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HomeMy WebLinkAboutTract 17496 Hampton Place II40 -19 "a jo 40 go me ALLARD ENGINEERING dA — ering land -Vt!y . land Amnina Tract No. 17496 "Hampton Place 11" Hydrology & Hydraulics Report Original: August 21, 2007 Prepared For: Young Homes 10370 Trademark Street Rancho Cucamonga, CA. 91730 (909) 291-7600 Fax (909) 291-7633 Prepared under the supervision of. David S. Hammer, P.E. REE 43976 Exp. 06-30-09 r 1E D v Lc V L 2 3 F - 0253 SimTa Avenue Fontana, CA 92335 (909) 356-1815 * (909) 356-1795 Table of Contents Discussion Hydrology Reference Material Predeveloped Rational Methods do 2 Year Storm Event M 10 Year Storm Event do 25 Year Storm Event 100 Year Storm Event Developed Rational Methods 2 Year Storm Event 10 Year Storm Event 25 Year Storm Event 100 Year Stonn Event Developed Unit Hydrographs 2 Year Storm Event 4M 10 Year Storm Event 25 Year Storm Event 100 Year Storm Event as 40 WSPG Ow Detention Basin Volume Table 4m a Hydrograph Routing Predeveloped Hydrology Exhibit Developed Hydrology Exhibit Discussion qW Introduction M Tract 17496 is a proposed 10 acre multi-fan-ffly residential development located on the southwest comer of Foothill Boulevard and Live Oak Avenue, in the unincorporated area of Fontana. It is bound on the west side by the Terrace Apartment Complex, on the south side by several single family lots, on the east side by Live Oak Avenue, and on the north side by Foothill Boulevard. The City of Fontana's Master Drainage Plan shows that there is an existing drainage system on Foothill Boulevard (72" pipe) that serves as a barrier for all storm water runoff coming from the north of the project. The project site is currently draining from the northeast comer to the southwest comer. Storm water drains through a hole in the easterly wall (V high x 3' wide) of the Terrace Apartments and drains west to Redwood Avenue via an existing gutter in the apartment parking lot. 40 Presently, Redwood Avenue does not have the capacity to convey the 100 year storm event. Therefore a 17.1 detention basin will be constructed to reduce developed peak flow rates to 90% of the predeveloped level. 40 The higher intensity storm events are a larger concern due to Redwood Avenue's capacity to convey the smaller storm events. do was used to simulate the developed condition for all storm events. AES and Civil Cadd software were used 10 Purpose 44 19.2 do This report will consider the need to rninimize the impact of the project on downstream properties by not allowing the peak storm runoff in the developed condition to exceed 90% of the pre -developed condition 40 peak runoff through the use of a detention basin. The detention basin will be owned and maintained by the do home owners association upon completion of the project construction. A detention basin will be used for this purpose and the criteria for sizing the detention basin is outlined below. a Criteria 17.1 The rational method, as outlined by the current San Bernardino County Hydrology Manual, is used to 30.0 determine the 100 year, 25 year, 10 year and 2 year storm water runoff. AMC 2 was used to simulate the predeveloped condition for all storms with exception to the 2 year storm where AMC I was used. AMC 3 10.9 was used to simulate the developed condition for all storm events. AES and Civil Cadd software were used 10 to perform computations. 44 19.2 a Results Results demonstrate that the basin has the ability to detain developed peak flow rates to 90% of the 40 predeveloped condition for all storms except the 2 year storm event. Due to the ability of downstream do facilities to convey the smaller storm events the 2 year storm event will not threaten downstream properties. Therefore the basin is adequately sized to minimize the impact of the project on down stream properties. The hole in the wall will be enlarged to accommodate the larger storm events. Calculations and an exhibit accompany this discussion to further illustrate these findings. Flow ComparisonTable IN Storm Event Predeveloped 90 % Predeveloped Developed Routed a 100 17.1 15.39 30.0 14.9 25 12.4 11.16 - 23.2 10.9 10 9.8 8.8 19.2 8.8 2--2 1.8 10.6 4.2 a 06 as 0 0 go do 4m 40 m Hydrology Reference Material dS do curve (1) Numbers of Hydrolottic Sod -Cover Complexes For Pervious Areas -AMC 11 In Quality of Soil Grouo Cover Type (3) Cover (2) A 5 C 0- d0 NATURAL COVERS - 4W Barren 78 96 91 93 (Rockland, eroded and graded land) Chaparral, Broadleaf Poor 33 70 90 93 (Manzonita, ceanothus and scrub oak) Fair 44 63 75 91 Good 31 57 71 71 Chaparral, Narrowleaf Poor 71 82 33 91 (Chamise and redshank) Fair 33 72 S1 Grass, Annual or Perennial Poor 67 73 89 Fair 50 69 79 84 Good 33 61 74 90 Meadows or Cienegas poor 63 77 33 33 (Areas with seasonally high water table, Fair 31 70 SO 84 principal vegetation is sod forming grass) Good 30 53 71 71 di Open Brush Po" 62 76 94 U (Soft wood shrubs - buckwheat, sage, etc.) Fair 46 77 23 qR Good 41 63 73 U AN Woodland Poor 43 77 83 (Coniferous or broadleaf trees predominate. Fair 36 60 73 79 Canopy density is at least 30 percent.) Good 23 53 70 77 Woodland, Grass Poor 37 73 32 96 a (Coniferous or broadleaf trees with canopy Fair 44 65 77 82 density from 20 to 30 percent) Good 33 33 72 79 in do URBAN COVERS - Residential or Commercial Landscaping Good 32 36 69 73 4M (Lawn, shrubs, etc.) do Turf Poor 53 74 93 97 go (irrigated and mowed grass) Fair 44 65 77 S2 Good 33 58 72 79 do AGRICULTURAL COVERS - Fallow 77 96 91 94 (Land plowed but not tilled or seeded) do SAN BERNARDINO COUNTY CURVE NUMBERS FOR HYDROLOGY MANUAL PERVKM AREAS WA W c-6 Figure C-3 0 of 2) qu AN 0 in 40 40 do 0 M 0 qM 10 Curve Q) tNmbws of Hydrologic Soll-Cover Compj*xes For Pervkm Areas- a C Quafity of Sou Gr Cover Type (3) Cover (2) A 5 AGRICULTURAL COVERS (Continuied) N_ Legumes, Close Seeded POW 77 SJ - 1P S9 (Alfalfa,, sweetclover, timothy, etc.) Good 33 72 21 I 113 93 Orchards, Evergreen Poor 37 73 S12 . UU (Citrus, avocados, etc.) Fair 44 63 92 Good .33 39 72 79 Pasture, Dryland (Annual Poor 63 79 U 99 grasses) Fair 49 69 79 94 Good 39 61 74 So Pasturej Irrigated (Legumes and perennial grass) Poor Fair 39 44 74 63 S3 77 37 S2 Good 33 is n 79 Row Crops (Field crops - tomatoes, sugar beets, etc.) Poor Good n 67 si 73 u 93 91 29 Small. grain (Wheat, oats, barley, etc.) Poor Good 63 63 76 73 94 93 28 37 Notes: 1. All curve numbers are for Antecedent Moisture Condition (AMC) 11. 2. Quality of cover definitions: Poor -Heavily grazed, regularly burned areas, or areas of high burn potential. Less than 50 percent of the ground surface is protected by plant cover or brush and tree canopy. Fair -Moderate cover with 50 percent to 75 percent of the ground surface protected. Good -Heavy or dense cover with more than 75 percent of the ground surface protected. 3. See Figure C-2 for definition of cover types. SAN BERNARDINO COUNTY CURVE NUMBERS FOR HYDROLOGY MANUAL PERVKM AREAS C-7 Figure C-3 (2 of 2) 0 4W 46 40 AN 0 40 do M in is 4W do ACTUAL IMPERVIOUS COVER Land Use (1) Natural or Agriculture Public Park School Single Family Residential: (3) 2.5 acre lots I acre lots 2 dwellings/acre 3-4 dwellings/acre 5-7 dwellings/acre 8-10 dwellings/acre More than 10 dwellings/acre Multiple Family Residential: Condominiums Apartments Mobile Home Park Commercial, Downtown Business or Industrial go Notes: 40 4W do N 0- Range -Percent 0 0 10 25 30 50 Recommended Value For Average Conditions -Percent (2) 0 15 40 5 - 15 to 10 - 25 20 20 - 40 30 30 - 50 40 35 - 53 50 50 - 70 60 65 - 90 so 45 - 70 65 65 - 90 so 60 - 85 75 so - 100 90 1. Land use should be based on ultimate development of the watershed. Long range master plans for the County and incorporated cities should be reviewed to insure reasonable land use assumptions. 2. Recommended values are based on average conditions which may not apply to a particular study area. The percentage impervious may vary greatly even on comparable sized lots due to differences in dwelling size, improvements, etc. Landscape practices should also be considered as it is common in some areas to use ornamental gravels underlain by impervious plastic materiah in place of lawns and shrubs. A field investigation of a study area shall always be made, and a review of aerial photos, where available, may assist in estimating the percentage of impervious cover in developed areas. 3. For typical equestrian subdivisions increase impervious area 5 percent over the values recommended in the table above. SAN BERNARDINO COWOUNTY ACTUAL IMPERVIOUS COVER FOR HYDROLOGY MANUAL DEVELOPED AREAS C-8 Fi9we C-4 H IOU I 4 VC � ar 0 L/ , L-;-* Vn� MITE �AN BERNARDINO COUNTY YDROLOGY MANUAL D 0WftCf-.09(X-P- MAP Y f�- of, A . X - A -nj, n7 V- �J f 3, A v i77 R. C A T 4,-= rA A--x- b"Y 2. -C; r; ;l . - . Y, TV -IZ�' eY: e�j 2�- mp -7 1_ A...... �A :3 A -A A A J.- �j A '7 —A �2 41 1 AA e A ra �o D M= - A INCEX MAP A- z 7 Z Z Z7.1 FT-- - A A -7� 74 'C" �4ROUP SOUNOARY A SO— 43HOUP DESIGNATION SCALE0443A00 iNfACA-,F:) SOURCE: SCALE REDUCED BY 1/2 HYDROLOGIC SOILS GROUP MAP FOR SOUTHWEST -A AREA 0 R8W R7 R6 R5W P4W T4N I " 5 1 1 � I ; R2E .5 T4N 4.0 T 5.0 4.5 6.0. 5.0 �O j2 T 4 2Z T N 116.0 14.0 SAN 12. A. A_ 0 T T s!- -T 5-',T 2 N 11ru '1041.1.169 Itis" Iz 0. 1�0 a two sp*w", :s -14.0 4 12.0 12-0. T At- i�"Ts .""Too TIN lao r 10.0 Ij 16 AL TA F A ell J.— a - SAN JUPL�ND E cuc F NT-,.-- 7f'__ X &0 TIS 1 A QNTA 10). OLTON REDLAN S TIS LONA 6jO MAJ cpw Eft I$tA*o rem T 7.0 Ic 111 N-0 ILAN Ge*NA#DWQ oWN 1pr A. alvgAslac cousl'T Y. 5. jo T2S A, R ID E _R, vP? R4 R 5.0 R2W 4. SAN BERNARDINO COUNTY 4.5 FLOOD CQNTROL DialgKI 4.0 -R5 W/ VALLEY AREA REDUCED DRAWING \T3- 4 MILES ISONYETALS SCALE I X4 - 100 YEAR 24 HOUR SAN BERNARDINO COUNTY BAUD ON U.&DC, MOAA. ffLAS 1. rg? 3 c A te its A&M, R 8 w R6W HYDROLOGY MANUAL FLOOO CONTMA. .0 ISOLINES PRECIPITATION (INCHES) F" 4a 10"M 982 C-lla W11110-1 6 of 12 66 1 Tt I s"A" I 0— IA r-114-1111mIr lft_� 9 1 2 '�z 4.5 L '17 -_Z T_ SA% 9.0 -4- INO L co 2N N If T ow m LA41 L —7 _cV -4 )t 4.5 A op 5.0 zc 'r .6� TIN T 4. 4", ....... 1. A, TAI I I 'c" 7 PL%ND: dE 7' RIA 0— FONTANA--� c T LS yIs 0 TARIOj' I I I . . __ i .-- r . REDLANDS -7 + Lam 9.0 3.0 a, cog 5.0 rug __T 3. CHINO 4 - me Dun 4.0 R2E wy" 3 T2S I ER IDE R4W R2W -R5W rl t�u' REDUCED DRAWING T3S T/ SCALE 1 4 MILES c A SAN BERNARDINO COUNTY 7&� I R8W j 1 4-0 "-. R6* HYDROLOGY MANUAL C4_0 ISOLINES PRECIPITATION ONCHM B-13 FIGURE 8-1 R7W R R 5w i8 W4 10A�LEY R2E 4r T4N 2.5 T 3. 01 -4 1 14 7 T_� 7'@ J.V T_ —45 Tt vt f7' I 5 rL- J& 0 l V 9 1 2 '�z 4.5 L '17 -_Z T_ SA% 9.0 -4- INO L co 2N N If T ow m LA41 L —7 _cV -4 )t 4.5 A op 5.0 zc 'r .6� TIN T 4. 4", ....... 1. A, TAI I I 'c" 7 PL%ND: dE 7' RIA 0— FONTANA--� c T LS yIs 0 TARIOj' I I I . . __ i .-- r . REDLANDS -7 + Lam 9.0 3.0 a, cog 5.0 rug __T 3. CHINO 4 - me Dun 4.0 R2E wy" 3 T2S I ER IDE R4W R2W -R5W rl t�u' REDUCED DRAWING T3S T/ SCALE 1 4 MILES c A SAN BERNARDINO COUNTY 7&� I R8W j 1 4-0 "-. R6* HYDROLOGY MANUAL C4_0 ISOLINES PRECIPITATION ONCHM B-13 FIGURE 8-1 W ff- WIN L 1 � � �,93FWJ 111=01 IM I rA 2 FANORP _pmL vffq� ....... ... R2W \ I '�, � __ R REDUCED DRAWING SCALE 1 4 MILES .6LVmU- C, 6 ISOLINES PRECIPITATION (INCHES) B— 12 VALLEY AREA 130HYETA4.11 Yoo —100 YEAR I -HOUR SAMM ON U.&DC- NOAA WL" 2. WS _gd avr 96&mmd-'— Fu2LAmTm-XwjmKn DIM WAIA ftit 09 10-9 IM 1962 Ir-aw SINH 4 sell FIGURE B-4 Lumll!!! F36W� R w �4`W 14N R 2 W. 36 RlW RIE R2E Ew T4N 0'l f WEST st, IT 12 T3N. .. ... ;,-- 1.4 2 N L 1.7 16. d, -T IV bt 12 1 is cc A: AL 3-,,,T2 N -Jew LAU VS� LAW . it - 1.4 1-5 s. 14 40 f LZ ;T_E T IN All. TA L*,4KU4 UPL;kNO 4 NO E N FONTI TIS C TON RE NOS LOMA LINDA G -T CREST of LA Ij Y IPA A me resta4z CHINO SAN 9ERNAPOW0 -4-�N - , : % I r RIE TE 34 -de R RV -111210c CoulkTf'4$��-:-- T2S d' I RSID E R4W 3 r SAN BERNARDINO C FLOOD CONTROL R 5 W.- VALLEY AREA T3S REDUtED DRAWING ISOHYETALS SCALE I"= 4 MILES Y-0 10 YEAR I HOUR -4- 5 "1 &5 7.0 R5W fI?4W 10 z I RIW 12 R2E —5 9.0 bt IN N 1.4 K -m y 12 iN 4- 14 --2w- A.� T- io �IE 7-- Z.5 6. T3 -4 lko -4- 5 "1 &5 7.0 z I —5 9.0 bt IN N K -m y iN 4- A.� io �IE T 6. -4 lko PLO' TIN op 4.0 -t,*P 7 IN UPI -AND NMW 6 CLMAMMY IAL FONTANA- t TIS life_ 7 0 Tj RfO- COLT I RtDLANDS 06A QW0A �o 5. omm cm YIJCI;p I till '114 7T-. CHIN 0 —T Km -I.. 4. 31E R2E A ..0 CoQKT T T. 3.0 T2S 1 s ir 3.0 0 ZO 5.0 R �W R2 w SAN BERNARDINO c FLOOD CONT IoLs3m 5w REDUCED DRAWING VALLEY AREA SCALE 1 4 MILES tSOMYETALS )T3S X2 - 2 YEAR 24 HOUR SAN BERNARDINO COUNTY aASED ON U.10r— ft0AA ARAB &.Or$ C A IUML APP"OVU VY RSW R7 R6W HYDROLOGY MANUAL 03- 0 ISOLINES I'VIECIPITATION 04CHES) rL OATE sc.A ftA a Mmum of 12 B-10 F!rUgE B-2 c R7W R6W ------ P4W ___�_'R2W _F! w RIE R2E T_ _T �_A A T —4 WEST IT 7. 4#1* * 7! 9 C 1.2 d '2 z 2 T I 2-8 2.2 LEI 14 22 L ARDI 0 j 2.6 T –3. !z 4 2A A ff 2.0 c P L AND *4[ 44 N 4___=.,,_R I ALTO Z FONTANA-- TIS 'I a ji I ONT RIOS: S f 1.4 2.6 -4 "oo" 22 lllftilll! rflkM4rE Ec 41 :t CHINO 0 RIE —1.2... o T2S ml�gflwvc cam'T Z I ERSI E R W R 3 R2W RIW J SAN BERNARDINO COWY FLOOD TROL DISTRICI -R5W Vk—LEYAREA c 1,,,. o­oL, REDUCED DRAVIVING 130MYETALS SCALE 1 4 Ivi.—ES X, — 2 YEAR 6 HOUR �'S "am cm u."C' fto'*.& AFL" 2. OT3 C A SAN BERNARDINO COUNTY *PvovDlm my LEGEND: FLOOD C TRW twIdlasoll R8 R7W R6W HYDROLOGY MANUAL 0 ISOLINES PRECi�iTAT*N (INCHES) DATE 9a 1 SCMA ftA in Sam -1 M am of Is as 0 C) 1631-02 42" 17f-031 2 4 -03 1758.. MI Lh- �c L -Li 2781-01 4,500 8" 1758-C 1769-19 18" 0 C) 1631-02 42" 17f-031 2 4 -03 1758.. MI RAINFALL Df7 PTH IN INCHES V) ui z z CL w u. z 49 cr 441( gas F 7 35 3 2.5 0.5 Jgo 0 3.5 3 2.5 2 1.5 ).5 0 2 5 10 25 50 100 RETURN PERIOD IN YEARS NOTE, i� FOR Or, ERMEDIATE RETURN PERIODS PLOT 10—YEAX AND 100 —YEAR ONE NOtO VALUES FAW MAPS, THEM CQW#ECT POINTS AND READ VALUE FOR 0131*0 RETURN IDERIM FOR EXAMPLE GIVIEN Q—YZAR ONE HOURs 0,95" AND 100—YEAR CNE N" 9 1.60'. 25—YEAR ONE HWR s 1.16*. *EFERENCX�XOAA ATLAS 2, VOLUME Xr—CAL.,1973 RAINFALL DEPTH VERSUS SAN BERNARDINO COUNTY RETURN PERIOD FOR HYDROLOGY MANUAL PARTIAL DURATION SERIES FI GURE 0 - 2 0 ON do 4m do 4" dig 0 "m Im ,on Predeveloped Rational Methods go 0 w to 0 do mo RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) go (c) Copyright 1983-2003 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2003 License ID 1400 so Analysis prepared by: an Allard Engineering 8253 Sierra Avenue do Fontana Ca. 92335 DESCRIPTION OF STUDY Tract 17496 Predeveloped Condition 2 Year Storm Event FILE NAME: 17496P.DAT TIME/DATE OF STUDY: 12:43 07/11/2007 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --*TIME-OF-CONCENTRATION MODEL* -- me GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED 4W FLOW PROCESS FROM NODE 0.00 TO NODE 1.00 IS CODE = 21 so---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< am >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< to USER SPECIFIED STORM EVENT(YEAR) 2.00 IN SPECIFIED MINIMUM PIPE SIZE(INCH) 18.00 4KI SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* No SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) = 0.6000 go USER SPECIFIED 1 -HOUR INTENSITY(INCH/HOUR) = 0.6000 40 *ANTECEDENT MOISTURE CONDITION (AMC) I ASSUMED FOR RATIONAL METHOD* go *USER -DEFINED STREET -SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER -GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT -/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 me GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED 4W FLOW PROCESS FROM NODE 0.00 TO NODE 1.00 IS CODE = 21 so---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< am >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< to 4m 171 INITIAL SUBAREA FLOW-LENGTH(FEET) 360.00 40 ELEVATION DATA: UPSTREAM(FEET) = 1250.50 DOWNSTREAM(FEET) 1244.00 do Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 16.596 40 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.297 id SUBAREA Tc AND LOSS RATE DATA(AMC I ): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) NATURAL FAIR COVER "GRASS" A 1.40 0.98 1.00 31 16.60 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) 0.40 TOTAL AREA(ACRES) 1.40 PEAK FLOW RATE(CFS) 0.40 FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ELEVATION DATA: UPSTREAM(FEET) 1244.00 DOWNSTREAM(FEET) = 1235.60 CHANNEL LENGTH THRU SUBAREA(FEET) 505.00 CHANNEL SLOPE = 0.0166 me NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0.40 FLOW VELOCITY(FEET/SEC) = 1.93 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 4.3S Tc(MIN.) = 20.95 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 2.00 865.00 FEET. FLOW PROCESS FROM NODE 2.00 TO NODE 2.00 IS CODE = 81 do >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) = 20.95 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.128 SUBAREA LOSS RATE DATA(AMC I ): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap scs do LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL POOR COVER 40 "GRASSIT A 7.40 0.85 1.00 47 so SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.85 SU13AREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 an SUBAREA AREMACRES) = 7.40 SUBAREA RUNOFF(CFS) 1.85 EFFECTIVE AREA(ACRES) 8.80 AREA -AVERAGED Fm(INCH/HR) = 0.87 do AREA -AVERAGED Fp(INCH/HR) = 0.87 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) 8.80 PEAK FLOW RATE(CFS) 2.04 END OF STUDY SUMMARY: TOTAL AREA(ACRES) 8.80 TC(MIN.) 20.95 EFFECTIVE AREA(ACRES) 8.80 AREA -AVERAGED FM(INCH/HR)= 0.87 AREA -AVERAGED Fp(INCH/HR) = 0.87 AREA -AVERAGED Ap = 1.00 PEAK FLOW RATE(CFS) 2.04 m E__1 aw q& do 4M RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-2003 Advanced Engineering software (aes) Ver. 8.0 Release Date: 01/01/2003 License ID 1400 do Analysis prepared by; 4W Allard Engineering 8253 Sierra Avenue 40 Fontana Ca. 92335 DESCRIPTION OF STUDY Tract 17496 Predeveloped Condition 10 Year Storm Event dw GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED 4" FLOW PROCESS FROM NODE 0.00 TO NODE 1.00 IS CODE = 21 AN---------------------------------------------------------------------------- --RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< 4M >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< E:� No FILE NAME: 17496P.DAT TIME/DATE OF STUDY: 12:23 07/11/2007 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --*TIME-OF-CONCENTRATION MODEL* -- USER SPECIFIED STORM EVENT(YEAR) 10.00 SPECIFIED MINIMUM PIPE SIZE(INCH) 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE 0.90 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) = 0.6000 USER SPECIFIED 1 -HOUR INTENSITY(INCH/HOUR) = 0.9800 *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* 40 *USER -DEFINED STREET -SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER -GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT -/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 4W 1 30.0 20.0 0.018/0-018/0.020 0.67 2.00 0.0313 0.167 0.0150 dw GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED 4" FLOW PROCESS FROM NODE 0.00 TO NODE 1.00 IS CODE = 21 AN---------------------------------------------------------------------------- --RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< 4M >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< E:� No 4m do INITIAL SUBAREA FLOW-LENGTH(FEET) 360.00 ELEVATION DATA: UPSTREAM(FEET) = 1250-50 DOWNSTREAM(FEET) 1244.00 dN Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 16.596 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.119 SUBAREA Tc AND LOSS RATE DATA(AMC II): #w DEVELOPMENT TYPE/ SCS SOIL- AREA Fp Ap scs Tc an LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) NATURAL FAIR COVER "GRASS" A 1.40 0.82 1.00 50 16.60 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.82 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) 1.64 so TOTAL AREA(ACRES) 1.40 PEAK FLOW RATE(CFS) 1.64 low FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 52 ---------------------------------------------------------------------------- Am >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< go ELEVATION DATA: UPSTREAM(FEET) 1244.00 DOWNSTREAM(FEET) = 1235.60 am CHANNEL LENGTH THRU SUBAREA(FEET) 505.00 CHANNEL SLOPE = 0.0166 CHANNEL FLOW THRU SUBAREA(CFS) = 1.64 AV FLOW VELOCITY(FEET/SEC) = 2.13 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 3.95 Tc(MIN.) = 20.55 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 2.00 865.00 FEET. FLOW PROCESS FROM NODE 2.00 TO NODE 2.00 IS CODE = 81 ---------------------------------------------------------------------------- 40 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 40 MAINLINE Tc(MIN) = 20.55 40 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.864 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN go NATURAL POOR COVER "GRASS" A 7.40 0.60 1.00 67 an SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.60 do SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 7.40 SUBAREA RUNOFF(CFS) 8.43 on EFFECTIVE AREA(ACRES) = 8.80 AREA -AVERAGED Fm(INCH/HR) = 0.63 AREA -AVERAGED Fp(INCH/HR) = 0.63 AREA -AVERAGED Ap = 1.00 do TOTAL AREA(ACRES) 8.80 PEAK FLOW RATE(CFS) 9.75 so END OF STUDY SUMMARY: TOTAL AREA(ACRES) 8.80 TC(MIN.) 20.55 EFFECTIVE AREA(ACRES) 8.80 AREA -AVERAGED Fm(INCH/HR)= 0.63 AREA -AVERAGED Fp(INCH/HR) = 0.63 AREA -AVERAGED Ap = 1.00 PEAK FLOW RATE(CFS) 9.75 END OF RATIONAL METHOD ANALYSIS r -A no vo L-0 Im RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) dw (c) Copyright 1983-2003 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2003 License ID 1400 go to Analysis prepared by: Allard Engineering 8253 Sierra Avenue Fontana Ca. 92335 DESCRIPTION OF STUDY Tract 1749G Predeveloped Condition 25 Year Storm Event so FILE NAME: 17496P.DAT TIME/DATE OF STUDY: 10:46 07/11/2007 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --*TIME-OF-CONCENTRATION MODEL* -- USER SPECIFIED STORM EVENT(YEAR) 25.00 SPECIFIED MINIMUM PIPE SIZE(INCH) 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE 0.90 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) = 0.6000 USER SPECIFIED 1 -HOUR INTENSITY(INCH/HOUR) = 1.1500 4W *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *USER -DEFINED STREET -SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER -GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT -/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 M GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 4M 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* 1W *USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED FLOW PROCESS FROM NODE 0.00 TO NODE 1.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< aw Im =1 40 AM to INITIAL SUBAREA FLOW-LENGTH(FEET) 360.00 am ELEVATION DATA: UPSTREAM(FEET) = 1250.50 DOWNSTREAM(FEET) 1244.00 do Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 16.596 40 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.486 of SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc am LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) NATURAL FAIR COVER to "GRASS" A 1.40 0.82 1.00 50 16.60 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.82 40 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) 2.10 dw TOTAL AREA(ACRES) 1.40 PEAK FLOW RATE(CFS) 2.10 as FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 52 ---------------------------------------------------------------------------- am >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ma ELEVATION DATA: UPSTREAM(FEET) 1244.00 DOWNSTREAM(FEET) = 1235.60 4w CHANNEL LENGTH THRU SUBAREA(FEET) 505.00 CHANNEL SLOPE = 0.0166 40 CHANNEL FLOW THRU SUBAREA(CFS) = 2.10 FLOW VELOCITY(FEET/SEC) = 2.24 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) an TRAVEL TIME(MIN.) = 3.75 Tc(MIN.) = 20.35 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 2.00 865.00 FEET. FLOW PROCESS FROM NODE 2.00 TO NODE 2.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) = 20.35 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.200 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap scs LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN am NATURAL POOR COVER "GRASS" A 7.40 0.60 1.00 67 an SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.60 aw SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREMACRES) = 7.40 SUBAREA RUNOFF(CFS) 10.67 EFFECTIVE AREA(ACRES) 8.80 AREA -AVERAGED Fm(INCH/HR) = 0.63 AREA -AVERAGED Fp(INCH/HR) = 0.63 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) 8.80 PEAK FLOW RATE(CFS) 12.41 END OF STUDY SUMMARY: TOTAL AREA(ACRES) 8.80 TC(MIN.) 20.35 EFFECTIVE AREA(ACRES) 8.80 AREA -AVERAGED Fm(INCH/HR)= 0.63 4m AREA -AVERAGED Fp(INCH/HR) = 0.63 AREA -AVERAGED Ap = 1.00 PEAK FLOW RATE(CFS) 12.41 END OF RATIONAL METHOD ANALYSIS is low "M 40 4" go RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) Aw (c) Copyright 1983-2003 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2003 License ID 1400 Analysis prepared by: Allard Engineering 8253 Sierra Avenue Fontana Ca. 92335 DESCRIPTION OF STUDY Tract 17496 Predeveloped Condition 100 Year Storm Event am FILE NAME: 17496P.DAT TIME/DATE OF STUDY: 17:57 07/10/2007 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --*TIME-OF-CONCENTRATION MODEL* -- USER SPECIFIED STORM EVENT(YEAR) 100.0o SPECIFIED MINIMUM PIPE SIZE(INCH) 18.00 46 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE 0.90 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* 40 go SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) = 0.6000 USER SPECIFIED 1 -HOUR INTENSITY(INCH/HOUR) = 1.4500 an *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* 40 *USER -DEFINED STREET -SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* on HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER -GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT -/PARK- HEIGHT WIDTH LIP HIKE FACTOR 40 NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) an 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED FLOW PROCESS FROM NODE 0.00 TO NODE 1.00 IS CODE = 21 d9---------------------------------------------------------------------------- >>—RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< Am >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< up ow L_.2 LLJ An INITIAL SUBAREA FLOW-LENGTH(FEET) 360.00 ELEVATION DATA: UPSTREAM(FEET) = 1250.50 DOWNSTREAM(FEET) 1244.00 an Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 16.596 no * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.135 go SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp dft LAND USE GROUP (ACRES) (INCH/HR) NATURAL FAIR COVER 40 11GRASSIF A 1.40 0.82 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) 2.92 TOTAL AREA(ACRES) = 1.40 PEAK FLOW RATE(CFS) An go mm 40 4w go 4m 4m 4w an dW so go 00 aft aw Ap scs Tc (DECIMAL) CN (MIN.) 1.00 50 16.60 0.82 2.92 FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 52 ->>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ELEVATION DATA: UPSTREAM(FEET) 1244-00 DOWNSTREAM(FEET) = 1235.60 CHANNEL LENGTH THRU SUBAREA(FEET) 505.00 CHANNEL SLOPE = 0.0166 CHANNEL FLOW THRU SUBAREA(CFS) = 2.92 FLOW VELOCITY(FEET/SEC) = 2.41 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 3.50 Tc(MIN.) = 20.09 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 2.00 865.00 FEET. FLOW PROCESS FROM NODE 2.00 TO NODE 2.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) = 20.09 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.795 SU13AREA 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 7.40 0.60 1.00 67 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.60 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREMACRES) = 7.40 SU13AREA RUNOFF(CFS) 14.63 EFFECTIVE AREA(ACRES) 8.80 AREA -AVERAGED Fm(INCH/HR) = 0.63 AREA -AVERAGED Fp(INCH/HR) = 0.63 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) 8.80 'PEAK FLOW RATE(CFS) 17.12 END OF STUDY SUMMARY: TOTAL AREMACRES) 8.80 TC(MIN.) 20.09 EFFECTIVE AREMACRES) 8.80 AREA -AVERAGED Fm(INCH/HR)= 0.63 AREA -AVERAGED Fp(INCH/HR) = 0.63 AREA -AVERAGED Ap = 1.00 PEAK FLOW RATE(CFS) 17.12 END OF RATIONAL METHOD ANALYSIS 11W 4" to mb so am Ow 4 40 do "a Developed Rational Methods Im 4w me aw we me go go go 4M m 40 40 am so qM 4W 40% dw �00 RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) aw (c) Copyright 1983-2003 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2003 License ID 1400 qW Analysis prepared by: Am Allard Engineering 8253 Sierra Avenue 40 Fontana Ca. 92335 DESCRIPTION OF STUDY Tract 17496 Developed Condition 2 Year Storm Event GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (maximum Allowable Street Flow Depth) - (Top -of -Curb) M 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* go *USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED FLOW PROCESS FROM NODE 0.00 TO NODE 1.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< W am FILE NAME: 17496D.DAT TIME/DATE OF STUDY: 12:50 07/11/2007 1W USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --*TIME-OF-CONCENTRATION MODEL* -- USER SPECIFIED STORM EVENT(YEAR) 2.00 SPECIFIED MINIMUM PIPE SIZE(INCH) 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE 0.90 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) = 0.6000 do USER SPECIFIED 1 -HOUR INTENSITY(INCH/HOUR) = 0.6000 *ANTECEDENT MOISTURE CONDITION (AMC) III ASSUMED FOR RATIONAL METHOD* *USER -DEFINED STREET -SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER -GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT -/PARK- HEIGHT WIDTH LIP HIKE FACTOR *a NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) am 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (maximum Allowable Street Flow Depth) - (Top -of -Curb) M 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* go *USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED FLOW PROCESS FROM NODE 0.00 TO NODE 1.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< W am Im 4m aw INITIAL SUBAREA FLOW-LENGTH(FEET) 170.00 am ELEVATION DATA: UPSTREAM(FEET) = 1249.20 DOWNSTREAM(FEET) 1248.10 do Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)l**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.697 an 2 YEAR RAINFALL INTENSITY(INCH/HR) = 2.057 40 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.) CONDOMINIUMS A 0.40 0.80 0.35 52 7.70 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.35 SUBAREA RUNOFF(CFS) 0.64 do TOTAL AREMACRES) 0.40 PEAK FLOW RATE(CFS) 0.64 MIN FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 91 do---------------------------------------------------------------------------- >>>>>COMPUTE 'IV" GUTTER FLOW TRAVEL TIME THRU SUBAREA<<<<< UPSTREAM NODE ELEVATION(FEET) 1248.10 DOWNSTREAM NODE ELEVATION(FEET) 1245.50 CHANNEL LENGTH THRU SUBAREA(FEET) 130.00 'IV" GUTTER WIDTHWEET) = 5.00 GUTTER HIKE(FEET) 0.080 PAVEMENT LIP(FEET) = 0.270 MANNING'S N = .0150 PAVEMENT CROSSFALL(DECIMAL NOTATION) = 0.02000 MAXIMUM DEPTH(FEET) = 0.36 2 YEAR RAINFALL INTENSITY(INCH/HR) = 2.001 aw SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap scs LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN CONDOMINIUMS A 0.60 0.80 0.35 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.35 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.11 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 5.99 AVERAGE FLOW DEPTHWEET) = 0.35 FLOOD WIDTH(FEET) = 5.00 'IV" GUTTER FLOW TRAVEL TIME(MIN.) 0.36 Tc(MIN.) = 8.06 SUBAREA AREA(ACRES) = 0.60 SUBAREA RUNOFF(CFS) 0.93 EFFECTIVE AREA(ACRES) 1.00 AREA -AVERAGED Fm(INCH/HR) 0.28 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.35 TOTAL AREA(ACRES) 1.00 PEAK FLOW RATE(CFS) 1.55 NOTE:TRAVEL TIME ESTIMATES BASED ON NORMAL DEPTH EQUAL TO [GUTTER -HIKE + PAVEMENT LIP] END OF SUBAREA 'IV" GUTTER HYDRAULICS: DEPTH(FEET) = 0.35 FLOOD WIDTH(FEET) 5.00 FLOW VELOCITY(FEET/SEC.) = 5.99 DEPTH-VELOCITY(FT*FT/SEC) 2.10 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 2.00 = 300.00 FEET. 4" FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 31 dil---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< 4a >>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<< 7_7 AIIII 4m 4w do ELEVATION DATA: UPSTREAM(FEET) = 1245.50 DOWNSTREAM(FEET) 1241.40 am FLOW LENGTH(FEET) = 130.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 dw DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.6 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 6.16 40 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES iw PIPE-FLOW(CFS) = 1.55 PIPE TRAVEL TIME(MIN.) = 0.35 Tc(MIN.) 8.41 qm LONGEST FLOWPATH FROM NODE 0.00 TO NODE 3.00 430.00 FEET. FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) 8.41 4w 2 YEAR RAINFALL INTENSITY(INCHJHR) = 1.951 4w SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS 4m LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN CONDOMINIUMS A 0.80 0.80 0.35 52 40 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.35 4m SUBAREA AREA(ACRES) = 0.80 SUBAREA RUNOFF(CFS) 1.20 EFFECTIVE AREA(ACRES) 1.80 AREA -AVERAGED Fm(INCH/HR) = 0.28 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.35 TOTAL AREA(ACRES) = 1.80 PEAK FLOW RATE(CFS) = 2.71 FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 1241.40 DOWNSTREAM(FEET) 1238.20 FLOW LENGTH(FEET) = 400.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 4w DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.8 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 4.43 40 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES PIPE-FLOW(CFS) = 2.71 me PIPE TRAVEL TIME(MIN.) = 1.51 Tc(MIN.) 9.92 so LONGEST FLOWPATH FROM NODE 0.00 TO NODE 4.00 830.00 FEET. FLOW PROCESS FROM NODE 4.00 TO NODE 4.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 4" to MAINLINE Tc(MIN) 9.92 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.767 40 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap scs aw LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN CONDOMINIUMS A 1.30 0.80 0.35 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/RR) = 0.80 do am as 4w r_j mm 40 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.35 SUBAREA AREMACRES) = 1.30 SU13AREA RUNOFF(CFS) 1.74 mm EFFECTIVE AREA(ACRES) 3.10 AREA -AVERAGED Fm(INCH/HR) = 0.28 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.35 aw TOTAL AREA(ACRES) = 3.10 PEAK FLOW RATE(CFS) = 4.15 FLOW PROCESS FROM NODE 4.00 TO NODE 4.00 IS CODE ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 9.92 RAINFALL INTENSITY(INCH/HR) = 1.77 AREA -AVERAGED Fm(INCH/HR) = 0.28 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.35 EFFECTIVE STREAM AREMACRES) 3.10 TOTAL STREAM AREMACRES) = 3.10 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.15 FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) 310.00 ELEVATION DATA: UPSTREAM(FEET) = 1248.90 DOWNSTREAMWEET) 1245.90 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 9.030 No 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.869 SUBAREA Tc AND LOSS RATE DATA(AMC III): mo DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap scs Tc to LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) CONDOMINIUMS A 0.90 0.80 0.35 52 9.03 4w SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.35 qw SUBAREA RUNOFF(CFS) 1.29 TOTAL AREA(ACRES) 0.90 PEAK FLOW RATE(CFS) 1.29 4m FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< do >>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<< OR ELEVATION DATA: UPSTREAM(FEET) = 1245.90 DOWNSTREAM(FEET) 1242.40 do FLOW LENGTH(FEET) = 170.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 40 DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.7 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 5.02 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES PIPE-FLOW(CFS) = 1.29 4" PIPE TRAVEL TIME(MIN.) 0.56 Tc(MIN.) 9.59 ow am ow m 4M 40 LONGEST FLOWPATH FROM NODE 10-00 TO NODE 12.00 480.00 FEET. FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< dw MAINLINE Tc(MIN) 9.59 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.802 am SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS 4w LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN CONDOMINIUMS A 1.60 0.80 0.35 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.35 SUBAREA AREMACRES) = 1.60 SUBAREA RUNOFF(CFS) 2.19 4m EFFECTIVE AREA(ACRES) = 2.50 AREA -AVERAGED Fm(INCH/HR) = 0.28 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.35 so TOTAL AREA(ACRES) = 2.50 PEAK FLOW RATE(CFS) = 3.43 4w FLOW PROCESS FROM NODE 12.00 TO NODE 4.00 IS CODE = 31 40 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< mm >>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 1242.40 DOWNSTREAM(FEET) 1238.20 FLOW LENGTH(FEET) = 170.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.7 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 7.11 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES PIPE-FLOW(CFS) = 3.43 wo PIPE TRAVEL TIME(MIN.) = 0.40 Tc(MIN.) 9.99 40 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 4.00 650.00 FEET. FLOW PROCESS FROM NODE 4.00 TO NODE 4.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) 9.99 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.759 to SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS as LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN CONDOMINIUMS A 0.30 0.80 0.35 52 am SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.35 an SUBAREA AREMACRES) = 0.30 SUBAREA RUNOFF(CFS) 0.40 do EFFECTIVE AREA(ACRES) 2.80 AREA -AVERAGED Fm(INCH/HR) = 0.28 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.35 40 TOTAL AREMACRES) 2.80 PEAK FLOW RATE(CFS) 3.73 to FLOW PROCESS FROM NODE 4.00 TO NODE 4.00 IS CODE 1 'qft - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - ov "m m me do >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS = 2 do CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 9.99 4w RAINFALL INTENSITY(INCH/HR) = 1.76 go AREA -AVERAGED Fm(INCH/HR) = 0.28 AREA -AVERAGED Fp(INCH/HR) = 0.80 4m AREA -AVERAGED Ap = 0.35 EFFECTIVE STREAM AREA(ACRES) 2.80 TOTAL STREAM AREA(ACRES) = 2.80 PEAK FLOW RATE(CFS) AT CONFLUENCE 3.73 CONFLUENCE DATA STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 4.15 9.92 1.767 0.80( 0.28) 0.35 3.1 0.00 2 3.73 9.99 1.759 0.80( 0.28) 0.35 2.8 10.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. PEAK FLOW RATE TABLE STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER do NUMBER .(CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 7.87 9.92 1.767 0.80( 0.28) 0.35 5.9 0.00 lom 2 7.86 9.99 1.759 0.80( 0.28) 0.35 5.9 10.00 40 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 7.87 Tc(MIN.) = 9.92 4m EFFECTIVE AREA(ACRES) 5.88 AREA -AVERAGED Fm(INCH/HR) = 0.28 fo AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.35 TOTAL AREA(ACRES) = 5.90 am LONGEST FLOWPATH FROM NODE 0.00 TO NODE 4.00 830.00 FEET. FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 1238.20 DOWNSTREAM(FEET) 1234.50 go FLOW LENGTH(FEET) = 55.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.8 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 12.84 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES PIPE-FLOW(CFS) = 7.87 as PIPE TRAVEL TIME(MIN.) = 0.07 Tc(MIN.) 9.99 do LONGEST FLOWPATH FROM NODE 0.00 TO NODE 5.00 885.00 FEET. FLOW PROCESS FROM NODE 5.00 TO NODE 5.00 IS CODE = 81 dig---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< no ml MAINLINE Tc(MIN) 9.99 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.759 4m SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS do LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN CONDOMINIUMS A 0.60 0.80 0.35 52 an SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.35 to SUBAREA AREA(ACRES) = O.GO SUBAREA RUNOFF(CFS) 0.80 an EFFECTIVE AREA(ACRES) 6.48 AREA -AVERAGED Fm(INCH/HR) = 0.28 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.35 do TOTAL AREA(ACRES) 6.50 PEAK FLOW RATE(CFS) 8.63 FLOW PROCESS FROM NODE 5.00 TO NODE 5.00 IS CODE = 81 do---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) 9.99 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.759 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap scs LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN CONDOMINIUMS A 1.80 0.80 0.35 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.35 SUBAREA AREA(ACRES) = 1.80 SUBAREA RUNOFF(CFS) 2.40 EFFECTIVE AREA(ACRES) = 8.28 AREA -AVERAGED Fm(INCH/HR) = 0.28 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.35 do TOTAL AREMACRES) 8.30 PEAK FLOW RATE(CFS) 11.03 FLOW PROCESS FROM NODE 5.00 TO NODE 5.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) 9.99 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.759 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap scs *a LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL FAIR COVER "GRASS" A 0.40 0.55 1.00 70 of SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.55 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 as SUBAREA AREMACRES) = 0.40 SUBAREA RUNOFF(CFS) 0.44 EFFECTIVE AREA(ACRES) = 8.68 AREA -AVERAGED Fm(INCH/HR) = 0.29 10 AREA -AVERAGED FP(INCH/HR) = 0.77 AREA -AVERAGED Ap = 0.38 TOTAL AREA(ACRES) 8.70 PEAK FLOW RATE(CFS) 11.47 40 FLOW PROCESS FROM NODE 5.00 TO NODE 5.00 IS CODE = 81 40 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) 9.99 4m 2 YEAR RAINFALL INTENSITY(INCH/HR) = 1.759 40 am I" do ma 4w SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS AM LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN PUBLIC PARK A 0.10 0.80 0.85 52 do SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.85 SUBAREA AREMACRES) = 0.10 SUBAREA RUNOFF(CFS) 0.10 EFFECTIVE AREA(ACRES) = 8.78 AREA -AVERAGED Fm(INCH/HR) = 0.30 AREA -AVERAGED Fp(INCH/HR) = 0.77 AREA -AVERAGED Ap = 0.39 TOTAL AREA(ACREs) 8.80 PEAK FLOW RATE(CFS) 11.57 dw 4w END OF STUDY SUMMARY: TOTAL AREA(ACRES) 8.80 TC(MIN.) 9.99 qm EFFECTIVE AREMACRES) 8.78 AREA -AVERAGED Fm(INCH/HR)= 0.30 AREA -AVERAGED FP(INCH/HR) = 0.77 AREA -AVERAGED Ap = 0.39 PEAK FLOW RATE(CFS) 11.57 ** PEAK FLOW RATE TABLE ** dw STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 4m 1 11.57 9.99 1.759 0.77( 0.30) 0.39 8.8 0.00 2 11.53 10.06 1.751 0.77( 0.30) 0.39 8.8 10.00 IN am END OF RATIONAL METHOD ANALYSIS to oft 40 40 a 40 1:1 dw 40 40 RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) 40 (c) Copyright 1983-2003 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2003 License ID 1400 No go Analysis prepared by: 4" Allard Engineering 8253 Sierra Avenue Fontana Ca. 92335 40 DESCRIPTION OF STUDY Tract 17496 Developed Condition 10 Year Storm event do GLOBAL STREET FLOW -DEPTH CONSTRAINTS: on 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 40 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED FLOW PROCESS FROM NODE 0.00 TO NODE 1.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< 4M >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< AM VW FILE NAME: 17496D.DAT go TIME/DATE OF STUDY: 12:27 07/11/2007 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --*TIME-OF-CONCENTRATION MODEL* -- USER SPECIFIED STORM EVENT(YEAR) 10.00 SPECIFIED MINIMUM PIPE SIZE(INCH) 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE 0.90 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) = 0.6000 USER SPECIFIED 1 -HOUR INTENSITY(INCH/HOUR) = 0.9800 *ANTECEDENT MOISTURE CONDITION (AMC) III ASSUMED FOR RATIONAL METHOD* *USER -DEFINED STREET -SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER -GEOMETRIES: MANNING WIDTH CROSSFALL IN- OUT -/PARK- HEIGHT WIDTH LIP HIKE FACTOR go NO. (FT) (FT) SIDE SIDE/ WAY (FT) (FT) (FT) (FT) (n) oft 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 do GLOBAL STREET FLOW -DEPTH CONSTRAINTS: on 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 40 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED FLOW PROCESS FROM NODE 0.00 TO NODE 1.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< 4M >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< AM VW dw Ima go INITIAL SUBAREA FLOW-LENGTH(FEET) 170.00 am ELEVATION DATA: UPSTREAM(FEET) = 1249.20 DOWNSTREAM(FEET) 1248.10 40 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.697 go * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 3.360 ow 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.) CONDOMINIUMS A 0.40 0.80 0.35 52 7.70 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.35 SUBAREA RUNOFF(CFS) = 1.11 TOTAL AREA(ACRES) 0.40 PEAK FLOW RATE(CFS) 1.11 FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 91 ---------------------------------------------------------------------------- >>>>>COMPUTE 'IV" GUTTER FLOW TRAVEL TIME THRU SUBAREA<<<<< UPSTREAM NODE ELEVATION(FEET) 1248.10 DOWNSTREAM NODE ELEVATION(FEET) 1245.50 CHANNEL LENGTH THRU SUBAREA(FEET) 130.00 "V" GUTTER WIDTH(FEET) = 5.00 GUTTER HIKE(FEET) 0.080 PAVEMENT LIP(FEET) = 0.270 MANNING'S N = .0150 PAVEMENT CROSSFALL(DECTMAL NOTATION) = 0.02000 MAXIMUM DEPTH(FEET) = 0.36 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 3.269 to SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS dw LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN CONDOMINIUMS A 0.60 0.80 0.35 52 IM SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.35 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.92 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 5.99 AVERAGE FLOW DEPTH(FEET) = 0.35 FLOOD WIDTH(FEET) = 5.00 'IV" GUTTER FLOW TRAVEL TIME(MIN.) 0.36 Tc(MIN.) = 8.06 SUBAREA AREA(ACRES) = 0.60 SUBAREA RUNOFF(CFS) 1.61 EFFECTIVE AREMACRES) 1.00 AREA -AVERAGED Fm(INCH/HR) 0.28 AREA -AVERAGED Fp(INCH/HR) 0.80 AREA -AVERAGED Ap = 0.35 TOTAL AREA(ACRES) = 1.00 PEAK FLOW RATE(CFS) = 2.69 NOTE:TRAVEL TIME ESTIMATES BASED ON NORMAL DEPTH EQUAL TO (GUTTER -HIKE + PAVEMENT LIP] END OF SUBAREA 'IV" GUTTER HYDRAULICS: DEPTH(FEET) = 0.35 FLOOD WIDTH(FEET) 5.00 FLOW VELOCITY(FEET/SEC.) = 5.99 DEPTH-VELOCITY(FT*FT/SEC) 2.10 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 2.00 300.00 FEET. FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<< fm 4m r"71 ELEVATION DATA: UPSTREAM(FEET) = 1245.50 DOWNSTREAM(FEET) = 1241.40 FLOW LENGTH(FEET) = 130.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 do DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.7 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 7.24 4m ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES I do PIPE-FLOW(CFS) = 2.69 PIPE TRAVEL TIME(MIN.) = 0.30 Tc(MIN.) 8.36 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 3.00 430.00 FEET. FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) 8.36 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 3.198 do SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS on LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN CONDOMINIUMS A 0.80 0.80 0.35 52 do SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.35 SUBAREA AREA(ACRES) = 0.80 SUBAREA RUNOFF(CFS) 2.10 EFFECTIVE AREA(ACRES) 1.80 AREA -AVERAGED Fm(INCH/HR) = 0.28 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.35 4" TOTAL AREA(ACRES) 1.80 PEAK FLOW RATE(CFS) 4.73 no FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 1241.40 DOWNSTREAM(FEET) = 1238.20 FLOW LENGTH(FEET) = 400.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 9.3 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 5.12 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES 1 PIPE-FLOW(CFS) = 4.73 PIPE TRAVEL TIME(MIN.) = 1.30 Tc(MIN.) 9.66 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 4.00 830.00 FEET. FLOW PROCESS FROM NODE 4.00 TO NODE 4.00 IS CODE = 81 go---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< do MAINLINE Tc(MIN) 9.66 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.932 SUBAREA LOSS RATE DATA(AMC IIV: DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN CONDOMINIUMS A 1.30 0.80 0.35 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 aw am ow cz m 4= do SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.35 SUBAREA AREA(ACRES) = 1.30 SUBAREA RUNOFF(CFS) 3.10 40 EFFECTIVE AREA(ACRES) 3.10 AREA -AVERAGED Fm(INCH/HR) = 0.28 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.35 40 TOTAL AREA(ACRES) = 3.10 PEAK FLOW RATE(CFS) = 7.40 FLOW PROCESS FROM NODE 4.00 TO NODE 4.00 IS CODE I ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 9.66 RAINFALL INTENSITY(INCH/HR) = 2.93 AREA -AVERAGED Fm(INCH/HR) = 0.28 AREA -AVERAGED FP(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.35 EFFECTIVE STREAM AREA(ACRES) 3.10 TOTAL STREAM AREMACRES) = 3.10 PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.40 FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) 310.00 ELEVATION DATA: UPSTREAM(FEET) = 1248.90 DOWNSTREAM(FEET) 1245.90 Tc = K*[(LENGTH** 3.00MELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 9.030 dW * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 3.053 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc 40 LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) CONDOMINIUMS A 0.90 0.80 0.35 52 9.03 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.35 SUBAREA RUNOFF(CFS) 2.25 TOTAL AREMACRES) 0.90 PEAK FLOW RATE(CFS) 2.25 FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 1245.90 DOWNSTREAM(FEET) = 1242.40 do FLOW LENGTH(FEET) 170.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.8 INCHES qu PIPE -FLOW VELOCITY(FEET/SEC.) = 5.90 do ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES 1 PIPE-FLOW(CFS) = 2.25 mo PIPE TRAVEL TIME(MIN.) = 0.48 Tc(MIN.) 9.51 om L7 -j L_ I r__1 do LONGEST FLOWPATH FROM NODE 10.00 TO NODE 12.00 = 480.00 FEET. FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) 9.51 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.959 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap scs LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN CONDOMINIUMS A 1.60 0.80 0.35 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.35 SUBAREA AREA(ACRES) = 1.60 SUBAREA RUNOFF(CFS) 3.86 EFFECTIVE AREA(ACRES) 2.50 AREA -AVERAGED Fm(INCH/HR) = 0.28 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.35 TOTAL AREA(ACRES) 2.50 PEAK FLOW RATE(CFS) 6.03 FLOW PROCESS FROM NODE 12.00 TO NODE 4.00 IS CODE 31 ---- ------- ---- ---- ----- -- ---- ---- -- ---- - -- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<< to ELEVATION DATA: UPSTREAM(FEET) = 1242.40 DOWNSTREAM(FEET) = 1238.20 40 FLOW LENGTH(FEET) = 170.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 40 DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.8 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 8.28 qm ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES I PIPE-FLOW(CFS) = 6.03 do PIPE TRAVEL TIME(MIN.) = 0.34 Tc(MIN.) 9.85 LONGEST FLOWPATH FROM NODE 10-00 TO NODE 4.00 650.00 FEET. "m FLOW PROCESS FROM NODE 4.00 TO NODE 4.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) 9.85 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.897 go SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS go LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN CONDOMINIUMS A 0.30 0.80 0.35 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.35 SUBAREA AREMACRES) = 0.30 SUBAREA RUNOFF(CFS) 0.71 EFFECTIVE AREA(ACRES) = 2.80 AREA -AVERAGED Fm(INCH/HR) = 0.28 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.35 TOTAL AREMACRES) 2.80 PEAK FLOW RATE(CFS) 6.60 FLOW PROCESS FROM NODE 4.00 TO NODE 4.00 IS CODE 1 ---------------------------------------------------------------------------- 17__� F7 MR to >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 9.85 40 RAINFALL INTENSITY(INCH/HR) = 2.90 to AREA -AVERAGED Fm(INCH/HR) = 0.28 AREA -AVERAGED Fp(INCH/HR) = 0.80 4a AREA -AVERAGED Ap = 0.35 EFFECTIVE STREAM AREA(ACRES) 2.80 TOTAL STREAM AREA(ACRES) = 2.80 PEAK FLOW RATE(CFS) AT CONFLUENCE 6.60 CONFLUENCE DATA STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 7.40 9.66 2.932 0.80( 0.28) 0.35 3.1 0.00 2 6.60 9.85 2.897 0.80( 0.28) 0.35 2.8 10.00 40 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. 40 PEAK FLOW RATE TABLE qm STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER IN NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 13.96 9.66 2.932 0.80( 0.28) 0.35 5.8 0.00 4m 2 13.91 9.85 2.897 0.80( 0.28) 0.35 5.9 10.00 da COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 13.96 Tc(MIN.) = 9.66 EFFECTIVE AREA(ACRES) 5.85 AREA -AVERAGED Fm(INCH/HR) = 0.28 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.35 TOTAL AREA(ACRES) = 5.90 LONGEST FLOWPATH FROM NODE 0*00 TO NODE 4*00 830,00 FEET* FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<< ELEVATION DATA- UPSTREAM(FEET) = 1238.20 DOWNSTREAM(FEET) 1234.50 do FLOW LENGTH(FEET) = 55.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 9.4 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 14.91 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES PIPE-FLOW(CFS) = 13.96 PIPE TRAVEL TIME(MIN.) = 0.06 Tc(MIN.) 9.72 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 5.00 885.00 FEET. FLOW PROCESS FROM NODE 5.00 TO NODE 5-00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< -------------------------------------------------------- am 4" dl MAINLINE Tc(MIN) = 9.72 * 10 YEAR RAINFALL INTENSITY(INCHJHR) = 2.921 4m SU13AREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS go LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN CONDOMINIUMS A 0.60 0.80 0.35 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.35 SUBAREA AREA(ACRES) = 0.60 SUBAREA RUNOFF(CFS) 1.43 EFFECTIVE AREA(ACRES) = 6.45 AREA -AVERAGED Fm(INCH/HR) = 0.28 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.35 do TOTAL AREMACRES) 6.50 PEAK FLOW RATE(CFS) 15.33 FLOW PROCESS FROM NODE 5.00 TO NODE 5.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< do MAINLINE Tc(MIN) 9.72 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.921 40 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap scs to LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN CONDOMINIUMS A 1.80 0.80 0.35 52 40 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 Aw SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.35 SU13AREA AREA(ACRES) = 1.80 SUBAREA RUNOFF(CFS) 4.28 4ft EFFECTIVE AREA(ACRES) 8.25 AREA -AVERAGED Fm(INCH/HR) = 0.28 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.35 as TOTAL AREMACRES) 8.30 PEAK FLOW RATE(CFS) 19.61 FLOW PROCESS FROM NODE 5.00 TO NODE 5.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) 9.72 * 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.921 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS to LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL FAIR COVER 4w "GRASS" A 0.40 0.55 1.00 70 go SU13AREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.55 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 4m SUBAREA AREMACRES) = 0.40 SUBAREA RUNOFF(CFS) 0.85 EFFECTIVE AREA(ACRES) 8.65 AREA -AVERAGED Fm(INCH/HR) = 0.29 99 AREA -AVERAGED FP(INCH/HR) = 0.77 AREA -AVERAGED Ap = 0.38 TOTAL AREMACRES) 8.70 PEAK FLOW RATE(CFS) 20.46 Im do FLOW PROCESS FROM NODE 5.00 TO NODE 5.00 IS CODE = 81 mo---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< di MAINLINE Tc(MIN) 9.72 40 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.921 go 4" 4m as om END OF RATIONAL METHOD ANALYSIS 4w aim Am an 00 40 w 40 4a so I'm mo SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN PU13LIC PARK A 0.10 0.80 0.85 52 40 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.85 am SUBAREA AREA(ACRES) = 0.10 SUBAREA RUNOFF(CFS) 0.20 EFFECTIVE AREA(ACRES) = 8.75 AREA -AVERAGED Fm(INCH/HR) = 0.30 AREA -AVERAGED Fp(INCH/HR) = 0.77 AREA -AVERAGED Ap = 0.39 TOTAL AREMACRES) 8.80 PEAK FLOW RATE(CFS) 20.66 END OF STUDY SUMMARY: TOTAL AREA(ACRES) 8.80 TC(MIN.) 9.72 EFFECTIVE AREA(ACRES) 8.75 AREA -AVERAGED Fm(INCH/HR)= 0.30 AREA -AVERAGED Fp(INCH/HR) = 0.77 AREA -AVERAGED Ap = 0.39 PEAK FLOW RATE(CFS) 20.66 ** PEAK FLOW RATE TABLE ** aw STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE mo 1 20.66 9.72 2.921 0.77( 0.30) 0.39 8.7 0.00 2 20.52 9.91 2.887 0.77( 0.30) 0.39 8.8 10.00 IN--------------------------------------- om END OF RATIONAL METHOD ANALYSIS 4w aim Am an 00 40 w 40 4a so I'm mo 71 do RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-2003 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2003 License ID 1400 4" M Analysis prepared by: am go Allard Engineering 8253 Sierra Avenue Fontana Ca. 92335 "M DESCRIPTION OF STUDY Tract 17496 Developed Condition 25 Year Storm Event qW FILE NAME: 17496D.DAT TIME/DATE OF STUDY: 10:52 07/11/2007 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: No --*TIME-OF-CONCENTRATION MODEL* -- FLOW PROCESS FROM NODE 0.00 TO NODE 1.00 IS CODE = 21 do---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< 4W >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< so 4" USER SPECIFIED STORM EVENT(YEAR) 25.00 SPECIFIED MINIMUM PIPE SIZE(INCH) 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) = 0.6000 USER SPECIFIED 1 -HOUR INTENSITY(INCH/HOUR) = 1.1S00 *ANTECEDENT MOISTURE CONDITION (AMC) III ASSUMED FOR RATIONAL METHOD* as *USER -DEFINED STREET -SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* ffift HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER -GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT -/PARK- HEIGHT WIDTH LIP HIKE FACTOR 40 NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 4M 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 so GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 4" 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) to 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN MM OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE. - go *USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED FLOW PROCESS FROM NODE 0.00 TO NODE 1.00 IS CODE = 21 do---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< 4W >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< so 4" L_j so INITIAL SUBAREA FLOW-LENGTH(FEET) 170.00 In ELEVATION DATA: UPSTREAM(FEET) = 1249.20 DOWNSTREAMWEET) 1248.10 to Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.697 4w * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.943 SUBAREA Tc AND LOSS RATE DATA(AMC III): m DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap scs Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) me CONDOMINIUMS A 0.40 0.80 0.35 52 7.70 so SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.35 SUBAREA RUNOFF(CFS) 1.32 TOTAL AREA(ACRES) 0.40 PEAK FLOW RATE(CFS) 1.32 FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 91 ---------------------------------------------------------------------------- >>>>>COMPUTE 'IV" GUTTER FLOW TRAVEL TIME THRU SUBAREA<<<<< UPSTREAM NODE ELEVATION(FEET) 1248.10 DOWNSTREAM NODE ELEVATION(FEET) 1245.50 CHANNEL LENGTH THRU SUBAREA(FEET) 130.00 'IV" GUTTER WIDTH(FEET) = 5.00 GUTTER HIKE(FEET) 0.080 PAVEMENT LIP(FEET) = 0.270 MANNING'S N = .0150 PAVEMENT CROSSFALL(DECIMAL NOTATION) = 0.02000 MAXIMUM DEPTH(FEET) = 0.36 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.836 ad SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN CONDOMINIUMS A 0.60 0.80 0.35 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.35 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.28 dil TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 5.99 AVERAGE FLOW DEPTH(FEET) = 0.35 FLOOD WIDTH(FEET) = 5.00 'IV" GUTTER FLOW TRAVEL TIME(MIN.) 0.36 Tc(MIN.) = 8.06 SUBAREA AREA(ACRES) = 0.60 SUBAREA RUNOFF(CFS) 1.92 EFFECTIVE AREA(ACRES) 1.00 AREA -AVERAGED Fm(INCH/HR) 0.28 AREA -AVERAGED Fp(INCH/HR) 0.80 AREA -AVERAGED Ap = 0.35 TOTAL AREA(ACRES) 1.00 PEAK FLOW RATE(CFS) 3.20 d1i NOTE:TRAVEL TIME ESTIMATES BASED ON NORMAL am DEPTH EQUAL TO [GUTTER -HIKE + PAVEMENT LIP] io END OF SUBAREA 'IV" GUTTER HYDRAULICS: DEPTH(FEET) = 0.35 FLOOD WIDTH(FEET) 5.00 FLOW VELOCITY(FEET/SEC.) = 5.99 DEPTH-VELOCITY(FT*FT/SEC) 2.10 do LONGEST FLOWPATH FROM NODE 0.00 TO NODE 2.00 300-00 FEET. an FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 31 so---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< an >>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<< m r7 Aw 40 to ELEVATION DATA: UPSTREAM(FEET) = 1245.50 DOWNSTREAM(FEET) = 1241.40 an FLOW LENGTHWEET) = 130.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.2 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 7.59 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES 1 PIPE-FLOW(CFS) = 3.20 PIPE TRAVEL TIME(MIN.) = 0.29 Tc(MIN.) 8.34 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 3.00 430.00 FEET. FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) 8.34 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.756 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap scs LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN CONDOMINIUMS A 0.80 0.80 0.35 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.35 SUBAREA AREA(ACRES) = 0.80 SUBAREA RUNOFF(CFS) 2.50 dw EFFECTIVE AREA(ACRES) = 1.80 AREA -AVERAGED Fm(INCH/HR) = 0.28 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.35 TOTAL AREA(ACRES) 1.80 PEAK FLOW RATE(CFS) 5.63 4m FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< dig >>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<< on ELEVATION DATA: UPSTREAM(FEET) = 1241.40 DOWNSTREAM(FEET) 1238.20 do FLOW LENGTH(FEET) = 400.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.4 INCHES qft PIPE -FLOW VELOCITY(FEET/SEC.) = 5.34 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES do PIPE-FLOW(CFS) = 5.63 PIPE TRAVEL TIME(MIN.) = 1.25 Tc(MIN.) 9.59 am LONGEST FLOWPATH FROM NODE 0.00 TO NODE 4.00 830.00 FEET. FLOW PROCESS FROM NODE 4.00 TO NODE 4.00 IS CODE = 81 ---------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) 9.59 to * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.455 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS 4m LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN to CONDOMINIUMS A 1.30 0.80 0.35 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 4m SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.35 ow wm ii go m 4w im SUBAREA AREMACRES) 1.30 SUBAREA RUNOFF(CFS) 3.72 EFFECTIVE AREA(ACRES) 3.10 AREA -AVERAGED Fm(INCH/HR) = 0.28 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.35 TOTAL AREMACRES) 3.10 PEAK FLOW RATE(CFS) 8.86 FLOW PROCESS FROM NODE 4.00 TO NODE 4.00 IS CODE 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< 40 TOTAL NUMBER OF STREAMS = 2 so CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 9.59 4w RAINFALL INTENSITY(INCH/HR) = 3.45 AREA -AVERAGED Fm(INCH/HR) = 0.28 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.35 EFFECTIVE STREAM AREA(ACRES) 3.10 TOTAL STREAM AREA(ACRES) = 3.10 PEAK FLOW RATE(CFS) AT CONFLUENCE 8.86 FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) 310.00 ELEVATION DATA: UPSTREAM(FEET) 1248.90 DOWNSTREAM(FEET) 1245.90 As Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 9.030 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.582 do SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc me LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) CONDOMINIUMS A 0.90 0.80 0.35 52 9.03 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.35 SUBAREA RUNOFF(CFS) 2.68 TOTAL AREA(ACRES) = 0.90 PEAK FLOW RATE(CFS) 2.68 FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 1245.90 DOWNSTREAM(FEET) = 1242.40 FLOW LENGTH(FEET) = 170.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.3 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 6.20 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES I PIPE-FLOW(CFS) = 2.68 PIPE TRAVEL TIME(MIN.) = 0.46 Tc(MIN.) 9.49 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 12.00 480.00 FEET. #w Im aw m 4w FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 81 ---------------------------------------------------------------------------- to >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< on MAINLINE Tc(MIN) 9.49 aw * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.478 SUBAREA LOSS RATE DATA(AMC III): am DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN ad CONDOMINIUMS A 1.60 0.80 0.35 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 an SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.35 SUBAREA AREMACRES) = 1.60 SUBAREA RUNOFF(CFS) 4.61 to EFFECTIVE AREA(ACRES) = 2.50 AREA -AVERAGED Fm(INCH/HR) = 0.28 sm AREA -AVERAGED FP(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.35 TOTAL AREMACRES) 2.50 PEAK FLOW RATE(CFS) 7.20 to FLOW PROCESS FROM NODE 12.00 TO NODE 4.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<< do ELEVATION DATA: UPSTREAM(FEET) = 1242.40 DOWNSTREAM(FEET) = 1238.20 FLOW LENGTH(FEET) = 170.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.6 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 8.68 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES 1 PIPE-FLOW(CFS) = 7.20 PIPE TRAVEL TIME(MIN.) = 0.33 Tc(MIN.) 9.81 do LONGEST FLOWPATH FROM NODE 10.00 TO NODE 4.00 650.00 FEET. FLOW PROCESS FROM NODE 4.00 TO NODE 4.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) 9.81 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.408 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN CONDOMINIUMS A 0.30 0.80 0.35 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.35 SUBAREA AREA(ACRES) = 0.30 SUBAREA RUNOFF(CFS) 0.84 EFFECTIVE AREA(ACRES) 2.80 AREA -AVERAGED Fm(INCH/HR) = 0.28 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.35 TOTAL AREMACRES) = 2.80 PEAK FLOW RATE(CFS) = 7.89 FLOW PROCESS FROM NODE 4.00 TO NODE 4.00 IS CODE ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENC!E<<<<< %w Z:-] 40 mm to >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< am TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: No TIME OF CONCENTRATION(MIN.) = 9.81 RAINFALL INTENSITY(INCH/HR) = 3.41 dW AREA -AVERAGED Fm(INCH/HR) = 0.28 do AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.35 EFFECTIVE STREAM AREA(ACRES) 2.80 "a TOTAL STREAM AREA(ACRES) = 2.80 PEAK FLOW RATE(CFS) AT CONFLUENCE 7.89 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 8.86 9.59 3.455 0.80( 0.28) 0.35 3.1 0.00 2 7.89 9.81 3.408 0.80( 0.28) 0.35 2.8 10.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 16.69 9.59 3.455 0.80( 0.28) 0.35 5.8 0.00 No 2 16.62 9.81 3.408 0.80( 0.28) 0.35 5.9 10.00 am COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 16.69 Tc(MIN.) = 9.59 EFFECTIVE AREA(ACRES) 5.84 AREA -AVERAGED Fm(INCH/HR) = 0.28 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.35 TOTAL AREA(ACRES) = 5.90 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 4.00 830.00 FEET. FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 1238.20 DOWNSTREAM(FEET) 1234.50 FLOW LENGTH(FEET) = 55.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.5 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 15.55 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES PIPE-FLOW(CFS) = 16.69 PIPE TRAVEL TIME(MIN.) = 0.06 Tc(MIN.) 9.65 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 5.00 885.00 FEET. FLOW PROCESS FROM NODE 5.00 TO NODE 5.00 IS CODE = 81 ---------------------------------------------------------------------------- 40 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) 9.65 40 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.442 as om aw F-7. ow 17 om so SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap scs LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN CONDOMINIUMS A 0.60 0.80 0.35 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.35 SUBAREA AREA(ACRES) = 0.60 SUBAREA RUNOFF(CFS) 1.71 do EFFECTIVE AREA(ACRES) 6.44 AREA -AVERAGED Fm(INCH/HR) = 0.28 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.35 TOTAL AREMACRES) 6.50 PEAK FLOW RATE(CFS) 18.33 we FLOW PROCESS FROM NODE 5.00 TO NODE 5.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< go MAINLINE Tc(MIN) 9.65 4" * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.442 4w SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap scs 40 LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN CONDOMINIUMS A 1.80 0.80 0.35 52 4w SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.35 SUBAREA AREA(ACRES) = 1.80 SUBAREA RUNOFF(CFS) 5.13 EFFECTIVE AREA(ACRES) 8.24 AREA -AVERAGED Fm(INCH/HR) = 0.28 AREA -AVERAGED FP(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.35 TOTAL AREA(ACRES) 8.30 PEAK FLOW RATE(CFS) 23.45 FLOW PROCESS FROM NODE 5.00 TO NODE 5.00 IS CODE = 81 4M- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) 9.6S * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.442 to SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap scs am LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL FAIR COVER do "GRASS" A 0.40 0.55 1.00 70 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.55 am SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 ON SUBAREA AREMACRES) = 0.40 SUBAREA RUNOFF(CFS) 1.04 EFFECTIVE AREA(ACRES) 8.64 AREA -AVERAGED Fm(INCH/HR) = 0.29 40 AREA -AVERAGED Fp(INCH/HR) = 0.77 AREA -AVERAGED Ap = 0.38 TOTAL AREA(ACRES) 8.70 PEAK FLOW RATE(CFS) 24.49 FLOW PROCESS FROM NODE 5.00 TO NODE S.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) 9.65 do * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.442 SUBAREA LOSS RATE DATA(AMC III): 40 DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS 17 om so =IN fo 40 No on aw 40 aw 4m go as 40 40 an am to go do IN ow 4w Aw to 4w is to am go LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN PU13LIC PARK A 0.10 0.80 0.85 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.85 SUBAREA AREA(ACRES) = 0.10 SUBAREA RUNOFF(CFS) 0.25 EFFECTIVE AREA(ACRES) = 8.74 AREA -AVERAGED Fm(INCH/HR) = 0.30 AREA -AVERAGED Fp(INCH/HR) = 0.77 AREA -AVERAGED Ap = 0.39 TOTAL AREA(ACRES) 8.80 PEAK FLOW RATE(CFS) 24.74 END OF STUDY SUMMARY: TOTAL AREA(ACRES) 8.80 TC(MIN.) 9.65 EFFECTIVE AREA(ACRES) 8.74 AREA -AVERAGED Fm(INCH/HR)= 0.30 AREA -AVERAGED Fp(INCH/HR) = 0.77 AREA -AVERAGED Ap = 0.39 PEAK FLOW RATE(CFS) 24.74 ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 24.74 9.65 3.442 0.77( 0.30) 0.39 8.7 0.00 2 24.55 9.87 3.396 0.77( 0.30) 0.39 8.8 10.00 END OF RATIONAL METHOD ANALYSIS 4W 40 4ft RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) #10 (c) Copyright 1983-2003 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/2003 License ID 1400 Am. as Analysis prepared by: ON Allard Engineering 8253 Sierra Avenue am Fontana Ca. 92335 DESCRIPTION OF STUDY Tract 17496 Developed Condition 100 Year Storm Event do so GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN am OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE. - No *USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED FLOW PROCESS FROM NODE 0.00 TO NODE 1.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< 1W om to FILE NAME: 17496D.DAT TIME/DATE OF STUDY: 10:00 07/10/2007 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 0.90 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) = 0.6000 USER SPECIFIED I -HOUR INTENSITY(INCH/HOUR) = 1.4500 *ANTECEDENT MOISTURE CONDITION (AMC) III ASSUMED FOR RATIONAL METHOD* *USER -DEFINED STREET -SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER -GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT -/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 so GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN am OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE. - No *USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED FLOW PROCESS FROM NODE 0.00 TO NODE 1.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< 1W om to "a 4w W* INITIAL SUBAREA FLOW-LENGTH(FEET) 170.00 ELEVATION DATA: UPSTREAM(FEET) = 1249.20 DOWNSTREAM(FEET) 1248.10 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.697 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.971 SUBAREA Tc AND LOSS RATE DATA(AMC III): to DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) 40 CONDOMINIUMS A 0.40 0.80 0.35 52 7.70 No SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.35 am SUBAREA RUNOFF(CFS) 1.69 TOTAL AREA(ACRES) = 0.40 PEAK FLOW RATE(CFS) 1.69 do am FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 91 tw---------------------------------------------------------------------------- >>>>>COMPUTE "V" GUTTER FLOW TRAVEL TIME THRU SUBAREA<<<<< UPSTREAM NODE ELEVATION(FEET) 1248.10 DOWNSTREAM NODE ELEVATION(FEET) 1245.50 CHANNEL LENGTH THRU SUBAREA(FEET) 130.00 "V" GUTTER WIDTH(FEET) = 5.00 GUTTER HIKE(FEET) 0.080 PAVEMENT LIP(FEET) = 0.270 MANNING'S N = .0150 PAVEMENT CROSSFALL(DECIMAL NOTATION) = 0.02000 MAXIMUM DEPTH(FEET) = 0.36 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.836 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN CONDOMINIUMS A 0.60 0.80 0.35 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.35 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.92 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 5.99 AVERAGE FLOW DEPTH(FEET) = 0.35 FLOOD WIDTH(FEET) = 5.00 "V" GUTTER FLOW TRAVEL TIME(MIN.) 0.36 Tc(MIN.) = 8.06 SUBAREA AREA(ACRES) = 0.60 SUBAREA RUNOFF(CFS) 2.46 EFFECTIVE AREA(ACRES) 1.00 AREA -AVERAGED Fm(INCH/HR) 0.28 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.35 TOTAL AREMACRES) = 1.00 PEAK FLOW RATE(CFS) = 4.10 to NOTE:TRAVEL TIME ESTIMATES BASED ON NORMAL 40 DEPTH EQUAL TO (GUTTER -HIKE + PAVEMENT LIP] to END OF SUBAREA "V" GUTTER HYDRAULICS: DEPTH(FEET) = 0.35 FLOOD WIDTH(FEET) 5.00 on FLOW VELOCITY(FEET/SEC.) = 5.99 DEPTH*VELOCITY(FT*FT/SEC) 2.10 do LONGEST FLOWPATH FROM NODE 0.00 TO NODE 2.00 300.00 FEET. FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<< om ow �__j 77 ELEVATION DATA: UPSTREAM(FEET) = 1245.50 DOWNSTREAM(FEET) = 1241.40 4m FLOW LENGTHWEET) = 130.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 No DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.9 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 8.15 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES 1 PIPE-FLOW(CFS) = 4.10 PIPE TRAVEL TIME(MIN.) = 0.27 Tc(MIN.) 8.32 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 3.00 430.00 FEET. FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) 8.32 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.743 aw SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS am LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN CONDOMINIUMS A 0.80 0.80 0.35 52 go SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.35 SUBAREA AREA(ACRES) = 0.80 SUBAREA RUNOFF(CFS) 3.21 EFFECTIVE AREA(ACRES) 1.80 AREA -AVERAGED Fm(INCH/HR) = 0.28 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.35 TOTAL AREA(ACRES) 1.80 PEAK FLOW RATE(CFS) 7.23 FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< do >>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<< 40 ELEVATION DATA: UPSTREAM(FEET) = 1241.40 DOWNSTREAM(FEET) = 1238.20 to FLOW LENGTH(FEET) = 400.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 12.3 INCHES oft PIPE -FLOW VELOCITY(FEET/SEC.) = 5.62 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES 1 w PIPE-FLOW(CFS) = 7.23 PIPE TRAVEL TIME(MIN.) = 1.19 Tc(MIN.) 9.51 am LONGEST FLOWPATH FROM NODE 0.00 TO NODE 4.00 830.00 FEET. dw 40 FLOW PROCESS FROM NODE 4.00 TO NODE 4.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) 9.51 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.379 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap scs LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN ow CONDOMINIUMS A 1.30 0.80 0.35 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 om SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.35 wo F I oft r7l go 40 SUBAREA AREA(ACRES) 1.30 SUBAREA RUNOFF(CFS) 4.80 EFFECTIVE AREA(ACRES) 3.10 AREA -AVERAGED Fm(INCH/HR) = 0.28 ON AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.35 TOTAL AREA(ACRES) 3.10 PEAK FLOW RATE(CFS) 11.44 FLOW PROCESS -FROM NODE 4.00 TO NODE 4.00 IS CODE 1 ow---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 9.51 RAINFALL INTENSITY(INCH/HR) = 4.38 AREA -AVERAGED Fm(INCH/HR) = 0.28 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.35 EFFECTIVE STREAM AREA(ACRES) 3.10 TOTAL STREAM AREA(ACRES) = 3.10 PEAK FLOW RATE(CFS) AT CONFLUENCE = 11.44 am go 40 to OR 4" FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) 310.00 ELEVATION DATA: UPSTREAM(FEET) 1248.90 DOWNSTREAMWEET) 1245.90 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 9.030 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.517 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.) CONDOMINIUMS A 0.90 0.80 0.35 52 9.03 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.35 SUBAREA RUNOFF(CFS) 3.43 TOTAL AREMACRES) 0.90 PEAK FLOW RATE(CFS) 3.43 FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 1245.90 DOWNSTREAM(FEET) = 1242.40 FLOW LENGTH(FEET) = 170.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.0 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 6.65 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES 1 PIPE-FLOW(CFS) = 3.43 PIPE TRAVEL TIME(MIN.) = 0.43 Tc(MIN.) 9.46 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 12.00 480.00 FEET. 40 aw *a FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) 9.46 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.394 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN CONDOMINIUMS A 1.60 0.80 0.35 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, FP(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.35 SUBAREA AREMACRES) = 1.60 SUBAREA RUNOFF(CFS) 5.93 EFFECTIVE AREA(ACRES) 2.50 AREA -AVERAGED Fm(INCH/HR) = 0.28 AREA -AVERAGED FP(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.35 TOTAL AREMACRES) 2.50 PEAK FLOW RATE(CFS) 9.26 FLOW PROCESS FROM NODE 12.00 TO NODE 4.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<< go ELEVATION DATA: UPSTREAMWEET) = 1242.40 DOWNSTREAM(FEET) 1238.20 FLOW LENGTH(FEET) = 170.00 MANNING'S N = 0.013 00 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.0 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 9.23 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES PIPE-FLOW(CFS) = 9.26 PIPE TRAVEL TIME(MIN.) = 0.31 Tc(MIN.) 9.76 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 4.00 650.00 FEET. 00 FLOW PROCESS FROM NODE 4.00 TO NODE 4.00 IS CODE = 81 ---------------------------------------------------------------------------- 4m >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< to MAINLINE Tc(MIN) 9.76 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.310 qm SUBAREA LOSS RATE DATA(AMC III): wo DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN as CONDOMINIUMS A 0.30 0.80 0.35 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, FP(INCH/HR) = 0.80 dw SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.35 SUBAREA AREMACRES) = 0.30 SUBAREA RUNOFF(CFS) 1.09 4m EFFECTIVE AREA(ACRES) 2.80 AREA -AVERAGED Fm(INCH/HR) = 0.28 a AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.35 TOTAL AREMACRES) = 2.80 PEAK FLOW RATE(CFS) = 10.16 FLOW PROCESS FROM NODE 4.00 TO NODE 4.00 IS CODE ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< so am m FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 1238.20 DOWNSTREAM(FEET) = 1234.50 FLOW LENGTH(FEET) = 55.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 12.5 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 16.36 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES 1 PIPE-FLOW(CFS) = 21.50 dw PIPE TRAVEL TIME(MIN.) = 0.06 Tc(MIN.) 9.57 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 5.00 885.00 FEET. go FLOW PROCESS FROM NODE 5.00 TO NODE 5.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) 9.57 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.363 go so >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 9.76 RAINFALL INTENSITY(INCH/HR) = 4.31 AREA -AVERAGED Fm(INCH/HR) = 0.28 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.35 EFFECTIVE STREAM AREA(ACRES) 2.80 TOTAL STREAM AREA(ACRES) = 2.80 PEAK FLOW RATE(CFS) AT CONFLUENCE 10.16 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER do NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 11.44 9.51 4.379 0.80( 0.28) 0.35 3.1 0.00 2 10.16 9.76 4.310 0.80( 0.28) 0.35 2.8 10-00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 21.50 9.51 4.379 0.80( 0.28) 0.35 5.8 0.00 2 21.41 9.76 4.310 0.80( 0.28) 0.35 5.9 10.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: do PEAK FLOW RATE(CFS) = 21.50 Tc(MIN.) = 9.51 EFFECTIVE AREA(ACRES) 5.83 AREA -AVERAGED Fm(INCH/HR) = 0.28 4a AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.35 TOTAL AREA(ACRES) = 5.90 as LONGEST FLOWPATH FROM NODE 0.00 TO NODE 4.00 830.00 FEET. FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 1238.20 DOWNSTREAM(FEET) = 1234.50 FLOW LENGTH(FEET) = 55.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 12.5 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 16.36 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES 1 PIPE-FLOW(CFS) = 21.50 dw PIPE TRAVEL TIME(MIN.) = 0.06 Tc(MIN.) 9.57 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 5.00 885.00 FEET. go FLOW PROCESS FROM NODE 5.00 TO NODE 5.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) 9.57 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.363 go so AN r7 a% SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN CONDOMINIUMS A 0.60 0.80 0.35 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.35 4" SUBAREA AREA(ACRES) = 0.60 SUBAREA RUNOFF(CFS) 2.21 EFFECTIVE AREA(ACRES) = 6.43 AREA -AVERAGED Fm(INCH/HR) = 0.28 AREA -AVERAGED Fp(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.35 TOTAL AREA(ACRES) 6.50 PEAK FLOW RATE(CFS) 23.63 FLOW PROCESS FROM NODE 5.00 TO NODE 5.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< dw MAINLINE Tc(MIN) 9.57 qft * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.363 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN CONDOMINIUMS A 1.80 0.80 0.35 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.35 SUBAREA AREA(ACRES) = 1.80 SUBAREA RUNOFF(CFS) 6.62 EFFECTIVE AREA(ACRES) = 8.23 AREA -AVERAGED Fm(INCH/HR) = 0.28 AREA -AVERAGED FP(INCH/HR) = 0.80 AREA -AVERAGED Ap = 0.35 TOTAL AREA(ACRES) 8.30 PEAK FLOW RATE(CFS) 30.25 FLOW PROCESS FROM NODE 5.00 TO NODE 5.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< MAINLINE Tc(MIN) 9.57 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.363 of SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS dft LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL FAIR COVER go "GRASSI' A 0.40 0.55 1.00 70 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.55 am SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 to SUBAREA AREA(ACRES) = 0.40 SUBAREA RUNOFF(CFS) 1.37 EFFECTIVE AREMACRES) 8.63 AREA -AVERAGED Fm(INCH/HR) = 0-29 4w AREA -AVERAGED Fp(INCH/HR) = 0.77 AREA -AVERAGED Ap = 0.38 TOTAL AREA(ACRES) 8.70 PEAK FLOW RATE(CFS) 31.62 FLOW PROCESS FROM NODE 5.00 TO NODE 5.00 IS CODE = 81 ---------------------------------------------------------------------------- d0 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< an MAINLINE Tc(MIN) 9.57 do * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.363 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap scs m am ow m 40 do 4m so ma aw 'm fm LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN PUBLIC PARK A 0.10 0.80 0.85 52 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.80 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.85 SUBAREA AREA(ACRES) = 0.10 SUBAREA RUNOFF(CFS) 0.33 EFFECTIVE AREA(ACRES) 8.73 AREA -AVERAGED Fm(INCH/HR) = 0.30 AREA -AVERAGED Fp(INCH/HR) = 0.77 AREA -AVERAGED Ap = 0.39 TOTAL AREA(ACRES) 8.80 PEAK FLOW RATE(CFS) 31.95 END OF STUDY SUMMARY: TOTAL AREA(ACRES) 8.80 TC(MIN.) 9.57 EFFECTIVE AREA(ACRES) 8.73 AREA -AVERAGED Fm(INCH/HR)= 0.30 AREA -AVERAGED Fp(INCH/HR) = 0.77 AREA -AVERAGED Ap = 0.39 PEAK FLOW RATE(CFS) 31.95 do ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 40 1 31.95 9.57 4.363 0.77( 0.30) 0.39 8.7 0.00 2 31.68 9.82 4.295 0.77( 0.30) 0.39 8.8 10.00 END OF RATIONAL METHOD ANALYSIS 40 do 4m so ma aw 'm fm 0 '0 -0 gob m 0 am mw Im Developed Unit Hydrographs 4w MR do an 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 - 2004, Version 7.0 Study date 07/11/07 ........................................................................ ------------------------------------------------------------------------ M" San Bernardino County Synthetic Unit Hydrology Method Manual date - August 1986 Program License Serial Number 5028 --------------------------------------------------------------------- Tract 17496 Developed Conditon 2 Year storm event Storm Event Year = 2 M Antecedent Moisture Condition = 3 MR English (in -lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format do 4M raw Area averaged rainfall intensity isohyetal data: am Sub -Area Duration Isohyetal (Ac.) (hours) (In) to Rainfall data for year 2 8.80 1 0.60 am-------------------------------------------------------------------- do Rainfall data for year 2 8.80 6 1.75 an -------------------------------------------------------------------- Rainfall data for year 2 do 8.80 24 3.25 40 -------------------------------------------------------------------- .................................................................... do 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) 50.0 70.0 0.40 0.045 0.532 1.000 0.532 0 qM dw 32.0 52.0 8.40 0.955 0.785 0.350 0.275 Area -averaged adjusted loss rate Fm (In/Hr) = 0.287 am dl ********* Area -Averaged low loss rate fraction, Yb ME Area Area SCS CN SCS CN S Pervious (Ac.) Fract (AMC2) (AMC3) Yield Fr do 0.40 0.045 50.0 70.0 4.29 0.264 2.94 0.334 32.0 52.0 9.23 0.057 5.46 0.620 98.0 98.0 0.20 0.928 Area -averaged catchment yield fraction, Y = 0.607 Area -averaged low loss fraction, Yb 0.393 User entry of time of concentration 0.167 (hours) .................................................................... Watershed area = 8.80(Ac.) Catchment Lag time 0.134 hours Unit interval = 5.000 minutes Unit interval percentage of lag time = 62.3752 Hydrograph baseflow = 0.00(CFS) Average maximum watershed loss rate(Fm) = 0.287(In/Hr) Average low loss rate fraction (Yb) = 0.393 (decimal) VALLEY DEVELOPED S -Graph Selected Computed peak S -minute rainfall 0.222(In) Computed peak 30 -minute rainfall 0.455(In) Specified peak 1 -hour rainfall = 0.600(In) Computed peak 3 -hour rainfall = 1.1S7(In) Specified peak 6 -hour rainfall = 1.750(In) Specified peak 24-hour rainfall 3.250(In) Rainfall depth area reduction factors: Using a total area of 8.80(Ac.) (Ref: fig. E-4) S -minute factor = 1.000 Adjusted rainfall = 0.222(In) 30 -minute factor = 1-000 Adjusted rainfall = 0.455(In) 1 -hour factor = 1.000 Adjusted rainfall = 0.600(In) 3 -hour factor = 1.000 Adjusted rainfall = 1.157(In) 6 -hour factor = 1.000 Adjusted rainfall = 1.750(In) 24-hour factor = 1.000 Adjusted rainfall = 3.250(In) --------------------------------------------------------------------- U n i t H y d r o g r a p h ..................................................................... Interval IS' Graph Unit Hydrograph do Number Mean values ((CFS)) --------------------------------------------------------------------- (K 106.43 (CFS)) 1 7.027 7.478 2 44.562 39.946 3 83.849 41.812 4 96.338 13.291 S 98.852 2.676 6 100.000 1.221 111M aw 4M 10 qw do --------------------------------------------------------------------- Peak Unit Adjusted mass rainfall Unit rainfall Number (In) (In) 1 0.2220 0.2220 M 2 0.2929 0.0709 3 0.3445 0.0516 4 0.3865 0.0420 5 0.4226 0.0361 6 0.4545 0.0320 7 0.4834 0.0289 8 0.5100 0.0265 9 0.5346 0.0246 10 0.5576 0.0230 11 0.5792 0.0217 12 0.5998 0.0205 13 0.6291 0.0294 14 0.6576 0.0285 15 0.6853 0.0277 16 0.7123 0.0270 so 17 0.7386 0.0263 18 0.7642 0.0257 19 0.7893 0.0251 20 0.8139 0.0246 21 0.8380 0.0241 22 0.8616 0.0236 23 0.8848 0.0232 24 0.9076 0.0228 25 0.9301 0.0224 26 0.9521 0.0221 27 0.9738 0.0217 28 0.9952 0.0214 29 1.0163 0.0211 30 1.0372 0.0208 31 1.0577 0.0205 32 1.0779 0.0203 33 1.0980 0.0200 34 1.1177 0.0198 35 1.1373 0.0195 36 1.1566 0.0193 37 1.1757 0.0191 38 1.1945 0.0189 39 1.2132 0.0187 qw 40 1.2317 0.0185 as 41 1.2500 0.0183 42 1.2682 0.0181 43 1.2861 0.0180 no 44 1.3039 0.0178 a 45 1.3215 0.0176 46 1.3390 0.0175 47 1.3563 0.0173 48 1.3735 0.0172 49 1.3905 0.0170 50 1.4074 0.0169 00 51 1.4241 0.0167 do 52 1.4407 0.0166 53 1.4572 0.0165 w 54 1.4736 0.0164 M 40 do "m im 55 1.4898 0.0162 56 1.5060 0.0161 57 1.5220 0.0160 on 58 1.5379 0.0159 do 59 1.5537 0.0158 60 1.5693 0.0157 61 1.5849 0.0156 62 1.6004 0.0155 63 1.6158 0.0154 64 1.6310 0.0153 65 1.6462 0.0152 66 1.6613 0.0151 67 1.6763 0.0150 68 1.6912 0.0149 69 1.7060 0.0148 70 1.7207 0.0147 71 1.7354 0.0146 72 1.7500 0.0146 do 73 1.7608 0.0108 74 1.7715 0.0107 75 1.7821 0.0107 mm 76 1.7927 0.0106 do 77 1.6032 0.0105 78 1.8136 0.0104 on 79 1.8240 0.0103 80 1.8343 0.0103 49 81 1.8445 0.0102 82 1.8546 0.0101 an 83 1.8647 0.0101 84 1.8747 0.0100 85 1.8846 0.0099 86 1.8945 0.0099 87 1.9043 0.0098 88 1.9140 0.0097 89 1.9237 0.0097 90 1.9333 0.0096 91 1.9429 0.0096 92 1.9524 0.0095 4w 93 1.9618 0.0094 94 1-9712 0.0094 95 1.9806 0.0093 96 1.9898 0.0093 97 1.9991 0.0092 dis 98 2.0082 0.0092 99 2.0174 0.0091 100 2.0264 0.0091 q= 101 2.0355 0.0090 do 102 2.0444 0.0090 103 2.0534 0.0089 on 104 2.0622 0.0089 105 2.0711 0.0088 106 2.0799 0.0088 107 2.0886 0.0087 108 2.0973 0.0087 109 2.1059 0.0086 110 2.1146 0.0086 2.1231 0.0086 am aw am ON Ion 112 2.1316 0.0085 is 113 2.1401 0.0085 114 2.1486 0.0084 On 115 2.1569 0.0084 m 116 2.1653 0.0084 117 2.1736 0.0083 118 2.1819 0.0083 119 2.1901 0.0082 do 120 2.1983 0.0082 121 2.2065 0.0082 IM 122 2.2146 0.0081 123 2.2227 0.0081 124 2.2308 0.0081 125 2.2388 0.0080 126 2.2468 0.0080 127 2.2547 0.0079 128 2.2626 0.0079 129 2.2705 0.0079 130 2.2783 0.0078 do 131 2.2861 0.0078 132 2.2939 0.0078 133 2.3017 0.0077 134 2.3094 0.0077 135 2.3171 0.0077 136 2.3247 0.0076 137 2.3323 0.0076 138 2.3399 0.0076 139 2.3475 0.0076 140 2.3550 0.0075 141 2.3625 0.0075 142 2.3700 0.0075 143 2.3774 0.0074 144 2.3848 0.0074 so 145 2.3922 0.0074 146 2.3995 0.0074 147 2.4069 0.0073 148 2.4142 0.0073 149 2.4214 0.0073 150 2.4287 0.0072 151 2.4359 0.0072 152 2.4431 0.0072 153 2.4502 0.0072 154 2.4574 0.0071 155 2.4645 0.0071 156 2.4716 0.0071 157 2.4786 0.0071 158 2.4857 0.0070 159 2.4927 0.0070 160 2.4997 0.0070 161 2.5067 0.0070 162 2.5136 0.0069 163 2.5205 0.0069 164 2.5274 0.0069 165 2.5343 0.0069 166 2.5411 0.0068 167 2.5479 0.0068 168 2.5547 0.0068 am ON 40 IN 4m to 169 2.5615 0.0068 170 2.5683 0.0068 171 2.5750 0.0067 4m 172 2.5817 0.0067 40 173 2.5884 0.0067 174 2.5951 0.0067 4m 175 2.6017 0.0066 176 2.6084 0.0066 177 2.6150 0.0066 178 2.6216 0.0066 179 2.6281 0.0066 w 180 2.6347 0.0065 181 2.6412 0.0065 ON 182 2.6477 0.0065 183 2.6542 0.0065 aw 184 2.6607 0.0065 185 2.6671 0.0064 am 186 2.6735 0.0064 ow 187 2.6800 0.0064 188 2.6863 0.0064 189 2.6927 0.0064 190 2.6991 0.0064 191 2.7054 0.0063 192 2.7117 0.0063 193 2.7180 0.0063 194 2.7243 0.0063 195 2.7306 0.0063 196 2.7368 0.0062 197 2.7430 0.0062 198 2.7492 0.0062 199 2.7554 0.0062 200 2.7616 0.0062 201 2.7678 0.0062 202 2.7739 0.0061 203 2.7800 0.0061 204 2.7861 0.0061 205 2.7922 0.0061 206 2.7983 0.0061 207 2.8044 0.0061 208 2.8104 0.0060 209 2.8164 0.0060 210 2.8224 0.0060 211 2.8284 0.0060 212 2.8344 0.0060 213 2.8404 0.0060 214 2.8463 0.0059 215 2.8522 0.0059 do 216 2.8582 0.0059 217 2.8641 0.0059 do 218 2.8699 0.0059 219 2.8758 0.0059 do 220 2.8817 0.0059 221 2.8875 0.0058 No 222 2.8933 0.0058 dit 223 2.8992 0.0058 224 2.9050 0.0058 225 2.9107 0.0058 i qm to on 226 2.9165 0.0058 dO 227 2.9223 0.0058 228 2.9280 0.0057 229 2.9337 0.0057 230 2.9394 0.0057 231 2.9451 0.0057 232 2.9508 0.0057 233 2.9565 0.0057 234 2.9622 0.0057 235 2.9678 0.0056 236 2.9734 0.0056 237 2.9791 0.0056 238 2.9847 0.0056 239 2.9903 0.0056 240 2.9958 0.0056 241 3.0014 0.0056 242 3.0070 0.0056 243 3.0125 0.0055 244 3.0180 0.0055 ow 245 3.0236 0.0055 246 3.0291 0.0055 4m 247 3.0346 0.0055 to 248 3.0400 0.0055 249 3.0455 0.0055 40 250 3.0510 0.0055 251 3.0564 0.0054 do 252 3.0618 0.0054 253 3.0673 0.0054 254 3.0727 0.0054 255 3.0781 0.0054 256 3.0834 0.0054 257 3.0888 0.0054 258 3.0942 0.0054 259 3.0995 0.0053 260 3.1049 0.0053 261 3.1102 0.0053 262 3.1155 0.0053 2G3 3.1208 0.0053 264 3.1261 0.0053 265 3.1314 0.0053 266 3.1367 0.0053 267 3.1419 0.0053 268 3.1472 0.0052 269 3.1524 0.0052 do 270 3.1576 0.0052 271 3.1629 0.0052 272 3.1681 0.0052 273 3.1733 0.0052 274 3.1784 0.0052 275 3.1836 0.0052 276 3.1888 0.0052 277 3.1939 0.0052 278 3.1991 0.0051 279 3.2042 0.0051 280 3.2093 0.0051 281 3.2144 0.0051 282 3.219G 0.0051 am as 40 do am 283 3.2246 0-0051 284 3.2297 0.0051 285 3.2348 0.0051 286 3.2399 0.0051 287 3.2449 0.0051 288 3.2500 0.0050 --------------------------------------------------------------------- Unit Unit Unit Effective so Period Rainfall Soil -Loss Rainfall (number) (In) (In) (In) --------------------------------------------------------------------- 1 0.0050 0.0020 0.0031 2 0.0051 0.0020 0.0031 3 0.0051 0.0020 0.0031 4 0.0051 0.0020 0.0031 5 0.0051 0.0020 0.0031 6 0.0051 0.0020 0.0031 7 0.0051 0.0020 0.0031 8 0.0051 0.0020 0.0031 9 0.0052 0.0020 0.0031 10 0.0052 0.0020 0.0031 11 0.0052 0.0020 0.0032 12 0.0052 0.0020 0.0032 13 0.0052 0.0021 0.0032 14 0.0052 0.0021 0.0032 15 0.0053 0.0021 0.0032 MW 16 0.0053 0.0021 0.0032 17 0.0053 0.0021 0.0032 18 0.0053 0.0021 0.0032 do 19 0.0053 0.0021 0.0032 20 0.0053 0.0021 0.0032 21 0.0054 0.0021 0.0033 22 0.0054 0.0021 0.0033 23 0.0054 0.0021 0-0033 24 0.0054 0.0021 0.0033 25 0.0054 0.0021 0.0033 26 O.00S4 0.0021 0.0033 27 0.0055 0.0021 0.0033 28 0.0055 0.0022 0.0033 29 0.005S 0.0022 0.0033 30 0.0055 0.0022 0.0033 31 0.0055 0.0022 0.0034 32 0.0056 0.0022 0.0034 33 0.0056 0.0022 0.0034 34 0.0056 0.0022 0.0034 35 0.0056 0.0022 0.0034 36 0.0056 0.0022 0.0034 49 37 0.0057 0.0022 0.0034 38 O.00S7 0.0022 0.0034 40 39 0.0057 0.0022 0.0035 40 0.0057 0.0022 0.0035 dl 41 0.0057 0.0023 0.0035 42 0.0058 0.0023 0.0035 no 43 0.0058 0.0023 0.0035 do 44 0.0058 0.0023 0.0035 45 0.0058 0.0023 0.0035 on 46 0.0058 0.0023 0.0035 do am Me do wa 47 0.0059 0.0023 0-0036 48 0.0059 0.0023 0.0036 49 0.0059 0.0023 0.0036 50 0.0059 0.0023 0.0036 51 0.0060 0.0023 0.0036 52 0.0060 0.0023 0.0036 53 0.0060 0.0024 0.0036 54 0.0060 0.0024 0.0037 do 55 0.0061 0.0024 0.0037 56 0.0061 0.0024 0.0037 40 57 0.0061 0.0024 0.0037 so 58 0.0061 0.0024 0.0037 59 0.0062 0.0024 0.0037 as 60 0.0062 0.0024 0.0037 61 0.0062 0.0024 0.0038 do 62 0.0062 0.0024 0.0038 63 0.0063 0.0025 0.0038 qm 64 0.0063 0.0025 0.0038 65 0.0063 0.0025 0.0038 66 0.0063 0.0025 0.0038 67 0.0064 0.0025 0.0039 68 0.0064 0.0025 0.0039 69 0.0064 0.0025 0.0039 70 0.0064 0.0025 0.0039 71 0.0065 0.0025 0.0039 72 0.0065 0.0026 0.0039 73 0.0065 0.0026 0.0040 74 0.0066 0.0026 0.0040 75 0.0066 0.0026 0.0040 76 0.0066 0.0026 0.0040 77 0.0067 0-0026 0.0040 78 0.0067 0.0026 0.0041 79 0.0067 0.0026 0.0041 80 0.0068 0.0027 0.0041 81 0.0068 0.0027 0.0041 82 0.0068 0.0027 0.0041 83 0.0069 0.0027 0.0042 84 0.0069 0.0027 0.0042 85 0.0069 0.0027 0.0042 86 0.0070 0.0027 0.0042 do 87 0.0070 0.0028 0-0043 88 0.0070 0.0028 0.0043 mo 89 0.0071 0.0028 0.0043 90 0.0071 0.0028 0.0043 as 91 0.0072 0.0028 0.0043 92 0.0072 0.0028 0.0044 40 93 0.0072 0.0028 0.0044 dit 94 0.0073 0.0029 0.0044 95 0.0073 0.0029 0.0044 96 0.0074 0.0029 0.0045 97 0.0074 0.0029 0.0045 98 0.0074 0.0029 0.0045 99 0.0075 0.0029 0.0046 100 0.0075 0.0030 0.0046 do 101 0.0076 0.0030 0.0046 102 0.0076 0.0030 0.0046 4ft 103 0.0077 0.0030 0.0047 do 00 on do ow i 104 0.0077 0.0030 0.0047 105 0.0078 0.0031 0.0047 106 0.0078 0.0031 0.0047 107 0.0079 0.0031 0.0048 40 108 0.0079 0.0031 0.0048 109 0.0080 0.0031 0.0048 110 0.0080 0.0031 0.0049 ill 0.0081 0.0032 0.0049 low 112 0.0081 0.0032 0.0049 113 0.0082 0.0032 0.0050 om 114 0.0082 0.0032 0.0050 115 0.0083 0.0033 0.0050 116 0.0084 0.0033 0.0051 117 0.0084 0.0033 0.0051 118 0.0085 0.0033 0.0051 119 0.0086 0.0034 0.0052 120 0.0086 0.0034 0.0052 121 0.0087 0.0034 0.0053 122 0.0087 0.0034 0.0053 123 0.0088 0.0035 0.0054 124 0.0089 0.0035 0.0054 125 0.0090 0.0035 0.0054 126 0.0090 0.0035 0.0055 127 0-0091 0.0036 0.0055 128 0.0092 0.0036 0.0056 129 0.0093 0.0036 0.0056 130 0.0093 0.0037 0.0057 131 0.0094 0.0037 0.0057 132 0.0095 0.0037 0.0058 133 0.0096 0.0038 0.0058 134 0.0097 0.0038 0.0059 135 0.0098 0.0039 0.0060 136 0.0099 0.0039 0.0060 137 0.0100 0.0039 0.0061 138 0.0101 0.0040 0.0061 139 0.0102 0.0040 0.0062 140 0.0103 0.0040 0.0062 141 0.0104 0.0041 0.0063 142 0.0105 0.0041 0.0064 143 0.0107 0.0042 0.0065 144 0.0107 0.0042 0.0065 145 0.0146 0 . 0057 0.0088 146 0.0146 0.0058 0.0089 147 0.0148 0.0058 0.0090 148 0.0149 0.0059 0.0090 149 0.0151 0.0059 0.0092 150 0.0152 0.0060 0.0092 151 0.0154 0.0060 0.0093 152 0.0155 0.0061 0.0094 153 0.0157 0.0062 0.0095 154 0.0158 0.0062 0.0096 155 0.0160 0.0063 0.0097 156 0.0161 0.0063 0.0098 157 0.0164 0.0064 0.0099 158 0.0165 0.0065 0.0100 159 0.0167 0.0066 0.0102 160 0.0169 0.0066 0.0103 ow i on ON Am 161 0.0172 0.0067 0.0104 do 162 0.0173 0.0068 0.0105 163 0.0176 0.0069 0.0107 4m 164 0.0178 0.0070 0.0108 do 165 0.0181 0.0071 0.0110 166 0.0183 0.0072 0.0111 qm 167 0.0187 0.0073 0.0113 168 0.0189 0.0074 0.0115 do 169 0.0193 0.0076 0.0117 170 0.0195 0.0077 0.0119 on 171 0.0200 0.0079 0.0121 172 0.0203 0.0080 0.0123 173 0.0208 0.0082 0.0126 174 0.0211 0.0083 0.0128 175 0.0217 0.0085 0.0132 176 0.0221 0.0087 0.0134 177 0.0228 0.0090 0.0138 178 0.0232 0.0091 0.0141 179 0.0241 0.0095 0.0146 do 180 0.0246 0.0097 0.0149 181 0.0257 0.0101 0.0156 an 182 0.0263 0.0103 0.0160 go 183 0.0277 0.0109 0.0168 184 0.0285 0.0112 0.0173 185 0.0205 0.0081 0.0125 186 0.0217 0.0085 0.0132 187 0.0246 0.0097 0.0149 188 0.0265 0.0104 0.0161 189 0.0320 0.0126 0.0194 190 0.0361 0.0142 0.0219 191 0.0516 0.0203 0.0313 192 0.0709 0.0239 0.0470 193 0.2220 0.0239 0.1981 194 0.0420 0.0165 0.0255 195 0.0289 0.0114 0.0175 196 0.0230 0.0090 0.0140 197 0.0294 0.0115 0.0178 198 0.0270 0.0106 0.0164 199 0.0251 0.0099 0.0152 do 200 0.0236 0.0093 0.0143 201 0.0224 0.0088 0.0136 202 0.0214 0.0084 0.0130 203 0.0205 0.0081 0.0125 do 204 0.0198 0.0078 0.0120 205 0.0191 0-0075 0.0116 206 0.0185 0.0073 0.0112 me 207 0.0180 0.0071 0.0109 do 208 0.0175 0.0069 0.0106 209 0.0170 0.0067 0.0103 go 210 0.0166 0-0065 0.0101 211 0.0162 0.0064 0.0099 do 212 0.0159 0.0062 0.0097 213 0.0156 0.0061 0.0095 214 0.0153 0.0060 0.0093 215 0.0150 0.0059 0.0091 216 0.0147 0.0058 0.0089 217 0.0108 0.0042 0.0066 an 0 qm 218 0.0106 0.0042 0.0064 do 219 0.0103 0.0041 0.0063 220 0.0101 0.0040 0.0062 qw 221 0.0099 0.0039 0.0060 do 222 0.0097 0.0038 0.0059 223 0.0096 0.0038 0.0058 40 224 0.0094 0.0037 0.0057 225 0.0092 0.0036 0.0056 do 226 0-0091 0.0036 0.0055 227 0.0089 0.0035 0.0054 40 228 0.0088 0.0035 0.0053 do 229 0.0086 0.0034 0.0053 230 0.0085 0.0033 0.0052 231 0.0084 0.0033 0.0051 232 0.0083 0.0033 0.0050 233 0.0082 0.0032 0.0050 234 0.0081 0.0032 0.0049 235 0.0079 0.0031 0.0048 236 0.0078 0.0031 0.0048 237 0.0077 0.0030 0.0047 238 0.0076 0.0030 0.0046 239 0.0076 0.0030 0.0046 240 0.0075 0.0029 0.0045 241 0.0074 0.0029 0.0045 242 0.0073 0.0029 0.0044 243 0.0072 0.0028 0.0044 244 0.0071 0.0028 0.0043 245 0.0071 0.0028 0.0043 246 0.0070 0.0027 0.0042 247 0.0069 0.0027 0.0042 248 0.0068 0.0027 0.0042 249 0.0068 0.0027 0.0041 250 0.0067 0.0026 0.0041 40 251 0.0066 0.0026 0.0040 252 0.0066 0.0026 0.0040 an 253 0.0065 0.0026 0.0040 254 0.0065 0.0025 0.0039 do 255 0.0064 0.0025 0.0039 256 0.0064 0.0025 0.0039 am 257 0.0063 0.0025 0.0038 4w 258 0.0062 0.0025 0.0038 259 0.0062 0.0024 0.0038 260 0.0061 0.0024 0.0037 261 0.0061 0.0024 0.0037 262 0.0060 0.0024 0.0037 263 0.0060 0.0024 0.0036 264 0.0059 0.0023 0.0036 we 265 0.0059 0.0023 0.0036 266 0.0059 0.0023 0.0036 40 267 0.0058 0.0023 0.0035 268 0.0058 0.0023 0.0035 ig 269 0.0057 0.0023 0.0035 270 0.0057 0.0022 0.0035 40 271 0.0056 0.0022 0.0034 IN 272 0.0056 0.0022 0.0034 273 0.0056 0.0022 0.0034 274 0.0055 0.0022 0.0034 am MR go 40 275 0.0055 0.0022 0.0033 276 0.0055 0.0021 0.0033 277 0.0054 0.0021 0.0033 278 0.0054 0.0021 0.0033 40 279 0.0053 0.0021 0.0032 280 0.0053 0.0021 0.0032 AM 281 0.0053 0.0021 0.0032 282 0.0052 0.0021 0.0032 283 0.0052 0.0020 0.0032 284 0.0052 0.0020 0.0031 285 0.0052 0.0020 0.0031 286 0.0051 0.0020 0.0031 287 0.0051 0.0020 0.0031 288 0.0051 0.0020 0.0031 -------------------------------------------------------------------- -------------------------------------------------------------------- Total soil rain loss = 1.21(In) Total effective rainfall 2.04(In) Peak --------------------------------------------------------------------- flow rate in flood hydrograph = 10.57(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 0.0002 0.02 Q 0+10 0.0012 0.15 Q 0+15 0.0030 0.27 Q 0+20 0.0052 0.32 Q 0+25 0.0074 0.32 Q 0+30 0.0097 0.33 Q 40 0+35 0.0120 0.33 Q so 0+40 0.0143 0.33 Q 0+45 0.0165 0.33 Q 0+50 0.0188 0-33 Q O+S5 0.0211 0.33 Q 1+ 0 0.0234 0.33 Q 1+ 5 0.0258 0.34 Q 1+10 0.0281 0.34 Q 1+15 0.0304 0.34 Q 1+20 0.0327 0.34 Q 1+25 0.0351 0.34 Q 1+30 0.0374 0.34 QV 1+35 0.0398 0.34 QV 1+40 0.0421 0.34 QV 40 1+45 0.0445 0.34 QV im 1+50 0.0469 0.35 QV 1+55 0.0493 0.35 QV 2+ 0 0.0517 0.35 QV do 2+ 5 0.0541 0.35 QV do 2+10 0.0565 0.35 QV 2+15 0.0589 0.35 QV no 2+20 0.0613 0.35 QV go 4M 2+25 0.0638 0.35 QV do 2+30 0.0662 0.35 QV 2+35 0.0687 0.36 QV 2+40 0.0711 0.36 QV 2+45 0.0736 0.36 QV 2+50 0.0761 0.36 Q V 2+55 0.0785 0.36 Q V 3+ 0 0.0810 0.36 Q V 3+ 5 0.0835 0.36 Q V 3+10 0.0861 0.36 Q V 3+15 0.0886 0.37 Q V 3+20 0.0911 0.37 Q V 3+25 0.0936 0.37 Q V 3+30 0.0962 0.37 Q V 3+35 0.0987 0.37 Q V WA 3+40 0.1013 0.37 Q V 3+45 0.1039 0.37 Q V 3+50 0.1065 0.38 Q V 3+55 0.1091 0.38 Q V do 4+ 0 0.1117 0.38 Q V 4+ 5 0.1143 0.38 Q V 4+10 0.1169 0.38 Q V 4+15 0.1195 0.38 Q V 4+20 0.1222 0.38 Q V 4+25 0.1248 0.39 Q V 4+30 0.1275 0.39 Q V 4+35 0.1302 0.39 Q V 4+40 0.1329 0.39 Q V 4+45 0.1356 0.39 Q V do 4+50 0.1383 0.39 Q V 4+55 0.1410 0.39 Q V 5+ 0 0.1437 0.40 Q V 5+ 5 0.1465 0.40 Q V 5+10 0.1492 0.40 Q V 5+15 0.1520 0.40 Q v 5+20 O.lS48 0.40 Q v 5+25 0.1575 0.40 Q v 5+30 0.1603 0.41 Q v 5+35 0.1632 0.41 Q v 5+40 0.1660 0.41 Q v m 5+45 0.1688 0.41 Q v 5+50 0.1717 0.41 Q v go 5+SS 0.1745 0.42 Q v 6+ 0 0.1774 0.42 Q v 6+ 5 0.1803 0.42 Q v 6+10 0,1832 0*42 Q V 6+15 0.1861 0.42 Q v 6+20 0.1890 0.43 Q v 6+25 0.1920 0.43 Q v 6+30 0.1949 0.43 Q v 6+35 0.1979 0.43 Q v 6+40 0.2009 0.43 Q v 6+45 0.2039 0.44 Q v 6+50 0.2069 0.44 Q v 6+55 0.2099 0.44 Q v 7+ 0 0.2130 0.44 Q v 7+ 5 0.2160 0.44 Q v 7+10 0.2191 0.45 Q V 7+15 0.2222 0.45 Q V 7+20 0.2253 0.45 Q V 7+25 0.2284 0.45 Q V A 7+30 0.2316 0.46 Q V 7+35 0.2347 0.46 Q V MR 7+40 0.2379 0.46 Q V 7+45 0.2411 0.46 Q V do 7+50 0.2443 0.47 Q V 7+55 0.2475 0.47 Q V 8+ 0 0.2508 0.47 Q V 8+ 5 0.2540 0.47 Q V 8+10 0.2573 0.48 Q V 8+15 0.2606 0.48 Q V 8+20 0.2639 0.48 Q V 8+25 0.2673 0.48 Q V 8+30 0.2706 0.49 Q V 8+35 0.2740 0.49 Q v 8+40 0.2774 0.49 Q V 8+45 0.2808 0.50 Q V 8+50 0.2843 0.50 Q V 8+55 0.2877 0.50 IQ V I 9+ 0 0.2912 0.51 IQ V I 9+ 5 0.2947 0.51 IQ V I 9+10 0.2983 0.51 IQ V I 9+15 0.3018 0.52 IQ v I 9+20 0.30S4 0.52 IQ V I 9+25 0.3090 0.52 IQ v I 9+30 0.3126 0.53 IQ V I 9+35 0-3163 0.53 IQ v I 9+40 0.3199 0.53 IQ v I 9+45 0.3236 0.54 IQ v I 9+50 0.3274 0.54 IQ V I 9+55 0.3311 0.55 IQ v I 10+ 0 0.3349 0.55 IQ V I 10+ 5 0.3387 0.55 IQ VI 10+10 0.3426 0.56 IQ VI 10+15 0.3465 0.56 IQ VI 10+20 0.3504 0.57 IQ VI 10+25 0.3543 0.57 IQ VI 10+30 0.3583 0.53 IQ VI 10+35 0.3623 0.58 IQ VI 10+40 0.3663 0.59 IQ VI 10+45 0.3704 0.59 IQ VI 10+50 0.3745 0.60 IQ V 10+55 0.3786 0.60 IQ V 11+ 0 0.3828 0.61 IQ V do 11+ 5 0.3870 0.61 IQ V 11+10 0.3912 0.62 IQ V OR 11+15 0.3955 0.62 IQ V 11+20 0.3998 0.63 IQ V a 11+25 0.4042 0.63 IQ V 11+30 0.4086 0.64 IQ V 11+35 0.4131 0.65 IQ IV 11+40 0.4176 0.65 IQ IV 11+45 0.4221 0.66 IQ IV 11+50 0.4267 0.67 IQ IV 4= of do 12+35 0.4791 0.98 Q V 12+40 0.4859 0.99 Q V 12+45 0.4928 0.99 Q V 12+50 11+5S 0.4314 0.67 IQ IV 12+55 12+ 0 0.4361 0.68 IQ IV I 13+ 0 12+ 5 0.4409 0.71 IQ IV I 13+ 5 12+10 0.4464 0.80 IQ IV I 13+10 12+15 0.4527 0.90 IQ I V I 13+15 12+20 0.4592 0.94 IQ I V I I 4W 12+25 0.4657 0.96 IQ I V I I 13+25 12+30 0.4724 0.97 IQ I V I I do 0.5578 1.10 Q V 4= of do 12+35 0.4791 0.98 Q V 12+40 0.4859 0.99 Q V 12+45 0.4928 0.99 Q V 12+50 0.4997 1.00 Q v 12+55 0.5067 1.01 Q v 13+ 0 0.5137 1.03 Q V 13+ 5 0.5209 1.04 Q v 13+10 0.5281 1.05 Q V 13+15 0.5354 1.06 Q V 13+20 0.5427 1.07 Q V 13+25 0.5502 1.08 Q V 13+30 0.5578 1.10 Q V 13+35 0.5654 1.11 Q v 13+40 0.5732 1.13 Q v 13+45 0.5810 1.14 Q V 13+50 0.5890 1.16 Q V 13+55 0.5971 1.17 Q V 14+ 0 0.6053 1.19 Q V 14+ 5 0.6136 1.21 Q V 14+10 0.6221 1.23 Q V 14+15 0.6307 1.25 Q V 14+20 0.6395 1.27 Q V 14+25 0.6484 1.30 Q V 14+30 0.6575 1.32 Q V 14+35 0.6668 1.35 Q V 14+40 0.6763 1.38 Q v 14+45 0.6860 1.41 Q V 14+50 0.6960 1.44 Q V 14+55 0.7061 1.48 Q V 15+ 0 0.7166 1.52 1 Q VI 15+ 5 0.7274 1.56 1 Q VI 15+10 0.7385 1.61 1 Q I VI 15+15 0.7500 1.67 Q I V 15+20 0.7619 1.73 Q I V 15+25 0.7741 1.76 Q I V 15+30 0.7851 1.60 Q I V 15+35 0.7951 1.45 Q I IV 15+40 0.8054 1.50 Q I IV 15+45 0.8167 1.64 Q I IV 15+50 0.8296 1.86 Q I I V 15+55 0.8446 2.19 Q I I V 16+ 0 0.8642 2.84 Q I I v 16+ 5 0.8988 5.03 1 V 16+10 0.9716 10.57 IQ V I 16+15 1.0417 10.17 Q V I 16+20 1.0738 4.67 Q1 I V I 16+25 1.0900 2.35 Q I I VI 16+30 1.1035 1.96 Q I I VI 16+35 1.1158 1.78 Q I I VI �m Am 4a Aw an 40 SO do 4m go No 3w 4" lK m 40 4" 16+40 1.1275 1.70 Q V 16+45 1.1384 1.59 Q V 16+50 1.1488 1.51 Q V 16+55 1.1587 1.43 Q V 17+ 0 1.1681 1.37 1 Q IV 17+ 5 1.1772 1.31 1 Q IV 17+10 1.1859 1.27 1 Q I I IV 17+15 1.1943 1.22 1 Q I I IV 17+20 1.2025 1.19 1 Q V 17+25 1.2104 1.15 Q V 17+30 1.2181 1.12 Q V 17+35 1.2257 1.09 Q V 17+40 1.2330 1.07 Q V 17+45 1.2402 1.04 Q V 17+50 1.2472 1.02 Q V 17+55 1.2541 1.00 Q V 18+ 0 1.2609 0.98 IQ V 18+ 5 1.2674 0.95 IQ V 18+10 1.2732 0.84 IQ I V 18+15 1.2782 0.73 IQ I V 18+20 1.2830 0.69 IQ I V 18+25 1.2876 0.67 IQ I V 18+30 1.2921 0.65 IQ I V 18+35 1.2964 0.64 IQ I V 18+40 1.3008 0.63 IQ I V 18+45 1.3050 0.61 IQ I V 18+50 1.3092 0.60 IQ I V 18+55 1.3132 0.59 IQ I V 19+ 0 1.3173 0.58 IQ I V 19+ 5 1.3212 0.57 IQ V 19+10 1.3251 0.57 IQ V 19+15 1.3289 0.56 IQ V 19+20 1.3327 0.55 IQ V 19+25 1.3364 0.54 IQ V 19+30 1.3401 0.53 IQ V 19+35 1.3437 0.53 IQ V 19+40 1.3473 0.52 IQ V 19+45 1.3508 0.51 IQ V 19+50 1.3543 0.50 IQ V 19+55 1.3577 0.50 Q V 20+ 0 1.3611 0.49 Q V 20+ 5 1.3645 0.49 Q V 20+10 1.3678 0.48 Q V 20+15 1.3710 0.48 Q V 20+20 1.3743 0.47 Q V 20+25 1.3775 0.46 Q V 20+30 1.3806 0.46 Q V 20+35 1.3838 0.45 Q V 20+40 1.3869 0.45 Q V 20+45 1.3899 0.45 Q V 20+50 1.3930 0.44 Q V 20+55 1.3960 0.44 Q V 21+ 0 1.3990 0.43 Q V 21+ 5 1.4019 0.43 Q V 21+10 1.4048 0.42 Q V 21+15 1.4077 0.42 Q V 21+20 1.4106 0.42 Q V I= lw log m 40 21+25 1.4135 0.41 Q v 21+30 1.4163 0.41 Q v 21+35 1.4191 0.41 Q v 21+40 1.4218 0.40 Q v 21+45 1.4246 0.40 Q v 21+50 1.4273 0.40 Q v 21+55 1.4300 0.39 Q v 22+ 0 1.4327 0.39 Q v 22+ 5 1.4354 0.39 Q v 22+10 1.4380 0.38 Q v 22+15 1.4406 0.38 Q v 22+20 1.4432 0.38 Q v 22+25 1.4458 0.37 Q v 22+30 1.4484 0.37 Q v 22+35 1.4509 0.37 Q v mit 22+40 1.4534 0.37 Q v 22+45 1.4559 0.36 Q v 4m 22+50 1.4584 0.36 Q VI 22+55 1.4609 0.36 Q VI 23+ 0 1.4634 0.36 Q VI 23+ 5 1.4658 0.35 Q VI 23+10 1.4682 0.35 Q VI dN 23+15 1.4706 0.35 Q VI 23+20 1.4730 0.35 Q VI 4w 23+25 1.4754 0.34 Q VI 23+30 1.4778 0.34 Q VI do 23+35 1.4801 0.34 Q VI 23+40 1.4824 0.34 Q VI on 23+45 1.4847 0.34 Q VI 40 23+50 1.4870 0.33 Q VI 23+55 1.4893 0.33 Q VI 24+ 0 1.4916 0.33 Q VI 24+ 5 1.4937 0.31 Q VI 24+10 1.4950 0.18 Q VI 24+15 1.4953 0.05 Q VI 24+20 1.4954 0.01 Q VI 24+25 ----------------------------------------------------------------------- 1.4954 0.00 Q v log m 40 am 4w 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 - 2004, Version 7.0 ad Study date 07/11/07 as do ........................................................................ an ------------------------------------------------------------------------ do San Bernardino County Synthetic Unit Hydrology Method Manual date - August 1986 Program License Serial Number 5028 4" - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - Tract 17496 Developed Conditon 10 Year Storm Event to-------------------------------------------------------------------- W* Storm Event Year = 10 40 Antecedent Moisture Condition = 3 an English (in -lb) input Units Used Aw English Rainfall Data (Inches) Input Values Used am English Units used in output format Area averaged rainfall intensity isohyetal data: Sub -Area Duration Isohyetal (Ac.) (hours) (In) Rainfall data for year 10 8.80 1 0.98 -------------------------------------------------------------------- Rainfall data for year 10 8.80 6 2.60 -------------------------------------------------------------------- Rainfall data for year 10 8.80 24 5.40 -------------------------------------------------------------------- .................................................................... 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) 50.0 70.0 0.40 0.045 0.532 1.000 0.532 am 4w Aw An 32.0 52.0 8.40 0.955 0.785 0.350 0.275 Area -averaged adjusted loss rate Fm (In/Hr) = 0.287 an ********* Area -Averaged low loss rate fraction, Yb 40 Area Area SCS CN SCS CN S Pervious (Ac.) Fract (AMC2) (AMC3) Yield Fr 80 0.40 0.045 50.0 70.0 4.29 0.433 go 2.94 0.334 32.0 52.0 9.23 0.183 5.46 0.620 98.0 98.0 0.20 0.956 Area -averaged catchment yield fraction, Y = 0.674 Area -averaged low loss fraction, Yb 0.326 User entry of time of concentration 0.162 (hours) .................................................................... Watershed area = 8.80(Ac.) 4W Catchment Lag time 0.130 hours Unit interval = 5.000 minutes Unit interval percentage of lag time = 64.3004 Hydrograph baseflow = 0.00(CFS) Average maximum watershed loss rate(Fm) = 0.287(In/Hr) Average low loss rate fraction (Yb) = 0.326 (decimal) 4W VALLEY DEVELOPED S -Graph Selected Computed peak 5 -minute rainfall 0.363(In) as Computed peak 30 -minute rainfall 0.743(In) Specified peak 1 -hour rainfall = 0.980(In) ,0111% Computed peak 3 -hour rainfall = 1.783(In) Aw Specified peak 6 -hour rainfall = 2.600(In) Specified peak 24-hour rainfall 5.400(In) Rainfall depth area reduction factors: Using a total area of 8.80(Ac.) (Ref: fig. E-4) Aw 5 -minute factor 1.000 Adjusted rainfall = 0.363(In) 30 -minute factor 1.000 Adjusted rainfall = 0.742(In) 1 -hour factor = 1.000 Adjusted rainfall = 0.980(In) 3 -hour factor = 1.000 Adjusted rainfall = 1.782(In) aw 6 -hour factor = 1.000 Adjusted rainfall = 2.600(In) 24-hour factor = 1.000 Adjusted rainfall = 5.400(In) 4M--------------------------------------------------------------------- Aw U n i t H y d r o g r a p h ..................................................................... Interval IS' Graph unit Hydrograph do Number Mean values ((CFS)) Am --------------------------------------------------------------------- (K 106.43 (CFS)) aw 1 7.453 7.931 2 46.913 41.996 3 85.388 40.947 4 96.861 12.210 5 99.008 2.285 6 100.000 1.055 so ON go M 4w Aw 4M so 0M 40 4 "a AN M M IM 40 4w so oft Aw --------------------------------------------------------------------- Peak Unit Adjusted mass rainfall Unit rainfall Number (In) (In) 1 0.3626 0.3626 2 0.4784 0.1158 3 0.5626 0.0842 4 0.6312 0.0686 5 0.6902 0.0589 6 0.7424 0.0522 7 0.7896 0.0472 8 0.8329 0.0433 9 0.8731 0.0402 10 0.9107 0.0376 11 0.9461 0.0354 12 0.9796 0.0335 13 1.0233 0.0437 14 1.0654 0.0422 15 1.1062 0.0408 16 1.1458 0.0396 17 1.1843 0.0385 18 1.2218 0.0375 19 1.2583 0.0365 20 1.2940 0.0357 21 1.3288 0.0349 22 1.3630 0.0341 23 1.3964 0.0334 24 1.4291 0.0328 25 1.4613 0.0321 26 1.4928 0.0316 27 1.5239 0.0310 28 1.5544 0.0305 29 1.5844 0.0300 30 1.6139 0.0295 31 1.6430 0.0291 32 1.6717 0.0287 33 1.6999 0.0283 34 1.7278 0.0279 35 1.7553 0.0275 36 1.7825 0.0272 37 1.8093 0.0268 38 1.8357 0.0265 39 1.8619 0.0262 40 1.8877 0.0258 41 1.9133 0.0256 42 1.9386 0.0253 43 1.9636 0-0250 44 1.9883 0.0247 45 2.0128 0.0245 46 2.0370 0.0242 47 2.0610 0.0240 48 2.0848 0.0238 49 2.1083 0.0235 50 2.1317 0.0233 51 2.1548 0.0231 52 2.1777 0.0229 53 2.2004 0.0227 S4 2.2229 0.0225 wa as 440 go 4m 4w m Am 11W 40 40 No% aw AM Im an so 4" 40 as ow 4" do 40 aw am No 55 2.2452 0.0223 56 2.2674 0.0221 57 2.2893 0.0220 58 2.3111 0.0218 59 2.3327 0.0216 60 2.3542 0.0214 61 2.3755 0.0213 62 2.3966 0.0211 63 2.4176 0.0210 64 2.4384 0.0208 65 2.4591 0.0207 66 2.4796 0.0205 67 2.5000 0.0204 68 2.5202 0.0203 69 2.5404 0.0201 70 2-5603 0.0200 71 2.5802 0.0199 72 2.5999 0.0197 73 2.6189 0-0190 74 2.6378 0.0189 75 2.6565 0.0187 76 2.6751 0.0186 77 2.6936 0.0185 78 2.7120 0.0184 79 2.7303 0.0183 80 2.7484 0.0182 81 2.7665 0.0181 82 2.7845 0.0180 83 2.8023 0.0179 84 2.8201 0.0178 85 2.8377 0.0177 86 2.8553 0.0176 87 2.8727 0.0175 88 2.8901 0.0174 89 2.9074 0.0173 90 2.9245 0.0172 91 2.9416 0.0171 92 2.9586 0.0170 93 2.9755 0.0169 94 2.9924 0.0168 95 3.0091 0.0167 96 3.0258 0.0167 97 3.0423 0.0166 98 3.0588 0.0165 99 3.0752 0.0164 100 3.0916 0.0163 101 3.1078 0.0163 102 3.1240 0.0162 103 3.1401 0.0161 104 3.1562 0.0160 105 3.1721 0.0160 106 3.1880 0.0159 107 3.2039 0.0158 108 3.2196 0.0158 109 3.2353 0.0157 110 3.2509 0.0156 ill 3.2665 0.0155 No go 4" 1w am um 4m 41W "m aw 4m 40 4" do "m No mm to 0 4" No 0 am IAW 112 3.2819 0.0155 113 3.2974 0.0154 114 3.3127 0.0154 115 3.3280 0.0153 116 3.3432 0.0152 117 3.3584 0.0152 118 3.3735 0.0151 119 3.3885 0.0150 120 3.4035 0.0150 121 3.4184 0.0149 122 3.4333 0.0149 123 3.4481 0.0148 124 3.4629 0.0148 125 3.4776 0.0147 126 3.4922 0.0146 127 3.5068 0.0146 128 3.5213 0.0145 129 3.5358 0.0145 130 3.5502 0.0144 131 3.5646 0.0144 132 3.5789 0.0143 133 3.5932 0.0143 134 3.6074 0.0142 135 3.6216 0.0142 136 3.6357 0.0141 137 3.6498 0.0141 138 3.6638 0.0140 139 3.6778 0.0140 140 3.6917 0.0139 141 3.7056 0.0139 142 3.7194 0.0138 143 3.7332 0.0138 144 3.7469 0.0137 145 3.7606 0.0137 146 3.7743 0.0137 147 3.7879 0.0136 148 3.8014 0.0136 149 3.8150 0.0135 150 3.8284 0.0135 151 3.8419 0.0134 152 3.8553 0.0134 153 3.8686 0.0134 154 3.8819 0.0133 155 3.8952 0.0133 156 3.9084 0.0132 157 3.9216 0.0132 158 3.9348 0.0131 159 3.9479 0.0131 160 3.9610 0.0131 161 3.9740 0.0130 162 3.9870 0.0130 163 3.9999 0.0130 164 4.0129 0.0129 165 4.0257 0.0129 166 4.0386 0.0128 167 4.0514 0.0128 168 4.0642 0.0128 4m do AM so 169 4.0769 0.0127 170 4.0896 0.0127 on 171 4.1023 0.0127 172 4.1149 0.0126 to 173 4.1275 0.0126 174 4.1401 0.0126 sm 175 4.1526 0.0125 176 4.1651 0.0125 4w 177 4.1775 0.0125 178 4.1900 0.0124 oft 179 4.2024 0.0124 Aw 180 4.2147 0.0124 181 4.2271 0.0123 Im 182 4.2394 0.0123 183 4.2516 0.0123 as 184 4.2639 0.0122 185 4.2761 0.0122 186 4.2882 0.0122 40 187 4.3004 0.0121 188 4.3125 0.0121 ow 189 4.3246 0.0121 190 4.3366 0.0120 aw 191 4.3486 0.0120 192 4.3606 0.0120 193 4.3726 0.0120 194 4.3845 0.0119 mo 195 4.3964 0.0119 196 4.4083 0.0119 on 197 4.4201 0.0118 do 198 4.4319 0.0118 199 4.4437 0.0118 4w 200 4.4555 0.0118 201 4.4672 0.0117 4w 202 4.4789 0.0117 203 4.4906 0.0117 ow 204 4.5022 0.0116 so 205 4.5139 0.0116 206 4.5255 0.0116 me 207 4.5370 0.0116 208 4.5486 0.0115 Aw 209 4.5601 0.0115 210 4.5716 0.0115 211 4.5830 0.0115 aw 212 4.5945 0.0114 213 4.6059 0.0114 mm 214 4.6173 0.0114 215 4.6286 0.0114 is 216 4.6400 0.0113 217 4.6513 0.0113 218 4.6626 0.0113 219 4.6739 0.0113 220 4.6851 0.0112 221 4.6963 0.0112 222 4.7075 0.0112 223 4.7187 0.0112 224 4.7298 0.0111 225 4.7409 0.0111 ow ow 4m 40 am 226 4.7520 0.0111 No 227 4.7631 0.0111 228 4.7742 0.0111 229 4.7852 0.0110 230 4.7962 0.0110 231 4.8072 0.0110 232 4.8181 0.0110 233 4.8291 0.0109 234 4.8400 0.0109 235 4-8509 0.0109 236 4.8618 0.0109 237 4.8726 0.0109 238 4.8834 0.0108 239 4.8942 0.0108 240 4.9050 0.0108 241 4.9158 0.0108 242 4.9265 0.0107 243 4.9373 0.0107 244 4.9480 0.0107 245 4.9586 0.0107 246 4.9693 0.0107 247 4.9799 0.0106 248 4.9906 0.0106 249 5.0012 0.0106 4" 250 5.0117 0.0106 251 5.0223 0.0106 252 5.0328 0.0105 253 5.0434 0.0105 254 5.0539 0.0105 40 255 5.0643 0.0105 256 5.0748 0.0105 an 257 5.0852 0.0104 258 5.0957 0.0104 40 259 5.1061 0.0104 260 5.1165 0.0104 261 5.1268 0.0104 262 5.1372 0.0103 263 5.1475 0.0103 4M 264 5.1578 0.0103 265 5.1681 0.0103 go 266 5.1784 0.0103 267 5.1886 0.0103 mm 268 5.1989 0.0102 269 5.2091 0.0102 ow 270 5.2193 0.0102 271 5.2295 0.0102 an 272 5.2396 0.0102 to 273 5.2498 0.0101 274 5.2599 0.0101 am 275 5.2700 0.0101 276 5.2801 0.0101 to 277 5.2902 0.0101 278 5.3003 0.0101 279 5.3103 0.0100 280 5.3203 0.0100 281 5.3303 0.0100 282 5.3403 0.0100 #ON am 40 40 qw 283 5.3503 0.0100 284 5.3603 0-0100 285 5.3702 0.0099 286 5.3801 0.0099 40 287 5.3900 0.0099 288 5.3999 0.0099 --------------------------------------------------------------------- Unit Unit Unit Effective Period Rainfall Soil -Loss Rainfall (number) (In) (In) (In) --------------------------------------------------------------------- 1 0.0099 0.0032 0.0067 2 0.0099 0.0032 0.0067 dft 3 0.0099 0.0032 0.0067 4 0.0100 0.0032 0.0067 we 5 0.0100 0.0033 0.0067 6 0.0100 0.0033 0.0067 40 7 0.0100 0.0033 0.0068 8 0.0101 0.0033 0.0068 go 9 0.0101 0.0033 0.0068 10 0.0101 0.0033 0.0068 11 0.0101 0.0033 0.0068 40 12 0.0102 0.0033 0.0069 13 0.0102 0.0033 0.0069 4w 14 0.0102 0.0033 0.0069 15 0.0103 0.0033 0.0069 wo 16 0.0103 0.0033 0.0069 17 0.0103 0.0034 0.0069 qft 18 0.0103 0.0034 0.0070 to 19 0.0104 0.0034 0.0070 20 0.0104 0.0034 0.0070 4M 21 0.0104 0.0034 0.0070 22 0.0104 0.0034 0.0070 23 0.0105 0.0034 0.0071 24 0.0105 0.0034 0.0071 25 0.0105 0.0034 0.0071 26 0.0106 0.0034 0.0071 27 0.0106 0.0035 0.0071 28 0.0106 0.0035 0.0072 29 0.0107 0.0035 0.0072 4w 30 0.0107 0.0035 0.0072 31 0.0107 0.0035 0.0072 on 32 0.0107 0.0035 0.0072 33 0.0108 0.0035 0.0073 dw 34 0.0108 0.0035 0.0073 35 0.0109 0.0035 0.0073 an 36 0.0109 0.0035 0.0073 am 37 0.0109 0.0036 0.0074 38 0.0109 0.0036 0.0074 an 39 0.0110 0.0036 0.0074 40 0.0110 0.0036 0.0074 41 0.0111 0.0036 0.0074 42 0.0111 0.0036 0.0075 43 0.0111 0.0036 0.0075 44 0.0111 0.0036 0.0075 45 0.0112 0.0036 0.0075 qw 46 0.0112 0.0037 0.0076 w am aw "a do me 103 0.0142 0.0046 0.0095 aw d� fm 47 0.0113 0.0037 0.0076 48 0.0113 0.0037 0.0076 49 0.0113 0.0037 0.0076 50 0.0114 0.0037 0.0077 51 0.0114 0.0037 0.0077 52 0.0114 0.0037 0.0077 53 0.0115 0.0037 0.0077 54 0.0115 0.0038 0.0078 55 0.0116 0-0038 0.0078 56 0.0116 0.0038 0.0078 57 0.0116 0.0038 0.0079 58 0.0117 0.0038 0.0079 59 0.0117 0.0038 0.0079 60 0.0118 0.0038 0.0079 61 0-0118 0.0039 0.0080 ow 62 0.0118 0.0039 0.0080 63 0.0119 0.0039 0.0080 mm 64 0.0119 0.0039 0.0080 65 0.0120 0.0039 0.0081 aw 66 0.0120 0.0039 0.0081 67 0.0121 0.0039 0.0081 om 68 0.0121 0.0039 0.0082 aw 69 0.0122 0.0040 0.0082 70 0.0122 0.0040 0.0082 71 0.0123 0.0040 0.0083 72 0.0123 0.0040 0.0083 73 0.0124 0.0040 0.0083 74 0.0124 0.0040 0.0084 75 0.0125 0.0041 0.0084 76 0.0125 0.0041 0.0084 77 0.0126 0.0041 0.0085 78 0.0126 0.0041 0.0085 79 0.0127 0.0041 0.0085 80 0.0127 0.0041 0.0086 81 0.0128 0.0042 0.0086 82 0.0128 0.0042 0.0086 83 0.0129 0.0042 0.0087 so 84 0.0129 0.0042 0.0087 85 0.0130 0.0042 0.0088 86 0.0130 0.0042 0.0088 87 0.0131 0.0043 0.0088 88 0.0131 0.0043 0.0089 89 0.0132 0.0043 0.0089 90 0.0133 0.0043 0.0089 91 0.0134 0.0044 0.0090 92 0.0134 0.0044 0.0090 93 0.0135 0.0044 0.0091 94 0.0135 0.0044 0.0091 95 0.0136 0.0044 0.0092 4a 96 0.0137 0.0045 0.0092 97 0.0137 0.0045 0.0093 do 98 0.0138 0.0045 0.0093 99 0.0139 0.0045 0.0094 100 0.0139 0.0045 0.0094 101 0.0140 0.0046 0.0095 102 0.0141 0.0046 0.0095 me 103 0.0142 0.0046 0.0095 aw d� fm mm so 4w do mm to 4m mo 4m 40 Am do Am do 4w mm Ow Ift go 40 No 104 0.0142 0.0046 0.0096 105 0.0143 0.0047 0.0097 106 0.0144 0.0047 0.0097 107 0.0145 0.0047 0.0098 108 0.0145 0.0047 0.0098 109 0.0146 0.0048 0.0099 110 0.0147 0.0048 0.0099 ill 0.0148 0.0048 0.0100 112 0.0149 0.0048 0.0100 113 0.0150 0.0049 0.0101 114 0.0150 0.0049 0.0101 115 0.0152 0.0049 0.0102 116 0.0152 0.0050 0.0103 117 0.0154 0.0050 0.0103 118 0.0154 0.0050 0.0104 119 0.0155 0.0051 0.0105 120 0.0156 0.0051 0.0105 121 0.0158 0.0051 0.0106 122 0.0158 0.0052 0.0107 123 0.0160 0.0052 0.0108 124 0.0160 0.0052 0.0108 125 0.0162 0.0053 0.0109 126 0.0163 0.0053 0.0110 127 0.0164 0.0054 0.0111 128 0.0165 0.0054 0.0111 129 0.0167 0.0054 0.0112 130 0.0167 0.0055 0.0113 131 0.0169 0.0055 0.0114 132 0.0170 0.0055 0.0115 133 0.0172 0.0056 0.0116 134 0.0173 0.0056 0.0116 135 0.0175 0.0057 0.0118 136 0.0176 0.0057 0.0118 137 0.0178 0.0058 0.0120 138 0.0179 0.0058 0.0120 139 0.0181 0.0059 0.0122 140 0.0182 0.0059 0.0122 141 0.0184 0.0060 0.0124 142 0.0185 0.0060 0.0125 143 0.0187 0.0061 0.0126 144 0.0189 0.0061 0.0127 145 0.0197 0.0064 0.0133 146 0.0199 0.0065 0.0134 147 0.0201 0.0066 0.0136 148 0.0203 0.0066 0.0136 149 0.0205 0.0067 0.0138 150 0.0207 0.0067 0.0139 151 0.0210 0.0068 0.0141 152 0.0211 0.0069 0.0142 153 0.0214 0.0070 0.0145 154 0.0216 0.0070 0.0146 155 0.0220 0.0072 0.0148 156 0.0221 0.0072 0.0149 157 0.0225 0.0073 0.0152 158 0.0227 0.0074 0.0153 159 0.0231 0.0075 0.0156 160 0.0233 0.0076 0.0157 "m to 4m 161 0-0238 0.0077 0.0160 do 162 0.0240 0.0078 0.0162 163 0.0245 0.0080 0.0165 164 0.0247 0.0081 0.0167 165 0.0253 0.0082 0.0170 166 0.0256 0.0083 0.0172 167 0.0262 0.0085 0.0176 168 0.0265 0.0086 0.0178 169 0.0272 0.0089 0.0183 170 0.0275 0.0090 0.0185 171 0.0283 0.0092 0.0190 172 0.0287 0.0093 0.0193 173 0.0295 0.0096 0.0199 174 0.0300 0.0098 0.0202 175 0.0310 0.0101 0.0209 176 0.0316 0.0103 0.0213 177 0.0328 0.0107 0.0221 4m 178 0.0334 0.0109 0.0225 179 0.0349 0.0114 0.0235 180 0.0357 0.0116 0.0240 181 0.0375 0.0122 0.0253 182 0.0385 0.0125 0.0259 183 0.0408 0.0133 0.0275 184 0.0422 0.0137 0.0284 185 0.0335 0.0109 0.0226 186 0.0354 0.0115 0.0239 187 0.0402 0.0131 0.0271 188 0.0433 0.0141 0.0292 189 0.0522 0.0170 0.0352 190 0.0589 0.0192 0.0397 191 0.0842 0.0239 0.0604 192 0.1158 0.0239 0.0920 193 0.3626 0.0239 0.3387 194 0.0686 0.0224 0.0462 195 0.0472 0.0154 0.0318 4a 196 0.0376 0.0123 0.0253 197 0.0437 0.0142 0.0294 dif 198 0.0396 0.0129 0.0267 199 0.0365 0.0119 0.0246 200 0.0341 0.0111 0.0230 201 0.0321 0.0105 0.0217 202 0.0305 0.0099 0.0206 00 203 0.0291 0.0095 0.0196 204 0.0279 0.0091 0.0188 Aw 205 0.0268 0.0087 0.0181 206 0.0258 0.0084 0.0174 am 207 0.0250 0.0082 0.0169 do 208 0.0242 0.0079 0.0163 209 0.0235 0.0077 0.0159 on 210 0.0229 0.0075 0.0154 211 0.0223 0.0073 0.0150 dig 212 0.0218 0.0071 0.0147 213 0.0213 0.0069 0.0143 an 214 0.0208 0.0068 0.0140 215 0.0204 0.0066 0.0137 216 0.0200 0.0065 0.0135 0.0190 0.0062 0.0128 217 400 am we im aw 4w 218 0.0186 0.0061 0.0125 219 0.0183 0.0060 0.0123 220 0.0180 0.0059 0.0121 221 0.0177 0.0058 0.0119 fo 222 0.0174 0.0057 0.0117 223 0.0171 0.0056 0.0115 4w 224 0.0168 0.0055 0.0113 225 0.0166 0.0054 0.0112 d* 226 0.0163 0.0053 0.0110 227 0.0161 0.0053 0.0109 mm 228 0.0159 0.0052 0.0107 229 0.0157 0.0051 0.0106 is 230 0.01S5 0.0050 0.0104 231 0.01S3 0.0050 0.0103 am 232 0.0151 0.0049 0.0102 dW 233 0.0149 0.0049 0.0101 234 0.0148 0.0048 0.0099 235 0.0146 0.0048 0.0098 236 0.0144 0.0047 0.0097 237 0.0143 0.0047 0.0096 238 0.0141 0.0046 0.0095 239 0.0140 0.0046 0.0094 240 0.0138 0.0045 0.0093 241 0.0137 0.0045 0.0092 242 0.0136 0.0044 0.0091 243 0.0134 0.0044 0.0091 244 0.0133 0.0043 0.0090 245 0.0132 0.0043 0.0089 246 0.0131 0.0043 0.0088 247 0.0130 0.0042 0.0087 248 0.0128 0.0042 0.0087 249 0.0127 0.0042 0.0086 250 0.0126 0.0041 0.0085 251 0.0125 0.0041 0.0084 252 0.0124 0.0041 0.0084 253 0.0123 0.0040 0.0083 254 0.0122 0.0040 0.0082 do 255 0.0121 0.0040 0.0082 256 0.0120 0.0039 0.0081 dft 257 0.0120 0.0039 0.0081 258 0.0119 0.0039 0.0080 259 0.0118 0.0038 0.0079 260 0.0117 0.0038 0.0079 261 0.0116 0.0038 0.0078 ow 262 0.0115 0.0038 0.0078 263 0.0115 0.0037 0.0077 264 0.0114 0.0037 0.0077 265 0.0113 0.0037 0.0076 266 0.0112 0.0037 0.0076 267 0.0112 0.0036 0.0075 268 0.0111 0.0036 0.0075 dO 269 0.0110 0.0036 0.0074 270 0.0110 0.0036 0.0074 am 271 0.0109 0.0036 0.0073 272 0.0108 0.0035 0.0073 dW 273 0.0108 0.0035 0.0073 274 0.0107 0.0035 0.0072 aw 4w 490 4" 275 0.0106 0.0035 0.0072 276 0.0106 0.0034 0.0071 277 0.0105 0.0034 0.0071 278 0.0105 0.0034 0.0071 279 0.0104 0.0034 0.0070 280 0.0103 0.0034 0.0070 281 0.0103 0.0034 0.0069 282 0.0102 0.0033 0.0069 283 0.0102 0.0033 0.0069 284 0.0101 0.0033 0.0068 285 0.0101 0.0033 0.0068 OW 286 0.0100 0.0033 0.0068 287 0.0100 0.0033 0.0067 288 0.0099 0.0032 0.0067 oft -------------------------------------------------------------------- go-------------------------------------------------------------------- Total soil rain loss = 1.65(In) Total effective rainfall 3.75(In) Peak flow rate in flood hydrograph 19.22(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 0.0004 0.05 Q 0+10 0.0027 0.33 Q 0+15 0.0068 0.61 VQ 0+20 0.0116 0.69 VQ 0+25 0.0165 0.71 VQ 0+30 0.0214 0.72 VQ 0+35 0.0263 0.72 VQ 0+40 0.0313 0.72 VQ 0+45 0.0362 0.72 VQ 0+50 0.0412 0.72 VQ 0+55 0.0462 0.72 VQ 1+ 0 0.0512 0.73 VQ 1+ 5 0.0562 0.73 VQ 1+10 0.0612 0.73 VQ 1+15 0.0663 0.73 VQ dw 1+20 0.0713 0.73 IQ 1+25 0.0764 0.74 IQ 1+30 0.0815 0.74 IQ 1+35 0.0866 0.74 IQ 1+40 0.0917 0.74 IQ 1+45 0.0968 0.74 IQ 1+50 0.1020 0.75 IQ 1+55 0.1071 0.75 IQ 2+ 0 0.1123 0.75 IQ 00 2+ 5 0.1175 0.75 IQ do 2+10 0.1226 0.75 IQ 2+15 0.1279 0.76 IQ An 2+20 0.1331 0.76 IQ AW .M OW 2+25 0.1383 0.76 IQV 2+30 0.1436 0.76 IQV 2+35 0.1488 0.77 IQV 2+40 0.1541 0.77 IQV am 2+45 0.1594 0.77 IQV 2+50 0.1647 0.77 IQV 2+55 0.1701 0.77 IQV 3+ 0 0.1754 0.78 IQV 3+ S 0.1808 0.78 IQV 3+10 0.1862 0.78 IQV 4M 3+15 0.1916 0.78 IQV 40 3+20 0.1970 0.79 JQV 3+25 0.2024 0.79 IQV 4m 3+30 0.2078 0.79 IQ V 3+35 0.2133 0.79 IQ V go 3+40 0.2188 0.80 IQ V 3+45 0.2243 0.80 IQ v mm 3+50 0.2298 0.80 IQ v 3+55 0.2353 0.80 IQ v to 4+ 0 0.2409 0.81 IQ v 4+ 5 0.2465 0.81 IQ v go 4+10 0.2520 0.81 IQ v va 4+15 0.2576 0.81 IQ v 4+20 0.2633 0.82 IQ V 4+25 0.2689 0.82 IQ V 4+30 0.2746 0.82 IQ V 4+35 0.2802 0.82 IQ V 4+40 0.2859 0.83 IQ V 4+45 0.2917 0.83 IQ V 4+50 0.2974 0.83 IQ V 4+55 0.3032 0.84 IQ V 5+ 0 0.3089 0.84 IQ V 5+ 5 0.3147 0.84 IQ V 5+10 0.3206 0.85 IQ V 5+1S 0.3264 0.85 IQ V 5+20 0.3323 0.85 IQ v 5+25 0.3381 0.85 IQ V 5+30 0.3441 0.86 IQ V 5+35 0.3500 0.86 IQ V S+40 0.3559 0.86 IQ V 5+45 0.3619 0.87 IQ V 5+50 0.3679 0.87 IQ V 5+55 0.3739 0-87 IQ V 6+ 0 0.3800 0.88 IQ v 6+ 5 0.3860 0.88 IQ v 6+10 0.3921 0.88 IQ V 6+15 0.3982 0.89 IQ V do 6+20 0.4043 0.89 IQ v 6+25 0.4105 0.89 IQ v 40 6+30 0.4167 0.90 IQ v 6+35 0.4229 0.90 IQ v do 6+40 0.4291 0.91 IQ v 6+45 0.4354 0.91 IQ v 40 6+50 0.4417 0.91 IQ v 6+55 0.4480 0.92 IQ V 7+ 0 0.4543 0.92 IQ V 7+ 5 0.4607 0.92 IQ v 40 do 4m wo an 400 dim Am 4m 4m 4m go 4m m mm 40 om do 40 do 40 7+10 0.4671 0.93 IQ V 1 7+15 0.4735 0.93 IQ V 1 7+20 0.4800 0.94 IQ V 1 7+25 0.4865 0.94 IQ V 1 7+30 0.4930 0.95 IQ V 1 7+35 0.4995 0.95 IQ V 1 7+40 0.5061 0.95 IQ v 1 7+45 0.5127 0.96 IQ V 1 7+50 0.5193 0.96 IQ V 1 7+55 0.5260 0.97 IQ v 1 8+ 0 0.5327 0.97 IQ V 1 8+ 5 0.5394 0.98 IQ V 1 8+10 0.5462 0.98 IQ V 1 8+15 0.5530 0.99 IQ V 1 8+20 0.5598 0.99 IQ V 1 8+25 0.5667 1.00 IQ V 1 8+30 0.5736 1.00 1 Q V 8+35 0.5805 1.01 1 Q v 8+40 0.5875 1.01 1 Q v 8+45 0.5945 1.02 Q V 8+50 0.6015 1.02 Q V 8+55 0.6086 1.03 Q V 9+ 0 0.6157 1.03 Q V 9+ 5 0.6229 1.04 Q VI 9+10 0.6301 1.05 Q VI 9+15 0.6373 1.05 Q VI 9+20 0.6446 1.06 Q VI 9+25 0.6519 1.06 Q VI 9+30 0.6593 1.07 Q VI 9+35 0.6667 1.08 Q VI 9+40 0.6742 1.08 Q VI 9+45 0.6817 1.09 1 Q VI 9+50 0.6892 1.10 1 Q V 9+55 0.6968 1.10 1 Q V 10+ 0 0.7044 1.11 1 Q V 10+ 5 0.7121 1.12 Q V 10+10 0.7199 1.12 Q V 10+15 0.7277 1.13 Q V 10+20 0.7355 1.14 Q V 10+25 0.7434 1.15 Q V 10+30 0.7514 1.15 Q V 10+35 0.7594 1.16 Q IV 10+40 0.7674 1.17 Q IV 10+45 0.7755 1.18 Q IV 10+50 0.7837 1.19 Q IV 10+55 0.7920 1.20 Q IV 11+ 0 0.8003 1.21 Q IV 11+ 5 0.8086 1.21 Q IV 11+10 0.8171 1.22 Q IV 11+15 0.8256 1.23 Q I V 11+20 0.8341 1.24 Q I v 11+25 0.8428 1.25 Q I v 11+30 0.8515 1.26 Q I V 11+35 0.8603 1.28 Q I v 11+40 0.8691 1.29 Q I V 11+45 0.8781 1.30 Q I V 11+50 0.8871 1.31 Q I V ow 4" IN AM 40 4m Anil m am 40 so 40 4m OR 11+55 0.8962 1.32 Q V 12+ 0 0.9054 1.33 Q V 12+ 5 0.9147 1.35 Q V 12+10 0.9242 1.38 Q V 12+15 0.9339 1-41 Q V 12+20 0.9437 1.43 Q V 12+25 0.9537 1.45 Q V 12+30 0.9638 1.46 Q v 12+35 0.9739 1.48 Q V 12+40 0.9842 1.49 Q V 12+45 0.9946 1.51 Q v 12+50 1.0051 1.52 Q V 12+55 1.0157 1.54 Q V 13+ 0 1.0264 1.56 Q V 13+ 5 1.0373 1.58 Q v 13+10 1.0483 1.60 Q v 13+15 1.0595 1.62 Q V 13+20 1.0708 1.64 Q v 13+25 1.0822 1.66 Q v 13+30 1.0938 1.69 Q V 13+35 1.1056 1.71 Q V 13+40 1.1176 1.74 Q V 13+45 1.1297 1.76 Q V 13+50 1.1420 1.79 Q V 13+55 1.1546 1.82 Q V 14+ 0 1.1673 1.85 Q V 14+ 5 1.1803 1.88 Q v 14+10 1.1935 1.92 Q v 14+15 1.2069 1.96 Q V 14+20 1.2207 2.00 Q V 14+25 1.2347 2.04 Q V 14+30 1.2490 2.08 Q v 14+35 1.2637 2.13 Q V 14+40 1.2787 2.18 Q v 14+45 1.2942 2.24 Q V 14+50 1.3100 2.30 1 Q VI 14+55 1.3263 2.37 Q VI 15+ 0 1.3431 2.44 Q VI 15+ 5 1.3604 2.52 Q VI 15+10 1.3784 2.61 Q V 15+15 1.3971 2.71 Q V 15+20 1.4166 2.83 Q V 15+25 1.4366 2.90 Q V 15+30 1.4553 2.72 Q IV 15+35 1.4731 2.58 Q IV 15+40 1.4918 2.72 Q I IV 15+45 1.5123 2.99 Q I I v 15+50 1.5357 3.40 Q I I V 15+55 1.5635 4.03 1 1 V 16+ 0 1.6008 5.42 Q I V 16+ 5 1.6670 9.62 QI v 1 16+10 1.7994 19.22 V 16+15 1.9190 17.37 v 16+20 1.9730 7.84 Q I v 16+25 2.0008 4.04 Q I I VI 16+30 2.0238 3.34 Q I I VI 16+35 2.0441 2.95 Q I I VI X7 lip tw o1w 40 40 do 16+40 2.0631 2.76 Q V 16+45 2.0808 2.57 Q V 16+50 2.0973 2.41 Q V 16+SS 2.1130 2.27 Q V 17+ 0 2.1278 2.16 Q V 17+ 5 2.1420 2.06 Q IV 17+10 2.1556 1.98 Q IV 17+15 2.1687 1.90 Q IV 17+20 2.1814 1.83 Q IV 17+25 2.1936 1.78 Q IV 17+30 2.20SS 1.72 Q V 17+35 2.2170 1.67 Q V 17+40 2.2282 1.63 Q V 17+45 2.2391 1.59 Q V 17+SO 2.2498 1.55 Q V 17+55 2.2603 1.52 Q V 18+ 0 2.2705 1.48 Q V 18+ 5 2.2805 1.45 Q V 18+10 2.2901 1.40 Q V 18+15 2.2995 1.36 Q V 18+20 2.3086 1.33 Q V 18+25 2.3176 1.30 Q V 18+30 2.3264 1.28 Q V 18+35 2.3351 1.26 Q V 18+40 2.3436 1.24 Q V 18+45 2.3520 1.22 Q V 18+SO 2.3603 1.20 Q V 18+55 2.3684 1.18 Q V 19+ 0 2.3765 1.17 Q V 19+ 5 2.3844 1.15 Q V 19+10 2.3922 1.13 Q V 19+15 2.3999 1.12 Q V 19+20 2.4075 1.11 1 Q V 19+25 2.4151 1.09 1 Q V 19+30 2.4225 1.08 Q V 19+35 2.4298 1.07 Q V 19+40 2.4371 1.05 Q V 19+45 2.4443 1.04 Q V 19+50 2.4514 1.03 Q V 19+5S 2.4584 1.02 Q V 20+ 0 2.4653 1.01 Q V 20+ 5 2.4722 1.00 IQ V 20+10 2.4790 0.99 IQ V 20+15 2.4858 0.98 IQ V 20+20 2.4925 0.97 IQ V 20+2S 2.4991 0.96 IQ V 20+30 2.5056 0.95 IQ I V 20+35 2.5121 0.94 IQ I V 20+40 2.5186 0.93 IQ I V 20+45 2.5249 0.93 IQ I V 20+50 2.5313 0.92 IQ I V 20+S5 2.5375 0.91 IQ I V 21+ 0 2.5438 0.90 IQ I V 21+ 5 2.5499 0.90 IQ I V 21+10 2.5561 0.89 IQ I V 21+15 2.5621 0.88 IQ I V 21+20 2.5682 0.88 IQ I V "m 40 An 21+2S 2.5741 0.87 IQ v 21+30 2.5801 0.86 IQ v I 21+35 2.5860 0.86 IQ v 21+40 2.5918 0.85 IQ v do 21+45 2.5976 0.84 IQ v 21+50 2.6034 0.84 IQ v 21+55 2.6091 0.83 IQ v I 22+ 0 2.6148 0.83 IQ v 1 do 22+ 5 2.6205 0.82 IQ v I 22+10 2.6261 0.81 IQ v 1 qm 22+15 2.6317 0.81 IQ v I do 22+20 2.6372 0.80 IQ v 1 22+25 2.6427 0.80 IQ v I 22+30 2.6482 0.79 IQ v 1 22+35 2.6536 0.79 IQ v I 22+40 2.6590 0.78 IQ v 1 22+45 2.6644 0.78 IQ v I 22+50 2.6697 0.78 IQ v I 22+55 2.6750 0.77 IQ I v 1 23+ 0 2.6803 0.77 IQ I v I 23+ 5 2.6855 0.76 IQ I I V1 23+10 2.6908 0.76 IQ I I V1 23+15 2.6959 0.75 IQ I I VI 23+20 2.7011 0.75 IQ I I V1 23+25 2.7062 0.74 IQ I I V1 23+30 2.7113 0.74 IQ I I I VI do 23+35 2.7164 0.74 IQ I I I V1 23+40 2.7215 0.73 IQ I I I VI 23+45 2.7265 0.73 IQ I I I V1 23+50 2.7315 0.73 IQ I I I VI 23+S5 2.7364 0.72 IQ I I I VI 24+ 0 2.7414 0.72 IQ I I I V1 24+ 5 2.7459 0.66 IQ I I I V1 24+10 2.7486 0.38 Q I I I VI 24+15 2.7493 0.10 Q I I I VI 24+20 2.7494 0.02 Q I I I V1 24+25 ----------------------------------------------------------------------- 2.7495 0.01 Q I I I v 0 0 an to 0 0 0 M dw P" in Ow ON U n i t H y d r o g r a p h A n a I y s i s Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2004, Version 7.0 Study date 07/11/07 ........................................................................ ------------------------------------------------------------------------ San Bernardino County Synthetic Unit Hydrology Method Manual date - August 1986 Program License Serial Number 5028 --------------------------------------------------------------------- Tract 17496 Developed Conditon 25 Year Storm Event an 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 8.80 1 1.15 -------- ---- --- ---- -- Rainfall data for year 25 8.80 6 3.00 -------------------------------------------------------------------- Rainfall data for year 25 8.80 24 6.50 -------------------------------------------------------------------- .................................................................... 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) 50.0 70.0 0.40 0.045 0.532 1.000 0.532 OR do so do 0 on ilm IIIM iw 411M do 0 so so M 00 10 40 di am VM 32.0 52.0 8.40 0.9ss 0.785 0.350 0.275 Area -averaged adjusted loss rate Fm (In/Hr) = 0.287 ********* Area -Averaged low loss rate fraction, Yb Area Area SCS CN SCS CN S Pervious (Ac.) Fract (AMC2) (AMC3) Yield Fr 0.40 0.045 50.0 70.0 4.29 0.493 2.94 0.334 32.0 52.0 9.23 0.240 5.46 0.620 98-0 98.0 0.20 0.963 Area -averaged catchment yield fraction, Y = 0.700 Area -averaged low loss fraction, Yb 0.300 User entry of time of concentration 0.160 (hours) .................................................................... Watershed area = 8.80(Ac.) Catchment Lag time 0.128 hours Unit interval = 5.000 minutes Unit interval percentage of lag time = 65.1042 Hydrograph baseflow = 0.00(CFS) Average maximum watershed loss rate(Fm) = 0.287(In/Hr) Average low loss rate fraction (Yb) = 0.300 (decimal) VALLEY DEVELOPED S -Graph Selected Computed peak 5 -minute rainfall 0.426(In) Computed peak 30 -minute rainfall 0.872(In) Specified peak 1 -hour rainfall = 1.150(In) Computed peak 3 -hour rainfall = 2.070(In) Specified peak 6 -hour rainfall = 3.000(In) Specified peak 24-hour rainfall 6.500(In) Rainfall depth area reduction factors: Using a total area of 8.80(Ac.) (Ref: fig. E-4) 5 -minute factor 1.000 Adjusted rainfall = 0.425(In) 30 -minute factor 1.000 Adjusted rainfall = 0.871(In) 1 -hour factor = 1.000 Adjusted rainfall = 1.150(In) 3 -hour factor = 1.000 Adjusted rainfall = 2.070(In) 6 -hour factor = 1.000 Adjusted rainfall = 3.000(In) 24-hour factor = --------------------------------------------------------------------- 1.000 Adjusted rainfall = 6.500(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 106.43 (CFSH 1 7.634 8.124 2 47.879 42.831 3 85.995 40.564 4 97.049 11.764 5 99.073 2.155 6 100.000 0.986 am --------------------------------------------------------------------- Peak Unit Adjusted mass rainfall Unit rainfall Number (In) (In) 1 0.4254 0.4254 2 0.5614 0.1359 3 0.6602 0.0988 qw 4 0.7407 0.0805 5 0.8099 0.0692 so 6 0.8712 0.0613 7 0.9266 0.0554 am 8 0.9774 0.0508 do 9 1.0246 0.0472 10 1.0687 0.0441 11 1.1102 0.0415 12 1.1495 0.0393 13 1.1999 0.0503 14 1.2484 0.0486 15 1.2954 0.0470 16 1.3410 0.0456 17 1.3852 0.0442 18 1.4283 0.0431 19 1.4702 0.0420 20 1.5112 0-0409 21 1.SS12 0.0400 22 1.5903 0.0391 23 1.6286 0.0383 go 24 1.6661 0.0375 25 1.7030 0.0368 an 26 1.7391 0.0361 27 1.7746 0.0355 28 1.8095 0.0349 29 1.8438 0.0343 30 1.8776 0.0338 31 1.9109 0.0333 32 1.9436 0.0328 33 1.9759 0.0323 34 2.0078 0.0318 35 2.0392 0.0314 36 2.0702 0.0310 37 2.1007 0.0306 M 38 2.1309 0.0302 39 2.1608 0.0298 am 40 2.1902 0.0295 41 2.2194 0.0291 42 2-2482 0.0288 43 2.2767 0.0285 44 2.3049 0.0282 45 2.3328 0.0279 46 2.3604 0.0276 W 47 2.3877 0.0273 48 2.4147 0.0271 do 49 2.4415 0.0268 50 2.4681 0.0265 40 51 2.4944 0.0263 dd 52 2.5204 0.0261 53 2.5462 0.0258 54 2.5718 0.0256 am 4" do am 55 2.5972 0.0254 ON 56 2.6224 0.0252 57 2.6473 0.0250 mo 58 2.6721 0.0248 0 59 2.6967 0.0246 60 2.7210 0.0244 an 61 2.7452 0.0242 62 2.7692 0.0240 63 2.7930 0.0238 64 2.8167 0.0236 65 2.8401 0.0235 66 2.8634 0.0233 67 2.8866 0.0231 68 2.9095 0.0230 69 2.9324 0.0228 70 2.9550 0.0227 71 2.9775 0.0225 72 2.9999 0.0224 73 3.0231 0.0232 74 3.0461 0.0230 75 3.0690 0.0229 76 3.0918 0.0228 77 3.1144 0.0226 78 3.1369 0.0225 79 3.1592 0-0224 80 3.1815 0.0222 81 3.2036 0.0221 82 3.2256 0.0220 40 83 3.2475 0.0219 do 84 3.2693 0.0218 85 3.2909 0.0217 an 86 3.3124 0.0215 87 3.3339 0.0214 do 88 3.3552 0.0213 89 3.3764 0.0212 90 3.3975 0.0211 91 3.4185 0.0210 92 3.4394 0.0209 93 3.4602 0.0208 94 3.4809 0.0207 so 95 3.5015 0.0206 96 3.5220 0.0205 97 3.5425 0.0204 98 3.5628 0.0203 99 3.5830 0.0202 100 3.6031 0.0201 101 3.6232 0.0201 102 3.6432 0.0200 103 3.6630 0.0199 104 3.6828 0.0198 105 3.7025 0.0197 d10 106 3.7222 0.0196 107 3.7417 0.0195 108 3.7612 0.0195 109 3.7806 0.0194 110 3.7999 0.0193 4w 3.8191 0.0192 go mw I i 112 3.8383 0.0192 113 3.8573 0.0191 114 3.8763 0.0190 115 3.8953 0.0189 116 3.9141 0.0189 117 3.9329 0.0188 118 3.9516 0.0187 119 3.9703 0.0186 120 3.9888 0.0186 121 4.0073 0.0185 122 4.0258 0.0184 123 4.0441 0.0184 124 4.0625 0.0183 125 4.0807 0.0182 126 4.0989 0.0182 127 4.1170 0.0181 128 4.1350 0.0180 129 4.1530 0.0180 40 130 4.1709 0.0179 131 4.1888 0.0179 132 4.2066 0.0178 133 4.2244 0.0177 134 4.2420 0.0177 135 4.2597 0.0176 136 4.2772 0.0176 137 4.2948 0.0175 138 4.3122 0.0175 139 4.3296 0.0174 140 4.3470 0.0173 141 4.3642 0.0173 142 4.3815 0.0172 143 4.3987 0.0172 144 4.4158 0.0171 145 4.4329 0.0171 146 4.4499 0.0170 147 4.4669 0.0170 148 4.4838 0.0169 149 4.5007 0.0169 150 4.5175 0.0168 151 4.5343 0.0168 152 4.5510 0.0167 153 4.5677 0.0167 154 4.5843 0.0166 155 4.6009 0.0166 156 4.6174 0.0165 157 4.6339 0.0165 158 4.6503 0.0164 a 159 4.6667 0.0164 160 4.6831 0.0163 40 161 4.6994 0.0163 162 4.7156 0.0163 do 163 4.7318 0.0162 164 4.7480 0.0162 an 165 4.7641 0.0161 AN 166 4.7802 0.0161 167 4.7963 0.0160 168 4.8123 0.0160 I i m am go 169 4.8282 0.0160 170 4.8441 0.0159 171 4.8600 0.0159 an 172 4.8758 0.0158 40 173 4.8916 0.0158 174 4.9074 0.0158 on 175 4.9231 0.0157 17G 4.9387 0.0157 WO 177 4.9544 0.0156 178 4.9700 0.0156 an 179 4.9855 0.0156 do 180 5.0010 0.0155 181 5.0165 0.0155 182 5.0320 0.0154 183 5.0474 0.0154 184 5.0627 0.0154 185 5.0781 0.0153 186 5.0933 0.0153 187 5.1086 0.0153 188 5.1238 0.0152 189 5.1390 0.0152 190 5.1542 0.0151 191 5.1693 0.0151 192 5.1843 0.0151 193 5.1994 0.0150 194 5.2144 0.0150 195 5.2294 0.0150 196 5.2443 0.0149 197 5.2592 0.0149 dit 198 5.2741 0.0149 199 5.2889 0.0148 200 5.3037 0.0148 201 5.3185 0.0148 202 5.3333 0.0147 203 S.3480 0.0147 204 5.3626 0.0147 205 5.3773 0.0146 206 5.3919 0.0146 207 5.4065 0.0146 208 5.4210 0.0146 209 5.4356 0.0145 210 5.4500 0.0145 211 5.4645 0.0145 212 5.4789 0.0144 213 5.4933 0.0144 214 5.5077 0.0144 215 5.5220 0.0143 216 5.5364 0.0143 217 5.5506 0.0143 218 5.5649 0.0143 219 5.5791 0.0142 220 5.5933 0.0142 221 5.6075 0.0142 222 5.6216 0.0141 as 223 5.6357 0.0141 224 5.6498 0.0141 am 225 5.6639 0.0141 do sm ow 226 5.6779 0.0140 227 5.6919 0.0140 228 5.7059 0.0140 229 5.7198 0.0139 69 230 5.7337 0.0139 231 5.7476 0.0139 232 5.7615 0.0139 233 5.7753 0.0138 234 5.7891 0.0138 235 5.8029 0.0138 236 5.8167 0.0138 237 5.8304 0.0137 238 5.8441 0.0137 239 5.8578 0.0137 240 5.8714 0.0137 241 5.8851 0.0136 242 5.8987 0.0136 pa 243 5.9123 0.0136 im 244 5.9258 0.0136 245 5.9394 0.0135 246 5.9529 0.0135 Im 247 5.9664 0.0135 IN 248 5.9798 0.0135 249 5.9933 0.0134 00 250 6.0067 0.0134 251 6.0201 0.0134 Im 252 6.0334 0.0134 253 6.0468 0.0133 so 2S4 6.0601 0.0133 am 255 6.0734 0.0133 256 6.0866 0.0133 257 6.0999 0.0132 po 258 6.1131 0.0132 60 259 6.1263 0.0132 260 6.1395 0.0132 261 6.1527 0.0132 do 262 6.1658 0.0131 263 6.1789 0.0131 264 6.1920 0.0131 265 6.2051 0.0131 266 6.2181 0.0130 267 6.2312 0.0130 268 6.2442 0.0130 269 6.2572 0.0130 270 6.2701 0.0130 271 6.2831 0.0129 272 6.2960 0.0129 273 6.3089 0.0129 274 6.3218 0.0129 pq 275 6.3346 0.0129 Im 276 6.3475 0.0128 277 6.3603 0.0128 278 6.3731 0.0128 in 279 6.3858 0.0128 280 6.3986 0.0128 281 6.4113 0.0127 282 6.4240 0.0127 go io 283 6.4367 0.0127 284 6.4494 0.0127 285 6.4621 0.0127 A 286 6.4747 0.0126 287 6.4873 0.0126 288 6.4999 0.0126 --------------------------------------------------------------------- Unit Unit Unit Effective Period Rainfall Soil -Loss Rainfall (number) (In) (In) (In) ------ ------ ------ 1 0.0126 0.0038 0.0088 2 0.0126 0.0038 0.0088 3 0.0127 0.0038 0.0089 4 0.0127 0.0038 0.0089 5 0.0127 0.0038 0.0089 6 0.0127 0.0038 0.0089 go 7 0.0128 0.0038 0.0089 8 0.0128 0.0038 0.0090 9 0.0128 0.0038 0.0090 10 0.0129 0.0039 0.0090 11 0.0129 0.0039 0.0090 12 0.0129 0.0039 0.0090 13 0.0130 0.0039 0.0091 14 0.0130 0.0039 0.0091 15 0.0130 0.0039 0.0091 16 0.0130 0.0039 0.0091 17 0.0131 0.0039 0.0092 18 0.0131 0.0039 0.0092 19 0.0132 0.0039 0.0092 20 0.0132 0.0040 0.0092 21 0.0132 0.0040 0.0093 22 0.0132 0.0040 0.0093 23 0.0133 0.0040 0.0093 24 0.0133 0.0040 0.0093 25 0.0134 0.0040 0.0094 26 0.0134 0.0040 0.0094 27 0.0134 0.0040 0.0094 28 0.0135 0.0040 0.0094 29 0.0135 0.0040 0.0095 30 0.0135 0.0041 0.0095 31 0.0136 0.0041 0.0095 4" 32 0.0136 0.0041 0.0095 33 0.0137 0-0041 0.0096 34 0.0137 0.0041 0.0096 35 36 0.0137 0.0138 0.0041 0.0041 0.0096 0.0096 37 0.0138 0.0041 0.0097 38 0.0138 0.0041 0.0097 39 0.0139 0.0042 0.0097 40 0.0139 0.0042 0.0097 41 0.0140 0.0042 0.0098 42 0.0140 0.0042 0.0098 43 0.0141 0.0042 0.0098 44 0.0141 0.0042 0.0099 45 0.0141 0.0042 0.0099 46 0.0142 0.0042 0.0099 OW Im am 47 0.0142 0.0043 0-0100 48 0.0143 0.0043 0.0100 49 0.0143 0.0043 0.0100 50 0.0143 0.0043 0-0100 51 0.0144 0.0043 0.0101 52 0.0144 0.0043 0.0101 53 0.0145 0.0043 0.0101 54 0.0145 0.0044 0.0102 55 0.0146 0.0044 0.0102 56 0.0146 0.0044 0.0102 57 0.0147 0.0044 0.0103 58 0.0147 0.0044 0.0103 59 0.0148 0.0044 0.0103 60 0.0148 0.0044 0.0104 dft 61 0.0149 0.0045 0.0104 62 0.0149 0.0045 0.0104 63 0.0150 0.0045 0.0105 64 0.0150 0.0045 0.0105 65 0.0151 0.0045 0.0106 66 0.0151 0.0045 0.0106 67 0.0152 0.0046 0.0106 68 0.0152 0.0046 0.0107 40 69 0.0153 0.0046 0.0107 70 0.0153 0.0046 0.0107 qw 71 0.0154 0.0046 0.0108 72 0.0154 0.0046 0-0108 to 73 0.0155 0.0047 0.0109 74 0.0156 0.0047 0.0109 an 75 0.0156 0.0047 0.0109 76 0.0157 0.0047 0.0110 77 0.0158 0.0047 0.0110 78 0.0158 0.0047 0.0111 79 0.0159 0.0048 0.0111 80 0.0159 0.0048 0.0111 81 0.0160 0.0048 0 . 0112 82 0.0160 0.0048 0.0112 83 0.0161 0.0048 0.0113 84 0.0162 0.0048 0.0113 85 0.0163 0.0049 0.0114 86 0.0163 0.0049 0.0114 87 0.0164 0.0049 0.0115 88 0.0164 0.0049 0.0115 89 0.0165 0.0050 0.0116 90 0.0166 0.0050 0.0116 91 0.0167 0.0050 0.0117 92 0.0167 0.0050 0.0117 4m 93 0.0168 0.0050 0.0118 94 0.0169 0.0051 0.0118 95 0.0170 0.0051 0.0119 96 0.0170 0.0051 0.0119 97 0.0171 0.0051 0.0120 do 98 0.0172 0.0052 0.0120 99 0.0173 0.0052 0.0121 an 100 0.0173 0.0052 0.0121 101 0.0175 0.0052 0.0122 dw 102 0.0175 0.0052 0.0123 103 0.0176 0.0053 0.0123 as 40 am 40 do so d* 0, aw 104 0.0177 0.0053 0.0124 105 0.0178 0.0053 0.0125 106 0.0179 0.0054 0.0125 107 0.0180 0.0054 0.0126 108 0.0180 0.0054 0.0126 109 0.0182 0.0054 0.0127 110 0.0182 0.0055 0.0128 ill 0.0184 0.0055 0.0129 112 0.0184 0.0055 0.0129 113 0.0186 0.0056 0.0130 114 0.0186 0.0056 0.0131 115 0.0188 0.0056 0.0132 116 0.0189 0.0057 0.0132 117 0.0190 0.0057 0.0133 118 0.0191 0.0057 0.0134 119 0-0192 0.0058 0.0135 120 0.0193 0.0058 0.0135 121 0.0195 0.0058 0.0136 122 0.0195 0.0059 0.0137 123 0.0197 0.0059 0.0138 124 0.0198 0.0059 0.0139 125 0.0200 0.0060 0.0140 126 0.0201 0.0060 0.0140 127 0.0202 0.0061 0.0142 128 0.0203 0.0061 0.0142 129 0.0205 0.0061 0.0144 130 0.0206 0.0062 0.0144 131 0.0208 0.0062 0.0146 132 0.0209 0.0063 0.0146 133 0.0211 0.0063 0.0148 134 0.0212 0.0064 0.0149 135 0.0214 0.0064 0.0150 136 0.0215 0.0065 0.0151 137 0.0218 0.0065 0.0152 138 0.0219 0.0066 0.0153 139 0.0221 0.0066 0.0155 140 0.0222 0.0067 0.0156 141 0.0225 0.0067 0.0158 142 0.0226 0.0068 0.0158 143 0.0229 0.0069 0.0160 144 0.0230 0.0069 0.0161 145 0.0224 0.0067 0.0157 146 0.0225 0.0067 0.0158 147 0.0228 0.0068 0.0160 148 0.0230 0.0069 0.0161 149 0.0233 0.0070 0.0163 150 0.0235 0.0070 0.0164 151 0.0238 0.0071 0.0167 152 0.0240 0.0072 0.0168 153 0.0244 0.0073 0.0171 154 0.0246 0.0074 0.0172 155 0.0250 0.0075 0.0175 156 0.0252 0.0075 0.0176 157 0.0256 0.0077 0.0179 158 0.0258 0.0077 0.0181 159 0.0263 0.0079 0.0184 160 0.0265 0.0080 0.0186 40 do 4m 161 0.0271 0.0081 0.0189 40 162 0.0273 0.0082 0.0191 163 0.0279 0.0084 0.0195 4" 164 0.0282 0.0084 0.0197 165 0.0288 0.0086 0.0202 166 0.0291 0.0087 0.0204 167 0.0298 0.0089 0.0209 168 0.0302 0.0091 0.0211 169 0.0310 0.0093 0.0217 170 0.0314 0.0094 0.0220 171 0.0323 0.0097 0.0226 172 0.0328 0.0098 0.0229 173 0.0338 0.0101 0.0237 oft 174 0.0343 0.0103 0.0240 175 0.0355 0.0106 0.0249 176 0.0361 0.0108 0.0253 177 0.0375 0.0113 0.0263 an 178 0.0383 0.0115 0.0268 179 0.0400 0.0120 0.0280 180 0.0409 0.0123 0.0287 181 0.0431 0.0129 0.0301 we 182 0.0442 0.0133 0.0310 as 183 0.0470 0.0141 0.0329 184 0.0486 0.0146 0.0340 am 185 0.0393 0.0118 0.0275 186 0.0415 0.0124 0.0291 mw 187 0.0472 0.0141 0.0330 188 0.0508 0.0152 0.0356 189 0.0613 0.0184 0.0429 190 0.0692 0.0207 0.0484 191 0.0988 0.0239 0.0750 192 0.1359 0.0239 0.1121 193 0.4254 0.0239 0.4016 194 0.0805 0.0239 0.0566 195 0.0554 0.0166 0.0388 196 0.0441 0.0132 0.0309 197 0.0503 0.0151 0.0353 198 0.0456 0.0137 0.0319 199 0.0420 0.0126 0.0294 200 0.0391 0.0117 0.0274 201 0.0368 0.0110 0.0258 202 0.0349 0.0105 0.0244 203 0.0333 0.0100 0.0233 204 0.0318 0.0095 0.0223 aw 205 0.0306 0.0092 0.0214 206 0.0295 0.0088 0.0206 00 207 0.0285 0.0085 0.0200 do 208 0.0276 0.0083 0.0193 209 0.0268 0.0080 0.0188 210 0.0261 0.0078 0.0182 211 0.0254 0.0076 0.0178 212 0.0248 0.0074 0.0173 213 0.0242 0.0072 0.0169 40 214 0.0236 0.0071 0.0166 do 215 0.0231 0.0069 0.0162 216 0.0227 0.0068 0.0159 4m 217 0.0232 0.0069 0.0162 do AM fto Am d8 ma Aw do 4w do 4= do 4m 218 0.0228 0.0068 0.0159 219 0.0224 0.0067 0.0157 220 0.0220 0.0066 0.0154 221 0.0217 0.0065 0.0152 222 0.0213 0.0064 0.0149 223 0.0210 0.0063 0.0147 224 0.0207 0.0062 0.0145 225 0.0204 0.0061 0.0143 226 0.0201 0.0060 0.0141 227 0.0199 0.0060 0.0139 228 0.0196 0.0059 0.0137 229 0.0194 0.0058 0.0136 230 0.0192 0.0057 0.0134 231 0.0189 0.0057 0.0133 232 0.0187 0.0056 0.0131 233 0.0185 0.0055 0.0130 234 0.0183 0.0055 0.0128 235 0.0181 0.0054 0.0127 236 0.0179 0.0054 0.0126 237 0.0177 0.0053 0.0124 238 0.0176 0.0053 0.0123 239 0.0174 0.0052 0.0122 240 0.0172 0.0052 0.0121 241 0.0171 0.0051 0.0120 242 0.0169 0.0051 0.0119 243 0.0168 0.0050 0.0117 244 0.0166 0.0050 0.0116 245 0.0165 0.0049 0.0115 246 0.0163 0.0049 0.0114 247 0.0162 0.0049 0.0114 248 0.0161 0.0048 0.0113 249 0.0160 0.0048 0.0112 250 0.0158 0.0047 0.0111 251 0.0157 0.0047 0.0110 252 0.0156 0.0047 0.0109 253 0.0155 0.0046 0.0108 254 0.0154 0.0046 0.0108 255 0.0153 0.0046 0.0107 256 0.0151 0.0045 0.0106 257 0.0150 0.0045 0.0105 258 0.0149 0.0045 0.0105 259 0.0148 0.0044 0.0104 260 0.0147 0.0044 0.0103 261 0.0146 0.0044 0-0103 262 0.0146 0.0044 0.0102 263 0.0145 0.0043 0.0101 264 0.0144 0.0043 0.0101 265 0.0143 0.0043 0.0100 266 0.0142 0.0043 0.0099 267 0.0141 0.0042 0.0099 268 0.0140 0.0042 0.0098 269 0.0139 0.0042 0.0098 270 0.0139 0.0042 0.0097 271 0.0138 0.0041 0.0097 272 0.0137 0.0041 0.0096 273 0.0136 0.0041 0.0095 274 0.0136 0.0041 0.0095 4" Am do do 4= 10 am 41W 4M 4W do 40 do qN is 'M 275 0.0135 0.0040 0.0094 276 0.0134 0.0040 0.0094 277 0.0133 0.0040 0-0093 278 0.0133 0.0040 0.0093 279 0.0132 0.0040 0.0092 280 0.0131 0.0039 0.0092 281 0.0131 0.0039 0.0092 282 0.0130 0.0039 0.0091 283 0.0129 0.0039 0.0091 284 0.0129 0.0039 0.0090 285 0.0128 0.0038 0.0090 286 0.0128 0.0038 0.0089 287 0.0127 0.0038 0.0089 288 -------------------------------------------------------------------- 0.0126 0.0038 0.0088 -------------------------------------------------------------------- Total soil rain loss = 1.82(In) VQ Total effective rainfall 4.68(In) IQ I I Peak --------------------------------------------------------------------- flow rate in flood hydrograph = 23.23(CFS) IQ I I I .................................................................... 0.1011 0.97 IQ I I I 24 - H 0 U R S T 0 R M 0.97 IQ I I I R u n o f f H y d r o g r a p h 0.98 Hydrograph in 5 Minute intervals ((CFS)) -------------------------------------------------------------------- Time(h+m) Volume Ac.Ft Q(CFS) 0 7.5 15.0 22.5 30.0 ----------------------------------------------------------------------- 0+ 5 0.0005 0.07 Q 0+10 0.0036 0.45 Q 0+15 0.0092 0.81 VQ 0+20 0.0155 0.91 VQ 0+25 0.0219 0.94 VQ 0+30 0.0284 0.95 VQ 0+35 0.0349 0.95 VQ 0+40 0.0415 0.95 VQ 0+45 0.0480 0.95 VQ 0+50 0.0546 0.95 VQ 0+55 0.0612 0.96 VQ 1+ 0 0.0678 0.96 VQ 1+ 5 0.0744 0.96 VQ 1+10 0.0811 0.96 VQ 1+15 0.0877 0.97 IQ I I 1+20 0.0944 0.97 IQ I I I 1+25 0.1011 0.97 IQ I I I 1+30 0.1078 0.97 IQ I I I 1+35 0.1145 0.98 IQ I I I 1+40 0.1213 0.98 IQ I I I 1+45 0.1280 0.98 IQ I I I 1+50 0.1348 0.98 IQ I I I 1+55 0.1416 0.99 IQ I I I 2+ 0 0.1484 0.99 IQ I I I 2+ 5 0.1552 0.99 IQ I I I 2+10 0.1621 0.99 IQ I I I 2+15 0.1690 1.00 IQ I I I 2+20 0.1758 1.00 IQV I I I aw 4w do do 40 qm 40 2+25 0.1827 1.00 IQV 2+30 0.1897 1.00 IQV 2+35 0.1966 1.01 IQV 2+40 0.2035 1.01 IQV 2+45 0.2105 1.01 IQV 2+50 0.2175 1.02 IQV 2+55 0.2245 1.02 IQV 3+ 0 0.2316 1.02 IQV 3+ 5 0.2386 1.02 IQV 3+10 0.2457 1.03 IQV 3+15 0.2528 1.03 IQV 3+20 0.2599 1.03 IQ V 3+25 0.2670 1.04 IQ V 3+30 0.2742 1.04 IQ V 3+35 0.2814 1.04 IQ V 3+40 0.2886 1.04 IQ V 3+45 0.2958 1.05 IQ v 3+50 0.3030 1.05 IQ V 3+55 0.3103 1.05 IQ V 4+ 0 0.3176 1.06 IQ V 4+ 5 0.3249 1.06 IQ V 4+10 0.3322 1.06 IQ V 4+15 0.3395 1.07 IQ V 4+20 0.3469 1.07 IQ V 4+25 0.3543 1.07 IQ V 4+30 0.3617 1.08 IQ V 4+35 0.3692 1.08 IQ V 4+40 0.3766 1.08 IQ V 4+45 0.3841 1.09 IQ v 4+50 0.3916 1.09 IQ v 4+55 0.3992 1.09 IQ v 5+ 0 0.4067 1.10 IQ v 5+ 5 0.4143 1.10 IQ v 5+10 0.4220 1.11 IQ v 5+15 0.4296 1.11 IQ v 5+20 0.4373 1.11 IQ v 5+25 0.4449 1.12 IQ V 5+30 0.4527 1.12 IQ V 5+35 0.4604 1.12 IQ V 5+40 0.4682 1.13 IQ V 5+45 0.4760 1.13 IQ V 5+50 0.4838 1.14 IQ V 5+55 0.4917 1.14 IQ V 6+ 0 0.4995 1.14 IQ V 6+ 5 0.5075 1.15 IQ V 6+10 0.5154 1.15 IQ v 6+15 0.5234 1.16 IQ V 6+20 0.5314 1.16 IQ V 6+25 0.5394 1.17 IQ V 6+30 0.5475 1.17 IQ V 6+35 0.5555 1.17 IQ V 6+40 0.5637 1.18 IQ v 6+45 0.5718 1.18 IQ v 6+50 0.5800 1.19 IQ v 6+55 0.5882 1.19 IQ v 7+ 0 0.5965 1.20 IQ V 7+ 5 0.6048 1.20 IQ v I 7+10 0.6131 1.21 IQ V I 40 7+15 0.6214 1.21 IQ V I 7+20 0.6298 1.22 IQ V I an 7+25 0.6382 1.22 IQ V I 7+30 0.6467 1.23 IQ V I 7+35 0.6552 1.23 IQ V I 7+40 0.6637 1.24 IQ V I 7+45 0.6723 1.24 IQ V I 7+50 0.6809 1.25 IQ V I 7+55 0.6895 1.25 IQ V I 8+ 0 0.6982 1.26 IQ V I 8+ 5 0.7069 1.27 IQ V I 8+10 0.7157 1.27 IQ V I 8+15 0.7245 1.28 IQ V I 8+20 0.7333 1.28 IQ V I ow 8+25 0.7422 1.29 IQ V I 8+30 0.7512 1.30 IQ V I 4m 8+35 0.7601 1.30 IQ V I so 8+40 0.7691 1.31 IQ V I 8+45 0.7782 1.32 IQ VI 8+50 0.7873 1.32 IQ VI on 8+55 0.7964 1.33 IQ VI do 9+ 0 0.8056 1.34 IQ VI 9+ 5 0.8149 1.34 IQ VI an 9+10 0.8242 1.35 IQ VI 9+15 0.8335 1.36 IQ VI 40 9+20 0.8429 1.36 IQ VI 9+25 0.8523 1.37 IQ VI 4m 9+30 0.8618 1.38 IQ V do 9+35 0.8714 1.39 IQ V 9+40 0.8810 1.39 IQ V 9+45 0.8906 1.40 IQ V 9+50 0.9003 1.41 IQ V 9+55 0.9101 1.42 IQ V 10+ 0 0.9199 1.43 IQ V 10+ 5 0.9298 1.43 IQ V do 10+10 0.9398 1.44 IQ V 10+15 0.9498 1.45 IQ IV Im 10+20 0.9598 1.46 IQ IV 10+25 0.9700 1.47 IQ IV No 10+30 0.9802 1.48 IQ IV 10+35 0.9904 1.49 IQ IV 40 10+40 1.0007 1.50 Q IV do 10+45 1.0111 1.51 Q IV 10+50 1.0216 1.52 Q IV 40 10+55 1.0322 1.53 Q I V 11+ 0 1.0428 1.54 Q I V 11+ 5 1.0535 1.55 Q I V 11+10 1.0642 1.56 Q I V 11+15 1.0751 1.58 Q I V 11+20 1.0860 1.59 Q I V 11+25 1.0970 1.60 Q I V 11+30 1.1081 1.61 Q I V 11+35 1.1193 1.62 Q I V 11+40 1.1306 1.64 Q I V 11+45 1.1420 1.65 Q I V 1.1+50 1.1535 1.67 Q I V MR do ON 4w 40 do do 13+30 11+55 1.1650 1.68 Q v do 12+ 0 1.1767 1.69 Q V 13+40 12+ 5 1.1884 1.70 Q V 13+45 12+10 1.2001 1.69 Q V 13+50 12+15 1.2117 1.68 Q V 13+55 12+20 1.2233 1.69 Q V 14+ 0 12+25 1.2350 1.71 Q V 14+ 5 12+30 1.2469 1.72 Q V do 12+35 1.2589 1.74 Q V 14+15 12+40 1.2710 1.76 Q V 14+20 12+45 1.2833 1.78 Q V 14+25 12+50 1.2957 1.80 Q V 14+30 12+55 1.3082 1.82 Q v 4M 13+ 0 1.3209 1.84 Q V 14+40 13+ 5 1.3337 1.87 Q v 14+45 13+10 1.3467 1.89 Q V 14+50 13+15 1.3599 1.91 Q v 14+55 13+20 1.3733 1.94 Q V 15+ 0 13+25 1.3868 1-97 Q V 40 1.7172 3.01 Q V MR do ON 4w 40 do do 13+30 1.4005 1.99 Q V 13+35 1.4145 2.02 Q V 13+40 1.4286 2.05 Q V 13+45 1.4430 2.09 Q V 13+50 1.4576 2.12 Q V 13+55 1.4724 2.16 Q V 14+ 0 1.4875 2.19 Q V 14+ 5 1.5029 2.23 Q V 14+10 1.5186 2.28 Q V 14+15 1.5346 2.32 Q V 14+20 1.5509 2.37 Q V 14+25 1.5675 2.42 Q V 14+30 1.5846 2.47 Q V 14+35 1.6020 2.53 Q V 14+40 1.6199 2.60 Q V 14+45 1.6382 2.66 Q VI 14+50 1.6571 2-74 Q VI 14+55 1.6765 2.82 Q VI 15+ 0 1.6965 2.91 Q VI 15+ 5 1.7172 3.01 Q V 15+10 1.7387 3.12 Q V 15+15 1.7610 3.24 Q V 15+20 1.7844 3.39 Q V 15+25 1.8083 3.47 Q IV 15+30 1.8309 3.28 Q IV 15+35 1.8524 3-13 Q IV 15+40 1.8752 3.31 Q IV 15+45 1.9004 3.65 Q I V 15+50 1.9290 4.15 Q I V 15+55 1.9630 4.94 Q I I V 16+ 0 2.0092 6.70 Q I I V 16+ 5 2.0904 11.80 Q I V 16+10 2.2504 23.23 V Q 16+15 2.3920 20.56 Q 16+20 2.4557 9.25 Q V 16+25 2.4890 4.83 Q I VI 16+30 2.5165 4.00 Q I VI 16+35 2.5409 3.54 Q I VI mm 40 an do 44M do 4" do 4m dW qm am 4w 16+40 2.5635 3.29 Q v 1 1 16+45 2.5846 3.06 Q V 16+50 2.6043 2.86 Q V 16+55 2.6229 2.70 Q V 17+ 0 2.6405 2.56 Q V 17+ 5 2.6574 2.44 Q V 17+10 2.6735 2.34 Q IV 17+15 2.6890 2.25 Q IV 17+20 2.7040 2.17 Q IV 17+25 2.7184 2.10 Q IV 17+30 2.7324 2.04 Q IV 17+35 2.7461 1.98 Q I V 17+40 2.7593 1.92 Q V 17+45 2.7722 1.88 Q V 17+50 2.7848 1.83 Q V 17+55 2.7972 1.79 Q V 18+ 0 2.8092 1.75 Q V 18+ 5 2.8210 1.72 Q V 18+10 2.8328 1.71 Q v 18+15 2.8446 1.71 Q v 18+20 2.8561 1.68 Q v 18+25 2.8676 1.66 Q V 18+30 2.8788 1.63 Q v 18+35 2.8898 1.60 Q v 18+40 2.9007 1.58 Q v 18+45 2.9114 1.56 Q V 18+50 2.9220 1.54 Q V 18+55 2.9324 1.51 Q v 19+ 0 2.9427 1.49 IQ v 19+ 5 2.9529 1.47 IQ v 19+10 2.9629 1.46 IQ V 19+15 2.9728 1.44 IQ V 19+20 2.9826 1.42 IQ v 19+25 2.9923 1.40 IQ V 19+30 3.0019 1.39 IQ V 19+35 3.0113 1.37 IQ v 19+40 3.0207 1.36 IQ V 19+45 3.0299 1.34 IQ V 19+50 3.0391 1.33 IQ V 19+S5 3.0482 1.32 IQ v 20+ 0 3.0572 1.30 IQ V 20+ 5 3.0661 1.29 IQ V 20+10 3.0749 1.28 IQ V 20+15 3.0836 1.27 IQ V 20+20 3.0923 1.26 IQ V 20+25 3.1009 1.25 IQ V 20+30 3.1094 1.24 IQ V 20+35 3.1178 1.22 IQ V 20+40 3.1262 1.21 IQ V 20+45 3.1345 1.20 IQ V 20+50 3.1427 1.20 IQ V 20+55 3.1509 1.19 IQ V 21+ 0 3.1590 1.18 IQ V 21+ 5 3.1670 1.17 IQ V 21+10 3.17SO 1.16 IQ V 21+15 3.1829 1.15 IQ v 21+20 3-1908 1.14 IQ v 0 qm 21+25 3.1986 1.13 Q v do 21+30 3.2063 1.13 IQ v I 21+35 3.2140 1.12 IQ v 1 Im 21+40 3.2217 1.11 IQ v I As 21+45 3.2293 1.10 IQ v 1 21+50 3.2368 1.10 IQ v 1 21+55 3.2443 1.09 IQ v I 22+ 0 3.2518 1.08 IQ v 1 22+ 5 3.2592 1.08 IQ v 1 22+10 3.2666 1.07 IQ v I 22+15 3.2739 1.06 IQ v I 22+20 3.2811 1.06 IQ v 1 22+25 3.2884 1.05 IQ v I 22+30 3.2955 1.04 IQ v 1 22+35 3.3027 1.04 IQ v I 22+40 3.3098 1.03 IQ v 1 22+45 3.3168 1.03 IQ v 1 22+50 3.3239 1.02 IQ v I 22+55 3.3309 1.01 IQ v 23+ 0 3.3378 1.01 IQ v 23+ 5 3.3447 1.00 IQ VI 23+10 3.3516 1.00 IQ VI 23+15 3.3584 0.99 IQ VI 23+20 3.3652 0.99 IQ VI 23+25 3.3720 0.98 IQ VI 23+30 3.3787 0.98 IQ VI 23+35 3.3854 0.97 IQ VI 23+40 3.3921 0.97 IQ VI 23+45 3.3987 0.96 IQ VI 23+50 3.4053 0.96 IQ VI 23+55 3.4119 0.95 IQ VI 24+ 0 3.4184 0.95 IQ VI 24+ 5 3.4244 0.87 IQ VI 24+10 3.4278 0.49 Q VI 24+15 3.4287 0.13 Q VI 24+20 3.4289 0.03 Q VI 24+25 3.4290 0.01 Q v ----------------------------------------------------------------------- 0 so do 0 qq do 40 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 - 2004, Version 7.0 Study date 07/10/07 mo ........................................................................ ------------------------------------------------------------------------ San Bernardino County Synthetic Unit Hydrology Method Manual date - August 1986 so Program License Serial Number 5028 Tract 17496 Developed Conditon 100 Year Storm Event -------------------------------------------------------------------- 40 Storm Event Year = 100 M Antecedent Moisture Condition = 3 ON English (in -lb) Input Units Used as English Rainfall Data (Inches) Input Values Used 4N English Units used in output format no Area averaged rainfall intensity isohyetal data: Sub -Area Duration Isohyetal (Ac.) (hours) (In) as Rainfall data for year 100 8-80 1 1.45 -------------------------------------------------------------------- Rainfall data for year 100 8.80 6 3.80 -------------------------------------------------------------------- Rainfall data for year 100 8.80 24 8.50 -------------------------------------------------------------------- .................................................................... do Area -averaged max loss rate, Fm qu go SCS curve SCS curve Area Area Fp(Fig C6) Ap Fm No.(AMCII) NO.(AMC 3) (Ac.) Fraction (In/Hr) (dec.) (In/Hr) MR 50.0 70.0 0.40 0.045 0.532 1.000 0.532 do 0 "M 32.0 52.0 8.40 0.955 0.785 0.350 0.275 as Area -averaged adjusted loss rate Fm (In/Hr) = 0.287 qft do ********* Area -Averaged low loss rate fraction, Yb 40 Area Area SCS CN SCS CN S Pervious (Ac.) Fract (AMC2) (AMC3) Yield Fr do 0.40 0.045 50.0 70.0 4.29 0.576 401Mk 2.94 0.334 32.0 52.0 9.23 0.328 5.46 0.620 98.0 98.0 0.20 0.972 Area -averaged catchment yield fraction, Y = 0.739 Area -averaged low loss fraction, Yb 0.261 User entry of time of concentration 0.160 (hours) .................................................................... Watershed area = 8.80(Ac.) Catchment Lag time 0.128 hours Unit interval = 5.000 minutes Unit interval percentage of lag time = 65.3083 Hydrograph baseflow = 0.00(CFS) Average maximum watershed loss rate(Fm) = 0.287(In/Hr) Average low loss rate fraction (Yb) = 0.261 (decimal) VALLEY DEVELOPED S -Graph Selected Computed peak 5 -minute rainfall 0.537(In) Computed peak 30 -minute rainfall 1.099(In) Specified peak 1 -hour rainfall = 1.450(In) Computed peak 3 -hour rainfall = 2.618(In) Specified peak 6 -hour rainfall = 3.800(In) Specified peak 24-hour rainfall 8.500(In) Rainfall depth area reduction factors: Using a total area of 8.80(Ac.) (Ref: fig. E-4) 5 -minute factor 1.000 Adjusted rainfall = 0.536(In) 30 -minute factor 1.000 Adjusted rainfall = 1.098(In) 1 -hour factor = 1.000 Adjusted rainfall = 1.449(In) 3 -hour factor = 1.000 Adjusted rainfall = 2.618(In) do 6 -hour factor = 1.000 Adjusted rainfall = 3.800(In) 24-hour factor = 1.000 Adjusted rainfall = 8.500(In) on--------------------------------------------------------------------- ad U n i t H y d r o g r a p h ..................................................................... 40 Interval IS' Graph Unit Hydrograph Number Mean values ((CFS)) --------------------------------------------------------------------- (K 106.43 (CFS)) 1 7.680 8.174 2 48.122 43.041 3 86.146 40.467 4 97.094 11.651 5 99.090 2.124 6 100.000 0.968 do am 00 0 IM 4M --------------------------------------------------------------------- Peak Unit Adjusted mass rainfall Unit rainfall Number (In) (In) qw 1 0.5364 0.5364 do 2 0.7078 0.1714 3 0.8325 0.1246 qu 4 0.9340 0.1015 5 1.0212 0.0872 do 6 1.0984 0.0773 7 1.1683 0.0699 4M 8 1.2324 0.0641 9 1.2919 0.0595 do 10 1.3475 0.0556 11 1.3998 0.0524 go 12 1.4494 0.0496 do 13 1.5132 0.0638 14 1.5747 0.0616 qM 15 1.6343 0.0596 16 1.6920 0.0577 17 1.7481 0.0561 18 1.8027 0.0546 19 1.8559 0.0532 as 20 1.9079 0.0519 21 1.9586 0.0507 22 2.0083 0.0496 23 2.0569 0.0486 24 2.1045 0.0476 25 2.1513 0.0467 "M 26 2.1971 0.0459 27 2.2422 0.0451 28 2.2865 0.0443 29 2.3301 0.0436 30 2.3730 0.0429 31 2.4152 0.0422 32 2.4568 0.0416 33 2.4978 0.0410 34 2.5383 0.0404 dO 35 2.5782 0.0399 36 2.6176 0.0394 37 2.6564 0.0389 38 2.6948 0.0384 39 2.7327 0.0379 40 2.7701 0.0375 41 2.8072 0.0370 do 42 2.8438 0.0366 43 2.8800 0.0362 qw 44 2.9158 0.0358 do 45 2.9513 0.0355 46 2.9864 0.0351 an 47 3.0211 0.0347 48 3.0555 0.0344 49 3.0896 0.0341 50 3.1233 0.0337 51 3.1567 0.0334 52 3.1899 0.0331 53 3.2227 0.0328 54 3.2553 0.0326 m 55 3.2875 0.0323 56 3.3196 0.0320 57 3.3513 0.0317 58 3.3828 0.0315 6 59 3.4140 0.0312 60 3.4450 0.0310 61 3.4758 0.0308 62 3.5063 0.0305 63 3.5366 0.0303 64 3.5667 0.0301 65 3.5965 0.0299 66 3.6262 0.0296 67 3.6556 0.0294 68 3.6849 0.0292 69 3.7139 0.0290 70 3.7428 0.0288 71 3.7714 0.0287 72 3.7999 0.0285 73 3.8305 0.0306 74 3.8608 0.0304 75 3.8911 0.0302 po 76 3.9211 0.0300 77 3.9510 0.0299 78 3.9807 0.0297 79 4.0103 0.0296 6, 80 4.0397 0.0294 81 4.0689 0.0292 82 4.0980 0.0291 pa 83 4.1270 0.0289 84 4.1558 0.0288 85 4.1844 0.0287 ro 86 4.2129 0.0285 87 4.2413 0.0284 88 4.2696 0.0282 89 4.2977 0.0281 90 4.3257 0.0280 91 4.3535 0.0278 92 4.3812 0.0277 93 4.4088 0.0276 94 4.4363 0.0275 95 4.4636 0.0273 96 4.4909 0.0272 97 4.5180 0.0271 98 4.5450 0.0270 99 4.5718 0.0269 100 4.5986 0.0268 101 4.6252 0.0267 102 4.6518 0.0265 103 4.6782 0.0264 104 4.7045 0.0263 105 4.7308 0.0262 106 4.7569 0.0261 107 4.7829 0.0260 108 4.8088 0.0259 109 4.8346 0.0258 110 4.8603 0.0257 4.8859 0.0256 p 112 4.9114 0.0255 113 4.9368 0.0254 114 4.9622 0.0253 115 4.9874 0.0252 116 5.0125 0.0251 117 5.0376 0.0250 118 5.0626 0.0250 119 5.0874 0.0249 120 5.1122 0.0248 121 5.1369 0.0247 122 5.1615 0.0246 123 5.1861 0.0245 124 5.2105 0.0244 125 5.2349 0.0244 126 5.2591 0.0243 127 5.2833 0.0242 128 5.3075 0.0241 129 5.3315 0.0240 130 5.3555 0.0240 131 5.3793 0.0239 132 5.4032 0.0238 133 5.4269 0.0237 134 5.4505 0.0237 135 5.4741 0.0236 136 5.4976 0.0235 137 5.5211 0.0234 138 5.5445 0.0234 139 5.5678 0.0233 140 5.5910 0.0232 141 5.6141 0.0232 142 5.6372 0.0231 143 5.6602 0.0230 144 5.6832 0.0230 145 5.7061 0.0229 146 5.7289 0.0228 147 5.7517 0.0228 148 5.7744 0.0227 149 5.7970 0.0226 150 5.8195 0.0226 151 5.8420 0.0225 152 5.8645 0.0224 153 5.8869 0.0224 154 5.9092 0.0223 155 5.9314 0.0223 156 5.9536 0.0222 157 158 5.9757 5.9978 0.0221 0.0221 159 6.0198 0.0220 160 6.0418 0.0220 161 6.0637 0.0219 162 6.0855 0.0218 163 6.1073 0.0218 164 6.1291 0.0217 165 6.1507 0.0217 166 6.1724 0.0216 167 6.1939 0.0216 168 6.2154 0.0215 p m qm 169 6.2369 0.0215 do 170 6.2583 0.0214 171 6.2797 0.0214 an 172 6.3010 0.0213 do 173 6.3222 0.0212 174 6.3434 0.0212 Im 175 G.3645 0.0211 176 6.3856 0.0211 do 177 6.4067 0.0210 178 6.4277 0.0210 179 6.4486 0.0209 180 6.4695 0.0209 181 6.4904 0.0208 182 6.5112 0.0208 183 6.5319 0.0208 184 6.5526 0.0207 185 6.5733 0.0207 186 6.5939 0.0206 187 6.6145 0.0206 do 188 6.6350 0.0205 189 6.6555 0.0205 mo 190 6.6759 0.0204 m 191 6.6963 0.0204 192 6.7166 0.0203 40 193 6.7369 0.0203 194 6.7572 0.0202 do 195 G.7774 0.0202 196 6.7975 0.0202 -on 197 6.8176 0.0201 do 198 6.8377 0.0201 199 6.8578 0.0200 200 6.8777 0.0200 201 6.8977 0.0200 low 202 6.9176 0.0199 203 6.9375 0.0199 204 6.9573 0.0198 205 6.9771 0.0198 206 6.9968 0.0197 207 7.0165 0.0197 208 7.0362 0.0197 209 7.0558 0.0196 210 7.0754 0.0196 211 7.0950 0.0195 212 7.1145 0.0195 do 213 7.1339 0.0195 214 7.1534 0.0194 215 7.1728 0.0194 216 7.1921 0.0194 217 7.2114 0.0193 qm 218 7.2307 0.0193 219 7.2500 0.0192 0 220 7.2692 0.0192 221 7.2883 0.0192 an 222 7.3075 0.0191 223 7.3266 0.0191 to 224 7.3456 0.0191 225 7.3647 0.0190 ON ow ii 0 on 226 7.3837 0.0190 227 7.4026 0.0190 228 7.4215 0.0189 229 7.4404 0.0189 230 7.4593 0.0189 231 7.4781 0.0188 232 7.4969 0.0188 233 7.5156 0.0187 234 7.5343 0.0187 235 7.5530 0.0187 236 7.5717 0.0186 10 237 7.5903 0.0186 238 7.6089 0.0186 239 7.6274 0.0186 240 7.6459 O.Olb5 241 7.6644 0.0185 242 7.6829 0.0185 243 7.7013 0.0184 244 7.7197 0.0184 245 7.7380 0.0184 246 7.7564 0.0183 247 7.7747 0.0183 do 248 7.7929 0.0183 249 7.8112 0.0182 250 7.8294 0.0182 251 7.8475 0.0182 252 7.8657 0.0181 253 7.8838 0.0181 254 7.9019 0.0181 255 7.9199 0.0181 256 7.9379 0.0180 257 7.9559 0.0180 258 7.9739 0.0180 do 259 7.9918 0.0179 260 8.0097 0.0179 261 8.0276 0.0179 262 8.0455 0.0178 263 8.0633 0.0178 264 8.0811 0.0178 265 8.0988 0.0178 do 266 8.1166 0.0177 267 8.1343 0.0177 268 8.1519 0.0177 269 8.1696 0.0177 As 270 8.1872 0.0176 271 8.2048 0.0176 272 8.2224 0.0176 273 8.2399 0.0175 274 8.2574 0.0175 275 8.2749 0.0175 276 8.2924 0.0175 277 8.3098 0.0174 278 8.3272 0.0174 279 8.3446 0.0174 280 8.3620 0.0174 281 8.3793 0.0173 282 8.3966 0.0173 ii "M to on 283 8.4139 0.0173 284 8.4311 0.0173 285 8.4484 0.0172 286 8.4656 0.0172 do 287 8.4828 0.0172 288 8.4999 0.0172 40 --------------------------------------------------------------------- Unit Unit Unit Effective dO Period Rainfall Soil -Loss Rainfall (number) (In) (In) (In) 40 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - dt 1 0.0172 0.0045 0.0127 2 0.0172 0.0045 0.0127 on 3 0.0172 0.0045 0.0127 4 0.0173 0.0045 0.0127 so 5 0.0173 0.0045 0.0128 6 0.0173 0.0045 0.0128 am 7 0.0174 0.0045 0.0128 8 0.0174 0.0045 0.0129 dN 9 0.0175 0.0046 0.0129 10 0.0175 0.0046 0.0129 an 11 0.0175 0.0046 0.0130 as 12 0.0176 0.0046 0.0130 13 0.0176 0.0046 0.0130 4M 14 0.0177 0.0046 0.0130 15 0.0177 0.0046 0.0131 do 16 0.0177 0.0046 0.0131 17 0.0178 0.0046 0.0131 ON 18 0.0178 0.0047 0.0132 do 19 0.0179 0.0047 0.0132 20 0.0179 0.0047 0.0132 21 0.0180 0.0047 0.0133 22 0.0180 0.0047 0.0133 23 0.0181 0.0047 0.0133 24 0.0181 0.0047 0.0134 25 0.0181 0.0047 0.0134 26 0.0182 0.0047 0.0134 27 0.0182 0.0048 0.0135 28 0.0183 0.0048 0.0135 29 0.0183 0.0048 0.0135 30 0.0184 0.0048 0.0136 31 0.0184 0.0048 0.0136 32 0.0185 0.0048 0.0136 33 0.0185 0.0048 0.0137 34 0.0186 0.0048 0.0137 35 0.0186 0.0049 0.0138 36 0.0186 0.0049 0.0138 37 0.0187 0.0049 0.0138 38 0.0187 0.0049 0.0138 39 0.0188 0.0049 0.0139 40 0.0189 0.0049 0.0139 41 0.0189 0.0049 0.0140 42 0.0190 0.0050 0.0140 43 0.0190 0.0050 0.0141 do 44 0.0191 0.0050 0.0141 45 0.0191 0.0050 0.0141 am 46 0.0192 0.0050 0.0142 M oft Vw 0 AN 47 0.0192 0.0050 0.0142 am 48 0.0193 0.0050 0.0142 49 0.0194 0.0051 0.0143 qm so 0.0194 0.0051 0.0143 dw 51 0.0195 0.0051 0.0144 52 0.0195 0.0051 0.0144 53 0.0196 0.0051 0.0145 54 0.0196 0.0051 0.0145 55 0.0197 0.0051 0.0146 56 0.0197 0.0052 0.0146 57 0.0198 0.0052 0.0146 58 0.0199 0.0052 0.0147 59 0.0200 0.0052 0.0147 60 0.0200 0.0052 0.0148 61 0.0201 0.0052 0.0148 62 0.0201 0.0053 0.0149 63 0.0202 0.0053 0.0149 64 0.0202 0.0053 0.0150 65 0.0203 0.0053 0.0150 No 66 0.0204 0.0053 0.0151 67 0.0205 0.0054 0.0151 me 68 0.0205 0.0054 0.0152 do 69 0.0206 0.0054 0.0152 70 0.0207 0.0054 0.0153 qm 71 0.0208 0.0054 0.0153 72 0.0208 0.0054 0.0154 fm 73 0.0209 0.0055 0.0154 74 0.0209 0.0055 0.0155 75 0.0210 0.0055 0.0155 76 0.0211 0.0055 0.0156 77 0.0212 0.0055 0.0157 78 0.0212 0.0056 0.0157 79 0.0214 0.0056 0.0158 80 0.0214 0.0056 0.0158 81 0.0215 0.0056 0.0159 82 0.0216 0.0056 0.0159 83 0.0217 0.0057 0.0160 84 0.0217 0.0057 0.0161 85 0.0218 0.0057 0.0161 86 0.0219 0.0057 0.0162 ow 87 0.0220 0.0058 0.0163 88 0.0221 0.0058 0.0163 89 0.0222 0.0058 0.0164 90 0.0223 0.0058 0-0164 91 0.0224 0.0058 0.0165 92 0.0224 0.0059 0.0166 93 0.0226 0.0059 0.0167 94 0.0226 0.0059 0.0167 95 0.0228 0.0059 0.0168 96 0.0228 0.0060 0.0169 97 0.0230 0.0060 0.0170 a 98 0.0230 0.0060 0.0170 99 0.0232 0.0061 0.0171 100 0.0232 0.0061 0.0172 101 0.0234 0.0061 0.0173 102 0.0234 0.0061 0.0173 103 0.0236 0.0062 0.0174 =1 am �m 104 0.0237 0.0062 0.0175 as 105 0.0238 0.0062 0.0176 106 0.0239 0.0062 0.0176 qm 107 0.0240 0.0063 0.0178 do 108 0.0241 0.0063 0.0178 109 0.0243 0.0063 0.0179 4m 110 0.0244 0.0064 0.0180 ill 0.0245 0.0064 0.0181 do 112 0.0246 0.0064 0.0182 113 0.0248 0.0065 0.0183 114 0.0249 0.0065 0.0184 115 0.0250 0.0065 0.0185 116 0.0251 0.0066 0.0186 117 0.0253 0.0066 0.0187 118 0.0254 0.0066 0.0188 119 0.0256 0.0067 0.0189 120 0.0257 0.0067 0.0190 121 0.0259 0.0068 0.0191 122 0.0260 0.0068 0.0192 123 0.0262 0.0069 0.0194 124 0.0263 0.0069 0.0194 125 0.0265 0.0069 0.0196 126 0.0267 0.0070 0.0197 127 0.0269 0.0070 0.0199 128 0.0270 0.0071 0.0199 129 0.0272 0.0071 0.0201 130 0.0273 0.0071 0.0202 131 0.0276 0.0072 0.0204 132 0.0277 0.0072 0.0205 133 0.0280 0.0073 0.0207 134 0.0281 0.0073 0.0208 135 0.0284 0.0074 0.0210 136 0.0285 0.0075 0.0211 137 0.0288 0.0075 0.0213 138 0.0289 0.0076 0.0214 139 0.0292 0.0076 0.0216 140 0.0294 0.0077 0.0217 141 0.0297 0.0078 0.0220 142 0.0299 0.0078 0.0221 143 0.0302 0.0079 0.0223 144 0.0304 0.0079 0.0224 145 0.0285 0.0074 0.0210 146 0.0287 0.0075 0.0212 147 0.0290 0.0076 0.0215 148 0.0292 0.0076 0.0216 149 0.0296 0.0077 0.0219 150 0.0299 0.0078 0.0221 151 0.0303 0.0079 0.0224 152 0.0305 0.0080 0.0225 153 0.0310 0.0081 0.0229 154 0.0312 0.0082 0.0231 155 0.0317 0.0083 0.0234 156 0.0320 0.0084 0.0236 157 0.0326 0.0085 0.0240 158 0.0328 0.0086 0.0243 159 0.0334 0.0087 0.0247 160 0.0337 0.0088 0.0249 0 m 161 0.0344 0.0090 0.0254 162 0.0347 0.0091 0.0257 163 0.0355 0.0093 0.0262 164 0.0358 0.0094 0.0265 165 0.0366 0.0096 0.0270 166 0.0370 0.0097 0.0274 167 0.0379 0.0099 0.0280 168 0.0384 0.0100 0 . 0283 169 0.0394 0.0103 0.0291 170 0.0399 0.0104 0.0295 171 0.0410 0.0107 0.0303 172 0.0416 0.0109 0.0307 173 0.0429 0.0112 0.0317 174 0.0436 0.0114 0.0322 175 0.0451 0.0118 0.0333 09 176 0.0459 0.0120 0.0339 177 0.0476 0.0125 0.0352 178 0.0486 0.0127 0.0359 179 0.0507 0.0133 0.0375 180 0.0519 0.0136 0.0384 181 0.0546 0.0143 0.0403 182 0.0561 0.0147 0.0414 183 0.0596 0.0156 0.0440 184 0.0616 0.0161 0.0455 185 0.0496 0.0130 0.0366 186 0.0524 0.0137 0.0387 187 0.0595 0.0155 0.0439 188 0.0641 0.0168 0.0473 189 0.0773 0.0202 0.0571 mi 190 0.0872 0.0228 0.0644 191 0.1246 0.0239 0.1008 192 0.1714 0.0239 0.1475 193 0.5364 0.0239 0.5126 194 0.1015 0.0239 0.0776 195 0.0699 0.0183 0.0516 196 0.0556 0.0145 0.0411 197 0.0638 0.0167 0.0471 198 0.0577 0.0151 0.0427 199 0.0532 0.0139 0.0393 200 0.0496 0.0130 0.0367 201 0.0467 0.0122 0.0345 202 0.0443 0.0116 0.0327 203 0.0422 0.0110 0.0312 204 0.0404 0.0106 0.0299 205 0.0389 0.0102 0.0287 206 0.0375 0.0098 0.0277 207 0.0362 0.0095 0.0267 208 0.0351 0.0092 0.0259 209 0.0341 0.0089 0.0252 210 0.0331 0.0087 0.0245 211 0.0323 0.0084 0.0238 212 0.0315 0.0082 0.0233 213 0.0308 0.0080 0.0227 214 0.0301 0.0079 0.0222 215 0.0294 0.0077 0.0217 216 0.0288 0.0075 0.0213 217 0.0306 0.0080 0.0226 do Im 4m io am 218 0.0300 0.0079 0.0222 do 219 0.0296 0.0077 0.0218 220 0.0291 0.0076 0.0215 4w 221 0.0287 0.0075 0.0212 222 0.0282 0.0074 0.0209 223 0.0278 0.0073 0.0206 224 0.0275 0.0072 0.0203 225 0.0271 0.0071 0.0200 226 0.0268 0.0070 0.0198 227 0.0264 0.0069 0.0195 228 0.0261 0.0068 0.0193 do 229 0.0258 0.0067 0.0191 230 0.0255 0.0067 0.0188 231 0.0252 0.0066 0.0186 232 0.0250 0.0065 0.0184 233 0.0247 0.0065 0.0182 234 0.0244 0.0064 0.0181 235 0.0242 0.0063 0.0179 236 0.0240 0.0063 0.0177 16 237 0.0237 0.0062 0.0175 238 0.0235 0.0061 0.0174 239 0.0233 0.0061 0.0172 240 0.0231 0.0060 0.0171 241 0.0229 0.0060 0.0169 242 0.0227 0.0059 0.0168 243 0.0225 0.0059 0.0166 ap 244 0.0223 0.0058 0.0165 245 0.0221 0.0058 0.0163 40 246 0.0220 0.0057 0.0162 AV 247 0.0218 0.0057 0.0161 248 0.0216 0.0057 0.0160 249 0.0215 0.0056 0.0159 250 0.0213 0.0056 0.0157 of 251 0.0211 0.0055 0.0156 252 0.0210 0.0055 0.0155 253 0.0208 0.0054 0.0154 254 0.0207 0.0054 0.0153 do 255 0-0206 0.0054 0.0152 256 0.0204 0.0053 0.0151 257 0.0203 0.0053 0.0150 258 0.0202 0.0053 0.0149 259 0.0200 0.0052 0.0148 260 0.0199 0.0052 0.0147 261 0.0198 0.0052 0.0146 262 0.0197 0.0051 0.0145 263 0.0195 0.0051 0.0144 264 0.0194 0.0051 0.0144 d1i 265 0.0193 0.0050 0.0143 266 0.0192 0.0050 0.0142 OR 267 0.0191 0.0050 0.0141 268 0.0190 0.0050 0.0140 do 269 0.0189 0.0049 0.0140 270 0.0188 0.0049 0.0139 no 271 0.0187 0.0049 0.0138 do 272 0.0186 0.0049 0.0137 273 0.0185 0.0048 0.0137 WAR 274 0.0184 0.0048 0.0136 m wo go 275 0.0183 0.0048 0.0135 %W 276 0.0182 0.0048 0.0134 277 0.0181 0.0047 0.0134 am 278 0.0180 0.0047 0.0133 do 279 0.0179 0.0047 0.0132 280 0.0178 0.0047 0.0132 4W 281 0.0178 0.0046 0.0131 282 0.0177 0.0046 0.0131 M 283 0.0176 0.0046 0.0130 284 0.0175 0.0046 0.0129 4M 285 0.0174 0.0046 0.0129 AW 286 0.0174 0.0045 0.0128 287 0.0173 0.0045 0.0128 40 288 0.0172 0.0045 0.0127 -------------------------------------------------------------------- --- ---------------------------------------------------------------- Total soil rain loss = 2.07(In) Total effective rainfall 6.43(In) Peak flow rate in flood hydrograph = 30.03(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 10.0 20.0 30.0 40.0 ----------------------------------------------- ----------------------- 0+ 5 0.0007 0.10 Q 0+10 0.0052 0.65 Q 0+15 0.0132 1.16 VQ 0+20 0.0222 1.31 VQ 0+25 0.0315 1.34 VQ 0+30 0.0408 1.36 VQ 0+35 0.0502 1.36 VQ 4W 0+40 0.0596 1.36 VQ 0+45 0.0690 1.37 VQ 0+50 0.0785 1.37 VQ 0+55 0.0879 1.37 VQ 1+ 0 0.0974 1.38 VQ 1+ 5 0.1069 1.38 VQ 40 1+10 0.1164 1.38 VQ 1+15 0.1260 1.39 IQ 1+20 0.1355 1.39 IQ 1+25 0.1451 1.39 IQ 1+30 0.1547 1.40 IQ a 1+35 0.1644 1.40 IQ 1+40 0.1740 1.40 IQ am 1+45 0.1837 1.41 IQ 1+50 0.1934 1.41 IQ 00 1+55 0.2032 1.41 IQ 2+ 0 0.2129 1.42 IQ 2+ 5 0.2227 1.42 IQ AW 2+10 0.2325 1.42 IQ 2+15 0.2423 1.43 IQV no 2+20 0.2522 1.43 IQV M qW 1W 40 a go to an 10 2+50 0.3118 1.45 IQV 2+55 0.3219 1.46 IQV 3+ 0 0.3319 1.46 IQV 3+ 5 0.3420 1.46 IQV 2+25 0.2621 1.43 IQV do 2+30 0.2720 1.44 IQV 0.3724 2+35 0.2819 1.44 IQV 1.48 2+40 0.2918 1.45 IQV 40 2+45 0.3018 1.45 IQV 40 a go to an 10 2+50 0.3118 1.45 IQV 2+55 0.3219 1.46 IQV 3+ 0 0.3319 1.46 IQV 3+ 5 0.3420 1.46 IQV 3+10 0.3521 1.47 IQV 3+15 0.3622 1.47 IQ V 3+20 0.3724 1.48 IQ V 3+25 0.3826 1.48 IQ V 3+30 0.3928 1.48 IQ V 3+35 0.4031 1.49 IQ V 3+40 0.4134 1.49 IQ V 3+45 0.4237 1.50 IQ V 3+50 0.4340 1.50 IQ V 3+55 0.4444 1.51 IQ V 4+ 0 0.4548 1.51 IQ V 4+ 5 0.4652 1.51 IQ V 4+10 0.4756 1.52 IQ V 4+15 0.4861 1.52 IQ V 4+20 0.4966 1.53 IQ V 4+25 0.5072 1.53 IQ V 4+30 0.5178 1.54 IQ V 4+35 0.5284 1.54 IQ V 4+40 0.5390 1.55 IQ V 4+45 0.5497 1.55 IQ V 4+50 0.5604 1.55 IQ V 4+55 0.5712 1.56 IQ V 5+ 0 0.5819 1.56 IQ V 5+ 5 0.5927 1.57 IQ V 5+10 0.6036 1.57 IQ V 5+1S 0.6145 1.58 IQ V 5+20 0.6254 1.58 IQ V 5+25 0.6363 1.59 IQ V 5+30 0.6473 1.59 IQ V 5+35 0.6583 1.60 IQ V 5+40 0.6694 1.61 IQ V 5+45 0.6805 1.61 IQ V 5+50 0.6916 1.62 IQ V 5+55 0.7028 1.62 IQ V 6+ 0 0.7140 1.63 IQ V 6+ 5 0.7252 1.63 IQ V 6+10 0.7365 1.64 IQ v 6+15 0.7478 1.64 IQ v 6+20 0.7592 1.65 IQ v 6+25 0.7706 1.66 IQ V 6+30 0.7820 1.66 IQ V 6+35 0.7935 1.67 IQ V 6+40 0.8050 1.67 IQ V 6+45 0.8166 1.68 IQ V 6+50 0.8282 1.69 IQ v I 6+55 0.8399 1.69 IQ v I 7+ 0 0.8516 1.70 IQ v I 7+ 5 0.8633 1.71 IQ v I dw am 7+10 0.8751 1.71 IQ V I 7+15 0.8870 1.72 IQ V I 7+20 0.8988 1.73 IQ V I 7+25 0.9108 1.73 IQ V I 7+30 0.9227 1.74 IQ V I 7+35 0.9348 1.75 IQ V I 7+40 0.9468 1.75 IQ V I 7+45 0.9590 1.76 IQ V I m 7+50 0.9711 1.77 IQ V I 7+55 0.9834 1.78 IQ V I 8+ 0 0.9957 1.78 IQ V I 8+ 5 1.0080 1.79 IQ V I 8+10 1.0204 1.80 IQ V I 8+15 1.0328 1.81 IQ V I 8+20 1.0453 1.81 IQ V I 8+25 1.0579 1.82 IQ V I 8+30 1.0705 1.83 IQ VI 8+35 1.0831 1.84 IQ VI 8+40 1.0959 1.85 IQ VI 8+45 1.1086 1.86 IQ VI 8+50 1.1215 1.86 IQ VI 8+55 1.1344 1.87 IQ VI do 9+ 0 1.1473 1.88 IQ V I 9+ 5 1.1604 1.89 IQ VI 4w 9+10 1.1735 1.90 IQ VI 9+15 1.1866 1.91 IQ V do 9+20 1.1999 1.92 IQ V 9+25 1.2132 1.93 IQ V 4w 9+30 1.2265 1.94 IQ V do 9+35 1.2400 1.95 IQ V 9+40 1.2535 1.96 IQ V am 9+45 1.2670 1.97 IQ V 9+50 1.2807 1.98 IQ V fm 9+55 1.2944 1.99 IQ V 10+ 0 1.3082 2.00 1 Q IV 4w 10+ 5 1.3221 2.02 1 Q IV so 10+10 1.3361 2.03 1 Q IV 10+15 1.3501 2.04 1 Q IV on 10+20 1.3642 2.05 1 Q IV 10+25 1.3785 2.06 1 Q IV 10+30 1.3928 2.08 1 Q IV 10+35 1.4071 2.09 1 Q IV 10+40 1.4216 2.10 Q I V 10+45 1.4362 2.12 Q I V 10+50 1.4509 2.13 Q I V 10+55 1.4656 2.14 Q I V 11+ 0 1.4805 2.16 Q I V 11+ 5 1.4954 2.17 Q I V 11+10 1.5105 2.19 Q I V 4m 11+15 1.5257 2.20 Q I V me 11+20 1.5410 2.22 Q I V 11+25 1.5564 2.23 Q I V 11+30 1.5719 2.25 Q I V 11+35 1.5875 2.27 Q I V 11+40 1.6032 2.29 Q I V 11+45 1.6191 2.30 Q I V 11+50 1.6351 2.32 Q I V aw 11+55 1.6512 12+ 0 1.6674 am 12+ 5 1.6837 12+10 1.6997 do 12+15 1.7153 12+20 1.7309 Am 12+25 1.7467 m 12+30 1.7626 40 dS mm AN am so tw go go mm so 4w so sm fm 12+35 12+40 12+45 12+50 12+55 13+ 0 13+ 5 13+10 13+15 13+20 13+25 13+30 13+35 13+40 13+45 13+50 13+55 14+ 0 14+ 5 14+10 14+15 14+20 14+25 14+30 14+35 14+40 14+45 14+50 14+55 15+ 0 15+ 5 15+10 15+15 15+20 15+25 15+30 15+35 15+40 15+45 15+50 15+55 16+ 0 16+ 5 16+10 16+15 16+20 16+25 16+30 16+35 1.7787 1.7950 1.8114 1.8281 1.8449 1.8619 1.8792 1.8966 1.9143 1.9322 1.9504 1.9688 1.9875 2.0064 2.0257 2.0453 2.0652 2.0854 2.1060 2.1270 2.1485 2.1703 2.1926 2.2155 2.2388 2.2628 2.2873 2.3126 2.3385 2.3654 2.3931 2.4218 2.4517 2.4829 2.5149 2.5450 2.5737 2.6040 2.6375 2.6755 2.7209 2.7826 2.8896 3.0964 3.2789 3.3621 3.4060 3.4425 3.4751 2.34 Q 2.36 Q 2.37 Q 2.31 Q 2.27 Q 2.27 Q 2.29 Q 2.31 Q 2.34 Q 2.36 Q 2.39 Q 2.42 Q 2.44 Q 2.47 Q 2.50 Q 2.53 Q 2.57 Q 2.60 Q 2.64 Q 2.67 Q 2.71 Q 2.75 Q 2.80 Q 2.84 Q 2.89 Q 2.94 Q 2.99 Q 3.05 Q 3.11 Q 3.17 Q 3.24 Q 3.31 Q 3.39 Q 3.48 Q 3.57 Q 3.67 Q 3.77 Q 3.89 Q 4.02 Q 4.17 Q 4.34 Q 4.53 Q 4.64 Q 4.37 Q 4.17 Q 4.41 Q 4.85 Q 5.53 Q 6.59 Q 8.96 Q 15.53 30.03 26.50 12.08 6.38 Q 5.30 Q 4.73 w V V V v V V V V V V V V V V V V V V V V V V V V V V V V V V V V VI VI VI VI VI V V V V IV IV IV IV I V I V I V I V I V Q I V I v I QV I V I V I V I V do an do m aw am my "a As qw do an to an aw ON qws 17+40 17+45 17+50 17+55 18+ 0 18+ 5 18+10 18+15 18+20 18+25 18+30 18+35 18+40 18+45 18+50 18+55 19+ 0 19+ 5 19+10 19+15 19+20 19+25 19+30 19+35 19+40 19+45 19+50 19+S5 20+ 0 20+ S 20+10 20+15 20+20 20+25 20+30 20+35 20+40 20+45 20+50 20+55 21+ 0 21+ 5 21+10 21+15 21+20 3.7677 3.7850 3.8019 3.8184 3.8346 3.8505 3.8666 3.8829 3.8990 3.9149 3.9306 3.9460 3.9612 3.9762 3.9910 4.0056 4.0201 4.0343 4.0484 4.0623 4.0761 4.0897 4.1031 4.1165 4.1296 4.1427 4.1556 4.1684 4.1811 4.1937 4.2061 4.2185 4.2307 4.2429 4.2549 4.2669 4.2787 4.2905 4.3022 4.3138 4.3253 4.3367 4.3480 4.3593 4.3705 2.58 Q 2.52 Q 2.45 Q 2.40 Q 2.35 Q 2.31 Q 2.34 Q 2.36 Q 2.34 Q 2.31 Q 2.27 Q 2.24 Q 2.21 Q 2.18 Q 2.15 Q 2.12 Q 2.09 Q 2.07 Q 2.04 Q 2.02 Q 2.00 Q 1.98 Q 1.95 Q 1.93 Q 1.91 Q 1.90 Q 1.88 Q 1.86 Q 1.84 Q 1.83 Q 1.81 Q 1.79 Q 1.78 Q 1.76 Q 1.75 Q 1.73 Q 1.72 Q 1.71 Q 1.69 Q 1.68 Q 1.67 Q 1.66 Q 1.65 Q 1.63 Q 1.62 Q V1 11 V V IV IV IV IV IV IV IV I V I V I V I V I V I V I V I V I V I V I V I V I V I V I V I V I V I V I V I V I V I V I V I V I V I V I V I V I V I V I V I V I V I V I V I V I V I V I V I V I V I V I V I V 16+40 3.SO54 4.40 Q 16+45 3.5336 4.09 Q 16+50 3.5600 3.83 Q 16+55 3.5849 3.61 Q 17+ 0 3.6085 3.43 Q 17+ 5 3.6310 3.27 Q 17+10 3.6S26 3.14 Q 17+15 3.6734 3.02 Q 17+20 3.6934 2.91 Q 17+25 3.7128 2.82 Q 17+30 3.7316 2.73 Q 17+35 3.7499 2.65 Q do an do m aw am my "a As qw do an to an aw ON qws 17+40 17+45 17+50 17+55 18+ 0 18+ 5 18+10 18+15 18+20 18+25 18+30 18+35 18+40 18+45 18+50 18+55 19+ 0 19+ 5 19+10 19+15 19+20 19+25 19+30 19+35 19+40 19+45 19+50 19+S5 20+ 0 20+ S 20+10 20+15 20+20 20+25 20+30 20+35 20+40 20+45 20+50 20+55 21+ 0 21+ 5 21+10 21+15 21+20 3.7677 3.7850 3.8019 3.8184 3.8346 3.8505 3.8666 3.8829 3.8990 3.9149 3.9306 3.9460 3.9612 3.9762 3.9910 4.0056 4.0201 4.0343 4.0484 4.0623 4.0761 4.0897 4.1031 4.1165 4.1296 4.1427 4.1556 4.1684 4.1811 4.1937 4.2061 4.2185 4.2307 4.2429 4.2549 4.2669 4.2787 4.2905 4.3022 4.3138 4.3253 4.3367 4.3480 4.3593 4.3705 2.58 Q 2.52 Q 2.45 Q 2.40 Q 2.35 Q 2.31 Q 2.34 Q 2.36 Q 2.34 Q 2.31 Q 2.27 Q 2.24 Q 2.21 Q 2.18 Q 2.15 Q 2.12 Q 2.09 Q 2.07 Q 2.04 Q 2.02 Q 2.00 Q 1.98 Q 1.95 Q 1.93 Q 1.91 Q 1.90 Q 1.88 Q 1.86 Q 1.84 Q 1.83 Q 1.81 Q 1.79 Q 1.78 Q 1.76 Q 1.75 Q 1.73 Q 1.72 Q 1.71 Q 1.69 Q 1.68 Q 1.67 Q 1.66 Q 1.65 Q 1.63 Q 1.62 Q V1 11 V V IV IV IV IV IV IV IV I V I V I V I V I V I V I V I V I V I V I V I V I V I V I V I V I V I V I V I V I V I V I V I V I V I V I V I V I V I V I V I V I V I V I V I V I V I V I V I V I V I V I V I V am 21+2S 4.3816 1.61 Q v Aw 21+30 4.3926 1.60 Q v 21+35 4.4036 1.59 Q v me 21+40 4.4144 1.58 IQ v ow 21+4S 4-4253 1.57 IQ v 21+50 4.4360 1.56 IQ v 21+55 4.4467 1.55 IQ v 22+ 0 4.4573 1.54 IQ v 22+ 5 4.4679 1.53 IQ v 22+10 4.4784 1.52 IQ v 22+15 4.4888 1.52 IQ v aw 22+20 4.4992 1.51 IQ v 22+25 4.5095 1.50 IQ v I 22+30 4.5198 1.49 IQ v 22+35 4.5300 1.48 IQ v 22+40 4.5401 1.47 IQ v 22+45 4.5502 1.47 IQ v 22+50 4.5603 1.46 IQ v 22+55 4.5703 1.45 IQ v 23+ 0 4.5802 1.44 IQ v 23+ 5 4.5901 1.44 IQ v 23+10 4.5999 1.43 IQ VI 23+15 4.6097 1.42 IQ vi 23+20 4.6194 1.41 IQ vi 23+25 4.6291 1.41 IQ VI 23+30 4.6388 1.40 IQ VI 23+35 4.6484 1.39 IQ VI 23+40 4.6579 1.39 IQ vi 23+45 4.6674 1.38 IQ V1 23+50 4.6769 1.37 IQ V1 23+55 4.6863 1.37 IQ VI 24+ 0 4.6957 1.36 IQ VI 24+ 5 4.7043 1.25 IQ V1 24+10 4.7092 0.70 Q vi 24+15 4.7105 0.19 Q VI 24+20 4.7107 0.04 Q VI 24+25 ----------------------------------------------------------------------- 4.7108 0.01 Q v an go va go No IN 40 am am do AM mm 4ft do "m as A'SPG do 40 m 40 do loft 1 239.90 1239.80 1239.70 1239.60 1239.50 1239.40 1239.30 1239.20 1239.10 1239.00 1238.90 1238.80 1238.70 1238.60 1238.50 1238.40 1238.30 1238.20 1238.10 1238.00 123T90 1237.80 1237.70 1237.60 1237.50 1237.40 1237.30 1237,2C 1237.1C 1237.00 1236.9C 1236.8C 1236.7C 1236.6( 1236,5( 1236.4( 1236.3( 1236.2( 1236,1( Qvs H 05 1 5 2 25 3 35 4 4 5 5 55 6 65 7 75 Q 0 Tl Tract 17496 T2 Detention Basin Outlet T3 1811 RCP so 1000.0001234.940 1 1234.940 R 1002.0001235.950 1 .013 .000 .000 0 WE 1002.0001235.950 2 .500 SH 1002.0001235.950 2 1235.950 CD 1 4 1 .000 1.500 .000 .000 .000 .00 CD 2 2 0 .000 5.000 20-000 .000 .000 .00 Q .500 .0 Q 1.000 .0 Q 5.000 .0 Q 10.000 .0 Q 15.000 .0 FILE: 17496dout.WSW W S P G W - CIVILDESIGN Version 14.03 PAGE I Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 7-10-2007 Time: 1:42:28 Tract 17496 Detention Basin Outlet 18" RCP 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 IDia.-FTjor 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 1000.000 1234.940 .113 1235.053 .50 8.29 1.07 1236.12 .00 .26 1 .79 1 1.500 1 .00 1 1 .0 .208 1 .5050 1 1 .1658 .03 .11 5.29 .09 .013 .00 .00 PIPE 1000.208 1235.045 .115 1235.160 .50 8.01 1.00 1236.16 .00 .26 .80 1.500 .00 1 .0 .242 1 .5050 1 .1474 .04 .12 5.04 .09 .013 .00 .00 PIPE 1000.450 1235.167 .119 1235.286 .50 7.63 .90 1236.19 .00 .26 .81 1.500 .000 .00 1 .0 .208 .5050 .1287 .03 .12 4.73 .09 .013 .00 .00 PIPE 1000.657 1235.272 .123 1235.395 .50 7.28 82 1236.22 .00 .26 .82 1.500 .000 .00 1 0 .180 .5050 1 .1123 .02 .12 4.44 .09 .013 .00 .00 PIPE 1000.838 1235.363 .127 1235.490 .50 6.94 .75 1236.24 .00 .26 .84 1.500 .000 1 .0 .157 .5050 1 1 .0979 .02 .13 4.16 .09 .013 .00 .00 PIPE 1000.995 1235.442 .131 1235,573 .50 6.62 .68 1236.25 .00 .26 .85 1.500 .000 .00 1 .0 .138 .5050 1 .0853 .01 .13 3.90 .09 .013 .00 .00 PIPE 1001.132 1235.512 135 1235.647 .50 6.31 .62 1236.26 .00 .26 .86 1.500 .000 .00 1 .0 .119 .5050 1 .0744 .01 .14 3.66 .09 .00 .00 PIPE 1001.251 1235.572 .140 1235.712 .50 6.01 .56 1236.27 .00 .26 .87 1.500 .000 .00 1 .0 .107 .5050 .0649 .01 .14 3.43 .09 .013 .00 .00 PIPE 1001.358 1235.626 .144 1235.770 .50 5.73 .51 1236.28 .00 .26 .88 1.500 .000 .00 1 .0 .092 .5050 .0566 .01 .14 3.22 .09 .013 .00 .00 PIPE FILE; 17496dout.WSW W S P G W - CIVILDESIGN Version 14.03 PAGE 1 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date; 7-10-2007 Time; 1:42:28 Tract 17496 Detention Basin outlet is" RCP Invert Depth water Q Vel Vel I Energy I super ICriticalIFlow ToplHeight/lBase Wtj INc, 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 I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X-Fallj ZR IType Ch 1000.000 1234.940 1 .172 1235.112 1 1100 8.89 1.23 1236,34 .00 .37 .96 1.500 .000 .00 1 .0 .070 .5050 .1144 .01 .17 4.57 .12 1 .013 .00 1 .00 1 PIPE 1000.070 1234.976 .173 1235.149 1.00 8.76 1.19 1236.34 .00 .37 .96 1.500 .000 .00 1 .0 .256 .5050 .1048 .03 .17 4.48 .12 .013 .00 1 .00 PIPE 1000.326 1235.105 179 1235.284 1.00 8.36 1.08 1236.37 .00 .37 .97 1,500 .000 .00 1 .224 .5050 .0915 .02 .18 4.20 1 .12 .013 .00 .00 PIPE 1000.550 1235.218 .185 1235.403 1.00 7.97 .99 1236.39 .00 .37 1,500 .000 .00 1 .0 .197 .5050 .0799 .02 .19 3.94 .12 .013 .00 .00 PIPE 1000.747 1235.317 .191 1235.508 1.00 7.60 .90 1236.40 .00 .37 1.00 1,500 .000 .00 1 .0 .171 .5050 .0698 .01 .19 3.69 .12 .013 '00 1 .00 PIPE 1000,918 1235.404 .198 1235.602 1.00 7.24 .81 1236.42 .37 1.02 1.500 .000 .00 1 .0 .153 .5050 .0609 .01 .20 3.46 .12 .013 .00 .00 PIPE 1001.071 1235.481 1 .204 1 1235.685 1 1.00 6.91 .74 1236.43 .00 .37 1.03 1.500 .000 .00 1 .0 .133 .5050 .0531 .01 .20 3.24 1 .12 .013 .00 1 .00 PIPE 1001.204 1235.548 .211 1235.759 1.00 6.58 .67 1236.43 .00 .37 1.04 1.500 .000 .00 1 .118 .5050 .0464 .01 .21 3.04 .12 .013 .00 .00 PIPE 1001.322 1235.608 1 .218 1 1235.826 1 1.00 6,28 .61 1236.44 .00 .37 1.06 1.500 .000 .00 1 .0 ,105 .5050 .0405 .22 2.85 .12 .013 .00 .00 PIPE 973 9-2 1179 -3 t A F-1 U'l IF71 9,71 IF -13 9,71 "1 j 1[779 IF". FILE: 17496dout.WSW W S P G W - CIVILDESIGN Version 14.03 PAGE 2 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 7-10-2007 Time: 1:42:28 Tract 17496 Detention Basin Outlet 181, RCP Invert Depth Water Vel Vel I Energy I super IcriticallFlow ToplHeight/lBase Wtj INc, Wth Station I Elev (FT) Elev (CPS) 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 SF Avel HF ISE DpthIFroude NINorm Dp I I X-Fallj ZR IType Ch 1001.427 1235.661 .225 1235.886 1.00 5.99 .56 1236.44 .00 .37 1.07 1.500 .000 .00 1 .0 .091 .5050 .0353 .00 .23 2.67 12 013 .00 .00 PIPE 1001.518 1235.707 .233 1235,940 1.00 5.71 .51 1236.45 .00 .37 1109 1.500 .000 1 .0 .080 .5050 .0309 .00 .23 2.50 .12 .013 .00 .00 PIPE 1001.598 1235.747 .241 1235.988 1.00 5.44 .46 1236.45 .00 .37 1.10 1.500 .000 1 .0 .071 .5050 .0270 .24 2,35 .12 .013 .00 .00 PIPE 1001.669 1235.783 .249 1236.032 1.00 5.19 .42 1236.45 .00 .37 1.12 1.500 .000 .00 1 .0 .062 .5050 .0236 .00 .25 2.20 .12 .013 .00 .00 PIPE 1001,731 1235.814 .257 1236.071 1.00 4.95 38 1236.45 .00 .37 1.13 1.500 .000 1 .0 .053 .5050 .0206 .00 .26 2.06 .12 .013 .00 .00 PIPE 1001,784 1235.841 .266 1236.107 1100 4.72 .35 1236.45 .00 .37 1.15 11500 .000 .00 1 .0 .046 .5050 '00 .27 1.93 .12 .013 .00 .00 PIPE 1001.830 1235,864 .275 1236.139 1.00 4.50 .31 1236.45 .00 .37 1.16 1.500 '000 .00 1 .0 .040 .5050 .0157 .00 28 1.81 12 013 00 00 PIPE 1001.870 1235-884 .284 1236.168 1.00 4.29 .29 1236.45 .00 .37 1.18 1.500 .00 1 .0 .032 .5050 .0137 .00 .28 1.70 12 013 00 00 PIPE 1001.902 1235,901 .294 1236.195 1.00 4.09 .26 1236.45 .00 .37 1.19 1.500 .000 .00 1 .0 .028 .5050 .0120 .00 .29 1.59 .12 .013 .00 .00 PIPE IF M V 4' - a A 9-11 971. 9,711 (,-,1 UA t- I u -,,--i IF 7, 1 Irm a a w �M ITW1 .4 F , 7 It -, It FILE: 17496dout,WSW W S P G W - CIVILDESIGN Version 14.03 PAGE 3 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 7-10-2007 Time: 1:42:28 Tract 17496 Detention Basin Outlet is" RCP Invert Depth Water Q Vel Vel Energy I Super ICriticallFlow ToplHeight/lBase Wtj INo Wth Station Elev (FT) Elev (CFS) (FPS) Head Grd.El.1 Elev I Depth I Width IDia.-FTIor I,D,j ZL IPrs/Pip L/Elem ICh Slope I I SF Avel HF ISE DpthlFroude NINorm Dp I 'IN" I X-Fallj ZR IType Ch 1001.930 1 1235.914 .304 1236.219 1.00 3.90 .24 1236.45 .00 .37 1.21 1.500 .000 .00 1 .0 .023 .5050 .0105 .00 .30 1 1.49 1 .12 1 .013 1 .00 1 .00 1 PIPE 1001.953 1235.926 .314 1236.240 1.00 3.72 .21 1 1236.45 .00 .37 1.22 1.500 .000 .00 1 .0 .017 .0092 .00 .31 1.39 .12 1 .013 .00 1 PIPE 1001.970 1235.935 325 1236.260 1.00 3.54 .19 1236.45 '00 .37 1.24 1.500 .000 .00 1 .0 .014 .5050 .0080 .33 1.31 .12 .013 00 PIPE 1001.983 1235.942 .336 1236.278 1.00 3.38 .18 1236.45 .00 .37 1.25 1.500 .000 .00 1 .0 .010 .5050 .0070 .00 34 1.22 12 013 00 .00 PIPE 1001.994 1235.947 .347 1236.294 1.00 3.22 16 1236.45 .00 .37 1.27 1.500 .000 .00 1 .0 .005 .5050 .0061 .00 .35 1.15 .12 .013 .00 .00 PIPE 1001.999 1235.949 .359 1236.309 1.00 3.07 .15 1236.46 .00 .37 1.28 1.500 .00 1 .0 .001 .0053 .00 .36 1.07 .12 .013 .00 .00 PIPE 1002.000 1235.950 .373 1236,323 1.00 2.92 .13 1236.46 .00 .37 1.30 1.500 .000 .00 1 .0 WALL ENTRANCE 1002.000 -I- 1 1235,950 -I- .565 -I- 1236.515 -I- 1 1.00 -I- 1 .09 .00 -I- -I- 1 1236.52 -I- .00 -I- .04 -I- 20.00 51000 -I- -I- 20,000 -I- .00 0 .0 I- U -111 9,71 IFT-11 9 A IF -1 a za 1 11 IVA 97V it "'A 9-711 IF -112 9712 F"173 VIM 9 U-1 FILE: 17496dout.WSW W S P G W - CIVILDESIGN Version 14.03 PAGE 1 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 7-10-2007 Time: 1:42:28 Tract 17496 Detention Basin Outlet 1811 RCP 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 jPrs/Pip L/Elem ICh Slope I I SF Avel HF ISE DpthIFroude NINorm Dp I 'IN" I X-Fallj ZR IType Ch 1000.000 1234.940 .473 1235.413 5.00 10.46 1.70 1237.11 .00 .86 1.39 1.500 .000 .128 .5050 .0472 .01 .47 3.15 .26 .013 .00 .00 PIPE 1000.128 1235.005 .480 1235.485 5.00 10.24 1.63 1237.11 .00 .86 1.40 11500 .000 .00 1 .0 .284 .5050 .0430 .01 .48 3.05 .26 .013 .00 .00 PIPE 1000.412 1235.148 .497 1235.645 5.00 9.76 1.48 1237.12 .00 .86 1.41 1.500 .000 .00 1 .0 .249 .5050 .0377 .01 .50 2.86 .26 .013 .00 PIPE 1000.661 1235.274 .515 1235.789 5.00 9.31 1.35 1237.13 .00 .86 1.42 1.500 .000 .00 1 .0 .221 .5050 .0330 .01 .52 2.67 .26 .013 .00 PIPE 1000.882 1235.385 .533 1235.918 5.00 8.87 1.22 1237.14 .00 .86 1.44 1.500 .000 .00 1 .0 .194 .5050 .0289 .01 .53 2.50 .26 .013 .00 00 PIPE 1001,076 1235.483 .552 1236.035 5.00 8.46 1.11 1237.15 .00 .86 1.45 11500 .000 .00 1 .169 .5050 .0254 .55 2.33 .26 .013 .00 .00 PIPE 1001,245 1235.568 .572 1236.141 5.00 8.07 1.01 1237.15 .00 .86 1.46 1.500 .000 .00 1 .0 ,147 .5050 .0223 .00 .57 2.18 .26 .013 .00 .00 PIPE 1001.392 1235.643 593 1236.236 5.00 7.69 .92 1237.15 .00 .86 1.47 1.500 .000 .00 1 .0 .129 .5050 .0195 .59 2.04 .26 .013 .00 PIPE 1001.520 1235.708 614 1236.322 5100 7.33 .84 1237.16 .00 .86 1.48 1.500 .000 .00 1 .0 .109 .0171 .00 .61 1.90 .26 .013 .00 .00 PIPE FILE: 17496dout.WSW W S P G W - CIVILDESIGN Version 14.03 PAGE 2 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 7-10-2007 Time: 1:42:28 Tract 17496 Detention Basin Outlet 1811 RCP 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,j Elev I Depth I Width jDia.-FTjor I.D.1 ZL jPrs/Pip L/Elem ICh Slope I I SF Avel HF ISE DpthIFroude NINorm Dp I "N" I X-Fallj ZR IType Ch 1001-629 123S.762 .637 1236.400 5.00 6.99 .76 1237.16 .00 .86 1.48 1.500 .000 .00 1 .0 .094 .5050 .0151 .00 .64 1.77 .26 .013 .00 .00 PIPE 1001.723 1235.810 .660 1236.470 5.00 6.67 .69 1237.16 .00 .86 1.49 1.500 .000 .00 1 .0 .077 .5050 .0132 .00 .66 1.66 .26 .013 .00 .00 PIPE 1001.800 1235.849 .685 1236.534 5.00 6.36 .63 1237.16 .00 .86 1.49 1.500 .000 .00 1 .0 .065 5050 .0116 .00 .69 1.54 .26 .013 .00 .00 PIPE 1001.865 1235.882 .710 1236.592 5.00 6.06 .57 1237.16 .00 .86 1.50 1,500 .000 1 .0 .050 .5050 .0102 .00 .71 1.44 .26 .013 .00 .00 PIPE 1001.915 1235.907 .737 1236.644 5.00 5.78 .52 1237.16 .00 .86 1.50 1.500 .00 1 .0 .039 .5050 .0090 .74 1.34 .26 .013 .00 .00 PIPE 1001,953 1235.927 .765 1236.692 5.00 5,51 .47 1237.16 .86 1.50 1.500 .000 .00 1 .0 .026 .0079 .00 .77 1.25 .26 .013 .00 .00 PIPE 1001.979 1235.940 .795 1236.735 5.00 5.25 .43 1237.16 .86 1.50 1,500 .000 .00 1 .0 .016 .5050 .0070 .00 .80 1.16 .26 .013 .00 .00 PIPE 1001.995 1235.948 .826 1236,774 5.00 5.01 .39 1237.16 .00 .86 1.49 1.500 .000 .00 1 C .005 .5050 .0062 .00 .83 1.08 .26 .013 .00 .00 PIPE 1002.000 1235.950 .860 1236.810 5.00 4.77 .35 1237.16 .00 .86 1.48 1.500 .000 .00 1 C WALL ENTRANCE 7- -A 9 J IF -71 9 - A 9' F7,713 F78 9 "A E7A 9,'"A U. -A F-1 irl',M V11 F-1 IF FILE: 17496dout.WSW W S P G W - CIVILDESIGN Version 14.03 PAGE 3 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 7-10-2007 Time; 1:42:28 Tract 17496 Detention Basin Outlet 1811 RCP 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.1 Elev I Depth I Width jDia.-FTIor I.D.1 ZL lPrs/Pip L/Elem ICh Slope I I I SF Avel HF ISE DpthIFroude NINorm Dp I 'IN" I X-Fallj ZR IType Ch 1002.000 1235.950 1.386 1237.336 5.00 is .00 1237.34 .00 .12 20.00 5.000 20.000 .00 0 .0 F-71 F7711 f 9 -11 1 '17's U-71 F j I , -1 F. I F , A F IF FILE: 17496dout.WSW W S P G W - CIVILDESIGN VerBion 14.03 PAGE 1 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 7-10-2007 Time: 1:42:28 Tract 17496 Detention Basin Outlet 181, RCP Invert Depth Water Q Vel Vel I Energy I super CriticallFlow 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 IPrs/Pip L/Elem ICh Slope I SF Avel HF ISE DpthjFroude NINorm Dp I 'IN" I X-Fallj ZR IType Ch 1000.000 1234.940 .734 1235.674 10.00 11.63 2.10 1237.77 .00 1.22 1.50 1.500 .000 .00 1 .0 .067 .5050 .0385 .00 .73 2.71 37 .013 .00 .00 PIPE 1000.067 1234.974 .739 1235.713 10.00 11.53 2.06 1237.78 .00 1,22 1.50 1.500 .000 .00 1 .340 .5050 .0358 .74 2.67 .37 .013 .00 PIPE 1000.407 1235.146 .767 1235.913 10.00 10.99 1,88 1237.79 .00 1.22 1.50 1.500 1 .0 .299 .5050 .0315 .01 .77 2.49 .37 .013 .00 .00 PIPE 1000.706 1235.297 .796 1236,093 10.00 10.48 1.71 1237.80 .00 1.22 1.50 1.500 .00 1 .0 .258 .5050 .0278 .01 .80 2.31 .37 .013 .00 .00 PIPE 1000.964 1235.427 .828 1236.255 10.00 9.99 1.55 1237.81 .00 1.22 1.49 1.500 .000 .00 1 .0 .227 .5050 .0246 .01 .83 2.15 .37 .013 .00 .00 PIPE 1001.191 1235.542 .860 1236.402 10.00 9.53 1.41 1237.81 .00 1.22 1.48 1.500 .000 .00 1 .0 .193 .5050 .0217 .00 .86 2.00 .37 .013 .00 .00 PIPE 1001.384 1235.639 .895 1236.534 10.00 9.09 1.28 1237.82 .00 1.22 1.47 1.500 .00 1 .164 .5050 .0192 .00 .90 1,85 .37 .013 .00 .00 PIPE 1001.547 1235.722 .932 1236.654 10.00 8.66 1.17 1237.82 .00 1.22 1.46 1.500 .000 .00 1 .137 .5050 .0170 .00 .93 1.71 .37 .013 .00 .00 PIPE 1001.685 1235.791 .971 1236.762 10.00 8.26 1.06 1237.82 .00 1.22 1.43 1.500 .000 .00 1 .0 .113 .5050 .0151 .00 .97 1.58 .37 .013 .00 .00 PIPE 1,71 924 9-1,1� 11"A 11VII 17-1 53,12 IV-# F -A 1-14 FILE: 17496dout.WSW W S P G W - CIVILDESIGN Version 14-03 PAGE 2 Program Package Serial Number; 1382 WATER SURFACE PROFILE LISTING Date: 7-10-2007 Time: 1:42:28 Tract 17496 Detention Basin Outlet 1811 RCP calIFlow ToplHeight/lBase WtI INo Wth I Invert Depth Water Q Vel Vel I Energy I Super ICriti D.1 ZL IPrs/Pip Station I Elev (FT) Elev (CFS) (FPS) Head I Grd.El.I Elev I Depth I width IDia.-FTIor I. "N" I X-Fallj ZR IType Ch L/Elem ICh Slope I SF Avel HF ISE DpthIFroude NINorm Dp 1001.79B 1235.848 1.012 1236.860 10.00 7.88 .96 1237.82 '00 1.22 1.41 1.500 .000 .00 1 .0 .087 .5050 .0135 .00 1.01 1,46 .37 .013 .00 1 .00 1 PIPE 1001.884 1235.891 1.057 1236.949 10.00 7.51 .88 1237.82 .00 1.22 1.37 1.500 .062 .5050 .0120 .00 1.06 1.34 .37 .013 .00 .00 PIPE 1001.946 1235.923 1.106 1237.029 10.00 7.16 .80 1237.82 .00 1.22 1.32 1.500 .000 .00 1 .0 .041 .5050 .0108 .00 1.11 1.23 .37 .013 .00 .00 PIPE 1001.987 1235.944 1.158 1237,102 10.00 6.83 .72 1237.83 .00 1.22 1.26 1.500 .000 .00 1 .0 .013 .5050 .0097 .00 1.16 .37 .013 .00 PIPE 1002.000 1235.950 1.219 1237.169 10.00 6.50 .66 1237.83 .00 1.22 1.17 1.500 .000 .00 1 .0 WALL ENTRANCE 1002.000 1 1235.950 2.376 1238,326 10.00 .21 .00 1238.33 '00 .20 20.00 5.000 20.000 .00 0 71 IF71 971 U7.11 9711 9 7_2 IF779 F -A WIM IVA IFA FA-' IF7`4 'F' FILE: 17496dout.WSW W S P G W - CIVILDESIGN Version 14.03 PAGE 1 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 7-10-2007 Time: 1:42:28 Tract 17496 Detention Basin Outlet 18" RCP Invert Depth Water Q Vel Vel Energy I Super CriticaljFlow ToplHeight/lBase Wtj INo Wth Station I Elev (FT) Elev (CFS) (FPS) Head 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 'IN" I X-Falli ZR IType Ch 1000.000 1 1234.940 .935 1235.875 1 15.00 12.95 2.60 1238.48 .00 1.41 1.45 1.500 .00 1 .0 .127 .5050 .0395 .01 .94 2.56 1 .46 .013 1 .00 1 .00 1 PIPE 1000.127 1235.004 .946 1235,950 15.00 12.77 2.53 1238.48 .00 1.41 1.45 1.500 .000 .00 1 .0 .406 .5050 .0367 .01 .95 2.50 1 .46 .013 1 .00 1 .00 PIPE 1000.533 1235.209 .986 1236.195 15.00 12.17 2.30 1238.50 .00 1.41 1.42 1.500 .000 .00 1 .0 .354 .5050 .0326 .01 .99 2.31 .46 .013 1 .00 1 .00 PIPE 1000.887 1235,388 1.028 1236.416 15.00 11.61 2.09 1238.51 .00 1.41 1.39 1.500 .000 .00 1 .0 .303 .5050 .0290 .01 1.03 2.12 .46 .013 1 .00 .00 PIPE 1001.190 1235.541 1.074 1236.615 15.00 11.07 1.90 1238.52 .00 1.41 1.35 1.500 .000 .00 1 .0 .257 .5050 .0259 .01 1.07 1195 1 .46 .013 1 .00 .00 PIPE 1001.447 1235,670 1.124 1236.795 15.00 10.55 1.73 1238.52 .00 1.41 1.30 1,500 .000 .00 1 .0 .212 .5050 .0233 .00 1.12 1.78 .46 .013 .00 .00 PIPE 1001.659 1235,778 1.179 1236.957 15.00 10.06 1.57 1238.53 .00 1,41 1.23 1.500 .00 1 .0 .167 .5050 .0211 .00 1.18 1.61 46 013 00 00 PIPE 1001.826 1235.862 1.241 1237.103 15.00 9.59 1.43 1239.53 .00 1,41 1.13 1.500 .000 .00 1 .0 .121 .5050 .0193 .00 1.24 1.44 46 013 00 00 PIPE 1001,947 1235.923 1.312 1237.235 15.00 9.15 1.30 1238.53 .00 1.41 .99 1.500 .000 .00 1 .0 .053 .5050 .0180 .00 1.31 1.25 46 .013 .00 .00 PIPE g-�7g FX2 g-, ---§ ,A --M IF1 9"I"M It -I IFI 17 f7j VA FILE: 17496dout.WSW W S P G W - CIVILDESIGN Version 14.03 PAGE 2 Program Package Serial Number: 1382 WATER SURFACE PROFILE LISTING Date: 7-10-2007 Time: 1:42:28 Tract 17496 Detention Basin Outlet 1811 RCP 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 1002.000 1235.950 1,406 1237.355 15.00 8.72 1.18 1238.54 .00 1.41 .73 1,500 .000 .00 1 .0 WALL ENTRANCE I 1002.000 1235.950 3.704 1239.653 15.00 .20 .00 1239.65 .00 .26 20.00 5.000 20.000 .00 0 .0 fra, 971 VIA rM 1FM IF �,j t h-, Detention Basin Volume Table h 0, 4 I DETENTIONANFILTRATION BASIN EXHIBIT TMC"T 17496 12 .6 x BASIN VOLUME TABLE Elevation (FT) Interval (Fr) Area (FT -2) Volume (FT -3) Volume (AC -FT) Cumulative (AC -FT) 1234.95 Qvfl Enginwing - 15,426 VA 8M3 Si� A�w � �Br Fmtma, Cahbrnia &M5 1 (909135&1815 16285.5 0.37 1235.95 AV 17,145 0.37 0.5 8572.5 0.20 1236.45 17145 0.57 0.5 9472.5 0.22 1236.95 20745 0.79 0.5 10372.5 0.24 1237.45 1 20745 1 1 1.03 37 1236.8 1236.6 x 12 355.4 .x PROPOSED -DETENTION/ INFILTRATION BAsfN 1235'.6' TO BE MAINTAINED BY THE x HOME OWNERS ASSOCIATION GMPW SCXE 30 0 15 30 60 120 1 m I I PREPARED FOR: (NFEEr) YH F007M4 U� loym MWaM STREiT i rm - 3DFr PARCHO CUQkV0NGk C4URIM 91730 TEL (909) 291-7600 FAX (909) 291-763D I 0 0 x > D, T 123 .6 LL 112,-,7.6 x E 36 E 34 Preparvd By: ALLARD J mm BY. Qvfl Enginwing - Land Swv"ng - lmd Pkanim VA 8M3 Si� A�w � �Br Fmtma, Cahbrnia &M5 ji (909135&1815 F" (909) 356-1795 CHEOXED BY. - AV 37 1236.8 1236.6 x 12 355.4 .x PROPOSED -DETENTION/ INFILTRATION BAsfN 1235'.6' TO BE MAINTAINED BY THE x HOME OWNERS ASSOCIATION GMPW SCXE 30 0 15 30 60 120 1 m I I PREPARED FOR: (NFEEr) YH F007M4 U� loym MWaM STREiT i rm - 3DFr PARCHO CUQkV0NGk C4URIM 91730 TEL (909) 291-7600 FAX (909) 291-763D I 0 0 x > D, T 123 .6 LL 112,-,7.6 x E 36 E 34 CITY OF FONTANA CAUFORNIA DETENTIONANFILTRATION BASIN EXHIBIT SCALE' TRACT V496 CAM HAMPTON PLACE 2 AMW. 2007 Preparvd By: ALLARD ENGINEERING_ mm BY. Qvfl Enginwing - Land Swv"ng - lmd Pkanim VA 8M3 Si� A�w � �Br Fmtma, Cahbrnia &M5 ji (909135&1815 F" (909) 356-1795 CHEOXED BY. - AV CITY OF FONTANA CAUFORNIA DETENTIONANFILTRATION BASIN EXHIBIT SCALE' TRACT V496 CAM HAMPTON PLACE 2 AMW. 2007 0 Hydrograph Routing di M 0 FLOOD HYDROGRAPH ROUTING PROGRAM Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2005 Study date: 07/11/07 Tract 17496 Routed Hydrograph 2 Year Storm Event Program License Serial Number 5028 -------------------------------------------------------------------- HYDROGRAPH INFORMATION From study/file name: 17496d.rte ****************************HYDROGRAPH DATA**************************** Number of intervals = 293 Time interval = 5.0 (Min.) Maximum/Peak flow rate = 10.569 (CFS) Total volume = 1.495 (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 0 W Graph values: III= unit inflow; 101=outflow at time shown Time Inflow Outflow Storage Depth 1.000 0.370 0.001 0.370 0.370 .0 1.500 0.570 3.600 O.S58 0.582 0.000 2.000 0.790 10.200 0.755 0.825 0.00 0.001 0 0.00 0.250 0.27 2.500 1.030 18.800 0.965 1.095 0.333 -------------------------------------------------------------------- Hydrograph Detention Basin Routing 0.01 --------------------------------------------------------------------- 0.32 0.00 0.006 0 W Graph values: III= unit inflow; 101=outflow at time shown a" 7 Time Inflow Outflow Storage Depth (Hours) (CFS) (CFS) (Ac.Ft) .0 2.6 5.28 7.93 10.57 (Ft.) 0.083 0.02 0.00 0.000 0 0.00 IR 0.167 0.15 0.00 0.001 0 0.00 0.250 0.27 0.00 0.002 0 0.01 0.333 0.32 0.00 0.004 0 0.01 0.417 0.32 0.00 0.006 0 0.02 0.500 0.33 0.00 0.009 0 0.02 0.583 0.33 0.00 0.011 0 0.03 0.667 0.33 0.00 0.013 01 0.04 0.750 0.33 0.00 0.015 01 0.04 0.833 0.33 0.00 0.018 01 0.05 0.917 0.33 0.00 0.020 01 0.05 1.000 0.33 0.00 0.022 01 0.06 Re, 1.083 0.34 0.00 0.025 01 0.07 1.167 0.34 0.00 0.027 01 0.07 1.250 0.34 0.00 0.029 01 0.08 1.333 0.34 0.00 0.032 01 0.09 1.417 0.34 0.00 0.034 01 0.09 1.500 0.34 0.00 0.036 01 0.10 1.583 0.34 0.00 0.039 01 0.10 1.667 0.34 0.00 0.041 01 0.11 1.750 0.34 0.00 0.043 01 0.12 1.833 0.35 0.00 0.046 01 0.12 1.917 0.35 0.00 0.048 01 0.13 2.000 0.35 0.00 0.050 01 0.14 2.083 0.35 0.00 0.053 01 0.14 2.167 0.35 0.00 0.055 01 0.15 2.250 0.35 0.00 0.058 01 0.16 2.333 0.35 0.00 0.060 01 0.16 2.417 0.35 0.00 0.063 01 0.17 2.500 0.35 0.00 0.065 01 0.18 40 2.583 0.36 0.00 0.067 01 0.18 2.667 0.36 0.00 0.070 01 0.19 2.750 0.36 0.00 0.072 01 0.20 2,833 0*36 0,00 0.075 01 0.20 2.917 0.36 0.00 0.077 01 0.21 3.000 0.36 0.00 0.080 01 0.22 3.083 0.36 0.00 0.082 01 0.22 3.167 0.36 0.00 0.085 01 0.23 3.250 0.37 0.00 0.087 01 0.24 3.333 0.37 0.00 0.090 01 0.24 3.417 0.37 0.00 0.092 01 0.25 3.500 0.37 0.00 0.095 01 0.26 3.583 0.37 0.00 0.097 01 0.26 3.667 0.37 0.00 0.100 01 0.27 3.750 0.37 0.00 0.103 01 0.28 a" 7 5.167 0.40 0.00 0.148 01 5.250 0.40 0.00 0.151 01 5.333 0.40 0.00 0.153 01 5.417 0.40 0.00 0.156 3.833 0.38 0.00 0.105 01 01 3.917 0.38 0.00 0.108 oi 5.667 4.000 0.38 0.00 0.110 oi 0.41 4.083 0.38 0.00 0.113 01 0.00 4.167 0.38 0.00 0.116 01 0.173 4.250 0.38 0.00 0.118 oi 01 4.333 0-38 0.00 0.121 01 6.167 4.417 0.39 0.00 0.123 01 0.42 4.500 0.39 0.00 0.126 01 0.00 4.583 0.39 0.00 0.129 01 0.190 4.667 0.39 0.00 0.131 01 01 4.750 0.39 0.00 0.134 01 6.667 4.833 0.39 0.00 0.137 01 0.44 4.917 0.39 0.00 0.140 01 0.00 5.000 0.40 0.00 0.142 01 0.208 5.083 0.40 0.00 0.145 01 5.167 0.40 0.00 0.148 01 5.250 0.40 0.00 0.151 01 5.333 0.40 0.00 0.153 01 5.417 0.40 0.00 0.156 01 5.500 0.41 0.00 0.159 01 5.583 0.41 0.00 0.162 01 5.667 0.41 0.00 0.164 01 5.750 0.41 0.00 0.167 01 5.833 0.41 0.00 0.170 01 5.917 0.42 0.00 0.173 01 6.000 0.42 0.00 0.176 01 6.083 0.42 0.00 0.179 01 6.167 0.42 0.00 0.182 01 6.250 0.42 0.00 0.185 01 6.333 0.43 0.00 0.187 01 6.417 0.43 0.00 0.190 oi 6.500 0.43 0.00 0.193 01 6.583 0.43 0.00 0.196 01 6.667 0.43 0.00 0.199 oi 6.750 0.44 0.00 0.202 01 6.833 0.44 0.00 0.205 01 6.917 0.44 0.00 0.208 01 7.000 0.44 0.00 0.211 01 7.083 0.44 0.00 0.214 01 7.167 0.45 0.00 0.217 01 7.250 0.45 0.00 0.220 01 7.333 0.45 0.00 0.224 01 7.417 0.45 0.00 0.227 01 7-500 0.46 0.00 0.230 01 7.583 0.46 0.00 0.233 01 7.667 0.46 0.00 0.236 01 7.750 0.46 0.00 0.239 01 7.833 0.47 0.00 0.242 01 7.917 0.47 0.00 0.246 01 8.000 0.47 0.00 0.249 01 8.083 0.47 0.00 0.252 01 8.167 0.48 0.00 0.255 01 8.250 0.48 0.00 0.259 01 8.333 0.48 0.00 0.262 01 8.417 0.48 0.00 0.265 01 8.500 0.49 0.00 0.269 01 0.28 0.29 0.30 0.31 0.31 0.32 0.33 0.33 0.34 0.35 0.36 0.36 0.37 0.38 0.38 0.39 0.40 0.41 0.41 0.42 0.43 0.44 0.44 0.45 0.46 0.47 0.48 0.48 0.49 0.50 0.51 0.51 0.52 0.53 0.54 0.55 0.55 0.56 0.57 0.58 0.59 0.60 0.60 0.61 0.62 0.63 0.64 0.65 0.66 0.66 0.67 0.68 0.69 0.70 0.71 0.72 0.73 8.583 0.49 0.00 0.272 01 0.74 8.667 0.49 0.00 0.275 01 0.74 8.750 0.50 0.00 0.279 01 0.75 8.833 0.50 0.00 0.282 01 0.76 8.917 0.50 0.00 0.286 01 0.77 9.000 0.51 0.00 0.289 01 0.78 9.083 0.51 0.00 0.293 01 0.79 9.167 0.51 0.00 0.296 01 0.80 9.250 0.52 0.00 0.300 01 0.81 9.333 0.52 0.00 0.303 01 0.82 9.417 0.52 0.00 0.307 01 0.83 9.500 0.53 0.00 0.311 01 0.84 9.583 0.53 0.00 0.314 01 0.85 9.667 0.53 0.00 0.318 01 0.86 9.750 0.54 0.00 0.321 01 0.87 9.833 0.54 0.00 0.325 01 0.88 9.917 0.55 0.00 0.329 01 0.89 10.000 0.55 0.00 0.333 01 0.90 10.083 0.55 0.00 0.336 01 0.91 10.167 0.56 0.00 0.340 01 0.92 10.250 0.56 0.00 0.344 01 0.93 10.333 0.57 0.00 0.348 01 0.94 10.417 0.57 0.00 0.352 01 0.95 10.500 0.58 0.00 0.356 01 0.96 10.583 0.58 0.00 0.360 01 0.97 10.667 0.59 0.00 0.364 01 0.98 10.750 0.59 0.00 0.368 01 0.99 10.833 0.60 0.03 0.372 01 1.00 10.917 0.60 0.10 0.376 01 1.01 11.000 0.61 0.16 0.379 01 1.02 11.083 0.61 0.21 0.382 01 1.03 11.167 0.62 0.26 0.384 01 1.04 11.250 0.62 0.30 0.387 01 1.04 11.333 0.63 0.34 0.389 10 1 1.05 11.417 0.63 0.37 0.391 10 1 1.05 11.500 0.64 0.40 0.392 10 1 1.06 11.583 0.65 0.43 0.394 10 1 1.06 11.667 0.65 0.46 0.395 10 1 1.06 11.750 0.66 0.48 0.397 10 1 1.07 11.833 0.67 0.50 0.398 JOI 1 1.07 11.917 0.67 0.52 0.399 JOI 1 1.07 12.000 0.68 0.54 0.400 JOI 1 1.07 12.083 0.71 0.56 0.401 JOI 1.08 12.167 0.80 0.58 0.402 JOI 1.08 12.250 0.90 0.61 0.404 JOI 1 1.08 12.333 0.94 0.65 0.406 JOI 1 1.09 12.417 0.96 0.68 0.408 1 0 1 1.09 12.500 0.97 0.72 0.410 1 0 1 1.10 12.583 0.98 0.75 0.411 1 0 1 1.10 12.667 0.99 0.77 0-413 0 1 1.11 12.750 0.99 0.80 0.414 01 1.11 12.833 1.00 0.82 0.416 01 1.11 12.917 1.01 0.84 0.417 01 1.12 13.000 1.03 0.86 0.418 01 1.12 13.083 1.04 0.88 0.419 1 01 1.12 13.167 1.05 0.90 0.420 01 1.13 13.250 1.06 0.92 0.421 01 1.13 ow 13.333 1.07 0.94 0.422 oi 1.13 13.417 1.08 0.95 0 . 423 01 1.13 13.500 1.10 0.97 0 . 424 01 1.13 13.583 1.11 0.99 0.425 01 1.14 13.667 1.13 1.00 0.426 0 1.14 13.750 1.14 1.02 0.426 0 1.14 13.833 1.16 1.03 0.427 0 1.14 13.917 1.17 1.05 0.428 0 1.15 14.000 1.19 1.06 0.429 0 1.15 14.083 1.21 1.08 0.430 0 1.15 14.167 1.23 1.10 0.431 0 1.15 14.250 1.25 1.11 0.432 0 1.15 14.333 1.27 1.13 0.433 0 1.16 14.417 1.30 1.15 0.434 0 1.16 14.500 1.32 1.17 0.435 01 1.16 14.583 1.35 1.19 0.436 01 1.16 14.667 1.38 1.21 0.437 01 1.17 14.750 1.41 1.23 0.438 01 1.17 14.833 1.44 1.25 0.440 01 1.17 14.917 1.48 1.28 0.441 01 1.18 15.000 1.52 1.30 0.442 01 1.18 15.083 1.56 1.33 0.444 0 1.18 15.167 1.61 1.36 0.446 0 1.19 15.250 1.67 1.39 0.447 01 1.19 15.333 1.73 1.43 0 . 449 01 1.20 15.417 1.76 1.47 0 . 451 01 1.20 15-500 1.60 1.49 0 . 453 0 1.21 15.583 1.45 1.50 0 . 453 0 1. 21 15.667 1.50 1.49 0 . 453 0 1.21 15.750 1.64 1.50 0 . 453 0 1.21 15.833 1.86 1.53 0 . 455 01 1.21 15.917 2.19 1.59 0 - 458 0 1 1.22 16.000 2.84 1.70 0 . 464 0 1 1.24 16.083 5.03 1.96 0 . 479 0 1 1.27 16.167 10.57 2.64 0 . 517 ol il 1.37 16.250 10.17 3.54 0 . 567 0 1.49 16.333 4.67 4.23 0 . 591 0 1 1.55 16.417 2.35 4.10 0 . 587 il 0 1.54 16.500 1.96 3.73 0 . 574 1 0 1.51 16.583 1.78 3.47 0 . 563 1 0 1.48 16.667 1.70 3.26 0 . 551 1 10 1.45 16.750 1.59 3.08 0 . 541 1 10 1.43 16.833 1.51 2.90 0 . 531 1 0 1.40 16.917 1.43 2.73 0 . 522 1 0 1.38 17.000 1.37 2.58 0 . 513 1 01 1.36 17.083 1.31 2.43 0 . 505 1 01 1.34 17.167 1.27 2.30 0 . 498 1 0 1.32 17.250 1.22 2.18 0 . 491 1 0 1.30 17.333 1.19 2.06 0.485 1 0 1.29 17.417 1.15 1.96 0.479 1 0 1.27 17.500 1.12 1.86 0.473 1 0 1.26 17.583 1.09 1.77 0.469 1 0 1.25 17.667 1.07 1.69 0.464 1 0 1.24 17.750 1.04 1.62 0.460 10 1.22 17.833 1.02 1.55 0.456 10 1.22 17.917 1.00 1.49 0.453 10 1.21 18.000 0.98 1-43 0.449 1 0 1.20 18.083 0.95 1.37 0.446 1 0 1.19 18.167 0.84 1.32 0.443 10 1.18 18.250 0.73 1.26 0-440 10 1.17 18.333 0.69 1.19 0.436 10 1.17 18.417 0.67 1.13 0.433 10 1.16 18.500 0.65 1.08 0.430 11 0 1.15 18.583 0.64 1.03 0.427 11 0 1.14 18.667 0.63 0.98 0.424 JIO 1.14 18.750 0.61 0.94 0.422 JIO 1.13 18.833 0.60 0.90 0.420 JIO 1.12 po 18.917 0.59 0.87 0.418 JIO 1.12 19.000 0.58 0.83 0.416 JIO 1.12 19.083 0.57 0.80 0.415 JIO 1.11 P" 19.167 0.57 0.78 0.413 JIO 1.11 19.250 0.56 0.75 0.412 JIO 1.10 19.333 0.55 0.73 0.410 JIO 1.10 19.417 0.54 0.71 0.409 JIO 1.10 19.500 0.53 0.69 0.408 JIO 1.10 19.583 0.53 0.67 0.407 lio 1 1.09 19.667 0.52 0.65 0.406 10 1.09 19.750 0.51 0.64 0.405 10 1.09 19.833 0.50 0.62 0-404 10 1.09 19.917 0.50 0.61 0.404 10 1.08 20.000 0.49 0.59 0.403 10 1.08 20.083 0.49 0-58 0.402 10 1-08 20.167 0.48 0.57 0.402 10 1.08 20.250 0.48 0.56 0.401 10 1 1.08 20.333 0.47 0.55 0.400 10 1 1.08 44 20.417 0.46 0.54 0.400 10 1 1.07 20.500 0.46 0.53 0.399 10 1 1.07 20.583 0.45 0.52 0.399 10 1.07 20.667 0.45 0.51 0.399 10 1.07 20.750 0.45 0.51 0.398 10 1.07 20.833 0.44 0.50 0.398 10 1.07 20.917 0.44 0.49 0.397 10 1.07 21.000 0.43 0.49 0.397 10 1.07 21.083 0.43 0.48 0.397 10 1 1.07 21.167 0.42 0.47 0.396 10 1 1.07 21.250 0.42 0.47 0.396 10 1 1.06 21.333 0.42 0.46 0.396 10 1 1.06 21.417 0.41 0.46 0.395 10 1.06 21.500 0.41 0.45 0.395 10 1.06 21.583 0.41 0.45 0.395 10 1.06 21.667 0.40 0.44 0.394 10 1.06 21.750 0.40 0.44 0.394 10 1.06 21*833 0,40 0,43 .394 0. 10 1.06 21.917 0.39 0.43 0 394 10 1.06 22.000 0.39 0.42 0 . 393 10 1.06 22.083 0.39 0.42 0 . 393 10 1.06 22.167 0.38 0.41 0 . 393 10 1.06 22.250 0.38 0.41 0 . 393 10 1.06 22.333 0.38 0.41 0 . 393 10 1.06 22.417 0.37 0.40 0 . 392 10 1.06 22.500 0.37 0.40 0.392 10 1.06 22.583 0.37 0.40 0.392 10 1.05 22.667 0.37 0.39 0.392 10 1.05 22.750 0.36 0.39 0.392 10 1.05 22.833 0.36 0.39 0.391 10 1 1.05 22.917 0.36 0.38 0.391 10 1.05 23.000 0.36 0.38 0.391 10 1.05 23.083 0.35 0.38 0.391 10 1.05 23.167 0.35 0.37 0.391 10 1.05 23.250 0.35 0.37 0.391 10 1.05 23.333 0.35 0.37 0.390 10 1.05 23.417 0.34 0.37 0.390 10 1.05 23.500 0.34 0.36 0.390 10 1.05 23.583 0.34 0.36 0.390 10 1.05 23.667 0.34 0.36 0.390 10 1.05 23.750 0.34 0.36 0.390 10 1.05 23.833 0.33 0.35 0.390 10 1.05 23.917 0.33 0.35 0.389 10 1.05 24.000 0.33 0.35 0 . 389 10 1.05 24.083 0.31 0.35 0.389 10 1.05 24.167 0.18 0.33 0.388 10 1.05 24.250 0.05 0.31 0.387 0 1.04 24.333 0.01 0.28 0.385 0 1.04 24.417 0.00 0.24 0.384 0 1.03 24.500 0.00 0.22 0.382 0 1.03 24.583 0.00 0.19 0.381 0 1.03 24.667 0.00 0.17 0.379 0 1.02 24.750 0.00 0.15 0.378 0 1.02 24.833 0.00 0.13 0.377 0 1.02 24.917 0.00 0.12 0.376 0 1.02 25.000 0.00 0.10 0.376 0 1.01 25.083 0.00 0.09 0.375 0 1.01 25.167 0.00 0.08 0.374 0 1.01 25.250 0.00 0.07 0.374 0 1.01 25.333 0.00 0.06 0.373 0 1.01 25.417 0.00 0.06 0.373 0 1.01 25.500 0.00 0.05 0.373 0 1.01 25.583 0.00 0.04 0.372 0 1.01 25.667 0.00 0.04 0.372 0 1.01 25.750 0.00 0.03 0.372 0 1.00 25.833 0.00 0.03 0.372 0 1.00 25.917 0.00 0.03 0.371 0 1.00 26.000 0.00 0.02 0.371 0 1.00 26.083 0.00 0.02 0.371 0 1.00 26.167 0.00 0.02 0.371 0 1.00 26.250 0.00 0.02 0.371 0 1.00 26.333 0.00 0.01 0.371 0 1.00 26.417 0.00 0.01 0.371 0 1.00 26.500 0.00 0.01 0.371 0 1.00 26.583 0.00 0.01 0.370 0 1.00 26.667 0.00 0.01 0.370 0 1.00 26.750 0.00 0.01 0.370 0 1.00 26.833 0.00 0.01 0.370 0 1.00 26.917 0.00 0.01 0.370 0 1.00 27.000 0.00 0.01 0.370 0 1.00 27.083 0.00 0.00 0.370 0 1.00 27.167 0.00 0.00 0.370 0 1.00 27.250 0.00 0.00 0.370 0 1.00 27.333 0.00 0.00 0.370 0 1.00 27.417 0.00 0.00 0.370 0 1.00 27.500 0.00 0.00 0.370 0 1.00 Time interval = 5.0 (Min.) Maximum/Peak flow rate = 4.233 (CFS) Total volume = 1.125 (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 27.583 0.00 0.00 0.370 0 1.00 27.667 0.00 0.00 0.370 0 1.00 27.750 0.00 0.00 0.370 0 1.00 27.833 0.00 0.00 0.370 0 1.00 27-917 0.00 0.00 0.370 0 1.00 28.000 0.00 0.00 0.370 0 1.00 28.083 0.00 0.00 0.370 0 1.00 28.167 0.00 0.00 0.370 0 1.00 Remaining water in basin = 0.37 (Ac.Ft) ****************************HYDROGRAPH DATA**************************** Number of intervals = 338 Time interval = 5.0 (Min.) Maximum/Peak flow rate = 4.233 (CFS) Total volume = 1.125 (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 0 FLOOD HYDROGRAPH ROUTING PROGRAM Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2005 Study date: 07/11/07 Tract 17496 Routed Hydrograph 2 Year Storm Event Program License Serial Number 5028 -------------------------------------------------------------------- HYDROGRAPH INFORMATION From study/file name: 17496d.rte ****************************HYDROGRAPH DATA**************************** Number of intervals = 293 Time interval = 5.0 (Min.) maximum/Peak flow rate = 10.569 (CFS) Total volume = 1.495 (Ac.Ft) Status of hydrographs being held in storage Stream I 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.) -------------------------------------------------------------------- 0.000 0.000 0.000 0.000 0.000 ------- ----- ----- - ---- ----- 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: MR 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 0 0 1.000 0.370 0.001 0.370 0.370 1.500 0.570 3.600 0.558 0.582 2.000 0.790 10.200 0.7SS 0-825 -------------------------------------------------------------------- 2.500 1.030 18.800 0.965 1.09S 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 2.6 5.28 7.93 10.57 (Ft.) 0.083 0.02 0.00 0.000 0 0.00 44 0.167 0.15 0.00 0.001 0 0.00 0.250 0.27 0.00 0.002 0 0.01 0.333 0.32 0.00 0.004 0 0.01 0.417 0.32 0.00 0.006 0 0.02 0.500 0.33 0.00 0.009 0 0.02 0.583 0.33 0.00 0.011 0 0.03 0.667 0.33 0.00 0.013 01 0.04 0.750 0.33 0.00 0.015 01 0.04 110� 0.833 0.33 0.00 0.018 01 0.05 0.917 0.33 0.00 0.020 01 0.05 1.000 0.33 0.00 0.022 01 0.06 40 1.083 0.34 0.00 0.025 01 0.07 A ig 1.167 0.34 0.00 0.027 01 0.07 1.250 0.34 0.00 0.029 01 0.08 1.333 0.34 0.00 0.032 01 0.09 1.417 0.34 0.00 0.034 01 0.09 1.500 0.34 0.00 0.036 01 0.10 1.583 0.34 0.00 0.039 01 0.10 1.667 0.34 0.00 0.041 01 0.11 1.750 0.34 0.00 0.043 01 0.12 1.833 0.35 0.00 0.046 01 0.12 1.917 0.35 0.00 0.048 01 0.13 2.000 0.35 0.00 0.050 01 0.14 2.083 0.35 0.00 0.053 01 0.14 2.167 0-35 0.00 0.055 01 0.15 2.250 0.35 0.00 0.058 01 0.16 2.333 0-35 0.00 0.060 01 0.16 2.417 0.35 0.00 0.063 01 0.17 2.500 0.35 0.00 0.065 01 0.18 40 2.583 0.36 0.00 0.067 01 0.18 2.667 0.36 0.00 0.070 01 0.19 2.750 0.36 0.00 0.072 01 0.20 2.833 0.36 0.00 0.075 01 0.20 2.917 0.36 0.00 0.077 01 0.21 3.000 0.36 0.00 0.080 01 0.22 3.083 0.36 0.00 0.082 01 0.22 3.167 0.36 0.00 0.085 01 0.23 3-250 0.37 0.00 0.087 01 0.24 3.333 0.37 0.00 0.090 01 0.24 3.417 0.37 0.00 0.092 01 0.25 40 3.500 0.37 0.00 0.095 01 0.26 3.583 0.37 0.00 0.097 01 0.26 3.667 0.37 0.00 0.100 01 0.27 3.750 0.37 0.00 0.103 01 0.28 0 A 4 410 I 40 A 3.833 0.38 0.00 0.105 01 0.28 3.917 0.38 0.00 0.108 01 0.29 4.000 0.38 0.00 0.110 oi 0.30 4.083 0.38 0.00 0.113 01 0.31 4.167 0.38 0.00 0.116 01 0.31 4.250 0.38 0.00 0.118 01 0.32 4.333 0.38 0.00 0.121 01 0-33 4.417 0.39 0.00 0.123 01 0.33 4.500 0.39 0.00 0.126 01 0.34 4.583 0.39 0.00 0.129 01 0.35 4.667 0.39 0.00 0.131 01 0.36 4.750 0.39 0.00 0.134 01 0.36 4.833 0.39 0.00 0.137 01 0.37 4.917 0.39 0.00 0.140 01 0.38 5.000 0.40 0.00 0.142 01 0.38 5.083 0.40 0.00 0.145 01 0.39 5.167 0.40 0.00 0.148 01 0.40 5.250 0.40 0.00 0.151 01 0.41 5.333 0.40 0.00 0.153 01 0.41 5.417 0.40 0.00 0.156 01 0.42 5.500 0.41 0.00 0.159 01 0.43 5.583 0.41 0.00 0.162 01 0.44 5.667 0.41 0.00 0.164 01 0.44 5.750 0.41 0.00 0.167 01 0.45 5.833 0.41 0.00 0.170 01 0.46 5.917 0.42 0.00 0.173 01 0.47 6.000 0.42 0.00 0.176 01 0.48 6.083 0.42 0.00 0.179 01 0.48 6.167 0.42 0.00 0.182 01 0.49 6.250 0.42 0.00 0.185 01 0.50 6.333 0.43 0.00 0.187 01 0.51 6.417 0.43 0.00 0.190 oi 0.51 6.500 0.43 0.00 0.193 01 0.52 6.583 0.43 0.00 0.196 01 0.53 6.667 0.43 0.00 0.199 oi 0.54 6.750 0.44 0.00 0.202 01 0.55 6.833 0.44 0.00 0.205 01 0.55 6.917 0.44 0.00 0.208 01 0.56 7.000 0.44 0.00 0.211 01 0.57 7.083 0.44 0.00 0.214 01 0.58 7.167 0.45 0.00 0.217 01 0.59 7.250 0.45 0.00 0.220 01 0.60 7.333 0.45 0.00 0.224 01 0.60 7.417 0.45 0.00 0.227 01 0.61 7.500 0.46 0.00 0.230 01 0.62 7.583 0.46 0.00 0.233 01 0.63 7.667 0.46 0.00 0.236 01 0.64 7.750 0.46 0.00 0.239 01 0.65 7.833 0.47 0.00 0.242 01 0.66 7.917 0.47 0.00 0.246 01 0.66 8.000 0.47 0.00 0.249 01 0.67 8.083 0.47 0.00 0.252 01 0.68 8.167 0.48 0.00 0.255 01 0.69 8.250 0.48 0.00 0.259 01 0.70 8.333 0.48 0.00 0.262 01 0.71 8.417 0.48 0.00 0.265 01 0.72 8.500 0.49 0.00 0.269 01 0.73 40 IN 40 ,�4 8.583 0.49 0.00 0.272 01 0.74 8.667 0.49 0.00 0.275 01 0.74 8.750 0.50 0.00 0.279 01 0.75 8.833 0.50 0.00 0.282 01 0.76 8.917 0.50 0.00 0.28G 01 0.77 9.000 0.51 0.00 0.289 01 0.78 9.083 0.51 0.00 0.293 01 0.79 9.167 0.51 0.00 0.296 01 0.80 9.250 0.52 0.00 0.300 01 0.81 9.333 0.52 0.00 0.303 01 0.82 9.417 0.52 0.00 0.307 01 0.83 9.500 0.53 0.00 0.311 01 0.84 9.583 0.53 0.00 0.314 01 0.85 9.667 0.53 0.00 0.318 01 0.86 9.750 0.54 0.00 0.321 01 0.87 9.833 0.54 0.00 0.325 01 0.88 9.917 0.55 0.00 0.329 01 0.89 10.000 0.55 0.00 0.333 01 0.90 10.083 0.55 0.00 0.336 01 0.91 10.167 0.56 0.00 0.340 01 0.92 10.250 0.56 0.00 0.344 01 0.93 10.333 0.57 0.00 0.348 01 0.94 10.417 0.57 0.00 0.352 01 0.95 10.500 0.58 0.00 0.356 01 0.96 10.583 0.58 0.00 0.360 01 0.97 10.667 0.59 0.00 0.364 01 0.98 10.750 0.59 0.00 0.368 01 0.99 10.833 0.60 0.03 0.372 01 1.00 10.917 0.60 0.10 0.376 01 1.01 11.000 0.61 0.16 0.379 01 1.02 11.083 0.61 0.21 0.382 01 1.03 11.167 0.62 0.26 0.384 01 1.04 11.250 0.62 0.30 0.387 01 1.04 11.333 0.63 0.34 0.389 10 1.05 11.417 0.63 0.37 0.391 10 1.05 11.500 0.64 0.40 0.392 10 1.06 11.583 0.65 0.43 0.394 10 1.06 11.667 0.65 0.46 0.395 10 1.06 11.750 0.66 0.48 0.397 10 1.07 11.833 0.67 0.50 0.398 JOI 1.07 11.917 0.67 0.52 0.399 joi 1.07 12.000 0.68 0.54 0 . 400 JOI 1.07 12.083 0.71 0.56 0 . 401 JOI 1.08 12.167 0.80 0.58 0.402 JOI 1.08 12.250 0.90 0.61 0.404 JOI 1.08 12.333 0.94 0.65 0.406 JOI 1.09 12.417 0.96 0.68 0.408 0 1.09 12.500 0.97 0.72 0.410 0 1.10 12.583 0.98 0.75 0.411 0 1.10 12.667, 0.99 0.77 0.413 0 1.11 12.750 0.99 0.80 0.414 01 1.11 12.833 1.00 0.82 0.416 01 1.11 12.917 1.01 0.84 0.417 01 1.12 13.000 1.03 0.86 0.418 01 1.12 13.083 1.04 0.88 0.419 01 1.12 13.167 1.05 0.90 0.420 01 1.13 13.250 1.06 0.92 0.421 01 1.13 0 I 13.333 1.07 0.94 0.422 01 1.13 13.417 1.08 0.95 0.423 01 1-13 13.500 1.10 0.97 0.424 01 1.13 13.583 1.11 0.99 0.425 01 1.14 13.667 1.13 1.00 0.426 0 1.14 13.750 1.14 1.02 0.426 0 1-14 40 13.833 1.16 1.03 0.427 0 1.14 13.917 1.17 1.05 0.428 0 1.15 14.000 1.19 1.06 0.429 0 1.15 14.083 1.21 1.08 0.430 0 1.15 14.167 1.23 1.10 0.431 0 1.15 14.250 1.25 1.11 0.432 0 1.15 14.333 1.27 1.13 0.433 0 1.16 14.417 1.30 1.15 0.434 0 1.16 14.500 1.32 1.17 0.435 01 1.16 14.583 1.35 1.19 0.436 01 1.16 14.667 1.38 1.21 0.437 01 1.17 14.750 1.41 1.23 0.438 01 1.17 14.833 1.44 1.25 0.440 01 1.17 14.917 1.48 1.28 0.441 oi 1.18 15.000 1.52 1.30 0 . 442 01 1.18 15.083 1.56 1.33 0.444 0 1.18 15.167 1.61 1.36 0.446 0 1.19 15.250 1.67 1.39 0.447 01 1.19 4p 15.333 1.73 1.43 0.449 01 1.20 15.417 1.76 1.47 0.451 01 1.20 15.500 1.60 1.49 0.453 0 1.21 15.583 1.45 1.50 0.453 0 1.21 15.667 1.50 1.49 0.453 0 1.21 15.750 1.64 1.50 0.453 0 1.21 15.833 1.86 1.53 0.455 01 1.21 15*917 16.000 2,19 2.84 1,59 1.70 0.458 0.464 0 1 0 1 1.22 1.24 16.083 5.03 1.96 0.479 o 1 1.27 16.167 10.57 2.64 0.517 ol 11 1.37 16.250 10.17 3.54 0.567 0 1.49 16.333 4.67 4.23 0.591 0 1 1.55 16.417 2.35 4.10 0.587 il 0 1 1.54 16.500 1.96 3.73 0.574 1 0 1.51 on 04 16.583 1.78 3.47 0.563 1 0 1.48 16.667 1.70 3.26 0.551 1 10 1.45 16.750 1.59 3.08 0.541 1 10 1.43 16.833 1.51 2.90 0.531 1 0 1.40 16.917 1.43 2.73 0.522 1 0 1.38 17.000 1.37 2.58 0.513 1 ol 1.3G 17.083 1.31 2.43 0.505 1 01 '1.34 17.167 1.27 2.30 0.498 1 0 1.32 17.250 1.22 2.18 0.491 1 0 1.30 17.333 1.19 2.06 0.485 1 0 1.29 17.417 1.15 1.96 0.479 1 0 1.27 17.500 1.12 1.86 0.473 1 0 1.26 17.583 1.09 1.77 0.469 1 0 1.25 17.667 1.07 1.69 0.464 1 0 1.24 17.750 1.04 1.62 0.460 10 1.22 17.833 1.02 1.55 0.456 10 1.22 17.917 1.00 1.49 0.453 10 1.21 18.000 0.98 1.43 0.449 1 0 1.20 I P, 18-083 0.95 1.37 0.446 1 0 1.19 18.167 0.84 1.32 0.443 io 1.18 18.250 0.73 1.26 0 . 440 10 1.17 4" 18.333 0.69 1.19 0.436 10 1.17 --A 18.417 0.67 1.13 0.43i 10 1.16 18.500 0.65 1.08 0.430 11 0 1.15 94 18.583 0.64 1.03 0.427 11 0 1.14 18.667 0.63 0.98 0.424 lio 1 1.14 18.750 0.61 0.94 0.422 JIO 1.13 18.833 0.60 0.90 0.420 JIO 1.12 00 18.917 0.59 0.87 0.418 JIO 1.12 19.000 0.58 0.83 0.416 lio 1 1.12 19.083 0.57 0.80 0.415 lio 1 1.11 19.167 0.57 0.78 0 . 413 JIO 1.11 19.250 0.56 0.75 0 . 412 JIO 1.10 44 19.333 0.55 0.73 0.410 JIO 1.10 19.417 0.54 0.71 0.409 lio 1 1.10 19.500 0.53 0.69 0 . 408 JIO 1.10 19.583 0.53 0.67 0.407 JIO 1.09 19.667 0.52 0.65 0.406 10 1.09 19.750 0.51 0.64 0.405 10 1.09 19.833 0.50 0.62 0.404 10 1.09 19.917 0.50 0.61 0.404 10 1.08 20.000 0.49 0.59 0.403 10 1.08 40 20.083 0.49 0.58 0.402 10 1.08 20.167 0.48 0.57 0 . 402 10 1.08 14 20.250 0.48 0.56 0 . 401 10 1.08 20.333 0.47 0.55 0 . 400 10 1.08 20.417 0.46 0.54 0 . 400 10 1.07 20.500 0.46 0.53 0.399 10 1.07 20.583 0.45 0.52 0.399 10 1.07 20.667 0.45 0.51 0.399 10 1.07 20-750 0.45 0.51 0 . 398 10 1.07 20.833 0.44 0.50 0.398 10 1.07 20.917 0.44 0.49 0.397 10 1.07 OR 21.000 0.43 0.49 0.397 10 1.07 21-083 0.43 0.48 0.397 10 1.07 21.167 0.42 0.47 0.396 10 1.07 21.250 0.42 0.47 0.396 10 1.06 40 21.333 0.42 0.46 0.396 10 1.06 21.417 0.41 0.46 0.395 10 1.06 21.500 0.41 0.45 0.395 10 1.06 21.583 0.41 0.45 0.395 10 1.06 21.667 0.40 0.44 0.394 10 1.06 21.750 0.40 0.44 0.394 10 1.06 21.833 0.40 0.43 0.394 10 1.06 21.917 0.39 0.43 0.394 10 1.06 1.06 22.000 0.39 0.42 0.393 10 22.083 0.39 0.42 0.393 10 1.06 22.167 0.38 0.41 0.393 10 1 1.06 22.250 0.38 0.41 0.393 10 1 1.06 22.333 0.38 0.41 0.393 10 1 1.06 22.417 0.37 0.40 0.392 10 1 1.06 44 22.500 0.37 0.40 0.392 10 1.06 22.583 0.37 0.40 0.392 10 1.05 22.667 0.37 0.39 0.392 10 1.05 22.750 0.36 0.39 0.392 10 1.05 3 A di OR 4� 44 22.833 0.36 0.39 0.391 10 1 1.05 22.917 0.36 0.38 0.391 10 1 1.05 23.000 0.36 0.38 0.391 10 1 1 1.05 23.083 0.35 0.38 0.391 10 1 1 1.05 23.167 0.35 0.37 0.391 10 1 1.05 23.250 0.35 0.37 0.391 10 1 1.05 23.333 0.35 0.37 0.390 10 1 1 1.05 23.417 0.34 0.37 0.390 10 1 1.05 23.500 0.34 0.36 0.390 10 1 1.05 23.583 0.34 0.36 0.390 10 1 1.05 23.667 0.34 0.36 0.390 10 1.05 23.750 0.34 0.36 0.390 10 1.05 23.833 0.33 0.35 0.390 10 1.05 23.917 0.33 0.35 0.389 10 1.05 24.000 0.33 0.35 0.389 10 1 1.05 24.083 0.31 0.35 0.389 10 1.05 24.167 0.18 0.33 0.388 10 1.05 24.250 0.05 0.31 0.387 0 1.04 24.333 0.01 0.28 0.385 0 1.04 24.417 0.00 0.24 0.384 0 1.03 24.500 0.00 0.22 0.382 0 1.03 24.583 0.00 0.19 0.381 0 1.03 24.667 0.00 0.17 0.379 0 1.02 24.750 0.00 0.15 0.378 0 1.02 24.833 0.00 0.13 0.377 0 1.02 24.917 0.00 0.12 0.376 0 1.02 25.000 0.00 0.10 0.376 0 1-01 25.083 0.00 0.09 0.375 0 1.01 25.167 0.00 0.08 0.374 0 1.01 25.250 0.00 0.07 0.374 0 1.01 25.333 0.00 0.06 0.373 0 1.01 25.417 0.00 0.06 0.373 0 1.01 25.500 0.00 0.05 0.373 0 1.01 25.583 0.00 0.04 0.372 0 1.01 25.667 0.00 0.04 0.372 0 1.01 25.750 0.00 0.03 0.372 0 1.00 25.833 0.00 0.03 0.372 0 1.00 25.917 0.00 0.03 0.371 0 1.00 26.000 0.00 0.02 0.371 0 1.00 26.083 0.00 0.02 0.371 0 1.00 26.167 0.00 0.02 0.371 0 1.00 26.250 0.00 0.02 0.371 0 1.00 26.333 0.00 0.01 0.371 0 1.00 26.417 0.00 0.01 0.371 0 1.00 26.500 0.00 0.01 0.371 0 1.00 26.583 0.00 0.01 0.370 0 1.00 26.667 0.00 0.01 0.370 0 1.00 26.750 0.00 0.01 0.370 0 1.00 26.833 0.00 0.01 0.370 0 1.00 26.917 0.00 0.01 0.370 0 1.00 27.000 0.00 0.01 0.370 0 1.00 27.083 0.00 0.00 0.370 0 1.00 27.167 0.00 0.00 0.370 0 1.00 27.250 0.00 0.00 0.370 0 1.00 27.333 0.00 0.00 0.370 0 1.00 27.417 0.00 0.00 0.370 0 1.00 27.500 0.00 0.00 0.370 0 1.00 40 27.583 0.00 0.00 0.370 0 1.00 27.667 0.00 0.00 0.370 0 1.00 27.750 0.00 0.00 0.370 0 1.00 27.833 0.00 0.00 0.370 0 1.00 27.917 0.00 0.00 0.370 0 1.00 28.000 0.00 0.00 0.370 0 1.00 28.083 0.00 0.00 0.370 0 1.00 28.167 0.00 0.00 0.370 0 1.00 Remaining water in basin 0.37 (Ac.Ft) ****************************HYDROGRAPH DATA**************************** Number of intervals 338 Time interval 5.0 (min.) Maximum/Peak flow rate = 4.233 (CFS) Total volume = 1.125 (Ac.Ft) A 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 ON Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 -------------------------------------------------------------------- 40 FLOOD HYDROGRAPH ROUTING PROGRAM Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2005 Study date: 07/11/07 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - Tract 17496 Routed Hydrograph 10 Year Storm Event Program License Serial Number 5028 -------------------------------------------------------------------- HYDROGRAPH INFORMATION From study/file name: 17496d -rte ****************************HYDROGRAPH DATA**************************** Number of intervals = 293 Time interval = 5.0 (Min.) Maximum/Peak flow rate = 19.221 (CFS) Total volume = 2.749 (Ac.Ft) Status of hydrographs being held in storage Stream I 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 **** Depth vs. Storage and Depth vs. Discharge data: OR Basin Depth Storage Outflow (s-o*dt/2) (S+O*dt/2) t -A (Ft.) (Ac.Ft) (CFS) (Ac.Ft) (Ac.Ft) --------------------------------------------------------------------- 0.000 0.000 0.000 0.000 0.000 7 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: OR Basin Depth Storage Outflow (s-o*dt/2) (S+O*dt/2) t -A (Ft.) (Ac.Ft) (CFS) (Ac.Ft) (Ac.Ft) --------------------------------------------------------------------- 0.000 0.000 0.000 0.000 0.000 7 40 di 1.000 0.370 0.001 0.370 0.370 1.500 0.570 3.600 0.558 0.582 2.000 0.790 10.200 0.755 0.825 2.500 1.030 18.800 0.965 1.095 -------------------------------------------------------------------- Hydrograph Detention Basin Routing PO imp Graph values: I'= unit inflow; 101=outflow at time shown --------------------------------------------------------------------- Time Inflow Outflow Storage Depth (Hours) (CFS) (CFS) (Ac.Ft) .0 4.8 9.61 14.42 19.22 (Ft.) 0.083 0.05 0.00 0.000 0 0.00 0.167 0.33 0.00 0.002 0 0.00 0.250 0.61 0.00 0.005 01 0.01 0.333 0.69 0.00 0.009 01 0.02 0.417 0.71 0.00 0.014 01 0.04 0.500 0.72 0.00 0.019 01 0.05 0.583 0.72 0.00 0.024 01 0.06 0.667 0.72 0.00 0.029 01 0.08 0.750 0.72 0.00 0.034 01 0.09 0.833 0.72 0.00 0.039 01 0.10 0.917 0.72 0.00 0.044 01 0.12 1.000 0.73 0.00 0.049 01 0.13 1.083 0.73 0.00 0.054 01 0.15 1.167 0.73 0.00 0.059 01 0.16 1.250 0.73 0.00 0.064 01 0.17 1.333 0.73 0.00 0.069 01 0.19 1.417 0.74 0.00 0.074 01 0.20 1.500 0.74 0.00 0.079 01 0.21 1.583 0.74 0.00 0.084 01 0.23 1.667 0.74 0.00 0.089 01 0.24 1.750 0.74 0.00 0.094 01 0.25 1.833 0.75 0.00 0.099 01 0.27 1.917 0.75 0.00 0.105 01 0.28 2.000 0.75 0.00 0.110 01 0.30 2.083 0.75 0.00 0.115 01 0.31 2.167 0.75 0.00 0.120 01 0.32 2.250 0.76 0.00 0.125 01 0.34 2-333 0.76 0.00 0.130 01 01 0.35 0.37 2.417 0.76 0.00 0.136 2.500 0.76 0.00 0.141 01 0.38 2.583 0.77 0.00 0.146 01 0.40 2.667 0.77 0.00 0.151 01 0.41 2.750 0.77 0.00 0.157 01 0.42 2.833 0.77 0.00 0.162 01 0.44 2.917 0.77 0.00 0.167 01 01 0.45 0.47 3.000 0.78 0.00 0.173 3.083 0.78 0.00 0.178 01 0.48 3.167 0.78 0.00 0.183 01 0.50 3.250 0.78 0.00 0.189 01 0.51 3.333 0.79 0.00 0.194 01 0.52 3.417 0.79 0.00 0.200 01 0.54 3.500 0.79 0.00 0.205 01 0.55 3.583 0.79 0.00 0.211 01 0.57 3.667 0.80 0.00 0.216 01 0.58 3.750 0.80 0.00 0.221 01 0.60 PON 9 3.833 0.80 0.00 0.227 01 0.61 3.917 0.80 0.00 0.232 01 0.63 4.000 0.81 0.00 0.238 01 0.64 4.083 0.81 0.00 0.244 01 0.66 4.167 0.81 0.00 0.249 01 0.67 4.250 0.81 0.00 0.255 01 0.69 4.333 0.82 0.00 0.260 01 0.70 4-417 0.82 0.00 0.266 01 0.72 4.500 0.82 0.00 0.272 01 0.73 4.583 0.82 0.00 0.277 01 0.75 4.667 0.83 0.00 0.283 01 0.76 4.750 0-83 0.00 0.289 01 0.78 4.833 0.83 0.00 0.294 01 0.80 4.917 0.84 0.00 0.300 01 0.81 5.000 0.84 0.00 0.306 01 0.83 5.083 0.84 0.00 0.312 01 0.84 5.167 0.85 0.00 0.317 01 0.86 5.250 0.85 0.00 0.323 01 0.87 5.333 0.85 0.00 0.329 01 0.89 5.417 0.85 0.00 0.335 01 0.91 5.500 0.86 0.00 0.341 01 0.92 5.583 0.86 0.00 0.347 01 0.94 5.667 0.86 0.00 0.353 01 0.95 5.750 0.87 0.00 0.359 01 0.97 5.833 0.87 0.00 0.365 01 0.99 5.917 0.87 0.01 0.371 01 1.00 6.000 0.88 0.11 0.376 01 1.02 6.083 0.88 0.20 0.381 01 1.03 6.167 0.88 0.28 0.386 01 1.04 6.250 0.89 0.35 0.390 01 1.05 6.333 0.89 0.41 0.393 01 1.06 6.417 0.89 0.47 0.396 01 1.07 6.500 0.90 0.52 0.399 01 1.07 6.583 0.90 0.56 0.401 01 1.08 6.667 0.91 0.60 0.404 10 1.08 6.750 0.91 0.64 0 . 405 10 1.09 6.833 0.91 0.67 0.407 10 1.09 6.917 0.92 0.70 0.409 10 1.10 7.000 0.92 0.73 0 . 410 10 1.10 7.083 0.92 0.75 0.412 10 1.10 7.167 0.93 0.77 0.413 10 1.11 7.250 0.93 0.79 0.414 10 1.11 7.333 0.94 0.81 0.415 10 1.11 7.417 0.94 0.82 0 . 416 10 1.11 7.500 0.95 0.84 0 . 416 10 1.12 7.583 0.95 0.85 0 . 417 10 1.12 7.667 0.95 0.86 0.418 10 1.12 7.750 0.96 0.87 0.418 10 1.12 7.833 0.96 0.88 0.419 10 1.12 7.917 0.97 0.89 0.419 10 1.12 8.000 0.97 0.90 0.420 10 1.13 8.083 0.98 0.91 0.420 10 1.13 8.167 0.98 0.92 0.421 10 1.13 8.250 0.99 0.93 0.421 10 1.13 8.333 0.99 0.93 0.422 10 1.13 8.417 1.00 0.94 0.422 10 1.13 8.500 1.00 0.95 0.423 10 1.13 4R 19i 4" lid I 8.583 1.01 0.95 0.423 10 1 1 1.13 8.667 1.01 0.96 0.423 10 1 1 1.13 8.750 1.02 0.97 0.424 10 1 1 1 1 1.13 8.833 1.02 0.97 0.424 10 1 1 1 1 1.13 8.917 1.03 0.98 0.424 10 1 1 1 1 1.14 9.000 1.03 0.98 0.425 10 1 1 1.14 9.083 1.04 0.99 0.425 10 1 1 1.14 9.167 1.05 1.00 0.425 10 1 1 1 1 1.14 9.250 1.05 1.00 0.426 10 1 1 1 1 1.14 9.333 1.06 1.01 0.426 10 1 1 1 1 1.14 9.417 1.06 1.01 0.426 10 1 1 1 1 1.14 9.500 1.07 1.02 0.427 10 1 1 1 1 1.14 9.583 1.08 1.03 0.427 10 1 1 1 1 1.14 9.667 1.08 1.03 0.427 10 1 1 1 1 1.14 9.750 1.09 1.04 0.428 10 1 1 1 1.14 9.833 1.10 1.05 0.428 10 1 1 1 1.15 9.917 1.10 1.05 0.428 10 1 1 1 1.15 10.000 1.11 1.06 0.429 10 1 1 1 1.15 10.083 1.12 1.06 0.429 10 1 1 1 1 1.15 10.167 1.12 1.07 0.429 10 1 1 1 1 1.15 10.250 1.13 1.08 0.430 10 1 1 1 1 1.15 10.333 1.14 1.08 0.430 10 1 1 1 1 1.15 10.417 1.15 1.09 0.431 10 1 1 1 1 1.15 10.500 1.15 1.10 0.431 10 1 1 1 1 1.15 10.583 1.16 1.11 0.431 10 1 1 1.15 10.667 1.17 1.11 0.432 10 1 1 1.15 10.750 1.18 1.12 0.432 10 1 1 1 1 1.16 10.833 1.19 1.13 0.433 10 1 1 1 1 1.16 10.917 1.20 1.13 0.433 10 1 1 1 1 1.16 11.000 1.21 1.14 0.433 JOI I I 1 1 1.16 11.083 1.21 1.15 0.434 JOI I 1 1.16 11.167 1.22 1.16 0.434 JOI I 1 1.16 11.250 1.23 1.17 0.435 JOI I 1 1.16 11.333 1.24 1.18 0.435 JOI I 1 1.16 11.417 1.25 1.18 0.436 JOI I I 1 1.16 11.500 1.26 1.19 0.436 JOI 1 1.17 11.583 1.28 1.20 0.437 1 0 1 1.17 11.667 1.29 1.21 0.437 1 0 1 1.17 11.750 1.30 1.22 0.438 1 0 1 1.17 11.833 1.31 1.23 0.438 1 0 1 1.17 11.917 1.32 1.24 0.439 0 1.17 12.000 1.33 1.25 0.439 0 1.17 12.083 1.35 1.26 0.440 0 1.18 12.167 1.38 1.27 0.441 0 1.18 12.250 1.41 1.29 0.441 0 1.18 12.333 1.43 1.30 0.442 0 1.18 12.417 1.45 1.32 0.443 0 1.18 12.500 1.46 1.33 0.444 0 1.19 12.583 1.48 1.35 0.445 0 1.19 12.667 1.49 1.37 0.446 0 1.19 12.750 1.51 1.38 0.447 1 0 1 1 1 1 1.19 12.833 1.52 1.40 0.448 1 0 1 1 1 1 1.19 12.917 1.54 1.41 0.448 1 0 1 1 1 1 1.20 13.000 1.56 1.43 0.449 1 0 1 1 1 1 1.20 13.083 1.58 1.45 0.450 1 0 1 1 1 1 1.20 13.167 1.60 1.46 0.451 0 1 1 1 1 1.20 13.250 1.62 1.48 0.452 0 1 1 1 1 1.21 F", 13.333 1.64 1.50 0.453 0 1.21 13.417 1.66 1.51 0.454 0 1.21 13.500 1.69 1.53 0.455 0 1.21 13.583 1.71 1.55 0.456 0 1.22 13.667 1.74 1.57 0.457 0 1.22 13.750 1.76 1.59 0.458 0 1.22 13.833 1.79 1.61 0.460 0 1.22 13.917 1.82 1.64 0.461 01 1.23 14.000 1.85 1.66 0.462 01 1-23 14.083 1.88 1.68 0.464 01 1.23 14.167 1.92 1.71 0.465 01 1.24 14.250 1.96 1.74 0.466 01 1.24 14.333 2.00 1.76 0.468 01 1.24 14.417 2.04 1.79 0.470 01 1.25 14.500 2.08 1.82 0.471 0 1.25 14.583 2.13 1.86 0.473 0 1.26 14.667 2.18 1.89 0.475 0 1.26 14.750 2.24 1.93 0.477 0 1.27 14.833 2.30 1.97 0.479 0 1.27 14.917 2.37 2.01 0.482 0 1.28 15.000 2.44 2.06 0.484 01 1.29 15.083 2.52 2.11 0.487 01 1.29 15.167 2.61 2.16 0.490 01 1.30 15.250 2.71 2.22 0.493 01 1.31 15.333 2.83 2.28 0.497 01 1.32 15.417 2.90 2.35 0.501 01 1.33 15.500 2.72 2.40 0.504 0 1.33 15.583 2.58 2.43 0.505 0 1.34 15.667 2.72 2.46 0.507 0 1.34 15.750 2.99 2.50 0.509 0 1.35 15.833 3.40 2.58 0.514 01 1.36 15.917 4.03 2.72 0.521 0 1 1.38 16.000 5.42 2.95 0.534 0 11 1.41 16.083 9.62 3.48 0.564 0 1 1.48 16.167 19.22 5.46 0.632 10 1 1.64 16.250 17.37 7.86 0.712 o 1.82 16.333 7.84 8.75 0.742 io 1.89 16.417 4.04 8.22 0.724 0 1.85 16-500 3.34 7.37 0.696 1 0 1.79 16.583 2.95 6.58 0.669 1 0 1.73 16.667 2.76 5.88 0.646 1 10 1.67 16.750 2.57 5.28 0.626 1 0 1.63 16.833 2.41 4.76 0-609 1 01 1.59 16.917 2.27 4.30 0.593 1 01 1.55 17.000 2.16 3.91 0.580 1 0 1.52 17.083 2.06 3.58 0.569 1 0 1.50 17.167 1.98 3.40 0.559 1 0 1.47 17.250 1.90 3.23 0.549 1 0 1.45 17.333 1.83 3.07 0.541 1 0 1.43 17.417 1.78 2.92 0.532 1 0 1.41 17.500 1.72 2.79 0.525 1 0 1.39 17.583 1.67 2.66 0.518 1 0 1.37 17.667 1.63 2.54 0.511 1 0 1.35 17.750 1.59 2.43 0.505 1 0 1.34 17.833 1.55 2.33 0.500 10 1.32 17.917 1.52 2.24 0.494 10 1.31 18.000 1.48 2.15 0.490 10 1.30 18.083 1.45 2.07 0.485 10 1.29 18.167 1.40 2.00 0.481 10 1.28 18.250 1.36 1.93 0.477 10 1.27 18.333 1.33 1.86 0.473 10 1.26 18.417 1.30 1.79 0.470 0 1.25 18.500 1.28 1.74 0.466 0 1.24 18.583 1.26 1.68 0.463 0 1.23 18.667 1.24 1.63 0.461 0 1.23 18.750 1.22 1.58 0.458 0 1.22 18.833 1.20 1.54 0.456 JIO 1.21 18.917 1.18 1.50 0.453 JIO 1.21 19.000 1.17 1.46 0.451 JIO 1.20 19.083 1.15 1.43 0.449 JIO 1.20 19.167 1.13 1.39 0.447 110 1 1.19 19.250 1.12 1.36 0.446 JIO 1.19 19.333 1.11 1.33 0.444 JIO 1.19 19.417 1.09 1.31 0.443 JIO 1 1.18 19.500 1.08 1.28 0.441 JIO 1 1.18 19.583 1.07 1.26 0.440 JIO 1 1.17 19.667 1.05 1.23 0.438 JIO 1 1.17 19.750 1.04 1.21 0.437 JIO 1 1-17 19.833 1.03 1.19 0.436 10 1 1.17 19.917 1.02 1.17 0.435 10 1 1.16 20.000 1.01 1.15 0.434 10 1 1.16 20.083 1.00 1.14 0.433 10 1 1.16 20.167 0.99 1.12 0.432 10 1 1.16 20.250 0.98 1.10 0.431 10 1 1.15 20.333 0.97 1.09 0.430 10 1 1.15 20.417 0.96 1.07 0.430 10 1 1.15 20.500 0.95 1.06 0.429 10 1.15 20-583 0.94 1.05 0.428 10 1.15 20.667 0.93 1.03 0.427 10 1.14 20.750 0.93 1-02 0.427 10 1.14 20.833 0.92 1.01 0.426 10 1 1 1.14 20.917 0.91 1.00 0.425 10 1 1 1.14 21.000 0.90 0.99 0.425 10 1 1 1.14 21.083 0.90 0.98 0.424 10 1 1 1.14 21.167 0.89 0.97 0.424 10 1 1 1.13 21.250 0.88 0.96 0.423 10 1 1 1.13 21.333 0.88 0.95 0.423 10 1 1 1.13 21.417 0.87 0.94 0.422 10 1.13 21.500 0.86 0.93 0.422 10 1.13 21.583 0.86 0.92 0.421 10 1 1 1 1.13 21.667 0.85 0.91 0.421 10 1 1 1 1.13 21.750 0.84 0.91 0.420 10 1 1 1 1.13 21.833 0.84 0.90 0.420 10 1 1 1 1.12 21.917 0.83 0.89 0.419 10 1 1 1.12 22.000 0.83 0.88 0.419 10 1 1.12 22.083 0.82 0.88 0.419 10 1 1.12 22.167 0.81 0.87 0.418 10 1 1 1.12 22.250 0.81 0.86 0.418 10 1 1 1.12 22.333 0.80 0.86 0.418 10 1 1.12 22.417 0.80 0.85 0.417 10 1 1.12 22.500 0.79 0.84 0.417 10 1 1.12 22.583 0.79 0.84 0.417 10 1 1 1 1 1.12 22.667 0.78 0.83 0.416 10 1 1 1 1 1.12 22.750 0.78 0.83 0.416 10 1 1 1 1 1.11 4PI 22.833 0.78 0.82 0.416 10 22.917 0.77 0.81 0.415 10 23.000 0.77 0.81 0.415 10 23.083 0.76 0.80 0.415 10 23.167 0.76 0.80 0.414 10 23.250 0.75 0.79 0.414 10 23.333 0.75 0.79 0.414 10 23.417 0.74 0.78 0.414 10 23.500 0.74 0.78 0.413 10 23.583 0.74 0.77 0.413 10 23.667 0.73 0.77 0.413 10 23.750 0.73 0.77 0.412 10 23.833 0.73 0.76 0.412 10 1 1.11 23.917 0.72 0.76 0.412 10 1 1.10 24.000 0.72 0.75 0.412 10 1 1.10 24.083 0.66 0.74 0.411 10 1.10 24.167 0.38 0.72 0.410 10 1.10 24.250 0.10 0.66 0.407 10 1.09 24.333 0.02 0.59 0.403 0 1.08 24.417 0.01 0.53 0.399 0 1.07 24.500 0.00 0.46 0.396 0 1.06 24.583 0.00 0.41 0.393 0 1.06 24.667 0.00 0.36 0.390 0 1.05 24.750 0.00 0.32 0.388 0 1.04 24.833 0.00 0.28 0.386 0 1.04 24.917 0.00 0.25 0.384 0 1.03 25.000 0.00 0.22 0.382 0 1.03 25.083 0.00 0.19 0.381 0 1.03 25.167 0.00 0.17 0.380 0 1.02 25.250 0.00 0.15 0.378 0 1.02 25.333 0.00 0.13 0.377 0 1.02 25.417 0.00 0.12 0.377 0 1.02 25.500 0.00 0.10 0.376 0 1.01 25.583 0.00 0.09 0.375 0 1.01 25.667 0.00 0.08 0.374 0 1.01 25.750 0.00 0.07 0.374 0 1.01 25.833 0.00 0.06 0.373 0 1.01 25.917 0.00 0.06 0.373 0 1.01 26.000 0.00 0.05 0.373 0 1.01 26.083 0.00 0.04 0.372 0 1.01 26.167 0.00 0.04 0.372 0 1.01 26.250 0.00 0.03 0.372 0 1.00 26.333 0.00 0.03 0.372 0 1.00 26.417 0.00 0.03 0.371 0 1.00 26.500 0.00 0.02 0.371 0 1.00 26.583 0.00 0.02 0.371 0 1.00 26.667 0.00 0.02 0.371 0 1.00 26.750 0.00 0.02 0.371 0 1.00 26.833 0.00 0.01 0.371 0 1.00 26.917 0.00 0.01 0.371 0 1.00 27.000 0.00 0.01 0.371 0 1.00 27.083 0.00 0.01 0.370 0 1.00 27.167 0.00 0.01 0.370 0 1.00 27.250 0.00 0.01 0.370 0 1.00 27.333 0.00 0.01 0.370 0 1.00 27.417 0.00 0.01 0.370 0 1.00 27.500 0.00 0.01 0.370 0 1.00 27.583 0.00 0.00 0.370 0 1.00 27.667 0.00 0.00 0.370 0 1.00 27.750 0.00 0.00 0.370 0 1.00 27.833 0.00 0.00 0.370 0 1.00 27.917 0.00 0.00 0.370 0 1.00 28.000 0.00 0.00 0.370 0 1.00 28.083 0.00 0.00 0.370 0 1.00 28.167 0.00 0.00 0.370 0 1.00 28.250 0.00 0.00 0.370 0 1.00 28.333 0.00 0.00 0.370 0 1.00 28.417 0.00 0.00 0.370 0 1.00 28.500 0.00 0.00 0.370 0 1.00 28.583 0.00 0.00 0.370 0 1.00 28.667 0.00 0.00 0.370 0 1.00 Remaining water in basin = 0.37 (Ac.Ft) ****************************HYDROGRAPH Number of intervals = 344 Time interval = 5.0 (Min.) Maximum/Peak flow rate = 8.751 (CFS) Total volume = 2.379 (Ac.Ft) Status of hydrographs being held in storage Stream I 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 -------------------------------------------------------------------- 0 FLOOD HYDROGRAPH ROUTING PROGRAM Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2005 Study date: 07/11/07 Tract 17496 Routed Hydrograph 25 Year Storm Event Program License Serial Number 5028 -------------------------------------------------------------------- HYDROGRAPH INFORMATION ...................................................................... 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 From study/file name: 17496d.rte depth = ****************************HYDROGRAPH DATA**************************** Initial Number of intervals = 293 storage = Time interval 5.0 (Min.) Initial --------------------------------------------------------------------- Maximum/Peak flow rate 23.234 (CFS) outflow = Total volume = 3.429 (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 0 M 0 0 1.000 0.370 0.001 0.370 0.370 1.500 0.570 3.600 0.558 0.582 2.000 0.790 10.200 0.755 0.825 2.500 1.030 18.800 0.965 1.095 -------------------------------------------------------------------- --------------------------------------------------------------------- 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 5.8 11.62 17.43 23.23 (Ft.) 0.083 0.07 0.00 0.000 0 0.00 0.167 0.45 0.00 0.002 0 0.01 0.250 0.81 0.00 0.006 01 0.02 0.333 0.91 0.00 0.012 01 0.03 0.417 0.94 0.00 0.019 01 0.05 0.500 0.95 0.00 0.025 01 0.07 0.583 0.95 0.00 0.032 01 0.09 0.667 0.95 0.00 0.038 01 0.10 0.750 0.95 0.00 0.045 01 0.12 0.833 0.95 0.00 0.051 01 0.14 0.917 0.96 0.00 0.058 01 0.16 1.000 0.96 0.00 0.065 01 0.17 1.083 0.96 0.00 0.071 01 0.19 1.167 0.96 0.00 0.078 01 0.21 1.250 0.97 0.00 0.084 01 0.23 1.333 0.97 0.00 0.091 01 0.25 1.417 0.97 0.00 0.098 01 0.26 1.500 0.97 0.00 0.104 01 0.28 1.583 0.98 0.00 0.111 01 0.30 1.667 0.98 0.00 0.118 01 0.32 1.750 0.98 0.00 0.125 01 0.34 1.833 0.98 0.00 0.131 01 0.36 1.917 0.99 0.00 0.138 01 0.37 2.000 0.99 0.00 0.145 01 0.39 2.083 0.99 0.00 0.152 01 0.41 2.167 0.99 0.00 0.159 01 0.43 2.250 1.00 0.00 0.165 01 0.45 2.333 1.00 0.00 0.172 01 0.47 2.417 1.00 0.00 0.179 01 0.48 2.500 1.00 0.00 0.186 01 0.50 2.583 1.01 0.00 0.193 01 0.52 2.667 1.01 0.00 0.200 01 0.54 2.750 1.01 0.00 0.207 01 0.56 2.833 1.02 0.00 0.214 01 0.58 2.917 1.02 0.00 0.221 01 0.60 3.000 1.02 0.00 0.228 01 0.62 3.083 1.02 0.00 0.235 01 0.64 3.167 1.03 0.00 0.242 01 0.65 3.250 1.03 0.00 0.249 01 0.67 3.333 1.03 0.00 0.256 01 0.69 3.417 1.04 0.00 0.263 01 0.71 3.500 1.04 0.00 0.271 01 0.73 3.583 1.04 0.00 0.278 01 0.75 3.667 1.04 0.00 0.285 01 0.77 3.750 1.05 0.00 0.292 01 0.79 OR 3.833 1.05 0.00 0.299 01 0.81 3.917 1.05 0.00 0.307 01 0.83 4.000 1.06 0.00 0.314 01 0.85 4.083 1.06 0.00 0.321 01 0.87 4.167 1.06 0.00 0.328 01 0.89 4.250 1.07 0.00 0.336 01 0.91 4.333 1.07 0.00 0.343 01 0.93 4.417 1.07 0.00 0.350 01 0.95 4.500 1.08 0.00 0.358 01 0.97 4.583 1.08 0.00 0.365 01 0.99 4.667 1.08 0.05 0.373 01 1.01 4.750 1.09 0.17 0.379 01 1.02 4.833 1.09 0.28 0.385 01 1.04 4.917 1.09 0.37 0.391 01 1.05 5.000 1.10 0.46 0.395 01 1.06 5.083 1.10 0.53 0.399 01 1.07 5.167 1.11 0.60 0.403 01 1.08 5.250 1.11 0.66 0.406 01 1.09 5.333 1.11 0.71 0.409 01 1.10 5.417 1.12 0.76 0.412 10 1.11 5.500 1.12 0.80 0.414 10 1 1.11 5.583 1.12 0.84 0.416 10 1 1.12 5.667 1.13 0.87 0.418 10 1 1.12 5.750 1.13 0.90 0.420 10 1 1.13 5.833 1.14 0.93 0.422 10 1 1.13 5.917 1.14 0.95 0.423 10 1.13 6.000 1.14 0.98 0.424 10 1.14 6.083 1.15 1.00 0.425 10 1.14 6.167 1.15 1.01 0.426 10 1 1.14 6.250 1.16 1.03 0.427 10 1.14 6.333 1.16 1.05 0.428 10 1.15 6.417 1.17 1.06 0.429 10 1.15 6.500 1.17 1.07 0.429 10 1 1.15 6.583 1.17 1.08 0.430 10 1.15 6.667 1.18 1.09 0.431 10 1.15 6.750 1.18 1.10 0.431 10 1.15 6.833 1.19 1.11 0.432 10 1.15 6.917 1.19 1.12 0.432 10 1.16 7.000 1.20 1.13 0.433 10 1.16 7.083 1.20 1.14 0.433 10 1.16 7.167 1.21 1.15 0.434 10 1 1.16 7.250 1.21 1.15 0.434 10 1.16 7.333 1.22 1.16 0.434 10 1.16 7.417 1.22 1.17 0.435 10 1.16 7.500 1.23 1.18 0.435 10 1.16 7.583 1.23 1.18 0.436 10 1.16 7.667 1.24 1.19 0.436 10 1.16 7.750 1.24 1.19 0.436 10 1.17 7.833 1.25 1.20 0.437 10 1.17 7.917 1.25 1.21 0.437 10 1.17 8.000 1.26 1.21 0.437 10 1.17 8.083 1.27 1.22 0.438 10 1.17 8.167 1.27 1.22 0.438 10 1.17 8.250 1.28 1.23 0.438 10 1.17 8.333 1.28 1.24 0.439 10 1.17 8.417 1.29 1.24 0.439 10 1.17 8.500 1.30 1.25 0.439 10 1.17 40 OR 40 A is 40 4� 41 iw 8.583 1.30 1.25 0.440 10 1 1.17 8.667 1.31 1.26 0.440 10 1 1.17 8.750 1.32 1.27 0.440 10 1 1.18 8.833 1.32 1.27 0.441 10 1.18 8.917 1.33 1.28 0.441 10 1.18 9.000 1.34 1.28 0.441 10 1.18 9.083 1.34 1.29 0.442 10 1.18 9.167 1.35 1.30 0.442 10 1.18 9.250 1.36 1.30 0.442 10 1 1.18 9.333 1.36 1.31 0.443 10 1 1.18 9.417 1.37 1.32 0.443 10 1 1.18 9.500 1.38 1.32 0.443 10 1 1.18 9.583 1.39 1.33 0.444 10 1.18 9.667 1.39 1.34 0.444 10 1.19 9.750 1.40 1.34 0.445 10 1.19 9.833 1.41 1.35 0.445 10 1.19 9.917 1.42 1.36 0.445 10 1.19 10.000 1.43 1.37 0.446 10 1.19 10.083 1.43 1.37 0.446 10 1.19 10.167 1.44 1.38 0.447 10 1.19 10.250 1.45 1.39 0.447 JOI 1.19 10.333 1.46 1.40 0.448 JOI 1.19 10.417 1.47 1.41 0.448 JOI 1.20 10.500 1.48 1.41 0.448 JOI 1.20 10.583 1.49 1.42 0.449 JOI 1.20 10.667 1.50 1.43 0.449 JOI 1.20 10.750 1.51 1.44 0.450 JOI 1.20 10.833 1.52 1.45 0.450 JOI 1 1.20 10.917 1.53 1.46 0.451 0 1.20 11.000 1.54 1.47 0.451 0 1.20 11.083 1.55 1.48 0.452 0 1.20 11.167 1.56 1.49 0.452 0 1.21 11.250 1.58 1.50 0.453 0 1.21 11.333 1.59 1.51 0.454 0 1.21 11.417 1.60 1.52 0.454 0 1.21 11.500 1.61 1.53 0.455 0 1.21 11.583 1.62 1.54 0.455 0 1.21 11.667 1.64 1.55 0.456 0 1.21 11.750 1.65 1.56 0 . 457 0 1.22 11.833 1.67 1.57 0.457 0 1.22 11.917 1.68 1.58 0.458 0 1.22 12.000 1.69 1.59 0.459 1 0 1.22 12.083 1.70 1.61 0.459 1 0 1.22 12.167 1.69 1.62 0.460 1 0 1.22 12.250 1.68 1.63 0.460 1 0 1 1.23 12.333 1.69 1.63 0.461 1 0 1 1.23 12.417 1.71 1.64 0.461 1 0 1 1.23 12.500 1.72 1.65 0.462 0 1 1 1 1 1.23 12.583 1.74 1.66 0.462 0 1 1.23 12.667 1.76 1.67 0.463 0 1.23 12.750 1.78 1.68 0.463 0 1.23 12.833 1.80 1.69 0.464 0 1.24 12.917 1.82 1.71 0.465 0 1.24 13.000 1.84 1.72 0.466 0 1.24 13.083 1.87 1.74 0.466 0 1.24 13.167 1.89 1.75 0.467 0 1.24 13.250 1.91 1.77 0 . 468 0 1.25 410 OR 4" 4 40 13.333 1.94 1.79 0.469 0 1.25 13.417 1.97 1.81 0.470 0 1.25 13.500 1.99 1.83 0.472 0 1.25 13.583 2.02 1.85 0.473 0 1.26 13-667 2.05 1.87 0.474 0 1.26 13.750 2.09 1.89 0.475 0 1.26 13.833 2.12 1.92 0.477 0 1.27 13.917 2.16 1.94 0.478 0 1.27 14.000 2.19 1.97 0.479 01 1.27 14.083 2.23 2.00 0.481 01 1.28 14.167 2.28 2.03 0.483 01 1.28 14.250 2.32 2.06 0.484 oi 1.29 14.333 2.37 2.09 0.486 oi 1.29 14.417 2.42 2.13 0.488 01 1.30 14.500 2.47 2.17 0.490 01 1.30 14.583 2.53 2.20 0.492 0 1.31 14.667 2.60 2.25 0.495 0 1.31 14.750 2.66 2.29 0.497 0 1.32 14.833 2.74 2.34 0.500 0 1.32 14.917 2.82 2.39 0.503 0 1.33 15.000 2.91 2.45 0.506 01 1.34 15.083 3.01 2.51 0.509 01 1.35 15.167 3.12 2.57 0.513 oi 1.36 15.250 3.24 2.64 0 . 517 01 1.37 15.333 3.39 2.72 0 . 521 01 1.38 15.417 3.47 2.80 0 . 526 01 1.39 15.500 3.28 2.87 0 . 529 01 1.40 15-583 3.13 2.91 0 . 532 0 1.40 15.667 3.31 2.95 0 . 534 0 1.41 15.750 3.65 3.01 0.537 01 1.42 15.833 4.15 3.11 0.543 oi 1.43 15.917 4.94 3.28 0.552 0 1 1.46 16.000 6.70 3.58 0 . 569 0 11 1.50 16.083 11.80 4.62 0 . 604 0 1 1.58 16.167 23.23 7.04 0 . 685 10 1.76 16-250 20.56 9.82 0 . 777 0 1.97 16.333 9.25 10.87 0.809 1 0 2.04 16.417 4.83 10.05 0.785 0 1.99 16.500 4.00 9.00 0.750 0 1.91 16.583 3.54 8.02 0.717 0 1.83 16.667 3.29 7.16 0.689 1 10 1.77 16.750 3.06 6.41 0 . 664 1 0 1.71 16.833 2.86 5.76 0 . 642 1 01 1.66 16.917 2.70 5.21 0 . 624 1 01 1.62 17.000 2.56 4.72 0 . 607 1 0 1.59 17.083 2.44 4.31 0 . 594 1 0 1.55 17.167 2.34 3.95 0.582 1 0 1.53 17.250 2.25 3.64 0.571 1 0 1.50 17.333 2.17 3.46 0.562 1 0 1.48 17.417 2.10 3.30 0.554 1 0 1.46 17.500 2.04 3.16 0.546 1 0 1.44 17.583 1.98 3.03 0.538 1 0 1.42 17.667 1.92 2.90 0.531 10 1.40 17.750 1.88 2.78 0.525 10 1.39 17.833 1.83 2.67 0.519 10 1.37 17.917 1.79 2.57 0.513 io 1.36 18.000 1.75 2.48 0 . 508 10 1.34 18.083 1.72 2.39 0.503 1 10 1.33 18.167 1.71 2.31 0.498 1 10 1.32 18.250 1.71 2.24 0.495 1 10 1.31 18.333 1.68 2.18 0.491 1 10 1.30 18.417 1.66 2.12 0.488 1 0 1.29 18.500 1.63 2.06 0.485 1 0 1.29 18.583 1.60 2.01 0.482 1 0 1.28 18.667 1.58 1.96 0.479 1 0 1.27 18.750 1.56 1.92 0.476 1 0 1.27 18.833 1.54 1.87 0.474 1 0 1.26 18.917 1.51 1.83 0.472 1 0 1.25 19.000 1.49 1.79 0.470 1 0 1.25 19.083 1.47 1.76 0.468 1 0 1.24 19.167 1.46 1.72 0.466 1 0 1.24 19.250 1.44 1.69 0.464 JIO 1.23 19.333 1.42 1.66 0.462 JIO 1.23 19.417 1.40 1.63 0.461 JIO 1.23 19.500 1.39 1.60 0.459 JIO 1.22 19.583 1.37 1.58 0.458 JIO 1.22 19.667 1.36 1.55 0.456 JIO 1.22 19.750 1.34 1.53 0.455 JIO 1.21 19.833 1.33 1.51 0.454 JIO 1.21 19.917 1.32 1.49 0.453 lio 1 1.21 20.000 1.30 1.47 0.451 JIO 1.20 20.083 1.29 1.45 0.450 10 1.20 20.167 1.28 1.43 0.449 10 1.20 20.250 1.27 1.41 0.448 10 1.20 20.333 1.26 1.39 0.447 10 1.19 20.417 1.25 1.38 0.446 10 1.19 20.500 1.24 1.36 0.446 10 1.19 20.583 1.22 1.35 0.445 10 1.19 20.667 1.21 1.33 0 . 444 10 1.18 20.750 1.20 1.32 0 . 443 10 1.18 20.833 1.20 1.30 0.442 10 1.18 20.917 1.19 1.29 0.442 10 1.18 21.000 1.18 1.28 0.441 10 1.18 21.083 1.17 1.26 0.440 10 1.18 21.167 1.16 1.25 0.440 10 1.17 21.250 1.15 1.24 0.439 10 1.17 21.333 1.14 1.23 0 . 438 10 1.17 21.417 1.13 1.22 0 . 438 10 1.17 21.500 1.13 1.21 0 . 437 10 1 1.17 21.583 1.12 1.20 0 . 437 10 1 1.17 21.667 1.11 1.19 0.436 10 1 1.17 21.750 1.10 1.18 0.435 10 1 1.16 21.833 1.10 1.17 0.435 10 1 1.16 21.917 1.09 1.16 0.434 10 1 1.16 22.000 1.08 1.15 0.434 10 1 1.16 22.083 1.08 1.14 0.434 10 1 1.16 22.167 1.07 1.14 0 . 433 10 1 1.16 22.250 1.06 1.13 0 . 433 10 1 1.16 22.333 1.06 1-12 0.432 10 1 1.16 22.417 1.05 1.11 0.432 10 1 1.15 22.500 1.04 1.10 0.431 10 1 1-15 22.583 1.04 1.10 0.431 10 1 1.15 22.667 1.03 1.09 0.430 10 1 1.15 22.750 1.03 1.08 0 . 430 10 1 1.15 22.833 1.02 1.08 0.430 10 1.15 22.917 1.01 1.07 0.429 10 1.15 23.000 1.01 1.06 0.429 10 1.15 23.083 1.00 1.06 0.429 10 1.15 23.167 1.00 1.05 0.428 10 1.15 23.250 0.99 1.04 0.428 10 1.14 23.333 0.99 1.04 0.428 10 1.14 23.417 0.98 1.03 0.427 10 1.14 23.500 0.98 1.02 0.427 10 1.14 23.583 0.97 1.02 0.427 10 1.14 23.667 0.97 1.01 0.426 10 1.14 23.750 0.96 1.01 0.426 10 1.14 23.833 0.96 1.00 0.426 10 1.14 23.917 0.95 1.00 0.425 10 1.14 24.000 0.95 0.99 0.425 10 1.14 24.083 0.87 0.98 0.425 10 1.14 24.167 0.49 0.95 0.423 10 1.13 24.250 0.13 0.87 0.418 10 1.12 24.333 0.03 0.78 0.413 10 1.11 24.417 0.01 0.69 0.408 0 1.10 24.500 0.00 0.61 0.404 0 1.08 24.583 0.00 0.54 0.400 0 1.07 24.667 0.00 0.48 0.396 0 1.07 24.750 0.00 0.42 0.393 0 1.06 24.833 0.00 0.37 0.391 0 1.05 24.917 0.00 0.33 0.388 0 1.05 25.000 0.00 0.29 0.386 0 1.04 25.083 0.00 0.26 0.384 0 1.04 25.167 0.00 0.23 0.383 0 1.03 25.250 0.00 0.20 0.381 0 1.03 25.333 0.00 0.18 0.380 0 1.02 25.417 0.00 0.16 0.379 0 1.02 25.500 0.00 0.14 0.378 0 1.02 25.583 0.00 0.12 0.377 0 1.02 25.667 0.00 0.11 0.376 0 1.01 25.750 0.00 0.10 0.375 0 1.01 25.833 0.00 0.08 0.375 0 1.01 25.917 0.00 0.07 0.374 0 1.01 26.000 0.00 0.07 0.374 0 1.01 26.083 0.00 0.06 0.373 0 1.01 26.167 0.00 0.05 0.373 0 1.01 26.250 0.00 0.05 0.372 0 1.01 26.333 0.00 0.04 0.372 0 1.01 26.417 0.00 0.04 0.372 0 1.00 26.500 0.00 0.03 0.372 0 1.00 26.583 0.00 0.03 0.371 0 1.00 26.667 0.00 0.02 0.371 0 1.00 26.750 0.00 0.02 0.371 0 1.00 26.833 0.00 0.02 0.371 0 1.00 26.917 0.00 0.02 0.371 0 1.00 27.000 0.00 0.01 0.371 0 1.00 27.083 0.00 0.01 0.371 0 1.00 27.167 0.00 0.01 0.371 0 1.00 27.250 0.00 0.01 0.371 0 1.00 27.333 0.00 0.01 0.370 0 1.00 27.417 0.00 0.01 0.370 0 1.00 27.500 0.00 0.01 0.370 0 1.00 27.583 0.00 0.01 0.370 0 1.00 27.667 0.00 0.01 0.370 0 1.00 27.750 0.00 0.00 0.370 0 1.00 27.833 0.00 0.00 0.370 0 1.00 27.917 0.00 0.00 0.370 0 1.00 28.000 0.00 0.00 0.370 0 1.00 28.083 0.00 0.00 0.370 0 1.00 28.167 0.00 0.00 0.370 0 1.00 28.250 0.00 0.00 0.370 0 1.00 28.333 0.00 0.00 0.370 0 1.00 28.417 0.00 0.00 0.370 0 1.00 28.500 0.00 0.00 0.370 0 1.00 28.583 0.00 0.00 0.370 0 1.00 28.667 0.00 0.00 0.370 0 1.00 28.750 0.00 0.00 0.370 0 1.00 28.833 0.00 0.00 0.370 0 1.00 Remaining water in basin = 0.37 (Ac.Ft) ****************************HYDROGRAPH DATA**************************** Number of intervals = 346 Time interval = 5.0 (Min.) Maximum/Peak flow rate = 10.872 (CFS) Total volume = 3.059 (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 -------------------------------------------------------------------- to 40 FLOOD HYDROGRAPH ROUTING PROGRAM Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2005 W Study date: 07/10/07 Tract 17496 Routed Hydrograph 100 Year Storm Event Program License Serial Number 5028 -------------------------------------------------------------------- HYDROGRkPH INFORMATION From study/file name: 17496d.rte ****************************HYDROGRAPH DATA**************************** Number of intervals = 293 Time interval = 5.0 (Min.) Maximum/Peak flow rate = 30.031 (CFS) Total volume = 4.711 (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 o.000 to Point/Station 1.000 **** RETARDING BASIN ROUTING **** User entry of depth -outflow -storage data -------------------------------------------------------------------- Total number of inflow hydrograph intervals = 293 A Hydrograph time unit = 5.000 (Min.) Initial depth in storage basin = 0.00(Ft.) 2A -------------------------------------------------------------------- ------- ----- 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 P Graph values: III= unit inflow; 101=outflow at time shown Time Inflow Outflow Storage Depth 1.000 0.370 0.001 0.370 0.370 -0 1.500 0.570 3.600 0.558 0.582 0.000 2.000 0.790 10.200 0.755 0.825 44 2.500 1.030 18.800 0.965 1.095 1.16 -------------------------------------------------------------------- --------------------------------------------------------------------- Hydrograph Detention Basin Routing Graph values: III= unit inflow; 101=outflow at time shown FIR Time Inflow Outflow Storage Depth (Hours) (CFS) (CFS) (Ac.Ft) -0 7.5 15.02 22.52 30.03 (Ft.) 0.083 0.10 0.00 0.000 0 0.00 0.167 0.65 0.00 0.003 0 0.01 0.250 1.16 0.00 0.009 01 0.02 0.333 1.31 0.00 0.018 01 0.05 0.417 1.34 0.00 0.027 01 0.07 0.500 1.36 0.00 0.036 01 0.10 0.583 1.36 0.00 0.046 01 0.12 0.667 1.36 0.00 0.055 01 0.15 0.750 1.37 0.00 0.064 01 0.17 0.833 1.37 0.00 0.074 01 0.20 0.917 1.37 0.00 0.083 01 0.22 1.000 1.38 0.00 0.093 01 0.25 1.083 1.38 0.00 0.102 01 0.28 1.167 1.38 0.00 0.112 01 0.30 1.250 1.39 0.00 0.121 01 0.33 1.333 1.39 0.00 0.131 01 0.35 1.417 1.39 0.00 0.140 01 0.38 1.500 1.40 0.00 0.150 01 0.41 1.583 1.40 0.00 0.160 01 0.43 1.667 1.40 0.00 0.169 01 0.46 1.750 1.41 0.00 0.179 01 0.48 1.833 1.41 0.00 0.189 01 0.51 1.917 1.41 0.00 0.198 01 0.54 OR 2.000 1.42 0.00 0.208 01 0.56 2.083 1.42 0.00 0.218 01 0.59 2.167 1.42 0.00 0.228 01 0.61 2.250 1.43 0.00 0.237 01 0.64 4" 2.333 1.43 0.00 0.247 01 0.67 2.417 1.43 0.00 0.257 01 0.69 2.500 1.44 0.00 0.267 01 0.72 2.583 1.44 0.00 0.277 01 0.75 2.667 1.45 0.00 0.287 01 0.78 2.750 1.45 0.00 0.297 01 0.80 2.833 1.45 0.00 0.307 01 0.83 2.917 1.46 0.00 0.317 01 0.86 3.000 1.46 0.00 0.327 01 0.88 3.083 1.46 0.00 0.337 01 0.91 3.167 1.47 0.00 0.347 01 0.94 3.250 1.47 0.00 0.357 01 0.97 3.333 1.48 0.00 0.367 01 0.99 3.417 1.48 0.13 0.377 01 1.02 3.500 1.48 0.28 0.386 01 1.04 W 3.583 1.49 0.42 0.394 01 1.06 3.667 1.49 0.55 0.400 01 1.08 3.750 1.50 0.66 0.407 01 1.09 FIR NO kw 3.833 1.50 0.76 0.412 01 1.11 3.917 1.51 0.84 0.417 01 1.12 4.000 1.51 0.92 0.421 01 1.13 4.083 1.51 0.99 0.425 10 1.14 4.167 1.52 1.05 0.428 10 1.15 4.250 1.52 1.11 0.431 10 1.15 4.333 1.53 1.16 0.434 10 1.16 4.417 1.53 1.20 0.437 10 1.17 4.500 1.54 1.24 0.439 10 1.17 4.583 1.54 1.27 0.441 10 1.18 4.667 1.55 1.30 0.442 10 1.18 4.750 1.55 1.33 0.444 10 1.19 4.833 1.55 1.36 0.445 10 1.19 4.917 1.56 1.38 0.447 10 1.19 5.000 1.56 1.40 0.448 10 1.19 5.083 1.57 1.42 0-449 10 1.20 5.167 1.57 1.44 0.450 10 1.20 5.250 1.58 1.46 0.451 10 1.20 5.333 1.58 1.47 0.452 10 1.20 5.417 1.59 1.48 0.452 10 1.21 5.500 1.59 1.50 0.453 10 1.21 5.583 1.60 1.51 0.454 10 1.21 5.667 1.61 1.52 0.454 10 1.21 5.750 1.61 1.53 0.455 10 1.21 5.833 1.62 1.54 0.455 10 1.21 5.917 1.62 1.55 0.456 10 1.22 6.000 1.63 1.56 0.456 10 1.22 6.083 1.63 1.57 0.457 10 1.22 6.167 1.64 1.57 0.457 10 1.22 6.250 1.64 1.58 0.458 10 1.22 6.333 1.65 1.59 0.458 10 1.22 6.417 1.66 1.60 0.459 10 1.22 6.500 1.66 1.60 0.459 10 1.22 6.583 1.67 1.61 0.459 10 1.22 6.667 1.67 1.62 0.460 10 1.22 6.750 1.68 1.62 0.460 10 1.23 6.833 1.69 1.63 0.461 10 1.23 6.917 1.69 1.64 0.461 10 1.23 7.000 1.70 1.65 0 . 461 10 1.23 7.083 1.71 1.65 0.462 10 1.23 7.167 1.71 1.66 0.462 10 1.23 7.250 1.72 1.67 0.462 10 1.23 7.333 1.73 1.67 0.463 10 1.23 7.417 1.73 1.68 0.463 10 1.23 7.500 1.74 1.69 0.464 10 1.23 7.583 1.75 1.69 0 . 464 10 1.23 7.667 1.75 1.70 0 . 464 10 1.24 7.750 1.76 1.71 0.465 10 1.24 7.833 1.77 1.71 0.465 10 1.24 7.917 1.78 1.72 0.465 10 1.24 8.000 1.78 1.73 0.466 10 1.24 8.083 1.79 1.73 0.466 10 1.24 8.167 1.80 1.74 0.467 10 1.24 8.250 1.81 1.75 0.467 10 1.24 8.333 1.81 1.75 0.467 10 1.24 8.417 1.82 1.76 0.468 10 1.24 8.500 1.83 1.77 0 . 468 10 1.25 fill 71 OR 8.583 1.84 1.78 0.469 10 1 1.25 8.667 1.85 1.79 0.469 10 1 1.25 8.750 1.86 1.79 0.470 10 1.25 8.833 1.86 1.80 0.470 10 1.25 8.917 1.87 1.81 0.470 10 1 1.25 9.000 1.88 1.82 0.471 JOI 1 1.25 9.083 1.89 1.83 0.471 JOI I 1 1.25 9.167 1.90 1.83 0.472 JOI I 1 1.25 9.250 1.91 1.84 0.472 JOI 1 1.26 9.333 1.92 1.85 0.473 JOI 1 1.26 9.417 1.93 1.86 0.473 JOI 1 1.26 9.500 1.94 1.87 0.474 JOI 1 1.26 9.583 1.95 1.88 0.474 1 0 1.26 9.667 1.96 1.89 0.475 1 0 1.26 9.750 1.97 1.90 0.475 1 0 1.26 9.833 1.98 1.91 0.476 0 1.26 9.917 1.99 1.91 0.476 0 1.27 10.000 2.00 1.92 0.477 0 1.27 10.083 2.02 1.93 0.477 0 1.27 10.167 2.03 1.94 0.478 0 1.27 10.250 2.04 1.96 0.479 0 1.27 10.333 2.05 1.97 0.479 0 1.27 10.417 2.06 1.98 0.480 1 0 1.27 10.500 2.08 1.99 0.480 1 0 1.28 10.583 2.09 2.00 0.481 0 1.28 10.667 2.10 2.01 0.482 0 1.28 10-750 2.12 2.02 0.482 0 1.28 10.833 2.13 2.03 0.483 0 1.28 10.917 2.14 2.05 0.484 0 1.28 11.000 2.16 2.06 0.484 0 1.29 11.083 2.17 2.07 0.485 0 1.29 11.167 2.19 2.08 0.486 0 1.29 11.250 2.20 2.10 0.486 0 1.29 11.333 2.22 2.11 0.487 0 1.29 11.417 2.23 2.12 0.488 0 1.29 11.500 2.25 2.14 0.489 0 1.30 11.583 2.27 2.15 0.490 0 1.30 11.667 2.29 2.17 0.490 0 1.30 11.750 2.30 2.18 0.491 0 1.30 11.833 2.32 2.20 0.492 0 1.31 11.917 2.34 2.21 0.493 0 1.31 12.000 2.36 2.23 0.494 0 1.31 12.083 2.37 2.24 0.495 0 1.31 12.167 2.31 2.26 0.495 0 1.31 12.250 2.27 2.26 0.496 0 1.31 12.333 2.27 2.26 0.496 0 1.31 12-417 2.29 2.26 0.496 0 1.31 12.500 2.31 2.27 0.496 0 1.31 12.583 2.34 2.27 0.496 0 1.32 12.667 2.36 2.28 0.497 0 1.32 12.750 2.39 2.29 0.497 0 1.32 12.833 2.42 2.31 0.498 0 1.32 12.917 2.44 2.32 0.499 1 0 1.32 13.000 2.47 2.34 0.500 0 1 1 1.32 13.083 2.50 2.35 0.501 0 1 1.33 13.167 2.53 2.37 0.502 0 1.33 13.250 2.57 2.39 0.503 0 1.33 4R 44 13.333 2.60 2.42 0.504 0 1.34 13.417 2.64 2.44 0.506 0 1.34 13.500 2.67 2.47 0.507 0 1.34 13.583 2.71 2.49 0.508 0 1.35 13.667 2.75 2.52 0.510 0 1.35 13.750 2.80 2.55 0.512 0 1.35 13.833 2.84 2.58 0.513 01 1.36 13.917 2.89 2.61 0.515 oi 1.36 14.000 2.94 2.65 0.517 01 1.37 14.083 2.99 2.69 0.519 01 1.37 14.167 3.05 2.73 0.521 01 1.38 14.250 3.11 2.77 0.524 01 1.38 14.333 3.17 2.81 0.526 01 1.39 14.417 3.24 2.86 0.529 0 1.40 14.500 3.31 2.91 0.531 0 1.40 14.583 3.39 2.96 0.534 0 1.41 14.667 3.48 3.01 0.537 0 1.42 14.750 3.57 3.07 0.541 0 1.43 14.833 3.67 3.14 0.544 0 1.44 14.917 3.77 3.20 0.548 01 1.45 15.000 3.89 3.28 0.552 01 1.46 15.083 4.02 3.36 0.557 01 1.47 15.167 4.17 3.44 0.561 01 1.48 15.250 4.34 3.54 0.567 01 1.49 15.333 4.53 3.67 0.572 01 1.51 15-417 4.64 3.84 0.578 0 1.52 15.500 4.37 3.97 0.582 0 1.53 15.583 4.17 4.02 0.584 0 1.53 15.667 4.41 4.07 0.586 0 1.54 15.750 4.85 4.18 0.589 01 1.54 15.833 5.53 4.37 0.596 01 1.56 15.917 6.59 4.68 0.606 0 Il 1 1.58 16.000 8.96 5.26 0.625 0 li 1 1.63 16.083 15.53 6.57 0.669 ol 1 1.72 16.167 30.03 9.61 0.770 0 il 1.95 16.250 26.50 13.60 0.885 0 1 2.20 16.333 12.08 14.85 0.920 1 ol 1 2.27 16.417 6.38 13.62 0.885 1 0 2.20 16.500 5.30 11.91 0.838 1 0 2.10 16.583 4.73 10.39 0.795 1 0 2.01 16.667 4.40 9.27 0.759 1 1 10 1 1.93 16.750 4.09 8.33 0.728 1 0 1.86 16.833 3.83 7.51 0.700 1 0 1.80 16.917 3.61 6.80 0.677 1 1 01 1.74 17.000 3.43 6.19 0.656 1 0 1.70 17.083 3.27 5.66 0.639 1 0 1.66 17.167 3.14 5.20 0.623 1 0 1.62 17.250 3.02 4.80 0.610 1 0 1.59 17.333 2.91 4.46 0.599 10 1.56 17.417 2.82 4.16 0.589 10 1.54 17.500 2.73 3.90 0.580 1 0 1.52 17.583 2.65 3.67 0.572 10 1.51 17.667 2.58 3.52 0.566 10 1.49 17.750 2.52 3.41 0.559 10 1.47 17.833 2.45 3.30 0.553 10 1.46 17.917 2.40 3.20 0.548 10 1.44 18.000 2.35 3.10 0.542 10 1.43 18.083 2.31 3.01 0.537 1 10 1.42 18.167 2.34 2.93 0.533 1 10 1.41 18.250 2.36 2.86 0-529 1 10 1.40 18.333 2.34 2.80 0.526 0 1.39 18.417 2.31 2.75 0.523 0 1.38 18.500 2.27 2.70 0.520 0 1.37 18.583 2.24 2.64 0.517 0 1 1 1-37 18.667 2.21 2.60 0.514 0 1 1.36 18.750 2.18 2.55 0.512 1 0 1 1.35 18.833 2.15 2.50 0.509 1 0 1 1.35 18.917 2.12 2.46 0.507 1 0 1 1.34 19.000 2.09 2.42 0.504 1 0 1 1.34 19.083 2.07 2.38 0.502 1 0 1 1.33 19.167 2.04 2.34 0.500 1 0 1 1.33 19.250 2.02 2.31 0.498 1 0 1 1.32 19.333 2.00 2.27 0.496 1 0 1 1 1.32 19.417 1.98 2.24 0.494 1 0 1 1 1.31 19.500 1.95 2.21 0.493 1 0 1 1.31 19.583 1.93 2.18 0.491 1 0 1 1.30 19.667 1.91 2.15 0.489 1 0 1 1.30 19.750 1.90 2.12 0.488 1 0 1 1.29 19.833 1.88 2.09 0.486 1 0 1 1.29 19.917 1.86 2.07 0.485 JIO I I 1 1.29 20.000 1.84 2.04 0.483 JIO 1 1.28 20.083 1.83 2.02 0.482 JIO 1.28 20.167 1.81 1.99 0.481 JIO 1.28 20.250 1.79 1.97 0.479 JIO 1 1.27 20.333 1.78 1.95 0.478 JIO 1 1.27 20.417 1.76 1.93 0.477 JIO 1 1.27 20.500 1.75 1.91 0.476 JIO 1 1.26 20.583 1.73 1.89 0.475 JIO 1.26 20.667 1.72 1.87 0.474 10 1.26 20.750 1.71 1.85 0.473 10 1.26 20.833 1.69 1.83 0.472 10 1.25 20.917 1.68 1.82 0.471 10 1 1.25 21.000 1.67 1.80 0.470 10 1 1.25 21.083 1.66 1.78 0.469 10 1.25 21.167 1.65 1.77 0.468 10 1.25 21.250 1.63 1.75 0.467 10 1 1.24 21.333 1.62 1.74 0.467 10 1 1.24 21.417 1.61 1.73 0.466 10 1 1.24 21.500 1.60 1.71 0.465 10 1 1.24 21.583 1.59 1.70 0.464 10 1 1.24 21.667 1.58 1.69 0.464 10 1 1.23 21.750 1.57 1.67 0.463 10 1 1.23 21.833 1.56 1.66 0.462 10 1 1.23 21.917 1.55 1.65 0.462 10 1 1.23 22.000 1.54 1.64 0.461 10 1 1.23 22.083 1.53 1.62 0.460 10 1 1 1 1 1.23 22.167 1.52 1.61 0.460 10 1 1 1 1 1.22 22.250 1.52 1.60 0.459 10 1 1 1.22 22.333 1.51 1.59 0.458 10 1 1 1.22 22.417 1.50 1.58 0.458 10 1 1 1 1 1.22 22.500 1.49 1.57 0.457 10 1 1 1 1 1.22 22.583 1.48 1.56 0.457 10 1 1 1.22 22.667 1.47 1.55 0.456 10 1 1 1.22 22.750 1.47 1.54 0.456 10 1 1 1.21 4" 22.833 1.46 1.53 0.455 10 1.21 22.917 1.45 1.52 0.455 10 1.21 23.000 1.44 1.51 0.454 10 1.21 23.083 1.44 1.51 0.454 10 1.21 23.167 1.43 1.50 0.453 10 1.21 23.250 1.42 1.49 0.453 10 1.21 23.333 1.41 1.48 0.452 10 1.21 23.417 1.41 1.47 0.452 10 1.20 23.500 1.40 1.46 0.451 10 1.20 23.583 1.39 1.46 0.451 10 1.20 23.667 1.39 1.45 0.450 10 1.20 23.750 1.38 1.44 0.450 10 1 1.20 23.833 1.37 1.43 0.450 10 1.20 23.917 1.37 1.43 0.449 10 1.20 24.000 1.36 1-42 0.449 10 1.20 24.083 1.25 1.41 0.448 10 1.20 24.167 0.70 1.36 0.445 10 1.19 24.250 0.19 1.25 0.439 10 1.17 24.333 0.04 1.12 0.432 10 1.16 24.417 0.01 0.99 0.425 10 1.14 24.500 0.00 0.88 0.419 0 1.12 24.583 0.00 0.77 0.413 0 1.11 24.667 0.00 0.68 0.408 0 1.09 24.750 0.00 0.60 0.403 0 1.08 24.833 0.00 0.53 0.400 0 1.07 24.917 0.00 0.47 0.396 0 1.07 25.000 0.00 0.42 0.393 0 1.06 25.083 0.00 0.37 0.390 0 1.05 25.167 0.00 0.32 0.388 0 1.04 25.250 0.00 0.29 0.386 0 1.04 25.333 0.00 0.25 0.384 0 1-04 25.417 0.00 0.22 0.382 0 1.03 25.500 0.00 0.20 0.381 0 1.03 25.583 0.00 0.17 0.380 0 1.02 25.667 0.00 0.15 0.379 0 1.02 25.750 0.00 0.14 0.378 0 1.02 25.833 0.00 0.12 0.377 0 1.02 25.917 0.00 0.11 0.376 0 1.01 26.000 0.00 0.09 0.375 0 1.01 26.083 0.00 0.08 0.375 0 1.01 26.167 0.00 0.07 0.374 0 1.01 26.250 0.00 0.06 0.374 0 1.01 26.333 0.00 0.06 0.373 0 1.01 26.417 0.00 0.05 0.373 0 1.01 26.500 0.00 0.04 0.372 0 1.01 26.583 0.00 0.04 0.372 0 1.01 26.667 0.00 0.03 0.372 0 1.00 26.750 0.00 0.03 0.372 0 1.00 26.833 0.00 0.03 0.371 0 1.00 26.917 0.00 0.02 0.371 0 1.00 27.000 0.00 0.02 0.371 0 1.00 27.083 0.00 0.02 0.371 0 1.00 27.167 0.00 0.02 0.371 0 1.00 27.250 0.00 0.01 0.371 0 1.00 27.333 0.00 0.01 0.371 0 1.00 27.417 0.00 0.01 0.371 0 1.00 27.500 0.00 0.01 0.371 0 1.00 4" I�A "R 27.583 0-00 0.01 0.370 0 1.00 27.667 0.00 0.01 0.370 0 1.00 27.750 0.00 0.01 0.370 0 1.00 27.833 0.00 0.01 0.370 0 1.00 27.917 0.00 0.01 0.370 0 1.00 28.000 0.00 0.00 0.370 0 1.00 28.083 0.00 0.00 0.370 0 1.00 28.167 0.00 0.00 0.370 0 1.00 28.250 0.00 0.00 0.370 0 1.00 28.333 0.00 0.00 0.370 0 1.00 28.417 0.00 0.00 0.370 0 1.00 28.500 0.00 0.00 0.370 0 1.00 28.583 0.00 0.00 0.370 0 1.00 28.667 0.00 0.00 0.370 0 1.00 28.750 0.00 0.00 0.370 0 1.00 28.833 0.00 0.00 0.370 0 1.00 28.917 0.00 0.00 0.370 0 1.00 29.000 0.00 0.00 0.370 0 1.00 29.083 0.00 0.00 0.370 0 1.00 Remaining water in basin = 0.37 (Ac.Ft) ****************************HYDROGRAPH DATA**************************** Number of intervals = 349 Time interval = 5.0 (Min.) 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'. , . - - Prepared By: ALLARD ENGINEERING Civil Engineering - Land Surveying - Land Plannin . 8253 Slerra,Avenue , Fontana, California 92-335 (909) 356-1815 Fax (909) 356-1705 1 � : - - - David S. Hammer, R.C.E. 43976 Date (expires 6/30/2009) . 11-4- . . . 0 . . 9! 43 � - -a . A . I-' I V i, E! V__ (T- A�U�_ cti-c _ePA_ - -a :�s -It -,� I < ZID - "-I-i - . z 0 . t . �tb-? * � __ - I- ___ - 41 c: CD __ - I E C" ^I= CA Q) vi- FONTANA, mLIFORNIA ____ E-2 1 - . . 15 . HAMPTON PLACE 9 . .1R I - cn __ � U') DRAWN BY., SCAM- T_ ___1 PT I It . =50' 1 91 `VOLopED HYDROLOG-4t vl _t) DESIGNED BY: uc. - iLw DATE., �� .. Jm TRACT NO. 17496 JULY 2007 1 :z .. a) CHECKED BY: I I E 0 c JM . -2 1 U__ -9 L�Rl Pl_- C.13 C) C14 cr) T_ R. gift �3 CL PREDEVELOPED HYDROLOGY EXHE31T I . FOR ' . TRACT NO. 17496, I I �;Urlll;. 4. - I : I r- *. i i I. -__ ...1- I . I, j - . . . . ..r I IN t, I ,.O - 'I . I ( .- Ll��L____. __­ ­.- -1-1 .1 .* \, I � I.. �. . , 1. ......, ! ... I 0 I I .7 - , '. . - - I - . I " . 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