0070 0.0112 249 0.0181 0.0070 01.0111 250 0.0179 0.0069 0.0110 251 0.0178 0.0069 0.0109 252 0.0177 0.0068 0.0109 253 0.0176 0.0068 0.0108 254 0.0174 0.0067 0.0107 255 0.0173 0.0067 0.0107 256 0.0172 0.0066 0.0106 257 0.0171 0.0066 0.0105 258 0.0170 0.0066 0.0105 259 0.0169 0.0065 0.0104 260 0.0168 0.0065 0.0103 261 0.0167 0.0064 0.0103 262 0.0166 0.0064 0.0102 263 0.0165 0.0064 0.0102 264 0.0164 0.0063 0.0101 265 0.0163 0.0063 0.0100 266 0.0162 0.0063 0.0100 267 0.0162 0.0062 0.0099 268 0.0161 0.0062 0.0099 269 0.0160 0.0062 0.0098 270 0.0159 0.0061 0.0098 271 0.0158 0.0061 0.0097 272 0.0157 0.0061 0.0097 273 0.0157 0.0060 0.0096 274 0.0156 0.0060 0.0096 275 0.0155 0.0060 0.0095 276 0.0154 0.0059 0.0095 277 0.0154 0.0059 0.0094 278 0.0153 0.0059 0.0094 279 0.0152 0.0059 0.0094 280 0.0151 0.0058 0.0093 281 0.0151 0.0058 0.0093 282 0.0150 0.0058 0.0092 283 0.0149 0.0058 0.0092 284 0.0149 0.0057 0.0091 285 0.0148 0.0057 0.0091 286 0.0147 0.0057 0.0091 287 0.0147 0.0057 0.0090 288 -------------------------------------------------------------------- 0.0146 0.0056 0.0090 -------------------------------------------------------------------- Total soil rain loss = 2.53(In) Total effective rainfall 4.47(In) Peak flow rate in flood hydrograph = 8.84(CFS) --------------------------------------------------------------------- .................................................................... 24 - H 0 U R S T 0 R M R u n o f f H y d r o g r a p h Hydrograph in 5 minute intervals ((CFS)) -------------------------------------------------------------------- Time(h+m) Volume Ac.Ft Q(CFS) 0 2.5 5.0 7.5 10.0 ----------------------------------------------------------------------- 0+ 5 0.0002 0.03 Q 0+10 0.0014 0.17 Q 0+15 0.0035 0.31 VQ 0+20 0.0060 0.36 VQ 0+25 0.0085 0.37 VQ 0+30 0.0110 0.37 VQ 0+35 0.0136 0.37 VQ 0+40 0.0162 0.37 VQ 0+45 0.0187 0.37 VQ 0+50 0.0213 0.37 VQ 0+55 0.0239 0.37 VQ 1+ 0 0.0265 0.38 VQ 1+ 5 0.0291 0.38 VQ 1+10, 0.0317 0.38 IQ 1+15 0.0343 0.38 IQ 1+20 0.0369 0.38 IQ 1+25 0.0395 0.38 IQ 1+30 0.0421 0.38 IQ 1+35 0.0448 0.38 IQ 1+40 0.0474 0.38 IQ 1+45 0.0500 0.38 IQ 1+50 0.0527 0.38 IQ 1+55 0.0553 0.39 IQ 2+ 0 0.0580 0.39 IQ 2+ 5 0.0607 0.39 IQ 2+10 0.0633 0.39 IQV 2+15 0.0660 0.39 IQV 2+20 0.0687 0.39 IQV 2+25 0.0714 0.39 IQV 2+30 0.0741 0.39 IQV 2+35 0.0768 0.39 IQV 2+40 0.0795 0.39 IQV 2+45 0.0822 0.39 1 QV 2+50 0.0850 0.40 IQV 2+55 0.0877 0.40 IQV 3+ 0 0.0904 0.40 IQV 3+ 5 0.0932 0.40 IQV 3+10 0.0959 0.40 IQ V 3+15 0.01987 0.40 IQ V 3+20 0.1014 0.40 IQ V 3+25 0.1042 0.40 IQ V 3+30 0.1070 0.40 IQ V 3+35 0.1098 0.40 IQ V 3+40 0.1126 0.41 IQ V 3+45 0.1154 0.41 IQ V 3+50 0.1182 0.41 IQ V 3+55 0.1210 0.41 IQ V 4+ 0 0.1238 0.41 IQ V 4+ 5 0.1267 0.41 IQ V 4+10 0.1295 0.41 IQ V 4+15 0.1324 0.41 IQ V 4+20 0.1352 0.41 IQ V 4+25 0.1381 0.42 IQ V 4+30 0.1410 0.42 IQ V 4+35 0.1439 0.42 IQ V 4+40 0.1467 0.42 IQ V 4+45 0.1496 0.42 IQ V 4+50 0.1526 0.42 IQ V 4+55 0.1555 0.42 IQ V 5+ 0 0.1584 0.42 IQ V 5+ 5 0.1613 0.43 IQ V 5+10 0.1643 0.43 IQ V 5+15 0.1672 0.43 IQ V 5+20 0.1702 0.43 IQ V 5+25 0.1732 0.43 IQ V 5+30 0.1761 0.43 IQ V 5+35 0.1791 0.43 IQ V 5+40 0.1821 0.44 IQ V 5+45 0.1851 0.44 IQ V 5+50 0.1881 0.44 IQ V 5+55 0.1912 0.44 IQ V 6+ 0 0.1942 0.44 IQ v 6+ 5 0.1972 0.44 IQ V 6+10 0.2003 0.44 IQ V 6+15 0.2034 0.45 IQ V 6+20 0.2064 0.45 IQ V 6+25 0.2095 0.45 IQ V 6+30 0.2126 0.45 IQ V 6+35 0.2157 0.45 IQ V 6+40 0.2189 0.45 IQ V 6+45 0.2220 0.45 IQ v 1 6+50 0.2251 0.46 IQ v 1 6+55 0.2283 0.46 IQ v 1 7+ 0 0.2315 0.46 IQ v 1 7+ 5 0.2346 0.46 IQ v 1 7+10 0.2378 0.46 IQ v I 7+15 0.2410 0.46 IQ v I 7+20 0.2442 0.47 IQ v 1 7+25 0.2475 0.47 IQ v I 7+30 0.2507 0.47 1 Q V I I 1 1 7+35 0.2539 0.47 IQ V I 7+40 0.2572 0.47 IQ V I 7+45 0.2605 0.48 IQ V I 7+50 0.2638 0.48 IQ V I 7+55 0.2671 0.48 IQ V I 8+ 0 0.2704 0.48 IQ V I 8+ 5 0.2737 0.48 IQ V I 8+10 0.2770 0.49 IQ V I 8+15 0.2804 0.49 IQ V I 8+20 0.2838 0.49 IQ V I 8+25 0.2872 0.49 IQ VI 8+30 0.2906 0.49 IQ VI 8+35 0.2940 0.50 IQ VI 8+40 0.2974 0.50 IQ VI 8+45 0.3008 0.50 IQ VI 8+50 0.3043 0.50 1 Q VI 8+55 0.3078 0.50 1 Q VI 9+ 0 0.3113 0.51 1 Q VI 9+ 5 0.3148 0.51 1 Q VI 9+10 0.3183 0.51 Q V 9+15 0.3218 0.51 Q V 9+20 0.3254 0.52 Q V 9+25 0.3290 0.52 Q V 9+30 0.3326 0.52 Q V 9+35 0.3362 0.52 Q V 9+40 0.3398 0.53 Q V 9+45 0.3434 0.53 Q V 9+50 0.3471 0.53 Q V 9+55 0.3508 0.54 1 Q IV 10+ 0 0.3545 0.54 1 Q IV 10+ 5 0.3582 0.54 1 Q IV 10+10 0.3620 0.54 1 Q IV 10+15 0.3657 0.55 1 Q IV 10+20 0.3695 0.55 1 Q IV 10+25 0.3733 0.55 1 Q IV 10+30 0.3772 0.56 1 Q IV 10+35 0.3810 0.56 Q I V 10+40 0.3849 0.56 Q I V 10+45 0.3888 0.57 Q I V 10+50 0.3927 0.57 Q I V 10+55 0.3967 0.57 Q I V 11+ 0 0.4007 0.58 Q I V 11+ 5. 0.4047 0.58 Q I V 11+10 0.4087 0.59 Q I V 11+15 0.4128 0.59 Q I V 11+20 0.4168 0.59 Q I v 11+25 0.4210 0.60 Q I V 11+30 0.4251 0.60 Q I V 11+35 0.4293 0.61 Q I V 11+40 0.4335 0.61 Q I V 11+45 0.4377 0.61 Q I V 11+50 0.4420 0.62 Q I V 11+55 0.4463 0.62 Q I V 12+ 0 0.4506 0.63 Q V 12+ 5 0.4549 0.63 Q V 12+10 0.4591 0.60 Q V 12+15 0.4630 0.57 Q V 12+20 0.4669 0.57 Q V 12+25 0.4709 0.57 Q V 12+30 0.4748 0.58 Q V 12+35 0.4789 0.58 Q V 12+40 0.4829 0.59 Q V 12+45 0.4871 0.60 Q V 12+50 0.4912 0.61 Q V 12+55 0.4954 0.61 Q V 13+ 0 0.4997 0.62 Q V 13+ 5 0.5040 0.63 Q V 13+10 0.5084 0.64 Q V 13+15 0.5129 0.64 Q V 13+20 0.5174 0.65 Q V 13+25 0.5219 0.66 Q V 13+30 0.5266 0.67 Q V 13+35 0.5313 0.68 Q V 13+40 0.5360 0.69 Q V 13+45 0.5409 0.70 Q V 13+50 0.5458 0.72 Q V 13+55 0.5508 0.73 Q V 14+ 0 0.5559 0.74 Q V 14+ 5 0.5611 0.76 Q V 14+10 0.5664 0.77 Q V 14+15 0.5719 0.79 Q v 14+20 0.5774 0.80 Q V 14+25 0.5830 0.82 Q V 14+30 0.5888 0.84 Q v 14+35 0.5947 0.86 Q V 14+40 0.6008 0.88 Q V 14+45 0.6070 0.91 1 Q VI 14+50, 0.6135 0.93 1 Q I VI 14+55 0.6201 0.96 1 Q I VI 15+ 0 0.6269 0.99 1 Q I VI 15+ 5 0.6340 1.03 Q I V 15+10 0.6413 1.07 Q I V 15+15 0.6489 1.11 Q I V 15+20 0.6569 1.16 Q I V 15+25 0.6651 1.19 1 Q I IV 15+30 0.6730 1.14 1 Q I IV 15+35 0.6806 1.10 1 Q IV 15+40 0.6887 1.17 1 Q IV 15+45 0.6975 1.29 Q I v 15+50. 0.7076 1.46 Q I v 15+55 0.7196 1.74 1 v 16+ 0 0.7361 2.39 1 Q1 I V 1 16+ 5 0.7661 4.36 Q I V 16+10 0.8270 8.84 V Q 16+15 0.8829 8.11 V I Q 16+20 0.9078 3.62 Q V 1 16+25 0.9202 1.80 Q I VI 16+30 0.9301 1.44 Q I VI 16+35 0.9385 1.22 Q I VI 16+40 0.9463 1.13 Q I VI 16+45 0.9535 1.05 Q I V 16+50 0.9603 0.98 Q I V 16+55 0.9666 0.92 Q I V 17+ 0 0.9726 0.87 Q V 17+ 5 0.9784 0.83 Q V 17+10 0.9838 0.80 Q I V 17+15 0.9891 0.76 1 Q IV 17+20 0.9942 0.74 1 Q I I IV 17+25 0.9991 0.71 1 Q I I IV 17+30 1.0038 0.69 1 Q I I IV 17+35 1.0084 0.67 1 Q I I IV 17+40 1.0129 0.65 1 Q I I IV 17+45 1.0172 0.63 Q I I I V 17+50 1.0215 0.62 Q I I I V 17+55 1.0256 0.60 Q V 18+ 0 1.0297 0.59 Q V 18+ 5 1.0337 0.58 Q V 18+10 1.0378 0.60 Q V 18+15 1.0421 0.62 Q V 18+20 1.0464 0.62 Q V 18+25 1.0507 0.62 Q V 18+30 1.0549 0.61 Q V 18+35 1.0590 0.60 Q V 18+40 1.0630 0.59 Q V 18+45 1.0671 0.58 Q V 18+50 1.0710 0.58 Q V 18+55 1.0749 0.57 Q V 19+ 0 1.0788 0.56 Q V 19+ 5 1.0826 0.56 Q V 19+10 1.0864 0.55 Q V 19+15 1.0902 0.54 Q V 19+20 1.0938 0.54 Q V 19+25 1.0975 0.53 Q V 19+30 1.1011 0.53 Q v 19+35 1.1047 0.52 Q V 19+40 1.1083 0.52 Q V 19+45 1.1118 0.51 Q V 19+50 1.1153 0.51 Q V 19+55 1.1187 0.50 Q V 20+ 0 1.1221 0.50 IQ I I V 20+ 5 1.1255 0.49 IQ I I V 20+10 1.1289 0.49 IQ I I V 20+15 1.1322 0.48 IQ I I V 20+20 1.1355 0.48 IQ I I V 20+25 1.1388 0.48 IQ I I V 20+30 1.1421 0.47 IQ I I V 20+35 1.1453 0.47 IQ I I V 20+40 1.1485 0.47 IQ I I V 20+45 1.1517 0.46 IQ I I V 20+50 1.1548 0.46 IQ I I V 20+55 1.1580 0.46 IQ I I V 21+ 0 1.1611 0.45 IQ I I V 21+ 5 1.1642 0.45 IQ I I V 21+10 1.1673 0.45 IQ I I V 21+15 1.1703 0.44 IQ I I V 21+20 1.1733 0.44 IQ I I V 21+25 1.1763 0.44 IQ I I V 21+30 1.1793 0.43 IQ I I V 21+35 1.1823 0.43 IQ I I V 21+40 1.1853 0.43 IQ I I V 21+45 1.1882 0.43 1 Q I v I 21+50 1.1911 0.42 IQ I v 1 21+55 1.1940 0.42 IQ I v 1 22+ 0 1.1969 0.42 IQ I v 1 22+ 5 1.1998 0.42 IQ I v 1 22+10 1.2026 0.41 IQ I v 1 22+15 1.2055 0.41 IQ I v I 22+20 1.2083 0.41 IQ I I I v 1 22+25 1.2111 0.41 IQ I I I v 1 22+30 1.2139 0.41 IQ I I I v 1 22+35 1.2167 0.40 IQ I I I v 1 22+40 1.2194 0.40 1 Q I I I v 1 22+45 1.2222 0.40 IQ I I I v 1 22+50 1.2249 0.40 IQ I I I v 1 22+55 1.2277 0.40 IQ I I I v 1 23+ 0 1.2304 0.39 IQ I I I v 1 23+ 5 1.2331 0.39 IQ I I I v 1 23+10 1.2357 0.39 IQ I I I VI 23+15 1.2384 0.39 IQ I I I VI 23+20 1.2411 0.39 IQ I I I VI 23+25 1.2437 0.38 IQ I I I VI 23+30 1.2463 0.38 IQ I I I VI 23+35 1.2490 0.38 IQ I I I VI 23+40 1.2516 0.38 IQ I I I VI 23+45 1.2542 0.38 IQ I I I VI 23+50 1.2567 0.38 IQ I I I VI 23+55 1.2593 0.37 IQ I I I VI 24+ 0 1.2619 0.37 IQ I I I VI 24+ 5 1.2643 0.34 IQ I I I VI 24+10 1.2656 0.20 Q I I I VI 24+15 1.2660 0.06 Q I I I VI 24+20 1.2661 0.01 Q I I I VI 24+25 ----------------------------------------------------------------------- 1.2661 0.00 Q I I I v OW-2 U n i t H y d r o g r a p h A n a 1 y s s Copyright (c) CIVILCADD/CIVILDESIGN, 1989 1999, Version 6.0 Study date 08/23/05 ........................................................................ ------------------------------------------------------------------------ San Bernardino County Synthetic Unit Hydrology Method Manual date - August 1986 Allard Engineering, Fontana, California - SIN 643 --------------------------------------------------------------------- TRACT 16993 Developed Condition 100 Year 24 Hour Storm Event Storm Event Year = 100 Antecedent Moisture Condition = 3 English (in -lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format Area averaged rainfall intensity isohyetal data: Sub -Area Duration Isohyetal (Ac.) (hours) (In) Rainfall data for year 100 3.40 1 1.50 -------------------------------------------------------------------- Rainfall data for year 100 3.40 6 3.85 -------------------------------------------------------------------- Rainfall data for year 100 3.40 24 9.00 -------------------------------------------------------------------- .................................................................... ******** Area -averaged max loss rate, Fm ******** SCS curve SCS curve Area Area Fp(Fig C6) Ap Fm .000.� No.(AMCII) NO.(AMC 3) (Ac.) Fraction (In/Hr) (dec.) (In/Hr) 32.0 52.0 3.40 1.000 0.785 0.500 0.393 %*Wo, �Mww_ Area -averaged adjusted loss rate Fm (In/Hr) = 0.393 1%wap, ********* Area -Averaged low loss rate fraction, Yb Area Area SCS CN SCS CN S Pervious (Ac.) Fract (AMC2) (AMC3) Yield Fr 1.70 0.500 32.0 52.0 9.23 0.347 1.70 0.500 98.0 98.0 0.20 0.973 Area -averaged catchment yield fraction, Y = 0.660 Area -averaged low loss fraction, Yb 0.340 User entry of time of concentration 0.164 (hours) ..................................................... q ............... Watershed area = 3.40(Ac.) Catchment Lag time 0.131 hours Unit interval = 5.000 minutes Unit interval percentage of lag time = 63.5163 Hydrograph baseflow = 0.00(CFS) Average maximum watershed loss rate(Fm) = 0.393(In/Hr) Average low loss rate fraction (Yb) = 0.340 (decimal) VALLEY DEVELOPED S -Graph Selected Computed peak 5 -minute rainfall 0.555(In) Computed peak 30 -minute rainfall 1.137(In) Specified peak 1 -hour rainfall = 1.500(In) Computed peak 3 -hour rainfall = 2.674(In) Specified peak 6 -hour rainfall = 3.850(In) Specified peak 24-hour rainfall 9.000(In) Rainfall depth area reduction factors: Using a total area of 3.40(Ac.) (Ref: fig. E-4) 5 -minute factor 1.000 Adjusted rainfall = 0.555(In) 30 -minute factor 1.000 Adjusted rainfall = 1.137(In) 1 -hour factor = 1.000 Adjusted rainfall = 1.500(In) 3 -hour factor = 1.000 Adjusted rainfall = 2.674(In) 6 -hour factor = 1.000 Adjusted rainfall = 3.850(In) 24-hour factor = --------------------------------------------------------------------- 1.000 Adjusted rainfall = 9.000(In) U n i t H y d r o g r a p h ..................................................................... Interval 'S' Graph Unit Hydrograph Number Mean values ((CFS)) (K 41.12 (CFS)) 1 7.278 2.993 2 45.958 15.905 3 84.780 15.963 4 96.661 4.885 5 98.945 0.939 6 100.000 0.434 --------------------------------------------------------------------- .Awk� Peak Unit Adjusted mass rainfall Unit rainfall Number (In) (In) *4%W 1 0.5551 0.5551 2 0.7324 0.1773 3 0.8614 0.1290 4 0.9664 0.1051 5 1.0567 0.0902 6 1.1366 0.0799 7 1.2089 0.0723 8 1.2752 0.0663 9 1.3367 0.0615 10 1.3943 0.0575 11 1.4485 0.0542 12 1.4998 0.0513 13 1.5643 0.0645 14 1.6265 0.0622 15 1.6866 0.0601 16 1.7449 0.0583 17 1.8014 0.0566 18 1.8564 0.0550 19 1.9100 0.0536 20 1.9623 0.0523 21 2.0133 0.0510 22 2.0632 0.0499 23 2.1120 0.0488 24 2.1599 0.0478 25 2.2068 0.0469 26 2.2528 0.0460 27 2.2980 0.0452 28 2.3424 0.0444 29 2.3860 0.0437 30 2.4290 0.0429 31 2.4712 0.0423 32 2.5129 0.0416 33 2.5539 0.0410 34 2.5943 0.0404 35 2.6342 0.0399 36 2.6735 0.0393 37 2.7124 0.0388 38 2.7507 0.0383 39 2.7885 0.0378 40 2.8259 0.0374 41 2.8629 0.0369 42 2.8994 0.0365 43 2.9355 0.0361 44 2.9712 0.0357 45 3.0066 0.0353 46 3.0415 0.0350 47 3.0761 0.0346 48 3.1104 0.0343 49 3.1443 0.0339 50 3.1779 0.0336 51 3.2112 0.0333 52 3.2442 0.0330 53 3.2768 0.0327 54 3.3092 0.0324 55 3.3413 0.0321 56 3.3732 0.0318 57 3.4047 0.0316 58 3.4360 0.0313 59 3.4670 0.0310 60 3.4978 0.0308 61 3.5284 0.0305 62 3.5587 0.0303 63 3.5888 0.0301 64 3.6186 0.0299 65 3.6483 0.0296 66 3.6777 0.0294 67 3.7069 0.0292 68 3.7359 0.0290 69 3.7647 0.0288 70 3.7933 0.0286 71 3.8217 0.0284 72 3.8500 0.0282 73 3.8826 0.0327 74 3.9151 0.0325 75 3.9474 0.0323 76 3.9796 0.0322 77 4.0116 0.0320 78 4.0434 0.0318 79 4.0751 0.0317 80 4.1066 0.0315 81 4.1380 0.0314 82 4.1692 0.0312 83 4.2003 0.0311 84 4.2312 0.0309 85 4.2620 0.0308 86 4.2926 0.0306 87 4.3231 0.0305 88 4.3535 0.0304 89 4.3837 0.0302 90 4.4138 0.0301 91 4.4438 0.0300 92 4.4737 0.0298 93 4.5034 0.0297 94 4.5330 0.0296 95 4.5625 0.0295 96 4.5918 0.0294 97 4.6211 0.0292 98 4.6502 0.0291 99 4.6792 0.0290 100 4.7081 0.0289 101 4.7369 0.0288 102 4.7656 0.0287 103 4.7941 0.0286 104 4.8226 0.0285 105 4.8509 0.0284 106 4.8792 0.0282 107 4.9073 0.0281 108 4.9354 0.0280 109 4.9633 0.0279 110 4.9911 0.0278 ill 5.0189 0.0277 112 5.0465 0.0276 113 5.0741 0.0276 114 5.1015 0.0275 115 5.1289 0.0274 116 5.1562 0.0273 117 5.1834 0.0272 118 5.2105 0.0271 119 5.2375 0.0270 120 5.2644 0.0269 121 5.2912 0.0268 122 5.3179 0.0267 123 5.3446 0.0267 124 5.3712 0.0266 125 5.3977 0.0265 126 5.4241 0.0264 127 5.4504 0.0263 128 5.4767 0.0262 129 5.5028 0.0262 130 5.5289 0.0261 131 5.5549 0.0260 132 5.5809 0.0259 133 5.6067 0.0259 134 5.6325 0.0258 135 5.6582 0.0257 136 5.6839 0.0256 137 5.7094 0.0256 138 5.7349 0.0255 139 5.7603 0.0254 140 5.7857 0.0253 141 5.8110 0.0253 142 5.8362 0.0252 143 5.8613 0.0251 144 5.8864 0.0251 145 5.9114 0.0250 146 5.9363 0.0249 147 5.9612 0.0249 148 5.9860 0.0248 149 6.0107 0.0247 150 6.0354 0.0247 151 6.0600 0.0246 152 6.0846 0.0246 153 6.1091 0.0245 154 6.1335 0.0244 155 6.1579 0.0244 156 6.1822 0.0243 157 6.2064 0.0242 158 6.2306 0.0242 159 6.2547 0.0241 160 6.2788 0.0241 161 6.3028 0.0240 162 6.3268 0.0240 163 6.3507 0.0239 164 6.3745 0.0238 165 6.3983 0.0238 166 6.4220 0.0237 167 6.4457 0.0237 168 6.4693 0.0236 169 6.4928 0.0236 170 6.5163 0.0235 171 6.5398 0.0235 172 6.5632 0.0234 173 6.5865 0.0233 174 6.6098 0.0233 175 6.6331 0.0232 176 6.6563 0.0232 177 6.6794 0.0231 178 6.7025 0.0231 179 6.7255 0.0230 180 6.7485 0.0230 181 6.7715 0.0229 182 6.7944 0.0229 183 6.8172 0.0228 184 6.8400 0.0228 185 6.8627 0.0227 186 6.8854 0.0227 187 6.9081 0.0227 188 6.9307 0.0226 189 6.9533 0.0226 190 6.9758 0.0225 191 6.9982 0.0225 192 7.0207 0.0224 193 7.0430 0.0224 194 7.0654 0.0223 195 7.0877 0.0223 196 7.1099 0.0222 197 7.1321 0.0222 198 7.15 ' 42 0.0222 199 7.1764 0.0221 200 7.1984 0.0221 201 7.2205 0.0220 202 7.2424 0.0220 203 7.2644 0.0219 204 7.2863 0.0219 205 7.3081 0.0219 206 7.3299 0.0218 207 7.3517 0.0218 208 7.3735 0.0217 209 7.3952 0.0217 210 7.4168 0.0217 211 7.4384 0.0216 212 7.4600 0.0216 213 7.4815 0.0215 214 7.5030 0.0215 215 7.5245 0.0215 216 7.5459 0.0214 217 7.5673 0.0214 218 7.5886 0.0213 219 7.6099 0.0213 220 7.6312 0.0213 221 7.6524 0.0212 222 7.6736 0.0212 223 7.6948 0.0212 224 7.7159 0.0211 225 7.7370 0.0211 226 7.7580 0.0210 �400., 227 7.7790 0.0210 228 7.8000 0.0210 *Awo� 229 7.8209 0.0209 230 7.8418 0.0209 231 7.8627 0.0209 232 7.8835 0.0208 233 7.9043 0.0208 234 7.9251 0.0208 235 7.9458 0.0207 236 7.9665 0.0207 237 7.9872 0.0207 238 8.0078 0.0206 239 8.0284 0.0206 240 8.0489 0.0206 241 8.0695 0.0205 242 8.0900 0.0205 243 8.1104 0.0205 244 8.1309 0.0204 245 8.1513 0.0204 246 8.1716 0.0204 247 8.1919 0.0203 248 8.2122 0.0203 249 8.2325 0.0203 250 8.2528 0.0202 251 8.2730 0.0202 252 8.2931 0.0202 253 8.3133 0.0201 254 8.3334 0.0201 255 8.3535 0.0201 256 8.3735 0.0201 257 8.3935 0.0200 258 8.4135 0.0200 259 8.4335 0.0200 260 8.4534 0.0199 261 8.4733 0.0199 262 8.4932 0.0199 263 8.5130 0.0198 264 8.5328 0.0198 265 8.5526 0.0198 266 8.5724 0.0198 267 8.5921 0.0197 268 8.6118 0.0197 269 8.6315 0.0197 270 8.6511 0.0196 271 8.6707 0.0196 272 8.6903 0.0196 273 8.7099 0.0196 274 8.7294 0.0195 275 8.7489 0.0195 276 8.7684 0.0195 277 8.7878 0.0194 278 8.8072 0.0194 279 8.8266 0.0194 280 8.8460 0.0194 281 8.8653 0.0193 282 8.8846 0.0193 283 8.9039 0.0193 284 8.9232 0.0193 285 8.9424 0.0192 286 8.9616 0.0192 287 8.9808 0.0192 288 9.0000 0.0192 --------------------------------------------------------------------- Unit Unit Unit Effective Period Rainfall Soil -Loss Rainfall (number) (In) (In) (In) --------------------------------------------------------------------- 1 0.0192 0.0065 0.0126 2 0.0192 0.0065 0.0127 3 0.0192 0.0065 0.0127 4 0.0193 0.0065 0.0127 5 0.0193 0.0066 0.0127 6 0.0193 0.0066 7 0.0194 0.0066 0.0128 8 0.0194 0.0066 0.0128 9 0.0195 0.0066 0.0129 10 0.0195 0.0066 0.0129 11 0.0196 0.0066 0.0129 12 0.0196 0.0067 0.0129 13 0.0196 0.0067 0.0130 14 0.0197 0.0067 0.0130 15 0.0197 0.0067 0.0130 16 0.0198 0.0067 0.0130 17 0.0198 0.0067 0.0131 18 0.0198 0.0067 0.0131 19 0.0199 0.0068 0.0131 20 0.0199 0.0068 0.0132 21 0.0200 0.0068 0-.0132 22 0.0200 0.0068 0.0132 23 0.0201 0.0068 0.0133 24 0.0201 0.0068 0.0133 25 0.0202 0.0069 0.0133 26 0.0202 0.0069 0.0133 27 0.0203 0.0069 0.0134 28 0.0203 0.0069 0.0134 29 0.0204 0.0069 0.0134 30 0.0204 0.0069 0.0135 31 0.0205 0.0070 0.0135 32 0.0205 0.0070 0.0135 33 0.0206 0.0070 0.0136 34 0.0206 0.0070 0.0136 35 0.0207 0.0070 0.0136 36 0.0207 0.0070 0.0137 37 0.0208 0.0071 0.0137 38 0.0208 0.0071 0.0137 39 0.0209 0.0071 0.0138 40 0.0209 0.0071 0.0138 41 0.0210 0.0071 0.0138 42 0.0210 0.0071 0.0139 43 0.0211 0.0072 0.0139 44 0.0211 0.0072 0.0139 45 0.0212 0.0072 0.0140 46 0.0212 0.0072 0.0140 47 0.0213 0.0072 0.0141 48 0.0213 0.0073 0.0141 49 0.0214 0.0073 0.0141 50 0.0215 0.0073 0.0142 51 0.0215 0.0073 0.0142 52 0.0216 0.0073 0.0142 53 0.0217 0.0074 0.0143 54 0.0217 0.0074 0.0143 55 0.0218 0.0074 0.0144 56 0.0218 0.0074 0.0144 57 0.0219 0.0074 0.0145 58 0.0219 0.0075 0.0145 59 0.0220 0.0075 0.0145 60 0.0221 0.0075 0.0146 61 0.0222 0.0075 0.0146 62 0.0222 0.0075 0.0147 63 0.0223 0.0076 0.0147 64 0.0223 0.0076 0.0147 65 0.0224 0.0076 0.0148 66 0.0225 0.0076 0.0148 67 0.0226 0.0077 0.0149 68 0.0226 0.0077 0.0149 69 0.0227 0.0077 0.0150 70 0.0227 0.0077 0.0150 71 0.0228 0.0078 0.0151 72 0.0229 0.0078 0.0151 73 0.0230 0.0078 0.0152 74 0.0230 0.0078 0.0152 75 0.0231 0.0079 0.0153 76 0.0232 0.0079 0.0153 77 0.0233 0.0079 0.0154 78 0.0233 0.0079 0-.0154 79 0.0235 0.0080 0.0155 80 0.0235 0.0080 0.0155 81 0.0236 0.0080 0.0156 82 0.0237 0.0080 0.0156 83 0.0238 0.0081 0.0157 84 0.0238 0.0081 0.0157 85 0.0240 0.0081 0.0158 86 0.0240 0.0082 0.0158 87 0.0241 0.0082 0.0159 88 0.0242 0.0082 0.0160 89 0.0243 0.0083 0.0160 90 0.0244 0.0083 0.0161 91 0.0245 0.0083 0.0162 92 0.0246 0.0083 0.0162 93 0.0247 0.0084 0.0163 94 0.0247 0.0084 0.0163 95 0.0249 0.0085 0.0164 96 0.0249 0.0085 0.0165 97 0.0251 0.0085 0.0166 98 0.0251 0.0085 0.0166 99 0.0253 0.0086 0.0167 100 0.0253 0.0086 0.0167 101 0.0255 0.0087 0.0168 102 0.0256 0.0087 0.0169 103 0.0257 0.0087 0.0170 104 0.0258 0.0088 0.0170 Afflm� 105 0.0259 0.0088 0.0171 106 0.0260 0.0088 0.0172 v4kw 107 0.0262 0.0089 0.0173 108 0.0262 0.0089 0.0173 109 0.0264 0.0090 0.0174 110 0.0265 0.0090 0.0175 ill 0.0267 0.0091 0.0176 112 0.0267 0.0091 0.0177 113 0.0269 0.0091 0.0178 114 0.0270 0.0092 0.0178 115 0.0272 0.0092 0.0179 116 0.0273 0.0093 0.0180 117 0.0275 0.0093 0.0181 118 0.0276 0.0094 0.0182 119 0.0277 0.0094 0.0183 120 0.0278 0.0095 .0.0184 121 0.0280 0.0095 0.0185 122 0.0281 0.0096 0.0186 123 0.0284 0.0096 0.0187 124 0.0285 0.0097 0.0188 125 0.0287 0.0097 0.0189 126 0.0288 0.0098 0.0190 127 0.0290 0.0099 0.0192 128 0.0291 0.0099 0.0192 129 0.0294 0.0100 0.0194 130 0.0295 0.0100 0.0195 131 0.0297 0.0101 0.0196 132 0.0298 0.0101 0.0197 133 0.0301 0.0102 0.0199 134 0.0302 0.0103 0.0200 135 0.0305 0.0104 0-.0201 136 0.0306 0.0104 0.0202 137 0.0309 0.0105 0.0204 138 0.0311 0.0106 0.0205 139 0.0314 0.0107 0.0207 140 0.0315 0.0107 0.0208 141 0.0318 0.0108 0.0210 142 0.0320 0.0109 0.0211 143 0.0323 0.0110 0.0213 144 0.0325 0.0110 0.0215 145 0.0282 0.0096 0.0186 146 0.0284 0.0097 0.0188 147 0.0288 0.0098 0.0190 148 0.0290 0.0099 0.0191 149 0.0294 0.0100 0.0194 150 0.0296 0.0101 0.0196 151 0.0301 0.0102 0.0199 152 0.0303 0.0103 0.0200 153 0.0308 0.0105 0.0203 154 0.0310 0.0105 0.0205 155 0.0316 0.0107 0.0208 156 0.0318 0.0108 0.0210 157 0.0324 0.0110 0.0214 158 0.0327 0.0111 0.0216 159 0.0333 0.0113 0.0220 160 0.0336 0.0114 0.0222 161 0.0343 0.0116 0.0226 162 0.0346 0.0118 0.0228 163 0.0353 0.0120 0.0233 164 0.0357 0.0121 0.0236 165 0.0365 0.0124 0.0241 166 0.0369 0.0126 0.0244 167 0.0378 0.0129 0.0250 168 0.0383 0.0130 0.0253 169 0.0393 0.0134 0.0260 170 0.0399 0.0136 0.0263 171 0.0410 0.0139 0.0271 172 0.0416 0.0141 0.0275 173 0.0429 0.0146 0.0284 174 0.0437 0.0148 0.0288 175 0.0452 0.0154 0.0298 176 0.0460 0.0156 0.0304 177 0.0478 0.0163 .0.0316 178 0.0488 0.0166 0.0322 179 0.0510 0.0173 0.0337 180 0.0523 0.0178 0.0345 181 0.0550 0.0187 0.0363 182 0.0566 0.0192 0.0373 183 0.0601 0.0204 0.0397 184 0.0622 0.0211 0.0411 185 0.0513 0.0174 0.0339 186 0.0542 0.0184 0.0358 187 0.0615 0.0209 0.0406 188 0.0663 0.0225 0.0438 189 0.0799 0.0272 0.0528 190 0.0902 0.0307 0.0596 191 0.1290 0.0327 0.0962 192 0.1773 0.0327 0'.1446 193 0.5551 0.0327 0.5224 194 0.1051 0.0327 0.0723 195 0.0723 0.0246 0.0477 196 0.0575 0.0196 0.0380 197 0.0645 0.0219 0.0426 198 0.0583 0.0198 0.0385 199 0.0536 0.0182 0.0354 200 0.0499 0.0170 0.0329 201 0.0469 0.0159 0.0310 202 0.0444 0.0151 0.0293 203 0.0423 0.0144 0.0279 204 0.0404 0.0137 0.0267 205 0.0388 0.0132 0.0256 206 0.0374 0.0127 0.0247 207 0.0361 0.0123 0.0238 208 0.0350 0.0119 0.0231 209 0.0339 0.0115 0.0224 210 0.0330 0.0112 0.0218 211 0.0321 0.0109 0.0212 212 0.0313 0.0106 0.0207 213 0.0305 0.0104 0.0202 214 0.0299 0.0101 0.0197 215 0.0292 0.0099 0.0193 216 0.0286 0.0097 0.0189 217 0.0327 0.0111 0.0216 218 0.0322 0.0109 0.0212 219 0.0317 0.0108 0.0209 220 0.0312 0.0106 0.0206 221 0.0308 0.0105 0.0203 222 0.0304 0.0103 0.0200 223 0.0300 0.0102 0.0198 224 0.0296 0.0101 0.0195 225 0.0292 0.0099 0.0193 226 0.0289 0.0098 0.0191 227 0.0286 0.0097 0.0189 228 0.0282 0.0096 0.0186 229 0.0279 0.0095 0.0184 230 0.0276 0.0094 0.0183 231 0.0274 0.0093 0.0181 232 0.0271 0.0092 0.0179 233 0.0268 0.0091 0.0177 234 0.0266 0.0090 235 0.0263 0.0089 0.0174 236 0.0261 0.0089 0.0172 237 0.0259 0.0088 0.0171 238 0.0256 0.0087 0.0169 239 0.0254 0.0086 0.0168 240 0.0252 0.0086 0.0166 241 0.0250 0.0085 0.0165 242 0.0248 0.0084 0.0164 243 0.0246 0.0084 0.0162 244 0.0244 0.0083 0.0161 245 0.0242 0.0082 0.0160 246 0.0241 0.0082 0.0159 247 0.0239 0.0081 0.0158 248 0.0237 0.0081 0.0157 24-9 0.0236 0.0080 0.0156 250 0.0234 0.0080 0.0154 251 0.0232 0.0079 0.0153 252 0.0231 0.0078 0.0152 253 0.0229 0.0078 0.0151 254 0.0228 0.0077 0.0150 255 0.0227 0.0077 0.0150 256 0.0225 0.0077 0.0149 257 0.0224 0.0076 0.0148 258 0.0222 0.0076 0.0147 259 0.0221 0.0075 0.0146 260 0.0220 0.0075 0.0145 261 0.0219 0.0074 0.0144 262 0.0217 0.0074 0.0143 263 0.0216 0.0073 0.0143 264 0.0215 0.0073 0.0142 265 0.0214 0.0073 0.0141 266 0.0213 0.0072 0.0140 267 0.0212 0.0072 0.0140 268 0.0210 0.0072 0.0139 269 0.0209 0.0071 0.0138 270 0.0208 0.0071 0.0138 271 0.0207 0.0070 0.0137 272 0.0206 0.0070 0.0136 273 0.0205 0.0070 0.0136 274 0.0204 0.0069 0.0135 275 0.0203 0.0069 0.0134 276 0.0202 0.0069 0.0134 277 0.0201 0.0068 0.0133 278 0.0201 0.0068 0.0132 279 0.0200 0.0068 0.0132 280 0.0199 0.0068 0.0131 281 0.0198 0.0067 0.0131 282 0.0197 0.0067 0.0130 283 0.0196 0.0067 0.0129 284 0.0195 0.0066 0.0129 285 0.0194 0.0066 0.0128 286 0.0194 0.0066 0.0128 287 0.0193 0.0066 0.0127 288 -------------------------------------------------------------------- 0.0192 0.0065 0.0127 -------------------------------------------------------------------- Total soil rain loss = 2.86(In) Total effective rainfall 6.14(In) Peak flow rate in flood hydrograph = 11.38(CFS) --------------------------------------------------------------------- .................................................................... 24 - H 0 U R S T 0 R M R u n o f f H y d r o g r a p h Hydrograph in 5 Minute intervals ((CFS)) -------------------------------------------------------------------- Time(h+m) Volume Ac.Ft Q(CFS) 0 5.0 10.0 15.0 20.0 ----------------------------------------------------------------------- 0+ 5 0.0003 0.04 Q 0+10 0.0019 0.24 Q 0+15 0.0049 0.44 Q 0+20 0.0084 0.50 VQ 0+25 0.0120 0.52 VQ 0+30 0.0156 0.52 VQ 0+35- 0.0192 0.52 VQ 0+40 0.0228 0.53 VQ 0+45 0.0264 0.53 VQ 0+50 0.0301 0.53 VQ 0+55 0.0337 0.53 VQ 1+ 0 0.0374 0.53 VQ 1+ 5 0.0410 0.53 VQ 1+10 0.0447 0.53 IQ 1+15 0.0484 0.53 IQ 1+20 0.0520 0.53 IQ 1+25 0.0557 0.54 IQ 1+30 0.0594 0.54 IQ 1+35 0.0631 0.54 IQ 1+40 0.0668 0.54 IQ 1+45 0.0706 0.54 IQ 1+50 0.0743 0.54 IQ 1+55 0.0780 0.54 IQ 2+ 0 0.0818 0.54 IQ 2+ 5 0.0855 0.55 IQ 2+10 0.0893 0.55 IQV 2+15 0.0931 0.55 IQV 2+20 0.0969 0.55 IQV 2+25 0.1006 0.55 IQV 2+30 0.1044 0.55 IQV 2+35 0.1083 0.55 IQV 2+40 0.1121 0.55 IQV 2+45 0.1159 0.56 jQV 2+50 0.1197 0.56 IQV 2+55 0.1236 0.56 IQV 3+ 0 0.1274 0.56 IQV 3+ 5 0.1313 0.56 IQ V 3+10 0.1352 0.56 IQ V 3+15 0.1391 0.56 IQ V 3+20 0.1430 0.57 IQ V 3+25 0.1469 0.57 IQ V 3+30 0.1508 0.57 IQ V 3+35 0.1547 0.57 IQ V 3+40 0.1586 0.57 IQ V 3+45 0.1626 0.57 IQ V 3+50 0.1665 0.57 IQ V 3+55 0.1705 0.58 IQ V 4+ 0 0.1745 0.58 IQ V 4+ 5 0.1784 0.58 IQ V 4+10 0.1824 0.58 IQ V 4+15 0.1864 0.58 IQ V 4+20 0.'1905 0.58 IQ V 4+25 0.1945 0.58 IQ V 4+30 0.1985 0.59 IQ V 4+35 0.2026 0.59 IQ V 4+40 0.2066 0.59 IQ V 4+45 0.2107 0.59 IQ V 4+50 0.2148 0.59 IQ V 4+55 0.2189 0.59 IQ V 5+ 0 0.2230 0.60 IQ v 5+ 5 0.2271 0.60 IQ V 5+10 0.2313 0.60 IQ V 5+15 0.2354 0.60 IQ V 5+20, 0.2396 0.60 IQ V 5+25 0.2437 0.61 IQ V 5+30 0.2479 0.61 IQ V 5+35 0.2521 0.61 IQ v 5+40 0.2563 0 . 61 IQ V 5+45 0.2605 0 . 61 IQ V 5+50 0.2648 0.61 IQ V 5+55 0.2690 0.62 IQ v 6+ 0 0.2733 0 . 62 IQ v 6+ 5 0.2775 0 . 62 IQ V 6+10 0.2818 0 . 62 IQ V 6+15 0.2861 0 . 62 IQ V 6+20 0.2904 0 . 63 IQ V 6+25 0.2948 0 . 63 IQ V 6+30 0.2991 0 . 63 IQ V 6+35 0.3035 0 . 63 IQ V 6+40 0.3078 0 . 63 IQ v 6+45 0.3122 0 . 64 IQ v 6+50 0.3166 0 . 64 IQ v 6+55 0.3210 0.64 IQ v 7+ 0 0.3255 0.64 IQ v 7+ 5 0.3299 0.65 IQ v 7+10 0.3344 0.65 IQ v 7+15 0.3389 0.65 IQ v 7+20 0.3434 0.65 IQ v 7+25 0.3479 0.66 IQ v 7+30 0.3524 0.66 Q v 7+35 0.3570 0.66 Q V 7+40 0.3615 0.66 IQ V 7+45 0.3661 0.67 IQ v I 7+50 0.3707 0.67 IQ V I 7+55 0.3753 0.67 IQ v I 8+ 0 0.31800 0.67 IQ V I 8+ 5 0.3846 0.68 IQ V I 8+10 0.3893 0.68 IQ V I 8+15 0.3940 0 . 68 IQ VI 8+20 0.3987 0 . 68 IQ VI 8+25 0.4034 0 . 69 IQ V1 8+30 0.4082 0 . 69 IQ VI 8+35 0.4129 0 . 69 IQ V1 8+40 0.4177 0 . 70 IQ VI 8+45 0.4225 0 . 70 IQ V1 8+50 0.4274 0 . 70 IQ V1 8+55 0.4322 0 . 70 IQ VI 9+ 0 0.4371 0 . 71 IQ V 9+ 5 0.4420 0 . 71 IQ V 9+10 0.4469 0 . 71 IQ V 9+15 0.4518 0 . 72 IQ V 9+20 0.4568 0 . 72 IQ V 9+25 0.4618 0 . 72 IQ V 9+30 0.4668 0 . 73 IQ V 9+35 0.4718 0 . 73 IQ V 9+40 0.4769 0 . 73 IQ V 9+45 0.4820 0 . 74 IQ IV 9+50 0.4871 0 . 74 IQ IV 9+55 0.4922 0 . 75 IQ IV 10+ 0 0.4974 0 . 75 IQ IV 10+ 5 0.5026 0 . 75 IQ IV 10+10 0.5078 0 . 76 IQ IV 10+15 0.5131 0 . 76 IQ IV 10+20 0.5183 0.77 IQ IV 10+25 0.5236 0.77 IQ I V 10+30 0.5290 0 . 77 IQ I v 10+35 0.5343 0 . 78 IQ I V 10+40 0.5397 0 . 78 IQ I V 10+45 0.5452 0 . -79 IQ I V 10+50 0.5506 0 . 79 IQ V 10+55 0.5561 0.80 IQ v 11+ 0 0.5617 0.80 IQ V 11+ 5 0.5672 0.81 IQ v 11+10 0.5728 0 . 81 IQ V 11+15 0.5785 0 . 82 IQ V 11+20 0.5841 0 . 82 IQ I V 11+25 0.5898 0 . 83 IQ I V 11+30 0.5956 0 . 83 IQ I V 11+35 0.6014 IQ I V 11+40 0.6072 0.85 IQ I v 11+45 0.6131 0 . 85 IQ I V 11+50 0.6190 0 . 86 IQ I V 11+55 0.6249 0 . 87 IQ I V 12+ 0 0.6310 0 . 87 IQ I V 12+ 5 0.6369 0.87 IQ I V 12+10 0.6426 0.83 IQ I V 12+15 0.6481 0.79 IQ I V 12+20 0.6534 0.78 IQ I V 12+25 0.6588 0.78 IQ I V 12+30 0.6643 0.79 IQ I V 12+35 0.6698 0 . 80 IQ I V 12+40 0.6754 0 . 81 IQ I V 12+45 0.6810 0 . 82 IQ I V 12+50 0.6867 0.83 IQ I V 12+55 0.6925 0.84 IQ I V 13+ 0 0.6983 0.85 IQ I V 13+ 5 0.7042 0.86 IQ I V 13+10 0.7102 0 . 87 IQ I V 13+15 0.7163 0 . 88 IQ I V 13+20 0.7224 0 . 89 IQ I V 13+25 0.7287 o . 91 IQ I V 13+30 0.7350 0 . 92 IQ I V 13+35 0.7414 0 . 93 IQ I V 13+40 0.7480 0 . 95 IQ I V 13+45 0.7546 0 . 96 IQ I V 13+50 0.7613 0 . 98 IQ I V 13+55 0.7682 o . 99 IQ I V 14+ 0 0.7751 1 . ol I Q I V 14+ 5 0.7822 1 . 03 Q I V 14+10 0.7895 1 . 05 Q I V 14+15 0.7969 1 . 07 Q I V 14+20 0.8044 1 . 09 Q I v 14+25 0.8121 1 . 12 Q I V 14+30 0.8200 1 . 14 Q I V 14+35 0.8281 1 . 17 Q I VI 14+40 0.8363 1 . 20 Q I VI 14+45 0.8448 1 . 23 Q VI 14+50' 0.8536 1.27 Q VI 14+55 0.8626 1.31 Q VI 15+ 0 0.8719 1 . 35 Q V 15+ 5 0.8815 1 . 40 Q V 15+10 0.8914 1 . 45 Q V 15+15 0.9018 1 . 51 Q V 15+20 0.9127 1 . 57 Q V 15+25 0.9238 1 . 62 Q IV 15+30 0.9345 1 . 55 Q IV 15+35 0.9447 1 . 49 Q IV 15+40 0.9555 1 . 57 Q IV 15+45 0.9674 1 . 73 Q I I V 15+50 0.9809 1 . 96 Q I I V 15+55 0.9971 2 . 35 Q I I V 16+ 0 1.0193 3.23 Q I I V 16+ 5 1.0590 5.76 IQ I V 16+10 1.1374 11 . 38 1 Q V 16+15 1.2094 10 . 45 Q V 16+20 1.2421 4.76 QI I V 16+25 1.2587 2.40 Q I I V 16+30 1.2719 1 . 93 Q I I VI 16+35 1.2834 1.66 Q I I VI 16+40 1.2940 1.54 Q I I VI 16+45 1.3038 1.43 Q I I VI 16+50 1.3130 1 . 33 Q I I V 16+55 1.3216 1.25 Q I I V 17+ 0 1.3298 1.19 Q V 17+ 5 1.3376 1.13 Q V 17+10 1.3451 1.08 Q V 17+15 1.3523 1.04 Q IV 17+20 1.3592 1.00 Q IV 17+25 1.3659 0.97 IQ IV 17+30 1.3723 0.94 IQ IV 17+35 1.3786 0.91 IQ IV 17+40 1.3847 0.89 IQ IV 17+45 1.3907 0.86 IQ I IV 17+50 1.3965 0.84 IQ I I V 17+55 1.4022 0.82 IQ I V 18+ 0 1.4077 0.80 IQ I V 18+ 5 1.4132 0.80 IQ I V 18+10 1.4189 0.83 IQ I V 18+15 1.4249 0.86 IQ I V 18+20 1.4308 0.86 IQ I V 18+25 1.4367 0.85 IQ I V 18+30 1.4425 0.84 IQ I V 18+35 1.4482 0.83 IQ I V 18+40 1.4539 0.82 IQ I V 18+45 1.4595 0.81 IQ I V 18+50 1.4650 0.80 IQ V 18+55 1.4704 0.79 IQ V 19+ 0 1.4758 0.78 IQ V 19+ 5 1.4811 0.77 IQ V 19+10 1.4864 0.76 IQ V 19+15 1.4916 0.76 IQ V 19+20 1.4968 0.75 IQ V 19+25 1.5019 0.74 IQ V 19+30 1.5069 0.73 IQ V 19+35' 1.5119 0.73 IQ V 19+40 1.5169 0.72 IQ V 19+45 1.5218 0.71 IQ V 19+50 1.5266 0.71 IQ V 19+55 1.5315 0.70 IQ V 20+ 0 1.5362 0.69 IQ V 20+ 5 1.5410 0.69 IQ V 20+10 1.5457 0.68 IQ I V 20+15 1.5503 0.68 IQ V 20+20 1.5550 0.67 IQ V 20+25 1.5596 0 . 67 IQ V 20+30 1.5641 0.66 IQ V 20+35 1.5686 0.66 IQ V 20+40 1.5731 0.65 IQ V 20+45 1.5776 0.65 IQ V 20+50 1.5820 0.64 IQ V 20+55 1.5864 0.64 IQ V 21+ 0 1.5908 0.63 IQ V 21+ 5 1.5951 0.63 IQ I V 21+10 1.5994 0.63 IQ I V 21+15 1.6037 0.62 IQ I V 21+20 1.6079 0.62 IQ I V 21+25 1.6122 0.61 IQ I V 21+30 1.6164 0.61 IQ I V 21+35 1.6205 0.61 IQ I V 21+40 1.6247 0.60 IQ I V .,Av� 21+45 1.6288 0.60 1 Q v 1 21+50 1.6329 0.60 IQ v I 21+55 1.6370 0.59 IQ I v 1 22+ 0 1.6411 0.59 IQ I v 22+ 5 1.6451 0.59 IQ I v 22+10 1.6491 0.58 IQ I v 22+15 1.6531 0.58 IQ I v I 22+20 1.6571 0.58 IQ I v 22+25 1.6610 0.57 IQ I v 22+30 1.6649 0.57 IQ I v 22+35 1.6688 0.57 IQ I v 1 22+40 1.6727 0.56 IQ I v 22+45 1.6766 0.56 IQ I v 22+50 1.6804 0.56 IQ I v 1 22+55 1.6843 0.56 IQ I v 1 23+ 0 1.6881 0.55 IQ I v 23+ 5 1.6919 0.55 IQ I v 23+10 1.6957 0.55 IQ I vi 23+15 1.6994 0.55 IQ I V1 23+20 1.7032 0.54 IQ I V1 23+25 1.7069 0.54 IQ I VI 23+30 1.7106 0.54 IQ I VI 23+35 1.7143 0.54 IQ I VI 23+40 1.7180 0.53 IQ I VI 23+45 1.7216 0.53 IQ I VI 23+50 1.7253 0.53 IQ I VI 23+55 1.7289 0.53 IQ I VI 24+ 0 1.7325 0.52 IQ I VI 24+ 5 1.7359 0.49 Q I VI 24+10 1.7378 0.28 Q I VI 24+15 1.7384 0.08 Q I VI 24+20- 1.7385 0.02 Q I VI 24+25 ----------------------------------------------------------------------- 1.7385 0.01 Q I v Hydrograph Routing N m FLOOD HYDROGRAPH ROUTING PROGRAM Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2001 Study date: 08/23/05 TRACT 16993 Developed Condition 2 Year 24 Hour Storm Event -------------------------------------------------------------------- Allard Engineering, Fontana, California - S/N 643 -------------------------------------------------------------------- HYDROGRAPH INFORMATION From study/file name: 16993d.rte ****************************HYDROGRAPH DATA**************************** Number of intervals = 293 Time interval = 5.0 (Min.) Maximum/Peak flow rate = 3.507 (CFS) Total volume = 0.483 (Ac.Ft) Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 ...................................................................... Process from Point/Station 0.000 to Point/Station 1.000 **** RETARDING BASIN ROUTING **** User entry of depth -outflow -storage data ------------------------------------------------- Total number of inflow hydrograph intervals = 293 Hydrograph time unit = 5.000 (Min.) Initial depth -------------------------------------------------------------------- in storage basin = 0.00(Ft.) -------------------------------------------------------------------- initial basin depth = 0.00 (Ft.) Initial basin storage = 0.00 (Ac.Ft) Initial basin --------------------------------------------------------------------- outflow = 0.00 (CFS) -------------------------------------------------------------------- Depth vs. Storage and Depth vs. Discharge data: Basin Depth Storage Outflow (S-O*dt/2) (S+O*dt/2) (Ft.) (Ac.Ft) (CFS) (Ac.Ft) (Ac.Ft) --------------------------------------------------------------------- 0.000 0.000 0.000 0.000 0.000 1.000 0.060 3.000 0.050 0.070 2.000 0.180 8.300 0.151 0.209 2.500 0.260 10.900 0.222 0.298 -------------------------------------------------------------------- Hydrograph Detention Basin Routing --------------------------------------------------------------------- Graph values: III= unit inflow; -01=outflow at time shown Time Inflow Outflow Storage Depth (Hours) (CFS) (CFS) (Ac.Ft) .0 0.9 1.75 2.63 3.51 (Ft.) 0.083 0.01 0.00 0.000 0 0.00 0.167 0.05 0.01 0.000 0 0.00 0.250 0.09 0.03 0.001 0 0.01 0.333 0.10 0.05 0.001 0 0.02 0.417 0.11 0.06 0.001 0 0.02 0.500 0.11 0.08 0.002 0 0.03 0.583 0.11 0.09 0.002 0 0.03 0.667 0.11 0.09 0.002 0 0.03 0.750 0.11 0.10 0.002 0 0.03 0.833 0.11 0.10 0.002 0 0.03 0.917 0.11 0.10 0.002 0 0.03 1.000 0.11 0.10 0.002 01 0.03 1.083 0.11 0.11 0.002 01 0.04 1.167 0.11 0.11 0.002 01 0.04 1.250 0.11 0.11 0.002 01 0.04 1.333 0.11 0.11 0.002 01 0.04 1.417 0.11 0.11 0.002 10 0.04 1.500 0.11 0.11 0.002 10 0.04 1.583 0.11 0.11 0.002 10 0.04 1.667 0.11 0.11 0.002 10 0.04 1.750 0.11 0.11 0.002 10 0.04 1.833 0.11 0.11 0.002 10 0.04 1.917 0.11 0.11 0.002 10 0.04 2.000 0.11 0.11 0.002 10 0.04 2.083 0.11 0.11 0.002 10 0.04 2.167 0.11 0.11 0.002 10 0.04 2.250 0.11 0.11 0.002 10 0.04 2.333 0.12 0.11 0.002 10 0.04 2.417 0.12 0.11 0.002 10 0.04 2.500 0.12 0.11 0.002 10 0.04 2.583 0.12 0.12 0.002 10 0.04 2.667 0.12 0.12 0.002 10 0.04 2.750 0.12 0.12 0.002 10 0.04 2.833 0.12 0.12 0.002 10 0.04 2.917 0.12 0.12 0.002 10 0.04 3.000 0.12 0.12 0.002 10 0.04 3.083 0.12 0.12 0.002 10 0.04 3.167 0.12 0.12 0.002 10 0.04 3.250 0.12 0.12 0.002 10 0.04 3.333 0.12 0.12 0.002 10 0.04 3.417 0.12 0.12 0.002 10 0.04 3.500 0.12 0.12 0.002 10 0.04 3.583 0.12 0.12 0.002 10 0.04 3.667 0.12 0.12 0.002 10 0.04 3.750 0.12 0.12 0.002 10 0.04 3.833 0.12 0.12 0.002 10 0.04 3.917 0.12 0.12 0.002 10 0.04 4.000 0.12 0.12 0.002 10 0.04 4.083 0.12 0.12 0.002 10 0.04 4.167 0.12 0.12 0.002 10 0.04 4.250 0.12 0.12 0.002 10 0.04 4.333 0.13 0.12 0.002 10 0.04 4.417 0.13 0.12 0.002 10 0.04 4.500 0.13 0.12 0.002 10 0.04 4.583 0.13 0.13 0.003 10 0.04 4.667 0.13 0.13 0.003 10 0.04 4.750 0.13 0.13 0.003 10 0.04 4.833 0.13 0.13 0.003 10 0.04 4.917 0.13 0.13 0.003 10 0.04 5.000 0.13 0.13 0.003 10 0.04 5.083 0.13 0.13 0.003 10 0.04 5.167 0.13 0.13 0.003 10 0.04 5.250 0.13 0.13 0.003 10 0.04 5.333 0.13 0.13 0.003 10 0.04 5.417 0.13 0.13 0.003 10 0.04 5.500 0.13 0.13 0.003 10 0.04 5.583 0.13 0.13 0.003 10 0.04 5.667 0.13 0.13 0.003 10 0.04 5.750 0.13 0.13 0.003 10 0.04 5.833 0.13 0.13 0.003 10 0.04 5.917 0.14 0.13 0.003 10 0.04 6.000 0.14 0.13 0.003 10 0.04 6.083 0.14 0.13 0.003 10 0.04 6.167 0.14 0.14 0.003 10 0.05 6.250 0.14 0.14 0.003 10 0.05 6.333 0.14 0.14 0.003 10 0.05 6.417 0.14 0.14 0.003 10 0.05 6.500 0.14 0.14 0.003 10 0.05 6.583 0.14 0.14 0.00; 10 0.05 6.667 0.14 0.14 0.003 10 0.05 6.750 0.14 0.14 0.003 10 0.05 6.833 0.14 0.14 0.003 10 0.05 6.917 0.14 0.14 0.003 10 0.05 7.000 0.14 0.14 0.003 10 0.05 7.083 0.14 0.14 0.003 10 0.05 7.167 0.15 0.14 0.003 10 0.05 7.250 0.15 0.14 0.003 10 0.05 7.333 0.15 0.14 0.003 10 0.05 7.417 0.15 0.15 0.003 10 0.05 7.500 0.15 0.15 0.003 10 0.05 7.583 0.15 0.15 0.003 10 0.05 7.667 0.15 0.15 0.003 10 0.05 7.750 0.15 0.15 0.003 10 0.05 7.833 0.15 0.15 0.003 10 0.05 7.917 0.15 0.15 0.003 10 0.05 8.000 0.15 0.15 0.003 10 0.05 8.083 0.15 0.15 0.003 10 0.05 8.167 0.15 0.15 0.003 10 0.05 8.250 0.16 0.15 0.003 10 0.05 8.333 0.16 0.15 0.003 10 0.05 8.417 0.16 0.16 0.003 10 0.05 8.500 0.16 0.16 0.003 10 0.05 8.583 0.16 0.16 0.003 10 0.05 8.667 0.16 0.16 0.003 10 0.05 8.750 0.16 0.16 0.003 10 0.05 8.833 0.16 0.16 0.003 10 0.05 8.917 0.16 0.16 0.003 10 1 0.05 9.000 0.16 0.16 0.003 10 1 0.05 9.083 0.17 0.16 0.003 10 1 0.05 9.167 0.17 0.16 0.003 10 0.05 9.250 0.17 0.16 0.003 10 0.05 9.333 0.17 0.17 0.003 10 0.06 9.417 0.17 0.17 0.003 10 0.06 9.500 0.17 0.17 0.003 10 0.06 9.583 0.17 0.17 0.003 10 0.06 9.667 0.17 0.17 0.003 10 0.06 9.750 0.17 0.17 0.003 10 0.06 9.833 0.18 0.17 0.003 10 0.06 9.917 0.18 0.17 0.003 10 0.06 10.000 0.18 0.17 0.003 10 0.06 10.083 0.18 0.18 0.004 10 0.06 10.167 0.18 0.18 0.004 10 0.06 10.250 0.18 0.18 0.004 10 0.06 10.333 0.18 0.18 0.004 10 0.06 10.417 0.19 0.18 0.004 10 0.06 10.500 0.19 0.18 0.004 10 0.06 10.583 0.19 0.18 0.004 10 0.06 10.667 0.19 0.19 0.004 10 0.06 10.750 0.19 0.19 0.004 10 0.06 10.833 0.19 0.19 0.004 10 0.06 10.917 0.19 0.19 0.004 10 0.06 11.000 0.20 0.19 0.004 10 0.06 11.083 0.20 0.19 0.004 10 0.06 11.167 0.20 0.19 0.004 10 0.06 11.250 0.20 0.20 0.004 10 0.07 11.333 0.20 0.20 0.004 10 0.07 11.417 0.21 0.20 0.004 10 1 0.07 11.500 0.21 0.20 0.004 10 1 0.07 11.583 0.21 0.20 0.004 10 1 0.07 11.667 0.21 0.21 0.004 10 0.07 11.750 0.21 0.21 0.004 10 0.07 11.833 0.22 0.21 0.004 10 0.07 11.917 0.22 0.21 0.004 10 0.07 12.000 0.22 0.21 0.004 JOI 0.07 12.083 0.23 0.22 0.004 JOI 0.07 12.167 0.27 0.23 0.005 0 0.08 12.250 0.30 0.24 0.005 o 0.08 12.333 0.32 0.26 0.005 0 0.09 12.417 0.32 0.28 0.006 0 0.09 12.500. 0.32 0.29 0.006 0 0.10 12.583 0.33 0.30 0.006 0 0.10 12.667 0.33 0.31 0.006 0 0.10 12.750 0.33 0.31 0.006 01 0.10 12.833 0.33 0.32 0.006 01 0.11 12.917 0.34 0.32 0.006 01 0.11 13.000 0.34 0.33 0.007 0 0.11 13.083 0.34 0.33 0.007 0 0.11 13.167 0.35 0.34 0.007 0 1 0.11 13.250 0.35 0.34 0.007 0 0.11 13.333 0.35 0.34 0.007 0 0.11 13.417 0.36 0.35 0.007 0 0.12 13.500 0.36 0.35 0.007 0 0.12 13.583 0.37 0.36 0.007 0 0.12 13.667 0.37 0.36 0.007 0 0.12 13.750 0.38 0.36 0.007 0 0.12 13.833 0.38 0.37 0.007 0 0.12 13.917 0.39 0.37 0.007 0 0.12 14.000 0.39 0.38 0.008 0 0.13 14.083 0.40 0.38 0.008 0 0.13 14.167 0.40 0.39 0.008 0 0.13 14.250 0.41 0.39 0.008 0 0.13 14.333 0.41 0.40 0.008 0 0.13 14.417 0.42 0.40 0.008 o 0.13 14.500 0.43 0.41 0.008 0 0.14 14.583 0.44 0.42 0.008 0 0.14 14.667 0.45 0.42 0.008 01 0.14 14.750 0.45 0.43 0.009 oi 0.14 14.833 0.46 0.44 0.009 0 0.15 14.917 0.47 0.45 0.009 0 0.15 15.000 0.49 0.46 0.009 0 0.15 15.083 0.50 0.47 0.009 0 0.16 15.167 0.51 0.48 0.010 0 0.16 15.250 0.53 0.49 0.010 0 0.16 15.333 0.55 0.51 0.010 oi 0.17 15.417 0.55 0.52 0.010 oi 0.17 15.500 0.49 0.52 0.010 0 0.17 15.583 0.43 0.50 0.010 io 0.17 15.667 0.44 0.48 0.010 0 0.16 15.750 0.48 0.48 0.010 0 0.16 15.833 0.55 0.49 0.010 oi 0.16 15.917 0.65 0.52 0.010 oi 0.17 16.000 0.83 0.59 0.012 0 il 0.20 16.083 1.54 0.76 0.015 0 1 0.25 16.167 3.51 1.28 0.026 0 0.43 16.250 3.33 1.91 0.038 10 0.64 16.333 1.45 2.05 0.041 1 1 0 0.68 16.417 0.70 1.76 0.035 0 0.59 16.500 0.60 1.43 0.029 0 0.48 16.583 0.55 1.18 0.024 1 0 0.39 16.667 0.53 1.00 0.020 1 10 0.33 16.750 0.51 0.86 0.017 1 01 0.29 16.833 0.48 0.75 0.015 1 0 0.25 16.917 0.46 0.67 0.013 1 0 0.22 17.000 0.44 0.60 0.012 10 0.20 17.083 0.43 0.55 0.011 1 0 0.18 17.167 0.41 0.51 0.010 io 0.17 17.250 0.40 0.48 0.010 io 0.16 17.333 0.39 0.46 0.009 io 0.15 17.417 0.38 0.43 0.009 0 0.14 17.500 0.37 0.42 0.008 0 0.14 17.583 0.36 0.40 0.008 0 0.13 17.667 0.35 0.39 0.008 0 0.13 17.750 0.35 0.38 0.008 0 0.13 17.833 0.34 0.37 0.007 0 0.12 17.917 0.33 0.36 0.007 0 0.12 18.000 0.33 0.35 0.007 10 0.12 18.083 0.32 0.34 0.007 10 0.11 18.167 0.28 0.33 0.007 0 0.11 18.250 0.24 0.31 0.006 0 0.10 18.333 0.22 0.28 0.006 0 0.09 18.417 0.22 0.27 0.005 JIO 0.09 18.500 0.21 0.25 0.005 JIO 0.08 18.583 0.21 0.24 0.005 JIO 0.08 18.667 0.20 0.23 0.005 lio 1 0.08 18.750 0.20 0.22 0.004 JIO 0.07 18.833 0.20 0.21 0.004 10 0.07 18.917 0.19 0.21 0.004 10 0.07 - 19.000 0.19 0.20 0.004 10 0.07 19.083 0.19 0.20 0.004 10 0.07 19.167 0.18 0.19 0.004 10 0.06 19.250 0.18 0.19 0.004 10 0.06 19.333 0.18 0.19 0.004 10 0.06 19.417 0.18 0.18 0.004 10 0.06 19.500 0.17 0.18 0.004 10 0.06 19.583 0.17 0.18 0.004 10 0.06 19.667 0.17 0.18 0.004 10 0.06 19.750 0.17 0.17 0.003 10 0.06 19.833 0.16 0.17 0.003 10 0.06 19.917 0.16 0.17 0.003 10 0.06 20.000 0.16 0.17 0.003 10 0.06 20.083 0.16 0.16 0.003 10 0.05 20.167 0.16 0.16 0.003 10 0.05 20.250 0.15 0.16 0.003 10 0.05 20.333 0.15 0.16 0.003 10 0.05 20.417 0.15 0.16 0.003 10 1 0.05 20.500 0.15 0.15 0.003 10 1 0.05 20.583 0.15 0.15 0.003 10 1 0.05 20.667 0.15 0.15 0.003 10 1 0.05 20.750 0.14 0.15 0.003 10 1 0.05 20.833 0.14 0.15 0.003 10 1 0.05 20.917 0.14 0.15 0.003 10 1 0.05 21.0'00 0.14 0.15 0.003 10 1 0.05 21.083 0.14 0.14 0.003 10 1 0.05 21.167 0.14 0.14 0.003 10 0.05 21.250 0.14 0.14 0.003 10 0.05 21.333 0.14 0.14 0.003 10 0.05 21.417 0.13 0.14 0.003 10 0.05 21.500 0.13 0.14 0.003 10 0.05 21.583 0.13 0.14 0.003 10 0.05 21.667 0.13 0.13 0.003 10 0.04 21.750 0.13 0.13 0.003 10 0.04 21.833 0.13 0.13 0.003 10 0.04 21.917 0.13 0.13 0.003 10 0.04 22.000 0.13 0.13 0.003 10 0.04 22.083 0.13 0.13 0.003 10 1 0.04 22.167 0.13 0.13 0.003 10 1 0.04 22.250 0.12 0.13 0.003 10 1 0.04 22.333 0.12 0.13 0.003 10 1 0.04 22.417 0.12 0.13 0.003 10 1 0.04 22.500 0.12 0.12 0.002 10 1 0.04 22.583 0.12 0.12 0.002 10 1 0.04 22.667 0.12 0.12 0.002 10 0.04 22.750 0.12 0.12 0.002 10 0.04 22.833 0.12 0.12 0.002 10 0.04 22.917 0.12 0.12 0.002 10 0.04 23.000 0.12 0.12 0.002 10 0.04 23.083 0.12 0.12 0.002 10 0.04 23.167 0.12 0.12 0.002 10 0.04 23.250 0.11 0.12 0.002 10 0.04 23.333 0.11 0.12 0.002 10 1 0.04 23.417 0.11 0.12 0.002 10 1 0.04 23.500 0.11 0.11 0.002 10 1 0.04 23.583 0.11 0.11 0.002 10 1 0.04 23.667 0.11 0.11 0.002 10 0.04 '23.750 0.11 0.11 0.002 10 0.04 23.833 0.11 0.11 0.002 10 0.04 23.917 0.11 0.11 0.002 10 0.04 24.000 0.11 0.11 0.002 10 0.04 24.083 0.10 0.11 0.002 0 0.04 24.167 0.06 0.10 0.002 0 0.03 24.250 0.02 0.08 0.002 0 0.03 24.333 0.00 0.06 0.001 0 0.02 24.417 0.00 0.04 0.001 0 0.01 24.500 0.00 0.03 0.001 0 0.01 ****************************HYDROGRAPH DATA**************************** Number of intervals = 294 Time interval = 5.0 (Min.) Maximum/Peak flow rate = 2.048 (CFS) Total volume = 0.482 (Ac.Ft) Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 N FLOOD HYDROGRAPH ROUTING PROGRAM Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2001 Study date: 08/23/05 TRACT 16993 Developed Condition 10 Year 24 Hour Storm Event -------------------------------------------------- ------------------ Allard Engineering, Fontana, California - SIN 643 -------------------------------------------------------------------- HYDROGRAPH INFORMATION From study/file name: 16993d.rte ****************************HYDROGRAPH DATA**************************** Number of intervals = 293 Time interval = 5.0 (Min.) Maximum/Peak flow rate = 6.991 (CFS) Total volume = 0.973 (AC.Ft) Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 ...................................................................... Process from Point/Station 0.000 to Point/Station 1.000 **** RETARDING BASIN ROUTING **** User entry of -------------------------------------------------------------------- depth -outflow -storage data Total number of inflow hydrograph intervals = 293 Hydrograph time unit = 5.000 (Min.) Initial depth -------------------------------------------------------------------- in storage basin = 0.00(Ft.) -------------------------------------------------------------------- Initial basin depth = 0.00 (Ft.) Initial basin storage = 0.00 (Ac.Ft) Initial basin --------------------------------------------------------------------- outflow = 0.00 (CFS) -------------------------------------------------------------------- Depth vs. Storage and Depth vs. Discharge data: Basin Depth Storage Outflow (S-O*dt/2) (S+O*dt/2) (Ft.) --------------------------------------------------------------------- (Ac.Ft) (CFS) (Ac.Ft) (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 1.000 0.060 3.000 0.050 0.070 2.000 0.180 8.300 0.151 0.209 2.500 0.260 10.900 0.222 0.298 -------------------------------------------------------------------- --------------------------------------------------------------------- Hydrograph Detention Basin Routing Graph values: 'I'= unit inflow; '01=outflow at time shown --------------------------------------------------------------------- Time Inflow outflow Storage Depth (Hours) (CFS) (CFS) (Ac.Ft) .0 1.7 3.50 5.24 6.99 (Ft.) 0.083 0.02 0.00 0.000 0 0.00 0.167 0.12 0.02 0.000 0 0.01 0.250 0.22 0.07 0.001 01 0.02 0.333 0.26 0.12 0.002 01 0.04 0.417 0.26 0.16 0.003 01 0.05 0.500 0.27 0.19 0.004 01 0.06 0.583 0.27 0.21 0.004 01 0.07 0.667 0.27 0.23 0.005 10 0.08 0.750 0.27 0.24 0.005 10 0.08 0.833 0.27 0.25 0.005 10 0.08 0.917 0.27 0.25 0.005 10 0.08 1.000 0.27 0.26 0.005 10 0.09 1.083 0.27 0.26 0.005 10 0.09 1.167 0.27 0.26 0.005 10 0.09 1.250 0.27 0.27 0.005 10 0.09 1.333 0.27 0.27 0.005 10 0.09 1.417 0.27 0.27 0.005 10 0.09 1.500 0.27 0.27 0.005 10 0.09 1.583 0.27 0.27 0.005 10 0.09 1.667 0.28 0.27 0.005 10 0.09 1.750 0.28 0.27 0.005 10 0.09 1.833 0.28 0.27 0.005 10 0.09 1.917 0.28 0.28 0.006 10 0.09 2.000 0.28 0.28 0.006 10 0.09 2.083 0.28 0.28 0.006 10 0.09 2.167 0.28 0.28 0.006 10 0.09 2.250 0.28 0.28 0.006 10 0.09 2.333 0.28 0.28 0.006 10 0.09 2.417 0.28 0.28 0.006 10 0.09 2.500 0.28 0.28 0.006 10 0.09 2.583 0.28 0.28 0.006 10 0.09 2.667 0.28 0.28 0.006 10 0.09 2.750 0.28 0.28 0.006 10 0.09 2.833 0.29 0.28 0.006 10 0.09 2.917 0.29 0.28 0.006 10 0.09 3.000 0.29 0.29 0.006 10 0.10 3.083 0.29 0.29 0.006 10 0.10 3.167 0.29 0.29 0.006 10 0.10 3.250 0.29 0.29 0.006 10 0.10 3.333 0.29 0.29 0.006 10 0.10 3.417 0.29 0.29 0.006 10 0.10 3.500 0.29 0.29 0.006 10 0-10 3.583 0.29 0.29 0.006 10 0.10 3.667 0.29 0.29 0.006 10 0.10 3.750 0.29 0.29 0.006 10 0.10 3.833 0.30 0.29 0.006 10 0.10 3.917 0.30 0.29 0.006 10 0.10 4.000 0.30 0.29 0.006 10 0.10 4.083 0.30 0.30 0.006 10 0.10 4.167 0.30 0.30 0.006 10 1 0.10 4.250 0.30 0.30 0.006 10 1 0.10 4.333 0.30 0.30 0.006 10 1 0.10 4.417 0.30 0.30 0.006 10 1 0.10 4.500 0.30 0.30 0.006 10 1 0.10 4.583 0.30 0.30 0.006 10 1 0.10 4.667 0.30 0.30 0.006 10 1 0.10 4.750 0.31 0.30 0.006 10 1 0.10 4.833 0.31 0.30 0.006 10 0.10 4.917 0.31 0.30 0.006 10 0.10 5.000 0.31 0.31 0.006 10 1 0.10 5.083 0.31 0.31 0.006 10 1 0.10 5.167 0.31 0.31 0.006 10 1 0.10 5.250 0.31 0.31 0.006 10 1 0.10 5.333 0.31 0.31 0.006 10 1 0.10 5.417 0.31 0.31 0.006 10 1 0.10 5.500 0.32 0.31 0.006 10 1 0.10 5.583 0.32 0.31 0.006 10 1 0.10 5.667 0.32 0.31 0.006 10 1 0.10 5.750 0.32 0.32 0.006 10 1 0.11 5.833 0.32 0.32 0.006 10 1 0.11 5.917 0.32 0.32 0.006 10 1 0.11 6.000 0.32 0.32 0.006 10 1 0.11 6.083 0.32 0.32 0.006 10 1 0.11 6.167 0.32 0.32 0.006 10 1 0.11 6.250 0.33 0.32 0.006 10 1 0.11 6.333 0.33 0.32 0.006 10 1 0.11 6.417 0.33 0.32 0.006 10 1 0.11 6.500 0.33 0.33 0.007 10 1 0.11 6.583 0.33 0.33 0.007 10 1 0.11 6.667 0.33 0.33 0.007 10 1 0.11 6.750 0.33 0.33 0.007 10 1 0.11 6.833 0.33 0.33 0.007 10 1 0.11 6.917 0.34 0.33 0.007 10 1 0.11 7.000 0.34 0.33 0.007 10 1 0.11 7.083 0.34 0.33 0.007 10 1 0.11 7.167 0.34 0.34 0.007 10 1 0.11 7.250 0.34 0.34 0.007 10 1 0.11 7.333 0.34 0.34 0.007 10 1 0.11 7.417 0.34 0.34 0.007 10 1 0.11 7.500 0.34 0.34 0.007 10 1 0.11 7.583 0.35 0.34 0.007 10 1 0.11 7.667 0.35 0.34 0.007 10 1 0.11 7.750 0.35 0.35 0.007 10 1 0.12 7.833 0.35 0.35 0.007 10 1 0.12 7.917 0.35 0.35 0.007 10 0.12 8.000 0.35 0.35 0.007 10 0.12 8.083 0.36 0.35 0.007 10 0.12 8.167 0.36 0.35 0.007 10 1 0.12 8.250 0.36 0.35 0.007 10 1 0.12 8.333 0.36 0.36 0.007 10 1 0.12 8.417 0.36 0.36 0.007 10 1 0.12 8.500 0.36 0.36 0.007 10 1 0.12 8.583 0.37 0.36 0.007 10 0.12 8.667 0.37 0.36 0.007 10 0.12 8.750 0.37 0.36 0.007 10 0.12 8.833 0.37 0.37 0.007 10 1 0.12 'lop, 8.917 0.37 0.37 0.007 10 0.12 9.000 0.37 0.37 0.007 10 0.12 9.083 0.38 0.37 0.007 10 1 0.12 9.167 0.38 0.37 0.007 10 0.12 9.250 0.38 0.38 0.008 10 0.13 9.333 0.38 0.38 0.008 10 0.13 9.417 0.38 0.38 0.008 10 1 0.13 9.500 0.39 0.38 0.008 10 1 0.13 9.583 0.39 0.38 0.008 10 0.13 9.667 0.39 0.39 0.008 10 0.13 9.750 0.39 0.39 0.008 10 0.13 9.833 0.40 0.39 0.008 10 0.13 9.917 0.40 0.39 0.008 10 0.13 10.000 0.40 0.39 0.008 10 0.13 10.083 0.40 0.40 0.008 10 0.13 10.167 0.41 0.40 0.008 10 0.13 10.250 0.41 0.40 0.008 10 0.13 10.333 0.41 0.40 0.008 10 0.13 10.417 0.41 0.41 0.008 10 1 0.14 10.500 0.42 0.41 0.008 10 0.14 10.583 0.42 0.41 0.008 10 0.14 10.667 0.42 0.41 0.008 10 0.14 10.750 0.42 0.42 0.008 10 0.14 10.833 0.43 0.42 0.008 10 0.14 10.917 0.43 0.42 0.008 10 0.14 11.000 0.43 0.42 0.008 10 0.14 11.083 0.44 0.43 0.009 10 0.14 11.167 0.44 0.43 0.009 joi 0.14 11.250 0.44 0.43 0.009 joi 0.14 11.333 0.45 0.44 0.009 joi 0.15 11.417 0.45 0.44 0.009 0 0.15 11.500 0.45 0.44 0.009 0 0.15 11.583 0.46 0.45 0.009 o 0.15 11.667 0.46 0.45 0.009 0 0.15 11.750 0.46 0.45 0.009 0 0.15 11.833 0.47 0.46 0.009 0 0.15 11.917 0.47 0.46 0.009 0 0.15 12.000 0.47 0.46 0.009 0 0.15 12.083 0.48 0.47 0.009 1 0 1 1 1 1 0.16 12.167 0.48 0.47 0.009 0 0.16 12.250 0.48 0.47 0.009 0 0.16 12.333 0.48 0.48 0.010 0 0.16 12.417 0.49 0.48 0.010 0 0.16 12.500 0.49 0.48 0.010 0 0.16 12.583 0.50 0.49 0.010 0 0.16 12.667 0.50 0.49 0.010 0 0.16 12.750 0.51 0.49 0.010 0 0.16 12.833 0.51 0.50 0.010 0 0.17 12.917 0.52 0.50 0.010 0 0.17 13.000 0.53 0.51 0.010 0 0.17 13.083 0.53 0.51 0.010 0 0.17 13.167 0.54 0.52 0.010 0 0.17 13.250 0.54 0.53 0.011 1 0 0.18 13.333 0.55 0.53 0.011 1 0 0.18 lo� 13.417 0.56 0.54 0.011 1 0 0.18 13.500 0.57 0.55 0.011 0 0.18 ,%MW 13.583 0.57 0.55 0.011 0 1 1 0.18 13.667 0.58 0.56 0.011 0 0.19 13.750 0.59 0.57 0.011 0 0.19 13.833 0.60 0.58 0.012 0 0.19 13.917 0.61 0.59 0.012 0 0.20 14.000 0.62 0.59 0.012 0 0.20 14.083 0.63 0.60 0.012 0 0.20 14.167 0.64 0.61 0.012 0 0.20 14.250 0.66 0.62 0.012 01 0.21 14.333 0.67 0.64 0.013 01 0.21 14.417 0.68 0.65 0.013 01 0.22 14.500 0.70 0.66 0.013 0 0.22 14.583 0.71 0.67 0.013 0 0.22 14.667 0.73 0.69 0.014 0 0.23 14.750 0.75 0.70 0.014 0 0.23 14.833 0.77 0.72 0.014 0 0.24 14.917 0.79 0.74 0.015 0 0.25 15.000 0.82 0.76 0.015 0 0.25 15.083 0.84 0.78 0.016 0 0.26 15.167 0.87 0.80 0.016 01 0.27 15.250 0.91 0.83 0.017 01 0.28 15.333 0.95 0.86 0.017 01 0.29 15.417 0.97 0.89 0.018 0 0.30 15.500 0.91 0.90 0.018 0 0.30 15.583 0.86 0.90 0.018 10 0.30 15.667 0.90 0.89 0.018 0 0.30 15.750 0.99 0.91 0.018 0 0.30 15.833 1.12 0.95 0.019 oi 0.32 15.917 1.33 1.03 0.021 0 1 0.34 16.000 1.79 1.19 0.024 0 1 0.40 16.083 3.34 1.59 0.032 ol il 0.53 16.167 6.99 2.64 0.053 0 1 0.88 16.250 6.45 3.76 0.077 10 1.14 16.333 2.85 3.99 0.082 1 1 0 1.19 16.417 1.40 3.50 0.071 0 1.09 16.500 1.14 2.90 0.058 0 0.97 16.583 0.99 2.36 0.047 1 0 0.79 16.667 0.92 1.95 0.039 1 0 0.65 16.750 0.86 1.64 0.033 1 01 0.55 16.833 0.81 1.40 0.028 1 0 0.47 16.917 0.76 1.22 0.024 1 0 0.41 17.000 0.72 1.08 0.022 10 0.36 17.083 0.69 0.97 0.019 io 0.32 17.167 0.66 0.88 0.018 10 0.29 17.250. 0.64 0.82 0.016 10 0.27 17.333 0.62 0.76 0.015 10 0.25 17.417 0.60 0.72 0.014 10 0.24 17.500 0.58 0.68 0.014 10 0.23 17.583 0.56 0.65 0.013 0 0.22 17.667 0.55 0.62 0.012 0 0.21 17.750 0.53 0.60 0.012 0 0.20 17.833 0.52 0.58 0.012 0 0.19 17.917 0.51 0.56 0.011 0 0.19 18.000 0.50 0.54 0.011 0 0.18 18.083 0.49 0.53 0.011 0 0.18 18.167 0.48 0.52 0.010 0 0.17 18.250 0.48 0.51 0.010 0 0.17 18.333 0.47 0.50 0.010 0 0.17 18.417 0.46 0.49 0.010 0 0.16 18.500 0.46 0.48 0.010 0 0.16 18.583 0.45 0.47 0.009 0 0.16 18.667 0.44 0.47 0.009 0 0.16 18.750 0.44 0.46 0.009 0 0.15 18.833 0.43 0.45 0.009 lio 1 0.15 18.917 0.43 0.44 0.009 lio 1 0.15 19.000 0.42 0.44 0.009 lio 1 0.15 19.083 0.41 0.43 0.009 10 0.14 19.167 0.41 0.43 0.009 10 0.14 19.250 0.40 0.42 0.008 10 0.14 19.333 0.40 0.41 0.008 10 0.14 19.417 0.39 0.41 0.008 10 0.14 19.500 0.39 0.40 0.008 10 0.13 19.583 0.39 0.40 0.008 10 0.13 19.667 0.38 0.39 0.008 10 0.13 19.750 0.38 0.39 0.008 10 0.13 19.833 0.37 0.39 0.008 10 0.13 19.917 0.37 0.38 0.008 10 0.13 20.000 0.37 0.38 0.008 10 0.13 20.083 0.36 0.37 0.007 10 0.12 20.167 0.36 0.37 0.007 10 0.12 20.250 0.36 0.37 0.007 10 0.12 20.333 0.35 0.36 0.007 10 0.12 20.417 0.35 0.36 0.007 10 0.12 20.500 0.35 0.36 0.007 10 0.12 20.583 0.34 0.35 0.007 10 0.12 20.667 0.34 0.35 0.007 10 0.12 20.750 0.34 0.35 0.007 10 0.12 20.833 0.34 0.34 0.007 10 0.11 20.917 0.33 0.34 0.007 10 0.11 21.000 0.33 0.34 0.007 10 0.11 21.083 0.33 0.34 0.007 10 0.11 21.167 0.33 0.33 0.007 10 0.11 21.250 0.32 0.33 0.007 10 0.11 21.333 0.32 0.33 0.007 10 0.11 21.417 0.32 0.33 0.007 10 0.11 21.500 0.32 0.32 0.006 10 0.11 21.583 0.31 0.32 0.006 10 0.11 21.667 0.31 0.32 0.006 10 0.11 21.750 0.31 0.32 0.006 10 0.11 21.833 0.31 0.31 0.006 10 0.10 21.917 0.31 0.31 0.006 10 0.10 22.000 0.30 0.31 0.006 10 0.10 22.083 0.30 0.31 0.006 10 0.10 22.167 0.30 0.31 0.006 10 0.10 22.250 0.30 0.30 0.006 10 0.10 22.333 0.30 0.30 0.006 10 0.10 22.417 0.30 0.30 0.006 10 0.10 22.500 0.29 0.30 0.006 10 0.10 22.583 0.29 0.30 0.006 10 0.10 22.667 0.29 0.30 0.006 10 0.10 22.750 0.29 0.29 0.006 10 0.10 22.833 0.29 0.29 0.006 10 0.10 22.917 0.29 0.29 0.006 10 0.10 23.000 0.28 0.29 0.006 10 0.10 23.083 0.28 0.29 0.006 10 0.10 23.167 0.28 0.29 0.006 10 0.10 23.250 0.28 0.28 0.006 10 0.09 23.333 0.28 0.28 0.006 10 0.09 23.417 0.28 0.28 0.006 10 0.09 23.500 0.28 0.28 0.006 10 0.09 23.583 0.27 0.28 0.006 10 0.09 23.667 0.27 0.28 0.006 10 0.09 '23.750 0.27 0.28 0.006 10 0.09 23.833 0.27 0.27 0.005 10 0.09 23.917 0.27 0.27 0.005 10 0.09 24.000 0.27 0.27 0.005 10 0.09 24.083 0.25 0.27 0.005 10 0.09 24.167 0.14 0.25 0.005 10 0.08 24.250 0.04 0.20 0.004 0 0.07 24.333 0.01 0.15 0.003 0 0.05 24.417 0.00 0.11 0.002 0 0.04 24.500 0.00 0.08 0.002 0 0.03 Remaining water in basin = 0.00 (AC.Ft) ****************************HYDROGRAPH DATA**************************** Number of intervals = 294 Time interval = 5.0 (Min.) Maximum/Peak flow rate = 3.991 (CFS) Total volume = 0.972 (Ac.Ft) Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 -------------------------------------------------------------------- M FLOOD HYDROGRAPH ROUTING PROGRAM Copyright (c) CIVILCADD/CIVILDESIGN, 1989 2001 Study date: 08/23/05 TRACT 16993 Developed Condition 25 Year 24 Hour Storm Event --------------------------------------------------------------------- Allard Engineering, Fontana, California - SIN 643 -------------------------------------------------------------------- HYDROGRAPH INFORMATION From study/file name: 16993d.rte ****************************HYDROGRAPH DATA*********** Number of intervals = 293 Time interval = 5.0 (Min.) Maximum/Peak flow rate = 8.843 (CFS) Total volume = 1.266 (Ac.Ft) Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.1000 0.000 ...................................................................... Process from Point/Station 0.000 to Point/Station 1.000 **** RETARDING BASIN ROUTING **** User entry of depth -outflow -storage data -------------------------------------------------------------------- Total number of inflow hydrograph intervals = 293 Hydrograph time unit = 5.000 (Min.) Initial depth -------------------------------------------------------------------- in storage basin = 0.00(Ft.) - ------------------------------------------------------------------ Initial basin depth = 0.00 (Ft.) Initial basin storage = 0.00 (Ac.Ft) Initial basin --------------------------------------------------------------------- outflow = 0.00 (CFS) -------------------------------------------------------------------- Depth vs. Storage and Depth vs. Discharge data: Basin Depth Storage Outflow (S-O*dt/2) (S+O*dt/2) (Ft.) (Ac.Ft) (CFS) (Ac.Ft) (Ac.Ft) --------------------------------------------------------------------- 0.000 0.000 0.000 0.000 0.000 1.000 0.060 3.000 0.050 0.070 2.000 0.180 8.300 0.151 0.209 2.500 0.260 10.900 0.222 0.298 1!M ME -------------------------------------------------------------------- --------------------------------------------------------------------- Hydrograph Detention Basin Routing Graph values: 'I'= unit inflow; 101=outflow at time shown --------------------------------------------------------------------- Time Inflow Outflow Storage Depth (Hours) (CFS) (CFS) (Ac.Ft) .0 2.2 4.42 6.63 8.84 (Ft.) 0.083 0.03 0.00 0.000 0 0.00 0.167 0.17 0.03 0.001 0 0.01 0.250 0.31 0.09 0.002 01 0.03 0.333 0.36 0.16 0.003 01 0.05 0.417 0.37 0.22 0.004 01 0.07 0.500 0.37 0.27 0.005 01 0.09 0.583 0.37 0.30 0.006 10 0.10 0.667 0.37 0.32 0.006 10 1 0.11 0.750 0.37 0.33 0.007 10 1 0.11 0.833 0.37 0.35 0.007 10 1 0.12 0.917 0.37 0.35 0.007 10 1 0.12 1.000 0.38 0.36 0.007 10 1 0.12 1.083 0.38 0.37 0.007 10 1 0.12 1.167 0.38 0.37 0.007 10 1 0.12 1.250 0.38 0.37 0.007 10 1 0.12 1.333 0.38 0.37 0.007 10 1 0.12 1.417 0.38 0.38 0.008 10 1 0.13 1.500 0.38 0.38 0.008 10 1 0.13 1.583 0.38 0.38 0.008 10 1 0.13 1.667 0.38 0.38 0.008 10 1 0.13 1.750 0.38 0.38 0.008 10 1 0.13 1.833 0.38 0.38 0.008 10 1 0.13 1.917 0.39 0.38 0.008 10 1 0.13 2.000 0.39 0.38 0.008 10 0.13 2.083 0.39 0.38 0.008 10 0.13 2.167 0.39 0.39 0.008 10 1 0.13 2.250 0.39 0.39 0.008 10 1 0.13 2.333 0.39 0.39 0.008 10 1 0.13 2.417 0.39 0.39 0.008 10 0.13 2.500 0.39 0.39 0.008 10 0.13 2.583 0.39 0.39 0.008 10 1 0.13 2.667 0.39 0.39 0.008 10 1 0.13 2.750 0.39 0.39 0.008 10 1 0.13 2.833 0.40 0.39 0.008 10 0.13 2.917 0.40 0.39 0.008 10 0.13 3.000 0.40 0.39 0.008 10 0.13 3.083 0.40 0.40 0.008 10 1 0.13 3.167 0.40 0.40 0.008 10 1 0.13 3.250 0.40 0.40 0.008 10 1 0.13 3.333 0.40 0.40 0.008 10 1 0.13 3.417 0.40 0.40 0.008 10 1 0.13 3.500 0.40 0.40 0.008 10 0.13 3.583 0.40 0.40 0.008 10 0.13 3.667 0.41 0.40 0.008 10 0.13 3.750 0.41 0.40 0.008 10 1 0.13 3.833 0.41 0.41 0.008 10 1 0.14 3.917 0.41 0.41 0.008 10 1 0.14 4.000 0.41 0.41 0.008 10 0.14 4.083 0.41 0.41 0.008 10 0.14 m m 4.167 0.41 0.41 0.008 10 1 0.14 4.250 0.41 0.41 0.008 10 1 0.14 4.333 0.41 0.41 0.008 10 1 0.14 4.417 0.42 0.41 0.008 10 1 0.14 4.500 0.42 0.41 0.008 10 1 0.14 4.583 0.42 0.42 0.008 10 1 0.14 4.667 0.42 0.42 0.008 10 1 0.14 4.750 0.42 0.42 0.008 10 1 1 0.14 4.833 0.42 0.42 0.008 10 1 0.14 4.917 0.42 0.42 0.008 10 1 0.14 5.000 0.42 0.42 0.008 jo 1 0.14 5.083 0.43 0.42 0.008 10 1 0.14 5.167 0.43 0.42 0.008 10 1 0.14 5.250 0.43 0.42 0.008 10 1 0.14 5.333 0.43 0.43 0.009 10 1 0.14 5.417 0.43 0.43 0.009 10 1 0.14 5.500 0.43 0.43 0.009 10 1 0.14 5.583 0.43 0.43 0.009 10 1 0.14 5.667 0.44 0.43 0.009 10 1 0.14 5.750 0.44 0.43 0.009 10 1 0.14 5.833 0.44 0.43 0.009 10 1 0.14 5.917 0.44 0.44 0.009 10 1 0.15 6.000 0.44 0.44 0.009 10 1 0.15 6.083 0.44 0.44 0.009 10 1 0.15 6.167 0.44 0.44 0.009 10 1 0.15 6.250 0.45 0.44 0.009 10 1 0.15 6.333 0.45 0.44 0.009 10 1 0.15 6.417 0.45 0.44 0.009 10 1 0.15 6.500 0.45 0.45 0.009 10 1 0.15 6.583 0.45 0.45 0.009 10 1 0.15 6.667 0.45 0.45 0.009 10 0.15 6.750 0.45 0.45 0.009 10 0.15 6.833 0.46 0.45 0.009 10 1 0.15 6.917 0.46 0.45 0.009 10 0.15 7.000 0.46 0.45 0.009 10 0.15 7.083 0.46 0.46 0.009 10 1 0.15 7.167 0.46 0.46 0.009 10 1 0.15 7.250 0.46 0.46 0.009 10 1 0.15 7.333 0.47 0.46 0.009 10 1 0.15 7.417 0.47 0.46 0.009 10 1 0.15 7.500 0.47 0.46 0.009 10 1 0.15 7.583 0.47 0.47 0.009 10 1 0.16 7.667 0.47 0.47 0.009 10 1 0.16 7.750 0.48 0.47 0.009 10 0.16 7.833 0.48 0.47 0.009 10 0.16 7.917 0.48 0.47 0.009 10 0.16 8.000 0.48 0.48 0.010 10 0.16 8.083 0.48 0.48 0.010 10 0.16 8.167 0.49 0.48 0.010 10 0.16 8.250 0.49 0.48 0.010 10 0.16 8.333 0.49 0.48 0.010 10 0.16 8.417 0.49 0.49 0.010 10 0.16 8.500 0.49 0.49 0.010 10 0.16 8.583 0.50 0.49 0.010 10 0.16 8.667 0.50 0.49 0.010 10 0.16 8.750 0.50 0.49 0.010 10 0.16 8.833 0.50 0.50 0.010 10 0.17 8.917 0.50 0.50 0.010 10 1 0.17 9.000 0.51 0.50 0.010 10 1 0.17 9.083 0.51 0.50 0.010 10 1 0.17 9.167 0.51 0.50 0.010 10 1 0.17 9.250 0.51 0.51 0.010 10 1 0.17 9.333 0.52 0.51 0.010 10 1 0.17 9.417 0.52 0.51 0.010 10 1 0.17 9.500 0.52 0.51 0.010 10 1 0.17 9.583 0.52 0.52 0.010 10 1 0.17 9.667 0.53 0.52 0.010 jo 1 0.17 9.750 0.53 0.52 0.010 10 1 0.17 9.833 0.53 0.52 0.010 10 0.17 9.917 0.54 0.53 0.011 10 0.18 10.000 0.54 0.53 0.011 10 1 0.18 10.083 0.54 0.53 0.011 10 1 0.18 10.167 0.54 0.54 0.011 10 1 0.18 10.250 0.55 0.54 0.011 10 1 0.18 10.333 0.55 0.54 0.011 10 1 0.18 10.417 0.55 0.54 0.011 joi 0.18 10.500 0.56 0.55 0.011 joi 0.18 10.583 0.56 0.55 0.011 joi 0.18 10.667 0.56 0.55 0.011 1 0 0.18 10.750 0.57 0.56 0.011 1 0 0.19 10.833 0.57 0.56 0.011 0 0.19 10.917 0.57 0.56 0.011 0 0.19 11.000 0.58 0.57 0.011 0 0.19 11.083 0.58 0.57 0.011 0 0.19 11.167 0.59 0.57 0.011 0 0.19 11.250 0.59 0.58 0.012 0 0.19 11.333 0.59 0.58 0.012 0 0.19 11.417 0.60 0.59 0.012 0 0.20 11.500 0.60 0.59 0.012 0 0.20 11.583 0.61 0.59 0.012 0 0.20 11.667 0.61 0.60 0.012 0 0.20 11.750 0.61 0.60 0.012 0 1 1 0.20 11.833 0.62 0.61 0.012 0 0.20 11.917 0.62 0.61 0.012 0 0.20 12.000 0.63 0.62 0.012 0 0.21 12.083 0.63 0.62 0.012 0 0.21 12.167 0.60 0.62 0.012 0 0.21 12.250 0.57 0.61 0.012 0 0.20 12.333 0.57 0.60 0.012 1 0 0.20 12.417 0.57 0.59 0.012 0 0.20 12.500 0.58 0.59 0.012 0 0.20 12.583 0.58 0.58 0.012 0 0.19 12.667 0.59 0.59 0.012 0 1 0.20 12.750 0.60 0.59 0.012 0 0.20 12.833 0.61 0.59 0.012 0 0.20 12.917 0.61 0.60 0.012 0 0.20 13.000 0.62 0.60 0.012 0 0.20 13.083 0.63 0.61 0.012 0 0.20 13.167 0.64 0.62 0.012 0 1 0.21 13.250 0.64 0.62 0.012 0 0.21 13.333 0.65 0.63 0.013 0 0.21 13.417 0.66 0.64 0.013 1 0 0.21 13.500 0.67 0.65 0.013 1 0 0.22 13.583 0.68 0.66 0.013 1 0 0.22 13.667 0.69 0.67 0.013 0 0.22 13.750 0.70 0.68 0.014 0 0.23 13.833 0.72 0.69 0.014 0 0.23 13.917 0.73 0.70 0.014 0 0.23 14.000 0.74 0.71 0.014 0 0.24 14.083 0.76 0.72 0.014 0 0.24 14.167 0.77 0.73 0.015 0 0.24 '14.250 0.79 0.75 0.015 0 0.25 14.333 0.80 0.76 0.015 0 0.25 14.417 0.82 0.78 0.016 0 0.26 14.500 0.84 0.79 0.016 01 0.26 14.583 0.86 0.81 0.016 01 0.27 14.667 0.88 0.83 0.017 01 0.28 14.750 0.91 0.85 0.017 0 0.28 14.833 0.93 0.87 0.017 0 0.29 14.917 0.96 0.89 0.018 0 0.30 15.000 0.99 0.92 0.018 0 0.31 15.083 1.03 0.94 0.019 0 0.31 15.167 1.07 0.97 0.019 0 0.32 15.250 1.11 1.01 0.020 01 0.34 15.333 1.16 1.04 0.021 01 0.35 15.417 1.19 1.08 0.022 01 0.36 15.500 1.14 1.11 0.022 0 0.37 15.583 1.10 1.11 0.022 10 0.37 15.667 1.17 1.12 0.022 0 0.37 15.750 1.29 1.15 0.023 0 0.38 15.833 1.46 1.22 0.024 01 0.41 15.917 1.74 1.33 0.027 0 1 0.44 16.000 2.39 1.55 0.031 0 1 0.52 16.083 4.36 2.08 0.042 ol 0.69 16.167 8.84 3.37 0.068 0 1.07 16.250 8.11 4.72 0.099 10 1.32 16.333 3.62 5.02 0.106 1 1 0 1.38 16.417 1.80 4.41 0.092 ol 1.27 16.500 1.44 3.67 0.075 0 1.13 16.583 1.22 3.05 0.061 1 0 1.01 16.667 1.13 2.51 0.050 1 10 0.84 16.750 1.05 2.09 0.042 1 01 0.70 16.833 0.98 1.78 0.036 1 0 0.59 16.917 0.92 1.53 0.031 1 0 0.51 17.000 0.87 1.35 0.027 10 0.45 17.083 0.83 1.20 0.024 10 0.40 17.167 0.80 1.09 0.022 io 0.36 17.250 0.76 1.00 0.020 io 0.33 17.333 0.74 0.92 0.018 10 0.31 17.417 0.71 0.87 0.017 10 0.29 17.500 0.69 0.82 0.016 0 0.27 17.583 0.67 0.78 0.016 0 0.26 17.667 0.65 0.74 0.015 0 0.25 17.750 0.63 0.71 0.014 0 0.24 17.833 0.62 0.69 0.014 0 0.23 17.917 0.60 0.66 0.013 0 0.22 18.000 0.59 0.64 0.013 0 0.21 18.083 0.58 0.63 0.013 0 0.21 18.167 0.60 0.62 0.012 0 0.21 18.250 0.62 0.62 0.012 0 0.21 18.333 0.62 0.62 0.012 0 0.21 18.417 0.62 0.62 0.012 0 0.21 18.500 0.61 0.62 0.012 0 0.21 18.583 0.60 0.61 0.012 0 0.20 18.667 0.59 0.61 0.012 0 0.20 18.750 0.58 0.60 0.012 0 0.20 18.833 0.58 0.60 0.012 0 0.20 18.917 0.57 0.59 0.012 0 0.20 19.000 0.56 0.58 0.012 0 0.19 19.083 0.56 0.57 0.011 0 0.19 19.167 0.55 0.57 0.011 lio 1 0.19 19.250 0.54 0.56 0.011 lio 1 0.19 19.333 0.54 0.56 0.011 lio 1 0.19 19.417 0.53 0.55 0.011 10 0.18 19.500 0.53 0.54 0.011 10 0.18 19.583 0.52 0.54 0.011 jo 0.18 19.667 0.52 0.53 0.011 10 0.18 19.750 0.51 0.53 0.011 10 0.18 19.833 0.51 0.52 0.010 10 0.17 19.917 0.50 0.52 0.010 10 0.17 20.000 0.50 0.51 0.010 10 0.17 20.083 0.49 0.51 0.010 10 0.17 20.167 0.49 0.50 0.010 10 0.17 20.250 0.48 0.50 0.010 10 0.17 20.333 0.48 0.49 0.010 10 0.16 20.417 0.48 0.49 0.010 10 0.16 20.500 0.47 0.48 0.010 10 0.16 20.583 0.47 0.48 0.010 10 0.16 20.667 0.47 0.48 0.010 10 0.16 20.750 0.46 0.47 0.009 10 0.16 20.833 0.46 0.47 0.009 10 0.16 20.917 0.46 0.47 0.009 10 0.16 21.000 0.45 0.46 0.009 10 0.15 21.083 0.45 0.46 0.009 10 0.15 21.167 0.45 0.46 0.009 10 0.15 21.250 0.44 0.45 0.009 10 0.15 21.333 0.44 0.45 0.009 10 0.15 21.417 0.44 0.45 0.009 10 0.15 21.500 0.43 0.44 0.009 10 0.15 21.583 0.43 0.44 0.009 10 0.15 21.667 0.43 0.44 0.009 10 0.15 21.750 0.43 0.43 0.009 10 0.14 21.833 0.42 0.43 0.009 10 0.14 21.917 0.42 0.43 0.009 10 0.14 22.000 0.42 0.43 0.009 10 0.14 22.083 0.42 0.42 0.008 10 0.14 22.167 0.41 0.42 0.008 10 0.14 22.250 0.41 0.42 0.008 10 0.14 22.333 0.41 0.42 0.008 10 0.14 22.417 0.41 0.41 0.008 10 0.14 22.500 0.41 0.41 0.008 10 0.14 22.583 0.40 0.41 0.008 10 0.14 22.667 0.40 0.41 0.008 10 0.14 22.750 0.40 0.41 0.008 10 0.14 22.833 0.40 0.40 0.008 10 0.13 22.917 0.40 0.40 0.008 10 0.13 23.000 0.39 0.40 0.008 10 0.13 23.083 0.39 0.40 0.008 10 0.13 23.167 0.39 0.40 0.008 10 0.13 23.250 0.39 0.39 0.008 10 0.13 23.333 0.39 0.39 0.008 10 0.13 23.417 0.38 0.39 0.008 10 0.13 23.500 0.38 0.39 0.008 10 0.13 23.583 0.38 0.39 0.008 10 0.13 23.667 0.38 0.38 0.008 10 0.13 .23.750 0.38 0.38 0.008 10 0.13 23.833 0.38 0.38 0.008 10 0.13 23.917 0.37 0.38 0.008 10 0.13 24.000 0.37 0.38 0.008 10 0.13 24.083 0.34 0.37 0.007 10 0.12 24.167 0.20 0.34 0.007 10 0.11 24.250 0.06 0.28 0.006 10 0.09 24.333 0.01 0.21 0.004 0 0.07 24.417 0.00 0.15 0.003 0 0.05 24.500 0.00 0.11 0.002 0 0.04 24.583 0.00 0.07 0.001 0 0.02 Remaining water in basin = 0.00 (Ac.Ft) ****************************HYDROGRAPH DATA**************************** Number of intervals = 295 Time interval = 5.0 (Min.) Maximum/Peak flow rate = 5.021 (CFS) Total volume 1.265 (Ac.Ft) Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 -------------------------------------------------------------------- FLOOD HYDROGRAPH ROUTING PROGRAM Copyright (c) CIVILCADD/CIVILDESIGN, 1989 2001 Study date: 08/23/05 TRACT 16993 Developed Condition 100 Year 24 Hour Storm Event -------------------------------------------------------------------- Allard Engineering, Fontana, California - SIN 643 -------------------------------------------------------------------- HYDROGRAPH INFORMATION From study/file name: 16993d.rte ****************************HYDROGRAPH DATA**************************** Number of intervals = 293 Time interval = 5.0 (min.) Maximum/Peak flow rate = 11.382 (CFS) Total volume = 1.739 (Ac.Ft) Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.-000 0.000 ...................................................................... Process from Point/Station 0.000 to Point/Station 1.000 **** RETARDING BASIN ROUTING **** User entry of depth -outflow -storage data -------------------------------------------------------------------- Total number of inflow hydrograph intervals = 293 Hydrograph time unit = 5.000 (Min.) Initial depth -------------------------------------------------------------------- in storage basin = 0.00(Ft.) -------------------------------------------------------------------- Initial basin depth 0.00 (Ft.) Initial basin storage = 0.00 (Ac.Ft) Initial basin --------------------------------------------------------------------- outflow = 0.00 (CFS) -------------------------------------------------------------------- Depth vs. Storage and Depth vs. Discharge data: Basin Depth Storage Outflow (S-O*dt/2) (S+O*dt/2) (Ft.) (Ac.Ft) (CFS) (Ac.Ft) (Ac.Ft) --------------------------------------------------------------------- 0.000 0.000 0.000 0.000 0.000 1.000 0.060 3.000 0.050 0.070 2.000 0.180 8.300 0.151 0.209 2.500 0.260 10.900 0.222 0.298 -------------------------------------------------------------------- Hydrograph Detention Basin Routing --------------------------------------------------------------------- Graph values: III= unit inflow; 101=outflow at time shown Time Inflow Outflow Storage Depth (Hours) (CFS) (CFS) (Ac.Ft) .0 2.8 5.69 8.54 11.38 (Ft.) 0.083 0.04 0.01 0.000 0 0.00 0.3-67 0.24 0.04 0.001 0 0.01 0.250 0.44 0.13 0.003 01 0.04 0.333 0.50 0.23 0.005 01 0.08 0.417 0.52 0.31 0.006 01 0.10 0.500 0.52 0.37 0.007 10 0.12 0.583 0.52 0.42 0.008 10 0.14 0.667 0.53 0.45 0.009 10 0.15 0.750 0.53 0.47 0.009 10 0.16 0.833 0.53 0.49 0.010 10 0.16 0.917 0.53 0.50 0.010 10 0.17 1.000 0.53 0.51 0.010 10 0.17 1.083 0.53 0.52 0.010 10 0.17 1.167 0.53 0.52 0.010 10 0.17 1.250 0.53 0.52 0.010 10 0.17 1.333 0.53 0.53 0.011 10 0.18 1.417 0.54 0.53 0.011 10 0.18 1.500 0.54 0.53 0.011 10 0.18 1.583 0.54 0.53 0.011 10 0.18 1.667 0.54 0.53 0.011 10 0.18 1.750 0.54 0.54 0.011 10 0.18 1.833 0.54 0.54 0.011 10 0.18 1.917 0.54 0.54 0.011 10 0.18 2.000 0.54 0.54 0.011 10 0.18 2.083 0.55 0.54 0.011 10 0.18 2.167 0.55 0.54 0.011 10 0.18 2.250 0.55 0.54 0.011 10 0.18 2.333 0.55 0.55 0.011 10 0.18 2.417 0.55 0.55 0.011 '10 0.18 2.500 0.55 0.55 0.011 10 0.18 2.583 0.55 0.55 0.011 10 0.18 2.667 0.55 0.55 0.011 10 0.18 2.750 0.56 0.55 0.011 10 0.18 2.833 0.56 0.55 0.011 10 0.18 2.917 0.56 0.55 0.011 10 0.18 3.000 0.56 0.56 0.011 10 0.19 3.083 0.56 0.56 0.011 10 0.19 3.167 0.56 0.56 0.011 10 0.19 3.250 0.56 0.56 0.011 10 0.19 3.333 0.57 0.56 0.011 10 0.19 3.417 0.57 0.56 0.011 10 0.19 3.500 0.57 0.56 0.011 10 0.19 3.583 0.57 0.57 0.011 10 0.19 3.667 0.57 0.57 0.011 10 0.19 3.750 0.57 0.57 0.011 10 0.19 3.833 0.57 0.57 0.011 10 0.19 3.917 0.58 0.57 0.011 10 0.19 4.000 0.58 0.57 0.011 10 0.19 4.083 0.58 0.57 0.011 10 0.19 4.167 0.58 0.58 0.012 10 1 0.19 4.250 0.58 0.58 0.012 10 1 0.19 4.333 0.58 0.58 0.012 10 1 0.19 4.417 0.58 0.58 0.012 10 1 0.19 4.500 0.59 0.58 0.012 10 1 0.19 4.583 0.59 0.58 0.012 10 1 0.19 4.667 0.59 0.59 0.012 10 1 0.20 4.750 0.59 0.59 0.012 10 1 0.20 4.833 0.59 0.59 0.012 10 1 0.20 4.917 0.59 0.59 0.012 10 1 0.20 5.000 0.60 0.59 0.012 10 1 0.20 5.083 0.60 0.59 0.012 10 1 0.20 5.167 0.60 0.59 0.012 10 1 0.20 5.250 0.60 0.60 0.012 10 1 0.20 5.333 0.60 0.60 0.012 10 1 0.20 5.417 0.61 0.60 0.012 10 1 0.20 5.500 0.61 0.60 0.012 10 0.20 5.583 0.61 0.60 0.012 10 0.20 5.667 0.61 0.61 0.012 10 0.20 5.750 0.61 0.61 0.012 10 0.20 5.833 0.61 0.61 0.012 10 0.20 5.917 0.62 0.61 0.012 10 1 0.20 6.000 0.62 0.61 0.012 10 0.20 6.083 0.62 0.61 0.012 10 0.20 6.167 0.62 0.62 0.012 10 0.21 6.250 0.62 0.62 0.012 10 0.21 6.333 0.63 0.62 0.012 10 0.21 6.417 0.63 0.62 0.012 10 0.21 6.500 0.63 0.62 0.012 10 1 0.21 6.583 0.63 0.63 0.013 10 0.21 6.667 0.63 0.63 0.013 10 0.21 6.750 0.64 0.63 0.013 10 0.21 6.833 0.64 0.63 0.013 10 0.21 6.917 0.64 0.64 0.013 10 0.21 7.000 0.64 0.64 0.013 10 0.21 7.083 0.65 0.64 0.013 10 0.21 7.167 0.65 0.64 0.013 10 0.21 7.250 0.65 0.64 0.013 10 0.21 7.333 0.65 0.65 0.013 10 0.22 7.417 0.66 0.65 0.013 10 0.22 7.500 0.66 0.65 0.013 10 0.22 7.583 0.66 0.65 0.013 10 0.22 7.667 0.66 0.66 0.013 10 0.22 7.750 0.67 0.66 0.013 10 0.22 7.833 0.67 0.66 0.013 10 0.22 7.917 0.67 0.66 0.013 10 0.22 8.000 0.67 0.67 0.013 10 0.22 8.083 0.68 0.67 0.013 10 0.22 8.167 0.68 0.67 0.013 10 0.22 8.250 0.68 0.67 0.013 10 0.22 8.333 0.68 0.68 0.014 10 0.23 8.417 0.69 0.68 0.014 10 0.23 8.500 0.69 0.68 0.014 10 0.23 8.583 0.69 0.68 0.014 10 0.23 .100� 8.667 0.70 0.69 0.014 10 0.23 8.750 0.70 0.69 0.014 10 0.23 N*aw- 8.833 0.70 0.69 0.014 10 0.23 8.917 0.70 0.70 0.014 10 1 0.23 9.000 0.71 0.70 0.014 10 1 0.23 9.083 0.71 0.70 0.014 10 1 0.23 9.167 0.71 0.71 0.014 JOI 0.24 9.250 0.72 0.71 0.014 joi 0.24 9.333 0.72 0.71 0.014 1 0 0.24 9.417 0.72 0.71 0.014 0 0.24 9.500 0.73 0.72 0.014 0 0.24 9.583 0.73 0.72 0.014 0 0.24 9.667 0.73 0.72 0.014 0 0.24 9.750 0.74 0.73 0.015 0 0.24 9.833 0.74 0.73 0.015 0 0.24 9.917 0.75 0.74 0.015 0 0.25 10.000 0.75 0.74 0.015 0 0.25 10.083 0.75 0.74 0.015 0 0.25 10.167 0.76 0.75 0.015 0 0.25 10.250 0.76 0.75 0.015 0 0.25 10.333 0.77 0.75 0.015 0 0.25 10.417 0.77 0.76 0.015 0 1 1 0.25 10.500 0.77 0.76 0.015 0 0.25 10.583 0.78 0.77 0.015 0 0.26 10.667 0.78 0.77 0.015 0 0.26 10.750 0.79 0.78 0.016 0 0.26 10.833 0.79 0.78 0.016 0 0.26 10.917 0.80 0.78 0.016 0 0.26 11.000 0.80 0.79 0.016 0 0.26 11.083 0.81 0.79 0.016 1 0 0.26 3-1.161 0.81 0.80 0.016 1 0 0.27 11.250 0.82 0.80 0.016 1 0 1 0.27 11.333 0.82 0.81 0.016 0 0.27 11.417 0.83 0.81 0.016 0 0.27 11.500 0.83 0.82 0.016 0 0.27 11.583 0.84 0.82 0.016 0 0.27 11.667 0.85 0.83 0.017 0 0.28 11.750 0.85 0.84 0.017 0 0.28 11.833 0.86 0.84 0.017 0 0.28 11.917 0.87 0.85 0.017 0 0.28 12.000 0.87 0.85 0.017 0 0.28 12.083 0.87 0.86 0.017 0 0.29 12.167 0.83 0.86 0.017 0 0.29 12.250 0.79 0.84 0.017 0 0.28 12.333 0.78 0.82 0.016 0 0.27 12.417 0.78 0.81 0.016 0 0.27 12.500 0.79 0.81 0.016 0 0.27 12.583 0.80 0.80 0.016 0 0.27 12.667 0.81 0.80 0.016 0 0.27 12.750 0.82 0.81 0.016 0 0.27 12.833 0.83 0.81 0.016 0 0.27 12.917 0.84 0.82 0.016 0 0.27 13.000 0.85 0.82 0.016 1 0 0.27 13.083 0.86 0.83 0.017 1 0 0.28 13.167 0.87 0.84 0.017 1 0 0.28 13.250 0.88 0.85 0.017 1 0 0.28 13.333 0.89 0.86 0.017 1 0 0.29 13.417 0.91 0.87 0.017 1 0 0.29 13.500 0.92 0.88 0.018 1 0 0.29 13.583 0.93 0.90 0.018 1 0 0.30 13.667 0.95 0.91 0.018 0 0.30 13.750 0.96 0.92 0.018 0 0.31 13.833 0.98 0.94 0.019 0 0.31 13.917 0.99 0.95 0.019 0 0.32 14.000 1.01 0.97 0.019 0 0.32 14.083 1.03 0.98 0.020 0 0.33 14.167 1.05 1.00 0.020 0 0.33 14.250 1.07 1.02 0.020 01 0.34 14.333 1.09 1.04 0.021 01 0.35 14.417 1.12 1.06 0.021 01 0.35 14.500 1.14 1.08 0.022 0 0.36 14.583 1.17 1.10 0.022 0 0.37 14.667 1.20 1.13 0.023 0 0.38 14.750 1.23 1.15 0.023 0 0.38 14.833 1.27 1.18 0.024 0 0.39 14.917 1.31 1.21 0.024 0 0.40 15.000 1.35 1.25 0.025 0 0.42 15.083 1.40 1.28 0.026 0 0.43 15.167 1.45 1.32 0.026 01 0.44 15.250 1.51 1.37 0.027 01 0.46 15.333 1.57 1.42 0.028 01 0.47 15.417 1.62 1.47 0.029 0 0.49 15.500 1.55 1.50 0.030 0 0.50 15.583 1.49 1.51 0.030 0 0.50 15.667 1.57 1.51 0.030 0 0.50 15.750 1.73 1.55 0.031 0 0.52 15.833 1.96 1.64 0.033 01 0.55 15.917 2.35 1.79 0.036 oi 0.60 16.000 3.23 2.08 0.042 0 li 0.69 16.083 5.76 2.79 0.056 ol 0.93 16.167 11.38 4.34 0.090 0 1.25 16.250 10.45 6.08 0.130 10 1.58 16.333 4.76 6.48 0.139 1 1 0 1.66 16.417 2.40 5.71 0.121 0 1.51 16.500 1.93 4.78 0.100 0 1.34 16.583 1.66 3.99 0.082 1 0 1.19 16.667 1.54 3.36 0.068 1 10 1.07 16.750 1.43 2.85 0.057 1 0 0.95 16.833 1.33 2.42 0.048 1 0 0.81 16.917 1.25 2.09 0.042 1 0 0.70 17.000 1.19 1.83 0.037 1 0 0.61 17.083 1.13 1.64 0.033 10 0.55 17.167 1.08 1.48 0.030 10 0.49 17.250 1.04 1.36 0.027 10 0.45 17.333 1.00 1.26 0.025 io 0.42 17.417 0.97 1.18 0.024 io 0.39 17.500 0.94 1.11 0.022 io 0.37 17.583 0.91 1.06 0.021 0 0.35 17.667 0.89 1.01 0.020 0 0.34 17.750 0.86 0.97 0.019 0 0.32 17.833 0.84 0.94 0.019 0 0.31 17.917 0.82 0.91 0.018 0 0.30 18.000 0.80 0.88 0.018 0 0.29 18.083 0.80 0.86 0.017 0 0.29 18.167 0.83 0.84 0.017 0 0.28 18.250 0.86 0.84 0.017 0 0.28 18.333 0.86 0.85 0.017 0 0.28 18.417 0.85 0.85 0.017 0 0.28 18.500 0.84 0.85 0.017 0 0.28 18.583 0.83 0.85 0.017 0 0.28 18.667 0.82 0.84 0.017 0 0.28 18.750 0.81 0.83 0.017 0 0.28 18.833 0.80 0.83 0.017 0 0.28 18.917 0.79 0.82 0.016 0 1 0.27 '19.000 0.78 0.81 0.016 0 1 0.27 19.083 0.77 0.80 0.016 0 1 0.27 19.167 0.76 0.79 0.016 0 0.26 19.250 0.76 0.78 0.016 0 0.26 19.333 0.75 0.77 0.015 0 0.26 19.417 0.74 0.76 0.015 0 0.25 19.500 0.73 0.76 0.015 1 0 0.25 19.583 0.73 0.75 0.015 0 0.25 19.667 0.72 0.74 0.015 0 0.25 19.750 0.71 0.73 0.015 0 0.24 19.833 0.71 0.73 0.015 JIO 0.24 19.917 0.70 0.72 0.014 JIO 0.24 20.000 0.69 0.71 0.014 JIO 0.24 20.083 0.69 0.71 0.014 10 0.24 20.167 0.68 0.70 0.014 10 0.23 20.250 0.68 0.69 0.014 10 0.23 20.333 0.67 0.69 0.014 10 0.23 20.417 0.67 0.68 0.014 10 0.23 20.500 0.66 0.68 0.014 10 0.23 20.583 0.66 0.67 0.013 10 1 0.22 20.667 0.65 0.67 0.013 10 1 0.22 20.750 0.65 0.66 0.013 10 1 0.22 20.833 0.64 0.66 0.013 10 1 0.22 20.917 0.64 0.65 0.013 10 1 0.22 21.000 0.63 0.65 0.013 10 1 0.22 21.083 0.63 0.64 0.013 10 0.21 21.167 0.63 0.64 0.013 10 0.21 21.250 0.62 0.63 0.013 10 0.21 21.333 0.62 0.63 0.013 10 0.21 21.417 0.61 0.63 0.013 10 0.21 21.500 0.61 0.62 0.012 10 0.21 21.583 0.61 0.62 0.012 10 0.21 21.667 0.60 0.61 0.012 10 0.20 21.750 0.60 0.61 0.012 10 0.20 21.833 0.60 0.61 0.012 10 0.20 21.917 0.59 0.60 0.012 10 0.20 22.000 0.59 0.60 0.012 10 0.20 22.083 0.59 0.60 0.012 10 0.20 22.167 0.58 0.59 0.012 10 0.20 22.250 0.58 0.59 0.012 10 0.20 22.333 0.58 0.59 0.012 10 0.20 22.417 0.57 0.58 0.012 10 0.19 22.500 0.57 0.58 0.012 10 0.19 22.583 0.57 0.58 0.012 10 0.19 22.667 0.56 0.57 0.011 10 1 0.19 22.750 0.56 0.57 0.011 10 1 0.19 22.833 0.56 0.57 0.011 10 0.19 Owl 22.917 0.56 0.56 0.011 10 0.19 23.000 0.55 0.56 0.011 10 0.19 23.083 0.55 0.56 0.011 10 0.19 23.167 0.55 0.56 0.011 10 0.19 23.250 0.55 0.55 0.011 10 0.18 23.333 0.54 0.55 0.011 10 0.18 23.417 0.54 0.55 0.011 10 0.18 23.500 0.54 0.55 0.011 10 0.18 23.583 0.54 0.54 0.011 10 0.18 23.667 0.53 0.54 0.011 10 0.18 23.750 0.53 0.54 0.011 10 0.18 23.833 0.53 0.54 0.011 10 0.18 23.917 0.53 0.53 0.011 10 0.18 24.000 0.52 0.53 0.011 10 0.18 24.083 0.49 0.52 0.010 10 0.17 24.167 0.28 0.48 0.010 10 0.16 24.250 0.08 0.39 0.008 10 0.13 24.333 0.02 0.29 0.006 0 0.10 24.417 0.01 0.21 0.004 0 0.07 24.500 0.00 0.15 0.003 0 0.05 24.583 0.00 0.11 0.002 0 0.04 24.667 0.00 0.07 0.001 0 0.02 Remaining water in basin = 0.00 (Ac.Ft) ****************************HYDROGRAPH DATA**************************** Number of intervals = 296 Time interval = 5.0 (Min.) Maximum/Peak flow rate = 6.480 (CFS) - Total volume = 1.737 (Ac.Ft) Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 -------------------------------------------------------------------- 4*4." Detention Basin Volume Table Tract 16993 Detention Basin Volume Calculation Elevation (FT) . Interval (FT) Area (FT A 2) Volume (FT A 3) Area (AC -FT) Cumulative (AC -FT) 1304.9 0 1.0 2524.125 0.06 0.06 1305.9 5048.25 1.0 5532.96 0.13 0.18 1306.9 017.67 0.5 3145.03 0.07 -0.26 1307.4 6562.45 Om WSPG m Ti Tract 16993 0 T2 Line A T3 100 Year Storm Event so 1004.7001296.770 1 1297.613 R 1023.5601296.860 1 .013 24.013 .000 0 R 1209.2801297.790 3 .013 .000 .000 0 ix 1215.5401297.920 5 4 .013 .001 1298.110 -40.0 .000 R 1251.3401298.670 1 .013 .000 .000 1 R 1337.0101300.370 1 .013 -53.354 .000 0 R 1387.150130S.242 1 .013 .000 .000 0 WE 1387.1501305.242 2 .500 SH 1387.1501305.242 2 1305.242 CD 1 4 1 .000 2.000 .000 .000 .000 .00 CD 2 2 0 .000 3.500 10.000 .000 .000 .00 CD 3 4 1 .000 2.000 .000 .000 .000 .00 CD 4 4 1 .000 1.500 .000 .000 .000 .00 CD 5 4 1 .000 2.000 .000 .000 .000 .00 Q 12.210 .0 M FILE: 16993a.WSW W S P G W - CIVILDESIGN Version 14.03 PAGE 1 Program Package Serial Number! 1382 WATER SURFACE PROFILE LISTING Date: 2-14-2006 Time: 1:16:24 Tract 16993 Line A 100 Year Storm Event Invert Depth Water Q Vel Vel I Energy I Super ICriticalIFlow ToplHeight/lBase Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I width IDia.-FTIor I.D.1 ZL jPrs/Pip L/Elem ICh Slope I I SF Avel HF ISE DpthIFroude NINorm Dp I 'IN" I X-Fallj ZR IType Ch 1004.700 1296.770 1.256 1298.026 12.21 5.88 .54 1298.56 .02 1.26 1.93 2.000 .000 .00 1 .0 6.877 0048 .0053 .04 1.28 1.00 1.33 .013 .00 .00 PIPE 1011.577 1296.803 1.308 1298.111 12.21 5.61 .49 1298.60 .02 1.26 1.90 2.000 .000 .00 1 .0 11.983 .0048 .0049 .06 1.33 .92 1.33 .013 .00 .00 PIPE 1023.560 1296.860 1.321 1298.181 12.21 5.55 .48 1298.66 .00 1.26 1.89 2.000 .000 .00 1 .0 23.995 .0050 .0049 .12 1.32 .91 1.31 .013 .00 .00 PIPE 1047.555 1296.980 1.308 1298.288 12.21 5.61 .49 1298.78 .00 1.26 1.90 2.000 .000 .00 1 .0 87.414 .0050 .0050 .44 1.31 .92 1.31 .013 .00 .00 PIPE 1134.969 1297.418 1.308 1298.725 12.21 5.61 .49 1299.21 .00 1.26 1.90 2.000 .000 .00 1 .0 HYDRAULIC JUMP 1134.969 1297.418 1.163 1298.581 12.21 6.44 .64 1299.23 .00 1.26 1.97 2.000 .000 .00 1 .0 6.390 .0050 .0071 .05 1.16 1.16 1.31 .013 .00 .00 PIPE 1141.360 1297.450 1.163 1298.613 12.21 6.44 .64 1299.26 .00 1.26 1.97 2.000 .000 .00 1 .0 7.965 .0050 .0076 .06 1.16 1.16 1.31 .013 .00 .00 PIPE 1149.324 1297.490 1.119 1298.609 12.21 6.75 .71 1299.32 .00 1.26 1.99 2.000 .000 .00 1 C 7.814 .0050 .0086 .07 1.12 1.25 1.31 .013 .00 .00 PIPE 1157.138 1297.529 1.076 1298.605 12.21 7.08 .78 1299.38 .00 1.26 1.99 2.000 .000 .00 1 C 8.059 .0050 .0097 .08 1.08 1.34 1.31 .013 .00 .00 PIPE FILE: 16993a.WSW W S P G W - CIVILDESIGN Version 14.03 PAGE 2 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 2-14-2006 Time: 1:16:24 Tract 16993 Line A 100 Year Storm Event Invert Depth water Q Vel Vel I Energy I Super ICriticalIFlow ToplHeight/lBase Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.j Elev I Depth I Width IDia.-FTIor I.D.1 ZL jPrs/Pip L/Elem ICh Slope I I I I SF Avel HF ISE DpthIFroude NINorm Dp I 'IN" I X-Fallj ZR IType Ch 1165.197 1297.569 1.036 1298.606 12.21 7.43 .86 1299.46 .00 1.26 2.00 2.000 .000 .00 1 .0 7.932 .0050 .0110 .09 1.04 1.44 1.31 .013 .00 .00 PIPE 1173.130 1297.609 .998 1298.607 12.21 7.79 .94 1299.55 .00 1.26 2.00 2.000 .000 .00 1 .0 7.630 .0050 .0125 .10 1.00 1.55 1.31 .013 .00 .00 PIPE 1180.760 1297.647 .961 1298.608 12.21 8.17 1.04 1299.64 .00 1.26 2.00 2.000 .000 .00 1 .0 7.564 .0050 .0142 .11 .96 1.66 1.31 .013 .00 .00 PIPE 1188.324 1297.685 .927 1298.612 12.21 8.57 1.14 1299.75 .00 1.26 1.99 2.000 .000 .00 1 .0 7.172 .0050 .0162 .12 .93 1.79 1.31 .013 .00 .00 PIPE 1195.495 1297.721 .893 1298.614 12.21 8.99 1.25 1299.87 .00 1.26 1.99 2.000 .000 .00 1 .0 6.984 .0050 .0184 .13 .89 1.92 1.31 .013 .00 .00 PIPE 1202.479 1297.756 .861 1298.617 12.21 9.42 1.38 1300.00 .00 1.26 1.98 2.000 .000 .00 1 .0 6.801 .0050 .0209 .14 .86 2.05 1.31 .013 .00 .00 PIPE 1209.280 1297.790 .831 1298.621 12.21 9.88 1.52 1300.14 .00 1.26 1.97 2.000 .000 .00 1 .0 JUNCT STR .0208 .0224 .14 .83 2.20 .013 .00 .00 PIPE 1215.540 1297.920 .829 1298.749 12.21 9.93 1.53 1300.28 .00 1.26 1.97 2.000 .000 .00 1 .0 35.800 .0209 .0239 .86 .83 2.21 .85 .013 .00 .00 PIPE 1251.340 1298.670 .803 1299.473 12.21 10.35 1.66 1301.14 .07 1.26 1.96 2.000 .000 .00 1 .0 6.741 .0198 .0258 .17 .87 2.35 .86 .013 .00 .00 PIPE FILE: 16993a.WSW W S P G W - CIVILDESIGN Version 14.03 PAGE 3 Program Package Serial Number; 1382 WATER SURFACE PROFILE LISTING Date: 2-14-2006 Time: 1:16:24 Tract 16993 Line A 100 Year Storm Event Invert Depth Water Q Vel Vel I Energy I Super ICriticalIFlow ToplHeight/lBase Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia.-FTIor I.D.1 ZL IPrs/Pip L/Elem ICh Slope I I I SF Avel HF ISE DpthIFroude NINorm Dp I 'IN" I X-,Falll ZR IType Ch 1258.081 1298.804 794 1299.598 12.21 10.50 1.71 1301.31 .07 1.26 1.96 2.000 .000 .00 1 .0 17.248 .0198 .0282 .49 .87 2.40 .86 .013 .00 .00 PIPE 1275.329 1299.146 .766 1299.912 12.21 11.02 1.88 1301.80 .08 1.26 1.94 2.000 .000 .00 1 .0 13.256 .0198 .0321 .43 .85 2.57 .86 .013 .00 .00 PIPE 1288.585 1299.409 .740 1300.149 12.21 11.55 2.07 1302.22 .09 1.26 1.93 2.000 .000 .00 1 .0 10.816 .0198 .0366 .40 .83 2.75 .86 .013 .00 .00 PIPE 1299.401 1299.624 .714 1300.338 12.21 12.12 2.28 1302.62 .10 1.26 1.92 2.000 .000 .00 1 .0 9.274 .0198 .0417 .39 .81 2.95 .86 .013 .00 .00 PIPE 1308.676 1299.808 .689 1300.497 12.21 12.71 2.51 1303.01 .10 1.26 1.90 2.000 .000 .00 1 .0 8.200 .0198 .0476 .39 .79 3.15 .86 .013 .00 .00 PIPE 1316.875 1299.970 .666 1300.637 12.21 13.33 2.76 1303.40 .11 1.26 1.89 2.000 .000 .00 1 .0 7.325 .0198 .0544 .40 .78 3.37 .86 .013 .00 .00 PIPE 1324.201 1300.116 .643 1300.759 12.21 13.98 3.04 1303.79 .12 1.26 1.87 2.000 .000 .00 1 .0 6.669 .0198 .0621 .41 .77 3.60 .86 .013. .00 .00 PIPE 1330.869 1300.248 .621 1300.869 12.21 14.66 3.34 1304.21 .13 1.26 1.85 2.000 .000 .00 1 .0 6.141 .0198 .0709 .44 .76 3.B5 .86 .013 .00 .00 PIPE 1337.010 1300.370 .601 1300.971 12.21 15.38 3.67 1304.64 .00 1.26 1.83 2.000 .000 .00 1 .0 1,728 .0972 .0748 .13 .60 4.12 .56 .013 .00 .00 PIPE FILE: 16993a.WSW W S P G W - CIVILDESIGN Version 14.03 PAGE 4 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 2-14-2006 Time: 1:16:24 Tract 16993 Line A 100 Year Storm Event invert Depth water Q Vel Vel I Energy I Super ICriticalIFlow ToplHeight/lBase Wtj INo Wth Station I Elev (FT) Elev (CFS) (FPS) Head I Grd.El.I Elev I Depth I Width IDia.-FTIor I.D.1 ZL lPrs/Pip L/Elem ICh Slope I SF Avel HF ISE DpthIFroude NINorm Dp I 'IN" I X-Fallj ZR IType Ch 1338.738 1300.538 .603 1301.141 12.21 15.27 3.62 1304.76 .00 1.26 1.84 2.000 .000 .00 1 .0 11.106 0972 .0694 .77 .60 4.08 .56 .013 .00 .00 PIPE 1349.844 1301.617 .624 1302.241 12.21 14.56 3.29 1305.53 .00 1.26 1.85 2.000 .000 .00 1 .0 7.620 .0972 .0608 .46 .62 3.81 .56 .013 .00 .00 PIPE 1357.464 1302.357 .646 1303.004 12.21 13.88 2.99 1305.99 .00 1.26 1.87 2.000 .000 .00 1 .0 5.670 .0972 .0533 .30 .65 3.57 .56 .013 .00 .00 PIPE 1363.135 1302.908 .669 1303.577 12.21 13.23 2.72 1306.30 .00 1.26 1.89 2.000 .000 .00 1 .0 4.421 .0972 .0467 .21 .67 3.34 .56 .013 .00 .00 PIPE 1367.556 1303.338 .693 1304.031 12.21 12.62 2.47 1306.50 .00 1.26 1.90 2.000 .000 .00 1 .0 3.551 .0972 .0409 .15 .69 3.12 .56 .013 .00 .00 PIPE 1371.107 1303.683 .718 1304.401 12.21 12.03 2.25 1306.65 .00 1.26 1.92 2.000 .000 .00 1 .0 2.925 .0972 .0359 .10 .72 2.92 .56 .013 .00 .00 PIPE 1374.033 1303.967 .743 1304.710 12.21 11.47 2.04 1306.75 .00 1.26 1.93 2.000 .000 .00 1 .0 2.416 .0972 .0314 .08 .74 2.72 .56 .013 .00 .00 PIPE 1376.448 1304.202 .770 1304.972 12.21 10.94 1.86 1306.83 .00 1.26 1.95 2.000 .000 .00 1 .0 2.025 .0972 .0276 .06 .77 2.55 .56 .013 .00 .00 PIPE 1378.473 1304.399 .798 1305.197 12.21 10.43 1.69 1306.89 .00 1.26 1.96 2.000 .000 .00 1 .0 1.707 .0972 .0242 .04 .80 2.38 .56 .013 .00 .00 PIPE FILE: 16993a.WSW W S P G W - CIVILDESIGN Version 14.03 PAGE 5 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 2-14-2006 Time: 1:16:24 Tract 16993 Line A 100 Year Storm Event Invert Depth water Q Vel Vel I Energy I Super ICriticalIFlow ToplHeight/lBase Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia.-FTjor I.D.1 ZL IPrs/Pip L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I 'IN" I X-Fallj ZR IType Ch 1380.180 1304.565 .827 1305.392 12.21 9.94 1.54 1306.93 .00 1.26 1.97 2.000 .000 .00 1 .0 1.430 .0972 .0213 .03 .83 2.22 .56 .013 .00 .00 PIPE 1381.610 1304.704 .858 1305.562 12.21 9.48 1.40 1306.96 .00 1.26 1.98 2.000 .000 .00 1 .0 1.222 .0972 .0187 .02 .86 2.07 .56 .013 .00 .00 PIPE 1382.831 1304.822 .889 1305.711 12.21 9.04 1.27 1306.98 .00 1.26 1.99 2.000 .000 .00 1 .0 1.020 .0972 .0164 .02 .89 1.93 .56 .013 .00 .00 PIPE 1383.851 1304.921 .922 1305.844 12.21 8.62 1.15 1307.00 .00 1.26 1.99 2.000 .000 .00 1 .0 .844 .0972 .0144 .01 .92 1.80 .56 .013 .00 .00 PIPE 1384.695 1305.003 .957 1305.961 12.21 8.22 1.05 1307.01 .00 1.26 2.00 2.000 .000 .00 1 .0 .702 .0972 .0127 .01 .96 1.68 .56 .013 .00 .00 PIPE 1385.398 1305.072 .993 1306.065 12.21 7.83 .95 1307.02 .00 1.26 2.00 2.000 .000 .00 1 .0 .566 .0972 .0112 .01 .99 1.56 .56 .013 .00 .00 PIPE 1385.964 1305.127 1.031 1306.158 12.21 7.47 .87 1307.02 .00 1.26 2.00 2.000 .000 .00 1 .0 .444 .0972 .0099 .00 1.03 1.46 .56 .013� .00 .00 PIPE 1386.408 1305.170 1.071 1306.241 12.21 7.12 .79 1307.03 .00 1.26 1.99 2.000 .000 .00 1 .0 .335 .0972 .0087 .00 1.07 1.35 .56 .013 .00 .00 PIPE 1386.742 1305.202 1.113 1306.315 12.21 6.79 .72 1307.03 .00 1.26 1.99 2.000 .000 .00 1 .0 .225 .0972 .0077 .00 1.11 1.26 .56 .013 .00 .00 PIPE FILEt 16993a.WSW W S P G W - CIVILDESIGN Version 14.03 PAGE 6 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 2-14-2006 Time: 1:16:24 Tract 16993 Line A 100 Year Storm Event Invert Depth water Q Vel Vel I Energy I super ICriticalIFlow ToplHeight/lBase Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS), Head I Grd.El.1 Elev I Depth I width IDia.-FTIor I.D.1 ZL IPrs/Pip L/Elem ICh Slope I I I SF Avel HF ISE DpthIFroude NINorm Dp I 'IN" I X-Fallj ZR IType Ch 1386.967 1305.224 1.158 1306.382 12.21 6.48 .65 1307.03 .00 1.26 1.97 2.000 .000 .00 1 .0 .146 .0972 .0068 .00 1.16 1.17 .56 .013 .00 .00 PIPE 1387.113 1305.238 1.204 1306.442 12.21 6.17 .59 1307.03 .00 1.26 1.96 2.000 .000 .00 1 .0 .037 .0972 .0060 .00 1.20 1.08 .56 .013 .00 .00 PIPE 1387.150 1305.242 1.256 1306.497 12.21 5.88 .54 1307.03 .00 1.26 1.93 2.000 .000 .00 1 .0 WALL ENTRANCE 1387.150 1305.242 2.061 1307.302 12.21 .59 .01 1307.31 .00 .36 10.00 3.500 10.000 .00 0 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- Tl Tract 16993 T2 Line B T3 100 Year Storm Event so 1000.0001305.080 1 1306.540 R 1053.5201305.540 1 .013 0 WE 1053.5201305.540 2 .500 SH 1053.5201305.540 2 1305.240 CD 1 4 1 .000 2.000 .000 .000 .000 .00 CD 2 2 0 .000 3.500 10.000 .000 .000 .00 Q 12.210 .0 El MOORD Mil FILE: 16993in.WSW W S P G W - CIVILDESIGN Version 14.03 PAGE 1 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date:12- 5-2005 Time: 9:29:52 Tract 16993 Line B 100 Year Storm Event Invert Depth Water Q Vel Vel I Energy I super jCriticalIFloW ToplHeight/lBase Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia.-FTIor I.D.1 ZL IPrs/Pip L/Elem ICh Slope I I SF Avel HF ISE DpthIFroude NINo= Dp I 'IN" I X-Fallj ZR IType Ch 1000.000 1305.080 1.460 1306.540 12.21 4.97 .38 1306.92 .00 1.26 1.78 2.000 .000 .00 1 .0 3.361 .0086 .0040 .01 1.46 .74 1.10 .013 .00 .00 PIPE 1003.361 1305.109 1.396 1306.505 12.21 5.21 .42 1306.93 .00 1.26 1.84 2.000 .000 .00 1 .0 HYDRAULIC JUMP 1003.361 1305.109 1.102 1306.211 12.21 6.88 .73 1306.95 .00 1.26 1.99 2.000 .000 .00 1 .0 19.659 .0086 .0083 .16 1.10 1.28 1.10 .013 .00 .00 PIPE 1023.020 1305.278 1.113 1306.391 12.21 6.79 .72 1307.11 .00 1.26 1.99 2.000 .000 .00 1 .0 21.899 .0086 .0077 .17 1.11 1.26 1.10 .013 .00 .00 PIPE 1044.919 1305.466 1.158 1306-624 12.21 6.48 .65 1307.28 .00 1.26 1.97 2.000 .000 .00 1 .0 7.289 .0086 .0068 .05 1.16 1.17 1.10 .013 .00 .00 PIPE 1052.209 1305.529 1.204 1306.733 12.21 6.17 .59 1307.32 .00 1.26 1.96 2.000 .000 .00 1 .0 1.311 .0086 .0060 .01 1.20 1.08 1.10 .013 .00 .00 PIPE 1053.520 1305.540 1.256 1306.796 12.21 5.88 .54 1307.33 .00 1.26 1.93 2.000 .000 .00 1 .0 WALL ENTRANCE 1053.520 -I- 1305.540 -I- 2.061 -I- 1307.601 -I- 12.21 -I- .59 -I- .01 -I- 1307.61 -I- .00 -I- .36 -I- 10.00 -I- 3.500 -I- 10.000 -I- .00 0 I- C T1 Tract 16993 0 IIMP- T2 Detention ]Basin Outlet Latreral A-1 3326 3398 **Abw- T3 100 Year Storm Event so 2479.0001290.330 1 1290.330 R 2999.0001291.887 1 .013 .000 .000 1 TS 3001.0001291.893 2 .013 .000 R- 3076.6501293.180 2 .013 .000 .000 0 TS 3081.3301294.760 3 .013 .000 R 3111.0301296.423 3 .013 17.543 .000 0 TS 3115.7301296.770 4 .013 -30.000 R 3134.590-1296.860 4 .013 27.910 .000 0 R 3320.3101297.790 4 .013 .000 .000 0 TS 3326.6401298.590 5 .013 30.000 R 3357.2101301.270 8 .013 38.077 .000 0 R 3398.3801304.880 5 .013 .000 .000 0 WE 3398.3801304.880 6 .500 SH 3398.3801304.880 6 1304.880 CD 1 4 1 .000 1.500 .000 .000 .000 .00 CD 2 4 1 .000 3.500 .000 .000 .000 .00 CD 3 4 1 .000 2.500 .000 .000 .000 .00 CD 4 4 1 .000 2.000 .000 .000 .000 .00 CD 5 4 1 .000 1.500 .000 .000 .000 .00 CD 6 2 0 .000 5.000 10.000 .000 .000 .00 CD 8 4 1 .000 1.500 .000 .000 .000 .00 Q 1.000 .0 Q 3.000 .0 Q 5.000 .0 Q 7.000 .0 Q 9.000 .0 N FILE: 16993out.WSW W S P G W - CIVILDESIGN Version 14.03 PAGE I Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 1-17-2006 Time:12:19:52 Tract 16993 Detention Basin Outlet - Latreral A-1 = 3326 - 3398 100 Year Storm Event Invert Depth Water Q Vel Vel I Energy I Super IcriticallFlow ToplHeight/lBase Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.I Elev I Depth I Width IDia.-FTIor I.D.1 ZL IPrs/Pip L/Elem ICh Slope I I I SF Avel HF ISE DpthIFroude NINorm Dp I 'IN" I X-Fallj ZR IType Ch 2479,000 1290.330 .373 1290.703 1.00 2.92 .13 1290.84 .00 .37 1.30 1.500 .000 .00 1 .0 .107 .0030 .0046 .00 .37 1.00 .42 .013 .00 .00 PIPE 2479.107 1290.330 .385 1290.715 1.00 2.78 ..12 1290.84 .00 .37 1.31 1.500 .000 .00 1 .0 2.925 .0030 .0040 .01 .39 .94 .42 .013 .00 .00 PIPE 2482.032 1290.339 .399 1290.738 1.00 2.65 .11 1290.85 .00 .37 1.33 1.500 .000 .00 1 .0 5.627 .0030 .0035 .02 .40 .88 .42 .013 .00 .00 PIPE 2487.659 1290.356 .412 1290.768 1.00 2.53 .10 1290.87 .00 .37 1.34 1.500 .000 .00 1 .0 35.834 .0030 .0031 .11 .41 .82 .42 .013 .00 .00 PIPE 2523.493 1290.463 .423 1290.887 1.00 2.44 .09 1290.98 .00 .37 1.35 1.500 .000 .00 1 .0 475.507 .0030 .0029 1.40 .42 .78 .42 .013 .00 .00 PIPE 2999.000 1291.887 .423 1292.310 1.00 2.44 .09 1292.40 .00 .37 1.35 1.500 .00 1 .0 TRANS STR .0030 .0017 .00 .42 .78 .013 .00 .00 PIPE 3001.000 1291.893 .512 1292.405 1.00 1.15 .02 1292.43 .00 .30 2.47 3.500 .000 .00 1 .0 .882 .0170 .0005 .00 .51 .34 .22 .013 .00 .00 PIPE 3001.882 1291.908 .495 1292.403 1.00 1.20 .02 1292.43 .00 .30 2.44 3.500 .000 .00 1 C .836 .0170 .0006 .00 .50 .36 .22 .013 .00 .00 PIPE 3002.719 1291.922 .479 1292.401 1.00 1.26 .02 1292.43 .00 .30 2.41 3.500 .000 .00 1 C .827 .0170 .0007 .00 .48 .39 .22 .013 .00 .00 PIPE I FILE: 16993out.WSW W S P G W - CIVILDESIGN Version 14.03 PAGE 2 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 1-17-2006 Time:12:19:52 Tract 16993 Detention Basin Outlet - Latreral A-1 = 3326 - 3398 10,0 Year Storm Event Invert Depth water Q Vel Vel I Energy I Super IcriticallFlow ToplHeight/lBase Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.I Elev I Depth I Width IDia.-FTIor I.D.1 ZL jPrs/Pip L/Elem lCh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I 'IN" I X-Fallj ZR IType Ch 3003.545 1291.936 .463 1292.399 1.00 1.32 .03 1292.43 .00 .30 2.37 3.500 .000 .00 1 .0 .755 .0170 .0007 .00 .46 .41 .22 .013 .00 .00 PIPE 3004.301 1291.�49 .448 1292.397 1.00 1.39 .03 1292.43 .00 .30 2.34 3.500 .000 .00 1 .0 .681 .0170 .0009 .00 .45 .44 .22 .013 .00 .00 PIPE 3004.982 1291.961 .434 1292.395 1.00 1.46 .03 1292.43 .00 .30 2.31 3.500 .000 .00 1 .0 .668 .0170 .0010 .00 .43 .47 .22 .013 .00 .00 PIPE 3005.650 1291.972 .420 1292.392 1.00 1.53 .04 1292.43 .00 .30 2.27 3.500 .000 .00 1 .0 .591 .0170 .0011 .00 .42 .50 .22 .013 .00 .00 PIPE 3006.241 1291.982 .407 1292.389 1.00 1.60 .04 1292.43 .00 .30 2.24 3.500 .000 .00 1 .0 .605 .0170 .0013 .00 .41 .53 .22 .013 .00 .00 PIPE 3006.846 1291.992 .393 1292.385 1.00 1.68 .04 1292.43 .00 .30 2.21 3.500 .000 .00 1 .0 HYDRAULIC JUMP 3006.846 1291.992 .217 1292.210 1.00 4.03 .25 1292.46 .00 .30 1.69 3.500 .000 .00 1 .0 24.601 .0170 .0170 .42 .22 1.85 .22 .013 .00 .00 PIPE 3031.447 1292.411 .217 1292.628 1.00 4.03 .25 1292.88 .00 .30 1.69 3.500 .000 .00 1 .0 14.649 .0170 .0179 .26 .22 1.85 .22 .013 .00 .00 PIPE 3046.096 1292.660 .212 1292.873 1.00 4.18 .27 1293.14 .00 .30 1.67 3.500 .000 .00 1 .0 6.271 .0170 .0202 .13 .21 1.95 .22 .013 .00 .00 PIPE z FILE: 16993out.WSW W S P G W - CIVILDESIGN Version 14.03 PAGE 3 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 1-17-2006 Time:12:19:52 Tract 16993 Detention Basin Outlet - Latreral A-1 3326 - 3398 10,0 Year Storm Event Invert Depth water Vel Vel Energy I super ICriticalIFlow ToplHeight/lBase Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia.-FTIor I.D.1 ZL IPrs/Pip L/Elem ICh Slope I SP Avel HF ISE DpthIFroude NINorm Dp I 'IN" I X-Fallj ZR IType Ch 3052.367 1292.767 .205 1292.972 1.00 4.38 .30 1293.27 .00 .30 1.64 3.500 .000 .00 1 .0 3.716 .0170 .0232 .09 .21 2.07 .22 .013 .00 .00 PIPE 3056.082 1292.830 .198 1293 .028 1.00 4.60 .33 1293.36 .00 .30 1.62 3.500 .000 .00 1 .0 2.812 .0170 .0266 .07 .20 2.21 .22 .013 .00 .00 PIPE 3058.894 1292.878 .192 1293.070 1.00 4.82 .36 1293.43 .00 .30 1.59 3.500 .000 .00 1 .0 2.237 .0170 .0305 .07 .19 2.36 .22 .013 .00 .00 PIPE 3061.131 1292.916 .186 1293,102 1.00 5.06 .40 1293.50 .00 .30 1.57 3.500 .000 .00 1 .0 1.881 .0170 .0349 .07 .19 2.51 .22 .013 .00 .00 PIPE 3063.012 1292.948 .180 1293.128 1.00 5.30 .44 1293.57 .00 .30 1.55 3.500 .000 .00 1 .0 1.636 .0170 .0400 .07 .18 2.68 .22 .013 .00 .00 PIPE 3064.648 1292.976 .174 1293.150 1.00 5.56 .48 1293.63 .00 .30 1.52 3.500 .000 .00 1 .0 1.488' .0170 .0459 .07 .17 2.85 .22 .013 .00 .00 PIPE 3066.136 1293.001 .169 1293.170 1.00 5.83 .53 1293.70 .00 .30 1.50 3.500 .000 .00 1 .0 1.338 .0170 .0528 .07 .17 3.04 .22 .013. .00 .00 PIPE 3067.474 1293.024 .164 1293.188 1.00 6.12 .58 1293.77 .00 .30 1.48 3.500 .000 .00 1 .0 1.200 .0170 .0605 .07 .16 3.24 .22 .013 .00 .00 PIPE 3068.674 1293.044 .15B 1293.203 1.00 6.42 .64 1293.84 .00 .30 1.45 3.500 .000 .00 1 .0 1.129 .0170 .0692 .08 .16 3.45 .22 .013 .00 .00 PIPE FILE: 16993out.WSW W S P G W - CIVILDESIGN Version 14.03 PAGE 4 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 1-17-2006 Time:12:19:52 Tract 16993 Detention Basin Outlet - Latreral A-1 = 3326 - 3398 100 Year Storm Event Invert Depth water Q Vel Vel I Energy I Super ICriticalIFlow TopiHeight/lBase wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.I Elev I Depth I Width IDia.-FTIor I.D.1 ZL IPrs/Pip L/Elem ICh Slope I I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X-Fallj ZR IType Ch 3069.803 1293.064 .153 1293.217 1.00 6.73 .70 1293.92 .00 .30 1.43 3.500 .000 .00 1 .0 1.061 .0170 .0796 .08 .15 3.68 .22 .013 .00 .00 PIPE 3070.864 1293.082 .149 1293.231 1.00 7.06 .77 1294.00 .00 .30 1.41 3.500 .000 .00 1 .0 .973 .0170 .0914 .09 .15 3.93 .22 .013 .00 .00 PIPE 3071.837 1293.098 .144 1293.242 1.00 7.40 .85 1294.09 .00 .30 1.39 3.500 .000 .00 1 .0 .915 .0170 .1046 .10 .14 4.19 .22 .013 .00 .00 PIPE 3072.751 1293.114 .139 1293.253 1.00 7.77 .94 1294.19 .00 .30 1.37 3.500 .000 .00 1 .0 .870 .0170 .1200 .10 .14 4.46 .22 .013 .00 .00 PIPE 3073.622 1293.129 .135 1293.264 1.00 8.14 1.03 1294.29 .00 .30 1.35 3.500 .000 .00 1 .0 .819 .0170 .1379 .11 .14 4.76 .22 .013 .00 .00 PIPE 3074.441 1293.142 .131 1293.274 1.00 8.54 1.13 1294.41 .00 .30 1.33 3.500 .000 .00 1 .0 .769 .0170 .1579 .12 .13 5.07 .22 .013 .00 .00 PIPE 3075.210 1293.156 .126 1293.282 1.00 8.96 1.25 1294.53 .00 .30 1.30 3.500 .000 .00 1 .0 .737 .0170 .1807 .13 .13 5.40 .22 .013. .00 .00 PIPE 3075.947 1293.168 .122 1293.290 1.00 9.40 1.37 1294.66 .00 .30 1.28 3.500 .000 .00 1 .0 .703 .0170 .2078 .15 .12 5.75 .22 .013 .00 .00 PIPE 3076.650 1293.180 .119 1293.299 1.00 9.85 1.51 1294.81 .00 .30 1.27 3.500 .000 .00 1 .0 TRANS STR .3376 .1393 .65 .12 6.14 .013 .00 .00 PIPE FILE: 16993out.WSW W S P G W - CIVILDESIGN Version 14.03 PAGE 5 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 1-17-2006 Time:12:19:52 Tract 16993 Detention Basin Outlet - Latreral A-1 3326 - 3398 100 Year Storm Event Invert Depth water Q Vel Vel Energy I super ICritidallFlow ToplHeight/lBase Wtj jNo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.I Elev I Depth I Width IDia.-FTIor I.D.1 ZL IPrs/Pip L/Elem ICh Slope I I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X-Fallj ZR IType Ch 3081.330 1294.760 .179 1294.939 1.00 6.41 .64 1295.58 .02 .32 1.29 2.500 .000 .00 1 .0 8.178 .0560 .0560 .46 .20 3.24 .18 .013 .00 .00 PIPE 3089.508 1295.218 .179 1295.397 1.00 6.41 .64 1296.03 .02 .32 1.29 2.500 .000 .00 1 .0 14.489 .0560 .0524 .76 .20 3.24 .18 .013 .00 .00 PIPE 3103.997 1296.029 .184 1296.213 1.00 6.11 .58 1296.79 .02 .32 1.31 2.500 .000 .00 1 .0 4.501 .0560 .0456 .21 .20 3.04 .18 .013 .00 .00 PIPE 3108.499 1296.281 .190 1296.471 1.00 5.83 .53 1297.00 .01 .32 1.33 2.500 .000 .00 1 .0 2.531 .0560 .0398 .10 .20 2.85 .18 .013 .00 .00 PIPE 3111.030 1296.423 .197 1296.620 1.00 5.55 .48 1297.10 .14 .32 1.35 2.500 .000 .00 1 .0 TRANS STR .0738 .0210 .10 .34 2.68 .013 .00 .00 PIPE 3115.730 1296.770 .343 1297.113 1.00 2.79 .12 1297.23 .01 .34 1.51 2.000 .000 .00 1 .0 17.500 .0048 .0048 .08 .35 1.01 .34 .013 .00 .00 PIPE 3133.230 1296.854 .343 1297.196 1.00 2.79 .12 1297.32 .01 .34 1.51 2.000 .000 .00 1 .0 1.360 .0048 .0049 .01 .35 1.01 .34 .013. .00 .00 PIPE 3134.590 1296.860 .339 1297.199 1.00 2.84 .13 1297.32 .00 .34 1.50 2.000 .000 .00 1 .0 138.365 .0050 .0050 .69 .34 1.03 .34 .013 .00 .00 PIPE 3272.955 1297.553 .339 1297.892 1.00 2.84 .13 1298.02 .00 .34 1.50 2.000 .000 .00 1 .0 9.640 .0050 .0051 .05 .34 1.03 .34 .013 .00 .00 PIPE z FILE: 16993out.WSW W S P G W - CIVILDESIGN Version 14.03 PAGE 6 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 1-17-2006 Time:12:19:52 Tract 16993 Detention Basin Outlet - Latreral A-1 3326 - 3398 10'0 Year Storm Event Invert Depth water Q Vel Vel Energy I Super ICriticallFlow ToplHeight/lBaBe Wtj INc, Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia.-FTIor I.D.1 ZL IPrs/Pip L/Elem ICh Slope I I I I SF Avel HF ISE DpthIFroude NINorm Dp I 'IN" I X-Fallj ZR IType Ch 3282.595 1297.601 .336 1297.938 1.00 2.86 .13 1298.06 .00 .34 1.50 2.000 .000 .00 1 .0 3.512 .0050 .0055 .02 .34 1.04 .34 .013 .00 .00 PIPE 3286.107 1297.619 .325 1297.944 1.00 3.00 .14 1298.08 .00 .34 1.48 2.000 .000 .00 1 .0 3.092 .0050 .0063 .02 .33 1.11 .34 .013 .00 .00 PIPE 3289.199 1297.635 .315 1297.950 1.00 3.15 .15 1298.10 .00 .34 1.46 2.000 .000 .00 1 .0 2.438 .0050 .0072 .02 .32 1.19 .34 .013 .00 .00 PIPE 3291.63? 1297.647 .305 1297.952 1.00 3.30 .17 1298.12 .00 .34 1.44 2.000 .000 .00 1 .0 2.125 .0050 .0083 .02 .31 1.27 .34 .013 .00 .00 PIPE 3293.762 1297.657 .295 1297.952 1.00 3.46 .19 1298.14 .00 .34 1.42 2.000 .000 .00 1 .0 1.935 .0050 .0095 .02 .30 1,35 .34 .013 .00 .00 PIPE 3295.698 1297.667 .285 1297.952 1.00 3.63 .20 1298.16 .00 .34 1.40 2.000 .000 .00 1 .0 1.970 .0050 .0108 .02 .29 1.44 .34 .013 .00 .00 PIPE 3297.668 1297.677 .276 1297.953 1.00 3.81 .23 1298.18 .00 .34 1.38 2.000 .000 .00 1 .0 1.827 .0050 .0124 .02 .28 1.54 .34 .013 .00 .00 PIPE 3299.495 1297.686 .267 1297.953 1.00 4.00 .25 1298.20 .00 .34 1.36 2.000 .000 .00 1 .0 1.715 .0050 .0142 .02 .27 1.64 .34 .013 .00 .00 PIPE 3301.210 1297.695 .258 1297.953 1.00 4.19 .27 1298.23 .00 .34 1.34 2.000 .000 .00 1 .0 1.708 .0050 .0163 .03 .26 1.75 .34 .013 .00 .00 PIPE FILE: 16993out.WSW W S P G W - CIVILDESIGN Version 14.03 PAGE 7 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 1-17-2006 Time:12:19:52 Tract 16993 Detention Basin Outlet - Latreral A-1 = 3326 - 3398 100 Year Storm Event Invert Depth Water Q Vel Vel I Energy I Super jCriticalIFlow TopjHeight/113ase Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.j Elev I Depth I Width IDia.-FTIor I.D.1 ZL IPrs/Pip L/Elem ICh Slope I I I SF Avel HF ISE DpthIFroude NINorm Dp I 'IN" I X-Fallj ZR IType Ch 3302.918 1297.703 .250 1297.953 1.00 4.39 .30 1298.25 .00 .34 1.32 2.000 .000 .00 1 .0 1.610 .0050 .0187 .03 .25 1.87 .34 .013 .00 .00 PIPE 3304.529 1297.711 .242 1297.953 1.00 4.61 .33 1298.28 .00 .34 1.30 2.000 .000 .00 1 .0 1.526 .0050 .0214 .03 .24 1.99 .34 .013 .00 .00 PIPE 3306.055 1297.719 .234 1297.953 1.00 4.83 .36 1298.32 .00 .34 1.29 2.000 .000 .00 1 .0 1.502 .0050 .0245 .04 .23 2.12 .34 .013 .00 .00 PIPE 3307.557 1297.726 .227 1297.953 1.00 5.07 .40 1298.35 .00 .34 1.27 2.000 .000 .00 1 .0 1.424 .0050 .0281 .04 .23 2.27 .34 .013 .00 .00 PIPE 3308.981 1297.734 .220 1297.954 1.00 5.32 .44 1298.39 .00 .34 1.25 2.000 .000 .00 1 .0 1.321 .0050 .0322 .04 .22 2.42 .34 .013 .00 .00 PIPE 3310.302 1297.740 .212 1297.952 1.00 5.58 .48 1298.44 .00 .34 1.23 2.000 .000 .00 1 .0 1.327 .0050 .0369 .05 .21 2.58 .34 .013 .00 .00 PIPE 3311.629 1297.747 .206 1297.953 1.00 5.85 .53 1298.48 .00 .34 1.22 2.000 .000 .00 1 G 1.237 .0050 .0423 .05 .21 2.75 .34 .013� .00 .00 PIPE 3312.866 1297.753 .199 1297.952 1.00 6.13 .58 1298.54 .00 .34 1.20 2.000 .000 .00 1 C 1.206 .0050 .0485 .06 .20 2.93 .34 .013 .00 .00 PIPE 3314.072 1297.759 .193 1297.952 1.00 6.43 .64 1298.59 .00 .34 1.18 2.000 .000 .00 1 C 1.152 .0050 .0556 .06 .19 3.13 .34 .013 .00 .00 PIPE FILE� 16993out.WSW W S P G W - CIVILDESIGN Version 14.03 PAGE 8 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 1-17-2006 Time:12:19:52 Tract 16993 Detention Basin Outlet - Latreral A-1 = 3326 - 3398 10'0 Year Storm Event invert Depth water Q Vel Vel I Energy I Super ICriticallFlow ToplHeight/lBase Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia.-FTIor I.D.1 ZL IPrs/Pip L/Elem ICh Slope I I I I SF Avel HF ISE DpthIFroude NINorm Dp I 'IN" I X-Fallj ZR IType Ch 3315.224 1297.765 .187 1297.952 1.00 6.75 .71 1298.66 .00 .34 1.16 2.000 .000 .00 1 .0 1.101 .0050 .0638 .07 .19 3.33 .34 .013 .00 .00 PIPE 3316.325 1297.770 .181 1297.951 1.00 7.08 .78 1298.73 .00 .34 1.15 2.000 .000 .00 1 .0 1.055 .0050 .0731 .08 .18 3.56 .34 .013 .00 .00 PIPE 3317.380 1297.775 .175 1297.950 1.00 7.42 .86 1298.81 .00 .34 1.13 2.000 .000 .00 1 .0 1.012 .0050 .0836 .08 .18 3.79 .34 .013 .00 .00 PIPE 3318.392 1297.781 .169 1297.950 1.00 7.79 .94 1298.89 .00 .34 1.11 2.000 .000 .00 1 .0 .981 .0050 .0959 .09 .17 4.04 .34 .013 .00 .00 PIPE 3319.372 1297.785 .164 1297.949 1.00 8.17 1.04 1298.98 .00 .34 1.10 2.000 .000 .00 1 .0 .938 .0050 .1101 .10 .16 4.31 .34 .013 .00 .00 PIPE 3320.310 1297.790 .159 1297.949 1.00 8.56 1.14 1299.09 .20 .34 1.08 2.000 .000 .00 1 .0 TRANS STR .1264 .1027 .65 .36 4.60 .013 .00 .00 PIPE 3326.640 1298.590 .184 1298.774 1.00 8.04 1.00 1299.78 .04 .37 .98 1.500 .000 .00 1 C 30.570 .0877 .0877 2.68 .23 3.99 .18 .013. .00 .00 PIPE 3357.210 1301.270 .184 1301.454 1.00 8.04 1.00 1302.46 .00 .37 .98 1.500 .000 .00 1 C .179 .0877 .0877 .02 .18 3.99 .18 .013 .00 .00 PIPE 3357.390 1301.286 .184 1301.470 1.00 8.04 1.00 1302.47 .00 .37 .98 1.500 .000 .00 1 C 15.220 .0877 .0865 1.32 .18 3.99 .18 .013 .00 .00 PIPE FILE: 16993out.WSW W S P G W - CIVILDESIGN Version 14.03 PAGE 9 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 1-17-2006 Time:12:19:52 Tract 16993 Detention Basin Outlet - Latreral A-1 = 3326 - 3398 10,0 Year Storm Event Invert Depth water Q Vel Vel I Energy I Super ICriticallFlow ToplHeight/lBase Wtj INo Wth Station I Elev (FT) Elev (CPS) (FPS) Head I Grd.El.1 Elev I Depth I Width IDia.-FTIor I.D.1 ZL IPrs/Pip L/Elem ICh Slope I I I SF Avel HF ISE DpthIFroude NINorm Dp I 'IN" I X-Fallj ZR IType Ch 3372.610 1302.620 .185 1302.805 1.00 7.97 .99 1303.79 .00 .37 .99 1.500 .000 .00 1 .0 10.674 .0877 .0799 .85 .19 3.94 .18 .013 .00 .00 PIPE 3383.283 1303.556 .191 1303.747 1.00 7.60 .90 1304.64 .00 .37 1.00 1.500 .000 .00 1 .0 4.151 .0877 .0698 .29 .19 3.69 .18 .013 .00 .00 PIPE 3387.435 1303.920 .198 1304.118 1.00 7.24 .81 1304.93 .00 .37 1.02 1.500 .000 .00 1 .0 2.540 .0877 .0609 .15 .20 3.46 .18 .013 .00 .00 PIPE 3389.975 1304.143 .204 1304.347 1.00 6.91 .74 1305.09 .00 .37 1.03 1.500 .000 .00 1 .0 1.745 .0877 .0531 .09 .20 3.24 .18 .013 .00 .00 PIPE 3391.720 1304.296 .211 1304.507 1.00 6.58 .67 1305.18 .00 .37 1.04 1.500 .000 .00 1 .0 1.312 .0877 .0464 .06 .21 3.04 .18 .013 .00 .00 PIPE 3393.032 1304.411 .218 1304.629 1.00 6.28 .61 1305.24 .00 .37 1.06 1.500 .000 .00 1 .0 1.030 .0877 .0405 .04 .22 2.85 .18 .013 .00 .00 PIPE 3394.062 1304.501 .225 1304.727 1.00 5.99 .56 1305.28 .00 .37 1.07 1.500 .000 .00 1 .0 .813 .0877 .0353 .03 .23 2.67 .18 .013 .00 .00 PIPE 3394.875 1304.573 .233 1304.806 1.00 5.71 .51 1305.31 .00 .37 1.09 1.500 .000 .00 1 .0 .669 .0877 .0309 .02 .23 2.50 .18 .013 .00 .00 PIPE 3395.544 1304.631 .241 1304.872 1.00 5.44 .46 1305.33 .00 .37 1.10 1.500 .000 .00 1 .0 .557 .0877 .0270 .02 .24 2.35 .18 .013 .00 .00 PIPE FILE: 16993out.WSW W S P G W - CIVILDESIGN Version 14.03 PAGE 10 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 1-17-2006 Time:12:19:52 Tract 16993 Detention Basin Outlet - Latreral A-1 = 3326 - 3398 10'0 Year Storm Event Invert Depth Water Q Vel Vel I Energy I Super ICriticalIFlow ToplHeight/lBase Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia.-FTIor I.D.1 ZL lPrs/Pip L/Elem ICh Slope I I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X-Fallj ZR IType Ch 3396.101 1304.680 .249 1304.929 1.00 5.19 .42 1305.35 .00 .37 1.12 1.500 .000 .00 1 .0 .468 .0877 .0236 .01 .25 2.20 .18 .013 .00 .00 PIPE 3396-569 1304.721 .257 1304.978 1.00 4.95 .38 1305.36 .00 .37 1.13 1.500 .000 .00 1 .0 .381 .0877 .0206 .01 .26 2.06 .18 .013 .00 .00 PIPE 3396.949 1304.755 .266 1305.021 1.00 4.72 .35 1305.37 .00 .37 1.15 1.500 .000 .00 1 .0 .321 .0877 .0180 .01 .27 1.93 .18 .013 .00 .00 PIPE 3397.271 1304.783 .275 1305.058 1.00 4.50 .31 1305.37 .00 .37 1.16 1.500 .000 .00 1 .0 .271 .0877 .0157 .00 .28 1.81 .18 .013 .00 .00 PIPE 3397.542 1304.807 .284 1305.091 1.00 4.29 .29 1305.38 .00 .37 1.18 1.500 .000 .00 1 .0 .216 .0877 .0137 .00 .28 1.70 .18 .013 .00 .00 PIPE 3397.758 1304.825 .294 1305.120 1.00 4.09 .26 1305.38 .00 .37 1.19 1.500 .000 .00 1 .0 .179 .0877 .0120 .00 .29 1.59 .18 .013 .00 .00 PIPE 3397.937 1304.841 .304 1305.145 1.00 3.90 .24 1305.38 .00 .37 1.21 1.500 .000 .00 1 .0 .148 .0877 .0105 .00 .30 1.49 .18 .013 '.00 .00 PIPE 3398.085 1304.854 .314 1305.168 1.00 3.72 .21 1305.38 .00 .37 1.22 1.500 .000 .00 1 .0 .108 .0877 .0092 .00 .31 1.39 .18 .013 .00 .00 PIPE 3398.193 1304.864 .325 1305.189 1.00 3.54 .19 1305.38 .00 .37 1.24 1.500 .000 .00 1 C .084 .0877 .0080 .00 .33 1.31 .18 .013 .00 .00 PIPE FILE: 16993out.WSW W S P G W - CIVILDESIGN Version 14.03 PAGE 11 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 1-17-2006 Time:12:19:52 Tract 16993 Detention Basin Outlet - Latreral A-1 = 3326 - 3398 10*0 Year Storm Event Invert Depth Water Q Vel Vel I Energy I Super IcriticallFlow ToplHeight/lBase Wtj INo Wth Station I Elev (FT) Elev (CFS) (FPS) Head I Grd.El.I Elev I Depth I Width IDia.-FTIor I.D.1 ZL jPrs/Pip L/Elem ICh Slope I SF Avel HF ISE DpthlFroude NINorm Dp I 'IN" I X-Fallj ZR IType Ch 3398.278 1304.871 .336 1305.207 1.00 3.38 .18 1305.38 .00 .37 1.25 1.500 .000 .00 1 .0 .063 .0877 .0070 .00 .34 1.22 .18 .013 .00 .00 PIPE 3398.341 1304.877 .347 1305.224 1.00 3.22 .16 1305.38 .00 .37 1.27 1.500 .000 .00 1 .0 .032 .0877 .0061 .00 .35 1.15 .18 .013 .00 .00 PIPE 3398.374 1304.880 .359 1305.239 1.00 3.07 .15 1305.39 .00 .37 1.28 1.500 .000 .00 1 .0 .006 .0877 .0053 .00 .36 1.07 .18 .013 .00 .00 PIPE 3398.380 1304.880 .373 1305.253 1.00 2.92 .13 1305.39 .00 .37 1.30 1.500 .000 .00 1 .0 WALL ENTRANCE 3398.380 -I- 1304.880 -I- .564 -I- 1305.444 -I- 1.00 -I- .18 .00 -I- -I- 1305.44 -I- .00 -I- .07 -I- 10.00 5.000 -I- -I- 10.000 -I- .00 0 .0 I- FILE: 16993out.WSW W S P G W - CIVILDESIGN Version 14.03 PAGE 1 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 1-17-2006 Time:12:19:52 Tract 16993 Detention Basin Outlet - Latreral A-1 = 3326 - 3398 100 Year Storm Event Invert Depth Water Q Vel Vel I Energy I super ICriticalIFlow ToplHeight/lBase Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia.-FTIor I.D.1 ZL lPrs/Pip L/Elem ICh Slope I I SF Avel HF ISE DpthIFroude NINorm Dp I 'IN" I X-Fallj ZR IType Ch 2479.000 1290.330 .658 1290.988 3.00 4.02 .25 1291.24 .00 .66 1.49 1.500 .000 .00 1 .0 .489 .0030 .0048 .00 .66 1.00 .77 .013 .00 .00 PIPE 2479.489 1290.331 .682 1291.014 3.00 3.83 .23 1291.24 .00 .66 1.49 1.500 .000 .00 1 .0 4.239 .0030 .0042 .02 .68 .93 .77 .013 .00 .00 PIPE 2483.728 1290.344 .708 1291.052 3.00 3.65 .21 1291.26 .00 .66 1.50 1.500 .000 .00 1 .0 11.081 .0030 .0037 .04 .71 .87 .77 .013 .00 .00 PIPE 2494.808 1290.377 .735 1291.112 3.00 3.48 .19 1291.30 .00 .66 1.50 1.500 .000 .00 1 .0 37.444 .0030 .0033 .12 .74 .81 .77 .013 .00 .00 PIPE 2532.253 1290.489 .763 1291.252 3.00 3.32 .17 1291.42 .00 .66 1.50 1.500 .000 .00 1 .0 114.188 .0030 .0030 .34 .76 .75 .77 .013 .00 .00 PIPE 2646.440 1290.831 .769 1291.601 3.00 3.29 .17 1291.77 .00 .66 1.50 1.500 .000 .00 1 .0 352.560 .0030 .0030 1.04 .77 .74 .77 .013 .00 .00 PIPE 2999.000 1291.887 .769 1292.656 3.00 3.29 .17 1292.82 .00 .66 1.50 1.500 .000 .00 1 .0 TRANS STR .0030 .0017 .00 .77 .74 .013 - .00 .00 PIPE 3001.000 1291.893 .936 1292.829 3.00 1.45 .03 1292.86 .00 .52 3.10 3.500 .000 .00 1 .0 1.734 .0170 .0004 .00 .94 .31 .37 .013 .00 .00 PIPE 3002.734 1291.922 .904 1292.827 3.00 1.52 .04 1292.86 .00 .52 3.06 3.500 .000 .00 1 C 1.594 .0170 .0004 .00 .90 .33 .37 .013 .00 .00 PIPE FILE: 16993out.WSW W S P G W - CIVILDESIGN Version 14.03 PAGE 2 Program Package Serial Number; 1382 WATER SURFACE PROFILE LISTING Date: 1-17-2006 Time;12:19:52 Tract 16993 Detention Basin Outlet - Latreral A-1 = 3326 - 3398 100 Year Storm Event Invert Depth water Vel Vel I Energy I Super iCriticallFlow ToplHeight/lBaBe Wtj INo Wth Station I Elev (FT) Elev I (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I width IDia.-FTIor I.D.1 ZL IPrs/Pip L/Elem ICh Slope I I I I SF Avel HF ISE DpthIFroude NINorm Dp I 'IN" I X-Fallj ZR IType Ch 3004.327 1291.950 .874 1292.824 3.00 1.60 .04 1292.86 .00 .52 3.03 3.500 .000 .00 1 .0 1.518 .0170 .0005 .00 .87 .36 .37 .013 .00 .00 PIPE 3005.845 1291.975 .845 1292.821 3.00 1.67 .04 1292.86 .00 .52 3.00 3.500 .000 .00 1 .0 1.439 .0170 .0006 .00 .85 .38 .37 .013 .00 .00 PIPE 3007.284 1292.000 .817 1292.817 3.00 1.75 .05 1292.86 .00 .52 2.96 3.500 .000 .00 1 .0 1.359 .0170 .0007 .00 .82 .41 .37 .013 .00 .00 PIPE 3008.643 1292.023 .790 1292.813 3.00 1.84 .05 1292.87 .00 .52 2.93 3.500 .000 .00 1 .0 1.276 .0170 .0008 .00 .79 .43 .37 .013 .00 .00 PIPE 3009.919 1292.045 .764 1292.809 3.00 1.93 .06 1292.87 .00 .52 2.89 3.500 .000 .00 1 .0 1.190 .0170 .0009 .00 .76 .46 .37 .013 .00 .00 PIPE 3011.109 1292.065 .739 1292.804 3.00 2.02 .06 1292.87 .00 .52 2.86 3.500 .000 .00 1 .0 .936 .0170 .0010 .00 .74 .50 .37 .013 .00 .00 PIPE 3012.045 1292.081 .715 1292.796 3.00 2.12 .07 1292.B7 .00 .52 2.82 3.500 .000 .00 1 .0 HYDRAULIC JUMP 3012.045 1292.081 .355 1292.436 3.00 5.87 .53 1292.97 .00 .52 2.11 3.500 .000 .00 1 .0 8.743 .0170 .0191 .17 .36 2.10 .37 .013 .00 .00 PIPE 3020.788 1292.229 .355 1292.585 3.00 5.85 .53 1293.12 .00 .52 2.11 3.500 .000 .00 1 C 12.397 .0170 .0204 .25 .36 2.09 .37 .013 .00 .00 PIPE FILE: 16993out.WSW W S P G W - CIVILDESIGN Version 14.03 PAGE 3 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 1-17-2006 Time:12:19:52 Tract 16993 Detention Basin Outlet - Latreral A-1 = 3326 - 3398 10,0 Year Storm Event Invert Depth water Q Vel Vel I Energy I Super ICriticalIFlow ToplHeight/lBase WtI INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia.-FTIor I.D.1 ZL IPrs/Pip L/Elem ICh Slope I I I SF Avel HF ISE DpthIFroude NINorm Dp I 'IN" I X-Fallj ZR IType Ch 3033.185 1292.440 .344 1292.785 3.00 6.13 .58 1293.37 .00 .52 2.08 3.500 .000 .00 1 .0 7.424 .0170 .0234 .17 .34 2.23 .37 .013 .00 .00 PIPE 3040.609 1292.567 .333 1292.900 3.00 6.43 .64 1293.54 .00 .52 2.05 3.500 .000 .00 1 .0 5.437 .0170 .0268 .15 .33 2.38 .37 .013 .00 .00 PIPE 3046.046 1292.659 .322 1292.981 3.00 6.75 .71 1293.69 .00 .52 2.02 3.500 .000 .00 1 .0 4.424 .0170 .0307 .14 .32 2.54 .37 .013 .00 .00 PIPE 3050.470 1292.735 .312 1293.047 3.00 7.08 .78 1293.82 .00 .52 1.99 3.500 .000 .00 1 .0 3.719 .0170 .0352 .13 .31 2.71 .37 .013 .00 .00 PIPE 3054.189 1292.798 .302 1293.100 3.00 7.42 .86 1293.96 .00 .52 1.97 3.500 .000 .00 1 .0 3.234 .0170 .0404 .13 .30 2.88 .37 .013 .00 .00 PIPE 3057.423 1292.853 .292 1293.145 3.00 7.78 .94 1294.09 .00 .52 1.94 3,500 .000 .00 1 .0 2.907 .0170 .0463 .13 .29 3.07 .37 .013 .00 .00 PIPE 3060.330 1292.902 .283 1293.1B5 3.00 8.16 1.04 1294.22 .00 .52 1.91 3.500 .000 .00 1 .0 2.620 .0170 .0531 .14 .28 3.28 .37 .013 .00 .00 PIPE 3062.950 1292.947 .274 1293.221 3.00 8.56 1.14 1294.36 .00 .52 1.88 3.500 .000 .00 1 0 2.393 .0170 .0608 .15 .27 3.50 .37 .013 .00 .00 PIPE 3065.343 1292.988 .265 1293.253 3.00 8.98 1.25 1294.51 .00 .52 1.85 3.500 .000 .00 1 0 2.223 .0170 .0698 .16 .27 3.73 .37 .013 .00 .00 PIPE n n FILE: 16993out.WSW W S P G W - CIVILDESIGN Version 14.03 PAGE 4 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 1-17-2006 Time:12:19:52 Tract 16993 Detention Basin Outlet - Latreral A-1 = 3326 - 3398 100 Year Storm Event Invert Depth water Q Vel Vel I Energy I Super CriticallFlow ToplHeight/lBase Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I width IDia.-FTIor I.D.1 ZL IPrs/Pip L/Elem ICh Slope I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X-Fallj ZR IType Ch 3067.566 1293.026 .257 1293,283 3.00 9.42 1.38 1294.66 .00 .52 1.83 3.500 .000 .00 1 .0 2.059 .0170 .0801 .16 .26 3.97 .37 .013 .00 .00 PIPE 3069.625 1293.061 .249 1293.310 3.00 9.88 1.52 1294.83 .00 .52 1.80 3.500 .000 .00 1 .0 1.920 .0170 .0918 .18 .25 4.24 .37 .013 .00 .00 PIPE 3071.544 1293.093 .241 1293.334 3.00 10.36 1.67 1295.00 .00 .52 1.77 3.500 .000 .00 1 .0 1.800 .0170 .1052 .19 .24 4.52 .37 .013 .00 .00 PIPE 3073.344 1293.124 .233 1293.357 3.00 10.87 1.83 1295.19 .00 .52 1.75 3.500 .000 .00 1 .0 1.702 .0170 .1206 .21 .23 4.82 .37 .013 .00 .00 PIPE 3075.046 1293.153 .226 1293.379 3.00 11.40 2.02 1295.40 .00 .52 1.72 3.500 .000 .00 1 .0 1.604 .0170 .1384 .22 .23 5.14 .37 .013 .00 .00 PIPE 3076.650 1293.180 .219 1293.399 3.00 11.95 2.22 1295.62 .00 .52 1.70 3.500 .000 .00 1 .0 TRANS STR .3376 .0999 .47 .22 5.48 .013 .00 .00 PIPE 3081.330 1294.760 .307 1295.067 3.00 8.69 1.17 1296.24 .04 .57 1.64 2.500 .000 .00 1 .0 9.460 .0560 .0497 .47 .35 3.34 .30 .013. .00 .00 PIPE 3090.790 1295.290 .313 1295.603 3.00 8.44 1.11 1296.71 .04 .57 1.65 2.500 .000 .00 1 .0 7.956 .0560 .0446 .35 .35 3.21 .30 .013 .00 .00 PIPE 3098.746 1295.735 .323 1296.058 3.00 8.04 1.00 1297.06 .03 .57 1.68 2.500 .000 .00 1 .0 4.711 .0560 .0389 .18 .36 3.01 .30 .013 .00 .00 PIPE FILE: 16993out.WSW W S P G W - CIVILDESIGN Version 14.03 PAGE 5 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date; 1-17-2006 Time:12:19:52 Tract 16993 Detention Basin Outlet - Latreral A-1 3326 - 3398 100 Year Storm Event Invert Depth water Q Vel Vel Energy I Super ICriticallFlow ToplHeight/lBase WtI INo Wth Station I Elev (FT) Elev (CFS) (FPS) Head Grd.El.j Elev I Depth I Width IDia.-FTIor I.D.1 ZL lPrs/Pip L/Elem ICh Slope SF Avel HF ISE DpthjFroude NINorm Dp I "N" I X-Fallj ZR IType Ch 3103 .457 1295.999 .334 1296.333 3 . 00 7.67 .91 1297.25 .03 .57 1 1.70 2.500 .000 1 .00 1 1 .0 3 .275 .0560 .0340 .11 .37 2.82 .30 .013 .00 .00 PIPE 3106.732 1296.182 .345 1296.527 3.00 7.31 .83 1297.36 .03 .57 1.72 2.500 .000 .00 1 .0 2 .414 .0560 .0297 .07 .37 2.64 .30 .013 .00 .00 PIPE 3109. 146 1296.318 .357 1296.675 3.00 6.97 .76 1297.43 .03 .57 1.75 2.500 .000 .00 1 .0 1.884 .0560 .0259 .05 .38 2.48 .30 .013 .00 .00 PIPE 3111.030 1296.423 .369 1296.792 3 . 00 6.65 .69 1297.48 .27 .57 1.77 2.500 .000 .00 1 .0 TRANS STR .0738 .0145 .07 .64 2.32 .013 .00 .00 PIPE 3115.730 1296. 770 .594 1297.364 3.00 3.84 .23 1297.59 .02 .60 1.83 2 .000 .000 .00 1 .0 12.849 .0048 .0048 .06 .62 1.03 .59 .013 .00 .00 PIPE 3128 . 579 1296.831 .594 1297.425 3.00 3 . 84 .23 1297.65 .02 .60 1 . 83 2.000 .000 00 1 .0 6.011 .0048 .0049 .03 .62 1.03 -1 S9 -1 .013 .00 .00 1 PIPE 3134 .590 1296.860 .587 1297.447 3 .00 3.91 .24 1297.68 .00 .60 1 . 82 2 .000 .000 .00 1 .0 106.077 .0050 .0050 53 .59 1.06 .59 .013 .00 .00 PIPE 3240.667 1297.391 .587 1297.978 3 .00 3.91 .24 1298.21 .00 .60 1.82 2.000 .000 .00 1 .0 9.300 .0050 .0053 .05 .59 1.06 .59 .013 .00 .00 PIPE 3249.967 1297.438 .568 1298. 006 3.00 4.08 .26 1298 .26 .00 .60 1.80 2.000 .000 .00 1 .0 6.547 .0050 .0061 .04 .57 1.13 59 .013 .00 .00 PIPE FILE: 16993out.WSW W S P G W - CIVILDESIGN Version 14.03 PAGE 6 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 1-17-2006 Time:12:19:52 Tract 16993 Detention Basin Outlet - Latreral A-1 = 3326 - 3398 100 Year Storm Event Invert Depth water Q Vel vel I Energy I super ICriticalIFlow ToplHeight/lBase WtI INo Wth Station I Elev (FT) Elev (CFS) (FPS) Head I Grd.El.1 Elev I Depth I Width IDia.-FTIor I.D.1 ZL lPrs/Pip L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I 'IN" I X-Fallj ZR IType Ch 3256,514 1297.471 .549 1298.020 3.00 4.28 .28 1298.30 .00 .60 1.79 2.000 .000 .00 1 .0 5.453 .0050 .0069 .04 .55 1.20 .59 .013 .00 .00 PIPE 3261.967 1297.498 .531 1298.029 3.00 4.49 .31 1298.34 .00 .60 1.77 2.000 .000 .00 1 .0 4.571 .0050 .0079 .04 .53 1.29 .59 .013 .00 .00 PIPE 3266.538 1297.521 .513 1298.034 3.00 4.71 .34 1298.38 .00 .60 1.75 2.000 .000 .00 1 4.312 .0050 .0090 .04 .51 1.37 .59 .013 .00 .00 PIPE 3270.850 1297.543 .496 1298.039 3.00 4.94 .38 1298.42 .00 .60 1.73 2.000 .000 .00 1 .0 3.911 .0050 .0103 .04 .50 1.47 .59 .013 .00 .00 PIPE 3274.760 1297.562 .479 1298.041 3.00 5.18 .42 1298.46 .00 .60 1.71 2.000 .000 .00 1 .0 3.905 .0050 .0118 .05 .48 1.57 .59 .013 .00 .00 PIPE 3278.666 1297.582 .464 1298.046 3.00 5.43 .46 1298.50 .00 .60 1.69 2.000 .000 .00 1 .0 3.497 .0050 .0135 .05 .46 1.67 .59 .013 .00 .00 PIPE 3282.162 1297.599 .448 1298.047 3.00 5.69 .50 1298.55 .00 .60 1.67 2.000 .000 .00 1 .0 3.383 .0050 .0155 .05 .45 1.79 .59 .013 .00 .00 PIPE 3285.545 1297.616 .433 1298.049 3.00 5.97 .55 1298.60 .00 .60 1.65 2.000 .000 .00 1 .0 3.264 .0050 .0177 .06 .43 1.91 .59 .013 .00 .00 PIPE 3288.809 1297.632 .419 1298.052 3.00 6.26 .61 1298.66 .00 .60 1.63 2.000 .000 .00 1 .0 3.081 .0050 .0202 .06 .42 2.03 .59 .013 .00 .00 PIPE FILE: 16993out.WSW W S P G W - CIVILDESIGN Version 14.03 PAGE 7 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 1-17-2006 Time:12:19:52 Tract 16993 Detention Basin Outlet - Latreral A-1 = 3326 - 3398 100 Year Storm Event Invert Depth water Q Vel Vel I Energy I super ICriticallFlow ToplHeight/lEase Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.I Elev I Depth I Width jDia.-FTIor I.D.1 ZL IPrs/Pip L/Elem ICh Slope I I SF Avel HF ISE DpthIFroude NINorm Dp I 'IN" I X-Fallj ZR IType Ch 3291.890 1297.648 .405 1298.053 3.00 6.57 .67 1298.72 .00 .60 1.61 2.000 .000 .00 1 .0 2.976 .0050 .0232 .07 .41 2.17 .59 .013 .00 .00 PIPE 3294.866 1297.663 .392 1298.055 3.00 6.89 .74 1298.79 .00 .60 1.59 2.000 .000 .00 1 .0 2.824 .0050 .0265 .07 .39 2.32 .59 .013 .00 .00 PIPE 3297.690 1297.677 .379 1298.056 3.00 7.23 .81 1298.87 .00 .60 1.57 2.000 .000 .00 1 .0 2.726 .0050 .0303 .08 .38 2.47 .59 .013 .00 .00 PIPE 3300.417 1297.691 .367 1298.058 3.00 7.58 .89 1298.95 .00 .60 1.55 2.000 .000 .00 1 .0 2.595 .0050 0347 .09 .37 2.64 .59 .013 .00 .00 PIPE 3303.012 1297.703 .355 1298.059 3.00 7.95 .98 1299.04 .00 .60 1.53 2.000 .000 .00 1 .0 2.478 .0050 .0398 .10 .36 2.82 .59 .013 .00 .00 PIPE 3305.490 1297.716 .343 1298.059 3.00 8.34 1.08 1299.14 .00 .60 1.51 2.000 .000 .00 1 .0 2.393 .0050 .0455 .11 .34 3.01 .59 .013 .00 .00 PIPE 3307.883 1297.728 .332 1298.060 3.00 8.74 1.19 1299.25 .00 .60 1.49 2.000 .000 .00 1 .0 2.287 .0050 .0521 .12 .33 3.21 .59 .013 .00 .00 PIPE 3310.169 1297.739 .321 1298.060 3.00 9.17 1.31 1299.37 .00 .60 1.47 2.000 .000 .00 1 2.205 .0050 .0597 .13 .32 3.42 .59 .013 .00 .00 PIPE 3312.375 1297.750 .311 1298.062 3.00 9.62 1.44 1299.50 .00 .60 1.45 2.000 .000 .00 1 C 2.108 .0050 .0684 .14 .31 3.65 .59 .013 .00 .00 PIPE FILE: 16993out.WSW W S P G W - CIVILDESIGN Version 14.03 PAGE 8 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 1-17-2006 Time:12:19:52 Tract 16993 Detention Basin Outlet - Latreral A-1 3326 - 3398 100 Year Storm Event Invert Depth Water Q Vel Vel I 'Energy I Super ICriticallFlow ToplHeight/lBase Wtj jNo Wth Station Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia.-FTjor I.D.1 ZL jPrs/Pip L/Elem ICh Slope I I SP Avel HF ISE DpthIFroude NINorm Dp I 'IN" I X-Fallj ZR IType Ch 3314.483 1297.761 .301 1298.062 3.00 10.09 1.58 1299.64 .00 .60 1.43 2.000 .000 .00 1 .0 2.019 .0050 .0783 .16 .30 3.90 .59 .013 .00 PIPE 3316.502 1297.771 .291 1298,062 3.00 10.58 1.74 1299.80 .00 .60 1.41 2.000 .000 .00 1 .0 1.946 .0050 .0897 .17 .29 4.16 .59 .013 .00 .00 PIPE 3318.448 1297.781 .282 1298.063 3.00 11.10 1.91 1299.97 .00 .60 1.39 2.000 .000 .00 1 .0 1.862 .0050 .1028 .19 .28 4.44 .59 .013 .00 .00 PIPE 3320.310 1297.790 .273 1298.063 3.00 11,64 2.10 1300.17 .48 .60 1.37 2.000 .000 .00 1 .0 TRANS STR .1264 .0988 .63 .75 4.73 .013 .00 .00 PIPE 3326.640 1298.590 .315 1298.905 3.00 11.14 1.93 1300.83 .10 .66 1.22 1.500 .000 .00 1 .321 .0877 .0877 .03 .42 4.18 .31 .013 .00 .00 PIPE 3326.961 1298.618 .315 1298.933 3.00 11.14 1.93 1300.86 .10 .66 1.22 1.500 .000 .00 1 .0 30.249 .0877 .0849 2.57 .42 4.18 .31 .013 .00 .00 PIPE 3357.210 1301.270 .320 1301.590 3.00 10.87 1.84 1303.43 .00 .66 1.23 1.500 .000 .00 1 .0 13.151 .0877 .0775 1.02 .32 4.04 .31 .013 .00 .00 PIPE 3370.362 1302.423 .329 1302.752 3.00 10.44 1.69 1304.45 .00 .66 1.24 1.500 .000 .00 1 C 7.453 .0877 .0685 .51 .33 3.83 .31 .013 .00 .00 PIPE 3377.814 1303.077 .340 1303.417 3.00 9.96 1.54 1304.96 .00 .66 1.26 1.500 .000 .00 1 C 4.604 .0877 .0599 .28 .34 3.58 .31 .013 .00 .00 PIPE FILE: 16993out.WSW W S P G W - CIVILDESIGN Version 14.03 PAGE 9 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 1-17-2006 Time:12:19:52 Tract 16993 Detention Basin Outlet - Latreral A-1 = 3326 - 3398 1010 Year Storm Event invert Depth water Q Vel Vel I Energy I super ICriticalIFlow ToplHeight/lBase Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia.-FTIor I.D.1 ZL jPrs/PiP L/Elem ICh Slope I I I I SF Avel HF ISE DpthjFroude NINorm Dp I 'IN" I X-Fallj ZR IType Ch 3382.419 1303.481 .352 1303,833 3.00 9.49 1.40 1305.23 .00 .66 1.27 1.500 .000 .00 1 .0 3.265 .0877 .0524 .17 .35 3.36 .31 .013 .00 .00 PIPE 3385.684 1303.767 .364 1304.131 3.00 9.05 1.27 1305.40 .00 .66 1.29 1.500 .000 .00 1 .0 2.474 .0877 .0458 .11 .36 3.14 .31 .013 .00 .00 PIPE 3388.158 1303.984 .376 1304.360 3.00 8.63 1.16 1305.52 .00 .66 1.30 1.500 boo .00 1 .0 1.934 .0877 .0400 .08 .38 2.94 .31 .013 .00 .00 PIPE 3390.092 1304.153 .389 1304.543 3.00 8.23 1.05 1305.59 .00 .66 1.31 1.500 .000 .00 1 .0 1.550 .0877 .0350 .05 .39 2.75 .31 .013 .00 .00 PIPE 3391.642 1304.289 .403 1304.692 3.00 7.85 .96 1305.65 .00 .66 1.33 1.500 .000 .00 1 .0 1.296 .0877 .0306 .04 .40 2.58 .31 .013 .00 .00 PIPE 3392.938 1304.403 .416 1304.819 3.00 7.48 .87 1305.69 .00 .66 1.34 1.500 .000 .00 1 .0 1.051 .0877 .0268 .03 .42 2.41 .31 .013 .00 .00 PIPE 3393.989 1304.495 .431 1304.926 3.00 7.13 .79 1305.72 .00 .66 1.36 1.500 .000 .00 1 .0 .885 .0877 .0235 .02 .43 2.26 .31 .013, .00 .00 PIPE 3394.874 1304.573 .446 1305.019 3.00 6.80 .72 1305.74 .00 .66 1.37 1.500 .000 .00 1 .0 .734 .0877 .0205 .02 .45 2.11 .31 .013 .00 .00 PIPE 3395.608 1304.637 .462 1305.099 3.00 6.48 .65 1305.75 .00 .66 1.39 1.500 .000 .00 1 .0 .622 .0877 .0180 .01 .46 1.98 .31 .013 .00 .00 PIPE I FILE: 16993out.WSW W S P G W - CIVILDESIGN Version 14.03 PAGE 10 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 1-17-2006 Time:12:19:52 Tract 16993 Detention Basin Outlet - Latreral A-1 = 3326 - 3398 100 Year Storm Event Invert Depth water Vel vel I Energy I Super iCriticaliFlow ToplHeight/lBase Wtj INo Wth Station I Elev (FT) Elev I (CFS) I (FPS) Head I Grd.El.j Elev I Depth I Width IDia.-FTIor I.D.1 ZL jPrs/Pip L/Elem ICh Slope I I I I SF Avel HF ISE DpthIFroude NINorm Dp I 'IN" I X-Fallj ZR IType Ch 3396.230 1304.692 .478 1305.170 3.00 6.18 .59 1305.76 .00 .66 1.40 1.500 .000 .00 1 .0 .514 .0877 .0158 .01 .48 1.85 .31 .013 .00 .00 PIPE 3396.744 1304.737 .495 1305.232 3.00 5.90 .54 1305.77 .00 .66 1.41 1.500 .000 .00 1 .0 .434 .0877 .0138 .01 .50 1.73 .31 .013 .00 .00 PIPE 3397.178 1304.775 .512 1305.287 3.00 5.62 .49 1305.78 .00 .66 1.42 1.500 .000 .00 1 .0 .352 .0877 .0121 .00 .51 1.62 .31 .013 .00 .00 PIPE 3397.530 1304.806 .530 1305.336 3.00 5.36 .45 1305.78 .00 .66 1.43 1.500 .000 .00 1 .0 .280 .0877 .0106 .00 .53 1.51 .31 .013 .00 .00 PIPE 3397.810 1304.830 .549 1305.379 3.00 5.11 .41 1305.78 .00 .66 1.45 1.500 .000 .00 1 .0 .215 .0877 .0093 .00 .55 1.41 .31 .013 .00 .00 PIPE 3398.025 1304.849 .569 1305.418 3.00 4.87 .37 1305.79 .00 .66 1.46 1.500 .000 .00 1 .0 .157 .0877 .0082 .00 .57 1.32 .31 .013 .00 .00 PIPE 3398.182 1304.863 .590 1305.453 3.00 4.65 .34 1305.79 .00 .66 1.47 1.500 .000 .00 1 .0 .117 .0877 .0072 .00 .59 1.23 .31 .013 .00 .00 PIPE 3398.300 1304.873 .611 1305.484 3.00 4.43 .30 1305.79 .00 .66 1.47 1.500 .000 .00 1 .0 .058 .0877 .0063 .00 .61 1.15 .31 .013 .00 .00 PIPE 3398.357 1304.878 .634 1305.512 3.00 4.22 .28 1305.79 .00 .66 1.48 1.500 .000 .00 1 .0 .023 .0877 .0055 .00 .63 1.07 .31 .013 .00 .00 PIPE FILE: 16993out.WSW W S P G W - CIVILDESIGN Version 14.03 PAGE 11 Program Package Serial Number; 1382 WATER SURFACE PROFILE LISTING Date: 1-17-2006 Time:12:19:52 Tract 16993 Detention Basin Outlet - Latreral A-1 = 3326 - 3398 100 Year Storm Event Invert Depth water Q Vel Vel I Energy I Super ICriticalIFlow ToplHeight/lBase Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia.-FTIor I.D.1 ZL lPrs/Pip L/Elem ICh Slope I I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X-Fallj ZR IType Ch 3398.380 1304.880 .658 1305.538 3.00 4.02 .25 1305.79 .00 .66 1.49 1.500 .000 .00 1 .0 WALL ENTRANCE I 3398.380 1304.880 1.023 1305.903 3.00 29 .00 1305.90 .00 .14 10.00 5.000 10.000 .00 0 .0 # 0 FILE: 16993out.WSW W S P G W - CIVILDESIGN Version 14.03 PAGE I Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 1-17-2006 Time:12:19:52 Tract 16993 Detention Basin Outlet - Latreral A-1 = 3326 - 3398 10'0 Year Storm Event Invert Depth Water Q Vel Vel I Energy I Super jCriticalIFlow TopIHeight/IBase Wtj INo wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.I Elev I Depth I Width IDia.-FTIor I.D.1 ZL lPrs/Pip L/Elem ICh Slope I I SF Avel HF ISE DpthIFroude NINorm Dp I 'IN" I X-Fallj ZR IType Ch 2479.000 1290.330 .860 1291.190 5.00 4.77 .35 1291.54 .00 .86 1.48 1.500 .000 .00 1 .0 .726 .0030 .0054 .00 .86 1.00 1.08 .013 .00 .00 PIPE 2479.726 1290.332 .894 1291.226 5.00 4.55 .32 1291.55 .00 .86 1.47 1.500 .000 .00 1 .0 4.289 .0030 .0048 .02 .89 .93 1.08 .013 .00 .00 PIPE 2484.015 1290.345 .931 1291.276 5.00 4.34 .29 1291.57 .00 .86 1.46 1.500 .000 .00 1 .0 9.786 .0030 .0043 .04 .93 .86 1.08 .013 .00 .00 PIPE 2493.801 1290.374 .970 1291.344 5.00 4.13 .27 129i.61 .00 .86 1.43 1.500 .000 .00 1 .0 22.456 .0030 .0038 .09 .97 .79 1.08 .013 .00 .00 PIPE 2516.257 1290.442 1.012 1291.454 5.00 3.94 .24 1291.69 .00 .86 1.41 1.500 .000 .00 1 .0 58.234 .0030 .0034 .20 1.01 .73 1.08 .013 .00 .00 PIPE 2574.490 1290.616 1.056 1291.672 5.00 3.76 .22 1291.89 .00 .86 1.37 1.500 .000 .00 1 .0 191.528 .0030 .0031 .59 1.06 .67 1.08 .013 .00 .00 PIPE 2766.018 1291.189 1.082 1292.271 5.00 3.66 .21 1292.48 .00 .86 1.35 1.500 .000 .00 1 232.981 .0030 .0030 .69 1.08 .64 1.08 .013 .00 .00 PIPE 2999.000 1291.887 1.082 1292.969 5.00 3.66 .21 1293.18 .00 .86 1.35 1.500 .000 .00 1 C TRANS STR .0030 .0016 .00 1.08 .64 013 00 00 PIPE 3001.000 1291.893 1.294 1293.187 5.00 1.55 .04 1293.22 .00 .67 3.38 3.500 .000 .00 1 C 2.502 .0170 .0003 .00 1.29 .28 .47 .013 .00 .00 PIPE #2 FILE: 16993out.WSW W S P G W - CIVILDESIGN Version 14.03 PAGE 2 Program Package Serial Number: 1382 Tract 16993 WATER SURFACE PROFILE LISTI14G Date: 1-17-2006 Time:12:19:52 Detention Basin Outlet - Latreral A-1 = 3326 - 3398 100 Year Storm Event Station Invert I Elev Depth (FT) Water Elev Q (CFS) Vel (FPS) Vel I Head I Energy Grd.El.1 I super Elev ICriticalIFlow I Depth ToplHeight/lBase Wtj I Width jDia.-FTjor I.D.1 ZL jNc, Wth lPrs/Pip L/Elem jCh Slope SF Avel HF ISE DpthIFroude NINorm Dp I X-Fallj ZR IType Ch 3003.502 1291.936 1.248 1293 . 184 5.00 1.62 .04 1293.22 1 .00 1 .67 3.35 3.500 .000 1 .00 1 1 .0 2 .276 .0170 0004 .00 1.25 .30 .47 .013 .00 .00 PIPE 3005.778 1291.974 1.206 1293.180 5.00 1.70 04 1293 .23 .00 .67 3 . 33 3 .500 .000 00 1 .0 2 .258 .0170 .0004 .00 1.21 .32 .47 .013 .00 .00 PIPE 3008 . 036 1292 .013 1.164 1293.177 5.00 1.79 .05 1293 .23 .00 .67 3. 30 3 .500 .000 00 1 .0 2.057 .0170 1 1 1 .0005 00 1.16 .34 .47 .013 .00 .00 PIPE 3010.093 1292.048 1.125 1293.173 5.00 1.87 .05 1293 .23 .00 .67 3. 27 3 .500 .000 00 1 .0 2.036 1 .0170 .0005 .00 1.13 .37 .47 .013 .00 .00 PIPE 3012 . 129 1292.082 1.086 1293.168 5.00 1.96 .06 1293.23 .00 .67 3.24 3.500 .000 .00 1 .0 1. 829 .0170 1 1 .0006 .00 1.09 .39 .47 .013 .00 .00 PIPE 3013. 958 1292.114 1.050 1293.164 5.00 2.06 .07 1293 .23 .00 .67 3.21 3 .500 .000 .00 1 .0 1.802 .0170 1 .0007 .00 1.0s .42 .47 .013 .00 .00 PIPE 3015.760 1292.144 1.014 1293 . 158 5.00 2.16 .07 1293 .23 .00 .67 3.18 3 .500 .000 .00 1 .0 1.649 1 .0170 .0008 .00 1.01 .45 .47 .013 .00 .00 PIPE 3017.408 1292.172 .980 1293.152 5.00 2.27 .08 1293.23 .00 .67 3.14 3.500 .000 .00 1 .0 .311 1 .0170 1 1 1 .0009 .00 .98 .48 .47 .013 .00 .00 PIPE 3017.719 1292 .177 .947 1293.125 5.00 2 .38 .09 1293.21 .00 .67 3.11 3.SOO .000 00 1 .0 HYDRAULIC JUMP FILE: 16993out.WSW W S P G W - CIVILDESIGN Version 14.03 PAGE 3 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 1-17-2006 Time:12:19:52 Tract 16993 Detention Basin Outlet - Latreral A-1 3326 - 3398 100 Year Storm Event Invert Depth Water Q Vel Vel Energy I Super ICriticallFlow ToplHeight/lBase WtI INo Wth Station I Elev (FT) Elev (CPS) (FPS) Head Grd.El.I Elev I Depth I Width Dia.-FTjor I.D.1 ZL lPrs/Pip L/Elem jCh Slope I SF Avel HF ISE DpthIFroude NINorm Dp I IN" X-Fallj ZR IType Ch 3017.719 1292.177 .431 1292.609 5.00 7.36 .84 1293.45 .00 .67 2.30 3.500 .000 1 .00 1 1 .0 8.830 .0170 .0236 .21 .43 2.39 .47 .013 .00 .00 PIPE 3026.549 1292.328 .431 1292.759 5.00 7.35 .84 1293 .60 00 .67 2.30 3 .500 000 .00 1 .0 8.408 .0170 .0253 .21 .43 2.38 .47 .013 .00 .00 PIPE 3034.957 1292.471 .417 1292.888 5.00 7.71 .92 1293 .81 .00 .67 2. 27 3 .500 .000 .00 1 .0 6.601 .0170 .0290 .19 .42 2.54 .47 .013 .00 00 PIPE 3041.558 1292.583 .404 1292.987 5.00 8.09 1.02 1294 .00 .00 .67 2.24 3.500 000 00 1 .0 5.446 .0170 .0333 .18 .40 2.71 .47 .013 .00 00 PIPE 3047.004 1292.676 .391 1293.067 5.00 8 .48 1.12 1294 .18 .00 .67 2.21 3.500 .000 00 1 .0 4 .679 .0170 .0381 .18 .39 2 . 89 .47 .013 .00 .00 PIPE 3051.683 1292.75S .378 1293-133 5.00 8.90 1.23 1294 .36 .00 .67 2.17 3 .500 .000 .00 1 .0 4.161 .0170 .0437 .18 .38 3 . 08 .47 .013 .00 .00 PIPE 3055.844 1292.826 .366 1293.192 5.00 9.33 1.35 1294 .54 .00 .67 2.14 3.500 .000 00 1 .0 3 .731 .0170 .0500 .19 .37 3 .29 .47 .013 .00 .00 PIPE 3059.574 1292.890 .354 1293.244 5.00 9.79 1.49 1294.73 00 .67 2.11 3.500 .000 .00 1 .0 3.414 .0170 .0574 .20 .35 3.51 .47 .013 .00 .00 PIPE 3062.989 1292.948 .343 1293.291 5.00 10.27 1.64 1294.93 .00 .67 2.08 3.500 .000 .00 1 .0 3.131 .0170 .0658 .21 .34 3.74 .47 .013 .00 .00 PIPE FILE: 16993out.WSW W S P G W - CIVILDESIGN Version 14.03 PAGE 4 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 1-17-2006 Time:12:19:52 Tract 16993 Detention Basin Outlet - Latreral A-1 = 3326 - 3398 100 Year Storm Event Invert Depth water Q Vel Vel I Energy I Super IcriticaliFlow ToplHeight/lBase WtI INo Wth Station I Elev (FT) Elev (CFS) (FPS) Head I Grd.El.1 Elev I Depth I Width IDia.-FTIor I.D.1 ZL lPrs/Pip L/Elem ICh Slope I I SF Avel HF ISE DpthIFroude NINorm Dp I 'IN" I X-Fallj ZR IType Ch 3066.119 1293.001 .332 1293.333 5.00 10.77 1.80 1295.13 .00 .67 2.05 3.500 .000 .00 1 .0 2.897 .0170 .0754 .22 .33 3.99 .47 .013 .00 .00 PIPE 3069.017 1293.050 .321 1293.371 5.00 11.29 1.98 1295.35 .00 .67 2.02 3.500 .000 .00 1 .0 2.711 .0170 .0864 .23 .32 4.25 .47 .013 .00 .00 PIPE 3071.728 1293.096 .311 1293.407 5.00 11.84 2.18 1295.59 .00 .67 1.99 3.500 .000 .00 1 .0 2.534 .0170 .0990 .25 .31 4.53 .47 .013 .00 .00 PIPE 3074.262 1293.139 .301 1293.441 5.00 12.42 2.40 1295.84 .00 .67 1.96 3.500 .000 .00 1 .0 2.388 .0170 .1136 .27 .30 4.83 .47 .013 .00 .00 PIPE 3076.650 1293.180 .292 1293.472 5.00 13.03 2.64 1296.11 .00 .67 1.94 3.500 .000 .00 1 .0 TRANS STR .3376 .0844 .39 .29 5.16 .013 .00 .00 PIPE 3081.330 1294.760 .402 1295.162 5.00 9.80 1.49 1296.65 .06 .74 1.84 2.500 .000 .00 1 .0 3.419 .0560 .0465 .16 .46 3.28 .39 .013 .00 .00 PIPE 3084.750 1294.951 .405 1295.357 5.00 9.69 1.46 1296.81 .06 .74 1.84 2.500 .000 .00 1 .0 9.091 .0560 .0429 .39 .46 3.22 .39 .013 .00 .00 PIPE 3093.840 1295.460 .418 1295.879 5.00 9.23 1.32 1297.20 .05 .74 1.87 2.500 .000 .00 1 .0 5.724 .0560 .0374 .21 .47 3.02 .39 .013 .00 .00 PIPE 3099.564 1295.781 .432 1296.213 5.00 8.80 1.20 1297.42 .05 .74 1.89 2.500 .000 .00 1 .0 4.051 .0560 .0327 .13 .48 2.83 .39 .013 .00 .00 PIPE FILE: 16993out.WSW W S P G W - CIVILDESIGN Version 14.03 PAGE 5 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 1-17-2006 Time:12:19:52 Tract 16993 Detention Basin Outlet - Latreral A-1 = 3326 - 3398 10'0 Year Storm Event invert Depth water Q Vel Vel I Energy I super ICriticalIFlow ToplHeight/lBase Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.j Elev I Depth I Width IDia.-FTIor I.D.1 ZL jPrs/Pip L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I 'IN" I X-Fallj ZR IType Ch 3103.615 1296.008 .447 1296.455 5.00 8.40 1.09 1297.55 .04 .74 1.92 2.500 .000 .00 1 .0 3.079 .0560 .0286 .09 .49 2.65 .39 .013 .00 .00 PIPE 3106.694 1296.180 .462 1296.642 5.00 8.00 .99 1297.64 .04 .74 1.94 2.500 .000 .00 1 .0 2.429 .0560 .0249 .06 .50 2.49 .39 .013 .00 .00 PIPE 3109.123 1296.316 .477 1296.793 5.00 7.63 .90 1297.70 .04 .74 1.96 2.500 .000 .00 1 .0 1.907 .0560 .0218 .04 .51 2.33 .39 .013 .00 .00 PIPE 3111.030 1296.423 .494 1296.917 5.00 7.28 .82 1297.74 .36 .74 1.99 2.500 .000 .00 1 .0 TRANS STR .0738 .0126 .06 .86 2.18 .013 .00 .00 PIPE 3115.730 1296.770 .778 1297.548 5.00 4.42 .30 1297.85 .03 .79 1.95 2.000 .000 .00 1 .0 12.382 .0048 .0048 .06 .81 1.02 .78 .013 .00 .00 PIPE 3128.112 1296.829 .778 1297.607 5.00 4.42 .30 1297.91 .03 .79 1.95 2.000 .000 .00 1 6.479 .0048 .0049 .03 .81 1.02 .78 .013 .00 .00 PIPE 3134.590 1296.860 .768 1297.627 5.00 4.50 .32 1297.94 .00 .79 1.95 2.000 .000 .00 1 C 78.412 .0050 .0050 .39 .77 1.05 .77 .013 .00 .00 PIPE 3213.002 1297.253 .768 1298.020 5.00 4.50 .32 1298.34 .00 .79 1.95 2.000 .000 .00 1 C 12.186 .0050 .0053 .06 .77 1.05 .77 .013 .00 .00 PIPE 3225.189 1297.314 .745 1298.059 5.00 4.69 .34 1298.40 .00 .79 1.93 2.000 .000 .00 1 C 8.364 .0050 .0060 .05 .75 1.11 .77 .013 .00 .00 PIPE FILE: 16993out.WSW W S P G W - CIVILDESIGN Version 14.03 PAGE 6 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 1-17-2006 Time:12:19:52 Tract 16993 Detention Basin Outlet - Latreral A-1 = 3326 - 3398 100 Year Storm Event Invert Depth water Q Vel Vel I Energy I super ICriticallFlow ToplHeight/lBase wtj INo Wth Station I Elev (FT) Elev (CFS) (FPS) Head I Grd.El.1 Elev I Depth I Width jDia.-FTjor I.D.1 ZL lPrs/Pip L/Elem ICh Slope I SF Avel HF ISE DpthIFroude NINorm Dp I 'IN" I X-Fallj ZR IType Ch 3233.553 1297.355 .719 1298.075 5.00 4.91 .38 1298.45 .00 .79 1.92 2.000 .000 .00 1 .0 6.923 .0050 .0068 .05 .72 1.19 .77 .013 .00 .00 PIPE 3240.475 1297.390 .694 1298.084 5.00 5.15 .41 1298.50 .00 .79 1.90 2.000 .000 .00 1 .0 6.240 .0050 .0078 .05 .69 1.27 .77 .013 .00 .00 PIPE 3246.716 1297.421 .670 1298.091 5.00 5.41 .45 1298.55 .00 .79 1.89 2.000 .000 .00 1 .0 6.046 .0050 .0089 .05 .67 1.36 .77 .013 .00 .00 PIPE 3252.761 1297.452 .648 1298.100 5.00 5.67 .50 1298.60 .00 .79 1.87 2.000 .000 .00 1 .0 5.443 .0050 .0101 .06 .65 1.46 .77 .013 .00 .00 PIPE 3258.205 1297.479 .626 1298.105 5.00 5.95 .55 1298.65 .00 .79 1.85 2.000 .000 .00 1 .0 5.016 .0050 .0116 .06 .63 1.56 .77 .013 .00 .00 PIPE 3263.220 1297.504 .604 1298.108 5.00 6.24 .60 1298.71 .00 .79 1.84 2.000 .000 .00 1 .0 4.925 .0050 .0132 .07 .60 1.66 .77 .013 .00 .00 PIPE 3268.145 1297.529 .584 1298.113 5.00 6.54 .66 1298.78 .00 .79 1.82 2.000 .000 .00 1 .0 4.605 .0050 .0151 .07 .58 1.78 .77 .013. .00 .00 PIPE 3272.750 1297.552 .564 1298.116 5.00 6.86 .73 1298.85 .00 .79 1.80 2.000 .000 .00 1 .0 4.421 .0050 .0172 .08 .56 1.90 .77 .013 .00 .00 PIPE 3277.171 1297.574 .545 1298.119 5.00 7.20 .80 1298.92 .00 .79 1.78 2.000 .000 .00 1 .0 4.245 .0050 .0197 .08 .55 2.03 .77 .013 .00 .00 PIPE FILE: 16993out.WSW W S P G W - CIVILDESIGN Version 14.03 PAGE 7 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date; 1-17-2006 Time:12:19:52 Tract 16993 Detention Basin Outlet - Latreral A-1 = 3326 - 3398 100 Year Storm Event invert Depth water Q Vel Vel I Energy I Super ICriticalIFlow ToplHeight/lBase Wtj INo Wth Station I Elev (FT) Elev (CFS) (FPS) Head I Grd.El.I Elev I Depth I Width IDia.-FTIor I.D.1 ZL lPrs/Pip L/Elem ICh Slope I SF Avel HF ISE DpthIFroude NINorm Dp I 'IN" I X-Fallj ZR IType Ch 3281.416 1297.595 .527 1298.122 5.00 7.55 .88 1299.01 .00 .79 1.76 2.000 .000 .00 1 .0 4.074 .0050 .0225 .09 .53 2.17 .77 .013 .00 .00 PIPE 3285.490 1297.615 .510 1298.126 5.00 7.92 .97 1299.10 .00 .79 1.74 2.000 .000 .00 1 .0 3.865 .0050 .0258 .10 .51 2.32 .77 .013 .00 .00 PIPE 3289.355 1297.635 .493 1298.128 5.00 8.30 1.07 1299.20 .00 .79 1.72 2.000 .000 .00 1 .0 3.681 .0050 .0295 .11 .49 2.48 .77 .013 .00 .00 PIPE 3293.035 1297.653 .476 1298.129 5.00 8.71 1.18 1299.31 .00 .79 1.70 2.000 .000 .00 1 .0 3.548 .0050 .0337 .12 .48 2.64 .77 .013 .00 .00 PIPE 3296.584 1297.671 .460 1298.131 5.00 9.13 1.29 1299.43 .00 .79 1.68 2.000 .000 .00 1 .0 3.417 .0050 .0385 .13 .46 2.82 .77 .013 .00 .00 PIPE 3300.000 1297.688 .445 1298.133 5.00 9.58 1.42 1299.56 .00 .79 1.66 2.000 .000 .00 1 .0 3.286 .0050 .0441 .14 .45 3.01 .77 .013 .00 .00 PIPE 3303.286 1297.705 .431 1298.136 5.00 10.05 1.57 1299.70 .00 .79 1.64 2.000 .000 .00 1 .0 3.119 .0050 .0504 .16 .43 3.22 .77 .013 .00 .00 PIPE 3306.405 1297.720 .416 1298.136 5.00 10.54 1.72 1299. 86 .00 .79 1.62 2.000 .000 1 .00 1 .0 3.024 .0050 .0577 .17 .42 3.43 .77 .013 .00 .00 PIPE 3309.429 1297.735 .403 1298.139 5.00 11.05 1.90 1300.03 .00 .79 1.60 2.000 .000 1 .00 1 .0 2.891 .0050 .0661 .19 .40 3.67 .77 .013 .00 .00 PIPE FILE: 16993out.WSW W S P G W - CIVILDESIGN Version 14.03 PAGE 8 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 1-17-2006 Time:12:19:52 Tract 16993 Detention Basin Outlet - Latreral A-1 = 3326 - 3398 100 Year Storm Event Invert Depth water Q Vel Vel I Energy I super ICriticalIFlow ToplHeight/lBase Wtj INo Wth Station I Elev (FT) Elev (CPS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia.-FTIor I.D.1 ZL IPrs/Pip L/Elem ICh Slope I I I I SF Avel HF ISE DpthIFroude NINorm Dp I 'IN" I X-Fallj ZR IType Ch 3312.320 1297.750 .390 1298.140 5.00 11.59 2.09 1300.23 .00 .79 1.58 2.000 .000 .00 1 .0 2.769 .0050 .0756 .21 .39 3.91 .77 .013 .00 .00 PIPE 3315.088 1297.764 .377 1298.141 5.00 12.15 2.29 1300.43 .00 .79 1.56 2.000 .000 .00 1 .0 2.656 .0050 .0865 .23 .38 4.18 .77 .013 .00 .00 PIPE 3317.744 1297.777 .364 1298.141 5.00 12.75 2.52 1300.66 .00 .79 1.54 2.000 .000 .00 1 .0 2.566 .0050 .0990 .25 .36 4.46 .77 .013 .00 .00 PIPE 3320.310 1297.790 .353 1298.143 5.00 13.37 2.78 1300.92 .70 .79 1.53 2.000 .000 .00 1 .0 TRANS STR .1264 .0958 .61 1.05 4.76 .013 .00 .00 PIPE 3326.640 1298.590 .409 1298.999 5.00 12.82 2.55 1301.55 .15 .86 1.34 1.500 .000 .00 1 .0 30.570 .0877 .0807 2.47 .56 4.18 .41 .013 .00 .00 PIPE 3357,210 1301.270 .423 1301.693 5.00 12.24 2.33 1304.02 .00 .86 1.35 1.500 .000 .00 1 .0 9.324 .0877 .0719 .67 .42 3.92 .41 .013 .00 .00 PIPE 3366.535 1302.088 .433 1302.521 5.00 11.81 2.17 1304.69 .00 .86 1.36 1.500 .000 .00 1 .0 7.686 .0877 .0640 .49 .43 3.73 .41 .013 .00 .00 PIPE 3374.221 1302.762 .448 1303.210 5.00 11.26 1.97 1305.18 .00 .86 1.37 1.500 .000 .00 1 .0 5.154 .0877 .0560 .29 .45 3.49 .41 .013 .00 .00 PIPE 3379.374 1303.214 .464 1303.678 5.00 10.74 1.79 1305.47 .00 .86 1.39 1.500 .000 .00 1 .0 3.802 .0877 .0491 .19 .46 3.27 .41 .013 .00 .00 PIPE FILE: 16993out.WSW W S P G W - CIVILDESIGN Version 14.03 PAGE 9 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 1-17-2006 Time:12:19:52 Tract 16993 Detention Basin Outlet - Latreral A-1 = 3326 - 3398 100 Year Storm Event Invert Depth water Q Vel Vel I Energy I super ICriticaljFlow ToplHeight/lBase wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.I Elev I Depth I Width IDia.-FTIor I.D.1 ZL lPrs/Pip L/Elem ICh Slope I I SF Avel HF ISE DpthIFroude NINorm Dp I 'IN" I X-Fallj ZR IType Ch 3383.176 1303.547 .480 1304.027 5.00 10.24 1.63 1305.65 .00 .86 1.40 1.500 .000 .00 1 .0 2.930 0877 .0430 .13 .48 3.05 .41 .013 .00 .00 PIPE 3386.106 1303.804 .497 1304.301 5.00 9.76 1.48 1305.78 .00 .86 1.41 1.500 .000 .00 1 .0 2.330 .0877 .0377 .09 .50 2.86 .41 .013 .00 .00 PIPE 3388.436 1304.008 .515 1304.523 5.00 9.31 1.35 1305.87 .00 .86 1.42 1.500 .000 .00 1 .0 1.908 .0877 .0330 .06 .52 2.67 .41 .013 .00 .00 PIPE 3390.343 1304.175 .533 1304.708 5.00 8.87 1.22 1305.93 .00 .86 1.44 1.500 .000 .00 1 .0 1.569 .0877 .0289 .05 .53 2.50 .41 .013 .00 .00 PIPE 3391.912 1304.313 .552 1304.865 5.00 8.46 1.11 1305.98 .00 .86 1.45 1.500 .000 .00 1 .0 1.301 .0877 .0254 .03 .55 2.33 .41 .013 .00 .00 PIPE 3393.213 1304.427 .572 1304.999 5.00 8.07 1.01 1306.01 .00 .86 1.46 1.500 .000 .00 1 .0 1.083 0877 .0223 .02 .57 2.18 .41 .013 .00 .00 PIPE 3394.297 1304.522 .593 1305.115 5.00 7.69 .92 1306.03 .00 .86 1.47 1.500 .000 .00 1 .0 .917 .0877 .0195 .02 .59 2.04 .41 .013 .00 .00 PIPE 3395.214 1304.602 .614 1305.217 5.00 7.33 .84 1306.05 .00 .86 1.48 1.500 .000 .00 1 .0 .750 .0877 .0171 .01 .61 1.90 .41 .013 .00 .00 PIPE 3395.965 1304.668 .637 1305.305 5.00 6.99 .76 1306.06 .00 .86 1.48 1.500 .000 .00 1 .0 .634 .0877 .0151 .01 .64 1.77 .41 .013 .00 .00 PIPE FILE: 16993out.WSW W S P G W - CIVILDESIGN Version 14.03 PAGE 10 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 1-17-2006 Time:12:19:52 Tract 16993 Detention Basin Outlet - Latreral A-1 = 3326 - 3398 100 Year Storm Event Invert Depth water Q Vel Vel I Energy I Super ICriticalIFlow ToplHeight/lBase Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia.-FTIor I.D.1 ZL lPrs/Pip L/Elem ICh Slope I SF Avel HF ISE DpthIFroude NINorm. Dp I 'IN" I X-Fallj ZR IType Ch 3396.598 1304.724 .660 1305.384 5.00 6.67 .69 1306.07 .00 .86 1.49 1.500 .000 .00 1 .0 .507 .0877 .0132 .01 .66 1.66 .41 .013 .00 .00 PIPE 3397.105 1304.768 .685 1305.453 5.00 6.36 .63 1306.08 .00 .86 1.49 1.500 .000 .00 1 .0 .421 .0877 .0116 .00 .69 1.54 .41 .013 .00 .00 PIPE 3397.527 1304.805 .710 1305.515 5.00 6.06 .57 1306.09 .00 .86 1.50 1.500 .000 .00 1 .0 .321 .0877 .0102 .00 .71 1.44 .41 .013 .00 .00 PIPE 3397.848 1304.833 .737 1305.570 5.00 5.78 .52 1306.09 .00 .86 1.50 1.500 .000 .00 1 .0 .243 .0877 .0090 .00 .74 1.34 .41 .013 .00 .00 PIPE 3398.091 1304.855 .765 1305.620 5.00 5.51 .47 1306.09 .00 .86 1.50 1.500 .000 .00 1 .0 .161 .0877 .0079 .00 .77 1.25 .41 .013 .00 .00 PIPE 3398.253 1304.869 .795 1305.664 5.00 5.25 .43 1306.09 .00 .86 1.50 1.500 .000 .00 1 .0 .099 .0877 .0070 .00 .80 1.16 .41 .013 .00 .00 PIPE 3398.352 1304.878 .826 1305.704 5.00 5.01 .39 1306.09 .00 .86 1.49 1.500 .000 .00 1 .0 .028 .0877 .0062 .00 .83 1.08 .41 .013, .00 .00 PIPE 3398.380 1304.880 .860 1305.740 5.00 4.77 .35 1306.09 .00 .86 1.48 1.500 .000 .00 1 .0 WALL ENTRANCE 3398.380 1304.880 1.383 1306.263 5.00 .36 .00 1306.27 .00 .20 10.00 5.000 10.000 .00 0 .0 FILE: 16993out.WSW f ) W S P G W - CIVILDESIGN Version 14.03 PAGE 1 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 1-17-2006 Time:12:19:52 Tract 16993 Detention Basin Outlet - Latreral A-1 = 3326 - 3398 100 Year Storm Event Invert Depth water Q Vel Vel I Energy I Super ICriticalIFlow TopiHeight/lBase wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I width Dia.-FTIor I.D.1 ZL IPrs/Pip L/Elem lCh Slope I I I SF Avel HF ISE DpthIFroude NINorm Dp I 'IN" I X-Fallj ZR IType Ch 2479.000 1290.330 1.024 1291.354 7.00 5.45 .46 1291.81 .00 1.02 1.40 1.500 .000 .00 1 .0 .917 .0030 .0064 .01 1.02 1.00 1.50 .013 .00 .00 PIPE 2479.917 1290.333 1.069 1291.402 7.00 5.19 .42 1291.82 .00 1.02 1.36 1.500 .000 .00 1 .0 4.378 .0030 .0057 .03 1.07 .92 1.50 .013 .00 .00 PIPE 2484.295 1290.346 1.119 1291.465 7.00 4.95 .38 1291.85 .00 1.02 1.31 1.500 .000 .00 1 .0 9.058 .0030 .0051 .05 1.12 .84 1.50 .013 .00 .00 PIPE 2493.353 1290.373 1.173 1291.546 7.00 4.72 .35 1291.89 .00 1.02 1.24 1.500 .000 .00 1 .0 17.379 .0030 .0046 .08 1.17 .76 1.50 .013 .00 .00 PIPE 2510.733 1290.425 1.233 1291.658 7.00 4.50 .31 1291.97 .00 1.02 1.15 1.500 .000 .00 1 .0 34.278 .0030 .0042 .15 1.23 .68 1.50 .013 .00 .00 PIPE 2545.011 1290.527 1.304 1291.832 7.00 4.29 .29 1292.12 .00 1.02 1.01 1.500 .000 .00 1 .0 65.049 .0030 .0039 .26 1.30 .60 1.50 .013 .00 .00 PIPE 2610.060 1290.722 1.392 1292.114 7.00 4.09 .26 1292.37 .00 1,02 .78 1.500 .000 .00 1 .0 92.170 .0030 .0040 .37 1.39 .49 1.50 .013 .00 .00 PIPE 2702.230 1290.998 1.500 1292.498 7.00 3.96 .24 1292.74 .00 1.02 .00 1.500 .000 .00 1 .0 296.770 .0030 .0043 1.27 1.50 .00 1.50 .013 .00 .00 PIPE 2999.000 1291.887 1.936 1293.823 7.00 3.96 .24 1294.07 .00 1.02 .00 1.500 .000 .00 1 .0 TRANS STR .0030 .0023 .00 1.94 .00 .013 .00 .00 PIPE 0 FILEt 16993out.WSW W S P G W - CIVILDESIGN Version 14.03 PAGE 2 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 1-17-2006 Time:12:19:52 Tract 16993 Detention Basin Outlet - Latreral A-1 = 3326 - 3398 100 Year Storm Event Invert Depth water Q Vel Vel I Energy I super ICriticalIFlow ToplHeight/lBase Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I width IDia.-FTIor I.D.1 ZL lPrs/Pip L/Elem ICh Slope I I I I SF Avel HF ISE DpthIFroude NINorm Dp I 'IN" I X-Fallj ZR IType Ch 3001.000 1291.893 2.217 1294.109 7.00 1.09 .02 1294.13 .00 .80 3.37 3.500 .000 .00 1 .0 5.123 .0170 .0001 .00 2.22 .14 .55 .013 .00 .00 PIPE 3006.123 1291.980 2.128 1294.108 7.00 1.14 .02 1294.13 .80 3.42 3.500 .000 .00 1 .0 4.790 .0170 .0001 .00 2.13 .15 .55 .013 .00 .00 PIPE 3010.913 1292.062 2.045 1294.107 7.00 1.20 .02 1294.13 .00 .80 3.45 3.500 .000 .00 1 .0 4.486 .0170 .0001 .00 2.05 .16 .55 .013 .00 .00 PIPE 3015.399 1292.138 1.967 1294.105 7.00 1.26 .02 1294.13 .00 .80 3.47 3.500 .000 .00 1 .0 4.299 .0170 .0001 .00 1.97 .17 .55 .013 .00 .00 PIPE 3019.698 1292.211 1.892 1294.103 7.00 1.32 .03 1294.13 .00 .80 3.49 3.500 .000 .00 1 .0 4.052 .0170 .0002 .00 1.89 .19 .55 .013 .00 .00 PIPE 3023.751 1292.280 1.821 1294.101 7.00 1.38 .03 1294.13 .00 .80 3.50 3.500 .000 .00 1 .0 3.804 .0170 .0002 .00 1.82 .20 .55 .013 .00 .00 PIPE 3027.554 1292.345 1.754 1294.099 7.00 1.45 .03 1294.13 .00 .80 3.50 3.500 .000 .00 1 .0 3.613 .0170 .0002 .00 1.75 .22 .55 .013 .00 .00 PIPE 3031,167 1292.406 1.690 1294.096 7.00 1.52 .04 1294.13 .00 .80 3.50 3.500 .000 .00 1 .0 3.421 .0170 .0002 .00 1.69 .23 .55 .013 .00 .00 PIPE 3034.588 1292.464 1.629 1294.094 7.00 1.60 .04 1294.13 .00 .80 3.49 3.500 .000 .00 1 .0 3.287 .0170 .0003 .00 1.63 .25 .55 .013 .00 .00 PIPE FILE: 16993out.WSW W S P G W - CIVILDESIGN Version 14.03 PAGE 3 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 1-17-2006 Time:12:19:52 Tract 16993 Detention Basin Outlet - Latreral A-1 = 3326 - 3398 100 Year Storm Event Invert Depth water Q Vel Vel I Energy I super ICriticalIFlow ToplHeight/lBase Wtj INo Wth Station I Elev (FT) Elev (CFS) (FPS) Head I Grd.El.1 Elev I Depth I Width jDia.-FTIor I.D.1 ZL IPrs/Pip L/Elem ICh Slope SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X-Fallj ZR IType Ch 3037.875 1292.520 1.570 1294.090 7.00 1.67 .04 1294.13 .00 .80 3.48 3.500 .000 1 .00 1 1 .0 3.091 .0170 .0003 .00 1.57 .27 .55 .013 .00 .00 PIPE 3040.966 1292.573 1.514 1294.087 7.00 1.75 .05 1294.13 .00 .80 3.47 3.500 .000 .00 1 .0 2,952 .0170 .0003 .00 1.51 .29 .55 .013 .00 .00 PIPE 3043.918 1292.623 1.460 1294.083 7.00 1.84 .05 1294.14 .00 .80 3.45 3.500 .000 .00 1 .0 2.751 .0170 .0004 .00 1.46 .31 .55 .013 .00 .00 PIPE 3046.669 1292.670 1.409 1294.079 7.00 1.93 .06 1294.14 .00 .80 3.43 3.500 .000 .00 1 .0 2.608 .0170 .0004 .00 1.41 .33 .55 .013 .00 .00 PIPE 3049.278 1292.714 1.360 1294.074 7.00 2.02 .06 1294.14 .00 .80 3.41 3.500 .000 .00 1 .0 1.671 .0170 .0005 .00 1.36 .35 .55 .013 .00 .00 PIPE 3050.948 1292.743 1.312 1294.055 7.00 2.13 .07 1294.13 .00 .80 3.39 3.500 .000 .00 1 .0 HYDRAULIC JUMP 3050.948 1292.743 .444 1293.187 7.00 9.87 1.51 1294.70 .00 .80 2.33 3.500 .000 .00 1 .0 3.078 .0170 .0438 13 .44 3.15 .55 .013 .00 .00 PIPE 3054.026 1292.795 .430 1293.225 7.00 10.33 1.66 1294.88 .00 .80 2.30 3.500 .000 .00 1 .0 4.587 .0170 .0501 .23 .43 3.35 .55 .013 .00 .00 PIPE 3058.613 1292.873 .416 1293.289 7.00 10.83 1.82 1295.11 .00 .80 2.27 3.500 .000 .00 1 .0 4.191 .0170 .0574 .24 .42 3.57 .55 .013 .00' .00 PIPE 9 I FILE: 16993out.wsw W S P G W - CIVILDESIGN Version 14.03 PAGE 4 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 1-17-2006 Time:12:19:52 Tract 16993 Detention Basin Outlet - Latreral A-1 = 3326 - 3398 100 Year Storm Event Invert Depth Water Q Vel Vel I Energy I Super ICriticallFlow TopjHeight/113ase Wtj INo Wth Station I Elev (FT) Elev (CFS) (FPS) Head I Grd.El.1 Elev I Depth I Width IDia.-FTIor I.D.1 ZL IPrs/Pip L/Elem ICh Slope SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X-Fallj ZR IType Ch 3062.804 1292.944 .403 1293.347 7.00 11.36 2.00 1295.35 .00 1 .80 2.23 3.500 .000 1 .00 1 1 .0 3.843 1 .0170 .0657 .25 .40 3.81 .55 .013 .00 .00 PIPE 3066.647 1293.010 .390 1293.400 7.00 11.91 2.20 1295.60 .00 .80 2.20 3.500 .000 .00 1 .0 3.557 .0170 .0753 .27 .39 4.06 .55 .013 .00 .00 PIPE 3070.204 1293.070 .377 1293.447 7.00 12.49 2.42 1295.87 .00 .80 2.17 3.500 .000 .00 1 .0 3.326 .0170 .0863 .29 .38 4.33 .55 .013 .00 .00 PIPE 3073,530 1293.127 .365 1293.492 7.00 13.10 2.67 1296.16 .00 .80 2.14 3.500 .000 .00 1 .0 3.120 .0170 .0990 .31 .37 4.62 .55 .013 .00 .00 PIPE 3076.650 1293.180 .354 1293.534 7.00 13.74 2.93 1296.47 .00 .80 2.11 3.500 .000 .00 1 .0 TRANS STR 1 .3376 .0748 .35 .35 4.93 .013 .00 .00 PIPE 3081.330 1294.760 .483 1295.243 7.00 10.54 1.72 1296.97 .07 .88 1.97 2.500 .000 .00 1 .0 4.703 1 .0560 1 .0427 .20 .55 3.20 .45 .013 .00 .00 PIPE 3086.033 1295.023 .489 1295.513 7.00 10.33 1.66 1297.17 .07 .88 1.98 2.500 .000 .00 1 .0 7.842 .0560 .0388 30 .56 3.11 .45 .013. .00 .00 PIPE 3093.875 1295.463 .505 1295.968 7.00 9.85 1.51 1297.47 .06 .88 2.01 2.500 .000 .00 1 .0 5.391 .0560 .0339 .18 .57 2.92 .45 .013 .00 .00 PIPE 3099.266 1295.764 .523 1296.287 7.00 9.39 1.37 1297.66 .06 .88 2.03 2.500 .000 .00 1 .0 4.082 .0560 .0297 .12 .58 2.73 .45 .013 .00 .00 PIPE FILE: 16993out.WSW W S P G W - CIVILDESIGN Version 14.03 PAGE 5 Program Package serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 1-17-2006 Time:12:19:52 Tract 16993 Detention Basin Outlet - Latreral A-1 = 3326 - 3398 100 Year Storm Event Invert Depth Water Q Vel Vel I Energy I Super ICriticalIFlow ToplHeight/lBase Wtj INc, Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.I Elev I Depth I Width IDia.-FTIor I.D.1 ZL IPrs/Pip L/Elem ICh Slope I I I SF Avel HF ISE DpthlFroude NINorm Dp I 'IN" I X-Fallj ZR IType Ch 3103.348 1295.993 .540 1296.533 7.00 8.95 1.25 1297.78 .05 .88 2.06 2.500 .000 .00 1 .0 3.132 .0560 .0259 .08 .59 2.56 .45 .013 .00 .00 PIPE 3106.480 1296.168 .559 1296.727 7.00 8.54 1.13 1297.86 .05 .88 2.08 2.500 .000 .00 1 .0 2.517 .0560 .0227 .06 .61 2.40 .45 .013 .00 .00 PIPE 3108.997 1296.309 .578 1296.887 7.00 8.14 1.03 1297.92 .04 .88 2.11 2.500 .000 .00 1 .0 2.033 .0560 .0198 .04 .62 2.25 .45 .013 .00 .00 PIPE 3111.030 1296.423 .598 1297.021 7.00 7.76 .94 1297.96 .44 .88 2.13 2.500 .000 .00 1 .0 TRANS STR .0738 .0116 .05 1.04 2.10 .013 .00 .00 PIPE 3115.730 1296.770 .938 1297.708 7.00 4.84 .36 1298.07 .04 .94 2.00 2.000 .000 .00 1 .0 15.660 .0048 .0048 .07 .98 1.00 .94 .013 .00 .00 PIPE 3131.390 1296.845 .938 1297.783 7.00 4.84 .36 1298.15 .04 .94 2.00 2.000 .000 .00 1 .0 3.200 .0048 .0049 .02 .98 1.00 .94 .013 .00 .00 PIPE 3134.590 1296.860 .925 1297.785 7.00 4.93 .38 1298.16 .00 .94 1.99 2.000 .000 .00 1 .0 61.542 .0050 .0050 .31 .93 1.03 .93 .013, .00 .00 PIPE 3196.132 1297.168 .925 1298.093 7.00 4.93 .38 1298.47 .00 .94 1.99 2.000 .000 .00 1 .0 8,743 .0050 .0052 .05 .93 1.03 .93 .013 .00 .00 PIPE 3204.875 1297.212 .903 1298.115 7.00 5.08 .40 1298.52 .00 .94 1.99 2.000 .000 .00 1 C 9.962 .0050 .0058 .06 .90 1.08 .93 .013 .00 .00 PIPE do % FILE: 16993out.WSW W S P G W - CIVILDESIGN Version 14.03 PAGE 6 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 1-17-2006 Time:12:19;52 Tract 16993 Detention Basin Outlet - Latreral A-1 = 3326 - 3398 100 Year Storm Event Invert Depth Water Q Vel Vel I Energy I Super ICriticalIFlow ToplHeight/lBase Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I width IDia.-FTjor I.D.1 ZL IPrs/Pip L/Elem ICh Slope I I SF Avel HF ISE DpthIFroude NINorm Dp, I 'IN" I X-Fallj ZR IType Ch 3214.837 1297.262 .871 1298.133 7.00 5.33 .44 1298.57 .00 .94 1.98 2.000 .000 .00 1 .0 8.100 .0050 .0066 .05 .87 1.15 .93 .013 .00 .00 PIPE 3222.937 1297.302 .840 1298.143 7.00 5.59 .48 1298.63 .00 .94 1.97 2.000 .000 .00 1 .0 7.303 .0050 .0075 .06 .84 1.24 .93 .013 .00 .00 PIPE 3230.240 1297.339 .810 1298.149 7.00 5.86 .53 1298.68 .00 .94 1.96 2.000 .000 .00 1 .0 7.074 .0050 .0086 .06 .81 1.32 .93 .013 .00 .00 PIPE 3237.314 1297.375 .782 1298.157 7.00 6.15 .59 1298.74 .00 .94 1.95 2.000 .000 .00 1 .0 6.620 .0050 .0098 .06 .78 1.42 .93 .013 .00 .00 PIPE 3243.934 1297.408 .755 1298.163 7.00 6.45 .65 1298.81 .00 .94 1.94 2.000 .000 .00 1 .0 6.102 .0050 .0112 .07 .76 1.52 .93 .013 .00 .00 PIPE 3250.035 1297.438 .728 1298.166 7.00 6.76 .71 1298. 88 .00 A4 1.92 2.000 .000 .00 1 .0 5.961 .0050 .0127 .08 .73 1.62 .93 .013 .00 .00 PIPE 3255.996 1297.468 .703 1298.171 7.00 7.09 .78 1298.95 .00 .94 1.91 2.000 .000 .00 1 .0 5.688 .0050 .0145 .08 .70 1.74 .93 .013 .00 .00 PIPE 3261.684 1297.497 .679 1298.176 7.00 7.44 .86 1299.03 .00 .94 1.89 2.000 .000 .00 1 .0 5.440 .0050 .0166 .09 .68 1.86 .93 .013 .00 .00 PIPE 3267.124 1297.524 .656 1298.180 7.00 7.80 .94 1299.12 .00 .94 1.88 2.000 .000 .00 1 .0 5.210 .0050 .0189 .10 .66 1.99 .93 .013 .00 .00 PIPE FILE: 16993out.WSW W S P G W - CIVILDESIGN Version 14.03 PAGE 8 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 1-17-2006 Time:12:19:52 Tract 16993 Detention Basin Outlet - Latreral A-1 = 3326 - 3398 100 Year Storm Event Invert Depth water Q Vel Vel I Energy I Super IcriticallFlow ToplHeight/lBase Wtj INc, Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia.-FTIor I.D.1 ZL IPrs/Pip L/Elem ICh Slope I I I SF Avel HF ISE DpthIFroude NINorm Dp I 'IN" I X-Fallj ZR IType Ch 3310.404 1297.740 .466 1298.207 7.00 12.56 2.45 1300.66 .00 .94 1.69 2.000 .000 .00 1 .0 3.440 .0050 .0719 .25 .47 3.86 .93 .013 .00 .00 PIPE 3313.844 1297.758 .451 1298.209 7.00 13.17 2.70 1300.90 .00 .94 1.67 2.000 .000 .00 1 .0 3.296 .0050 .0822 .27 .45 4.12 .93 .013 .00 .00 PIPE 3317.140 1297.774 .436 1298.210 7.00 13.82 2.96 1301.18 .00 .94 1.65 2.000 .000 .00 1 .0 3.170 .0050 .0941 .30 .44 4.40 .93 .013 .00 .00 PIPE 3320.310 1297.790 .422 1298.212 7.00 14.49 3.26 1301.47 .88 .94 1.63 2.000 .000 .00 1 .0 TRANS STR .1264 .0918 .58 1.30 4.69 .013 .00 .00 PIPE 3326.640 1298.590 .490 1299.080 7.00 13.94 3.02 1302.10 .18 1.02 1.41 1.500 .000 .00 1 .0 10.411 .0877 .0817 .85 .68 4.11 .48 .013 .00 .00 PIPE 3337.051 1299.503 .494 1299.99? 7.00 13.77 2.94 1302.94 .18 1.02 1.41 1.500 .000 .00 1 .0 20.159 .0877 .0753 1.52 .67 4.04 .48 .013 .00 .00 PIPE 3357.210 1301.270 .512 1301.782 7.00 13.13 2.68 1304.46 .00 1.02 1.42 1.500 .000 .00 1 .0 5.230 .0877 .0684 .36 .51 3.78 .48 .013 .00 .00 PIPE 3362.439 1301.729 .520 1302.249 7.00 12.85 2.57 1304.81 .00 1.02 1.43 1.500 .000 .00 1 .0 8.476 .0877 .0623 .53 .52 3.67 .48 .013 .00 .00 PIPE 3370.915 1302.472 .538 1303.010 7.00 12.26 2.33 1305.34 .00 1.02 1.44 1.500 .000 .00 1 .0 5.807 .0877 .0546 .32 .54 3.43 .48 .013 .00 .00 PIPE FILE: 16993out.WSW W S P G W - CIVILDESIGN Version 14.03 PAGE 9 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 1-17-2006. Time:12:19:52 Tract 16993 Detention Basin Outlet - Latreral A-1 = 3326 - 3398 100 Year Storm Event Invert Depth water Q Vel Vel I Energy I super ICriticalIFlow TopjHeight/113ase WtI INo Wth station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia.-FTjor I.D.1 ZL IPrs/Pip L/Elem ICh Slope I SF Avel HF ISE DpthlFroude NINorm Dp I 'IN" I X-Fallj ZR IType Ch 3376.722 1302.981 .558 1303.539 7.00 11.69 2.12 1305.66 .00 1.02 1.45 1.500 .000 .00 1 .0 4.345 .0877 .0479 .21 .56 3.20 .48 .013 .00 .00 PIPE 3381.067 1303.362 .578 1303.940 7.00 11.14 1.93 1305.87 .00 1.02 1.46 1.500 .000 .00 1 .0 3.379 .0877 .0420 .14 .58 2.99 .48 .013 .00 .00 PIPE 3384.446 1303.658 .599 1304.257 7.00 10.62 1.75 1306.01 .00 1.02 1.47 1.500 .000 .00 1 .0 2.704 .0877 .0369 .10 .60 2.80 .48 .013 .00 .00 PIPE 3387.150 1303.895 .621 1304.516 7.00 10.13 1.59 1306.11 .00 1.02 1.48 1.500 .000 .00 1 .0 2.221 .0877 .0324 .07 .62 2.61 .48 .013 .00 .00 PIPE 3389.371 1304.090 .643 1304.733 7.00 9.66 1.45 1306.18 .00 1.02 1.48 1.500 .000 .00 1 .0 1.817 .0877 .0284 .05 .64 2.44 .48 .013 .00 .00 PIPE 3391.188 1304.249 .667 1304.917 7.00 9.21 1.32 1306.23 .00 1.02 1.49 1.500 .000 .00 1 .0 1.511 .0877 .0250 .04 .67 2.27 .48 .013 .00 .00 PIPE 3392.699 1304.382 .692 1305.074 7.00 8.78 1.20 1306.27 .00 1.02 1.50 1.500 .000 .00 1 .0 1.261 .0877 .0220 .03 .69 2.12 .48 .013, .00 .00 PIPE 3393.960 1304.492 .718 1305.211 7.00 8.37 1.09 1306.30 .00 1.02 1.50 1.500 .000 .00 1 .0 1.052 .0877 .0193 .02 .72 1.98 .48 .013 .00 .00 PIPE 3395.012 1304.585 .745 1305.330 7.00 7.98 .99 1306.32 .00 1.02 1.50 1.500 .000 .00 1 .0 .863 .0877 .0170 .01 .75 1.84 .48 .013 .00 .00 PIPE FILE: 16993out.WSW W S P G W - CIVILDESIGN Version 14.03 PAGE 10 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date; 1-17-2006 Time:12:19:52 Tract 16993 Detention Basin Outlet - Latreral A-1 = 3326 - 3398 100 Year Storm Event Invert Depth water Q Vel Vel I Energy I super ICriticalIFlow ToplHeight/lBase Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.I Elev I Depth I width IDia.-FTIor I.D.1 ZL IPrs/Pip L/Elem lCh Slope I I I I SF Avel HF ISE DpthIFroude NINorm Dp I 'IN" I X-Fallj ZR IType Ch 3395.875 1304.660 .774 1305.434 7.00 7.61 .90 1306.33 .00 1.02 1.50 1.500 .000 .00 1 .0 .712 .0877 .0150 .01 .77 1.71 .48 .013 .00 .00 PIPE 3396.587 1304.723 .804 1305.527 7.00 7.26 .82 1306.34 .00 1.02 1.50 1.500 .000 .00 1 .0 .582 .0877 .0132 .01 .80 1.59 .48 .013 .00 .00 PIPE 3397.169 1304.774 .835 1305.609 7.00 6.92 .74 1306.35 .00 1.02 1.49 1.500 .000 .00 1 .0 .455 .0877 .0117 .01 .84 1.48 .48 .013 .00 .00 PIPE 3397.624 1304.814 .868 1305.682 7.00 6.60 .68 1306.36 .00 1.02 1.48 1.500 .000 .00 1 .0 .329 .0877 .0103 .00 .87 1.37 .48 .013 .00 .00 PIPE 3397.953 1304.843 .904 1305.747 7.00 6.29 .61 1306.36 .00 1.02 1.47 1.500 .000 .00 1 .0 .240 .0877 .0092 .00 .90 1.27 .48 .013 .00 .00 PIPE 3398.193 1304,864 .941 1305.805 7.00 6.00 .56 1306.36 .00 1.02 1.45 1.500 .000 .00 1 .0 .148 .0877 .0081 .00 .94 1.18 .48 .013 .00 .00 PIPE 3398.341 1304.877 .980 1305.857 7.00 5.72 .51 1306.36 .00 1.02 1.43 1.500 .000 .00 1 .0 .039 .0677 .0072 .00 .98 1.09 .48 .013 .00 .00 PIPE 3398.380 1304.880 1.024 1305.904 7.00 5.45 .46 1306.36 .00 1.02 1.40 1.500 .000 .00 1 .0 WALL ENTRANCE 3398.380 1304.880 1.743 1306.623 7.00 .40 .00 1306.63 .00 .25 10.00 5.000 10.000 .00 0 .0 FILE: 16993out.WSW W S P G W - CIVILDESIGN Version 14.03 PAGE 1 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 1-17-2006 Time:12:19:53 Tract 16993 Detention Basin Outlet - Latreral A-1 = 3326 - 3398 100 Year Storm Event Invert Depth water Q Vel Vel I Energy I super IcriticallFlow ToplHeight/lBase WtI INo Wth Station I Elev (FT) Elev (CPS) (FPS) Head I Grd.El.1 Elev I Depth I width IDia.-FTIor I.D.1 ZL lPrs/Pip L/Elem ICh Slope I SF Avel HF ISE DpthIFroude NINorm Dp I 'IN" I X-Fallj ZR IType Ch 2479.000 1290.330 1.160 1291.490 9.00 6.14 .58 1292.07 .00 1.16 1.26 1.500 .000 .00 1 .0 1.145 .0030 .0078 .01 1.16 1.00 1.50 .013 .00 .00 PIPE 2480.145 1290.333 1.219 1291.552 9.00 5.85 .53 1292.08 .00 1.16 1.17 1.500 .000 .00 1 .0 4.518 .0030 .0071 .03 1.22 .90 1.50 .013 .00 .00 PIPE 2484.663 1290.347 1.286 1291.633 9.00 5.58 .48 1292.12 .00 1.16 1.05 1.500 .000 .00 1 .0 10.829 .0030 .0066 .07 1.29 .79 1.50 .013 .00 .00 PIPE 2495.492 1290.379 1.369 1291.749 9.00 5.32 .44 1292.19 .00 1.16 .85 1.500 .000 .00 1 .0 26.109 .0030 .0066 .17 1.37 .66 1.50 .013 .00 .00 PIPE 2521.601 1290.458 1.500 1291.958 9.00 5.09 .40 1292.36 .00 1.16 .00 1.500 .000 .00 1 .0 477.399 .0030 .0071 3.38 1.50 .00 1.50 .013 .00 .00 PIPE 2999.000 1291.887 3.594 1295.480 9.00 5.09 .40 1295.88 .00 1.16 .00 1.500 .000 .00 1 .0 TRANS STR .0030 .0037 .01 3.59 .00 .013 .00 .00 PIPE 3001.000 1291.893 4.081 1295.974 9.00 .94 .01 1295.99 .00 .91 .00 3.500 .000 .00 1 .0 34.338 .0170 .0001 .00 4.08 .00 .62 .013 .00 .00 PIPE 3035.338 1292.477 3.500 1295.977 9.00 .94 .01 1295.99 .00 .91 .00 3.500 .000 .00 1 .0 19.041 .0170 .0001 .00 3.50 .00 .62 .013 .00 .00 PIPE 3054.379 1292.801 3.175 1295.976 9.00 .98 .01 1295.99 .00 .91 2.03 3.500 .000 .00 1 .0 11.009 .0170 .0001 .00 3.18 .08 .62 .013 .00 .00 PIPE FILE: 16993out.WSW W S P G W - CIVILDESIGN Version 14.03 PAGE 2 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 1-17-2006 Time:12:19:53 Tract 16993 Detention Basin Outlet - Latreral A-1 = 3326 - 3398 100 Year Storm Event Invert Depth Water Q Vel Vel I Energy I Super ICriticallFlow ToplHeight/lBase Wtj jNo Wth station I Elev (FT) Elev (CFS) (FPS) Head I Grd.El.1 Elev I Depth I Width IDia.-FTIor I.D.1 ZL jPrs/Pip L/Elem ICh Slope I SF Avel HF ISE DpthIFroude NINorm Dp I 'IN" I X-Fallj ZR IType Ch 3065.387 1292.988 2.987 1295.975 9.00 1.03 .02 1295.99 .00 .91 2.48 3.500 .000 .00 1 .0 9.114 .0170 .0001 .00 2.99 .10 .62 .013 .00 .00 PIPE 3074.502 1293.143 2.831 1295.974 9.00 1.08 .02 1295.99 .00 .91 2.75 3.500 .000 .00 1 .0 2.148 .0170 .0001 .00 2.83 .11 .62 .013 .00 .00 PIPE 3076.650 1293.180 2.794 1295.974 9.00 1.09 .02 1295.99 .00 .91 2.81 3.500 .000 .00 1 .0 TRANS STR .3376 2.79 .11 .013 .00 .00 PIPE 3081.330 1294.760 .554 1295.314 9.00 11.12 1.92 1297.23 .08 1.00 2.08 2.500 .000 .00 1 .0 4.002 .0560 .0403 .16 .64 3.14 .51 .013 .00 .00 PIPE 3085.332 1294.984 .561 1295.545 9.00 10.91 1.85 1297.39 .08 1.00 2.09 2.500 .000 .00 1 .0 7.688 .0560 .0368 .28 .64 3.06 .51 .013 .00 .00 PIPE 3093.020 1295.415 .581 1295.996 9.00 10.40 1.68 1297.67 .07 1.00 2.11 2.500 .000 .00 1 .0 5.602 .0560 .0321 .18 .65 2.86 .51 .013 .00 .00 PIPE 3098.622 1295.728 .600 1296.328 9.00 9.91 1.53 1297.85 .07 1.00 2.14 2.500 .000 .00 1 .0 4.220 .0560 .0281 .12 .67 2.68 .51 .013 .00 .00 PIPE 3102.842 1295.964 .621 1296.586 9.00 9.45 1.39 1297.97 .06 1.00 2.16 2.500 .000 .00 1 .0 3.346 .0560 .0246 .08 .68 2.51 .51 .013 .00 .00 PIPE 3106.188 1296.152 .642 1296.794 9.00 9.01 1.26 1298.06 .06 1.00 2.18 2.500 .000 .00 1 .0 2.657 .0560 .0215 .06 .70 2.35 .51 .013 .00 .00 PIPE FILE: 16993out.WSW W S P G W - CIVILDESIGN Version 14.03 PAGE 3 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 1-17-2006 Time:12:19:53 Tract 16993 Detention Basin Outlet - Latreral A-1 = 3326 - 3398 100 Year Storm Event Invert Depth water Q Vel Vel I Energy I super ICriticalIFlow ToplHeight/lBase Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.j Elev I Depth I Width IDia.-FTIor I.D.1 ZL IPrs/Pip L/Elem lCh Slope I I SF Avel HF ISE DpthlFroude NINorm Dp I 'IN" I X-Fallj ZR IType Ch 3108.845 1296.301 .665 1296.966 9.00 8.59 1.15 1298.11 .05 1.00 2.21 2.500 .000 .00 1 .0 2.185 .0560 .0188 .04 .?2 2.20 .51 .013 .00 .00 PIPE 3111.030 12�Ob. 4ZJ .688 1297.111 9.00 8.19 1.04 1298.15 .52 1.00 2.23 2.500 .000 .00 1 .0 TRANS STR .0738 .0113 .05 1.21 2.06 .013 .00 .00 PIPE 3115.730 1296.770 1.071 1297.841 9.00 5.26 .43 1298.27 .02 1.07 1.99 2.000 .000 .00 1 .0 4.916 .0048 .0049 .02 1.09 1.00 1.09 .013 .00 .00 PIPE 3120.646 1296.793 1.089 1297.882 9.00 5.15 .41 1298.29 .02 1.07 1.99 2.000 .000 .00 1 .0 13.944 .0048 .0047 .07 1.11 .97 1.09 .013 .00 .00 PIPE 3134.590 1296.860 1.089 1297.949 9.00 5.15 .41 1298.36 .00 1.07 1.99 2.000 .000 .00 1 .0 4.028 .0050 .0049 .02 1.09 .97 1.07 .013 .00 .00 PIPE 3138.618 1296.880 1.073 1297.953 9.00 5.24 .43 1298.38 .00 1.07 1.99 2.000 .000 .00 1 .0 50.149 .0050 .0050 .25 1.07 1.00 1.07 .013 .00 .00 PIPE 3188.768 1297.131 1.073 1298.204 9.00 5.24 .43 1298.63 .00 1.07 1.99 2.000 .000 .00 1 .0 HYDRAULIC JUMP 3188.768 1297.131 1.049 1298.180 9.00 5.39 .45 1298.63 .00 1.07 2.00 2.000 .000 .00 1 .0 3.274 .0050 .0054 .02 1.05 1.04 1.07 .013 .00 .00 PIPE 3192.042 1297.147 1.049 1298.196 9.00 5.39 .45 1298.65 .00 1.07 2.00 2.000 .000 .00 1 C 8.286 .0050 .0057 .05 1.05 1.04 1.07 .013 .00 .00 PIPE FILE: 16993out.WSW W S P G W - CIVILDESIGN Version 14.03 PAGE 4 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 1-17-2006 Time:12:19:53 Tract 16993 Detention Basin Outlet - Latreral A-1 3326 - 3398 100 Year Storm Event Invert Depth water Q Vel Vel Energy I Super ICriticalIFlow TopjHeight/113ase Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.I Elev I Depth I Width IDia.-FTIor I.D.1 ZL lPrs/Pip L/Elem ICh Slope I I I I SF Avel HF ISE DpthIFroude NINorm Dp I 'IN" I X-Fallj ZR IType Ch 3200.328 1297.189 1.010 1298.199 9.00 5.65 .50 1298.70 .00 1.07 2.00 2.000 .000 .00 1 .0 8.334 0050 .0065 .05 1.01 1.12 1.07 .013 .00 .00 PIPE 3208.662 1297.231 .973 1298.204 9.00 5.93 .55 1298.75 .00 1.07 2.00 2.000 .000 .00 1 .0 8.148 .0050 .0074 .06 .97 1.20 1.07 .013 .00 .00 PIPE 3216.809 1297.271 .938 1298 .209 9.00 6.22 .60 1298.81 .00 1.07 2.00 2.000 .000 .00 1 .0 7.619 .0050 .0084 .06 .94 1.29 1.07 .013 .00 .00 PIPE 3224.428 1297.310 .904 1298.214 9.00 6.52 .66 1298.87 .00 1.07 1.99 2.000 .000 .00 1 .0 7.227 .0050 .0096 .07 .90 1.38 1.07 .013 .00 .00 PIPE 3231.655 1297.346 .871 1298.217 9.00 6.84 .73 1298.94 .00 1.07 1.98 2.000 .000 .00 1 .0 7.231 .0050 .0109 .08 .87 1.48 1.07 .013 .00 .00 PIPE 3238.886 1297.382 .841 1298.223 9.00 7.18 .80 1299.02 .00 1.07 1.97 2.000 .000 .00 1 .0 6.733 .0050 .0124 .08 .84 1.59 1.07 .013 .00 .00 PIPE 3245.620 1297.416 .811 1298.227 9.00 7.53 .88 1299.11 .00 1.07 1.96 2.000 .000 .00 1 .0 6.448 .0050 .0142 .09 .81 1.70 1.07 .013� .00 .00 PIPE 3252.068 1297.448 .782 1298.230 9.00 7.89 .97 1299.20 .00 1.07 1.95 2.000 .000 .00 1 .0 6.274 .0050 .0161 .10 .78 1.82 1.07 .013 .00 .00 PIPE 3258.342 1297.479 .755 1298.234 9.00 8.28 1.06 1299.30 .00 1.07 1.94 2.000 .000 .00 1 .0 6.011 .0050 .0184 .11 .76 1.95 1.07 .013 .00 .00 PIPE FILE: 16993out.WSW W S P G W - CIVILDESIGN Version 14.03 PAGE 5 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 1-17-2006 Time:12:19:53 Tract 16993 Detention Basin Outlet - Latreral A-1 = 3326 - 3398 100 Year Storm Event Invert Depth water Q Vel Vel I Energy I Super ICriticallFlow ToplHeight/lBase Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.I Elev I Depth I Width IDia.-FTIor I.D.1 ZL jPrs/Pip L/Elem ICh Slope I I I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X-Fallj ZR IType Ch 3264.353 1297.510 .729 1298.239 9.00 8.68 1.17 1299.41 .00 1.07 1.93 2.000 .000 .00 1 .0 5.766 .0050 .0210 .12 .73 2.09 1.07 .013 .00 .00 PIPE 3270.119 1297.538 .704 1298.243 9.00 9.11 1.29 1299.53 .00 1.07 1.91 2.000 .000 .00 1 .0 5.536 .0050 .0239 .13 .70 2.23 1.07 .013 .00 .00 PIPE 3275.656 1297.566 .680 1298.246 9.00 9.55 1.42 1299.66 .00 1.07 1.89 2.000 .000 .00 1 .0 5.277 .0050 .0273 .14 .68 2.39 1.07 .013 .00 .00 PIPE 3280.933 1297.593 .656 1298.249 9.00 10.02 1.56 1299.81 .00 1.07 1.88 2.000 .000 .00 1 .0 5.117 .0050 .0312 .16 .66 2.55 1.07 .013 .00 .00 PIPE 3286.050 1297.618 .634 1298.252 9.00 10.51 1.71 1299.97 .00 1.07 1.86 2.000 .000 .00 1 .0 4.917 .0050 .0356 .18 .63 2.73 1.07 .013 .00 .00 PIPE 3290.967 1297.643 .613 1298.256 9.00 11.02 1.89 1300.14 .00 1.07 1.84 2.000 .000 .00 1 .0 4.700 .0050 .0407 .19 .61 2.92 1.07 .013 .00 .00 PIPE 3295.667 1297.667 .592 1298.259 9.00 11.56 2.07 1300.33 .00 1.07 1.83 2.000 .000 .00 1 .0 4.524 .0050 .0464 .21 .59 3.12 1.07 .013. .00 .00 PIPE 3300.191 1297.689 .572 1298.261 9.00 12.12 2.28 1300.54 .00 1.07 1.81 2.000 .000 .00 1 .0 4.352 .0050 .0531 .23 .57 3.33 1.07 .013 .00 .00 PIPE 3304.543 1297.711 .553 1298.264 9.00 12.71 2.51 1300.77 .00 1.07 1.79 2.000 .000 .00 1 .0 4.171 .0050 .0606 .25 .55 3.56 1.07 .013 .00 .00 PIPE FILE: 16993out.WSW W S P G W - CIVILDESIGN Version 14.03 PAGE 6 Program Package Serial Number; 1382 WATER SURFACE PROFILE LISTING Date: 1-17-2006 Time:12:19:53 Tract 16993 Detention Basin Outlet - Latreral A-1 3326 - 3398 100 Year Storm Event Invert Depth Water Q Vel Vel Energy I Super jCriticalIFlow ToplHeight/lBase WtI INo Wth Station I Elev (FT) Elev (CFS) (FPS) Head 1. Grd.El.1 Elev I Depth I Width IDia.-FTIor I.D.1 ZL IPrs/Pip L/Elem ICh Slope SF Avel HF ISE DpthIFroude NINorm Dp I 'IN" I X-Fallj ZR IType Ch 3308.714 1297.732 .534 1298.266 9.00 13.33 2.76 1301.03 .00 1.07 1.77 2.000 .000 1 .00 1 1 .0 4.016 .0050 .0693 .28 .53 3.80 1.07 .013 .00 .00 PIPE 3312.730 1297.752 .516 1298.268 9.00 13.98 3.04 1301.30 .00 1.07 1.75 2.000 .000 .00 1 .0 3.865 .0050 .0792 .31 .52 4.06 1.07 .013 .00 .00 PIPE 3316.594 1297.771 .499 1298.271 9.00 14.67 3.34 1301.61 .00 1.07 1.73 2.000 .000 .00 1 .0 3.716 .0050 .0906 .34 .50 4.34 1.07 .013 .00 .00 PIPE 3320.310 1297.790 .483 1298.273 9.00 15.38 3.67 1301.95 1.04 1.07 1.71 2.000 .000 .00 1 .0 TRANS STR .1264 .0886 .56 1.52 4.64 .013 .00 .00 PIPE 3326.640 1298.590 .565 1299.155 9.00 14.77 3.39 1302.54 .21 1.16 1.45 1.500 .000 .00 1 .0 13.866 .0877 .0782 1.08 .78 4.02 .55 .013 .00 .00 PIPE 3340.506 1299.806 .574 1300.380 9.00 14.46 3.25 1303.63 .21 1.16 1.46 1.500 .000 .00 1 .0 16.704 .0877 .0713 1.19 .78 3.90 .55 .013 .00 .00 PIPE 3357.210 1301.270 .595 1301.865 9.00 13.79 2.95 1304.82 .00 1.16 1.47 1.500 .000 .00 1 .0 9.644 .0877 .0627 .60 .60 3.64 .55 .013 .00 .00 PIPE 3366.853 1302.116 .616 1302.732 9.00 13.16 2.69 1305.42 .00 1.16 1.48 1.500 .000 .00 1 .0 6.834 .0877 .0551 .38 .62 3.41 .55 .013 .00 .00 PIPE 3373.687 1302.715 .638 1303.353 9.00 12.55 2.45 1305.80 .00 1.16 1.48 1.500 .000 .00 1 .0 5.050 .0877 .0484 .24 .64 3.18 .55 .013 .00 .00 PIPE N M FILE: 16993out.WSW W S P G W - CIVILDESIGN Version 14.03 PAGE 7 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 1-17-2006 Time:12:19:53 Tract 16993 Detention Basin Outlet - Latreral A-1 = 3326 - 3398 100 Year Storm Event Invert Depth Water Q Vel Vel I Energy I Super IcriticallFlow ToplHeight/lBase wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd,E1.1 Elev I Depth I Width IDia.-FTIor I.D.1 ZL IPrs/Pip L/Elem ICh Slope I I I I SF Avel HF ISE DpthjFroude NINorm Dp I 'IN" I X-Fallj ZR IType Ch 3378.737 1303.158 .662 1303.820 9.00 11.97 2.22 1306.04 .00 1.16 1.49 1.500 .000 .00 1 .0 3.946 .0877 .0425 .17 .66 2.97 .55 .013 .00 .00 PIPE 3382.682 1303.504 .686 1304.190 9.00 11.41 2.02 1306.21 .00 1.16 1.49 1.500 .000 .00 1 .0 3.137 .0877 .0374 .12 .69 2.77 .55 .013 .00 .00 PIPE 3385.819 1303.779 .712 1304.491 9.00 10.88 1.84 1306.33 .00 1.16 1.50 1.500 .000 .00 1 .0 2.557 .0877 .0329 .08 .71 2.58 .55 .013 .00 .00 PIPE 3388.376 1304.003 .739 1304.742 9.00 10.37 1.67 1306.41 .00 1.16 1.50 1.500 .000 .00 1 .0 2.110 .0877 .0290 .06 .74 2.40 .55 .013 .00 .00 PIPE 3390.485 1304.188 .767 1304.955 9.00 9.89 1.52 1306.47 .00 1.16 1.50 1.500 .000 .00 1 .0 1.738 .0877 .0255 .04 .77 2.24 .55 .013 .00 .00 PIPE 3392.224 1304.340 .797 1305.137 9.00 9.43 1.38 1306.52 .00 1.16 1.50 1.500 .000 .00 1 C 1.450 .0877 .0225 .03 .80 2.08 .55 .013 .00 .00 PIPE 3393.674 1304.467 .828 1305.296 9.00 8.99 1.26 1306.55 .00 1.16 1.49 1.500 .000 .00 1 C 1.196 .0877 .0199 .02 .83 1.93 .55 .013 .00 .00 PIPE 3394.870 1304.572 .861 1305.433 9.00 8.57 1.14 1306.57 .00 1.16 1.48 1.500 .000 .00 1 C .994 .0877 .0176 .02 .86 1.80 .55 .013 .00 .00 PIPE 3395.864 1304.659 .895 1305.555 9.00 8.17 1.04 1306.59 .00 1.16 1.47 1.500 .000 .00 1 C .794 .0877 .0155 .01 .90 1.67 .55 .013 .00 .00 PIPE FILE: 16993out.WSW W S P G W - CIVILDESIGN Version 14.03 PAGE 8 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 1-17-2006 Time:12:19:53 Tract 16993 Detention Basin Outlet - Latreral A-1 = 3326 - 3398 100 Year Storm Event Invert Depth water Q Vel Vel I Energy I Super ICriticalIFlow ToplHeight/lBase wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I width IDia.-FTIor I.D.1 ZL IPrs/Pip L/Elem ICh Slope I I I I SF Avel HF ISE DpthIFroude NINorm Dp I 'IN" I X-Fallj ZR Type Ch 3396.658 1304.729 .932 1305.661 9.00 7.79 .94 1306.60 .00 1.16 1.46 1.500 .000 .00 1 .0 .632 .0877 .0138 .01 .93 1.54 .55 .013 .00 .00 PIPE 3397.290 1304.784 .971 1305.755 9.00 7.43 .86 1306.61 .00 1.16 1.43 1.500 .000 .00 1 .0 .476 .0877 .0122 .01 .97 1.42 .55 .013 .00 .00 PIPE 3397.766 1304.826 1.013 1305.839 9.00 7.08 .78 1306.62 .00 1.16 1.40 1.500 .000 .00 1 .0 .337 .0877 .0109 .00 1.01 1.31 .55 .013 .00 .00 PIPE 3398.103 1304.856 1.058 1305.914 9.00 6.75 .71 1306.62 .00 1.16 1.37 1.500 .000 .00 1 .0 .210 .0877 .0097 .00 1.06 1.21 .55 .013 .00 .00 PIPE 3398.313 1304.874 1.106 1305.980 9.00 6.44 .64 1306.62 .00 1.16 1.32 1.500 .000 .00 1 .0 .066 .0877 .0087 .00 1.11 1.10 .55 .013 .00 .00 PIPE 3398.380 1304.880 1.160 1306.040 9.00 6.14 .58 1306.62 .00 1.16 1.26 1.500 .000 .00 1 .0 WALL ENTRANCE 3398.380 -I- 1304.880 -I- 2.149 -I- 1307.029 -I- 9.00 -I- .42 .00 -I- -I- 1307.03 -I- .00 -I- .29 -I- 10.00 5.000 -I- 10.000 -.I- -I- .00 0 C I- Tl Tract 16993 0 T2 Detention Basin Outlet Latreral A-1 3326 3398 T3 100 Year Storm Event so 2479.0001290.330 1 1290.330 R 3000.0001291.890 1 .013 .000 .000 1 TS 3004.6701291.900 2 .013 .000 R- 3076.6501293.180 2 .013 .000 .000 0 TS 3081.3301294.760 3 .013 .000 R 3111.0301296.423 3 .013 17.543 .000 0 TS 3115.7301296.770 4 .013 -30.000 R 3134.5901296.860 4 .013 27.910 .000 0 R 3320.3101297.790 4 .013 .000 .000 0 TS 3326.6401298.590 5 .013 30.000 R 3357.2101301.270 8 .013 38.077 .000 0 R 3398.3801304.880 5 .013 .000 .000 0 WE 3398.3801304.880 6 .500 SH 3398.3801304.880 6 1304.880 CD 1 4 1 .000 1.500 .000 .000 .000 .00 CD 2 4 1 .000 3.500 .000 .000 .000 .00 CD 3 4 1 .000 2.500 .000 .000 .000 .00 CD 4 4 1 .000 2.000 .000 .000 .000 .00 CD 5 4 1 .000 1.500 .000 .000 .000 .00 CD 6 2 0 .000 5.000 10.000 .000 .000 .00 CD 8 4 1 .000 1.500 .000 .000 .000 .00 Q 6.480 .0 FILE: 16993out.WSW W S P G W - CIVILDESIGN Version 14.03 PAGE 1 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 2-14-2006 Time: 1:35:21 Tract 16993 Detention Basin Outlet - Latreral A-1 = 3326 - 3398 100 Year Storm Event Invert Depth Water Q Vel Vel I Energy I Super IcriticaliFlow ToplHeight/lBase Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia.-FTIor I.D.1 ZL IPrs/Pip L/Elem ICh Slope I I I SF Avel HF ISE DpthIFroude NINorm Dp I 'IN" I X-Fallj ZR IType Ch 2479.000 1290.330 .984 1291.314 6.48 5.27 .43 1291.75 .00 .98 1.42 1.500 .000 .00 1 .0 .821 .0030 .0061 .01 .98 1.00 1.50 .013 .00 .00 PIPE 2479.821 1290.332 1.026 1291.359 6.48 5.03 .39 1291.75 .00 .98 1.39 1.500 .000 .00 1 .0 4.217 .0030 .0054 .02 1.03 .92 1.50 .013 .00 .00 PIPE 2484.038 1290.345 1.072 1291.417 6.48 4.79 .36 1291.77 .00 .98 1.35 1.500 .000 .00 1 .0 9.379 .0030 .0049 .05 1.07 .85 1.50 .013 .00 .00 PIPE 2493.417 1290.373 1.122 1291.495 6.48 4.57 .32 1291.82 .00 .98 1.30 1.500 .000 .00 1 .0 17.820 .0030 .0044 .08 1.12 .77 1.50 .013 .00 .00 PIPE 2511.237 1290.426 1.176 1291.603 6.48 4.36 .29 1291.90 .00 .98 1.23 1.500 .000 .00 1 .0 35.868 .0030 .0039 .14 1.18 .70 1.50 .013 .00 .00 PIPE 2547.104 1290.534 1.237 1291.771 6.48 4.15 .27 1292.04 .00 .98 1.14 1.500 .000 .00 1 .0 76.323 .0030 .0036 .28 1.24 .63 1.50 .013 .00 .00 PIPE 2623.428 1290.762 1.308 1292.070 6.48 3.96 .24 1292.31 .00 .98 1.00 1.500 .000 .00 1 .0 182.210 .0030 .0034 .61 1.31 .55 1.50 .013 .00 .00 PIPE 2805.638 1291.308 1.399 1292.707 6.48 3.78 .22 1292.93 .00 .9B .75 1.500 .000 .00 1 .0 194.362 .0030 .0035 .69 1.40 .44 1.50 .013 .00 .00 PIPE 3000.000 1291.890 1.500 1293.390 6.48 3.67 .21 1293.60 .00 .98 .00 1.500 .000 .00 1 .0 TRANS STR .0021 .0020 .01 1.50 .00 .013 .00 .00 PIPE z FILE: 16993out.WSW W S P G W - CIVILDESIGN Version 14.03 PAGE 2 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 2-14-2006 Time: 1:35:21 Tract 16993 Detention Basin Outlet - Latreral A-1 = 3326 - 3398 100 Year Storm Event Invert Depth Water Q Vel Vel I Energy I Super ICriticalIFlow ToplHeight/lBase Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia.-FTIor I.D.1 ZL jPrs/Pip L/Elem ICh Slope I I I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X-Fallj ZR IType Ch 3004.670 1291.900 1.724 1293.624 6.48 1.37 .03 1293.65 .00 .77 3.50 3.500 .000 .00 1 .0 3.448 .0178 .0002 .00 1.72 .21 .52 .013 .00 .00 PIPE 3008.118 1291.961 1.660 1293.621 6.48 1.44 .03 1293.65 .00 .77 3.50 3.500 .000 .00 1 .0 3.231 .0178 .0002 .00 1.66 .22 .52 .013 .00 .00 PIPE 3011.350 1292.019 1.600 1293.619 6.48 1.51 .04 1293.65 .00 .77 3.49 3.500 .000 .00 1 .0 3.047 .0178 .0002 .00 1.60 .24 .52 .013 .00 .00 PIPE 3014.397 1292.073 1.543 1293.616 6.48 1.58 .04 1293.66 .00 .77 3.48 3.500 .000 .00 1 .0 2.919 .0178 .0003 .00 1.54 .26 .52 .013 .00 .00 PIPE 3017.316 1292.125 1.488 1293.613 6.48 1.66 .04 1293.66 .00 .77 3.46 3.500 .000 .00 1 .0 2.731 .0178 .0003 .00 1.49 .28 .52 .013 .00 .00 PIPE 3020.047 1292.173 1.436 1293.610 6.48 1.74 .05 1293.66 .00 .77 3.44 3.500 .000 .00 1 .0 2.656 .0178 .0004 .00 1.44 .30 .52 .013 .00 .00 PIPE 3022.703 1292.221 1.385 1293.606 6.48 1.83 .05 1293.66 .00 .77 3.42 3.500 .000 .00 1 .0 2.464 .0178 .0004 .00 1.39 .32 .52 .013, .00 .00 PIPE 3025.166 1292.265 1.337 1293.602 6.48 1.92 .06 1293.66 .00 .77 3.40 3.500 .000 .00 1 .0 2.326 .0178 .0005 .00 1.34 .34 .52 .013 .00 .00 PIPE 3027.493 1292.306 1.291 1293.597 6.48 2.01 .06 1293.66 .00 .77 3.38 3.500 .000 .00 1 .0 2.244 .0178 .0005 .00 1.29 .36 .52 .013 .00 .00 PIPE PILE: 16993out.WSW W S P G W - CIVILDESIGN Version 14.03 PAGE 3 Program Package Serial Number: 1382 WATER SURFACE PROPILE LISTING Date: 2-14-2006 Time: 1:35:21 Tract 16993 Detention Basin Outlet - Latreral A-1 = 3326 - 3398 100 Year Storm Event Invert Depth water Q Vel Vel I Energy I super ICriticallFlow ToplHeight/113ase WtI INc, Wth Station I Elev (PT) Elev (CPS) I (FPS) Head I Grd.El.I Elev I Depth I Width IDia.-FTIor I.D.1 ZL jPrs/Pip L/Elem ICh Slope I I I SP Avel HP ISE DpthlFroude NINorm Dp I 'IN" I X-Fallj ZR IType Ch 3029.737 1292.346 1.246 1293.592 6.48 2.11 .07 1293.66 .00 .77 3.35 3.500 .000 .00 1 .0 2.101 .0178 .0006 .00 1.25 .39 .52 .013 .00 .00 PIPE 3031.837 1292.383 1.203 1293.586 6.48 2.21 .08 1293.66 .00 .77 3.32 3.500 .000 .00 1 .0 .847 .0178 .0006 .00 1.20 .42 .52 .013 .00 .00 PIPE 3032.684 1292.398 1.203 1293.601 6.48 2.21 .08 1293.68 .00 .77 3.32 3.500 .000 .00 1 .0 HYDRAULIC JUMP 3032.684 1292.398 .454 1292.852 6.48 8.84 1.21 1294.07 .00 .77 2.35 3.500 .000 .00 1 .0 5.439 .0178 .0320 .17 .45 2.79 .52 .013 .00 .00 PIPE 3038.123 1292.495 .454 1292.949 6.48 8.83 1.21 1294.16 .00 .77 2.35 3.500 .000 -00 1 .0 6.466 .0178 .0342 .22 .45 2.79 .52 .013 .00 .00 PIPE 3044.589 1292.610 .439 1293.049 6.48 9.26 1.33 1294.38 .00 .77 2.32 3.500 .000 .00 1 .0 5.574 .0178 .0392 .22 .44 2.97 .52 .013 .00 .00 PIPE 3050.163 1292.709 .425 1293.134 6.48 9.71 1.46 1294.60 .00 .77 2.29 3.500 .000 .00 1 .0 4.922 .0178 .0449 .22 .43 3.17 .52 .013 .00 .00 PIPE 3055.085 1292.796 .412 1293.208 6.48 10.19 1.61 1294.82 .00 .77 2.26 3.500 .000 .00 1 0 4.371 .0178 .0514 .22 .41 3.38 .52 .013 .00 .00 PIPE 3059.456 1292.874 .398 1293.272 6.48 10.68 1.77 1295.04 .00 .77 2.22 3.500 .000 .00 1 C 4.013 .0178 .0589 .24 .40 3.60 .52 .013 .00 .00 PIPE FILE: 16993out.WSW W S P G W - CIVILDESIGN Version 14.03 PAGE 4 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 2-14-2006 Time: 1:35:21 Tract 16993 Detention Basin Outlet - Latreral A-1 = 3326 - 3398 100 Year Storm Event Invert Depth water Q Vel Vel I Energy I Super ICriticallFlow ToplHeight/lBaBe Wtj jNo Wth Station I Elev (FT) Elev (CFS) (FPS) Head I Grd.El.I Elev I Depth I Width IDia.-FTIor I.D.1 ZL jPrs/Pip L/Elem ICh Slope I I SF Avel HF ISE DpthiFroude NINorm Dp I 'IN" I X-Fallj ZR IType Ch 3063.469 1292.946 .386 1293.332 6.48 11.20 1.95 1295.28 .00 .77 2.19 3.500 .000 .00 1 .0 3.655 .0178 .0676 .25 .39 3.84 .52 .013 .00 .00 PIPE 3067.125 1293.011 .373 1293.384 6.48 11.75 2.14 1295.53 .00 .77 2.16 3.500 .000 .00 1 .0 3.397 .0178 .0774 .26 .37 4.10 .52 .013 .00 .00 PIPE 3070.522 1293.071 .361 1293.432 6.48 12.32 2.36 1295.79 .00 .77 2.13 3.500 .000 .00 1 .0 3.170 .0178 .0887 .28 .36 4.37 .52 .013 .00 .00 PIPE 3073.691 1293.127 .350 1293.478 6.48 12.93 2.59 1296.07 .00 .77 2.10 3.500 .000 .00 1 .0 2.958 .0178 .1018 .30 .35 4.66 .52 .013 .00 .00 PIPE 3076.650 1293.180 .339 1293.519 6.48 13.56 2.85 1296.37 .00 .77 2.07 3.500 .000 .00 1 .0 TRANS STR .3376 .0767 .36 .34 4.97 .013 .00 .00 PIPE 3081.330 1294.760 .462 1295.222 6.48 10.37 1.67 1296.89 .07 .84 1.94 2.500 .000 1 .0 4.438 .0560 .0436 .19 .53 3.22 .44 .013 .00 .00 PIPE 3085.769 1295.009 .468 1295.477 6.48 10.19 1.61 1297.09 .06 84 1.95 2.500 .000 .00 1 .0 8.048 .0560 .0398 .32 .53 3.14 .44 .013 .00 .00 PIPE 3093.816 1295.459 .484 1295.943 6.48 9.71 1.46 1297.41 .06 .84 1.98 2.500 .000 .00 1 .0 5.515 .0560 .0348 .19 .54 2.94 .44 .013 .00 .00 PIPE 3099.332 1295.768 .500 1296.268 6.48 9.26 1.33 1297.60 .05 .84 2.00 2.500 .000 .00 1 .0 4.059 .0560 .0304 .12 .56 2.76 .44 .013 .00 .00 PIPE FILE: 16993out.WSW W S P G W - CIVILDESIGN Version 14.03 PAGE 5 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 2-14-2006 Time: 1:35:21 Tract 16993 Detention Basin Outlet - Latreral A-1 = 3326 - 3398 100 Year Storm Event Invert Depth water Q Vel Vel I Energy I Super ICriticallFlow ToplHeight/lBase Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia.-FTIor I.D.1 ZL IPrs/Pip L/Elem ICh Slope I I I I SF Avel HF ISE DpthIFroude NINorm Dp I --Nl- I X-Fallj ZR IType Ch 3103.390 1295.995 .517 1296.512 6.48 8.83 1.21 1297.72 .05 .84 2.03 2.500 .000 .00 1 .0 3.125 .0560 .0265 .08 .57 2.58 .44 .013 .00 .00 PIPE 3106.515 1296.170 .535 1296.705 6.48 8.42 1.10 1297.81 .05 .84 2.05 2.500 .000 .00 1 .0 2.501 .0560 .0232 .06 .58 2.42 .44 .013 .00 .00 PIPE 3109.016 1296.310 .553 1296.663 6.48 8.03 1.00 1297.86 .04 .84 2.08 2.500 .000 .00 1 .0 2.014 .0560 .0203 .04 .60 2.27 .44 .013 .00 .00 PIPE 3111.030 1296.423 .572 1296.995 6.48 7.65 .91 1297.90 .43 .84 2.10 2.500 .000 .00 1 .0 TRANS STR .0738 .0118 .06 1.00 2.12 .013 .00 .00 PIPE 3115.730 1296.770 .898 1297.668 6.48 4.74 .35 1298.02 .04 .90 1.99 2.000 .000 .00 1 .0 14.433 .0048 .0048 .07 .93 1.01 .90 .013 .00 .00 PIPE 3130.163 1296.839 .898 1297.737 6.48 4.74 .35 1298.09 .04 .90 1.99 2.000 .000 .00 1 .0 4.427 .0048 .0049 .02 .93 1.01 .90 .013 .00 .00 PIPE 3134.590 1296.860 .886 1297.745 6.48 4.83 .36 1298.11 .00 .90 1.99 2.000 .000 .00 1 .0 66.349 .0050 .0050 .33 .89 1.03 .89 .013 .00 .00 PIPE 3200.939 1297.192 .886 1298.078 6.48 4.83 .36 1298.44 .00 .90 1.99 2.000 .000 .00 1 .0 7.934 .0050 .0052 .04 .89 1.03 .89 .013 .00 .00 PIPE 3208.873 1297.232 .863 1298.095 6.48 4.99 .39 1298.48 .00 .90 1.98 2.000 .000 .00 1 .0 10.277 .0050 .0058 .06 .86 1.09 .89 .013 .00 .00 PIPE FILE: 16993out.WSW W S P G W - CIVILDESIGN Version 14.03 PAGE 6 Program Package Serial Number; 1382 WATER SURFACE PROFILE LISTING Date: 2-14-2006 Time: 1:35:21 Tract 16993 Detention Basin Outlet - Latreral A-1 = 3326 - 3398 100 Year Storm Event Invert Depth Water Q Vel Vel I Energy I Super jCriticalIFlow ToplHeight/lBase Wtj INc, Wth Station I Elev (FT) Elev (CFS) (FPS) Head I Grd.El.I Elev I Depth I Width IDia.-FTIor I.D.1 ZL IPrs/Pip L/Elem ICh Slope I SF Avel HF ISE DpthIFroude NINorm Dp I 'IN" I X-Fallj ZR IType Ch 3219.150 1297.284 .833 1298.117 6.48 5.23 .42 1298.54 .00 .90 1.97 2.000 .000 .00 1 .0 8.154 .0050 .0067 .05 .83 1.16 .89 .013 .00 .00 PIPE 3227.304 1297.324 .804 1298.128 6.48 5.49 .47 1298.60 .00 .90 1.96 2.000 .000 .00 1 .0 6.874 .0050 .0076 .05 .80 1.25 .89 .013 .00 .00 PIPE 3234.178 1297.359 .775 1298.134 6.48 5.75 .51 1298.65 .00 .90 1.95 2.000 .000 .00 1 .0 6,711 .0050 .0086 .06 .78 1.33 .89 .013 .00 .00 PIPE 3240.889 1297.392 .748 1298.140 6.48 6.03 .57 1298.71 .00 .90 1.94 2.000 .000 .00 1 .0 6.500 .0050 .0099 .06 .75 1.43 .89 .013 .00 .00 PIPE 3247.389 1297.425 .723 1298.148 6.48 6.33 .62 1298.77 .00 .90 1.92 2.000 .000 .00 1 .0 5.958 .0050 .0112 .07 .72 1.53 .89 .013 .00 .00 PIPE 3253.347 1297.455 .698 1298.153 6.48 6.64 .68 1298.84 .00 .90 1.91 2.000 .000 .00 1 .0 5.674 .0050 .0128 .07 .70 1.63 .89 .013 .00 .00 PIPE 3259.021 1297.483 .674 1298.157 6.48 6.96 .75 1298.91 .00 .90 1.89 2.000 .000 .00 1 .0 5.420 .0050 .0146 .08 .67 1.75 .89 .013 .00 .00 PIPE 3264.441 1297.510 .651 1298.161 6.48 7.30 .83 1298.99 .00 .90 1.87 2.000 .000 .00 1 .0 5.188 .0050 .0167 .09 .65 1.87 .89 .013 .00 .00 PIPE 3269.629 1297.536 .629 1298.165 6.48 7.66 .91 1299.08 .00 .90 1.86 2.000 .000 .00 1 .0 4.904 .0050 .0191 .09 .63 2.00 .89 .013 .00 .00 PIPE FILE: 16993out.WSW W S P G W - CIVILDESIGN Version 14.03 PAGE 7 Program Package Serial Numberi 1382 WATER SURFACE PROFILE LISTING Date: 2-14-2006 Time: 1:35:21 Tract 16993 Detention Basin Outlet - Latreral A-1 = 3326 - 3398 100 Year Storm Event Invert Depth Water Q Vel Vel I Energy I Super ICriticallFlow ToplHeight/lBase Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia.-FTIor I.D.1 ZL lPrs/Pip L/Elem ICh Slope I I I I SF Avel HF ISE DpthIFroude NINorm Dp I I -N-1 I X-Fallj ZR IType Ch 3274.533 1297.561 .607 1298.168 6.48 8.03 1.00 1299.17 .00 .90 1.84 2.000 .000 .00 1 .0 4.773 .0050 .0218 .10 .61 2.14 .89 .013 .00 .00 PIPE 3279.307 1297.585 .587 1298.172 6.48 8.42 1.10 1299.27 .00 .90 1.82 2.000 .000 .00 1 .0 4.531 .0050 .0249 .11 .59 2.28 .89 .013 .00 .00 PIPE 3283.838 1297.607 .567 1298.175 6.48 8.83 1.21 1299.39 .00 .90 1.80 2.000 .000 .00 1 .0 4.358 .0050 .0285 .12 .57 2.44 .89 .013 .00 .00 PIPE 3288.197 1297.629 .548 1298.177 6.48 9.26 1.33 1299.51 .00 .90 1.78 2.000 .000 .00 1 .0 4.190 .0050 .0325 .14 .55 2.61 .89 .013 .00 .00 PIPE 3292.386 1297.650 .530 1298.180 6.48 9.72 1.47 1299.65 .00 .90 1.77 2.000 .000 .00 1 .0 3.998 .0050 .0372 .15 .53 2.79 .89 .013 .00 .00 PIPE 3296.385 1297.670 .512 1298.182 6.48 10.19 1.61 1299.80 .00 .90 1.75 2.000 .000 .00 1 .0 3.849 .0050 .0425 .16 .51 2.98 .89 .013 .00 .00 PIPE 3300.233 1297.690 .495 1298.185 6.48 10.69 1.77 1299.96 .00 .90 1.73 2.000 .000 .00 1 .0 3.682 .0050 .0486 .18 .50 3.18 .89 .013 .00 .00 PIPE 3303.916 1297.708 .478 1298.186 6.48 11.21 1.95 1300.14 .00 .90 1.71 2.000 .000 .00 1 .0 3.564 .0050 .0556 .20 .48 3.39 .89 .013 .00 .00 PIPE 3307.479 1297.726 .463 1298.189 6.48 11.76 2.15 1300.34 .00 .90 1.69 2,000 .000 .00 1 .0 3.394 .0050 .0635 .22 .46 3.63 .89 .013 .00 .00 PIPE FILE; 16993out.WSW W S P G W - CIVILDESIGN Version 14.03 PAGE 8 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 2-14-2006 Time: 1:35:21 Tract 16993 Detention Basin Outlet - Latreral A-1 = 3326 - 3398 100 Year Storm Event Invert Depth water Q Vel Vel I Energy I Super ICriticallFlow ToplHeight/lBase Wtj INc, Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.j Elev I Depth I Width jDia.-FTIor I.D.1 ZL IPrs/Pip L/Elem ICh Slope I I SF Avel HF ISE DpthIFroude NINorm. Dp I 'IN" I X-Fallj ZR IType Ch 3310.873 1297.743 .447 1298.190 6.48 12.33 2.36 1300.55 .00 .90 1.67 2.000 .000 .00 1 .0 3.281 .0050 .0727 .24 .45 3.87 .89 .013 .00 .00 PIPE 3314.154 1297.759 .433 1298.192 6.48 12.93 2.60 1300.79 .00 .90 1.65 2.000 .000 .00 1 .0 3.131 .0050 .0832 .26 .43 4.13 .89 .013 .00 .00 PIPE 3317.285 1297.775 .418 1298.193 6.48 13.56 2.86 1301.05 .00 .90 1.63 2.000 .000 .00 1 .0 3.025 .0050 .0952 .29 .42 4.41 .89 .013 .00 .00 PIPE 3320.310 1297.790 .405 1298.195 6.48 14.23 3.14 1301.34 .84 .90 1.61 2.000 .000 .00 1 .0 TRANS STR .1264 .0926 .59 1.24 4.71 .013 .00 .00 PIPE 3326.640 1298.590 .471 1299.061 6.48 13.66 2.90 1301.96 .18 .98 1.39 1.500 .000 .00 1 .0 8.771 .0877 .0826 .72 .65 4.12 .46 .013 .00 .00 PIPE 3335.411 1299.359 .473 1299.832 6.48 13.55 2.85 1302.68 .17 .98 1.39 1.500 .000 .00 1 .0 21.799 .0877 .0766 1.67 .65 4.08 .46 .013 .00 .00 PIPE 3357.210 1301.270 .490 1301.760 6.48 12.92 2.59 1304.35 .00 .98 1.41 1.500 .000 .00 1 .0 8.869 .0877 .0680 .60 .49 3.81 .46 .013, .00 .00 PIPE 3366.079 1302.048 .503 1302.551 6.48 12.44 2.40 1304.96 .00 .98 1.42 1.500 .000 .00 1 .0 7.357 .0877 .0604 .44 .50 3.62 .46 .013 .00 .00 PIPE 3373.436 1302.693 .521 1303.214 6.48 11.87 2.19 1305.40 .00 .98 1.43 1.500 .000 .00 1 .0 5.178 .0877 .0530 .27 .52 3.38 .46 .013 .00 .00 PIPE FILE: 16993out.WSW W S P G W - CIVILDESIGN Version 14.03 PAGE 9 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 2-14-2006 Time: 1:35;21 Tract 16993 Detention Basin Outlet - Latreral A-1 = 3326 - 3398 100 Year Storm Event Invert Depth water Q Vel Vel I Energy I super ICriticalIFlow ToplHeight/lBase Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.j Elev I Depth I Width IDia.-FTIor I.D.1 ZL IPrs/Pip L/Elem ICh Slope I I I I SF Avel HF ISE DpthIFroude NINorm Dp I 'IN" I X-Fallj ZR IType Cb 3378.614 1303.147 .540 1303.687 6.48 11.31 1.99 1305.67 .00 .98 1.44 1.500 .000 .00 1 .0 3.920 .0877 .0464 .18 .54 3.16 .46 .013 .00 .00 PIPE 3382.535 1303.491 .559 1304.050 6.48 10.79 1.81 1305.86 .00 .98 1.45 1.500 .000 .00 1 .0 3.072 .0877 .0407 .13 .56 2.95 .46 .013 .00 .00 PIPE 3385.606 1303.760 .579 1304.339 6.48 10.28 1.64 1305.98 .00 .98 1.46 1.500 .000 .00 1 .0 2.469 .0877 .0357 .09 .58 2.76 .46 .013 .00 .00 PIPE 3388.076 1303.976 .600 1304.577 6.48 9.81 1.49 1306.07 .00 .98 1.47 1.500 .000 .00 1 .0 2.019 .0877 .0314 .06 .60 2.58 .46 .013 .00 .00 PIPE 3390.095 1304.153 .622 1304.776 6.48 9.35 1.36 1306.13 .00 .98 1.48 1.500 .000 .00 1 .0 1.669 .0877 .0275 .05 .62 2.41 .46 .013 .00 .00 PIPE 3391.764 1304.300 .645 1304.945 6.48 8.91 1.23 1306.18 .00 .98 1.49 1.500 .000 .00 1 C 1.389 .0877 .0242 .03 .65 2.25 .46 .013 .00 .00 PIPE 3393.153 1304.422 .669 1305.091 6.48 8.50 1.12 1306.21 .00 .98 1.49 1.500 .000 .00 1 C 1.174 .0877 .0213 .02 .67 2.09 .46 .013 .00 .00 PIPE 3394.327 1304.525 .693 1305.216 6.48 8.10 1.02 1306.24 .00 .98 1.50 1.500 .000 .00 1 C .952 .0877 .0187 .02 .69 1.95 .46 .013 .00 .00 PIPE 3395.280 1304.608 .720 1305.326 6.48 7.73 .93 1306.26 .00 .98 1.50 1.500 .000 .00 1 C .804 .0877 .0165 .01 .72 1.82 .46 .013 .00 .00 PIPE FILE: 16993out.WSW W S P G W - CIVILDESIGN Version 14.03 PAGE 10 Program Package Serial Number; 1382 WATER SURFACE PROFILE LISTING Date: 2-14-2006 Time: 1:35:21 Tract 16993 Detention Basin Outlet - Latreral A-1 = 3326 - 3398 100 Year Storm Event Invert Depth water Q Vel Vel I Energy I Super ICriticallFlow ToplHeight/lBase Wtj INo Wth Station I Elev (FT) Elev (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia.-FTIor I.D.1 ZL lPrs/Pip L/Elem ICh Slope I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X-Fallj ZR IType Ch 3396.084 1304.679 .747 1305.426 6.48 7.37 .84 1306.27 .00 .98 1.50 1.500 .000 .00 1 .0 .664 .0877 .0145 .01 .75 1.70 .46 .013 .00 .00 PIPE 3396.748 1304.737 .775 1305.512 6.48 7.02 .77 1306.28 .00 .98 1.50 1.500 .000 .00 1 .0 .516 .0877 .0128 .01 .78 1.58 .46 .013 .00 .00 PIPE 3397.264 1304.782 .806 1305.588 6.48 6.70 .70 1306.28 .00 .98 1.50 1.500 .000 .00 1 .0 .423 .0877 .0113 .00 .81 1.47 .46 .013 .00 .00 PIPE 3397.687 1304.819 .837 1305.656 6.48 6.39 .63 1306.29 .00 .98 1.49 1.500 .000 .00 1 .0 .316 .0877 .0099 .00 .84 1.36 .46 .013 .00 .00 PIPE 3398.003 1304.847 .870 1305.717 6.48 6.09 .58 1306.29 .00 .98 1.48 1.500 .000 .00 1 .0 .207 .0877 .0088 .00 .87 1.27 .46 .013 .00 .00 PIPE 3398.210 1304.865 .906 1305.771 6.48 5.81 .52 1306.29 .00 .98 1.47 1.500 .000 .00 1 .0 .132 .0877 .0078 .00 .91 1.17 .46 .013 .00 .00 PIPE 3398.342 1304.877 .943 1305.820 6.48 5.54 .48 1306.30 .00 .98 1.45 1.500 .000 .00 1 .0 .038 .0877 .0069 .00 .94 1.09 .46 .013 .00 .00 PIPE 3398.380 1304.880 .984 1305.864 6.48 5.27 .43 1306.30 .00 .98 1.42 1.500 .000 .00 1 .0 WALL ENTRANCE 3398.380 1304.880 1.645 1306.525 6.48 .39 .00 1306.53 .00 .24 10.00 5.000 10.000 .00 0 .0 Flow Comparison Table Tract 16993- Flow Comparison Table Storm Intensity Predeveloped (cfs) 0.9 Predeveloped (cfs) Routed (cfs) 2 YEAR 2.9 2.6 2.0 10 YEAR 5.0 4.5 4.0 25YEAR 6.3 5.7 5.0 100 YEAR 8.1 7.3 6.5 Emergency Overflow Water Surface Calculation CM Weir Calculation (10 ft Length) Purpose - to determine maximum water surface over weir if outlet pipe fails during 1000 year storm event and evaluate freeboard H=((QA2)/(CL A 2))A(l /3) H depth of water flowing over weir IC 3.4 Length 101 Q = 1.35 * Q1 00 = 1.35 * 12.21 = 16.48 cfs Q (cfs) H = depth (ft) Elev (Ift) Max WS (ft) Q (cfs) WS Elev (ft) 16.48 1 0.6 1 1308.5 1 1309.1 L 16.48 1 1309.1 Maximum Water Surface in Detention Basin = 1307.15 Freeboard Top of Berm Elevation - Water Surface Freeboard 1311.0 - 1309.1 = 1.9 ft Tract 16993 Emergency Overflow Calculation 100 Year Storm Event >>>>CHANNEL INPUT INFORMATION<<<< CHANNEL Z I (HORIZONTALNERTICAL) = 0.00 Z2(HORIZONTAUVERTICAL) = 0.00 BASEWIDTH(FEET) = 15.00 CONSTANT CHANNEL SLOPE(FEET/FEET) = 0.020000 UNIFORM FLOW(CFS) = 12.21 MANNINGS FRICTION FACTOR = 0.0250 NORMAL -DEPTH FLOW INFORMATION: >>>>> NORMAL DEPTH(FEET) = 0.25 FLOW TOP-WIDTH(FEET) = 15.00 FLOW AREA(SQUARE FEET) 3.75 HYDRAULIC DEPTH(FEET) = 0.25 FLOW AVERAGE VELOCITY(FEET/SEC.) 3.26 UNIFORMFROUDE NUMBER= 1.149 PRESSURE + MOMENTUM(POUNDS) = 106.30 AVERAGED VELOCITY HEAD(FEET) = 0.165 SPECIFIC ENERGY(FEET) = 0.415 CRITICAL -DEPTH FLOW INFORMATION: CRITICAL FLOW TOP-WIDTH(FEET) = 15.00 CRITICAL FLOW AREA(SQUARE FEET) = 4.09 CRITICAL FLOW HYDRAULIC DEPTH(FEET) 0.27 CRITICAL FLOW AVERAGE VELOCITY(FEET/SEC.) 2.98 CRITICAL DEPTH(FEET) = 0.27 CRITICAL FLOW PRESSURE + MOMENTUM(POUNDS) = 105.43 AVERAGED CRITICAL FLOW VELOCITY HEAD(FEET) = 0.138 CRITICAL FLOW SPECIFIC ENERGY(FEET) = 0.411 ADD ONE VELOCITY HEAD VA 2/2g = 0. 165' 0.165 + 0.25 = 0.415' 0.4 + 1309.8 = 1310.2 Adjacent Pad = 1311.2 — 1310.2 = 1' of freeboard BEECH AVE Emeraenc,y Overflow Crossection RIW I lu 10' 4.5' 51 LOT "A' 1309.16 FG Tc 2% RIW 22.12' 12' 99.8 FG 1309.34 1309. 10 TC 2Z FG TOF—OF---C-B' KNOLLVIEW PLACE m VARIABLE WIDTH UTILITY EASEMENT 15' 0 I)LUUr\ VVI -ALL *LOCATED AT THE END OF THE CUL-DE-SAC TUBULAR STEEL FENCE DETAIL NOT TO SCALE Channel Capacity Calculations Tract 16993 Offsite — Channel Capacity Calculation **low 100 Year Storin Event >>>>CHANNEL INPUT INFORMATION<<<< ---------------------------------------------------------------------------- CHANNEL Zl(HORIZONTALNERTICAL) = 20.00 Z2(HORIZONTALNERTICAL) = 2.00 BASEWIDTH(FEET) = 10-00 CONSTANT CHANNEL SLOPE(FEET/FEET) = 0.020000 UNIFORM FLOW(CFS) = 36.10 MANNINGS FRICTION FACTOR = 0.0250 NORMAL -DEPTH FLOW INFORMATION: >>>>> NORMAL DEPTH(FEET) = 0.52 FLOW TOP-WIDTH(FEET) = 21.46 FLOW AREA(SQUARE FEET) 8.19 HYDRAULIC DEPTH(FEET) = 0.38 FLOW AVERAGE VELOCITY(FEET/SEC.) 4.41 UNIFORM FROUDE NUMBER = 1.257 PRESSURE + MOMENTUM(POUNDS) = 425.27 AVERAGED VELOCITY HEAD(FEET) = 0.302 SPECIFIC ENERGY(FEET) 0.822 CRITICAL -DEPTH FLOW INFORMATION: CRITICAL FLOW TOP-WIDTH(FEET) = 23.03 CRITICAL FLOW AREA(SQUARE FEET) = 9.79 CRITICAL FLOW HYDRAULIC DEPTH(FEET) 0.42 CRITICAL FLOW AVERAGE VELOCITY(FEET/SEC.) 3.69 CRITICAL DEPTH(FEET) = 0.59 CRITICAL FLOW PRESSURE + MOMENTUM(POUNDS) = 415.17 AVERAGED CRITICAL FLOW VELOCITY HEAD(FEET) = 0.211 CRITICAL FLOW SPECIFIC ENERGY(FEET) = 0.804 Tract 16993 Offsite — Channel Capacity Calculation 100 Year Storin Event >>>>CHANNEL INPUT INFORMATION<<<< CHANNEL Zt(HORIZONTALNERTICAL) = 2.00 Z2(HORIZONTAL/VERTICAL) = 20.00 BASEWIDTH(FEET) = 10.00 CONSTANT CHANNEL SLOPE(FEET/FEET) 0.020000 UNIFORM FLOW(CFS) = 42.60 MANNINGS FRICTION FACTOR = 0.0250 NORMAL -DEPTH FLOW INFORMATION: >>>>>NORMAL DEPTH(FEET) = 0.57 FLOW TOP-WIDTH(FEET) = 22.46 FLOW AREA(SQUARE FEET) 9.19 HYDRAULIC DEPTH(FEET) = 0.41 FLOW AVERAGE VELOCITY(FEET/SEC.) 4.63 UNIFORM FROUDE NUMBER = 1.276 PRESSURE + MOMENTUM(POUNDS) = 524.19 AVERAGED VELOCITY HEAD(FEET) = 0.333 SPECIFIC ENERGY(FEET) 0.900 CRITICAL -DEPTH FLOW INFORMATION: CRITICAL FLOW TOP-WIDTH(FEET) = 24.24 CRITICAL FLOW AREA(SQUARE FEET) = 11.08 CRITICAL FLOW HYDRAULIC DEPTH(FEET) 0.46 CRITICAL FLOW AVERAGE VELOCITY(FEET/SEC.) 3.84 CRITICAL DEPTH(FEET) = 0.65 CRITICAL FLOW PRESSURE + MOMENTUM(POUNDS) = 510.13 AVERAGED CRITICAL FLOW VELOCITY HEAD(FEET) = 0.229 CRITICAL FLOW SPECIFIC ENERGY(FEET) = 0.877 N t TRACT NO, 16993 ------------ ------- MILLER AVENUE VA10= I 'i I UX V'AV= I U. INDICATES HYDROLOGY NODE* DWELLING UNITS PER ACRE LINEAR FEET OF FLOW* AarprAor y rif DE VELOPEUr' H viur-'ROLOG LEAHIBIT I DATE - MAY, 2005 Prepared By: DRAWN BY. AE - ALLARD ENGINEERING DESIGN BY. AE Civil Engineering - Land Surveying - land Planning JOB -NO. 0253 Sierra Avenue Fontana, .'Calibmia: 92335 1592901 (909) 356-1815 Pax (909). 3.56-1795 --qHFFT LEGEND V so T 1M GRAPHIC SCAJ-,Ei so 160 ( IN FM ) I inch = 80 ft OFFS1 HY--DK"60LOG'Y"' ErA"r'1'1BJT Scale: Prepared By: 1 80' ALLARD ENGINEERING Date: Civil Engineering - Land Surveying - Land Plannlnfi-."w. AUGUSTo 2004 8253 -Sierra Avanus Fontana, Calibmia. 92335 (909) 355-1815 Fax (909) 356-179§:'..' PLOT DATE. AUGUST 30, 2004 FILENAME M.\dw*g\-,'i.�908\exhibits\V—dRe�h—drain—exhibft .'.F IBI PREDEVELOPED HYD.R:OLOGY EXH--- FOR-�' T -ACT N R -O�o'. 16,993 sm SULTANA�- AVENUE -,--,-,--EX. 2 X 15" STORM. DRAIN PER CfTY DWG. 1290 SHT. 2 OF 5 U-66" STORM DRAIN PER CITY DWG.' NO. 3433 SHT. 2 OF 3 LEGEND: INDICATES DRAINAGE FLOW INDICATES HYDROLOGY NODE DWELLING UNITS PER ACRE LINEAR FEET OF FLOW K avn 1PRt'U'EV1W.E.L0PEU firuROL-OGY V1 EA I IT !!T DATE.- MAY, 2005 0 Prepared By: 131 DRAWN BY - .1 AE` . . . . . . . . . . . ALLARD ENGINEERING D ESIGN BY. AE Civil Engineering - Land Surveying - land Planning JOB NO. 0253 Sierra Awnue 1592901 Fontana, Calikumia 92335 (909) 356-1815 Fax (909) 356-1795 SHEET OF Plot' date: January 03, 2006 RCJ Rename: M:\dwg\15929\F1NAL DES1GN\HH\UNDEVEL0PED.dwg