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Home My WebLink AboutWest Valley Logistics CenterThienes Engineering, Inc, QCIVIL ENGINEERING • LAND SURVEYING �- PRELIMINARY HYDROLOGY & DETENTION CALCULATIONS FOR �- WEST VALLEY LOGISTICS CENTER WEST SIDE LOCUST AVENUE FONTANA CALIFORNIA PREPARED FOR HILLWOOD INVESTMENTS 268 W. HOSPITALITY LANE, SUITE 105 -� SAN BERNARDINO CA 92408 (909) 382-0033 JULY 11, 2008 JOB NO. 2884 �. PREPARED BY THIENES ENGINEERING 14349 FIRESTONE BLVD. LA MIRADA, CALIFORNIA 90638 (714) 521-4811 14349 Firestone Blvd. • La Mirada, CA 90638 • Tel: (714) 521-4811 • Fax: (714) 521-4173 ifr PRELIMINARY HYDROLOGY & DETENTION CALCULATIONS FOR WEST VALLEY LOGISTICS CENTER PREPARED BY BRIAN WEIL UNDER THE SUPERVISION OF REINHARD STENZEL DATE: R.C.E. 56155 EXP. 12/31/08 6, N .. IN ON to on iw an ro M im N h d .40 go INTRODUCTION A: PROJECT LOCATION The project site is located on Locust Avenue and Armstrong Road between Jurupa and Riverside County Line in the city of Fontana. Please see figure 1 for vicinity map. B: STUDY PURPOSE The purpose of this study is to determine 100- year peak flow rate from the project site and offsite tributary areas under pre- and post construction conditions. C: PROJECT STAFF: Thienes Engineering staff involved in this study includes: Reinhard Stenzel Mark Soltynski Brian Weil y F F o-, M 0 a _� N10 17700 pp 18500 i 20 18100 ai m 18700 r� o Q 27 $ I - ]9300 ` I u gST ERN - 0 a ROSE I !niT�FYviME oxDEw9DD rarwo.__oo sr__! i �I I� G POSE AV Ay ' l' I E - lam 18400 gl 51 �' EuuL6 ST . / ; !� JURUPA R t� AV � � � JL RUP, 189DO sr 14TH i ST 700 A REIINPLE 3 ST .", -. �. .�.,��----3.� _ - - la t JURQ eR _ i" IG - - _ - r 44§E 13TI 18700 5T 13tH C ESTMORE WiAvm0ST 1i - - 11TH �1 ST 34 TOUCHE DR s 700 it a' eJ - J ❑ 10TH< 18300 N J� ST a 10TH I ST U 9TH STS 7 ,.�u•�� - ., �' z 9TH _ � ° 8TH ST BTH = ST "4 AO -x 32 SITE 7TH ......... $T CR7 -- 18600 7TH 5T T - - 191 W 6TH S9T c' STIP n a /�J'�j� N }A{ J -T Nl--l• I 1 1/ 5TH m 5TH Sr ST ST - A'A = y�EEN`: DID i \T' - '°":.�e+'.r.,es-."<ci!�=�''t� y a 3RD ST TJS.-A�LIG E AV RgMYE�iBMA�RCELOWA OR f 5 �' ♦Q' ✓va0`CC, i �h' G _ ANDALUSIA F � �� _, DNDPA �\��Lz,.� / I AV � RI VERSIDE \cy I H4TH� ENE LN \ I\ EN LARW 65T ,,_"; 6 LN ( C LINTY oo �D0TH P VIA ? ytr PANG10 JURUPA IITEARNS)__ RUBIDOUX) y4�-1 / 50 , -7,r ?p� 'I% 53� _92 / AB1IAi RYP I OUX , � �� F� F`` A4\� `�4 IIP � y e� q R Ke/ � Sr �� BE -• VICINITY MAP M DISCUSSION The proposed watershed encompasses approximately 545 acres (project site plus offsite area). Improvements to the site include the ' construction of seven warehouse type buildings ranging in size from 105,700 square feet to 1,117,000 square feet. Four of the buildings are located on the west side of Locust Avenue/Armstrong Road, two buildings *� on the east side of Armstrong Road and the other building located on the south side of Jurupa Avenue east of Locust Avenue. There are three proposed detention basins located within the project area. There will be landscaping adjacent to the public streets (including one proposed public street) with the remainder of the site to be paved for vehicle and W. truck parking. .., Hydrology Calculations ow Existing Condition no Runoff from the natural hillside areas adjacent to the property (westerly of the project site) currently drains onto the project site under existing conditions. Generally, runoff to the project site is conveyed through four natural valley areas. Under existing conditions, runoff from both onsite and offsite areas west of Locust Avenue flows to Locust Avenue. Offsite runoff is also tributary to the project site from a natural hillside east of Armstrong Road. Overall, existing condition flow drains to Locust Avenue then east on 9`' , 10th, and 11 `h streets. A small portion of exiting condition flow drains to an existing detention basin located at the northeast corner of Locust and 1 l th. The total 100 -year peak flow rate from offsite and onsite areas is approximately 518 cfs. Please see Appendix "A" for �• existing condition hydrology calculations. Proposed Conditions r Proposed condition site improvements will continue to accept offsite runoff. Runoff from the two proposed buildings west of Armstrong Street and south of the proposed public street (Buildings 3 & 4) will be conveyed northerly in a storm drain system. Approximately 146 acres of offsite natural hillside will need to be intercepted prior to the *� site and conveyed to the onsite storm drain system. The proposed storm; drain system continues north through the Building 1 site and *u discharges into a proposed detention basin. Runoff from Building 2 and existing offsite area tributary to the site from the north and west (approximately 78 acres) are also tabled d 1Mr w to the onsite detention basin (Basin "A"). The approximate 100 -year peak flow rate tributary to Basin "A" is approximately 701 cfs. 40 Runoff from the two proposed buildings on east side of Armstrong Street (Buildings 5 & 6) and offsite areas east of the buildings will be intercepted in a storm drain system that discharges runoff into a proposed detention basin (Basin "B") located on the east side of Armstrong Street. The 100 -year peak flow rate tributary to this detention basin is approximately 216 cfs. All runoff from the project site ultimately drains to an existing detention basin (Basin "C") located at the northeast corner of Locust Avenue and I 1 `b Street. Also included in the drainage area for Basin "C" is a possible commercial development north of the basin and other offsite areas. The total 100 -year peak flow rate (undetained) is approximately 1160 cfs. Please see Appendix "B" for proposed condition hydrology calculations. Peak Flow Detention Detention basins are utilized throughout the site for water quality purposes and to mitigate the difference in existing and proposed condition 100 -year peak flow rates. As previously mentioned all offsite flow will be conveyed through the project site and it discharged to the proposed detention basins. A single unit hydrograph was established for the entire existing condition area tributary to Locust Avenue. For the proposed condition, a model was established that linked the three basins and corresponding drainage areas. OW The following table summarizes inflow/outflow and volume for each basin: Basin Designation Flow Into Basin (cfs) Prop. Discharge From Basin cfs Required Volume Ac -Ft Max. Basin Volume (Ac- Ft 44A" 1040* 420* 26.0 28.0 "B" 216 55 5.0 9.0 421 145 60.0 68.0 *peak flow from hydrograph (includes flow discharged from Basin -B-) From the above table, the detention basins reduce flow from the offsite areas and the proposed improvements to approximately 145 cfs. Please see Appendix "C" for detention analysis and details. it W J 4M Methodology San Bernardino County Rational Method program (AES Software) was used for the hydrology calculations. The site is composed of soil type `B" per the San Bernardino County Hydrology Manual. Detention basin design criteria for San Bernardino County requires that pre -developed 100 -year peak flow rates be calculated using 25 -year rainfall and AMCII conditions (when basins are used to mitigate 'increased flow from development). Hydrographs and detention analysis was calculated using CividD software. r rr rr .. +0 a •w .. NO APPENDIX DESCRIPTION A EXISTING CONDITION HYDROLOGY CALCULATIONS B PROPOSED CONDITION HYDROLOGY CALCULATIONS C DETENTION ANALYSIS D HYDROLOGY MAP —0 im ib APPENDIX A EXISTING CONDITION HYDROLOGY CALCULATIONS 4.0 -r.0 3.5 3.5 3 3 W U 2.5 2.5 Z Z 2 Lv 2 J J Q LL - Z < 1.5 1.5 / � 1 1,3 1 � � 1.0 0.5 / 0.5 0 2 5 10 25 50 1000 RETURN PERIOD IN YEARS NOTE: 1. FOR INTERMEDIATE RETURN PERIODS PLOT 10 -YEAR AND 100 -YEAR ONE HOUR VALUES FROM MAPS, THEN CONNECT POINTS AND READ VALUE FOR DESIRED RETURN PERIOD. FOR EXAMPLE GIVEN 10 -YEAR ONE HOUR -0.95" AND 100 -YEAR ONE HOUR 1.60". 25 -YEAR ONE HOUR=1.18". REFERENCE: NOAA ATLAS 2. VOLUME XI - CAL, 1973 RAINFALL DEPTH VERSUS SAN BERNARDINO COUNTY RETURN PERIOD FOR HYDROLOGY MANUAL PARTIAL DURATION SERIES F-- am .. .... r PROJECT -'s. ...... . ITE-: --- T c� -,7 tq P . ........... A. y 7 i L i4i I 7: C c -7 4 e" E 1.• r ------- rl 7A 177 "L--7 T7 a! •t S`OCRCE IV sc3 Z & -0- % wa 3, --4 hP T.. - n, Ar AL 0 SAN BERNARDINO COUNTY HYDROLOGY MANUAL z. .. .... r PROJECT -'s. ...... . ITE-: --- T c� -,7 tq P . ........... A. y 7 i L i4i I 7: C c -7 4 e" E 1.• r ------- rl 7A 177 "L--7 T7 a! •t S`OCRCE IV sc3 Z & -0- % wa 3, --4 hP T.. - n, Ar AL 0 SAN BERNARDINO COUNTY HYDROLOGY MANUAL INDEX MAP SOIL GROUP BOUNDARY SCALE i,46pO0 A SOIL GROUP DESIGNATION 11OUNDARY OF INDICATED SOURCE SCALE REDUCED BY 1/2 r—qQ HYDROLOGIC SOILS GROUP MAP FOR SOUTHWEST—C AREA cin -110c r-14; C-2 !fSAN BERNARD WO COUNTY ic CA, 7 C-41 INDEX MAP SOIL GROUP BOUNDARY SCALE i,46pO0 A SOIL GROUP DESIGNATION 11OUNDARY OF INDICATED SOURCE SCALE REDUCED BY 1/2 r—qQ HYDROLOGIC SOILS GROUP MAP FOR SOUTHWEST—C AREA cin -110c r-14; rio-%>>or o_w uimmw I - R7w R -f G 4W I III. Is :; ^ •• R2E 1 I -2.3I I I I I-- Tf4N 3.0 I wr I I 3 1-- a - i- -� / \' I - - - .'" 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W3 .r.1wm n ' F � DATE SCALA I" 114 110. 1982 Ir• t 1l a11101' ( N 12 1 - i 1FLo00 ONT!o I REDUCED DRAWING - - — I' SCALE III - 4 AAILES IA DAM -- - I fi SAN BERNARDINO COUNTY C A 1s0 I Raw I I R7W R6W ; HYDROLOGY MANUAL -, r LEGEND: .0 ISOLINES PRECEPITATION (INCHES) FmCONTROISL CONTROL DT VALLEY AREA 13ONYETALS X1 - 2 YEAR 6 HOUR ISASIM ON UADC., ALDAA MLAS Z. W3 .r.1wm n ' F � DATE SCALA I" 114 110. 1982 Ir• t 1l a11101' ( N 12 **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-99 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/99 License ID 1435 Analysis prepared by: THIENES ENGINEERING, INC. 16800 VALLEY VIEW AVENUE LA MIRADA, CA 90638 PH: (714)521-4811 FAX:(714)521-4811 ************************** DESCRIPTION OF STUDY ************************** * HILLWOOD - WEST VALLEY LOGISTIC CENTER-FONTANA *-EXISTING CONDITION HYDROLOGY ANALYSIS *(425 ************************************************************************** FILE NAME: 2884E.DAT TIME/DATE OF STUDY: 16:59 07/10/2008 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --*TIME-OF-CONCENTRATION MODEL* -- USER SPECIFIED STORM EVENT(YEAR) = 25.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 6.00 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) = 1.0000 *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 12.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 449.00 ELEVATION DATA: UPSTREAM(FEET) = 1896.00 DOWNSTREAM(FEET) = 1786.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 10.762 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.804 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) NATURAL FAIR COVER "GRASS" B 4.40 0.57 1.00 69 10.76 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.57 ' SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 8.86 TOTAL AREA(ACRES) = 4.40 PEAK FLOW RATE(CFS) = 8.86 **************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 14.00 IS CODE = 53 ---------------------------------------------------------------------------- -->>>>>COMPUTNATURAL -MOUNTAIN CHANNEL -FLOW««< »»--------------------------- >TRAVELTITIME THRU SUBAREA« « < ELEVATION DATA: UPSTREAM(FEET) = 1786.00 DOWNSTREAM(FEET) = 1036.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 4524.00 CHANNEL SLOPE = 0.1658 r CII L r r n CHANNEL FLOW THRU SUBAREA(CFS) = 8.86 FLOW VELOCITY(FEET/SEC) = 4.72 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 15.99 Tc(MIN.) = 26.75 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 14.00 = 4973.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 14.00 TO NODE 14.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 26.75 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.624 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL FAIR COVER "GRASS" B 104.80 0.57 1.00 69 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.57 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 104.80 SUBAREA RUNOFF(CFS) = 99.75 EFFECTIVE AREA(ACRES) = 109.20 AREA -AVERAGED Fm(INCH/HR) = 0.57 AREA -AVERAGED Fp(INCH/HR) = 0.57 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 109.20 PEAK FLOW RATE(CFS) = 103.94 **************************************************************************** FLOW PROCESS FROM NODE 14.00 TO NODE 14.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 26.75 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.624 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL FAIR COVER "GRASS" B 62.90 0.57 1.00 69 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.57 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 62.90 SUBAREA RUNOFF(CFS) = 59.87 EFFECTIVE AREA(ACRES) = 172.10 AREA -AVERAGED Fm(INCH/HR) = 0.57 AREA -AVERAGED Fp(INCH/HR) = 0.57 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 172.10 PEAK FLOW RATE(CFS) = 163.81 **************************************************************************** --FLOW-PROCESS-FROM NODE 14.00 TO NODE 16.00 IS CODE = 53 »»>COMPUTE NATURAL MOUNTAIN CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA««< ELEVATION DATA: UPSTREAM(FEET) = 1036.00 DOWNSTREAM(FEET) = 1007.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 1405.00 CHANNEL SLOPE = 0.0206 CHANNEL FLOW THRU SUBAREA(CFS) = 163.81 FLOW VELOCITY(FEET/SEC) = 4.39 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 5.33 Tc(MIN.) = 32.08 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 16.00 = 6378.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 16.00 TO NODE 16.00 IS CODE = 81 ---------------------------------------------------------------------------- »>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 32.08 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.456 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL FAIR COVER "GRASS" B 47.90 0.57 1.00 69 I 7 7 L H-1 � I 0 7 u 7 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.57 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 47.90 SUBAREA RUNOFF(CFS) = 38.36 EFFECTIVE AREA(ACRES) = 220.00 AREA -AVERAGED Fm(INCH/HR) = 0.57 AREA -AVERAGED Fp(INCH/HR) = 0.57 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 220.00 PEAK FLOW RATE(CFS) = 176.21 **************************************************************************** FLOW PROCESS FROM NODE 16.00 TO NODE 26.00 IS CODE = 51 ---------------------------------------------------------------------------- »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< - -------------------- ELEVATION DATA: UPSTREAM(FEET) = 1007.00 DOWNSTREAM(FEET) = 1004.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 462.00 CHANNEL SLOPE = 0.0065 CHANNEL BASE(FEET) = 5.00 "Z" FACTOR = 2.000 MANNING'S FACTOR = 0.020 MAXIMUM DEPTH(FEET) = 4.00 CHANNEL FLOW THRU SUBAREA(CFS) = 176.21 FLOW VELOCITY(FEET/SEC) = 7.74 FLOW DEPTH(FEET) = 2.35 TRAVEL TIME(MIN.) = 0.99 Tc(MIN.) = 33.08 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 26.00 = 6840.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 26.00 TO NODE 26.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 33.08 RAINFALL INTENSITY(INCH/HR) = 1.43 AREA -AVERAGED Fm(INCH/HR) = 0.57 AREA -AVERAGED Fp(INCH/HR) = 0.57 AREA -AVERAGED Ap = 1.00 EFFECTIVE STREAM AREA(ACRES) = 220.00 TOTAL STREAM AREA(ACRES) = 220.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 176.21 **************************************************************************** FLOW PROCESS FROM NODE 20.00 TO NODE 22.00 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 701.00 ELEVATION DATA: UPSTREAM(FEET) = 1841.00 DOWNSTREAM(FEET) = 1441.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 ' SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 10.860 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.789 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp ' LAND USE GROUP (ACRES) (INCH/HR) NATURAL FAIR COVER "GRASS" B 3.10 0.57 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = ' SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 6.20 TOTAL AREA(ACRES) = 3.10 PEAK FLOW RATE(CFS) 1 1 Ap SCS Tc (DECIMAL) CN (MIN.) 0.57 1.00 69 10.86 6.20 **************************************************************************** FLOW PROCESS FROM NODE 22.00 TO NODE 24.00 IS CODE = 53 ---------------------------------------------------------------------------- »»>COMPUTE NATURAL MOUNTAIN CHANNEL FLOW««< --»»>TRAVELTIME- THRU -SUBAREA<<«<----------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1441.00 DOWNSTREAM(FEET) = 1101.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 1711.00 CHANNEL SLOPE = 0.1987 CHANNEL FLOW THRU SUBAREA(CFS) = 6.20 FLOW VELOCITY(FEET/SEC) = 4.58 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 6.22 Tc(MIN.) = 17.08 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 24.00 = 2412.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 24.00 TO NODE 24.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 17.08 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.125 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL FAIR COVER "GRASS" B 22.90 0.57 1.00 69 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.57 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 22.90 SUBAREA RUNOFF(CFS) = 32.13 EFFECTIVE AREA(ACRES) = 26.00 AREA -AVERAGED Fm(INCH/HR) = 0.57 AREA -AVERAGED Fp(INCH/HR) = 0.57 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 26.00 PEAK FLOW RATE(CFS) = 36.48 **************************************************************************** on FLOW PROCESS FROM NODE 24.00 TO NODE 26.00 IS CODE = 53 »»>COMPUTE NATURAL MOUNTAIN CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA««< ELEVATION DATA: UPSTREAM(FEET) = 1101.00 DOWNSTREAM(FEET) = 1004.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 2256.00 CHANNEL SLOPE = 0.0430 CHANNEL FLOW THRU SUBAREA(CFS) = 36.48 FLOW VELOCITY(FEET/SEC) = 3.85 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 9.77 Tc(MIN.) = 26.86 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 26.00 = 4668.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 26.00 TO NODE 26.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO_ MAINLINE -PEAK _FLOW««< ----------------------- MAINLINE Tc(MIN) = 26.86 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.620 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL FAIR COVER "GRASS" B 42.70 0.57 1.00 69 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.57 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 42.70 SUBAREA RUNOFF(CFS) = 40.50 EFFECTIVE AREA(ACRES) = 68.70 AREA -AVERAGED Fm(INCH/HR) = 0.57 AREA -AVERAGED Fp(INCH/HR) = 0.57 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 68.70 PEAK FLOW RATE(CFS) = 65.16 **************************************************************************** FLOW PROCESS FROM NODE 26.00 TO NODE 26.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< -->>>>>AND- COMPUTE -VARIOUS -CONFLUENCED- STREAM _VALUES<<<<< TOTAL NUMBER NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 26.86 RAINFALL INTENSITY(INCH/HR) = 1.62 AREA -AVERAGED Fm(INCH/HR) = 0.57 AREA -AVERAGED Fp(INCH/HR) = 0.57 ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 229.60 33.08 1.430 0.57( 0.57) 1.00 288.7 10.00 2 239.76 26.86 1.620 0.57( 0.57) 1.00 247.3 20.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 239.76 Tc(MIN.) = 26.86 EFFECTIVE AREA(ACRES) = 247.33 AREA -AVERAGED Fm(INCH/HR) = 0.57 AREA -AVERAGED Fp(INCH/HR) = 0.57 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 288.70 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 26.00 = 6840.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 26.00 TO NODE 34.00 IS CODE = 51 ---------------------------------------------------------------------------- »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 1004.00 DOWNSTREAM(FEET) = 1002.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 270.00 CHANNEL SLOPE = 0.0074 CHANNEL BASE(FEET) = 5.00 "Z" FACTOR = 2.000 MANNING'S FACTOR = 0.020 MAXIMUM DEPTH(FEET) = 4.00 CHANNEL FLOW THRU SUBAREA(CFS) = 239.76 FLOW VELOCITY(FEET/SEC) = 8.81 FLOW DEPTH(FEET) = 2.64 TRAVEL TIME(MIN.) = 0.51 Tc(MIN.) = 27.37 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 34.00 = 7110.00 FEET. FLOW PROCESS FROM NODE 34.00 TO NODE 34.00 IS CODE = 1 FOR---------------------------------------------------------------------------- `--»»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 27.37 RAINFALL INTENSITY(INCH/HR) = 1.60 AREA -AVERAGED Fm(INCH/HR) = 0.57 AREA -AVERAGED Fp(INCH/HR) = 0.57 AREA -AVERAGED Ap = 1.00 EFFECTIVE STREAM AREA(ACRES) = 247.33 TOTAL STREAM AREA(ACRES) = 288.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 239.76 **************************************************************************** FLOW PROCESS FROM NODE 20.00 TO NODE 30.00 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 902.00 ELEVATION DATA: UPSTREAM(FEET) = 1841.00 DOWNSTREAM(FEET) = 1441.00 no% Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 Z7 AREA -AVERAGED Ap = 1.00 EFFECTIVE STREAM AREA(ACRES) = 68.70 TOTAL STREAM AREA(ACRES) = 68.70 ' PEAK FLOW RATE(CFS) AT CONFLUENCE = 65.16 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 176.21 33.08 1.430 0.57( 0.57) 1.00 220.0 10.00 2 65.16 26.86 1.620 0.57( 0.57) 1.00 68.7 20.00 j 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 1 229.60 33.08 1.430 0.57( 0.57) 1.00 288.7 10.00 2 239.76 26.86 1.620 0.57( 0.57) 1.00 247.3 20.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 239.76 Tc(MIN.) = 26.86 EFFECTIVE AREA(ACRES) = 247.33 AREA -AVERAGED Fm(INCH/HR) = 0.57 AREA -AVERAGED Fp(INCH/HR) = 0.57 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 288.70 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 26.00 = 6840.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 26.00 TO NODE 34.00 IS CODE = 51 ---------------------------------------------------------------------------- »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 1004.00 DOWNSTREAM(FEET) = 1002.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 270.00 CHANNEL SLOPE = 0.0074 CHANNEL BASE(FEET) = 5.00 "Z" FACTOR = 2.000 MANNING'S FACTOR = 0.020 MAXIMUM DEPTH(FEET) = 4.00 CHANNEL FLOW THRU SUBAREA(CFS) = 239.76 FLOW VELOCITY(FEET/SEC) = 8.81 FLOW DEPTH(FEET) = 2.64 TRAVEL TIME(MIN.) = 0.51 Tc(MIN.) = 27.37 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 34.00 = 7110.00 FEET. FLOW PROCESS FROM NODE 34.00 TO NODE 34.00 IS CODE = 1 FOR---------------------------------------------------------------------------- `--»»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 27.37 RAINFALL INTENSITY(INCH/HR) = 1.60 AREA -AVERAGED Fm(INCH/HR) = 0.57 AREA -AVERAGED Fp(INCH/HR) = 0.57 AREA -AVERAGED Ap = 1.00 EFFECTIVE STREAM AREA(ACRES) = 247.33 TOTAL STREAM AREA(ACRES) = 288.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 239.76 **************************************************************************** FLOW PROCESS FROM NODE 20.00 TO NODE 30.00 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 902.00 ELEVATION DATA: UPSTREAM(FEET) = 1841.00 DOWNSTREAM(FEET) = 1441.00 no% Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 Z7 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 12.633 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.547 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) NATURAL FAIR COVER ' "GRASS" B 10.80 0.57 1.00 69 12.63 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.57 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 19.25 TOTAL AREA(ACRES) = 10.80 PEAK FLOW RATE(CFS) = 19.25 **************************************************************************** FLOW PROCESS FROM NODE 30.00 TO NODE 32.00 IS CODE = 53 -------------- -------- --------- -------- ------------------------------------- >>>>>COMPUTE NATURAL MOUNTAIN CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA««< ELEVATION DATA: UPSTREAM(FEET) = 1441.00 DOWNSTREAM(FEET) = 1021.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 2910.00 CHANNEL SLOPE = 0.1443 CHANNEL FLOW THRU SUBAREA(CFS) = 19.25 FLOW VELOCITY(FEET/SEC) = 5.70 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 8.51 Tc(MIN.) = 21.15 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 32.00 = 3812.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 32.00 TO NODE 32.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 21.15 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.870 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL FAIR COVER "GRASS" B 62.60 0.57 1.00 69 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.57 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 62.60 SUBAREA RUNOFF(CFS) = 73.44 "N EFFECTIVE AREA(ACRES) = 73.40 AREA -AVERAGED Fm(INCH/HR) = 0.57 AREA -AVERAGED Fp(INCH/HR) = 0.57 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 73.40 PEAK FLOW RATE(CFS) = 86.11 **************************************************************************** FLOW PROCESS FROM NODE 32.00 TO NODE 32.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 21.15 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.870 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS ow LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL FAIR COVER "GRASS" B 34.50 0.57 1.00 69 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.57 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 34.50 SUBAREA RUNOFF(CFS) = 40.48 EFFECTIVE AREA(ACRES) = 107.90 AREA -AVERAGED Fm(INCH/HR) = 0.57 AREA -AVERAGED Fp(INCH/HR) = 0.57 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 107.90 PEAK FLOW RATE(CFS) = 126.59 FLOW PROCESS FROM NODE 32.00 TO NODE 34.00 IS CODE = 53 Aid---------------------------------------------------------------------------- »»>COMPUTE NATURAL MOUNTAIN CHANNEL FLOW<<<<< 'MIR »»>TRAVELTIME THRU SUBAREA««< ELEVATION DATA: UPSTREAM(FEET) = 1021.00 DOWNSTREAM(FEET) = 1003.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 769.00 CHANNEL SLOPE = 0.0234 CHANNEL FLOW THRU SUBAREA(CFS) = 126.59 FLOW VELOCITY(FEET/SEC) = 4.29 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 2.98 Tc(MIN.) = 24.13 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 34.00 = 4581.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 34.00 TO NODE 34.00 IS CODE = 81 CA -------- ----------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 24.13 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.727 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL FAIR COVER "GRASS" B 10.70 0.57 1.00 69 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.57 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 10.70 SUBAREA RUNOFF(CFS) = 11.18 EFFECTIVE AREA(ACRES) = 118.60 AREA -AVERAGED Fm(INCH/HR) = 0.57 AREA -AVERAGED Fp(INCH/HR) = 0.57 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 118.60 PEAK FLOW RATE(CFS) = 126.59 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE **************************************************************************** --FLOW-PROCESS-FROM-NODE-----34_00-TO-NODE-----3400-IS-CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«« < »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 24.13 RAINFALL INTENSITY(INCH/HR) = 1.73 AREA -AVERAGED Fm(INCH/HR) = 0.57 AREA -AVERAGED Fp(INCH/HR) = 0.57 AREA -AVERAGED Ap = 1.00 EFFECTIVE STREAM AREA(ACRES) = 118.60 TOTAL STREAM AREA(ACRES) = 118.60 PEAK FLOW RATE(CFS) AT CONFLUENCE = 126.59 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 229.60 33.59 1.416 0.57( 0.57) 1.00 288.7 10.00 1 239.76 27.37 1.602 0.57( 0.57) 1.00 247.3 20.00 2 126.59 24.13 1.727 0.57( 0.57) 1.00 118.6 20.00 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 1 352.66 27.37 1.602 0.57( 0.57) 1.00 365.9 20.00 2 322.29 33.59 1.416 0.57( 0.57) 1.00 407.3 10.00 ' 3 363.64 24.13 1.727 0.57( 0.57) 1.00 336.7 20.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 363.64 Tc(MIN.) = 24.13 EFFECTIVE AREA(ACRES) = 336.69 AREA -AVERAGED Fm(INCH/HR) = 0.57 AREA -AVERAGED Fp(INCH/HR) = 0.57 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 407.30 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 34.00 = 7110.00 FEET. **************************************************************************** 1 FLOW PROCESS FROM NODE 34.00 TO NODE 34.00 IS CODE = 10 ---------------------------------------------------------------------------- »»>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< **************************************************************************** FLOW PROCESS FROM NODE 40.00 TO NODE 42.00 IS CODE = 21 ---------------------------------------------------------------------------- ' »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 296.00 ELEVATION DATA: UPSTREAM(FEET) = 1291.00 DOWNSTREAM(FEET) = 1211.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 8.932 El * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.136 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) NATURAL FAIR COVER "GRASS" B 2.20 0.57 1.00 69 8.93 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.57 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 5.09 TOTAL AREA(ACRES) = 2.20 PEAK FLOW RATE(CFS) = 5.09 **************************************************************************** FLOW PROCESS FROM NODE 42.00 TO NODE 44.00 IS CODE = 53 ---------------------------------------------------------------------------- »»>COMPUTE NATURAL MOUNTAIN CHANNEL FLOW«« < --»»>TRAVELTIME-THRU -SUBAREA<<<<< -------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1211.00 DOWNSTREAM(FEET) = 1017.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 1064.00 CHANNEL SLOPE = 0.1823 CHANNEL FLOW THRU SUBAREA(CFS) = 5.09 FLOW VELOCITY(FEET/SEC) = 4.11 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 4.31 Tc(MIN.) = 13.25 LONGEST FLOWPATH FROM NODE 40.00 TO NODE 44.00 = 1360.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 44.00 TO NODE 44.00 IS CODE = 81 --»»>ADDITION-OF- SUBAREA -TO- MAINLINE -PEAK -FLOW<<<<< -------------------- MAINLINE Tc(MIN) = 13.25 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.475 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL FAIR COVER "GRASS" B 29.70 0.57 1.00 69 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.57 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 29.70 SUBAREA RUNOFF(CFS) = 51.04 EFFECTIVE AREA(ACRES) = 31.90 AREA -AVERAGED Fm(INCH/HR) = 0.57 AREA -AVERAGED Fp(INCH/HR) = 0.57 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 31.90 PEAK FLOW RATE(CFS) = 54.82 FLOW PROCESS FROM NODE 44.00 TO NODE 46.00 IS CODE = 51 ---------------------------------------------------------------------------- »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< ---------------------------------------- P% ELEVATION DATA: UPSTREAM(FEET) = 1017.00 DOWNSTREAM(FEET) = 983.00 im CHANNEL LENGTH THRU SUBAREA(FEET) = 1022.00 CHANNEL SLOPE = 0.0333 CHANNEL BASE(FEET) = 100.00 "Z" FACTOR = 0.010 MANNING'S FACTOR = 0.025 MAXIMUM DEPTH(FEET) = 10.00 CHANNEL FLOW THRU SUBAREA(CFS) = 54.82 FLOW VELOCITY(FEET/SEC) = 3.32 FLOW DEPTH(FEET) = 0.16 TRAVEL TIME(MIN.) = 5.13 Tc(MIN.) = 18.37 LONGEST FLOWPATH FROM NODE 40.00 TO NODE 46.00 = 2382.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 46.00 TO NODE 46.00 IS CODE = 81 »»-ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 18.37 ' * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.034 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN PUBLIC PARK B 18.80 0.75 0.85 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.85 SUBAREA AREA(ACRES) = 18.80 SUBAREA RUNOFF(CFS) = 23.66 EFFECTIVE AREA(ACRES) = 50.70 AREA -AVERAGED Fm(INCH/HR) = 0.59 AREA -AVERAGED Fp(INCH/HR) = 0.63 AREA -AVERAGED Ap = 0.94 TOTAL AREA(ACRES) = 50.70 PEAK FLOW RATE(CFS) = 65.81 **************************************************************************** FLOW PROCESS FROM NODE 46.00 TO NODE 48.00 IS CODE = 51 ---------------------------------------------------------------------------- »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 983.00 DOWNSTREAM(FEET) = 982.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 1360.00 CHANNEL SLOPE = 0.0007 CHANNEL BASE(FEET) = 10.00 "Z" FACTOR = 3.000 MANNING'S FACTOR = 0.025 MAXIMUM DEPTH(FEET) = 10.00 CHANNEL FLOW THRU SUBAREA(CFS) = 65.81 FLOW VELOCITY(FEET/SEC) = 2.04 FLOW DEPTH(FEET) = 2.01 TRAVEL TIME(MIN.) = 11.11 Tc(MIN.) = 29.48 LONGEST FLOWPATH FROM NODE 40.00 TO NODE 48.00 = 3742.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 48.00 TO NODE 48.00 IS CODE = 81 ------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO- MAINLINE -PEAK -FLOW<<<<< -------------------- MAINLINE Tc(MIN) = 29.48 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.532 SUBAREA LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN PUBLIC PARK B 60.20 0.75 0.85 56 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.75 lw SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.85 SUBAREA AREA(ACRES) = 60.20 SUBAREA RUNOFF(CFS) = 48.54 EFFECTIVE AREA(ACRES) = 110.90 AREA -AVERAGED Fm(INCH/HR) = 0.62 AREA -AVERAGED Fp(INCH/HR) = 0.69 AREA -AVERAGED Ap = 0.89 TOTAL AREA(ACRES) = 110.90 PEAK FLOW RATE(CFS) = 91.42 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 110.90 TC(MIN.) = 29.48 EFFECTIVE AREA(ACRES) = 110.90 AREA -AVERAGED Fm(INCH/HR)= 0.62 AREA -AVERAGED Fp(INCH/HR) = 0.69 AREA -AVERAGED Ap = 0.89 09 PEAK FLOW RATE(CFS) = 91.42 END OF RATIONAL METHOD ANALYSIS WON %I APPENDIX B PROPOPSED CONDITION HYDROLOGY CALCULATIONS 1 **************************************************************************** 1RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-99 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/99 License ID 1435 1 Analysis prepared by: THIENES ENGINEERING, INC. 1 16800 VALLEY VIEW AVENUE LA MIRADA, CA 90638 PH: (714)521-4811 FAX:(714)521-4811 ************************** DESCRIPTION OF STUDY ************************** * WEST VALLEY LOGISTIC CENTER - FONTANA * HYDROLOGY ANALYSIS FOR PROPOSED CONDITION * Q100 ************************************************************************** FILE NAME: 2884P.DAT TIME/DATE OF STUDY: 09:16 07/11/2008 USER SPECIFIED SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --*TIME-OF-CONCENTRATION MODEL* -- i USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 6.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *USER -DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) = 0.6000 USER SPECIFIED 1 -HOUR INTENSITY(INCH/HOUR) = 1.3000 *ANTECEDENT MOISTURE CONDITION (AMC) III ASSUMED FOR RATIONAL METHOD* **************************************************************************** FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< »USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW-LENGTH(FEET) = 510.00 ELEVATION DATA: UPSTREAM(FEET) = 1463.00 DOWNSTREAM(FEET) = 1311.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 I SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 10.889 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.619 iW 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.) NATURAL FAIR COVER "GRASS" B 2.30 0.27 1.00 86 10.89 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.27 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 6.93 TOTAL AREA(ACRES) = 2.30 PEAK FLOW RATE(CFS) = 6.93 **************************************************************************** FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 53 ---------------------------------------------------------------------------- »»>COMPUTE NATURAL MOUNTAIN CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA««< ELEVATION DATA: UPSTREAM(FEET) = 1311.00 DOWNSTREAM(FEET) = 1075.00 a� CHANNEL LENGTH THRU SUBAREA(FEET) = 1133.00 CHANNEL SLOPE = 0.2083 CHANNEL FLOW THRU SUBAREA(CFS) = 6.93 FLOW VELOCITY(FEET/SEC) = 4.87 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 3.88 Tc(MIN.) = 14.77 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 3.00 = 1643.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 3_ ---- 00 TO NODE 3_ - - 00ISCODE = 81 --- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 14.77 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.015 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL FAIR COVER "GRASS" B 19.80 0.27 1.00 86 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.27 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 19.80 SUBAREA RUNOFF(CFS) = 48.88 EFFECTIVE AREA(ACRES) = 22.10 AREA -AVERAGED Fm(INCH/HR) = 0.27 AREA -AVERAGED Fp(INCH/HR) = 0.27 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 22.10 PEAK FLOW RATE(CFS) = 54.56 **************************************************************************** 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) = 1075.00 DOWNSTREAM(FEET) = 1055.00 FLOW LENGTH(FEET) = 410.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 18.6 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 18.70 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 54.56 PIPE TRAVEL TIME(MIN.) = 0.37 Tc(MIN.) = 15.13 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 4.00 = 2053.00 FEET. **************************************************************************** 1 FLOW PROCESS FROM NODE ---4.00-TO-NODE------4.00-IS-CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 15.13 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.971 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL B 4.10 0.45 0.10 76 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.45 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 4.10 SUBAREA RUNOFF(CFS) = 10.80 EFFECTIVE AREA(ACRES) = 26.20 AREA -AVERAGED Fm(INCH/HR) = 0.24 AREA -AVERAGED Fp(INCH/HR) = 0.28 AREA -AVERAGED Ap = 0.86 TOTAL AREA(ACRES) = 26.20 PEAK FLOW RATE(CFS) = 64.48 **************************************************************************** FLOW PROCESS FROM NODE 4.00 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) = 1055.00 DOWNSTREAM(FEET) = 1040.00 FLOW LENGTH(FEET) = 620.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 33.0 INCH PIPE IS 22.4 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 15.01 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 L' N H Lf I�] L L L PIPE-FLOW(CFS) = 64.48 PIPE TRAVEL TIME(MIN.) = 0.69 Tc(MIN.) = 15.82 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 12.00 = 2673.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«« < TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 15.82 RAINFALL INTENSITY(INCH/HR) = 2.89 AREA -AVERAGED Fm(INCH/HR) = 0.24 AREA -AVERAGED Fp(INCH/HR) = 0.28 AREA -AVERAGED Ap = 0.86 EFFECTIVE STREAM AREA(ACRES) = 26.20 TOTAL STREAM AREA(ACRES) = 26.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 64.48 **************************************************************************** FLOW PROCESS FROM NODE 7.00 TO NODE 9.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 465.00 ELEVATION DATA: UPSTREAM(FEET) = 1896.00 DOWNSTREAM(FEET) = 1786.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 10.990 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.599 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) NATURAL FAIR COVER "GRASS" B 4.40 0.27 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 13.18 TOTAL AREA(ACRES) = 4.40 PEAK FLOW RATE(CFS) Ap SCS Tc (DECIMAL) CN (MIN.) 0.27 1.00 86 10.99 13.18 **************************************************************************** FLOW PROCESS FROM NODE 9.00 TO NODE 10.00 IS CODE = 53 ---------------------------------------------------------------------------- »»>COMPUTE NATURAL MOUNTAIN CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA««< ---------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1786.00 DOWNSTREAM(FEET) = 1087.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 3360.00 CHANNEL SLOPE = 0.2080 CHANNEL FLOW THRU SUBAREA(CFS) = 13.18 FLOW VELOCITY(FEET/SEC) = 6.03 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 9.29 Tc(MIN.) = 20.28 LONGEST FLOWPATH FROM NODE 7.00 TO NODE 10.00 = 3825.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 10.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 20.28 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.492 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL FAIR COVER "GRASS" B 85.60 0.27 1.00 86 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.27 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 85.60 SUBAREA RUNOFF(CFS) = 171.05 EFFECTIVE AREA(ACRES) = 90.00 AREA -AVERAGED Fm(INCH/HR) = 0.27 AREA -AVERAGED Fp(INCH/HR) = 0.27 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 90.00 PEAK FLOW RATE(CFS) = 179.84 **************************************************************************** FLOW PROCESS FROM NODE 10.00 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) = 1087.00 DOWNSTREAM (FEET) = 1040.00 FLOW LENGTH(FEET) = 165.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 21.1 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 48.73 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 179.84 PIPE TRAVEL TIME(MIN.) = 0.06 Tc(MIN.) = 20.34 LONGEST FLOWPATH FROM NODE 7.00 TO NODE 12.00 = 3990.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 1 ----------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED_ STREAM -VALUES<<<<< TOTAL NUMBER NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION (MIN.) = 20.34 RAINFALL INTENSITY(INCH/HR) = 2.49 AREA -AVERAGED Fm(INCH/HR) = 0.27 AREA -AVERAGED Fp(INCH/HR) = 0.27 AREA -AVERAGED Ap = 1.00 EFFECTIVE STREAM AREA(ACRES) = 90.00 TOTAL STREAM AREA(ACRES) = 90.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 179.84 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 64.48 15.82 2.893 0.28( 0.24) 0.86 26.2 1.00 2 179.84 20.34 2.488 0.27( 0.27) 1.00 90.0 7.00 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 1 229.92 15.82 2.893 0.27( 0.26) 0.96 96.2 1.00 2 234.49 20.34 2.488 0.27( 0.26) 0.97 116.2 7.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 234.49 Tc(MIN.) = 20.34 EFFECTIVE AREA(ACRES) = 116.20 AREA -AVERAGED Fm(INCH/HR) = 0.26 AREA -AVERAGED Fp(INCH/HR) = 0.27 AREA -AVERAGED Ap = 0.97 TOTAL AREA(ACRES) = 116.20 LONGEST FLOWPATH FROM NODE 7.00 TO NODE 12.00 = 3990.00 FEET. FLOW PROCESS FROM NODE 12.00 TO NODE 22.00 IS CODE = 31 ---------------------------------------------------------------------------- --»»>COMPUTE-PIPEEFLOW- TRAVEL -TIME -THRU-SUBAREA«U »» RE FLO------------------ >USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) «« < ELEVATION DATA: UPSTREAM(FEET) = 1040.00 DOWNSTREAM(FEET) = 1031.00 FLOW LENGTH(FEET) = 1282.00 MANNING'S N = 0.013 n DEPTH OF FLOW IN 63.0 INCH PIPE IS 49.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 12.75 ESTIMATED PIPE DIAMETER(INCH) = 63.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 234.49 PIPE TRAVEL TIME(MIN.) = 1.68 Tc(MIN.) = 22.01 LONGEST FLOWPATH FROM NODE 7.00 TO NODE 22.00 = 5272.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 22.00 TO NODE 22.00 IS CODE = 81 ---------------------------------------------------------------------------- --»»>ADDITION-OF_SUBAREA-TO-MAINLINE-PEAK-FLOW<<<<< -------------------- MAINLINE Tc(MIN) = 22.01 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.373 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL B 23.20 0.45 0.10 76 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.45 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 23.20 SUBAREA RUNOFF(CFS) = 48.60 EFFECTIVE AREA(ACRES) = 139.40 AREA-AVERAGED Fm(INCH/HR) = 0.23 AREA-AVERAGED Fp(INCH/HR) = 0.28 AREA-AVERAGED Ap = 0.82 TOTAL AREA(ACRES) = 139.40 PEAK FLOW RATE(CFS) = 269.12 **************************************************************************** FLOW PROCESS FROM NODE 22.00 TO NODE 22.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 22.01 RAINFALL INTENSITY(INCH/HR) = 2.37 AREA-AVERAGED Fm(INCH/HR) = 0.23 AREA-AVERAGED Fp(INCH/HR) = 0.28 AREA-AVERAGED Ap = 0.82 EFFECTIVE STREAM AREA(ACRES) = 139.40 TOTAL STREAM AREA(ACRES) = 139.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 269.12 **************************************************************************** FLOW PROCESS FROM NODE 16.00 TO NODE 18.00 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< -->>USE-TIME-OF-CONCENTRATION_ NOMOGRAPH -FOR -INITIAL -SUBAREA«--------------- INITIAL SUBAREA FLOW-LENGTH(FEET) = 660.00 ELEVATION DATA: UPSTREAM(FEET) = 1721.00 DOWNSTREAM(FEET) = 1441.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 11.249 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.550 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) NATURAL FAIR COVER "GRASS" B 3.10 0.27 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 9.14 TOTAL AREA(ACRES) = 3.10 PEAK FLOW RATE(CFS) Ap SCS Tc (DECIMAL) CN (MIN.) 1.00 86 11.25 0.27 9.14 **************************************************************************** FLOW PROCESS FROM NODE 18.00 TO NODE 20.00 IS CODE = 53 -- ---------------------------------------------------------------------- »»>COMPUTE NATURAL MOUNTAIN CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA««< ELEVATION DATA: UPSTREAM(FEET) = 1441.00 DOWNSTREAM(FEET) = 1038.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 2399.00 CHANNEL SLOPE = 0.1680 CHANNEL FLOW THRU SUBAREA(CFS) = 9.14 FLOW VELOCITY(FEET/SEC) = 4.80 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 8.34 Tc(MIN.) = 19.59 LONGEST FLOWPATH FROM NODE 16.00 TO NODE 20.00 = 3059.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 20.00 TO NODE 20.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 19.59 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.545 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL FAIR COVER "GRASS" B 30.30 0.27 1.00 86 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.27 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 30.30 SUBAREA RUNOFF(CFS) = 61.98 EFFECTIVE AREA(ACRES) = 33.40 AREA -AVERAGED Fm(INCH/HR) = 0.27 AREA -AVERAGED Fp(INCH/HR) = 0.27 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 33.40 PEAK FLOW RATE(CFS) = 68.32 **************************************************************************** FLOW PROCESS FROM NODE 20.00 TO NODE 22.00 IS CODE = 31 ® ------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ---------------------------------------------------------------------- ® ELEVATION DATA: UPSTREAM(FEET) = 1038.00 DOWNSTREAM(FEET) = 1030.00 FLOW LENGTH(FEET) = 110.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 18.9 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 22.94 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 68.32 PIPE TRAVEL TIME(MIN.) = 0.08 Tc(MIN.) = 19.67 LONGEST FLOWPATH FROM NODE 16.00 TO NODE 22.00 = 3169.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 22.00 TO NODE 22.00 IS CODE = 1 . ------------------------------------------------- -- »>>>DESIGNATE - INDEPENDENT - STREAM - FOR - CONFLUENCE««< --------------------- »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< . TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 19.67 RAINFALL INTENSITY(INCH/HR) = 2.54 . AREA -AVERAGED Fm(INCH/HR) = 0.27 AREA -AVERAGED Fp(INCH/HR) = 0.27 AREA -AVERAGED Ap = 1.00 EFFECTIVE STREAM AREA(ACRES) = 33.40 TOTAL STREAM AREA(ACRES) = 33.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 68.32 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 268.98 17.50 2.723 0.28( 0.22) 0.79 119.4 1.00 . 1 269.12 22.01 2.373 0.28( 0.23) 0.82 139.4 7.00 2 68.32 19.67 2.539 0.27( 0.27) 1.00 33.4 16.00 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 1 334.71 17.50 2.723 0.28( 0.23) 0.84 149.1 1.00 2 332.43 22.01 2.373 0.28( 0.24) 0.86 172.8 7.00 3 337.37 19.67 2.539 0.28( 0.23) 0.85 162.4 16.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 337.37 Tc(MIN.) = 19.67 EFFECTIVE AREA(ACRES) = 162.41 AREA -AVERAGED Fm(INCH/HR) = 0.23 AREA -AVERAGED Fp(INCH/HR) = 0.28 AREA -AVERAGED Ap = 0.85 TOTAL AREA(ACRES) = 172.80 LONGEST FLOWPATH FROM NODE 7.00 TO NODE 22.00 = 5272.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 22.00 TO NODE 32.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 1030.00 DOWNSTREAM(FEET) = 1021.00 FLOW LENGTH(FEET) = 230.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 54.0 INCH PIPE IS 39.7 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 26.94 ESTIMATED PIPE DIAMETER(INCH) = 54.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 337.37 PIPE TRAVEL TIME(MIN.) = 0.14 Tc(MIN.) = 19.81 LONGEST FLOWPATH FROM NODE 7.00 TO NODE 32.00 = 5502.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 32.00 TO NODE 32.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« <<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 19.81 RAINFALL INTENSITY(INCH/HR) = 2.53 AREA -AVERAGED Fm(INCH/HR) = 0.23 AREA -AVERAGED Fp(INCH/HR) = 0.28 AREA -AVERAGED Ap = 0.85 EFFECTIVE STREAM AREA(ACRES) = 162.41 TOTAL STREAM AREA(ACRES) = 172.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 337.37 **************************************************************************** FLOW PROCESS FROM NODE 26.00 TO NODE 28.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 905.00 ELEVATION DATA: UPSTREAM(FEET) = 1841.00 DOWNSTREAM(FEET) = 1441.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 12.658 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.307 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) NATURAL FAIR COVER "GRASS" B 10.80 0.27 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 29.50 TOTAL AREA(ACRES) = 10.80 PEAK FLOW RATE(CFS) Ap SCS Tc (DECIMAL) CN (MIN.) 0.27 1.00 86 12.66 WoMil] C' 0 L n d **************************************************************************** FLOW PROCESS FROM NODE 28.00 TO NODE 30.00 IS CODE = 53 ---------------------------------------------------------------------------- »»>COMPUTE NATURAL MOUNTAIN CHANNEL FLOW««< >>>>>TRAVELTIME THRU SUBAREA««< ----------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1441.00 DOWNSTREAM(FEET) = 1080.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 144.00 CHANNEL SLOPE = 2.5069 NOTE: CHANNEL SLOPE OF .5 WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 29.50 FLOW VELOCITY(FEET/SEC) = 12.22 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 0.20 Tc(MIN.) = 12.85 LONGEST FLOWPATH FROM NODE 26.00 TO NODE 30.00 = 1049.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 30.00 TO NODE 30.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 12.85 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.276 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL FAIR COVER "GRASS" B 36.90 0.27 1.00 86 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.27 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 36.90 SUBAREA RUNOFF(CFS) = 99.78 EFFECTIVE AREA(ACRES) = 47.70 AREA -AVERAGED Fm(INCH/HR) = 0.27 AREA -AVERAGED Fp(INCH/HR) = 0.27 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 47.70 PEAK FLOW RATE(CFS) = 128.98 **************************************************************************** FLOW PROCESS FROM NODE 30.00 TO NODE 32.00 IS CODE = 31 ---------------------------------------------------------------------------- --»»>COMPUTE-PIPE-FLOW-TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1080.00 DOWNSTREAM(FEET) = 1021.00 FLOW LENGTH(FEET) = 1489.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 29.4 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 20.87 ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 128.98 PIPE TRAVEL TIME(MIN.) = 1.19 Tc(MIN.) = 14.04 LONGEST FLOWPATH FROM NODE 26.00 TO NODE 32.00 = 2538.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 32.00 TO NODE 32.00 IS CODE = 1 ----------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< --»»>AND- COMPUTE -VARIOUS -CONFLUENCED- STREAM -VALUES<<<<< ---------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 14.04 RAINFALL INTENSITY(INCH/HR) = 3.11 AREA -AVERAGED Fm(INCH/HR) = 0.27 AREA -AVERAGED Fp(INCH/HR) = 0.27 AREA -AVERAGED Ap = 1.00 EFFECTIVE STREAM AREA(ACRES) = 47.70 TOTAL STREAM AREA(ACRES) = 47.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 128.98 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 334.71 17.64 2.710 0.28( 0.23) 0.84 149.1 1.00 1 332.43 22.16 2.363 0.28( 0.24) 0.86 172.8 7.00 1 337.37 19.81 2.528 0.28( 0.23) 0.85 162.4 16.00 2 128.98 14.04 3.107 0.27( 0.27) 1.00 47.7 26.00 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 1 445.62 17.64 2.710 0.27( 0.24) 0.88 196.8 1.00 2 439.99 19.81 2.528 0.27( 0.24) 0.88 210.1 16.00 3 427.59 22.16 2.363 0.27( 0.24) 0.89 220.5 7.00 4 438.15 14.04 3.107 0.27( 0.24) 0.88 166.4 26.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 445.62 Tc(MIN.) = 17.64 EFFECTIVE AREA(ACRES) = 196.83 AREA -AVERAGED Fm(INCH/HR) = 0.24 AREA -AVERAGED Fp(INCH/HR) = 0.27 AREA -AVERAGED Ap = 0.88 TOTAL AREA(ACRES) = 220.50 LONGEST FLOWPATH FROM NODE 7.00 TO NODE 32.00 = 5502.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 32.00 TO NODE 33.00 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1021.00 DOWNSTREAM(FEET) = 1011.00 FLOW LENGTH(FEET) = 1230.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 78.0 INCH PIPE IS 61.7 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 15.82 ESTIMATED PIPE DIAMETER(INCH) = 78.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 445.62 PIPE TRAVEL TIME(MIN.) = 1.30 Tc(MIN.) = 18.94 LONGEST FLOWPATH FROM NODE 7.00 TO NODE 33.00 = 6732.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 33.00 TO NODE 33.00 IS CODE = 81 ---------------------------------------------------------------------------- --»»>ADDITION-OF-SUBAREA-TO_MAINLINE-PEAK_FLOW<<<<< -------------------- MAINLINE Tc(MIN) = 18.94 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.597 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL B 16.20 0.45 0.10 76 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.45 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 16.20 SUBAREA RUNOFF(CFS) = 37.20 EFFECTIVE AREA(ACRES) = 213.03 AREA -AVERAGED Fm(INCH/HR) = 0.23 AREA -AVERAGED Fp(INCH/HR) = 0.28 AREA -AVERAGED Ap = 0.82 TOTAL AREA(ACRES) = 236.70 PEAK FLOW RATE(CFS) = 454.63 **************************************************************************** FLOW PROCESS FROM NODE 33.00 TO NODE 54.00 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< -_»»>USING- COMPUTER -ESTIMATED -PIPESIZE-(NON-PRESSURE_FLOW)<<<<<-------- ELEVATION DATA: UPSTREAM(FEET) = 1011.00 DOWNSTREAM(FEET) = 1010.00 ' FLOW LENGTH(FEET) = 72.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 72.0 INCH PIPE IS 55.2 INCHES PIPE- FLOW VELOCITY(FEET/SEC.) = 19.55 ESTIMATED PIPE DIAMETER(INCH) = 72.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 454.63 PIPE TRAVEL TIME(MIN.) = 0.06 Tc(MIN.) = 19.00 LONGEST FLOWPATH FROM NODE 7.00 TO NODE 54.00 = 6804.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 54.00 TO NODE 54.00 IS CODE = 10 ---------------------------------------------------------------------------- '--»»>MAIN-STREAM-MEMORY-COPIED-ONTO-MEMORY-BANK-#-1_<<<<<-------------- **************************************************************************** ' --FLOW PROCESS FROM NODE 36.00 TO NODE 38.00 IS CODE = 21 ---------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 365.00 ELEVATION DATA: UPSTREAM(FEET) = 1121.00 DOWNSTREAM(FEET) = 1065.00 A l� i1 n C' L Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 10.878 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.622 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) NATURAL FAIR COVER "GRASS" B 4.70 0.27 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 14.17 TOTAL AREA(ACRES) = 4.70 PEAK FLOW RATE(CFS) Ap SCS Tc (DECIMAL) CN (MIN.) 1.00 86 10.88 0.27 14.17 **************************************************************************** FLOW PROCESS FROM NODE 38.00 TO NODE 40.00 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< - -------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1065.00 DOWNSTREAM(FEET) = 1046.00 FLOW LENGTH(FEET) = 233.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 15.0 INCH PIPE IS 10.0 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 16.23 ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 14.17 PIPE TRAVEL TIME(MIN.) = 0.24 Tc(MIN.) = 11.12 LONGEST FLOWPATH FROM NODE 36.00 TO NODE 40.00 = 598.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 40.00 TO NODE 40.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 11.12 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.575 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL B 2.90 0.45 0.10 76 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.45 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 2.90 SUBAREA RUNOFF(CFS) = 9.21 EFFECTIVE AREA(ACRES) = 7.60 AREA -AVERAGED Fm(INCH/HR) = 0.19 AREA -AVERAGED Fp(INCH/HR) = 0.28 AREA -AVERAGED Ap = 0.66 TOTAL AREA(ACRES) = 7.60 PEAK FLOW RATE(CFS) = 23.18 **************************************************************************** FLOW PROCESS FROM NODE 40.00 TO NODE 42.00 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< L f', »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1046.00 DOWNSTREAM(FEET) = 1045.00 FLOW LENGTH(FEET) = 282.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 23.9 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 5.53 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 23.18 PIPE TRAVEL TIME(MIN.) = 0.85 Tc(MIN.) = 11.97 LONGEST FLOWPATH FROM NODE 36.00 TO NODE 42.00 = 880.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 42.00 TO NODE 42.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 11.97 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.420 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL B 11.90 0.45 0.10 76 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.45 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 11.90 SUBAREA RUNOFF(CFS) = 36.14 EFFECTIVE AREA(ACRES) = 19.50 AREA -AVERAGED Fm(INCH/HR) = 0.10 AREA -AVERAGED Fp(INCH/HR) = 0.32 AREA -AVERAGED Ap = 0.32 TOTAL AREA(ACRES) = 19.50 PEAK FLOW RATE(CFS) = 58.27 FLOW PROCESS FROM NODE 42.00 TO NODE 50.00 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< --»»>USING- COMPUTER -ESTIMATED -PIPESIZE-(NON_PRESSURE-FLOW)<<<<<-------- ELEVATION DATA: UPSTREAM(FEET) = 1045.00 DOWNSTREAM(FEET) = 1042.00 FLOW LENGTH(FEET) = 281.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 25.9 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 10.70 ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 58.27 PIPE TRAVEL TIME(MIN.) = 0.44 Tc(MIN.) = 12.41 LONGEST FLOWPATH FROM NODE 36.00 TO NODE 50.00 = 1161.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 50.00 TO NODE 50.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS =-==2______________________________________________ CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 12.41 RAINFALL INTENSITY(INCH/HR) = 3.35 AREA -AVERAGED Fm(INCH/HR) = 0.10 AREA -AVERAGED Fp(INCH/HR) = 0.32 AREA -AVERAGED Ap = 0.32 EFFECTIVE STREAM AREA(ACRES) = 19.50 TOTAL STREAM AREA(ACRES) = 19.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 58.27 **************************************************************************** FLOW PROCESS FROM NODE 44.00 TO NODE 46.00 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< -->>USE-TIME_OF-CONCENTRATION- NOMOGRAPH -FOR -INITIAL -SUBAREA«--------------- INITIAL SUBAREA FLOW-LENGTH(FEET) = 315.00 ELEVATION DATA: UPSTREAM(FEET) = 1291.00 DOWNSTREAM(FEET) = 1207.00 �l Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 9.182 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.009 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.) NATURAL FAIR COVER "GRASS" B 0.70 0.27 1.00 86 9.18 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.27 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 2.35 TOTAL AREA(ACRES) = 0.70 PEAK FLOW RATE(CFS) = 2.35 **************************************************************************** FLOW PROCESS FROM NODE 46.00 TO NODE 48.00 IS CODE = 53 ---------------------------------------------------------------------------- »»>COMPUTE NATURAL MOUNTAIN CHANNEL FLOW««< ==»»>TRAVELTIME-THRU -SUBAREA««<_________________________________________ ELEVATION DATA: UPSTREAM(FEET) = 1207.00 DOWNSTREAM(FEET) = 1075.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 698.00 CHANNEL SLOPE = 0.1891 CHANNEL FLOW THRU SUBAREA(CFS) = 2.35 FLOW VELOCITY(FEET/SEC) = 3.24 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 3.59 Tc(MIN.) = 12.77 LONGEST FLOWPATH FROM NODE 44.00 TO NODE 48.00 = 1013.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 48.00 TO NODE 48.00 IS CODE = 81 -------- ----------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 12.77 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.289 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL FAIR COVER "GRASS" B 7.90 0.27 1.00 86 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.27 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 7.90 SUBAREA RUNOFF(CFS) = 21.45 EFFECTIVE AREA(ACRES) = 8.60 AREA -AVERAGED Fm(INCH/HR) = 0.27 AREA -AVERAGED Fp(INCH/HR) = 0.27 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 8.60 PEAK FLOW RATE(CFS) = 23.35 **************************************************************************** FLOW PROCESS FROM NODE 48.00 TO NODE 50.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1075.00 DOWNSTREAM(FEET) = 1042.00 FLOW LENGTH(FEET) = 169.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 15.0 INCH PIPE IS 10.5 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 25.40 ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 23.35 PIPE TRAVEL TIME(MIN.) = 0.11 Tc(MIN.) = 12.88 LONGEST FLOWPATH FROM NODE 44.00 TO NODE 50.00 = 1182.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 50.00 TO NODE 50.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 2 n CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 12.88 RAINFALL INTENSITY(INCH/HR) = 3.27 AREA -AVERAGED Fm(INCH/HR) = 0.27 AREA -AVERAGED Fp(INCH/HR) = 0.27 AREA -AVERAGED Ap = 1.00 EFFECTIVE STREAM AREA(ACRES) = 8.60 TOTAL STREAM AREA(ACRES) = 8.60 PEAK FLOW RATE(CFS) AT CONFLUENCE = 23.35 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 58.27 12.41 3.347 0.32( 0.10) 0.32 19.5 36.00 2 23.35 12.88 3.272 0.27( 0.27) 1.00 8.6 44.00 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 81.31 12.41 3.347 0.29( 0.15) 0.52 27.8 36.00 2 80.27 12.88 3.272 0.29( 0.15) 0.53 28.1 44.00 0 -1 F COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 81.31 Tc(MIN.) = 12.41 EFFECTIVE AREA(ACRES) = 27.78 AREA -AVERAGED Fm(INCH/HR) = 0.15 AREA -AVERAGED Fp(INCH/HR) = 0.29 AREA -AVERAGED Ap = 0.52 TOTAL AREA(ACRES) = 28.10 LONGEST FLOWPATH FROM NODE 44.00 TO NODE 50.00 = 1182.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 50.00 TO NODE 52.00 IS CODE = 31 -- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1042.00 DOWNSTREAM(FEET) = 1034.00 FLOW LENGTH(FEET) = 490.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 28.8 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 13.39 ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 81.31 PIPE TRAVEL TIME(MIN.) = 0.61 Tc(MIN.) = 13.01 LONGEST FLOWPATH FROM NODE 44.00 TO NODE 52.00 = 1672.00 FEET. **************************************************************************** **************************************************************************** FLOW PROCESS FROM NODE 31.00 TO NODE 33.00 IS CODE = 21 -------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< FLOW PROCESS FROM NODE 52.00 TO NODE 52.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 13.01 RAINFALL INTENSITY(INCH/HR) = 3.25 AREA -AVERAGED Fm(INCH/HR) = 0.15 AREA -AVERAGED Fp(INCH/HR) = 0.29 AREA -AVERAGED Ap = 0.52 EFFECTIVE STREAM AREA(ACRES) = 27.78 TOTAL STREAM AREA(ACRES) = 28.10 PEAK FLOW RATE(CFS) AT CONFLUENCE = 81.31 **************************************************************************** FLOW PROCESS FROM NODE 31.00 TO NODE 33.00 IS CODE = 21 -------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< 0 n P".1 L J 7 n n 161 INITIAL SUBAREA FLOW-LENGTH(FEET) = 615.00 ELEVATION DATA: UPSTREAM(FEET) = 1081.00 DOWNSTREAM(FEET) = 1038.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 6.753 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.821 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.) COMMERCIAL B 2.80 0.45 0.10 76 6.75 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.45 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 12.03 TOTAL AREA(ACRES) = 2.80 PEAK FLOW RATE(CFS) = 12.03 **************************************************************************** FLOW PROCESS FROM NODE 33.00 TO NODE 35.00 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1038.00 DOWNSTREAM(FEET) = 1035.00 FLOW LENGTH(FEET) = 1063.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 17.5 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 4.43 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 12.03 PIPE TRAVEL TIME(MIN.) = 4.00 Tc(MIN.) = 10.76 LONGEST FLOWPATH FROM NODE 31.00 TO NODE 35.00 = 1678.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 35.00 TO NODE 35.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 10.76 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.646 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL B 10.40 0.45 0.10 76 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.45 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 10.40 SUBAREA RUNOFF(CFS) = 33.71 EFFECTIVE AREA(ACRES) = 13.20 AREA -AVERAGED Fm(INCH/HR) = 0.05 AREA -AVERAGED Fp(INCH/HR) = 0.45 AREA -AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 13.20 PEAK FLOW RATE(CFS) = 42.78 **************************************************************************** FLOW PROCESS FROM NODE 35.00 TO NODE 52.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1035.00 DOWNSTREAM(FEET) = 1034.00 FLOW LENGTH(FEET) = 99.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 33.0 INCH PIPE IS 22.9 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 9.75 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 42.78 PIPE TRAVEL TIME(MIN.) = 0.17 Tc(MIN.) = 10.92 LONGEST FLOWPATH FROM NODE 31.00 TO NODE 52.00 = 1777.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 52.00 TO NODE 52.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< 1 L C L >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 10.92 RAINFALL INTENSITY(INCH/HR) = 3.61 AREA -AVERAGED Fm(INCH/HR) = 0.05 AREA -AVERAGED Fp(INCH/HR) = 0.45 AREA -AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 13.20 TOTAL STREAM AREA(ACRES) = 13.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 42.78 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 81.31 13.01 3.252 0.29( 0.15) 0.52 27.8 36.00 1 80.27 13.49 3.182 0.29( 0.15) 0.53 28.1 44.00 2 42.78 10.92 3.612 0.45( 0.05) 0.10 13.2 31.00 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 1 119.78 13.01 3.252 0.30( 0.12) 0.39 41.0 36.00 2 117.89 13.49 3.182 0.30( 0.12) 0.39 41.3 44.00 3 118.97 10.92 3.612 0.31( 0.11) 0.37 36.5 31.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 119.78 Tc(MIN.) = 13.01 EFFECTIVE AREA(ACRES) = 40.98 AREA -AVERAGED Fm(INCH/HR) = 0.12 AREA -AVERAGED Fp(INCH/HR) = 0.30 AREA -AVERAGED Ap = 0.39 TOTAL AREA(ACRES) = 41.30 LONGEST FLOWPATH FROM NODE 31.00 TO NODE 52.00 = 1777.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 52.00 TO NODE 54.00 IS CODE = 31 ---------------------------------------------------------------------------- --»»>COMPUTE_PIPEEFLOW- TRAVEL -TIME -THRU-SUBAREA«U »» RE FLO------------------ >USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1034.00 DOWNSTREAM(FEET) = 1010.00 o FLOW LENGTH(FEET) = 189.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 21.1 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 32.52 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 119.78 PIPE TRAVEL TIME(MIN.) = 0.10 Tc(MIN.) = 13.11 LONGEST FLOWPATH FROM NODE 31.00 TO NODE 54.00 = 1966.00 FEET. 'J J 0 **************************************************************************** FLOW PROCESS FROM NODE 54.00 TO NODE 54.00 IS CODE = 11 ---------------------------------------------------------------------------- »»>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN -STREAM MEMORY««< ** MAIN STREAM CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) 1 118.97 11.02 3.593 0.31( 0.11) 2 119.78 13.11 3.238 0.30( 0.12) 3 117.89 13.59 3.169 0.30( 0.12) LONGEST FLOWPATH FROM NODE 31.00 TO NODE Ap Ae HEADWATER (ACRES) NODE 0.37 36.5 31.00 0.39 41.0 36.00 0.39 41.3 44.00 54.00 = 1966.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER d u r 0 [I L_j' 11 0 s NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) NUMBER (CFS) (MIN.) (ACRES) NODE 1 447.34 15.40 2.940 0.28( 0.22) 0.81 182.6 26.00 2 454.63 19.00 2.592 0.28( 0.23) 0.82 213.0 1.00 3 449.13 21.17 2.429 0.28( 0.23) 0.83 226.3 16.00 4 437.49 23.52 2.280 0.28( 0.23) 0.83 236.7 7.00 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 267.6 54.00 = 0.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 516.15 11.02 3.593 0.28( 0.20) 0.72 167.2 31.00 2 542.41 13.11 3.238 0.28( 0.20) 0.72 196.4 36.00 3 545.95 13.59 3.169 0.28( 0.20) 0.73 202.5 44.00 4 556.38 15.40 2.940 0.28( 0.21) 0.73 223.9 26.00 5 550.23 19.00 2.592 0.28( 0.21) 0.75 254.3 1.00 6 538.45 21.17 2.429 0.28( 0.21) 0.76 267.6 16.00 7 521.05 23.52 2.280 0.28( 0.21) 0.77 278.0 7.00 TOTAL AREA(ACRES) = 278.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 556.38 Tc(MIN.) = 15.403 EFFECTIVE AREA(ACRES) = 223.93 AREA -AVERAGED Fm(INCH/HR) = 0.21 AREA -AVERAGED Fp(INCH/HR) = 0.28 AREA -AVERAGED Ap = 0.73 TOTAL AREA(ACRES) = 278.00 LONGEST FLOWPATH FROM NODE 31.00 TO NODE 54.00 = 1966.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 54.00 TO NODE 60.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ----------------------------------- _ ELEVATION DATA: UPSTREAM(FEET) = 1010.00 DOWNSTREAM(FEET) 1009.00 - FLOW LENGTH(FEET) = 252.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 96.0 INCH PIPE IS 78.1 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 12.70 ESTIMATED PIPE DIAMETER(INCH) = 96.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 556.38 PIPE TRAVEL TIME(MIN.) = 0.33 Tc(MIN.) = 15.73 LONGEST FLOWPATH FROM NODE 31.00 TO NODE 60.00 = 2218.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 60.00 TO NODE 60.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 15.73 RAINFALL INTENSITY(INCH/HR) = 2.90 AREA -AVERAGED Fm(INCH/HR) = 0.21 AREA -AVERAGED Fp(INCH/HR) = 0.28 AREA -AVERAGED Ap = 0.73 EFFECTIVE STREAM AREA(ACRES) = 223.93 TOTAL STREAM AREA(ACRES) = 278.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 556.38 **************************************************************************** FLOW PROCESS FROM NODE 44.00 TO NODE 56.00 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 260.00 ELEVATION DATA: UPSTREAM(FEET) = 1291.00 DOWNSTREAM(FEET) = 1211.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 8.264 Ll 1_1 I fl * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.271 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) NATURAL FAIR COVER "GRASS" B 0.80 0.27 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 2.88 TOTAL AREA(ACRES) = 0.80 PEAK FLOW RATE(CFS) Ap SCS Tc (DECIMAL) CN (MIN.) 0.27 1.00 86 8.26 2.88 **************************************************************************** FLOW PROCESS FROM NODE 56.00 TO NODE 58.00 IS CODE = 53 »»>COMPUTE NATURAL MOUNTAIN CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA««< ELEVATION DATA: UPSTREAM(FEET) = 1211.00 DOWNSTREAM(FEET) = 1060.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 656.00 CHANNEL SLOPE = 0.2302 CHANNEL FLOW THRU SUBAREA(CFS) = 2.88 FLOW VELOCITY(FEET/SEC) = 3.82 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 2.86 Tc(MIN.) = 11.13 LONGEST FLOWPATH FROM NODE 44.00 TO NODE 58.00 = 916.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 58.00 TO NODE 58.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 11.13 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.573 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL FAIR COVER "GRASS" B 4.90 0.27 1.00 86 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.27 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 4.90 SUBAREA RUNOFF(CFS) = 14.56 EFFECTIVE AREA(ACRES) = 5.70 AREA -AVERAGED Fm(INCH/HR) = 0.27 AREA -AVERAGED Fp(INCH/HR) = 0.27 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 5.70 PEAK FLOW RATE(CFS) = 16.93 **************************************************************************** FLOW PROCESS FROM NODE 58.00 TO NODE 60.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1060.00 DOWNSTREAM(FEET) = 1009.00 FLOW LENGTH(FEET) = 111.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 12.0 INCH PIPE IS 7.5 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 32.61 ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 16.93 PIPE TRAVEL TIME(MIN.) = 0.06 Tc(MIN.) = 11.18 LONGEST FLOWPATH FROM NODE 44.00 TO NODE 60.00 = 1027.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 60.00 TO NODE 60.00 IS CODE---------------------------------------------------------------------------- = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES ««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 11.18 RAINFALL INTENSITY(INCH/HR) = 3.56 L n 2 AREA -AVERAGED Fm(INCH/HR) = 0.27 AREA -AVERAGED Fp(INCH/HR) = 0.27 AREA -AVERAGED Ap = 1.00 EFFECTIVE STREAM AREA(ACRES) = 5.70 TOTAL STREAM AREA(ACRES) = 5.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 16.93 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 516.15 11.35 3.530 0.28( 0.20) 0.72 167.2 31.00 1 542.41 13.44 3.190 0.28( 0.20) 0.72 196.4 36.00 1 545.95 13.92 3.123 0.28( 0.20) 0.73 202.5 44.00 1 556.38 15.73 2.902 0.28( 0.21) 0.73 223.9 26.00 1 550.23 19.33 2.565 0.28( 0.21) 0.75 254.3 1.00 1 538.45 21.50 2.407 0.28( 0.21) 0.76 267.6 16.00 1 521.05 23.85 2.261 0.28( 0.21) 0.77 278.0 7.00 2 16.93 11.18 3.562 0.27( 0.27) 1.00 5.7 44.00 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 1 532.92 11.35 3.530 0.28( 0.20) 0.73 172.9 31.00 2 557.43 13.44 3.190 0.28( 0.20) 0.73 202.1 36.00 3 560.63 13.92 3.123 0.28( 0.21) 0.73 208.2 44.00 4 569.92 15.73 2.902 0.28( 0.21) 0.74 229.6 26.00 5 562.03 19.33 2.565 0.28( 0.21) 0.75 260.0 1.00 6 549.43 21.50 2.407 0.28( 0.21) 0.76 273.3 16.00 7 531.29 23.85 2.261 0.28( 0.21) 0.77 283.7 7.00 8 530.23 11.18 3.562 0.28( 0.20) 0.73 170.4 44.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 569.92 Tc(MIN.) = 15.73 EFFECTIVE AREA(ACRES) = 229.63 AREA -AVERAGED Fm(INCH/HR) = 0.21 AREA -AVERAGED Fp(INCH/HR) = 0.28 AREA -AVERAGED Ap = 0.74 TOTAL AREA(ACRES) = 283.70 LONGEST FLOWPATH FROM NODE 31.00 TO NODE 60.00 = 2218.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 60.00 TO NODE 62.00 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1009.00 DOWNSTREAM(FEET) = 1001.00 FLOW LENGTH(FEET) = 112.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 57.0 INCH PIPE IS 44.9 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 38.03 ESTIMATED PIPE DIAMETER(INCH) = 57.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 569.92 PIPE TRAVEL TIME(MIN.) = 0.05 Tc(MIN.) = 15.78 LONGEST FLOWPATH FROM NODE 31.00 TO NODE 62.00 = 2330.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 62.00 TO NODE 84.00 IS CODE = 51 ---------------------------------------------------------------------------- --»»>COMPUTE- TRAPEZOIDAL ANEL FLOW««< »» ------------------ >TRAVELTIME THRU SUBAREBARE( A (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 1001.00 DOWNSTREAM(FEET) = 999.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 420.00 CHANNEL SLOPE = 0.0036 CHANNEL BASE(FEET) = 120.00 "Z" FACTOR = 0.010 MANNING'S FACTOR = 0.020 MAXIMUM DEPTH(FEET) = 20.00 CHANNEL FLOW THRU SUBAREA(CFS) = 569.92 FLOW VELOCITY(FEET/SEC) = 4.53 FLOW DEPTH(FEET) = 1.05 TRAVEL TIME(MIN.) = 1.54 Tc(MIN.) = 17.33 LONGEST FLOWPATH FROM NODE 31.00 TO NODE 84.00 = 2750.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 84.00 TO NODE 84.00 IS CODE = 81 ---------------------------------------------------------------------------- '--»»>ADDITION-OF_SUBAREA-TO-MAINLINE-PEAK-FLOW<<<<< -------------------- MAINLINE Tc(MIN) = 17.33 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.739 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL FAIR COVER "GRASS" B 12.40 0.27 1.00 86 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.27 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 12.40 SUBAREA RUNOFF(CFS) = 27.53 EFFECTIVE AREA(ACRES) = 242.03 AREA -AVERAGED Fm(INCH/HR) = 0.21 AREA -AVERAGED Fp(INCH/HR) = 0.28 AREA -AVERAGED Ap = 0.75 TOTAL AREA(ACRES) = 296.10 PEAK FLOW RATE(CFS) = 569.92 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE **************************************************************************** FLOW PROCESS FROM NODE 84.00 TO NODE 84.00 IS CODE = 10 r--»»>MAIN-STREAM- MEMORY _COPIED ONTO -MEMORY -BANK -#-2-<<<<<-------------- **************************************************************************** FLOW PROCESS FROM NODE 66.00 TO NODE 68.00 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< -->>USE-TIME-OF-CONCENTRATION_ NOMOGRAPH -FOR -INITIAL -SUBAREA«--------------- INITIAL SUBAREA FLOW-LENGTH(FEET) = 296.00 ELEVATION DATA: UPSTREAM(FEET) = 1053.00 DOWNSTREAM(FEET) = 1051.00 rTc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 8.043 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.341 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.) COMMERCIAL B 1.30 0.45 0.10 76 8.04 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.45 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 5.03 ' TOTAL AREA(ACRES) = 1.30 PEAK FLOW RATE(CFS) = 5.03 **************************************************************************** FLOW PROCESS FROM NODE 68.00 TO NODE 70.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1051.00 DOWNSTREAM(FEET) = 1048.00 FLOW LENGTH(FEET) = 455.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 15.0 INCH PIPE IS 12.1 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 4.75 ' ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.03 PIPE TRAVEL TIME(MIN.) = 1.60 Tc(MIN.) = 9.64 LONGEST FLOWPATH FROM NODE 66.00 TO NODE 70.00 = 751.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 70.00 TO NODE 70.00 IS CODE = 81 i� [1 0 n n ,1 pl- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 9.64 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.894 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL B 3.40 0.45 0.10 76 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.45 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 3.40 SUBAREA RUNOFF(CFS) = 11.78 EFFECTIVE AREA(ACRES) = 4.70 AREA -AVERAGED Fm(INCH/HR) = 0.05 AREA -AVERAGED Fp(INCH/HR) = 0.45 AREA -AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 4.70 PEAK FLOW RATE(CFS) = 16.28 **************************************************************************** FLOW PROCESS FROM NODE 70.00 TO NODE 72.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1048.00 DOWNSTREAM(FEET) = 1035.00 FLOW LENGTH(FEET) = 210.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.5 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 15.28 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 16.28 PIPE TRAVEL TIME(MIN.) = 0.23 Tc(MIN.) = 9.87 LONGEST FLOWPATH FROM NODE 66.00 TO NODE 72.00 = 961.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 72.00 TO NODE 72.00 IS CODE = 81 ---------------------------------------------------------------------------- --»»>ADDITION-OF-SUBAREA-TO-MAINLINE-PEAK-FLOW<<<<< -------------------- MAINLINE Tc(MIN) = 9.87 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.840 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL B 2.00 0.45 0.10 76 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.45 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 2.00 SUBAREA RUNOFF(CFS) = 6.83 EFFECTIVE AREA(ACRES) = 6.70 AREA -AVERAGED Fm(INCH/HR) = 0.05 AREA -AVERAGED Fp(INCH/HR) = 0.45 AREA -AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 6.70 PEAK FLOW RATE(CFS) = 22.88 **************************************************************************** FLOW PROCESS FROM NODE 72.00 TO NODE 74.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ---- -------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1035.00 DOWNSTREAM(FEET) = 1017.00 FLOW LENGTH(FEET) = 810.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 17.1 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 10.91 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 22.88 PIPE TRAVEL TIME(MIN.) = 1.24 Tc(MIN.) LONGEST FLOWPATH FROM NODE 66.00 TO NODE 74.00 = 1771.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 74.00 TO NODE 74.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 11.11 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.577 ' SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL B 8.20 0.45 0.10 76 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.45 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 8.20 SUBAREA RUNOFF(CFS) = 26.06 EFFECTIVE AREA(ACRES) = 14.90 AREA -AVERAGED Fm(INCH/HR) = 0.05 AREA -AVERAGED Fp(INCH/HR) = 0.45 AREA -AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 14.90 PEAK FLOW RATE(CFS) = 47.36 **************************************************************************** FLOW PROCESS FROM NODE 74.00 TO NODE 76.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ---- ELEVATION DATA: UPSTREAM(FEET) = 1017.00 DOWNSTREAM (FEET) = 1012.00 FLOW LENGTH(FEET) = 660.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 25.2 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 8.96 ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 47.36 PIPE TRAVEL TIME(MIN.) = 1.23 Tc(MIN.) = 12.33 LONGEST FLOWPATH FROM NODE 66.00 TO NODE 76.00 = 2431.00 FEET. **************************************************************************** --FLOW-PROCESS FROM NODE 76.00 TO NODE 76.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINETc(MIN)=_==12.33_________________________________________________ * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.359 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL B 12.80 0.45 0.10 76 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.45 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 12.80 SUBAREA RUNOFF(CFS) = 38.17 EFFECTIVE AREA(ACRES) = 27.70 AREA -AVERAGED Fm(INCH/HR) = 0.05 AREA -AVERAGED Fp(INCH/HR) = 0.45 AREA -AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 27.70 PEAK FLOW RATE(CFS) = 82.61 **************************************************************************** FLOW PROCESS FROM NODE 76.00 TO NODE 77.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1012.00 DOWNSTREAM(FEET) = 1009.00 FLOW LENGTH(FEET) = 445.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 45.0 INCH PIPE IS 32.0 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 9.84 ESTIMATED PIPE DIAMETER(INCH) = 45.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 82.61 PIPE TRAVEL TIME(MIN.) = 0.75 Tc(MIN.) = 13.09 LONGEST FLOWPATH FROM NODE 66.00 TO NODE 77.00 = 2876.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 77.00 TO NODE 77.00 IS CODE = 81 ' --»»>ADDITION-OF- SUBAREA -TO- MAINLINE -PEAK -FLOW<<<<< -------------------- MAINLINE Tc(MIN) = 13.09 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.241 r C fl 7 0 r �I SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL B 7.30 0.45 0.10 76 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.45 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 7.30 SUBAREA RUNOFF(CFS) = 21.00 EFFECTIVE AREA(ACRES) = 35.00 AREA -AVERAGED Fm(INCH/HR) = 0.05 AREA -AVERAGED Fp(INCH/HR) = 0.45 AREA -AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 35.00 PEAK FLOW RATE(CFS) = 100.68 **************************************************************************** FLOW PROCESS FROM NODE 77.00 TO NODE 78.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ------------------------------------ ELEVATION DATA: UPSTREAM(FEET) = 1009.00 DOWNSTREAM(FEET) = 1008.00 FLOW LENGTH(FEET) = 389.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 57.0 INCH PIPE IS 42.2 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 7.17 ESTIMATED PIPE DIAMETER(INCH) = 57.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 100.68 PIPE TRAVEL TIME(MIN.) = 0.90 Tc(MIN.) = 13.99 LONGEST FLOWPATH FROM NODE 66.00 TO NODE 78.00 = 3265.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 78.00 TO NODE 78.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION-OF SUBAREA TO- MAINLINE -PEAK -FLOW<<<<< -------------------- MAINLINE Tc(MIN) = 13.99 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.114 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL B 6.50 0.45 0.10 76 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.45 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 6.50 SUBAREA RUNOFF(CFS) = 17.95 EFFECTIVE AREA(ACRES) = 41.50 AREA -AVERAGED Fm(INCH/HR) = 0.05 AREA -AVERAGED Fp(INCH/HR) = 0.45 AREA -AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 41.50 PEAK FLOW RATE(CFS) = 114.62 **************************************************************************** FLOW PROCESS FROM NODE 78.00 TO NODE 80.00 IS CODE = 31 -- ------------------------------------------------------------------------ »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ----------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1008.00 DOWNSTREAM(FEET) = 1003.00 FLOW LENGTH(FEET) = 960.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 51.0 INCH PIPE IS 40.3 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 9.54 ESTIMATED PIPE DIAMETER(INCH) = 51.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 114.62 PIPE TRAVEL TIME(MIN.) = 1.68 Tc(MIN.) = 15.67 LONGEST FLOWPATH FROM NODE 66.00 TO NODE 80.00 = 4225.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 80.00 TO NODE 80.00 IS CODE = 81 -- ---------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 15.67 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.909 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS n I C N-1 0 C 1 7 1 7 J i L' LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL B 9.30 0.45 0.10 76 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.45 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 9.30 SUBAREA RUNOFF(CFS) = 23.97 EFFECTIVE AREA(ACRES) = 50.80 AREA -AVERAGED Fm(INCH/HR) = 0.05 AREA -AVERAGED Fp(INCH/HR) = 0.45 AREA -AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 50.80 PEAK FLOW RATE(CFS) = 130.95 **************************************************************************** FLOW PROCESS FROM NODE 80.00 TO NODE 82.00 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1003.00 DOWNSTREAM(FEET) = 1002.00 FLOW LENGTH(FEET) = 78.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 45.0 INCH PIPE IS 36.1 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 13.77 ESTIMATED PIPE DIAMETER(INCH) = 45.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 130.95 PIPE TRAVEL TIME(MIN.) = 0.09 Tc(MIN.) = 15.76 LONGEST FLOWPATH FROM NODE 66.00 TO NODE 82.00 = 4303.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 82.00 TO NODE 82.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 15.76 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.899 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL B 3.10 0.45 0.10 76 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.45 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 3.10 SUBAREA RUNOFF(CFS) = 7.96 EFFECTIVE AREA(ACRES) = 53.90 AREA -AVERAGED Fm(INCH/HR) = 0.05 AREA -AVERAGED Fp(INCH/HR) = 0.45 AREA -AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 53.90 PEAK FLOW RATE(CFS) = 138.44 **************************************************************************** FLOW PROCESS FROM NODE 82.00 TO NODE 84.00 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ------------------------------------ ELEVATION DATA: UPSTREAM(FEET) = 1002.00 DOWNSTREAM(FEET) = 1001.00 FLOW LENGTH(FEET) = 102.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 48.0 INCH PIPE IS 39.3 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) - 12.58 ESTIMATED PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 138.44 PIPE TRAVEL TIME(MIN.) = 0.14 Tc(MIN.) = 15.90 LONGEST FLOWPATH FROM NODE 66.00 TO NODE 84.00 = 4405.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 84.00 TO NODE 84.00 IS CODE = 11 ---------------------------------------------------------------------------- --»»>CONFLUENCE-MEMORY-BANK-#-2-WITH-THE-MAIN_STREAM-MEMORY««<--_-----_- ** MAIN STREAM CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 138.44 15.90 2.884 0.45( 0.05) 0.10 53.9 66.00 LONGEST FLOWPATH FROM NODE 66.00 TO NODE 84.00 = 4405.00 FEET. ** MEMORY BANK # 2 CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 530.23 12.82 3.281 0.28( 0.21) 0.74 182.8 44.00 2 532.92 12.99 3.256 0.28( 0.21) 0.74 185.3 31.00 3 557.43 15.05 2.981 0.28( 0.21) 0.75 214.5 36.00 4 560.63 15.53 2.925 0.28( 0.21) 0.75 220.6 44.00 5 569.92 17.33 2.739 0.28( 0.21) 0.75 242.0 26.00 6 562.03 20.93 2.445 0.28( 0.21) 0.76 272.4 1.00 ' 7 549.43 23.11 2.304 0.28( 0.22) 0.77 285.7 16.00 8 531.29 25.49 2.173 0.28( 0.22) 0.78 296.1 7.00 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 84.00 = 0.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 700.97 15.90 2.884 0.28( 0.18) 0.62 278.8 66.00 2 657.50 12.82 3.281 0.28( 0.18) 0.62 226.2 44.00 3 660.83 12.99 3.256 0.28( 0.18) 0.62 229.3 31.00 4 692.94 15.05 2.981 0.28( 0.18) 0.62 265.6 36.00 5 697.81 15.53 2.925 0.28( 0.18) 0.62 273.2 44.00 5 6 701.28 17.33 2.739 0.28( 0.18) 0.64 295.9 26.00 7 679.07 20.93 2.445 0.28( 0.18) 0.65 326.3 1.00 8 659.59 23.11 2.304 0.28( 0.19) 0.67 339.6 16.00 9 635.04 25.49 2.173 0.28( 0.19) 0.68 350.0 7.00 TOTAL AREA(ACRES) = 350.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 701.28 Tc(MIN.) = 17.327 EFFECTIVE AREA(ACRES) = 295.93 AREA -AVERAGED Fm(INCH/HR) = 0.18 AREA -AVERAGED Fp(INCH/HR) = 0.28 AREA -AVERAGED Ap = 0.64 TOTAL AREA(ACRES) = 350.00 1 LONGEST FLOWPATH FROM NODE 66.00 TO NODE 84.00 = 4405.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 84.00 TO NODE 34.00 IS CODE = 51 --- ------------------------------------------------------------------------- »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 1001.00 DOWNSTREAM(FEET) = 1000.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 133.00 CHANNEL SLOPE = 0.0038 CHANNEL BASE(FEET) = 120.00 "Z" FACTOR = 0.010 MANNING'S FACTOR = 0.020 MAXIMUM DEPTH(FEET) = 20.00 CHANNEL FLOW THRU SUBAREA(CFS) = 701.28 FLOW VELOCITY(FEET/SEC) = 4.99 FLOW DEPTH(FEET) = 1.17 TRAVEL TIME(MIN.) = 0.44 Tc(MIN.) = 17.77 LONGEST FLOWPATH FROM NODE 66.00 TO NODE 34.00 = 4538.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 34.00 TO NODE 112.00 IS CODE = 31 » >>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1000.50 DOWNSTREAM(FEET) = 995.00 FLOW LENGTH(FEET) = 223.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 75.0 INCH PIPE IS 59.6 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 26.84 ' ESTIMATED PIPE DIAMETER(INCH) = 75.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 701.28 PIPE TRAVEL TIME(MIN.) = 0.14 Tc(MIN.) = 17.91 ' LONGEST FLOWPATH FROM NODE 66.00 TO NODE 112.00 = 4761.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 112.00 TO NODE 112.00 IS CODE = 10 ---------------------------------------------------------------------------- R, J L n »»>MAIN -STREAM MEMORY COPIED ONTO MEMORY BANK # 3 ««< **************************************************************************** FLOW PROCESS FROM NODE 94.00 TO NODE 96.00 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 560.00 ELEVATION DATA: UPSTREAM(FEET) = 1421.00 DOWNSTREAM(FEET) = 1331.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 12.790 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.286 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp LAND USE GROUP (ACRES) (INCH/HR) NATURAL FAIR COVER "GRASS" B 3.20 0.27 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) _ SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA RUNOFF(CFS) = 8.68 TOTAL AREA(ACRES) = 3.20 PEAK FLOW RATE(CFS) Ap SCS Tc (DECIMAL) CN (MIN.) 1.00 86 12.79 0.27 8.68 **************************************************************************** FLOW PROCESS FROM NODE 96.00 TO NODE 98.00 IS CODE = 53 »»>COMPUTE NATURAL MOUNTAIN CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA««< ELEVATION DATA: UPSTREAM(FEET) = 1331.00 DOWNSTREAM(FEET) = 1070.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 760.00 CHANNEL SLOPE = 0.3434 CHANNEL FLOW THRU SUBAREA(CFS) = 8.68 FLOW VELOCITY(FEET/SEC) = 6.74 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.88 Tc(MIN.) = 14.67 LONGEST FLOWPATH FROM NODE 94.00 TO NODE 98.00 = 1320.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 98.00 TO NODE 98.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 14.67 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.027 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL FAIR COVER "GRASS" B 16.10 0.27 1.00 86 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.27 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 16.10 SUBAREA RUNOFF(CFS) = 39.92 EFFECTIVE AREA(ACRES) = 19.30 AREA -AVERAGED Fm(INCH/HR) = 0.27 AREA -AVERAGED Fp(INCH/HR) = 0.27 AREA -AVERAGED Ap = 1.00 TOTAL AREA(ACRES) = 19.30 PEAK FLOW RATE(CFS) = 47.85 **************************************************************************** FLOW PROCESS FROM NODE 98.00 TO NODE 100.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1070.00 DOWNSTREAM(FEET) = 1048.00 FLOW LENGTH(FEET) = 130.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 13.6 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 29.01 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 0 i� J PIPE-FLOW(CFS) = 47.85 PIPE TRAVEL TIME(MIN.) = 0.07 Tc(MIN.) = 14.74 LONGEST FLOWPATH FROM NODE 94.00 TO NODE 100.00 = 1450.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 100.00 TO NODE 100.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 14.74 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.018 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL B 6.40 0.45 0.10 76 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.45 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 6.40 SUBAREA RUNOFF(CFS) = 17.12 EFFECTIVE AREA(ACRES) = 25.70 AREA -AVERAGED Fm(INCH/HR) = 0.22 AREA -AVERAGED Fp(INCH/HR) = 0.28 AREA -AVERAGED Ap = 0.78 TOTAL AREA(ACRES) = 25.70 PEAK FLOW RATE(CFS) = 64.81 **************************************************************************** FLOW PROCESS FROM NODE 100.00 TO NODE 102.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ---------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1048.00 DOWNSTREAM(FEET) = 1040.00 FLOW LENGTH(FEET) = 892.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 39.0 INCH PIPE IS 27.6 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 10.31 ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 64.81 PIPE TRAVEL TIME(MIN.) = 1.44 Tc(MIN.) = 16.19 LONGEST FLOWPATH FROM NODE 94.00 TO NODE 102.00 = 2342.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 102.00 TO NODE 102.00 IS CODE = 81 ---------------------------------------------------------------------------- --»»>ADDITION-OF-SUBAREA-TO-MAINLINE-PEAK-FLOW<<<<< -------------------- MAINLINE Tc(MIN) = 16.19 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.853 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL B 8.90 0.45 0.10 76 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.45 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 8.90 SUBAREA RUNOFF(CFS) = 22.49 EFFECTIVE AREA(ACRES) = 34.60 AREA -AVERAGED Fm(INCH/HR) = 0.17 AREA -AVERAGED Fp(INCH/HR) = 0.29 AREA -AVERAGED Ap = 0.60 TOTAL AREA(ACRES) = 34.60 PEAK FLOW RATE(CFS) = 83.51 **************************************************************************** --FLOW PROCESS FROM NODE 102.00 TO NODE 107.00 IS CODE = 31 ---------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< --»»>USING- COMPUTER -ESTIMATED -PIPESIZE-(NON-PRESSURE-FLOW)<<<<<-------- ELEVATION DATA: UPSTREAM(FEET) = 1040.00 DOWNSTREAM(FEET) = 1014.00 FLOW LENGTH(FEET) = 352.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 19.7 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 24.41 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 83.51 PIPE TRAVEL TIME(MIN.) = 0.24 Tc(MIN.) = 16.43 LONGEST FLOWPATH FROM NODE 94.00 TO NODE 107.00 = 2694.00 FEET. FLOW PROCESS FROM NODE 107.00 TO NODE 107.00 IS CODE = 1 --------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< ' TOTAL NUMBER OF STREAMS =-==2______________________________________________ CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 16.43 RAINFALL INTENSITY(INCH/HR) = 2.83 AREA -AVERAGED Fm(INCH/HR) = 0.17 AREA -AVERAGED Fp(INCH/HR) = 0.29 AREA -AVERAGED Ap = 0.60 EFFECTIVE STREAM AREA(ACRES) = 34.60 TOTAL STREAM AREA(ACRES) = 34.60 PEAK FLOW RATE(CFS) AT CONFLUENCE = 83.51 **************************************************************************** FLOW PROCESS FROM NODE 104.00 TO NODE 105.00 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 840.00 ELEVATION DATA: UPSTREAM(FEET) = 1090.00 DOWNSTREAM(FEET) = 1037.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.809 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.419 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.) COMMERCIAL B 6.40 0.45 0.10 76 7.81 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.45 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 25.19 TOTAL AREA(ACRES) = 6.40 PEAK FLOW RATE(CFS) = 25.19 **************************************************************************** --FLOW-PROCESS-FROM-NODE- 105.00 TO NODE 106.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1037.00 DOWNSTREAM(FEET) = 1020.00 FLOW LENGTH(FEET) = 1462.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 17.8 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 9.04 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 25.19 PIPE TRAVEL TIME(MIN.) = 2.70 Tc(MIN.) = 10.50 LONGEST FLOWPATH FROM NODE 104.00 TO NODE 106.00 = 2302.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 106.00 TO NODE 106.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 10.50 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.698 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL B 9.90 0.45 0.10 76 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.45 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 9.90 SUBAREA RUNOFF(CFS) = 32.55 u n EFFECTIVE AREA(ACRES) = 16.30 AREA -AVERAGED Fm(INCH/HR) = 0.05 AREA -AVERAGED Fp(INCH/HR) = 0.45 AREA -AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 16.30 PEAK FLOW RATE(CFS) = 53.59 **************************************************************************** FLOW PROCESS FROM NODE 106.00 TO NODE 107.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< >>>>>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET)== 1020.00 DOWNSTREAM(FEET) = 1014.00 FLOW LENGTH(FEET) = 265.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 22.1 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 13.85 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 53.59 PIPE TRAVEL TIME(MIN.) = 0.32 Tc(MIN.) = 10.82 LONGEST FLOWPATH FROM NODE 104.00 TO NODE 107.00 = 2567.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 107.00 TO NODE 107.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 10.82 RAINFALL INTENSITY(INCH/HR) = 3.63 AREA -AVERAGED Fm(INCH/HR) = 0.05 AREA -AVERAGED Fp(INCH/HR) = 0.45 AREA -AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 16.30 TOTAL STREAM AREA(ACRES) = 16.30 PEAK FLOW RATE(CFS) AT CONFLUENCE = 53.59 7 e ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 125.08 16.43 2.828 0.30( 0.13) 0.44 50.9 94.00 2 125.28 10.82 3.633 0.30( 0.12) 0.39 39.1 104.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 125.28 Tc(MIN.) = 10.82 EFFECTIVE AREA(ACRES) = 39.10 AREA -AVERAGED Fm(INCH/HR) = 0.12 AREA -AVERAGED Fp(INCH/HR) = 0.30 AREA -AVERAGED Ap = 0.39 TOTAL AREA(ACRES) = 50.90 LONGEST FLOWPATH FROM NODE 94.00 TO NODE 107.00 = 2694.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 107.00 TO NODE 108.00 IS CODE = 51 ---------------------------------------------------------------------------- »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) «« < ELEVATION DATA: UPSTREAM(FEET) = 1014.00 DOWNSTREAM(FEET) = 1013.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 550.00 CHANNEL SLOPE = 0.0018 CHANNEL BASE(FEET) = 180.00 "Z" FACTOR = 0.010 MANNING'S FACTOR = 0.020 MAXIMUM DEPTH(FEET) = 20.00 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 83.51 16.43 2.828 0.29( 0.17) 0.60 34.6 94.00 2 53.59 10.82 3.633 0.45( 0.05) 0.10 16.3 104.00 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. 7 e ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 125.08 16.43 2.828 0.30( 0.13) 0.44 50.9 94.00 2 125.28 10.82 3.633 0.30( 0.12) 0.39 39.1 104.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 125.28 Tc(MIN.) = 10.82 EFFECTIVE AREA(ACRES) = 39.10 AREA -AVERAGED Fm(INCH/HR) = 0.12 AREA -AVERAGED Fp(INCH/HR) = 0.30 AREA -AVERAGED Ap = 0.39 TOTAL AREA(ACRES) = 50.90 LONGEST FLOWPATH FROM NODE 94.00 TO NODE 107.00 = 2694.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 107.00 TO NODE 108.00 IS CODE = 51 ---------------------------------------------------------------------------- »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) «« < ELEVATION DATA: UPSTREAM(FEET) = 1014.00 DOWNSTREAM(FEET) = 1013.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 550.00 CHANNEL SLOPE = 0.0018 CHANNEL BASE(FEET) = 180.00 "Z" FACTOR = 0.010 MANNING'S FACTOR = 0.020 MAXIMUM DEPTH(FEET) = 20.00 CHANNEL FLOW THRU SUBAREA(CFS) = 125.28 FLOW VELOCITY(FEET/SEC) = 1.73 FLOW DEPTH(FEET) = 0.40 ' TRAVEL TIME(MIN.) = 5.29 Tc(MIN.) = 16.11 LONGEST FLOWPATH FROM NODE 94.00 TO NODE 108.00 = 3244.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 108.00 TO NODE 108.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 16.11 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.861 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN PUBLIC PARK B 3.70 0.45 0.85 76 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.45 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.85 SUBAREA AREA(ACRES) = 3.70 SUBAREA RUNOFF(CFS) = 8.25 EFFECTIVE AREA(ACRES) = 42.80 AREA -AVERAGED Fm(INCH/HR) = 0.14 AREA -AVERAGED Fp(INCH/HR) = 0.33 AREA -AVERAGED Ap = 0.43 TOTAL AREA(ACRES) = 54.60 PEAK FLOW RATE(CFS) = 125.28 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE **************************************************************************** FLOW PROCESS FROM NODE 108.00 TO NODE 108.00 IS CODE = 81 ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 16.11 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.861 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN NATURAL FAIR COVER "GRASS" B 47.90 0.27 1.00 86 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.27 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 1.00 SUBAREA AREA(ACRES) = 47.90 SUBAREA RUNOFF(CFS) = 111.62 EFFECTIVE AREA(ACRES) = 90.70 AREA -AVERAGED Fm(INCH/HR) = 0.21 AREA -AVERAGED Fp(INCH/HR) = 0.29 AREA -AVERAGED Ap = 0.73 TOTAL AREA(ACRES) = 102.50 PEAK FLOW RATE(CFS) = 216.37 **************************************************************************** FLOW PROCESS FROM NODE 108.00 TO NODE 110.00 IS CODE = 31 »>>>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1013.00 DOWNSTREAM(FEET) = 1008.00 FLOW LENGTH(FEET) = 245.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 51.0 INCH PIPE IS 38.6 INCHES ' PIPE -FLOW VELOCITY(FEET/SEC.) = 18.80 ESTIMATED PIPE DIAMETER(INCH) = 51.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 216.37 PIPE TRAVEL TIME(MIN.) = 0.22 Tc(MIN.) = 16.33 LONGEST FLOWPATH FROM NODE 94.00 TO NODE 110.00 = 3489.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 110.00 TO NODE 110.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 16.33 ' * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.838 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL B 2.50 0.45 0.10 76 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.45 ' SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 2.50 SUBAREA RUNOFF(CFS) = 6.28 EFFECTIVE AREA(ACRES) = 93.20 AREA -AVERAGED Fm(INCH/HR) = 0.21 AREA -AVERAGED Fp(INCH/HR) = 0.29 AREA -AVERAGED Ap = 0.72 TOTAL AREA(ACRES) = 105.00 PEAK FLOW RATE(CFS) = 220.78 **************************************************************************** FLOW PROCESS FROM NODE 110.00 TO NODE 111.00 IS CODE = 31 ------ -------- ----- ----- ---------- -------- ---------- -------- ---------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1008.00 DOWNSTREAM(FEET) = 1002.00 FLOW LENGTH(FEET) = 1205.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 66.0 INCH PIPE IS 51.7 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 11.07 ESTIMATED PIPE DIAMETER(INCH) = 66.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 220.78 PIPE TRAVEL TIME(MIN.) = 1.81 Tc(MIN.) = 18.14 LONGEST FLOWPATH FROM NODE 94.00 TO NODE 111.00 = 4694.00 FEET. FLOW PROCESS FROM NODE 111.00 TO NODE 111.00 IS CODE = 81 »>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 18.14 d * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.664 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL B 14.80 0.45 0.10 76 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.45 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 14.80 SUBAREA RUNOFF(CFS) = 34.89 EFFECTIVE AREA(ACRES) = 108.00 AREA -AVERAGED Fm(INCH/HR) = 0.18 AREA -AVERAGED Fp(INCH/HR) = 0.29 AREA -AVERAGED Ap = 0.63 TOTAL AREA(ACRES) = 119.80 PEAK FLOW RATE(CFS) = 241.08 **************************************************************************** FLOW PROCESS FROM NODE 111.00 TO NODE 112.00 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 1002.00 DOWNSTREAM(FEET) = 995.00 FLOW LENGTH(FEET) = 430.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 54.0 INCH PIPE IS 43.6 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 17.53 ESTIMATED PIPE DIAMETER(INCH) = 54.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 241.08 PIPE TRAVEL TIME(MIN.) = 0.41 Tc(MIN.) = 18.55 LONGEST FLOWPATH FROM NODE 94.00 TO NODE 112.00 = 5124.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 112.00 TO NODE 112.00 IS CODE = 11 ---------------------------------------------------------------------------- --»»>CONFLUENCE-MEMORY-BANK-#-3-WITH-THE-MAIN-STREAM-MEMORY««<---------- ** MAIN STREAM CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 241.08 18.55 2.629 0.29( 0.18) 0.63 108.0 104.00 2 224.58 24.18 2.243 0.29( 0.18) 0.63 119.8 94.00 LONGEST FLOWPATH FROM NODE 94.00 TO NODE 112.00 = 5124.00 FEET. 1 ** MEMORY BANK # 3 CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER ' NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 657.50 13.42 3.193 0.28( 0.18) 0.62 226.2 44.00 2 660.83 13.58 3.170 0.28( 0.18) 0.62 229.3 31.00 3 692.94 15.64 2.913 0.28( 0.18) 0.62 265.6 36.00 4 697.81 16.11 2.861 0.28( 0.18) 0.62 273.2 44.00 5 700.97 16.48 2.823 0.28( 0.18) 0.62 278.8 66.00 6 701.28 17.91 2.685 0.28( 0.18) 0.64 295.9 26.00 7 679.07 21.52 2.405 0.28( 0.18) 0.65 326.3 1.00 8 659.59 23.71 2.269 0.28( 0.19) 0.67 339.6 16.00 9 635.04 26.09 2.143 0.28( 0.19) 0.68 350.0 7.00 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 112.00 = 0.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 938.41 18.55 2.629 0.29( 0.18) 0.64 409.3 104.00 2 879.29 24.18 2.243 0.28( 0.19) 0.66 461.5 94.00 3 872.09 13.42 3.193 0.29( 0.18) 0.62 304.3 44.00 pa 4 876.35 13.58 3.170 0.29( 0.18) 0.62 308.4 31.00 5 919.73 15.64 2.913 0.29( 0.18) 0.62 356.6 36.00 6 927.06 16.11 2.861 0.29( 0.18) 0.63 367.0 44.00 7 932.09 16.48 2.823 0.29( 0.18) 0.63 374.8 66.00 8 939.36 17.91 2.685 0.29( 0.18) 0.63 400.2 26.00 9 911.44 21.52 2.405 0.28( 0.18) 0.65 440.6 1.00 10 885.55 23.71 2.269 0.28( 0.19) 0.66 458.4 16.00 11 848.72 26.09 2.143 0.28( 0.19) 0.66 469.8 7.00 TOTAL AREA(ACRES) = 469.80 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 939.36 Tc(MIN.) = 17.910 EFFECTIVE AREA(ACRES) = 400.18 AREA -AVERAGED Fm(INCH/HR) = 0.18 ' AREA -AVERAGED Fp(INCH/HR) = 0.29 AREA -AVERAGED Ap = 0.63 TOTAL AREA(ACRES) = 469.80 LONGEST FLOWPATH FROM NODE 94.00 TO NODE 112.00 = 5124.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 112.00 TO NODE 114.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ------------------------------------------ ELEVATION DATA: UPSTREAM(FEET) = 995.00 DOWNSTREAM(FEET) = 994.00 FLOW LENGTH(FEET) = 86.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 96.0 INCH PIPE IS 77.0 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 21.74 ESTIMATED PIPE DIAMETER(INCH) = 96.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 939.36 PIPE TRAVEL TIME(MIN.) = 0.07 Tc(MIN.) = 17.98 LONGEST FLOWPATH FROM NODE 94.00 TO NODE 114.00 = 5210.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 114.00 TO NODE 206.00 IS CODE = 51 ' ---------------------------------------------------------------------------- »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 986.00 DOWNSTREAM(FEET) = 983.00 ' CHANNEL LENGTH THRU SUBAREA(FEET) = 900.00 CHANNEL SLOPE = 0.0033 CHANNEL BASE(FEET) = 280.00 "Z" FACTOR = 0.010 MANNING'S FACTOR = 0.020 MAXIMUM DEPTH(FEET) = 20.00 CHANNEL FLOW THRU SUBAREA(CFS) = 939.36 ' FLOW VELOCITY(FEET/SEC) = 3.88 FLOW DEPTH(FEET) = 0.86 TRAVEL TIME(MIN.) = 3.87 Tc(MIN.) = 21.84 LONGEST FLOWPATH FROM NODE 94.00 TO NODE 206.00 = 6110.00 FEET. r L Hl J L C n **************************************************************************** FLOW PROCESS FROM NODE 206.00 TO NODE 206.00 IS CODE = 81 -------- ------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 21.84 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.384 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN PUBLIC PARK B 7.50 0.45 0.85 76 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.45 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.85 SUBAREA AREA(ACRES) = 7.50 SUBAREA RUNOFF(CFS) = 13.50 EFFECTIVE AREA(ACRES) = 407.68 AREA -AVERAGED Fm(INCH/HR) = 0.18 AREA -AVERAGED Fp(INCH/HR) = 0.29 AREA -AVERAGED Ap = 0.64 TOTAL AREA(ACRES) = 477.30 PEAK FLOW RATE(CFS) = 939.36 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE **************************************************************************** FLOW PROCESS FROM NODE 206.00 TO NODE 206.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 21.84 RAINFALL INTENSITY(INCH/HR) = 2.38 AREA -AVERAGED Fm(INCH/HR) = 0.18 AREA -AVERAGED Fp(INCH/HR) = 0.29 AREA -AVERAGED Ap = 0.64 EFFECTIVE STREAM AREA(ACRES) = 407.68 TOTAL STREAM AREA(ACRES) = 477.30 PEAK FLOW RATE(CFS) AT CONFLUENCE = 939.36 **************************************************************************** FLOW PROCESS FROM NODE 200.00 TO NODE 202.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 330.00 ELEVATION DATA: UPSTREAM(FEET) = 1016.00 DOWNSTREAM(FEET) = 1007.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM TC(MIN.) = 6.355 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 5.000 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.) COMMERCIAL B 2.40 0.45 0.10 76 6.36 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.45 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA RUNOFF(CFS) = 10.70 TOTAL AREA(ACRES) = 2.40 PEAK FLOW RATE(CFS) = 10.70 **************************************************************************** FLOW PROCESS FROM NODE 202.00 TO NODE 204.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 1007.00 DOWNSTREAM(FEET) = 983.00 FLOW LENGTH(FEET) = 1640.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 12.9 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 7.88 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 10.70 PIPE TRAVEL TIME(MIN.) = 3.47 Tc(MIN.) = 9.82 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 204.00 = 1970.00 FEET. FLOW PROCESS FROM NODE 204.00 TO NODE 204.00 IS CODE = 81 ' ---------------------------------------------------------------------------- -------------------- _-»»>ADDITION_OF-SUBAREA-TO-MAINLINE-PEAK_FLOW<<<<< MAINLINE Tc(MIN) = 9.82 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.850 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL B 18.40 0.45 0.10 76 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.45 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 18.40 SUBAREA RUNOFF(CFS) = 63.02 EFFECTIVE AREA(ACRES) = 20.80 AREA-AVERAGED Fm(INCH/HR) = AREA-AVERAGED Fp(INCH/HR) = 0.45 AREA-AVERAGED Ap = 0.10 0.05 TOTAL AREA(ACRES) = 20.80 PEAK FLOW RATE(CFS) = 71.24 **************************************************************************** FLOW PROCESS FROM NODE 204.00 TO NODE 206.00 IS CODE _51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< THRU ««<---------------------- _-»»>TRAVELTIME--SUBAREA -(EXISTING -ELEMENT) ELEVATION DATA: UPSTREAM(FEET) = 983.00 DOWNSTREAM(FEET) = 982.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 60.00 CHANNEL SLOPE = 0.0083 CHANNEL BASE(FEET) = 5.00 "Z" FACTOR = 0.010 MANNING'S FACTOR = 0.025 MAXIMUM DEPTH(FEET) = 5.00 CHANNEL FLOW THRU SUBAREA(CFS) = 71.24 FLOW VELOCITY(FEET/SEC) = 6.15 FLOW DEPTH(FEET) = 2.31 TRAVEL TIME(MIN.) = 0.16 Tc(MIN.) = 9.98 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 206.00 = 2030.00 FEET. **************************************************************************** PROCESS FROM NODE 206.00 TO NODE 206.00 IS CODE = 1 --FLOW »»>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.) = 9.98 RAINFALL INTENSITY(INCH/HR) = 3.81 AREA-AVERAGED Fm(INCH/HR) = 0.05 AREA-AVERAGED Fp(INCH/HR) = 0.45 AREA-AVERAGED Ap = 0.10 EFFECTIVE STREAM AREA(ACRES) = 20.80 TOTAL STREAM AREA(ACRES) = 20.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 71.24 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 938.41 22.49 2.342 0.29( 0.19) 0.64 416.8 104.00 1 879.29 28.21 2.045 0.29( 0.19) 0.66 469.0 94.00 1 872.09 17.47 2.726 0.29( 0.18) 0.63 311.8 44.00 1 876.35 17.62 2.712 0.29( 0.18) 0.63 315.9 31.00 1 919.73 19.59 2.544 0.29( 0.18) 0.63 364.1 36.00 1 927.06 20.06 2.508 0.29( 0.18) 0.63 374.5 44.00 1 932.09 20.42 2.482 0.29( 0.18) 0.63 382.3 66.00 ' 1 939.36 21.84 2.384 0.29( 0.18) 0.64 407.7 1 911.44 25.50 2.172 0.29( 0.19) 0.65 448.1 26.00 1.00 1 885.55 27.73 2.066 0.29( 0.19) 0.66 465.9 16.00 1 848.72 30.18 1.963 0.29( 0.19) 0.67 477.3 7.00 2 71.24 9.98 3.813 0.45( 0.05) 0.10 20.8 200.00 **************************************************************************** FLOW PROCESS FROM NODE 206.00 TO NODE 206.00 IS CODE = 10 ---------------------------------------------------------------------------- »»>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 ««< **************************************************************************** --FLOW-PROCESS-FROM-NODE----206_00-TO NODE 206.00 IS CODE = 7 »»>USER SPECIFIED HYDROLOGY INFORMATION AT NODE««< USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN.) = 21.80 RAINFALL INTENSITY(INCH/HR) = 2.39 EFFECTIVE AREA(ACRES) = 0.00 TOTAL AREA(ACRES) = 0.00 PEAK FLOW RATE(CFS) = 145.40 AREA -AVERAGED Fm(INCH/HR) = 0.19 AREA -AVERAGED Fp(INCH/HR) = 0.29 AREA -AVERAGED Ap = 0.64 NOTE: EFFECTIVE AREA IS USED AS THE TOTAL CONTRIBUTING AREA FOR ALL CONFLUENCE ANALYSES. FLOW PROCESS FROM NODE 206.00 TO NODE 216.00 IS CODE = 31 ---------------------------------------------------------------------------- t »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 982.50 DOWNSTREAM(FEET) = 977.00 ' FLOW LENGTH(FEET) = 1340.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 60.0 INCH PIPE IS 44.3 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 9.37 ESTIMATED PIPE DIAMETER(INCH) = 60.00 NUMBER OF PIPES = 1 ' PIPE-FLOW(CFS) = 145.40 PIPE TRAVEL TIME(MIN.) = 2.38 Tc(MIN.) = 24.18 LONGEST FLOWPATH FROM NODE 94.00 TO NODE 216.00 = 7450.00 FEET. 1 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 1 922.78 17.47 2.726 0.29( 0.17) 0.60 332.6 44.00 2 926.77 17.62 2.712 0.29( 0.17) 0.60 336.7 31.00 3 966.99 19.59 2.544 0.29( 0.18) 0.60 384.9 36.00 4 973.64 20.06 2.508 0.29( 0.18) 0.60 395.3 44.00 5 978.16 20.42 2.482 0.29( 0.18) 0.60 403.1 66.00 6 983.57 21.84 2.384 0.29( 0.18) 0.61 428.5 26.00 7 981.84 22.49 2.342 0.29( 0.18) 0.61 437.6 104.00 8 951.66 25.50 2.172 0.29( 0.18) 0.63 468.9 1.00 9 923.76 27.73 2.066 0.29( 0.18) 0.64 486.7 16.00 10 917.09 28.21 2.045 0.29( 0.18) 0.64 489.8 94.00 11 884.99 30.18 1.963 0.29( 0.19) 0.64 498.1 7.00 12 782.85 9.98 3.813 0.29( 0.17) 0.57 199.1 200.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 983.57 Tc(MIN.) = 21.84 EFFECTIVE AREA(ACRES) = 428.48 AREA -AVERAGED Fm(INCH/HR) = 0.18 AREA -AVERAGED Fp(INCH/HR) = 0.29 AREA -AVERAGED Ap = 0.61 TOTAL AREA(ACRES) = 498.10 LONGEST FLOWPATH FROM NODE 94.00 TO NODE 206.00 = 6110.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 206.00 TO NODE 206.00 IS CODE = 12 -------------------------------------------------------------------------- »»>CLEAR - MEMORY - BANK # 1 ««< **************************************************************************** FLOW PROCESS FROM NODE 206.00 TO NODE 206.00 IS CODE = 10 ---------------------------------------------------------------------------- »»>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 ««< **************************************************************************** --FLOW-PROCESS-FROM-NODE----206_00-TO NODE 206.00 IS CODE = 7 »»>USER SPECIFIED HYDROLOGY INFORMATION AT NODE««< USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN.) = 21.80 RAINFALL INTENSITY(INCH/HR) = 2.39 EFFECTIVE AREA(ACRES) = 0.00 TOTAL AREA(ACRES) = 0.00 PEAK FLOW RATE(CFS) = 145.40 AREA -AVERAGED Fm(INCH/HR) = 0.19 AREA -AVERAGED Fp(INCH/HR) = 0.29 AREA -AVERAGED Ap = 0.64 NOTE: EFFECTIVE AREA IS USED AS THE TOTAL CONTRIBUTING AREA FOR ALL CONFLUENCE ANALYSES. FLOW PROCESS FROM NODE 206.00 TO NODE 216.00 IS CODE = 31 ---------------------------------------------------------------------------- t »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 982.50 DOWNSTREAM(FEET) = 977.00 ' FLOW LENGTH(FEET) = 1340.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 60.0 INCH PIPE IS 44.3 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 9.37 ESTIMATED PIPE DIAMETER(INCH) = 60.00 NUMBER OF PIPES = 1 ' PIPE-FLOW(CFS) = 145.40 PIPE TRAVEL TIME(MIN.) = 2.38 Tc(MIN.) = 24.18 LONGEST FLOWPATH FROM NODE 94.00 TO NODE 216.00 = 7450.00 FEET. 1 **************************************************************************** FLOW PROCESS FROM NODE 216.00 TO NODE 216.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 24.18 ' * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.242 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN PUBLIC PARK B 6.60 0.45 0.85 76 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.45 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.85 SUBAREA AREA(ACRES) = 6.60 SUBAREA RUNOFF(CFS) = 11.04 EFFECTIVE AREA(ACRES) = 6.60 AREA -AVERAGED Fm(INCH/HR) = 0.38 AREA -AVERAGED Fp(INCH/HR) = 0.45 AREA -AVERAGED Ap = 0.85 TOTAL AREA(ACRES) = 6.60 PEAK FLOW RATE(CFS) = 145.40 w NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE FLOW PROCESS FROM NODE 216.00 TO NODE 216.00 IS CODE = 1 --»»>DESIGNATE- INDEPENDENT -STREAM -FOR -CONFLUENCE<<<<< TOTAL NUMBER NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 24.18 RAINFALL INTENSITY(INCH/HR) = 2.24 AREA -AVERAGED Fm(INCH/HR) = 0.38 AREA -AVERAGED Fp(INCH/HR) = 0.45 AREA -AVERAGED Ap = 0.85 EFFECTIVE STREAM AREA(ACRES) = 6.60 TOTAL STREAM AREA(ACRES) = 6.60 PEAK FLOW RATE(CFS) AT CONFLUENCE = 145.40 **************************************************************************** --FLOW- -- ---- PROCESSFROMNODE210_-- ---- 00TONODE212_00-IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< >>USE TIME -OF -CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< INITIAL SUBAREA FLOW-LENGTH(FEET) = 520.00 ELEVATION DATA: UPSTREAM(FEET) = 1013.00 DOWNSTREAM(FEET) = 1002.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 12.743 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.294 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.) PUBLIC PARK B 2.40 0.45 0.85 76 12.74 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.45 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.85 SUBAREA RUNOFF(CFS) = 6.28 TOTAL AREA(ACRES) = 2.40 PEAK FLOW RATE(CFS) = 6.28 **************************************************************************** FLOW PROCESS FROM NODE 212.00 TO NODE 214.00 IS CODE = 52 ---------------------------------------------------------------------------- '--»»>COMPUTENATURAL -VALLEY -CHANNEL -FLOW««< »»----------------------------- >TRAVELTIME THRU SUBAREA««< ELEVATION DATA: UPSTREAM(FEET) = 1002.00 DOWNSTREAM(FEET) = 981.00 ' CHANNEL LENGTH THRU SUBAREA(FEET) = 1160.00 CHANNEL SLOPE = 0.0181 CHANNEL FLOW THRU SUBAREA(CFS) = 6.28 FLOW VELOCITY(FEET/SEC) = 3.00 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 6.45 Tc(MIN.) = 19.19 LONGEST FLOWPATH FROM NODE 210.00 TO NODE 214.00 = 1680.00 FEET. **************************************************************************** --FLOW-PROCESS-FROM NODE 214.00 TO NODE 214.00 IS CODE = 81 »>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< MAINLINE Tc(MIN) = 19.19 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.576 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL B 37.80 0.45 0.10 76 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.45 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.10 SUBAREA AREA(ACRES) = 37.80 SUBAREA RUNOFF(CFS) = 86.10 EFFECTIVE AREA(ACRES) = 40.20 AREA -AVERAGED Fm(INCH/HR) = 0.07 AREA -AVERAGED Fp(INCH/HR) = 0.45 AREA -AVERAGED Ap = 0.14 TOTAL AREA(ACRES) = 40.20 PEAK FLOW RATE(CFS) = 90.83 **************************************************************************** FLOW PROCESS FROM NODE 214.00 TO NODE 216.00 IS CODE = 31 ---------------------------------------------------------------------------- »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< -------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 981.00 DOWNSTREAM(FEET) = 977.00 FLOW LENGTH(FEET) = 95.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 33.0 INCH PIPE IS 23.6 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 20.02 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 90.83 PIPE TRAVEL TIME(MIN.) = 0.08 Tc(MIN.) = 19.27 LONGEST FLOWPATH FROM NODE 210.00 TO NODE 216.00 = 1775.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 216.00 TO NODE 216.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 19.27 RAINFALL INTENSITY(INCH/HR) = 2.57 AREA -AVERAGED Fm(INCH/HR) = 0.07 AREA -AVERAGED Fp(INCH/HR) = 0.45 AREA -AVERAGED Ap = 0.14 EFFECTIVE STREAM AREA(ACRES) = 40.20 TOTAL STREAM AREA(ACRES) = 40.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 90.83 ** CONFLUENCE DATA ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 145.40 24.18 2.242 0.45( 0.38) 0.85 6.6 94.00 2 90.83 19.27 2.570 0.45( 0.07) 0.14 40.2 210.00 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 1 224.36 24.18 2.242 0.45( 0.11) 0.24 46.8 94.00 2 227.11 19.27 2.570 0.45( 0.10) 0.23 45.5 210.00 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 227.11 Tc(MIN.) = 19.27 EFFECTIVE AREA(ACRES) = 45.46 AREA -AVERAGED Fm(INCH/HR) = 0.10 AREA -AVERAGED Fp(INCH/HR) = 0.45 AREA -AVERAGED Ap = 0.23 TOTAL AREA(ACRES) = 46.80 ' LONGEST FLOWPATH FROM NODE 94.00 TO NODE 216.00 _ - 7450.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 46.80 TC(MIN.) = 19.27 EFFECTIVE AREA(ACRES) = 45.46 AREA -AVERAGED Fm(INCH/HR)= 0.10 AREA -AVERAGED Fp(INCH/HR) = 0.45 AREA -AVERAGED Ap = 0.23 PEAK FLOW RATE(CFS) = 227.11 ** PEAK FLOW RATE TABLE ** STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE 1 227.11 19.27 2.570 0.45( 0.10) 0.23 45.5 210.00 2 224.36 24.18 2.242 0.45( 0.11) 0.24 46.8 94.00 END OF RATIONAL METHOD ANALYSIS APPENDIX C DETENTION ANALYSIS i U n i t H y d r o g r a p h A n a l y s i s ' Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2004, Version 7.0 Study date 07/10/08 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ------------------------------------------------------------------------ San Bernardino County Synthetic Unit Hydrology Method Manual date - August 1986 Program License Serial Number 6061 HILLWOOD LOGISTIC CENTER \ EXISTING CONDITION — S06 CEJ Q100 ' FILE: 2884E.RTE -------------------------------------------------------------------- Storm Event Year = 25 F-- l rFp-_ '5.0.c. Fe -19 ' Antecedent Moisture Condition = 2 English (in -lb) Input Units Used Input Values Used English Rainfall Data (Inches) English Units used in output format ' ' Area averaged rainfall intensity isohyetal data: Sub -Area Duration Isohyetal (Ac.) (hours) (In) Rainfall data for year 25 422.30 1 1.00 -------------------------------------------------------------------- Rainfall data for year 25 ' 422.30 -------------------------------------------------------------------- 6 2.50 Rainfall data for year 25 422.30 24 5.10 -------------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ******** Area -averaged max loss rate, Fm ******** SCS curve SCS curve Area Area Fp(Fig C6) Ap Fm No.(AMCII) NO.(AMC 2) (Ac.) Fraction (In/Hr) (dec.) (In/Hr) 52.0 52.0 422.30 1.000 0.785 1.000 0.785 Area -averaged adjusted loss rate Fm (In/Hr) = 0.785 ********* Area -Averaged low loss rate fraction, Yb ********** Area Area SCS CN SCS CN S Pervious (Ac.) Fract (AMC2) (AMC2) Yield Fr 422.30 1.000 52.0 52.0 9.23 0.166 Area -averaged catchment yield fraction, Y = 0.166 1 Area -averaged low loss fraction, Yb = 0.834 u n I Fi i' 0 ll r fl 14 1.0632 0.0407 15 1.1026 0.0394 16 1.1408 0.0382 17 1.1778 0.0371 18 1.2139 0.0360 19 1.2490 0.0351 20 1.2832 0.0342 21 1.3167 0.0334 22 1.3494 0.0327 23 1.3814 0.0320 24 1.4127 0.0314 25 1.4434 0.0307 26 1.4736 0.0302 27 1.5032 0.0296 28 1.5323 0.0291 29 1.5610 0.0286 30 1.5891 0.0282 31 1.6168 0.0277 32 1.6441 0.0273 33 1.6710 0.0269 34 1.6975 0.0265 35 1.7237 0.0261 36 1.7495 0.0258 37 1.7742 0.0248 38 1.7987 0.0244 39 1.8228 0.0241 40 1.8466 0.0238 41 1.8702 0.0235 42 1.8935 0.0233 43 1.9165 0.0230 44 1.9392 0.0227 45 1.9617 0.0225 46 1.9839 0.0222 47 2.0060 0.0220 48 2.0277 0.0218 49 2.0493 0.0216 50 2.0707 0.0214 51 2.0918 0.0211 52 2.1128 0.0209 53 2.1335 0.0208 54 2.1541 0.0206 55 2.1744 0.0204 56 2.1946 0.0202 57 2.2147 0.0200 58 2.2345 0.0199 59 2.2542 0.0197 60 2.2737 0.0195 61 2.2931 0.0194 62 2.3123 0.0192 63 2.3314 0.0191 64 2.3503 0.0189 65 2.3691 0.0188 66 2.3877 0.0186 67 2.4062 0.0185 68 2.4245 0.0184 69 2.4428 0.0182 70 2.4609 0.0181 71 2.4788 0.0180 72 2.4967 0.0179 73 2.5145 0.0178 74 2.5322 0.0177 75 2.5497 0.0176 76 2.5672 0.0174 77 2.5845 0.0173 78 2.6017 0.0172 79 2.6189 0.0171 80 2.6359 0.0170 81 2.6528 0.0169 f� 0 n I n L' 82 2.6696 0.0168 83 2.6863 0.0167 84 2.7029 0.0166 85 2.7194 0.0165 86 2.7359 0.0164 87 2.7522 0.0163 88 2.7684 0.0162 89 2.7846 0.0162 90 2.8007 0.0161 91 2.8166 0.0160 92 2.8325 0.0159 93 2.8483 0.0158 94 2.8641 0.0157 95 2.8797 0.0156 96 2.8953 0.0156 97 2.9108 0.0155 98 2.9262 0.0154 99 2.9415 0.0153 100 2.9568 0.0153 101 2.9720 0.0152 102 2.9871 0.0151 103 3.0021 0.0150 104 3.0171 0.0150 105 3.0320 0.0149 106 3.0468 0.0148 107 3.0616 0.0148 108 3.0763 0.0147 109 3.0909 0.0146 110 3.1055 0.0146 111 3.1200 0.0145 112 3.1344 0.0144 113 3.1488 0.0144 114 3.1631 0.0143 115 3.1774 0.0143 116 3.1916 0.0142 117 3.2057 0.0141 118 3.2198 0.0141 119 3.2338 0.0140 120 3.2478 0.0140 121 3.2617 0.0139 122 3.2755 0.0139 123 3.2893 0.0138 124 3.3031 0.0137 125 3.3168 0.0137 126 3.3304 0.0136 127 3.3440 0.0136 128 3.3575 0.0135 129 3.3710 0.0135 130 3.3844 0.0134 131 3.3978 0.0134 132 3.4111 0.0133 133 3.4244 0.0133 134 3.4376 0.0132 135 3.4508 0.0132 136 3.4640 0.0131 137 3.4771 0.0131 138 3.4901 0.0130 139 3.5031 0.0130 140 3.5160 0.0130 141 3.5290 0.0129 142 3.5418 0.0129 143 3.5546 0.0128 144 3.5674 0.0128 145 3.5801 0.0127 146 3.5928 0.0127 147 3.6055 0.0126 148 3.6181 0.0126 149 3.6307 0.0126 C n HII.- PC �I L 0 150 3.6432 0.0125 151 3.6557 0.0125 152 3.6681 0.0124 153 3.6805 0.0124 154 3.6929 0.0124 155 3.7052 0.0123 156 3.7175 0.0123 157 3.7298 0.0123 158 3.7420 0.0122 159 3.7541 0.0122 160 3.7663 0.0121 161 3.7784 0.0121 162 3.7904 0.0121 163 3.8025 0.0120 164 3.8145 0.0120 165 3.8264 0.0120 166 3.8383 0.0119 167 3.8502 0.0119 168 3.8621 0.0119 169 3.8739 0.0118 170 3.8857 0.0118 171 3.8974 0.0118 172 3.9092 0.0117 173 3.9208 0.0117 174 3.9325 0.0117 175 3.9441 0.0116 176 3.9557 0.0116 177 3.9673 0.0116 178 3.9788 0.0115 179 3.9903 0.0115 180 4.0017 0.0115 181 4.0132 0.0114 182 4.0246 0.0114 183 4.0359 0.0114 184 4.0473 0.0113 185 4.0586 0.0113 186 4.0699 0.0113 187 4.0811 0.0113 188 4.0923 0.0112 189 4.1035 0.0112 190 4.1147 0.0112 191 4.1258 0.0111 192 4.1369 0.0111 193 4.1480 0.0111 194 4.1591 0.0111 195 4.1701 0.0110 196 4.1811 0.0110 197 4.1921 0.0110 198 4.2030 0.0109 199 4.2139 0.0109 200 4.2248 0.0109 201 4.2357 0.0109 202 4.2465 0.0108 203 4.2573 0.0108 204 4.2681 0.0108 205 4.2789 0.0108 206 4.2896 0.0107 207 4.3003 0.0107 208 4.3110 0.0107 209 4.3216 0.0107 210 4.3323 0.0106 211 4.3429 0.0106 212 4.3535 0.0106 213 4.3640 0.0106 214 4.3746 0.0105 215 4.3851 0.0105 216 4.3956 0.0105 217 4.4060 0.0105 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Watercourse length = 5880.00(Ft.) Length from concentration point to centroid = 3820.00(Ft.) Elevation difference along watercourse = 912.00(Ft.) Mannings friction factor along watercourse = 0.025 Watershed area = 422.30(Ac.) Catchment Lag time = 0.155 hours Unit interval = 5.000 minutes Unit interval percentage of lag time = 53.9311 Hydrograph baseflow = 0.00(CFS) Average maximum watershed loss rate(Fm) = 0.785(In/Hr) Average low loss rate fraction (Yb) = 0.834 (decimal) FOOTHILL S -Graph Selected Computed peak 5 -minute rainfall = 0.475(In) Computed peak 30 -minute rainfall = 0.812(In) Specified peak 1 -hour rainfall = 1.000(In) Computed peak 3 -hour rainfall = 1.754(In) Specified peak 6 -hour rainfall = 2.500(In) Specified peak 24-hour rainfall = 5.100(In) Rainfall depth area reduction factors: Using a total area of 422.30(Ac.) (Ref: fig. E-4) 5 -minute factor = 0.980 Adjusted rainfall = 0.465(In) 30 -minute factor = 0.980 Adjusted rainfall = 0.796(In) 1 -hour factor = 0.980 Adjusted rainfall = 0.980(In) 3 -hour factor = 0.997 Adjusted rainfall = 1.749(In) 6 -hour factor = 0.999 Adjusted rainfall = 2.497(In) 24-hour factor = 0.999 Adjusted rainfall = 5.097(In) --------------------------------------------------------------------- U n i t H y d r o g r a p h +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Interval 'S' Graph Unit Hydrograph Number Mean values ((CFS)) --------------------------------------------------------------------- (K = 5107.19 (CFS)) 1 4.772 243.706 2 29.646 1270.370 3 66.569 1885.755 4 80.156 693.882 5 88.018 401.519 6 93.043 256.648 7 96.169 159.672 8 97.879 87.306 9 98.578 35.696 10 99.066 24.943 11 99.432 18.702 12 99.779 17.712 13 100.000 11.280 Peak Unit Adjusted-mass-rainfall--Unit-rainfall Number (In) (In) 1 0.4651 0.4651 2 0.5726 0.1075 3 0.6467 0.0741 4 0.7050 0.0583 5 0.7538 0.0488 6 0.7962 0.0424 7 0.8339 0.0377 8 0.8679 0.0341 9 0.8992 0.0312 10 0.9280 0.0289 11 0.9549 0.0269 12 0.9802 0.0253 13 1.0225 0.0423 7 n C 11 fl 218 4.4165 0.0104 219 4.4269 0.0104 220 4.4373 0.0104 221 4.4477 0.0104 222 4.4580 0.0104 223 4.4683 0.0103 224 4.4787 0.0103 225 4.4889 0.0103 226 4.4992 0.0103 227 4.5094 0.0102 228 4.5196 0.0102 229 4.5298 0.0102 230 4.5400 0.0102 231 4.5502 0.0102 232 4.5603 0.0101 233 4.5704 0.0101 234 4.5805 0.0101 235 4.5906 0.0101 236 4.6006 0.0100 237 4.6106 0.0100 238 4.6206 0.0100 239 4.6306 0.0100 240 4.6406 0.0100 241 4.6505 0.0099 242 4.6605 0.0099 243 4.6704 0.0099 244 4.6803 0.0099 245 4.6901 0.0099 246 4.7000 0.0098 247 4.7098 0.0098 248 4.7196 0.0098 249 4.7294 0.0098 250 4.7392 0.0098 251 4.7489 0.0098 252 4.7586 0.0097 253 4.7684 0.0097 254 4.7781 0.0097 255 4.7877 0.0097 256 4.7974 0.0097 257 4.8070 0.0096 258 4.8166 0.0096 259 4.8262 0.0096 260 4.8358 0.0096 261 4.8454 0.0096 262 4.8550 0.0095 263 4.8645 0.0095 264 4.8740 0.0095 265 4.8835 0.0095 266 4.8930 0.0095 267 4.9024 0.0095 268 4.9119 0.0094 269 4.9213 0.0094 270 4.9307 0.0094 271 4.9401 0.0094 272 4.9495 0.0094 273 4.9588 0.0094 274 4.9682 0.0093 275 4.9775 0.0093 276 4.9868 0.0093 277 4.9961 0.0093 278 5.0054 0.0093 279 5.0147 0.0093 280 5.0239 0.0092 281 5.0331 0.0092 282 5.0424 0.0092 283 5.0516 0.0092 284 5.0607 0.0092 285 5.0699 0.0092 r r 7 L I I H, N C 7 L' 286 5.0791 0.0092 287 5.0882 0.0091 288 5.0973 0.0091 -------------------- Unit Unit Unit Effective Period Rainfall Soil -Loss Rainfall (number) (In) (In) (In) ------------------------------------------------------------- 1 0.0091 0.0076 0.0015 2 0.0091 0.0076 0.0015 3 0.0092 0.0076 0.0015 4 0.0092 0.0077 0.0015 5 0.0092 0.0077 0.0015 6 0.0092 0.0077 0.0015 7 0.0093 0.0077 0.0015 8 0.0093 0.0077 0.0015 9 0.0093 0.0078 0.0015 10 0.0093 0.0078 0.0016 11 0.0094 0.0078 0.0016 12 0.0094 0.0078 0.0016 13 0.0094 0.0078 0.0016 14 0.0094 0.0079 0.0016 15 0.0095 0.0079 0.0016 16 0.0095 0.0079 0.0016 17 0.0095 0.0079 0.0016 18 0.0095 0.0079 0.0016 19 0.0096 0.0080 0.0016 20 0.0096 0.0080 0.0016 21 0.0096 0.0080 0.0016 22 0.0096 0.0080 0.0016 23 0.0097 0.0081 0.0016 24 0.0097 0.0081 0.0016 25 0.0097 0.0081 0.0016 26 0.0098 0.0081 0.0016 27 0.0098 0.0082 0.0016 28 0.0098 0.0082 0.0016 29 0.0098 0.0082 0.0016 30 0.0099 0.0082 0.0016 31 0.0099 0.0083 0.0016 32 0.0099 0.0083 0.0017 33 0.0100 0.0083 0.0017 34 0.0100 0.0083 0.0017 35 0.0100 0.0084 0.0017 36 0.0100 0.0084 0.0017 37 0.0101 0.0084 0.0017 38 0.0101 0.0084 0.0017 39 0.0102 0.0085 0.0017 40 0.0102 0.0085 0.0017 41 0.0102 0.0085 0.0017 42 0.0102 0.0085 0.0017 43 0.0103 0.0086 0.0017 44 0.0103 0.0086 0.0017 45 0.0104 0.0086 0.0017 46 0.0104 0.0086 0.0017 47 0.0104 0.0087 0.0017 48 0.0104 0.0087 0.0017 49 0.0105 0.0087 0.0017 50 0.0105 0.0088 0.0017 51 0.0106 0.0088 0.0018 52 0.0106 0.0088 0.0018 53 0.0106 0.0089 0.0018 54 0.0107 0.0089 0.0018 55 0.0107 0.0089 0.0018 56 0.0107 0.0089 0.0018 57 0.0108 0.0090 0.0018 58 0.0108 0.0090 0.0018 59 0.0109 0.0091 0.0018 60 0.0109 0.0091 0.0018 C n r CIS �I r J J 1� I 61 0.0109 0.0091 0.0018 62 0.0110 0.0091 0.0018 63 0.0110 0.0092 0.0018 64 0.0111 0.0092 0.0018 65 0.0111 0.0093 0.0018 66 0.0111 0.0093 0.0019 67 0.0112 0.0093 0.0019 68 0.0112 0.0094 0.0019 69 0.0113 0.0094 0.0019 70 0.0113 0.0094 0.0019 71 0.0114 0.0095 0.0019 72 0.0114 0.0095 0.0019 73 0.0115 0.0096 0.0019 74 0.0115 0.0096 0.0019 75 0.0116 0.0096 0.0019 76 0.0116 0.0097 0.0019 77 0.0117 0.0097 0.0019 78 0.0117 0.0097 0.0019 79 0.0118 0.0098 0.0020 80 0.0118 0.0098 0.0020 81 0.0119 0.0099 0.0020 82 0.0119 0.0099 0.0020 83 0.0120 0.0100 0.0020 84 0.0120 0.0100 0.0020 85 0.0121 0.0101 0.0020 86 0.0121 0.0101 0.0020 87 0.0122 0.0102 0.0020 88 0.0122 0.0102 0.0020 89 0.0123 0.0102 0.0020 90 0.0123 0.0103 0.0020 91 0.0124 0.0103 0.0021 92 0.0124 0.0104 0.0021 93 0.0125 0.0104 0.0021 94 0.0126 0.0105 0.0021 95 0.0126 0.0105 0.0021 96 0.0127 0.0106 0.0021 97 0.0128 0.0107 0.0021 98 0.0128 0.0107 0.0021 99 0.0129 0.0108 0.0021 100 0.0130 0.0108 0.0022 101 0.0130 0.0109 0.0022 102 0.0131 0.0109 0.0022 103 0.0132 0.0110 0.0022 104 0.0132 0.0110 0.0022 105 0.0133 0.0111 0.0022 106 0.0134 0.0112 0.0022 107 0.0135 0.0112 0.0022 108 0.0135 0.0113 0.0022 109 0.0136 0.0114 0.0023 110 0.0137 0.0114 0.0023 111 0.0138 0.0115 0.0023 112 0.0139 0.0115 0.0023 113 0.0140 0.0116 0.0023 114 0.0140 0.0117 0.0023 115 0.0141 0.0118 0.0024 116 0.0142 0.0118 0.0024 117 0.0143 0.0119 0.0024 118 0.0144 0.0120 0.0024 119 0.0145 0.0121 0.0024 120 0.0146 0.0121 0.0024 121 0.0147 0.0123 0.0024 122 0.0148 0.0123 0.0025 123 0.0149 0.0124 0.0025 124 0.0150 0.0125 0.0025 125 0.0151 0.0126 0.0025 126 0.0152 0.0127 0.0025 127 0.0153 0.0128 0.0025 128 0.0154 0.0128 0.0026 L L Hl - H C L, C 0 CI' 0 0 7 129 0.0156 0.0130 0.0026 130 0.0156 0.0130 0.0026 131 0.0158 0.0132 0.0026 132 0.0159 0.0133 0.0026 133 0.0161 0.0134 0.0027 134 0.0162 0.0135 0.0027 135 0.0163 0.0136 0.0027 136 0.0164 0.0137 0.0027 137 0.0166 0.0139 0.0028 138 0.0167 0.0139 0.0028 139 0.0169 0.0141 0.0028 140 0.0170 0.0142 0.0028 141 0.0172 0.0144 0.0029 142 0.0173 0.0145 0.0029 143 0.0176 0.0146 0.0029 144 0.0177 0.0147 0.0029 145 0.0179 0.0149 0.0030 146 0.0180 0.0150 0.0030 147 0.0182 0.0152 0.0030 148 0.0184 0.0153 0.0031 149 0.0186 0.0155 0.0031 150 0.0188 0.0157 0.0031 151 0.0191 0.0159 0.0032 152 0.0192 0.0160 0.0032 153 0.0195 0.0163 0.0032 154 0.0197 0.0164 0.0033 155 0.0200 0.0167 0.0033 156 0.0202 0.0168 0.0034 157 0.0206 0.0171 0.0034 158 0.0208 0.0173 0.0035 159 0.0211 0.0176 0.0035 160 0.0214 0.0178 0.0036 161 0.0218 0.0182 0.0036 162 0.0220 0.0184 0.0037 163 0.0225 0.0188 0.0037 164 0.0227 0.0190 0.0038 165 0.0233 0.0194 0.0039 166 0.0235 0.0196 0.0039 167 0.0241 0.0201 0.0040 168 0.0244 0.0204 0.0041 169 0.0258 0.0215 0.0043 170 0.0261 0.0218 0.0043 171 0.0269 0.0224 0.0045 172 0.0273 0.0228 0.0045 173 0.0282 0.0235 0.0047 174 0.0286 0.0239 0.0048 175 0.0296 0.0247 0.0049 176 0.0302 0.0251 0.0050 177 0.0314 0.0261 0.0052 178 0.0320 0.0267 0.0053 179 0.0334 0.0279 0.0056 180 0.0342 0.0285 0.0057 181 0.0360 0.0300 0.0060 182 0.0371 0.0309 0.0062 183 0.0394 0.0328 0.0066 184 0.0407 0.0340 0.0068 185 0.0253 0.0211 0.0042 186 0.0269 0.0224 0.0045 187 0.0312 0.0260 0.0052 188 0.0341 0.0284 0.0057 189 0.0424 0.0353 0.0070 190 0.0488 0.0407 0.0081 191 0.0741 0.0618 0.0123 192 0.1075 0.0654 0.0421 193 0.4651 0.0654 0.3997 194 0.0583 0.0486 0.0097 195 0.0377 0.0314 0.0063 196 0.0289 0.0241 0.0048 C Fi r r u �T 197 0.0423 0.0352 0.0070 198 0.0382 0.0318 0.0063 199 0.0351 0.0293 0.0058 200 0.0327 0.0273 0.0054 201 0.0307 0.0256 0.0051 202 0.0291 0.0243 0.0048 203 0.0277 0.0231 0.0046 204 0.0265 0.0221 0.0044 205 0.0248 0.0207 0.0041 206 0.0238 0.0199 0.0040 207 0.0230 0.0192 0.0038 208 0.0222 0.0185 0.0037 209 0.0216 0.0180 0.0036 210 0.0209 0.0175 0.0035 211 0.0204 0.0170 0.0034 212 0.0199 0.0166 0.0033 213 0.0194 0.0161 0.0032 214 0.0189 0.0158 0.0031 215 0.0185 0.0154 0.0031 216 0.0181 0.0151 0.0030 217 0.0178 0.0148 0.0030 218 0.0174 0.0145 0.0029 219 0.0171 0.0143 0.0028 220 0.0168 0.0140 0.0028 221 0.0165 0.0138 0.0027 222 0.0162 0.0135 0.0027 223 0.0160 0.0133 0.0027 224 0.0157 0.0131 0.0026 225 0.0155 0.0129 0.0026 226 0.0153 0.0127 0.0025 227 0.0150 0.0125 0.0025 228 0.0148 0.0124 0.0025 229 0.0146 0.0122 0.0024 230 0.0144 0.0120 0.0024 231 0.0143 0.0119 0.0024 232 0.0141 0.0117 0.0023 233 0.0139 0.0116 0.0023 234 0.0137 0.0115 0.0023 235 0.0136 0.0113 0.0023 236 0.0134 0.0112 0.0022 237 0.0133 0.0111 0.0022 238 0.0131 0.0110 0.0022 239 0.0130 0.0108 0.0022 240 0.0129 0.0107 0.0021 241 0.0127 0.0106 0.0021 242 0.0126 0.0105 0.0021 243 0.0125 0.0104 0.0021 244 0.0124 0.0103 0.0021 245 0.0123 0.0102 0.0020 246 0.0121 0.0101 0.0020 247 0.0120 0.0100 0.0020 248 0.0119 0.0099 0.0020 249 0.0118 0.0099 0.0020 250 0.0117 0.0098 0.0019 251 0.0116 0.0097 0.0019 252 0.0115 0.0096 0.0019 253 0.0114 0.0095 0.0019 254 0.0113 0.0095 0.0019 255 0.0113 0.0094 0.0019 256 0.0112 0.0093 0.0019 257 0.0111 0.0092 0.0018 258 0.0110 0.0092 0.0018 259 0.0109 0.0091 0.0018 260 0.0108 0.0090 0.0018 261 0.0108 0.0090 0.0018 262 0.0107 0.0089 0.0018 263 0.0106 0.0088 0.0018 264 0.0105 0.0088 0.0018 1 265 0.0105 0.0087 0.0017 266 0.0104 0.0087 0.0017 267 268 0.0103 0.0103 0.0086 0.0086 0.0017 0.0017 269 0.0102 0.0085 0.0017 270 0.0101 0.0084 0.0017 271 0.0101 0.0084 0.0017 272 0.0100 0.0083 0.0017 273 0.0099 0.0083 0.0017 274 0.0099 0.0082 0.0016 275 0.0098 0.0082 0.0016 276 0.0098 0.0081 0.0016 277 0.0097 0.0081 0.0016 278 0.0097 0.0081 0.0016 279 0.0096 0.0080 0.0016 280 0.0095 0.0080 0.0016 281 0.0095 0.0079 0.0016 282 0.0094 0.0079 0.0016 283 0.0094 0.0078 0.0016 284 0.0093 0.0078 0.0016 285 0.0093 0.0077 0.0015 286 0.0092 0.0077 0.0015 287 0.0092 0.0077 0.0015 288 -------------------------------------------------------------------- 0.0092 0.0076 0.0015 -------------------------------------------------------------------- Total soil rain loss = 3.90(In) Total effective rainfall = 1.19(In) Peak flow rate in flood hydrograph = 805.97(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 24 - H O U R S T O R M R u n o f f H y d r o g r a p h Hydrograph in 5 Minute intervals ((CFS)) -------------------------------------------------------------------- Time(h+m) Volume Ac.Ft Q(CFS)0225_ -- 0450_0 ------ ----- 675.0 900.0 0+ 5 0.0025 0.37 Q I I I I 0+10 0.0184 2.30 Q I I I I 0+15 0.0539 5.16 Q I I I I 0+20 0.0968 6.23 Q I I I I 0+25 0.1440 6.85 Q I I I I 0+30 0+35 0.1939 0.2457 7.26 7.52 Q Q I I I I I I I I 0+40 0.2985 7.67 Q 0+45 0.3519 7.74 Q I I I I 0+50 0.4056 7.80 Q I I I I 0+55 0.4597 7.85 Q I I I I 1+ 0 0.5140 7.90 Q I I I I 1+ 5 0.5687 7.94 Q I I I I 1+10 0.6235 7.96 Q I I I I 1+15 0.6785 7.98 Q 1+20 0.7335 8.00 Q I I I I 1+25 0.7888 8.02 Q I I I I 1+30 0.8442 8.04 Q I I I I 1+35 0.8997 8.07 Q I I I I 1+40 0.9554 8.09 Q I I I I 1+45 1.0113 8.11 Q I I I I 1+50 1.0673 8.13 QV I I I I 1+55 1.1235 8.16 QV I I I I 2+ 0 1.1798 8.18 QV 2+ 5 1.2363 8.20 QV I I I I 2+10 1.2930 8.23 QV I I I I 2+15 1.3498 8.25 QV I I I I 2+20 1.4068 8.27 QV I I I I d 2+25 1.4639 8.30 QV I I I I 5 J J n C d J 0 2+30 1.5212 8.32 QV 2+35 1.5787 8.35 QV 2+40 1.6364 8.37 QV 2+45 1.6942 8.40 QV 2+50 1.7522 8.42 QV 2+55 1.8104 8.45 QV 3+ 0 1.8687 8.47 QV 3+ 5 1.9273 8.50 QV 3+10 1.9860 8.52 QV 3+15 2.0449 8.55 QV 3+20 2.1039 8.58 Q V 3+25 2.1632 8.61 Q V 3+30 2.2226 8.63 Q V 3+35 2.2823 8.66 Q V 3+40 2.3421 8.69 Q V 3+45 2.4021 8.72 Q V 3+50 2.4623 8.74 Q V 3+55 2.5228 8.77 Q V 4+ 0 2.5834 8.80 Q V 4+ 5 2.6442 8.83 Q V 4+10 2.7052 8.86 Q V 4+15 2.7664 8.89 Q V 4+20 2.8278 8.92 Q V 4+25 2.8895 8.95 Q V 4+30 2.9513 8.98 Q V 4+35 3.0134 9.01 Q V 4+40 3.0757 9.04 Q V 4+45 3.1382 9.07 Q V 4+50 3.2009 9.11 Q 4+55 3.2638 9.14 Q 5+ 0 3.3270 9.17 Q 5+ 5 3.3904 9.20 Q 5+10 3.4540 9.24 Q 5+15 3.5178 9.27 Q 5+20 3.5819 9.31 Q 5+25 3.6463 9.34 Q 5+30 3.7108 9.37 Q 5+35 3.7756 9.41 Q 5+40 3.8407 9.45 Q 5+45 3.9060 9.48 Q 5+50 3.9716 9.52 Q 5+55 4.0374 9.56 Q 6+ 0 4.1035 9.59 Q 6+ 5 4.1698 9.63 Q 6+10 4.2364 9.67 Q 6+15 4.3033 9.71 Q 6+20 4.3704 9.75 Q 6+25 4.4378 9.79 Q 6+30 4.5055 9.83 Q 6+35 4.5735 9.87 Q 6+40 4.6418 9.91 Q 6+45 4.7103 9.95 Q 6+50 4.7792 10.00 Q 6+55 4.8483 10.04 Q 7+ 0 4.9177 10.08 Q 7+ 5 4.9875 10.13 Q 7+10 5.0575 10.17 Q 7+15 5.1279 10.22 Q 7+20 5.1986 10.26 Q 7+25 5.2696 10.31 Q 7+30 5.3409 10.36 Q 7+35 5.4126 10.41 Q 7+40 5.4846 10.45 Q 7+45 5.5570 10.50 Q 7+50 5.6296 10.55 Q 7+55 5.7027 10.61 Q 8+ 0 5.7761 10.66 Q 8+ 5 5.8498 10.71 Q u u 7 n I J 8+10 5.9240 10.76 Q V I 8+15 5.9985 10.82 Q V I 8+20 6.0733 10.87 Q V I 8+25 6.1486 10.93 Q V I 8+30 6.2242 10.98 Q V 1 8+35 6.3003 11.04 Q V 1 8+40 6.3767 11.10 Q V I 8+45 6.4536 11.16 Q V I 8+50 6.5309 11.22 Q V 8+55 6.6086 11.28 Q V 1 9+ 0 6.6867 11.34 Q V I 9+ 5 6.7653 11.41 Q V I 9+10 6.8443 11.47 Q V I 9+15 6.9238 11.54 Q V I 9+20 7.0037 11.60 Q V 1 9+25 7.0841 11.67 Q V i 9+30 7.1650 11.74 Q V I 9+35 7.2463 11.82 Q V 1 9+40 7.3282 11.89 Q V 1 9+45 7.4106 11.96 Q V 1 9+50 7.4934 12.03 Q V 1 9+55 7.5768 12.11 Q V I 10+ 0 7.6608 12.19 Q V i 10+ 5 7.7453 12.27 Q V I 10+10 7.8303 12.35 Q V I 10+15 7.9160 12.43 Q V I 10+20 8.0021 12.52 Q V I 10+25 8.0889 12.60 Q V I 10+30 8.1763 12.69 Q V I 10+35 8.2644 12.78 Q V 1 10+40 8.3530 12.87 Q V I 10+45 8.4423 12.97 Q V I 10+50 8.5323 13.06 Q V 1 10+55 8.6229 13.16 Q V I 11+ 0 8.7142 13.26 Q V I 11+ 5 8.8063 13.37 Q V I 11+10 8.8990 13.47 Q V 11+15 8.9925 13.58 Q V I 11+20 9.0868 13.69 Q V I 11+25 9.1819 13.80 Q V 1 11+30 9.2777 13.92 Q V I 11+35 9.3744 14.04 Q V I 11+40 9.4719 14.16 Q VI 11+45 9.5703 14.29 Q VI 11+50 9.6696 14.41 Q VI 11+55 9.7698 14.55 Q VI 12+ 0 9.8709 14.68 Q VI 12+ 5 9.9731 14.83 Q VI 12+10 10.0761 14.96 Q VI 12+15 10.1800 15.09 Q VI 12+20 10.2849 15.23 Q VI 12+25 10.3909 15.39 Q VI 12+30 10.4980 15.55 Q V1 12+35 10.6063 15.73 Q V 12+40 10.7158 15.90 Q V 12+45 10.8266 16.08 Q V 12+50 10.9386 16.27 Q V 12+55 11.0520 16.47 Q V 13+ 0 11.1668 16.66 Q V 13+ 5 11.2830 16.88 Q V 13+10 11.4008 17.10 Q V 13+15 11.5201 17.33 Q V 13+20 11.6411 17.56 Q IV 13+25 11.7638 17.82 Q IV 13+30 11.8882 18.07 Q IV 13+35 12.0146 18.35 Q IV 13+40 12.1429 18.62 Q IV 13+45 12.2732 18.93 Q IV f� n J u 0 u L G n L 13+50 12.4057 19.24 Q 13+55 12.5405 19.57 Q 14+ 0 12.6776 19.91 Q 14+ 5 12.8176 20.32 Q 14+10 12.9611 20.84 Q 14+15 13.1091 21.48 Q 14+20 13.2605 21.99 Q 14+25 13.4156 22.51 IQ 14+30 13.5742 23.03 IQ 14+35 13.7367 23.60 IQ 14+40 13.9031 24.17 IQ 14+45 14.0740 24.81 IQ 14+50 14.2495 25.48 IQ 14+55 14.4302 26.23 IQ 15+ 0 14.6163 27.03 IQ 15+ 5 14.8087 27.94 IQ 15+10 15.0079 28.92 IQ 15+15 15.2149 30.06 IQ 15+20 15.4304 31.29 IQ 15+25 15.6509 32.02 IQ 15+30 15.8556 29.71 IQ 15+35 16.0333 25.81 IQ 15+40 16.2112 25.83 IQ 15+45 16.4001 27.43 IQ 15+50 16.6094 30.38 IQ 15+55 16.8552 35.69 IQ 16+ 0 17.2097 51.48 1 Q 16+ 5 18.4896 185.84 I 16+10 22.6564 605.02 I 16+15 28.2072 805.97 I 16+20 30.4612 327.28 I 16+25 31.8450 200.93 I 16+30 32.8013 138.85 I 16+35 33.4865 99.50 I 16+40 33.9528 67.71 I Q 16+45 34.2644 45.24 1 Q 16+50 34.5334 39.05 IQ 16+55 34.7745 35.02 IQ 17+ 0 35.0016 32.97 IQ 17+ 5 35.1997 28.75 IQ 17+10 35.3584 23.05 IQ 17+15 35.5088 21.83 Q 17+20 35.6527 20.90 Q 17+25 35.7911 20.10 Q 17+30 35.9245 19.37 Q 17+35 36.0534 18.72 Q 17+40 36.1784 18.14 Q 17+45 36.2997 17.62 Q 17+50 36.4177 17.14 Q 17+55 36.5328 16.70 Q 18+ 0 36.6450 16.29 Q 18+ 5 36.7546 15.92 Q 18+10 36.8620 15.58 Q 18+15 36.9672 15.28 Q 18+20 37.0703 14.98 Q 18+25 37.1715 14.69 Q 18+30 37.2708 14.42 Q 18+35 37.3684 14.17 Q 18+40 37.4643 13.92 Q 18+45 37.5586 13.69 Q 18+50 37.6513 13.47 Q 18+55 37.7427 13.26 Q 19+ 0 37.8327 13.07 Q 19+ 5 37.9214 12.87 Q 19+10 38.0088 12.69 Q 19+15 38.0950 12.52 Q 19+20 38.1800 12.35 Q 19+25 38.2640 12.19 Q v v v v v v v v v v v v v v v v v v v v v v v v v v v v Q v I I I I I I I I I I i I I I I I I I I I I I I vl v Iv Iv I I I i i I I I I FA v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v 19+30 38.3469 12.04 Q I I I V 1 19+35 38.4288 11.89 Q I I I V I 19+40 38.5096 11.74 Q I I ( V I ' 19+45 38.5896 11.61 Q I I I V I 19+50 38.6686 11.47 Q I I I V I 19+55 38.7467 11.34 Q I I I V I 20+ 0 38.8240 11.22 Q 20+ 5 38.9004 11.10 Q I I I V 20+10 38.9761 10.98 Q I I I V 20+15 39.0509 10.87 Q I I ( V 20+20 39.1251 10.76 Q I I I V I 20+25 39.1985 10.66 Q I I I V I 20+30 39.2711 10.55 Q I I I V I 20+35 39.3431 10.45 Q ( ( I V I 20+40 39.4145 10.36 Q i I I V 20+45 39.4851 10.26 Q I I I V I 20+50 39.5552 10.17 Q I I I V 20+55 39.6246 10.08 Q I I I V 21+ 0 39.6935 10.00 Q I I I V I 21+ 5 39.7617 9.91 Q I ( I V I 21+10 39.8294 9.83 Q I I I V I 21+15 21+20 39.8965 39.9631 9.75 9.67 Q I Q I I I V I I I V 21+25 40.0292 9.59 Q I I I V I 21+30 40.0948 9.52 Q I I I V I 21+35 40.1598 9.45 Q I I I V I 21+40 40.2244 9.37 Q I ( I V I 21+45 40.2885 9.30 Q I I I V I 21+50 40.3521 9.24 Q I I I V I 21+55 40.4152 9.17 Q I I I V I 22+ 0 40.4779 9.11 Q I I I V I 22+ 5 40.5402 9.04 Q I I I V I 22+10 40.6020 8.98 Q I I I V I 22+15 40.6635 8.92 Q I I I V I 22+20 40.7245 8.86 Q I I I V I 22+25 40.7851 8.80 Q I I I V I 22+30 40.8453 8.74 Q I I I V I 22+35 40.9051 8.69 Q I I I V I 22+40 40.9645 8.63 Q I I I VI 22+45 41.0236 8.58 Q I I I VI 22+50 41.0823 8.52 Q I I I VI 22+55 41.1407 8.47 Q I I I VI 23+ 0 41.1986 8.42 Q I I I VI 23+ 5 41.2563 8.37 Q I I ( VI 23+10 41.3136 8.32 Q I I I VI 23+15 41.3706 8.27 Q I I I VI 23+20 41.4272 8.22 Q I I I VI 23+25 41.4835 8.18 Q I I I VI 23+30 41.5395 8.13 Q I I I VI 23+35 41.5952 8.09 Q I I I VI 23+40 41.6506 8.04 Q I I I VI 23+45 41.7057 8.00 Q I I I VI 23+50 41.7605 7.96 Q I I I VI 23+55 41.8150 7.91 Q I I I VI 24+ 0 41.8692 7.87 Q I I I VI 24+ 5 41.9206 7.46 Q I I I VI 24+10 41.9585 5.50 Q I I I VI 24+15 41.9765 2.62 Q I I I VI 24+20 41.9872 1.55 Q I I I VI 24+25 41.9937 0.94 Q I I I VI 24+30 41.9974 0.54 Q I I I VI 24+35 41.9995 0.30 Q I I I VI 24+40 42.0007 0.17 Q I I I VI 24+45 24+50 42.0014 42.0019 0.11 0.07 Q I Q ( I I VI I I VI 24+55 42.0022 0.04 Q i I I VI 25+ 0 42.0023 0.02 Q I I I V U n i t H y d r o g r a p h A n a l y s i s Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2004, Version 7.0 Study date 07/10/08 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ------------------------------------------------------------------------ San Bernardino County Synthetic Unit Hydrology Method Manual date - August 1986 Program License Serial Number 6061 --------------------------------------------------------------------- HILLWOOD LOGISTIC CENTER CITY OF PROPOSED CONDITION CALCULATION — MONTANA Pj14SlN J Q100 FILE: 2884P.RTE Storm Event Year = 100 Antecedent Moisture Condition = 3 English (in -lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format Area averaged rainfall intensity isohyetal data: Sub -Area Duration Isohyetal (Ac.) (hours) (In) Rainfall data for year 372.60 100 1 1.30 -------------------------------------------------------------------- Rainfall data for year 100 372.60 6 3.20 Rainfall data for year 100 372.60 24 7.50 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ******** 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) 52.0 72.0 180.10 0.483 0.501 0.950 0.476 78.0 92.8 192.50 0.517 0.140 0.050 0.007 Area -averaged adjusted loss rate Fm (In/Hr) = 0.234 ********* loss fraction, Yb ********** Area -Averaged low rate Area Area SCS CN SCS CN S Pervious (Ac.) Fract (AMC2) (AMC3) Yield Fr 171.10 0.459 52.0 72.0 3.89 0.568 9.01 0.024 98.0 98.0 0.20 0.968 L N-1 0 P 1� L L 0 9.63 0.026 78.0 92.8 0.78 0.886 182.88 0.491 98.0 98.0 0.20 0.968 Area -averaged catchment yield fraction, Y = 0.782 Area -averaged low loss fraction, Yb = 0.218 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Watercourse length = 8030.00(Ft.) Length from concentration point to centroid = 5200.00(Ft.) Elevation difference along watercourse = 907.00(Ft.) Mannings friction factor along watercourse = 0.020 Watershed area = 372.60(Ac.) Catchment Lag time = 0.166 hours Unit interval = 5.000 minutes Unit interval percentage of lag time = 50.1483 Hydrograph baseflow = 0.00(CFS) Average maximum watershed loss rate(Fm) = 0.234(In/Hr) Average low loss rate fraction (Yb) = 0.218 (decimal) VALLEY DEVELOPED S -Graph proportion = 0.430 VALLEY UNDEVELOPED S -Graph proportion = 0.000 FOOTHILL S -Graph proportion = 0.000 MOUNTAIN S -Graph proportion = 0.570 DESERT S -Graph proportion = 0.000 Computed peak 5 -minute rainfall = 0.617(In) Computed peak 30 -minute rainfall = 1.056(In) Specified peak 1 -hour rainfall = 1.300(In) Computed peak 3 -hour rainfall = 2.258(In) Specified peak 6 -hour rainfall = 3.200(In) Specified peak 24-hour rainfall = 7.500(In) Rainfall depth area reduction factors: Using a total area of 372.60(Ac.) (Ref: fig. E-4) 5 -minute factor = 0.983 Adjusted rainfall = 0.606(In) 30 -minute factor = 0.983 Adjusted rainfall = 1.037(In) 1 -hour factor = 0.983 Adjusted rainfall = 1.277(In) 3 -hour factor = 0.998 Adjusted rainfall = 2.253(In) 6 -hour factor = 0.999 Adjusted rainfall = 3.196(In) 24-hour factor = --------------------------------------------------------------------- 1.000 Adjusted rainfall = 7.497(In) U n i t H y d r o g r a p h +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Interval 'S' Graph Unit Hydrograph Number Mean values ((CFS)) --------------------------------------------------------------------- (K = 4506.13 (CFS)) 1 6.485 292.209 2 34.503 1262.532 3 61.854 1232.501 4 76.187 645.859 5 82.875 301.345 6 86.369 157.465 7 89.005 118.794 8 90.628 73.107 9 91.965 60.237 10 93.135 52.738 11 94.157 46.068 12 95.042 39.844 13 95.838 35.884 14 96.550 32.100 15 97.174 28.126 16 97.715 24.361 17 98.230 23.185 18 98.744 23.185 19 99.259 23.185 I p 0 H e irJ J El i� J 20 100.000 11.593 ------------------------------------------------ Peak Unit Adjusted mass rainfall Unit rainfall Number (In) (In) 1 0.6061 0.6061 2 0.7462 0.1401 3 0.8427 0.0965 4 0.9187 0.0760 5 0.9823 0.0636 6 1.0375 0.0552 7 1.0866 0.0491 8 1.1310 0.0444 9 1.1717 0.0407 10 1.2093 0.0376 11 1.2444 0.0351 12 1.2773 0.0329 13 1.3312 0.0539 14 1.3832 0.0520 15 1.4334 0.0502 16 1.4820 0.0486 17 1.5292 0.0472 18 1.5750 0.0458 19 1.6197 0.0446 20 1.6632 0.0435 21 1.7056 0.0425 22 1.7471 0.0415 23 1.7877 0.0406 24 1.8275 0.0398 25 1.8664 0.0390 26 1.9047 0.0382 27 1.9422 0.0375 28 1.9790 0.0368 29 2.0152 0.0362 30 2.0508 0.0356 31 2.0859 0.0350 32 2.1204 0.0345 33 2.1544 0.0340 34 2.1879 0.0335 35 2.2209 0.0330 36 2.2535 0.0326 37 2.2848 0.0313 38 2.3157 0.0309 39 2.3463 0.0305 40 2.3764 0.0301 41 2.4062 0.0298 42 2.4356 0.0294 43 2.4647 0.0291 44 2.4934 0.0287 45 2.5218 0.0284 46 2.5499 0.0281 47 2.5777 0.0278 48 2.6053 0.0275 49 2.6325 0.0272 50 2.6594 0.0270 51 2.6861 0.0267 52 2.7126 0.0264 53 2.7387 0.0262 54 2.7647 0.0259 55 2.7904 0.0257 56 2.8158 0.0255 57 2.8411 0.0252 58 2.8661 0.0250 59 2.8909 0.0248 60 2.9155 0.0246 61 2.9399 0.0244 62 2.9641 0.0242 63 2.9881 0.0240 64 3.0120 0.0238 r 0 n LI, F - d, D rl� 65 3.0356 0.0236 66 3.0591 0.0235 67 3.0824 0.0233 68 3.1055 0.0231 69 3.1284 0.0229 70 3.1512 0.0228 71 3.1738 0.0226 72 3.1963 0.0225 73 3.2235 0.0272 74 3.2506 0.0271 75 3.2775 0.0269 76 3.3043 0.0268 77 3.3310 0.0267 78 3.3575 0.0265 79 3.3839 0.0264 80 3.4102 0.0263 81 3.4364 0.0261 82 3.4624 0.0260 83 3.4883 0.0259 84 3.5141 0.0258 85 3.5397 0.0257 86 3.5653 0.0255 87 3.5907 0.0254 88 3.6160 0.0253 89 3.6413 0.0252 90 3.6664 0.0251 91 3.6914 0.0250 92 3.7162 0.0249 93 3.7410 0.0248 94 3.7657 0.0247 95 3.7903 0.0246 96 3.8148 0.0245 97 3.8392 0.0244 98 3.8635 0.0243 99 3.8877 0.0242 100 3.9118 0.0241 101 3.9358 0.0240 102 3.9597 0.0239 103 3.9835 0.0238 104 4.0072 0.0237 105 4.0309 0.0236 106 4.0545 0.0236 107 4.0779 0.0235 108 4.1013 0.0234 109 4.1246 0.0233 110 4.1479 0.0232 111 4.1710 0.0231 112 4.1941 0.0231 113 4.2171 0.0230 114 4.2400 0.0229 115 4.2628 0.0228 116 4.2856 0.0228 117 4.3082 0.0227 118 4.3309 0.0226 119 4.3534 0.0225 120 4.3758 0.0225 121 4.3982 0.0224 122 4.4205 0.0223 123 4.4428 0.0222 124 4.4650 0.0222 125 4.4871 0.0221 126 4.5091 0.0220 127 4.5311 0.0220 128 4.5530 0.0219 129 4.5748 0.0218 130 4.5966 0.0218 131 4.6183 0.0217 132 4.6400 0.0216 J 7 Ll J n I It n L C E I 133 4.6615 0.0216 134 4.6831 0.0215 135 4.7045 0.0215 136 4.7259 0.0214 137 4.7473 0.0213 138 4.7685 0.0213 139 4.7898 0.0212 140 4.8109 0.0212 141 4.8320 0.0211 142 4.8531 0.0210 143 4.8741 0.0210 144 4.8950 0.0209 145 4.9159 0.0209 146 4.9367 0.0208 147 4.9574 0.0208 148 4.9782 0.0207 149 4.9988 0.0207 150 5.0194 0.0206 151 5.0400 0.0206 152 5.0605 0.0205 153 5.0809 0.0204 154 5.1013 0.0204 155 5.1216 0.0203 156 5.1419 0.0203 157 5.1622 0.0202 158 5.1824 0.0202 159 5.2025 0.0201 160 5.2226 0.0201 161 5.2427 0.0200 162 5.2627 0.0200 163 5.2826 0.0200 164 5.3025 0.0199 165 5.3224 0.0199 166 5.3422 0.0198 167 5.3620 0.0198 168 5.3817 0.0197 169 5.4014 0.0197 170 5.4210 0.0196 171 5.4406 0.0196 172 5.4601 0.0195 173 5.4796 0.0195 174 5.4991 0.0195 175 5.5185 0.0194 176 5.5379 0.0194 177 5.5572 0.0193 178 5.5765 0.0193 179 5.5957 0.0192 180 5.6149 0.0192 181 5.6341 0.0192 182 5.6532 0.0191 183 5.6723 0.0191 184 5.6913 0.0190 185 5.7103 0.0190 186 5.7293 0.0190 187 5.7482 0.0189 188 5.7671 0.0189 189 5.7859 0.0188 190 5.8047 0.0188 191 5.8235 0.0188 192 5.8422 0.0187 193 5.8609 0.0187 194 5.8796 0.0187 195 5.8982 0.0186 196 5.9168 0.0186 197 5.9353 0.0185 198 5.9538 0.0185 199 5.9723 0.0185 200 5.9907 0.0184 l Hit u L n u 201 6.0091 0.0184 202 6.0275 0.0184 203 6.0458 0.0183 204 6.0641 0.0183 205 6.0824 0.0183 206 6.1006 0.0182 207 6.1188 0.0182 208 6.1370 0.0182 209 6.1551 0.0181 210 6.1732 0.0181 211 6.1912 0.0181 212 6.2093 0.0180 213 6.2273 0.0180 214 6.2452 0.0180 215 6.2632 0.0179 216 6.2811 0.0179 217 6.2989 0.0179 218 6.3168 0.0178 219 6.3346 0.0178 220 6.3523 0.0178 221 6.3701 0.0177 222 6.3878 0.0177 223 6.4054 0.0177 224 6.4231 0.0176 225 6.4407 0.0176 226 6.4583 0.0176 227 6.4759 0.0176 228 6.4934 0.0175 229 6.5109 0.0175 230 6.5284 0.0175 231 6.5458 0.0174 232 6.5632 0.0174 233 6.5806 0.0174 234 6.5979 0.0174 235 6.6153 0.0173 236 6.6326 0.0173 237 6.6498 0.0173 238 6.6671 0.0172 239 6.6843 0.0172 240 6.7015 0.0172 241 6.7186 0.0172 242 6.7357 0.0171 243 6.7528 0.0171 244 6.7699 0.0171 245 6.7870 0.0170 246 6.8040 0.0170 247 6.8210 0.0170 248 6.8380 0.0170 249 6.8549 0.0169 250 6.8718 0.0169 251 6.8887 0.0169 252 6.9056 0.0169 253 6.9224 0.0168 254 6.9392 0.0168 255 6.9560 0.0168 256 6.9728 0.0168 257 6.9895 0.0167 258 7.0062 0.0167 259 7.0229 0.0167 260 7.0396 0.0167 261 7.0562 0.0166 262 7.0728 0.0166 263 7.0894 0.0166 264 7.1060 0.0166 265 7.1225 0.0165 266 7.1390 0.0165 267 7.1555 0.0165 268 7.1720 0.0165 C L u 269 7.1884 0.0164 270 7.2048 0.0164 271 7.2212 0.0164 272 7.2376 0.0164 273 7.2540 0.0164 274 7.2703 0.0163 275 7.2866 0.0163 276 7.3029 0.0163 277 7.3191 0.0163 278 7.3354 0.0162 279 7.3516 0.0162 280 7.3678 0.0162 281 7.3839 0.0162 282 7.4001 0.0161 283 7.4162 0.0161 284 7.4323 0.0161 285 7.4484 0.0161 286 7.4645 0.0161 287 7.4805 0.0160 288 7.4965 0.0160 Unit Unit Unit Effective Period Rainfall Soil -Loss Rainfall (number) (In) (In) (In) 24 1 2 0.0160 0.0160 0.0035 0.0035 0.0125 0.0125 0.0169 3 0.0161 0.0035 0.0126 0.0037 4 0.0161 0.0035 0.0126 0.0133 5 0.0161 0.0035 0.0126 6 0.0162 0.0035 0.0126 7 0.0162 0.0035 0.0127 8 0.0162 0.0035 0.0127 9 0.0163 0.0035 0.0127 10 0.0163 0.0036 0.0128 11 0.0164 0.0036 0.0128 12 0.0164 0.0036 0.0128 13 0.0164 0.0036 0.0128 14 0.0164 0.0036 0.0129 15 0.0165 0.0036 0.0129 16 0.0165 0.0036 0.0129 17 0.0166 0.0036 0.0130 18 0.0166 0.0036 0.0130 19 0.0166 0.0036 0.0130 20 0.0167 0.0036 0.0130 21 0.0167 0.0036 0.0131 22 0.0167 0.0036 0.0131 23 0.0168 0.0037 0.0131 24 0.0168 0.0037 0.0131 25 0.0169 0.0037 0.0132 26 0.0169 0.0037 0.0132 27 0.0169 0.0037 0.0133 28 0.0170 0.0037 0.0133 29 0.0170 0.0037 0.0133 30 0.0170 0.0037 0.0133 31 0.0171 0.0037 0.0134 32 0.0171 0.0037 0.0134 33 0.0172 0.0037 0.0134 34 0.0172 0.0037 0.0135 35 0.0173 0.0038 0.0135 36 0.0173 0.0038 0.0135 ' 37 0.0174 0.0038 0.0136 38 0.0174 0.0038 0.0136 39 0.0174 0.0038 0.0136 40 0.0175 0.0038 0.0137 41 0.0175 0.0038 0.0137 42 0.0176 0.0038 0.0137 43 0.0176 0.0038 0.0138 44 0.0176 0.0038 0.0138 54 45 0.0177 0.0039 0.0139 0.0182 46 47 0.0177 0.0178 0.0039 0.0039 0.0139 0.0139 0.0040 48 0.0178 0.0039 0.0139 0.0143 49 0.0179 0.0039 0.0140 50 0.0179 0.0039 0.0140 51 0.0180 0.0039 0.0141 52 0.0180 0.0039 0.0141 53 0.0181 0.0039 0.0142 54 0.0181 0.0039 0.0142 55 0.0182 0.0040 0.0142 56 0.0182 0.0040 0.0143 57 0.0183 0.0040 0.0143 73 58 0.0183 0.0040 0.0143 0.0192 59 0.0184 0.0040 0.0144 0.0042 60 0.0184 0.0040 0.0144 0.0151 61 0.0185 0.0040 0.0145 62 0.0185 0.0040 0.0145 63 0.0186 0.0041 0.0146 64 0.0187 0.0041 0.0146 65 0.0187 0.0041 0.0146 66 0.0188 0.0041 0.0147 67 0.0188 0.0041 0.0147 68 0.0189 0.0041 0.0148 69 0.0190 0.0041 0.0148 70 0.0190 0.0041 0.0149 71 0.0191 0.0042 0.0149 72 0.0191 0.0042 0.0150 73 0.0192 0.0042 0.0150 74 0.0192 0.0042 0.0151 75 0.0193 0.0042 0.0151 76 0.0194 0.0042 0.0151 77 0.0195 0.0042 0.0152 78 0.0195 0.0042 0.0153 79 0.0196 0.0043 0.0153 80 0.0196 0.0043 0.0154 81 0.0197 0.0043 0.0154 82 0.0198 0.0043 0.0155 83 0.0199 0.0043 0.0155 84 0.0199 0.0043 0.0156 85 0.0200 0.0044 0.0156 86 0.0200 0.0044 0.0157 87 0.0201 0.0044 0.0158 88 89 0.0202 0.0203 0.0044 0.0044 0.0158 0.0159 90 0.0203 0.0044 0.0159 91 0.0204 0.0045 0.0160 92 0.0205 0.0045 0.0160 93 0.0206 0.0045 0.0161 94 0.0207 0.0045 0.0162 95 0.0208 0.0045 0.0162 96 0.0208 0.0045 0.0163 97 0.0209 0.0046 0.0164 98 0.0210 0.0046 0.0164 99 0.0211 0.0046 0.0165 100 0.0212 0.0046 0.0166 101 0.0213 0.0046 0.0166 102 0.0213 0.0046 0.0167 103 0.0215 0.0047 0.0168 104 0.0215 0.0047 0.0168 ' 105 0.0216 0.0047 0.0169 106 0.0217 0.0047 0.0170 107 0.0218 0.0048 0.0171 ' 108 0.0219 0.0048 0.0171 109 0.0220 0.0048 0.0172 110 0.0221 0.0048 0.0173 111 0.0222 0.0048 0.0174 G L' u Pil u 0 n �ea I J C n 112 0.0223 0.0049 0.0175 113 0.0225 0.0049 0.0176 114 0.0225 0.0049 0.0176 115 0.0227 0.0049 0.0177 116 0.0228 0.0050 0.0178 117 0.0229 0.0050 0.0179 118 0.0230 0.0050 0.0180 119 0.0231 0.0050 0.0181 120 0.0232 0.0051 0.0182 121 0.0234 0.0051 0.0183 122 0.0235 0.0051 0.0184 123 0.0236 0.0052 0.0185 124 0.0237 0.0052 0.0186 125 0.0239 0.0052 0.0187 126 0.0240 0.0052 0.0188 127 0.0242 0.0053 0.0189 128 0.0243 0.0053 0.0190 129 0.0245 0.0053 0.0192 130 0.0246 0.0054 0.0192 131 0.0248 0.0054 0.0194 132 0.0249 0.0054 0.0195 133 0.0251 0.0055 0.0196 134 0.0252 0.0055 0.0197 135 0.0254 0.0055 0.0199 136 0.0255 0.0056 0.0200 137 0.0258 0.0056 0.0202 138 0.0259 0.0056 0.0203 139 0.0261 0.0057 0.0205 140 0.0263 0.0057 0.0206 141 0.0265 0.0058 0.0208 142 0.0267 0.0058 0.0209 143 0.0269 0.0059 0.0211 144 0.0271 0.0059 0.0212 145 0.0225 0.0049 0.0176 146 0.0226 0.0049 0.0177 147 0.0229 0.0050 0.0179 148 0.0231 0.0050 0.0181 149 0.0235 0.0051 0.0183 150 0.0236 0.0052 0.0185 151 0.0240 0.0052 0.0188 152 0.0242 0.0053 0.0189 153 0.0246 0.0054 0.0192 154 0.0248 0.0054 0.0194 155 0.0252 0.0055 0.0197 156 0.0255 0.0055 0.0199 157 0.0259 0.0057 0.0203 158 0.0262 0.0057 0.0205 159 0.0267 0.0058 0.0209 160 0.0270 0.0059 0.0211 161 0.0275 0.0060 0.0215 162 0.0278 0.0061 0.0217 163 0.0284 0.0062 0.0222 164 0.0287 0.0063 0.0225 165 0.0294 0.0064 0.0230 166 0.0298 0.0065 0.0233 167 0.0305 0.0067 0.0239 168 0.0309 0.0067 0.0242 169 0.0326 0.0071 0.0255 170 0.0330 0.0072 0.0258 171 0.0340 0.0074 0.0266 172 0.0345 0.0075 0.0270 173 0.0356 0.0078 0.0279 174 0.0362 0.0079 0.0283 175 0.0375 0.0082 0.0293 176 0.0382 0.0083 0.0299 177 0.0398 0.0087 0.0311 178 0.0406 0.0088 0.0318 179 0.0425 0.0093 0.0332 180 0.0435 0.0095 0.0340 181 0.0458 0.0100 0.0359 182 0.0472 0.0103 0.0369 183 0.0502 0.0109 0.0393 184 0.0520 0.0113 0.0406 185 0.0329 0.0072 0.0257 186 0.0351 0.0076 0.0274 187 0.0407 0.0089 0.0318 188 0.0444 0.0097 0.0347 189 0.0552 0.0120 0.0432 190 0.0636 0.0139 0.0497 191 0.0965 0.0195 0.0770 192 0.1401 0.0195 0.1206 193 0.6061 0.0195 0.5866 194 0.0760 0.0165 0.0594 195 0.0491 0.0107 0.0384 196 0.0376 0.0082 0.0294 197 0.0539 0.0118 0.0422 198 0.0486 0.0106 0.0380 199 0.0446 0.0097 0.0349 200 0.0415 0.0090 0.0325 PR 201 0.0390 0.0085 0.0305 202 0.0368 0.0080 0.0288 203 0.0350 0.0076 0.0274 204 0.0335 0.0073 0.0262 205 0.0313 0.0068 0.0245 { 206 0.0301 0.0066 0.0236 207 0.0291 0.0063 0.0227 208 0.0281 0.0061 0.0220 209 0.0272 0.0059 0.0213 210 0.0264 0.0058 0.0207 211 0.0257 0.0056 0.0201 212 0.0250 0.0055 0.0196 213 0.0244 0.0053 0.0191 214 0.0238 0.0052 0.0186 215 0.0233 0.0051 0.0182 216 0.0228 0.0050 0.0178 217 0.0272 0.0059 0.0213 218 0.0268 0.0058 0.0210 219 0.0264 0.0058 0.0207 220 0.0260 0.0057 0.0204 221 0.0257 0.0056 0.0201 222 0.0253 0.0055 0.0198 223 0.0250 0.0054 0.0196 224 0.0247 0.0054 0.0193 225 0.0244 0.0053 0.0191 226 0.0241 0.0053 0.0189 227 0.0238 0.0052 0.0186 228 0.0236 0.0051 0.0184 229 0.0233 0.0051 0.0182 230 0.0231 0.0050 0.0180 231 0.0228 0.0050 0.0179 232 0.0226 0.0049 0.0177 233 0.0224 0.0049 0.0175 234 0.0222 0.0048 0.0173 235 0.0220 0.0048 0.0172 236 0.0218 0.0047 0.0170 237 0.0216 0.0047 0.0169 238 0.0214 0.0047 0.0167 239 0.0212 0.0046 0.0166 240 0.0210 0.0046 0.0165 241 0.0209 0.0045 0.0163 242 0.0207 0.0045 0.0162 243 0.0206 0.0045 0.0161 244 0.0204 0.0044 0.0160 245 0.0202 0.0044 0.0158 246 0.0201 0.0044 0.0157 247 0.0200 0.0043 0.0156 C J ��i 0 n n C n 0 248 0.0198 0.0043 0.0155 249 0.0197 0.0043 0.0154 250 0.0195 0.0043 0.0153 251 0.0194 0.0042 0.0152 252 0.0193 0.0042 0.0151 253 0.0192 0.0042 0.0150 254 0.0190 0.0041 0.0149 255 0.0189 0.0041 0.0148 256 0.0188 0.0041 0.0147 257 0.0187 0.0041 0.0146 258 0.0186 0.0040 0.0145 259 0.0185 0.0040 0.0144 260 0.0184 0.0040 0.0144 261 0.0183 0.0040 0.0143 262 0.0182 0.0040 0.0142 263 0.0181 0.0039 0.0141 264 0.0180 0.0039 0.0140 265 0.0179 0.0039 0.0140 266 0.0178 0.0039 0.0139 267 0.0177 0.0039 0.0138 268 0.0176 0.0038 0.0138 269 0.0175 0.0038 0.0137 270 0.0174 0.0038 0.0136 271 0.0173 0.0038 0.0135 272 0.0172 0.0038 0.0135 273 0.0172 0.0037 0.0134 274 0.0171 0.0037 0.0134 275 0.0170 0.0037 0.0133 276 0.0169 0.0037 0.0132 277 0.0168 0.0037 0.0132 278 0.0168 0.0037 0.0131 279 0.0167 0.0036 0.0131 280 0.0166 0.0036 0.0130 281 0.0165 0.0036 0.0129 282 0.0165 0.0036 0.0129 283 0.0164 0.0036 0.0128 284 0.0163 0.0036 0.0128 285 0.0163 0.0035 0.0127 286 0.0162 0.0035 0.0127 287 0.0161 0.0035 0.0126 288 -------------------------------------------------------------------- 0.0161 0.0035 0.0126 -------------------------------------------------------------------- Total soil rain loss = 1.51(In) Total effective rainfall = 5.99(In) Peak flow rate in flood hydrograph = 997.82(CFS) --------------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 24 - H O U R S T O R M R u n o f f H y d r o g r a p h Hydrograph in 5 Minute intervals ((CFS)) -------------------------------------- Time(h+m) Volume Ac.Ft Q(CFS) 0 2` ------------------------------------------ 0+ 5 0.0252 3.66 Q 0+10 0.1594 19.48 Q 0+15 0.4001 34.95 VQ 0+20 0.6970 43.11 VQ 0+25 1.0205 46.97 VQ 0+30 1.3583 49.04 VQ 0+35 1.7069 50.63 V Q 0+40 2.0626 51.65 V Q 0+45 2.4243 52.51 V Q 0+50 2.7912 53.28 V Q 0+55 3.1629 53.97 V Q 1+ 0 3.5388 54.58 V Q u u v n ll C C� 1 J 1+ 5 3.9185 55.14 V Q 1+10 4.3019 55.66 V Q 1+15 4.6885 56.13 IVQ 1+20 5.0780 56.56 IVQ 1+25 5.4703 56.97 IVQ 1+30 5.8655 57.38 IVQ 1+35 6.2636 57.80 IVQ 1+40 6.6635 58.07 IVQ 1+45 7.0643 58.20 IVQ 1+50 7.4660 58.33 IVQ 1+55 7.8686 58.46 IVQ 2+ 0 8.2721 58.59 IVQ 2+ 5 8.6765 58.72 IVQ 2+10 9.0819 58.85 IVQ 2+15 9.4881 58.99 1 Q 2+20 9.8953 59.12 1 Q 2+25 10.3034 59.26 1 Q 2+30 10.7124 59.40 1 Q 2+35 11.1224 59.53 1 Q 2+40 11.5334 59.67 1 Q 2+45 11.9453 59.81 1 Q 2+50 12.3583 59.96 1 Q 2+55 12.7722 60.10 1 Q 3+ 0 13.1871 60.24 I Q 3+ 5 13.6030 60.39 1 Q 3+10 14.0199 60.54 1 QV 3+15 14.4378 60.68 I QV 3+20 14.8568 60.84 1 QV 3+25 15.2768 60.98 1 QV 3+30 15.6979 61.14 I QV 3+35 16.1200 61.29 1 QV 3+40 16.5432 61.45 1 QV 3+45 16.9675 61.60 1 QV 3+50 17.3928 61.76 I QV 3+55 17.8193 61.92 1 QV 4+ 0 18.2468 62.08 1 QV 4+ 5 18.6755 62.24 1 Q V 4+10 19.1053 62.41 1 Q V 4+15 19.5363 62.57 1 Q V 4+20 19.9684 62.74 1 Q V 4+25 20.4016 62.91 I Q V 4+30 20.8361 63.08 1 Q V 4+35 21.2717 63.25 1 Q V 4+40 21.7085 63.43 1 Q V 4+45 22.1466 63.60 1 Q V 4+50 22.5858 63.78 1 Q V 4+55 23.0263 63.96 1 Q V 5+ 0 23.4681 64.14 1 Q V 5+ 5 23.9110 64.32 1 Q V 5+10 24.3553 64.51 I Q V 5+15 24.8009 64.69 1 Q V 5+20 25.2477 64.88 I Q V 5+25 25.6959 65.07 1 Q V 5+30 26.1454 65.27 1 Q V 5+35 26.5962 65.46 1 Q V 5+40 27.0484 65.66 1 Q V 5+45 27.5019 65.86 1 Q V 5+50 27.9569 66.06 1 Q 5+55 28.4132 66.26 1 Q 6+ 0 28.8710 66.47 1 Q 6+ 5 29.3302 66.67 1 Q 6+10 29.7908 66.89 1 Q 6+15 30.2529 67.10 1 Q 6+20 30.7165 67.31 I Q 6+25 31.1816 67.53 I Q 6+30 31.6482 67.75 1 Q 6+35 32.1163 67.97 I Q 6+40 32.5860 68.20 1 Q V u L F-1 u n u C v 0 V 6+45 33.0573 68.43 1 Q V 1 6+50 33.5301 68.66 1 Q V I 6+55 34.0046 68.89 1 Q V I 7+ 0 34.4807 69.13 1 Q V I 7+ 5 34.9584 69.37 1 Q V I 7+10 35.4378 69.61 1 Q V I 7+15 35.9189 69.86 1 Q V 7+20 36.4018 70.11 1 Q V I 7+25 36.8863 70.36 1 Q V I 7+30 37.3726 70.61 1 Q V I 7+35 37.8607 70.87 1 Q V I 7+40 38.3506 71.14 1 Q V I 7+45 38.8424 71.40 1 Q V I 7+50 39.3360 71.67 1 Q V I 7+55 39.8314 71.94 1 Q V I 8+ 0 40.3288 72.22 1 Q V I 8+ 5 40.8281 72.50 1 Q V I 8+10 41.3294 72.79 1 Q V I 8+15 41.8327 73.07 1 Q VI 8+20 42.3379 73.37 1 Q VI 8+25 42.8453 73.66 1 Q VI 8+30 43.3547 73.97 1 Q VI 8+35 43.8662 74.27 1 Q VI 8+40 44.3798 74.58 1 Q VI 8+45 44.8956 74.90 1 Q VI 8+50 45.4137 75.22 1 Q VI 8+55 45.9339 75.54 1 Q VI 9+ 0 46.4565 75.88 1 Q V 9+ 5 46.9813 76.21 1 Q V 9+10 47.5086 76.55 1 Q V 9+15 48.0381 76.89 1 Q V 9+20 48.5702 77.25 1 Q V 9+25 49.1046 77.60 1 Q V 9+30 49.6416 77.97 1 Q V 9+35 50.1812 78.34 I Q V 9+40 50.7233 78.72 1 Q V 9+45 51.2681 79.10 1 Q IV 9+50 51.8156 79.50 1 Q IV 9+55 52.3658 79.89 1 Q IV 10+ 0 52.9188 80.30 1 Q IV 10+ 5 53.4746 80.70 1 Q IV 10+10 54.0334 81.13 1 Q IV 10+15 54.5950 81.55 1 Q IV 10+20 55.1597 81.99 1 Q IV 10+25 55.7274 82.43 1 Q I 10+30 56.2983 82.89 1 Q I 10+35 56.8723 83.35 1 Q I 10+40 57.4497 83.83 1 Q I 10+45 58.0302 84.30 1 Q I 10+50 58.6143 84.80 1 Q I 10+55 59.2017 85.30 1 Q I 11+ 0 59.7927 85.82 1 Q I 11+ 5 60.3873 86.33 1 Q I 11+10 60.9857 86.88 1 Q I 11+15 61.5877 87.42 1 Q I 11+20 62.1937 87.99 1 Q I 11+25 62.8036 88.55 1 Q I 11+30 63.4175 89.15 1 Q I 11+35 64.0356 89.74 1 Q I 11+40 64.6580 90.37 1 Q I 11+45 65.2847 91.00 1 Q I 11+50 65.9159 91.65 1 Q I 11+55 66.5517 92.31 1 Q I 12+ 0 67.1922 93.00 1 Q I 12+ 5 67.8298 92.58 1 Q I 12+10 68.4390 88.46 1 Q I 12+15 69.0208 84.48 1 Q I 12+20 69.5911 82.80 1 Q I V V V V V V V V V V V V V V V V V V V V V V V V It 0 C! u 1-, u 0 u n 12+25 70.1590 82.46 1 Q I V I 12+30 70.7286 82.72 1 Q I V I 12+35 71.3012 83.14 1 Q I V I 12+40 71.8782 83.78 1 Q I V I 12+45 72.4601 84.49 1 Q I V I 12+50 73.0474 85.28 1 Q I V I 12+55 73.6405 86.11 1 Q I V I 13+ 0 74.2399 87.03 1 Q I V I 13+ 5 74.8458 87.98 1 Q I V I 13+10 75.4588 89.02 1 Q I V I 13+15 76.0792 90.08 1 Q I V I 13+20 76.7077 91.25 1 Q I V I 13+25 77.3443 92.44 1 Q I V I 13+30 77.9897 93.72 1 Q I V I 13+35 78.6442 95.03 1 Q I V I 13+40 79.3086 96.48 1 Q I V I 13+45 79.9837 98.02 1 Q I V I 13+50 80.6702 99.68 1 Q I V I 13+55 81.3683 101.37 1 Q I V 14+ 0 82.0792 103.21 1 Q I V I 14+ 5 82.8043 105.28 1 Q I V I 14+10 83.5488 108.11 1 Q I V I 14+15 84.3132 110.99 1 Q I V I 14+20 85.0963 113.70 1 Q I V I 14+25 85.8972 116.29 1 Q I V I 14+30 86.7170 119.04 1 Q I V I 14+35 87.5563 121.87 1 Q I V 14+40 88.4170 124.97 1 Q I VI 14+45 89.3000 128.22 1 Q I VI 14+50 90.2080 131.84 1 Q I VI 14+55 91.1424 135.67 1 Q I VI 15+ 0 92.1065 140.00 1 Q I VI 15+ 5 93.1026 144.62 1 Q I V 15+10 94.1352 149.94 1 Q I V 15+15 95.2075 155.70 1 Q I V 15+20 96.3264 162.46 1 Q I V 15+25 97.4602 164.64 1 Q I IV 15+30 98.4978 150.65 1 Q I IV 15+35 99.4488 138.09 1 Q I IV 15+40 100.4015 138.32 1 Q I IV 15+45 101.4170 147.46 1 Q I IV 15+50 102.5560 165.38 1 Q I I V 15+55 103.8945 194.35 I Q 1 1 V 16+ 0 105.6595 256.28 I Q I V 16+ 5 109.0240 488.53 1 I QI 16+10 115.8961 997.82 1 I I 16+15 122.3632 939.03 1 I I 16+20 126.3582 580.07 1 I I 16+25 128.8219 357.73 1 1 Q I 16+30 130.6855 270.60 1 Q I 16+35 132.3798 246.01 1 QI I 16+40 133.8581 214.65 1 Q I I 16+45 135.2221 198.05 1 Q I I 16+50 136.4931 184.54 I Q I I 16+55 137.6826 172.73 I Q I I 17+ 0 138.7982 161.98 1 Q I I 17+ 5 139.8536 153.25 1 Q I I 17+10 140.8501 144.69 1 Q I I 17+15 141.7911 136.63 1 Q I I 17+20 142.6837 129.61 1 Q I I 17+25 143.5413 124.52 1 Q I I 17+30 144.3689 120.17 1 Q I 17+35 145.1632 115.32 1 Q I I 17+40 145.8851 104.83 1 Q I I 17+45 146.5413 95.27 1 Q I I 17+50 147.1768 92.28 1 Q I I 17+55 147.7954 89.82 1 Q I I 18+ 0 148.3977 87.46 1 Q I I V V V Q v V V V V VI VI V1 V V V V V IV IV IV IV IV IV IV I v 0 n Ll HT u n n 0 I I 0 P v7 18+ 5 148.9918 86.26 18+10 149.6048 89.01 18+15 150.2372 91.82 18+20 150.8745 92.54 18+25 151.5086 92.07 18+30 152.1364 91.15 18+35 152.7574 90.17 18+40 153.3710 89.10 18+45 153.9776 88.07 18+50 154.5772 87.07 18+55 155.1702 86.11 19+ 0 155.7568 85.17 19+ 5 156.3372 84.27 19+10 156.9116 83.40 19+15 157.4802 82.56 19+20 158.0431 81.74 19+25 158.6007 80.96 19+30 159.1531 80.20 19+35 159.7005 79.48 19+40 160.2428 78.75 19+45 160.7800 78.00 19+50 161.3121 77.27 19+55 161.8395 76.56 20+ 0 162.3621 75.88 20+ 5 162.8802 75.23 20+10 163.3938 74.59 20+15 163.9032 73.97 20+20 164.4085 73.37 20+25 164.9098 72.78 20+30 165.4071 72.21 20+35 165.9007 71.66 20+40 166.3905 71.13 20+45 166.8768 70.60 20+50 167.3595 70.09 20+55 167.8388 69.60 21+ 0 168.3148 69.12 21+ 5 168.7876 68.64 21+10 169.2572 68.18 21+15 169.7237 67.74 21+20 170.1872 67.30 21+25 170.6477 66.87 21+30 171.1053 66.45 21+35 171.5602 66.04 21+40 172.0122 65.64 21+45 172.4616 65.25 21+50 172.9083 64.86 21+55 173.3524 64.49 22+ 0 173.7940 64.12 22+ 5 174.2332 63.76 22+10 174.6699 63.41 22+15 175.1042 63.06 22+20 175.5361 62.72 22+25 175.9658 62.39 22+30 176.3932 62.06 22+35 176.8185 61.74 22+40 177.2415 61.43 22+45 177.6624 61.12 22+50 178.0813 60.81 22+55 178.4980 60.52 23+ 0 178.9128 60.22 23+ 5 179.3256 59.94 23+10 179.7364 59.65 23+15 180.1453 59.37 23+20 180.5524 59.10 23+25 180.9575 58.83 23+30 181.3609 58.57 23+35 181.7625 58.31 23+40 182.1623 58.05 Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v v I v I v I v I v I v I v I v I v I v I v I vI v1 v1 v� v1 23+45 182.5603 57.80 1 Q I I I VI A# n u I L r r [l L! 23+50 182.9567 57.55 1 Q I I I VI 23+55 24+ 0 183.3513 183.7443 57.31 57.06 1 Q I I 1 Q I I I VI I VI 24+ 5 184.1105 53.17 1 Q I I I VI 24+10 184.3664 37.16 IQ i I I VI 24+15 184.5151 21.58 Q I I I VI 24+20 184.6075 13.41 Q I I ( VI 24+25 184.6735 9.59 Q I I I VI 24+30 184.7257 7.58 Q I I I VI 24+35 184.7674 6.06 Q I I I VI 24+40 184.8027 5.12 Q I I I VI 24+45 184.8326 4.34 Q I I I VI 24+50 184.8579 3.67 Q I I I VI 24+55 184.8791 3.07 Q I I I VI 25+ 0 184.8967 2.56 Q I I I VI 25+ 5 184.9112 2.10 Q I I I VI 25+10 184.9229 1.69 Q I I I VI 25+15 184.9321 1.33 Q I I I VI 25+20 184.9391 1.02 Q I I I VI 25+25 184.9441 0.73 Q I I I VI 25+30 184.9472 0.44 Q I I I VI ---25+35 184.9482------0-15 ------------I---------I--------- V ------- A# n u I L r r [l L! sa U n i t H y d r o g r a p h A n a l y s i s Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2004, Version 7.0 Study date 06/18/08 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ---------------------------------------------------------- San Bernardino - County Synthetic Unit Hydrology Method Manual date - August 1986 Program License Serial Number 6061 HILLWOOD LOGISTIC CENTER CITY OF MONTANA ( C1?LCv1,Al 7-E0 PROPOSED CONDITION CALCULATION (AREA "B") Qtovc Zi5%.8 CFS Q100 "�' 13nsl i n�n V = 2�•8 clF#. �jz884P.'�' -------------------------------------------------------------------- Storm Event Year = 100 Antecedent Moisture Condition = 3 English (in -lb) Input Units Used English Rainfall Data (Inches) Input Values Used ' English Units used in output format ' Area averaged rainfall intensity isohyetal data: Sub -Area Duration Isohyetal (Ac.) (hours) (In) Rainfall data for year 100 52.00 1 1.30 -------------------------------------------------------------------- Rainfall data for year 100 52.00 6 3.20 -------------------------------------------------------------------- Rainfall data for year 100 52.00 24 7.50 ******** 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) 52.0 72.0 12.00 0.231 0.501 0.950 0.476 78.0 92.8 40.00 0.769 0.140 0.050 0.007 ' Area -averaged adjusted loss rate Fm (In/Hr) = 0.115 ********* Area -Averaged low loss rate fraction, Yb ********** ' Area Area SCS CN SCS CN S Pervious (Ac.) Fract (AMC2) (AMC3) Yield Fr 11.40 0.219 52.0 72.0 3.89 0.568 0.60 0.012 98.0 98.0 0.20 0.968 J r r 7 C R, E L n 2.00 0.038 78.0 92.8 0.78 0.886 38.00 0.731 98.0 98.0 0.20 0.968 Area -averaged catchment yield fraction, Y = 0.877 Area -averaged low loss fraction, Yb = 0.123 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Watercourse length = 2480.00(Ft.) Length from concentration point to centroid = 1610.00(Ft.) Elevation difference along watercourse = 325.00(Ft.) Mannings friction factor along watercourse = 0.020 Watershed area = 52.00(Ac.) Catchment Lag time = 0.066 hours Unit interval = 5.000 minutes Unit interval percentage of lag time = 125.8654 Hydrograph baseflow = 0.00(CFS) Average maximum watershed loss rate(Fm) = 0.115(In/Hr) Average low loss rate fraction (Yb) = 0.123 (decimal) VALLEY DEVELOPED S -Graph proportion = 0.770 VALLEY UNDEVELOPED S -Graph proportion = 0.000 FOOTHILL S -Graph proportion = 0.230 MOUNTAIN S -Graph proportion = 0.000 DESERT S -Graph proportion = -0.000 Computed peak 5 -minute rainfall = 0.617(In) Computed peak 30 -minute rainfall = 1.056(In) Specified peak 1 -hour rainfall = 1.300(In) Computed peak 3 -hour rainfall = 2.258(In) Specified peak 6 -hour rainfall = 3.200(In) Specified peak 24-hour rainfall = 7.500(In) Rainfall depth area reduction factors: Using a total area of 52.00(Ac.) (Ref: fig. E-4) 5 -minute factor = 0.998 Adjusted rainfall = 0.615(In) 30 -minute factor = 0.998 Adjusted rainfall = 1.053(In) 1 -hour factor = 0.998 Adjusted rainfall = 1.297(In) 3 -hour factor = 1.000 Adjusted rainfall = 2.258(In) 6 -hour factor = 1.000 Adjusted rainfall = 3.199(In) 24-hour factor = --------------------------------------------------------------------- 1.000 Adjusted rainfall = 7.500(In) U n i t Hydro graph +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Interval 'S' Graph Unit Hydrograph Number- Mean values((CFS)) ----------------------------------------------- (K = 628.88 (CFS)) 1 25.538 160.603 2 87.823 391.696 3 98.610 67.833 4 99.616 6.329 5 99.870 1.596 6 100.000 0.818 ------------------------------------------------- Peak Unit Adjusted mass rainfall Unit rainfall Number (In) (In) 1 0.6154 0.6154 2 0.7576 0.1422 3 0.8556 0.0980 4 0.9327 0.0771 5 0.9973 0.0646 6 1.0534 0.0561 7 1.1032 0.0499 8 1.1483 0.0451 9 1.1896 0.0413 10 1.2278 0.0382 u u n HI, n CI r 0 11 1.2634 0.0356 12 1.2968 0.0334 13 1.3503 0.0535 14 1.4017 0.0515 15 1.4514 0.0497 16 1.4995 0.0481 17 1.5461 0.0466 18 1.5913 0.0452 19 1.6353 0.0440 20 1.6782 0.0429 21 1.7200 0.0418 22 1.7609 0.0409 23 1.8009 0.0400 24 1.8400 0.0391 25 1.8783 0.0383 26 1.9158 0.0375 27 1.9526 0.0368 28 1.9888 0.0362 29 2.0243 0.0355 30 2.0593 0.0349 31 2.0936 0.0344 32 2.1275 0.0338 33 2.1608 0.0333 34 2.1936 0.0328 35 2.2259 0.0323 36 2.2578 0.0319 37 2.2891 0.0313 38 2.3200 0.0309 39 2.3505 0.0305 40 2.3806 0.0301 41 2.4104 0.0297 42 2.4398 0.0294 43 2.4688 0.0290 44 2.4975 0.0287 45 2.5259 0.0284 46 2.5540 0.0281 47 2.5818 0.0278 48 2.6092 0.0275 49 2.6364 0.0272 50 2.6634 0.0269 51 2.6900 0.0267 52 2.7164 0.0264 53 2.7426 0.0261 54 2.7685 0.0259 55 2.7941 0.0257 56 2.8196 0.0254 57 2.8448 0.0252 58 2.8698 0.0250 59 2.8946 0.0248 60 2.9191 0.0246 61 2.9435 0.0244 62 2.9677 0.0242 63 2.9917 0.0240 64 3.0155 0.0238 65 3.0391 0.0236 66 3.0625 0.0234 67 3.0857 0.0233 68 3.1088 0.0231 69 3.1317 0.0229 70 3.1545 0.0227 71 3.1771 0.0226 72 3.1995 0.0224 73 3.2267 0.0272 74 3.2538 0.0271 75 3.2808 0.0269 76 3.3076 0.0268 77 3.3342 0.0267 78 3.3608 0.0265 u u D A J 0 C Hi u u 7 u 79 3.3872 0.0264 80 3.4135 0.0263 81 3.4396 0.0262 82 3.4657 0.0260 83 3.4916 0.0259 84 3.5174 0.0258 85 3.5430 0.0257 86 3.5686 0.0256 87 3.5940 0.0254 88 3.6194 0.0253 89 3.6446 0.0252 90 3.6697 0.0251 91 3.6947 0.0250 92 3.7196 0.0249 93 3.7444 0.0248 94 3.7691 0.0247 95 3.7937 0.0246 96 3.8181 0.0245 97 3.8425 0.0244 98 3.8668 0.0243 99 3.8910 0.0242 100 3.9151 0.0241 101 3.9391 0.0240 102 3.9631 0.0239 103 3.9869 0.0238 104 4.0106 0.0237 105 4.0343 0.0237 106 4.0578 0.0236 107 4.0813 0.0235 108 4.1047 0.0234 109 4.1280 0.0233 110 4.1513 0.0232 111 4.1744 0.0231 112 4.1975 0.0231 113 4.2205 0.0230 114 4.2434 0.0229 115 4.2662 0.0228 116 4.2890 0.0228 117 4.3117 0.0227 118 4.3343 0.0226 119 4.3568 0.0225 120 4.3793 0.0225 121 4.4017 0.0224 122 4.4240 0.0223 123 4.4462 0.0222 124 4.4684 0.0222 125 4.4905 0.0221 126 4.5125 0.0220 127 4.5345 0.0220 128 4.5564 0.0219 129 4.5783 0.0218 130 4.6000 0.0218 131 4.6218 0.0217 132 4.6434 0.0216 133 4.6650 0.0216 134 4.6865 0.0215 135 4.7080 0.0215 136 4.7294 0.0214 137 4.7507 0.0213 138 4.7720 0.0213 139 4.7932 0.0212 140 4.8144 0.0212 141 4.8355 0.0211 142 4.8565 0.0210 143 4.8775 0.0210 144 4.8984 0.0209 145 4.9193 0.0209 146 4.9401 0.0208 n n Hill u 0 r� n u r 0 147 4.9609 0.0208 148 4.9816 0.0207 149 5.0022 0.0207 150 5.0228 0.0206 151 5.0434 0.0205 152 5.0639 0.0205 153 5.0843 0.0204 154 5.1047 0.0204 155 5.1251 0.0203 156 5.1454 0.0203 157 5.1656 0.0202 158 5.1858 0.0202 159 5.2060 0.0201 160 5.2260 0.0201 161 5.2461 0.0200 162 5.2661 0.0200 163 5.2860 0.0200 164 5.3059 0.0199 165 5.3258 0.0199 166 5.3456 0.0198 167 5.3654 0.0198 168 5.3851 0.0197 169 5.4048 0.0197 170 5.4244 0.0196 171 5.4440 0.0196 172 5.4635 0.0195 173 5.4830 0.0195 174 5.5025 0.0195 175 5.5219 0.0194 176 5.5413 0.0194 177 5.5606 0.0193 178 5.5799 0.0193 179 5.5991 0.0192 180 5.6183 0.0192 181 5.6375 0.0192 182 5.6566 0.0191 183 5.6757 0.0191 184 5.6947 0.0190 185 5.7137 0.0190 186 5.7327 0.0190 187 5.7516 0.0189 188 5.7705 0.0189 189 5.7893 0.0188 190 5.8081 0.0188 191 5.8269 0.0188 192 5.8456 0.0187 193 5.8643 0.0187 194 5.8829 0.0187 195 5.9015 0.0186 196 5.9201 0.0186 197 5.9387 0.0185 198 5.9572 0.0185 199 5.9756 0.0185 200 5.9941 0.0184 201 6.0125 0.0184 202 6.0308 0.0184 203 6.0492 0.0183 204 6.0675 0.0183 205 6.0857 0.0183 206 6.1039 0.0182 207 6.1221 0.0182 208 6.1403 0.0182 209 6.1584 0.0181 210 6.1765 0.0181 211 6.1946 0.0181 212 6.2126 0.0180 213 6.2306 0.0180 214 6.2485 0.0180 247 6.8242 0.0170 248 6.8411 215 6.2665 0.0179 0.0169 216 6.2844 0.0179 217 6.3022 0.0179 218 6.3200 0.0178 219 6.3378 0.0178 220 221 6.3556 6.3733 0.0178 0.0177 222 6.3911 0.0177 223 6.4087 0.0177 224 6.4264 0.0176 225 6.4440 0.0176 226 6.4616 0.0176 227 6.4791 0.0176 228 6.4966 0.0175 229 6.5141 0.0175 230 6.5316 0.0175 231 6.5490 0.0174 232 6.5664 0.0174 233 6.5838 0.0174 234 6.6012 0.0173 235 6.6185 0.0173 236 6.6358 0.0173 237 6.6531 0.0173 238 6.6703 0.0172 239 240 6.6875 6.7047 0.0172 0.0172 241 6.7218 0.0172 242 6.7390 0.0171 243 244 6.7561 6.7731 0.0171 0.0171 245 6.7902 0.0170 246 6.8072 0.0170 247 6.8242 0.0170 248 6.8411 0.0170 249 6.8581 0.0169 250 6.8750 0.0169 251 6.8919 0.0169 252 6.9087 0.0169 253 6.9256 0.0168 254 6.9424 0.0168 266 255 6.9592 0.0168 7.1586 256 6.9759 0.0168 0.0165 257 6.9926 0.0167 258 7.0093 0.0167 259 7.0260 0.0167 260 7.0427 0.0167 261 7.0593 0.0166 262 263 7.0759 7.0925 0.0166 0.0166 264 7.1091 0.0166 265 7.1256 0.0165 266 7.1421 0.0165 267 7.1586 0.0165 268 7.1751 0.0165 269 7.1915 0.0164 270 7.2079 0.0164 271 7.2243 0.0164 272 7.2407 0.0164 273 7.2570 0.0163 274 7.2734 0.0163 ' 275 7.2897 0.0163 276 7.3059 0.0163 277 7.3222 0.0163 278 7.3384 0.0162 279 7.3546 0.0162 280 7.3708 0.0162 281 7.3870 0.0162 282 7.4031 0.0161 u 0 n j fl n Fo' L 0 0 283 7.4192 0.0161 284 7.4353 0.0161 285 7.4514 0.0161 286 7.4675 0.0161 287 7.4835 0.0160 288 7.4995 0.0160 --------------------------------------------------------------------- Unit Unit Unit Effective Period Rainfall Soil -Loss Rainfall (number) (In) (In) (In) --------------------------------------------------------------------- 1 0.0160 0.0020 0.0140 2 0.0160 0.0020 0.0141 3 0.0161 0.0020 0.0141 4 0.0161 0.0020 0.0141 5 0.0161 0.0020 0.0142 6 0.0162 0.0020 0.0142 7 0.0162 0.0020 0.0142 8 0.0162 0.0020 0.0142 9 0.0163 0.0020 0.0143 10 0.0163 0.0020 0.0143 11 0.0163 0.0020 0.0143 12 0.0164 0.0020 0.0144 13 0.0164 0.0020 0.0144 14 0.0164 0.0020 0.0144 15 0.0165 0.0020 0.0145 16 0.0165 0.0020 0.0145 17 0.0166 0.0020 0.0145 18 0.0166 0.0020 0.0145 19 0.0166 0.0020 0.0146 20 0.0167 0.0020 0.0146 21 0.0167 0.0021 0.0147 22 0.0167 0.0021 0.0147 23 0.0168 0.0021 0.0147 24 0.0168 0.0021 0.0147 25 0.0169 0.0021 0.0148 26 0.0169 0.0021 0.0148 27 0.0169 0.0021 0.0149 28 0.0170 0.0021 0.0149 29 0.0170 0.0021 0.0149 30 0.0170 0.0021 0.0149 31 0.0171 0.0021 0.0150 32 0.0171 0.0021 0.0150 33 0.0172 0.0021 0.0151 34 0.0172 0.0021 0.0151 35 0.0173 0.0021 0.0151 36 0.0173 0.0021 0.0152 37 0.0173 0.0021 0.0152 38 0.0174 0.0021 0.0152 39 0.0174 0.0021 0.0153 40 0.0175 0.0021 0.0153 41 0.0175 0.0022 0.0154 42 0.0176 0.0022 0.0154 43 0.0176 0.0022 0.0155 44 0.0176 0.0022 0.0155 45 0.0177 0.0022 0.0155 46 0.0177 0.0022 0.0156 47 0.0178 0.0022 0.0156 48 0.0178 0.0022 0.0156 49 0.0179 0.0022 0.0157 50 0.0179 0.0022 0.0157 51 0.0180 0.0022 0.0158 52 0.0180 0.0022 0.0158 53 0.0181 0.0022 0.0159 54 0.0181 0.0022 0.0159 55 0.0182 0.0022 0.0160 56 0.0182 0.0022 0.0160 57 0.0183 0.0022 0.0160 n H n I CIS n 1 n G 58 0.0183 0.0023 0.0161 59 0.0184 0.0023 0.0161 60 0.0184 0.0023 0.0162 61 0.0185 0.0023 0.0162 62 0.0185 0.0023 0.0163 63 0.0186 0.0023 0.0163 64 0.0187 0.0023 0.0164 65 0.0187 0.0023 0.0164 66 0.0188 0.0023 0.0165 67 0.0188 0.0023 0.0165 68 0.0189 0.0023 0.0166 69 0.0190 0.0023 0.0166 70 0.0190 0.0023 0.0167 71 0.0191 0.0023 0.0167 72 0.0191 0.0023 0.0168 73 0.0192 0.0024 0.0168 74 0.0192 0.0024 0.0169 75 0.0193 0.0024 0.0170 76 0.0194 0.0024 0.0170 77 0.0195 0.0024 0.0171 78 0.0195 0.0024 0.0171 79 0.0196 0.0024 0.0172 80 0.0196 0.0024 0.0172 81 0.0197 0.0024 0.0173 82 0.0198 0.0024 0.0173 83 0.0199 0.0024 0.0174 84 0.0199 0.0024 0.0175 85 0.0200 0.0025 0.0175 86 0.0200 0.0025 0.0176 87 0.0201 0.0025 0.0177 88 0.0202 0.0025 0.0177 89 0.0203 0.0025 0.0178 90 0.0203 0.0025 0.0178 91 0.0204 0.0025 0.0179 92 0.0205 0.0025 0.0180 93 0.0206 0.0025 0.0181 94 0.0207 0.0025 0.0181 95 0.0208 0.0026 0.0182 96 0.0208 0.0026 0.0183 97 0.0209 0.0026 0.0184 98 0.0210 0.0026 0.0184 99 0.0211 0.0026 0.0185 100 0.0212 0.0026 0.0186 101 0.0213 0.0026 0.0187 102 0.0213 0.0026 0.0187 103 0.0215 0.0026 0.0188 104 0.0215 0.0026 0.0189 105 0.0216 0.0027 0.0190 106 0.0217 0.0027 0.0190 107 0.0218 0.0027 0.0192 108 0.0219 0.0027 0.0192 109 0.0220 0.0027 0.0193 110 0.0221 0.0027 0.0194 ill 0.0222 0.0027 0.0195 112 0.0223 0.0027 0.0196 113 0.0225 0.0028 0.0197 114 0.0225 0.0028 0.0198 115 0.0227 0.0028 0.0199 116 0.0228 0.0028 0.0200 117 0.0229 0.0028 0.0201 118 0.0230 0.0028 0.0202 119 0.0231 0.0028 0.0203 120 0.0232 0.0029 0.0204 121 0.0234 0.0029 0.0205 122 0.0235 0.0029 0.0206 123 0.0237 0.0029 0.0207 124 0.0237 0.0029 0.0208 125 0.0239 0.0029 0.0210 Ci C 0 fl H f] u L u 0 126 0.0240 0.0029 0.0211 127 0.0242 0.0030 0.0212 128 0.0243 0.0030 0.0213 129 0.0245 0.0030 0.0215 130 0.0246 0.0030 0.0216 131 0.0248 0.0030 0.0217 132 0.0249 0.0031 0.0218 133 0.0251 0.0031 0.0220 134 0.0252 0.0031 0.0221 135 0.0254 0.0031 0.0223 136 0.0256 0.0031 0.0224 137 0.0258 0.0032 0.0226 138 0.0259 0.0032 0.0227 139 0.0262 0.0032 0.0229 140 0.0263 0.0032 0.0231 141 0.0265 0.0033 0.0233 142 0.0267 0.0033 0.0234 143 0.0269 0.0033 0.0236 144 0.0271 0.0033 0.0238 145 0.0224 0.0028 0.0197 146 0.0226 0.0028 0.0198 147 0.0229 0.0028 0.0201 148 0.0231 0.0028 0.0202 149 0.0234 0.0029 0.0205 150 0.0236 0.0029 0.0207 151 0.0240 0.0029 0.0210 152 0.0242 0.0030 0.0212 153 0.0246 0.0030 0.0216 154 0.0248 0.0030 0.0217 155 0.0252 0.0031 0.0221 156 0.0254 0.0031 0.0223 157 0.0259 0.0032 0.0227 158 0.0261 0.0032 0.0229 159 0.0267 0.0033 0.0234 160 0.0269 0.0033 0.0236 161 0.0275 0.0034 0.0241 162 0.0278 0.0034 0.0244 163 0.0284 0.0035 0.0249 164 0.0287 0.0035 0.0252 165 0.0294 0.0036 0.0258 166 0.0297 0.0037 0.0261 167 0.0305 0.0037 0.0268 168 0.0309 0.0038 0.0271 169 0.0319 0.0039 0.0280 170 0.0323 0.0040 0.0284 171 0.0333 0.0041 0.0292 172 0.0338 0.0042 0.0297 173 0.0349 0.0043 0.0306 174 0.0355 0.0044 0.0312 175 0.0368 0.0045 0.0323 176 0.0375 0.0046 0.0329 177 0.0391 0.0048 0.0343 178 0.0400 0.0049 0.0350 179 0.0418 0.0051 0.0367 180 0.0429 0.0053 0.0376 181 0.0452 0.0056 0.0397 182 0.0466 0.0057 0.0409 183 0.0497 0.0061 0.0436 184 0.0515 0.0063 0.0451 185 0.0334 0.0041 0.0293 186 0.0356 0.0044 0.0312 187 0.0413 0.0051 0.0362 188 0.0451 0.0055 0.0396 189 0.0561 0.0069 0.0492 190 0.0646 0.0079 0.0566 191 0.0980 0.0096 0.0884 192 0.1422 0.0096 0.1326 193 0.6154 0.0096 0.6058 n u HN n v u 194 0.0771 0.0095 0.0676 195 0.0499 0.0061 0.0437 196 0.0382 0.0047 0.0335 197 0.0535 0.0066 0.0469 198 0.0481 0.0059 0.0421 199 0.0440 0.0054 0.0386 200 0.0409 0.0050 0.0358 201 0.0383 0.0047 0.0336 202 0.0362 0.0044 0.0317 203 0.0344 0.0042 0.0301 204 0.0328 0.0040 0.0288 205 0.0313 0.0038 0.0275 206 0.0301 0.0037 0.0264 207 0.0290 0.0036 0.0255 208 0.0281 0.0034 0.0246 209 0.0272 0.0033 0.0239 210 0.0264 0.0032 0.0232 211 0.0257 0.0032 0.0225 212 0.0250 0.0031 0.0219 213 0.0244 0.0030 0.0214 214 0.0238 0.0029 0.0209 215 0.0233 0.0029 0.0204 216 0.0227 0.0028 0.0200 217 0.0272 0.0033 0.0239 218 0.0268 0.0033 0.0235 219 0.0264 0.0032 0.0232 220 0.0260 0.0032 0.0228 221 0.0257 0.0032 0.0225 222 0.0253 0.0031 0.0222 223 0.0250 0.0031 0.0219 224 0.0247 0.0030 0.0217 225 0.0244 0.0030 0.0214 226 0.0241 0.0030 0.0211 227 0.0238 0.0029 0.0209 228 0.0236 0.0029 0.0207 229 0.0233 0.0029 0.0204 230 0.0231 0.0028 0.0202 231 0.0228 0.0028 0.0200 232 0.0226 0.0028 0.0198 233 0.0224 0.0028 0.0196 234 0.0222 0.0027 0.0195 235 0.0220 0.0027 0.0193 236 0.0218 0.0027 0.0191 237 0.0216 0.0027 0.0189 238 0.0214 0.0026 0.0188 239 0.0212 0.0026 0.0186 240 0.0210 0.0026 0.0185 241 0.0209 0.0026 0.0183 242 0.0207 0.0025 0.0182 243 0.0205 0.0025 0.0180 244 0.0204 0.0025 0.0179 245 0.0202 0.0025 0.0178 246 0.0201 0.0025 0.0176 247 0.0200 0.0025 0.0175 248 0.0198 0.0024 0.0174 249 0.0197 0.0024 0.0173 250 0.0195 0.0024 0.0171 251 0.0194 0.0024 0.0170 252 0.0193 0.0024 0.0169 253 0.0192 0.0024 0.0168 254 0.0190 0.0023 0.0167 255 0.0189 0.0023 0.0166 256 0.0188 0.0023 0.0165 257 0.0187 0.0023 0.0164 258 0.0186 0.0023 0.0163 259 0.0185 0.0023 0.0162 260 0.0184 0.0023 0.0161 261 0.0183 0.0022 0.0160 Fl - F L H, n n L� v n L 262 0.0182 0.0022 0.0159 263 0.0181 0.0022 0.0158 264 0.0180 0.0022 0.0158 265 0.0179 0.0022 0.0157 266 0.0178 0.0022 0.0156 267 0.0177 0.0022 0.0155 268 0.0176 0.0022 0.0154 269 0.0175 0.0021 0.0153 270 0.0174 0.0021 0.0153 271 0.0173 0.0021 0.0152 272 0.0172 0.0021 0.0151 273 0.0172 0.0021 0.0150 274 0.0171 0.0021 0.0150 275 0.0170 0.0021 0.0149 276 0.0169 0.0021 0.0148 277 0.0168 0.0021 0.0148 278 0.0168 0.0021 0.0147 279 0.0167 0.0020 0.0146 280 0.0166 0.0020 0.0146 281 0.0165 0.0020 0.0145 282 0.0165 0.0020 0.0144 283 0.0164 0.0020 0.0144 284 0.0163 0.0020 0.0143 285 0.0163 0.0020 0.0143 286 0.0162 0.0020 0.0142 287 0.0161 0.0020 0.0141 288 --------------------------------------------------------------- 0.0161 0.0020 0.0141 ------------------------------------------------------------------ Total soil rain loss = 0.84(In) Total effective rainfall = 6.65(In) Peak flow rate in flood hydrograph = 257.82(CFS) ----------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 24 - H O U R S T O R M R u n o f f H y d r o g r a p h Hydrograph in 5 Minute intervals ((CFS)) Time(h+m) --------------------------------------------- Volume Ac -Ft Q(CFS) 0 75.0 150.0 225.0 300.0 ---------------- ---------------- 0+ 5 0.0155 --- 226 Q 0+10 0.0690 7.76 VQ I I 0+15 0.1291 8.73 VQ I I I I 0+20 0.1899 8.83 VQ I I I I 0+25 0.2510 8.87 VQ I I I I 0+30 0.3124 8.90 VQ I I I I 0+35 0.3738 8.92 VQ 0+40 0.4354 8.94 VQ I I I 0+45 0.4971 8.96 VQ ( I I I 0+50 0.5589 8.98 VQ I I I I 0+55 0.6209 9.00 VQ I I 1+ 0 0.6830 9.02 VQ I I I I 1+ 5 0.7452 9.03 IQ I 1+10 0.8075 9.06 IQ I I I I 1+15 0.8700 9.07 IQ I I 1+20 0.9327 9.09 IQ I I I I 1+25 0.9954 9.11 IQ 1+30 1.0583 9.13 IQ 1+35 1.1214 9.15 IQ I I 1+40 1.1845 9.17 IQ I I 1 1+45 1.2479 9.19 IQ I i 1+50 1.3113 9.22 IQ I 1+55 1.3749 9.23 IQ I I I I I 2+ 0 1.4387 9.26 IQ I I I 2+ 5 1.5026 9.28 IQV 2+10 1.5666 9.30 IQV LJI 1� L C i] Pi u 0 H n Hil 2+15 1.6308 9.32 IQV 2+20 1.6951 9.34 IQV 2+25 1.7596 9.36 IQV 2+30 1.8243 9.39 IQV 2+35 1.8891 9.41 IQV 2+40 1.9540 9.43 IQV 2+45 2.0191 9.45 IQV 2+50 2.0844 9.48 IQV 2+55 2.1498 9.50 IQV 3+ 0 2.2154 9.52 IQ V 3+ 5 2.2811 9.54 IQ V 3+10 2.3470 9.57 IQ V 3+15 2.4131 9.59 IQ V 3+20 2.4793 9.62 IQ V 3+25 2.5457 9.64 IQ V 3+30 2.6123 9.67 IQ V 3+35 2.6790 9.69 IQ V 3+40 2.7459 9.72 IQ V 3+45 2.8130 9.74 IQ V 3+50 2.8803 9.77 IQ V 3+55 2.9477 9.79 IQ V 4+ 0 3.0153 9.82 IQ V 4+ 5 3.0831 9.84 IQ V 4+10 3.1511 9.87 IQ V 4+15 3.2192 9.89 IQ V 4+20 3.2875 9.92 IQ V 4+25 3.3561 9.95 IQ V 4+30 3.4248 9.98 IQ V 4+35 3.4937 10.00 IQ V 4+40 3.5628 10.03 IQ V 4+45 3.6321 10.06 IQ V 4+50 3.7016 10.09 IQ V 4+55 3.7712 10.12 IQ V 5+ 0 3.8411 10.15 IQ V 5+ 5 3.9112 10.18 IQ V 5+10 3.9815 10.21 IQ V 5+15 4.0520 10.24 IQ V 5+20 4.1227 10.27 IQ V 5+25 4.1936 10.30 IQ V 5+30 4.2648 10.33 IQ V 5+35 4.3361 10.36 IQ V 5+40 4.4077 10.39 IQ V 5+45 4.4795 10.42 IQ V 5+50 4.5515 10.46 IQ V 5+55 4.6237 10.49 IQ V 6+ 0 4.6962 10.52 IQ V 6+ 5 4.7689 10.55 IQ V 6+10 4.8418 10.59 IQ V 6+15 4.9150 10.62 IQ V 6+20 4.9884 10.66 IQ V 6+25 5.0621 10.69 IQ 6+30 5.1360 10.73 IQ 6+35 5.2101 10.76 IQ 6+40 5.2845 10.80 IQ 6+45 5.3591 10.84 IQ 6+50 5.4340 10.88 IQ 6+55 5.5092 10.91 IQ 7+ 0 5.5846 10.95 IQ 7+ 5 5.6603 10.99 IQ 7+10 5.7363 11.03 IQ 7+15 5.8125 11.07 IQ 7+20 5.8890 11.11 IQ 7+25 5.9658 11.15 IQ 7+30 6.0429 11.19 IQ 7+35 6.1203 11.23 IQ 7+40 6.1979 11.28 IQ 7+45 6.2759 11.32 IQ 7+50 6.3541 11.36 IQ rl J u 0 CI L 0 I I J 7+55 6.4327 11.41 IQ V 1 8+ 0 6.5116 11.45 IQ VI 8+ 5 6.5907 11.50 IQ VI 8+10 6.6702 11.55 IQ VI 8+15 6.7501 11.59 IQ VI 8+20 6.8302 11.64 IQ VI 8+25 6.9107 11.68 IQ VI 8+30 6.9915 11.74 IQ VI 8+35 7.0727 11.78 IQ VI 8+40 7.1542 11.84 IQ VI 8+45 7.2360 11.88 IQ V 8+50 7.3183 11.94 IQ V 8+55 7.4009 11.99 IQ V 9+ 0 7.4838 12.05 IQ V 9+ 5 7.5671 12.10 IQ V 9+10 7.6509 12.16 IQ V 9+15 7.7350 12.21 IQ V 9+20 7.8195 12.27 IQ V 9+25 7.9044 12.33 IQ V 9+30 7.9897 12.39 IQ IV 9+35 8.0754 12.44 IQ IV 9+40 8.1616 12.51 IQ IV 9+45 8.2481 12.57 IQ IV 9+50 8.3352 12.64 IQ IV 9+55 8.4226 12.70 IQ IV 10+ 0 8.5106 12.77 IQ IV 10+ 5 8.5989 12.83 IQ IV 10+10 8.6878 12.91 IQ I 10+15 8.7771 12.97 IQ I 10+20 8.8670 13.05 IQ I 10+25 8.9573 13.11 IQ I 10+30 9.0482 13.19 IQ i 10+35 9.1395 13.26 IQ I 10+40 9.2314 13.35 IQ I 10+45 9.3239 13.42 IQ I 10+50 9.4169 13.51 IQ I 10+55 9.5105 13.58 IQ I 11+ 0 9.6046 13.68 IQ I 11+ 5 9.6994 13.75 IQ i 11+10 9.7948 13.85 IQ I 11+15 9.8907 13.93 IQ I 11+20 9.9874 14.03 IQ I 11+25 10.0846 14.12 IQ I 11+30 10.1826 14.23 IQ I 11+35 10.2812 14.32 IQ I 11+40 10.3805 14.43 IQ I 11+45 10.4806 14.52 IQ I 11+50 10.5814 14.64 IQ I 11+55 10.6829 14.74 IQ I 12+ 0 10.7853 14.87 IQ I 12+ 5 10.8836 14.27 IQ I 12+10 10.9711 12.71 IQ I 12+15 11.0574 12.53 IQ I 12+20 11.1445 12.65 IQ I 12+25 11.2325 12.77 IQ 12+30 11.3215 12.92 IQ I 12+35 11.4114 13.06 IQ I 12+40 11.5025 13.23 IQ 12+45 11.5946 13.37 IQ I 12+50 11.6879 13.55 IQ I 12+55 11.7824 13.71 IQ i 13+ 0 11.8782 13.91 IQ I 13+ 5 11.9751 14.08 IQ I 13+10 12.0735 14.29 IQ I 13+15 12.1732 14.48 IQ I 13+20 12.2745 14.71 IQ I 13+25 12.3772 14.91 IQ I 13+30 12.4816 15.16 1 Q I V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V 1-1 7 n C n 0 u i 0 u CI n u 13+35 12.5875 15.38 13+40 12.6954 15.66 13+45 12.8049 15.91 13+50 12.9166 16.21 13+55 13.0301 16.49 14+ 0 13.1461 16.83 14+ 5 13.2642 17.15 14+10 13.3852 17.58 14+15 13.5087 17.93 14+20 13.6352 18.37 14+25 13.7645 18.77 14+30 13.8972 19.27 14+35 14.0331 19.73 14+40 14.1731 20.33 14+45 14.3168 20.87 14+50 14.4654 21.57 14+55 14.6185 22.23 15+ 0 14.7776 23.09 15+ 5 14.9422 23.90 15+10 15.1142 24.98 15+15 15.2934 26.02 15+20 15.4823 27.43 15+25 15.6592 25.69 15+30 15.7965 19.93 15+35 15.9372 20.43 15+40 16.0953 22.95 15+45 16.2753 26.13 15+50 16.4912 31.35 15+55 16.7670 40.05 16+ 0 17.1814 60.17 16+ 5 18.2537 155.70 16+10 20.0294 257.82 16+15 20.5503 75.64 16+20 20.7653 31.22 16+25 20.9383 25.13 16+30 21.1332 28.29 16+35 21.3138 26.23 16+40 21.4800 24.13 16+45 21.6344 22.42 16+50 21.7793 21.04 16+55 21.9161 19.87 17+ 0 22.0461 18.88 17+ 5 22.1702 18.01 17+10 22.2888 17.23 17+15 22.4029 16.56 17+20 22.5129 15.97 17+25 22.6192 15.44 17+30 22.7222 14.96 17+35 22.8223 14.52 17+40 22.9195 14.12 17+45 23.0142 13.75 17+50 23.1066 13.41 17+55 23.1968 13.09 18+ 0 23.2849 12.80 18+ 5 23.3759 13.22 18+10 23.4769 14.67 18+15 23.5784 14.73 18+20 23.6785 14.54 18+25 23.7772 14.34 18+30 23.8746 14.14 18+35 23.9707 13.95 18+40 24.0656 13.77 18+45 24.1592 13.60 18+50 24.2518 13.44 18+55 24.3432 13.28 19+ 0 24.4337 13.13 19+ 5 24.5231 12.98 19+10 24.6116 12.85 Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q I Q I Q I Q I Q I Q I Q I Q I Q I Q I I I I Q I Q I Q I Q I Q I Q I Q I Q I Q I Q I Q I Q I Q I Q IQ IQ IQ IQ IQ IQ IQ IQ IQ IQ IQ IQ IQ IQ IQ IQ IQ IQ IQ IQ IQ 9 V V V V V VI I I I I V I V I V I V i VI Vi VI VI VI V V V V V IV IV IV IV I v I V I V I V I V I V Q V I I I I I I i I I I I I I I I I i i v I Q V I V I VI VI VI VI V V V V 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 C n n u C 0 u L L 19+15 24.6991 12.71 IQ I I I V I 19+20 24.7858 12.58 IQ I I I V I 19+25 24.8716 12.46 IQ I I I V I 19+30 24.9565 12.34 IQ I I I V I 19+35 25.0407 12.22 IQ I I I V I 19+40 25.1241 12.11 IQ I I I V I 19+45 25.2067 12.00 IQ I I 1 V I 19+50 25.2887 11.90 IQ I I I V I 19+55 25.3699 11.79 IQ I i I V I 20+ 0 25.4504 11.69 IQ I I I V I 20+ 5 25.5303 11.60 IQ I I I V I 20+10 25.6095 11.50 IQ I i I V I 20+15 25.6881 11.41 IQ I I I V 20+20 25.7661 11.33 IQ I I I V I 20+25 25.8436 11.24 IQ I i I V I 20+30 25.9204 11.16 IQ I I I V I 20+35 25.9967 11.08 IQ I I I V 20+40 26.0724 11.00 IQ I I I V I 20+45 26.1476 10.92 IQ I I I V I 20+50 26.2223 10.84 IQ I I I V I 20+55 26.2965 10.77 IQ I I I V I 21+ 0 26.3702 10.70 IQ I I I V I 21+ 5 26.4434 10.63 IQ I ( I V I 21+10 26.5161 10.56 IQ ( I i V I 21+15 26.5884 10.49 IQ I I I V I 21+20 26.6602 10.43 IQ I I i V I 21+25 26.7316 10.37 IQ I I I V I 21+30 26.8026 10.30 IQ I I I V I 21+35 26.8731 10.24 IQ I I I V I 21+40 26.9432 10.18 IQ I I I V I 21+45 27.0129 10.12 IQ I I I V I 21+50 27.0823 10.07 IQ I I I V I 21+55 27.1512 10.01 IQ I I I V I 22+ 0 27.2198 9.95 IQ I I I V I 22+ 5 27.2879 9.90 IQ I I I V I 22+10 27.3558 9.85 IQ I I I V I 22+15 27.4232 9.80 IQ ( I i V i 22+20 27.4903 9.74 IQ I I I V I 22+25 27.5571 9.69 IQ I I I V I 22+30 27.6235 9.64 IQ i I I V I 22+35 27.6896 9.60 IQ I I I V I 22+40 27.7554 9.55 IQ I ( I V I 22+45 27.8208 9.50 IQ I I i V 22+50 27.8859 9.46 IQ I I I V I 22+55 27.9508 9.41 IQ I I I V I 23+ 0 28.0153 9.37 IQ I I I V I 23+ 5 28.0795 9.32 IQ I I I V I 23+10 28.1434 9.28 IQ I I I VI 23+15 28.2070 9.24 IQ I I I VI 23+20 28.2704 9.20 IQ I I I VI 23+25 28.3334 9.16 IQ I I I VI 23+30 28.3962 9.12 IQ I I I VI 23+35 28.4587 9.08 IQ I I I VI 23+40 28.5210 9.04 IQ I I I VI 23+45 28.5830 9.00 IQ I I I VI 23+50 28.6447 8.96 IQ 1 I I VI 23+55 28.7062 8.92 IQ I I I VI 24+ 0 28.7674 8.89 IQ I I I VI 24+ 5 28.8128 6.60 Q I I I VI 24+10 28.8202 1.08 Q I I I VI 24+15 28.8211 0.12 Q I I I VI 24+20 28.8213 0.03 Q I I I VI 24+25 ----------------------------------------------------------------------- 28.8214 0.01 Q I I I VI HYDROLOGY MAP FOR WEST VALLEY LOGISTICS CENTER • - • c - - MMTM •• • • 1 Fi1fDROL�Y IN/►r Uwm HVCWNCXM F,X 1$T. CONDMIDA) •ter r W r �° r .. J. . 1 ..w ftb 0 Pt" 1� 0 J C n NON-HOMOGENEOUS WATERSHED AREA -AVERAGED LOSS RATE (Fm) AND LOW LOSS FRACTION ESTIMATIONS (C) Copyright 1989-99 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/99 License ID 1435 Analysis prepared by: THIENES ENGINEERING, INC. 14349 FIRESTONE BOULEVARD LA MIRADA, 90638 TEL: (714)521-4811 FAX: (714)521-4173 *** NON-HOMOGENEOUS WATERSHED AREA -AVERAGED LOSS RATE (Fm) C Ex) s AND LOW LOSS FRACTION ESTIMATIONS FOR AMC II: ` C o TOTAL 24-HOUR DURATION RAINFALL DEPTH = 7.50 (inches) SOIL -COVER AREA PERCENT OF SCS CURVE LOSS RATE TYPE (Acres) PERVIOUS AREA NUMBER Fp(in./hr.) YIELD 1 403.70 95.00 50. 0.820 0.296 TOTAL AREA (Acres) = 403.70 AREA -AVERAGED LOSS RATE, Fm (in./hr.) = 0.779 AREA -AVERAGED LOW LOSS FRACTION, Y = 0.704 1 Pt" 1� 0 J C n **************************************************************************** NON-HOMOGENEOUS WATERSHED AREA -AVERAGED LOSS RATE (Fm) AND LOW LOSS FRACTION ESTIMATIONS (C) Copyright 1989-99 Advanced Engineering Software (aes) Ver. 8.0 Release Date: 01/01/99 License ID 1435 Analysis prepared by: THIENES ENGINEERING, INC. 14349 FIRESTONE BOULEVARD LA MIRADA, 90638 TEL: (714)521-4811 FAX: (714)521-4173 *** NON-HOMOGENEOUS WATERSHED AREA -AVERAGED LOSS RATE (Fm) ( P'0 PD S D AND LOW LOSS FRACTION ESTIMATIONS FOR AMC III: Cx Aj Q 1''i 0 to) TOTAL 24-HOUR DURATION RAINFALL DEPTH = 7.50 (inches) SOIL -COVER AREA PERCENT OF SCS CURVE LOSS RATE TYPE (Acres) PERVIOUS AREA NUMBER Fp(in./hr.) YIELD 1 180.10 95.00 70.( 50.) 0.495 0.560 2 171.60 5.00 98.( 98.) 0.000 0.968 TOTAL AREA (Acres) = 351.70 AREA -AVERAGED LOSS RATE, Fm (in./hr.) = 0.241 AREA -AVERAGED LOW LOSS FRACTION, Y = 0.241 1 n u I �� 0 33: Z....moon:: .o....■oN.-0101-.o...r-......1t..r.01.01........t. .lu...o o..■ r r..--.0.o.enlxxu.00.t otm.01.../1........ r--0101..... enNo xxl.00en.enx.xx--0101.. ■■ rr-....001 11.1.......:.......... [!!...1111..... ■ ■ 1 ■ 111111...................! 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Maximum/Peak flow rate = 237.986 (CFS) Total volume = 28.821 (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 4.000 to Point/Station 5.000 **** 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: S "13" Basin Depth Storage Outflow (S-0*dt/2) (S+0*dt/2) BA W (Ft.) (Ac.Ft) (CFS) (Ac.Ft) (Ac.Ft) --------------------------------------------------------------------- 0.000 0.000 0.000 0.000 0.000 1.000 0.670 11.000 0.632 0.708 2.000 2.050 26.000 1.960 2.140 3.000 3.600 46.000 3.442 3.758 4.000 5.200 66.000 4.973 5.427 5.000 6.940 91.000 6.627 7.253 6.000 8.830 106.000 8.465 9.195 000----10_433-------11_267 - ----7_000---10_850----121_ -- Hydrograph Detention Basin Routing --------------------------------------------------------------------- u u 11� n u I� I� Graph values: 'I'= unit inflow; '0'=outflow at time shown --------------------------------------------------------------------- Time Inflow Outflow Storage Depth (Hours) (CFS) (CFS) (Ac.Ft) .0 59.5 118.99 178.49 237.99 (Ft.) 0.083 2.06 0.11 0.007 0 1 I I I 0.01 0.167 7.00 0.58 0.036 0 I I I I 0.05 0.250 8.31 1.34 0.082 OI I I I I 0.12 0.333 8.72 2.11 0.128 OI I I I I 0.19 0.417 8.83 2.82 0.172 OI I I I I 0.26 0.500 8.90 3.47 0.211 OI I I I I 0.32 0.583 8.92 4.05 0.247 OI I I i I 0.37 0.667 8.94 4.57 0.279 OI I I I ( 0.42 0.750 8.96 5.04 0.307 OI I I I I 0.46 0.833 8.98 5.46 0.333 OI I I I I 0.50 0.917 8.99 5.84 0.356 OI I ( I I 0.53 1.000 9.01 6.18 0.376 OI I I I I 0.56 1.083 9.03 6.48 0.395 OI I I I I 0.59 1.167 9.05 6.76 0.411 OI I I I i 0.61 1.250 9.07 7.00 0.426 OI I I I I 0.64 1.333 9.09 7.22 0.440 OI I I I I 0.66 1.417 9.11 7.43 0.452 OI I I I I 0.68 1.500 9.13 7.61 0.463 10 I I I I 0.69 1.583 9.15 7.77 0.473 10 I I I I 0.71 1.667 9.17 7.92 0.482 10 I I I I 0.72 1.750 9.19 8.05 0.491 10 I I I ( 0.73 1.833 9.21 8.18 0.498 10 I I I I 0.74 1.917 9.23 8.29 0.505 10 I I I I 0.75 2.000 9.25 8.39 0.511 10 I I I I 0.76 2.083 9.27 8.48 0.517 10 I I I I 0.77 2.167 9.30 8.57 0.522 10 I I I I 0.78 2.250 9.32 8.65 0.527 10 I I I I 0.79 2.333 9.34 8.72 0.531 10 I I I I 0.79 2.417 9.36 8.79 0.535 10 I I I I 0.80 2.500 9.38 8.85 0.539 10 I I I I 0.80 2.583 9.40 8.91 0.543 10 I I I I 0.81 2.667 9.43 8.96 0.546 10 I I I I 0.81 2.750 9.45 9.01 0.549 10 i I I I 0.82 2.833 9.47 9.06 0.552 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0.722 10 I I I I 1.04 9.250 12.20 11.61 0.726 10 I I I I 1.04 9.333 12.26 11.66 0.730 10 I I I I 1.04 9.417 12.32 11.70 0.735 10 I I I I 1.05 9.500 12.38 11.75 0.739 10 I I I I 1.05 9.583 12.43 11.80 0.743 10 I I I I 1.05 9.667 12.50 11.84 0.748 10 1 I I I 1.06 9.750 12.56 11.89 0.752 10 I I I I 1.06 9.833 12.63 11.94 0.757 10 I I I I 1.06 9.917 12.69 12.00 0.762 10 I I I I 1.07 10.000 12.76 12.05 0.766 10 I I I I 1.07 10.083 12.82 12.10 0.771 10 I I I I 1.07 10.167 12.89 12.16 0.776 10 I I I I 1.08 10.250 12.96 12.21 0.781 10 ( I I I 1.08 10.333 13.03 12.27 0.787 10 I I I I 1.08 10.417 13.10 12.33 0.792 10 I I I i 1.09 10.500 13.18 12.38 0.797 10 I I I I 1.09 10.583 13.25 12.44 0.803 10 I I I I 1.10 10.667 13.33 12.51 0.809 10 I I I I 1.10 10.750 13.41 12.57 0.814 10 I I I I 1.10 10.833 13.49 12.63 0.820 10 I I I I 1.11 10.917 13.57 12.70 0.826 10 I I I I 1.11 11.000 13.66 12.76 0.832 10 I I I I 1.12 CI E C v 0 rA 11.083 13.74 12.83 0.838 10 I I I I 1.12 11.167 13.83 12.90 0.845 10 I I I I 1.13 11.250 13.92 12.97 0.851 10 I I I I 1.13 11.333 14.02 13.04 0.858 10 I I I I 1.14 11.417 14.10 13.12 0.865 10 I I I I 1.14 11.500 14.21 13.19 0.872 10 I I I I 1.15 11.583 14.30 13.27 0.879 10 I I I I 1.15 11.667 14.41 13.35 0.886 10 I I I I 1.16 11.750 14.51 13.43 0.893 10 I I I I 1.16 11.833 14.62 13.51 0.901 10 I I I I 1.17 11.917 14.72 13.59 0.909 10 I I I I 1.17 12.000 14.85 13.68 0.916 10 I I I I 1.18 12.083 14.32 13.74 0.922 10 I I I I 1.18 12.167 12.92 13.73 0.922 10 I I i I 1.18 12.250 12.64 13.67 0.915 10 I I I I 1.18 12.333 12.66 13.59 0.908 10 I I I I 1.17 12.417 12.76 13.53 0.903 10 I I I I 1.17 12.500 12.90 13.48 0.898 10 I I I I 1.17 12.583 13.03 13.44 0.895 10 I I I I 1.16 12.667 13.20 13.42 0.892 10 I I I I 1.16 12.750 13.35 13.41 0.891 10 I I I I 1.16 12.833 13.52 13.41 0.892 10 I I I I 1.16 12.917 13.68 13.42 0.893 10 I I I I 1.16 13.000 13.88 13.45 0.895 10 I I I I 1.16 13.083 14.05 13.49 0.899 10 I I I I 1.17 13.167 14.26 13.53 0.903 10 I I I I 1.17 13.250 14.44 13.59 0.909 10 I I I I 1.17 13.333 14.67 13.66 0.915 10 I I I I 1.18 13.417 14.87 13.74 0.922 10 I I I I 1.18 13.500 15.12 13.83 0.931 101 I I I I 1.19 13.583 15.34 13.93 0.940 101 I I I I 1.20 13.667 15.62 14.05 0.950 101 I I I I 1.20 13.750 15.86 14.17 0.961 101 I I I I 1.21 13.833 16.16 14.30 0.974 101 I I I I 1.22 13.917 16.44 14.45 0.987 IOI I I I I 1.23 14.000 16.77 14.60 1.001 101 I I I I 1.24 14.083 17.10 14.77 1.017 101 I ( I I 1.25 14.167 17.51 14.95 1.034 1 0 I I I I 1.26 14.250 17.87 15.15 1.052 1 0 I I I I 1.28 14.333 18.30 15.36 1.071 I O I I I I 1.29 14.417 18.70 15.59 1.092 1 0 I I I I 1.31 14.500 19.19 15.83 1.114 1 0 I I I I 1.32 14.583 19.66 16.09 1.138 1 0 I I I I 1.34 14.667 20.23 16.37 1.164 1 0 I I I I 1.36 14.750 20.78 16.67 1.191 1 0 I I I I 1.38 14.833 21.46 16.99 1.221 1 0 I ( I I 1.40 14.917 22.12 17.33 1.253 1 0 I I I I 1.42 15.000 22.95 17.71 1.287 1 OI I I I I 1.45 15.083 23.76 18.12 1.325 1 OI I I I I 1.47 15.167 24.81 18.56 1.366 1 OI I I I I 1.50 15.250 25.85 19.05 1.411 1 OI I I I I 1.54 15.333 27.20 19.59 1.460 I OI I I I I 1.57 15.417 25.73 20.09 1.506 1 OI I I I I 1.61 15.500 20.70 20.31 1.527 1 0 I i I I 1.62 15.583 20.70 20.34 1.529 1 0 I I I I 1.62 15.667 22.70 20.44 1.538 1 OI I I I I 1.63 15.750 25.70 20.71 1.563 1 OI I I I I 1.65 15.833 30.58 21.25 1.613 1 0 1 I I I I 1.68 15.917 38.88 22.22 1.702 1 0 I I I I I 1.75 16.000 57.52 24.09 1.875 1 0 II I I I 1.87 16.083 145.72 30.35 2.387 I 0 I I I I I 2.22 16.167 237.99 44.09 3.452 I 0 I I I I 2.90 16.250 90.94 54.08 4.247 1 01 1 I I I 3.40 16.333 44.47 55.21 4.337 1 I 01 I I I 3.46 16.417 29.25 53.69 4.215 1 1 01 I I I 3.38 16.500 29.59 51.69 4.055 1 1 0 1 I I I 3.28 16.583 26.29 49.73 3.898 1 I 0 I I I I 3.19 16.667 24.41 47.72 3.737 1 I 0 I I I I 3.09 u 1�1 H fd L LI 0 Ltl p [I C 16.750 22.71 45.71 3.578 1 1 0 1 I I I 2.99 16.833 21.31 43.70 3.422 I I 0 1 I I I 2.88 16.917 20.09 41.74 3.270 1 1 0 1 I I I 2.79 17.000 19.07 39.86 3.124 1 I 0 1 I I I 2.69 17.083 18.17 38.05 2.984 1 1 0 1 I I I 2.60 17.167 17.37 36.32 2.850 1 1 0 I I I I 2.52 17.250 16.68 34.68 2.723 1 I 0 I I I I 2.43 17.333 16.08 33.12 2.602 1 1 0 I I I I 2.36 17.417 15.54 31.65 2.488 1 1 0 I I I I 2.28 17.500 15.05 30.26 2.380 1 1 0 I I I I 2.21 17.583 14.60 28.95 2.278 II 0 1 1 1 I 2.15 17.667 14.19 27.71 2.182 11 0 1 1 1 I 2.09 17.750 13.82 26.54 2.092 11 0 I I I I 2.03 17.833 13.47 25.53 2.007 11 0 I I I I 1.97 17.917 13.15 24.65 1.926 11 0 1 1 1 I 1.91 18.000 12.85 23.81 1.848 II 0 1 1 1 I 1.85 18.083 13.21 23.03 1.777 11 0 1 1 1 I 1.80 18.167 14.48 22.37 1.716 11 0 1 1 1 I 1.76 18.250 14.64 21.80 1.664 110 I I I I 1.72 18.333 14.54 21.28 1.616 120 I I I I 1.69 18.417 14.36 20.79 1.571 110 I I I I 1.65 18.500 14.18 20.32 1.527 110 I I I I 1.62 18.583 13.99 19.87 1.486 110 I I I I 1.59 18.667 13.80 19.44 1.446 110 I I I I 1.56 18.750 13.63 19.03 1.408 110 I I I I 1.54 18.833 13.47 18.63 1.372 110 I I ( I 1.51 18.917 13.31 18.25 1.337 120 ( I I I 1.48 19.000 13.16 17.89 1.304 110 I I I I 1.46 19.083 13.01 17.54 1.272 110 1 I I I 1.44 19.167 12.87 17.21 1.241 110 1 I I I 1.41 19.250 12.73 16.89 1.212 110 I I I I 1.39 19.333 12.60 16.59 1.184 110 I I I I 1.37 19.417 12.48 16.30 1.157 110 I I i I 1.35 19.500 12.36 16.02 1.131 110 I I I I 1.33 19.583 12.24 15.75 1.107 IIO I I I I 1.32 19.667 12.13 15.49 1.083 110 I I ( I 1.30 19.750 12.02 15.24 1.060 110 I I I I 1.28 19.833 11.91 15.01 1.039 110 I I I I 1.27 19.917 11.81 14.78 1.018 10 I I I I 1.25 20.000 11.71 14.56 0.998 10 I I I I 1.24 20.083 11.62 14.35 0.979 10 I I I I 1.22 20.167 11.52 14.15 0.960 10 I I I I 1.21 20.250 11.43 13.96 0.942 10 ( I I I 1.20 20.333 11.34 13.77 0.925 10 I I I I 1.18 20.417 11.26 13.60 0.909 10 1 I I I 1.17 20.500 11.17 13.42 0.893 10 1 I I I 1.16 20.583 11.09 13.26 0.878 10 1 I I I 1.15 20.667 11.01 13.10 0.863 10 1 I I I 1.14 20.750 10.93 12.95 0.849 10 I I I I 1.13 20.833 10.86 12.80 0.835 10 I I I I 1.12 20.917 10.78 12.65 0.822 10 I I I I 1.11 21.000 10.71 12.52 0.810 10 I I I I 1.10 21.083 10.64 12.38 0.797 10 I I I I 1.09 21.167 10.57 12.26 0.786 10 I I I I 1.08 21.250 10.51 12.13 0.774 10 1 ( I I 1.08 21.333 10.44 12.01 0.763 10 1 I I I 1.07 21.417 10.38 11.90 0.753 10 1 I I I 1.06 21.500 10.31 11.78 0.742 10 1 ( I I 1.05 21.583 10.25 11.68 0.732 10 1 I I I 1.05 21.667 10.19 11.57 0.723 10 1 I I I 1.04 21.750 10.13 11.47 0.713 10 1 I I I 1.03 21.833 10.08 11.37 0.704 10 I I I i 1.02 21.917 10.02 11.28 0.695 10 I I I I 1.02 22.000 9.96 11.18 0.687 10 I I I I 1.01 22.083 9.91 11.09 0.679 10 I I I I 1.01 22.167 9.86 11.01 0.671 10 I I I I 1.00 22.250 9.80 10.88 0.663 10 I I I I 0.99 22.333 9.75 10.76 0.656 10 I I i I 0.98 n J n u 0 0 P, u u 0 J r. 22.417 9.70 10.65 0.649 10 1 I I I 0.97 22.500 9.65 10.55 0.643 10 I I I I 0.96 22.583 9.60 10.45 0.637 10 I I I I 0.95 22.667 9.56 10.36 0.631 10 I I I I 0.94 22.750 9.51 10.27 0.626 10 I I I I 0.93 22.833 9.46 10.19 0.620 10 I I I I 0.93 22.917 9.42 10.11 0.616 10 I I I I 0.92 23.000 9.38 10.03 0.611 10 I I I I 0.91 23.083 9.33 9.96 0.607 10 I I I I 0.91 23.167 9.29 9.89 0.602 10 I I I I 0.90 23.250 9.25 9.82 0.598 10 I I I I 0.89 23.333 9.20 9.76 0.594 10 I I I I 0.89 23.417 9.16 9.70 0.591 10 I I I I 0.88 23.500 9.12 9.64 0.587 10 I I I I 0.88 23.583 9.08 9.58 0.584 10 I I I I 0.87 23.667 9.04 9.53 0.580 10 I I I I 0.87 23.750 9.01 9.47 0.577 10 I I I I 0.86 23.833 8.97 9.42 0.574 10 I I I I 0.86 23.917 8.93 9.37 0.571 10 I I I I 0.85 24.000 8.89 9.32 0.568 10 I I I I 0.85 24.083 6.80 9.16 0.558 IO I I I I 0.83 24.167 1.85 8.65 0.527 IO I I I I 0.79 24.250 0.54 7.85 0.478 IO I I I I 0.71 24.333 0.15 7.04 0.429 O I I I I 0.64 24.417 0.05 6.30 0.384 0 I I I I 0.57 24.500 0.00 5.63 0.343 O I I I I 0.51 24.583 0.00 5.03 0.306 0 I I I I 0.46 24.667 0.00 4.49 0.273 0 I I I I 0.41 24.750 0.00 4.01 0.244 0 I I ( I 0.36 24.833 0.00 3.58 0.218 O I I I ( 0.33 24.917 0.00 3.20 0.195 0 I I I I 0.29 25.000 0.00 2.85 0.174 0 I I I I 0.26 25.083 0.00 2.55 0.155 0 I I I I 0.23 25.167 0.00 2.28 0.139 0 I I I I 0.21 25.250 0.00 2.03 0.124 0 I I I I 0.18 25.333 0.00 1.81 0.111 O I I I I 0.16 25.417 0.00 1.62 0.099 0 I I I I 0.15 25.500 0.00 1.45 0.088 0 I I I I 0.13 25.583 0.00 1.29 0.079 0 i I I I 0.12 25.667 0.00 1.15 0.070 0 I I I I 0.10 25.750 0.00 1.03 0.063 0 I I I I 0.09 25.833 0.00 0.92 0.056 O I I I I 0.08 25.917 0.00 0.82 0.050 O I I I I 0.07 26.000 0.00 0.73 0.045 0 I I I I 0.07 26.083 0.00 0.66 0.040 O I I I I 0.06 26.167 0.00 0.59 0.036 0 I I I I 0.05 26.250 0.00 0.52 0.032 O I I I I 0.05 26.333 0.00 0.47 0.028 0 I I I I 0.04 26.417 0.00 0.42 0.025 0 I I I I 0.04 26.500 0.00 0.37 0.023 0 I I I I 0.03 26.583 0.00 0.33 0.020 O I I I I 0.03 26.667 0.00 0.30 0.018 0 I I I I 0.03 26.750 0.00 0.26 0.016 0 I I I I 0.02 26.833 0.00 0.24 0.014 O I I I I 0.02 26.917 0.00 0.21 0.013 0 I I I I 0.02 27.000 0.00 0.19 0.011 0 I I I I 0.02 27.083 0.00 0.17 0.010 O I I I I 0.02 27.167 0.00 0.15 0.009 O I I I I 0.01 27.250 0.00 0.13 0.008 0 I I I I 0.01 27.333 0.00 0.12 0.007 0 I I I I 0.01 27.417 0.00 0.11 0.007 0 I I I I 0.01 27.500 0.00 0.10 0.006 O I I I I 0.01 27.583 0.00 0.09 0.005 0 I I I I 0.01 27.667 0.00 0.08 0.005 0 I I I I 0.01 27.750 0.00 0.07 0.004 0 I I I I 0.01 27.833 0.00 0.06 0.004 0 I ( I I 0.01 27.917 0.00 0.05 0.003 0 I I I I 0.00 28.000 0.00 0.05 0.003 0 I I I I 0.00 7 J L, H, 28.083 0.00 0.04 0.003 0 I I I I 0.00 28.167 0.00 0.04 0.002 0 I I I I 0.00 28.250 0.00 0.03 0.002 0 i I i I 0.00 28.333 0.00 0.03 0.002 0 I I I I 0.00 28.417 0.00 0.03 0.002 0 I I I I 0.00 28.500 0.00 0.02 0.001 0 I I I I 0.00 28.583 0.00 0.02 0.001 0 I I I I 0.00 28.667 0.00 0.02 0.001 0 I I I I 0.00 28.750 0.00 0.02 0.001 0 I I I I 0.00 28.833 0.00 0.02 0.001 0 I I I I 0.00 28.917 0.00 0.01 0.001 0 I I I i 0.00 29.000 0.00 0.01 0.001 0 I i I I 0.00 29.083 0.00 0.01 0.001 0 I I I I 0.00 29.167 0.00 0.01 0.001 0 I I I I 0.00 ****************************HYDROGRAPH DATA**************************** Number of intervals = 350 Time interval = 5.0 (Min.) Maximum/Peak flow rate = 55.206 (CFS) Total volume = 28.821 (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 5.000 to Point/Station 3.000 **** STREAM ROUTING SCS CONVEX METHOD **** HYDROGRAPH STREAM ROUTING DATA: Length of stream = 1200.00 (Ft.) Elevation difference = 60.00 (Ft.) Slope of channel = 0.050000 (Vert/Horiz) Channel type - Pipe Pipe length = 1200.00(Ft.) Elevation difference = 60.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Pipe evaluation using mean flow rate of hydrograph Required pipe flow = 14.223(CFS) Nearest computed pipe diameter = 15.00(In.) Calculated individual pipe flow = 14.223(CFS) Normal flow depth in pipe = 12.09(In.) Flow top width inside pipe = 11.86(In.) Critical depth could not be calculated. Pipe flow velocity = 13.42(Ft/s) Travel time through pipe = 1.49 min. Pipe length = 1200.00(Ft.) Elevation difference = 60.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Pipe evaluation using maximum flow rate of hydrograph Required pipe flow = 55.206(CFS) Nearest computed pipe diameter 27.00(In.) Calculated individual pipe flow = 55.206(CFS) Normal flow depth in pipe = 18.21(In.) Flow top width inside pipe = 25.30(In.) Critical depth could not be calculated. Pipe flow velocity = 19.34(Ft/s) Travel time through pipe = 1.03 min. *********************** SCS CONVEX CHANNEL ROUTING ********************* Convex method of stream routing data items: I j Using equation: Outflow = 0(t+dt) = (1-c*)O(t+dt-dt*) + Input(c*) where c* = 1 - (1-c)^e and dt = c(length)/velocity c(v/v+1.7) = 0.9192 Travel time = 1.03 (min.) dt*(unit time interval) = 5.00(min.), e= 3.8392 dt(routing time -step) = 0.95 (min.), c* = 0.9999 Output hydrograph delayed by 0 unit time increments ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ P R I N T O F S T O 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) Out = O(CFS) In = I 0 13.8 27.6 41.4 55.2 ----------------------------------------------------------------------- 0+ 5 0.0893 0.11 0 1 1 1 1 0+10 0.4932 0.58 0 1 I I I 0+15 1.1960 1.34 0 1 I I I 0+20 1.9618 2.11 10 1 I I I 0+25 2.6857 2.82 IOI I I I I 0+30 3.3453 3.47 1 0 I I I I 0+35 3.9399 4.05 1 0 I I I I 0+40 4.4734 4.57 1 0 I I I I 0+45 4.9517 5.04 1 0 I I I I 0+50 5.3809 5.46 1 0 I I I I 0+55 5.7661 5.84 1 0 I I I I 1+ 0 6.1121 6.18 1 0 I I I I 1+ 5 6.4232 6.48 1 O I I I I 1+10 6.7030 6.76 1 0 I I I I 1+15 6.9549 7.00 1 0 1 1 1 1 1+20 7.1820 7.22 1 0 1 1 1 1 1+25 7.3869 7.43 1 0 1 I I I 1+30 7.5719 7.61 1 0 1 I I I 1+35 7.7393 7.77 1 0 1 I I I 1+40 7.8910 7.92 1 0 1 I I I 1+45 8.0285 8.05 1 0 1 I I I 1+50 8.1536 8.18 1 0 1 1 1 1 1+55 8.2675 8.29 1 OI 1 I I I 2+ 0 8.3714 8.39 1 0 1 2+ 5 8.4664 8.48 1 0 1 I I I 2+10 8.5535 8.57 1 0 1 I I I 2+15 8.6336 8.65 1 0 1 I I I 2+20 8.7074 8.72 1 0 1 I I I 2+25 8.7757 8.79 1 0 1 I I I 2+30 8.8389 8.85 1 0 1 1 I I 2+35 8.8978 8.91 1 0 1 1 I I 2+40 8.9527 8.96 1 0 1 1 I I 2+45 9.0042 9.01 1 0 1 I I I 2+50 9.0526 9.06 1 0 1 I I I 2+55 9.0982 9.11 1 0 1 I I I 3+ 0 9.1414 9.15 1 0 1 I I I 3+ 5 9.1825 9.19 1 0 1 I I I 3+10 9.2216 9.23 1 0 1 I I I 3+15 9.2592 9.27 1 0 1 I I I 3+20 9.2952 9.30 1 0 1 I I I 3+25 9.3300 9.34 I 0 1 I I I 3+30 9.3636 9.37 1 0 1 I I I 3+35 9.3963 9.40 1 0 1 I I I 3+40 9.4281 9.43 1 0 1 I I I 3+45 9.4591 9.47 1 0 1 I I I 3+50 9.4896 9.50 1 0 1 I I I 3+55 9.5195 9.53 1 0 1 I I I 4+ 0 9.5489 9.55 1 0 I I I I 4+ 5 9.5780 9.58 1 0 I I I I r C LI I 13, H 0 0 4+10 9.6067 9.61 1 0 4+15 9.6352 9.64 1 0 4+20 9.6635 9.67 1 4+25 9.6917 9.70 1 4+30 9.7197 9.73 1 4+35 9.7477 9.75 1 4+40 9.7757 9.78 1 4+45 9.8036 9.81 1 4+50 9.8316 9.84 1 4+55 9.8596 9.86 I 5+ 0 9.8878 9.89 1 5+ 5 9.9160 9.92 1 5+10 9.9444 9.95 1 5+15 9.9729 9.98 1 5+20 10.0016 10.01 1 5+25 10.0305 10.04 1 5+30 10.0595 10.07 1 5+35 10.0888 10.09 1 5+40 10.1183 10.12 1 5+45 10.1481 10.15 1 5+50 10.1781 10.18 1 5+55 10.2083 10.21 1 6+ 0 10.2389 10.24 1 6+ 5 10.2697 10.28 1 6+10 10.3008 10.31 1 6+15 10.3322 10.34 I 6+20 10.3640 10.37 1 6+25 10.3960 10.40 1 6+30 10.4284 10.43 1 6+35 10.4612 10.47 1 6+40 10.4942 10.50 1 6+45 10.5277 10.53 1 6+50 10.5615 10.57 I 6+55 10.5957 10.60 7+ 0 10.6303 10.64 1 7+ 5 10.6653 10.67 1 7+10 10.7007 10.71 1 7+15 10.7365 10.74 1 7+20 10.7727 10.78 1 7+25 10.8094 10.82 1 7+30 10.8465 10.85 1 7+35 10.8841 10.89 1 7+40 10.9222 10.93 1 7+45 10.9607 10.97 7+50 10.9978 11.00 1 7+55 11.0266 11.03 1 8+ 0 11.0545 11.06 1 8+ 5 11.0836 11.09 1 8+10 11.1140 11.12 I 8+15 11.1455 11.15 I 8+20 11.1780 11.18 1 8+25 11.2117 11.22 I 8+30 11.2465 11.25 I 8+35 11.2822 11.29 1 8+40 11.3190 11.33 1 8+45 11.3568 11.36 1 8+50 11.3956 11.40 1 8+55 11.4353 11.44 I 9+ 0 11.4760 11.48 1 9+ 5 11.5176 11.53 1 9+10 11.5602 11.57 1 9+15 11.6037 11.61 1 9+20 11.6482 11.66 1 9+25 11.6936 11.70 1 9+30 11.7400 11.75 1 9+35 11.7873 11.80 1 9+40 11.8356 11.84 I 9+45 11.8848 11.89 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 r C' C III r j I 0 C n r LI�11-11, r L C 9+50 11.9350 11.94 1 0 1 9+55 11.9862 12.00 1 0 I 10+ 0 12.0384 12.05 1 0 I 10+ 5 12.0916 12.10 1 0 1 10+10 12.1459 12.16 1 0 I 10+15 12.2012 12.21 1 0 1 10+20 12.2576 12.27 1 0 I 10+25 12.3151 12.33 1 0 1 10+30 12.3737 12.38 1 0 1 10+35 12.4335 12.44 1 01 10+40 12.4945 12.51 1 01 10+45 12.5566 12.57 I 01 10+50 12.6200 12.63 1 01 10+55 12.6847 12.70 1 01 11+ 0 12.7507 12.76 1 01 11+ 5 12.8181 12.83 1 01 11+10 12.8868 12.90 1 01 11+15 12.9570 12.97 I 01 11+20 13.0287 13.04 1 01 11+25 13.1019 13.12 1 01 11+30 13.1767 13.19 1 01 11+35 13.2531 13.27 1 01 11+40 13.3313 13.35 1 01 11+45 13.4112 13.43 1 01 11+50 13.4929 13.51 1 01 11+55 13.5766 13.59 1 01 12+ 0 13.6622 13.68 1 01 12+ 5 13.7312 13.74 1 01 12+10 13.7363 13.73 1 01 12+15 13.6786 13.67 1 01 12+20 13.6060 13.59 1 01 12+25 13.5404 13.53 1 01 12+30 13.4873 13.48 1 01 12+35 13.4478 13.44 1 01 12+40 13.4218 13.42 1 01 12+45 13.4090 13.41 1 01 12+50 13.4087 13.41 1 01 12+55 13.4205 13.42 1 01 13+ 0 13.4441 13.45 1 01 13+ 5 13.4789 13.49 1 01 13+10 13.5249 13.53 1 01 13+15 13.5817 13.59 1 01 13+20 13.6491 13.66 1 01 13+25 13.7271 13.74 1 01 13+30 13.8156 13.83 1 0 13+35 13.9145 13.93 1 0 13+40 14.0241 14.05 I 0 13+45 14.1443 14.17 1 0 13+50 14.2754 14.30 1 0 13+55 14.4176 14.45 1 0 14+ 0 14.5714 14.60 1 0 14+ 5 14.7375 14.77 1 0 14+10 14.9176 14.95 1 0 14+15 15.1121 15.15 1 0 14+20 15.3210 15.36 1 10 14+25 15.5445 15.59 1 10 14+30 15.7838 15.83 1 10 14+35 16.0398 16.09 I 10 14+40 16.3144 16.37 ( 10 14+45 16.6090 16.67 1 I 0 14+50 16.9261 16.99 1 I 0 14+55 17.2679 17.33 1 I 0 15+ 0 17.6378 17.71 1 I 0 15+ 5 18.0393 18.12 I I 0 15+10 18.4772 18.56 1 I 0 15+15 18.9572 19.05 1 I 0 15+20 19.4868 19.59 1 i 0 15+25 19.9915 20.09 1 I 0 I I I I I I I 0 II OI IO1 0 I 0 I 0 I 0 I I I I I I I I I I I I I I i I 15+30 20.2687 20.31 1 I 0 I 15+35 20.3342 20.34 1 I 0 I I 15+40 20.4192 20.44 1 I 0 I I 15+45 20.6577 20.71 I I OI I I 15+50 21.1434 21.25 I I 0 I I 15+55 22.0333 22.22 I I OI I 1 16+ 0 23.7368 24.09 I 30.35 I I 0 I 1 I 10 1 16+ 5 29.1587 16+10 41.4762 44.09 1 I I OI 16+15 52.1815 54.08 1 I I 16+20 54.9924 55.21 1 I I I 16+25 53.9800 53.69 1 I I I 16+30 52.0698 51.69 1 I I I 16+35 16+40 50.1017 48.0997 49.73 1 47.72 1 I I I I 16+45 46.0957 45.71 I I I I 16+50 44.0814 43.70 I I I 10 16+55 42.1131 41.74 I I i 0 17+ 0 40.2139 39.86 1 I I IO1 17+ 5 38.3920 38.05 1 I I 0 1 17+10 36.6511 36.32 1 I I 0 I 17+15 34.9935 34.68 1 I I 0 I 17+20 33.4204 33.12 1 I I 0 I 17+25 31.9312 31.65 1 I I IO I 17+30 30.5239 30.26 1 I IIO I 17+35 29.1957 28.95 I I IO I 17+40 27.9436 27.71 I I 0 I 17+45 26.7640 26.54 I I 01 I 17+50 25.7219 25.53 1 I 0 1 I 17+55 24.8153 24.65 1 23.81 1 I 0 I 0 1 I 1 18+ 0 23.9669 18+ 5 23.1772 23.03 1 I 0 I I 18+10 22.4925 22.37 I I 0 I I 18+15 21.9102 21.80 I I 0 I 0 I I I I 18+20 21.3817 21.28 1 18+25 20.8835 20.79 1 I 0 I I 18+30 20.4086 20.32 I I 0 I I 18+35 19.9546 19.87 I I 0 I I 18+40 19.5199 19.44 I I 0 I I 18+45 19.1037 19.03 i 10 I I 18+50 18.7052 18.63 1 10 I I 18+55 18.3237 18.25 1 10 I I 19+ 0 17.9584 17.89 1 I IO I I 19+ 5 17.6086 17.54 I 10 I I 19+10 17.2737 17.21 I 10 I I 19+15 16.9529 16.89 1 10 I I 19+20 16.6457 16.59 1 10 I I 19+25 16.3513 16.30 1 10 I I 19+30 16.0693 16.02 1 10 I I 19+35 15.7989 15.75 1 10 I I 19+40 15.5398 15.49 1 10 I I 19+45 15.2912 15.24 I 10 I 1 19+50 15.0528 15.01 I 14.78 1 0 0 I I I 1 19+55 14.8240 20+ 0 14.6044 14.56 1 0 I I 20+ 5 14.3935 14.35 I 0 I 1 20+10 14.1909 14.15 I 1 0 0 I I 1 1 20+15 13.9963 13.96 20+20 13.8091 13.77 1 IO I I 20+25 13.6292 13.60 1 01 I I 20+30 13.4561 13.42 I 01 I I 20+35 13.2894 13.26 I 01 1 1 20+40 13.1290 13.10 1 01 I I 20+45 12.9744 12.95 1 01 20+50 12.8254 12.80 1 01 20+55 12.6818 12.65 I 01 I I 21+ 0 12.5433 12.52 I 01 1 1 21+ 5 12.4096 12.38 1 0 1 I I I I I I I I I 0 II OI IO1 0 I 0 I 0 I 0 I I I I I I I I I I I I I I i E 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 21+10 12.2805 12.26 I 21+15 12.1558 12.13 I 21+20 12.0353 12.01 1 21+25 11.9188 11.90 1 21+30 11.8061 11.78 1 21+35 11.6970 11.68 I 21+40 11.5915 11.57 1 21+45 11.4892 11.47 1 21+50 11.3901 11.37 1 21+55 11.2940 11.28 1 22+ 0 11.2008 11.18 1 22+ 5 11.1103 11.09 I 22+10 11.0225 11.01 1 22+15 10.9063 10.88 1 22+20 10.7872 10.76 1 22+25 10.6749 10.65 1 22+30 10.5692 10.55 1 22+35 22+40 10.4696 10.3755 10.45 10.36 1 1 22+45 10.2864 10.27 1 22+50 10.2018 10.19 1 22+55 10.1214 10.11 1 23+ 0 10.0448 10.03 1 23+ 5 9.9717 9.96 1 23+10 9.9018 9.89 1 23+15 9.8347 9.82 1 23+20 9.7704 9.76 1 23+25 9.7085 9.70 1 23+30 9.6489 9.64 1 23+35 9.5913 9.58 1 23+40 9.5357 9.53 i 23+45 9.4819 9.47 I 23+50 9.4298 9.42 1 23+55 9.3792 9.37 1 24+ 0 9.3301 9.32 1 24+ 5 9.1931 9.16 1 24+10 8.7437 8.65 I 24+15 7.9993 7.85 i 24+20 7.1971 7.04 1 24+25 6.4424 6.30 1 24+30 24+35 5.7571 5.1415 5.63 5.03 1 1 0 24+40 4.5912 4.49 1 0 24+45 4.0999 4.01 1 0 24+50 3.6611 3.58 1 0 24+55 3.2693 3.20 1 0 25+ 0 2.9194 2.85 1 0 25+ 5 2.6070 2.55 10 25+10 2.3280 2.28 10 25+15 2.0788 2.03 10 25+20 1.8564 1.81 10 25+25 1.6577 1.62 10 25+30 1.4803 1.45 10 25+35 1.3219 1.29 0 25+40 1.1804 1.15 0 25+45 1.0541 1.03 0 25+50 0.9413 0.92 0 25+55 0.8405 0.82 0 26+ 0 0.7506 0.73 0 26+ 5 0.6702 0.66 0 26+10 0.5985 0.59 O 26+15 0.5345 0.52 0 26+20 0.4773 0.47 0 26+25 0.4262 0.42 0 26+30 0.3806 0.37 0 26+35 0.3398 0.33 0 26+40 0.3035 0.30 0 26+45 0.2710 0.26 0 E 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 HYDROLOGY MAP FOR WEST VALLEY LOGISTICS CENTER UWTH HMROORAPH 0410POSM CONDITION) LE000 10 Noce MAR Hro�o��oanr w� PROP. coNDirloN � *OWNDMOWARAMM w"', ®Al�inq� f, h�w�g��Po i!� ta�weao � .Sri, ® RQIpIE �f/lMI� m boom J r n n u 26+50 0.2420 0.24 0 1 1 1 I 26+55 0.2161 0.21 0 1 1 1 I 27+ 0 0.1930 0.19 0 1 1 1 I 27+ 5 0.1723 0.17 0 1 1 1 I 27+10 0.1539 0.15 0 1 1 1 I 27+15 0.1374 0.13 0 1 1 1 I 27+20 0.1227 0.12 0 1 1 1 I 27+25 0.1096 0.11 0 1 1 1 I 27+30 0.0978 0.10 0 I I I I 27+35 0.0874 0.09 0 I I I I 27+40 0.0780 0.08 0 I I I I 27+45 0.0697 0.07 O 27+50 0.0622 0.06 0 I I I I 27+55 0.0556 0.05 0 I I I I 28+ 0 0.0496 0.05 0 I I I I 28+ 5 0.0443 0.04 0 I I I I 28+10 0.0396 0.04 O I I I I 28+15 0.0353 0.03 0 I I I I 28+20 0.0315 0.03 0 I I I I 28+25 0.0282 0.03 0 I I I I 28+30 0.0252 0.02 0 I I I I 28+35 0.0225 0.02 0 I I I I 28+40 0.0201 0.02 0 I I I I 28+45 0.0179 0.02 0 I I I I 28+50 0.0160 0.02 0 28+55 0.0143 0.01 0 I I I I 29+ 0 0.0128 0.01 0 ( I I I 29+ 5 0.0114 0.01 0 29+10 0.0102 0.01 0 I I I I 29+15 0.0019 0.00 0 I I I I 29+20 0.0000 0.00 0 I I I I ----------------------------------------------------------------------- ****************************HYDROGRAPH DATA**************************** Number of intervals = 352 Time interval = 5.0 (Min.) Maximum/Peak flow rate = 54.992 (CFS) Total volume = 28.821 (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 1.000 to Point/Station 3.000 **** ADD/COMBINE/RECOVER HYDROGRAPHS **** ********************* HYDROGRAPH INFORMATION ********************** From study/file name: 2884P.rte ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ P R I N T O F S T 0 R M Run o f f H y d r o g r a p h -------------------------------------------------------------------- Hydrograph in 5 Minute intervals (CFS) Time(h+m)- Add -q(CFS)--Tot_-Q---O------259_8-----519_6-----779_5----1039.3 0+ 5 3.6606 3.75 Q I I I I 0+10 19.4817 19.97 Q I I I I 0+15 34.9529 36.15 IQ I I I I 0+20 43.1123 45.07 IQ I I I I 0+25 46.9716 49.66 IQ I I I I 0+30 49.0407 52.39 IqQ I I i I 0 u u 0 n 11, 0 1! � �I 0+35 50.6272 54.57 IqQ 0+40 51.6483 56.12 IqQ 0+45 52.5079 57.46 1 Q 0+50 53.2789 58.66 1 Q 0+55 53.9656 59.73 1 Q 1+ 0 54.5792 60.69 1 Q 1+ 5 55.1422 61.57 1 Q 1+10 55.6626 62.37 1 Q 1+15 56.1319 63.09 1 Q 1+20 56.5587 63.74 1 Q 1+25 56.9692 64.36 1 Q 1+30 57.3844 64.96 1 Q 1+35 57.7980 65.54 1 Q 1+40 58.0711 65.96 1 Q 1+45 58.1972 66.23 1 Q 1+50 58.3275 66.48 1 Q 1+55 58.4557 66.72 1 Q 2+ 0 58.5881 66.96 1 Q 2+ 5 58.7183 67.18 1 Q 2+10 58.8529 67.41 1 Q 2+15 58.9852 67.62 1 Q 2+20 59.1220 67.83 1 Q 2+25 59.2565 68.03 1 Q 2+30 59.3956 68.23 1 Q 2+35 59.5324 68.43 1 Q 2+40 59.6738 68.63 1 Q 2+45 59.8130 68.82 1 Q 2+50 59.9568 69.01 1 Q 2+55 60.0983 69.20 1 Q 3+ 0 60.2447 69.39 1 Q 3+ 5 60.3887 69.57 1 Q 3+10 60.5376 69.76 1 Q 3+15 60.6841 69.94 1 Q 3+20 60.8356 70.13 1 Q 3+25 60.9848 70.31 1 Q 3+30 61.1391 70.50 1 Q 3+35 61.2909 70.69 1 Q 3+40 61.4480 70.88 1 Q 3+45 61.6027 71.06 1 Q 3+50 61.7627 71.25 1 Q 3+55 61.9202 71.44 1 Q 4+ 0 62.0832 71.63 I Q 4+ 5 62.2437 71.82 1 Q 4+10 62.4098 72.02 1 Q 4+15 62.5733 72.21 1 Q 4+20 62.7426 72.41 1 Q 4+25 62.9094 72.60 1 Q 4+30 63.0820 72.80 1 Q 4+35 63.2520 73.00 1 Q 4+40 63.4280 73.20 1 Q 4+45 63.6014 73.41 1 Q 4+50 63.7810 73.61 1 Q 4+55 63.9579 73.82 1 Q 5+ 0 64.1411 74.03 1 Q 5+ 5 64.3217 74.24 1 Q 5+10 64.5087 74.45 1 Q 5+15 64.6930 74.67 1 Q 5+20 64.8839 74.89 1 Q 5+25 65.0721 75.10 1 Q 5+30 65.2672 75.33 1 Q 5+35 65.4594 75.55 1 Q 5+40 65.6587 75.78 1 Q 5+45 65.8551 76.00 1 Q 5+50 66.0588 76.24 1 Q 5+55 66.2596 76.47 1 Q 6+ 0 66.4678 76.71 1 Q 6+ 5 66.6731 76.94 1 Q 6+10 66.8861 77.19 1 Q PR 6+15 67.0961 77.43 1 4 6+20 67.3140 77.68 1 4 6+25 67.5289 77.92 1 4 6+30 67.7519 78.18 1 q4 6+35 67.9719 78.43 1 q4 6+40 68.2002 78.69 1 q4 6+45 68.4256 78.95 1 q4 6+50 68.6595 79.22 1 q4 6+55 68.8903 79.49 1 q4 7+ 0 69.1300 79.76 1 q4 7+ 5 69.3667 80.03 1 q4 7+10 69.6124 80.31 1 q4 7+15 69.8550 80.59 1 q4 7+20 7+25 70.1071 70.3560 80.88 81.17 1 q4 1 q4 7+30 70.6147 81.46 1 q4 7+35 70.8702 81.75 1 q4 7+40 71.1358 82.06 1 q4 7+45 71.3982 82.36 1 q4 7+50 71.6710 82.67 1 q4 7+55 71.9406 82.97 1 q4 8+ 0 72.2210 83.28 1 q4 8+ 5 72.4982 83.58 1 q4 8+10 72.7865 83.90 1 q4 8+15 73.0716 84.22 1 q4 8+20 73.3682 84.55 1 q4 8+25 73.6617 84.87 1 q4 8+30 73.9671 85.21 1 q4 8+35 74.2693 85.55 1 q4 8+40 74.5839 85.90 1 q4 8+45 74.8954 86.25 1 q4 8+50 75.2197 86.62 1 q4 8+55 9+ 0 75.5409 75.8755 86.98 87.35 1 q4 1 q4 9+ 5 76.2069 87.72 1 q4 9+10 76.5523 88.11 1 q4 9+15 76.8945 88.50 1 q4 9+20 77.2513 88.90 1 q4 9+25 77.6050 89.30 1 q4 9+30 77.9739 89.71 1 4 9+35 78.3397 90.13 1 4 9+40 78.7215 90.56 1 4 9+45 79.1002 90.98 1 4 9+50 79.4955 91.43 1 4 9+55 79.8879 91.87 1 4 10+ 0 80.2977 92.34 1 4 10+ 5 80.7046 92.80 1 4 10+10 81.1298 93.28 1 4 10+15 81.5522 93.75 1 4 10+20 81.9939 94.25 1 4 10+25 82.4328 94.75 1 4 10+30 82.8921 95.27 1 4 10+35 83.3486 95.78 1 4 10+40 83.8267 96.32 1 4 10+45 84.3022 96.86 1 4 10+50 10+55 84.8005 85.2964 97.42 97.98 1 4 1 4 11+ 0 85.8163 98.57 1 4 11+ 5 86.3341 99.15 1 4 11+10 86.8774 99.76 1 4 11+15 87.4188 100.38 1 4 11+20 87.9874 101.02 1 4 11+25 88.5543 101.66 1 4 11+30 89.1502 102.33 1 4 11+35 89.7449 103.00 1 4 11+40 90.3705 103.70 1 4 11+45 90.9953 104.41 1 q4 11+50 91.6532 105.15 1 q4 we I 11+55 92.3109 105.89 1 qQ I 12+ 0 93.0042 106.67 1 qQ I I 12+ 5 92.5760 106.31 1 qQ I I 12+10 88.4630 102.20 1 Q I I 12+15 84.4770 98.16 1 Q I I 12+20 82.8008 96.41 1 Q I I 12+25 82.4572 96.00 1 Q I I 12+30 82.7188 96.21 1 Q I I 12+35 83.1353 96.58 1 Q I I 12+40 83.7830 97.20 1 Q I I 12+45 84.4875 97.90 1 Q I I 12+50 85.2817 98.69 1 Q I I 12+55 86.1108 99.53 1 Q I I 13+ 0 87.0311 100.48 1 Q I I 13+ 5 87.9784 101.46 1 Q I I 13+10 89.0151 102.54 1 Q I I 13+15 90.0818 103.66 1 Q I I 13+20 91.2470 104.90 1 qQ I I 13+25 92.4354 106.16 1 qQ I I 13+30 93.7186 107.53 1 qQ I I 13+35 95.0255 108.94 1 qQ I I 13+40 96.4850 110.51 1 qQ I I 13+45 98.0189 112.16 1 qQ I I 13+50 99.6768 113.95 1 qQ I I 13+55 101.3727 115.79 1 qQ I I 14+ 0 103.2129 117.78 1 qQ I I 14+ 5 105.2807 120.02 1 Q I I 14+10 108.1122 123.03 1 Q I I 14+15 110.9876 126.10 1 Q I I 14+20 113.7049 129.03 1 Q I I 14+25 116.2929 131.84 1 qQ I I 14+30 119.0370 134.82 1 qQ I I 14+35 121.8665 137.91 1 qQ I I 14+40 124.9707 141.29 1 qQ I I 14+45 128.2153 144.82 1 qQ I I 14+50 131.8400 148.77 1 Q I I 14+55 135.6677 152.94 1 Q I I 15+ 0 139.9963 157.63 1 qQ I I 15+ 5 144.6222 162.66 1 qQ I 15+10 149.9353 168.41 1 qQ I I 15+15 155.7007 174.66 1 qQ I I 15+20 162.4598 181.95 1 qQ I I 15+25 164.6413 184.63 1 qQ I I 15+30 150.6513 170.92 1 qQ I I 15+35 138.0902 158.42 1 qQ I I 15+40 138.3233 158.74 1 qQ I I 15+45 147.4570 168.11 1 qQ I I 15+50 165.3839 186.53 1 qQ I I 15+55 194.3535 216.39 1 qQ I I 16+ 0 256.2755 280.01 1 qQ 1 16+ 5 488.5286 517.69 1 1 qQl 16+10 997.8161 1039.29 1 1 1 16+15 939.0257 991.21 1 1 1 16+20 580.0749 635.07 1 1 1 q Q 16+25 357.7291 411.71 1 1 q Q I 16+30 270.6017 322.67 1 q Q I 16+35 246.0079 296.11 1 qIQ I 16+40 214.6541 262.75 1 q Q I 16+45 198.0482 244.14 1 q QI I 16+50 184.5437 228.63 I qQ I I 16+55 172.7253 214.84 1 q Q I I 17+ 0 161.9794 202.19 1 qQ I 1 17+ 5 153.2491 191.64 1 q Q I I 17+10 144.6905 181.34 1 qQ I 1 17+15 136.6346 171.63 1 qQ I I 17+20 129.6057 163.03 1 q Q I I 17+25 124.5231 156.45 1 q Q I i 17+30 120.1686 150.69 1 qQ I I we j Pid C�i I� 0 0 n L 17+35 115.3238 144.52 1 qQ 17+40 104.8277 132.77 1 qQ 17+45 95.2718 122.04 1 qQ 17+50 92.2805 118.00 1 qQ 17+55 89.8156 114.63 1 qQ 18+ 0 87.4611 111.43 1 qQ 18+ 5 86.2643 109.44 1 qQ 18+10 89.0056 111.50 1 qQ 18+15 91.8213 113.73 1 qQ 18+20 92.5429 113.92 1 qQ 18+25 92.0685 112.95 1 qQ 18+30 91.1473 111.56 1 qQ 18+35 90.1692 110.12 1 qQ 18+40 89.1039 108.62 1 qQ 18+45 88.0688 107.17 1 qQ 18+50 87.0703 105.78 1 qQ 18+55 86.1056 104.43 1 qQ 19+ 0 85.1711 103.13 1 Q 19+ 5 84.2711 101.88 1 Q 19+10 83.4023 100.68 1 Q 19+15 82.5603 99.51 1 Q 19+20 81.7428 98.39 1 Q 19+25 80.9570 97.31 1 Q 19+30 80.2049 96.27 1 Q 19+35 79.4842 95.28 1 Q 19+40 78.7485 94.29 1 Q 19+45 77.9956 93.29 1 Q 19+50 77.2682 92.32 1 qQ 19+55 76.5649 91.39 1 qQ 20+ 0 75.8844 90.49 1 qQ 20+ 5 75.2253 89.62 1 qQ 20+10 74.5865 88.78 1 qQ 20+15 73.9670 87.96 1 qQ 20+20 73.3658 87.17 1 qQ 20+25 72.7819 86.41 1 qQ 20+30 72.2145 85.67 1 qQ 20+35 71.6629 84.95 1 qQ 20+40 71.1261 84.26 1 qQ 20+45 70.6037 83.58 1 qQ 20+50 70.0949 82.92 1 qQ 20+55 69.5991 82.28 1 qQ 21+ 0 69.1157 81.66 1 qQ 21+ 5 68.6443 81.05 1 qQ 21+10 68.1843 80.46 1 qQ 21+15 67.7353 79.89 1 qQ 21+20 67.2967 79.33 1 qQ 21+25 66.8683 78.79 1 qQ 21+30 66.4495 78.26 1 qQ 21+35 66.0401 77.74 1 Q 21+40 65.6396 77.23 1 Q 21+45 65.2477 76.74 1 Q 21+50 64.8642 76.25 1 Q 21+55 64.4887 75.78 1 Q 22+ 0 64.1209 75.32 1 Q 22+ 5 63.7606 74.87 1 Q 22+10 63.4075 74.43 1 Q 22+15 63.0613 73.97 1 Q 22+20 62.7219 73.51 1 Q 22+25 62.3889 73.06 1 Q 22+30 62.0623 72.63 1 Q 22+35 61.7417 72.21 1 Q 22+40 61.4270 71.80 1 Q 22+45 61.1180 71.40 1 Q 22+50 60.8146 71.02 1 Q 22+55 60.5165 70.64 1 Q 23+ 0 60.2237 70.27 1 Q 23+ 5 59.9358 69.91 1 Q 23+10 59.6529 69.55 1 Q C F!, 0 n i�f Fii� r u L u 23+15 59.3747 69.21 1 Q 23+20 59.1012 68.87 1 Q 23+25 58.8321 68.54 1 Q 23+30 58.5674 68.22 1 Q 23+35 58.3069 67.90 1 Q 23+40 58.0506 67.59 1 Q 23+45 57.7983 67.28 1 Q 23+50 57.5499 66.98 1 Q 23+55 57.3053 66.68 1 Q 24+ 0 57.0643 66.39 1 Q 24+ 5 53.1713 62.36 1 Q 24+10 37.1570 45.90 IQ 24+15 21.5844 29.58 qQ 24+20 13.4146 20.61 Q 24+25 9.5884 16.03 Q 24+30 7.5780 13.34 Q 24+35 6.0599 11.20 Q 24+40 5.1197 9.71 Q 24+45 4.3446 8.44 Q 24+50 3.6666 7.33 Q 24+55 3.0749 6.34 Q 25+ 0 2.5636 5.48 Q 25+ 5 2.1040 4.71 Q 25+10 1.6938 4.02 Q 25+15 1.3349 3.41 Q 25+20 1.0247 2.88 Q 25+25 0.7305 2.39 Q 25+30 0.4374 1.92 Q 25+35 0.1456 1.47 Q 25+40 0.0000 1.18 Q 25+45 0.0000 1.05 Q 25+50 0.0000 0.94 Q 25+55 0.0000 0.84 Q 26+ 0 0.0000 0.75 Q 26+ 5 0.0000 0.67 Q 26+10 0.0000 0.60 Q 26+15 0.0000 0.53 Q 26+20 0.0000 0.48 Q 26+25 0.0000 0.43 Q 26+30 0.0000 0.38 Q 26+35 0.0000 0.34 Q 26+40 0.0000 0.30 Q 26+45 0.0000 0.27 Q 26+50 0.0000 0.24 Q 26+55 0.0000 0.22 Q 27+ 0 0.0000 0.19 Q 27+ 5 0.0000 0.17 Q 27+10 0.0000 0.15 Q 27+15 0.0000 0.14 Q 27+20 0.0000 0.12 Q 27+25 0.0000 0.11 Q 27+30 0.0000 0.10 Q 27+35 0.0000 0.09 Q 27+40 0.0000 0.08 Q 27+45 0.0000 0.07 Q 27+50 0.0000 0.06 Q 27+55 0.0000 0.06 Q 28+ 0 0.0000 0.05 Q 28+ 5 0.0000 0.04 Q 28+10 0.0000 0.04 Q 28+15 0.0000 0.04 Q 28+20 0.0000 0.03 Q 28+25 0.0000 0.03 Q 28+30 0.0000 0.03 Q 28+35 0.0000 0.02 Q 28+40 0.0000 0.02 Q 28+45 0.0000 0.02 Q 28+50 0.0000 0.02 Q C L' f L H+ k1l fl D 28+55 0.0000 0.01 Q I I I I 29+ 0 0.0000 0.01 Q I I I I 29+ 5 0.0000 0.01 Q I I I I 29+10 0.0000 0.01 Q I I I I 29+15 0.0000 0.00 Q I I I I 29+20 0.0000 0.00 Q I I I I -------------------------------- ****************************HYDROGRAPH DATA**************************** Number of intervals = 352 Time interval = 5.0 (Min.) Maximum/Peak flow rate = 1039.292 (CFS) Total volume = 213.769 (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 3.000 to Point/Station 3.000 **** RETARDING BASIN ROUTING **** User entry of depth -outflow -storage data Total number of inflow hydrograph intervals = 352 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 Basin Depth Storage Depth vs. Discharge data: Outflow (S-0*dt/2) (S+0*dt/2) �'% 13 (Ft.) (Ac.Ft) (CFS) (Ac.Ft) (Ac.Ft) --------------------------------------------------------------------- 0.000 0.000 0.000 0.000 0.000 1.000 1.260 11.000 1.222 1.298 2.000 3.870 41.000 3.729 4.011 3.000 6.690 81.000 6.411 6.969 4.000 9.730 131.000 9.279 10.181 5.000 12.940 191.000 12.282 13.598 6.000 16.300 251.000 15.436 17.164 7.000 19.820 311.000 18.749 20.891 8.000 23.510 371.000 22.232 24.788 9.000 27.350 451.000 25.797 28.903 31.360 501.000 29.635 ----33- ---10_000- --------------------------------------------------------------------- Hydrograph Detention Basin Routing Graph values: 'I'= unit inflow; 101=outflow at time shown --------------------------------------------------------------------- Time Inflow Outflow Storage Depth (Hours) (CFS) (CFS) (Ac.Ft) .0 259.8 519.65 779.47 1039.29 (Ft.) 0.083 3.75 0.11 0.013 0 I I I I 0.01 0.167 19.97 0.80 0.091 0 I I I I 0.07 0.250 36.15 2.39 0.273 OI I I I I 0.22 0.333 45.07 4.62 0.529 OI I I I I 0.42 0.417 49.66 7.11 0.815 OI I I I I 0.65 0.500 52.39 9.68 1.108 OI I I I 0.88 0.583 54.57 12.61 1.400 OI I I I I 1.05 H, 0 C u n J r 0 1� 0 0.667 56.12 15.86 1.683 OI I I I I 1.16 0.750 57.46 18.98 1.954 0I I I I I 1.27 0.833 58.66 21.96 2.213 OI I I I I 1.37 0.917 59.73 24.79 2.460 OI I I I I 1.46 1.000 60.69 27.49 2.694 OI I I I I 1.55 1.083 61.57 30.05 2.917 OI I I I I 1.63 1.167 62.37 32.48 3.129 10 I I I I 1.72 1.250 63.09 34.78 3.329 10 I I I I 1.79 1.333 63.74 36.96 3.519 10 I I I I 1.87 1.417 64.36 39.03 3.698 10 I I I I 1.93 1.500 64.96 40.98 3.868 101 ( I I i 2.00 1.583 65.54 43.23 4.027 101 I I I I 2.06 1.667 65.96 45.33 4.175 101 I I I I 2.11 1.750 66.23 47.26 4.312 101 I I I I 2.16 1.833 66.48 49.04 4.437 IOI I I I i 2.20 1.917 66.72 50.68 4.552 IOI I I I I 2.24 2.000 66.96 52.18 4.658 101 I I I I 2.28 2.083 67.18 53.57 4.756 101 I I I I 2.31 2.167 67.41 54.85 4.846 101 i I I I 2.35 2.250 67.62 56.03 4.929 101 I ( I I 2.38 2.333 67.83 57.12 5.006 101 I I I I 2.40 2.417 68.03 58.12 5.077 IOI I I I I 2.43 2.500 68.23 59.06 5.143 101 I I I I 2.45 2.583 68.43 59.92 5.204 101 i I I I 2.47 2.667 68.63 60.72 5.260 101 I I I I 2.49 2.750 68.82 61.47 5.313 10I I I I I 2.51 2.833 69.01 62.16 5.362 101 I I I I 2.53 2.917 69.20 62.81 5.407 IOI I I I I 2.55 3.000 69.39 63.41 5.450 101 I I I I 2.56 3.083 69.57 63.98 5.490 101 I I I I 2.57 3.167 69.76 64.51 5.527 101 I I I I 2.59 3.250 69.94 65.00 5.562 1 0 I ( I I 2.60 3.333 70.13 65.47 5.595 1 0 I I I I 2.61 3.417 70.31 65.92 5.627 1 0 I I I I 2.62 3.500 70.50 66.33 5.656 1 0 I I I I 2.63 3.583 70.69 66.73 5.684 1 0 I I I ( 2.64 3.667 70.88 67.11 5.711 1 0 1 1 1 I 2.65 3.750 71.06 67.47 5.736 1 0 I I I I 2.66 3.833 71.25 67.81 5.760 1 0 I I I I 2.67 3.917 71.44 68.14 5.783 1 0 I I I I 2.68 4.000 71.63 68.46 5.806 1 0 I I ( I 2.69 4.083 71.82 68.76 5.827 1 0 I I I I 2.69 4.167 72.02 69.06 5.848 1 0 I I I I 2.70 4.250 72.21 69.34 5.868 1 0 I I I I 2.71 4.333 72.41 69.62 5.887 1 0 I I I I 2.72 4.417 72.60 69.89 5.906 1 0 I I I I 2.72 4.500 72.80 70.15 5.925 1 0 I I I I 2.73 4.583 73.00 70.40 5.943 1 0 I I I I 2.74 4.667 73.20 70.66 5.961 1 0 I I I I 2.74 4.750 73.41 70.90 5.978 1 0 I I I I 2.75 4.833 73.61 71.14 5.995 1 0 I I I I 2.75 4.917 73.82 71.38 6.012 1 0 1 I I I 2.76 5.000 74.03 71.62 6.029 1 0 1 I I I 2.77 5.083 74.24 71.85 6.045 1 0 I I I I 2.77 5.167 74.45 72.09 6.062 1 0 I I I I 2.78 5.250 74.67 72.32 6.078 1 0 I I I I 2.78 5.333 74.89 72.55 6.094 1 0 I I I I 2.79 5.417 75.10 72.77 6.110 1 0 I I I I 2.79 5.500 75.33 73.00 6.126 1 0 1 I I I 2.80 5.583 75.55 73.23 6.142 1 0 I I I I 2.81 5.667 75.78 73.45 6.158 1 0 I I I I 2.81 5.750 76.00 73.68 6.174 1 0 I I I I 2.82 5.833 76.24 73.91 6.190 1 0 I I I I 2.82 5.917 76.47 74.14 6.206 1 0 I I I I 2.83 6.000 76.71 74.36 6.222 1 0 I I I I 2.83 6.083 76.94 74.59 6.238 1 0 I I I I 2.84 6.167 77.19 74.82 6.255 1 0 I I I I 2.85 6.250 77.43 75.06 6.271 1 0 I I I I 2.85 L 5 0 C L L C 6.333 77.68 75.29 6.287 I O I I I I 2.86 6.417 77.92 75.52 6.304 I O I I I I 2.86 6.500 78.18 75.76 6.320 1 0 I I I I 2.87 6.583 78.43 76.00 6.337 1 0 I I I I 2.87 6.667 78.69 76.23 6.354 1 0 I I I I 2.88 6.750 78.95 76.48 6.371 1 0 I I I I 2.89 6.833 79.22 76.72 6.388 1 0 I I I I 2.89 6.917 79.49 76.96 6.405 1 0 I I I I 2.90 7.000 79.76 77.21 6.423 1 0 I I I I 2.91 7.083 80.03 77.46 6.441 1 0 I I I I 2.91 7.167 80.31 77.71 6.458 1 0 I I I I 2.92 7.250 80.59 77.97 6.476 1 0 I I I I 2.92 7.333 80.88 78.23 6.495 1 0 I I I I 2.93 7.417 81.17 78.49 6.513 1 0 I I I I 2.94 7.500 81.46 78.75 6.531 10 I I I I 2.94 7.583 81.75 79.02 6.550 I O I I I I 2.95 7.667 82.06 79.29 6.569 1 0 I I I I 2.96 7.750 82.36 79.56 6.588 1 0 I I I I 2.96 7.833 82.67 79.83 6.608 1 0 I I I I 2.97 7.917 82.97 80.11 6.627 1 0 I I I I 2.98 8.000 83.28 80.39 6.647 I O I I I I 2.98 8.083 83.58 80.67 6.667 I O I I I I 2.99 8.167 83.90 80.96 6.687 1 0 I I I I 3.00 8.250 84.22 81.29 6.707 1 0 I I I I 3.01 8.333 84.55 81.62 6.728 1 0 I I I I 3.01 8.417 84.87 81.95 6.748 1 0 I I I I 3.02 8.500 85.21 82.28 6.768 1 0 I I I I 3.03 8.583 85.55 82.61 6.788 1 0 I I I I 3.03 8.667 85.90 82.95 6.808 1 0 I I I I 3.04 8.750 86.25 83.28 6.829 1 0 I I I I 3.05 8.833 86.62 83.62 6.849 1 0 I I I I 3.05 8.917 86.98 83.96 6.870 1 0 I I I I 3.06 9.000 87.35 84.30 6.891 1 0 I I I I 3.07 9.083 87.72 84.65 6.912 1 0 I I ( I 3.07 9.167 88.11 85.00 6.933 1 0 I I I I 3.08 9.250 88.50 85.36 6.955 1 0 I I I I 3.09 9.333 88.90 85.71 6.977 1 0 I I I I 3.09 9.417 89.30 86.08 6.999 1 0 I I I I 3.10 9.500 89.71 86.44 7.021 1 0 I I I I 3.11 9.583 90.13 86.82 7.044 10 I I I I 3.12 9.667 90.56 87.20 7.067 1 0 I I I I 3.12 9.750 90.98 87.58 7.090 1 0 I I I I 3.13 9.833 91.43 87.97 7.114 1 0 I I I I 3.14 9.917 91.87 88.36 7.138 1 0 I I I I 3.15 10.000 92.34 88.76 7.162 1 0 I I I I 3.16 10.083 92.80 89.17 7.187 1 0 I I I I 3.16 10.167 93.28 89.59 7.212 1 0 I I I I 3.17 10.250 93.75 90.01 7.238 1 0 I I I I 3.18 10.333 94.25 90.44 7.264 1 0 I I I I 3.19 10.417 94.75 90.87 7.290 1 0 I I I I 3.20 10.500 95.27 91.31 7.317 1 0 I I I I 3.21 10.583 95.78 91.77 7.345 1 0 I I ( I 3.22 10.667 96.32 92.23 7.372 10 I I I I 3.22 10.750 96.86 92.69 7.401 10 I I I I 3.23 10.833 97.42 93.17 7.430 10 I I I I 3.24 10.917 97.98 93.66 7.459 1 OI I I i I 3.25 11.000 98.57 94.15 7.490 1 01 I I I I 3.26 11.083 99.15 94.66 7.520 1 OI I I i I 3.27 11.167 99.76 95.17 7.552 1 01 I I I I 3.28 11.250 100.38 95.70 7.583 1 OI I I I I 3.29 11.333 101.02 96.23 7.616 1 01 I I I I 3.30 11.417 101.66 96.78 7.649 1 OI I I I I 3.32 11.500 102.33 97.34 7.683 1 OI I I I I 3.33 I I 3.34 11.583 103.00 97.91 7.718 10 I I I 3.35 11.667 103.70 98.49 7.754 10 I I I I 3.36 11.750 104.41 99.09 7.790 1 0 1 I I I 3.37 11.833 105.15 99.70 7.827 1 0 I I I I 3.39 11.917 105.89 100.32 7.865 1 0 I I I Hi L 0 fl SIT 7 J I 12.000 106.67 100.96 7.904 1 0 1 1 1 I 3.40 12.083 106.31 101.55 7.940 1 0 1 1 1 I 3.41 12.167 102.20 101.84 7.957 1 0 1 I I I 3.42 12.250 98.16 101.66 7.946 1 0 1 I I I 3.41 12.333 96.41 101.19 7.918 1 10 I I I I 3.40 12.417 96.00 100.66 7.885 1 10 I I I I 3.39 12.500 96.21 100.17 7.856 1 IO ( I I I 3.38 12.583 96.58 99.77 7.831 1 IO I I I I 3.38 12.667 97.20 99.46 7.812 I IO I I I I 3.37 12.750 97.90 99.25 7.800 I O I I I I 3.37 12.833 98.69 99.15 7.794 1 0 I I I I 3.36 12.917 99.53 99.15 7.793 I O I I I I 3.36 13.000 100.48 99.24 7.799 1 0 1 I I I 3.36 13.083 101.46 99.42 7.810 1 0 I I I I 3.37 13.167 102.54 99.70 7.827 1 0 I I I I 3.37 13.250 103.66 100.06 7.849 1 0 1 I I ( 3.38 13.333 104.90 100.52 7.877 1 0 1 ( I I 3.39 13.417 106.16 101.05 7.909 1 0 1 I I I 3.40 13.500 107.53 101.67 7.947 1 0 1 I I I 3.41 13.583 108.94 102.38 7.990 1 0 1 I I I 3.43 13.667 110.51 103.17 8.038 1 0 1 I I I 3.44 13.750 112.16 104.04 8.091 1 0 1 I I I 3.46 13.833 113.95 105.01 8.150 1 0 1 I I I 3.48 13.917 115.79 106.07 8.214 1 0 I I I I 3.50 14.000 117.78 107.21 8.284 1 0 I I I I 3.52 14.083 120.02 108.47 8.360 1 0 1 I I I 3.55 14.167 123.03 109.87 8.445 1 0 I I ( I 3.58 14.250 126.10 111.44 8.541 1 0 I I I I 3.61 14.333 129.03 113.17 8.646 1 0 1 1 I I 3.64 14.417 131.84 115.02 8.759 1 01 I I I I 3.68 14.500 134.82 116.98 8.878 1 OI I I I I 3.72 14.583 137.91 119.06 9.004 1 OI I I I I 3.76 14.667 141.29 121.26 9.138 1 01 I I ( I 3.81 14.750 144.82 123.60 9.280 1 OI 1 I I I 3.85 14.833 148.77 126.09 9.431 I 01 1 I I I 3.90 14.917 152.94 128.74 9.593 I OI 1 I I I 3.95 15.000 157.63 131.66 9.765 1 0 1 I I I 4.01 15.083 162.66 135.11 9.950 1 OI 1 I I I 4.07 15.167 168.41 138.79 10.147 1 OI 1 I I I 4.13 15.250 174.66 142.75 10.359 1 OI 1 I I I 4.20 15.333 181.95 147.05 10.589 1 OI 1 I I I 4.27 15.417 184.63 151.43 10.823 1 OI 1 I I I 4.34 15.500 170.92 154.62 10.994 1 OI 1 I I I 4.39 15.583 158.42 155.83 11.059 1 0 1 I I I 4.41 15.667 158.74 156.17 11.076 1 0 1 I I I 4.42 15.750 168.11 157.04 11.123 1 OI 1 I I I 4.43 15.833 186.53 159.50 11.255 1 OI 1 I I I 4.47 15.917 216.39 164.57 11.526 1 OI 1 I i I 4.56 16.000 280.01 174.69 12.067 1 0 1 I I I 4.73 16.083 517.69 201.34 13.519 1 0 1 II I ( 5.17 16.167 1039.29 267.47 17.266 1 0 I I I 6.27 16.250 991.21 348.67 22.137 1 1 0 I I I I 7.63 16.333 635.07 404.99 25.142 1 I 0 I I I I 8.42 16.417 411.71 420.84 25.902 1 I 0 I I I 8.62 16.500 322.67 413.66 25.558 1 11 0 ( I I 8.53 16.583 296.11 399.70 24.888 1 II 0 I I I 8.36 16.667 262.75 383.60 24.115 1 I 0 I I I 8.16 16.750 244.14 367.18 23.275 1 11 0 I I I 7.94 16.833 228.63 353.31 22.422 1 11 0 I I I 7.71 16.917 214.84 339.35 21.564 1 1 1 0 I I ( 7.47 17.000 202.19 325.48 20.710 1 1 1 0 I I I 7.24 17.083 191.64 311.85 19.872 1 1 10 I I I 7.01 17.167 181.34 297.98 19.056 1 1 10 I I I 6.78 17.250 171.63 284.51 18.266 1 I 0 I I I 6.56 17.333 163.03 271.52 17.504 I I 0 I I I 6.34 17.417 156.45 259.12 16.777 I 1 01 I I I 6.14 17.500 150.69 247.26 16.091 I I 01 I I i 5.94 17.583 144.52 235.71 15.444 I I 01 I I I 5.75 5.56 17.667 132.77 224.47 14.814 I I 0 1 I I I 17.750 122.04 213.22 14.184 I I 0 1 I I I 5.37 17.833 118.00 202.42 13.580 I I 0 1 I I I 5.19 17.917 114.63 192.45 13.021 1 1 0 I I I I 5.02 18.000 111.43 182.91 12.507 1 I 0 I I I I 4.87 18.083 109.44 174.14 12.038 1 1 0 I I I I 4.72 18.167 111.50 166.44 11.626 1 I 0 I I I I 4.59 18.250 113.73 159.93 11.278 1 IO I I I I 4.48 18.333 113.92 154.35 10.979 1 IO 1 I I I 4.39 18.417 112.95 149.41 10.715 I 10 I I I I 4.31 18.500 111.56 144.91 10.474 I IO I I 10 I I I I 4.23 i I 4.16 18.583 110.12 140.79 10.254 I 18.667 108.62 136.99 10.051 1 IO I I I I 4.10 18.750 107.17 133.47 9.862 I IO 1 I I I 4.04 18.833 105.78 130.30 9.687 I IO 1 I I I 3.99 I I 3.93 18.917 104.43 127.60 9.523 1 0 1 I 19.000 103.13 125.04 9.368 1 0 I I I I 3.88 19.083 101.88 122.63 9.221 1 0 I I I I 3.83 19.167 100.68 120.34 9.082 1 0 1 I I I 3.79 19.250 99.51 118.17 8.950 1 0 1 I I I 3.74 19.333 98.39 116.11 8.825 1 0 I I I I 3.70 19.417 97.31 114.15 8.706 1 IO I I I I 3.66 19.500 96.27 112.29 8.592 I IO I I I I 3.63 19.583 95.28 110.52 8.485 I IO I I i I 3.59 19.667 94.29 108.83 8.382 1 IO I I I I 3.56 19.750 93.29 107.22 8.284 I IO I I I I 3.52 19.833 92.32 105.67 8.190 I IO I I I I 3.49 19.917 91.39 104.19 8.100 1 IO I I I I 3.46 20.000 90.49 102.77 8.014 1 IO I I I I 3.44 20.083 89.62 101.41 7.931 1 10 I I I I 3.41 20.167 88.78 100.10 7.851 1 IO I I I I 3.38 20.250 87.96 98.84 7.775 1 IO I I I I 3.36 20.333 87.17 97.63 7.701 1 10 I I I I 3.33 20.417 86.41 96.47 7.631 1 0 I I I I I 3.31 I I 3.29 20.500 85.67 95.35 7.563 1 0 I 20.583 84.95 94.28 7.497 1 0 I I I I 3.27 20.667 20.750 84.26 83.58 93.24 92.24 7.434 7.373 1 0 I I 1 0 I I I I 3.24 I 1 3.22 20.833 82.92 91.28 7.315 1 0 I I I I 3.21 20.917 82.28 90.35 7.258 1 0 I I I I 3.19 21.000 81.66 89.45 7.204 1 0 I I I I 3.17 21.083 81.05 88.58 7.151 10 I I I I 3.15 21.167 80.46 87.74 7.100 1 0 I I I I 3.13 21.250 79.89 86.93 7.051 10 I I I I 3.12 21.333 79.33 86.15 7.003 1 0 I I I I 3.10 21.417 78.79 85.39 6.957 1 0 I I I I 3.09 21.500 78.26 84.65 6.912 1 0 I I I I 3.07 21.583 77.74 83.94 6.869 1 0 I I I I 3.06 21.667 77.23 83.25 6.827 1 0 I I I I 3.04 21.750 76.74 82.57 6.786 1 0 I I I I 3.03 21.833 76.25 81.92 6.746 1 0 I I I I 3.02 21.917 75.78 81.29 6.708 1 0 I I I I 3.01 22.000 75.32 80.72 6.670 1 0 I I I I 2.99 22.083 74.87 80.19 6.633 1 0 I I I I 2.98 22.167 74.43 79.68 6.597 10 I I I I 2.97 22.250 73.97 79.17 6.561 10 I I I I 2.95 22.333 73.51 78.66 6.525 1 0 I I I I I 2.94 I I 2.93 22.417 73.06 78.16 6.490 1 0 I 22.500 72.63 77.67 6.455 I O I I I I 2.92 22.583 72.21 77.18 6.421 1 0 I I I I 2.90 I 2.89 ' 22.667 71.80 76.70 6.387 10 I I I I 2.88 22.750 71.40 76.22 6.353 1 0 I I i I 2.87 22.833 71.02 75.75 6.320 1 0 I I I I 2.86 22.917 70.64 75.30 6.288 1 0 I I I I 2.85 23.000 70.27 74.84 6.256 1 0 I I I I 2.84 23.083 69.91 74.40 6.225 1 0 I I ( I 2.82 23.167 69.55 73.97 6.194 1 0 I I I I 2.81 23.250 69.21 73.54 6.164 1 0 1 I I 7 Lt 0 ni, C H, r n n u 0 n 23.333 68.87 73.12 6.135 1 0 I I I I 2.80 23.417 68.54 72.71 6.106 10 I I I I 2.79 23.500 68.22 72.31 6.077 ( 0 I I I I 2.78 23.583 67.90 71.91 6.049 1 0 I I I I 2.77 23.667 67.59 71.52 6.022 10 I I I I 2.76 23.750 67.28 71.14 5.995 10 I I I I 2.75 23.833 66.98 70.77 5.969 1 0 I I I I 2.74 23.917 66.68 70.40 5.943 10 I I I I 2.74 24.000 66.39 70.04 5.917 1 0 I I I I 2.73 24.083 62.36 69.51 5.880 110 I I I I 2.71 24.167 45.90 68.08 5.779 110 I I I I 2.68 24.250 29.58 65.26 5.580 I 0 I I I I 2.61 24.333 20.61 61.52 5.316 IO I I I I 2.51 24.417 16.03 57.49 5.033 IO I I I I 2.41 24.500 13.34 53.51 4.752 IO I I I I 2.31 24.583 11.20 49.66 4.481 IO I I I I 2.22 24.667 9.71 46.01 4.223 IO I I I I 2.13 24.750 8.44 42.57 3.981 IO I I I I 2.04 24.833 7.33 39.64 3.752 IO I I I I 1.95 24.917 6.34 37.15 3.535 IO I I I I 1.87 25.000 5.48 34.77 3.328 IO I I I I 1.79 25.083 4.71 32.51 3.131 IO I I I I 1.72 25.167 4.02 30.37 2.945 0 I I I I 1.65 25.250 3.41 28.34 2.768 0 I I I I 1.58 25.333 2.88 26.42 2.601 0 I I I I 1.51 25.417 2.39 24.61 2.444 0 I I I I 1.45 25.500 1.92 22.90 2.295 0 I I I I 1.40 25.583 1.47 21.28 2.155 O I I I I 1.34 25.667 1.18 19.76 2.022 0 I I I I 1.29 25.750 1.05 18.34 1.899 0 I I ( I 1.24 25.833 0.94 17.02 1.784 0 I I I I 1.20 25.917 0.84 15.79 1.677 0 I I I I 1.16 26.000 0.75 14.65 1.578 0 I I I I 1.12 26.083 0.67 13.59 1.485 0 I I I I 1.09 26.167 0.60 12.60 1.400 0 I I I I 1.05 26.250 0.53 11.69 1.320 0 i I I I 1.02 26.333 0.48 10.87 1.246 0 I I I I 0.99 26.417 0.43 10.27 1.176 0 I I I I 0.93 26.500 0.38 9.69 1.110 0 I I I I 0.88 26.583 0.34 9.15 1.048 0 I I I I 0.83 26.667 0.30 8.63 0.989 0 I I I I 0.78 26.750 0.27 8.14 0.933 0 I I I I 0.74 26.833 0.24 7.68 0.880 0 I I I I 0.70 26.917 0.22 7.25 0.830 0 I I I I 0.66 27.000 0.19 6.84 0.783 0 I I I I 0.62 27.083 0.17 6.45 0.739 0 I I I I 0.59 27.167 0.15 6.08 0.697 0 I I I I 0.55 27.250 0.14 5.74 0.657 0 I I I I 0.52 27.333 0.12 5.41 0.619 0 I I I I 0.49 27.417 0.11 5.10 0.584 0 I I ( I 0.46 27.500 0.10 4.81 0.551 0 I I I I 0.44 27.583 0.09 4.53 0.519 0 I I I I 0.41 27.667 0.08 4.27 0.489 0 I I I I 0.39 27.750 0.07 4.03 0.461 0 i I I I 0.37 27.833 0.06 3.80 0.435 0 I I I I 0.35 27.917 0.06 3.58 0.410 0 I I I I 0.33 28.000 0.05 3.37 0.386 0 I I I I 0.31 28.083 0.04 3.18 0.364 0 I I I I 0.29 28.167 0.04 3.00 0.343 0 I I I I 0.27 28.250 0.04 2.82 0.323 0 I I I I 0.26 28.333 0.03 2.66 0.305 0 I I I I 0.24 28.417 0.03 2.51 0.287 0 I ( I I 0.23 28.500 0.03 2.36 0.270 0 I I I I 0.21 28.583 0.02 2.22 0.255 0 I I I I 0.20 28.667 0.02 2.10 0.240 0 I I I I 0.19 28.750 0.02 1.98 0.226 0 I I i I 0.18 28.833 0.02 1.86 0.213 0 I I I I 0.17 28.917 0.01 1.75 0.201 0 I I I I 0.16 r �I Li i 29.000 0.01 1.65 0.189 0 I I I I 0.15 29.083 0.01 1.56 0.178 0 I I I I 0.14 29.167 0.01 1.47 0.168 0 I I I I 0.13 29.250 0.00 1.38 0.158 0 I I I I 0.13 29.333 0.00 1.30 0.149 0 I I I I 0.12 29.417 0.00 1.22 0.140 0 I I I I 0.11 29.500 0.00 1.15 0.132 0 I I I I 0.10 29.583 0.00 1.09 0.124 0 ( I I I 0.10 29.667 0.00 1.02 0.117 0 I I I I 0.09 29.750 0.00 0.96 0.110 0 ( I I I 0.09 29.833 0.00 0.91 0.104 0 I I I I 0.08 29.917 0.00 0.85 0.098 0 I I I I 0.08 30.000 0.00 0.80 0.092 0 I I I I 0.07 30.083 0.00 0.76 0.087 0 I I I I 0.07 30.167 0.00 0.71 0.082 0 I I I I 0.06 30.250 0.00 0.67 0.077 0 I I I I 0.06 30.333 0.00 0.63 0.072 0 I I I I 0.06 30.417 0.00 0.59 0.068 0 I I I I 0.05 30.500 0.00 0.56 0.064 0 I I I I 0.05 30.583 0.00 0.53 0.060 0 I I I I 0.05 30.667 0.00 0.50 0.057 0 I I I I 0.05 30.750 0.00 0.47 0.054 0 I I I I 0.04 30.833 0.00 0.44 0.050 0 I I I I 0.04 30.917 0.00 0.41 0.047 0 I I I I 0.04 31.000 0.00 0.39 0.045 0 I I I I 0.04 31.083 0.00 0.37 0.042 0 I I I I 0.03 31.167 0.00 0.35 0.040 0 I I I I 0.03 31.250 0.00 0.33 0.037 0 I I I I 0.03 31.333 0.00 0.31 0.035 0 I I I I 0.03 31.417 0.00 0.29 0.033 0 I I I I 0.03 31.500 0.00 0.27 0.031 0 I I I i 0.02 31.583 0.00 0.26 0.029 0 I I I I 0.02 31.667 0.00 0.24 0.028 0 I I I I 0.02 31.750 0.00 0.23 0.026 0 I I I I 0.02 31.833 0.00 0.21 0.025 0 I I I I 0.02 31.917 0.00 0.20 0.023 0 I I I I 0.02 32.000 0.00 0.19 0.022 0 I I I i 0.02 32.083 0.00 0.18 0.020 0 I I I i 0.02 32.167 0.00 0.17 0.019 0 I I I I 0.02 32.250 0.00 0.16 0.018 0 I I I I 0.01 32.333 0.00 0.15 0.017 0 I I I I 0.01 32.417 0.00 0.14 0.016 0 i I I I 0.01 32.500 0.00 0.13 0.015 0 I I I I 0.01 32.583 0.00 0.12 0.014 0 I I I I 0.01 32.667 0.00 0.12 0.013 0 I I I I 0.01 32.750 0.00 0.11 0.013 0 I I I I 0.01 32.833 0.00 0.10 0.012 0 I I I I 0.01 32.917 0.00 0.10 0.011 0 I I I I 0.01 33.000 0.00 0.09 0.011 0 I I I I 0.01 33.083 0.00 0.09 0.010 0 I I I I 0.01 33.167 0.00 0.08 0.009 0 I I I I 0.01 33.250 0.00 0.08 0.009 0 I I I I 0.01 33.333 0.00 0.07 0.008 0 I I I I 0.01 33.417 0.00 0.07 0.008 0 I I I I 0.01 33.500 0.00 0.06 0.007 0 I I I I 0.01 33.583 0.00 0.06 0.007 0 I I I I 0.01 33.667 0.00 0.06 0.007 0 I I I I 0.01 33.750 0.00 0.05 0.006 0 I I I I 0.00 33.833 0.00 0.05 0.006 0 I I I I 0.00 33.917 0.00 0.05 0.005 0 I I I I 0.00 34.000 0.00 0.04 0.005 0 I I I I 0.00 34.083 0.00 0.04 0.005 0 I I I I 0.00 34.167 0.00 0.04 0.005 0 I I I I 0.00 34.250 0.00 0.04 0.004 0 I I I I 0.00 34.333 0.00 0.04 0.004 0 I I I I 0.00 34.417 0.00 0.03 0.004 0 I I I I 0.00 34.500 0.00 0.03 0.004 0 I I i I 0.00 34.583 0.00 0.03 0.003 0 I I I I 0.00 4. IN 34.667 0.00 0.03 0.003 0 I I I I 0.00 34.750 0.00 0.03 0.003 0 I I I I 0.00 om 34.833 0.00 0.02 0.003 0 I I I I 0.00 JW 34.917 0.00 0.02 0.003 0 I I I I 0.00 35.000 0.00 0.02 0.002 0 I I I I 0.00 35.083 0.00 0.02 0.002 0 I I I I 0.00 35.167 0.00 0.02 0.002 0 I I I I 0.00 35.250 0.00 0.02 0.002 0 I I I I 0.00 35.333 0.00 0.02 0.002 0 I I I I 0.00 .w 35.417 0.00 0.02 0.002 0 I I I I 0.00 35.500 0.00 0.02 0.002 0 I I I I 0.00 35.583 0.00 0.01 0.002 0 I I I I 0.00 35.667 0.00 0.01 0.002 0 I I I I 0.00 35.750 0.00 0.01 0.001 0 I I I I 0.00 35.833 0.00 0.01 0.001 0 I I I I 0.00 35.917 0.00 0.01 0.001 0 I I I I 0.00 36.000 0.00 0.01 0.001 0 I I I I 0.00 Remaining water in basin = 0.00 (Ac.Ft) ****************************HYDROGRAPH DATA**************************** Number of intervals = 432 Time interval = 5.0 (Min.) Maximum/Peak flow rate = 420.842 (CFS) Total volume = 213.768 (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 3.000 to Point/Station 6.000 **** STREAM ROUTING SCS CONVEX METHOD **** HYDROGRAPH STREAM ROUTING DATA: Length of stream = 100.00 (Ft.) Elevation difference = 1.00 (Ft.) Slope of channel = 0.010000 (Vert/Horiz) Channel type - Pipe Pipe length = 100.00(Ft.) Elevation difference = 1.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Pipe evaluation using mean flow rate of hydrograph Required pipe flow = 104.698(CFS) Nearest computed pipe diameter = 42.00(In.) Calculated individual pipe flow = 104.698(CFS) Normal flow depth in pipe = 36.19(In.) Flow top width inside pipe = 29.01(In.) Critical Depth = 3.12(Ft.) Pipe flow velocity = 11.87(Ft/s) Travel time through pipe = 0.14 min. im Pipe length = 100.00(Ft.) Elevation difference = 1.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Pipe evaluation using maximum flow rate of hydrograph OR Required pipe flow = 420 842(CFS) Nearest computed pipe Calculated individual Normal flow depth in Flow top width inside diameter = 72.00(In.) pipe flow = 420.842(CFS) pipe = 58.59(In.) pipe = 56.05(In.) Critical Depth = 5.42(Ft.) Pipe flow velocity = 17.08(Ft/s) Travel time through pipe = 0.10 min. *********************** SCS CONVEX CHANNEL ROUTING ********************* Convex method of stream routing data items: Using equation: Outflow = 0(t+dt) = (1-c*)0(t+dt-dt*) + Input(c*) where c* = 1 - (1-c)^e and dt = c(length)/velocity c(v/v+1.7) = 0.9095 Travel time = 0.10 (min.) dt*(unit time interval) = 5.00(min.), e= 37.8852 dt(routing time -step) = 0.09 (min.), c* = 1.0000 Output hydrograph delayed by 0 unit time increments ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ P R I N T O F S T O 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) Out = O(CFS) In = I 0 105.2 210.4 315.6 420.8 --0+-5-------0.1075------0 -1--0---------�---------�---------�---------1 1 0+10 0.7833 0.80 0 I I I 0+15 0+20 2.3588 4.5786 2.39 O I I I I 4.62 0 I I I I 0+25 7.0691 7.11 0 I I I I 0+30 9.6308 9.68 0 0+35 12.5564 12.61 10 0+40 15.8049 15.86 10 I I I I 0+45 18.9239 18.98 10 0+50 21.9023 21.96 1 0 I I I I 0+55 24.7406 24.79 10 I I I I 1+ 0 27.4402 27.49 10 I I I I 1+ 5 30.0042 30.05 1 0 I I I I 1+10 32.4369 32.48 10 I I I I 1+15 34.7423 34.78 1 0 1+20 36.9246 36.96 1 0 I I I I 1+25 38.9892 39.03 1 0 I I I I 1+30 40.9428 40.98 1 0 1+35 43.1929 43.23 I 0 I I I I 1+40 45.2929 45.33 I 0 I I I I 1+45 47.2297 47.26 1 0 I I I I 1+50 49.0104 49.04 1 0 I I I I 1+55 50.6485 50.68 1 0 I I I I 2+ 0 52.1563 52.18 I 0 I I I I 2+ 5 53.5452 53.57 I 0 I I I I 2+10 54.8255 54.85 i 0 I I I I 2+15 56.0068 56.03 I 0 I I I I 2+20 57.0978 57.12 1 0 1 I I I 2+25 58.1064 58.12 1 0 1 I I I 2+30 59.0400 59.06 1 0 1 I I I 2+35 59.9052 59.92 1 0 1 I I I 2+40 60.7080 60.72 1 0 1 I I I 2+45 61.4541 61.47 1 0 I I I I 2+50 62.1485 62.16 1 0 I I I I 2+55 62.7959 62.81 1 0 I I I I 3+ 0 63.4006 63.41 1 0 I I I I 3+ 5 63.9664 63.98 1 0 1 I I I 3+10 64.4969 64.51 1 0 1 I I I 3+15 64.9952 65.00 1 0 1 I I I 3+20 65.4645 65.47 1 0 I I I I 3+25 65.9074 65.92 I 0 I I I 3+30 66.3263 66.33 1 0 C� A n n n 0 u n 0 0 His 3+35 66.7236 66.73 3+40 67.1013 67.11 3+45 67.4612 67.47 3+50 67.8051 67.81 3+55 68.1346 68.14 4+ 0 68.4511 68.46 4+ 5 68.7559 68.76 4+10 69.0502 69.06 4+15 69.3351 69.34 4+20 69.6116 69.62 4+25 69.8806 69.89 4+30 70.1430 70.15 4+35 70.3995 70.40 4+40 70.6509 70.66 4+45 70.8977 70.90 4+50 71.1406 71.14 4+55 71.3800 71.38 5+ 0 71.6165 71.62 5+ 5 71.8506 71.85 5+10 72.0826 72.09 5+15 72.3129 72.32 5+20 72.5420 72.55 5+25 72.7700 72.77 5+30 72.9973 73.00 5+35 73.2242 73.23 5+40 73.4510 73.45 5+45 73.6778 73.68 5+50 73.9049 73.91 5+55 74.1324 74.14 6+ 0 74.3607 74.36 6+ 5 74.5898 74.59 6+10 74.8199 74.82 6+15 75.0512 75.06 6+20 75.2838 75.29 6+25 75.5179 75.52 6+30 75.7536 75.76 6+35 75.9910 76.00 6+40 76.2302 76.23 6+45 76.4713 76.48 6+50 76.7145 76.72 6+55 76.9599 76.96 7+ 0 77.2075 77.21 7+ 5 77.4574 77.46 7+10 77.7099 77.71 7+15 77.9648 77.97 7+20 78.2224 78.23 7+25 78.4828 78.49 7+30 78.7459 78.75 7+35 79.0120 79.02 7+40 79.2811 79.29 7+45 79.5532 79.56 7+50 79.8285 79.83 7+55 80.1064 80.11 8+ 0 80.3867 80.39 8+ 5 80.6695 80.67 8+10 80.9551 80.96 8+15 81.2805 81.29 8+20 81.6123 81.62 8+25 81.9437 81.95 8+30 82.2754 82.28 8+35 82.6078 82.61 8+40 82.9416 82.95 8+45 83.2771 83.28 8+50 83.6148 83.62 8+55 83.9551 83.96 9+ 0 84.2984 84.30 9+ 5 84.6450 84.65 9+10 84.9952 85.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 I• • O O O O O 0 O 0 0 0 O O 0 0 0 O 0 0 0 O 0 0 0 I I I I I I I I I OI 01 01 OI 01 01 01 01 01 01 OI 01 01 01 OI 01 01 01 01 01 01 OI OI 01 01 OI 01 01 01 01 01 01 01 O O O O 0 O 0 10 10 10 10 10 9+15 85.3493 85.36 9+20 85.7076 85.71 9+25 86.0704 86.08 9+30 86.4380 86.44 9+35 86.8105 86.82 9+40 87.1883 87.20 9+45 87.5716 87.58 9+50 87.9605 87.97 9+55 88.3555 88.36 10+ 0 88.7566 88.76 10+ 5 89.1641 89.17 10+10 89.5783 89.59 10+15 89.9993 90.01 10+20 90.4276 90.44 10+25 90.8632 90.87 10+30 91.3064 91.31 10+35 91.7576 91.77 10+40 92.2169 92.23 10+45 92.6847 92.69 10+50 93.1612 93.17 10+55 93.6468 93.66 11+ 0 94.1418 94.15 11+ 5 94.6464 94.66 11+10 95.1611 95.17 11+15 95.6862 95.70 11+20 96.2221 96.23 11+25 96.7691 96.78 11+30 97.3277 97.34 11+35 11+40 97.8983 98.4814 97.91 98.49 11+45 99.0775 99.09 11+50 99.6871 99.70 11+55 100.3106 100.32 12+ 0 100.9488 100.96 12+ 5 101.5420 101.55 12+10 101.8369 101.84 12+15 101.6668 101.66 12+20 101.2022 101.19 12+25 100.6682 100.66 12+30 100.1789 100.17 12+35 99.7726 99.77 12+40 99.4631 99.46 12+45 99.2568 99.25 12+50 99.1521 99.15 12+55 99.1461 99.15 13+ 0 99.2363 99.24 13+ 5 99.4200 99.42 13+10 99.6944 99.70 13+15 100.0576 100.06 13+20 100.5080 100.52 13+25 101.0439 101.05 ' 13+30 13+35 101.6636 102.3657 101.67 102.38 13+40 103.1517 103.17 13+45 104.0261 104.04 13+50 104.9910 105.01 13+55 106.0467 106.07 14+ 0 107.1945 107.21 14+ 5 108.4455 108.47 14+10 109.8425 109.87 14+15 111.4150 111.44 14+20 113.1404 113.17 14+25 114.9886 115.02 14+30 116.9492 116.98 14+35 119.0247 119.06 14+40 121.2238 121.26 14+45 123.5575 123.60 14+50 126.0415 126.09 O O O O O 0 O 0 0 0 O O 0 0 0 O 0 0 0 O 0 0 0 I I I I I I I I I OI 01 01 OI 01 01 01 01 01 01 OI 01 01 01 OI 01 01 01 01 01 01 OI OI 01 01 OI 01 01 01 01 01 01 01 O O O O 0 O 0 10 10 10 10 10 n u i 1� �7 0 u 1� 14+55 128.6934 128.74 1 10 I I 15+ 0 131.6095 131.66 1 10 I I 15+ 5 135.0455 135.11 1 10 I I 15+10 138.7217 138.79 I 10 I I 15+15 142.6775 142.75 I 10 I I 15+20 146.9716 147.05 1 10 I I 15+25 151.3534 151.43 1 I 0 I I 15+30 154.5610 154.62 1 I 0 I I 15+35 155.8120 155.83 1 I 0 I I 15+40 156.1603 156.17 1 I 0 I I 15+45 157.0289 157.04 1 I 0 I I 15+50 159.4533 159.50 1 I 0 I I 15+55 164.4817 164.57 1 I 0 I I 16+ 0 174.5066 174.69 1 I 0 I I 16+ 5 200.8703 201.34 I I 01 1 16+10 266.2981 267.47 I I I 0 I 16+15 347.2290 348.67 1 I I 10 16+20 403.9918 404.99 1 I I I 16+25 420.5607 420.84 1 I I I 16+30 413.7869 413.66 1 I I I 16+35 399.9481 399.70 1 I I I D 16+40 383.8851 383.60 1 I I I 0 16+45 367.4697 367.18 I I I I 0 16+50 353.5542 353.31 1 I I 1 0 16+55 339.6024 339.35 1 ( I I 0 17+ 0 325.7260 325.48 1 I I 0 17+ 5 312.0881 311.85 1 I I 01 17+10 298.2308 297.98 1 I I 0 1 17+15 284.7515 284.51 1 I I 0 1 17+20 271.7490 271.52 1 1 1 0 I 17+25 259.3439 259.12 1 I I 0 I 17+30 247.4700 247.26 1 I 10 I 17+35 235.9186 235.71 I I 10 I 17+40 224.6671 224.47 I I 10 I 17+45 213.4214 213.22 I I 0 I 17+50 202.6151 202.42 1 I 01 I 17+55 192.6243 192.45 1 I 0 1 I 18+ 0 183.0749 182.91 1 I 0 1 I 18+ 5 174.2961 174.14 1 I 0 I I 18+10 166.5766 166.44 1 I 0 I I 18+15 160.0455 159.93 1 I 0 I I 18+20 154.4531 154.35 I I 0 I I 18+25 149.4934 149.41 I I 0 I I 18+30 144.9920 144.91 1 10 I I 18+35 140.8645 140.79 1 10 I I 18+40 137.0590 136.99 1 I O I I 18+45 133.5353 133.47 1 10 I I 18+50 130.3539 130.30 1 10 I I 18+55 127.6445 127.60 I 10 I I 19+ 0 125.0886 125.04 I 10 I I 19+ 5 122.6700 122.63 I 10 I I 19+10 120.3790 120.34 1 10 I I 19+15 118.2067 118.17 I 10 I I 19+20 116.1446 116.11 I 10 I I 19+25 114.1853 114.15 1 0 I I 19+30 112.3227 112.29 1 0 I I 19+35 110.5510 110.52 1 0 I I 19+40 108.8628 108.83 1 0 I I 19+45 107.2486 107.22 1 0 I I 19+50 105.7020 105.67 1 0 I I 19+55 104.2194 104.19 1 01 I I 20+ 0 102.7974 102.77 1 01 I I 20+ 5 101.4329 101.41 I 01 I I 20+10 100.1230 100.10 1 01 I I 20+15 98.8646 98.84 1 01 I I 20+20 97.6553 97.63 1 01 I I 20+25 96.4923 96.47 1 01 I I 20+30 95.3733 95.35 1 01 I I n L I] LI n L P ll� Nl� L C� C! 20+35 94.2960 94.28 1 20+40 93.2583 93.24 1 20+45 92.2582 92.24 1 20+50 91.2937 91.28 1 20+55 90.3630 90.35 1 21+ 0 89.4644 89.45 1 21+ 5 88.5964 88.58 I 21+10 87.7574 87.74 1 21+15 86.9460 86.93 1 21+20 86.1608 86.15 1 21+25 85.4005 85.39 1 21+30 84.6641 84.65 1 21+35 83.9503 83.94 1 21+40 83.2581 83.25 1 21+45 82.5864 82.57 1 21+50 81.9344 81.92 1 21+55 81.3011 81.29 1 22+ 0 80.7276 80.72 1 22+ 5 80.2032 80.19 1 22+10 79.6867 79.68 1 22+15 79.1763 79.17 1 22+20 78.6706 78.66 1 22+25 78.1699 78.16 1 22+30 77.6749 77.67 1 22+35 77.1863 77.18 1 22+40 76.7046 76.70 1 22+45 76.2301 76.22 1 22+50 75.7632 75.75 1 22+55 75.3041 75.30 1 23+ 0 74.8529 74.84 1 23+ 5 74.4097 74.40 1 23+10 73.9746 73.97 1 23+15 73.5474 73.54 1 23+20 73.1282 73.12 1 23+25 72.7169 72.71 1 23+30 72.3133 72.31 1 23+35 71.9175 71.91 1 23+40 71.5291 71.52 1 23+45 71.1481 71.14 1 23+50 70.7744 70.77 1 23+55 70.4077 70.40 1 24+ 0 70.0479 70.04 1 24+ 5 69.5235 69.51 1 24+10 68.1069 68.08 1 24+15 65.3059 65.26 1 24+20 61.5818 61.52 1 24+25 57.5638 57.49 1 24+30 53.5759 53.51 ► 24+35 49.7325 49.66 1 0 24+40 46.0773 46.01 I 0 24+45 42.6335 42.57 ► 0 24+50 39.6963 39.64 1 0 24+55 37.1904 37.15 I 0 25+ 0 34.8100 34.77 1 0 25+ 5 32.5485 32.51 1 0 25+10 30.4035 30.37 1 0 25+15 28.3723 28.34 ► 0 25+20 26.4523 26.42 I 0 25+25 24.6393 24.61 I 0 25+30 22.9277 22.90 1 0 25+35 21.3113 21.28 I 0 25+40 19.7898 19.76 10 25+45 18.3682 18.34 10 25+50 17.0456 17.02 10 25+55 15.8156 15.79 10 26+ 0 14.6720 14.65 10 26+ 5 13.6090 13.59 10 26+10 12.6211 12.60 10 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 26+15 11.7033 11.69 10 26+20 10.8884 10.87 10 26+25 10.2764 10.27 0 26+30 9.7002 9.69 0 26+35 9.1551 9.15 0 26+40 8.6395 8.63 0 26+45 8.1520 8.14 0 26+50 7.6912 7.68 0 26+55 7.2556 7.25 0 27+ 0 27+ 5 6.8441 6.4553 6.84 6.45 0 0 27+10 6.0880 6.08 0 27+15 5.7412 5.74 0 27+20 5.4137 5.41 0 27+25 5.1045 5.10 0 27+30 4.8126 4.81 0 27+35 4.5371 4.53 0 27+40 4.2771 4.27 O 27+45 4.0318 4.03 0 27+50 3.8003 3.80 0 27+55 3.5819 3.58 O 28+ 0 3.3759 3.37 0 28+ 5 3.1816 3.18 0 28+10 2.9983 3.00 0 28+15 2.8255 2.82 O 28+20 2.6625 2.66 0 28+25 2.5089 2.51 0 28+30 2.3640 2.36 0 28+35 2.2274 2.22 0 28+40 2.0986 2.10 0 28+45 1.9772 1.98 0 28+50 1.8628 1.86 O 28+55 1.7550 1.75 0 29+ 0 1.6533 1.65 0 29+ 5 1.5575 1.56 O 29+10 1.4672 1.47 0 29+15 1.3820 1.38 0 29+20 1.3014 1.30 0 29+25 1.2254 1.22 0 29+30 1.1539 1.15 0 29+35 1.0865 1.09 0 29+40 1.0231 1.02 0 29+45 0.9634 0.96 0 29+50 0.9071 0.91 0 29+55 0.8542 0.85 0 30+ 0 0.8043 0.80 0 30+ 5 0.7574 0.76 0 30+10 0.7132 0.71 0 30+15 0.6715 0.67 0 30+20 0.6323 0.63 0 30+25 0.5954 0.59 0 30+30 30+35 0.5607 0.5280 0.56 0.53 0 0 30+40 0.4971 0.50 0 30+45 0.4681 0.47 O 30+50 0.4408 0.44 0 30+55 0.4151 0.41 O 31+ 0 0.3908 0.39 0 31+ 5 0.3680 0.37 O 31+10 0.3465 0.35 0 31+15 0.3263 0.33 0 31+20 0.3073 0.31 0 31+25 0.2893 0.29 0 31+30 0.2724 0.27 0 31+35 0.2565 0.26 0 31+40 0.2416 0.24 0 31+45 0.2275 0.23 0 31+50 0.2142 0.21 0 -------------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 6.000 to Point/Station 6.000 31+55 0.2017 0.20 0 32+ 0 0.1899 0.19 O I I I I 32+ 5 0.1788 0.18 O I I ( I 32+10 0.1684 0.17 O I I I I 32+15 0.1586 0.16 0 I I I I 32+20 0.1493 0.15 0 I I I I 32+25 0.1406 0.14 0 I I I I 32+30 0.1324 0.13 0 I I I I 32+35 0.1247 0.12 O I I I I 32+40 0.1174 0.12 O 32+45 0.1105 0.11 0 I I I I 32+50 0.1041 0.10 0 I I I I 32+55 0.0980 0.10 0 I I I I 33+ 0 0.0923 0.09 0 I I I I 33+ 5 0.0869 0.09 O I I I I 33+10 0.0818 0.08 0 I I I I 33+15 0.0770 0.08 0 I I I I 33+20 0.0726 0.07 O I I I I 33+25 0.0683 0.07 0 I I I I 33+30 0.0643 0.06 0 33+35 0.0606 0.06 0 I I I I 33+40 0.0570 0.06 0 I I I I 33+45 0.0537 0.05 O I I I I 33+50 0.0506 0.05 0 I I I I 33+55 0.0476 0.05 0 I I I I 34+ 0 0.0448 0.04 0 I I I I 34+ 5 0.0422 0.04 0 I I I I 34+10 0.0398 0.04 0 I I I I 34+15 0.0374 0.04 0 I I I I 34+20 0.0353 0.04 0 I I I I 34+25 0.0332 0.03 O 34+30 0.0313 0.03 0 I I I I 34+35 0.0294 0.03 0 I I I I 34+40 0.0277 0.03 0 I I I I 34+45 0.0261 0.03 O I I I I 34+50 0.0246 0.02 0 I I I I 34+55 35+ 0 0.0231 0.0218 0.02 0.02 0 I I I I 0 I I I I 35+ 5 0.0205 0.02 O I I I I 35+10 0.0193 0.02 0 I I I I 35+15 0.0182 0.02 0 I I I I 35+20 0.0171 0.02 0 I I I I 35+25 0.0161 0.02 0 I I I I 35+30 0.0152 0.02 0 I I I I 35+35 0.0143 0.01 0 I I I I 35+40 0.0135 0.01 0 ( I I I 35+45 0.0127 0.01 0 I I I I 35+50 0.0119 0.01 O 35+55 0.0112 0.01 0 I I I I 36+ 0 0.0106 0.01 0 I I I I 36+ 5 0.0000 0.00 0 I I I I ----------------------------------------------------------------------- ****************************HYDROGRAPH DATA**************************** Number of intervals = 433 Time interval = 5.0 (Min.) Maximum/Peak flow rate = 420.561 (CFS) Total volume = 213.768 (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 6.000 to Point/Station 6.000 Hydrograph Detention Basin Routing ---------------------------------- Graph values: 'I'= unit inflow; 10'=outflow at time shown **** RETARDING BASIN ROUTING **** Inflow Outflow Storage User entry of depth -outflow -storage data (Hours) -------------------------------------------------------------------- Total number of inflow hydrograph intervals = 433 105.1 210.28 315.42 420.56 (Ft.) Hydrograph time unit = 5.000 (Min.) 0.11 0.00 Initial depth -------------------------------------------------------------------- in storage basin = 0.00(Ft.) 0.167 0.78 -------------------------------------------------------------------- Initial basin depth = 0.00 (Ft. )* I I I I 0.00 1 tic ►� 51 0.250 Initial basin storage = 0.00 (Ac.Ft) I I I I 0.00 Initial basin outflow = 0.00 (CFS) 0.037 0 -------------------------------------------------------------------- ' 0.417 7.07 0.47 0.074 Depth vs. Storage and Depth vs. Discharge data: 9.63 0.80 Basin Depth Storage Outflow (S-0*dt/2) (S+0*dt/2) 12.56 (Ft.) (Ac.Ft) (CFS) (Ac.Ft) (Ac.Ft) 0.667 0.000 0.000 0.000 0.000 0.000 1.000 2.780 17.500 2.720 2.840 I I I I 0.14 2.000 8.440 47.500 8.276 8.604 OI 3.000 14.310 61.000 14.100 14.520 0.646 0.794 4.000 20.400 78.000 20.131 20.669 6.01 5.000 26.700 92.000 26.383 27.017 32.44 6.000 33.220 106.000 32.855 33.585 1.250 7.000 39.970 118.000 39.564 40.376 8.000 46.940 130.000 46.492 47.388 I I I I 0.54 9.000 54.130 138.000 53.655 54.605 0 I 10.000 61.560 148.000 61.050 62.070 1.880 11.000 69.200 156.000 68.663 69.737 13.12 12.000 77.100 165.000 76.532 77.668 45.29 13.000 85.200 173.000 84.604 85.796 1.750 14.000 93.500 179.000 92.884 94.116 15.000 102.000 186.000 101.360 102.640 I I I I 0.98 16.000 106.900 193.000 106.235 107.565 10 I -17_000 ---- -------------------------------------------------------------- 112_000--- 200.000 111.311 112.689 Hydrograph Detention Basin Routing ---------------------------------- Graph values: 'I'= unit inflow; 10'=outflow at time shown Time Inflow Outflow Storage Depth (Hours) (CFS) (CFS) (Ac.Ft) .0 105.1 210.28 315.42 420.56 (Ft.) 0.083 0.11 0.00 0.000 O 1 1 1 1 0.00 0.167 0.78 0.02 0.003 0 I I I I 0.00 0.250 2.36 0.09 0.014 0 I I I I 0.00 0.333 4.58 0.23 0.037 0 I I I I 0.01 ' 0.417 7.07 0.47 0.074 0 I ( I I 0.03 0.500 9.63 0.80 0.127 0 I I I I 0.05 0.583 12.56 1.24 0.197 0 I I ( I 0.07 0.667 15.80 1.79 0.284 OI I I I ( 0.10 0.750 18.92 2.45 0.389 OI I I I I 0.14 0.833 21.90 3.21 0.510 OI I I I I 0.18 0.917 1.000 24.74 27.44 4.06 5.00 0.646 0.794 OI 0 I I I I I 0.23 I I I I 0.29 1.083 30.00 6.01 0.954 0 I I I I I 0.34 1.167 32.44 7.08 1.124 0 I I I I I 0.40 1.250 34.74 8.20 1.303 0 I I I I I 0.47 1.333 36.92 9.37 1.489 0 I I I I I 0.54 1.417 38.99 10.59 1.682 0 I I I I I 0.60 1.500 40.94 11.83 1.880 0 I I I I I 0.68 1.583 43.19 13.12 2.084 0 I I I I I 0.75 1.667 45.29 14.44 2.293 10 I I I I ( 0.82 1.750 47.23 15.79 2.508 10 I I I I I 0.90 1.833 49.01 17.16 2.726 10 I I I I I 0.98 1.917 50.65 18.38 2.947 10 I I I I I 1.03 2.000 52.16 19.57 3.170 10 I 1 1 1 1 1.07 2.083 53.55 20.76 3.395 10 I 1 I I I 1.11 2.167 54.83 21.96 3.621 10 I I I I I 1.15 1 2.250 56.01 23.16 3.847 ►0 I I I I I 1.19 2.333 57.10 24.36 4.073 10 I 1 I I I 1.23 2.417 58.11 25.55 4.298 10 I ► I I I 1.27 2.500 59.04 26.73 4.522 4.743 1 0 I 1 I I I I I I 1.31 I I 1.35 2.583 59.91 27.90 10 2.667 60.71 29.07 4.962 1 0 I I I I I 1.39 2.750 61.45 30.21 5.179 10 I ( I I I 1.42 2.833 62.15 31.35 5.392 1 0 1 I I I I 1.46 I I 1.50 2.917 62.80 32.46 5.603 1 0 I 1 I 3.000 63.40 33.56 5.810 1 0 1 I I I I 1.54 3.083 63.97 34.64 6.014 10 I I I I I 1.57 3.167 64.50 35.70 6.214 10 I I I I I 1.61 3.250 65.00 36.74 6.410 10 I 1 I I I 1.64 3.333 65.46 37.76 6.603 1 0 1 1 I I I 1.68 3.417 65.91 38.76 6.792 1 0 I I I I I 1.71 3.500 66.33 39.75 6.977 1 0 I I I I I 1.74 3.583 66.72 40.71 7.158 1 0 I 1 I I I 1.77 3.667 67.10 41.64 7.335 1 0 I ► I I I 1.80 3.750 67.46 42.56 7.509 1 0 I 1 I I I 1.84 3.833 67.81 43.46 7.678 1 0 1 1 I I I 1.87 3.917 68.13 44.34 7.844 10 I ► I I I 1.89 4.000 68.45 45.20 8.006 1 0 1 1 I I I 1.92 4.083 68.76 46.04 8.164 1 0 I I I I I 1.95 4.167 69.05 46.86 8.319 1 0 I I I I I 1.98 4.250 69.34 47.57 8.470 1 0 I 1 I I I 2.01 4.333 69.61 47.91 8.620 1 0 1 1 I I I 2.03 4.417 69.88 48.26 8.769 ► 0 I 1 I I I 2.06 4.500 70.14 48.60 8.918 1 0 I ► I I I 2.08 4.583 70.40 48.94 9.066 ► 0 I 1 I I I 2.11 4.667 70.65 49.28 9.213 1 0 I ► I I I 2.13 4.750 70.90 49.62 9.360 1 0 I 1 I I I 2.16 I 2.18 4.833 71.14 49.95 9.507 ► 0 I 1 I I 4.917 71.38 50.29 9.652 1 0 1 1 I I I 2.21 5.000 71.62 50.62 9.797 ► 0 I ► I I I 2.23 5.083 71.85 50.95 9.941 1 0 I 1 I I I 2.26 5.167 72.08 51.28 10.085 1 0 I 1 I I I 2.28 5.250 72.31 51.61 10.228 1 0 I ► I I I 2.30 5.333 72.54 51.94 10.370 1 0 I I I I I 2.33 5.417 72.77 52.26 10.512 ► 0 I I I I I 2.35 5.500 73.00 52.59 10.653 1 OI 1 I I I 2.38 5.583 73.22 52.91 10.793 ► OI ► I I I 2.40 5.667 73.45 53.23 10.932 1 OI 1 I I I 2.42 5.750 73.68 53.55 11.071 1 OI 1 I I I 2.45 5.833 73.90 53.87 11.210 1 OI 1 I I I 2.47 5.917 74.13 54.19 11.347 I 01 I I I I 2.50 6.000 74.36 54.50 11.484 I OI I I I I 2.52 6.083 74.59 54.82 11.621 1 01 1 I I I 2.54 6.167 74.82 55.13 11.757 1 OI 1 I I I 2.57 6.250 75.05 55.44 11.892 1 OI 1 I I I 2.59 6.333 75.28 55.75 12.027 1 01 1 I OI I I I 2.61 I I 2.63 6.417 75.52 56.06 12.161 ► 1 6.500 75.75 56.37 12.295 ► OI 1 I I I 2.66 6.583 6.667 75.99 76.23 56.67 56.98 12.428 12.561 1 OI 1 I 1 OI 1 I I I 2.68 I I 2.70 6.750 76.47 57.28 12.693 1 OI 1 I I I 2.72 6.833 76.71 57.59 12.825 I OI 1 I I ( 2.75 6.917 76.96 57.89 12.957 ► OI 1 I I I 2.77 7.000 77.21 58.19 13.088 1 OI 1 I I I 2.79 7.083 77.46 58.49 13.219 1 OI 1 I I I 2.81 7.167 77.71 58.79 13.349 1 01 1 I I I 2.84 7.250 77.96 59.09 13.479 1 OI 1 I I I 2.86 7.333 78.22 59.39 13.609 1 OI 1 I I I 2.88 7.417 78.48 59.69 13.739 1 OI 1 I I I 2.90 7.500 78.75 59.98 13.868 1 OI 1 I I I 2.92 7.583 79.01 60.28 13.997 1 0 1► I I I 2.95 L' l C G C v P, L L 7 C 7.667 79.28 60.58 14.126 1 0 1 1 I I I 2.97 7.750 79.55 60.87 14.255 1 0 1 1 I I I 2.99 7.833 79.83 61.20 14.383 1 0 1 1 I I I 3.01 7.917 80.11 61.56 14.511 1 0 I I I I I 3.03 8.000 80.39 61.92 14.639 1 0 I I I I I 3.05 8.083 80.67 62.27 14.766 1 0 1 1 I I I 3.07 8.167 80.96 62.63 14.892 1 0 I 1 I I I 3.10 8.250 81.28 62.98 15.018 1 0 I 1 I I I 3.12 8.333 81.61 63.33 15.144 1 0 1 1 I I I 3.14 8.417 81.94 63.68 15.270 1 0 1 1 I I I 3.16 8.500 82.28 64.03 15.396 1 0 1 1 I I I 3.18 8.583 82.61 64.38 15.522 I 0 I 1 I I I 3.20 8.667 82.94 64.73 15.647 1 0 I 1 I I I 3.22 8.750 83.28 65.08 15.772 1 0 1 1 I I I 3.24 8.833 83.61 65.43 15.898 1 0 I 1 I I I 3.26 8.917 83.96 65.78 16.023 1 OI 1 I I I 3.28 9.000 84.30 66.13 16.148 I OI 1 I I I 3.30 9.083 84.64 66.48 16.273 I OI 1 I I I 3.32 9.167 85.00 66.83 16.398 1 OI 1 I I I 3.34 9.250 85.35 67.18 16.523 1 OI 1 I I I 3.36 9.333 85.71 67.53 16.648 1 OI 1 I I I 3.38 9.417 86.07 67.88 16.774 1 OI I I I I 3.40 9.500 86.44 68.23 16.899 1 OI I I I I 3.43 9.583 86.81 68.58 17.025 1 OI I I I I 3.45 9.667 87.19 68.93 17.150 1 OI 1 I I I 3.47 9.750 87.57 69.28 17.276 1 OI 1 I ( I 3.49 9.833 87.96 69.63 17.402 1 OI 1 I I I 3.51 9.917 88.36 69.98 17.529 1 OI 1 I I I 3.53 10.000 88.76 70.34 17.655 I OI 1 I I I 3.55 10.083 89.16 70.69 17.782 I OI 1 I I I 3.57 10.167 89.58 71.05 17.910 I OI 1 I I I 3.59 10.250 90.00 71.41 18.038 1 OI 1 I I I 3.61 10.333 90.43 71.76 18.166 I OI 1 I I I 3.63 10.417 90.86 72.12 18.295 I OI 1 I I I 3.65 10.500 91.31 72.48 18.424 I OI 1 I I I 3.68 10.583 91.76 72.85 18.554 I OI 1 I I I 3.70 10.667 92.22 73.21 18.685 1 0 II I I I 3.72 10.750 92.68 73.58 18.816 1 O II I I I 3.74 10.833 93.16 73.95 18.948 I 0 II I I I 3.76 10.917 93.65 74.32 19.080 1 0 II I I I 3.78 11.000 94.14 74.69 19.214 I 0 II I I I 3.81 11.083 94.65 75.06 19.348 1 0 II I I I 3.83 11.167 95.16 75.44 19.484 1 0 11 I I I 3.85 11.250 95.69 75.82 19.620 1 0 II I I ( 3.87 11.333 96.22 76.21 19.757 1 0 II I I I 3.89 11.417 96.77 76.59 19.896 1 O II I I I 3.92 11.500 97.33 76.98 20.035 1 0 II I I I 3.94 11.583 97.90 77.37 20.176 1 0 II I I I 3.96 11.667 98.48 77.77 20.318 1 0 II I I I 3.99 11.750 99.08 78.14 20.461 1 0 11 I I I 4.01 11.833 99.69 78.46 20.607 1 0 II I I I 4.03 11.917 100.31 78.79 20.754 1 0 II I I I 4.06 12.000 100.95 79.12 20.903 1 OII I I I 4.08 12.083 101.54 79.45 21.054 1 OII I I I 4.10 12.167 101.84 79.79 21.206 1 OII I I I 4.13 12.250 101.67 80.13 21.356 1 Oil I I I 4.15 12.333 101.20 80.45 21.502 1 Oil I I I 4.17 12.417 100.67 80.76 21.642 1 OII I I I 4.20 12.500 100.18 81.06 21.777 1 OII I I I 4.22 12.583 99.77 81.35 21.906 1 Oil i I I 4.24 12.667 99.46 81.62 22.031 1 Oil I I I 4.26 12.750 99.26 81.89 22.152 1 O11 I I I 4.28 12.833 99.15 82.16 22.270 1 OII I I I 4.30 12.917 99.15 82.41 22.386 1 OII I I I 4.32 13.000 99.24 82.67 22.501 1 O11 I I I 4.33 13.083 99.42 82.92 22.615 1 OII I I I 4.35 13.167 99.69 83.17 22.729 1 OII I I I 4.37 13.250 100.06 83.43 22.843 1 O11 ( I I 4.39 C n H J 7 iJ H. 0 13.333 100.51 83.68 22.958 1 OII I I I 4.41 13.417 101.04 83.94 23.075 1 OII I I I 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36.667 0.00 1.65 0.262 0 I I I I 0.09 36.750 0.00 1.58 0.251 0 I I I i 0.09 36.833 0.00 1.51 0.241 0 I I I I 0.09 36.917 0.00 1.45 0.230 0 I I I I 0.08 37.000 0.00 1.39 0.221 0 I I I I 0.08 37.083 0.00 1.33 0.211 0 I I I I 0.08 37.167 0.00 1.27 0.202 0 I I I I 0.07 37.250 0.00 1.22 0.194 0 I I I I 0.07 37.333 0.00 1.17 0.185 0 I I I I 0.07 37.417 0.00 1.12 0.178 0 I I I I 0.06 37.500 0.00 1.07 0.170 0 I I I I 0.06 37.583 0.00 1.03 0.163 0 I I I I 0.06 37.667 0.00 0.98 0.156 0 I I I I 0.06 37.750 0.00 0.94 0.149 0 I I I I 0.05 37.833 0.00 0.90 0.143 0 I I I I 0.05 37.917 0.00 0.86 0.137 0 I I I I 0.05 38.000 0.00 0.83 0.131 0 I I I I 0.05 38.083 0.00 0.79 0.126 0 I I I I 0.05 38.167 0.00 0.76 0.120 0 I I I I 0.04 38.250 0.00 0.72 0.115 0 I I I I 0.04 38.333 0.00 0.69 0.110 0 I I I I 0.04 38.417 0.00 0.66 0.106 0 I I I I 0.04 38.500 0.00 0.64 0.101 0 I I I I 0.04 38.583 0.00 0.61 0.097 0 I I I I 0.03 38.667 0.00 0.58 0.093 0 I I I I 0.03 38.750 0.00 0.56 0.089 0 I I I I 0.03 38.833 0.00 0.53 0.085 0 I I I I 0.03 38.917 0.00 0.51 0.081 0 I I I I 0.03 39.000 0.00 0.49 0.078 0 I I I I 0.03 39.083 0.00 0.47 0.075 0 I I I I 0.03 39.167 0.00 0.45 0.071 0 I I I I 0.03 39.250 0.00 0.43 0.068 0 I I I I 0.02 39.333 0.00 0.41 0.066 0 I I I I 0.02 39.417 0.00 0.39 0.063 0 I I I I 0.02 39.500 0.00 0.38 0.060 0 I I I I 0.02 39.583 0.00 0.36 0.058 0 I I I I 0.02 39.667 0.00 0.35 0.055 0 I I I I 0.02 39.750 0.00 0.33 0.053 0 I I I I 0.02 39.833 0.00 0.32 0.051 0 I I I i 0.02 39.917 0.00 0.30 0.048 0 I I I I 0.02 40.000 0.00 0.29 0.046 0 I I I I 0.02 40.083 0.00 0.28 0.044 0 I I I I 0.02 40.167 0.00 0.27 0.042 0 I I I I 0.02 40.250 0.00 0.26 0.041 0 I I i I 0.01 40.333 0.00 0.25 0.039 O I I I I 0.01 40.417 0.00 0.23 0.037 0 I I i I 0.01 40.500 0.00 0.22 0.036 0 I I I I 0.01 40.583 0.00 0.22 0.034 0 I I I I 0.01 40.667 0.00 0.21 0.033 0 I I I I 0.01 40.750 0.00 0.20 0.031 0 I I I I 0.01 40.833 0.00 0.19 0.030 0 I I i I 0.01 40.917 0.00 0.18 0.029 0 I I I I 0.01 41.000 0.00 0.17 0.028 0 I I I I 0.01 41.083 0.00 0.17 0.026 0 I I I I 0.01 41.167 0.00 0.16 0.025 0 I I I I 0.01 41.250 0.00 0.15 0.024 0 I I ( I 0.01 41.333 0.00 0.15 0.023 0 I I I I 0.01 41.417 0.00 0.14 0.022 0 I I I I 0.01 41.500 0.00 0.13 0.021 O I I I I 0.01 41.583 0.00 0.13 0.020 0 I I I I 0.01 �J C� n H n 0 n J n n L u 41.667 0.00 0.12 0.019 0 I I I I 0.01 41.750 0.00 0.12 0.019 0 I I I I 0.01 41.833 0.00 0.11 0.018 0 I I I I 0.01 41.917 0.00 0.11 0.017 0 I I I I 0.01 42.000 0.00 0.10 0.016 0 I I I I 0.01 42.083 0.00 0.10 0.016 0 I I I I 0.01 42.167 0.00 0.09 0.015 0 I I I I 0.01 42.250 0.00 0.09 0.014 0 I I I I 0.01 42.333 0.00 0.09 0.014 0 I I I I 0.00 42.417 0.00 0.08 0.013 0 I I I I 0.00 42.500 0.00 0.08 0.013 0 I I I I 0.00 42.583 0.00 0.08 0.012 0 I I I I 0.00 42.667 0.00 0.07 0.012 0 I I ( i 0.00 42.750 0.00 0.07 0.011 0 I I I I 0.00 42.833 0.00 0.07 0.011 0 I I I I 0.00 42.917 0.00 0.06 0.010 O I I I I 0.00 43.000 0.00 0.06 0.010 0 I I I I 0.00 43.083 0.00 0.06 0.009 0 I I I I 0.00 43.167 0.00 0.06 0.009 0 I I I I 0.00 43.250 0.00 0.05 0.009 0 I I I I 0.00 43.333 0.00 0.05 0.008 0 I I I I 0.00 43.417 0.00 0.05 0.008 0 I I I I 0.00 43.500 0.00 0.05 0.007 0 I I I I 0.00 43.583 0.00 0.05 0.007 0 I I I I 0.00 43.667 0.00 0.04 0.007 0 I I I I 0.00 43.750 0.00 0.04 0.007 0 I I I I 0.00 43.833 0.00 0.04 0.006 0 I I i ( 0.00 43.917 0.00 0.04 0.006 O I I I I 0.00 44.000 0.00 0.04 0.006 0 I I I I 0.00 44.083 0.00 0.03 0.006 0 I I I I 0.00 44.167 0.00 0.03 0.005 O I I I I 0.00 44.250 0.00 0.03 0.005 0 I I I I 0.00 44.333 0.00 0.03 0.005 0 I I I I 0.00 44.417 0.00 0.03 0.005 0 I I I I 0.00 44.500 0.00 0.03 0.004 0 I I I I 0.00 44.583 0.00 0.03 0.004 0 I I I I 0.00 44.667 0.00 0.03 0.004 0 I I I I 0.00 44.750 0.00 0.02 0.004 0 I I I I 0.00 44.833 0.00 0.02 0.004 0 I I I I 0.00 44.917 0.00 0.02 0.004 0 I I I I 0.00 45.000 0.00 0.02 0.003 O I I I I 0.00 45.083 0.00 0.02 0.003 0 I I I I 0.00 45.167 0.00 0.02 0.003 0 I I I I 0.00 45.250 0.00 0.02 0.003 0 I I I I 0.00 45.333 0.00 0.02 0.003 0 I I I I 0.00 45.417 0.00 0.02 0.003 0 I I I I 0.00 Remaining water in basin = 0.00 (Ac -Ft) ****************************HYDROGRAPH DATA**************************** Number of intervals = 545 Time interval = 5.0 (Min.) Maximum/Peak flow rate = 145.370 (CFS) Total volume = 213.765 (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 *********************************************************************** HILLWOOD - WEST VALLEY LOGISTIC CENTER - CITY OF FONTANA 7/10/2008 BA 5(N k Volume of poncling at node 3 (BASIN 1) Elevation Depth Area Volume E Volume E Volume Qdischarge feet (sq. ft. c.f. c.f. ac-ftcfs 0.00 0.00 0 55000 55000 1.26 11.00 1.00 1.00 110000 113500 168500 3.87 41.00 2.00 2.00 117000 123000 291500 6.69 81.00 3.00 3.00 129000 132500 424000 9.73 131.00 4.00 4.00 136000 139500 563500 12.94 191.00 5.00 5.00 143000 146500 710000 16.30 251.00 6.00 6.00 150000 153500 863500 19.82 311.00 7.00 1.00 157000 160500 1024000 23.51 371.00 8.00 2.00 164000 167500 1191500 27.35 451.00 9.00 3.00 171000 174500 1366000 31.36 501.00 10.00 4.00 178000 ' I314S(N 'g« Volume of poncling at node 5 (BASIN 2) Elevation Depth Area Volume E Volume E Volume Qdischarge (feet) (sq. ft.) (c.f.) (c.f.) (ac -ft) (cfs) 0.00 0.00 0 29000 29000 0.67 11.00 1.00 1.00 58000 60500 89500 2.05 26.00 2.00 2.00 63000 65500 155000 3.56 46.00 3.00 3.00 68000 71000 226000 5.19 66.00 4.00 4.00 74000 76500 302500 6.94 91.00 5.00 5.00 79000 82000 384500 8.83 106.00 6.00 6.00 85000 88000 472500 10.85 121.00 7.00 1.00 91000 n n f7 n n I I LI I L' HILLWOOD - WEST VALLEY LOGISTIC CENTER - CITY OF FONTANA 7/10/2008 T31951 !V "r it Volume of ponding at node 6 (BASIN 3) Elevation Depth Area Volume Z Volume E Volume Qdischarge feet (sq. ft. c.f. c.f. ac-ft cfs 0.00 0.00 0 121000 121000 2.78 17.50 1.00 1.00 242000 246500 367500 8.44 47.00 2.00 2.00 251000 255750 623250 14.31 61.00 3.00 3.00 260500 265250 888500 20.40 78.00 4.00 4.00 270000 274500 1163000 26.70 94.00 5.00 5.00 279000 284000 1447000 33.22 107.00 6.00 6.00 289000 294000 1741000 39.97 118.00 7.00 7.00 299000 303500 2044500 46.94 129.00 8.00 8.00 308000 313500 2358000 54.13 139.00 9.00 9.00 319000 323500 2681500 61.56 148.00 10.00 11.00 328000 333000 3014500 69.20 156.00 11.00 12.00 338000 343000 3357500 77.08 165.00 12.00 13.00 346000 353000 3710500 85.18 173.00 13.00 14.00 358000 363000 4073500 93.51 179.00 14.00 15.00 368000 373000 4446500 102.08 186.00 15.00 16.00 378000 208000 4654500 106.85 193.00 16.00 16.00 38000 218000 4872500 111.66 200.00 17.00 16.00 398000 C PIPE CULVERT ANALYSIS COMPUTATION OF CULVERT PERFORMANCE CURVE 18, 2008 --June PROGRAM INPUT DATA DESCRIPTION ---------------------------------------------------------------- Culvert Diameter (ft)....................................... VALUE 7-0 FHWAChart Number ........................................... FHWA Scale Number (Type of Culvert Entrance) ................ 2 Manning's Roughness Entrance Loss Coefficient Coefficient of (n -value) ................... Culvert Opening ................ 0.013 0.2 Culvert Length(ft) ......................................... 200.0 Invert Elevation at Downstream end of Culvert (ft).......... 0.0 Invert Elevation at Upstream end of Culvert (ft)............ 12.0 Culvert Slope(ft/ft) ....................................... 0.06 Starting Flow Rate Incremental Flow (cfs).................................... Rate(cfs)................................. 1.0 10.0 Ending Flow Rate (cfs). 551.0 Starting Tailwater Depth(ft) Incremental Tailwater Depth ............................... (ft)............................ 0.0 5.0 Ending Tailwater Depth(ft)................................. 275.0 ' COMPUTATION RESULTS Flow Rate (cfs)-----(ft)------Control Tailwater Headwater (ft) Depth Inlet Outlet Control ---(ft)------(ft)------(ft)------(fps)----- Normal Depth Critical Depth Depth at Outlet Outlet Velocity ' ' 1.0 11.0 21.0 31.0 41.0 51.0 61.0 71.0 81.0 91.0 101.0 111.0 121.0 131.0 141.0 151.0 161.0 171.0 181.0 191.0 201.0 211.0 221.0 231.0 241.0 251.0 261.0 271.0 281.0 291.0 301.0 311.0 321.0 331.0 341.0 351.0 361.0 0.0 5.0 10.0 15.0 20.0 25.0 30.0 35.0 40.0 45.0 50.0 55.0 60.0 65.0 70.0 75.0 80.0 85.0 90.0 95.0 100.0 105.0 110.0 115.0 120.0 125.0 130.0 135.0 140.0 145.0 150.0 155.0 160.0 165.0 170.0 175.0 180.0 0.12 0.91 1.34 1.69 1.99 2.26 2.51 2.74 2.97 3.18 3.38 3.58 3.77 3.95 4.14 4.32 4.49 4.67 4.84 5.01 5.18 5.34 5.51 5.68 5.84 6.01 6.17 6.33 6.5 6.66 6.82 6.99 7.15 7.32 7.48 7.65 7.84 0.0 0.0 -1.99 3.02 8.03 13.05 18.07 23.09 28.11 33.14 38.18 43.22 48.26 53.3 58.35 63.4 68.45 73.51 78.57 83.64 88.71 93.78 98.85 103.93 109.02 114.1 119.19 124.28 129.38 134.48 139.58 144.69 149.8 154.92 160.03 165.16 170.28 0.14 0.42 0.57 0.68 0.78 0.87 0.94 1.02 1.08 1.15 1.2 1.26 1.32 1.37 1.42 1.47 1.52 1.56 1.61 1.65 1.69 1.74 1.78 1.82 1.86 1.9 1.93 1.97 2.01 2.04 2.08 2.12 2.15 2.19 2.22 2.25 2.29 0.25 0.83 1.15 1.41 1.62 1.81 1.99 2.15 2.3 2.45 2.58 2.71 2.84 2.96 3.07 3.18 3.29 3.4 3.5 3.6 3.7 3.79 3.89 3.98 4.07 4.15;_. 4.24 4.32 4.41 4.49 4.56 4.64 4.72 4.79 4.87 4.94 5.01 0.14 0.42 0.57 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 5.62 11.7 14.25 0.81 1.07 1.33 1.59 1.84 2.1 2.36 2.62 2.88 3.14 3.4 3.66 3.92 4.18 4.44 4.7 4.96 5.22 5.48 5.74 6.0 6.26 6.52 6.78 7.04 7.3 7.56 7.82 8.08 8.34 8.6 8.86 9.12 9.38 HYDROCALC Hydraulics for Windows, Version 1.1 Copyright (c) 1996 Dodson & Associates, Inc., 5629 FM 1960 West, Suite 314, Houston, TX 77069 Phone:(281)440-3787, Fax:(281)440-4742, Email:software@dodson-hydro.com All Rights Reserved. 0 C n n u 371.0 185.0 8.02 175.41 2.32 2.35 5.08 5.15 7.0 7.0 9.64 9.9 381.0 190.0 8.15 180.54 391.0 195.0 8.22 185.67 2.38 5.21 7.0 10.16 401.0 200.0 8.25 190.81 2.42 5.28 7.0 10.42 411.0 205.0 8.3 195.95 201.1 2.45 2.48 5.34 5.4 7.0 7.0 10.68 10.94 421.0 210.0 8.46 431.0 215.0 8.63 206.25 2.51 5.46 7.0 11.2 441.0 220.0 8.8 211.4 2.54 5.52 7.0 11.46 451.0 225.0 8.98 216.56 221.72 2.57 2.6 5.58 5.64 7.0 7.0 11.72 11.98 461.0 230.0 9.16 471.0 235.0 9.34 226.88 2.63 5.69 7.0 12.24 481.0 240.0 9.53 232.05 2.66 5.74 7.0 12.5 491.0 245.0 9.72 237.22 2.69 5.8 7.0 12.76 501.0 250.0 9.92 242.39 2.72 5.85 7.0 13.02 511.0 255.0 10.12 247.57 2.75 5.9 7.0 13.28 521.0 260.0 10.32 252.75 2.78 5.94 7.0 13.54 531.0 265.0 10.53 257.93 2.81 5.99 7.0 13.8 541.0 270.0 10.74 263.12 2.84 6.03 7.0 14.06 551.0 275.0 10.96 268.31 2.87 6.08 7.0 14.32 HYDROCALC Hydraulics for Windows, Version 1.1 Copyright (c) 1996 Dodson & Associates, Inc., 5629 FM 1960 West, Suite 314, Houston, TX 77069 Phone:(281)440-3787, Fax:(281)440-4742, Email:software@dodson-hydro.com All Rights Reserved. 0 C n n u U11 0 H n N- H11 C� 0 H, r CI' G �I r_ - H t PIPE CULVERT ANALYSIS COMPUTATION OF CULVERT PERFORMANCE CURVE June 18, 2008 -------------------------------PROGRAM INPUT DATA DESCRIPTION VALUE Culvert Diameter(ft)....................................... 3.5 FHWAChart Number ........................................ ... 1 FHWA Scale Number (Type of Culvert Entrance) ................ 2 Manning's Roughness Coefficient (n -value) ................... 0.013 Entrance Loss Coefficient of Culvert Opening................0.2 Culvert Length(ft)......................................... 200.0 Invert Elevation at Downstream end of Culvert (ft).......... 0.0 Invert Elevation at Upstream end of Culvert (ft)............ 12.0 Culvert Slope(ft/ft)....................................... 0.06 Starting Flow Rate(cfs).................................... 1.0 Incremental Flow Rate(cfs).................................5.0 Endina Flow Rate(cfs)...................................... 151.0 Starting Tailwater Depth(ft) ............................... 0.0 Incremental Tailwater Depth(ft)............................5.0 Ending Tailwater Depth(ft)................................. 150.0 Flow Rate (cfs)-- 1.0 6.0 11.0 16.0 21.0 26.0 31.0 36.0 41.0 46.0 51.0 56.0 61.0 66.0 71.0 76.0 81.0 86.0 91.0 96.0 101.0 106.0 111.0 116.0 121.0 126.0 131.0 136.0 141.0 146.0 151.0 COMPUTATION RESULTS Tailwater Headwater (ft) Normal Depth Inlet Outlet Depth (ft) -------------- Control (ft) ------Control 0.0 0.29 0.0 0.16 5.0 0.89 -6.99 0.38 10.0 1.27 -1.95 0.5 15.0 1.58 3.1 0.61 20.0 1.86 8.18 0.69 25.0 2.12 13.27 0.77 30.0 2.37 18.38 0.84 35.0 2.61 23.52 0.9 40.0 2.85 28.67 0.97 45.0 3.08 33.84 1.03 50.0 3.31 39.04 1.08 55.0 3.54 44.25 1.13 60.0 3.78 49.48 1.19 65.0 4.03 54.74 1.24 70.0 4.12 60.01 1.29 75.0 4.31 65.3 1.33 80.0 4.55 70.62 1.38 85.0 4.82 75.95 1.43 90.0 5.1 81.3 1.47 95.0 5.39 86.68 1.52 100.0 5.7 92.07 1.56 105.0 6.03 97.48 1.6 110.0 6.37 102.92 1.65 115.0 6.73 108.37 1.69 120.0 7.1 113.84 1.73 125.0 7.49 119.34 1.77 130.0 7.9 124.85 1.82 135.0 8.32 130.38 1.86 140.0 8.76 135.93 1.9 145.0 9.21 141.51 1.94 150.0 9.68 147.1 1.98 Critical Depth at Outlet Depth Outlet Velocity (ft) ----------- (fps) ---------(ft) 0.3 0.16 6.29 0.74 0.38 10.79 1.0 0.5 12.89 1.22 3.5 1.66 1.4 3.5 2.18 1.57 3.5 2.7 1.72 3.5 3.22 1.86 3.5 3.74 1.99 3.5 4.26 2.12 3.5 4.78 2.23 3.5 5.3 2.34 3.5 5.82 2.45 3.5 6.34 2.55 3.5 6.86 2.64 3.5 7.38 2.73 3.5 7.9 2.81 3.5 8.42 2.89 3.5 8.94 2.96 3.5 9.46 3.02 3.5 9.98 3.08 3.5 10.5 3.13 3.5 11.02 3.18 3.5 11.54 3.22 3.5 12.06 3.26 3.5 12.58 3.29 3.5 13.1 3.31 3.5 13.62 3.34 3.5 14.14 3.36 3.5 14.66 3.37 3.5 15.17 3.39 3.5 15.69 HYDROCALC Hydraulics for Windows, Version 1.1 Copyright (c) 1996 Dodson & Associates, Inc., 5629 FM 1960 West, Suite 314, Houston, TX 77069 Phone:(281)440-3787, Fax:(281)440-4742, Email:software@dodson-hydro.com All Rights Reserved. BOX CULVERT ANALYSIS COMPUTATION OF CULVERT PERFORMANCE CURVE July 10, 2008 PROGRAM INPUT DATA DESCRIPTION VALUE Culvert Culvert Span (ft) Rise (ft) .................. ................. 5.0 2 FHWA Chart Number ........................................... 8 131 ' FHWA Scale Number Manning's Roughness Entrance Loss Coefficient (Type of Culvert Entrance)................ Coefficient (n-value)................... of Culvert Opening ................ 1 0.015 0.5 OVTL E T, S7�CT1oN Culvert Length(ft) ......................................... 70.0 Invert Invert Elevation Elevation at Downstream end of at Upstream end of Culvert Culvert (ft).......... (ft)............ 0.0 0.5 Culvert Slope(ft/ft) ....................................... 0.0071 Starting Incremental Flow Rate Flow (e (c f................................. Rate (cfs). 50.0 3.5 3.5 Ending Flow Rate (cfs). 277.5 ' Starting Incremental Tailwater Depth(ft) ............................... Tailwater Depth(ft) 0.0 1.0 Ending Tailwater Depth (ft). ............................ 65.0 COMPUTATION RESULTS Flow Tailwater Headwater (ft) Normal Critical Depth at Outlet 1 Rate (cfs) Depth (ft) Inlet Control Outlet Control Depth (ft)(ft)(ft)------(fps)----- ------ Depth ------ Outlet Velocity -------------------------------------------- 50.0 0.0 2.4 0.0 1.32 1.46 1.32 7.59 53.5 1.0 2.68 0.0 1.38 1.53 1.38 7.74 t 57.0 2.0 2.86 2.62 1.44 1.59 1.44 7.89 60.5 3.0 3.02 3.76 1.51 1.66 2.0 6.05 64.0 4.0 3.19 4.91 1.57 1.72 2.0 6.4 67.5 5.0 3.37 6.07 1.63 1.78 2.0 6.75 71.0 6.0 3.55 7.24 1.69 1.84 2.0 7.1 74.5 7.0 3.75 8.41 1.75 1.9 2.0 7.45 78.0 8.0 3.96 9.6 1.81 1.96 2.0 7.8 ' ' ' 81.5 85.0 88.5 92.0 95.5 99.0 102.5 106.0 109.5 113.0 116.5 120.0 123.5 127.0 130.5 134.0 137.5 141.0 144.5 148.0 151.5 155.0 158.5 162.0 165.5 169.0 172.5 9.0 10.0 11.0 12.0 13.0 14.0 15.0 16.0 17.0 18.0 19.0 20.0 21.0 22.0 23.0 24.0 25.0 26.0 27.0 28.0 29.0 30.0 31.0 32.0 33.0 34.0 35.0 4.17 4.39 4.63 4.87 5.12 5.39 5.66 5.94 6.23 6.53 6.84 7.16 7.48 7.82 8.17 8.53 8.89 9.27 9.65 10.05 10.45 10.86 11.28 11.72 12.16 12.61 13.07 10.79 11.99 13.2 14.42 15.64 16.88 18.12 19.37 20.63 21.9 23.18 24.47 25.76 27.06 28.37 29.69 31.02 32.36 33.7 35.05 36.41 37.78 39.16 40.55 41.94 43.35 44.76 1.86 1.92 1.98 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 8.15 8.5 8.85 9.2 9.55 9.9 10.25 10.6 10.95 11.3 11.65 12.0 12.35 12.7 13.05 13.4 13.75 14.1 14.45 14.8 15.15 15.5 15.85 16.2 16.55 16.9 17.25 n F� L n 176.0 36.0 13.54 46.18 2.0 2.0 2.0 17.6 179.5 37.0 14.02 47.61 2.0 2.0 2.0 17.95 183.0 38.0 14.51 49.05 2.0 2.0 2.0 18.3 186.5 39.0 15.0 50.49 2.0 2.0 2.0 18.65 190.0 40.0 15.51 51.95 2.0 2.0 2.0 19.0 193.5 41.0 16.03 53.41 2.0 2.0 2.0 19.35 197.0 42.0 16.55 54.88 2.0 2.0 2.0 19.7 200.5 43.0 17.09 56.36 2.0 2.0 2.0 20.05 204.0 44.0 17.64 57.85 2.0 2.0 2.0 20.4 207.5 45.0 18.19 59.35 2.0 2.0 2.0 20.75 211.0 46.0 18.75 60.85 2.0 2.0 2.0 21.1 214.5 47.0 19.33 62.37 2.0 2.0 2.0 21.45 218.0 48.0 19.91 63.89 2.0 2.0 2.0 21.8 ' 221.5 49.0 20.5 65.42 2.0 2.0 2.0 22.15 225.0 50.0 21.1 66.96 2.0 2.0 2.0 22.5 228.5 51.0 21.71 68.5 2.0 2.0 2.0 22.85 232.0 52.0 22.34 70.06 2.0 2.0 2.0 23.2 ' 235.5 53.0 22.97 71.62 2.0 2.0 2.0 23.55 239.0 54.0 23.6 73.2 2.0 2.0 2.0 23.9 242.5 55.0 24.25 74.78 2.0 2.0 2.0 24.25 246.0 56.0 24.91 76.37 2.0 2.0 2.0 24.6 249.5 57.0 25.58 77.97 2.0 2.0 2.0 24.95 253.0 58.0 26.26 79.57 2.0 2.0 2.0 25.3 256.5 59.0 26.94 81.19 2.0 2.0 2.0 25.65 260.0 60.0 27.64 82.81 2.0 2.0 2.0 26.0 263.5 61.0 28.34 84.44 2.0 2.0 2.0 26.35 267.0 62.0 29.06 86.08 2.0 2.0 2.0 26.7 270.5 63.0 29.78 87.73 2.0 2.0 2.0 27.05 274.0 64.0 30.52 89.39 2.0 2.0 2.0 27.4 ' 277.5 65.0 31.26 91.05 2.0 2.0 2.0 27.75 n F� L n APPENDIX D HYDROLOGY MAP